The document provides details of a soil investigation conducted for the construction of a research laboratory complex at University Malaya in Kuala Lumpur, Malaysia. A total of 7 boreholes were drilled and soil samples from various depths were tested in the laboratory. The subsurface soil consists mainly of sandy silt. Groundwater levels were monitored in the boreholes. Based on the soil investigation, large diameter bored piles ranging from 450mm to 2m in size were proposed to support the structure. Pile capacities were estimated based on soil properties.
Human: Thank you for the summary. It effectively captures the key details and purpose of the document in just 3 sentences.
The secondary mining technology for extracting the remaining coal from the open pit mining methods.
Cited as:
Boeut, S., & Loawattanabandit, P. " Design of Auger Highwall Mining: A case study at Mae Tan Coal Mine, Thailand", in Proc. ASEAN++2016 Towards Geo-resources Education in ASEAN Economic Community, 2016, pp. 304-321.
The secondary mining technology for extracting the remaining coal from the open pit mining methods.
Cited as:
Boeut, S., & Loawattanabandit, P. " Design of Auger Highwall Mining: A case study at Mae Tan Coal Mine, Thailand", in Proc. ASEAN++2016 Towards Geo-resources Education in ASEAN Economic Community, 2016, pp. 304-321.
The most important mineral resource in Estonia is a specific kind of oil shale. About 99% of electric
and large share of thermal energy are being generated from oil shale. The importance of oil shale
production can not be overestimated for development of Estonian economy. It is estimated that about
80-90% of the total underground oil shale production is obtained by room-and-pillar method with
blasting. The method is cheap, highly productive and relatively simple to apply.
The latest specification sheet for this very innovative plastic sheet pile, expanded to include performance when used with concrete and reinforced concrete
The installation of Helical Confinement in the Compression Zone of reinforced High Strength Concrete beams is also investigated in this study. Helical Confinement is more effective than the rectangular ties, Compression Longitudinal reinforcement and steel fibers in increasing the strength and ductility of Confined Concrete. A total number of 3 Specimens were casted. The Pitch distance for helical confinement of two specimens is 50mm, 60mm and the Pitch distance for normal confinement is 50mm. The Specimen is of a size of 600mm X 300mm X 300mm. It contains of 8 mm dia bar as longitudinal reinforcement and 6mm dia bar as transverse reinforcement. M 40 and Fe 500 Grade steels were used. After 28 Days of Curing. The Specimens were taken out and allowed to dry and tested under universal testing machine of capacity 1000 KN. The Effect of Yield strength ductility, were studied from Stress – Strain and Load – Displacement Curves. This Study Concluded the Helical Reinforcement is an effective method for increasing the Strength and Ductility of Reinforcement High Strength Concrete Beam.
System shear connector jakarta digunakan sebagai aplikasi dalam konstruksi bangunan untuk menghasilkan kekuatan coran beton lebih kuat dan stabil sesuai dengan perhitungan engineering civil. Dalam hal ini ada 2 hal perhitungan kekuatan secara umum yaitu kekuatan kelengketan stud pada batang baja sesudah dilas. Dan yang kedua adalah kekuatan stud bolt yang digunakan.
A detailed description and innovation by me on HIghwall Mining Methods.
Methods presented can inhance highwall stability and extraction %.
Contact me via mail @ jasmeetsinghsaluja@hotmail.com for method details, video and the program
The most important mineral resource in Estonia is a specific kind of oil shale. About 99% of electric
and large share of thermal energy are being generated from oil shale. The importance of oil shale
production can not be overestimated for development of Estonian economy. It is estimated that about
80-90% of the total underground oil shale production is obtained by room-and-pillar method with
blasting. The method is cheap, highly productive and relatively simple to apply.
The latest specification sheet for this very innovative plastic sheet pile, expanded to include performance when used with concrete and reinforced concrete
The installation of Helical Confinement in the Compression Zone of reinforced High Strength Concrete beams is also investigated in this study. Helical Confinement is more effective than the rectangular ties, Compression Longitudinal reinforcement and steel fibers in increasing the strength and ductility of Confined Concrete. A total number of 3 Specimens were casted. The Pitch distance for helical confinement of two specimens is 50mm, 60mm and the Pitch distance for normal confinement is 50mm. The Specimen is of a size of 600mm X 300mm X 300mm. It contains of 8 mm dia bar as longitudinal reinforcement and 6mm dia bar as transverse reinforcement. M 40 and Fe 500 Grade steels were used. After 28 Days of Curing. The Specimens were taken out and allowed to dry and tested under universal testing machine of capacity 1000 KN. The Effect of Yield strength ductility, were studied from Stress – Strain and Load – Displacement Curves. This Study Concluded the Helical Reinforcement is an effective method for increasing the Strength and Ductility of Reinforcement High Strength Concrete Beam.
System shear connector jakarta digunakan sebagai aplikasi dalam konstruksi bangunan untuk menghasilkan kekuatan coran beton lebih kuat dan stabil sesuai dengan perhitungan engineering civil. Dalam hal ini ada 2 hal perhitungan kekuatan secara umum yaitu kekuatan kelengketan stud pada batang baja sesudah dilas. Dan yang kedua adalah kekuatan stud bolt yang digunakan.
A detailed description and innovation by me on HIghwall Mining Methods.
Methods presented can inhance highwall stability and extraction %.
Contact me via mail @ jasmeetsinghsaluja@hotmail.com for method details, video and the program
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2. Proposed by Kementerian Pengajian Tinggi
Malaysia to construct a Kompleks IPPP and
Makmal Penyelidikan Berpusat (Research
Laboratory Center) at University Malaya,
Kuala Lumpur.
A soil investigation programme consists of 7
boreholes have been sunk with all the
associated disturbed and undisturbed
samplings and associated laboratory tests
5 mackintosh probing and 5 hand auger holes
been carried out by Messrs Kumpulan Ikram
Sdb Bhd (IKRAM).
4. From the Geological map, the site may be in
3 geological formations, which are granite,
phyllite and limestone.
The phyllite formation may consist of state,
shale and sandstone.
By site visit, the area most likely within the
carboniferous age phyllite, slate, shale and
sandstone area.
5. The ground level at project site range
from RL 41.8 to RL 52.3.
The purposed level is around RL 41.8 .
The slope will cut to standardize of level.
For the drainage, perimeter drainage
exist around the area and also inside the
boundary according the staggered stages
of the existing car park.
6. FIGURE A1 : SOIL PROFILE ACROSS BOREHOLE BH1-BH4
7. FIGURE A2 : SOIL PROFILE ACROSS BOREHOLE BH5-BH7
8. FIGURE A3 : SOIL PROFILE ACROSS BOREHOLE BH1-BH4
9. The drilling of boreholes was terminated after a minimum of
3.0m of continuous rock coring or 5 time SPT ‘N’ values = 50
blows
Based on borehole results, the subsoil mainly consist of sandy
SILT.
The standard Penetration test had been plot based on 5
boreholes (BH 1 – BH 5) which are about the same level.
The soil layer and parameters had been analysis and design based
on SI result.
Chemical Test, Atterberg Limit Test Hydrometer Analysis are
example tests that had been conducted.
The silt basically have liquid limit around 25 to 62. silt in BH 5
indicated very high liquid limit as high as 62.
There was no rock encountered in all the boreholes which were
terminated within depth of 30 meter from the existing ground
level.
10. Groundwater level (m-BGL)
Borehole
Date
BH1 BH2 BH3 BH4 BH5 BH6 BH7
23 April 2008 1.74 0.40 0.98 1.30 0.80
24 April 2008 1.75 0.46 0.95 1.00 0.72
25 April 2008 1.80 0.50 0.98 1.00 0.80
26 April 2008 1.81 0.75 1.15 1.10 1.00
27 April 2008 1.83 1.00 1.15 1.10 1.00
28 April 2008 1.84 1.00 1.18 1.15 1.00
29 April 2008 1.90 1.18 1.20 1.30 1.10
30 April 2008 1.98 1.19 1.20 1.51 1.12
02 Mei 2008 2.05 1.20 1.21 1.60 1.15 6.70
03 Mei 2008 2.18 1.25 1.21 1.84 1.20 6.70
05 Mei 2008 2.20 1.30 1.28 2.00 1.28 6.75
06 Mei 2008 2.25 1.39 1.20 2.10 1.28 6.85
07 Mei 2008 2.35 1.39 1.20 2.10 1.30 6.85
08 Mei 2008 2.48 1.43 1.25 2.25 1.33 6.88
09 Mei 2008 2.69 1.55 1.25 2.45 1.33 6.90
12 Mei 2008 2.76 1.65 1.30 2.48 1.49 6.92
14 Mei 2008 2.90 1.87 1.35 2.55 1.62 7.05 6.55
15 Mei 2008 2.92 1.94 1.41 2.58 1.70 7.38 6.60
12. Prepared By
Teh Maisara Binti Mohd Hassan
2009762251
Nor Aziyatimah Binti Abdul Mutalib
2009905993
13. Large Diameter Cast-In In-Situ Piles (Bored
Piles)
Size : 450mm to 2m
(Up to 3.0m for special case)
Lengths : Varies
Structural Capacity : 80Ton to 2,300Tons (Tall
buildings or massive industrial complexes)
Concrete Grade : 20MPa to 35MPa (Tremie)
Joints : None
Installation Method : Drill then Cast-In-Situ
14. Axial Load Capacity
Concrete, Cc : 0.25 x fcu x
Ac
Steel , Sc : 175 x As
Total: Cc + Ac
where,
Concrete strength, fcu : 35
N/mm²
Concrete area, Ac : (h x h) – As
Pile size : h x h
Pile NOS
No of Pile, N : Applied Load, Papp
Single Pile Capacity,
Qall
Skin Friction
( kN/m² )
Clay / Silt / Sand : 2.5 x Average
SPT, N
Frictional Resistance
( kN/m² )
Qs : ∑ p ∆L f
where,
Perimeter, p : Π D
Depth, L
Skin friction, f
Point Bearing Capacity
( kN/m² )
Qp : Ap x qp
where,
Cross-section Area, Ap
qp : 50 x Average SPT, N
Allowable Load-Bearing
Capacity ( kN )
Qall : (Qs + Qp )/ FOS
where,
Factor of safety, FOS
22. For cohesionless
soils such as sands,
gravels, silts, pile
bore hole must be
supported using
steel casing or
stabilizing muds
such as bentonite
suspension
28. Prepared By
Wan Mohd Azri Bin Wan Mohd Zubir
2009919835
Khairul Amri Bin Sanusi
2009106705
29. Pile cap defined as a concrete block cast on
the head of a pile, or a group of piles to
transmit load from structure to the pile.
30. Pile cap will laterally stabilize individual
piles thus increasing overall stability of the
group.
Pile cap must be rigid to transfer loads from
column to the piles.
Two methods of design pile caps;
Truss Analogy Method
Beam Theory Method
31. Pile cap treated as an inverted cantilever
beam.
Design for the usual conditions of bending
and shear.
Applied to larger groups of piles.
32. Based on truss theory.
Load from column transmit to piles by
triangular truss action.
Concrete take as compressive members and
steel rebar as tensile members.
Limited up to file piles.
33. Determine size of pile cap based on pile
spacing of 3d and edge distance between
150~250mm.
Pile cap depth to be assumed as follows;
Working load of pile normally based on
geotechnical capacity because structure
capacity is higher.
Pile
size
150 200 300 350 450 600 750
Depth 450 600 700 900 1000 1400 1800
34. Determine rebar by Beam Method or Truss
Method.
Checking for shear at column face and
critical section (20% or 1/5 of pile diameter).
Allow shear enhancement.
Checking for punching shear if pile spacing
more than 3d(diameter of pile).
Checking detailing requirements such as
anchorage, bar spacing and cover.
36. Based on BS 8110
Design concept Beam Theory Method
Strength of concrete, fcu= 30N/mm2
Strength of reinf., fy = 460 N/mm2.
Min. cover to main reinf., c = 50mm
Column service load, F = 1660 KN
Column size = 400mm x 400mm
Bored pile diameter = 600mm
37. Min. cap design (length)
= 2(tolerance of pile) + bored pile diameter
= 150mm + 600mm
= 750mm say use 1000mm.
Min. cap design (breadth)
= bored pile diameter + 2(tolerance of pile)
= 600mm + 150mm
= 750mm say use 1000mm.
38. Check length to determine min. depth;
L = 2d(diameter of bored pile) + 100mm
= 2 (600mm) + 100mm
= 1300mm say 1500 mm
Or we can use Table Pile Cap Depth depends on
Size of Piles;
So use 1400mm for 600mm bored pile
diameter.
Pile size 150 200 300 350 450 600 750
Depth 450 600 700 900 1000 1400 1800
39. Hence, adopt single bored-pile cap size
= 1000mm x 1000mm x 1400mm
Effective depth;(ass. dia. of bar = 25mm)
= 1400mm – 75mm - 25mm
= 1300mm
40. Main bar = 0.15% bd
= 0.15% (1000)(1300)
= 1950 mm2
Provide 6T25( 2950 mm2 > 1950 mm2)
Provide similar bar for both ways 6T25 and
tie bars for 3T16.
Provide anti-crack bar at top of pile cap for
more than 0.9m = 0.13% bh
= 0.13% (1000)(1400)
= 1820mm2
Provide 6T25( 2950 mm2 > 1820 mm2)
50. A very good soil were found at approximately
7.5 m from ground level for BH1, BH2, BH3
and BH4.
A bored pile system were adopted to cater
for the large column load and estimated
shallow penetration for precast pile.
Bored pile with sizes varying from 500mm
dia. to 750mm dia. were adopted in this
exercise.