case histories on the geotechnical design & construction ... short course - gss.pdf · g&p...
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CASE HISTORIES ON THE CASE HISTORIES ON THE GEOTECHNICAL DESIGN & GEOTECHNICAL DESIGN &
CONSTRUCTION OF THE IPOH CONSTRUCTION OF THE IPOH HOSPITAL EXTENSION HOSPITAL EXTENSION
Cadangan Membina Dan Menyiapkan Cadangan Membina Dan Menyiapkan Blok Wanita, KanakBlok Wanita, Kanak--Kanak dan Pusat Kanak dan Pusat Kardiologi, Hospital Raja Permaisuri Kardiologi, Hospital Raja Permaisuri
Bainun, Ipoh, PerakBainun, Ipoh, PerakBy : Dato’ Ir. Dr. GUE See Sew
Date: 22/09/2014
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ContentsContents
• Desk Study & Site Visit• Subsurface Investigation (S.I.)• Preliminary Design• Detailed Design• Construction• Approval Process
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DESK STUDY & SITE VISIT
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Project Location
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Project Location
Jalan Hospital
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Building LayoutBuilding Layout
Jalan Hospital
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Building InformationBuilding Information
• The superstructure consists of a 10-storey tower with :
- 2 floors of elevated car parks- 8 floors of clinical podiums and wards
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Site LayoutSite Layout
SITE IS A FLAT AREA
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General Geology
Extracted from Geological Map of Perak, Sheet 2-N-5 Ipoh, 1957 published by Geological Survey Department
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Site Visit
Direction of Photo Taken
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Site Visit
Direction of Photo Taken
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Site Visit
Direction of Photo Taken
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Site Visit
Direction of Photo Taken
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SUBSURFACE INVESTIGATION (S.I.)
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Preliminary S.I.
First Stage-Preliminary S.I. (By JKR)•Carried out by Ikram Utara from 9th
January 2010 to 23rd February 2010
•S.I. consists of 6 nos. of Boreholes
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Preliminary S.I. Layout
6 nos. Existing BH (First)
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BorelogBorelog
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Detailed S.I.
Second Stage-Detail S.I.•S.I. has been carried out by Ikram Utara from 26th September 2010 to 9th December 2010
•The S.I. consists of :-– 12 nos. Borehole– 10 nos. Rock Probe– 96 nos. JKR Probe
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S.I. Layout12 nos. BH
10 nos. RP
6 nos. Existing BH
Boreholes that show cavities
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S.I. During Construction
Third Stage-S.I. During Construction•S.I. has been carried out by Kamalbina Sdn. Bhd. from 1st October 2013•The S.I. consists of :-
– 45 nos. Cavity Probing (Main Building)– 5 nos. Cavity Probing (PPU) (Not carried out yet)
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Justification
• Additional S.I. (cavity probing) shall be carried out during construction stage:-– Identify the extent of cavity– More concentrated at cavity area
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S.I. Layout
Prelim Boreholes (6 nos)Additional Rock Probes (10 nos)Additional Boreholes (12 nos)Cavity Probe (45 nos)Cavity Detected
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Section 2-2
Prelim Boreholes (6 nos)Additional Rock Probes (10 nos)Additional Boreholes (12 nos)Cavity Probe (45 nos)Cavity Detected
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Cross–Section 2-2
Cavities
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Section 12-12
Prelim Boreholes (6 nos)Additional Rock Probes (10 nos)Additional Boreholes (12 nos)Cavity Probe (45 nos)Cavity Detected
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Cross–Section 12-12
Cavities
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Section D-D
Prelim Boreholes (6 nos)Additional Rock Probes (10 nos)Additional Boreholes (12 nos)Cavity Probe (45 nos)Cavity Detected
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Cross–Section D-D
Cavities
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Section J-J
Prelim Boreholes (6 nos)Additional Rock Probes (10 nos)Additional Boreholes (12 nos)Cavity Probe (45 nos)Cavity Detected
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Cross–Section J-JCavities
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PRELIMINARY DESIGN
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Selection of FoundationSelection of Foundation• General topography
• Magnitude of column loads
• Subsoil profile
• Bearing capacity of ground
• Settlement due to settling platform, disturbance to surrounding neighbors, etc.
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Options of FoundationOptions of Foundation
Shallow Foundation
Suitable for Low Rise or
Light Structure
Deep Foundation
Suitable for Medium to High Rise
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Selection of PilesSelection of Piles• Types of Piles Available in Market• Installation Method• Ground Conditions (eg Limestone, etc)• Site Conditions & Constraints (eg
Accessibility)• Type and Magnitude of Loading• Development Programme & Cost• etc
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Options of Deep FoundationOptions of Deep Foundation• Spun Pile
- Driven- Jack- in
• Bored Pile
• Micro Pile
Not allowed as near to hospital (Noise)
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Options of Deep FoundationOptions of Deep Foundation• Jack- in Spun Pile- Overburden too shallow (less than 10D)
• Bored Pile
• Micro Pile
OPTION 1
OPTION 2
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Piling Problem in LimestonePiling Problem in Limestone
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RecommendationRecommendation
• Detail S.I. for design
• Cavity Probing during construction
• Cavity treatment is required (compaction grout)
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DETAILED DESIGN
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Detail Design
• Majority of Architectural Layout is Frozen
• Column Loads provided by C&S Engineer
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Column Loads DistributionColumn Loads Distribution
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
Column Load (x 103 kN)
0123456789
101112131415161718192021222324252627282930
No.
of C
olum
n
2
6
8
1514
24
2122
1415 15
7
3
1 1 1 1 1 1 1 1
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Option 1: Bored Pile Design
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Bored Pile DesignBored Pile Design
• Pile Capacity
• Pile Length/Socket Length
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Bored Pile CapacityBored Pile Capacity
• Shallow bedrock
• To achieve Structural capacity
Rock Socket Pile
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Allowable Structural CapacityAllowable Structural Capacity
QQallall = 0.25 x f= 0.25 x fcucu x Ax Acc
Qall = Allowable pile capacity
fcu = characteristic strength of concrete
Ac = cross sectional area of concrete
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Allowable Structural CapacityAllowable Structural Capacity
Size (mm) Working Load
600Type A 500Type B 1100Type C 1600
900 55001050 7500
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Allowable Geotechnical CapacityAllowable Geotechnical Capacity
• Fp, Geo (allow) = (fsAs / 1.5) + (fbAb / 3) (Using Partial Safety Factor)
• Fg, Geo (allow) = (fs As + fb Ab) / 2 (Using Global Safety Factor)
Where,fs = Shaft resistance
fb = Base resistanceAs = Surface area of pile shaftAb = Surface area of pile base
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Geotechnical CapacityGeotechnical Capacity
• Very Difficult to Ensure Proper Base Cleaning
• Contribution from Base IGNORED
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Allowable Geotechnical CapacityAllowable Geotechnical Capacity
• Fp, Geo (allow) = (fsAs / 1.5)
• Fg, Geo (allow) = (fs As / 2
Where,fs = Shaft resistance
fb = Base resistanceAs = Surface area of pile shaftAb = Surface area of pile base
+ (fbAb / 3)
+ fb Ab)fs As / 2
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Design AssumptionsDesign Assumptions
• fs(ult) = 2.5 N (for soil)
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SPTSPT--NN
30
25
20
15
10
5
0
0 10 20 30
30
25
20
15
10
5
0
Dep
th (m
)
0 10 20 30
SPT-N Value
LegendABH1ABH2ABH3ABH4ABH5ABH6ABH7ABH8ABH9ABH10ABH11ABH12BH1BH2BH3BH4BH5BH6
SPT N = 3
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Rock Socket FrictionRock Socket Friction
Working Rock Socket FrictionWorking Rock Socket Friction RQDRQD
300 kPa300 kPa <25%<25%600 kPa600 kPa 2525--70%70%
1000 kPa1000 kPa >70%>70%
The above design values subject to 0.05 x min (UCS, fThe above design values subject to 0.05 x min (UCS, fcu cu ) ) whichever is smallerwhichever is smaller
Reference: Neoh (1998)Reference: Neoh (1998)
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RQD ValuesRQD Values
30
25
20
15
10
5
0
0 10 20 30 40 50 60 70 80 90 100
Rock Quality Designation, RQD (%)
30
25
20
15
10
5
0D
epth
bel
ow G
roun
d Le
vel (
mbg
l)
Legend
ABH1ABH2ABH3ABH4ABH5ABH6ABH7ABH8ABH9ABH10ABH11ABH12RP1RP2RP(2A)RP3RP4RP5RP6RP7RP8RP9RP10BH1BH2BH3BH4BH5BH6
0 10 20 30 40 50 60 70 80 90 100
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UCS ValuesUCS Values
30
25
20
15
10
5
0
0 10 20 30 40 50 60 70 80 90 100
Unconfined Compressive Strength, UCS (MPa)
30
25
20
15
10
5
0
Dep
th b
elow
Gro
und
Leve
l (m
bgl)
Legend
ABH1ABH2ABH3ABH4ABH5ABH6ABH7ABH8ABH9ABH10ABH11ABH12RP1RP2RP(2A)RP3RP4RP5RP6RP7RP8RP9RP10BH1BH2BH3BH4BH5BH6
0 10 20 30 40 50 60 70 80 90 100
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Rock Socket FrictionRock Socket Friction
Working Rock Socket FrictionWorking Rock Socket Friction RQDRQD
300 kPa300 kPa <25%<25%600 kPa600 kPa 2525--70%70%
1000 kPa1000 kPa >70%>70%
The Rock Socket Friction to be confirmed by The Rock Socket Friction to be confirmed by Instrumented Pile TestInstrumented Pile Test
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Rock Socket LengthRock Socket Length
• L = Structural Capacity / 600kPa x π x D
Where,L = Rock Socket LengthD = Diameter of Bored Pile
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Rock Socket LengthRock Socket Length
Bore Pile Size Rock Socket Length
600 mm
Type A 0.5mType B 1.0mType C 1.5m
900 mm 3.5m1050 mm 4.0m
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φφ600mm Bored Pile600mm Bored Pile
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φφ900mm Bored Pile900mm Bored Pile
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φφ1050mm Bored Pile1050mm Bored Pile
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Option 2 :Micro Pile Design
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Micro Pile DesignMicro Pile Design• Design based on 300mm pile size
• Reinforcement : API Pipe Grade N80 (177.8mm outer diameter and 10.36mm thickness)
• Rock Socket Pile
• Only Shaft Friction Considered
• End Bearing IGNORED
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Structural CapacityStructural CapacityP Structural (ultimate) = fy * As
OR
P Structural (ultimate) = 0.4*(fcu*Ac) + 0.75*(fy * As) (as short column based on cl.3.8.4.3: BS 8110: 1985)
OR
P Structural (ultimate) = 0.5 * fy * (As + Ec/Es * Ac) (as composite section by strain compatibility based on cl.7.4.6.3.1: BS 8004: 1986)
Where fy = Yield stress of API pipe, 552 N/mm2 for Grade N80As = Area of API pipefcu = Grade of grout
Ac = Cross-sectional area of groutEc = Elastic Modulus of ConcreteEs = Elastic Modulus of Steel
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Micro Pile CapacityMicro Pile Capacity
• FOS for Structural Capacity = 2.0 (based on Table 2: BS 8081: 1989)
• Allowable Structural Capacity 1500 kN
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Micro Pile LengthMicro Pile Length• Grout/Rock bond interface, FOS = 3.0
(Table 2: BS 8081:1989)
• Ultimate Grout/Rock bond stress=1.8N/mm2
• Reinforcement/Grout interface, FOS = 3.0(Table 2: BS 8081:1989)
• Ultimate Reinforcement/Grout bond stress=1.9N/mm2
(Table 3.28 :BS8110: 1985)
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Micro Pile LengthMicro Pile Length
• Rock Socket Length = 3m
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Cost Comparison
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CHEAPER!
Cost ComparisonCost Comparison
Bored Pile Micro Pile
Total Nos. Of Pile
Total Cost
351 1483
RM5.5 Million RM8 Million
ADOPTED
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Cavity Treatment
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Importance of Cavity TreatmentApplication of Building Load
Roof of Cavity starts to Crack …
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Cavity Treatment
• Compaction Grouting is proposed for the cavity treatment.
• 1: 3 Cement & Sand
• Pressure not less than 7 MPa
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Compaction Grouting
The tremie pipe to transferthe mortar into cavity
The mortar from the mixture will pump into the cavity using hydraulic pump
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CONSTRUCTION
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Bored PilesBORED BORED PILING PILING
MACHINEMACHINE
BG22
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DrillingDrilling
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Lower Lower ReinforcementReinforcement
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Place Place Tremie Tremie
ConcreteConcrete
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Completed BoredpileCompleted Boredpile
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Definition of Rock Socket
• Definition of Rock Socket• Point Load Test
3 SETS POINT LOAD TEST AT EVERY 1m
CHANGE TOOLS
IS(50) 3 MPA
RECOVERED ROCK MORE THAN 70%
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UCS vs IUCS vs IS(50)S(50)
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Criteria of Rock Socket Length at Criteria of Rock Socket Length at Cavity AreaCavity Area
IF V1<2.5H1
IF V2<2.5H2
Rock SocketH1 H2
√√ √√ √√ √√
XX √√ XX √√√√ XX XX XX
XX XX XX XX
V1 and V2 (Treated Cavity) Not Considered As Rock Socket
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Construction issuesConstruction issues
• No chiseling
• Adjustment of rock sockets
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ADJUSTMENT OF ROCK SOCKET LENGTH BASED ON INPUT DURING CONSTRUCTION
Designed socket length Limestone Bedrock
Rock socketed
piles
Stable rock zone
Sacrificial socket length
Designed socket length
Potentially unstable
rock zone
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Inclined limestone bedrock
Temporary casing
Collapse of Loose Soil (Slime)
Rock Socket
Rock
Soil
Soft Toe
COLLAPSE OF LOOSE SOIL (SLIME) SURROUNDING THE BORED HOLE
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Inclined limestone bedrock
Temporary casing
No collapse of loose soil (slime) surrounding the
bored bole
Rock Socket
Rock
Soil
PERFORMANCE OF MODIFIED CORING TOOL
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Verification TestVerification Test
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Verification Test
• Preliminary Instrumented Pile Test• Maintained Load Test• Sonic Logging• Pile Integrity
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Pile TestsPile Tests
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Instrumented Pile Load TestInstrumented Pile Load Test
Extensometer
Vibrating Wire Strain
Gauges
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Instrumented Pile Load TestInstrumented Pile Load Test
• 1 No. of Test • Purpose - To test pile capacity contributed from friction
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Instrumented Pile Load TestInstrumented Pile Load Test
• Carried out on 12th December 2013• Pile diameter : 1050mm• Pile Working Load : 7500 kN• Test failed at 2.5 times WL• Rock socket length is confirmed
maintained
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Static Load TestStatic Load Test
• No. of Test - 4 nos.• Purpose - To test pile capacity
(cannot differentiate between the base and friction contribution)
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Static Load TestStatic Load Test• Failure load:
Continuous settlement at constant load• JKR Specification:
The tested pile deemed to have failed if:– The residual settlement after removal of the Test
Load exceeds 6.5mm; or– The total settlement under the Design Load
exceeds 12.5mm; or– The total settlement under twice the Design
Load exceeds 38.0mm, or 10% of pile diameter/width, whichever is the lower value
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Static Load TestStatic Load Test“The residual settlement after removal of
the Test Load exceeds 6.5mm”
• Not specific on which load (1WL or 2WL)• Test Load shall only refer to 1WL
•Inappropriate to limit residual settlement at twice design load
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Static Load TestStatic Load Test
Load
Settlement, ρ
Failure Load
1WL
Continuous settlement at constant load
12.5mm6.5mm
At failure load (2WL) should not limit ρ andmention on residual ρ
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Static Load TestStatic Load Test• Most standard not consider residual ρ,
except Australian Standard AS 2159 (Piling - Design and Installation)
• AS 2159-1995– After remove serviceability load: 7mm– After remove 1.5 design action effect: 30mm
• AS 2159-2009– After remove serviceability load: Max 0.01d, 5 (mm)– After remove ultimate load: 10 + 0.05d (mm)
Note: d is pile diameter
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Pile Integrity TestPile Integrity Test
• No. of Test - 28 nos.• Purpose - To verify concrete quality
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Sonic Logging TestSonic Logging Test
• No. of Test – 28 nos.• Purpose - To verify concrete quality
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SinkholeSinkhole
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Sinkhole Encountered During Sinkhole Encountered During ConstructionConstruction
Sinkhole 1
Sinkhole 2
Sinkhole 3
Quality Services Quality Services -- Our CommitmentOur Commitment©© G&P Professionals Sdn BhdG&P Professionals Sdn Bhd
Sinkhole 1 (Near CP20)
Sinkhole 5-6m Dia. With 4-5m Depth
Date :22 November 2013
Sinkhole
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Sinkhole 2 (Near CP40)
Sinkhole 4.2m Dia. With 1.5m Depth
Date :17th December 2013
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Sinkhole 3 (Near CP44)
Sinkhole 2m
Sinkhole 2m Dia. With 2m Depth
Date :23rd December 2013
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Rectification works Rectification works
2. Backfilled with sand materials
1. Carry out cavity treatment
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Rectification works
Additional Cavity Probing
3. Carry out Cavity Probing to ensure no cavity/cavity treated
CP 20A
CP 20B
CP 20D
CP 20C
3a. 4 nos. Cavity Probing at Sinkhole 1
Sinkhole1
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Rectification works3b. Additional 3 nos. Cavity Probing at Sinkhole 2
(Yet to be carried out)
CP 40A
CP 40BCP 40C
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Rectification works3c. Additional 10 nos. Cavity Probing at Sinkhole 3
Sinkhole 3
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APPROVAL PROCESSAPPROVAL PROCESS
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Approval ProcessApproval Process
ContractorConsulting Engineer
PTB (Penyelia Tapak Bina)
JKR HQ
Submission
Recommendation for Approval
Seek for Approval / Advise
Approval / Advise
ApprovalImplication:•Time (2 to ≥4 weeks)
Issue:•Delay•Claim for delay?
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Approval ProcessApproval Process
• SO to approve if:– Work is within the contract– Work is approved by JKR
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Rock Socket Lengthening Rock Socket Lengthening
• Lengthening in cavity
• Decision: How long? 1 or 3 working days
• Issue: Delay causes collapse of drilled hole
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Role of Client and ConsultantRole of Client and Consultant
• Client (JKR HODT/HOPT) and Consultant shall:– Ensure quality of works
• Inspection– Facilitate the construction for completion on
time– Control construction cost within budget
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Thank YouThank You
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Q & A SessionQ & A Session