dab20702_bab 3 deep foundation
TRANSCRIPT
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FOUNDATION
SYSTEMS
The foundation is the building element which
distributes and transmits
the building load to the earth.
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Building
Load
Soil Bearing Capacity
SettlementSettlement
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Applications
Low
Weight
Soft to
Firm Clay
Large Distr ibuted
Weight
Very Large Con centrated
Weight
Dense Sand
Strong Rock
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All foundations will settle to some
extent
Settlement Magnitude: Usually less that 1
Uniform Settlement: Acceptable if within the 1
Differential Settlement: Unacceptable if differences
exceed the 1
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What are the different loads which
constitute the building load?
Dead LoadLive Load
Wind Loads
Thrusts
Seismic
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DEEP FOUNDATIONS
Transfer building load far below soil surface
1. Drilled Piers/Caisson
Friction End Bearing
Belled
Socketed
2. Piles
Friction
End Bearing
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DEEP FOUNDATIONS
DRILLED PIER/CAISSON
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DRILLED PIER/CAISSONLOAD
DRILLED SHAFT
FILLED WITH
CONCRETE
FRICTION
BETWEEN PILE
AND SOIL
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DRILLED PIER/CAISSON
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DRILLED PIER/CAISSON
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DRILLED PIER/CAISSON
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PIER /CAISSONPIER CAPS
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BELLED PIER /CAISSON
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BELLED PIER /CAISSON
DRILLED SHAFT AND
BELL FILLED WITHCONCRETE
BEARING PRESSURE
UNDER BELL
BELL
LOADDEEP FOUNDATIONS
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Driven Piles
DEEP FOUNDATIONS
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Pile Cap
Piles
Floor Slab Floor Slab
Driven Piles
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2 Pile Cluster
3 Pile Cluster
4 Pile Cluster
9 Pile Cluster
Driven Piles - Types of Pile Caps:
DEEP FOUNDATIONS
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Steel PointConcrete
PlugOpen
EndedCompressed
Base
Compressed
Concrete
Pedestal
PileSteel Point
CASED PILES UNCASED PILES
1. Mandrel
Driven
2. Driven from the top of the tube 3. Driven from the bottom of the tube 4. Jetted
1,2,3,4 3 2 2
Fluted
Tapered
1 1 1 2
Types of Piles:
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PILES
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MATERIALS
TIMBER
Pressure treated/ submerged
STEEL:
H-piles/ Pipe piles
Corrosion possible
CONCRETE: No corrosion/ economical
Sitecast
Precast
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DEEP FOUNDATIONS
Pile Driver
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DEEP FOUNDATIONS
CAISSONS
PILES
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DEEP FOUNDATIONS
CAISSONS Reaches down
through layers of
unsatisfactory soil untilit reaches a
satisfactory bearing
soil strata
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PILES A pile is driven
into the earth
rather than drilled
and poured
TYPES
END BEARING
FRICTION PILE
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PILES
Friction Piles
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PILE LOAD TEST
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PILES CLUSTER
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CUTTING OFF PILES
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FORM WORK FOR PILE CAP
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Reinforcing bar
extends up to tie
into future concrete
column
PILE CAP FORMED
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BASE
ISOLATORS
Layers of steel
and rubber
Lead core
Between twosteel plates
With isolator Without isolator
SEISMIC
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METHOD OF STATIC - PILE DRIVEN
WHERE:
f = unit skin friction,
Asurface = pile surface (skin) area,
q = ultimate bearing capacity of soil at the tip of the pile,
Atip=area of the tip
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PILE DRIVEN IN SAND
Where:K = coefficient of lateral earth pressure (0.6 1.25 dengan nilai yang
terkecil digunakan untuk pasir berkolodak dan nilal tertinggi digunakan
untuk endapan yang lain.
= coefficeint of friction between sand and pile materials (refer
table 10-4)
Where: pv = effective vertical pressure adjacent to piles tip
N*q= bearing capacity factor (see figure 10-2)
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Dc = Critical Depth
Dc = 10 D ( Bagi pasir longgar)
Dc = 20 D ( Bagi pasir tumpat)
Where :D = pile diameter
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Figure 10-5
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PILE DRIVEN IN CLAY
Where : adhesion factor (refer figure 10-10)
c = cohesion
A surface =
A tip =
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Multi Layer of soil
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Figure 10-11
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0.9
284 kN284 kN
142 kN
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Figure 10-12
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Figure 10-13
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PILE DRIVING FORMULAS
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Danish Formula
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EXAMPLE 10-7
Given
1. The design capacity of a 300-mm steel-pipe pile is 445 kN.
2. The pile's modulus of elasticity is 2x105
MPa.3. The pile's length is 12 m.
4. The pile's cross-sectional area is 103.2 cm2
5. The hammer is a Vulcan 140C with a weight of pile hammer ram of
623 kN and manufacturer's hammer energy rating of 50 kN-m.
6. Hammer efficiency is assumed to be 0.80.
Required .
1. What should be the average penetration of the pile from the last few
driving blows?
2. How many blows/ft for the last foot of penetration are required for
the design capacity, using the Danish formula?
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UJIAN BEBAN CERUCUK(LOAD TEST)
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END