foundation engineering - الصفحات الشخصية...
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4th Year Civil
FOUNDATION ENGINEERING
Instructor : Dr. Jehad Hamad
BEARING CAPACITY OF SHALLOW STRIP FOUNDATIONS
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DEFINITION OF SOIL
Soil is a mixture of irregularly shaped mineral particles of various sizes containing voids between particles. The particles are a by-product of mechanical and chemical weathering of rock and described as gravels, sands, silts, and clays.
Any man made structure should, one way or another, rest and/or transmit its load to the underlying soil
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Ultimate BEARING CAPACITY OF SOILS
Bearing capacity: is the ability of soil to safely carry the pressure placed on the soil from any engineered structure without undergoing a shear failure with accompanying large settlements.
Therefore, settlement analysis should generally be performed since most structures are sensitive to excessive settlement.
Types of Foundations
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ShallowFoundations
DeepFoundations
SpreadMat or Raft
Friction Piles
Belled Pier
Bearing Capacity of Shallow Foundations
• Soil Bearing Capacity is Controlled by:–Bearing Capacity Analysis:
• Terzaghi’s Theory (1943), based on Prandtl theory (1920).
• General B.C. Equation.
–Settlement Analysis:• Immediate Settlement• Consolidation Settlement
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Failure Modes for Shallow Foundations
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General Shear Failure, Zones I, II, III, Dense Sand
Local Shear Failure,Zones I, II, Medium Dense Sand
Failure Modes, Continued
25 September 2016Bearing Capacity7Punching Failure, Zone I Only, Loose Sand and Soft Clay
Terzaghi B/C Assumptions The foundation is considered to be shallow if
However , in recent studies, the foundation is considered to be shallow if . Other wise it is considered to be deep foundation.
Foundation is considered to be strip if
The soil from the ground surface to the bottom of the foundation is replaced by a surcharge .
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BD f ≤
4/ ≤BD f
00.0/ →LB
fDq γ=
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General Concept
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Zone I, Active.Zones II, Transition.
Zones III, Passive.
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General ConceptThree zones do exist:
1- Active zone, just below the foundation.2- Transition zone, between the active and passive zones.3- Passive zone, near the ground surface, just beside the foundation.
passive active
Transition
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Terzaghi Bearing Equation for Strip Footing
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B
qu net = c Nc + γ1 D (Nq - 1) + 0.5 B γ2 Nγ
γ1 D
Generalized soil strength : c, φ(drainage as applicable)
Soil unit weight : γ2 (total oreffective as applicable)
Overburden
Failure Zone (depth ≈ 2B)
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Terzaghi Bear ing Equation
qult = qult = c Nc
qult = c Nc + γ1 D Nq + 0.5B γ2 Nγ
qult = c Nc + γ1 D Nq
Cohesion Term
Above F.L.
Below F.L.
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Terzaghi Bear ing Equation
Nc, Nq, Nγ are Terzaghi B/C Coefficients, f(φ)(See table 4.1)
C, φ are the soil shear strength parameters
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Terzaghi’s Equation for Different Foundation Shapes
• Continuous (Strip) Footing:qu = c Nc + γ1 D Nq + 0.5 B γ2 Nγ
qu net = c Nc + γ1 D (Nq - 1) + 0.5 B γ2 Nγ
• Square Footing:qu = 1.3c Nc + γ1 D Nq + 0.4B γ2 Nγ
• Circular Footing:qu = 1.3 c Nc + γ1 D Nq + 0.3 B γ2 Nγ
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• Strip Footing
• Square footing
• Circular footing
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'''
21
32
γγBNqNcNq qcu ++=
''' 4.0867.0 γγBNqNcNq qcu ++=
''' 3.0867.0 γγBNqNcNq qcu ++=
Φ=Φ − tan
32tan 1'
''' ,, γNNN qcFactors for bearing capacity given from table 4.2
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Bear ing Capacity of Clay, φ = 0
qult = c Nc + γ1 D Nq + 0.50 B γ2 N γ
For Clay:
Nc = 5.70, Nq = 1.0, Nγ = 0.0
qult = 5.70 cu + γ1 D
qult net = 5.70 cu qall net = 1.90 cu
cu = qu/2 qu Unconfined compressive strength
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Bear ing Capacity of Sand, cu = 0
qult = c Nc + γ1 D Nq + 0.50 B γ2 N γ
For Sand:
Nc, Nq, Nγ are determined from curve, and cu = 0, then:
qult = γ1 D Nq + 0.50 B γ2 N γ
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Gross and Net Bear ing Capacity“Factor of Safety”
..
SFqq ult
all =
qult (net)= qult - γ1 D
Gross allowable bear ing capacity
Net ultimate B/C
..
SFqq netult
netall = Net allowable B/C
γ1 D is the overburden pressure
Effect of Water Table on B/C
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Meyerhof’s equation
• Nc, Nq, Nγ are Meyerhof’s B/C Factors, f(φ)(See table 4.3-)
• Shape Factors• Depth Factors• Inclination Factors
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idsqiqdqsqcicdcscu FFFBNFFFqNFFFcNq γγγγγ5.0++=
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Terzaghi Bearing Equation
BP
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Fci, Fqi, Fγ i
P
Footings with inclined loads
Pβ
Inclined Load Factors
L
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Inclined Loads
Correction Factors, Fci , Fqi , and Fγi are empirically determined from experiments
Fci = Fqi = (1.0 - β / 90)2
Fγi = (1.0 - β / φ)2
Eccentrically Loaded Foundation
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idsqiqdqsqcicdcscu FFFNBFFFqNFFFcNq γγγγγ '' 5.0++=
B’=B-2e , L’=L , A’=B’*L’To find shape factors: use B’,L’ To find depth factors: use B, LTo find the gross ultimate load
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oFor e<B/6:
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oFor e = B/6:
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oFor e > B/6:
Failure of eccentrically loaded foundation
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Two way eccentricity
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