CE 632 Shallow Foundations Part-1 Handout

8/8/2019 CE 632 Shallow Foundations Part-1 Handout

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CE-632Foundation Analysis and

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Shallow FoundationsShallow Foundations

Foundation Analysis and Design: Dr. Amit Prashant

SUMMARY of TerminologySUMMARY of Terminology

Net Loading IntensityPressure at the level of foundation causing actual

settlement due to stress increase. This includes

Gross Loading IntensityTotal pressure at the level of foundation

including the weight of superstructure,

foundation, and the soil above foundation.

superstructure Foundati on soil

Foundation

g

Q Q Qq

A

+ +=

nq q Dγ = −

2

the weight of superstructure and foundation only.

Ultimate Bearing capacity:

Maximum gross intensity of loading that thesoil can support against shear failure is

called ultimate bearing capacity.

Net Ultimate Bearing Capacity:

Maximum net intensity of loading that the

soil can support at the level of foundation.

from

Bearing capacity calculation

uq

nu u f q q Dγ = −


SUMMARY of TerminologySUMMARY of Terminology

Gross Safe Bearing capacity:

Maximum gross intensity of loading that the soil

can safely support without the risk of shear failure.

Net Safe Bearing capacity:

Maximum net intensity of loading that the soil can

safely support without the risk of shear failure.nu

ns

qq

FOS=

gs n s f q q Dγ = +

3

Safe Bearing Pressure:

Maximum net intensity of loading that can be

allowed on the soil without settlement

exceeding the permissible limit.

Allowable Bearing Pressure:

Maximum net intensity of loading that can

be allowed on the soil with no possibility of

shear failure or settlement exceeding the

permissible limit.

from settlement analysissq ρ

Minimum of

bearing capacity and

settlement analysis

a net q −



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Common Types of FootingCommon Types of Footing

Strip footing

Spread Footing

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Common Types of FootingCommon Types of Footing

Combined Footing

Raft or Mat footing

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General Requirements of FoundationGeneral Requirements of Foundation

Location and Depth of Foundation

Bearing Capacity of Foundation DONEONE

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Settlement of Foundation DONEONE



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Location and depth of FoundationLocation and depth of Foundation

The following considerations are necessary for deciding thelocation and depth of foundation As per IS:1904-1986, minimum depth of foundation shall be 0.50 m.

Foundation shall be placed below the zone of The frost heave

Excessive volume change due to moisture variation (usually existswithin 1.5 to 3.5 m depth of soil from the top surface)

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Topsoil or organic material

Peat and Muck

Unconsolidated material such as waste dump

Foundations adjacent to flowing water (flood water, rivers, etc.) shall beprotected against scouring. The following steps to be taken for designin such conditions

Determine foundation type

Estimate probable depth of scour, effects, etc.

Estimate cost of foundation for normal and various scour conditions

Determine the scour versus risk, and revise the design accordingly



IS:1904-1986 recommendationsfor foundations adjacent toslopes and existing structures When the ground surface slopes

downward adjacent to footing, thesloping surface should not cut the 1V

2H

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ne o s r u on o e oa(2H:1V).

In granular soils, the line joining the

lower adjacent edges of upper andlower footings shall not have aslope steeper than 2H:1V.

In clayey soil, the line joining thelower adjacent edge of the upper footing and the upper adjacentedge of the lower footing should notbe steeper than 2H:1V.

1V

2H



Other recommendations for footing adjacent to existing

structures

Minimum horizontal distance between the foundations shall not

be less than the width of larger footing to avoid damage to

existin structure

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If the distance is limited, the principal of 2H:1V distribution

should be used so as to minimize the influence to old structure

Proper care is needed during excavation phase of foundation

construction beyond merely depending on the 2H:1V criteria for

old foundations. Excavation may cause settlement to oldfoundation due to lateral bulging in the excavation and/or shear

failure due to reduction in overburden stress in the surrounding

of old foundation



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Footings on surface rock or sloping rock faces For the locations with shallow rock beds, the foundation can be

laid on the rock surface after chipping the top surface. If the rock bed has some slope, it may be advisable to provide

dowel bars of minimum 16 mm diameter and 225 mm embedment

into the rock at 1 m spacing.

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A raised water table may cause damage to the foundation

by Floating the structure

Reducing the effective stress beneath the foundation

Water logging around the building may also cause wet basements. In

such cases, proper drainage system around the foundation may be

required so that water does not accumulate.


Loads on FoundationLoads on Foundation

Permanent Load: This is actual service load/sustained loads of astructure which give rise stresses and deformations in the soil belowthe foundation causing its settlement.

Transient Load: This momentary or sudden load imparted to astructure due to wind or seismic vibrations. Due to its transitorynature, the stresses in the soil below the foundation carried by suchloads are allowed certain ercenta e increase over the allowable

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safe values.

Dead Load: It includes the weight of the column/wall, footings,foundations, the overlaying fill but excludes the weight of thedisplaced soil

Live Load: This is taken as per the specifications of IS:875 (pt-2) –1987.


Loads for Proportioning and Design of FoundationLoads for Proportioning and Design of FoundationIS:1904IS:1904 -- 19861986

Following combinations shall be used

Dead load + Live load

Dead Load + Live load + Wind/Seismic load

For cohesive soils only 50% of actual live load is consideredfor design (Due to settlement being time dependent)

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For wind/seismic load < 25% of Dead + Live load

Wind/seismic load is neglected and first combination is used tocompare with safe bearing load to satisfy allowable bearing pressure

For wind/seismic load ≥ 25% of Dead + Live load

It becomes necessary to ensure that pressure due to secondcombination of load does not exceed the safe bearing capacity bymore than 25%. When seismic forces are considered, the safebearing capacity shall be increased as specified in IS: 1893 (Part-1)-2002 (see next slide). In non-cohesive soils, analysis for liquefaction

and settlement under earthquake shall also be made.



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Safe Bearing Capacity: National Building Code ofSafe Bearing Capacity: National Building Code ofIndia (1983)India (1983)

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Safe BearingSafe BearingCapacity: NationalCapacity: NationalBuilding Code ofBuilding Code ofIndia (1983)India (1983)

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Other considerations for Shallow Foundation DesignOther considerations for Shallow Foundation Design

For economical design, it is preferred to have square footing for verticalloads and rectangular footing for the columns carrying moment

Allowable bearing pressure should not be very high in comparison to thenet loading intensity leading to an uneconomical design.

It is preferred to use SPT or Plate load test for cohesion less soils andundrained shear strength test for cohesive soils.

In case of lateral loads or moments, the foundation should also be

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.less than 1.75 against sliding and 2.0 against overturning. Whenwind/seismic loads are considered the FOS is taken as 1.5 for both thecases.

Wall foundation width shall not be less than [wall thickness + 30 cm].

Unreinforced foundation should have angular spread of load from thesupported column with the following criteria

2V:1H for masonry foundation

3V:2H for lime concrete

1V:1H for cement concrete foundation

The bottom most layer should have a thickness of atleast 150 mm.


Combined FootingsCombined Footings

Combined footing is preferred when

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The columns are spaced too closely that if isolated footing isprovided the soil beneath may have a part of common influencezone.

The bearing capacity of soil is such that isolated footing designwill require extent of the column foundation to go beyond theproperty line.

Types of combined footings Rectangular combined footing

Trapezoidal combined footing

Strap beam combined footing


Rectangular Combined FootingRectangular Combined Footing

If two or more columns are carryingalmost equal loads, rectangular combined footing is provided

Proportioning of foundation willinvolve the following steps

Area of foundation 1 2Q Q A

+=

Q1 Q2

Q1+Q2

x

L1 S L2

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Location of the resultant force

For uniform distribution of pressure under the foundation, theresultant load should pass through the center of foundation base.

Length of foundation,

Offset on the other side,

The width of foundation,

a net q −

2

1 2

Q S x

Q Q=

+

( )12 L L S= +

2 1 0 L L S L= − − >

B A L=



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Trapezoidal Combined FootingTrapezoidal Combined Footing

If one of the columns is carrying muchlarger load than the other one,trapezoidal combined footing is provided

Proportioning of foundation will involvethe following steps if L, and L1 are known

Area of foundation1 2

Q Q A

+=

Q1 Q2

Q1+Q2

x

L1 S L2

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Location of the resultant force

For uniform distribution of pressure under the foundation, theresultant load should pass through the center of foundation base.This gives the relationship,

Area of the footing,

a net −

2

1 2

Q S x

Q Q=

+

1 21

1 2

2

3

B B L x L

B B

⎛ ⎞++ = ⎜ ⎟

+⎝ ⎠1 2

2

B B L A

+=

Solution of these

two equations

gives B1 and B2

B1 B2


Strap Combined FootingStrap Combined Footing

Strap footing is used toconnect an eccentrically loadedcolumn footing to an interior column so that the moment canbe transferred through thebeam and have uniform stressdistribution beneath both thefoundations.

Q1 Q2

M2

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This type of footing is preferredover the rectangular or trapezoidal footing if distancebetween the columns isrelatively large.

Some design considerations:

Strap must be rigid: Istrap/Ifooting > 2.

Footings should be proportioned to have approximately equal soil

pressure in order to avoid differential settlement

Strap beam should not have contact with soil to avoid soil reaction to it.


Example: Strap FootingExample: Strap Footing

Q1 Q2

S

21

R1 R2B1

B2

L

dc1



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Raft or Mat FoundationsRaft or Mat Foundations

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Structures like chimneys, silos, cooling towers, buildings

with basements where continuous water proofing isneeded

For foundations where differential settlement can be amajor concern

For soft soils strata or site with pockets of weak soil

In situations where individual footings may touch or overlap each other.


Types of Raft FoundationTypes of Raft Foundation

Plane Slab Rafts: For fairly small and uniform spacing of columns

and when the supporting soil is not too compressible.

Beam and Slab: For large column spacing and unequal column

loads.

Slab with Column Pedestals: For columns with heav loads which

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may require large shear strength or flexural strength of slab.

Cellular Rafts: For compensated foundations to avoid differential

settlements in weak soils.

Piled Rafts: For heavy structures on soft soils in order to share theloads with piles.

Strip Rafts or Grid Rafts: For economical design where a completeslab may be avoided.


General Considerations for Raft FoundationGeneral Considerations for Raft Foundation

The depth of foundation shall not be less than 1.0 m.

Punching shear failure for raft foundation on cohesionlesssoils is not an option so it shall not be considered for analysis. The design is mostly governed by settlementcriteria.

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,deep seated failure shall be analyzed. The effect of longterm settlement due to consolidation shall also beconsidered.

The uplift due to sub-soil water shall be considered indesign. The construction below water table shall bechecked for floatation

Foundations subjected to heavy vibratory loading should

preferably be isolated



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Rigidity of SoilRigidity of Soil--Structure SystemStructure System

Performance of raft depends on the relative rigidity of itsthree components Super structure

Raft

Soil

Distribution of contact pressures depends on the relative

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r g y o e oun a on w respec o so

It is important that the rigidity of superstructure also matcheswith the rigidity of foundation Rigid Superstructure with Rigid Foundation: Does not allow

differential settlement so it is good

Rigid Superstructure with Flexible Foundation: Large deformations inthe foundation which is not suitable for superstructure

Flexible Superstructure with Rigid Foundation: It may acceptable butnot necessary

Flexible Superstructure with Flexible Foundation: This is also good


Flexural Rigidity of Structure,Flexural Rigidity of Structure, EI EI

( )

( )

22

22 2

' '1

2 ' ' '

u ll lb

b u f

I I b E I b EI E I

H I I I l

⎡ ⎤+⎢ ⎥= + +

+ +⎢ ⎥⎣ ⎦∑

Terms on next slideTerms on next slide

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The summation is to bedone over all the floors,including foundationbeam of raft.

For top layer Iu'becomes zero.

For foundation beamsIf ' replaces Ib‘ and Il

becomes zero


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Relative Stiffness of Structure and Foundation SoilRelative Stiffness of Structure and Foundation Soil

Relative Stiffness Factor:

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For K > 0.5, the foundation may be considered as rigid with the ratio of

differential to total settlement (δ) being equal to zero.

For K = 0, ratio δ may be taken as 0.1, and for K < 0.5, it can be taken as

0.35 for square and 0.5 for long mat foundations.


Characteristic Length and Critical Column SpacingCharacteristic Length and Critical Column Spacing

The characteristic coefficient λ, as used in classical solution of beams

on elastic foundation, can be obtained as

1Characteristic Length Parameter,

e L

λ =

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Characteristic Length and Critical Column SpacingCharacteristic Length and Critical Column Spacing

( )

1.75

3 2

e

e

L L

L Lπ

< × ⇒

> × ⇒

Foundations may be treated as short beam, hence rigid

Foundations may be treated as long beam, hence flexible

Rigidity of foundation can be defined by the spacing

between columns, L

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( )1.75 3 2e e L L Lπ × < < × ⇒ Foundations may be treated as finite beam

with intermediate rigidity

0.8

3

0.8 3

e

e

e e

L L

L L

L L L

< × ⇒

> × ⇒

× < > × ⇒

Hetenyi’s (1946) recommendations

Rigid Foundation

Flexible Foundation

Intermediate Flexibility of Foundation



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Determination of Modulus of Elasticity from PlateDetermination of Modulus of Elasticity from PlateLoad TestLoad Test

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s f E qB I

s

ν −=

intensity of contact pressureq = Posson's ratioν =

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ate w t

settlements

=

=

2

2

f f p

sf sP

P f

B B B E E

B B

⎛ ⎞+= ⎜ ⎟⎜ ⎟

⎝ ⎠

Elastic Modulus of granular soil belowfoundation considering scale effects:

n uence actor f =


Modulus ofModulus of SubgradeSubgrade Reaction from Plate Load TestReaction from Plate Load Test

C o h e s i o n l e s s

S o i l

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C o h e s i v e

S o i l


Raft Foundation: Rigid Beam AnalysisRaft Foundation: Rigid Beam Analysis Assumptions

Foundation is rigid relative to soil and compressible layer is relativelyshallow.

The contact pressure is planar such that centroid of the contactpressure coincides with the line of action of resultant force.

The above conditions are satisfied if

Relative stiffness factor > 0.5

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Spacing between the columns isless than 1.75xLe

Types of Analysis

Flat Slab Analysis: Flat plate with regular layout of vertical loads can be analyzedassuming beam with the width of distance between mid-span width

when ground settlement due tostructural loads are not large. Strip



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Types of Analysis (Continued…)

Equivalent Frame Analysis: If adjacent loads or column

spacing exceed 20% of their higher value, the perpendicular beams as defined above may betreated as part of a frame structure

Raft Foundation: Rigid Beam AnalysisRaft Foundation: Rigid Beam Analysis

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and the analysis is performed for this equivalent frame.

Beam and Slab Analysis: For the raft with addedperpendicular beams to increaserigidity of foundation, an elementalanalysis may be performed bycutting it into pieces as beams andslabs. Slab is designed as two wayslab and beam as T-beam.


Types of Analysis (Continued…)

Deep Cellular Raft: This involves raft slab with beams andstructural walls. Cross walls act as beam between the columnswith net loading from soil pressure minus the self weight of walland slab section beneath. A simple elemental analysis may beperformed as in the previous case. An arbitrary value of ±wL2/10


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for positive and negative moment can give reasonable results.


Pressure distribution:


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Modification Factor for ColumnLoads and Soil Reaction :

The total soil reaction =

Q1 Q2 Q3 Q4

ey

ex

Q

1. .

avq B L

Total load from columns =

Raft Foundation:Raft Foundation:RigidRigid Beam AnalysisBeam Analysis

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Q1 Q2 Q3 Q4

avq

1 B

L

1 2 3 4Q Q Q Q+ + +

Total load from columns is slightly

different than the total soil reactiondue to the fact that no consideration

has been given to the shear

between adjacent strips. Thereforecolumn loads and soil reaction need

to adjusted.


Modification Factor for Column Loads and Soil Reaction :

Average Load =( )1 1 2 3 4. .

2

avq B L Q Q Q Q+ + + +

Average Load⎛ ⎞


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modified

1. .av av

avq B L⎝ ⎠

Column load modification factor

1 2 3 4

Average LoadF

Q Q Q Q=

+ + +

Modified Column Loads: ( )i imQ FQ=


Raft Foundation: Rigid BeamRaft Foundation: Rigid Beam AnalysisAnalysis -- ExampleExample

1 200Q kN =

5 370Q kN =

4 230Q kN =

8 420Q kN =

2 370Q kN = 3 420Q kN =

6 740Q kN = 7 900Q kN =

1.0m

6.0m

xe

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13 200Q kN = 16 200Q kN =

9 370Q kN = 12 370Q kN =

14 370Q kN = 15 370Q kN =

10 740Q kN = 11 740Q kN =

6.0m

6.0m

1.0m

1.0m 1.0m6.0m6.0m6.0m

y

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CE 632 Shallow Foundations Part-1 Handout