FOUNDATION
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ULTIMATE BEARING CAPACITY FOR GENERAL SHEAR FAILURE
(Continuous or Strip Foundation)
(Continuous or Strip Foundation)
$q_{ult}=c'N_c+qN_q+0.5\gamma\ BN_\gamma
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ULTIMATE BEARING CAPACITY FOR GENERAL SHEAR FAILURE
(Square Foundation)
(Square Foundation)
$q_{ult}=1.3c'N_c+qN_q+0.4\gamma\ BN_\gamma
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ULTIMATE BEARING CAPACITY FOR GENERAL SHEAR FAILURE
(Circular Foundation)
(Circular Foundation)
$q_{ult}=1.3c'N_c+qN_q+0.3\gamma\ BN_\gamma
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ULTIMATE BEARING CAPACITY FOR GENERAL SHEAR FAILURE
(Rectangular Foundation)
(Rectangular Foundation)
$q_{ult}=\left(1+\frac{0.3B}{L}\right)c\prime\ N_c+qN_q+0.5\gamma\ B\ N_\gamma\left(1-\frac{0.2B}{L}\right)
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Ressner Formula
$(N_q)
$(N_q)
$N_q=\tan^2\left(45+\frac{\phi'}{2}\right)e^{\pi\ tan\phi'}
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Prandtl Formula
$(N_c)
$(N_c)
$N_c=(N_q-1)\ cot{\phi'}
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Vesic Formula
$(N_\gamma)
$(N_\gamma)
$N_\gamma= 2\ (N_q+1)\ tan\phi'
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Meyerfof Formula
$(N_\gamma)
$(N_\gamma)
$N_\gamma= (N_q-1)\ tan(1.4\phi')
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ULTIMATE BEARING CAPACITY FOR LOCAL SHEAR FAILURE
(Continuous or Strip Foundation)
(Continuous or Strip Foundation)
$q_{ult}={\bar{c}}^\prime{\bar{N}}_c+q{\bar{N}}_q+0.5\gamma\ B{\bar{N}}_\gamma
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ULTIMATE BEARING CAPACITY FOR LOCAL SHEAR FAILURE
(Square Foundation)
(Square Foundation)
$q_{ult}=1.3\ {\bar{c}}^\prime{\bar{N}}_c+q{\bar{N}}_q+0.4\gamma\ B{\bar{N}}_\gamma
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ULTIMATE BEARING CAPACITY FOR LOCAL SHEAR FAILURE
(Circular Foundation)
(Circular Foundation)
$q_{ult}=1.3\ {\bar{c}}^\prime{\bar{N}}_c+q{\bar{N}}_q+0.3\gamma\ B{\bar{N}}_\gamma
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ULTIMATE BEARING CAPACITY FOR LOCAL SHEAR FAILURE
(Rectangular Foundation)
(Rectangular Foundation)
$q_{ult}=\left(1+\frac{0.3B}{L}\right)\bar{c}\prime{\bar{N}}_c+q{\bar{N}}_q+0.5\gamma\ B{\bar{N}}_\gamma\left(1-\frac{0.2B}{L}\right)
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CASE 1
$q=D_1\gamma+D_2\left(\gamma_{sat}-\gamma_w\right)$
$\gamma\ B=\left(\gamma_{sat}-\gamma_w\right)B
$\gamma\ B=\left(\gamma_{sat}-\gamma_w\right)B
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CASE 2
$q=\gamma\ D_f$
$\gamma\ B=\gamma\ d+\left(\gamma_{sat}-\gamma_w\right)\left(B-d\right)$
$\gamma\ B=\gamma\ d+\left(\gamma_{sat}-\gamma_w\right)\left(B-d\right)$
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CASE 3
$q=\gamma\ D_f$
$\gamma\ B=\gamma\ B$
$\gamma\ B=\gamma\ B$
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CASE 4
$q=\gamma\ D_f$
$\gamma\ B=\left(\gamma_{sat}-\gamma_w\right)B$
$\gamma\ B=\left(\gamma_{sat}-\gamma_w\right)B$
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ALLOWABLE SOIL PRESSURE
$(q_a)
$(q_a)
$q_a=\ q_{ult}+\ q_{soil}+q_{conc}+q_{surc}\ $
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WIDE BEAM SHEAR STRESS
or
ONE-WAY SHEAR STRESS
*if not indicated nominal stress*
or
ONE-WAY SHEAR STRESS
*if not indicated nominal stress*
NOMINAL STRESS
$\upsilon_w=\frac{V_u}{\phi\ b_w\ d_{eff}}$
____________________________
$\phi=\ 0.75\ (for\ shear)$
____________________________
DESIGN STRESS
$\upsilon_w=\frac{V_u}{b_w\ d_{eff}}$
$\upsilon_w=\frac{V_u}{\phi\ b_w\ d_{eff}}$
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$\phi=\ 0.75\ (for\ shear)$
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DESIGN STRESS
$\upsilon_w=\frac{V_u}{b_w\ d_{eff}}$
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NOMINAL CONCRETE STRENGTH
____________________________
WIDE BEAM SHEAR STRENGTH
or
ONE-WAY SHEAR STRENGTH
____________________________
WIDE BEAM SHEAR STRENGTH
or
ONE-WAY SHEAR STRENGTH
$V_c=\ \frac{1}{6}\lambda\ \sqrt{{f'}_c}{\ b}_w\ d$
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FOUNDATION
MAXIMUM SPACING of MAIN BARS
$\left(S_{max}\right)$
MAXIMUM SPACING of MAIN BARS
$\left(S_{max}\right)$
choose smaller
$3h\ \ \ \ or\ \ \ \ 450mm$$
$3h\ \ \ \ or\ \ \ \ 450mm$$
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FOUNDATION
MAXIMUM SPACING of TEMP and SHRINKAGE BAR
$\left(S_{max}\right)$
MAXIMUM SPACING of TEMP and SHRINKAGE BAR
$\left(S_{max}\right)$
choose smaller
$5h\ \ \ \ or\ \ \ \ 450mm$$
$5h\ \ \ \ or\ \ \ \ 450mm$$
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FOUNDATION
CLEAR CONCRETE COVER
CLEAR CONCRETE COVER
75 mm
75 mm
75 mm
75 mm
75 mm
75 mm
75 mm
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NOMINAL CONCRETE
PUNCHING SHEAR STRENGTH
or
TWO-WAY SHEAR STRENGTH
PUNCHING SHEAR STRENGTH
or
TWO-WAY SHEAR STRENGTH
choose smallest
$V_c=\ \frac{1}{3}\lambda\ \sqrt{{f\prime}_c}{\ b}_o\ d$
$V_c=\ \frac{1}{6}\lambda\ \sqrt{{f\prime}_c}{\ b}_o\ d\ \left(1+\ \frac{2}{\beta}\right)$
$V_c=\ \frac{1}{12}\lambda\ \sqrt{{f\prime}_c}{\ b}_o\ d\ \left(2+\ \frac{a_s\ d}{{\ b}_o}\right)$
$V_c=\ \frac{1}{3}\lambda\ \sqrt{{f\prime}_c}{\ b}_o\ d$
$V_c=\ \frac{1}{6}\lambda\ \sqrt{{f\prime}_c}{\ b}_o\ d\ \left(1+\ \frac{2}{\beta}\right)$
$V_c=\ \frac{1}{12}\lambda\ \sqrt{{f\prime}_c}{\ b}_o\ d\ \left(2+\ \frac{a_s\ d}{{\ b}_o}\right)$
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PUNCHING SHEAR STRESS
or
TWO-WAY SHEAR STRESS
*if not indicated nominal stress*
or
TWO-WAY SHEAR STRESS
*if not indicated nominal stress*
NOMINAL STRESS
$\upsilon_p=\frac{V_u}{\phi\ b_o\ d_{eff}}$
____________________________
$\phi=\ 0.75\ (for\ shear)$
____________________________
DESIGN STRESS
$\upsilon_p=\frac{V_u}{\ b_o\ d_{eff}}$
$\upsilon_p=\frac{V_u}{\phi\ b_o\ d_{eff}}$
____________________________
$\phi=\ 0.75\ (for\ shear)$
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DESIGN STRESS
$\upsilon_p=\frac{V_u}{\ b_o\ d_{eff}}$
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ULTIMATE (NET) SOIL PRESSURE
$\left(q_{ult}\right) $
*net due to the dimension used was from net service pressure*
$\left(q_{ult}\right) $
*net due to the dimension used was from net service pressure*
$\begin{matrix}q_{ult}\\q_u\\\end{matrix}=\frac{P_u}{A}=\ \frac{Factored\ Loads}{Area\ of\ Footing}$
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NUMBER of PILES
$ \#\ of\ Piles\ =\ \frac{Unfactored\ Load}{Load\ Capacity\ per\ Pile}$
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MODES of FAILURE in FOOTING
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FOOTING AREA
or
FOOTING DIMENSION
or
FOOTING DIMENSION
ALLOWABLE STRESS DESIGN (ASD)
$A\ =\ \frac{P}{q_{\ eff}\ \ \ or\ \ \ \ q_{net}}$
$Footing\ Area\ =\ \frac{Service\ or\ Unfactored\ Load}{Effective\ or\ Net\ Soil\ Pressure}$
$A\ =\ \frac{P}{q_{\ eff}\ \ \ or\ \ \ \ q_{net}}$
$Footing\ Area\ =\ \frac{Service\ or\ Unfactored\ Load}{Effective\ or\ Net\ Soil\ Pressure}$
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ALWAYS
$f_s\ = f_y$
FOR
SINGLY-REINFORCED BEAM (SRB)
ONE-WAY SLAB
FOOTINGS
$f_s\ = f_y$
FOR
SINGLY-REINFORCED BEAM (SRB)
ONE-WAY SLAB
FOOTINGS
ALWAYS
$f_s\ = f_y$
FOR
SINGLY-REINFORCED BEAM (SRB)
ONE-WAY SLAB
FOOTINGS
$f_s\ = f_y$
FOR
SINGLY-REINFORCED BEAM (SRB)
ONE-WAY SLAB
FOOTINGS
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TO OBTAIN
Allowable Soil Pressure
$q_{ \ allow}$
Allowable Soil Pressure
$q_{ \ allow}$
$q_{ \ allow}=\ \frac{q_{ \ ult}}{F.S.}$
$q_{ult}$= is from soil strength using Terzhagi
$q_{ult}$= is from soil strength using Terzhagi
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DESIGN of FOOTING
(OBTAINING THICKNESS and REINFORCEMENT)
for
BENDING and SHEAR
uses
FACTORED LOADS
(OBTAINING THICKNESS and REINFORCEMENT)
for
BENDING and SHEAR
uses
FACTORED LOADS
ULTIMATE STRENGTH DESIGN (USD)
DESIGN of FOOTING
(OBTAINING THICKNESS and REINFORCEMENT)
for
BENDING and SHEAR
uses
FACTORED LOADS
DESIGN of FOOTING
(OBTAINING THICKNESS and REINFORCEMENT)
for
BENDING and SHEAR
uses
FACTORED LOADS
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OBTAINING DIMENSION
of the
FOOTING
uses
UNFACTORED LOADS
of the
FOOTING
uses
UNFACTORED LOADS
ALLOWABLE STRESS DESIGN (ASD)
OBTAINING DIMENSION
of the
FOOTING
uses
UNFACTORED LOADS
OBTAINING DIMENSION
of the
FOOTING
uses
UNFACTORED LOADS
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EFFECTIVE or NET
SOIL PRESSURE
$q_{\ effective}\ \ \ or\ \ \ \ q_{\ net}$
SOIL PRESSURE
$q_{\ effective}\ \ \ or\ \ \ \ q_{\ net}$
$\begin{matrix}q_{\ net}\\q_{\ eff}\\\end{matrix}=\ q_{\ allow}\ -\ q_{\ soil}-\ q_{\ conc}-\ q_{\ sur}-\ q_{\ ...}$
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FINDING EFFECTIVE or NET SOIL PRESSURE
$\left(q_{\ eff}\ \ \ or\ \ \ \ q_{net}\right)$
NO FOOTING THICKNESS GIVEN
$\left(q_{\ eff}\ \ \ or\ \ \ \ q_{net}\right)$
NO FOOTING THICKNESS GIVEN
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