Square footing designIsolated square footing designColumn SizeB
(in)H (in)1818Column LoadDL (kip)LL (kip)225175Bearing capacity of
soil (qa)4.5ksfTensile strength of steel,fy60ksiStrength of
concrete,f'c4ksiTotal unfactored column load400kipFooting Area
required (Areq)88.9ft2Each side of square footing
required9.43ftSize of footingLong side(ft)Short
side(ft)9.59.5OKFooting Area provided90.25ft2Upward Soil Pressure
(qu)6.1ksfThickness determinationAssume d19inTotal
thickness.T22inPunching shear checkLength of critical
perimeter,b0148inActual punching shear
developed,VU1492.1kipsAllowable punching shear,Vc533.5kipsOKBeam
Shear checkShear force at d distance,VU2139.9kipsallowable shear
strength,Vc205.5kipsOKProvided Footing thickness is
OKReinforcementLONG SIDE MOMENT,Mu585in-kipsASSUME,
a0.89inAs(req)(long)0.58in2a0.86SHORT SIDE
MOMENT,Mu585in-kipsASSUME, a0.5As(req)(short)0.58in2a0.85Minimum
reinforcementAs (min)0.72in2As (min)0.76in2Max
As(min)0.76in2Spacing(Long)Provide
As,long0.76in212mm3.60in16mm6.37in20mm10.01in25mm15.62inSpacing(short)Provide
As,short0.76in212mm3.63in16mm6.44in20mm10.11in25mm15.78in
BH
Combined footing(Santonu)DESIGN OF COMBINED FOOTING WITH TWO
COLUMNS (USD)DESIGN OF COMBINED FOOTING WITH TWO COLUMNS
(USD)(Rectangular without Beam)(Rectangular With
Beam)P1P2P1P2C1C2C1C2llXC/CYa1C/Ca2b1b2BBa1a2LLAvailable DataCheck
for Beam ShearDesign for BeamDead Load on Col. C1 =180KipMax Shear
=356.57KipCheck for Doubly or Singly Reinforced BeamLive Load on
Col. C1 =120Kipd Provided =30inDead Load on Col. C2
=250KipDeveloped Beam Shear =237.9367588933KipMaximum Moment,M
=1299Kip-ftLive Load on Col. C2 =140KipAllowable Beam Shear
=207.039126737KipIncrease dWidth of Beam b=20inC/C distance betwn.
2 Cols,l =16.0ftThickness of Footing,T=33inProvided d=34inBearing
Capacity of Soil =4.50KsfMax steel Ratio,=0.0160Length of Column
C1, a1 =16.0inCheck for Punching ShearResisting
Moment,Mu1=1353.6Kip-ftSingly Reinforced BeamWidth of Column C1, b1
=16.0inMax Load on Column =588.00KipProvide Thickness of
Beam,T=36.5inLength of Column C2, a2 =20.0inLength of Column
=20inWidth of Column C2, b2 =20.0inWidth of Column =20inDesign for
Tensile SteelStrength of Concrete,f'c =3.0KsiEffective Width,b
=200inMu2=0Kip-ftTensile Strength of Steel,fy =60.0KsiDeveloped
Punchung Shear =470.3051948052KipAs1=10.09inProvide
a=10.79Allowable Punching Shear
=985.9006035093KipOKAs2=0.0inRequire a=11.87Bending Moment &
ShearSteel at Tension zone, As=10.09inTotal Unfactored load
=690KipCheck for FlexureTotal Factored load =1044KipMax Possitive
Moment =1298.7226386807Kip-ftDesign for Compression SteelArea of
footing reqd =153.33ftMax Negative Moment =244.5102680873Kip-fta
=11.87inC.G. of ftg. From C1 =9.04ftMax Moment
=1298.7226386807Kip-ftc=13.97inC.G. of ftg. From C2 =6.96ftd
Required =16.25inOKStress in compressive
Steel,fs'=60KsiCopmpression Steel As'=0.00inMin. length of Footing
=19.67ftReinforcement Design for MomentMinimum Steel
=2.2666666667inMax. width of Footing =7.80ftLong
DirectionProjection at C1 =0.79ftPossitive Steel =11inDesign for
Shear ReinfoecementProjection at C2 =2.88ftProvide 16/20/25 mm
@2.173.315.12in C/CMaximum Shear =150.00KipAllowable
Shear,vc=55.8677008655KipStirrup is RequiredProvide Width of
Footing ,B=7.00ftNegative steel=2.04inVc1=148.9805356414KipRequired
length of Footing =21.90Provide 16/20/25 mm @4.136.229.40in C/CVs
=110.7438813347KipProvide length of Footing,L =22.00ftBar
Size=10mmRev.Projection at C1,a1 =1.96ftTransverse
DirectionSmax=17inRev.Projection at C2 ,a2 =4.04ftReinforcement
under Column C1Smax=(Av*fy)/(50*b)14.4in2 Legw ,on Footing
=47.45Kip/ftWidth of Strip =76inSmax=(Av*fy)/(50*b)28.8in4 Legq ,on
Footing =6.78Ksfw ,on Footing =72.00Kip/ftSpacing S=4.4210117444in2
LegV1, left =61.21KipNegative Moment =289Kip-ftSpacing
S=8.8420234888in4 LegV1, right =331.52KipM1 =39.5Kip-ftRequired
Steel =2.41inDesign for Base SlabV2, left =356.57KipProvide
16/20/25 mm 864NumberMaximum Moment,M =24.10Kip-ftV2, right
=152.34KipProvide 16/20/25 mm @8.6712.6318.23in C/CRequired d
=5.86inM2 =244.5Kip-ftprovide d =10in(V=0) from C1 at
=7.65ftReinforcement under Column C2Developed Beam Shear
=12.4285714286kip/ftPossitive M at (V=0) =-1298.7Kip-ftWidth of
Strip =80inAllowable Beam Shear =11.1735401731kip/ftIncrease d(M=0)
from C1 at =-13.85ftw ,on Footing =88.20Kip/ftProvide Thickness of
Slab,T=13in(M=0) from C2 at =16.12ftNegative Moment
=313.6Kip-ftRrovide a=0.8inRequired a=1.0940403097inRequired Steel
=2.61inRequired Steel=0.56in/ftProvide 16/20/25 mm 964NumberProvide
16/20/25 mm @8.4812.4118.02in C/CProvide 12/16/20 mm
@3.766.6710.32in C/CMinimum ReinforcementTemparature
Steel=0.312in/ftLong Direction =5.54inProvide 16/20/25 mm
@4.136.229.40in C/CProvide 12/16/20 mm @6.7311.9218.46in
C/CTransverse Direction =17.42inProvide 16/20/25 mm
@4.516.9210.78in C/C9.610.01603507650.0160350765
Sheet2
Combined footing(without beam)Project Name:Rev .Proj. at col
CI(from centre)0.43ftProject Location:Rev Proj. at col CI(from
column out)-0.07ftDate:28.11.2013Rev. Proj. at col CII(from
centre)4.02ftRev. Proj. at col CII(from column out)3.27ftColumn
Info.Soil PressureUltimate soil pressure,qu4.05ksfColumn
SizeUltimate soil pressure,qu16.20kip per ft lengthColumn IColumn
IIB(in)L(in)B(in)L(in)15121218ShearMomentVu(outer face col
I)-1.19kipMu1(at outer face col I)0k-ftColumn LoadVu(inner face col
I)58.00kipMu2(at outer face col II)87k-ftColumn IColumn IIVu(outer
face col II)53.02kipMax Positive Moment Mu(From Col
I)133k-ftDLLLDLLLVu(inner face col II)80.48kipMax Positive Moment
Mu(From Col II)134k-ft40108622Distance of zero shear from col
I3.63ftDistance of zero shear from col II4.79ftC/C distance between
column9.8ftBearing Capacity of Soil2.8ksfBeam Shear CheckPunching
Shear CheckStrength of Concrete,f'c3ksiMax Shear80.48kipMax load on
col158kipTensile Strength of Steel,fy60ksiProvide d,18inDeveloped
punching shear127.4kipDeveloped beam shear56.19kipAllowable
Punching shear390.4kipFactored Column LoadAllowable beam
shear70.98kipOKColumn IColumn IIOKDLLLDLLLCheck for
Flexure5617120.437.4Maximum Positive moment134k-ft73157.8Maximum
Negative moment87k-ftMaximum moment134k-ftTotal Unfactored
load158kipReinfocement Ratio0.0160Total Factored load230.8kipd
Required6.90inFooting Area Required57.0sftOKResultant of Column
loads from Column I6.70ftReinforcementResultant of Column loads
from Column II3.10ftBottom ReinforcementTop ReinforecementMin
length of footing14.6ftUnder Column CIMomemt134k-ftMax width of
footing3.89ftBandwidth51.0inAssume a0.83inProjection at col CI(from
centre)0.63ftNet upward pressure in short dir18.3k/ftLong Direction
reinf.1.69in2Projection at col CI(from column outside)0.13ftMoment
at column face17.3k-ftrequired a0.83inProjection at col CII(from
centre)4.22ftAssume a3.00inProjection at col CII(from column
outside)3.47ftShort Direction reinf.0.2in2required a0.46inMin.
Reiforcement0.72in2/ftFooting SizeUnder Column CIIProvide width of
footing4ftBandwidth54.0inRequired length of footing14.25ftNet
upward pressure in short dir39.5k/ftProvide length of
footing14.25ftMoment at column face44.4k-ftAssume a3.45inShort
Direction reinf.0.6in2required a1.19in
Combined footing(with beam)Project Name:Rev .Proj. at col
CI(from centre)5.00ftDesign for Compression steelProject
Location:NorsingdiRev Proj. at col CI(from column
out)4.50fta3.7Date:28.11.2013Rev. Proj. at col CII(from
centre)5.00ftc4.37Rev. Proj. at col CII(from column
out)4.50ftStress in compressive steel,fs60As'Column Info.Soil
Pressureminimum Steel0.93Ultimate soil pressure,qu2.95ksfColumn
SizeUltimate soil pressure,qu23.60kip per ft lengthColumn IColumn
IIB(in)L(in)B(in)L(in)Design for Shear
Reinforcement18121812ShearMaximum Shear150KipVu(outer face col
I)106.20kipAllowable shear26.56KipColumn LoadVu(inner face col
I)106.20kipStirrup RequiredColumn IColumn IIVu(outer face col
II)106.20kipVC1KipDLLLDLLLVu(inner face col
II)106.20kipVS123.44Kip1204012040Distance of zero shear (from col I
inner face)4.25ftDistance of zero shear (from col II inner
face)4.25ftC/C distance between column10ftBearing Capacity of
Soil2ksfMomentpStrength of Concrete,f'c4ksiMu1(at outer face col
I)239k-ftDesign for Base slabTensile Strength of
Steel,fy60ksiMu2(at outer face col II)239k-ftMaximum moment (at
face of beam)14.79Kip-ftMax Positive Moment Mu(From Col
I)-1k-ftProvide d9inFactored Column LoadMax Positive Moment Mu(From
Col II)-1k-ftDeveloped beam shear7.13Kip/ftColumn IColumn
IIAllowable beam shear10.25Kip/ftDLLLDLLLBeam DesignProvided
thickness OK1686816868Max Negative Moment239kip-ftProvide
Thickness,T12in236236Max Positive Moment-1kip-ftProvide
a0.75Provide width ,b20inSteel Area Required,As0.38in2/ftTotal
Unfactored load320kipProvide Depth,d14kipRequired a0.56Total
Factored load472kipMax steel ratio 0.0214Temperature
Steel0.29in2/ftFooting Area Required160.0sftResisting Moment
Mu1305.8kip-ftProvide 12mm @5.51in C/CResultant of Column loads
from Column I5.00ftProvide thickness of beam,T17inResultant of
Column loads from Column II5.00ftSingly Reinforced BeamMin length
of footing11.3ftMax width of footing14.22ftDesign for Tensile
steelProjection at col CI(from centre)0.63ftMu20Projection at col
CI(from column outside)0.13ftProvide a2.80inProjection at col
CII(from centre)0.63ftAs14.21in2Projection at col CII(from column
outside)0.13ftRequired a3.72inAs20.00in2Footing SizeSteel at
tention zone4.21in2Provide width of footing8ftRequired length of
footing20.00ftProvide length of footing20ft
Strap footingProject Name:Project Location:Soil
PressureDate:28.11.2013Ultimate soil pressure,qu7.08ksfUltimate
soil pressure,qu47.78kip per ft lengthColumn Info.Design of
footingExterior footingColumn SizeProvide width of strap
beam30inColumn IColumn IIMaximum moment (at face of
beam)10.84Kip-ftB(in)L(in)B(in)L(in)Provide d9in18242424Developed
beam shear0.00Kip/ftAllowable beam shear8.87Kip/ftColumn
LoadProvided thickness OKColumn IColumn IIProvide
Thickness,T12inDLLLDLLLProvide a0.75178130258200Steel Area
Required,As0.28in2/ftRequired a0.55C/C distance between
column18ftTemperature Steel0.29in2/ftBearing Capacity of
Soil5.15ksfProvide 12mm @7.29in C/CStrength of
Concrete,f'c3ksiDesign for Base slabTensile Strength of
Steel,fy60ksiFactored Column LoadMin length of footing23.8ftColumn
IColumn IIMax width of footing6.27ftDLLLDLLLProjection at col
CI(from centre)1.13ft213.6208309.6320Projection at col CI(from
column outside)0.13ft421.6629.6Projection at col CII(from
centre)4.65ftProjection at col CII(from column outside)3.65ftTotal
Unfactored load766kipTotal Factored load1051.2kipFooting
SizeFooting Area Required149.0sftProvide width of
footing7ftResultant of Column loads from Column I10.76ftRequired
length of footing21.29ftResultant of Column loads from Column I
end11.51ftProvide length of footing22ftResultant of Column loads
from Column II7.24ftRev .Proj. at col CI(from centre)0.24ftRev
Proj. at col CI(from column out)-0.76ftExterior FootingRev. Proj.
at col CII(from centre)3.41ftProvide Length along X-dir6ftRev.
Proj. at col CII(from column out)2.41ftProvide Length along
Y-dir11.25ftInterior footingProvide Length along X-dir9ftProvide
Length along Y-dir9ftTotal area provided148.5ft2Centroid of
combined area from outer
edge11.59ftComparisitionShearMomentCentroid of the provided
area11.59ftVu(outer face col I)-36.43kipMu1(at outer face col
I)14k-ftActual centroid11.51ftVu(inner face col I)362.47kipMu2(at
outer face col II)138k-ftVu(outer face col II)114.93kipMax Positive
Moment Mu(From Col I)1760k-ftVu(inner face col II)419.11kipMax
Positive Moment Mu(From Col II)2004k-ftDistance of zero shear from
col I7.54ftDistance of zero shear from col II8.71ftBeam Shear
CheckPunching Shear CheckMax Shear419.11kipMax load on
col630kipProvide d,30inDeveloped punching shear486.3kipDeveloped
beam shear299.65kipAllowable Punching shear1064.8kipAllowable beam
shear207.04kipOKNOT OKCheck for FlexureMaximum Positive
moment2004k-ftMaximum Negative moment138k-ftMaximum
moment2004k-ftReinfocement Ratio0.0160d
Required20.19inOKReinforcementBottom ReinforcementTop
ReinforecementUnder Column CIMomemt2004k-ftBandwidth78.0inAssume
a22.84inNet upward pressure in short dir60.2k/ftLong Direction
reinf.24.0in2Moment at column face227.7k-ftrequired a47.00inAssume
a3.00inShort Direction reinf.1.8in2required a3.48inMin.
Reiforcement1.2in2/ftUnder Column CIIBandwidth84.0inNet upward
pressure in short dir89.9k/ftMoment at column face281.1k-ftAssume
a3.45inShort Direction reinf.2.2in2required a4.33in
