SQUARE H-1DESIGN OF FOOTING 6 (SQUARE)FRAME HSUPPORT NO. 4Designer:RAYMOND JAMES G. DELABAJAN

DESIGN VALUES

Soil bearing capacity,qa=200kPaSteel strength,fy=345MPaP =746.35kNM=209.41kN.m.Concrete strength, f'c=27.5MPaP LL =75%P DLM DL =50% MUnit weight soil,conc=16kN/cu.m.M LL =30% MUnit weight concrete,soil=24kN/cu.m.M EL =20% MDead load force,PDL=426.4857142857kNLive load force,PLL=319.8642857143kNDead load moment,MDL=104.705kN.m.Live load moment,MLL=62.823kN.m.Earthquake moment,,M EL41.882Embedment of footing,z=2m.Concrete cover=75mm.Size of main bars=16mm.Limitation of footing width=2m.Column size :Breadth=400mm.Width=400mm.

Load Factored:P DL =1.4M DL =1.1P LL =1.7M LL =1.3 M EL =1.1LAssume thickness of footing (t) =400mm.L

Solve for L using calculator, 3rd degree equation a =164.80b =0c =-746.35d =-1256.46

L =2.71m.(From Calculator)Design of footing is :SAFEsay Length =2.8m.

SUMMARY

Footing Size:Steel RequirementsWidth =2.8m.Along direction 1 =2216mm. RSB spaced @125mm. o.c.Length =2.8m.Along direction 2 =2216mm. RSB spaced @125mm. o.c.Thickness =400mm.Embedment =2m.Minimum development length =331.20mm.

SOLUTION:

Effective depth of footing:Effective soil bearing capacity:(d) =301mm.qe =165kPasay301mm.

Dimension of footing:Ultimate soil pressure (qu):P TOTAL = 746.35kNPu =1140.8492857143kNM TOTAL = 209.41Kn.m.Mu =242.9156kN

Solve for L using calculator, 3rd degree equation qu max =-211.9kPa(compression)a =164.8qu min =-79.12kPa(compression)b =0c =-746.35d =-1256.46

L =2.71m.say Length =2.8m.

Soil pressures are all in tensionNo need to compute for new length.

e =0.281m.Length 1 =2.754m.a =2PLength 2 =-2.193m.qe bUse Length=2.754m.L/2 =e + a/3say Length =2.8m. L^2 - 2eL - (4P/3qe) = 0a =1qu max =-211.91kPab =-0.5611576338qu min =-79.12kPac =-6.0384304207

Use LengthUse ultimate soil pressureL =2.8m.qu max =-211.91kPaqu min =-79.12kPa

INVESTIGATE THE ADEQUACY OF ASSUMED d

based on wide-beam shear:0.4

Assumed d =301mm.0.3010.899

y =90.154kPa

z =169.28kPa

79.12132.79

Vu =479.7623636346kN211.91 Vc =626.1214022101kN1.901

Vc >Vu(OK)2.8

Based on punching shear0.7010.4y1 =49.77kPaz1 =128.89kPa1.05

y2 =83.02kPaz2 =162.14kPa

Vu =1069.3423367539kPa Vc =1254.0317227122kPa79.1219205539132.79 Vc >Vu(OK)1.05211.911.752.8

STEEL REQUIREMENTS

d =301mm.b =2800mm.y =75.880kPaz =155.00kPa0.4

Mu =388.969425656kN.m.1.2

0.59w -w +Mu = 0f'c b d^2

f'c b d^2 =6.28E+09

0.59w -w +6.20E-02= 079.1219205539132.79w 1 =1.6305w 2 =0.06441.60211.91

use w =0.06442.8

=0.0051331671 min =0.004057971 max =0.0274240856Number of bars using 16mm. RSBSpacing of barsuse =0.0051331671# bars =21.52barss =125.4285714286mm.Say 22Barssay125mm. o.c.As =4326.2332649431mm^2

Development length:Ld 1 =264.6mm.Ld 2 =331.2mm.

Use Ld =331.2mm.

Northwest Samar State University - Main CampusCalbayog CityCollege of Engineering and Industrial Technology

RECANGULAR H-1DESIGN OF FOOTING 4 (RECTANGULAR)FRAME HSUPPORT NO. 1Designer:RAYMOND JAMES G. DELABAJAN

DESIGN VALUES

Soil bearing capacity,qa=200kPaP =468.47kNM=159.00kN.m.Steel strength,fy=345MPaP LL =75%P DLM DL =50% MConcrete strength, f'c=27.5MPaM LL =30% MUnit weight soil,conc=16kN/cu.m.M EL =20% MUnit weight concrete,soil=24kN/cu.m.Dead load force,PDL=267.6971428571kNLive load force,PLL=200.7728571429kNDead load moment,MDL=79.5kN.m.Live load moment,MLL=47.7kN.m.Earthquake moment,,M EL31.8kN.m.Embedment of footing,z=2m.Concrete cover=75mm.Size of main bars=16mm.Limitation of footing width=2m.Column size :Breadth=400mm.Width=400mm.

LOAD FACTOR:P DL =1.4M DL =1.1P LL =1.7M LL =1.3 M EL =1.1LAssume depth of footing (t) =400mm.2m.

Design of footing is :SAFE

SUMMARY

Footing Size:Width =2m.Length =2.6m.Thickness =400mm.Embedment =2m.

Steel Requirements:# Bars along long direction =1416mm. RSB spaced @125mm. o.c# Bars along short direction =1716mm. RSB spaced @152mm. o.c

# Bars at center band =1516mm. RSB spaced @# Bars along outer strip =116mm. RSB spaced @Minimum development length =331.20mm.

SOLUTION:

Effective depth of footing:Effective soil bearing capacity:(d) =301mm.qe =164.8kPasay301mm.

Dimension of footing:Ultimate soil pressure (qu):Width (b) =2m.Pu =716.0898571429kNP TOTAL = 468.47kNMu =184.44kNM TOTAL = 159Kn.m.qu max =-219.561658918kPa(compression)Length 1 =2.554m.qu min =-55.8575169062kPa(compression)Length 2 =-1.133m.

Use Length=2.554m.say 2.6m.

INVESTIGATE THE ADEQUACY OF ASSUMED d

based on wide-beam shear:0.4

Assumed d =301mm.0.3010.799

y =113.397kPa

z =169.25kPa

55.86163.7Vu =310.6638048108kN Vc =447.2295730072kN1.801219.56 Vc >Vu(OK)2.6

Based on punching shear0.7010.4y1 =59.78kPaz1 =115.64kPa0.95

y2 =103.92kPaz2 =159.78kPa

Vu =648.4192279333kPa Vc =1254.0317227122kPa55.8575169062163.70 Vc >Vu(OK)0.95219.561.652.6

STEEL REQUIREMENTS

Along long direction:d =301mm.b =2000mm.y =94.445kPaz =150.30kPa0.4

Mu =237.7349645962kN.m.1.1

0.59w -w +Mu = 0f'c b d^2

f'c b d^2 =4.48E+09

0.59w -w +5.30E-0255.8575169062163.70w 1 =1.6401w 2 =0.05481.50219.56use w =0.05482.6 =0.0043665339 min =0.004057971 max =0.0274240856Number of bars using 16mm. Spacing of barsuse =0.0043665339# bars =13.07barss =125.0769230769mm.Say 14Barssay125mm.As =2628.6533904975mm^2

Along shortdirection:d =317mm.b =2600.0mm.2m.Fu =286.44kN2.6m.Mu =114.57kN.m.

0.59w -w +Mu = 0f'c b d^255.8575169062f'c b d^2 =6.47E+09

0.59w -w +1.77E-02m.219.6w 1 =1.6770w 2 =0.0179use w =0.0179

=0.00142740410.8m. min =0.004057971 max =0.0274240856use =0.004057971Number of bars using 16mm. RSBSpacing of bars# =16.6345747948s =152.125mm.As =3344.5797101449mm^2Say 17barssay152mm.o.c.

Distribution of Bars:Development length:

=1.300Ld 1 =264.6mm.Ld 2 =331.2mm.# center band =14.78barssay15barsUse Ld =331.2mm.

bars across1barFurnished Ld =725>331.2(OK)outer strip

Northwest Samar State University - Main CampusCalbayog CityCollege of Engineering and Industrial Technology

COMBINED H-2&3DESIGN OF FOOTING 5 (COMBINED)FRAME HSUPPORT NO. 2 & 3Designer:RAYMOND JAMES G. DELABAJAN

DESIGN VALUESSoil bearing capacity,qa=200kPaSteel strength,mainfy=345MPaSteel strength,secondaryfy=275MpaConcrete strength, f'c=27.5MPaC1C2Unit weight soil,conc=16kN/cu.m.P =514.23kNP =1057.27kNUnit weight concrete,soil=24kN/cu.m.M=229.01kN.m.M=196.19kN.m.Dead load force,PDL 1=293.8457142857kNLive load force,PLL 1=220.4kNP LL =75%P DLM DL =50% MDead load moment,MDL 1=114.505kN.m.M LL =30% MLive load moment,MLL 1=68.703kN.m.M EL =20% MEarthquake moment,,M EL 145.802kN.m.Dead load force,PDL 2=604.1542857143kNLive load force,PLL 2=453.1157142857kNDead load moment,MDL 2=98.095kN.m.P =1571.5Live load moment,MLL 2=58.857kN.m.XgEarthquake moment,,M EL 239.238kN.m.Embedment of footing,z=2m.Concrete cover=75mm.Size of main bars=25mm.Temperature bars=16mm.Column 1 size :Breadth=400mm.Width=400mm.1.003Column 2 size :Breadth=400mm.Width=400mm.4Space between columns=3m.Extension of footing from column 1=1m.

Load Factored:P DL =1.4M DL =1.1P LL =1.7M LL =1.3 M EL =1.1Design of footing is :SAFEAssume thickness of footing (t) =700mm.

SUMMARY

Footing Size:Steel RequirementsWidth =1.5m.Top bars (Long direction) =825mm. RSB spaced @189mm.o.cLength =6.6m.Bottom bars(long direction)=1325mm. RSB spaced @110mm.o.cThickness =700mm.Bars (short direction) =525mm. RSB spaced @146mm.o.cEmbedment =2m.Temperature bars =716mm. RSB spaced @123mm.o.cMinimum development length =242.64mm.(Hook is needed)

SOLUTION:

Effective depth of footing:Effective soil bearing capacity:(d) =612.5mm.qe =162.40kPasay613mm.

Dimension of footing:Ultimate soil pressure (qu):P1 TOTAL = 514.2kNPu 1 =786.0372857143kNM1 TOTAL = 229.01Kn.m.Pu 2 =1616.1127142857kNP1 TOTAL = 1057.27kNM1 TOTAL = 196.19Kn.m.qu =242.64kPaP total =1571.5

Area requiredSize:Lw =9.6767241379m^2L = 2 Xg =6.6m.Locate the centroid of footing:w = 1.47m.Xg = 3.29m.say 1.5m.say Xg =3.3m.

INVESTIGATE THE ADEQUACY OF ASSUMED d

Based on punching shear

6.6

0.80.42.60.42.4

1.50.550.55

1.0131.0130.40.4

0.550.551.0131.013

0.6130.6130.6130.613

Column 1:Column 2:bo =4.052mbo =4.052m.=4052mm=4052mm.

Vu = 537.046kNVu =1367.1216169776kN Vc =3690.5740959564kN Vc =3690.5740959564kN Vc >Vu(OK) Vc >Vu(OK)

based on wide-beam shear:Vu 1 =-126.1739599567kN=126.174kNMax Vu =650.4003106061kNVu 2 =373.9099945887kN Vc =683.1kN=373.910kN Vc >Vu(OK)Vu 3 =-650.400kN=650.400kN

STEEL REQUIREMENTS

Along long direction:6.6w1 =1965.09kN/mw2 =4040.28kN/m0.800.42.60.42.4wu =363.96kN/m

V 0 =00.550.55Va =291.17Vb =-349.28Vd =597.021.50.40.4Ve =-873.510.550.55Vend =0

x1 =0.181852503x2 =0.2181474971965.09kN/m4040.28kN/mx3 =0.9596678333x4 =1.64033216670.802.62.4x5 =0.1623957733x6 =0.2376042267

Ma =116.4678787879Mb =104.8452701299w =363.96kN/mMc =53.7154436441Md =1103.5089722944Me =1048.21090909090 min =0.004057971 max =0.0274240856

SectionabcdeMu116.47104.8553.721103.511048.210.900.900.900.900.90d613.00613.00613.00613.00613.00b1500.001500.001500.001500.001500.00f'c27.5027.5027.5027.5027.50fy345.00345.00345.00345.00345.00Mu 0.008350.007520.003850.079100.07514f'c b d^2w0.008390.007550.003860.083180.078800.000670.000600.000310.006630.00628Use =0.0040579710.004060.004060.006630.00628As = bd3731.303731.303731.306096.905775.68Number bars7.607.607.6012.4211.7725Use N =8881312Spacing189189189110120LocationBottomBottomBottomBottomBottom

Along shortdirection:

786.04kN1616.1127142857kN

0.550.40.550.554000.55

1.51.5

Column 1Column 2d =588mm.d =588mm.b1 =859.75mm.b2 =860mm.wu208.61kN/mwu208.61kN/mMu =31.55Kn.mMu =31.55Kn.m

SectionabMu31.5531.60.900.9Development length:d588.00588Ld 1 =645.9mm.b859.75859.8Ld 2 =517.5mm.f'c27.5027.5fy345.00345Use Ld =645.88mm.Mu 0.004290.0043f'c b d^2Min Ld furnished =475