05 Footing Nscp 2010

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BEAM DESIGN BEAM DESIGN I. DESIGN CRITERIA: I. DESIGN CRITERIA: Material Specifications: Material Specifications: 414 414 MPaMPa 2 288 MMPPaa Reinforced Concrete Density:

Reinforced Concrete Density: 2244 kkNN//mm^^33 Soil Properties: Soil Properties: 2 26600 kkPPaa 1 188 kkNN//mm^^33 oi! De"t# $a%o&e 'ootin():

oi! De"t# $a%o&e 'ootin(): 22**++ mm III. APPLIED FORCES:

III. APPLIED FORCES:

3 388**,,-- kkNN 81*88 81*88 kN.mkN.m e:e:2*1012*101 81*88 81*88 kN.mkN.m e:e:2*1012*101 rc#ar(e:

rc#ar(e: kPakPa

III. FOOTING DESIGN: III. FOOTING DESIGN:

ssmed 'ootin( De"t# d:

ssmed 'ootin( De"t# d: 0*30*3 mm 0*4 0*4 mm 0*4 0*4 mm 20-*8 20-*8 kPakPa 8*00 8*00 mm 11**66 00**0011ookkeeyy nnoot ot okk t t##eerre ie is ts teennssii!!e se sttrreesss is inn 8 8**0000 mm 11**66 00**0011ookkeeyy nnoot ot okk t t##eerre ie is ts teennssii!!e se sttrreesss is inn '

'oooottiinn( ( aar r DDiiaammeetteerr  dd%%:: 2200 mmmm Inesti!ation at " Direction: Inesti!ation at " Direction: 0*3 0*3++ kPakPa ..11**++-- kkPPaa  C#eckin( of 'ootin(

C#eckin( of 'ootin( De"t# de5De"t# de5acy:acy:

0*21+ 0*21+mm ide.%eam #ear: ide.%eam #ear: 7: 7: 3*+8+3*+8+ mm 0*-0*-11 kPakPa 32* 32*6+6+ kNkN 1+4 1+4-*2-*244 kNkN 11 1160*4360*43 kNkN 

ei!d tren(t# of tee! ei!d tren(t# of tee! $main %ar) f $main %ar) f yy::

Com"ressi&e tress of Concrete f9 Com"ressi&e tress of Concrete f9cc::

!!oa%!e

!!oa%!e oi! oi! Pressre 5Pressre 5aa::

oi! Density oi! Density γγ:: Desi(ned ;oad P Desi(ned ;oad P:: Desi(ned Moment M Desi(ned Moment M77:: Desi(ned Moment M Desi(ned Moment M<<:: Co!mn Dimension C Co!mn Dimension C77:: Co!mn Dimension C Co!mn Dimension C<<::

=ffecti&e oi! earin(

=ffecti&e oi! earin( Ca"acityCa"acity 5 5ee::

((ested 'ootin( ;en(t# ; ((ested 'ootin( ;en(t# ;77::

((ested 'ootin( idt# ; ((ested 'ootin( idt# ;<<::

5 51<1<:: 5 52<2<:: =ffecti&e De"t# d =ffecti&e De"t# dss:: 5 53<3<:: > >:: > >cc:: 0*-+> 0*-+>cc::

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since 0*-+>c ? > t#erefore footin( de"t# is ade5ate since 0*-+>c ? > t#erefore footin( de"t# is ade5ate Pnc#in( #ear: Pnc#in( #ear: 0* 0*6262 mm 0* 0*6262 mm 3*6 3*6,2+,2+ mm 4* 4*3131 mm <<:: 11**,,22 kkPPaa 0*8 0*8,, kPakPa 0*6 0*688 kPakPa 1*0 1*033 kPakPa 0*+ 0*+44 kPakPa 0* 0*2323 kNkN 38* 38*-4-4 kNkN ,32 ,32*8,*8, kNkN 6,, 6,,*6-*6- kNkN

since 0*-+>c ? > t#erefore footin( de"t# is ade5ate since 0*-+>c ? > t#erefore footin( de"t# is ade5ate tee! Re5irements: tee! Re5irements: 0* 0*2121++ mm 7 7:: 33**88 mm 0*6 0*666 kPakPa ,* ,*,8,8 kNkN 23* 23*8484 kNkN -3* -3*0404 kN.kN.mm 0*8+0 0*8+0 0.850.85 0*021 0*021 2622 2622*186*186 kN.mkN.m 0*81+ 0*81+ 2136 2136*2312*23120101 kN.mkN.m M is !ess t#an @Mn ma7 M is !ess t#an @Mn ma7 AB#s t#e %eam is sin(!y reinforced AB#s t#e %eam is sin(!y reinforced

2122*4+-2122*4+- kN.mkN.m M is !ess t#an @Mtn

M is !ess t#an @Mtn

AB#s t#e section is tension.contro!!ed AB#s t#e section is tension.contro!!ed

@ @  00**,, 2*1,=.01 2*1,=.01  :: 00**000000++33 cc7171:: cc<1<1:: 7 711:: 7 722:: y y11:: 5 5+<+<:: y y22:: 5 54<4<:: ' '<:<: > >:: > >cc:: 0*-+> 0*-+>cc:: =ffecti&e De"t# d =ffecti&e De"t# dss:: 5 56<6<:: ' '1<1<:: ' '2<2<:: M M:: E E11



 ma7ma7 M Mn ma7n ma7 @ @



F F

M

n ma7n ma7



@M @Mtntn R R ::

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0*020,4 0*00338 0*0031,+3+ 0*00338164 se : 0*00338 0*00+82 G of ars: 18*+14 H 1, "cs Inesti!ation at # Direction: 0*3+ kPa .1*+- kPa C#eckin( of 'ootin( De"t# de5acy:

0*21+ m ide.%eam #ear: 7: 3*+8+ m 0*-1 kPa 32*6+ kN 1+4-*24 kN 1160*43 kN

since 0*-+>c ? > t#erefore footin( de"t# is ade5ate Pnc#in( #ear: 0*62 m 0*62 m 3*6,2+ m 4*31 m <: 1*,2 kPa 0*8, kPa 0*68 kPa 1*03 kPa 0*+4 kPa 0*23 kN 38*-4 kN ,32*8, kN 6,,*6- kN

since 0*-+>c ? > t#erefore footin( de"t# is ade5ate tee! Re5irements: 0*21+ m 7: 3*8 m 0*66 kPa ma7: min: s 517: 527: =ffecti&e De"t# ds: 537: >: >c: 0*-+>c: c71: c<1: 71: 72: y1: 5+7: y2: 547: '7: >: >c: 0*-+>c: =ffecti&e De"t# ds: 567:

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,*,8 kN 23*84 kN -3*04 kN.m 0*8+0 0*021 2622*186 kN.m 0*81+ 2136*231201 kN.m M is !ess t#an @Mn ma7 AB#s t#e %eam is sin(!y reinforced

2122*4+- kN.m M is !ess t#an @Mtn

AB#s t#e section is tension.contro!!ed

@ 0*, 2*1,=.01 : 0*000+3 0*020,4 IMMR: 0*00320 0*0031,+3+ 0*00338164 Desi(n: se : 0*00320 0*00++0 G of ars: 1-*4,4 H 18 "cs '17: '27: M: E1



ma7 Mn ma7 @



F

M

n ma7



@Mtn R : ma7: min: s

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soi!

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0.85 0.65 0.85

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DESIGN OF FOOTING

Name of Structure: TWO STOREY RESIDENSIAL HOUSE

Name of Beam: F-1

I. MATERIAL PROPERTIES:

27.60 Mpa 414.00 Mpa

Reinforced Concrete Density: 24.00 !!o"a#!e Soi! $ressure% &a: 210.00 '$a Soi! Density% (: 16.)0

Soi! Dept* +a#o,e -ootin/: 1.04 m Concrete Co,er% cc: 7 mm

Reinforcement Diameter% d#: 20 mm Co!umn idt*% C: 0.0 m

Co!umn idt*% C3: 0.0 m

S*ear Reduction -actor%  5 0.) II. FOOTING DIMENSION:

nfactored oad%$n: 1470 'N nfactored Moment%Mn 488 'N Dept* of -ootin%df: 0.76 m

9ffecti,e Soi! Bearin Capacity% &e: 174.28 e5Mn$n5 0.;;8 -ootin ent*% : ;.6 m

-ootin idt*% 3: .; m $n < &e==3 o'ey>>>

e < 36 +no tensi!e stress in soi!/ o'ey>>> Checking ! F"ing De#"h A$e%&'c(:

Desined oad% $u: 10 'N Desined Moment% Mu: )64 'N?m 9ffecti,e Dept*% d: 0.6 m

&u1 5 ?216.284 '$a &u2 5 ?;1).)21 '$a a. ide Beam S*ear

 5 1.74 m

&u; 5 2).06 '$a @u 5 1)86.) 'N @c 5 210.8 'N @c 5 1780.0 'N

-ootin dept* is not ade&uate #. $unc*in S*ear C1 5 1.1 m C31 5 1.1 m 1 5 2.072 m 2 5 ;.227 m 3 5 102.; '$a y1 5 40.082 '$a &u 5 27).7; '$a y2 5 62.4; '$a &u4 5 26.;8 '$a -u3 5 ;6.8; ' N @u 5 474).1 'N @c 5 288.; 'N @c 5 404.;) 'N -ootin dept* is not ade&uate Compressi,e Strent* of Concrete% fAc:

ei!d Strent* of Stee!% fy:

'Nm; 'Nm;

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II. STEEL RE)UIREMENTS d 5 0.6 m  5 2.4 m &u6 5 272.;8 '$a -u1 5 1176.74 'N -u2 5 1;77.;1 'N Mu 5 ;14.08 'N?m 0.)0 see NSCP 2010 (Section 207.5.8) see NSCP 2010 (Section 207.5.8) 5 0.0206 5 0.00;;) see NSCP 2010 (Section 410.6.2) C*ec' if compression stee! is re&uired

Mn ma 5 +1140/=1=fAc=#=d2=+1?+;16/=1/ see NSCP 2010 (Section 207.5.8) 5 1078.20 'N?m

 5 0.6E.2=++)00?fy/+1000?fy// 5 0.)147 Mn ma 5 )784.62) 'N?m

since Mn ma F Mu%t*e section is Sin!y Reinforced C*ec' if t*e section is tension?contro!!ed

Mtn 5 +481600/=1=fAc=#=d2=+1?+;116// 5 )7;7.821 'N?m

since Mu < Mtn% t*e section is tension?contro!!ed

Strent* Reduction -actor% : 0.8 see NSCP 2010 (Section 207.5.8) Mu 5 =Rn=#=d2% Rn 5 2.2626

Stee! Ratio% G 5 +0.)=fAcfy/+1?H+1?+2Rn0.)=fAc/// 5 0.0076 Gmin < G F Gma o'ey>>> use G 5 0.0076 Desin Stee! rea% s 5G=#=d 5 1;76.6;) mm2

Desin Num#er of Bars: 4;.216 I ** #c+

&+e ,.  /.,  0. 2e"e3 !"ing 4i"h ** - 50 22 $i'2e"e3 6'3+7 6"h 4'(+ 9&ui,a!ent Dept* -actor% 1:

Maimum Stee! Ratio% Gma 5 +;7/=++0.)=fAc=1/fy/

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DESIGN OF FOOTING

Name of Structure: TWO STOREY RESIDENSIAL HOUSE Name of Beam: WF-1

2).00 Mpa 414.00 Mpa

Reinforced Concrete Density: 24.00 !!o"a#!e Soi! $ressure% &a: 62.00 '$a Soi! Density% (: 1).00

Soi! Dept* +a#o,e -ootin/: 1.0 m Concrete Co,er% cc: 7 mm

Reinforcement Diameter% d#: 20 mm Co!umn idt*% C: 0.;0 m

nfactored oad%$n: ;;;.27 'N nfactored Moment%Mn 141.71 'N Dept* of -ootin%df: 0.; m

9ffecti,e Soi! Bearin Capacity% &e: 27.) e5Mn$n5 0.42 -ootin ent*% : 2. m

-ootin idt*% 3:  m

$n < &e==3 o'ey>>>

Desined oad% $u: ;7).78 'N Desined Moment% Mu: 141.71 'N?m 9ffecti,e Dept*% d: 0.18 m

&u1 5 ?16.688 '$a &u2 5 ?4;.807 '$a a. ide Beam S*ear

 5 2.0 m

&u; 5 ;2.72 '$a @u 5 186.) 'N @c 5 4;).; 'N @c 5 ;72.7 'N

since 0.7@c F @u% t*erefore footin dept* is ade&uate #. $unc*in S*ear C1 5 0.48 m C31 5 0.68 m 1 5 2.12 m 2 5 2.)47 m 3 5 27.20) '$a y1 5 11.71; '$a &u 5 ;2.184 '$a y2 5 1.48 '$a &u4 5 2).412 '$a -u3 5 10.42 ' N @u 5 ;6).;6 'N @c 5 )1).6 'N @c 5 68.)1 'N

since 0.7@c F @u% t*erefore footin dept* is ade&uate Compressi,e Strent* of Concrete% fAc:

'Nm; 'Nm;

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II. STEEL RE)UIREMENTS 3 Direction d 5 0.21 m  5 2.2 m &u6 5 ;1.66 '$a -u1 5 )8.0 'N -u2 5 12;.48 'N Mu 5 22.02 'N?m 0.)0 see NSCP 2010 (Section 207.5.8) see NSCP 2010 (Section 207.5.8) 5 0.0208 5 0.00;;) see NSCP 2010 (Section 410.6.2) C*ec' if compression stee! is re&uired see NSCP 2010 (Section 207.5.8)

Mn ma 5 +1140/=1=fAc=#=d2=+1?+;16/=1/ 5 )18.4;; 'N?m  5 0.6E.2=++)00?fy/+1000?fy// 5 0.)147

Mn ma 5 667.72 'N?m

Mtn 5 +481600/=1=fAc=#=d2=+1?+;116// 66;.26) 'N?m since Mu < Mtn% t*e section is tension?contro!!ed

Strent* Reduction -actor% : 0.8 see NSCP 2010 (Section 207.5.8) Mu 5 =Rn=#=d2% Rn 5 2.42;2

Stee! Ratio% G 5 +0.)=fAcfy/+1?H+1?+2Rn0.)=fAc/// 5 0.00618 Gmin < G F Gma o'ey>>> use G 5 0.00618 Desin Stee! rea% s 5G=#=d 5 ;;24.806 mm2

Desin Num#er of Bars: 10.)4 I 11 #c+  Direction

d 5 0.18 m  5 1.1 m

-u 5 0.+&u1E&u2/=3=5 166.67 'N

Mu 5 81.67 'N?m

C*ec' if compression stee! is re&uired see NSCP 2010 (Section 207.5.8) Mn ma 5 +1140/=1=fAc=#=d2=+1?+;16/=1/ 5 1;4).142 'N?m

 5 0.6E.2=++)00?fy/+1000?fy// 5 0.)147 Mn ma 5 108).288 'N?m

Mtn 5 +481600/=1=fAc=#=d2=+1?+;116// 1081.217 'N?m since Mu < Mtn% t*e section is tension?contro!!ed

Strent* Reduction -actor% : 0.8 see NSCP 2010 (Section 207.5.8) Mu 5 =Rn=#=d2% Rn 5 0.;6

Stee! Ratio% G 5 +0.)=fAcfy/+1?H+1?+2Rn0.)=fAc/// 5 0.001;1 Gmin < G F Gma not o'ey use G 5 0.00;;) Desin Stee! rea% s 5G=#=d 5 ;287.10 mm2

Desin Num#er of Bars: 10. I 11 #c+ Distri#ution of Bars

 5 3 5 2.00

Num#er of Center Band Bars 5 2N+E1/5 7.;;;; I 8 #c+ Num#er of Kuter Band Bars 5 * #c+

9&ui,a!ent Dept* -actor% 1:

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&+e 5./  /  0., 2e"e3 !"ing 4i"h 11  1 ? 50 22 $i'2e"e3 6'3+

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DESIGN OF FOOTING

Name of Structure: P9'3 e'3 S9'&gh"e3 H&+e Name of -ootin: F-1

2).00 Mpa 414.00 Mpa

nfactored oad%$n: 60 'N

nfactored Moment%Mn 20 'N

Dept* of -ootin%df: 0.4 m

9ffecti,e Soi! Bearin Capacity% &e: 2;2.4 e5Mn$n5 0.0;1 -ootin ent*% : 2 m

-ootin idt*% 3: 2 m

$n < &e==3 o'ey>>>

Desined oad% $u: 700 'N

Desined Moment% Mu: 0 'N?m 9ffecti,e Dept*% d: 0.;01 m

&u1 5 ?1;7.00 '$a &u2 5 ?212.00 '$a a. ide Beam S*ear

 5 0.448 m

&u; 5 18.66 '$a @u 5 1);.26 'N @c 5 41.; 'N @c 5 460.;0 'N

since 0.7@c F @u% t*erefore footin dept* is ade&uate #. $unc*in S*ear C1 5 0.)01 m C31 5 0.)01 m 1 5 0.88 m 2 5 1.400 m 3 5 7 '$a y1 5 22.4)1 '$a &u 5 180.02 '$a y2 5 2.18 '$a &u4 5 18.8) '$a -u3 5 112.2) ' N @u 5 )7.72 'N @c 5 1701 'N @c 5 144.)8 'N

'Nm; 'Nm;

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II. STEEL RE)UIREMENTS d 5 0.;01 m  5 0.7 m &u6 5 1)4.;) '$a -u1 5 1;).2) 'N -u2 5 18.;) 'N Mu 5 114.26 'N?m 0.)0 see NSCP 2010 (Section 207.5.8) see NSCP 2010 (Section 207.5.8) 5 0.0208 5 0.00;;) see NSCP 2010 (Section 410.6.2) C*ec' if compression stee! is re&uired

Mn ma 5 +1140/=1=fAc=#=d2=+1?+;16/=1/ see NSCP 2010 (Section 207.5.8) 5 12)4.)71 'N?m

 5 0.6E.2=++)00?fy/+1000?fy// 5 0.)147 Mn ma 5 1046.7; 'N?m

Mtn 5 +481600/=1=fAc=#=d2=+1?+;116// 5 1040.004 'N?m

Stee! Ratio% G 5 +0.)=fAcfy/+1?H+1?+2Rn0.)=fAc/// 5 0.00172 Gmin < G F Gma not o'ey use G 5 0.00;;) Desin Stee! rea% s 5G=#=d 5 20;.748 mm2

Desin Num#er of Bars: 10.12 I 11 #c+

&+e 5  5  0.* 2e"e3 !"ing 4i"h 11 - 1 22 $i'2e"e3 6'3+7 6"h 4'(+ 9&ui,a!ent Dept* -actor% 1:

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DESIGN OF FOOTING

Name of Structure: P9'3 e'3 S9'&gh"e3 H&+e Name of -ootin: F-5

2).00 Mpa 414.00 Mpa

nfactored oad%$n: 2;).14 'N nfactored Moment%Mn 10.1 'N Dept* of -ootin%df: 0.; m

9ffecti,e Soi! Bearin Capacity% &e: 21).6 e5Mn$n5 0.44; -ootin ent*% : 2 m

$n < &e==3 o'ey>>>

e < 36 +no tensi!e stress in soi!/ adLust 3 Checking ! F"ing De#"h A$e%&'c(:

Desined oad% $u: ;08.; 'N Desined Moment% Mu: 144.6 'N?m 9ffecti,e Dept*% d: 0.201 m

&u1 5 ;1.10 '$a &u2 5 ?1).)2 '$a a. ide Beam S*ear

 5 0.48 m

&u; 5 126.27 '$a @u 5 171.;4 'N @c 5 ;61.62 'N @c 5 ;07.;) 'N

since 0.7@c F @u% t*erefore footin dept* is ade&uate #. $unc*in S*ear C1 5 0.701 m C31 5 0.701 m 1 5 0.648 m 2 5 1.;0 m 3 5 216.8) '$a y1 5 70.46; '$a &u 5 11.;6 '$a y2 5 146.1 '$a &u4 5 ;8.;1; '$a -u3 5 ;).004 ' N @u 5 271.; 'N @c 5 884.1 'N @c 5 )44.88 'N

'Nm; 'Nm;

(30)

(31)

II. STEEL RE)UIREMENTS d 5 0.201 m  5 0.7 m &u6 5 104.46 '$a -u1 5 7).;4 'N -u2 5 1;8.;7 'N Mu 5 )8.27 'N?m 0.)0 see NSCP 2010 (Section 207.5.8) see NSCP 2010 (Section 207.5.8) 5 0.0208 5 0.00;;) see NSCP 2010 (Section 410.6.2) C*ec' if compression stee! is re&uired

Mn ma 5 +1140/=1=fAc=#=d2=+1?+;16/=1/ see NSCP 2010 (Section 207.5.8) 5 72.8; 'N?m

 5 0.6E.2=++)00?fy/+1000?fy// 5 0.)147 Mn ma 5 466.771 'N?m

Mtn 5 +481600/=1=fAc=#=d2=+1?+;116// 5 46;.761 'N?m

Stee! Ratio% G 5 +0.)=fAcfy/+1?H+1?+2Rn0.)=fAc/// 5 0.00;0 Gmin < G F Gma not o'ey use G 5 0.00;;) Desin Stee! rea% s 5G=#=d 5 1;8.420 mm2

Desin Num#er of Bars: 6.7612 I  #c+

&+e 5  5  0., 2e"e3 !"ing 4i"h 8 - 1 22 $i'2e"e3 6'3+7 6"h 4'(+ 9&ui,a!ent Dept* -actor% 1:

(32)

(33)

DESIGN OF FOOTING

Name of Structure: P9'3 e'3 S9'&gh"e3 H&+e Name of -ootin: F-1'

2).00 Mpa 414.00 Mpa

Reinforcement Diameter% d#: 16 mm Co!umn idt*% C: 0.40 m

Co!umn idt*% C3: 0.40 m

nfactored oad%$n: 2).) 'N nfactored Moment%Mn 62.4; 'N Dept* of -ootin%df: 0.; m

9ffecti,e Soi! Bearin Capacity% &e: 207.) e5Mn$n5 0.241 -ootin ent*% : 1. m

-ootin idt*% 3: 1. m $n < &e==3 o'ey>>>

Desined oad% $u: ;41.14 'N Desined Moment% Mu: 76.4) 'N?m 9ffecti,e Dept*% d: 0.201 m

&u1 5 ?1.6; '$a &u2 5 ?2)7.)2 '$a a. ide Beam S*ear

 5 0.;48 m

&u; 5 224.;1 '$a @u 5 1;;.88 'N @c 5 271.22 'N @c 5 2;0.; 'N

since 0.7@c F @u% t*erefore footin dept* is ade&uate #. $unc*in S*ear C1 5 0.601 m C31 5 0.601 m 1 5 0.448 m 2 5 1.00 m 3 5 271.8; '$a y1 5 )1.4)) '$a &u 5 206.08 '$a y2 5 180.44 '$a &u4 5 87.141 '$a -u3 5 4.764 ' N @u 5 2)6.;) 'N @c 5 6;8.22 'N @c 5 4;.;4 'N

'Nm; 'Nm;

(34)

(35)

II. STEEL RE)UIREMENTS d 5 0.201 m  5 0. m &u6 5 1)7.)7 '$a -u1 5 77.0 'N -u2 5 11).6; 'N Mu 5 7.70 'N?m 0.)0 see NSCP 2010 (Section 207.5.8) see NSCP 2010 (Section 207.5.8) 5 0.0208 5 0.00;;) see NSCP 2010 (Section 410.6.2) C*ec' if compression stee! is re&uired

Mn ma 5 +1140/=1=fAc=#=d2=+1?+;16/=1/ see NSCP 2010 (Section 207.5.8) 5 428.714 'N?m

 5 0.6E.2=++)00?fy/+1000?fy// 5 0.)147 Mn ma 5 ;0.07) 'N?m

Mtn 5 +481600/=1=fAc=#=d2=+1?+;116// 5 ;47.)21 'N?m

Strent* Reduction -actor% : 0.8 see NSCP 2010 (Section 207.5.8) Mu 5 =Rn=#=d2% Rn 5 1.0)

Stee! Ratio% G 5 +0.)=fAcfy/+1?H+1?+2Rn0.)=fAc/// 5 0.00262 Gmin < G F Gma not o'ey use G 5 0.00;;) Desin Stee! rea% s 5G=#=d 5 1018.6 mm2

Desin Num#er of Bars: .0708 I  #c+

&+e 1./  1./  0., 2e"e3 !"ing

4i"h  - 1 22 $i'2e"e3 6'3+7 6"h 4'(+ ;"# 'n$ 6""2< 9&ui,a!ent Dept* -actor% 1:

(36)

(37)

DESIGN OF FOOTING

Name of Structure: P9'3 e'3 S9'&gh"e3 H&+e Name of -ootin: F-5'

2).00 Mpa 414.00 Mpa

nfactored oad%$n: 2;).14 'N nfactored Moment%Mn 10.1 'N Dept* of -ootin%df: 0.; m

9ffecti,e Soi! Bearin Capacity% &e: 21).6 e5Mn$n5 0.44; -ootin ent*% : 2 m

$n < &e==3 o'ey>>>

Desined oad% $u: ;08.; 'N Desined Moment% Mu: 144.6 'N?m 9ffecti,e Dept*% d: 0.201 m

&u1 5 ;1.10 '$a &u2 5 ?1).)2 '$a a. ide Beam S*ear

 5 0.48 m

&u; 5 126.27 '$a @u 5 171.;4 'N @c 5 ;61.62 'N @c 5 ;07.;) 'N

since 0.7@c F @u% t*erefore footin dept* is ade&uate #. $unc*in S*ear C1 5 0.701 m C31 5 0.701 m 1 5 0.648 m 2 5 1.;0 m 3 5 216.8) '$a y1 5 70.46; '$a &u 5 11.;6 '$a y2 5 146.1 '$a &u4 5 ;8.;1; '$a -u3 5 ;).004 ' N @u 5 271.; 'N @c 5 487.0 'N @c 5 422.48 'N

'Nm; 'Nm;

(38)

(39)

II. STEEL RE)UIREMENTS d 5 0.201 m  5 0.7 m &u6 5 104.46 '$a -u1 5 7).;4 'N -u2 5 1;8.;7 'N Mu 5 )8.27 'N?m 0.)0 see NSCP 2010 (Section 207.5.8) see NSCP 2010 (Section 207.5.8) 5 0.0208 5 0.00;;) see NSCP 2010 (Section 410.6.2) C*ec' if compression stee! is re&uired

Mn ma 5 +1140/=1=fAc=#=d2=+1?+;16/=1/ see NSCP 2010 (Section 207.5.8) 5 72.8; 'N?m

 5 0.6E.2=++)00?fy/+1000?fy// 5 0.)147 Mn ma 5 466.771 'N?m

Mtn 5 +481600/=1=fAc=#=d2=+1?+;116// 5 46;.761 'N?m

Stee! Ratio% G 5 +0.)=fAcfy/+1?H+1?+2Rn0.)=fAc/// 5 0.00;0 Gmin < G F Gma not o'ey use G 5 0.00;;) Desin Stee! rea% s 5G=#=d 5 1;8.420 mm2

Desin Num#er of Bars: 6.7612 I  #c+

&+e 5  5  0., 2e"e3 !"ing

4i"h 8 - 1 22 $i'2e"e3 6'3+7 6"h 4'(+ ;"# 'n$ 6""2< 9&ui,a!ent Dept* -actor% 1:

(40)

(41)

DESIGN OF FOOTING

Name of Structure: P9'3 e'3 S9'&gh"e3 H&+e Name of -ootin: F-,

2).00 Mpa 414.00 Mpa

nfactored oad%$n: 1;.07 'N nfactored Moment%Mn 104.41 'N Dept* of -ootin%df: 0.; m

9ffecti,e Soi! Bearin Capacity% &e: 207.) e5Mn$n5 0.77; -ootin ent*% : 1. m

-ootin idt*% 3: 1. m $n < &e==3 o'ey>>>

Desined oad% $u: 1;7.42 'N Desined Moment% Mu: 120.;2 'N?m 9ffecti,e Dept*% d: 0.201 m

&u1 5 12.)27 '$a &u2 5 ?274.87) '$a a. ide Beam S*ear

 5 0.;48 m

&u; 5 17.44 '$a @u 5 117.8 'N @c 5 271.22 'N @c 5 2;0.; 'N

since 0.7@c F @u% t*erefore footin dept* is ade&uate #. $unc*in S*ear C1 5 0.601 m C31 5 0.601 m 1 5 0.448 m 2 5 1.00 m 3 5 427.) '$a y1 5 12).2 '$a &u 5 146.7) '$a y2 5 288.61 '$a &u4 5 ?24.6; '$a -u3 5 22.061 ' N @u 5 11.;6 'N @c 5 )2.28 'N @c 5 724.4 'N

'Nm; 'Nm;

(42)

(43)

II. STEEL RE)UIREMENTS d 5 0.201 m  5 0. m &u6 5 11).12 '$a -u1 5 4).72 'N -u2 5 11;.4; 'N Mu 5 0.2 'N?m 0.)0 see NSCP 2010 (Section 207.5.8) see NSCP 2010 (Section 207.5.8) 5 0.0208 5 0.00;;) see NSCP 2010 (Section 410.6.2) C*ec' if compression stee! is re&uired

 5 0.6E.2=++)00?fy/+1000?fy// 5 0.)147 Mn ma 5 ;0.07) 'N?m

Mtn 5 +481600/=1=fAc=#=d2=+1?+;116// 5 ;47.)21 'N?m

Strent* Reduction -actor% : 0.8 see NSCP 2010 (Section 207.5.8) Mu 5 =Rn=#=d2% Rn 5 0.826;

Stee! Ratio% G 5 +0.)=fAcfy/+1?H+1?+2Rn0.)=fAc/// 5 0.0022) Gmin < G F Gma not o'ey use G 5 0.00;;) Desin Stee! rea% s 5G=#=d 5 1018.6 mm2

&+e 1./  1./  0., 2e"e3 !"ing 4i"h 10 - 1 22 $i'2e"e3 6'3+7 6"h 4'(+ 9&ui,a!ent Dept* -actor% 1:

(44)

(45)

DESIGN OF FOOTING

Name of Structure: P9'3 e'3 S9'&gh"e3 H&+e Name of -ootin: F-*

2).00 Mpa 414.00 Mpa

Reinforcement Diameter% d#: 16 mm Co!umn idt*% C: 0.; m

Co!umn idt*% C3: 0.; m

nfactored oad%$n: ;).87 'N nfactored Moment%Mn 76.7 'N Dept* of -ootin%df: 0.; m

9ffecti,e Soi! Bearin Capacity% &e: 207.) e5Mn$n5 1.86) -ootin ent*% : 1 m

$n < &e==3 o'ey>>>

Desined oad% $u: 40.17 'N Desined Moment% Mu: 8.1) 'N?m 9ffecti,e Dept*% d: 0.201 m

&u1 5 122.6) '$a &u2 5 ?162.) '$a a. ide Beam S*ear

 5 0.624 m

&u; 5 7;.767 '$a @u 5 7;.)26 'N @c 5 1)0.)1 'N @c 5 1;.68 'N

since 0.7@c F @u% t*erefore footin dept* is ade&uate #. $unc*in S*ear C1 5 0.1 m C31 5 0.1 m 1 5 0.724 m 2 5 1.27 m 3 5 2).4 '$a y1 5 10;.44 '$a &u 5 8.41) '$a y2 5 1)2.1 '$a &u4 5 ?18.2 '$a -u3 5 6.087) ' N @u 5 ;4.072 'N @c 5 7)1.;8 'N @c 5 664.1) 'N

'Nm; 'Nm;

(46)

(47)

(48)

(49)

II. STEEL RE)UIREMENTS d 5 0.201 m  5 0.)2 m &u6 5 4.07 '$a -u1 5 1).8 'N -u2 5 67.1) 'N Mu 5 42.06 'N?m 0.)0 see NSCP 2010 (Section 207.5.8) see NSCP 2010 (Section 207.5.8) 5 0.0208 5 0.00;;) see NSCP 2010 (Section 410.6.2) C*ec' if compression stee! is re&uired

Mn ma 5 +1140/=1=fAc=#=d2=+1?+;16/=1/ see NSCP 2010 (Section 207.5.8) 5 2)6.476 'N?m

 5 0.6E.2=++)00?fy/+1000?fy// 5 0.)147 Mn ma 5 2;;.;) 'N?m

Mtn 5 +481600/=1=fAc=#=d2=+1?+;116// 5 2;1.))0 'N?m

Strent* Reduction -actor% : 0.8 see NSCP 2010 (Section 207.5.8) Mu 5 =Rn=#=d2% Rn 5 1.167

Stee! Ratio% G 5 +0.)=fAcfy/+1?H+1?+2Rn0.)=fAc/// 5 0.002)7 Gmin < G F Gma not o'ey use G 5 0.00;;) Desin Stee! rea% s 5G=#=d 5 678.710 mm2

Desin Num#er of Bars: ;.;)06 I * #c+

&+e 1  5  0., 2e"e3 !"ing 4i"h 8 - 1 22 $i'2e"e3 6'3+7 6"h 4'(+ 9&ui,a!ent Dept* -actor% 1:

(50)

(51)

DESIGN OF FOOTING

Name of Structure: P9'3 e'3 S9'&gh"e3 H&+e Name of -ootin: F-/

2).00 Mpa 414.00 Mpa

nfactored oad%$n: 2).) 'N nfactored Moment%Mn 62.4; 'N Dept* of -ootin%df: 0.; m

9ffecti,e Soi! Bearin Capacity% &e: 207.) e5Mn$n5 0.241 -ootin ent*% : 1. m

-ootin idt*% 3: 1. m $n < &e==3 o'ey>>>

Desined oad% $u: ;41.14 'N Desined Moment% Mu: 76.4) 'N?m 9ffecti,e Dept*% d: 0.201 m

&u1 5 ?1.6; '$a &u2 5 ?2)7.)2 '$a a. ide Beam S*ear

 5 0.;48 m

&u; 5 224.;1 '$a @u 5 1;;.88 'N @c 5 271.22 'N @c 5 2;0.; 'N

since 0.7@c F @u% t*erefore footin dept* is ade&uate #. $unc*in S*ear C1 5 0.601 m C31 5 0.601 m 1 5 0.448 m 2 5 1.00 m 3 5 271.8; '$a y1 5 )1.4)) '$a &u 5 206.08 '$a y2 5 180.44 '$a &u4 5 87.141 '$a -u3 5 4.764 ' N @u 5 2)6.;) 'N @c 5 )2.28 'N @c 5 724.4 'N

'Nm; 'Nm;

(52)

(53)

II. STEEL RE)UIREMENTS d 5 0.201 m  5 0. m &u6 5 1)7.)7 '$a -u1 5 77.0 'N -u2 5 11).6; 'N Mu 5 7.70 'N?m 0.)0 see NSCP 2010 (Section 207.5.8) see NSCP 2010 (Section 207.5.8) 5 0.0208 5 0.00;;) see NSCP 2010 (Section 410.6.2) C*ec' if compression stee! is re&uired

 5 0.6E.2=++)00?fy/+1000?fy// 5 0.)147 Mn ma 5 ;0.07) 'N?m

Mtn 5 +481600/=1=fAc=#=d2=+1?+;116// 5 ;47.)21 'N?m

Strent* Reduction -actor% : 0.8 see NSCP 2010 (Section 207.5.8) Mu 5 =Rn=#=d2% Rn 5 1.0)

Stee! Ratio% G 5 +0.)=fAcfy/+1?H+1?+2Rn0.)=fAc/// 5 0.00262 Gmin < G F Gma not o'ey use G 5 0.00;;) Desin Stee! rea% s 5G=#=d 5 1018.6 mm2

&+e 1./  1./  0., 2e"e3 !"ing 4i"h  - 1 22 $i'2e"e3 6'3+7 6"h 4'(+ 9&ui,a!ent Dept* -actor% 1:

(54)