3.2.9 pile cap beam analogy
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8/19/2019 3.2.9 Pile Cap Beam Analogy
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DESIGN OF PILE CAP
(By Beam Analogy Method)
PC - 2C
GIVEN DAA!
f'c = 32.00 MPa = 4641.04 psify = 414.00 MPa = 60043.51 psi
Pile Cap. = 5550 KN = 1247.75 kipsPile Ø = 900.00 mm = 35.43 in.
Cl!mn "i#e = 900.00 mm = 35.43 in.
$ = 4700.00 mm = 1%5.04 in.& = 1%00.00 mm = 70.%7 in. = 1750.00 mm = 6%.90 in.( = 1659.00 mm = 65.31 in.
Ø (ia.= 32 mm = 1.26 in.e()e (isance = 450.00 mm = 17.72 in.
14154.00 KN = 31%2.10 kips*e+!i,e( n. f Piles= 2.55
"ay 3.00
SOL"ION# CALC"LAION!
*!= 7770 KN = 1746.%5 kips
P! = -piles*! = 23310 KN = 5240.56 kips
C$IICAL SECION FO$ FLE%"$AL S&EA$
a = 1000 mm = 39.37 in./ = 500 mm = 19.69 in.
' d O
FACO$ED S&EA$ A &IS LOCAION
471%.00 KN = 1060.70 kips
BEAM S&EA$ CAPACI*!
c = fc$(6 = 5513.52 KN c = 2 fc$( = 1235.03 kips
V+ ' V, h,.ne// O. V+ ' V, h,.ne// O.
P"NC&ING S&EA$ CAPACI*!
$ = 2 cl.si#e 8(2 = 3459.00 mm. = 136.1% in.c = fc$( 3 = 9197.50 KN c = 4 fc$( = 2060.23 kips
V+ ' V, h,.ne// O. V+ ' V, h,.ne// O.
FACO$ED MOMEN!
(!e P M! = %917.02 Kn:m
(!e Piles = :6993.00 KN:m
(!e ;ae, p,ess!,e = 54.40 KN:m;&e,e <; = 2.75
>?@ M>MAN = 197%.42 KN:m
$EINFO$CEMEN DESIGN
0.0011 ' 0.0034
' 0.024%0.0034
= 26367.6%
= 32.79 pcs"SE 00 02 o1 / 34567 mm
= 5670.00 !se Ø (ia.= 25 mm
= 11.55 pcs"SE 82 23 o1 / 833590 mm
P =
! = P-pilespe, ,; =
M! = *!/1 8 *!/2
M! = ;&20<; <;3
ρ,e+( = ρ
min =
ρma/=&e,ef,e !se ρ =
?s = ρ$( mm2
mm Man :a1/
?s = 0.0018& mm2
mm 1an/;e1/e :a1/
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DESIGN OF PILE CAP
(By Beam Analogy Method)
PC - 4B
GIVEN DAA!
f'c = 32.00 MPa @a(
fy = 413.70 MPa 7105.00 KN
Pile Cap. = 1%00 KN *e+!i,e( n. f Piles= 3.95Pile Ø = 600.00 mm "ay 4.00
Cl!mn "i#e = 1100.00 mm$ = 3000.00 mm& = 700.00 mm( = 612.50 mm
Ø (ia.= 25 mme()e (isance = 300.00 mm
SOL"ION# CALC"LAION!
*!= 2520 KN
P! = -piles*! = 100%0 KN
C$IICAL SECION FO$ FLE%"$AL S&EA$
a = 600.00 mm/ = 300.00 mm
FACO$ED S&EA$ A &IS LOCAION
! = P!-piles = 1243.3% KN
S&EA$ CAPACI*!
c = fc$(6 = 1299.31 KNV+ ' V, h,.ne// O.
FACO$ED MOMEN A &E SAME LOCAION
M! = !/ = 746.03 KN:m
$EINFO$CEMEN $AIO
0.001% ' 0.0034
' 0.024%0.0034
$EINFO$CEMEN DESIGN
* = M!
=746.03
= 0.7365
1.01A809
ρ = 0.001%05 ' 0.0034' 0.024%
P B Pmin se Pmin
= 621%.27
= 12.67 pcs
"SE 80 23 o1 / 20<592 mm
= 621%.27
= 12.67 pcs
P =
ρ,e+( = ρ
min =
ρma/=&e,ef,e !se ρ =
f$(e2
ρmin =ρ
ma/=
?s = ρD(e mm2
mmφ Main $a,s
?s = ρD(e mm2
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"SE 80 23 o1 / 20<592 mmmmφ ,ansEe,se $a,s
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DESIGN OF PILE CAP
(By Beam Analogy Method)
PC - 2A
GIVEN DAA!
f'c = 32.00 MPa = 4641.04 psify = 414.00 MPa = 60043.51 psi
Pile Cap. = 2450.00 KN = 550.%1 kipsPile Ø = 600.00 mm = 23.62 in.
%00.00 mm = 31.50 in.
$ = 3000.00 mm = 11%.11 in.& = 1200.00 mm = 47.24 in. = 1200.00 mm = 47.24 in.( = 1109.00 mm = 43.66 in.
Ø (ia.= 32 mm = 1.26 in.e()e (isance = 300.00 mm = 11.%1 in.
4546.00 KN = 1022.03 kips*e+!i,e( n. f Piles= 1.%6
"ay 2.00
SOL"ION# CALC"LAION!
*!= 3430 KN = 771.13 kips
P! = -piles*! = 6%60 KN = 1542.27 kips
C$IICAL SECION FO$ FLE%"$AL S&EA$
a = 600 mm = 23.62 in./ = 300 mm = 11.%1 in.
' d O
FACO$ED S&EA$ A &IS LOCAION
2273.00 KN = 511.02 kips
BEAM S&EA$ CAPACI*!
c = fc$(6 = 2352.54 KN c = 2 fc$( = 526.97 kips
V+ ' V, h,.ne// O. V+ ' V, h,.ne// O.
P"NC&ING S&EA$ CAPACI*!
$ = 2 cl.si#e 8(2 = 2709.00 mm. = 106.65 in.c = fc$( 3 = 4%15.19 KN c = 4 fc$( = 107%.60 kips
V+ ' V, h,.ne// O. V+ ' V, h,.ne// O.
FACO$ED MOMEN!
(!e P M! = 2545.76 Kn:m
(!e Piles = :2744.00 KN:m
(!e ;ae, p,ess!,e = 54.40 KN:m;&e,e <; = 2.75
>?@ M>MAN = :143.%4 KN:m
$EINFO$CEMEN DESIGN
0.0003 ' 0.0034
' 0.024%0.0034
= 11250.72
= 13.99 pcs"SE 84 02 o1 / 935=9 mm
= 2592.00 !se Ø (ia.= 25 mm
= 5.2% pcs"SE < 23 o1 / 22=52< mm
Cl!mn "i#e c$1 =
P =
! = P-pilespe, ,; =
M! = *!/1 8 *!/2
M! = ;&20<; <;3
ρ,e+( = ρ
min =
ρma/=
&e,ef,e !se ρ =
?s = ρ$( mm2
mm Man :a1/
?s = 0.0018& mm2
mm 1an/;e1/e :a1/
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DESIGN OF PILE CAP
(By Beam Analogy Method) PILE CAP 4A
GIVEN DAA!
f'c = 32.00 MPa = 4641.04 psify = 413.70 MPa = 60000 psi
Pile Cap. = 6%70 KN = 1544.51 kips
Pile Ø = 1000.00 mm = 39.37 inCl!mn "i#e = 1100.00 mm = 43.31 in$ = 5400.00 mm = 212.60 in& = 2100.00 mm = %2.6% in( = 2009.00 mm = 79.09 in
Ø (ia.= 32 mm = 1.26 in
SOL"ION# CALC"LAION!
*!= 961% KN = 2162.32 kips
P! = 4*! = 3%472 KN = %649.2% kips
C$IICAL SECION FO$ FLE%"$AL S&EA$
/ = 700.00 mm = 27.56 inc&
FACO$ED S&EA$ A &IS LOCAION
! = P!2 = 19236.00 KN = 4324.64 kips
FACO$ED MOMEN A &E SAME LOCAION
M! = !/ = 13465.20 KN:m = 1191%3.00 kip:in.
$EINFO$CEMEN $AIO
0.0017 ' 0.0034
' 0.024%
0.0034
S&EA$ CAPACI*
c = fc$(6 = %693.93 KNV+ > V, In,1ea/e h,.ne//
$EINFO$CEMEN DESIGN
* = M!
=13465.20
= 0.6%65
1.96A810
ρ = 0.0016%1' 0.0034
' 0.024%P B Pmin se Pmin
= 36712.69
= 45.65 pcs
"SE 4< - 02 o1 / 889507 mm
= 36712.69
= 45.65 pcs
"SE 4<- 02 o1 / 889507 mm
ρ,e+(
= ρmin
=
ρma/
=
&e,ef,e !se ρ =
f$(e2
ρmin
=
ρma/
=
?s = ρD(e mm2
mmφ Main $a,s
?s
= ρD(e mm2
mmφ ,ansEe,se $a,s