Desain Baseplate & Angkur (Jepit)

PERANCANGAN PELAT DASAR KOLOM

PERANCANGAN PELAT DASAR KOLOM

P

Prrooyyeekk :: Green Sedayu ApartmentGreen Sedayu Apartment

 Joint 

 Joint  :: 2 - SNI 03-1729-20022 - SNI 03-1729-2002

Data Umum : Data Umum : = = 82347.3182347.31 N N = = 60732.6660732.66 N N =

= 11804173.0611804173.06 Nmm Nmm (momen lentur sejajar badan)(momen lentur sejajar badan) = = 50.0050.00 MPaMPa = = 240.00240.00 MPaMPa Dimensi Pelat : Dimensi Pelat : = = 400.00400.00 mmmm = = 400.00400.00 mmmm Dimensi beton e!estal :

Dimensi beton e!estal : = = 500.00500.00 mmmm = = 500.00500.00 mmmm Letak baut Letak baut  f 

 f  ((GGaammbbaar r 11)) == 150.00150.00 mmmm GGaammbbaar r 11. . !!eettssa a ""eellaat t ddaassaar  r  

#$m

#$mens$ ens$ !ol!olom om %an%an& d& d$&u$&una!na!an an == ' ' 30030030300101010155 =

= 330000..0000 mmmm == 1155..0000 mmmm =

= 330000..0000 mmmm == 1100..0000 mmmm

Eksentrisitas beban ter"a!a usat kolom Eksentrisitas beban ter"a!a usat kolom

ee == == 114433..3355 mmmm

=

= 6666..6677 mmmm

ma!a*

ma!a* ee ++ Ga%a a!s$al !olom ( Ga%a a!s$al !olom ( P  P _ucuc ) ) Ga%a &eser ( Ga%a &eser ( V V _uu)) Momen !olom ( Momen !olom ( M  M _uu ) ) Mutu beton ( Mutu beton ( f'c f'c ) ) Mutu "elat baja ( Mutu "elat baja ( f  f  _y y ) )

,ebar ( ,ebar ( B B ) ) Panjan& ( Panjan& ( N  N  ) )

,ebar ( ,ebar ( I  I  ) ) Panjan& ( Panjan& ( J J )) h h_t t  t t  _f  f  b b _f  f  t t _ww

 N 

 N 

66

 N 

 N 

66

 P   P cc t t  Y Y  + P  + P  Y Y -3-3 t t   P   P  ee  f  f   P   P _cc t t  hht t  t t  _f  f   f  f  ee_t t  ee_cc hh  p p maxmax ht  ht  mm 0*.5 0*.5ht ht      B     B  N   N  t t ww hh  f   f   J   J      I     I

 M 

 M 

_uu

 P

 P

_cc

Gambar 2. !ema &a%a dan te&an&an rea!s$ "ada "elat dasar  = B N  = 160000.00 = I J  = 250000.00 = = 0.00 MPa h = = 285.00 mm = 22.50 mm = 0.85 mm = = 238.23 N = = 82585.54 N = = 57.50 mm = = = 30.04 mm + OK #

Kontrol !imensi elat !asar

= = 2.3 MPa

= 31.88 MPa

/ad$  OK #

Menentukan te$an$an beton yan$ !ii%inkan & F  _p'

 A_{1 mm}2

 A_{2 mm}2

Ma!a A₁ = A₂  , f F  _p

Gaya tarik a!a an$kur !en$an (ara men)umla"kan momen ter"a!a  flens tekan

/ara! P _t  !e "usat fle! te!an (e_t )

/ara! P _c !e "usat fle! te!an (e_c)

 P _ut 

 P _u

 P _u

 B _"erlu

/ad$ n$la$ B renana  B _"erlu

 f  _{p ma} f F  _p  f  _{p ma} f F  _p  N  ( e ) N  6 

h

_t 

−

t 

_f 

Y 

3

 N 

−

h

2

 P

_uc

+

 P

_ut 

 P

_u c

e

c

e

_t 

2

P

_u

Y B

φ

 0,85

f ' 

_c

1

2

φ F 

 p

 Y B

 P

_u 1 2

 φ F 

 p

 Y 

m = = 65.00 mm

Menentukan tebal elat yan$ !ierlukan ber!asar meto!e kantile*er

Gambar 3. #$a&ram te&an&an metode !ant$leer 

b = = 1.4 MPa

c = = 0.0 MPa

#en&an men&&una!an lebar beban 1 satuan te&a! lurus b$dan& &ambar* d$"erole  Momen "ada "elat a!$bat beban 1 (Gambar 3) 

= = 3151.38 Nmm

Momen "ada "elat a!$bat beban 2 (Gambar 3) 

= = 1270.32 Nmm

= = 4421.71 Nmm

* ma!a d$"erole tebal m$n$mum "elat = .05 mm  M _u1  M _u2 M _u1 M _u2

 N 

−

0,9

h

_t 

2

f 

 _p max

−

b

1

2

b m

2

1

3

c m

2

f 

 _p max

(

Y 

−

m

)

Y 

Y   N  b c m 1 2  f  _{p max} ( e  N) 6 

∑

 M 

_u

t 

 _p

≥

√

4

 (

∑

 M 

u

)

0,9

f 

 _y

Di$unakan elat !asar kolom !en$an !imensi :

 B = 400.00 mm

 N  = 400.00 mm

= 10.00 mm

PERANCANGAN ANGKUR PADA PELAT DASAR KOLOM Proyek : TGA - 2003

 Joint  : 2 - SNI 03-1729-2002

Data ber!asar a!a eran(an$an elat !asar kolom :

= 82347.31  N = 60732.66  N = 11804173.06  Nmm = 50.00 MPa = 240.00 MPa Dimensi elat : = 400.00 mm = 400.00 mm = 10.00 mm

Data ren(ana baut an$kur :

/en$s baut = / 37 = 3-4 $n = 2.00  baut = 2.00  baut Analisis = 3-4 $n = 1.10 mm = 370.00 MPa = 370.00 MPa

Ga%a a!s$al !olom ( P _uc ) Ga%a &eser ( V _u )

Momen !olom ( M _u ) Mutu beton ( f'c ) Mutu baja ( f  _y )

,ebar ( B ) Panjan& ( N  ) ebal ( t  _p )

#$ameter an&!ur (" _b) /umla baut s$s$ tar$! (_t ) /umla baut s$s$ te!an (_c)

" _b ht  m 0*.5ht        B  N   N   f    P c t  ht  t  f   t w h h  f    M 

f 

ub

f 

u p

= = 286.52

= * j$!a 

= * j$!a 

arena + = 370.00 MPa

Gaya+$aya yan$ ter)a!i a!a baut an$kur :

= 238.23 N

= = 11.11 N

Ga%a &eser "ada mas$n&9mas$n& an&!ur 

= = 15183.17 N

Kontrol $aya+$aya yan$ ter)a!i a!a baut an$kur uat tar$! renana satu baut adala 

= 5632.20 N

%arat 

/ad$ 11.11  5632.20 N Aman

Ga%a &eser renana satu baut 

:ntu! menda"at!an t$n&!at !eamanan %an& leb$ t$ n&&$* ul$r baut d$an&&a" berada

= 31803.84 N %arat  /ad$ 15183.17  31803.84 N Aman  A_{b mm}2  f _u  f _u * ma!a d$&una!an f _u

Ga%a tar$! "ada an&!ur (  P _ut )

Ga%a tar$! "ada mas$n&9mas$n& an&!ur (  P _ut 1 )

 P _ut 1

V _u1

aut dalam !ond$s$ &eser tun&&al (m = 1)

dalam b$dan& &eser (# ₁= 0*4)

 P

_ut 

n

_t  V  u

(

n t 

+

nc

)

f 

ub

f 

ub

f 

u p

f 

u p

f 

u p

f 

ub

f 

ub

f 

u p

1

4

π d

b2

T 

_d

=

φ

_f 

T 

_n

=

φ

_f 

  0,75

f 

ub

A

b

φ

_f 

 T 

_n

¿

 P

_ut 1

V 

_d

=

φ

_f 

V 

_n

=

φ

_f 

r

₁

 f 

ub

 m A

b

V 

_u1

¿

φ

_f 

V 

_n

Ga%a tum"u renana satu baut  = 10.00 mm = 15183.17  N = 127206.00 N %arat  /ad$ 15183.17  127206.00 N Aman

omb$nas$ &a%a &eser dan tar$! 

= 410.00 MPa = 310.00 MPa = 52.  111.00 MPa Aman = = 277.50 MPa 277.50  30.32  310.00 MPa = 277.50 MPa = 5632.20 + 11.11 N Aman

Kesimulan : Sambun$an aman ebal "elat dasar !olom (t  _p)

V _u1

f ₁

f ₂

 f _t  0*75 f _ub

/ad$ d$&una!an n$la$  f _t 

f 

_uv

=

V 

u

n A

_b

≤

r

1

 φ

f 

f 

ub

m

T 

_d

=

φ

_f 

T 

_n

=

φ

_f 

f 

_t 

A

_b

≥

T 

u

n

f 

_t 

≤

f 

₁

−

r

₂

 f 

_uv

≤

f 

₂

 R

_d

=

φ

_f 

R

_n

=

2,4

_φ

_f 

_d

_b

_t 

 _p

_f 

_u

φ

_f 

R

_n

¿

V 

_u1

tandard et$onal #$mens$on o; '$de lan&e9steel and <ts et$onal rea* :n$t 'e$&t and et$onal >arater$st$

 Note  ?) Mater$al  /< G 3101 9  400 #esa$n %=2450!&-m@ $; 16mm % = 2350 !&-m@ $; 16 mm 1 2 3 4 5 6 7 8  10 11 12 13 14 15 16 17 S T A N D A R D S E C T , O N A L D , M E N S , O N <n;ormat$e Ae;erene

e.o; :n$t Geometr$al Aad$us o; Modulus o;   rea 'e$&t Moment o; G%rat$on o; et$on

 Nom$nal t  b; tB t; r 1 2  rea (m) #$mens$onal (mm  mm) (mm) (mm) (mm) (mm) (mm) (m@) (!&-m) < <% $ $%  % WF 100x100x6x8 _{100  100 6.0 8.0 10.0 18.0 64.0 21.0 17.20 383 134 4.18 2.47 76.5 26.7} WF 125x125x6,5x9 _{125  125 6.5 .0 10.0 1.0 87.0 30.31 23.80 847 23 5.2 3.11 136 47} WF 150x75x5x7 _{150  75 5.0 7.0 8.0 15.0 120.0 17.85 14.00 666 4.5 6.11 1.66 88.8 13.2} WF 148x100x6x9 _{148  100 6.0 .0 11.0 20.0 108.0 26.84 21.10 1020 151 6.17 2.37 138 30.1} WF 150x150x7x10 _{150  150 7.0 10.0 11.0 21.0 108.0 40.14 31.50 1640 563 6.3 3.75 21 75.1} WF 175x175x7,5x11 _{175  175 7.5 11.0 12.0 23.0 12.0 51.21 40.20 2880 84 7.50 4.38 330 112} WF 198x99x4,5x7 _{18   4.5 7.0 11.0 18.0 162.0 23.18 18.20 1580 114 8.26 2.21 160 23} WF 200x100x5,5x8 _{200  100 5.5 8.0 11.0 1.0 162.0 27.16 21.30 1840 134 8.24 2.22 184 26.8} WF 200x200x8x12 _{200  200 8.0 12.0 13.0 25.0 150.0 63.53 4.0 4720 1600 8.62 5.02 472 160} WF 248x124x5x8 _{248  124 5.0 8.0 12.0 20.0 208.0 32.68 25.70 3540 255 10.40 2.7 285 41.1} t; £ t; £ <nert$a (m4_{) (m}3₎        t         ; r     tB  b;          3         2         3         1 C D C D         3       t

tandard et$onal #$mens$on o; '$de lan&e9steel and < ts et$onal rea* :n$t 'e$&t and et$onal >arater$st$

 Note  ?) Mater$al  /< G 3101 9  400 #esa$n %=2450!&-m@ $; 16mm % = 2350 !&-m@ $; 16 mm 1 2 3 4 5 6 7 8  10 11 12 13 14 15 16 17 S T A N D A R D S E C T , O N A L D , M E N S , O N <n;ormat$e Ae;erene

e.o; :n$t Geometr$al Aad$us o; Modulus o;   rea 'e$&t Moment o; G%rat$on o; et$on

 Nom$nal t  b; tB t; r 1 2  rea (m) #$mens$onal (mm  m) (mm) (mm) (mm) (mm) (mm) (m@) (!&-m) < <% $ $%  % t; £ t; £ <nert$a (m4_{) (m}3₎        t         ; r     tB  b;          3         2         3         1 C D C D         3       t WF 250x125x6x9 _{250  125 6.0 .0 12.0 21.0 208.0 37.66 2.60 4050 24 10.40 2.7 324 47} WF 250x250x9x14 _{250  250 .0 14.0 16.0 30.0 10.0 2.18 72.40 10800 3650 10.80 6.2 867 22} WF 298x149x5,5x8 _{28  14 5.5 8.0 13.0 21.0 256.0 40.80 32.00 6320 442 12.40 3.2 424 5.3} WF 300x150x6,5x9 _{300  150 6.5 .0 13.0 22.0 256.0 46.78 36.70 7210 508 12.40 3.2 481 67.7} WF 300x300x10x15 _{300  300 10.0 15.0 18.0 33.0 234.0 11.80 4.00 20400 6750 13.10 7.51 1360 450} WF 346x174x6x9 _{346  174 6.0 .0 14.0 23.0 300.0 52.68 41.40 11100 72 14.50 3.88 641 1} WF 350x175x7x11 _{350  175 7.0 11.0 14.0 25.0 300.0 63.14 4.60 13600 84 14.70 3.5 775 112} WF 350x350x12x19 _{350  350 12.0 1.0 20.0 3.0 272.0 173.0 137.00 40300 13600 15.20 8.84 2300 776} WF 396x199x7x11 _{36  1 7.0 11.0 16.0 27.0 342.0 72.16 56.60 20000 1450 16.70 4.48 1010 145} WF 400x200x8x13 _{400  200 8.0 13.0 16.0 2.0 342.0 84.10 66.00 23700 1740 16.80 4.54 110 174} WF 400x400x13x21 _{400  400 13.0 21.0 22.0 43.0 314.0 218.70 172.00 66600 22400 17.50 10.10 3330 1120}

tandard et$onal #$mens$on o; '$de lan&e9steel and <ts et$onal rea* :n$t 'e$&t and et$onal >arater$st$

 Note  ?) Mater$al  /< G 3101 9  400 #esa$n %=2450!&-m@ $; 16mm % = 2350 !&-m@ $; 16 mm 1 2 3 4 5 6 7 8  10 11 12 13 14 15 16 17 S T A N D A R D S E C T , O N A L D , M E N S , O N <n;ormat$e Ae;erene

e.o; :n$t Geometr$al Aad$us o; Modulus o;   rea 'e$&t Moment o; G%rat$on o; et$on

 Nom$nal t  b; tB t; r 1 2  rea (m) #$mens$onal (mm  mm) (mm) (mm) (mm) (mm) (mm) (m@) (!&-m) < <% $ $%  % t; £ t; £ <nert$a (m4_{) (m}3₎        t         ; r     tB  b;          3         2         3         1 C D C D         3       t WF 450x200x9x14 450  200 .0 14.0 18.0 32.0 386.0 6.80 76.00 33500 1870 18.60 4.40 140 187 WF 500x200x10x16 500  200 10.0 16.0 20.0 36.0 428.0 114.20 8.60 47800 2140 20.50 4.33 110 214

tandard et$onal #$mens$on o; '$de lan&e9steel and <ts et$onal rea* :n$t 'e$&t and et$onal >arater$st$

 Note  ?) Mater$al  /< G 3101 9  400 #esa$n %=2450!&-m@ $; 16mm % = 2350 !&-m@ $; 16 mm 1 2 3 4 5 6 7 8  10 11 12 13 14 15 16 17 S T A N D A R D S E C T , O N A L D , M E N S , O N <n;ormat$e Ae;erene

e.o; :n$t Geometr$al Aad$us o; Modulus o;   rea 'e$&t Moment o; G%rat$on o; et$on

 Nom$nal t  b; tB t; r 1 2  rea (m) #$mens$onal (mm  m) (mm) (mm) (mm) (mm) (mm) (m@) (!&-m) < <% $ $%  % t; £ t; £ <nert$a (m4_{) (m}3₎        t         ; r     tB  b;          3         2         3         1 C D C D         3       t WF 600x200x11x17 600  200 11.0 17.0 22.0 3.0 522.0 134.40 106.00 77600 2280 24.00 4.12 250 228 WF 588x300x12x20 588  300 12.0 20.0 28.0 48.0 42.0 12.50 151.00 118000 020 24.80 6.85 4020 601 WF 700x300x13x24 700  300 13.0 24.0 28.0 52.0 56.0 235.50 185.00 201000 10800 2.30 6.78 5760 722 WF 800x300x14x26 800  300 14.0 26.0 28.0 54.0 62.0 267.40 210.00 22000 11700 33.00 6.62 720 782 Tidak ada 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Diameter Nominal !an E-ekti- .aut #$ameter nom$nal #$ameter e;e!t$; 

$n mm $n mm 1-2 12.7 0.406 10.3 5-8 15. 0.514 13 3-4 1.1 0.627 15. 7-8 22.2 0.73 18.7 1 25.4 0.847 21.5 1 1-4 31.8 1*075 27.3 1 1-2 38.1 1*26 32. $umbe# % Pa"&!baay&, 1((1 /en$s baut 325 / 34 / 37 / 41 / 50 / 55

DATA REAKS, PERLETAKAN KOLOM

tor% Po$nt ,oad C D E MC MD ME

FAD1 4 >FM1 918447.13 2207.41 0417.42 8611638.4 34386504.61 2084875.405 FAD1 4 >FM2 91834.61 28786.85 885.04 8572378.82 3421771.2 203348.615  1 >FM1 134.0 60732.66 82347.31 911804173 9318765.11 5366.818  1 >FM2 183.44 60326.8 81606.1 911637651 9316231.113 5368.353   >FM1 11574.12 957755.84 3087.6 2633251.76 9156508.45 9257.374   >FM2 11164.22 957343.43 37847.3 26235880.06 9175440.86 9226.156  12 >FM1 913061.08 932184.22 3416.35 187325.561 91225627.746 4784.626  12 >FM2 912654.05 931770.3 3267.21 07050.342 9120382.6 4767.348