perhit. angkur

Perhitungan jumlah kebutuhan baut angkur untuk bekisting H beam pada Middle Cross Beam Direncanakan : Baut BJ = 41 dari analisa SAP 2000, didapatkan :

fu = fy = Plat BJ = t pelat = f baut = n baut =

4100 2500 37 20 25 16

2

kg/cm 2 kg/cm

Pu Mmax

ff= =

Vu Ab

117368.44 kg 62852.64 kgm

mm mm bh

KONTROL AKIBAT BEBAN GESER SENTRIS Vu = Pu = 117368.44 n 16

fuv =

= =

=

0.75 x 1387.5 kg

1. KONTROL KUAT GESER  Vd = f x r x fu x Ab x m = 0.75 0.5 = 7543.359 kg kg

7335.528 4.906 0.5 >

=

7335.528 kg

=

1495.139 kg k g/cm

x 1495.139

2

3700 kg

….. (SNI 03-1729-2002 Pasal 13.2.2.1) 4100 4.906 1 (menentukan) 

2. KONTROL KUAT TUMPU  Rd = f x 2.4 x db x Tp x fu > Vd = 0.75 2.4 1.6 = 14169.600 kg >

….. (SNI 03-1729-2002 Pasal 13.2.2.4) 1.2 4100 Vd = 7543.359 kg

Untuk perhitungan, dipakai kontrol kekuatan geser = Kontrol kuat geser : Pu = n Vd = 16 7543.36 = 120693.75 kg > 117368.44 kg

7543.36 kg

OK

Kesimpulan

dipakai angkur  jumlah = f angkur=

16 bh 25 mm

dipakai pengaku WF 800x350 sambungan las

SAMBUNGAN KUDA-KUDA Mutu Baja 37 2

fu =

3700 kg/cm

fy =

2400 kg/cm

2

PROFIL KUDA - KUDA 250

A= W= a= bf = iy =

104.7 82.2 250 255 6.09

x

250

2

cm kg/m mm mm cm

tf = Ix = Iy = tw = ix =

x

14

x

14 11500 3880 14

mm cm4 4 cm mm 10.5 cm

14 Sx = Sy = Zx = Zy = r=

h= PROFIL SAMBUNGAN 350

A= W= a= bf = iy =

101.5 79.7 340 250 6

x kg/cm kg/m mm mm cm

250

2

tf = Ix = Iy = tw = ix =

x

9

14 21700 3650 9

mm 4 cm cm4 mm 14.6 cm

x

         1          7

         2          1

120,5

120,5

Mu

3

cm cm3 3 cm 3 cm mm

mm

14 Sx = Sy = Zx = Zy = r=

h=

Mu

919 304 1015 466 16 222

1280 292 1360 444 20 312

3

cm 3 cm cm3 3 cm mm

mm

Dari Hasil SAP 2000  Pu = 2582 Mu = 3846 Direncanakan : t pelat = 12 f baut = 16 a min = 5 a maks = 16-1

kg kgm mm mm mm =

KONTROL KEKUATAN LAS a eff maks (Las badan) =

=

Sx = = =

0.707

fu E70xx 3700 6327 =

5.788

a eff maks (Las sayap) =

1 te x (2 x h 92.600 te x (2 x h 110.600 203.200

mm

0.707

=

Misal te = Al = = Al = = A total =

15

1.41

tw 14 8

mm

fu E70xx 3700 6327 =

14

+

b

d

+

255

222

=

1.41

=

11.544

tf

15

mm

cm + 4 x b) 2 cm + 4 x b) 2 cm cm2

d2 3 49284 3 3 183486 mm

=

183.486 cm

+

d2 3 97344 3

+

b

d

+

250

312

a min = a maks = a eff maks =

0.5 1.5 1.5

3

2

fv =

Pu A

=

2582 203.2

=

12.707 kg/cm

fh =

Mu Sx

=

384600 183.486

=

2096.07 kg/cm 2

f total = (fv2 + fh2) 0.5 2 = 2096.11 kg/cm f fn = = =

0.75 0.6 0.75 0.6 2 2847.15 kg/cm

E70xx 90 >

te perlu =

f total f fn

=

2096.11 2847.15

=

0.736 cm

a perlu =

te perlu 0.707

=

0.736 0.707

=

1.041 cm

=

1.4 cm

Sehingga dipakai Las = 1,4 cm Cek kekuatan Baut ` Direncanakan : Baut BJ = 41

70.3 2 2096.1112 kg/cm

> < <

cm cm cm

fu = fy = Plat BJ = t pelat = f baut =

4100 2500 37 12 16

2

kg/cm 2 kg/cm mm mm

KONTROL AKIBAT BEBAN GESER SENTRIS Vu = Pu = 2582 n 12

fuv =

ff= =

Vu Ab 0.75 1387.500 kg

=

215.167 kg

107.069 kg/cm2

=

215.167 2.010

=

x

0.5 >

x 107.069

1. KONTROL KUAT GESER  Vd = f x r x fu x Ab x m = 0.75 0.5 = 6179.520 kg

3700 kg

….. (SNI 03-1729-2002 Pasal 13.2.2.1) 4100 2.0096 2 (menetukan) 

2. KONTROL KUAT TUMPU  Rd = f x 2.4 x db x Tp x fu > Vd ….. (SNI 03-1729-2002 Pasal 13.2.2.4) = 0.75 2.4 1.6 1.2 4100 = 14169.600 kg > Vd = 6179.520 kg Untuk perhitungan sambungan dipakai kontrol kekuatan geser = 6179.520 kg Kekuatan sambungan : Pu = n Vd = 12 6179.520 = 74154.240 kg > KONTROL TARIK ULIR Td = f x fy x Ab = 0.75 2500 = 3768 kg

u maks = Mu x Tmaks å T2 = 12076440 9650.98 = 1251.317 kg

2582

kg

OK

2.010

<

Td =

3768 kg

OK!!

PERENCANAAN BASE PLATE KOLOM PENDEK WF 250 x 2 A = 104.7 cm

W= d =

82.2 kg/m 250 mm

bf = iy =

255 mm

250 tf = Ix = Iy =

x

14 14 mm 11500 cm4 4 3880 cm

tw = ix =

6.09 cm

14 mm

x Sx = Sy = Zx = Zy =

10.5 cm

r=

h=

fc' kolom beton = BJ profil 37 fu = 3700 fy = 2400 BJ BAUT 41 fu = 4100 fy = 2500 BJ PELAT 41 fu = 4100 fy = 2500 Diameter Baut = Beban :

kg/cm

kg/cm2 kg/cm2 kg/cm2 2 kg/cm 16

mm @ 5/8"

5641 kg 0 kg 9884 kg :

H > d + h'

cm cm cm

= = =

22.225 mm 25.400 mm 47.625 mm

d + 2h' 345.25 mm = 323.025 mm =

34.525 cm 32.3025 cm

B  bf + 2 x (kaki las+1/16") 306.175 mm =  b =

306.175

=

51.088

2

kg/cm2 kg/cm2

Pu = Mu = Hu =

ukuran pelat ditaksir h' = (we +c1) we = 2.223 c1 = 2.540 h' = 4.7625 H = = h=

300

-

307 mm 0.8

255

=

30.7 cm

2 mm

B1 = B2 =

307 mm 500 mm

B2/B1 =

1.629

H1 = H2 =

345.25 mm 500 mm

h2/h1 =

1.448

(menentukan) 

14 919 cm3 304 cm3 3 1015 cm 3 466 cm 16 mm 222 mm

Dipakai yang kecil H2/H1 = A1 = 105991.8 mm2 2 A2 = 250000 mm A2/A1 = 2.359 < 4 fc" = =

1.448

 A 2

  fc '

 A 1

460.739 kg/cm2

fcn' = 0.85 x fc" 2 fcn' = 391.628 kg/cm Bm = =

B 307

mm

=

30.7

cm

Tebal pelat Baja :  arah H :

t 



t1 

h'

1,333    fc' n   Bm

  fy   Bm

0.218

cm

arah B t 



b =

1,333    fc' n   Bm

h'

  fy   Bm

 B

0 , 8 bf  



2

=

51.5

mm

t2 

2.353

cm

=

5.15

cm

karena pengharuh Tn garis netral : a  a



a=

h

h

0.366

2



Pu 2h  H   2 Mu

f c

h H Pu Mu fc'n B

  fc' n  B

cm

Cu = fc x fcn' x B x a = 2641.413 kg Tu = cu + Pu = 2641.413 + = 8282.413 kg Pakai Baut d= 16 Td ulir = fx 0,75 x Ab x fu = 4636.991 kg

5641

mm

Ab =

2.011

cm

= 32.303 = 34.525 = 5641 = 0 = 391.628 = 30.7

Jumlah baut yang dipakai : n = 8282.413 = 4636.991 Badan Baut : fv = Hu n x Ab ft = 1,3 fu = 5330 -

1.786

=

9884 4.021 r2 fv 3686.92

-

pakai =

=

2.000

baut

2457.95 kg ulir tdk pd bid. Geser r2 = 1.5

2

= 1643.076 kg/cm ft = 1643.076 kg/cm2 Pelat f Td badan = f x ft x Ab = 6182.65 kg f Td ulir = 4636.99 kg Untuk jumlah baut dipakai perhitungan kekuatan ulir baut = Jadi tetap pakai 3 baut D 16 TIAP SISI

t 



t3 >

2 ,108

0.845

Tu  h '  we   fy





 B

cm

Jadi tebal plat : t1 t2 t3



0.218 cm



2.353 cm



0.845 cm Dipakai tebal plat t = 2.500 cm Jarak antar Baut dipasang sejarak  2,4 d 3.84 cm = 7.00 cm

4636.99 kg

Perhitungan jumlah kebutuhan baut angkur untuk bekisting H beam pada Middle Cross Beam Direncanakan : Baut BJ = 41 dari analisa SAP 2000, didapatkan :

fu = fy = Plat BJ = t pelat = f baut = n baut =

4100 2500 37 32 22 16

2

kg/cm 2 kg/cm

Pu Mmax

ff= =

Vu Ab

58053 kg 156648.4 kgm

mm mm bh

KONTROL AKIBAT BEBAN GESER SENTRIS Vu = Pu = 58053 n 16

fuv =

= =

=

0.75 x 1387.5 kg

1. KONTROL KUAT GESER  Vd = f x r x fu x Ab x m = 0.75 0.5 = 5841.578 kg

3628.313 3.799 0.5 >

=

3628.313 kg

=

954.9699 kg/cm

x 954.970

3700 kg

….. (SNI 03-1729-2002 Pasal 13.2.2.1) 4100 3.799 1 (menentukan) 

2. KONTROL KUAT TUMPU  Rd = f x 2.4 x db x Tp x fu > Vd = 0.75 2.4 1.6 = 14169.600 kg >

….. (SNI 03-1729-2002 Pasal 13.2.2.4) 1.2 4100 Vd = 5841.578 kg

Untuk perhitungan, dipakai kontrol kekuatan geser = Kontrol kuat geser : Pu = n Vd = 16 5841.58 = 93465.24 kg >

2

58053 kg

5841.58 kg

OK

Kesimpulan

dipakai angkur  jumlah = f angkur=

16 bh 22 mm

dipakai pengaku WF 600x350 sambungan las