plat plendes

7/24/2019 Plat Plendes

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PERHITUNGAN PLAT PLENDES

Kolom A (WF 200.150.6.9) DETAIL A

Data-data

- Lokasi _______________________

- Type Kolom A

- Gambar DETAIL A

- Direncanakan WF 200.150.6.9 - kode(1-8) 3

Wx 277 cm3 h 20 cm

Wy 67.6 cm3 b 15 cm

A 39.01 cm2 ts 0.9 cm

g 30.6 kg/m' tb 0.6 cm

- Nilai D, N, M diambil dari hasil perhitungan software SAP2000 NonLinier Versi 9.0.3

D = 1208 kg

N = 3453 kg

L = 0.52 m

Pembebanan

Bs. P = = 3453 kg

Bs. Kolom Bj = 30.6 x 0.52 = 15.912 kg

Ptot = 3468.912 kg

M = 1208 x 0.52 = 628.16 kgm

Kesimpulan

Tegangan las ( OK )

Tegangan plat kaki ( OK )

Dimensi plat 21 x 25 x 1 cm

Angker 1 D22Panjang angker 60 cm

Kontrol Kekuatan Las plat kaki

Perhitungan Kekuatan Las

- Tebal plat 1.00 cm - b 15 cm

- ts 0.9 cm - h 20 cm

- tb 0.6 cm

Tebal las badan = 1/2 x sqrt(2) x 0.6 = 0.42 cm

Tebal las sayab = 1/2 x sqrt(2) x 0.9 = 0.64 cm


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0.9

18.2

0.9

15

Moment Inersia

las terhadap las bagian bawah

- 2 x 0.64 x 15 x 11.32^2 = 2448.32 cm4

- 4 x 0.64 x 6.35 x 8.68^2 = 1216.96 cm4

- 2 x 0.42 x 16.93^3 : 12 = 342.95803 cm4

Ix = 4008.24 cm4

Luas Penampang Las

- 2 x 0.64 x 15 = 19.09 cm2

- 4 x 0.64 x 6.35 = 16.17 cm2

- 2 x 0.42 x 16.93 = 14.36 cm2

F = 49.62 cm2

Moment Tahanan

Wx = 4008.24 = 384.51 cm3

10.42

Kontrol Tegangan

M = 628 kgcm Bj. 33/37/41/44/50//52 ? 37

W = 384.51 cm3 (ijin) 1600 kg/cm2

P = 3469 kg

F = 39.01 cm2

m = 628 / 384.51

= 1.63 kg/cm2

m = 3,469 / 39.01

= 88.92 kg/cm2

i = sqrt( 1.63^2 + 3 x 88.92^2 )

= 154.03 kg/cm2 < 1600kg/cm2 ( OK )

Kontrol Kekuatan Plat Kaki

Dimensi Plat

h = 20 cmb = 15 cm

tb = 0.5 cm

ts = 0.8 cm

B = 2 x 5 + 15 = 25 cm ~ 21 cm

L = 2 x 5 + 20 = 30 cm ~ 25 cm

W = 1/6 x 21 x 25^2 = 2187.50 cm3

A = 21 x 25 = 525.00 cm2

s5

s4 s4

s3 s3

s2

s1

s2

s5

s4 s4

s3 s3

s2

s1

s2


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Kontrol Tegangan

Wx = 2187.50 cm3 Mutu beton K300

A = 525.00 cm2 (tekan) = 0.33 x 300

N = 3469 kg = 99 kg/cm2

M = 62816 kgcm Bj. 33/37/41/44/50//52 ? 37

(ijin) 1600 kg/cm2

max = 3,469 / 525 + 62,816 / 2,187.50

= 35.32 kg/cm2 < 99 kg/cm2 ( OK )

min = 3,469 / 525 - 62,816 / 2,187.50

= -22.11 kg/cm2

tegangan min harus ditahan oleh angker

Statika

D = 2.2 cm

x = 22.11

25 - x 62,816 / 2,187.50

x = 22.11

25 - x 28.72

x = (22.11 x 25)

(28.72 + 22.11)

x = 10.87 cm

T = 10.87 x 21 x (1/2 x 22.11)

= 2524.49 kg

Perhitungan Plat Penyambung

T 2,524 kg Bj. 33/37/41/44/50//52 ? 37

diameter alat sambung (d) 2.2 cm (ijin) = 1600

Tebal Plat Penyambung L(cm) = 25.00

Fperlu = 2524.490293 = 1.578 cm2 (untuk 2 penampang profil)

1600

= 1.578

( 25-2.2 )

= 0.07 cm ~ 1.00 cm

Perhitungan baut angker

T 2,524 kg Bj. 33/37/41/44/50//52 ? 37

tebal plat sambung() 1.00 cm (ijin) 1600

diameter alat sambung (d) 2.2 cm - sambungan irisganda

Jumlah baut angker

1/4 x 3.14 x 2.2 = 1.73 cm > 1 cm (tumpu menentukan)

n = 2524.490293 = 0.60 -----> 1 D22 mm

1x2.2x1.2x1600

Perhitungan Panjang Angker

Mutu beton K300 Bj. 33/37/41/44/50//52 37

b 300 kg/cm2 a 1600 kg/cm2

m 2080 kg/cm2


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D 2.2 cm 3.80 cm2


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Ln = 0.14 x 3.80 x 2080 >= 0.013 x 2.2 x 2080 (PBI '71 : 74)

sqrt( 300 )

= 63.91 > 59.488 ( OK )

~ 60 cm

Sehingga dipakai angker D2.2 - 60 cm

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