1 PERENC PERENCANA ANAAN AN GORDING GORDING
-
Data - data yang diketahui Jarak antar kuda-kuda Kemiringan atap Penutup atap (genteng) Bentang kuda-kuda 1/2 kuda-kuda
= = = = =
3.5 30 50 11 5.5
m ° kg/m2 m m
q total sin a q total cos a
q total
BEBAN MATI Perletakan gording diasumsi sendi-sendi a. Berat sendiri gording = b. berat sirap per meter panjang = 50 c. Berat sambungan = 0.1
x x
2.021 (a+b) qtotal
= = = =
0.1 1.1
q 101.036 q + 10.104 q + 111.140
kg/m kg/m kg/m kg/m
~ Arah sumbu x-x
qx = qtotal x cos α
= =
~ Arah sumbu y-y
Lx
=
1.1 0.953
q+ q+
Ly
=
3.5 m
111.140 x 0.866 96.25 kg/m 1.75
m
Karena sumbu y merupakan sumbu lemah, maka digunakan trekstang untuk memperpendek bentang gording (searah sumbu y) dengan jarak 1/2 dari jarak kudakuda yang mempunyai bentang 3,5 m.
qy = qtotal x sin α
~ Momen yang terjadi Mx1 = 1/8 x qx x Lx^2
My1 = 1/8 qy Ly^2
= =
1.1 0.55
q+ q+
111.140 x 0.5 55.570 kg/m
= =
0.125 x 1.459 q+
qx x 12.25 147.383 kgm
= =
0.125 x 0.211 q+
qy 21.273
x 3.0625 kgm
BEBAN HIDUP Beban terpusat yang berasal dari seorang pekerja atau pemadam kebakaran dengan peralatannya sebesar minimum 100 kg. (PPIUG 1983 pasal 3.2.2 (b)) Po (terpusat) = 100 kg kg Py = Po x sin α = 100 x 0.5 = 50 kg Px = Po x cos α = 100 x 0.866 = 86.603 kg ~ Mome Momen n yan yang g ter terja jad di Mx2 = 1/4 Px Lx My2 = 1/4 Py Ly
= =
0.25 x 0.25 x
86.603 50
x x
3.5 1.75
= =
BEBAN ANGIN Tekanan angin minimum 40 kg/m 2 untuk daerah tepi laut sejauh 5 km dari pantai ~ P (Tekanan angin min) ~ c1 (koef angin tekan) ~ c2 (koef angin hisap)
= = =
40 kg kg/m2 0.02 x 0.02 x
α 30
-
0.4 0.4
= 0. 0.2 = -0.4
75.777 kgm 21.875 kgm
~ w1 (Beban angin tekan)
~ w2 (Beban angin hisap)
Momen yang terjadi : ~ Mx3a
~ Mx3b
~ My3
=
=
=
=
=
c1 x jrk gording x p 0.2 x 2.021 x
40
=
16.166 kg/m
c2 x jrk gording x p -0.4 x 2.021 x
40
=
-32.332 kg/m
0.125 x 0.125 x
w1 16.166
x Lx^2 x 12.25 =
24.754 kg kgm
0.125 x 0.125 x
w2 32.332
x Lx^2 x 12.25 =
49.508 kg kgm
0 kgm
BEBAN AIR HUJAN Beban terbagi rata per m2 bidang datar berasal dari beban air hujan sebesar (40 – 0,8α) 0,8α) kg/m2 (PPIUG 1983 pasal 3.2.2.a), maka : wh = (40 - 0,8 a) = 40 0.8 x 30 = 16 kg/m2 qh = wh x jarak gording = 16 x 2.021 = 32.332 kg/m Mx4 = 1/8 x qh x cos α x Lx^2
= =
0.125 x 42.875 kgm
32.332
x
0.866
x 12.25
My4 = 1/8 x qh x sin α x Ly^2
= =
0.125 x 6.188 kg kgm
32.332
x
0.5
x 3.0625
=
1.459 q +
147.383 kgm
=
75.777 kgm
= = = =
0 42.875 kg kgm 24.754 kg kgm 0
KOMBINASI PEMBEBANAN ~ Arah Sumbu x D (Beban Mati) La (Beban hidup selama perawatan) L (beban hidup oleh penggunaan gedung) H (Beban Hujan) W (Beban angin) E (Beban gempa) 1 1.4 D
D 2.042 q + 1.2 D x 1.750 q + 1.2 x D 1.750 q + 1.2 x D 1.750 q + 1.2 x D
= 1 .4
2 1. 1 .2 D + 1.6 L + 0.5 La
=
3 1. 1.2 D + 1.6 L + 0.5 H
=
4 1.2 D + 1.6 La + 0.8 W
=
5 1. 1 .2 D + 1.6 H + 0.8 W
=
206.3 206.336 36 1.6 L 214.7 214.748 48 1.6 L 198.2 198.297 97 1.6 La 317.9 317.906 06 1.6 H
kgm kgm x 0.5 kgm kgm x 0.5 kgm kgm x 0.8 kgm kgm x 0.8
La H W W
6 1.2 D + 1.3 W + yl.L + 0.5 La 7 1.2 D + 1.3 W + yl.L + 0.5 H 8 1. 1.2 D + 1.0 E + yl.L 9 0.9 D + 1.3 W
Mux Pembebanan Max (Kondisi 4) ~ Arah Sumbu y D (Beban Mati) La (Beban hidup selama perawatan) L (beban hidup oleh penggunaan gedung) H (Beban Hujan) W (Beban angin) E (Beban gempa) 1 1.4 D
1.750 q + 265.2 265.262 62 D = 1.2 x 1.3 W 1.750 q + 246.928 D = 1.2 x 1.3 W 1.750 q + 230.477 D E = 1.2 x 1 1.750 q + 176.8 176.859 59 D = 0.9 x 1.3 W 1.313 q + 164.825 1.750 q +
317.906 kgm
=
0.211 q +
21.273
=
21.875 kgm
= = = =
0 6.188 kgm 0 kgm 0 D 0.295 q + 1. 1.2 D x 0.253 q + 1. 1.2 x D 0.253 q + 1. 1.2 x D 0.253 q + 1. 1.2 x D 0.253 q + D 1. 1 .2 x 0.253 q + D 1. 1.2 x 0.253 q + D 1.2 x 0.253 q + D 0.9 x 0.189 q +
La
x 0.5
yl.L
H
x 0.5
yl.L
La
x 0.5
yl.L
H
x 0.5
yl.L
yl.L
kgm
=
kgm
= 1 .4
2 1.2 D + 1.6 L + 0.5 La
=
3 1.2 D + 1.6 L + 0.5 H
=
4 1.2 D + 1.6 La + 0.8 W
=
5 1.2 D + 1.6 H + 0.8 W
=
6 1.2 D + 1.3 W + yl.L + 0.5 La
=
7 1.2 D + 1.3 W + yl.L + 0.5 H
=
8 1.2 D + 1.0 E + yl.L
=
9 0.9 D + 1.3 W
=
Muy Pembebanan Max (Kondisi 4)
kgm kgm x 0.5 kgm x 0.5 kgm x 0 .5 kgm kgm
=
0.253 q +
29.782 kgm 1.6 L x 0.5 36.465 kgm 1.6 L x 0.5 28.622 kgm 1.6 La x 0.8 60.527 kgm 1.6 H x 0.8 35.429 kgm 1.3 W x 0. 0.5 36.465 kgm 1.3 W x 0. 0.5 28.622 kgm E 1 x 0.5 25.527 kgm 1. 1 .3 W 19.146 kgm 60.527
kgm
La H W W
yl.L
DESAIN Mutu baja Fy = 2400 kg/cm2 = Dipakai kombinasi pembebanan, adalah : Mux = 1.750 q + 317.906 kgm Muy = 0.253 q + 60.527 kgm Fr ( tegangan residu dalam kondisi di rol) hal 187 LRFD E (Modulus Elastisitas)
= =
240 Mpa
70 Mpa 1600000 kg/cm2
PROFIL : LIGHT LIP CHANNELS 125x50x20x3,2mm : A (Luas Penampang) = 7.807 cm2 a = 12.5 cm b = 5 cm c = 2 cm t (tebal) = 0.32 cm Ix = 181 cm4 Iy = 26.6 cm4 Sx = 29 cm3 Sy = 8.02 cm3 Weight/feet = 6.13 kg/m a) Kontrol Penampang A/2 A1 (Luasan 1) A2 (Luasan 2) A3 (Luasan 3)
= = = =
y1 (titik berat luasan 1) y2 (titik berat luasan 2) y3 (titik berat luasan 3)
y
A
3.904 200 139.52 64
= = =
1
y
1
A
1
cm2 mm2 mm2 mm2
31.25 mm 60.9 mm 52.5 mm
A
2
A
y
2
2
A
ΣA y (titik berat 1/2 penampang)
= =
403.52 mm2 44.872 mm
d=2.Y zx = A . d / 2 MP = f y . zx
= 8.974 cm = 35.032 cm3 = 84075.855 kg cm
A 3
3
y
3
Sayap / flens :
bf
λ = 7.81
2 . tf
170
λp = 10.973
fy 370
r
λr = 28.378
fy fr
λ < λp <λr …………. Penampang Kompak! Badan / Web :
h
λ = 39.0625
tw
1680
λp = 108.444
fy
r
2550
λr = 195.576
fy fr
λ < λp < λr …………. Penampang Kompak! Karena λ < λp < λr. Profil merupakan penampang kompak sehingga, Mn = Mp b) Kontrol Momen Momen Arah Sumbu x (Mux) Mux
Momen Arah Sumbu y (Muy) Muy
Momen nominal penampang Mnx = Zx . Fy Mny = Sx . Fy
= = =
1.750 q + 317.906 10.730 + 317.906 328.6363 kgm
= = =
0.253 q + 60.527 1.549 + 60.527 62.076 kgm
= =
84075.855 69600
kgcm kgcm
kontrol momen terhadap sumbu kuat syarat : Φ Mnx ≥ Mu, dengan Φ = 0.9 (SNI 2002 pasal 8.1.1) Φ Mnx ≥ Mux 0.9 Mnx ≥ Mux 756.683 ≥ 328.636 OK!! Kontrol momen terhadap sumbu lemah Syarat: Φ Mny≥ Muy, dengan Φ = 0.9 (SNI 2002 pasal 8.1.2)
Φ Mny ≥ Muy
= =
840.759 kgm 696 kgm
0.9 Mny ≥ Muy 626.4 ≥ 62.076 M ux
b . M nx
M uy
b . M ny
OK!!
328.636 756.683
1
+
62.076 626.4
≤ 1
0.533 ≤ 1 c) Kontrol Geser Pelat Badan (SNI 2002, pasal 8.8.2 hal 45) Kuat Geser Nominal (SNI 2002, pasal 8.8.2 hal 45)
5
Kn = 5 +
a=
a d
(bf tw) 2
= 115.415
2
= 2.66
tw
Syarat : h tw
kn. E
1,1
fy
37.063 ≤ 305.125 Karena perbandingan di atas memenuhi, maka kuat geser adalah : (SNI 2002, pasal 8.8.3 hal.46) Vn = 0,6 . fy . Aw , dimana Aw = Luas kotor pelat badan Aw = 3.7952 Vn = 5465.088 kg
Φ Vn
=
4918.579 kg
Vu didapat dari kondisi pembebanan yang paling menentukan, yaitu : D + 1.6 La + 0.8 W Vu = 1.2 = 141.460 + 160 + 12.933 = 314.392 kg Syarat : Φ Vn ≥ Vu 4918.5792 ≥ 314.392 OK!! d) Kontrol lendutan Lendutan max yang diijinkan : • Arah sumbu y, maka L = ½ jarak antar kuda-kuda sejauh 3,5 m, maka L
=1,75 m atau 175 cm L= f y
175 cm 1 240
L
OK!!
Maka : f y ≤
0.729 cm
• Arah sumbu x, maka L = jarak antar kuda-kuda, maka L = 3,5 m atau 350 cm
L=
f x
Maka :
350 cm
1 240
f x ≤
L 1.458 cm
Pembebanan : ~ Beban arah sumbu Y Beban terpusat = beban pekerja = 100 kg Sin α beban terpusat = 50 kg Beban merata = beban mati + beban hujan + beban angin beban merata = 65.130 kg/m 0.651 kg/cm
f y 5 f y = =
384
.
qtotal . L y
4
E . I y
3
P. L y . 1 192 E . I y
0.187 + 0.033 0.220 < 0.729 cm
OK!!
~ Beban arah sumbu X Beban terpusat = beban pekerja = 100 kg Cos α beban terpusat = 86.603 kg Beban merata = beban mati + beban hujan + beban angin beban merata = 161.130 kg/m 1.611 kg/cm
f x 5 f x = =
384
.
qtotal . L x E . I x
1.087 + 1.154 <
4
P. L z 1 . 192 E . I
3
x
0.067 1.458 cm
OK!!
Jadi dapat disimpulkan bahwa profil Light Lip Channel 125x50x20x3,2 dapat digunakan.
GORDING Lebar Miring bentang 3.5 4.041452 2 h
1.75
jumlah 3
A B C
= = =
125 50 20
3.2
4.487 cm 1.767 in
mm
D
1.1 q + 117.8829
111.1399 kg/m
50 kg
86.60254 kg
jarak 2.020726
1 PERENCANAAN GORDING
-
Data - data yang diketahui Jarak antar kuda-kuda Kemiringan atap Penutup atap (genteng) Bentang kuda-kuda 1/2 kuda-kuda
= = = = =
3.5 70 50 11 5.5
m ° kg/m2 m m
q total sin a q total cos a
q total
BEBAN MATI Perletakan gording diasumsi sendi-sendi a. Berat sendiri gording = b. berat sirap per meter panjang = 50 c. Berat sambungan = 0.1
x x
1.462 (a+b) qtotal
= = = =
0.1 1.1
q 73.095 q+ 7.310 q + 80.405
kg/m kg/m kg/m kg/m
~ Arah sumbu x-x
qx = qtotal x cos α
= =
~ Arah sumbu y-y
Lx
=
3.5 m
1.1 0.376
q+ q+
80.405 27.5
Ly
=
1.75
x 0.342 kg/m m
Karena sumbu y merupakan sumbu lemah, maka digunakan trekstang untuk memperpendek bentang gording (searah sumbu y) dengan jarak 1/2 dari jarak kudakuda yang mempunyai bentang 3,5 m.
qy = qtotal x sin α
~ Momen yang terjadi Mx1 = 1/8 x qx x Lx^2
My1 = 1/8 qy Ly^2
= 1.1 q+ = 1.033662 q +
80.405 75.556
x 0.939693 kg/m
= =
0.125 x 0.576 q+
qx 42.109
x 12.25 kgm
= =
0.125 x 0.396 q+
qy 28.924
x 3.0625 kgm
BEBAN HIDUP Beban terpusat yang berasal dari seorang pekerja atau pemadam kebakaran dengan peralatannya sebesar minimum 100 kg. (PPIUG 1983 pasal 3.2.2 (b)) Po (terpusat) = 100 kg Py = Po x sin α = 100 x 0.939693 = 93.96926 kg Px = Po x cos α = 100 x 0.342 = 34.202 kg ~ Momen yang terjadi Mx2 = 1/4 Px Lx My2 = 1/4 Py Ly
= =
0.25 x 0.25 x
34.202 x 93.96926 x
3.5 1.75
= =
BEBAN ANGIN Tekanan angin minimum 40 kg/m 2 untuk daerah tepi laut sejauh 5 km dari pantai ~ P (Tekanan angin min) ~ c1 (koef angin tekan)
= =
~ c2 (koef angin hisap)
=
~ w1 (Beban angin tekan)
=
40 kg/m2 0.02 x 0.02 x
α 70
-
c1 x jrk gording x p
0.4 0.4
= 1 = -0.4
29.927 kgm 41.112 kgm
1 x 1.462 ~ w2 (Beban angin hisap)
Momen yang terjadi : ~ Mx3a
~ Mx3b
~ My3
x
c2 x jrk gording x p -0.4 x 1.462 x
=
=
=
=
40
=
58.476 kg/m
40
=
-23.390 kg/m
0.125 x 0.125 x
w1 58.476
x Lx^2 x 12.25 =
89.542 kgm
0.125 x 0.125 x
w2 23.390
x Lx^2 x 12.25 =
35.817 kgm
0 kgm
BEBAN AIR HUJAN Beban terbagi rata per m2 bidang datar berasal dari beban air hujan sebesar (40 – 0,8α) kg/m2 (PPIUG 1983 pasal 3.2.2.a), maka : wh = (40 - 0,8 a) = 40 0.8 x 30 = 16 kg/m2 qh = wh x jarak gording = 16 x 1.462 = 23.390 kg/m Mx4 = 1/8 x qh x cos α x Lx^2
= =
0.125 x 12.250 kgm
23.390
x
My4 = 1/8 x qh x sin α x Ly^2
= =
0.125 x 8.414 kgm
23.390
x 0.939693
=
0.576 q +
42.109
kgm
=
29.927 kgm
= = = =
0 12.25 kgm 89.542 kgm 0
KOMBINASI PEMBEBANAN ~ Arah Sumbu x D (Beban Mati) La (Beban hidup selama perawatan) L (beban hidup oleh penggunaan gedung) H (Beban Hujan) W (Beban angin) E (Beban gempa) 1 1.4 D
D 0.807 q + 1.2 D x 0.691 q + 1.2 x D 0.691 q + 1.2 x D 0.691 q + 1.2 x D 0.691 q +
0.342
= 1.4
2 1.2 D + 1.6 L + 0.5 La
=
3 1.2 D + 1.6 L + 0.5 H
=
4 1.2 D + 1.6 La + 0.8 W
=
5 1.2 D + 1.6 H + 0.8 W
=
58.953 kgm 1.6 L x 0.5 65.495 kgm 1.6 L x 0.5 56.656 kgm 1.6 La x 0.8 170.047 kgm 1.6 H x 0.8 141.764 kgm
La H W W
x 12.25
x 3.0625
6 1.2 D + 1.3 W + yl.L + 0.5 La 7 1.2 D + 1.3 W + yl.L + 0.5 H 8 1.2 D + 1.0 E + yl.L 9 0.9 D + 1.3 W
Mux Pembebanan Max (Kondisi 4) ~ Arah Sumbu y D (Beban Mati) La (Beban hidup selama perawatan) L (beban hidup oleh penggunaan gedung) H (Beban Hujan) W (Beban angin) E (Beban gempa) 1 1.4 D
D x 1.3 W 0.691 q + 181.899 D = 1.2 x 1.3 W 0.691 q + 173.060 D E = 1.2 x 1 0.691 q + 50.531 D = 0.9 x 1.3 W 0.518 q + 154.302 = 1.2
0.691 q +
181.899 kgm
=
0.396 q +
28.924
=
41.112 kgm
= = = =
0 8.414 kgm 0 kgm 0
x 0.5
yl.L
H
x 0.5
yl.L
La
x 0.5
yl.L
H
x 0.5
yl.L
yl.L
kgm
= 1.4 =
3 1.2 D + 1.6 L + 0.5 H
=
4 1.2 D + 1.6 La + 0.8 W
=
5 1.2 D + 1.6 H + 0.8 W
=
6 1.2 D + 1.3 W + yl.L + 0.5 La
=
7 1.2 D + 1.3 W + yl.L + 0.5 H
=
8 1.2 D + 1.0 E + yl.L
=
9 0.9 D + 1.3 W
=
DESAIN
D 0.554 q + 1.2 D x 0.475 q + 1.2 x D 0.475 q + 1.2 x D 0.475 q + 1.2 x D 0.475 q + D 1.2 x 0.475 q + D 1.2 x 0.475 q + D 1.2 x 0.475 q + D 0.9 x 0.356 q +
La
kgm
=
2 1.2 D + 1.6 L + 0.5 La
Muy Pembebanan Max (Kondisi 4)
x 0.5 kgm x 0.5 kgm x 0.5 kgm
=
0.475 q +
40.493 kgm 1.6 L x 0.5 55.264 kgm 1.6 L x 0.5 38.915 kgm 1.6 La x 0.8 100.487 kgm 1.6 H x 0.8 48.171 kgm 1.3 W x 0.5 55.264 kgm 1.3 W x 0.5 38.915 kgm E 1 x 0.5 34.708 kgm 1.3 W 26.031 kgm 100.487 kgm
La H W W
yl.L
Mutu baja Fy = 2400 kg/cm2 = Dipakai kombinasi pembebanan, adalah : Mux = 0.691 q + 181.899 kgm Muy = 0.475 q + 100.487 kgm Fr ( tegangan residu dalam kondisi di rol) hal 187 LRFD E (Modulus Elastisitas)
= =
240 Mpa
70 Mpa 1600000 kg/cm2
PROFIL : LIGHT LIP CHANNELS 125x50x20x3,2mm : A (Luas Penampang) = 7.807 cm2 a = 12.5 cm b = 5 cm c = 2 cm t (tebal) = 0.32 cm Ix = 181 cm4 Iy = 26.6 cm4 Sx = 29 cm3 Sy = 8.02 cm3 Weight/feet = 6.13 kg/m a) Kontrol Penampang A/2 A1 (Luasan 1) A2 (Luasan 2) A3 (Luasan 3)
= = = =
y1 (titik berat luasan 1) y2 (titik berat luasan 2) y3 (titik berat luasan 3)
y
A
3.904 200 139.52 64
= = =
1
y
1
A
1
cm2 mm2 mm2 mm2
31.25 mm 60.9 mm 52.5 mm
A
2
A
y
2
2
A
ΣA y (titik berat 1/2 penampang)
= =
d=2.Y zx = A . d / 2 MP = f y . zx
= 8.974 cm = 35.032 cm3 = 84075.855 kg cm
Sayap / flens :
403.52 mm2 44.872 mm
A 3
3
y
3
bf
λ = 7.81
2 . tf
170
λp = 10.973
fy 370
r
λr = 28.378
fy fr
λ < λp <λr …………. Penampang Kompak! Badan / Web :
h
λ = 39.0625
tw
1680
λp = 108.444
fy
r
2550
λr = 195.576
fy fr
λ < λp < λr …………. Penampang Kompak! Karena λ < λp < λr. Profil merupakan penampang kompak sehingga, Mn = Mp b) Kontrol Momen Momen Arah Sumbu x (Mux) Mux
Momen Arah Sumbu y (Muy) Muy
Momen nominal penampang Mnx = Zx . Fy Mny = Sx . Fy
= = =
0.691 q + 181.899 4.238 + 181.899 186.1363 kgm
= = =
0.475 q + 100.487 2.911 + 100.487 103.398 kgm
= =
84075.855 69600
kgcm kgcm
kontrol momen terhadap sumbu kuat syarat : Φ Mnx ≥ Mu, dengan Φ = 0.9 (SNI 2002 pasal 8.1.1) Φ Mnx ≥ Mux 0.9 Mnx ≥ Mux 756.683 ≥ 186.136 OK!! Kontrol momen terhadap sumbu lemah Syarat: Φ Mny≥ Muy, dengan Φ = 0.9 (SNI 2002 pasal 8.1.2)
Φ Mny ≥ Muy 0.9 Mny ≥ Muy
= =
840.759 kgm 696 kgm
626.4 ≥ 103.398
M ux
b . M nx
M uy
b . M ny
186.136 756.683
1
OK!! +
103.398 ≤ 1 626.4 0.411 ≤ 1
c) Kontrol Geser Pelat Badan (SNI 2002, pasal 8.8.2 hal 45) Kuat Geser Nominal (SNI 2002, pasal 8.8.2 hal 45)
5
Kn = 5 +
a=
a d
(bf tw) 2
= 115.415
2
= 2.66
tw
Syarat : h tw
kn. E
1,1
fy
37.063 ≤ 305.125 Karena perbandingan di atas memenuhi, maka kuat geser adalah : (SNI 2002, pasal 8.8.3 hal.46) Vn = 0,6 . fy . Aw , dimana Aw = Luas kotor pelat badan Aw = 3.7952 Vn = 5465.088 kg = 4918.579 kg Φ Vn Vu didapat dari kondisi pembebanan yang paling menentukan, yaitu : D + 1.6 La + 0.8 W Vu = 1.2 = 104.577 + 160 + 46.781 = 311.358 kg Syarat : Φ Vn ≥ Vu 4918.5792 ≥ 311.358 OK!! d) Kontrol lendutan Lendutan max yang diijinkan : • Arah sumbu y, maka L = ½ jarak antar kuda-kuda sejauh 3,5 m, maka L
L= f y
175 cm 1 240
L
Maka : f y ≤
0.729 cm
OK!!
• Arah sumbu x, maka L = jarak antar kuda-kuda, maka L = 3,5 m atau 350 cm
L=
f x
Maka :
350 cm
1 240
f x ≤
L 1.458 cm
Pembebanan : ~ Beban arah sumbu Y Beban terpusat = beban pekerja = 100 kg Sin α beban terpusat = 93.96926 kg Beban merata = beban mati + beban hujan + beban angin beban merata = 90.306 kg/m 0.903 kg/cm
f y 5 f y = =
384
.
qtotal . L y
4
1
P. L y
3
. 192 E . I y
E . I y
0.259 + 0.062 0.321 < 0.729 cm
OK!!
~ Beban arah sumbu X Beban terpusat = beban pekerja = 100 kg Cos α beban terpusat = 34.202 kg Beban merata = beban mati + beban hujan + beban angin beban merata = 100.532 kg/m 1.005 kg/cm
f x 5 f x = =
384
.
qtotal . L x E . I x
4
1
P. L z
. 192 E . I x
0.678 +
0.026
0.705
1.458 cm
<
3
OK!!
Jadi dapat disimpulkan bahwa profil Light Lip Channel 125x50x20x3,2 dapat digunakan.
GORDING Lebar Miring bentang 1 2.923804 2
H
0.5
jumlah 2
A B C
= = =
125 50 20
3.2
4.487 cm 1.767 in
mm
D
1.1 q + 87.14762
80.40462 kg/m
93.96926 kg
34.20201 kg
jarak 1.461902
2 SAMBUNGAN GORDING Beban mati (D) sebesar qx
= = =
1.1
q + 111.140
x
cos α
117.883 x 0.866 102.090 kg/m
q
3.5000 Beban guna atau beban hidup (La) sebesar qx
= =
100 175
x 2.021 kg/m
x
cos α
q
3.5000 Beban Angin (W) sebesar qx
=
24.754 kg/m
q
3.5000 Beban hujan (H) sebesar qx
= =
16 28
x 2.021 kg/m
x
cos α
+
0.5
x
175
+
1.6
x
175
q
3.5000 ~ Beban kombinasi 1,4 D 1,2 D +1,6 L + 0,5 La atau H 1,2 D + 1,6 La + 0,8 W
Ra = Rb
M max
= 1.4 = 142.925 = 1.2 = 210.008 = 1.2 = 422.311
x 102.090 kg/m x 102.090 kg/m x 102.090 kg/m
=
422.311
x 2
3.5
=
=
0.125
x
739.044
x
739.044 kg
3.5
+
24.754
0.8
=
1131.66 kgm
~ Karakteristik Profil Light Lip Channel 125 x 50 x 20 x 3,2 Ix = Ibadan
= = =
Mbadan
=
=
113166 kgcm
181 cm4 1/12
x
0.083 x 52.083 cm4 Ibadan Iprofil
x
t
x
a^3
0.32
x
1953.13
=
52.083
MMax
181
x
1131.66
=
325.639 kgm
~ Perhitungan pelat penyambung Tinggi pelat diambil (h) = 10 cm Dipakai panjang pelat (L) = 20 cm Tebal Pelat Penyambung yang dibutuhkan (t) = 113166.056 MMax = = 0.236 ~ hpelat x Lpelat x Fy 10 x 20 x 2400 Sehingga digunakan pelat penyambung dengan tebal masing-masing 0,45 cm pada satu sisi. Jadi dimensi pelat penyambung = 10 x 20 x 0,32 cm Untuk mempermudah pemasangan, dipakai pelat ukuran 10 x 25 x 0,32 ~ Penentuan Dimensi Baut Dicoba menggunakan baut mutu normal dengan data sebagai berikut : b
Mutu baut ( Fu ) Diameter baut (Ø )
(BJ-37) 7/8 in
= =
3700 kg/cm2 2.223 cm
Luas Bruto (Ab)
¼ x π x D2
=
3.879 cm
Kapasitas Geser 1 Baut Vd
Kapasitas Tarik 1 Baut Vd
Kapasitas Tumpu 1 Baut Vd
= = = =
φf φf 0.75 4305.98
x x x kg
Vn r1 0.4
= = =
0.75 x 0.75 x 10764.9 kg
= = =
2.4 x db x 2.4 x 2.223 x 8883.11 kg
2
Fub 3700
x X
Fub x 3700 x
x x
Ab 3.879
Ab 3.879
tp
x 0.45 x
Fub 3700
0.32
cm
Keterangan : Vd Φf r1 b
Fu Ab
: kuat geser rencana satu baut : faktor reduksi kekuatan untuk faktur = 0,75 : faktor untuk baut dengan ulir pada bidang geser = 0,4 : tegangan tarik putus baut : luas bruto penampang baut pada daerah tidak berulir
Sambungan Pada Pelat Badan Data yang diketahui : D maks = M maks = M badan =
739.044 kg 1131.66 kgm 325.639 kgm
= =
113166 kgcm 32563.9 kgcm
Perhitungan Momen Akibat Gaya Lintang dan Momen Maksimum pada Badan Profil Dmax M akibat gaya lintang = 0.5 x x b = 0.5 x 739.044 x 12.5 = 4619.02 kgcm M maks pada badan
= = =
Mbadan + M akibat lintang 32563.9 + 4619.02 37182.9 kgcm
Rumus Pendekatan untuk Menghitung Jumlah Baut yang Dibutuhkan n=
Mmaks pada badan Vd x tw
=
5
buah
Jumlah baut yang digunakan diambil 6 buah dan dipasang dalam 2 baris. Syarat Jarak Pemasangan Baut (SNI 2002, pasal 13.4 hal.103) Data yang diketahui : Diameter baut (Ø ) = 7/8 in = 2.223 cm Jarak minimal antar sumbu baut (s) (SNI 2002, pasal 13.4.1 hal.103) S = 3 x d = 3 x 2.223 = 6.669 cm Digunakan : Arah x = 6.75 cm Arah y = 7.75 cm Namun, karena pelat tidak mencukupi, maka diambil jarak dari tepi : Arah X = 3.5 cm Arah Y = 3.5 cm
Jarak antar sumbu baut ke tepi pelat penyambung (s 1) (SNI 2002, pasal 13.4.1 hal.103) s1
=
1.5
x
d
= =
1.5 3.335
x cm
2.223
Digunakan : Arah X = 3.5 cm Arah Y = 3.5 cm Namun, karena pelat tidak mencukupi, maka diambil jarak dari tepi : Arah X = 2.5 cm Arah Y = 2.5 cm
SKETSA Gambar 2.1 Tampak depan dan Potongan Gording (tanpa skala)
PROFIL : LIGHT LIP CHANNELS 125x50x20x3,2mm : A (Luas Pe =
7.807 cm2
a
=
12.5 cm
b c t (tebal)
= = =
5 cm 2 cm 0.32 cm
Ix Iy Sx Sy
= = = =
181 26.6 29 8.02
Weight/fe α jarak kuda
= = =
6.13 kg/m 30 3.5
cm4 cm4 cm3 cm3
3 PERENCANAAN TREKSTANG Trekstang digunakan untuk mengurangi lendutan gording searah sumbu x. Tre kstang direncanakan sebagai batang tarik karena penampangnya memiliki inersia yang kecil Data Teknis Jumlah gording pada tiap sisi atap Jarak antar kuda-kuda Q (berat gording) sudut
=
3
= = =
3.5 6.13 30
Pembebanan searah sumbu Y: 1. Beban Mati (D) Atap genteng = Gording =
50 6.13
m kg/m
Diagram Pembebanan
Beban mati (D) searah sumbu Y
x x = = =
1.75 1.75
x
2.021
166.086 x 166.086 x 83.043 kg
sin 30 0.5
= =
2. Beban Hidup (La) Beban hidup (La) searah sumbu Y
=
100
kg
=
100
x
sin 30
=
50
kg
3. Beban Hujan (H) Beban hujan (H) searah sumbu Y
=
16
x
1.75
x
1.46
=
=
40.9333
x
sin 30
=
20.467
kg
Gambar 3.1 Arah Gaya pada Gording Kombinasi Pembebanan 1. 1,4 D 2. 1,2D + 0,5H 3. 1,2D + 1,6La + 0,8W 4. 1,2D + 1,3W + γL.L + 0,5H 5. 1,2D + 1,0E + γL.L
= = = = =
116.26 109.885 179.652 109.885 99.6516
kg kg kg kg kg
176.814 kg 10.7275 kg 166.086 kg
40.9333 kg
6. 0,9D ± 1,3W Maka kombinasi maksimum yang didapat Nu
=
74.7387 kg
=
179.652 kg
=
179.652 kg
Desain diameter tulangan Komponen struktur yang memikul gaya tarik aksial terfaktor Nu, memenuhi : Nu ≤ Φ Nn ( SNI 2002 halaman 70 ) Dengan Φ = 0,9 → keruntuhan leleh Φ = 0,75 → keruntuhan tarik/retak Syarat yang harus dipenuhi fy = 2400 kg/cm² fu = 3700 kg/cm² (Tabel 5.3 SK SNI 2002) ~ Akibat Leleh : Nu ≤ φNn Nu ≤ φ Ag. Fy 179.652 ≤ 0.9 x Ag x 2400 0.083 ≤ Ag 0.083 ≤ ¼ π d² 0.106 ≤ d² 0.326 ≤ d d ≥ 0.326 = 0.33 cm ~ Akibat Retak : Nu ≤ φNn Nu ≤ φ Ag. Fu 179.652 ≤ 0.75 x Ag x 3700 0.065 ≤ Ag 0.065 ≤ ¼ π d² 0.082 ≤ d² 0.287 ≤ d d ≥ 0.287 ~ 0.3 cm Digunakan Trekstang Ø = 10 mm Kontrol : ~ Trekstang Ø = 10 mm ~ Akibat Leleh : Nu Nu 179.652 179.652
≤ ≤ ≤ ≤
φNn φ Ag. Fy 0.9 x 1 2160 ......OK!
x
2400
x
3700
~ Akibat Retak : Nu ≤ φNn Nu ≤ φ Ag. Fu 179.652 ≤ 0.9 x 1 179.652 ≤ 3330 ......OK! Jadi, digunakan Trekstang Ø = 10 mm
3 PERENCANAAN TREKSTANG Trekstang digunakan untuk mengurangi lendutan gording searah sumbu x. Tre kstang direncanakan sebagai batang tarik karena penampangnya memiliki inersia yang kecil Data Teknis Jumlah gording pada tiap sisi atap Jarak antar kuda-kuda Q (berat gording) sudut
=
3
= = =
3.5 6.13 70
Pembebanan searah sumbu Y: 1. Beban Mati (D) Atap genteng = Gording =
50 6.13
m kg/m
Diagram Pembebanan
Beban mati (D) searah sumbu Y
x x = = =
1.75 1.75
x
1.46
= =
117.023 x sin 70 117.023 x 0.93969 109.965 kg
2. Beban Hidup (La) Beban hidup (La) searah sumbu Y
=
100
kg
=
100
x
sin 30
=
93.9693
kg
3. Beban Hujan (H) Beban hujan (H) searah sumbu Y
=
16
x
1.75
x
1.46
=
=
40.9333
x
sin 30
=
38.465
kg
Gambar 3.1 Arah Gaya pada Gording Kombinasi Pembebanan 1. 1,4 D 2. 1,2D + 0,5H 3. 1,2D + 1,6La + 0,8W 4. 1,2D + 1,3W + γL.L + 0,5H 5. 1,2D + 1,0E + γL.L
= = = = =
153.951 151.191 282.309 151.191 131.958
kg kg kg kg kg
127.75 kg 10.7275 kg 117.023 kg
40.9333 kg
6. 0,9D ± 1,3W Maka kombinasi maksimum yang didapat Nu
=
98.9687 kg
=
282.309 kg
=
282.309 kg
Desain diameter tulangan Komponen struktur yang memikul gaya tarik aksial terfaktor Nu, memenuhi : Nu ≤ Φ Nn ( SNI 2002 halaman 70 ) Dengan Φ = 0,9 → keruntuhan leleh Φ = 0,75 → keruntuhan tarik/retak Syarat yang harus dipenuhi fy = 2400 kg/cm² fu = 3700 kg/cm² (Tabel 5.3 SK SNI 2002) ~ Akibat Leleh : Nu ≤ φNn Nu ≤ φ Ag. Fy 282.309 ≤ 0.9 x Ag x 2400 0.131 ≤ Ag 0.131 ≤ ¼ π d² 0.166 ≤ d² 0.408 ≤ d d ≥ 0.408 = 0.41 cm ~ Akibat Retak : Nu ≤ φNn Nu ≤ φ Ag. Fu 282.309 ≤ 0.75 x Ag x 3700 0.102 ≤ Ag 0.102 ≤ ¼ π d² 0.130 ≤ d² 0.360 ≤ d d ≥ 0.360 0.4 cm ≥ Digunakan Trekstang Ø = 10 mm Kontrol : ~ Trekstang Ø = 10 mm ~ Akibat Leleh : Nu Nu 282.309 282.309
≤ ≤ ≤ ≤
φNn φ Ag. Fy 0.9 x 1 2160 ......OK!
x
2400
x
3700
~ Akibat Retak : Nu ≤ φNn Nu ≤ φ Ag. Fu 282.309 ≤ 0.9 x 1 282.309 ≤ 3330 ......OK! Jadi, digunakan Trekstang Ø = 10 mm
4 IKATAN ANGIN Ikatan angin dipasang untuk menerima gaya-gaya yang bekerja sejajar dengan arah memanjang bangunan, dan tegak lurus terhadap bidang kerja, sebagai akibat dari adanya tekanan angin. Direncanakan ikatan angin berdasarkan jarak gording, setiap sisi kuda-kuda baik kiri dan kanan mempunyai 2 bagian ikatan angin, dengan ikatan angin pertama 2 jarak gording dan ikatan angin kedua, 2 jarak gording
0 0 0 5 . 3
P1
P2
P3
3 3 3 9 . 1 9 1 6 4 . 1
9 1 6 4 . 1
0 7 0 2 . 2
A5 A4
0 7 0 2 . 2
A3 A2 A1
P1
P2
A
B
C
D P3
0.5000 1.7500
E
0.5000
1.7500
1.0000
5.5000
~ Pembebanan 1
z A
= 2.021 = √( 4.083
x -
1 = 3.063 ) =
2.021 1.010
m m
2
z B
= 2.021 = √( 16.333
x -
2 = 12.250 ) =
4.041 2.021
m m
3
4
5
z C
= 1.462 = √( 2.137
x -
1 = 0.250 ) +
1.462 2.021
m =
3.394
z D
= 1.462 = √( 8.549
x -
2 = 1.000 ) +
2.924 m 2.021 =
4.768
m
z E
= 1.393 = √( 7.765
x -
2 = 1.000 ) +
2.787 m 4.768 =
7.369
m
m
~ Koefisien angin berdasarkan PPIUG 1983 pasal 4.3 (tabel 4.1) didapat: Koef angin depan / muka = 0.9 (tekan) Koef angin belakang = -0.4 (tarik) Beban angin yang diperhitungkan memakai koefisien 0.9 Jadi Wangin = 0.9 x 40 = 36 kg/m2 Berdasarkan skema luasan akan didapat nilai P yang berupa besar gaya yang terjadi akibat tekanan angin (koefisien 0.9) yang bekerja pada tiap join ikatan angin : P1 = A1 x 36 = 0.88407 x 36 = 31.8264 kg P2 = A2 + A3 x 36 = 2.6522 + 1.3538 x 36 = 144.216 kg P3 = A4 + A5 x 36 = 2.04067 + 6.0687 x 36 = 291.937 kg Ptotal
= =
31.8264 + 467.98 kg
144.216 +
291.937
~ Ikatan Angin
3 9 . 8 7
4 5 °
3.5000
3.5000
α1 = α2 =
39.87 ° 45 °
P1
=
Ptotal cos α1
=
467.98 0.7675
=
609.745 kg
P2
=
Ptotal cos α2
=
467.98 0.70711
=
661.823 kg
1.3
x
661.823
=
860.37 kg
Pu
=
~ Pendimensian Ikatan Angin : α1 α2 Keruntuhan leleh : Pu Pu Ag
= =
39.87 ° 45 °
Ø Rn ≤ ≤ 0.9 x fy x Ag Pu ≥ 0.9 x
Ø=
0.9 860.370 0.9 x 2400
=
fy
=
0.398
=
39.832 mm2
Keruntuhan retak : Pu Pu Ab
Ø Pn ≤ ≤ 0.75 x Ab x fu Pu ≥ 0.5625 x
Ø=
fu
0.75
=
860.370 0.5625 x 3700
= 0.413 = 41.339 mm2 Untuk dimensi ikatan angin atap diambil nilai luas tulangan terbesar yang diperlukan yaitu: As = 41.339 mm2 As =
πxdxd/4 4 x As dxd = = π d=
165.356 3.14
=
7.257 mm
Maka dipakai ikatan angin Ø = 10 mm ~ Kontrol keruntuhan leleh : As = =
3.14 x 4 78.5 =
100 0.785 cm2
52.661
Pu As
≤
θ
x
Fy
860.370 0.785
≤
0.9
x
2400
1096.013
≤
2160
Pu As
≤
θ
x
Fu
860.370 0.785
≤
0.75
x
3700
1096.013
≤
2775
OK!!
~ Kontrol keruntuhan retak :
OK!!
RANGKA ATAP
5 RANGKA ATAP
~ Pembebanan Rangka Atap a > Beban gording (30°)
~
Pembebanan Rangka Atap > Beban gording (30°)
= = =
= = = =
Berat Total
= = =
= = = =
Berat Total
> Beban gording (70°)
> Beban gording (70°)
= = =
= = = =
Berat Total
= = =
= = = =
Berat Total
> º
> º = = = = = = =
4 2
x x
= = = =
1.462 1.155
= = = =
5.848 m 2.309 m 11 m 27. 240 m
3.38 x 184.142 kg
2
x
4 2 2 2 2 2 1
= = = = = = = =
= = = =
= = =
= 27.240
º
º = = = = = = = =
Berat total batang profil Beban profil tiap joint
2.0207 2.8431 2 2.034 1.5 1.7 5.3456
x x x x x x x
= = =
3.38 x 240.679 kg
= =
240.679 424.821
+ /
2
x
184.142 10
= =
2
x
8.0828 5.6862 4 4.068 3 3.4 5.3456 35.603
m m m m m m m m
= =
35.603
= =
424.821 kg 42.4821 kg
º
= =
º = = ° °
3.38 x 10.147 kg
= =
1.501
° °
= = =
b Beban Hidup Beban pekerja
=
= = = = = =
Beban Hujan (H) 70°
Beban Hidup Beban pekerja
c
Beban Hujan
100 kg (P)
c Beban Hujan °
b
32.332 x 3.5 113.161 kg (P) 23.390 x jarak kuda-kuda 23.390 x 3.5 81.867 kg (P)
= = =
=
° 0 0 Beban Hujan (H) 70° 0 0
100
(P)
= 0 = 0 = 0 = 0 = 0 =
32.33162 x 81.86652 23.39044 x 23.39044 x 81.86652
(P)
3.5 (P) jarak kuda-kuda 3.5
= = = = ° =
58.47609 x 204.6663 70 192.3234
3.5 0 (Vertikal) (Horizontal)
= = = = =
-23.3904 x -81.8665 -28 -76.9294
3.5 0 (Vertikal) (Horizontal)
d Beban Angin
º
º
º
º
°
º
° °
= = = = =
° °
= = -32.332 = -113.161 = = -
°
16.166 x 56.580 kg
3.5
°
º
°
x
3.5
58.476 x 204.666 kg
3.5
°
° °
= = = = =
° °
= = = = =
-
° -23.390 x -81.867 -
3.5
Profil yang digunakan Profil Siku Ganda Sama Kaki 45.45.5 untuk rangka luar dan digunakan Profil Siku Ganda Sama Kaki 45.45.5 untuk rangka dalam.
Pembebanan mati (selfweight) untuk Rangka Atap (tanpa skala)
Pembebanan angin untuk Rangka Atap (tanpa skala) ~ 1 1.4 D Arah Horizontal Arah Vertikal
° = = =
2 1.2 D + 1.6 L + 0.5 La Arah Horizontal Arah Vertikal
= =
3 1.2 D + 1.6 L + 0.5 H Arah Horizontal Arah Vertikal
=
Arah Vertikal
Daerah Angin Hisap Arah Horizontal Arah Vertikal
5 1.2 D + 1.6 H + 0.8 W Daerah Angin Tekan Arah Horizontal Arah Vertikal
Daerah Angin Hisap Arah Horizontal Arah Vertikal
6 1.2 D + 1.3 W + yl.L + 0.5 La Daerah Angin Tekan Arah Horizontal Arah Vertikal
Daerah Angin Hisap Arah Horizontal Arah Vertikal
7 1.2 D + 1.3 W + yl.L + 0.5 H Daerah Angin Tekan Arah Horizontal Arah Vertikal
Daerah Angin Hisap Arah Horizontal Arah Vertikal
8 1.2 D + 1.0 E + yl.L Arah Horizontal Arah Vertikal
9 0.9 D + 1.3 W Daerah Angin Tekan Arah Horizontal Arah Vertikal
Daerah Angin Hisap Arah Horizontal Arah Vertikal
~ 1 1.4 D Arah Horizontal Arah Vertikal
kg
= =
2 1.2 D + 1.6 L + 0.5 La Arah Horizontal Arah Vertikal
3 1.2 D + 1.6 L + 0.5 H Arah Horizontal Arah Vertikal
4 1.2 D + 1.6 La + 0.8 W Daerah Angin Tekan Arah Horizontal Arah Vertikal
Daerah Angin Hisap Arah Horizontal Arah Vertikal
5 1.2 D + 1.6 H + 0.8 W Daerah Angin Tekan Arah Horizontal Arah Vertikal
Daerah Angin Hisap Arah Horizontal Arah Vertikal
6 1.2 D + 1.3 W + yl.L + 0.5 La Daerah Angin Tekan Arah Horizontal Arah Vertikal
Daerah Angin Hisap Arah Horizontal Arah Vertikal
7 1.2 D + 1.3 W + yl.L + 0.5 H Daerah Angin Tekan Arah Horizontal Arah Vertikal
Daerah Angin Hisap Arah Horizontal Arah Vertikal
8 1.2 D + 1.0 E + yl.L Arah Horizontal Arah Vertikal
9 0.9 D + 1.3 W Daerah Angin Tekan Arah Horizontal Arah Vertikal
= =
kg + 1.6 L + 0.5 H 1.2 D 546.087 + 0 + 56.580
=
= 4 1.2 D + 1.6 La + 0.8 W Daerah Angin Tekan Arah Horizontal
0.8 x Wt sin 30° 22.6321 kg + 1.6 La + 0.8 W = 1.2 D = 546.087 + 160 + 39.2 = 745.287 kg
Arah Vertikal
Daerah Angin Hisap Arah Horizontal
= =
0.8 x Wh sin 30° 45.2643 kg + 1.6 La + 0.8 W = 1.2 D = 546.087 + 160 + -78.4 = 627.687 kg
Arah Vertikal
5 1.2 D + 1.6 H + 0.8 W Daerah Angin Tekan Arah Horizontal
= 0.8 x Wt sin 30° = 22.6321 kg + 1.6 H + 0.8 W = 1.2 D = 546.087 + 181.057 + 39.2 = 766.344 kg
Arah Vertikal
Daerah Angin Hisap Arah Horizontal
x Wh sin 30° kg + 1.6 H + 0.8 W + 181.057 + -78.4 kg
Arah Vertikal
6 1.2 D + 1.3 W + yl.L + 0.5 La Daerah Angin Tekan Arah Horizontal
= 0.8 x Wt sin 30° = 22.632 kg + 1.3 W + 0.5 Laa + 0.5 yl.L = 1.2 D = 546.087 + 63.7 + 50 + 0 = 659.787 kg
Arah Vertikal
Daerah Angin Hisap Arah Horizontal
= =
0.8 x Wh sin 30° 45.2643 kg + 1.3 W + 0.5 Laa + 0.5 yl.L = 1.2 D = 546.087 + -127.4 + 50 + 0 = 468.687 kg
= 0.8 = 22.6321 = 1.2 D = 546.087 = 666.367
Arah Vertikal
7 1.2 D + 1.3 W + yl.L + 0.5 H Daerah Angin Tekan Arah Horizontal
x Wt sin 30° kg + 1.3 W + 0.5 H + + 63.7 + 56.5803 + kg
=
yl.L
Arah Vertikal 0
0.000
q+
0.000 kgm
= = =
0.8 x Wh sin 30° 45.2643 kg + 1.3 W + 0.5 H = 1.2 D + = 546.087 + -127.4 + 56.5803 + = 475.267 kg = 0 kg + 1 = 1.2 D = 546.087 + = 546.087 kg
E
0.000 yl.L
8 1.2 D + 1.0 E + yl.L Arah Horizontal Arah Vertikal
9 0.9 D + 1.3 W Daerah Angin Tekan Arah Horizontal
0.8 x Wt sin 30° 22.6321 kg + 1.3 W = 0.9 D = 409.565 + 63.7 = 473.265 kg
Arah Vertikal
Daerah Angin Hisap Arah Horizontal
= 0.8 x Wh sin 30° = 22.6321 kg + 1.3 W = 0.9 D = 409.565 + -127.4 = 282.165 kg
Arah Vertikal
° = = =
0 kg D 1.4 486.498 kg
= = = =
0 kg 1.2 D x 1.6 L x 416.999 + 0 + 466.999 kg
0.5 Laa 50
= = = =
0 kg 1.2 D x 1.6 L x 416.999 + 0 + 457.932 kg
0.5 H 40.9333
= = = = =
0.8 x Wt sin 70° 153.859 kg D La 1.2 x 1.6 x 416.999 + 160 + 632.999 kg
0.8
= = = = =
0.8 61.5435 1.2 D 416.999 554.599
= = = = =
0.8 x Wt sin 70° 153.859 kg 1.2 D x 1.6 H x 416.999 + 130.986 + 603.985 kg
0.8 W 56
= = = = =
0.8 61.5435 1.2 D 416.999 525.585
0.8 W -22.4
= = = = =
0.8 x Wt sin 70° 153.859 kg D W 1.2 x 1.3 x 416.999 + 91 + 557.999 kg
= = = = =
0.8 61.5435 D 1.2 416.999 430.599
x Wh sin 70° kg W x 1.3 x + -36.4 + kg
0.5
= = = = =
0.8 153.859 D 1.2 416.999 548.932
x Wt sin 70° kg W x 1.3 x + 91 + kg
H 0.5 + 40.933 +
= = = = =
0.8 61.5435 D 1.2 416.999 421.532
x Wh sin 70° kg W x 1.3 x + -36.4 + kg
= = = =
0 kg 1.2 D x 1 416.999 + 416.999 kg
= = = = =
0.8 x Wt sin 70° 153.859 kg 0.9 D x 1.3 W 312.749 + 91 403.749 kg
E
x 0 +
kgm
0
= =
x Wh sin 70° kg x 1.6 H x + 130.986 + kg
0.000
Arah Vertikal
+ 0.5 yl.L 0 + 0
x Wh sin 70° kg x 1.6 La x + 160 + kg
q+
Daerah Angin Hisap Arah Horizontal
W
56
0.8
W
-22.4
0.5
Laa
x 50 +
Laa
x 50 +
H
0.5 + 40.933 +
0.5 l.L 0
0.5
yl.L
0
0.5
yl.L
0
0
yl.L
0
0
yl.L
0
kg
0 kg x 1.6 L 1.2 D 416.9985 + 466.9985 kg
x 0.5 La 0 + 50
0 kg x 1.6 L 1.2 D x 0.5 H 416.9985 + 0 + 40.933
= =
602.667 kg
= =
= 0.8 = 45.2643 = 1.2 D = 546.087 = 648.744
0
1.4 D 486.4983 kg
= = = =
3 1.2 D + 1.6 L + 0.5 H yl.L Arah Horizontal Arah Vertikal yl.L
0
Dari kombinasi pembebanan di atas, maka dipilih kombinasi ke 5, dengan beban: Daerah angin tekan = Arah Horizontal 22.632 kg = Arah Vertikal 766.344 kg Daerah Angin Hisap = Arah Horizontal 45.264 kg = Arah Vertikal 648.744 kg Pada joint ujung diberi tambahan P3 = 10.1474 kg ~ 1 1.4 D Arah Horizontal Arah Vertikal
°
= 2 1.2 D + 1.6 L + 0.5 La Arah Horizontal Arah Vertikal
0 kg + 1.6 L + 0.5 Laa 1.2 D = 546.087 + 0 + 50 = 596.087 kg
= 4 1.2 D + 1.6 La + 0.8 W Daerah Angin Tekan Arah Horizontal
0
1.4 D 637.101 kg
= =
457.932 kg
=
0.8 x Wt sin 70° 153.8587 kg x 1.6 La 1.2 D x 0.8 416.9985 + 160 + 632.9985 kg
=
0.8 x Wh sin 70° 61.54349 kg x 1.6 La 1.2 D x 0.8 W 416.9985 + 160 + - 22.4 554.5985 kg
=
0.8 x Wt sin 70° 153.8587 kg x 1.6 H 1.2 D x 0.8 W 416.9985 + 130.9864 + 56 603.9849 kg
=
0.8 x Wh sin 70° 61.54349 kg x 1.6 H 1.2 D x 0.8 W 416.9985 + 130.9864 + -22.4 525.5849 kg
0.8 x Wt sin 70° 153.8587 kg x 1.3 W 1.2 D x 0.5 La x 416.9985 + 91 + 50 + 557.9985 kg
0.5 yl.L
=
0.5 yl.La 0
=
0.8 x Wh sin 70° 61.54349 kg x 1.3 W 1.2 D x 0.5 La x 416.9985 + -36.4 + 50 + 430.5985 kg
0.8 x Wt sin 70° 153.8587 kg x 1.3 W 1.2 D x 0.5 H + 416.9985 + 91 + 40.93326 + 548.9318 kg
yl.L
=
yl.La
=
0.8 x Wh sin 70° 61.54349 kg x 1.3 W 1.2 D x 0.5 H + 416.9985 + -36.4 + 40.93326 + 421.5318 kg
=
0 kg x 1 1.2 D 416.9985 + 416.9985 kg
=
0.8 153.8587 0.9 D 312.7489 403.7489
=
0.8 x Wh sin 70° 153.8587 kg x 1.3 W 0.9 D 312.7489 + -36.4 276.3489 kg
= =
= = = =
= = = =
= = = =
= = = =
= = = =
= = = =
= = = =
= = =
= = = =
= = = =
E
W
56
x 0.5 yl.L 0 + 0
x Wt sin 70° kg x 1.3 W + 91 kg
0
0
0
Daerah Angin Hisap Arah Horizontal
= = = = =
Arah Vertikal
0.8 x Wh sin 70° 153.859 kg 0.9 D x 1.3 W 312.749 + -36.4 276.349 kg
Dari kombinasi pembebanan di atas, maka dipili h kombinasi ke 4, dengan beban: Daerah angin tekan = Arah Horizontal 153.859 kg = Arah Vertikal 632.999 kg Daerah Angin Hisap = Arah Horizontal 61.5435 kg = Arah Vertikal 554.599 kg
Da tar Ga a Batan den an men unakan erhitun an Staad Pro 2007 Fx (kg) No. Batan Jenis No. Batang Fx (kg)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18
6233.045 6233.045 5558.322 5510.009 6048.918 6048.918 -6425.508 0 -779.109 -5672.392 389.564 -565.133 -2215.411 -3779.912 754.508 290.909 -1332.713 -670.248
Tarik Tarik Tarik Tarik Tarik Tarik Tekan 0 Tekan Tekan Tarik Tekan Tekan Tekan Tarik Tarik Tekan Tekan
19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35
Jenis Tarik Tarik Tekan Tekan Tekan 0 Tekan Tekan Tarik Tekan Tekan Tekan Tarik Tekan Tekan Tarik Tekan
61.794 232.785 -862.218 -578.944 -6932.486 0 -622.285 -6257.779 311.15 -496.451 -2683.519 -4107.202 734.721 -1565.309 -862.676 559.747 -927.553
Kontrol di titik buhul M
30°
ΣV 0 0 0
30°
= = = ≈
0 766.344 766.344 -707.49
+ +
-431.11
+ +
-463.78
+ +
S22 -578.94
6233.05 k
> Batang Bawah No. Batan
Fx k
1 2 3 4 5 6
6233.045 6233.045 5558.322 5510.009 6048.918 6048.918
Je n s
Ga a maksimum Nu
=
Tarik Tarik Tarik Tarik Tarik Tarik
Bentang maksimum
=
2 m
Perencanaan batang tarik b d A q i
= = = = =
4.5 0.5 8.6 6.76 1.35
cm cm ² kg/m (diambil yang terkecil antara ix ganda dan iy ganda)
º Kontrol Leleh Menurut SK SNI 2002 pasal 10.1 hlm 70, komponen struktur yang memikul gaya tarik aksial terfaktor Nu, harus memenuhi : ≤ ф Nn Nu ≤ 0 9.A .F Nu ≤ 0,75 . Ae . Fu Nu Dengan ф Nn adalah kuat tarik rencana yang besarnya diambil sebagai ni lai terendah di antara dua perhitungan menggunakan harga-harga ф 0.9 x 8.6 x 2400 ф Nn = 18576 kg = 0.75 x 8.6 x 3700 ф Nn = 23865 kg = = 18576 kg diambil nilai terkecil dari ф Nn yaitu ≤ Nn Nu ≤ 6233.045 18576 kg OK!! Jadi profil siku ganda sama kaki 45.45.5 dapat digunakan pada batang bawah. > Batang Atas No. Batang
Fx (kg)
Jenis
Gaya maksimum N u
=
-6932.5 k
7 10 13 17 21 35 32 29 26 23
-6425.508 -5672.392 -2215.411 -1332.713 -862.218 -927.553 -1565.309 -2683.519 -6257.779 -6932.486
Tekan Tekan Tekan Tekan Tekan Tekan Tekan Tekan Tekan Tekan
Bentang maksimum
=
2.0207 m
b d A q i
= = = = =
5 0.5 9.6 7.54 1.52
cm cm ² kg/m (diambil yang terkecil antara ix ganda dan iy ganda)
º Kontrol kelangsingan elemen penampang Menurut SNI 2002 pasal 9.1 hlm 55, suatu komponen struktur yang mengalami gaya tekan konsentris akibat beban terfaktor, Nu harus memenuhi persyaratan sebagai berikut : ≤ Nn Nu λr b/t < (SK SNI 2002 tabel 7.5-1 hal 31) 665 10 < √(fy) < 13.574 OK!! 10 Parameter kelangsingan kolom c
λc
1 L
fy
E
i
1 3.143
=
1.430 λc = untuk λc ≥ 1.2 maka ω = 1.25 λc² Nn
A Ag
x
=
9.6
x
=
9013.91
≤ ≤ ≤
ф Nn 0.85 x 7661.82 kg
= =
Nu 6932.486 6932.486
x
= = x
202.07 1.52
x
0.0338
fcr fy ω 2400 2.556
9013.91 OK!!
Jadi profil siku ganda sama kaki 50.50.5 dapat digunakan pada batang atas. > Batang Tegak No. Batang
Fx (kg)
Jenis
Gaya maksimum N u
=
8 11 15 19 22 27 24
0 389.564 754.508 61.794 -578.944 311.15 0
0 Tarik Tarik Tarik Tekan Tarik 0
Bentang maksimum
=
b d A q i
= = = = =
=
4.5 0.5 8.6 6.76 1.35
754.508 k
Bt tarik
2.0207 m -
cm cm ² kg/m (diambil yang terkecil antara ix ganda dan iy ganda)
Perencanaan batang tarik º Kontrol Leleh Menurut SK SNI 2002 pasal 10.1 hlm 70, komponen struktur yang memikul gaya tarik aksial terfaktor Nu, harus memenuhi : ≤ ф Nn Nu ≤ 0,9 . Ag . Fy Nu ≤ 0 75 . Ae . Fu Nu Dengan ф Nn adalah kuat tarik rencana yang besarnya diambil sebagai ni lai terendah di antara dua perhitungan menggunakan harga-harga ф ф Nn = 0.9 x 8.6 x 2400 = 18576 kg ф Nn = 0.75 x 8.6 x 3700 = 23865 kg diambil nilai terkecil dari ф Nn yaitu = 18576 kg ≤ ф Nn Nu ≤ 754.508 18576 kg OK!!
º Kontrol kelangsingan elemen penampang Menurut SNI 2002 pasal 9.1 hlm 55, suatu komponen struktur yang mengalami gaya tekan konsentris akibat beban terfaktor, Nu harus memenuhi persyaratan sebagai berikut : ≤ ф Nn Nm λr b/t < (SK SNI 2002 tabel 7.5-1 hal 31) 665 9 < √(fy) < 13.574 OK!! 9 Parameter kelangsingan kolom c λc
1 L
=
fy
i E 1 x 3.14286
λc = 1.61005 untuk λc ≥ 1.2 maka ω = 1.25 λc²
Nn
Ag
= = x
=
Ag
x
=
8.6
x
=
6369.73
≤ ≤ ≤
ф Nn 0.85 x 5414.27 kg
=
Nm 578.944 578.944
202.07 1.35
x
0.03381
fcr f ω 2400 3.24033
6369.73 OK!!
Jadi profil siku ganda sama kaki 45.45.5 dapat digunakan pada batang tegak. > Batang Diagonal No. Batang
Fx (kg)
Jenis
Gaya maksimum N u
=
9 12 16 20 34 31 28 25
-779.109 -565.133 290.909 232.785 559.747 734.721 -496.451 -622.285
Tekan Tekan Tarik Tarik Tarik Tarik Tekan Tekan
Bentang maksimum
=
b d A q i
= = = = =
=
4.5 0.5 8.6 6.76 1.35
734.721 k
Bt tarik
2.8431 m -
cm cm ² kg/m (diambil yang terkecil antara ix ganda dan iy ganda)
Perencanaan batang tarik º Kontrol Leleh Menurut SK SNI 2002 pasal 10.1 hlm 70, komponen struktur yang memikul gaya tarik aksial terfaktor Nu, harus memenuhi : ≤ ф Nn Nu ≤ 0,9 . Ag . Fy Nu ≤ 0 75 . Ae . Fu Nu Dengan ф Nn adalah kuat tarik rencana yang besarnya diambil sebagai ni lai terendah di antara dua perhitungan menggunakan harga-harga ф ф Nn = 0.9 x 8.6 x 2400 = 18576 kg ф Nn = 0.75 x 8.6 x 3700 = 23865 kg diambil nilai terkecil dari ф Nn yaitu = 18576 kg ≤ ф Nn Nu ≤ 734.721 18576 kg OK!!
º Kontrol kelangsingan elemen penampang Menurut SNI 2002 pasal 9.1 hlm 55, suatu komponen struktur yang mengalami gaya tekan konsentris akibat beban terfaktor, Nu harus memenuhi persyaratan sebagai berikut : ≤ Nn Nm b/t < (SK SNI 2002 tabel 7.5-1 hal 31) λr 665 9 < √(fy) < 13.5743 9 OK!! Parameter kelangsingan kolom c λc
1 L
=
fy
i E 1 x 3.14286
λc = 2.26532 untuk λc ≥ 1.2 maka ω = 1.25 λc²
Nn
A
= = x
Ag
x
=
8.6
x
=
3217.66
≤ ≤ ≤
ф Nn 0.85 x 2735.01 kg
= =
Nm 779.109 779.109
284.31 1.35
x
0.03381
fcr fy ω 2400 6.4146
3217.66 OK!!
Jadi profil siku ganda sama kaki 45.45.5 dapat digunakan pada batang diagonal.
Beam L/C 1 1 TEKAN 30 2 TEKAN 70 3 HISAP 30 4 HISAP 70 5 P3 6 TEKAN/TA 2
1 TEKAN 30 2 TEKAN 70 3 HISAP 30 4 HISAP 70 5 P3 6 TEKAN/TA
3
1 TEKAN 30 2 TEKAN 70 3 HISAP 30 4 HISAP 70 5 P3 6 TEKAN/TA
4
1 TEKAN 30 2 TEKAN 70 3 HISAP 30 4 HISAP 70 5 P3
Node 1 2 1 2 1 2 1 2 1 2 1 2 2 3 2 3 2 3 2 3 2 3 2 3 3 4 3 4 3 4 3 4 3 4 3 4 4 5 4 5 4 5 4 5 4 5
Fx kg -2722.81 2722.808 -1455.49 1455.487 -650.462 650.462 -786.185 786.185 0 0 -618.103 618.103 -2722.81 2722.808 -1455.49 1455.487 -650.462 650.462 -786.185 786.185 0 0 -618.103 618.103 -2047.94 2047.942 -1455.54 1455.544 -650.487 650.487 -786.217 786.217 0 0 -618.132 618.132 -1327.05 1327.048 -1044.98 1044.975 -1238.71 1238.709 -1257.94 1257.943 0 0
Fy kg
Fz kg 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Mx kNm My kNm Mz kNm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
6233.045
6233.045
5558.322
5510.009
6 TEKAN/TA 5
1 TEKAN 30 2 TEKAN 70 3 HISAP 30 4 HISAP 70 5 P3 6 TEKAN/TA
6
1 TEKAN 30 2 TEKAN 70 3 HISAP 30 4 HISAP 70 5 P3 6 TEKAN/TA
7
1 TEKAN 30 2 TEKAN 70 3 HISAP 30 4 HISAP 70 5 P3 6 TEKAN/TA
8
1 TEKAN 30 2 TEKAN 70 3 HISAP 30 4 HISAP 70 5 P3
4 5 5 6 5 6 5 6 5 6 5 6 5 6 6 7 6 7 6 7 6 7 6 7 6 7 1 8 1 8 1 8 1 8 1 8 1 8 2 8 2 8 2 8 2 8 2
-641.334 641.334 -1326.98 1326.983 -1044.92 1044.923 -1777.83 1777.829 -1257.88 1257.881 0 0 -641.302 641.302 -1326.98 1326.983 -1044.92 1044.923 -1777.83 1777.829 -1257.88 1257.881 0 0 -641.302 641.302 3065.656 -3065.66 1325.342 -1325.34 594.294 -594.294 765.686 -765.686 0 0 674.53 -674.53 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 6048.918 0 0 0 0 0 0 0 0 0 0 0 0 6048.918 0 0 0 0 0 0 0 0 0 0 0 0 -6425.51 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
6 TEKAN/TA 9
1 TEKAN 30 2 TEKAN 70 3 HISAP 30 4 HISAP 70 5 P3 6 TEKAN/TA
10
1 TEKAN 30 2 TEKAN 70 3 HISAP 30 4 HISAP 70 5 P3 6 TEKAN/TA
11
1 TEKAN 30 2 TEKAN 70 3 HISAP 30 4 HISAP 70 5 P3 6 TEKAN/TA
12
1 TEKAN 30 2 TEKAN 70 3 HISAP 30 4 HISAP 70
8 0 2 0 8 0 3 779.275 8 -779.275 3 -0.066 8 0.066 3 -0.029 8 0.029 3 -0.038 8 0.038 3 0 8 0 3 -0.033 8 0.033 8 2312.457 9 -2312.46 8 1325.375 9 -1325.38 8 594.308 9 -594.308 8 765.705 9 -765.705 8 0 9 0 8 674.547 9 -674.547 3 -389.648 9 389.648 3 0.033 9 -0.033 3 0.015 9 -0.015 3 0.019 9 -0.019 3 0 9 0 3 0.017 9 -0.017 4 742.309 9 -742.309 4 346.725 9 -346.725 4 -252.552 9 252.552 4 -275.801 9 275.801
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
-779.109
-5672.39
389.564
-565.133
5 P3 6 TEKAN/TA 13
1 TEKAN 30 2 TEKAN 70 3 HISAP 30 4 HISAP 70 5 P3 6 TEKAN/TA
14
1 TEKAN 30 2 TEKAN 70 3 HISAP 30 4 HISAP 70 5 P3 6 TEKAN/TA
15
1 TEKAN 30 2 TEKAN 70 3 HISAP 30 4 HISAP 70 5 P3 6 TEKAN/TA
16
1 TEKAN 30 2 TEKAN 70 3 HISAP 30 4 HISAP 70
4 0 9 0 4 4.452 9 -4.452 9 561.638 10 -561.638 9 967.46 10 -967.46 9 125.207 10 -125.207 9 198.821 10 -198.821 9 0 10 0 9 362.285 10 -362.285 9 1311.043 11 -1311.04 9 573.042 11 -573.042 9 649.532 11 -649.532 9 789.147 11 -789.147 9 0 11 0 9 457.148 11 -457.148 4 -326.82 11 326.82 4 -78.042 11 78.042 4 -235.313 11 235.313 4 -84.563 11 84.563 4 0 11 0 4 -29.77 11 29.77 10 -202.638 11 202.638 10 269.009 11 -269.009 10 -82.591 11 82.591 10 -186.553
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
-2215.41
-3779.91
754.508
290.909
5 P3 6 TEKAN/TA 17
1 TEKAN 30 2 TEKAN 70 3 HISAP 30 4 HISAP 70 5 P3 6 TEKAN/TA
18
1 TEKAN 30 2 TEKAN 70 3 HISAP 30 4 HISAP 70 5 P3 6 TEKAN/TA
19
1 TEKAN 30 2 TEKAN 70 3 HISAP 30 4 HISAP 70 5 P3 6 TEKAN/TA
20
1 TEKAN 30 2 TEKAN 70 3 HISAP 30
11 10 11 10 11 10 12 10 12 10 12 10 12 10 12 10 12 10 13 10 13 10 13 10 13 10 13 10 13 11 13 11 13 11 13 11 13 11 13 11 13 12 13 12 13 12 13
186.553 0 0 -88.136 88.136 415.996 -415.996 487.194 -487.194 65.846 -65.846 64.737 -64.737 0 0 298.94 -298.94 199.236 -199.236 119.722 -119.722 81.207 -81.207 183.429 -183.429 0 0 86.654 -86.654 -44.909 44.909 -1.527 1.527 -123.749 123.749 6.826 -6.826 0 0 101.565 -101.565 -268.88 268.88 313.719 -313.719 -42.56 42.56
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
-1332.71
-670.248
61.794
232.785
4 HISAP 70 5 P3 6 TEKAN/TA 21
1 TEKAN 30 2 TEKAN 70 3 HISAP 30 4 HISAP 70 5 P3 6 TEKAN/TA
22
1 TEKAN 30 2 TEKAN 70 3 HISAP 30 4 HISAP 70 5 P3 6 TEKAN/TA
23
1 TEKAN 30 2 TEKAN 70 3 HISAP 30 4 HISAP 70 5 P3 6 TEKAN/TA
24
1 TEKAN 30 2 TEKAN 70 3 HISAP 30
12 13 12 13 12 13 12 14 12 14 12 14 12 14 12 14 12 14 13 14 13 14 13 14 13 14 13 14 13 14 7 18 7 18 7 18 7 18 7 18 7 18 6 18 6 18 6
-41.843 41.843 0 0 -193.221 193.221 347.028 -347.028 156.879 -156.879 54.929 -54.929 54.004 -54.004 0 0 249.378 -249.378 406.226 -406.226 -156.889 156.889 -54.933 54.933 -54.008 54.008 0 0 438.548 -438.548 1532.282 -1532.28 1206.585 -1206.59 2000.611 -2000.61 1452.489 -1452.49 0 0 740.519 -740.519 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
-862.218
-578.944
-6932.49
0
4 HISAP 70 5 P3 6 TEKAN/TA 25
1 TEKAN 30 2 TEKAN 70 3 HISAP 30 4 HISAP 70 5 P3 6 TEKAN/TA
26
1 TEKAN 30 2 TEKAN 70 3 HISAP 30 4 HISAP 70 5 P3 6 TEKAN/TA
27
1 TEKAN 30 2 TEKAN 70 3 HISAP 30 4 HISAP 70 5 P3 6 TEKAN/TA
28
1 TEKAN 30 2 TEKAN 70
18 6 18 6 18 6 18 5 18 5 18 5 18 5 18 5 18 5 18 18 19 18 19 18 19 18 19 18 19 18 19 5 19 5 19 5 19 5 19 5 19 5 19 4 19 4 19
0 0 0 0 0 0 0 -0.075 0.075 -0.059 0.059 622.527 -622.527 -0.072 0.072 0 0 -0.036 0.036 1532.319 -1532.32 1206.614 -1206.61 1325.784 -1325.78 1452.525 -1452.53 0 0 740.537 -740.537 0.038 -0.038 0.03 -0.03 -311.272 311.272 0.036 -0.036 0 0 0.018 -0.018 -282.478 282.478 -236.92 236.92
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
-622.285
-6257.78
311.15
-496.451
3 HISAP 30 4 HISAP 70 5 P3 6 TEKAN/TA 29
1 TEKAN 30 2 TEKAN 70 3 HISAP 30 4 HISAP 70 5 P3 6 TEKAN/TA
30
1 TEKAN 30 2 TEKAN 70 3 HISAP 30 4 HISAP 70 5 P3 6 TEKAN/TA
31
1 TEKAN 30 2 TEKAN 70 3 HISAP 30 4 HISAP 70 5 P3 6 TEKAN/TA
32
1 TEKAN 30 2 TEKAN 70
4 583.635 19 -583.635 4 394.78 19 -394.78 4 0 19 0 4 37.434 19 -37.434 19 601.677 20 -601.677 19 462.83 20 -462.83 19 125.207 20 -125.207 19 1071.461 20 -1071.46 19 0 20 0 19 422.344 20 -422.344 19 1319.982 11 -1319.98 19 1053.347 11 -1053.35 19 649.532 11 -649.532 19 613.785 11 -613.785 19 0 11 0 19 470.556 11 -470.556 20 -214.758 11 214.758 20 -382.297 11 382.297 20 -82.591 11 82.591 20 51.243 11 -51.243 20 0 11 0 20 -106.318 11 106.318 20 447.324 22 -447.324 20 188.057
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
-2683.52
-4107.2
734.721
-1565.31
3 HISAP 30 4 HISAP 70 5 P3 6 TEKAN/TA 33
1 TEKAN 30 2 TEKAN 70 3 HISAP 30 4 HISAP 70 5 P3 6 TEKAN/TA
34
1 TEKAN 30 2 TEKAN 70 3 HISAP 30 4 HISAP 70 5 P3 6 TEKAN/TA
35
1 TEKAN 30 2 TEKAN 70 3 HISAP 30 4 HISAP 70 5 P3 6 TEKAN/TA
22 20 22 20 22 20 22 20 22 20 13 20 13 20 13 20 13 20 13 20 13 22 13 22 13 22 13 22 13 22 13 22 13 22 14 22 14 22 14 22 14 22 14 22 14
-188.057 65.846 -65.846 518.15 -518.15 0 0 345.932 -345.932 211.153 -211.153 375.894 -375.894 81.207 -81.207 89.892 -89.892 0 0 104.53 -104.53 -289.129 289.129 -121.552 121.552 -42.56 42.56 117.088 -117.088 0 0 -223.594 223.594 373.162 -373.162 156.879 -156.879 54.929 -54.929 54.004 -54.004 0 0 288.579 -288.579
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
-862.676
559.747
-927.553
Tarik
Tarik
Tarik
Tarik
Tarik
Tarik
Tekan
0
Tekan
Tekan
Tarik
Tekan
Tekan
Tekan
Tarik
Tarik
Tekan
Tekan
Tarik
Tarik
Tekan
Tekan
Tekan
0
Tekan
Tekan
Tarik
Tekan
Tekan
Tekan
Tarik
Tekan
Tekan
Tarik
Tekan
5 RANGKA ATAP (JURAI LUAR)
5 RANGKA ATAP (JURAI LUAR)
Pembebanan Rangka Atap a Beban mati ~
~ a
> Beban gording (22°)
Pembebanan Rangka Atap Beban mati > Beban gording (30°)
Berat penutup atap Berat gording Berat alat penyambung
= = =
50 6.13 0.1
x x x
2.67 5.5 (a + b)
x
5.5
= = = =
Berat Total
734.25 kg ….a 33.715 kg ….b 76.797 kg ….c 844.762 kg
Berat penutup atap Berat gording Berat alat penyambung
0 = 0 = 0 =
2.67 x 5.5 0 (a + b) 0
5.5 = 0 = 0 = =
734.25 kg 33.715 kg 76.7965 kg 174.2952 kg
50 x 6.13 x 0.1 x
(a + b)
1.4619 x 2 0 0
2 = 0 = 0 = =
146.19 kg 12.26 kg 15.845 kg 174.2952 kg
Berat Total
> Beban gording (63°)
> Beban gording (70°)
Berat penutup atap Berat gording Berat alat penyambung
= = =
50 6.13 0.1
x x x
1.462 2 (a + b)
x
2
= = = =
Berat Total
146.19 kg ….a 12.26 kg ….b 15.845 kg ….c 174.295 kg
I
Panjang total rangka luar
=
2
x
2.670
=
5.340 m
=
2
x
1.550
=
3.100 m
=
1
x
1.530
=
1.530 m
=
=
=
=
Berat penutup atap Berat gording Berat alat penyambung
0 = 0 = 0 =
> Berat batang profil º Rangka Luar (45.45.5) Panjang total rangka luar #REF!
0 0 0 0 0 0 0
Berat Total
> Berat batang profil º Rangka Luar (45.45.5)
0 0 0
5.35 m
Berat profil ganda siku
= berat per sat panjang
x panjang total
=
2
x
23.090
1.010
m m
=
3.38
x
0 w/l
=
0 0 0
156.088 kg
Berat profil ganda siku
º Rangka Dalam (45.45.5) =
1.010
x
1
=
=
2.67
x
1
=
2.67
=
2.021
x
1
=
2.021
m
= =
3.48 2.83
x x
2 1
= =
6.96 2.83
m m
=
2.12
x
1
=
2.12
m
=
2.53
x
1
=
2.53
m
=
1.97
x
1
=
1.97
m
22.111
m
= berat per sat panjang
x panjang total
=
x
=
3.38
x
2
Berat profil ganda siku
22.111
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0
149.471 kg
Berat total batang profil
=
149.471
+
156.0884
=
305.559 kg
Beban profil tiap joint
=
305.559
/
5
=
61.1119 kg
Berat total batang profil Beban profil tiap joint 0
º Rangka Tambahan (45.45.5)
º Rangka Tambahan (45.45.5)
=
3.38
=
10.147 kg
Beban mati joint 22° (P1)
=
905.873 kg
Beban mati joint 63° (P2)
=
235.407 kg
Beban tambahan joint (P3)
=
10.147 kg
b Beban Hidup Beban pekerja
=
Beban Hujan Beban Hujan (H) 22°
Beban Hujan (H) 63°
x
2
x
0 0 0 2 2 1 0
0 0 0 x x x 0
0
0 berat per 3.38 156.088 0 0 0 0
0 0 x kg 0 0
3.38 149.471 0 149.471 305.559 0 0 0 0 3.38 10.1474 0 0 235.407 235.407 10.1474
x 22.1111 x 2 0 kg 0 0 0 0 0 0 0 0 0 + 156.088 = 305.559 kg / 5 = 61.1119 kg 0 0 0 0 0 0 0 0 0 0 x 2 x 1.5011 0 kg 0 0 0 0 0 0 0 0 0 kg 0 0 0 0 kg 0 0 0 0 kg 0 0 0 0
= = = =
0 0 = 0 = 0 = 0 0
Berat profil ganda siku
3.38
º Rangka Dalam (45.45.5) Pjg total rangka dalam
0 0 0
0 0 0 2.67 1.55 1.53 0
0 0 0 = = = =
0 0 0 5.34 3.1 1.53 7.77
0 0 0
1.501
Beban mati joint 22° (P1) Beban mati joint 63° (P2) Beban tambahan joint (P3) b
Beban Hidup Beban pekerja
c
Beban Hujan Beban Hujan (H) 22°
100 kg (P)
= = = = = =
59.808 x jarak kuda-kuda 59.808 x 5.5 328.944 kg (P) 59.808 x jarak kuda-kuda 59.808 x 2 119.616 kg (P)
40 22.4
= = = = =
4.272 4.272 23.496 21.7851 8.802
0.02 0.04
-
0.8
x
22
= =
0 = =
= = = = =
=
0 0 0 0 0 0
100 kg (P)
= = = = = =
59.808 59.808 119.616 59.808 59.808 119.616
= = = Wt cos 30° = Wt sin 30° =
53.32 53.32 106.64 48.41355 95.01694
0 0 Beban Hujan (H) 63° 0 0
0 0 23.09 m 0 x panjang t 0 2 x 23.09 0 0 0 0 0 0 0 0 0 0 0 #REF! 0
x x kg x x kg
jarak kuda-kuda 5.5 (P) jarak kuda-kuda 2 (P)
d Beban Angin
º Angin Tekan 22°
º Angin Tekan 30°
Wt
Wt cos 22° Wt sin 22°
x
jarak kuda-kuda x 5.5 kg kg (Vertikal) kg (Horizontal)
x
22
-
Wt
0.4
º Angin Hisap 22°
º Angin Hisap 30°
Wh
Wh cos 22° Wh sin 22°
= = = = =
0 -24.8 -24.8 -49.6 -22.5179 -44.1939
Wh
-42.720 x jarak kuda-kuda -42.720 x 5.5 -234.960 -217.851 kg (Vertikal) -88.0176 k g (Hor izon tal)
= = = Wh cos 30° = Wh sin 30° =
x x
jarak kuda-kuda 2 0 kg (Vertikal) kg (Horizontal)
0 jarak kuda-kuda 2 0 kg (Vertikal) kg (Horizontal)
x x
º Angin Tekan 63° Wt
Wt cos 63° Wt sin 63°
= = = = =
53.320 53.320 106.64 48.4135 95.0169
x
jarak kuda-kuda x 2 kg kg (Vertikal) kg (Horizontal)
= = = = =
-24.800 -24.800 -49.600 -22.5179 -44.194
x x
0.02 0.86
x
63
-
0.4
º Angin Hisap 63° Wh
Wh cos 63° Wh sin 63°
jarak kuda-kuda 2
kg (Vertikal) kg (Horizontal)
Profil yang digunakan Profil Siku Ganda Sama Kaki 45.45.5 untuk rangka luar dan digunakan Profil Siku Ganda Sama Kaki 45.45.5 untuk rangka dalam.
Pembebanan mati (selfweight) untuk Rangka Atap (tanpa skala)
Pembebanan angin untuk Rangka Atap (tanpa skala) ~ KOMBINASI PEMBEBANAN 30° 1 1.4 D = Arah Horizontal = Arah Vertikal = 2 1.2 D + 1.6 L + 0.5 La = Arah Horizontal = Arah Vertikal
~ 0
kg
1.4 D 1268.22 kg
0 kg + 1.6 1.2 D = 1087.05 + = 1137.05 kg
3 1.2 D + 1.6 L + 0.5 H Arah Horizontal Arah Vertikal
= = =
0 kg + 1.6 1.2 D 1087.05 +
= 1251.520 kg
KOMBINASI PEMBEBANAN 30° 1 1.4 D Arah Horizontal Arah Vertikal
= =
0 1.4
=
L
L
0 0 0 m m m m
7.77 m 23.090 m
c
50 x 6.13 x 0.1 x
+ 0.5 0 +
Laa
2 1.2 D + 1.6 L + 0.5 La Arah Horizontal Arah Vertikal
= =
50
+ 0.5 H 0 + 164.472
= = 3 1.2 D + 1.6 L + 0.5 H yl.L Arah Horizontal Arah Vertikal yl.L
kg
D 329.57 kg
=
0 kg x 1.6 1.2 D 282.4886 + 332.4886 kg 0 kg x 1.6 1.2 D 282.4886 +
= = =
342.297 kg
L
L
x 0.5 0 +
La 50
x 0.5 H 0 + 59.808
4 1.2 D + 1.6 La + 0.8 W Daerah Angin Tekan Arah Horizontal Arah Vertikal
Daerah Angin Hisap Arah Horizontal Arah Vertikal
5 1.2 D + 1.6 H + 0.8 W Daerah Angin Tekan Arah Horizontal Arah Vertikal
Daerah Angin Hisap Arah Horizontal Arah Vertikal
6 1.2 D + 1.3 W + yl.L + 0.5 La Daerah Angin Tekan Arah Horizontal Arah Vertikal
Daerah Angin Hisap Arah Horizontal Arah Vertikal
7 1.2 D + 1.3 W + yl.L + 0.5 H Daerah Angin Tekan Arah Horizontal Arah Vertikal
Daerah Angin Hisap Arah Horizontal Arah Vertikal
8 1.2 D + 1.0 E + yl.L Arah Horizontal Arah Vertikal
9 0.9 D + 1.3 W Daerah Angin Tekan Arah Horizontal Arah Vertikal
Daerah Angin Hisap Arah Horizontal Arah Vertikal
4 1.2 D + 1.6 La + 0.8 W Daerah Angin Tekan Arah Horizontal
= =
0.8 x Wt sin 22° 7.041 kg D + 1.6 La + 0.8 W = 1.2 = 1087.05 + 160 + 17.4281 = 1264.48 kg
Arah Vertikal
Daerah Angin Hisap Arah Horizontal
= =
0.8 x Wh sin 22° 70.4141 kg D + 1.6 La + 0.8 W = 1.2 = 1087.05 + 160 + -174.281 = 1072.77 kg
= =
0.8 7.041 = 1.2 D = 1087.05 = 1630.79
Arah Vertikal
5 1.2 D + 1.6 H + 0.8 W Daerah Angin Tekan Arah Horizontal
x Wt sin 22° kg + 1.6 H + 0.8 W + 526.3104 + 17.4281 kg
Arah Vertikal
Daerah Angin Hisap Arah Horizontal
= =
0.8 x Wh sin 22° 70.414 kg + 1.6 H + 0.8 W = 1.2 D = 1087.05 + 526.3104 + -174.281 = 1439.08 kg
= =
0.8 7.041 = 1.2 D = 1087.05 = 1165.37 = =
0.8 70.414 = 1.2 D = 1087.05 = 853.842
x Wt sin 22° kg + 1.3 W + 0.5 + 28.32065 + kg x Wh sin 22° kg + 1.3 W + 0.5 + -283.206 + kg
Arah Vertikal
6 1.2 D + 1.3 W + yl.L + 0.5 La Daerah Angin Tekan Arah Horizontal
Laa
+ 0.5 yl.L 50 + 0
Arah Vertikal
Daerah Angin Hisap Arah Horizontal
Laa
+ 0.5 yl.L 50 + 0
Arah Vertikal
7 1.2 D + 1.3 W + yl.L + 0.5 H Daerah Angin Tekan Arah Horizontal
= =
0.8 x Wt sin 22° 7.041 kg + 1.3 W + 0.5 H + = 1.2 D = 1087.05 + 28.32065 + 164.472 + = 1279.84 kg
=
yl.L
Arah Vertikal 0
0.000
q+
0.000 kgm
= = =
0.8 70.414 = 1.2 D = 1087.05 = 968.314
x Wh sin 22° kg + 1.3 W + 0.5 H + + -283.206 + 164.472 + kg
0.000
yl.L
= =
0.8 7.041 = 0.9 D = 815.286 = 843.607
E
8 1.2 D + 1.0 E + yl.L Arah Horizontal Arah Vertikal 0 9 0.9 D + 1.3 W Daerah Angin Tekan Arah Horizontal
x Wt sin 22° kg + 1.3 W + 28.321 kg
Arah Vertikal
Daerah Angin Hisap Arah Horizontal
= =
0.8 x Wh sin 22° 7.041 kg + 1.3 W = 0.9 D = 815.286 + -283.206 = 532.08 kg
Arah Vertikal
Dari kombinasi pembebanan di atas, maka dipilih kombinasi ke 5, dengan beban: Daerah angin tekan = Arah Horizontal 7.041 kg = Arah Vertikal 1630.79 kg Daerah Angin Hisap = Arah Horizontal 70.414 kg = Arah Vertikal 1439.08 kg Pada joint ujung diberi tambahan P3 = 10.147 kg ~ KOMBINASI PEMBEBANAN 63° 1 1.4 D Arah Horizontal = Arah Vertikal = = 2 1.2 D + 1.6 L + 0.5 La Arah Horizontal = Arah Vertikal = = = 3 1.2 D + 1.6 L + 0.5 H Arah Horizontal = Arah Vertikal = = = 4 1.2 D + 1.6 La + 0.8 W Daerah Angin Tekan Arah Horizontal = = Arah Vertikal = = = Daerah Angin Hisap Arah Horizontal = = Arah Vertikal = = = 5 1.2 D + 1.6 H + 0.8 W Daerah Angin Tekan Arah Horizontal = = Arah Vertikal = = = Daerah Angin Hisap Arah Horizontal = = Arah Vertikal = = = 6 1.2 D + 1.3 W + yl.L + 0.5 La Daerah Angin Tekan Arah Horizontal = = Arah Vertikal = = = Daerah Angin Hisap Arah Horizontal = = Arah Vertikal = = = 7 1.2 D + 1.3 W + yl.L + 0.5 H Daerah Angin Tekan Arah Horizontal = = Arah Vertikal = = = Daerah Angin Hisap Arah Horizontal = = Arah Vertikal = = = 8 1.2 D + 1.0 E + yl.L Arah Horizontal =
0 kg 1.4 D 329.57 kg 0 1.2 D 282.489 332.489
kg x 1.6 + kg
0 1.2 D 282.489 342.297
kg x 1.6 + kg
0.8 76.014 D 1.2 282.489 481.219
x Wt sin 63° kg x 1.6 La x + 160 + kg
0.8 35.355 D 1.2 282.489 424.474
x Wh sin 63° kg x 1.6 La x + 160 + kg
0.8 76.014 1.2 D 282.489 512.605
x Wt sin 63° kg x 1.6 H x + 191.3856 + kg
0.8 35.355 1.2 D 282.489 455.86
x Wh sin 63° kg x 1.6 H x + 191.3856 + kg
0.8 76.014 1.2 D 282.489 395.426
x Wt sin 63° kg x 1.3 W x + 62.93761 + kg
0.5
0.8 35.355 1.2 D 282.489 303.215
x Wh sin 63° kg x 1.3 W x + -29.2733 + kg
0.5
0.8 76.014 1.2 D 282.489 405.234
x Wt sin 63° kg x 1.3 W x + 62.938 + kg
0.8 35.3551 1.2 D 282.489 313.023
x Wh sin 63° kg x 1.3 W x + -29.2733 + kg
0 kg
L
L
kgm
0
+ 0.5 yl.L 0 +
0.000
Arah Vertikal
=
0 kg + 1 D = 1.2 = 1087.05 + = 1087.05 kg
q+
Daerah Angin Hisap Arah Horizontal
Laa
x 0 +
0.5
x 0 +
0.5 H 59.808
50
0.8 W 38.7308
0.8 W -18.0143
0.8 W 38.7308
0.8 W -18.0143
Laa x 50 +
0.5 yl.L
Laa x 50 +
0.5 yl.L
0
0
0.5 H + 59.808 +
0
0.5 H + 59.808 +
0
yl.L 0
yl.L 0
= =
=
0.8 76.01355 D 1.2 282.4886 481.2194
x Wt sin 63° kg x 1.6 La x 0.8 W + 160 + 38.73084 kg
=
0.8 35.35514 D 1.2 282.4886 424.4742
x Wh sin 63° kg x 1.6 La x 0.8 W + 160 + -18.0143 kg
=
0.8 76.01355 1.2 D 282.4886 512.605
x Wt sin 63° kg x 1.6 H x 0.8 W + 191.3856 + 38.73084 kg
=
0.8 35.35514 1.2 D 282.4886 455.8598
x Wh sin 63° kg x 1.6 H x 0.8 W + 191.3856 + -18.0143 kg
x Wt sin 63° kg x 1.3 W x 0.5 + 62.93761 + kg
La
=
0.8 76.01355 1.2 D 282.4886 395.4262
x Wh sin 63° kg x 1.3 W x 0.5 + -29.2733 + kg
La
=
0.8 35.35514 1.2 D 282.4886 303.2152
x Wt sin 63° kg x 1.3 W x 0.5 H + + 62.93761 + 59.808 + kg
yl.L
=
0.8 76.01355 1.2 D 282.4886 405.2342
x Wh sin 63° kg x 1.3 W x 0.5 H + + -29.2733 + 59.808 + kg
yl.La
=
0.8 35.35514 1.2 D 282.4886 313.0232
=
0 kg x 1 1.2 D 282.4886 + 282.4886 kg
=
0.8 76.01355 0.9 D 211.8664 274.804
x Wt sin 63° kg x 1.3 W + 62.93761 kg
=
0.8 76.01355 0.9 D 211.8664 182.5931
x Wh sin 63° kg x 1.3 W + -29.2733 kg
= =
= = = =
= = = =
= = = =
= = = =
= = = =
= = = =
= = = =
= = =
= = = =
= = = =
x 50 +
x 50 +
x 0.5 yl.L
E 0 +
0
0.5 yl.L 0
0.5 yl.La 0
0
0
Arah Vertikal
9 0.9 D + 1.3 W Daerah Angin Tekan Arah Horizontal Arah Vertikal
Daerah Angin Hisap Arah Horizontal Arah Vertikal
= = =
D x 1 1.2 282.489 + 282.489 kg
E
= = = = =
0.8 76.014 0.9 D 211.866 274.804
x Wt sin 63° kg x 1.3 W + 62.938 kg
= = = = =
0.8 76.014 0.9 D 211.866 182.593
x Wh sin 63° kg x 1.3 W + -29.2733 kg
0.5 yl.L
x 0 +
0
Dari kombinasi pembebanan di atas, maka dipilih kombinasi ke 5, dengan beban: Daerah angin tekan = Arah Horizontal 76.014 kg = Arah Vertikal 512.605 kg Daerah Angin Hisap = Arah Horizontal 35.355 kg = Arah Vertikal 455.86 kg
795.65
Daftar Gaya Batang dengan menggunakan perhitungan Staad Pro 2007 Fx (kg) No. Batang Jenis
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
4528.511 4528.511 1327.905 -4900.085 0 -2159.479 -2748.213 -31.978 -1851.074 -2186.763 -774.453 -590.581 -513.039 -1038.939 226.413 -324.683 -316.808 -817.343 3.807 -1842.379 1471.599 1485.127
Tarik Tarik Tarik Tekan 0 Tekan Tekan Tekan Tekan Tekan Tekan Tekan Tekan Tekan Tarik Tekan Tekan Tekan Tarik Tekan Tarik Tarik
Kontrol di titik buhul M ΣV 0 0 0
= = = ≈
0 815.393 815.393 -0.5236
+ +
S19 sin 22
ΣH 0 0 0
= = = ≈
0 3.5207 3.5207 -0.009
-
S19 cos 22 3.530
1.426
+ +
S18 -817.343
22°
>
Batang Bawah No. Batang
Fx (kg)
Jenis
Gaya maksimum N u
=
4528.51 kg
1 2 3
4528.511 4528.511 1327.905
Tarik Tarik Tarik
Bentang maksimum
=
2.83 m
Perencanaan batang tarik Dicoba profil siku ganda sama kaki 45.45.5 b = 4.5 d = 0.5 A = 8.6 q = 6.76 i = 1.35
cm cm cm² kg/m cm (diambil yang terkecil antara ix ganda dan iy ganda)
º Kontrol Leleh Menurut SK SNI 2002 pasal 10.1 hlm 70, komponen struktur yang memikul gaya tarik aksial terfaktor Nu, harus memenuhi : ≤ ф Nn Nu ≤ Nu 0,9 . Ag . Fy Nu ≤ 0,75 . Ae . Fu Dengan ф Nn adalah kuat tarik rencana yang bes arnya diambil sebagai nilai terendah di antara dua perhitungan menggunakan harga-harga ф 0.9 x 8.6 x 2400 ф Nn = = 18576 kg ф Nn 0.75 x 8.6 x 3700 = = 23865 kg diambil nilai terkecil dari ф Nn yaitu = 18576 kg Nu ≤ ф Nn ≤ 4528.511 18576 kg OK!! Jadi profil siku ganda sama kaki 45.45.5 dapat digunakan pada batang bawah. >
Batan g A tas No. Batang
Fx (kg)
Jenis
Gaya maksimum N u
=
-4900.09 kg
4 7 12 16 19
-4900.085 -2748.213 -590.581 -324.683 3.807
Tekan Tekan Tekan Tekan Tarik
Bentang maksimum
=
2.67 m
Perencanaan batang tekan Dicoba profil siku ganda sama kaki 50.50.6 b d A q i
= = = = =
5 0.6 11.28 8.85 1.49
cm cm cm² kg/m cm (diambil yang terkecil antara ix ganda dan iy ganda)
º Kontrol kelangsingan elemen penampang Menurut SNI 2002 pasal 9.1 hlm 55, suatu komponen struktur yang mengalami gaya tekan konsentris akibat beban terfaktor, Nu harus memenuhi persyaratan sebagai berikut : ≤ ф Nn Nu b/t < (SK SNI 2002 tabel 7.5-1 hal 31) λr 665 8.333 < √(fy) < OK!! 8.333 13.574 Parameter kelangsingan kolom
c λc
1 L
fy
i
E
=
1 3.143
λc = 1.928 untuk λc ≥ 1.2 maka ω = 1.25 λc²
x
267 1.49
= =
1.25 4.644
x
0.0338
x
3.715
Nn
Nu 4900.085 4900.085
=
Ag
x
=
Ag
x
=
11.28
x
=
5829.32
≤ ≤ ≤
ф Nn 0.85 x 4954.92 kg
fcr fy ω 2400 4.644
5829.317 OK!!
Jadi profil siku ganda sama kaki 50.50.6 dapat digunakan pada batang atas.
>
Batang Tegak No. Batang
Fx (kg)
Jenis
Gaya maksimum N u
=
5 8 10 14 18
0 -31.978 -2186.763 -1038.939 -817.343
0 Tekan Tekan Tekan Tekan
Bentang maksimum
=
Gaya minimum N m
=
Dicoba profil siku ganda sama kaki 45.45.5 b = 4.5 d = 0.5 A = 8.6 q = 6.76 i = 1.35
0 kg (Btg tarik) 2.021 m -2186.76 kg (Btg tekan)
cm cm cm² kg/m cm (diambil yang terkecil antara ix ganda dan iy ganda)
Perencanaan batang tarik º Kontrol Leleh Menurut SK SNI 2002 pasal 10.1 hlm 70 , komponen struktur yang memikul gaya tarik aksial terfaktor Nu, harus memenuhi : ≤ ф Nn Nu ≤ Nu 0,9 . Ag . Fy Nu ≤ 0,75 . Ae . Fu Dengan ф Nn adalah kuat tarik rencana yang besarnya diambil sebagai nilai terendah di antara dua perhitungan menggunakan harga-harga ф ф Nn = 0.9 x 8.6 x 2400 18576 kg = ф Nn = 0.75 x 8.6 x 3700 = 23865 kg diambil nilai terkecil dari ф Nn yaitu = 18576 kg Nu ≤ ф Nn ≤ 0 18576 kg OK!! Perencanaan batang tekan º Kontrol kelangsingan elemen penampang Menurut SNI 2002 pasal 9.1 hlm 55, suatu komponen struktur yang mengalami gaya tekan konsentris akibat beban terfaktor, Nu harus memenuhi persyaratan sebagai berikut : ≤ ф Nn Nm λr b/t < (SK SNI 2002 tabel 7.5-1 hal 31) 665 9 < √(fy) < OK!! 9 13.574
Parameter kelangsingan kolom c
1 L
fy
E
i
1 3.14286
=
λc
λc = 1.610 untuk λc ≥ 1.2 maka ω = 1.25 λc²
Nn
Ag
= = x
=
Ag
x
=
8.6
x
=
6369.73
≤ ≤ ≤
ф Nn 0.85 x 5414.27 kg
=
Nm 2186.763 2186.763
x
202.07 1.35
1.25 3.240 fcr fy ω 2400 3.240
x
0.03381
x
2.592
6369.728 OK!!
Jadi profil siku ganda sama kaki 45.45.5 dapat digunakan pada batang tegak. >
Batang Diagonal No. Batang
Fx (kg)
Jenis
Gaya maksimum N u
=
6 9 13 17 20 21 22
-2159.479 -1851.074 -513.039 -316.808 -1842.379 1471.599 1485.127
Tekan Tekan Tekan Tekan Tarik Tarik Tarik
Bentang maksimum
=
Gaya minimum N u
=
Dicoba profil siku ganda sama kaki 45.45.5 b = 4.5 d = 0.5 A = 8.6 q = 6.76 i = 1.35
-2159.48 kg (tekan) 1.74 m 1485.13 kg (tarik)
cm cm cm² kg/m cm (diambil yang terkecil antara ix ganda dan iy ganda)
Perencanaan batang tarik º Kontrol Leleh Menurut SK SNI 2002 pasal 10.1 hlm 70 , komponen struktur yang memikul gaya tarik aksial terfaktor Nu, harus memenuhi : ≤ ф Nn Nu ≤ Nu 0,9 . Ag . Fy Nu ≤ 0,75 . Ae . Fu Dengan ф Nn adalah kuat tarik rencana yang besarnya diambil sebagai nilai terendah di antara dua perhitungan menggunakan harga-harga ф ф Nn = 0.9 x 8.6 x 2400 18576 kg = ф Nn = 0.75 x 8.6 x 3700 = 23865 kg = 18576 kg diambil nilai terkecil dari ф Nn yaitu ≤ ф Nn Nu ≤ 1485.127 18576 kg OK!! Perencanaan batang tekan º Kontrol kelangsingan elemen penampang Menurut SNI 2002 pasal 9.1 hlm 55, suatu komponen struktur yang mengalami gaya tekan konsentris akibat beban terfaktor, Nu harus memenuhi persyaratan sebagai berikut : ≤ ф Nn Nm λr b/t < (SK SNI 2002 tabel 7.5-1 hal 31) 665 9 < √(fy) < OK!! 9 13.574 Parameter kelangsingan kolom c
λc
1 L
fy
E
=
i
1 3.14286
λc = 1.386 untuk λc ≥ 1.2 maka ω = 1.25 λc²
Nn
Nm 2159.479 2159.479
x
Ag
= = x
=
Ag
x
=
8.6
x
=
8590.65
≤ ≤ ≤
ф Nn 0.85 x 7302.05 kg
=
174 1.35
1.25 2.403 fcr fy ω 2400 2.403
8590.651 OK!!
x
0.03381
x
1.922
Jadi profil siku ganda sama kaki 45.45.5 dapat digunakan pada batang diagonal.
Beam L/C 1 1 TEKAN 22 2 TEKAN/TARIK 3 TEKAN 63 5 P3 2 1 TEKAN 22 2 TEKAN/TARIK 3 TEKAN 63 5 P3 3 1 TEKAN 22 2 TEKAN/TARIK 3 TEKAN 63 5 P3 4 1 TEKAN 22 2 TEKAN/TARIK 3 TEKAN 63 5 P3 5 1 TEKAN 22 2 TEKAN/TARIK 3 TEKAN 63 5 P3 6 1 TEKAN 22 2 TEKAN/TARIK 3 TEKAN 63
Node 1 2 1 2 1 2 1 2 2 3 2 3 2 3 2 3 3 4 3 4 3 4 3 4 1 5 1 5 1 5 1 5 5 2 5 2 5 2 5 2 5 3 5 3 5 3
Fx kg Fy kg -4161.753 4161.753 5.928 -5.928 -3 - 372.686 372.686 0 0 -4161.753 4161.753 5.928 -5.928 -3 - 372.686 372.686 0 0 -1130.133 1130.133 -61.039 61.039 -1 - 136.733 136.733 0 0 4503.851 -4503.851 -6.405 6.405 402.639 -402.639 0 0 0 0 0 0 0 0 0 0 2159.479 -2159.479 0 0 0 0
Fz kg 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Mx kNm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
My kNm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Mz kNm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5 P3 7 1 TEKAN 22 2 TEKAN/TARIK 3 TEKAN 63 5 P3 8 1 TEKAN 22 2 TEKAN/TARIK 3 TEKAN 63 5 P3 9 1 TEKAN 22 2 TEKAN/TARIK 3 TEKAN 63 5 P3 10 1 TEKAN 22 2 TEKAN/TARIK 3 TEKAN 63 5 P3 11 1 TEKAN 22 2 TEKAN/TARIK 3 TEKAN 63 5 P3 12 1 TEKAN 22 2 TEKAN/TARIK 3 TEKAN 63
5 0 3 0 6 2351.979 5 -2351.979 6 -6.405 5 6.405 6 402.639 5 -402.639 6 0 5 0 6 -87.446 3 87.446 6 -47.327 3 47.327 6 166.751 3 -166.751 6 0 3 0 6 1417.755 12 -1417.755 6 77.995 12 -77.995 6 355.324 12 -355.324 6 0 12 0 4 745.323 7 -745.323 4 772.694 7 -772.694 4 668.746 7 -668.746 4 0 7 0 6 10 1033.953 7 -1033.953 6 -67.021 7 67.021 6 -1 - 192.479 7 192.479 6 0 7 0 6 0 8 0 6 -4.68 8 4.68 6 595.261
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5 P3 13 1 TEKAN 22 2 TEKAN/TARIK 3 TEKAN 63 5 P3 14 1 TEKAN 22 2 TEKAN/TARIK 3 TEKAN 63 5 P3 15 1 TEKAN 22 2 TEKAN/TARIK 3 TEKAN 63 5 P3 16 1 TEKAN 22 2 TEKAN/TARIK 3 TEKAN 63 5 P3 17 1 TEKAN 22 2 TEKAN/TARIK 3 TEKAN 63 5 P3 18 1 TEKAN 22 2 TEKAN/TARIK
8 6 8 8 7 8 7 8 7 8 7 9 7 9 7 9 7 9 7 8 9 8 9 8 9 8 9 8 10 8 10 8 10 8 10 10 9 10 9 10 9 10 9 9 11 9 11
-595.261 0 0 0 0 1.602 -1.602 511.437 -511.437 0 0 0 0 819.165 -819.165 219.774 -219.774 0 0 0 0 -1.862 1.862 -2 - 224.551 224.551 0 0 0 0 -3.667 3.667 328.35 -328.35 0 0 0 0 2.605 -2.605 314.203 -314.203 0 0 0 0 817.343 -817.343
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3 TEKAN 63 5 P3 19 1 TEKAN 22 2 TEKAN/TARIK 3 TEKAN 63 5 P3 20 1 TEKAN 22 2 TEKAN/TARIK 3 TEKAN 63 5 P3 21 1 TEKAN 22 2 TEKAN/TARIK 3 TEKAN 63 5 P3 22 1 TEKAN 22 2 TEKAN/TARIK 3 TEKAN 63 5 P3
9 0 11 0 9 0 11 0 11 0 10 0 11 -3.807 10 3.807 11 0 10 0 11 0 10 0 4 14 1409.734 12 -1409.734 4 79.054 12 -79.054 4 353.591 12 -353.591 4 0 12 0 3 -1264.672 12 1264.672 3 82.002 12 -82.002 3 -2 - 288.929 12 288.929 3 0 12 0 7 -1274.585 12 1274.585 7 80.963 12 -80.963 7 -2 - 291.505 12 291.505 7 0 12 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4528.511
4528.511
1327.905
-4900.09
0
-2159.48
Tarik 0 0 0 0 0 0 0 Tarik 0 0 0 0 0 0 0 Tarik 0 0 0 0 0 0 0 Tekan 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Tekan 0 0 0 0 0
-2748.21
-31.978
-1851.07
-2186.76
-774.453
-590.581
0 0 Tekan 0 0 0 0 0 0 0 Tekan 0 0 0 0 0 0 0 Tekan 0 0 0 0 0 0 0 Tekan 0 0 0 0 0 0 0 Tekan 0 0 0 0 0 0 0 Tekan 0 0 0 0
-513.039
-1038.94
226.413
-324.683
-316.808
-817.343
0 0 0 Tekan 0 0 0 0 0 0 0 Tekan 0 0 0 0 0 0 0 Tarik 0 0 0 0 0 0 0 Tekan 0 0 0 0 0 0 0 Tekan 0 0 0 0 0 0 0 Tekan 0 0 0
3.807
-1842.38
1471.599
1485.127
0 0 0 0 Tarik 0 0 0 0 0 0 0 Tekan 0 0 0 0 0 0 0 Tarik 0 0 0 0 0 0 0 Tarik 0 0 0 0 0 0 0
6 SAMBUNGAN RANGKA KUDA-KUDA Data: Batang atas menggunakan profil dobel siku 50.50.5 Batang bawah, batang tegak, dan batang diagonal menggunakan profil 45.45.5 Pelat dari baja BJ 37 dengan tebal 5 mm f uw Mutu las : = 490 Mpa = 4900 kg/cm² Ukuran las minimum (SNI 2002 Tabel 15.3-1 hlm. 108) Pelat t<1/4 (6,4 mm), uk. Las minimum a = 3 mm a = 5 mm = 0.5 º
Tebal efektif : Tt
= 0.707 x a
=
0.707
f uw f u
= =
4900 3700
º
Kuat geser :
º
Kekuatan las:
º
Kekuatan pelat penyambung: фf Rnw = = = Dipakai kekuatan las =
фf Rnw
x
0.5
=
0.3535 mm
kg/cm² kg/cm²
tt = 0.75 x = 0.75 x 0.3535 = 779.468 kg/cm
0.75 0.75 832.5 779.468
cm
tt x x 0.5 kg/cm kg/cm
x x
0.6 0.6
x x
f uw 4900
x x
0.6 0.6
x x
f u 3700
Pu maks batang profil dobel siku 45.45.5 sebesar = 6233.05 kg (tarik) 6233.05 = Maka kebutuhan panjang las adalah = 7.99654 cm 779.468 Pu maks batang profil dobel siku 50.50.5 sebesar = 6932.49 kg (tekan) 6932.49 = Maka kebutuhan panjang las adalah = 8.89387 cm 779.468 Jadi, dipakai panjang las minimum
=
10
cm
7 PERENCANAAN PELAT Perencanaan Pelat Lantai Data Teknis : > Mutu Beton (f'c) > Mutu Baja Tulangan > Tebal pelat lantai rencana > Tebal adukan semen
= = = =
30
Mpa Mpa cm cm
350 12 3
300 kg/cm² 3500 kg/cm²
= =
Pembebanan
Beban yang bekerja > Beban mati : (PPIUG tabel 2.1 hal. 11-12) = 2400 kg/m³ Berat beton bertulang Berat pasir per cm = 16 kg/m³ Penutup lantai dari ubin = 24 kg/m² > Beban Hidup pada lantai gedung : (PPIUG tabel 3.1 hal. 17) Untuk lantai asrama = 250 kg/m² Beban mati : Berat beton bertulang Berat pasir bawah ubin Penutup lantai dari ubin
= = =
Beban hidup : Beban guna bangunan
=
Kombinasi Pembebanan Kombinasi II : 1,2 D + 1,6 L + 0,5 La
= = =
0.12 x 3 x
2400 = 16 = =
288 48 24 360
250 kg/m²
=
1.2
D + 1.6 432 + 832 kg/m²
L + 400 +
kg/m² kg/m² kg/m² kg/m²
0.5
Laa 0
Statika dan Penulangan Pelat >> Pelat A Lx
=
3 m
Ly
=
5.5 m 1.933333
Ly / Lx = 1.833 m Statika pelat dapat dihitung sebagai berikut : Mu = 0.001 x Wu x Lx² x K Nilai K untuk Ly / Lx = 1.833 MLx MTx Mly Mty sehingga nilai Mu = MLx
MLy
MTx
MTy
Penulangan Tebal selimut beton (d') Tebal pelat (h) d
= = = =
53 81 15 54
= 0.001 x = 0.001 x = 396.864 kgm = 0.001 x = 0.001 x = 112.32 kgm = -0.001 x = -0.001 x = -606.528 kgm = -0.001 x = -0.001 x = -404.352 kgm
q 832
x x
Lx² 9
x x
K 53
q 832
x x
Lx² 9
x x
K 15
q 832
x x
Lx² 9
x x
K 81
q 832
x x
Lx² 9
x x
K 54
9 100
cm cm
= = = = = =
30 120 h-d 120 90 1000
ρmin
=
1.4 fy
=
1.4 350
ρmax
=
0.75
x
ρb
=
0.75
x
β1
x
=
0.75
x
0.81
x
Lebar satuan lajur pelat (b)
=
mm mm mm mm
30 = = =
0.004
0.85
x 340
f c
0.85
x 340
30
x x
600 600 + fy 600 950
0.029
Lapangan X Mu
= =
396.864 kgm Mu =
39686.4
=
²
0.8
фbd²
x
100
x
.
81 =
m
fy = = 0.85 x f'c
ρ
=
ρ
=
350 0.85
x
30
ρmin = x b = 0.004 x 100 cm² = 3.6 sehingga, tulangan atas dipakai : ф10 - 150 : 5.24 cm²
x x
d 9
=
13.7255
x
81
=
13.725
x
81
0.612
Mpa
9.360
kg/cm²
0.00177
Karena ρ < ρmin, maka : As
Tumpuan X Mu Rn
=
-606.528 kg Mu = = фbd²
60652.8 0.8
x
100
= =
m
ρ
=
fy = 0.85 x f'c
350 0.85
x
30
b 100
x x
d 9
0.936 MPa
= =
0.00273
Karena r < rmin, maka : As As
= = =
ρmin x 0.004 x 3.60 cm²
sehingga, 2 Tulangan atas dipakai : ф10 – 150 : 5,24 cm 2 Tulangan bagi dipakai : ф8 – 200 : 2,51 cm Lapangan Y Mu
=
Rn
=
112.32 kgm Mu = фbd²
m
fy = = 0.85 x f'c
ρ
=
ρ
=
11232 0.8
x
100
= =
350 0.85
x
30
= ρmin x b = 0.004 x 100 cm² = 3.6 sehingga, tulangan bawah dipakai : ф10 - 150 : 5.24 cm²
x x
d 9
=
13.725
x
81
=
13.7255
x
10
1.733
kg/cm²
0.173
Mpa
6.240
kg/cm²
0.624
MPa
0.0005
Karena ρ < ρmin, maka : As
Tumpuan Y Mu Rn
= -404.352 kg Mu = = фbd²
40435.2 0.8
x
100
= =
m
=
ρ
= =
fy = 0.85 x f'c
350 0.85
x
30
b 100
x x
d 9
-
0.5
0.01265
Karena r < rmin, maka : As As
= = =
ρmin 0.004 3.60
x x cm²
sehingga, 2 Tulangan atas dipakai : ф10 – 150 : 5,24 cm 2 Tulangan bagi dipakai : ф8 – 200 : 2,51 cm Kontrol Mn d”
= = =
120 85 8.5
mm cm
30
a
=
5.24
=
Mn
Mu 404.352 404.352
= = = = = ≤
≤ ≤
0.85 0.719 As . fy . (d 5.24 149295 1492.95
350 x x 30 x 100 cm – a/2) x 3500 x 8.14039 kg cm kg m
фMn 0.85 x 1492.95 1269.01 kg m OK!!
>> Pelat B Lx
=
1.5 m
Ly
=
2 m
Ly / Lx = 1.333 m Statika pelat dapat dihitung sebagai berikut : Mu = 0.001 x Wu x Lx² x K Nilai K untuk Ly / Lx = 1.333 MLx MTx MLy Mty sehingga nilai Mu = MLx
= = = =
38 67.5 20 54.5 q 832
x x
Lx² 2.25
x x
K 38
q 832
x x
Lx² 2.25
x x
K 20
q 832
x x
Lx² 2.25
x x
K 67.5
q 832
x x
Lx² 2.25
x x
K 54.5
9 100
cm cm
= 0.001 = 0.001 = 71.136 = 0.001 = 0.001 = 37.44 = -0.001 = -0.001 = -126.36 = -0.001 = -0.001 = -102.024
x x kgm x x kgm x x kgm x x kgm
= = = = = =
30 120 h-d 120 90 1000
mm mm
ρmin
=
1.4 fy
=
1.4 350
ρmax
=
0.75
x
ρb
=
0.75
x
β1
x
=
0.75
x
0.81
x
0.8
x
0.85
350 x
30
x x
d 9
MLy
MTx
MTy
Penulangan Tebal selimut beton (d') Tebal pelat (h) d
Lebar satuan lajur pelat (b)
=
mm mm
30 = = =
0.004
0.85 0.85
x 340 x 340
f c 30
x x
600 600 + fy 600 950
0.029
Lapangan X Mu
=
Rn
=
71.136 kgm Mu = фbd²
m
fy = = 0.85 x f'c
ρ
=
ρ
=
7113.6 100
x
81
= =
=
1.098
kg/cm²
0.110
Mpa
13.7255
0.00031
Karena ρ < ρmin, maka : As
ρmin = x b = 0.004 x 100 cm² = 3.6 sehingga, tulangan atas dipakai : ф10 - 150 : 5.24 cm² Tumpuan X Mu
= =
-126.36 kg Mu =
12636
=
²
0.8
фbd²
x
100
x
.
81 =
fy = = 0.85 x f'c
m
350 0.85
x
350
b 100
x x
d 9
x
3744 100
=
1.17647
x
81
0.195
MPa
0.578
kg/cm²
0.058
Mpa
1.574
kg/cm²
0.157
MPa
=
ρ
=
0.00056
Karena r < rmin, maka : As
= = =
As
ρmin x 0.004 x 3.60 cm²
sehingga, 2 Tulangan atas dipakai : ф10 – 150 : 5,24 cm 2 Tulangan bagi dipakai : ф8 – 200 : 2,51 cm Lapangan Y Mu
=
37.44 Mu фbd²
kgm
Rn
=
m
fy = = 0.85 x f'c
ρ
=
ρ
=
=
0.8
= =
350 0.85
x
30
ρmin = x b = 0.004 x 100 cm² = 3.6 sehingga, tulangan bawah dipakai : ф10 - 150 : 5.24 cm²
x x
d 9
=
13.725
x
81
=
13.7255
x
10
0.00017
Karena ρ < ρmin, maka : As
Tumpuan Y Mu Rn
= -102.024 kg Mu = = фbd²
10202.4 0.8
x
100
= =
m
=
ρ
= =
fy = 0.85 x f'c
350 0.85
x
30
b 100
x x
d 9
-
0.5
350 x
100
x
8.14039
0.00295
Karena r < rmin, maka : As
= = =
As
ρmin 0.004 3.60
x x cm²
sehingga, Tulangan atas dipakai : ф10 – 150 : 5,24 cm Tulangan bagi dipakai : ф8 – 200 : 2,51 cm
2
2
Kontrol Mn d”
= = =
a
=
=
Mn
Mu 102.024 102.024
= = = = = ≤
≤ ≤
120 85 8.5
mm cm
30
5.24 x 0.85 x 30 0.719 cm As . fy . (d – a/2) 5.24 x 3500 149295 kg cm 1492.95 kg m
фMn 0.85 x 1492.95 1269.01 kg m OK!!
>> Pelat C Lx Ly
= =
3.5 m 4 m
Ly / Lx = 1.143 m Statika pelat dapat dihitung sebagai berikut : Mu = 0.001 x Wu x Lx² x K Nilai K untuk Ly / Lx = 1.143 MLx MTx MLy Mty sehingga nilai Mu = MLx
MLy
MTx
MTy
Penulangan Tebal selimut beton (d') Tebal pelat (h) d
= = = =
29.5 57 23.5 52.5
= 0.001 x = 0.001 x = 300.664 kgm = 0.001 x = 0.001 x = 239.512 kgm = -0.001 x = -0.001 x = -580.944 kgm = -0.001 x = -0.001 x = -535.08 kgm
q 832
x x
Lx² 12.25
x x
K 29.5
q 832
x x
Lx² 12.25
x x
K 23.5
q 832
x x
Lx² 12.25
x x
K 57
q 832
x x
Lx² 12.25
x x
K 52.5
9 100
cm cm
= = = = = =
30 120 h-d 120 90 1000
ρmin
=
1.4 fy
=
1.4 350
ρmax
=
0.75
x
ρb
=
0.75
x
β1
x
=
0.75
x
0.81
x
0.8
x
0.85
350 x
30
x x
d 9
Lebar satuan lajur pelat (b)
=
mm mm mm mm
30 = = =
0.004
0.85
x 340
f c
0.85
x 340
30
x
81
x x
600 600 + fy 600 950
0.029
Lapangan X Mu
=
Rn
=
300.664 kgm Mu = фbd²
m
fy = = 0.85 x f'c
ρ
=
ρ
=
30066.4 100
= =
=
13.7255
x
81
=
13.7255
4.640
kg/cm²
0.464
Mpa
8.965
kg/cm²
0.897
MPa
0.00134
Karena ρ < ρmin, maka : As
= ρmin x b = 0.004 x 100 cm² = 3.6 sehingga, tulangan atas dipakai : ф10 - 150 : 5.24 cm² Tumpuan X Mu Rn
=
-580.944 kg Mu = = фbd²
58094.4 0.8
x
100
= =
m
ρ
=
fy = 0.85 x f'c
350 0.85
x
30
b 100
x x
d 9
= =
0.00261
Karena r < rmin, maka : As As
= = = sehingga,
ρmin x 0.004 x 3.60 cm²
Tulangan atas dipakai : ф10 – 150 : 5,24 cm 2 Tulangan bagi dipakai : ф8 – 200 : 2,51 cm
2
Lapangan Y Mu
=
Rn
=
m
=
ρ
=
ρ
=
239.512 kgm Mu = фbd²
23951.2 0.8
x
100
x
81
=
13.7255
x
81
= =
fy = 0.85 x f'c
350 0.85
x
30
ρmin = x b = 0.004 x 100 cm² = 3.6 sehingga, tulangan bawah dipakai : ф10 - 150 : 5.24 cm²
x x
d 9
x
53508 100
3.696
kg/cm²
0.370
Mpa
8.257
kg/cm²
0.00106
Karena ρ < ρmin, maka : As
Tumpuan Y Mu
=
-535.08 kg Mu = фbd²
Rn
=
m
fy = = 0.85 x f'c
ρ
=
0.8
= =
=
350 0.85
x
30
b 100
x x
d 9
-
0.5
=
13.725
x
10
0.0024
Karena r < rmin, maka : As As
= = =
x x cm²
ρmin 0.004 3.60
sehingga, 2 Tulangan atas dipakai : ф10 – 150 : 5,24 cm 2 Tulangan bagi dipakai : ф8 – 200 : 2,51 cm Kontrol Mn d”
= = =
a
=
120 85 8.5
Mn
Mu 535.080 535.080
≤
≤ ≤
30
5.24
= = = = = =
mm cm
0.85 0.719 As . fy . (d 5.24 149295 1492.95
x x 30 cm – a/2) x 3500 kg cm kg m
350 x
100
x
8.14039
фMn 0.85 x 1492.95 1269.01 kg m OK!!
>> Pelat D Lx Ly
= =
1.85 m 5.5 m
Ly / Lx = 2.973 m Statika pelat dapat dihitung sebagai berikut : Mu = 0.001 x Wu x Lx² x K Nilai K untuk Ly / Lx = 1.143 MLx MTx MLy Mty sehingga nilai Mu = MLx
MLy
= = = = = = = = =
65 83 14 49 0.001 x 0.001 x 185.089 kgm 0.001 x 0.001 x
q 832
x x
Lx² 3.4225
x x
K 65
q 832
x x
Lx² 3.4225
x x
K 14
0.826 MPa
MTx
MTy
Penulangan Tebal selimut beton (d') Tebal pelat (h) d
= 39.8653 kgm = -0.001 x = -0.001 x = -236.344 kgm = -0.001 x = -0.001 x = -139.528 kgm
q 832
x x
Lx² 3.4225
x x
K 83
q 832
x x
Lx² 3.4225
x x
K 49
9 100
cm cm
= = = = = =
30 120 h-d 120 90 1000
ρmin
=
1.4 fy
=
1.4 350
ρmax
=
0.75
x
ρb
=
0.75
x
β1
x
=
0.75
x
0.81
x
0.8
x
Lebar satuan lajur pelat (b)
=
mm mm mm mm
30 = = =
0.004
0.85
x 340
f c
0.85
x 340
30
x
81
x x
600 600 + fy 600 950
0.029
Lapangan X Mu
=
185.089 kgm Mu = фbd²
Rn
=
m
fy = = 0.85 x f'c
ρ
=
ρ
=
18508.88 100
= =
350 0.85
x
30
ρmin = x b = 0.004 x 100 cm² = 3.6 sehingga, tulangan atas dipakai : ф10 - 150 : 5.24 cm²
x x
d 9
=
13.7255
x
81
2.856
kg/cm²
0.286
Mpa
3.647
kg/cm²
0.365
MPa
0.615
kg/cm²
0.062
Mpa
0.00082
Karena ρ < ρmin, maka : As
Tumpuan X Mu Rn
=
-236.344 kg Mu = = фbd²
23634.416 0.8
x
100
= =
m
ρ
fy = = 0.85 x f'c
350 0.85
x
30
b 100
x x
d 9
=
13.7255
x
81
= =
0.00105
Karena r < r min, maka : As As
= = =
ρmin x 0.004 x 3.60 cm²
sehingga, 2 Tulangan atas dipakai : ф10 – 150 : 5,24 cm 2 Tulangan bagi dipakai : ф8 – 200 : 2,51 cm Lapangan Y Mu
=
39.8653 kgm Mu = фbd²
Rn
=
m
fy = = 0.85 x f'c
ρ
=
ρ
=
0.00018
= =
ρmin 0.004
3986.528 0.8
x
100
= =
Karena ρ < ρmin, maka : As
x x
350 0.85
x
30
b 100
x x
d 9
=
13.7255
cm² = 3.6 sehingga, tulangan bawah dipakai : ф10 - 150 : 5.24 cm² Tumpuan Y Mu Rn
= -139.528 kg Mu = = фbd²
13952.848 0.8
x
100
0.85
350 x
30
b 100
x x
d 9
-
0.5
x
81
=
13.725
x
10
= =
m
=
ρ
= =
fy = 0.85 x f'c
0.00062
Karena r < rmin, maka : As As
= = =
ρmin 0.004 3.60
x x cm²
sehingga, 2 Tulangan atas dipakai : ф10 – 150 : 5,24 cm 2 Tulangan bagi dipakai : ф8 – 200 : 2,51 cm Kontrol Mn d”
= = =
a
=
=
Mn
Mu 139.528 139.528
= = = = = ≤
≤ ≤
120 85 8.5
mm cm
30
5.24 x 0.85 x 30 0.719 cm As . fy . (d – a/2) 5.24 x 3500 149295 kg cm 1492.95 kg m
350 x
100
x
8.14039
фMn 0.85 x 1492.95 1269.01 kg m OK!!
>> Pelat E Lx Ly
= =
1.5 m 1.85 m
Ly / Lx = 1.233 m Statika pelat dapat dihitung sebagai berikut : Mu = 0.001 x Wu x Lx² x K Nilai K untuk Ly / Lx = 1.233 MLx MTx MLy Mty sehingga nilai Mu = MLx
MLy
MTx
MTy
Penulangan Tebal selimut beton (d') Tebal pelat (h) d
Lebar satuan lajur pelat (b) ρmin
= = = =
34 63 22 54
= 0.001 x = 0.001 x = 63.648 kgm = 0.001 x = 0.001 x = 41.184 kgm = -0.001 x = -0.001 x = -117.936 kgm = -0.001 x = -0.001 x = -101.088 kgm
= = = = = =
30 120 h-d 120 90 1000
=
1.4 fy
q 832
x x
Lx² 2.25
x x
K 34
q 832
x x
Lx² 2.25
x x
K 22
q 832
x x
Lx² 2.25
x x
K 63
q 832
x x
Lx² 2.25
x x
K 54
9 100
cm cm
mm mm mm mm =
30 = = 1.4 350
=
0.004
2.153
kg/cm²
0.215 MPa
ρmax
=
0.75
x
ρb
=
0.75
x
β1
x
=
0.75
x
0.81
x
0.8
x
0.85
350 x
30
x x
d 9
x
11793.6 100
=
0.85
x 340
f c
0.85
x 340
30
x
81
=
13.7255
x
81
x x
600 600 + fy 600 950
0.029
Lapangan X Mu
=
Rn
=
m
=
ρ
=
ρ
=
63.648 kgm Mu = фbd²
6364.8 100
= =
fy = 0.85 x f'c
0.982
kg/cm²
0.098
Mpa
1.820
kg/cm²
0.182
MPa
0.00028
Karena ρ < ρmin, maka : As
ρmin = x b = 0.004 x 100 cm² = 3.6 sehingga, tulangan atas dipakai : ф10 - 150 : 5.24 cm² Tumpuan X Mu Rn
=
-117.936 kg Mu = = фbd²
0.8
= =
m
ρ
fy = = 0.85 x f'c
350 0.85
x
30
b 100
x x
d 9
x
4118.4 100
=
13.7255
x
81
= =
0.00052
Karena r < rmin, maka : As As
= = =
x ρmin 0.004 x 3.60 cm²
sehingga, 2 Tulangan atas dipakai : ф10 – 150 : 5,24 cm 2 Tulangan bagi dipakai : ф8 – 200 : 2,51 cm Lapangan Y Mu
=
Rn
=
41.184 kgm Mu = фbd²
0.8
= =
m
=
ρ
=
ρ
=
fy = 0.85 x f'c
350 x
30
x x
d 9
0.8
x
10108.8 100
0.85
350 x
30
b
x
d
0.85
=
13.7255
x
81
=
13.725
0.636
kg/cm²
0.064
Mpa
1.560
kg/cm²
0.00018
Karena ρ < ρmin, maka : As
ρmin = x b = 0.004 x 100 cm² = 3.6 sehingga, tulangan bawah dipakai : ф10 - 150 : 5.24 cm² Tumpuan Y Mu Rn
= -101.088 kg Mu = = фbd²
= =
m
=
ρ
= =
fy = 0.85 x f'c
0.00045
Karena r < rmin, maka : As
=
ρmin
x
0.156 MPa
As
= =
0.004 3.60
x cm²
100
x
9
-
0.5
sehingga, 2 Tulangan atas dipakai : ф10 – 150 : 5,24 cm 2 Tulangan bagi dipakai : ф8 – 200 : 2,51 cm Kontrol Mn d”
= = =
a
=
120 85 8.5
mm cm
5.24
= = = = = =
0.85 0.719 As . fy . (d 5.24 149295 1492.95
Mu
≤
фMn
101.088 101.088
≤
Mn
≤
30
x x 30 cm – a/2) x 3500 kg cm kg m
x
10
350 x
100
x
8.14039
0.85 x 1492.95 1269.01 kg m OK!!
>> Pelat F Lx Ly
= =
2.5 m 3.5 m
Ly / Lx = 1.400 m Statika pelat dapat dihitung sebagai berikut : Mu = 0.001 x Wu x Lx² x K Nilai K untuk Ly / Lx = 1.400 MLx MTx MLy Mty sehingga nilai Mu = MLx
MLy
MTx
MTy
Penulangan Tebal selimut beton (d') Tebal pelat (h) d
= = = =
42 72 18 55
= = = = = = = = = = = =
0.001 0.001 218.4 0.001 0.001 93.6 -0.001 -0.001 -374.4 -0.001 -0.001 -286
x q x 832 kgm x q x 832 kgm x q x 832 kgm x q x 832 kgm
x x
Lx² 6.25
x x
K 42
x x
Lx² 6.25
x x
K 18
x x
Lx² 6.25
x x
K 72
x x
Lx² 6.25
x x
K 55
9 100
cm cm
= = = = = =
30 120 h-d 120 90 1000
ρmin
=
1.4 fy
=
1.4 350
ρmax
=
0.75
x
ρb
=
0.75
x
β1
x
=
0.75
x
0.81
x
0.8
x
Lebar satuan lajur pelat (b)
=
mm mm mm mm
30 = = =
0.004
0.85 0.85
x 340 x 340
f c 30
x x
600 600 + fy 600 950
0.029
Lapangan X Mu
=
218.4 Mu фbd²
kgm
Rn
=
m
fy = = 0.85 x f'c
ρ
=
=
21840 100
x
81
= =
350 0.85
x
30
=
13.7255
3.370
kg/cm²
0.337
Mpa
=
ρ
0.00097
Karena ρ < ρmin, maka : As
= ρmin x b = 0.004 x 100 cm² = 3.6 sehingga, tulangan atas dipakai : ф10 - 150 : 5.24 cm²
x x
d 9
0.8
x
37440 100
0.85
350 x
350
b 100
x x
d 9
Tumpuan X Mu
=
Rn
=
m
=
-374.4 kg Mu = фbd²
x
81
=
1.17647
x
81
=
13.725
x
81
= =
fy = 0.85 x f'c
5.778
kg/cm²
0.578
MPa
1.444
kg/cm²
0.144
Mpa
4.414
kg/cm²
0.441
MPa
=
ρ
=
0.00165
Karena r < rmin, maka : As
= = =
As
ρmin x 0.004 x 3.60 cm²
sehingga, Tulangan atas dipakai : ф10 – 150 : 5,24 cm Tulangan bagi dipakai : ф8 – 200 : 2,51 cm
2
2
Lapangan Y Mu
=
Rn
=
m
=
ρ
=
ρ
=
93.6 Mu фbd²
kgm =
9360 0.8
x
100
= =
fy = 0.85 x f'c
350 0.85
x
30
ρmin = x b = 0.004 x 100 cm² = 3.6 sehingga, tulangan bawah dipakai : ф10 - 150 : 5.24 cm²
x x
d 9
0.8
x
28600 100
0.85
350 x
30
b 100
x x
d 9
30
-
0.5
x 30
350
0.00041
Karena ρ < ρmin, maka : As
Tumpuan Y Mu
=
-286 kg Mu = фbd²
Rn
=
m
fy = = 0.85 x f'c
ρ
=
= =
=
=
13.7255
x
10
0.00852
Karena r < rmin, maka : As As
= = =
ρmin 0.004 3.60
x x cm²
sehingga, Tulangan atas dipakai : ф10 – 150 : 5,24 cm Tulangan bagi dipakai : ф8 – 200 : 2,51 cm
2
2
Kontrol Mn d”
= = =
a
=
120 85 8.5
mm cm
5.24
= 0.85
x
x
100
Mn
= 0.719 = As . fy . (d = 5.24 = 149295 = 1492.95
Mu
≤
286.000 286.000
≤
cm – a/2) x 3500 kg cm kg m
x
8.14039
фMn 0.85 x 1492.95 1269.01 kg m OK!!
≤
Perencanaan Pelat Leufel Data Teknis : > Mutu Beton (f'c) > Mutu Baja Tulangan > Tebal pelat lantai rencana > Tebal adukan semen
= = = =
30
Mpa
=
350
Mpa
=
12
cm
3
cm
300 kg/cm² 3500 kg/cm²
Pembebanan
Beban yang bekerja > Beban mati : (PPIUG tabel 2.1 hal. 11-12) Berat beton bertulang = 2400 kg/m³ Berat pasir per cm Penutup lantai dari ubin
16 kg/m³ 24 kg/m²
= =
> Beban air Hujan Berat air Hujan
= 20 kg/m² > Beban Hidup pada lantai gedung : (PPIUG tabel 3.1 hal. 17) Untuk lantai asrama = 250 kg/m² Beban mati : Berat beton bertulang Berat pasir bawah ubin Penutup lantai dari ubin
= = =
Beban hidup : Beban guna bangunan
=
=
250 kg/m²
Beban air Hujan : Beban Air Hujan
=
=
20 kg/m²
Kombinasi Pembebanan Kombinasi II : 1,2 D + 1,6 L + 0,5 H
= = =
0.12 x 3 x
1.2
2400 = 16 = =
D + 1.6 L + 432 + 400 + 842 kg/m²
Statika dan Penulangan Pelat Leufel >> Leufel A Lx = Ly =
288 48 24 360
0.5
kg/m² kg/m² kg/m² kg/m²
H 10
1 m 3 m
Ly / Lx = 3.000 m Statika pelat dapat dihitung sebagai berikut : Mu = 0.001 x Wu x Lx² x K Nilai K untuk Ly / Lx = 3.000 MLx MTx Mly Mty sehingga nilai Mu = MLx
MLy
MTx
MTy
Penulangan Tebal selimut beton (d') Tebal pelat (h) d
= = = =
65 83 16 49
= = = = = = = = = = = =
0.001 0.001 54.73 0.001 0.001 13.472 -0.001 -0.001 -69.886 -0.001 -0.001 -41.258
= = = =
x x kgm x x kgm x x kgm x x kgm
30 mm 120 mm h-d 120 -
q 842
x x
Lx² 1
x x
K 65
q 842
x x
Lx² 1
x x
K 16
q 842
x x
Lx² 1
x x
K 83
q 842
x x
Lx² 1
x x
K 49
30
Lebar satuan lajur pelat (b)
= =
90 mm 1000 mm
= =
ρmin
=
1.4 fy
=
1.4 350
ρmax
=
0.75
x
ρb
=
0.75
x
β1
x
=
0.75
x
0.81
x
0.8
x
=
=
9 100
cm cm
0.004
0.85
x 340
f c
0.85
x 340
30
x
81
x x
600 600 + fy 600 950
0.029
Lapangan X Mu
=
Rn
=
54.73 Mu фbd²
kgm
m
fy = = 0.85 x f'c
ρ
=
ρ
=
=
5473 100
= =
350 0.85
x
30
ρmin = x b = 0.004 x 100 cm² = 3.6 sehingga, tulangan atas dipakai : ф10 - 150 : 5.24 cm²
x x
d 9
=
13.7255
x
81
=
13.725
x
81
0.845
kg/cm²
0.084
Mpa
1.078
kg/cm²
0.00024
Karena ρ < ρmin, maka : As
Tumpuan X Mu
=
Rn
=
m
=
-69.886 kg Mu = фbd²
6988.6 0.8
x
100
0.85
350 x
30
b 100
x x
d 9
= =
fy = 0.85 x f'c
0.108 MPa
=
ρ
=
0.00031
Karena r < r min, maka : As
= = =
As
ρmin x 0.004 x 3.60 cm²
sehingga, Tulangan atas dipakai : ф10 – 150 : 5,24 cm Tulangan bagi dipakai : ф8 – 200 : 2,51 cm
2
2
Lapangan Y Mu
=
13.472 kgm Mu = фbd²
Rn
=
m
fy = = 0.85 x f'c
ρ
=
ρ
=
1347.2 0.8
x
100
0.85
350 x
30
x x
d 9
= =
=
13.725
x
81
0.208
kg/cm²
0.021
Mpa
0.637
kg/cm²
0.064
MPa
5.9E-05
Karena ρ < ρmin, maka : As
= ρmin x b = 0.004 x 100 cm² = 3.6 sehingga, tulangan bawah dipakai : ф10 - 150 : 5.24 cm² Tumpuan Y Mu
=
Rn
=
-41.258 kg Mu = фbd²
m
fy = = 0.85 x f'c
ρ
=
4125.8 0.8
x
100
= =
350 0.85
x
30
=
13.7255
=
0.00131
Karena r < rmin, maka : As
= = =
As
ρmin 0.004 3.60
x x cm²
b 100
x x
d 9
-
0.5
sehingga, Tulangan atas dipakai : ф10 – 150 : 5,24 cm Tulangan bagi dipakai : ф8 – 200 : 2,51 cm
2
2
Kontrol Mn d”
= = =
a
=
120 85 8.5
= = = = =
Mu
≤
41.258 41.258
≤ ≤
30
x
10
5.24
=
Mn
mm cm
0.85 0.719 As . fy . (d 5.24 149295 1492.95
350 x x 30 x 100 cm – a/2) x 3500 x 8.14039 kg cm kg m
фMn 0.85 x 1492.95 1269.01 kg m OK!!
>> Leufel B Lx Ly
= =
1.5 m 3 m
Ly / Lx = 2.000 m Statika pelat dapat dihitung sebagai berikut : Mu = 0.001 x Wu x Lx² x K Nilai K untuk Ly / Lx = 2.000 MLx MTx MLy Mty sehingga nilai Mu = MLx
MLy
MTx
MTy
Penulangan Tebal selimut beton (d') Tebal pelat (h) d
= = = =
58 83 17 53
= 0.001 x = 0.001 x = 108.576 kgm = 0.001 x = 0.001 x = 31.824 kgm = -0.001 x = -0.001 x = -155.376 kgm = -0.001 x = -0.001 x = -99.216 kgm
q 832
x x
Lx² 2.25
x x
K 58
q 832
x x
Lx² 2.25
x x
K 17
q 832
x x
Lx² 2.25
x x
K 83
q 832
x x
Lx² 2.25
x x
K 53
9 100
cm cm
= = = = = =
30 120 h-d 120 90 1000
ρmin
=
1.4 fy
=
1.4 350
ρmax
=
0.75
x
ρb
=
0.75
x
β1
x
=
0.75
x
0.81
x
Lebar satuan lajur pelat (b)
=
mm mm mm mm
30 = = =
0.004
0.85
x 340
f c
0.85
x 340
30
x x
600 600 + fy 600 950
0.029
Lapangan X Mu
= =
108.576 kgm Mu =
10857.6
=
²
0.8
фbd²
x
100
x
.
81 =
m
fy = = 0.85 x f'c
ρ
=
ρ
=
350 0.85
x
30
ρmin = x b = 0.004 x 100 cm² = 3.6 sehingga, tulangan atas dipakai : ф10 - 150 : 5.24 cm²
x x
d 9
=
13.7255
x
81
=
13.7255
x
81
0.168
Mpa
2.398
kg/cm²
0.240
MPa
0.491
kg/cm²
0.049
Mpa
1.531
kg/cm²
0.00048
Karena ρ < ρmin, maka : As
Tumpuan X Mu Rn
=
-155.376 kg Mu = = фbd²
15537.6 0.8
x
100
= =
m
=
fy = 0.85 x f'c
350 0.85
x
30
b 100
x x
d 9
=
ρ
=
0.00069
Karena r < rmin, maka : As
= = =
As
x ρmin 0.004 x 3.60 cm²
sehingga, Tulangan atas dipakai : ф10 – 150 : 5,24 cm Tulangan bagi dipakai : ф8 – 200 : 2,51 cm
2
2
Lapangan Y Mu
=
Rn
=
31.824 kgm Mu = фbd²
m
fy = = 0.85 x f'c
ρ
=
ρ
=
3182.4 0.8
x
100
= =
350 0.85
x
30
= ρmin x b = 0.004 x 100 cm² = 3.6 sehingga, tulangan bawah dipakai : ф10 - 150 : 5.24 cm²
x x
d 9
=
13.7255
x
81
=
13.725
x
10
0.00014
Karena ρ < ρmin, maka : As
Tumpuan Y Mu
=
Rn
=
m
=
ρ
=
-99.216 kg Mu = фbd²
9921.6 0.8
x
100
0.85
350 x
30
b 100
x x
d 9
-
0.5
= =
=
fy = 0.85 x f'c
0.00044
Karena r < rmin, maka : As As
= = =
ρmin 0.004 3.60
x x cm²
sehingga, Tulangan atas dipakai : ф10 – 150 : 5,24 cm Tulangan bagi dipakai : ф8 – 200 : 2,51 cm
2
2
Kontrol Mn d”
=
120
-
30
0.153 MPa
= = a
Mu 99.216 99.216
mm cm
=
=
Mn
85 8.5
= = = = = ≤
≤ ≤
5.24 x 0.85 x 30 0.719 cm As . fy . (d – a/2) 5.24 x 3500 149295 kg cm 1492.95 kg m
350 x
100
x
8.14039
фMn
0.85 x 1492.95 1269.01 kg m OK!!
Pembebanan Diketahui : γbeton Beban pekerja Tebal Plat Plafon Keramik Tebal Spesi Spesi Beban Guna Batu merah
= = = = = = = = =
2400 100 0.12 11 24 0.04 21 250 250
3
kg/m kg (pada balok) m kg/m2 kg/m2 m kg/m3 kg/m2 kg/m2
Balok melintang : Lebar Tinggi Balok memanjang : Lebar Tinggi Balok anak : Lebar Tinggi
: :
0.3 m 0.4 m
: :
0.2 m 0.3 m
: :
0.15 m 0.3 m
BALOK MELINTANG Balok 1-BD, 12-BD , 2-BD, 11-BD (a, d) Beban Mati (qDL) Lebar balok = 0.15 m Tinggi balok = 0.3 m Tinggi dinding = 0 m Faktor pengali = 2 Beban balok = Pelat = Spesi = Keramik = Plafon = Pasangan Batu Merah =
0.15 0.12 0.04 1 1 0
x x x x x x
0.3 2400 21 24 11 250
x x x x x
2400 0.7 0.7 0.7 0.7
x x x x
0.75 0.75 0.75 0.75
x x x x
1 1 1 1
= = = = = =
108 151.2 0.441 12.6 5.775 0 278.016
kg/m kg/m kg/m kg/m kg/m kg/m kg/m
=
131.25
kg/m
TOTAL Beban Guna (qLL) Beban Guna
=
250
x
0.7
=
100
/
0.75
Lebar balok = 0.15 m Tinggi balok = 0.3 m Tinggi dinding = 3.5 m Faktor pengali = 2 Beban balok = Pelat = Spesi = Keramik = Plafon = Pasangan Batu Merah =
0.15 0.12 0.04 1 1 3.5
x x x x x x
0.3 2400 21 24 11 250
x
0.75
x
1
Beban Pekerja (qLaL) Beban pekerja
= 133.3333 kg/m
Balok 1-BD, 12-BD (b, c) Beban Mati (qDL)
x x x x x
2400 0.9 0.9 0.9 0.9
x x x x
0.75 0.75 0.75 0.75
x x x x
1 1 1 1
= = = = = =
108 194.4 0.567 16.2 7.425 875
kg/m kg/m kg/m kg/m kg/m kg/m
TOTAL
1201.592 kg/m
Beban Guna (qLL) Beban Guna
=
250
x
0.9
=
100
/
2
0.3 0.12 0.04 1 1 3.5
x x x x x x
0.4 2400 21 24 11 250
x
0.75
x
1
=
168.75
kg/m
=
50
kg/m
= = = = = =
288 388.8 1.134 32.4 14.85 875 1600.184
kg/m kg/m kg/m kg/m kg/m kg/m kg/m
=
337.5
kg/m
=
50
kg/m
= = = = = =
288 403.2 1.176 33.6 15.4 0 741.376
kg/m kg/m kg/m kg/m kg/m kg/m kg/m
=
350
kg/m
Beban Pekerja (qLaL) Beban pekerja
Balok 2-BD, 11-BD (b, c) Beban Mati (qDL) Lebar balok = 0.3 Tinggi balok = 0.4 Tinggi dinding = 3.5 = 2 Faktor pengali Beban balok Pelat Spesi Keramik Plafon Pasangan Batu Merah
m m m = = = = = =
x x x x x
2400 0.9 0.9 0.9 0.9
x x x x
0.75 0.75 0.75 0.75
x x x x
2 2 2 2
TOTAL Beban Guna (qLL) Beban Guna
=
250
x
0.9
=
100
/
2
x
0.75
x
2
Beban Pekerja (qLaL) Beban pekerja
Balok 3-AE, 10-AE (a, f); 4-AE, 5-AE, 8-AE, 9-AE (a, d) Beban Mati (qDL) Lebar balok = 0.3 Tinggi balok = 0.4 Tinggi dinding = 0 Faktor pengali = 2 Beban balok Pelat Spesi Keramik Plafon Pasangan Batu Merah
m m m = = = = = =
0.3 0.12 0.04 1 1 0
x x x x x x
0.4 2400 21 24 11 250
x x x x x
2400 0.7 0.7 0.7 0.7
x x x x
1 1 1 1
x x x x
2 2 2 2
TOTAL Beban Guna (qLL) Beban Guna Beban Pekerja (qLaL)
=
250
x
0.7
x
1
x
2
Beban pekerja
=
100
/
1
0.3 0.12 0.12 0.04 0.04 1 1 1 1 3.5
x x x x x x x x x x
0.4 2400 2400 21 21 24 24 11 11 250
=
100
kg/m
= = = = = = = = = =
288 388.8 388.8 1.134 1.134 32.4 32.4 14.85 14.85 875 2037.368
kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/m
= =
337.5 337.5 675
kg/m kg/m kg/m
Balok 3-AE, 10-AE (b, e) Beban Mati (qDL) Lebar balok Tinggi balok Tinggi dinding Faktor pengali Beban balok Pelat
= 0.3 = 0.4 = 3.5 = 2
Spesi Keramik Plafon Pasangan Batu Merah
m m m = = = = = = = = = =
x x x x x x x x x
2400 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
x x x x x x x x
1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5
x x x x x x x x
1 1 1 1 1 1 1 1
TOTAL Beban Guna (qLL) Beban Guna
= =
250 250
x x
0.9 0.9
=
100
/
3.5
0.3 0.12 0.12 0.04 0.04 1 1 1 1 3.5
x x x x x x x x x x
0.4 2400 2400 21 21 24 24 11 11 250
x x
1.5 1.5
x x
1 1
Beban Pekerja (qLaL) Beban pekerja
= 28.57143 kg/m
Balok 3-AE, 10-AE (c, d) Beban Mati (qDL) Lebar balok Tinggi balok Tinggi dinding Faktor pengali Beban balok Pelat
= 0.3 = 0.4 = 3.5 = 2
Spesi Keramik Plafon Pasangan Batu Merah
m m m = = = = = = = = = =
x x x x x x x x x
2400 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
x x x x x x x x
1.5 0.75 1.5 0.75 1.5 0.75 1.5 0.75 TOTAL
x x x x x x x x
1 1 1 1 1 1 1 1
= = = = = = = = = =
288 388.8 194.4 1.134 0.567 32.4 16.2 14.85 7.425 875 1818.776
kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/m
Beban Guna (qLL) Beban Guna
= =
250 250
x x
0.9 0.9
=
100
/
2
x x x x x x
0.4 2400 21 24 11 250
x x
1.5 0.75
x x
1 1
= =
337.5 168.75 506.25
kg/m kg/m kg/m
=
50
kg/m
= = = = = =
288 777.6 2.268 64.8 29.7 875 2037.368
kg/m kg/m kg/m kg/m kg/m kg/m kg/m
=
675
kg/m
Beban Pekerja (qLaL) Beban pekerja
Balok 4-AE, 5-AE, 8-AE, 9-AE (b, c) Beban Mati (qDL) Lebar balok = 0.3 Tinggi balok = 0.4 Tinggi dinding = 3.5 = 2 Faktor pengali Beban balok Pelat Spesi Keramik Plafon Pasangan Batu Merah
m m m = = = = = =
0.3 0.12 0.04 1 1 3.5
x x x x x
2400 0.9 0.9 0.9 0.9
x x x x
1.5 1.5 1.5 1.5
x x x x
2 2 2 2
TOTAL Beban Guna (qLL) Beban Guna
=
250
x
0.9
=
100
/
5.5
0.3 0.12 0.12 0.04 0.04 1 1 1 1 0
x x x x x x x x x x
0.4 2400 2400 21 21 24 24 11 11 250
x
1.5
x
2
Beban Pekerja (qLaL) Beban pekerja
= 18.18182 kg/m
Balok 6-A'E', 7-A'E' (a, d) Beban Mati (qDL) Lebar balok Tinggi balok Tinggi dinding Faktor pengali Beban balok Pelat
= 0.3 = 0.4 = 0 = 2
Spesi Keramik Plafon Pasangan Batu Merah
m m m = = = = = = = = = =
x x x x x x x x x
2400 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7
x x x x x x x x
1 1.25 1 1.25 1 1.25 1 1.25
x x x x x x x x
1 1 1 1 1 1 1 1
= = = = = = = = = =
288 201.6 252 0.588 0.735 16.8 21 7.7 9.625 0
kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/m
TOTAL
798.048 kg/m
Beban Guna (qLL) Beban Guna
= =
250 250
x x
0.7 0.7
=
100
/
2.5
0.3 0.12 0.12 0.04 0.04 1 1 1 1 3.5
x x x x x x x x x x
0.4 2400 2400 21 21 24 24 11 11 250
x x
1 1.25
x x
1 1
= =
175 218.75 393.75
kg/m kg/m kg/m
=
40
kg/m
= = = = = = = = = =
288 388.8 259.2 1.134 0.756 32.4 21.6 14.85 9.9 875 1891.64
kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/m
= =
337.5 225 562.5
kg/m kg/m kg/m
Beban Pekerja (qLaL) Beban pekerja
Balok 6-A'E' (b) Beban Mati (qDL) Lebar balok Tinggi balok Tinggi dinding Faktor pengali Beban balok Pelat
= 0.3 = 0.4 = 3.5 = 2
Spesi Keramik Plafon Pasangan Batu Merah
m m m = = = = = = = = = =
x x x x x x x x x
2400 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
x x x x x x x x
1.5 1 1.5 1 1.5 1 1.5 1
x x x x x x x x
1 1 1 1 1 1 1 1
TOTAL Beban Guna (qLL) Beban Guna
= =
250 250
x x
0.9 0.9
=
100
/
5.5
0.3 0.12 0.12
x x x
0.4 2400 2400
x x
1.5 1
x x
1 1
Beban Pekerja (qLaL) Beban pekerja
= 18.18182 kg/m
Balok 6-A'E' (c), 7-A'E' (c) Beban Mati (qDL) Lebar balok Tinggi balok Tinggi dinding Faktor pengali Beban balok Pelat
= 0.3 = 0.4 = 3.5 = 2
m m m = = =
x x x
2400 0.9 0.9
x x
1.5 1.75
x x
1 1
= = =
288 388.8 453.6
kg/m kg/m kg/m
Spesi Keramik Plafon Pasangan Batu Merah
= = = = = = =
0.04 0.04 1 1 1 1 3.5
x x x x x x x
21 21 24 24 11 11 250
x x x x x x
0.9 0.9 0.9 0.9 0.9 0.9
x x x x x x
1.5 1.75 1.5 1.75 1.5 1.75
x x x x x x
1 1 1 1 1 1
= = = = = = =
1.134 1.323 32.4 37.8 14.85 17.325 875 2110.232
kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/m
= =
337.5 393.75 731.25
kg/m kg/m kg/m
TOTAL Beban Guna (qLL) Beban Guna
= =
250 250
x x
0.9 0.9
=
100
/
5.5
0.3 0.12 0.04 1 1 3.5
x x x x x x
0.4 2400 21 24 11 250
x x
1.5 1.75
x x
1 1
Beban Pekerja (qLaL) Beban pekerja
= 18.18182 kg/m
Balok 7-A'E' (b) Beban Mati (qDL) Lebar balok = 0.3 Tinggi balok = 0.4 Tinggi dinding = 3.5 = 2 Faktor pengali Beban balok Pelat Spesi Keramik Plafon Pasangan Batu Merah
m m m = = = = = =
x x x x x
2400 0.9 0.9 0.9 0.9
x x x x
1.5 1.5 1.5 1.5
x x x x
1 1 1 1
= = = = = =
288 388.8 1.134 32.4 14.85 875 1600.184
kg/m kg/m kg/m kg/m kg/m kg/m kg/m
=
337.5
kg/m
TOTAL Beban Guna (qLL) Beban Guna
=
250
x
0.9
=
100
/
5.5
= 0.15 m = 0.3 m = 0 m = 2 = =
0.15 0.12
x x
0.3 2400
x
1.5
x
1
Beban Pekerja (qLaL) Beban pekerja
= 18.18182 kg/m
Balok Anak 7' - AD Beban Mati (qDL) Lebar balok Tinggi balok Tinggi dinding Faktor pengali Beban balok Pelat
x x
2400 0.7
x
1
x
1
= =
108 201.6
kg/m kg/m
Spesi Keramik Plafon Pasangan Batu Merah
= = = =
0.04 1 1 0
x x x x
21 24 11 250
x x x
0.7 0.7 0.7
x x x
1 1 1
x x x
1 1 1
= = = =
0.588 16.8 7.7 0 334.688
kg/m kg/m kg/m kg/m kg/m
=
350
kg/m
TOTAL Beban Guna (qLL) Beban Guna
=
250
x
0.7
=
100
/
5.5
0.2 0.12 0.04 1 1 0
x x x x x x
0.3 2400 21 24 11 250
x
1
x
2
Beban Pekerja (qLaL) Beban pekerja
= 18.18182 kg/m
BALOK MEMANJANG Balok A'-6 7, E'-6 7 Beban Mati (qDL) Lebar balok = 0.2 Tinggi balok = 0.3 Tinggi dinding = 0 = 2 Faktor pengali Beban balok Pelat Spesi Keramik Plafon Pasangan Batu Merah
m m m = = = = = =
x x x x x
2400 0.9 0.9 0.9 0.9
x x x x
1.5 1.5 1.5 1.5
x x x x
1 1 1 1
= = = = = =
144 388.8 1.134 32.4 14.85 0 581.184
kg/m kg/m kg/m kg/m kg/m kg/m kg/m
=
337.5
kg/m
TOTAL Beban Guna (qLL) Beban Guna
=
250
x
0.9
=
100
/
3.5
0.2 0.12 0.12 0.04 0.04 1
x x x x x x
0.3 2400 2400 21 21 24
x
1.5
x
1
Beban Pekerja (qLaL) Beban pekerja
= 28.57143 kg/m
Balok A-2 6, A-7 11, E-2 6, E-7 11 Beban Mati (qDL) Lebar balok Tinggi balok Tinggi dinding Faktor pengali Beban balok Pelat Spesi Keramik
= 0.2 = 0.3 = 3.5 = 2
m m m = = = = = =
x x x x x x
2400 0.7 0.9 0.7 0.9 0.7
x x x x x
1.5 1 1.5 1 1.5
x x x x x
1 1 1 1 1
= = = = = =
144 302.4 259.2 0.882 0.756 25.2
kg/m kg/m kg/m kg/m kg/m kg/m
Plafon Pasangan Batu Merah
= = = =
1 1 1 3.5
x x x x
24 11 11 250
x x x
0.9 0.7 0.9
x x x
1 1.5 1
x x x
1 1 1
= = = =
21.6 11.55 9.9 875 1650.488
kg/m kg/m kg/m kg/m kg/m
= =
262.5 225 487.5
kg/m kg/m kg/m
TOTAL Beban Guna (qLL) Beban Guna
= =
250 250
x x
0.7 0.9
=
100
/
3
0.2 0.12 0.12 0.04 0.04 1 1 1 1 3.5
x x x x x x x x x x
0.3 2400 2400 21 21 24 24 11 11 250
x x
1.5 1
x x
1 1
Beban Pekerja (qLaL) Beban pekerja
= 33.33333 kg/m
Balok A-6 7, E-6 7 Beban Mati (qDL) Lebar balok Tinggi balok Tinggi dinding Faktor pengali Beban balok Pelat
= 0.2 = 0.3 = 3.5 = 2
Spesi Keramik Plafon Pasangan Batu Merah
m m m = = = = = = = = = =
x x x x x x x x x
2400 0.7 0.9 0.7 0.9 0.7 0.9 0.7 0.9
x x x x x x x x
1 1.25 1 1.25 1 1.25 1 1.25
x x x x x x x x
1 1 1 1 1 1 1 1
= = = = = = = = = =
144 201.6 324 0.588 0.945 16.8 27 7.7 12.375 875 1610.008
kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/m
= =
175 281.25 456.25
kg/m kg/m kg/m
TOTAL Beban Guna (qLL) Beban Guna
= =
250 250
x x
0.7 0.9
=
100
/
3.5
x x
1 1.25
x x
1 1
Beban Pekerja (qLaL) Beban pekerja
Balok B-1 2, B-11 12, C-1 3, C-10 12, D-1 2, D-11 12 Beban Mati (qDL) Lebar balok Tinggi balok Tinggi dinding
= 0.2 = 0.3 = 3.5
m m m
= 28.57143 kg/m
Faktor pengali = 2 Beban balok Pelat Spesi Keramik Plafon Pasangan Batu Merah
= = = = = =
0.2 0.12 0.04 1 1 3.5
x x x x x x
0.3 2400 21 24 11 250
x x x x x
2400 0.7 0.7 0.7 0.7
x x x x
0.75 0.75 0.75 0.75
x x x x
2 2 2 2
= = = = = =
144 302.4 0.882 25.2 11.55 875 1359.032
kg/m kg/m kg/m kg/m kg/m kg/m kg/m
=
262.5
kg/m
TOTAL Beban Guna (qLL) Beban Guna
=
250
x
0.7
=
100
/
1.5
x x x x x x x x x x
0.3 2400 2400 21 21 24 24 11 11 250
x
0.75
x
2
Beban Pekerja (qLaL) Beban pekerja
= 66.66667 kg/m
Balok B-2 3, B-10 11, D-2 3, D-10 11 Beban Mati (qDL) Lebar balok Tinggi balok Tinggi dinding Faktor pengali Beban balok Pelat
= 0.2 = 0.3 = 3.5 = 2
Spesi Keramik Plafon Pasangan Batu Merah
m m m = = = = = = = = = =
0.2 0.12 0.12 0.04 0.04 1 1 1 1 3.5
x x x x x x x x x
2400 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7
x x x x x x x x
1.5 0.75 1.5 0.75 1.5 0.75 1.5 0.75
x x x x x x x x
1 1 1 1 1 1 1 1
= = = = = = = = = =
144 302.4 151.2 0.882 0.441 25.2 12.6 11.55 5.775 875 1529.048
kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/m
= =
262.5 131.25 393.75
kg/m kg/m kg/m
TOTAL Beban Guna (qLL) Beban Guna
= =
250 250
x x
0.7 0.7
=
100
/
1.5
x x
1.5 0.75
x x
1 1
Beban Pekerja (qLaL) Beban pekerja
Balok C-3 6, C-7 10 Beban Mati (qDL) Lebar balok Tinggi balok
= 0.2 = 0.3
m m
= 66.66667 kg/m
Tinggi dinding = 3.5 Faktor pengali = 2 Beban balok Pelat Spesi Keramik Plafon Pasangan Batu Merah
m = = = = = =
0.2 0.12 0.04 1 1 3.5
x x x x x x
0.3 2400 21 24 11 250
x x x x x
2400 0.7 0.7 0.7 0.7
x x x x
1.5 1.5 1.5 1.5
x x x x
2 2 2 2
= = = = = =
144 604.8 1.764 50.4 23.1 875 1699.064
kg/m kg/m kg/m kg/m kg/m kg/m kg/m
=
525
kg/m
TOTAL Beban Guna (qLL) Beban Guna
=
250
x
0.7
=
100
/
3
0.2 0.12 0.12 0.04 0.04 1 1 1 1 3.5
x x x x x x x x x x
0.3 2400 2400 21 21 24 24 11 11 250
x
1.5
x
2
Beban Pekerja (qLaL) Beban pekerja
= 33.33333 kg/m
Balok C-6 7 Beban Mati (qDL) Lebar balok Tinggi balok Tinggi dinding Faktor pengali Beban balok Pelat
= 0.2 = 0.3 = 3.5 = 2
Spesi Keramik Plafon Pasangan Batu Merah
m m m = = = = = = = = = =
x x x x x x x x x
2400 0.7 0.9 0.7 0.9 0.7 0.9 0.7 0.9
x x x x x x x x
1 0.75 1 0.75 1 0.75 1 0.75
x x x x x x x x
1 1 1 1 1 1 1 1
= = = = = = = = = =
144 201.6 194.4 0.588 0.567 16.8 16.2 7.7 7.425 875 1464.28
kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/m
= =
175 168.75 343.75
kg/m kg/m kg/m
=
50
kg/m
TOTAL Beban Guna (qLL) Beban Guna
= =
250 250
x x
0.7 0.9
=
100
/
2
x x
1 0.75
x x
1 1
Beban Pekerja (qLaL) Beban pekerja
Balok D-6 7 Beban Mati (qDL) Lebar balok
= 0.2
m
Tinggi balok Tinggi dinding Faktor pengali Beban balok Pelat
= 0.3 = 3.5 = 2
Spesi Keramik Plafon Pasangan Batu Merah
m m = = = = = = = = = =
0.2 0.12 0.12 0.04 0.04 1 1 1 1 3.5
x x x x x x x x x x
0.3 2400 2400 21 21 24 24 11 11 250
x x x x x x x x x
2400 0.7 0.9 0.7 0.9 0.7 0.9 0.7 0.9
x x x x x x x x
1.75 0.75 1.75 0.75 1.75 0.75 1.75 0.75
x x x x x x x x
1 1 1 1 1 1 1 1
= = = = = = = = = =
144 352.8 194.4 1.029 0.567 29.4 16.2 13.475 7.425 875 1634.296
kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/m
= =
306.25 168.75 475
kg/m kg/m kg/m
TOTAL Beban Guna (qLL) Beban Guna
= =
250 250
x x
0.7 0.9
=
100
/
3.5
x x
1.75 0.75
x x
1 1
Beban Pekerja (qLaL) Beban pekerja
= 28.57143 kg/m
0.008333
PEMBEBANAN BALOK MELINTANG
No
Balok
Beban Mati (kg)
Beban Hidup (kg)
Beban Pekerja (kg)
Beban Kombinasi Beban Kombinasi Beban Kombinasi 1 (kg) 2 (kg) 3 (kg)
1
Balok 1-BD, 12-BD , 2-BD, 11BD (a, d)
278.016
131.25
133.3333333
389.2224
610.2858667
612.5775333
333.6192
2 3
Balok 1-BD, 12-BD (b, c) Balok 2-BD, 11-BD (b, c)
1201.592 1600.184
168.75 337.5
50 50
1682.2288 2240.2576
1736.9104 2485.2208
1690.6604 2337.7208
1441.91 1920.221
4
Balok 3-AE, 10-AE (a, f); 4AE, 5-AE, 8-AE, 9-AE (a, d)
741.376
350
100
1037.9264
1499.6512
1399.6512
889.6512
5 6
Balok 3-AE, 10-AE (b, e) Balok 3-AE, 10-AE (c, d)
2037.368 1818.776
675 506.25
28.57142857 50
2852.3152 2546.2864
3539.127314 3017.5312
3165.555886 2768.7812
2444.842 2182.531
7
Balok 4-AE, 5-AE, 8-AE, 9-AE (b, c)
2037.368
675
18.18181818
2852.3152
3533.932509
3148.932509
2444.842
8
Balok 6-A'E', 7-A'E' (a, d)
798.048
393.75
40
1117.2672
1607.6576
1415.4076
957.6576
9
Balok 6-A'E' (b)
1891.64
562.5
18.18181818
2648.296
3179.058909
2861.558909
2269.968
10
Balok 6-A'E' (c), 7-A'E' (c)
2110.232
731.25
18.18181818
2954.3248
3711.369309
3292.619309
2532.278
11 12
Balok 7-A'E' (b) Balok Anak 7' - AD
1600.184 334.688
337.5 350
18.18181818 18.18181818
2240.2576 468.5632
2469.311709 970.7165091
2286.811709 780.7165091
1920.221 401.6256
PEMBEBANAN BALOK MEMANJANG
No
Balok
Beban Mati (kg)
Beban Hidup (kg)
Beban Pekerja (kg)
1
Balok A'-6 7, E'-6 7
581.184
337.5
28.57142857
Beban Kombinasi Beban Kombinasi Beban Kombinasi 1 (kg) 2 (kg) 3 (kg)
813.6576
1251.706514
1080.635086
25
2 3 4 5 6 7 8
Balok A-2 6, A-7 11, E-2 6, E7 11 Balok A-6 7, E-6 7 Balok B-1 2, B-11 12, C-1 3, C10 12, D-1 2, D-11 12 Balok B-2 3, B-10 11, D-2 3, D-10 11 Balok C-3 6, C-7 10 Balok C-6 7 Balok D-6 7
1650.488
487.5
33.33333333
2310.6832
2777.252267
2521.418933
1610.008
456.25
28.57142857
2254.0112
2676.295314
2433.973886
1359.032
262.5
66.66666667
1902.6448
2084.171733
2000.005067
1529.048
393.75
66.66666667
2140.6672
2498.190933
2335.274267
1699.064 1464.28 1634.296
525 343.75 475
33.33333333 50 28.57142857
2378.6896 2049.992 2288.0144
2895.543467 2332.136 2735.440914
2617.210133 2180.886 2481.869486
22
25 0.75 4
1.166666667
2669.4704 728.0373818 3397.507782
9574.0432 4787.0216 19386 3524.727273
8 PORTAL ARAH MELINTANG Balok 6 - A' E' Beban Mati a Balok Ring Berat sendiri balok
b Balok Lantai Balok 6-A'A, 6-EE' Balok 6-AC Balok 6-CE Beban Pekerja a Balok Ring Beban Pekerja b Balok Lantai Balok 6-A'A, 6-EE' Balok 6-AC Balok 6-CE Beban Guna b Balok Lantai Balok 6-A'A, 6-EE' Balok 6-AC Balok 6-CE
m = =
2400 288
x 0.3 kg/m
x
-9322.2 -404211 -465293 -65321.5 45355.53 112698.8 2730.276 12272.07 24894.6 16525.08 -2457.62 -1847.22 -1638.07 -4173.5 -2334.95 -3336.44 -3336.44 -749.825 144249.8 505210.2 65394.18 17245.98 17424
0.4
= 798.048 kg/m = 1891.64 kg/m = 2110.23 kg/m
=
100
kg
= = =
100 100 100
kg kg kg
= = =
393.75 kg/m 562.5 kg/m 731.25 kg/m
Beban Gempa
V C (koef dasar gempa)
= C x I x K x Wt = 0.05 (Zona 4, diatas tanah lunak periode kala ulang 20 th periode waktu getar 0.5 detik) I (Fak. keutamaan) = 1 (Bangunan biasa) K (Fak jenis struktur) = 1 (Portal daktail beton bertulang) Wt (Berat Total bangunan) : Tingkat 1 Beban Mati Balok 6-A'A, 6-EE' Balok 6-AC Balok 6-CE Kolom
= = = = =
798.048 x 1891.64 x 2110.23 x 0.3 x 6840 kg
Beban Pekerja Balok 6-A'A, 6-EE' Balok 6-AC Balok 6-CE
= = =
200 100 100
kg kg kg
Beban Guna Balok 6-A'A, 6-EE' Balok 6-AC Balok 6-CE
= = =
393.75 562.5 731.25
x x x
Beban Total
=
42324.9 kg
Tingkat 2 Beban Mati Balok 6-A'A, 6-EE' Balok 6-AC Balok 6-CE Kolom
Beban Pekerja Balok 6-A'A, 6-EE'
= = = = =
798.048 1891.64 2110.23 0.3 5040
x x x x kg
=
200
kg
2.5 5.5 5.5 0.4
x
2
= 3990.24 kg = 10404 kg = 11606.3 kg x 2400 x
x
4.75
2.5 5.5 5.5
x
2
= 1968.75 kg = 3093.75 kg = 4021.88 kg
2.5 5.5 5.5 0.4
x
2
x
3.5
= 3990.24 kg = 10404 kg = 11606.3 kg x 2400 x
5
5
-22.0303
v
h -3728.88 37848.27 73492.98 42299.41 4838.631 -16099.8 -3989.33 -4123.23 -10676.6 -2999.3 -52454.5 -61237.6 -3168 2.023
-1267.172 -645.376 -433.06 -3023.142 -1142.893 910.092 1888.01 2489.46 1224.08 -0.001
Balok 6-AC Balok 6-CE
= =
100 100
kg kg
Beban Guna Balok 6-A'A, 6-EE' Balok 6-AC Balok 6-CE
= = =
393.75 562.5 731.25
x x x
Beban Total
=
40524.9 kg
= = = = =
741.376 x 1891.64 x 2110.23 x 0.3 x 3024 kg
Tingkat 3 Beban Mati Balok 6-A'A, 6-EE' Balok 6-AC Balok 6-CE Kolom
2.5 5.5 5.5
x
2
= 1968.75 kg = 3093.75 kg = 4021.88 kg
1 5.5 5.5 0.4
x
2
x
3.5
= 1482.75 kg = 10404 kg = 11606.3 kg x 2400 x
x
2
Beban Pekerja Balok 6-A'A, 6-EE' Balok 6-AC Balok 6-CE
= = =
200 100 100
kg kg kg
Beban Guna Balok 6-A'A, 6-EE' Balok 6-AC Balok 6-CE
= = =
350 562.5 731.25
x x x
Beban Total
=
34732.7 kg
= = = =
288 x 10.5 3989.33 + 4125.23 0.3 x 0.4 1512 kg
Balok Ring Balok Ring Beban Atap Kolom
Beban Total
=
12650.6 kg
Wt (berat total gedung =
130233 kg
1 5.5 5.5
= = x
= 700 kg = 3093.75 kg = 4021.88 kg
3024 kg 8114.56 kg 1.75 x
Tingkat
Hi
Wi
Wi x Hi
Fi
1 2 3 Atap
3 6.5 10 13.5
42324.911 40524.911 34732.673 12650.562
126974.733 263411.922 347326.73 170782.587 908495.972
910.092513 1888.00726 2489.46739 1224.08569
PENULANGAN BALOK MELINTANG Balok 17 (Balok 6-CE Lantai 2) Momen tumpuan = 11892.2 = 11377.3 Momen Lapangan = 6801.51 Vu Maks = 11693.6 fy = 350 f'c = 30 Dimensi balok = 30 B = 300 d' = 25 d = 375
kgm kgm kgm kg Mpa MPa x mm mm mm
(-) (-)
40
cm
3
2400
x
3
ρmin
=
1.4 fy
=
ρmax
=
0.75
x
=
0.75
x
=
0.75
x
= m
=
1.4 350 ρb 0.85
0.85
=
0.004
x fy x 350
f'c 30
0.85 600 0.85 600
x x
x + x +
600 fy 600 350
=
13.7255
=
3.52363 Mpa
0.029
0.85
fy x
f'c
=
0.85
350 x
30
a. Tumpuan Mu (-)
=
11892.2 kgm
Mu
=
ρ
=
1 m
x
[
1
-
1
-
=
1 13.7255
x
[
1
-
1
-
= 0.004 < As = = As° = =
∅ b d^2
=
118922363.9 x 300 x
Rn
0.8
0.01088 ρbd 0.01088 0.2 0.2
<
x
Dipakai : Tulangan Atas (tarik) = Tulangan Bawah (tekan) =
7 - D 16 2 - D 13
= =
0.8
x
Rn
]
2
x
13.7255 350
x
3.52363
]
1407 265
=
244.797 mm²
mm² mm²
250 80 170 42.5
11377.3 kgm
Mu
1 m
x
[
1
-
1
-
=
1 13.7255
x
[
1
-
1
-
∅ b d^2
=
113772797 300 x
=
140625
=
3.37105 Mpa
2
x
m fy
x
Rn
]
2
x
13.7255 350
x
3.37105
]
0.01037 0.01037 ρbd 0.01037 0.2 0.2
, ρmin dipakai
<
0.029
x x x
300 As 1166.57
x
Dipakai : Tulangan Atas (tarik) = Tulangan Bawah (tekan) =
7 - D 16 2 - D 13
= =
As°
x
1223.98 mm²
ρ
< = = = =
m fy
=
=
0.004 As
b. Lapangan
375
Rn
=
x
0.029 , ρ dipakai 300 As 1223.98
=
2
0.01088
x x x
Mu (-)
140625
375
1407 265
=
1166.57 mm²
=
233.313 mm²
mm² mm²
Mu (+)
=
6801.51 kgm
Mu
=
ρ
=
1 m
x
[
1
-
1
-
=
1 13.7255
x
[
1
-
1
-
= 0.004 As
0.8
140625
=
2
x
m fy
x
Rn
]
2
x
13.7255 350
x
2.01526
]
0.00601 ρbd 0.00601 0.2 0.2
, ρ dipakai
0.029
x x x
300 As 675.607
x
Dipakai : Tulangan Atas (tekan) = Tulangan Bawah (tarik) =
2 - D 16 6 - D13
= =
375
402 796
=
675.607 mm²
=
135.121 mm²
mm² mm²
Penulangan Geser
Vu =
Vc = φ Vc =
11693.6 kg
116936 N
91855.9 N 68891.9 N
Vu > φ Vc -> diperlukan tulangan geser
Vs
=
64059.2 N
=
367423 N
Nilai Vs harus lebih kecil dari Vs
=
367423 N
ok..!!
<
Dicoba di pakai sengkang Φ 8 mm, As = 50 mm2 Av =
S =
2.01526 Mpa
0.00601 <
As°
< = = = =
∅ b d^2
=
68015071.41 x 300 x
Rn
100 mm2
199.035 mm
Jarak maksimum tulangan geser : = >
205396 N Vs
Maka jarak maksimum tulangan geser adalah d/2 = 187,5 mm Sehingga untuk tulangan geser dipasang sengkang Φ 8 - 175 mm
Balok 6 (Balok 6-AA' Lantai 1) Momen tumpuan = 3427.06 kgm
(+)
= = = = = = = =
5312.82 6484.74 350 30 30 300 25 375
ρmin
=
1.4 fy
=
ρmax
=
0.75
x
=
0.75
x
=
0.75
x
Vu Maks fy f'c Dimensi balok B d' d
= m
=
kgm kg Mpa MPa x mm mm mm
(-)
40 cm
1.4 350 ρb 0.85
0.85
=
0.004
x fy x 350
f'c
0.85 600 0.85 600
x
30
x
x + x +
600 fy 600 350
=
13.7255
=
1.01543 Mpa
0.029
0.85
fy x
f'c
=
0.85
350 x
30
a. Tumpuan Mu (+)
=
3427.06 kgm
34270622.49 x 300 x
Rn
=
Mu ∅ b d^2
=
ρ
=
1 m
x
[
1
-
1
-
=
1 13.7255
x
[
1
-
1
-
= 0.004 As As°
> = = = =
0.8
=
0.00296 ρbd 0.004 0.2 0.2
0.029
x x x
300 As 450
x
2 - D 16 4 - D 13
= =
375
x
Rn
]
2
x
13.7255 350
x
1.01543
]
402 531
450
mm²
=
90
mm²
mm² mm²
5312.82 kgm
53128234.41 x 300 x
Mu ∅ b d^2
=
ρ
=
1 m
x
[
1
-
1
-
=
1 13.7255
x
[
1
-
1
-
< =
m fy
=
=
0.004 As
x
, ρmin dipakai
<
Rn
=
2
0.00296
Dipakai : Tulangan Atas (tekan) = Tulangan Bawah (tarik) = Mu (-)
140625
0.8
0.00465 0.00465 ρbd
<
0.029
, ρmin dipakai
140625
=
1.57417 Mpa
2
x
m fy
x
Rn
]
2
x
13.7255 350
x
1.57417
]
x x x
300 As 522.647
x
Dipakai : Tulangan Atas (tarik) = Tulangan Bawah (tekan) =
7 - D 16 2 - D 13
= =
As°
= = =
0.00465 0.2 0.2
375
1407 265
=
522.647 mm²
=
104.529 mm²
mm² mm²
Penulangan Geser
Vu =
Vc = φ Vc =
6484.74 kg
64847.4 N
91855.9 N 68891.9 N
Vu < φ Vc -> tulangan geser praktis Sehingga untuk tulangan geser dipasang sengkang Φ 8 - 200 mm
Hasil Perhitungan Portal 6 Staad Pro 2007 Beam Node
Fx (kg)
Fy (kg)
My (kgm) Beam Node
Fx (kg)
Fy (kg)
My (kgm)
1
1 6
-2504.86 2504.857
1439.121 -282.82
2457.618 1343.884
16
12 13
597.124 -597.124
2
2 7
45032.07 -45032.1
823.362 -823.362
1847.216 88.91925
17
13 14
1177.153 10619.71 11377.28 -1177.15 11693.63 -11892.24
3
3 8
67789.31 -67789.3
1323.281 1638.072 -1323.281 -338.9537
18
14 15
1618.411 987.446 -287.356 -1618.41 3895.704 -2493.308
4
4 9
44511.85 -44511.8
3085.918 -3085.918
4173.495 4895.861
19
12 17
15427.98 -15428
5
5 10
7942.191 -7942.19
1459.969 -1459.969
2334.946 1093.748
20
13 18
24910.07 1321.015 -24910.1 -1321.02
281.6456 312.3391
6
6 7
1046.738 -1046.74
-1601.593 -3427.062 6484.743 -5312.823
21
14 19
19501.98 3653.258 -19502 -3653.26
6549.025 6960.889
7
7 8
297.77 -297.77
8706.583 5148.241 10679.048 -10998.76
22
16 17
0 -2974.69
0 -749.7973
8
8 9
-284.524 284.524
10821.202 11784.04 11492.137 -11309.57
23
17 18
2448.091 8340.561 3938.858 -2448.09 11045.07 -11603.04
9
9 10
-158.442 158.442
836.663 4046.486
412.6792 -3055.784
24
18 19
1918.125 10759.58 11651.38 -1918.13 11553.76 -11375.44
10
6 11
-903.264 903.264
1329.558 1008.032
2083.178 2388.583
25
19 20
11
7 12
29840.76 -29840.8
74.395 -74.395
75.66294 -41.91034
26
17 21
5242.174 -863.112 -2187.495 -5242.17 2526.182 -175.0853
12
8 13
46289.06 -46289.1
740.986 -740.986
-446.3298 -540.4496
27
18 22
3105.424 -3105.42
13
9 14
32183.05 -32183.1
3212 -3212
6000.928 5630.465
28
19 23
6102.963 1735.133 -6102.96 -1735.13
14
10 15
3895.704 -3895.7
1618.411 -1618.411
1962.036 2493.308
29
21 22
2526.182 5242.174 175.0853 -2526.18 1915.157 -1054.692
15
11 12
1008.032 -1008.03
-903.264 5786.414
-2388.583 -4866.596
30
22 23
1735.133 1190.267 -182.8351 -1735.13 6102.963 -2105.306
0 0
8626.356 5013.537 10759.28 -11118.48
-336.513 -104.9288 336.513 -1001.565
0 1845.25
1845.25 0
749.7973 0
791.049 -360.7756 -791.049 1237.528 3664.758 2105.306
Mz kNm 1
24.101 2457.618 13.179 1343.884
2
18.115 1847.216 0.872 88.91925
3
16.064 1638.072 -3.324 -338.954
4
40.928 4173.495 48.012 4895.861
5
22.898 2334.946 10.726 1093.748
6
Max Min
Vmax
11892.24 -3427.06
11693.63
-33.608 -52.101
-3427.06 -5312.82
7
50.487 5148.241 -107.861 -10998.8
8
115.562 11784.04 -110.909 -11309.6
9
4.047 412.6792 -29.967 -3055.78
10
20.429 2083.178 23.424 2388.583
11
0.742 75.66294 -0.411 -41.9103
12
-4.377 -5.3
13
58.849 6000.928 55.216 5630.465
14
19.241 1962.036 24.451 2493.308
15
-23.424 -47.725
-446.33 -540.45
-2388.58 -4866.6
16
49.166 5013.537 -109.035 -11118.5
17
111.573 11377.28 -116.623 -11892.2
18
-2.818 -24.451
-287.356 -2493.31
19
-1.029
-104.929
-9.822
-1001.57
20
2.762 281.6456 3.063 312.3391
21
64.224 6549.025 68.263 6960.889
22
0 -7.353
0 -749.797
23
38.627 3938.858 -113.787 -11603
24
114.261 11651.38 -111.555 -11375.4
25
7.353 749.7973 0 0
26
-21.452 -1.717
-2187.5 -175.085
27
-3.538 -360.776 12.136 1237.528
28
35.939 3664.758 20.646 2105.306
29
1.717 175.0853 -10.343 -1054.69
30
-1.793 -20.646
-182.835 -2105.31
2457.618 -1343.88 1847.216 -88.9193 1638.072 338.9537 4173.495 -4895.86 2334.946 -1093.75 -3427.06 5312.823 5148.241 10998.76 11784.04 11309.57 412.6792 3055.784 2083.178 -2388.58 75.66294 41.91034 -446.33 540.4496 6000.928 -5630.47 1962.036 -2493.31 -2388.58 4866.596 5013.537 11118.48 11377.28 11892.24 -287.356 2493.308 -104.929
1001.565 281.6456 -312.339 6549.025 -6960.89 0 749.7973 3938.858 11603.04 11651.38 11375.44 749.7973 0 -2187.5 175.0853 -360.776 -1237.53 3664.758 -2105.31 175.0853 1054.692 -182.835 2105.306
8 PORTAL PORTAL ARAH ARAH MEMANJANG MEMANJANG Balok C - 1 12 Beban Mati a Balok Ring Berat sendiri balok b Balok alok Lanta antaii Balok C - 1 2 Balok C - 3 6 Balok C - 6 7 Beban Pekerja a Balok Ring Beban Pekerja b Balok alok Lanta antaii Balok C - 1 2 Balok C - 3 6 Balok C - 6 7 Beban Guna b Balok alok Lanta antaii Balok C - 1 2 Balok C - 3 6 Balok C - 6 7
= =
2400 168
x 0. 2 kg/m
x
0.35
375
= 1464.28 kg/m = 1699.06 kg/m = 1464.28 kg/m
=
100
kg
= = =
100 100 100
kg kg kg
= = =
0. 2
343.75 kg/m 525 kg/m 343.75 kg/m
Beban Gempa V C (koef dasar gempa)
= C x I x K x Wt = 0.05 (Zona 4, diatas tanah lunak periode kala ulang 20 th periode waktu getar 0.5 detik) I (Fak. keutamaan) = 1 (Bangunan biasa) K (Fak jenis struktur) = 1 (Portal daktail beton bertulang) Wt (Berat Total bangunan) : Tingkat 1 Beban Mati Balok C - 1 2 Balok C - 3 6 Balok C - 6 7 Kolom
= 1464.28 x = 1699.06 x = 1464.28 x = 0.3 x = 16416 kg
Beban Pekerja Balok C - 1 2 Balok C - 3 6 Balok C - 6 7
= = =
400 600 100
kg kg kg
Beban Guna Balok C - 1 2 Balok C - 3 6 Balok C - 6 7
= = =
343.75 525 343.75
x x x
Beban Total
= 74725.4 kg
1. 5 3 3. 5 0. 4
x x
4 6
x
4.75
1. 5 3 3. 5
x x
4 6
= 8785.68 kg = 30583.2 kg = 5124.98 kg x 2400 x
= 2062.5 kg = 9450 kg = 1203.13 kg
12
Tingkat 2 Beban Mati Balok C - 1 2 Balok C - 3 6 Balok C - 6 7 Kolom
= 1464.28 x = 1699.06 x = 1464.28 x = 0.3 x = 16416 kg
Beban Pekerja Balok C - 1 2 Balok C - 3 6 Balok C - 6 7
= = =
400 600 100
kg kg kg
Beban Guna Balok C - 1 2 Balok C - 3 6 Balok C - 6 7
= = =
343.75 525 343.75
x x x
Beban Total
= 74725.4 kg
Tingkat 3 Beban Mati Balok C - 1 2 Balok C - 3 6 Balok C - 6 7 Kolom
= 1464.28 x = 1699.06 x = 1464.28 x = 0.3 x = 16416 kg
Beban Pekerja Balok C - 1 2 Balok C - 3 6 Balok C - 6 7
= = =
400 600 100
kg kg kg
Beban Guna Balok C - 1 2 Balok C - 3 6 Balok C - 6 7
= = =
343.75 525 343.75
x x x
Beban Total
= 74725.4 kg
Balok Ring Balok Ring Beban Atap Kolom
x x
4 6
x
4.75
1. 5 3 3. 5
x x
4 6
= 2062.5 kg = 9450 kg = 1203.13 kg
1. 5 3 3. 5 0. 4
x x
4 6
x
4.75
= 8785.68 kg = 30583.2 kg = 5124.98 kg x 2400 x
1. 5 3 3. 5
x x
4 6
= 168 x 27.5 = 4125.23 + 4125.23 = 0.3 x 0. 4 = 6048 kg
Beban Total
=
18918.5 kg
Wt (berat total gedun =
243095 kg
Tingkat
1. 5 3 3. 5 0. 4
Hi
Wi
Wi x Hi
= 8785.68 kg = 30583.2 kg = 5124.98 kg x 2400 x
12
12
= 2062.5 kg = 9450 kg = 1203.13 kg
= 4620 kg = 8250.46 kg x 1.75 x
Fi
2400
x
12
1 2 3 Atap
3 6.5 10 13.5
74725.437 74725.437 74725.437 18918.458
224176.311 485715.341 747254.37 255399.183 1712545.2
1591.08467 3447.35013 5303.61558 1812.68807
PENULANGAN BALOK MELINTANG Balok 54 (Balok C-67 Lantai 1) Momen tumpuan = 3957.21 = 1768.8 Momen Lapangan = 2029.24 Vu Maks = 5372.28 fy = 350 f'c = 30 Dimensi balok = 20 B = 200 d' = 25 d = 325
kg k gm kgm kgm kg Mp a MPa x mm mm mm
ρmin
=
1.4 fy
=
ρmax
=
0.75
x
=
0.75
x
=
0.75
x
= m
=
(-) (-)
35
cm
1. 4 350
=
0.004
x fy x 350
f'c
ρb 0.85 0.85
30
x x
0.85 600 0.85 600
x + x +
600 fy 600 350
0.029
0.85
fy x
f 'c
=
0.85
350 x
30
= 13.7255
a. Tumpuan Mu (-)
=
3957.21 kgm 39572127.08 x 200 x
Rn
=
Mu ∅ b d^2
=
ρ
=
1 m
x
[
1
-
1
-
=
1 13.7255
x
[
1
-
1
-
=
0. 8
105625
= 2.34155 Mpa
2
x
m fy
x
Rn
]
2
x
13.7255 350
x
2.34155
]
0.00703
0.004 < 0.00703 < As = ρbd = 0.00703 x As° = 0.2 x
0.029 , ρ dipakai 200 As
x
325
= 456.899 mm²
=
x
456.899
Dipakai : Tulangan Atas (tarik) = Tulangan Bawah (tekan) =
3 - D 16 2 - D 13
Mu (-)
=
0.2
= 91.3798 mm²
= =
603 265
mm² mm²
1768.8 kgm 17687997.43 x 200 x
Rn
=
Mu ∅ b d^2
=
ρ
=
1 m
x
[
1
-
1
-
=
1 13.7255
x
[
1
-
1
-
= 0.004 As
0. 8
0.029
x x x
200 As 198.535
x
Dipakai : Tulangan Atas (tarik) = Tulangan Bawah (tekan) =
3 - D 16 2 - D 13
= =
b. Lapangan Mu (+)
> 0.00305 = ρbd = 0.00305 = 0.2 = 0.2
=
m fy
x
Rn
]
2
x
13.7255 350
x
1.04663
]
39.707 mm²
=
603 265
mm² mm²
2029.24 kgm 20292352.64 x 200 x
Mu ∅ b d^2
=
ρ
=
1 m
x
[
1
-
1
-
=
1 13.7255
x
[
1
-
1
-
0. 8
105625
= 1.20073 Mpa
2
x
m fy
x
Rn
]
2
x
13.7255 350
x
1.20073
]
0.00352 <
0.029
x x x
200 As 228.506
x
Dipakai : Tulangan Atas (tekan) = Tulangan Bawah (tarik) =
2 - D 16 2 - D 13
= =
As°
x
= 198.535 mm²
325
=
0.004 As
2
, ρmin dipakai
Rn
=
= 1.04663 Mpa
0.00305 <
As°
105625
> 0.00352 = ρbd = 0.00352 = 0.2 = 0.2
, ρmin dipakai 325
= 228.506 mm² = 45.7012 mm²
402 265
mm² mm²
Penulangan Geser Vu =
Vc = φ Vc =
5372.28 kg
53722.8 N
53072.3 N 39804.2 N
Vu > φ Vc -> diperlukan tulangan geser
Vs
=
18558.2 N
=
212289
Nilai Vs harus lebih kecil dari Vs
=
212289
ok..!!
<
Dicoba di pakai sengkang Φ 8 mm, As = 50 mm2 Av =
S =
100 mm2
595.425 mm
Jarak maksimum tulangan geser : = >
106145 Vs
Maka jarak maksimum tulangan geser adalah = 20 mm Sehingga untuk tulangan geser dipasang sengkang Φ 8 - 100 mm
Balok 50 (Balok C-23 Lantai 1) Momen tumpuan = 1323.18 = 2830.02 Vu Maks = 4517.87 fy = 350 f'c = 30 Dimensi balok = 20 B = 200 d' = 25 d = 325
ρmin
=
1.4 fy
kgm kgm kg Mpa MPa x mm mm mm =
(+) (-)
35
cm
1.4 350
=
0.004
ρmax
=
0.75
x
=
0.75
x
=
0.75
x
= m
=
ρb 0.85 0.85
x fy x 350
f'c
0.85 600 0.85 600
x
30
x
x + x +
600 fy 600 350
=
13.7255
=
0.78295 Mpa
0.029
0.85
fy x
f'c
=
0.85
350 x
30
a. Tumpuan Mu (+)
=
1323.18 kgm 13231837.58 x 200 x
Rn
=
Mu ∅ b d^2
=
ρ
=
1 m
x
[
1
-
1
-
=
1 13.7255
x
[
1
-
1
-
= 0.004 As
0.8
0.029
x x x
200 As 147.708
x
Dipakai : Tulangan Atas (tekan) = Tulangan Bawah (tarik) =
2 - D 16 2 - D 13
= =
Mu (-)
> 0.00227 = ρbd = 0.00227 = 0.2 = 0.2
=
325
x
Rn
]
2
x
13.7255 350
x
0.78295
]
= 29.5417 mm²
402 265
mm² mm²
2830.02 kgm 28300184.06 x 200 x
Mu ∅ b d^2
=
ρ
=
1 m
x
[
1
-
1
-
=
1 13.7255
x
[
1
-
1
-
As°
m fy
= 147.708 mm²
=
0.004 As
x
, ρmin dipakai
Rn
=
2
0.00227 <
As°
105625
0.8
105625
=
1.67457 Mpa
2
x
m fy
x
Rn
]
2
x
13.7255 350
x
1.67457
]
0.00495
< 0.00495 = ρbd = 0.00495 = 0.2
<
0.029
x x
200 As
, ρ dipakai x
325
= 321.934 mm²
=
0.2
x
321.934
Dipakai : Tulangan Atas (tarik) = Tulangan Bawah (tekan) =
3 - D 16 2 - D 13
= 64.3867 mm²
= =
603 265
mm² mm²
Penulangan Geser Vu =
Vc = φ Vc =
4517.87 kg
45178.7 N
53072.3 N 39804.2 N
Vu > φ Vc -> diperlukan tulangan geser
Vs
=
7166.03 N
=
212289
Nilai Vs harus lebih kecil dari Vs
=
212289
ok..!!
<
Dicoba di pakai sengkang Φ 8 mm, As = 50 mm2 Av =
100 mm2
S =
1542 mm
Jarak maksimum tulangan geser : = >
106145 Vs
Maka jarak maksimum tulangan geser adalah = 20 mm Sehingga untuk tulangan geser dipasang sengkang Φ 8 - 100 mm
Hasil Perhitungan Portal C Staad Pro 2007 Beam Node 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
1 13 2 14 3 15 4 16 5 17 6 18 7 19 8 20 9 21 10 22 11 23 12 24 13 25 14 26 15 27 16 28 17 29 18 30 19 31 20 32
Fx (kg)
Fy (kg)
-1698.75 1698.752 11254.89 -11254.9 26591 -26591 26965.71 -26965.7 26096.1 -26096.1 29028.36 -29028.4 23353.43 -23353.4 26188.88 -26188.9 27222.71 -27222.7 19113.9 -19113.9 9330.689 -9330.69 11934.59 -11934.6 -521.15 521.15 7598.743 -7598.74 18729.38 -18729.4 18158.6 -18158.6 17559.39 -17559.4 19447.36 -19447.4 15773.68 -15773.7 17600.15 -17600.1
856.514 738.546 1194.762 -1194.76 883.047 -883.047 998.209 -998.209 1001.465 -1001.47 834.352 -834.352 1049.152 -1049.15 976.185 -976.185 953.497 -953.497 1252.994 -1252.99 1145.97 -1145.97 975.573 -975.573 653.569 2802.402 1108.996 -1109 682.753 -682.753 862.619 -862.619 865.004 -865.004 636.665 -636.665 935.918 -935.918 833.761 -833.761
Mz (kgm) Beam Node 1585.047 984.434 1919.106 1665.197 1609.622 1039.499 1722.301 1272.402 1724.238 1280.152 1557.718 945.3789 1769.514 1377.943 1696.604 1232.021 1673.66 1186.848 1969.888 1789.092 1863.735 1574.136 1694.972 1231.817 1119.954 1167.575 1943.681 1937.767 1178.282 1211.321 1488.378 1530.798 1494.904 1532.633 1085.182 1143.204 1619.921 1655.713 1438.106 1480.016
21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
21 33 22 34 23 35 24 36 25 37 26 38 27 39 28 40 29 41 30 42 31 43 32 44 33 45 34 46 35 47 36 48 37 49 38 50 39 51 40 52
Fx (kg)
Fy (kg)
Mz (kgm)
18280.51 -18280.5 14276.23 -14276.2 6646.915 -6646.92 7441.373 -7441.37 297.183 -297.183 3939.67 -3939.67 11145.21 -11145.2 9346.266 -9346.27 8997.591 -8997.59 9908.836 -9908.84 8172.273 -8172.27 9001.366 -9001.37 9364.157 -9364.16 9415.476 -9415.48 3731.461 -3731.46 3281.321 -3281.32 -155.394 155.394 497.394 -497.394 4288.072 -4288.07 463.805 -463.805
805.195 -805.195 1233.555 -1233.56 1075.425 -1075.43 833.202 -833.202 397.316 4919.554 734.29 -734.29 356.606 -356.606 599.144 -599.144 591.281 -591.281 366.984 -366.984 675.869 -675.869 555.9 -555.9 533.814 -533.814 944.39 -944.39 728.818 -728.818 586.279 -586.279 21.001 1732.819 134.761 -134.761 -17.668 17.668 164.722 -164.722
1385.386 1432.803 2143.138 2174.341 1866.489 1897.488 1437.086 1479.098 604.8957 785.6913 1237.935 1332.157 567.676 680.4566 959.6549 1137.289 949.5597 1119.954 564.8208 719.6137 1088.547 1276.991 892.2517 1053.469 852.5847 1015.739 1573.524 1731.886 1230.186 1320.736 927.126 1124.849 -67.6072 141.1287 222.5021 249.1167 -166.316 104.4189 224.5415 352.006
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21
Beam Node 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60
41 53 42 54 43 55 44 56 45 57 46 58 47 59 48 60 13 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 25 26
Fx (kg)
Fy (kg)
458.328 -458.328 458.147 -458.147 455.143 -455.143 432.839 -432.839 451.971 -451.971 3970.233 -3970.23 531.141 -531.141 358.782 -358.782 1392.115 -1392.12 1306.349 -1306.35 1106.054 -1106.05 970.464 -970.464 834.003 -834.003 636.317 -636.317 523.082 -523.082 380.658 -380.658 232.356 -232.356 212.917 -212.917 142.371 -142.371 3199.718 -3199.72
147.706 -147.706 51.38 -51.38 203.342 -203.342 140.584 -140.584 133.717 -133.717 372.099 -372.099 248.341 -248.341 153.833 -153.833 -1177.6 4675.813 -1019.66 4517.873 3343.75 5342.87 3464.24 5222.381 3314.338 5372.283 4208.721 4069.06 3510.692 5175.929 3412.804 5273.817 3668.376 5018.244 -180.568 3678.778 -995.004 4493.214 -818.333 4316.543
Mz (kgm) Beam Node 199.6604 317.3357 -49.7622 229.5381 328.7565 383.0054 173.4537 318.6613 154.9969 313.0529 672.8088 629.4708 368.4235 500.7826 228.4164 309.9937 -2104.39 -2285.69 -1323.18 -2830.02 612.2376 -3610.92 850.1374 -3487.33 712.3737 -3799.26 1768.8 -3957.21 959.247 -3457.14 787.017 -3578.49 1006.256 -3031.11 -901.123 -1993.34 -1447.28 -2668.9 -1772.47 -2078.69
61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80
26 27 27 28 28 29 29 30 30 31 31 32 32 33 33 34 34 35 35 36 37 38 38 39 39 40 40 41 41 42 42 43 43 44 44 45 45 46 46 47
Fx (kg)
Fy (kg)
Mz (kgm)
2825.012 -2825.01 2498.865 -2498.87 2235.39 -2235.39 1961.667 -1961.67 1691.986 -1691.99 1431.938 -1431.94 1154.076 -1154.08 882.695 -882.695 593.53 -593.53 246.923 -246.923 4940.555 -4940.56 4341.027 -4341.03 3966.753 -3966.75 3532.332 -3532.33 3088.756 -3088.76 2773.153 -2773.15 2300.625 -2300.63 1885.311 -1885.31 1485.214 -1485.21 912.924 -912.924
-657.469 4155.68 3428.488 5258.133 3554.196 5132.426 3429.369 5257.252 4281.269 3996.512 3604.892 5081.728 3517.054 5169.568 3746.788 4939.834 -79.085 3577.296 -661.841 4160.052 452.576 3045.634 396.642 3101.568 3755.569 4931.051 3951.41 4735.211 3804.053 4882.569 4568.12 3709.66 4007.47 4679.151 3889.376 4797.245 4114.94 4571.68 873.561 2624.649
-1097.01 -2512.89 733.8898 -3478.35 987.9011 -3355.17 872.979 -3614.79 1906.869 -3841.37 1097.011 -3312.24 940.0764 -3418.8 1133.415 -2923.02 -824.848 -1917.47 -1210.2 -2406.22 -718.084 -1226.62 -327.941 -1700.68 1186.542 -2949.84 1587.902 -2763.63 1444.122 -3061.9 2391.948 -3322.54 1716.794 -2724.27 1497.453 -2859.18 1688.446 -2373.59 -31.2033 -1282.19
22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44
Beam Node 81 82 83 84 85 86 87 88 89 90 91 92
47 48 49 50 50 51 51 52 52 53 53 54 54 55 55 56 56 57 57 58 58 59 59 60
Fx (kg)
Fy (kg)
Mz (kgm)
432.447 575.671 -406.969 -432.447 2922.54 -1353.16 1732.819 -155.394 -141.129 -1732.82 371.394 -254.011 1598.058 126.001 4.792666 -1598.06 89.999 22.12784 1615.725 4198.073 -126.649 -1615.73 359.158 -302.856 1451.003 104.647 -49.1503 -1451 327.353 -284.909 1303.297 130.975 -32.427 -1303.3 301.025 -222.604 1251.917 157.122 -6.93407 -1251.92 346.878 -325.188 1048.574 108.264 -57.8179 -1048.57 323.736 -265.432 907.99 109.104 -53.2292 -907.99 322.896 -267.472 774.273 129.074 -45.5813 -774.273 4428.156 -215.262 402.173 -457.922 -414.209 -402.173 673.922 -434.603 153.833 -142.782 -66.0776 -153.833 358.782 -309.994
45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67
68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91
92
Mz kNm 15.544 9.654 18.82 16.33 15.785 10.194 16.89 12.478 16.909 12.554 15.276 9.271 17.353 13.513 16.638 12.082 16.413 11.639 19.318 17.545 18.277 15.437 16.622 12.08 10.983 11.45 19.061 19.003 11.555 11.879 14.596 15.012 14.66 15.03 10.642 11.211 15.886 16.237 14.103 14.514
1585.047 984.434 1919.106 1665.197 1609.622 1039.499 1722.301 1272.402 1724.238 1280.152 1557.718 945.3789 1769.514 1377.943 1696.604 1232.021 1673.66 1186.848 1969.888 1789.092 1863.735 1574.136 1694.972 1231.817 1119.954 1167.575 1943.681 1937.767 1178.282 1211.321 1488.378 1530.798 1494.904 1532.633 1085.182 1143.204 1619.921 1655.713 1438.106 1480.016
1585.047 -984.434 1919.106 -1665.2 1609.622 -1039.5 1722.301 -1272.4 1724.238 -1280.15 1557.718 -945.379 1769.514 -1377.94 1696.604 -1232.02 1673.66 -1186.85 1969.888 -1789.09 1863.735 -1574.14 1694.972 -1231.82 1119.954 -1167.58 1943.681 -1937.77 1178.282 -1211.32 1488.378 -1530.8 1494.904 -1532.63 1085.182 -1143.2 1619.921 -1655.71 1438.106 -1480.02
13.586 14.051
1385.386 1385.386 1432.803 -1432.8
21.017
2143.138 2143.138
21.323 18.304 18.608 14.093 14.505 5.932 7.705 12.14 13.064 5.567 6.673 9.411 11.153 9.312 10.983 5.539 7.057 10.675 12.523 8.75 10.331 8.361 9.961 15.431 16.984 12.064 12.952 9.092 11.031 -0.663 1.384 2.182 2.443 -1.631 1.024 2.202 3.452 1.958 3.112 -0.488
2174.341 1866.489 1897.488 1437.086 1479.098 604.8957 785.6913 1237.935 1332.157 567.676 680.4566 959.6549 1137.289 949.5597 1119.954 564.8208 719.6137 1088.547 1276.991 892.2517 1053.469 852.5847 1015.739 1573.524 1731.886 1230.186 1320.736 927.126 1124.849 -67.6072 141.1287 222.5021 249.1167 -166.316 104.4189 224.5415 352.006 199.6604 317.3357 -49.7622
2.251 3.224 3.756 1.701 3.125
229.5381 -229.538 328.7565 328.7565 383.0054 -383.005 173.4537 173.4537 318.6613 -318.661
-2174.34 1866.489 -1897.49 1437.086 -1479.1 604.8957 -785.691 1237.935 -1332.16 567.676 -680.457 959.6549 -1137.29 949.5597 -1119.95 564.8208 -719.614 1088.547 -1276.99 892.2517 -1053.47 852.5847 -1015.74 1573.524 -1731.89 1230.186 -1320.74 927.126 -1124.85 -67.6072 -141.129 222.5021 -249.117 -166.316 -104.419 224.5415 -352.006 199.6604 -317.336 -49.7622
19.9
Mmaks Mmin
3957.213 -2104.39
Mlap Vmaks
2029.235 5372.283
1.52
154.9969 154.9969
3.07 6.598 6.173 3.613 4.911 2.24 3.04 -20.637 -22.415 -12.976 -27.753 6.004 -35.411 8.337 -34.199 6.986 -37.258 17.346 -38.807 9.407 -33.903 7.718 -35.093 9.868
313.0529 672.8088 629.4708 368.4235 500.7826 228.4164 309.9937 -2104.39 -2285.69 -1323.18 -2830.02 612.2376 -3610.92 850.1374 -3487.33 712.3737 -3799.26 1768.8 -3957.21 959.247 -3457.14 787.017 -3578.49 1006.256
-313.053 672.8088 -629.471 368.4235 -500.783 228.4164 -309.994 -2104.39 2285.694 -1323.18 2830.018 612.2376 3610.917 850.1374 3487.327 712.3737 3799.259 1768.8 3957.213 959.247 3457.144 787.017 3578.49 1006.256
-29.725 -8.837 -19.548 -14.193 -26.173 -17.382 -20.385 -10.758 -24.643 7.197 -34.111 9.688 -32.903 8.561 -35.449 18.7 -37.671 10.758 -32.482 9.219 -33.527
-3031.11 -901.123 -1993.34 -1447.28 -2668.9 -1772.47 -2078.69 -1097.01 -2512.89 733.8898 -3478.35 987.9011 -3355.17 872.979 -3614.79 1906.869 -3841.37 1097.011 -3312.24 940.0764 -3418.8
3031.106 -901.123 1993.341 -1447.28 2668.903 -1772.47 2078.692 -1097.01 2512.887 733.8898 3478.354 987.9011 3355.172 872.979 3614.792 1906.869 3841.373 1097.011 3312.242 940.0764 3418.803
11.115 -28.665 -8.089 -18.804 -11.868 -23.597 -7.042 -12.029 -3.216 -16.678 11.636 -28.928 15.572 -27.102 14.162 -30.027 23.457 -32.583 16.836 -26.716 14.685 -28.039 16.558 -23.277 -0.306 -12.574 -3.991 -13.27 -1.384 -2.491 0.047 0.217 -1.242 -2.97 -0.482 -2.794 -0.318 -2.183 -0.068 -3.189 -0.567 -2.603 -0.522 -2.623 -0.447 -2.111 -4.062
1133.415 -2923.02 -824.848 -1917.47 -1210.2 -2406.22 -718.084 -1226.62 -327.941 -1700.68 1186.542 -2949.84 1587.902 -2763.63 1444.122 -3061.9 2391.948 -3322.54 1716.794 -2724.27 1497.453 -2859.18 1688.446 -2373.59 -31.2033 -1282.19 -406.969 -1353.16 -141.129 -254.011 4.792666 22.12784 -126.649 -302.856 -49.1503 -284.909 -32.427 -222.604 -6.93407 -325.188 -57.8179 -265.432 -53.2292 -267.472 -45.5813 -215.262 -414.209
1133.415 2923.017 -824.848 1917.474 -1210.2 2406.224 -718.084 1226.617 -327.941 1700.683 1186.542 2949.835 1587.902 2763.635 1444.122 3061.902 2391.948 3322.541 1716.794 2724.274 1497.453 2859.182 1688.446 2373.593 -31.2033 1282.191 -406.969 1353.163 -141.129 254.0113 4.792666 -22.1278 -126.649 302.8557 -49.1503 284.9087 -32.427 222.604 -6.93407 325.1875 -57.8179 265.4321 -53.2292 267.4716 -45.5813 215.2621 -414.209
-4.262 -0.648 -3.04
-434.603 -66.0776 -309.994
434.603 -66.0776 309.9937
9 PERENCANAAN KOLOM Hasil perhitunga dari STAAD Pro (+ beban sendiri kolom) KOLOM LANTAI 3
No 26 27 28
Momen Maksimum Bawah (kgm) Atas (kgm) -2187.495 -360.776 3664.758
-175.085 1237.528 2105.306
Aksial Maksimum No N (kg) 26 27 28
6250.174 4113.424 7110.963
KOLOM LANTAI 2
No 19 20 21
Momen Maksimum Bawah (kgm) Atas (kgm) -104.929 281.646 6549.025
-1001.565 312.339 6960.889
Aksial Maksimum No N (kg) 19 20 21
16435.983 25918.071 20509.975
KOLOM LANTAI 1
No 10 11 12 13 14
Momen Maksimum Bawah (kgm) Atas (kgm) 2083.178 75.663 -446.330 6000.928 1962.036
Aksial Maksimum No N (kg) 10 11 12 13
1911.264 30848.756 47297.060 33191.050
2388.583 -41.910 -540.450 5630.465 2493.308
14
4903.704
>> PERHITUNGAN KOLOM LANTAI 2 DAN 3 Data b = 40 cm h = 40 cm d' = 5 cm d = 35 cm Lk = 350 cm Pu Mu19-23 Mu23-19 Mu19-18 Mu19-14 Mu14-19 Mu19-20
= = = = = = =
25918.071 3664.758 2105.306 -11375.44 6960.889 6549.025 749.797
kg kg m kg m kg m kg m kg m kg m
fy
=
3500 kg/cm
f'c
=
300 kg/cm
2 2
Penentuan Jenis Kolom Perhitungan momen inersia Ec x Ig balok
Ec x Ig kolom
1 3 xbxh 12
=
( 4700 x fc' ) x
= =
4700 x 5.47723 4.119E+13 Mpa
=
4.119E+14 kg/cm2
=
( 4700 x fc' ) x
= =
4700 x 5.47723 5.492E+13 Mpa
=
5.492E+14 kg/cm2
βd b1 βd b2 βd k1 βd k2
= = = = =
1.6E+09
1 3 xbxh 12
Perhitungan βd
βd
x
1.2 D 1.2 D + 2.121 1.686 1.722 2.494
1.6 L
Perhitungan EI balok dan EI kolom Ec . Ig 5 EI balok = 1 d 2
EI b1
=
2.64E+13 kg/cm
EI b2
=
3.067E+13 kg/cm
2
x
2.133E+09
EI kolom
=
EI k1
=
EI k2
=
Ec . Ig 2 , 5 1 d 8.071E+13 kg/cm2 6.287E+13 kg/cm2
Perhitugan ψ
ψ atas
=
= =
ψ bawah
EI k1 L k1 EI b1 L b1 8.205E+11 3.547E+11 0
+ + =
EI k2 L k2 EI b2 L b2
8.071E+13 + 175 2.64E+13 + 550
=
6.3E+13 175 3.1E+13 100
2.313
(terjepit sempurna)
Berdasarkan nomogram faktor panjang efektif kolom didapat k = 1.125
Cek kelangsingan kolom k x Lu = r 12 Mu 1 = 34 Mu 2 =
1.125 34
x 12 -
175
=
16.406
83530.665 6549.025
21.245329
Sesuai (SNI 2847 Pasal 12.9(1)) rasio penulangan minimum kolom untuk menahan gempa antara 0,01-0,06 Ast = 3% 4 sisi, maka = 0.75% ρ = ρ' As = As' = 0.0075 x b x d =
0.0075
x
40
x
Tulangan Tarik = 4 - D19
=
11.46
cm
Tulangan Tekan = 4 - D19
=
11.46
cm
=
0.00175
Cek keadaan imbang εy
=
cb
=
=
0.003 0.003 0.003 0.003 22.105263
=
0.85
=
ab
3500 2000000
x d ɛy + x 35 + 0.00175 cm x
cb
35 2 2
=
10.5
2
cm
= εs'
x
0.003
x(
22.1053
=
=
cb cb 0.003 x ( 22.1053 22.10526316 0.0023214 cm
= = =
εs' 0.002 4642.857
= =
fs'
0.85
x x >
18.789
cm
d'
)
5
)
Es' 2000000 Tulangan tekan sudah leleh fy 2
kg/cm fs' = fy = 3500 Pn . b = 0.85 x f'c = 0.85 x 300 = 167696.0526 kg ØPn . b = = =
x x
ab 18.789
x x
d 35
0,65 x Pn.b 0.65 x 167696.0526 109002.43 kg > Pu aman!
Cek penampang kolom ρ
= =
m
= =
e
e'
11-
e' d d' d Pn
=
As = b.d 0.0081857
0.85
40
fy x
11.46 x
f'c
=
0.85
3500 x
300
2
13.72549 cm Mu Pu
=
6960.889 25918.1
=
0.2685728 m
=
26.85728 cm
=
e
+
d
-
=
26.857
+
35
-
=
41.85728
=
1
-
=
1
-
41.857 35 5 35
e ' = 0,85 . f ' c.b.d 1 d
=
35
357000 x
h 2 40 2
=
-0.196
=
0.857
2 e ' d ' 1 2 m. 1 d d
0.28469 =
101635.23 kg
ØPn
Sengkang Lateral S
= = =
= = =
0.65 x Pn 0.65 x 101635 66062.899 kg >
48 16 40
x x cm
0.8 1.9
Dipakai sengkang Ø8 - 200
>> PERHITUNGAN KOLOM LANTAI 1 Data b = h = d' = d = Lk =
40 40 5 35 350
47297.060 5630.465 -11892.24 -287.356
cm cm cm cm cm
Pu Mu14-8 Mu14-13 Mu14-15
= = = =
kg kg m kg m kg m
fy
=
3500 kg/cm
f'c
=
300 kg/cm
2 2
Pu
OK
= =
38.4 30.4
cm cm
Penentuan Jenis Kolom Perhitungan momen inersia Ec x Ig balok
Ec x Ig kolom
1 3 xbxh 12
=
( 4700 x fc' ) x
= =
4700 x 5.47723 1.373E+12 Mpa
=
1.373E+13 kg/cm2
=
( 4700 x fc' ) x
= =
4700 x 5.47723 5.492E+13 Mpa
=
5.492E+14 kg/cm2
x
53333333
1 3 xbxh 12 x
2.133E+09
Perhitungan βd
βd βd b1 βd b2 βd k1
= = = =
1.2 D 1.2 D + 2.066 -0.237 2.329
1.6 L
Perhitungan EI balok dan EI kolom Ec . Ig 5 EI balok = 1 d 2
EI b1
=
8.956E+11 kg/cm
EI b2
=
3.597E+12 kg/cm
EI kolom EI k1
= =
2
Ec . Ig 2 , 5 1 d 6.599E+13 kg/cm2
Perhitugan ψ
ψ atas
=
= ψ bawah
=
EI k1 6.599E+13 L k1 175 = EI b1 EI b2 8.956E+11 + + L b1 L b2 550 3.771E+11 = 23.5457 1.601E+10 0 (terjepit sempurna)
Berdasarkan nomogram faktor panjang efektif kolom didapat k = 1.85 Cek kelangsingan kolom k x Lu = r
1.85
x 12
175
=
26.979
3.6E+12 250
34
12 Mu 1 Mu 2
Pembesaran momen ϕ
=
34
=
22.740811
=
0.65
Pc C
-
2 EI K 2
K LU 1
PU 1 P C
=
67565.580 6000.928
9.87755 x 6.599E+13 = 104814.0625 1
= 1 = 1.000012
MU
6.2E+09 kg
=
1.0000117 x 5630.465
=
5630.531 kgm
47297.060 0.65 x 6.2E+09
>
1
OK
Sesuai (SNI 2847 Pasal 12.9(1)) rasio penulangan minimum kolom untuk menahan gempa antara 0,01-0,06 Ast = 3% 4 sisi, maka = 0.75% ρ = ρ' As = As' = 0.0075 x b x d =
0.0075
x
40
x
Tulangan Tarik =
4 - D19
=
11.46
cm
Tulangan Tekan =
4 - D19
=
11.46
cm
3500 2000000
=
0.00175
35
=
18.789
cm
d'
)
5
)
2 2
Cek keadaan imbang εy
=
cb
=
=
0.003 0.003 0.003 0.003 22.105263
= =
0.85 0.85
x x
0.003
x(
=
ab
εs'
= = =
x d ɛy + x 35 + 0.00175 cm cb 22.1053
=
cb cb 0.003 x ( 22.1053 22.10526316 0.0023214 cm
10.5
2
cm
fs'
= = =
εs' 0.002 4642.857
x x >
Es' 2000000 Tulangan tekan sudah leleh fy 2
kg/cm fs' = fy = 3500 Pn . b = 0.85 x f'c = 0.85 x 300 = 167696.0526 kg ØPn . b = = =
x x
ab 18.789
x x
d 35
0,65 x Pn.b 0.65 x 167696.0526 109002.43 kg > Pu aman!
Cek penampang kolom ρ
= =
m
= =
e
e'
11-
e' d d' d Pn
=
Sengkang Lateral S
0.85
40
fy x
11.46 x
f'c
=
Mu Pu
=
5630.531 47297.06
=
0.1190461 m
=
11.904611 cm
+
d
-
=
11.905
+
35
-
=
26.904611
=
1
-
=
1
-
26.905 35 5 35
e ' = 0,85 . f ' c.b.d 1 d
= = =
0.85
3500 x
300
13.72549 cm
e
= = =
35
2
=
= ØPn
As = b.d 0.0081857
357000 x
48 16 40
x x cm
0.8 1.9
=
0.231
=
0.857
2 e ' d ' 1 2 m. 1 d d
0.72738 =
0.65 x Pn 0.65 x 259676 168789.64 kg >
h 2 40 2
259676.37 kg
Pu
OK
= =
38.4 30.4
cm cm
Dipakai sengkang Ø8 - 200
f ' c
12 . M a K . lu 34 r M b
a h h h Cs1 d 'e Cc e Cs2 .e T d e 0 2 2 2 2 (
)
0.0833333 0.25 1.75
1.75
Beam
L/C Node 1 1 DEAD LO 2 1 DEAD LO 3 1 DEAD LO 4 1 DEAD LO 5 1 DEAD LO 6 1 DEAD LO 7 1 DEAD LO 8 1 DEAD LO 9 1 DEAD LO 10 1 DEAD LO 11 1 DEAD LO 12 1 DEAD LO 13 1 DEAD LO 14 1 DEAD LO 15 1 DEAD LO 16 1 DEAD LO 17 1 DEAD LO 18 1 DEAD LO 19 1 DEAD LO 20 1 DEAD LO 21 1 DEAD LO 22 1 DEAD LO 23 1 DEAD LO
1 2 3 4 5 6 7 8 9 10 2 4 4 6 6 8 8 10 2 11 4 12 6 13 8 14 10 15 11 12 12 13 13 14 14 15 12 16 13 17 14 18 19 16 16 17
Fx kg 1646.995 -1647 23063.17 -23063.2 42130.63 -42130.6 25376.71 -25376.7 1543.499 -1543.5 -154.615 154.615 -473.047 473.047 -515.315 515.315 -158.742 158.742 931.065 -931.065 15350.79 -15350.8 28536.15 -28536.1 16845.13 -16845.1 897.218 -897.218 202.722 -202.722 -37.883 37.883 -60.154 60.154 203.902 -203.902 7794.333 -7794.33 15046.5 -15046.5 8518.849 -8518.85 0 0 488.021 -488.021
Fy kg Fz kg -48.108 48.108 -756.653 756.653 -107.94 107.94 867.541 -867.541 45.159 -45.159 715.93 1678.213 6034.173 6450.663 7143.823 6783.718 1747.862 646.281 -202.722 202.722 -1075.09 1075.086 -150.207 150.207 1224.114 -1224.11 203.902 -203.902 931.065 1463.078 6093.376 6391.46 7098.187 6829.354 1496.925 897.218 -1315.69 1315.692 -172.478 172.478 1488.17 -1488.17 0 889.651 6001.525 6483.312
Mx kNm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
My kNm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Mz kNm -0.538 -0.877 -7.306 -14.955 -1.024 -2.152 8.391 17.133 0.535 0.794 3.38 -15.176 48.721 -59.953 64.764 -55.053 16.733 -3.229 -2.503 -4.455 -18.59 -18.31 -2.66 -2.496 21.188 20.828 2.435 4.563 4.455 -10.977 50.355 -58.393 63.7 -56.45 11.915 -4.563 -21.068 -24.091 -2.811 -3.109 23.708 27.371 0 -4.362 47.01 -60.003
24 1 DEAD LO 25 1 DEAD LO 26 1 DEAD LO 27 1 DEAD LO 28 1 DEAD LO 29 1 DEAD LO 30 1 DEAD LO
17 588.365 7193.933 18 -588.365 6733.608 18 0 889.651 20 0 0 16 903.158 -827.671 21 -903.158 827.671 17 1369.252 -72.134 22 -1369.25 72.134 18 895.59 899.805 23 -895.59 -899.805 21 827.671 903.158 22 -827.671 680.843 22 899.805 688.41 23 -899.805 895.59
0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0
65.021 -52.607 4.362 0 -18.557 -9.852 -1.909 -0.567 20.874 10.011 9.852 -3.856 4.423 -10.011
-54.8607 -89.4291 -745.005 -1524.99 -104.419 -219.443 855.6439 1747.08 54.55482 80.96547 344.6641 -1547.52 4968.159 -6113.5 6604.09 -5613.84 1706.291 -329.266 -255.235 -454.284 -1895.65 -1867.1 -271.245 -254.521 2160.575 2123.865 248.3009 465.2965 454.2836 -1119.34 5134.781 -5954.43 6495.592 -5756.3 1214.992 -465.297 -2148.34 -2456.6 -286.642 -317.03 2417.543 2791.065 0 -444.8 4793.686 -6118.6
-54.8607 89.42911 -745.005 1524.986 -104.419 219.4429 855.6439 -1747.08 54.55482 -80.9655 344.6641 1547.521 4968.159 6113.505 6604.09 5613.844 1706.291 329.2664 -255.235 454.2836 -1895.65 1867.1 -271.245 254.5212 2160.575 -2123.86 248.3009 -465.297 454.2836 1119.342 5134.781 5954.429 6495.592 5756.298 1214.992 465.2965 -2148.34 2456.598 -286.642 317.0298 2417.543 -2791.07 0 444.8002 4793.686 6118.603
6630.297 -5364.42 444.8002 0 -1892.29 -1004.62 -194.664 -57.8179 2128.556 1020.838 1004.624 -393.203 451.0205 -1020.84
6630.297 5364.421 444.8002 0 -1892.29 1004.624 -194.664 57.81791 2128.556 -1020.84 1004.624 393.2026 451.0205 1020.838
11 PERENCANAAN TANGGA 1.4
2.4
A
1.0
2.4
B
7 . 1
C
D
2 .9 4 1
7 . 1
E 2 .9 4 1
Perencanaan Injakan dan Tanjakan ● Data Perencanaan = f'c
30
Mpa
=
300
kg/cm
2
=
350
Mpa
=
3500
2
= = =
3.5 m 1.50 m 1.000 m
= = =
350 150 100.0
kg/cm cm cm cm
= =
20 30
=
0.66667
fy Tinggi lantai Lebar plat tangga Plat bordes
● Pijakan Syarat bangunan yang diperuntukkan untuk umum t t ≤ 20 cm ..... diambil l 22,5 cm ≤ l ..... diambil
cm cm
● Kemiringan 25˚ ≤ α ≤ 38˚ tg α
=
α
=
●
Beda tinggi lantai
=
●
Banyak tanjakan
=
t 20.0 = l 30 ˚ 33.6901 350 350 20
cm =
18
buah
x y
h
30
0 2
● Luas segitiga yang diarsir
L
=
x
=
75.00
=
y
=
1 2
1 2 75.00 0,5 x
x
30 2
x
30 2
+
20 2
x
y
x
=
8.32
cm
20 2 2
2
=
75.00
cm
=
18.03
cm
X
● Tebal pelat minimum : Berdasarkan SK-SNI T-1991-03 tabel 3.2.5 hal 16, tebal plat minimum untuk fy selain 400 Mpa L . 10 . (0,4 + fy/700) h = 20 30 . 10 (0,4 + 350/700) = 20
= ● Diambil tebal pelat ● Tebal pelat rata-rata tanjakan
Pembebanan ● Pelat miring tangga Beban mati
11.5
cm = = = =
12 h+y 20.32 21
cm = cm cm
12
+
8.32
-
= = = =
Berat Sendiri Spesi Tegel Sandaran
0.21
x 1 x 1 x
x 2400 21 x 24 x
1.50 1.50 1.50
1.50
450
TOTAL Beban hidup - Berdasarkan PPIUG Beban terfaktor Wu
● Pelat Bordes Beban mati - Berat Sendiri - Spesi - Tegel - Sandaran
=
300
x
=
/ cos 33.69 = = = = =
432 31.50 36.00 50.00 549.50
kg/m kg/m kg/m kg/m kg/m
kg/m
0.12
x 1 x 1 x
x 2400 21 x 24 x
1.50 1.50 1.50
1.50
450
= = = = =
TOTAL
●
kg/m kg/m kg/m kg/m kg/m
= 1,2 Beban Mati + 1,6 Beban Hidup = 1231.32 + 720 = 1951.3 kg/m
= = = =
Beban hidup - Berdasarkan PPIUG Beban terfaktor Wu
908.599 31.50 36.00 50.00 1026.10
=
300
x
=
kg/m
= 1,2 Beban Mati + 1,6 Beban Hidup = 659.4 + 720 = 1379.4 kg/m
Statika k BA 4 1.4 2.857142857 k DC 4 1 4 d AB d BA d BC d CB
: : : :
k BC 4 2.94 1.36054
:
k DE 4 2.94 1.36054
= = = =
0 0.67742 0.32258 0.25381
:
k CB 4 2.94 1.36054
d CD d DC d DE d ED
= = = =
:
k CD 4 1 4
: :
0.74619 0.74619 0.25381 0
Momen Primer MAB = MBA MBC = MCB MCD = MDC MDE = MED
= = = =
1379.4 1951.3 1379.4 1951.3
x 12
1.4
2
=
x 2.94 12
2
x 12
2
1
x 2.94 12
=
225.302
kgm
1405.53486 kgm
=
114.95
kgm
2
=
1405.53486 kgm TABEL CROSS PERHITUNGAN TANGGA
●
●
Hasil Akhir Momen MAB MBA MBC MCB
= 274.825 kgm = 1225.56 kgm = -1225.58 kgm = 1050.97 kgm
MCD MDC MDE MED
= -1050.97 kgm = 856.778 kgm = -856.854 kgm = 1679.88 kgm
Momen Tumpuan - Pelat tangga - Pelat Bordes
= =
1679.88 kgm 1225.56 kgm
Momen Lapangan - Pelat tangga
=
2195.61 kgm
Statika dan Penulangan Pelat >> Pelat Tangga Penulangan Tebal selimut beton (d') = Tebal pelat (h) = d = = = Lebar satuan lajur (b) = ρmin
ρmax
=
30 120 h-d 120 90 1500 1.4 fy
Titik Batang
mm mm mm mm =
30 = = 1.4 350
=
=
0.75
x
ρb
=
0.75
x
β1
x
=
0.75
x
0.81
x
=
0.029
KD MP dist ind dist ind dist ind dist ind dist ind dist ind dist ind dist ind dist ind dist ind dist ind dist ind Momen
9 150
cm cm
0.004
0.85 0.85
x 340 x 340
f c 30
x x
600 600 + fy 600 950 ²
A AB 0 -225.302
B C D E BA BC CB CD DC DE ED 0.677419 0.322581 0.253807 0.746193 0.746193 0.253807 0 225.302 -1405.53 1405.535 -114.95 114.95 -1405.53 1405.535 799.5126 380.7203
399.7563
963.0253 327.5596 190.3601 481.5126 -498.086 -1464.37
168.7064
-249.043 80.3364
84.35322
-732.186 546.352 40.1682 -79.529
185.834
273.176 -233.815
-39.7645 26.93724 12.82725 13.46862
163.7798
92.917 -116.908 87.23562 29.67198
6.413627 43.61781 -12.6983 -37.3331 -6.34917 4.301049 2.048118
2.150524
14.83599 -18.6666 13.92885 4.737704
1.024059 6.964424 -2.02753 -5.96095 -1.01377 0.686745 0.327022
0.343373
2.368852 -2.98047 2.224009 0.756466
0.163511 1.112005 -0.32373 -0.95178 -0.16187 0.109652 0.052215
0.054826
274.8249 1225.556
0.378233 -0.47589 0.355106 0.120784
0.026108 0.177553 -0.05169 -0.15197 -0.02585 -1225.58 1050.975
-0.07599 -1050.97 856.7783
0.060392
-856.854 1679.875
Mpa
Tumpuan Mu
=
Rn
=
m
=
ρ
=
ρ
=
1679.88 kgm Mu = фbd²
167987.5137 0.8
x
150
x
81
=
13.7255
= =
fy = 0.85 x f'c
350 0.85
x
30
x x
d 9
17.283 1.728
0.00512
Karena ρ > ρmin, maka : As
= x b ρ = 0.00512 x 150 = 6.90882 cm² sehingga, tulangan atas dipakai : ф12 - 150 : 7.54 cm² tulangan bagi dipakai : ф8 - 150 : 2.51 cm² Lapangan Mu
=
Rn
=
2195.61 kgm Mu = фbd²
219560.5803 0.8
x
150
x
81
= =
fy
m
=
ρ
=
ρ
=
0.00677
= = =
ρ x 0.00677 x 9.13713 cm²
Karena ρ > ρmin, maka : As
0.85 x f'c
=
350 0.85
x
30
b 150
x x
d 9
=
22.589 2.259
13.7255
sehingga, tulangan atas dipakai : ф12 - 100 : 11.31 cm² tulangan bagi dipakai : ф8 - 150 : 2.51 cm² >> Pelat Bordes Penulangan Tebal selimut beton (d') Tebal pelat (h) d
Lebar satuan lajur (b)
= = = = = =
ρmin
=
1.4 fy
=
1.4 350
ρmax
=
0.75
x
ρb
=
0.75
x
β1
x
=
0.75
x
0.81
x
=
30 120 h-d 120 90 1500
mm mm mm mm
30 = =
9 150
=
cm cm
0.004
0.85
x 340
f c
0.85
x 340
30
x x
600 600 + fy 600 950
0.029
kg/cm² Mpa
Tumpuan Mu
=
Rn
=
m
=
ρ
=
ρ
=
1225.56 kgm Mu = фbd²
122555.5711 0.8
x
150
x
81
=
13.7255
= =
Karena ρ < ρmin, maka : As
fy = 0.85 x f'c
350 0.85
x
30
x x
d 9
0.0037
= ρ x b = 0.004 x 150 = 5.4 cm² sehingga, tulangan atas dipakai : ф12 - 200 : 5.65 cm² tulangan bagi dipakai : ф8 - 150 : 2.51 cm²
12.609 1.261