Studio Perancangan

195
1 PERENCANAAN GORDING Data - data yang diketahui - Jarak antar kuda-kuda = 3.5 m - Kemiringan atap = 30 ° - Penutup atap (genteng) = 50 kg/m2 - Bentang kuda-kuda = 11 m - 1/2 kuda-kuda = 5.5 m BEBAN MATI Perletakan gording diasumsi sendi-sendi a. Berat sendiri gording = = q b. berat sirap per meter panj = 50 x 2.021 = 101.036 c. Berat sambungan = 0.1 x (a+b) = 0.1 q + 10.104 q totalsin a q totalcosa q total

description

Teknik Sipil

Transcript of Studio Perancangan

Page 1: Studio Perancangan

1 PERENCANAAN GORDING

Data - data yang diketahui- Jarak antar kuda-kuda = 3.5 m- Kemiringan atap = 30 °- Penutup atap (genteng) = 50 kg/m2- Bentang kuda-kuda = 11 m- 1/2 kuda-kuda = 5.5 m

BEBAN MATIPerletakan gording diasumsi sendi-sendi

a. Berat sendiri gording = = q kg/mb. berat sirap per meter panjang = 50 x 2.021 = 101.036 kg/mc. Berat sambungan = 0.1 x (a+b) = 0.1 q + 10.104 kg/m

q total sin aq total cos a

q total

Page 2: Studio Perancangan

= 1.1 q + 111.140 kg/m

~ Arah sumbu x-x Lx = 3.5 m

= 1.1 q + 111.140 x 0.866= 0.953 q + 96.25 kg/m

~ Arah sumbu y-y Ly = 1.75 m

= 1.1 q + 111.140 x 0.5= 0.55 q + 55.570 kg/m

~ Momen yang terjadi= 0.125 x x 12.25= 1.459 q + 147.383 kgm

My1 = 1/8 qy Ly^2 = 0.125 x x 3.0625= 0.211 q + 21.273 kgm

BEBAN HIDUP

Po (terpusat) = 100 kg= 100 x 0.5 = 50 kg= 100 x 0.866 = 86.603 kg

~ Momen yang terjadi= 0.25 x 86.603 x 3.5 = 75.777 kgm= 0.25 x 50 x 1.75 = 21.875 kgm

BEBAN ANGIN

Tekanan angin minimum 40 kg/m 2 untuk daerah tepi laut sejauh 5 km dari pantai

~ P (Tekanan angin min) = 40 kg/m2~ = 0.02 x α - 0.4

0.02 x 30 - 0.4 = 0.2

qtotal

qx = qtotal x cos α

Karena sumbu y merupakan sumbu lemah, maka digunakan trekstang untuk memperpendek bentang gording (searah sumbu y) dengan jarak 1/2 dari jarak kuda-kuda yang mempunyai bentang 3,5 m.

qy = qtotal x sin α

Mx1 = 1/8 x qx x Lx^2 qx

qy

Beban terpusat yang berasal dari seorang pekerja atau pemadam kebakaran dengan peralatannya sebesar minimum 100 kg. (PPIUG 1983 pasal 3.2.2 (b))

Py = Po x sin αPx = Po x cos α

Mx2 = 1/4 Px Lx

My2 = 1/4 Py Ly

c1 (koef angin tekan)

Page 3: Studio Perancangan

~ = = -0.4

~ = x jrk gording x p0.2 x 2.021 x 40 = 16.166 kg/m

~ = x jrk gording x p-0.4 x 2.021 x 40 = -32.332 kg/m

Momen yang terjadi :~ = 0.125 x x

0.125 x 16.166 x 12.25 = 24.754 kgm

~ = 0.125 x x0.125 x 32.332 x 12.25 = 49.508 kgm

~ = 0 kgm

BEBAN AIR HUJAN

= 40 - 0.8 x 30 = 16 kg/m2= 16 x 2.021 = 32.332 kg/m

= 0.125 x 32.332 x 0.866 x 12.25= 42.875 kgm

= 0.125 x 32.332 x 0.5 x 3.0625= 6.188 kgm

KOMBINASI PEMBEBANAN~ Arah Sumbu x

D (Beban Mati) = 1.459 q + 147.383 kgm

= 75.777 kgm

= 0H (Beban Hujan) = 42.875 kgmW (Beban angin) = 24.754 kgmE (Beban gempa) = 0

1 1.4 D = 1.42.042 q + 206.336 kgm

2 1.2 D + 1.6 L + 0.5 La = 1.2 x 1.6 x 0.51.750 q + 214.748 kgm

3 1.2 D + 1.6 L + 0.5 H = 1.2 x 1.6 x 0.5

c2 (koef angin hisap)

w1 (Beban angin tekan) c1

w2 (Beban angin hisap) c2

Mx3a w1 Lx^2

Mx3b w2 Lx^2

My3

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)qh = wh x jarak gording

Mx4 = 1/8 x qh x cos α x Lx^2

My4 = 1/8 x qh x sin α x Ly^2

La (Beban hidup selama perawatan)

L (beban hidup oleh penggunaan gedung)

D

D

D

L

L

La

H

Page 4: Studio Perancangan

1.750 q + 198.297 kgm4 1.2 D + 1.6 La + 0.8 W = 1.2 x 1.6 x 0.8

1.750 q + 317.906 kgm5 1.2 D + 1.6 H + 0.8 W = 1.2 x 1.6 x 0.8

1.750 q + 265.262 kgm6 1.2 D + 1.3 W + yl.L + 0.5 La = 1.2 x 1.3 x 0.5 x 0.5

1.750 q + 246.928 kgm7 1.2 D + 1.3 W + yl.L + 0.5 H = 1.2 x 1.3 x 0.5 x 0.5

1.750 q + 230.477 kgm8 1.2 D + 1.0 E + yl.L = 1.2 x 1 x 0.5

1.750 q + 176.859 kgm9 0.9 D + 1.3 W = 0.9 x 1.3

1.313 q + 164.825 kgm

= 1.750 q + 317.906 kgmPembebanan Max (Kondisi 4)

~ Arah Sumbu yD (Beban Mati) = 0.211 q + 21.273 kgm

= 21.875 kgm

= 0H (Beban Hujan) = 6.188 kgmW (Beban angin) = 0 kgmE (Beban gempa) = 0

1 1.4 D = 1.40.295 q + 29.782 kgm

2 1.2 D + 1.6 L + 0.5 La = 1.2 x 1.6 x 0.50.253 q + 36.465 kgm

3 1.2 D + 1.6 L + 0.5 H = 1.2 x 1.6 x 0.50.253 q + 28.622 kgm

4 1.2 D + 1.6 La + 0.8 W = 1.2 x 1.6 x 0.80.253 q + 60.527 kgm

5 1.2 D + 1.6 H + 0.8 W = 1.2 x 1.6 x 0.80.253 q + 35.429 kgm

6 1.2 D + 1.3 W + yl.L + 0.5 La = 1.2 x 1.3 x 0.5 x 0.50.253 q + 36.465 kgm

7 1.2 D + 1.3 W + yl.L + 0.5 H = 1.2 x 1.3 x 0.5 x 0.50.253 q + 28.622 kgm

8 1.2 D + 1.0 E + yl.L = 1.2 x 1 x 0.50.253 q + 25.527 kgm

9 0.9 D + 1.3 W = 0.9 x 1.30.189 q + 19.146 kgm

Mux

La (Beban hidup selama perawatan)

L (beban hidup oleh penggunaan gedung)

D

D

D

D

D

D

D

L

La

H

W

W

E

W

H

W

W

La

H

yl.L

yl.L

yl.L

D

D

D

D

D

D

D

D

D

L

L

La

H

W

W

E

W

La

H

W

W

La

H

yl.L

yl.L

yl.L

Page 5: Studio Perancangan

= 0.253 q + 60.527 kgmPembebanan Max (Kondisi 4)

DESAIN= 2400 kg/cm2 = 240 Mpa

Dipakai kombinasi pembebanan, adalah := 1.750 q + 317.906 kgm= 0.253 q + 60.527 kgm

= 70 MpaE (Modulus Elastisitas) = 1600000 kg/cm2

A (Luas Penampang) = 7.807 cm2a = 12.5 cmb = 5 cmc = 2 cmt (tebal) = 0.32 cm

= 181 cm4= 26.6 cm4= 29 cm3= 8.02 cm3

Weight/feet = 6.13 kg/m

a) Kontrol PenampangA/2 = 3.904 cm2

= 200 mm2= 139.52 mm2= 64 mm2

= 31.25 mm= 60.9 mm= 52.5 mm

ΣA = 403.52 mm2= 44.872 mm

Muy

Mutu baja Fy

Mux

Muy

Fr ( tegangan residu dalam kondisi di rol) hal 187 LRFD

PROFIL : LIGHT LIP CHANNELS 125x50x20x3,2mm :

IxIySx

Sy

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 (titik berat 1/2 penampang)

AAAyAyAyA

y321

332211

Page 6: Studio Perancangan

d = 2 . Y = 8.974 cm= 35.032 cm3= 84075.855 kg cm

Sayap / flens :

λ = 7.81

= 10.973

= 28.378

λ < λp <λr …………. Penampang Kompak!

Badan / Web :

λ = 39.0625

λp = 108.444

λr = 195.576

λ < λp < λr …………. Penampang Kompak!

Karena λ < λp < λr. Profil merupakan penampang kompak sehingga, Mn = Mp

b) Kontrol Momen

= 1.750 q + 317.906= 10.730 + 317.906= 328.63633 kgm

= 0.253 q + 60.527= 1.549 + 60.527= 62.076 kgm

Momen nominal penampang= 84075.855 kgcm = 840.759 kgm= 69600 kgcm = 696 kgm

kontrol momen terhadap sumbu kuatsyarat :

zx = A . d / 2MP = fy . zx

λp

λr

Momen Arah Sumbu x (Mux)Mux

Momen Arah Sumbu y (Muy)Muy

Mnx = Zx . Fy

Mny = Sx . Fy

tf

bf

.2

fy

170

frfyr

370

tw

h

fy

1680

frfyr

2550

Page 7: Studio Perancangan

Φ Mnx ≥ Mu, dengan Φ = 0.9 (SNI 2002 pasal 8.1.1)Φ Mnx ≥ Mux

0.9 Mnx ≥ Mux756.683 ≥ 328.636 OK!!

Kontrol momen terhadap sumbu lemah Syarat:Φ Mny≥ Muy, dengan Φ = 0.9 (SNI 2002 pasal 8.1.2)

Φ Mny ≥ Muy0.9 Mny ≥ Muy

626.4 ≥ 62.076 OK!!

328.636+

62.076≤ 1

756.683 626.4

0.533 ≤ 1 OK!!

c) Kontrol Geser Pelat Badan (SNI 2002, pasal 8.8.2 hal 45)Kuat Geser Nominal (SNI 2002, pasal 8.8.2 hal 45)

Kn = 5 + = 115.415

= 2.66

Syarat :

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 = 3.7952Vn = 5465.088 kgΦ Vn = 4918.579 kg

Vu didapat dari kondisi pembebanan yang paling menentukan, yaitu :Vu = 1.2 + 1.6 + 0.8

= 141.460 + 160 + 12.933= 314.392 kg

Syarat : Φ Vn ≥ Vu

a =

D La W

2

5

d

a

twtwbf

2

)(

fy

Ekn

tw

h .1,1

1..

ny

uy

nx

ux

Mb

M

Mb

M

Page 8: Studio Perancangan

4918.5792 ≥ 314.392 OK!!

d) Kontrol lendutanLendutan max yang diijinkan :

L = 175 cm

Maka : ≤ 0.729 cm

• Arah sumbu x, maka L = jarak antar kuda-kuda, maka L = 3,5 m atau 350 cmL = 350 cm

Maka : ≤ 1.458 cm

Pembebanan :~ Beban arah sumbu Y

beban terpusat = 50 kg

Beban merata = beban mati + beban hujan + beban anginbeban merata = 65.130 kg/m

0.651 kg/cm

= 0.187 + 0.033= 0.220 < 0.729 cm OK!!

~ Beban arah sumbu XBeban terpusat = beban pekerja = 100 kg Cos αbeban terpusat = 86.603 kg

Beban merata = beban mati + beban hujan + beban anginbeban merata = 161.130 kg/m

1.611 kg/cm

= 1.087 + 0.067

• Arah sumbu y, maka L = ½ jarak antar kuda-kuda sejauh 3,5 m, maka L =1,75 m atau 175 cm

fy

fx

Beban terpusat = beban pekerja = 100 kg Sin α

fy

fx

Lf y 240

1

y

y

y

ytotaly IE

LP

IE

Lqf

.

..192

1.

..384

534

x

z

x

xtotalx IE

LP

IE

Lqf

.

..192

1.

..384

534

Lf x 240

1

Page 9: Studio Perancangan

= 1.154 < 1.458cm OK!!

Jadi dapat disimpulkan bahwa profil Light Lip Channel 125x50x20x3,2 dapat digunakan.

Page 10: Studio Perancangan

GORDINGLebar Miring bentang jumlah jarak

3.5 4.0414519 2 3 2.0207259

h 1.75

Page 11: Studio Perancangan

A = 125B = 50C = 20

3.2 mm

4.487 cm1.767 in

Page 12: Studio Perancangan

D 1.1 q + 111.13993 kg/m117.88293

Page 13: Studio Perancangan

50 kg

86.60254 kg

Page 14: Studio Perancangan

1 PERENCANAAN GORDING

Data - data yang diketahui- Jarak antar kuda-kuda = 3.5 m- Kemiringan atap = 70 °- Penutup atap (genteng) = 50 kg/m2- Bentang kuda-kuda = 11 m- 1/2 kuda-kuda = 5.5 m

BEBAN MATIPerletakan gording diasumsi sendi-sendi

a. Berat sendiri gording = = q kg/mb. berat sirap per meter panjang = 50 x 1.462 = 73.095 kg/mc. Berat sambungan = 0.1 x (a+b) = 0.1 q + 7.310 kg/m

q total sin aq total cos a

q total

Page 15: Studio Perancangan

= 1.1 q + 80.405 kg/m

~ Arah sumbu x-x Lx = 3.5 m

= 1.1 q + 80.405 x 0.342= 0.376 q + 27.5 kg/m

~ Arah sumbu y-y Ly = 1.75 m

= 1.1 q + 80.405 x 0.9396926= 1.0336619 q + 75.556 kg/m

~ Momen yang terjadi= 0.125 x x 12.25= 0.576 q + 42.109 kgm

My1 = 1/8 qy Ly^2 = 0.125 x x 3.0625= 0.396 q + 28.924 kgm

BEBAN HIDUP

Po (terpusat) = 100 kg= 100 x 0.9396926 = 93.969262 kg= 100 x 0.342 = 34.202 kg

~ Momen yang terjadi= 0.25 x 34.202 x 3.5 = 29.927 kgm= 0.25 x 93.969262 x 1.75 = 41.112 kgm

BEBAN ANGIN

Tekanan angin minimum 40 kg/m 2 untuk daerah tepi laut sejauh 5 km dari pantai

~ P (Tekanan angin min) = 40 kg/m2~ = 0.02 x α - 0.4

0.02 x 70 - 0.4 = 1

qtotal

qx = qtotal x cos α

Karena sumbu y merupakan sumbu lemah, maka digunakan trekstang untuk memperpendek bentang gording (searah sumbu y) dengan jarak 1/2 dari jarak kuda-kuda yang mempunyai bentang 3,5 m.

qy = qtotal x sin α

Mx1 = 1/8 x qx x Lx^2 qx

qy

Beban terpusat yang berasal dari seorang pekerja atau pemadam kebakaran dengan peralatannya sebesar minimum 100 kg. (PPIUG 1983 pasal 3.2.2 (b))

Py = Po x sin αPx = Po x cos α

Mx2 = 1/4 Px Lx

My2 = 1/4 Py Ly

c1 (koef angin tekan)

Page 16: Studio Perancangan

~ = = -0.4

~ = x jrk gording x p1 x 1.462 x 40 = 58.476 kg/m

~ = x jrk gording x p-0.4 x 1.462 x 40 = -23.390 kg/m

Momen yang terjadi :~ = 0.125 x x

0.125 x 58.476 x 12.25 = 89.542 kgm

~ = 0.125 x x0.125 x 23.390 x 12.25 = 35.817 kgm

~ = 0 kgm

BEBAN AIR HUJAN

= 40 - 0.8 x 30 = 16 kg/m2= 16 x 1.462 = 23.390 kg/m

= 0.125 x 23.390 x 0.342 x 12.25= 12.250 kgm

= 0.125 x 23.390 x 0.9396926 x 3.0625= 8.414 kgm

KOMBINASI PEMBEBANAN~ Arah Sumbu x

D (Beban Mati) = 0.576 q + 42.109 kgm

= 29.927 kgm

= 0H (Beban Hujan) = 12.25 kgmW (Beban angin) = 89.542 kgmE (Beban gempa) = 0

1 1.4 D = 1.40.807 q + 58.953 kgm

2 1.2 D + 1.6 L + 0.5 La = 1.2 x 1.6 x 0.50.691 q + 65.495 kgm

3 1.2 D + 1.6 L + 0.5 H = 1.2 x 1.6 x 0.5

c2 (koef angin hisap)

w1 (Beban angin tekan) c1

w2 (Beban angin hisap) c2

Mx3a w1 Lx^2

Mx3b w2 Lx^2

My3

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)qh = wh x jarak gording

Mx4 = 1/8 x qh x cos α x Lx^2

My4 = 1/8 x qh x sin α x Ly^2

La (Beban hidup selama perawatan)

L (beban hidup oleh penggunaan gedung)

D

D

D

L

L

La

H

Page 17: Studio Perancangan

0.691 q + 56.656 kgm4 1.2 D + 1.6 La + 0.8 W = 1.2 x 1.6 x 0.8

0.691 q + 170.047 kgm5 1.2 D + 1.6 H + 0.8 W = 1.2 x 1.6 x 0.8

0.691 q + 141.764 kgm6 1.2 D + 1.3 W + yl.L + 0.5 La = 1.2 x 1.3 x 0.5 x 0.5

0.691 q + 181.899 kgm7 1.2 D + 1.3 W + yl.L + 0.5 H = 1.2 x 1.3 x 0.5 x 0.5

0.691 q + 173.060 kgm8 1.2 D + 1.0 E + yl.L = 1.2 x 1 x 0.5

0.691 q + 50.531 kgm9 0.9 D + 1.3 W = 0.9 x 1.3

0.518 q + 154.302 kgm

= 0.691 q + 181.899 kgmPembebanan Max (Kondisi 4)

~ Arah Sumbu yD (Beban Mati) = 0.396 q + 28.924 kgm

= 41.112 kgm

= 0H (Beban Hujan) = 8.414 kgmW (Beban angin) = 0 kgmE (Beban gempa) = 0

1 1.4 D = 1.40.554 q + 40.493 kgm

2 1.2 D + 1.6 L + 0.5 La = 1.2 x 1.6 x 0.50.475 q + 55.264 kgm

3 1.2 D + 1.6 L + 0.5 H = 1.2 x 1.6 x 0.50.475 q + 38.915 kgm

4 1.2 D + 1.6 La + 0.8 W = 1.2 x 1.6 x 0.80.475 q + 100.487 kgm

5 1.2 D + 1.6 H + 0.8 W = 1.2 x 1.6 x 0.80.475 q + 48.171 kgm

6 1.2 D + 1.3 W + yl.L + 0.5 La = 1.2 x 1.3 x 0.5 x 0.50.475 q + 55.264 kgm

7 1.2 D + 1.3 W + yl.L + 0.5 H = 1.2 x 1.3 x 0.5 x 0.50.475 q + 38.915 kgm

8 1.2 D + 1.0 E + yl.L = 1.2 x 1 x 0.50.475 q + 34.708 kgm

9 0.9 D + 1.3 W = 0.9 x 1.30.356 q + 26.031 kgm

Mux

La (Beban hidup selama perawatan)

L (beban hidup oleh penggunaan gedung)

D

D

D

D

D

D

D

L

La

H

W

W

E

W

H

W

W

La

H

yl.L

yl.L

yl.L

D

D

D

D

D

D

D

D

D

L

L

La

H

W

W

E

W

La

H

W

W

La

H

yl.L

yl.L

yl.L

Page 18: Studio Perancangan

= 0.475 q + 100.487 kgmPembebanan Max (Kondisi 4)

DESAIN= 2400 kg/cm2 = 240 Mpa

Dipakai kombinasi pembebanan, adalah := 0.691 q + 181.899 kgm= 0.475 q + 100.487 kgm

= 70 MpaE (Modulus Elastisitas) = 1600000 kg/cm2

A (Luas Penampang) = 7.807 cm2a = 12.5 cmb = 5 cmc = 2 cmt (tebal) = 0.32 cm

= 181 cm4= 26.6 cm4= 29 cm3= 8.02 cm3

Weight/feet = 6.13 kg/m

a) Kontrol PenampangA/2 = 3.904 cm2

= 200 mm2= 139.52 mm2= 64 mm2

= 31.25 mm= 60.9 mm= 52.5 mm

ΣA = 403.52 mm2= 44.872 mm

Muy

Mutu baja Fy

Mux

Muy

Fr ( tegangan residu dalam kondisi di rol) hal 187 LRFD

PROFIL : LIGHT LIP CHANNELS 125x50x20x3,2mm :

IxIySx

Sy

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 (titik berat 1/2 penampang)

AAAyAyAyA

y321

332211

Page 19: Studio Perancangan

d = 2 . Y = 8.974 cm= 35.032 cm3= 84075.855 kg cm

Sayap / flens :

λ = 7.81

= 10.973

= 28.378

λ < λp <λr …………. Penampang Kompak!

Badan / Web :

λ = 39.0625

λp = 108.444

λr = 195.576

λ < λp < λr …………. Penampang Kompak!

Karena λ < λp < λr. Profil merupakan penampang kompak sehingga, Mn = Mp

b) Kontrol Momen

= 0.691 q + 181.899= 4.238 + 181.899= 186.13631 kgm

= 0.475 q + 100.487= 2.911 + 100.487= 103.398 kgm

Momen nominal penampang= 84075.855 kgcm = 840.759 kgm= 69600 kgcm = 696 kgm

kontrol momen terhadap sumbu kuatsyarat :

zx = A . d / 2MP = fy . zx

λp

λr

Momen Arah Sumbu x (Mux)Mux

Momen Arah Sumbu y (Muy)Muy

Mnx = Zx . Fy

Mny = Sx . Fy

tf

bf

.2

fy

170

frfyr

370

tw

h

fy

1680

frfyr

2550

Page 20: Studio Perancangan

Φ Mnx ≥ Mu, dengan Φ = 0.9 (SNI 2002 pasal 8.1.1)Φ Mnx ≥ Mux

0.9 Mnx ≥ Mux756.683 ≥ 186.136 OK!!

Kontrol momen terhadap sumbu lemah Syarat:Φ Mny≥ Muy, dengan Φ = 0.9 (SNI 2002 pasal 8.1.2)

Φ Mny ≥ Muy0.9 Mny ≥ Muy

626.4 ≥ 103.398 OK!!

186.136+

103.398≤ 1

756.683 626.4

0.411 ≤ 1 OK!!

c) Kontrol Geser Pelat Badan (SNI 2002, pasal 8.8.2 hal 45)Kuat Geser Nominal (SNI 2002, pasal 8.8.2 hal 45)

Kn = 5 + = 115.415

= 2.66

Syarat :

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 = 3.7952Vn = 5465.088 kgΦ Vn = 4918.579 kg

Vu didapat dari kondisi pembebanan yang paling menentukan, yaitu :Vu = 1.2 + 1.6 + 0.8

= 104.577 + 160 + 46.781= 311.358 kg

Syarat : Φ Vn ≥ Vu

a =

D La W

2

5

d

a

twtwbf

2

)(

fy

Ekn

tw

h .1,1

1..

ny

uy

nx

ux

Mb

M

Mb

M

Page 21: Studio Perancangan

4918.5792 ≥ 311.358 OK!!

d) Kontrol lendutanLendutan max yang diijinkan :

L = 175 cm

Maka : ≤ 0.729 cm

• Arah sumbu x, maka L = jarak antar kuda-kuda, maka L = 3,5 m atau 350 cmL = 350 cm

Maka : ≤ 1.458 cm

Pembebanan :~ Beban arah sumbu Y

beban terpusat = 93.969262 kg

Beban merata = beban mati + beban hujan + beban anginbeban merata = 90.306 kg/m

0.903 kg/cm

= 0.259 + 0.062= 0.321 < 0.729 cm OK!!

~ Beban arah sumbu XBeban terpusat = beban pekerja = 100 kg Cos αbeban terpusat = 34.202 kg

Beban merata = beban mati + beban hujan + beban anginbeban merata = 100.532 kg/m

1.005 kg/cm

= 0.678 + 0.026= 0.705 < 1.458cm OK!!

• Arah sumbu y, maka L = ½ jarak antar kuda-kuda sejauh 3,5 m, maka L =1,75 m atau 175 cm

fy

fx

Beban terpusat = beban pekerja = 100 kg Sin α

fy

fx

Lf y 240

1

y

y

y

ytotaly IE

LP

IE

Lqf

.

..192

1.

..384

534

x

z

x

xtotalx IE

LP

IE

Lqf

.

..192

1.

..384

534

Lf x 240

1

Page 22: Studio Perancangan

Jadi dapat disimpulkan bahwa profil Light Lip Channel 125x50x20x3,2 dapat digunakan.

Page 23: Studio Perancangan

GORDINGLebar Miring bentang jumlah jarak

1 2.9238044 2 2 1.4619022

H 0.5

Page 24: Studio Perancangan

A = 125B = 50C = 20

3.2 mm

4.487 cm1.767 in

Page 25: Studio Perancangan

D 1.1 q + 80.404621 kg/m87.147621

Page 26: Studio Perancangan

93.969262 kg

34.202014 kg

Page 27: Studio Perancangan

2 SAMBUNGAN GORDING

= 1.1 q + 111.140 x cos α= 117.883 x 0.866= 102.090 kg/m

= 100 x 2.021 x cos α= 175 kg/m

= 24.754 kg/m

= 16 x 2.021 x cos α= 28 kg/m

~ Beban kombinasi1,4 D = 1.4 x 102.090

= 142.9255 kg/m1,2 D +1,6 L + 0,5 La atau H = 1.2 x 102.090 + 0.5 x 175

= 210.008 kg/m1,2 D + 1,6 La + 0,8 W = 1.2 x 102.090 + 1.6 x 175 + 24.754 0.8

= 422.311 kg/m

Ra = Rb= 422.3106 x 3.5 = 739.044 kg

2

Beban mati (D) sebesar qx

Beban guna atau beban hidup (La) sebesar qx

Beban Angin (W) sebesar qx

Beban hujan (H) sebesar qx

q

3.5000

q

3.5000

q

3.5000

q

3.5000

Page 28: Studio Perancangan

M max = 0.125 x 739.044 x 3.5= 1131.661 kgm = 113166 kgcm

~ Karakteristik ProfilLight Lip Channel 125 x 50 x 20 x 3,2

= 181 cm4

= 1/12 x t x a^3= 0.083 x 0.32 x 1953.125= 52.083 cm4=

x= 52.083

x 1131.661 = 325.639 kgm181

~ Perhitungan pelat penyambungTinggi pelat diambil (h) = 10 cmDipakai panjang pelat (L) = 20 cmTebal Pelat Penyambung yang dibutuhkan (t) =

= 113166.056= 0.236 ~ 0.32 cm

10 x 20 x 2400Sehingga 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 BautDicoba menggunakan baut mutu normal dengan data sebagai berikut :

(BJ-37) = 3700 kg/cm2 7/8 in = 2.223 cm

Luas Bruto (Ab) ¼ x π x D2 = 3.879

Kapasitas Geser 1 Baut Vd = φf x Vn

= φf x x x Ab= 0.75 x 0.4 X 3700 x 3.879= 4305.976 kg

Kapasitas Tarik 1 Baut Vd = 0.75 x x Ab

= 0.75 x 3700 x 3.879= 10764.94 kg

Kapasitas Tumpu 1 Baut

Ix

Ibadan

MbadanIbadan

MMaxIprofil

MMax

hpelat x Lpelat x Fy

Mutu baut ( Fub)Diameter baut (Ø)

cm2

r1 Fub

Fub

Page 29: Studio Perancangan

Vd = 2.4 x x x= 2.4 x 2.223 x 0.45 x 3700= 8883.108 kg

Keterangan :Vd : kuat geser rencana satu bautΦf : faktor reduksi kekuatan untuk faktur = 0,75

: faktor untuk baut dengan ulir pada bidang geser = 0,4

: tegangan tarik putus bautAb : luas bruto penampang baut pada daerah tidak berulir

Sambungan Pada Pelat BadanData yang diketahui :

= 739.0436 kg= 1131.661 kgm = 113166 kgcm= 325.639 kgm = 32563.9 kgcm

Perhitungan Momen Akibat Gaya Lintang dan Momen Maksimum pada Badan ProfilM akibat gaya lintang = 0.5 x x b

= 0.5 x 739.0436 x 12.5= 4619.023 kgcm

M maks pada badan = += 32563.9 + 4619.023= 37182.92 kgcm

Rumus Pendekatan untuk Menghitung Jumlah Baut yang Dibutuhkan

n = = 5 buah

Jumlah baut yang digunakan diambil 6 buah dan dipasang dalam 2 baris.

Data yang diketahui := 2.223 cm

S = 3 x d= 3 x 2.223= 6.669 cm

Digunakan :Arah x = 6.75 cmArah y = 7.75 cm

db tp Fub

r1

Fub

D maks

M maks

M badan

Dmax

Mbadan M akibat lintang

Syarat Jarak Pemasangan Baut (SNI 2002, pasal 13.4 hal.103)

Diameter baut (Ø) = 7/8 in

Jarak minimal antar sumbu baut (s) (SNI 2002, pasal 13.4.1 hal.103)

x twVd

badan pada Mmaks

Page 30: Studio Perancangan

Namun, karena pelat tidak mencukupi, maka diambil jarak dari tepi :Arah X = 3.5 cmArah Y = 3.5 cm

= 1.5 x d= 1.5 x 2.223= 3.335 cm

Digunakan :Arah X = 3.5 cmArah Y = 3.5 cmNamun, karena pelat tidak mencukupi, maka diambil jarak dari tepi :Arah X = 2.5 cmArah Y = 2.5 cm

SKETSAGambar 2.1 Tampak depan dan Potongan Gording (tanpa skala)

Jarak antar sumbu baut ke tepi pelat penyambung (s 1) (SNI 2002, pasal 13.4.1 hal.103)

s1

Page 31: Studio Perancangan

PROFIL : LIGHT LIP CHANNELS 125x50x20x3,2mm :A (Luas Pe = 7.807 cm2

a = 12.5 cmb = 5 cmc = 2 cmt (tebal) = 0.32 cm

Ix = 181 cm4Iy = 26.6 cm4Sx = 29 cm3Sy = 8.02 cm3

Weight/fee = 6.13 kg/mα = 30jarak kuda2 = 3.5

Page 32: Studio Perancangan
Page 33: Studio Perancangan
Page 34: Studio Perancangan

3 PERENCANAAN TREKSTANG

Data Teknis

= 3

Jarak antar kuda-kuda = 3.5 mQ (berat gording) = 6.13 kg/msudut = 30

Diagram Pembebanan

Pembebanan searah sumbu Y: 1. Beban Mati (D)

Atap genteng = 50 x 1.75 x 2.021 = 176.8135 kgGording = 6.13 x 1.75 = 10.7275 kg

166.086 kgBeban mati (D) searah sumbu Y = 166.086 x sin 30

= 166.086 x 0.5= 83.043 kg

2. Beban Hidup (La) = 100 kg

= 100 x sin 30 = 50 kg

3. Beban Hujan (H) = 16 x 1.75 x 1.46 = 40.93326 kg

= 40.93326 x sin 30 = 20.467 kg

Gambar 3.1 Arah Gaya pada Gording

Kombinasi Pembebanan1. 1,4 D = 116.2602 kg2. 1,2D + 0,5H = 109.8849 kg3. 1,2D + 1,6La + 0,8W = 179.6516 kg

= 109.8849 kg

Trekstang digunakan untuk mengurangi lendutan gording searah sumbu x. Trekstang direncanakan sebagai batang tarik karena penampangnya memiliki inersia yang kecil

Jumlah gording pada tiap sisi atap

Beban hidup (La) searah sumbu Y

Beban hujan (H) searah sumbu Y

4. 1,2D + 1,3W + γL.L + 0,5H

Page 35: Studio Perancangan

= 99.65161 kg6. 0,9D ± 1,3W = 74.73871 kg

= 179.6516 kg

= 179.6516 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 dipenuhify = 2400 kg/cm² fu = 3700 kg/cm² (Tabel 5.3 SK SNI 2002)

Nu ≤ φNn Nu ≤ φ Ag. Fy

179.652 ≤ 0.9 x Ag x 24000.083 ≤ Ag0.083 ≤ ¼ π d²0.106 ≤ d²0.326 ≤ d d ≥ 0.326 = 0.33 cm

Nu ≤ φNn Nu ≤ φ Ag. Fu

179.652 ≤ 0.75 x Ag x 37000.065 ≤ Ag0.065 ≤ ¼ π d²0.082 ≤ d²0.287 ≤ d d ≥ 0.287 ~ 0.3 cm

Kontrol :

Nu ≤ φNn Nu ≤ φ Ag. Fy

179.652 ≤ 0.9 x 1 x 2400179.652 ≤ 2160...........OK!

Nu ≤ φNn Nu ≤ φ Ag. Fu

5. 1,2D + 1,0E + γL.L

Maka kombinasi maksimum yang didapat

Nu

~ Akibat Leleh :

~ Akibat Retak :

Digunakan Trekstang Ø = 10 mm

~ Trekstang Ø = 10 mm~ Akibat Leleh :

~ Akibat Retak :

Page 36: Studio Perancangan

179.652 ≤ 0.9 x 1 x 3700179.652 ≤ 3330...........OK!

Jadi, digunakan Trekstang Ø = 10 mm

Page 37: Studio Perancangan

3 PERENCANAAN TREKSTANG

Data Teknis

= 3

Jarak antar kuda-kuda = 3.5 mQ (berat gording) = 6.13 kg/msudut = 70

Diagram Pembebanan

Pembebanan searah sumbu Y: 1. Beban Mati (D)

Atap genteng = 50 x 1.75 x 1.46 = 127.75 kgGording = 6.13 x 1.75 = 10.7275 kg

117.0225 kgBeban mati (D) searah sumbu Y = 117.0225 x sin 70

= 117.0225 x 0.939693= 109.965 kg

2. Beban Hidup (La) = 100 kg

= 100 x sin 30 = 93.96926 kg

3. Beban Hujan (H) = 16 x 1.75 x 1.46 = 40.93326 kg

= 40.93326 x sin 30 = 38.465 kg

Gambar 3.1 Arah Gaya pada Gording

Kombinasi Pembebanan1. 1,4 D = 153.9513 kg2. 1,2D + 0,5H = 151.1906 kg3. 1,2D + 1,6La + 0,8W = 282.309 kg

= 151.1906 kg

Trekstang digunakan untuk mengurangi lendutan gording searah sumbu x. Trekstang direncanakan sebagai batang tarik karena penampangnya memiliki inersia yang kecil

Jumlah gording pada tiap sisi atap

Beban hidup (La) searah sumbu Y

Beban hujan (H) searah sumbu Y

4. 1,2D + 1,3W + γL.L + 0,5H

Page 38: Studio Perancangan

= 131.9582 kg6. 0,9D ± 1,3W = 98.96866 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 dipenuhify = 2400 kg/cm² fu = 3700 kg/cm² (Tabel 5.3 SK SNI 2002)

Nu ≤ φNn Nu ≤ φ Ag. Fy

282.309 ≤ 0.9 x Ag x 24000.131 ≤ Ag0.131 ≤ ¼ π d²0.166 ≤ d²0.408 ≤ d d ≥ 0.408 = 0.41 cm

Nu ≤ φNn Nu ≤ φ Ag. Fu

282.309 ≤ 0.75 x Ag x 37000.102 ≤ Ag0.102 ≤ ¼ π d²0.130 ≤ d²0.360 ≤ d d ≥ 0.360 ≥ 0.4 cm

Kontrol :

Nu ≤ φNn Nu ≤ φ Ag. Fy

282.309 ≤ 0.9 x 1 x 2400282.309 ≤ 2160...........OK!

Nu ≤ φNn Nu ≤ φ Ag. Fu

5. 1,2D + 1,0E + γL.L

Maka kombinasi maksimum yang didapat

Nu

~ Akibat Leleh :

~ Akibat Retak :

Digunakan Trekstang Ø = 10 mm

~ Trekstang Ø = 10 mm~ Akibat Leleh :

~ Akibat Retak :

Page 39: Studio Perancangan

282.309 ≤ 0.9 x 1 x 3700282.309 ≤ 3330...........OK!

Jadi, digunakan Trekstang Ø = 10 mm

Page 40: Studio Perancangan

4 IKATAN ANGIN

~ Pembebanan1 z = 2.021 x 1 = 2.021 m

A = 4.083 - 3.063 = 1.010 m

2 z = 2.021 x 2 = 4.041 m

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

√(

√(

)

)

1.7500 1.7500

0.5000 0.5000

1.0000

5.5000

P1 P2 P3

3.5000

A B C D EP1 P2 P3

A1

A2

A3

A4

A5

Page 41: Studio Perancangan

B = 16.333 - 12.250 = 2.021 m

3 z = 1.462 x 1 = 1.462 mC = 2.137 - 0.250 + 2.021 = 3.394 m

4 z = 1.462 x 2 = 2.924 mD = 8.549 - 1.000 + 2.021 = 4.768 m

5 z = 1.393 x 2 = 2.787 mE = 7.765 - 1.000 + 4.768 = 7.369 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

= 0.9 x 40 = 36 kg/m2

= A1 x 36= 0.884068 x 36= 31.82643 kg= A2 + A3 x 36= 2.652203 + 1.353798 x 36= 144.216 kg= A4 + A5 x 36= 2.040667 + 6.068697 x 36= 291.9371 kg

= 31.82643 + 144.216 + 291.9371= 467.9796 kg

~ Ikatan Angin

Jadi Wangin

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

P2

P3

Ptotal

√(

√(

√(

)

)

)

√( )

3.50003.5000

Page 42: Studio Perancangan

= 39.87 °= 45 °

= =467.9796

= 609.7446 kg0.767501

= =467.9796

= 661.8231 kg0.707107

Pu = 1.3 x 661.8231 = 860.37 kg

~ Pendimensian Ikatan Angin := 39.87 °= 45 °

Keruntuhan leleh :Pu ≤ Ø Rn Ø = 0.9Pu ≤ 0.9 x fy x Ag

Ag ≥Pu

=860.370

0.9 x fy 0.9 x 2400

= 0.398 = 39.832 mm2

Keruntuhan retak :Pu ≤ Ø Pn Ø = 0.75Pu ≤ 0.75 x Ab x fu

Ab ≥Pu

=860.370

0.5625 x fu 0.5625 x 3700

= 0.413 = 41.339 mm2Untuk dimensi ikatan angin atap diambil nilai luas tulangan terbesar yang diperlukan yaitu:

As = 41.339 mm2

As = π x d x d / 4

d x d =4 x As

=165.3564

= 52.661π 3.14

d = 7.257 mm

Maka dipakai ikatan angin Ø = 10 mm

α1

α2

P1Ptotal

cos α1

P2Ptotal

cos α2

α1

α2

3.50003.5000

Page 43: Studio Perancangan

~ Kontrol keruntuhan leleh :As = 3.14 x 100

4= 78.5 = 0.785 cm2

Pu≤ θ x Fy

As

860.370≤ 0.9 x 2400

0.785

1096.013 ≤ 2160 OK!!

~ Kontrol keruntuhan retak :

Pu≤ θ x Fu

As

860.370≤ 0.75 x 3700

0.785

1096.013 ≤ 2775 OK!!

Page 44: Studio Perancangan

1.7500 1.7500

0.5000 0.5000

1.0000

5.5000

P1 P2 P3

3.5000

A B C D EP1 P2 P3

A1

A2

A3

A4

A5

Page 45: Studio Perancangan

3.50003.5000

Page 46: Studio Perancangan

3.50003.5000

Page 47: Studio Perancangan

1.7500 1.7500

0.5000 0.5000

1.0000

5.5000

P1 P2 P3

3.5000

A B C D EP1 P2 P3

A1

A2

A3

A4

A5

Page 48: Studio Perancangan

5 RANGKA ATAP 5 RANGKA ATAP

~ Pembebanan Rangka Atap ~ Pembebanan Rangka Atapa Beban mati a Beban mati

> Beban gording (30°) > Beban gording (30°)Berat penutup atap = 50 x 2.02073 x 3.5 = 353.627 kg ….a Berat penutup atap 0 = 50 x 2.020726 x 3.5 = 353.627 kgBerat gording = 6.13 x 3.5 = 21.455 kg ….b Berat gording 0 = 6.13 x 3.5 0 0 = 21.455 kgBerat alat penyambung = 0.1 x (a + b) = 37.5082 kg ….c Berat alat penyambung 0 = 0.1 x (a + b) 0 0 = 37.5082 kg

Berat Total = 412.5902 kg Berat Total = 305.01667 kg

> Beban gording (70°) > Beban gording (70°)Berat penutup atap = 50 x 1.4619 x 3.5 = 255.833 kg ….a Berat penutup atap 0 = 50 x 1.461902 x 3.5 = 255.8329 kgBerat gording = 6.13 x 3.5 = 21.455 kg ….b Berat gording 0 = 6.13 x 3.5 0 0 = 21.455 kgBerat alat penyambung = 0.1 x (a + b) = 27.7288 kg ….c Berat alat penyambung 0 = 0.1 x (a + b) 0 0 = 27.72879 kg

Berat Total = 305.0167 kg Berat Total = 305.01667 kg

> Berat batang profil > Berat batang profil 0 0 0 0 0 0 0 0º Rangka Luar (45.45.5) º Rangka Luar (45.45.5) 0 0 0 0 0 0 0 0

Panjang total rangka luar 0 0 0 0 0 0 0 0Panjang total rangka luar = 4 x 2.021 = 8.083 m #REF! 0 = 4 x 2.020726 = 8.082904 m

= 4 x 1.462 = 5.848 m 0 0 = 4 x 1.461902 = 5.847609 m= 2 x 1.155 = 2.309 m 0 0 = 2 x 1.1547 = 2.3094 m= = 11 m 0 0 = 0 0 0 = 11 m

27.240 m 0 0 0 0 0 0 0 27.23991 mBerat profil ganda siku = berat per sat panjang x panjang total w/l = 3.38 Berat profil ganda siku 0 = berat per 0 0 x panjang to 0

= 3.38 x 2 x 27.240 0 0 = 3.38 x 2 x 27.23991 0= 184.1418 kg 0 0 = 184.1418 kg 0 0 0 0

0 0 0 0 0 0 0 0 0º Rangka Dalam (45.45.5) º Rangka Dalam (45.45.5) 0 0 0 0 0 0 #REF! 0

Pjg total rangka dalam = 1.0104 x 2 = 2.0208 m= 2.0207 x 4 = 8.0828 m= 2.8431 x 2 = 5.6862 m= 2 x 2 = 4 m= 2.034 x 2 = 4.068 m= 1.5 x 2 = 3 m= 1.7 x 2 = 3.4 m= 5.3456 x 1 = 5.3456 m

35.603 mBerat profil ganda siku = berat per sat panjang x panjang total

= 3.38 x 2 x 35.603 Berat profil ganda siku 0 = 3.38 x 35.6034 x 2 0= 240.679 kg 0 0 = 240.679 kg 0 0 0 0

0 0 0 0 0 0 0 0 0Berat total batang profil = 240.679 + 184.1418 = 424.8208 kg Berat total batang profil 0 = 240.679 + 184.1418 = 424.8208 kgBeban profil tiap joint = 424.8208 / 10 = 42.48208 kg Beban profil tiap joint 0 = 424.8208 / 10 = 42.48208 kg

0 0 0 0 0 0 0 0 0º Rangka Tambahan (45.45.5) º Rangka Tambahan (45.45.5) 0 0 0 0 0 0 0 0

= 3.38 x 2 x 1.501 0 0 = 3.38 x 2 x 1.5011 0= 10.147 kg 0 0 = 10.14744 kg 0 0 0 0

0 0 0 0 0 0 0 0 0= 455.072 kg Beban mati joint 30° (P1) 0 = 347.4988 kg 0 0 0 0= 347.499 kg Beban mati joint 70° (P2) 0 = 347.4988 kg 0 0 0 0= 10.147 kg Beban tambahan joint (P3) 0 = 10.14744 kg 0 0 0 0

b Beban Hidup b Beban HidupBeban pekerja = 100 kg (P) Beban pekerja = 100 kg (P)

c Beban Hujan c Beban Hujan= 32.332 x jarak kuda-kuda Beban Hujan (H) 30° 0 = 32.331615 x jarak kuda-kuda= 32.332 x 3.5 0 0 = 32.331615 x 3.5= 113.161 kg (P) 0 0 = 81.866523 kg (P)

Beban Hujan (H) 70° = 23.390 x jarak kuda-kuda Beban Hujan (H) 70° 0 = 23.390435 x jarak kuda-kuda= 23.390 x 3.5 0 0 = 23.390435 x 3.5= 81.867 kg (P) 0 0 = 81.866523 kg (P)

d Beban Anginº Angin Tekan 30° º Angin Tekan 30°

= 16.166 x jarak kuda-kuda = 58.476088 x jarak kuda-kuda= 16.166 x 3.5 = 58.476088 x 3.5= 56.580 kg = 204.66631 0= 49 kg (Vertikal) = 70 kg (Vertikal)= 28.290 kg (Horizontal) = 192.32342 kg (Horizontal)

º Angin Hisap 30° º Angin Hisap 30° 0 0= -32.332 x jarak kuda-kuda = -23.390435 x jarak kuda-kuda= -32.332 x 3.5 = -23.390435 x 3.5= -113.161 = -81.867 0= -98 kg (Vertikal) = -28 kg (Vertikal)= -56.58033 kg (Horizontal) = -76.929368 kg (Horizontal)

º Angin Tekan 70°= 58.476 x jarak kuda-kuda= 58.476 x 3.5= 204.6663 kg= 70 kg (Vertikal)= 192.3234 kg (Horizontal)

º Angin Hisap 70°= -23.390 x jarak kuda-kuda= -23.390 x 3.5= -81.867= -28 kg (Vertikal)= -76.929 kg (Horizontal)

Pembebanan mati (selfweight) untuk Rangka Atap (tanpa skala)

Pembebanan angin untuk Rangka Atap (tanpa skala)

~ ~1 1.4 D 1 1.4 D

Arah Horizontal = 0 kg Arah Horizontal = 0 kgArah Vertikal = 1.4 Arah Vertikal = 1.4

= 637.1013 kg = 486.49825 kg2 1.2 D + 1.6 L + 0.5 La 2 1.2 D + 1.6 L + 0.5 La

Arah Horizontal = 0 kg Arah Horizontal = 0 kgArah Vertikal = 1.2 + 1.6 + 0.5 Arah Vertikal = 1.2 x 1.6 x 0.5

= 546.0868 + 0 + 50 = 416.9985 + 0 + 50= 596.0868 kg = 466.9985 kg

3 1.2 D + 1.6 L + 0.5 H 3 1.2 D + 1.6 L + 0.5 HArah Horizontal = 0 kg Arah Horizontal = 0 kgArah Vertikal = 1.2 + 1.6 + 0.5 Arah Vertikal = 1.2 x 1.6 x 0.5

= 546.0868 + 0 + 56.580 = 416.9985 + 0 + 40.933= 602.667 kg = 457.932 kg

4 1.2 D + 1.6 La + 0.8 W 4 1.2 D + 1.6 La + 0.8 WDaerah Angin Tekan Daerah Angin TekanArah Horizontal = 0.8 x Wt sin 30° Arah Horizontal = 0.8 x Wt sin 70°

= 22.63213 kg = 153.85874 kgArah Vertikal = 1.2 + 1.6 + 0.8 Arah Vertikal = 1.2 x 1.6 x 0.8

= 546.0868 + 160 + 39.2 = 416.9985 + 160 + 56= 745.2868 kg = 632.9985 kg

Daerah Angin Hisap Daerah Angin HisapArah Horizontal = 0.8 x Wh sin 30° Arah Horizontal = 0.8 x Wh sin 70°

= 45.26426 kg = 61.543494 kgArah Vertikal = 1.2 + 1.6 + 0.8 Arah Vertikal = 1.2 x 1.6 x 0.8

= 546.0868 + 160 + -78.4 = 416.9985 + 160 + -22.4= 627.6868 kg = 554.5985 kg

5 1.2 D + 1.6 H + 0.8 W 5 1.2 D + 1.6 H + 0.8 WDaerah Angin Tekan Daerah Angin TekanArah Horizontal = 0.8 x Wt sin 30° Arah Horizontal = 0.8 x Wt sin 70°

= 22.63213 kg = 153.85874 kgArah Vertikal = 1.2 + 1.6 + 0.8 Arah Vertikal = 1.2 x 1.6 x 0.8

= 546.0868 + 181.057 + 39.2 = 416.9985 + 130.98644 + 56= 766.3438 kg = 603.98494 kg

Daerah Angin Hisap Daerah Angin HisapArah Horizontal = 0.8 x Wh sin 30° Arah Horizontal = 0.8 x Wh sin 70°

= 45.26426 kg = 61.543494 kgArah Vertikal = 1.2 + 1.6 + 0.8 Arah Vertikal = 1.2 x 1.6 x 0.8

= 546.0868 + 181.057 + -78.4 = 416.9985 + 130.98644 + -22.4= 648.7438 kg = 525.58494 kg

6 1.2 D + 1.3 W + yl.L + 0.5 La 6 1.2 D + 1.3 W + yl.L + 0.5 LaDaerah Angin Tekan Daerah Angin TekanArah Horizontal = 0.8 x Wt sin 30° Arah Horizontal = 0.8 x Wt sin 70°

= 22.632 kg = 153.85874 kgArah Vertikal = 1.2 + 1.3 + 0.5 + 0.5 Arah Vertikal = 1.2 x 1.3 x 0.5 x 0.5

= 546.0868 + 63.7 + 50 + 0 = 416.9985 + 91 + 50 + 0= 659.7868 kg = 557.9985 kg

Daerah Angin Hisap Daerah Angin HisapArah Horizontal = 0.8 x Wh sin 30° Arah Horizontal = 0.8 x Wh sin 70°

= 45.26426 kg = 61.543494 kgArah Vertikal = 1.2 + 1.3 + 0.5 + 0.5 Arah Vertikal = 1.2 x 1.3 x 0.5 x 0.5

= 546.0868 + -127.4 + 50 + 0 = 416.9985 + -36.4 + 50 + 0= 468.6868 kg = 430.5985 kg

7 1.2 D + 1.3 W + yl.L + 0.5 H 7 1.2 D + 1.3 W + yl.L + 0.5 HDaerah Angin Tekan Daerah Angin TekanArah Horizontal = 0.8 x Wt sin 30° Arah Horizontal = 0.8 x Wt sin 70°

= 22.63213 kg = = 153.85874 kgArah Vertikal = 1.2 + 1.3 + 0.5 + Arah Vertikal = 1.2 x 1.3 x 0.5 +

= 546.0868 + 63.7 + 56.58033 + 0 0.000 q + 0.000 kgm = 416.9985 + 91 + 40.933262 + 0= 666.3671 kg = 548.93176 kg

Daerah Angin Hisap = Daerah Angin HisapArah Horizontal = 0.8 x Wh sin 30° 0.000 q + 0.000 kgm Arah Horizontal = 0.8 x Wh sin 70°

= 45.26426 kg = 61.543494 kgArah Vertikal = 1.2 + 1.3 + 0.5 + Arah Vertikal = 1.2 x 1.3 x 0.5 +

= 546.0868 + -127.4 + 56.58033 + 0 = 416.9985 + -36.4 + 40.933262 + 0= 475.2671 kg = 421.53176 kg

8 1.2 D + 1.0 E + yl.L 8 1.2 D + 1.0 E + yl.LArah Horizontal = 0 kg Arah Horizontal = 0 kgArah Vertikal = 1.2 + 1 + 0.5 Arah Vertikal = 1.2 x 1 x 0.5

= 546.0868 + 0 + 0 = 416.9985 + 0 + 0= 546.0868 kg = 416.9985 kg

9 0.9 D + 1.3 W 9 0.9 D + 1.3 WDaerah Angin Tekan Daerah Angin TekanArah Horizontal = 0.8 x Wt sin 30° Arah Horizontal = 0.8 x Wt sin 70°

= 22.63213 kg = 153.85874 kgArah Vertikal = 0.9 + 1.3 Arah Vertikal = 0.9 x 1.3

= 409.5651 + 63.7 = 312.74888 + 91= 473.2651 kg = 403.74888 kg

Daerah Angin Hisap Daerah Angin HisapArah Horizontal = 0.8 x Wh sin 30° Arah Horizontal = 0.8 x Wh sin 70°

= 22.63213 kg = 153.85874 kgArah Vertikal = 0.9 + 1.3 Arah Vertikal = 0.9 x 1.3

= 409.5651 + -127.4 = 312.74888 + -36.4= 282.1651 kg = 276.34888 kg

Dari kombinasi pembebanan di atas, maka dipilih kombinasi ke 5, dengan beban:Daerah angin tekanArah Horizontal = 22.632 kgArah Vertikal = 766.3438 kgDaerah Angin HisapArah Horizontal = 45.264 kgArah Vertikal = 648.7438 kgPada joint ujung diberi tambahan P3 = 10.14744 kg

~1 1.4 D

Arah Horizontal = 0 kgArah Vertikal = 1.4

= 486.4983 kg2 1.2 D + 1.6 L + 0.5 La

Arah Horizontal = 0 kgArah Vertikal = 1.2 x 1.6 x 0.5

= 416.9985 + 0 + 50= 466.9985 kg

3 1.2 D + 1.6 L + 0.5 HArah Horizontal = 0 kgArah Vertikal = 1.2 x 1.6 x 0.5

= 416.9985 + 0 + 40.93326= 457.9318 kg

4 1.2 D + 1.6 La + 0.8 WDaerah Angin TekanArah Horizontal = 0.8 x Wt sin 70°

= 153.8587 kgArah Vertikal = 1.2 x 1.6 x 0.8

= 416.9985 + 160 + 56= 632.9985 kg

Daerah Angin HisapArah Horizontal = 0.8 x Wh sin 70°

= 61.54349 kgArah Vertikal = 1.2 x 1.6 x 0.8

= 416.9985 + 160 + -22.4= 554.5985 kg

5 1.2 D + 1.6 H + 0.8 WDaerah Angin TekanArah Horizontal = 0.8 x Wt sin 70°

= 153.8587 kgArah Vertikal = 1.2 x 1.6 x 0.8

= 416.9985 + 130.9864 + 56= 603.9849 kg

Daerah Angin HisapArah Horizontal = 0.8 x Wh sin 70°

= 61.54349 kgArah Vertikal = 1.2 x 1.6 x 0.8

= 416.9985 + 130.9864 + -22.4= 525.5849 kg

6 1.2 D + 1.3 W + yl.L + 0.5 LaDaerah Angin TekanArah Horizontal = 0.8 x Wt sin 70°

= 153.8587 kgArah Vertikal = 1.2 x 1.3 x 0.5 x 0.5

= 416.9985 + 91 + 50 + 0= 557.9985 kg

Daerah Angin HisapArah Horizontal = 0.8 x Wh sin 70°

= 61.54349 kgArah Vertikal = 1.2 x 1.3 x 0.5 x 0.5

= 416.9985 + -36.4 + 50 + 0= 430.5985 kg

7 1.2 D + 1.3 W + yl.L + 0.5 HDaerah Angin TekanArah Horizontal = 0.8 x Wt sin 70°

= 153.8587 kgArah Vertikal = 1.2 x 1.3 x 0.5 + 0

= 416.9985 + 91 + 40.933 + 0= 548.9318 kg

Daerah Angin HisapArah Horizontal = 0.8 x Wh sin 70°

= 61.54349 kgArah Vertikal = 1.2 x 1.3 x 0.5 + 0

= 416.9985 + -36.4 + 40.933 + 0= 421.5318 kg

8 1.2 D + 1.0 E + yl.LArah Horizontal = 0 kgArah Vertikal = 1.2 x 1 x 0.5

= 416.9985 + 0 + 0= 416.9985 kg

9 0.9 D + 1.3 WDaerah Angin TekanArah Horizontal = 0.8 x Wt sin 70°

= 153.8587 kgArah Vertikal = 0.9 x 1.3

= 312.7489 + 91= 403.7489 kg

Daerah Angin HisapArah Horizontal = 0.8 x Wh sin 70°

= 153.8587 kgArah Vertikal = 0.9 x 1.3

Beban mati joint 30° (P1)Beban mati joint 70° (P2)Beban tambahan joint (P3)

Beban Hujan (H) 30°

Wt Wt

Wt cos 30° Wt cos 30°Wt sin 30° Wt sin 30°

Wh Wh

Wh cos 30° Wh cos 30°Wh sin 30° Wh sin 30°

Wt

Wt cos 70°Wt sin 70°

Wh

Wh cos 70°Wh sin 70°

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.

KOMBINASI PEMBEBANAN 30° KOMBINASI PEMBEBANAN 30°

KOMBINASI PEMBEBANAN 70°

D

D

D

D

D

D

D

D

D

L

L

La

H

W

W

E

W

Laa

H

W

W

Laa

H

yl.L

yl.L

yl.L

D La W

D H W

D W Laa

yl.L

Laa yl.La

yl.L

yl.La

D W H

D W

D

D

D

D

D

D

D

D

D

L

L

La

H

W

W

E

W

La

H

W

W

La

H

yl.L

D La W

D H W

D W La

yl.L

yl.La

yl.L

yl.LaD W H

D W

D

D

D

D

D

D

D

D

D

L

L

La

H

W

W

E

W

Laa

H

W

W

Laa

H

yl.L

D La W

D H W

D W

yl.L

Laa yl.La

yl.L

yl.La

D W H

D W

Page 49: Studio Perancangan

= 312.7489 + -36.4= 276.3489 kg

Dari kombinasi pembebanan di atas, maka dipilih kombinasi ke 4, dengan beban:Daerah angin tekanArah Horizontal = 153.8587 kgArah Vertikal = 632.9985 kgDaerah Angin HisapArah Horizontal = 61.54349 kgArah Vertikal = 554.5985 kg

Daftar Gaya Batang dengan menggunakan perhitungan Staad Pro 2007No. Batang Fx (kg) Jenis No. Batang Fx (kg) Jenis

1 6233.045 Tarik 19 61.794 Tarik2 6233.045 Tarik 20 232.785 Tarik3 5558.322 Tarik 21 -862.218 Tekan4 5510.009 Tarik 22 -578.944 Tekan5 6048.918 Tarik 23 -6932.486 Tekan6 6048.918 Tarik 24 0 07 -6425.508 Tekan 25 -622.285 Tekan8 0 0 26 -6257.779 Tekan9 -779.109 Tekan 27 311.15 Tarik

10 -5672.392 Tekan 28 -496.451 Tekan11 389.564 Tarik 29 -2683.519 Tekan12 -565.133 Tekan 30 -4107.202 Tekan13 -2215.411 Tekan 31 734.721 Tarik14 -3779.912 Tekan 32 -1565.309 Tekan15 754.508 Tarik 33 -862.676 Tekan16 290.909 Tarik 34 559.747 Tarik17 -1332.713 Tekan 35 -927.553 Tekan18 -670.248 Tekan

Kontrol di titik buhul M

ΣV = 00 = 766.3438 + + + S220 = 766.3438 + -431.109 + -463.7765 + -578.9440 ≈ -707.4857

> Batang Bawah

No. Batang Fx (kg) Jenis = 6233.045 kg1 6233.045 Tarik Bentang maksimum = 2 m2 6233.045 Tarik3 5558.322 Tarik4 5510.009 Tarik5 6048.918 Tarik6 6048.918 Tarik

Perencanaan batang tarik

b = 4.5 cmd = 0.5 cmA = 8.6q = 6.76 kg/mi = 1.35 cm (diambil yang terkecil antara ix ganda dan iy ganda)

º Kontrol Leleh

Nu ≤ ф NnNu ≤ 0,9 . Ag . FyNu ≤ 0,75 . Ae . Fu

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 kgNu ≤ ф Nn

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 = -6932.486 kg7 -6425.508 Tekan Bentang maksimum = 2.0207 m

10 -5672.392 Tekan13 -2215.411 Tekan17 -1332.713 Tekan21 -862.218 Tekan35 -927.553 Tekan32 -1565.309 Tekan29 -2683.519 Tekan26 -6257.779 Tekan23 -6932.486 Tekan

Perencanaan batang tekan

b = 5 cmd = 0.5 cmA = 9.6q = 7.54 kg/mi = 1.52 cm (diambil yang terkecil antara ix ganda dan iy ganda)

º Kontrol kelangsingan elemen penampang

Nu ≤ ф Nnb/t < λr (SK SNI 2002 tabel 7.5-1 hal 31)

10 < 665√(fy)

10 < 13.574 OK!!

Parameter kelangsingan kolom

=1

x202.07

x 0.03383.143 1.52

λc = 1.430untuk λc ≥ 1.2

= 1.25 x 2.045= 2.556

Nn = Ag x fcr

= Ag xfyω

= 9.6 x24002.556

= 9013.91

Nu ≤ ф Nn6932.486 ≤ 0.85 x 9013.9116932.486 ≤ 7661.825 kg OK!!

Jadi profil siku ganda sama kaki 50.50.5 dapat digunakan pada batang atas.

> Batang Tegak

No. Batang Fx (kg) Jenis = 754.508 kg (Btg tarik)8 0 0 Bentang maksimum = 2.0207 m

11 389.564 Tarik15 754.508 Tarik = -578.944 kg (Btg tekan)19 61.794 Tarik22 -578.944 Tekan27 311.15 Tarik24 0 0

b = 4.5 cmd = 0.5 cmA = 8.6q = 6.76 kg/mi = 1.35 cm (diambil yang terkecil antara ix ganda dan iy ganda)

Perencanaan batang tarikº Kontrol Leleh

Nu ≤ ф NnNu ≤ 0,9 . Ag . FyNu ≤ 0,75 . Ae . Fu

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 kgNu ≤ ф Nn

754.508 ≤ 18576 kg OK!!

Perencanaan batang tekanº Kontrol kelangsingan elemen penampang

Nm ≤ ф Nnb/t < λr (SK SNI 2002 tabel 7.5-1 hal 31)

9 < 665√(fy)

9 < 13.574 OK!!

Parameter kelangsingan kolom

=1

x202.07

x 0.0338063.142857 1.35

λc = 1.61005untuk λc ≥ 1.2

= 1.25 x 2.592262= 3.240327

Nn = Ag x fcr

= Ag xfyω

= 8.6 x2400

3.240327= 6369.728

Nm ≤ ф Nn578.944 ≤ 0.85 x 6369.728578.944 ≤ 5414.269 kg OK!!

Jadi profil siku ganda sama kaki 45.45.5 dapat digunakan pada batang tegak.

> Batang Diagonal

No. Batang Fx (kg) Jenis = 734.721 kg (Btg tarik)9 -779.109 Tekan Bentang maksimum = 2.8431 m

12 -565.133 Tekan16 290.909 Tarik = -779.109 kg (Btg tekan)20 232.785 Tarik34 559.747 Tarik31 734.721 Tarik28 -496.451 Tekan25 -622.285 Tekan

b = 4.5 cmd = 0.5 cmA = 8.6q = 6.76 kg/mi = 1.35 cm (diambil yang terkecil antara ix ganda dan iy ganda)

Perencanaan batang tarikº Kontrol Leleh

Nu ≤ ф NnNu ≤ 0,9 . Ag . FyNu ≤ 0,75 . Ae . Fu

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 kgNu ≤ ф Nn

734.721 ≤ 18576 kg OK!!

Perencanaan batang tekanº Kontrol kelangsingan elemen penampang

Nm ≤ ф Nnb/t < λr (SK SNI 2002 tabel 7.5-1 hal 31)

9 < 665√(fy)

9 < 13.57426 OK!!

Parameter kelangsingan kolom

=1

x284.31

x 0.0338063.142857 1.35

λc = 2.265321untuk λc ≥ 1.2

= 1.25 x 5.131678= 6.414598

Nn = Ag x fcr

= Ag xfyω

= 8.6 x2400

6.414598= 3217.661

Nm ≤ ф Nn779.109 ≤ 0.85 x 3217.661779.109 ≤ 2735.012 kg OK!!

Jadi profil siku ganda sama kaki 45.45.5 dapat digunakan pada batang diagonal.

S21 sin 30 S35 sin 30

Gaya maksimum Nu

Dicoba profil siku ganda sama kaki 45.45.5

cm²

Menurut SK SNI 2002 pasal 10.1 hlm 70, komponen struktur yang memikul gaya tarik aksial terfaktor Nu, harus memenuhi :

Dengan ф Nn adalah kuat tarik rencana yang besarnya diambil sebagai nilai terendah di antara dua perhitungan menggunakan harga-harga ф

Gaya maksimum Nu

Dicoba profil siku ganda sama kaki 50.50.5

cm²

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 :

λc

maka ω = 1.25 λc²

Gaya maksimum Nu

Gaya minimum Nm

Dicoba profil siku ganda sama kaki 45.45.5

cm²

Menurut SK SNI 2002 pasal 10.1 hlm 70, komponen struktur yang memikul gaya tarik aksial terfaktor Nu, harus memenuhi :

Dengan ф Nn adalah kuat tarik rencana yang besarnya diambil sebagai nilai terendah di antara dua perhitungan menggunakan harga-harga ф

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 :

λc

maka ω = 1.25 λc²

Gaya maksimum Nu

Gaya minimum Nm

Dicoba profil siku ganda sama kaki 45.45.5

cm²

Menurut SK SNI 2002 pasal 10.1 hlm 70, komponen struktur yang memikul gaya tarik aksial terfaktor Nu, harus memenuhi :

Dengan ф Nn adalah kuat tarik rencana yang besarnya diambil sebagai nilai terendah di antara dua perhitungan menggunakan harga-harga ф

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 :

λc

maka ω = 1.25 λc²

D W

30° 30°

E

fy

i

Lc

1

E

fy

i

Lc

1

E

fy

i

Lc

1

Page 50: Studio Perancangan

Beam L/C Node Fx kg Fy kg Fz kg Mx kNm My kNm Mz kNm1 1 TEKAN 30 1 -2722.808 0 0 0 0 0 6233.045

2 2722.808 0 0 0 0 02 TEKAN 70 1 -1455.487 0 0 0 0 0

2 1455.487 0 0 0 0 03 HISAP 30 1 -650.462 0 0 0 0 0

2 650.462 0 0 0 0 04 HISAP 70 1 -786.185 0 0 0 0 0

2 786.185 0 0 0 0 05 P3 1 0 0 0 0 0 0

2 0 0 0 0 0 06 TEKAN/TARI 1 -618.103 0 0 0 0 0

2 618.103 0 0 0 0 02 1 TEKAN 30 2 -2722.808 0 0 0 0 0 6233.045

3 2722.808 0 0 0 0 02 TEKAN 70 2 -1455.487 0 0 0 0 0

3 1455.487 0 0 0 0 03 HISAP 30 2 -650.462 0 0 0 0 0

3 650.462 0 0 0 0 04 HISAP 70 2 -786.185 0 0 0 0 0

3 786.185 0 0 0 0 05 P3 2 0 0 0 0 0 0

3 0 0 0 0 0 06 TEKAN/TARI 2 -618.103 0 0 0 0 0

3 618.103 0 0 0 0 03 1 TEKAN 30 3 -2047.942 0 0 0 0 0 5558.322

4 2047.942 0 0 0 0 02 TEKAN 70 3 -1455.544 0 0 0 0 0

4 1455.544 0 0 0 0 03 HISAP 30 3 -650.487 0 0 0 0 0

4 650.487 0 0 0 0 04 HISAP 70 3 -786.217 0 0 0 0 0

4 786.217 0 0 0 0 05 P3 3 0 0 0 0 0 0

4 0 0 0 0 0 06 TEKAN/TARI 3 -618.132 0 0 0 0 0

4 618.132 0 0 0 0 04 1 TEKAN 30 4 -1327.048 0 0 0 0 0 5510.009

5 1327.048 0 0 0 0 02 TEKAN 70 4 -1044.975 0 0 0 0 0

5 1044.975 0 0 0 0 03 HISAP 30 4 -1238.709 0 0 0 0 0

5 1238.709 0 0 0 0 04 HISAP 70 4 -1257.943 0 0 0 0 0

5 1257.943 0 0 0 0 0

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5 P3 4 0 0 0 0 0 05 0 0 0 0 0 0

6 TEKAN/TARI 4 -641.334 0 0 0 0 05 641.334 0 0 0 0 0

5 1 TEKAN 30 5 -1326.983 0 0 0 0 0 6048.9186 1326.983 0 0 0 0 0

2 TEKAN 70 5 -1044.923 0 0 0 0 06 1044.923 0 0 0 0 0

3 HISAP 30 5 -1777.829 0 0 0 0 06 1777.829 0 0 0 0 0

4 HISAP 70 5 -1257.881 0 0 0 0 06 1257.881 0 0 0 0 0

5 P3 5 0 0 0 0 0 06 0 0 0 0 0 0

6 TEKAN/TARI 5 -641.302 0 0 0 0 06 641.302 0 0 0 0 0

6 1 TEKAN 30 6 -1326.983 0 0 0 0 0 6048.9187 1326.983 0 0 0 0 0

2 TEKAN 70 6 -1044.923 0 0 0 0 07 1044.923 0 0 0 0 0

3 HISAP 30 6 -1777.829 0 0 0 0 07 1777.829 0 0 0 0 0

4 HISAP 70 6 -1257.881 0 0 0 0 07 1257.881 0 0 0 0 0

5 P3 6 0 0 0 0 0 07 0 0 0 0 0 0

6 TEKAN/TARI 6 -641.302 0 0 0 0 07 641.302 0 0 0 0 0

7 1 TEKAN 30 1 3065.656 0 0 0 0 0 -6425.5088 -3065.656 0 0 0 0 0

2 TEKAN 70 1 1325.342 0 0 0 0 08 -1325.342 0 0 0 0 0

3 HISAP 30 1 594.294 0 0 0 0 08 -594.294 0 0 0 0 0

4 HISAP 70 1 765.686 0 0 0 0 08 -765.686 0 0 0 0 0

5 P3 1 0 0 0 0 0 08 0 0 0 0 0 0

6 TEKAN/TARI 1 674.53 0 0 0 0 08 -674.53 0 0 0 0 0

8 1 TEKAN 30 2 0 0 0 0 0 0 08 0 0 0 0 0 0

2 TEKAN 70 2 0 0 0 0 0 08 0 0 0 0 0 0

3 HISAP 30 2 0 0 0 0 0 0

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8 0 0 0 0 0 04 HISAP 70 2 0 0 0 0 0 0

8 0 0 0 0 0 05 P3 2 0 0 0 0 0 0

8 0 0 0 0 0 06 TEKAN/TARI 2 0 0 0 0 0 0

8 0 0 0 0 0 09 1 TEKAN 30 3 779.275 0 0 0 0 0 -779.109

8 -779.275 0 0 0 0 02 TEKAN 70 3 -0.066 0 0 0 0 0

8 0.066 0 0 0 0 03 HISAP 30 3 -0.029 0 0 0 0 0

8 0.029 0 0 0 0 04 HISAP 70 3 -0.038 0 0 0 0 0

8 0.038 0 0 0 0 05 P3 3 0 0 0 0 0 0

8 0 0 0 0 0 06 TEKAN/TARI 3 -0.033 0 0 0 0 0

8 0.033 0 0 0 0 010 1 TEKAN 30 8 2312.457 0 0 0 0 0 -5672.392

9 -2312.457 0 0 0 0 02 TEKAN 70 8 1325.375 0 0 0 0 0

9 -1325.375 0 0 0 0 03 HISAP 30 8 594.308 0 0 0 0 0

9 -594.308 0 0 0 0 04 HISAP 70 8 765.705 0 0 0 0 0

9 -765.705 0 0 0 0 05 P3 8 0 0 0 0 0 0

9 0 0 0 0 0 06 TEKAN/TARI 8 674.547 0 0 0 0 0

9 -674.547 0 0 0 0 011 1 TEKAN 30 3 -389.648 0 0 0 0 0 389.564

9 389.648 0 0 0 0 02 TEKAN 70 3 0.033 0 0 0 0 0

9 -0.033 0 0 0 0 03 HISAP 30 3 0.015 0 0 0 0 0

9 -0.015 0 0 0 0 04 HISAP 70 3 0.019 0 0 0 0 0

9 -0.019 0 0 0 0 05 P3 3 0 0 0 0 0 0

9 0 0 0 0 0 06 TEKAN/TARI 3 0.017 0 0 0 0 0

9 -0.017 0 0 0 0 012 1 TEKAN 30 4 742.309 0 0 0 0 0 -565.133

9 -742.309 0 0 0 0 0

Page 53: Studio Perancangan

2 TEKAN 70 4 346.725 0 0 0 0 09 -346.725 0 0 0 0 0

3 HISAP 30 4 -252.552 0 0 0 0 09 252.552 0 0 0 0 0

4 HISAP 70 4 -275.801 0 0 0 0 09 275.801 0 0 0 0 0

5 P3 4 0 0 0 0 0 09 0 0 0 0 0 0

6 TEKAN/TARI 4 4.452 0 0 0 0 09 -4.452 0 0 0 0 0

13 1 TEKAN 30 9 561.638 0 0 0 0 0 -2215.41110 -561.638 0 0 0 0 0

2 TEKAN 70 9 967.46 0 0 0 0 010 -967.46 0 0 0 0 0

3 HISAP 30 9 125.207 0 0 0 0 010 -125.207 0 0 0 0 0

4 HISAP 70 9 198.821 0 0 0 0 010 -198.821 0 0 0 0 0

5 P3 9 0 0 0 0 0 010 0 0 0 0 0 0

6 TEKAN/TARI 9 362.285 0 0 0 0 010 -362.285 0 0 0 0 0

14 1 TEKAN 30 9 1311.043 0 0 0 0 0 -3779.91211 -1311.043 0 0 0 0 0

2 TEKAN 70 9 573.042 0 0 0 0 011 -573.042 0 0 0 0 0

3 HISAP 30 9 649.532 0 0 0 0 011 -649.532 0 0 0 0 0

4 HISAP 70 9 789.147 0 0 0 0 011 -789.147 0 0 0 0 0

5 P3 9 0 0 0 0 0 011 0 0 0 0 0 0

6 TEKAN/TARI 9 457.148 0 0 0 0 011 -457.148 0 0 0 0 0

15 1 TEKAN 30 4 -326.82 0 0 0 0 0 754.50811 326.82 0 0 0 0 0

2 TEKAN 70 4 -78.042 0 0 0 0 011 78.042 0 0 0 0 0

3 HISAP 30 4 -235.313 0 0 0 0 011 235.313 0 0 0 0 0

4 HISAP 70 4 -84.563 0 0 0 0 011 84.563 0 0 0 0 0

5 P3 4 0 0 0 0 0 011 0 0 0 0 0 0

6 TEKAN/TARI 4 -29.77 0 0 0 0 0

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11 29.77 0 0 0 0 016 1 TEKAN 30 10 -202.638 0 0 0 0 0 290.909

11 202.638 0 0 0 0 02 TEKAN 70 10 269.009 0 0 0 0 0

11 -269.009 0 0 0 0 03 HISAP 30 10 -82.591 0 0 0 0 0

11 82.591 0 0 0 0 04 HISAP 70 10 -186.553 0 0 0 0 0

11 186.553 0 0 0 0 05 P3 10 0 0 0 0 0 0

11 0 0 0 0 0 06 TEKAN/TARI 10 -88.136 0 0 0 0 0

11 88.136 0 0 0 0 017 1 TEKAN 30 10 415.996 0 0 0 0 0 -1332.713

12 -415.996 0 0 0 0 02 TEKAN 70 10 487.194 0 0 0 0 0

12 -487.194 0 0 0 0 03 HISAP 30 10 65.846 0 0 0 0 0

12 -65.846 0 0 0 0 04 HISAP 70 10 64.737 0 0 0 0 0

12 -64.737 0 0 0 0 05 P3 10 0 0 0 0 0 0

12 0 0 0 0 0 06 TEKAN/TARI 10 298.94 0 0 0 0 0

12 -298.94 0 0 0 0 018 1 TEKAN 30 10 199.236 0 0 0 0 0 -670.248

13 -199.236 0 0 0 0 02 TEKAN 70 10 119.722 0 0 0 0 0

13 -119.722 0 0 0 0 03 HISAP 30 10 81.207 0 0 0 0 0

13 -81.207 0 0 0 0 04 HISAP 70 10 183.429 0 0 0 0 0

13 -183.429 0 0 0 0 05 P3 10 0 0 0 0 0 0

13 0 0 0 0 0 06 TEKAN/TARI 10 86.654 0 0 0 0 0

13 -86.654 0 0 0 0 019 1 TEKAN 30 11 -44.909 0 0 0 0 0 61.794

13 44.909 0 0 0 0 02 TEKAN 70 11 -1.527 0 0 0 0 0

13 1.527 0 0 0 0 03 HISAP 30 11 -123.749 0 0 0 0 0

13 123.749 0 0 0 0 04 HISAP 70 11 6.826 0 0 0 0 0

13 -6.826 0 0 0 0 0

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5 P3 11 0 0 0 0 0 013 0 0 0 0 0 0

6 TEKAN/TARI 11 101.565 0 0 0 0 013 -101.565 0 0 0 0 0

20 1 TEKAN 30 12 -268.88 0 0 0 0 0 232.78513 268.88 0 0 0 0 0

2 TEKAN 70 12 313.719 0 0 0 0 013 -313.719 0 0 0 0 0

3 HISAP 30 12 -42.56 0 0 0 0 013 42.56 0 0 0 0 0

4 HISAP 70 12 -41.843 0 0 0 0 013 41.843 0 0 0 0 0

5 P3 12 0 0 0 0 0 013 0 0 0 0 0 0

6 TEKAN/TARI 12 -193.221 0 0 0 0 013 193.221 0 0 0 0 0

21 1 TEKAN 30 12 347.028 0 0 0 0 0 -862.21814 -347.028 0 0 0 0 0

2 TEKAN 70 12 156.879 0 0 0 0 014 -156.879 0 0 0 0 0

3 HISAP 30 12 54.929 0 0 0 0 014 -54.929 0 0 0 0 0

4 HISAP 70 12 54.004 0 0 0 0 014 -54.004 0 0 0 0 0

5 P3 12 0 0 0 0 0 014 0 0 0 0 0 0

6 TEKAN/TARI 12 249.378 0 0 0 0 014 -249.378 0 0 0 0 0

22 1 TEKAN 30 13 406.226 0 0 0 0 0 -578.94414 -406.226 0 0 0 0 0

2 TEKAN 70 13 -156.889 0 0 0 0 014 156.889 0 0 0 0 0

3 HISAP 30 13 -54.933 0 0 0 0 014 54.933 0 0 0 0 0

4 HISAP 70 13 -54.008 0 0 0 0 014 54.008 0 0 0 0 0

5 P3 13 0 0 0 0 0 014 0 0 0 0 0 0

6 TEKAN/TARI 13 438.548 0 0 0 0 014 -438.548 0 0 0 0 0

23 1 TEKAN 30 7 1532.282 0 0 0 0 0 -6932.48618 -1532.282 0 0 0 0 0

2 TEKAN 70 7 1206.585 0 0 0 0 018 -1206.585 0 0 0 0 0

3 HISAP 30 7 2000.611 0 0 0 0 0

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18 -2000.611 0 0 0 0 04 HISAP 70 7 1452.489 0 0 0 0 0

18 -1452.489 0 0 0 0 05 P3 7 0 0 0 0 0 0

18 0 0 0 0 0 06 TEKAN/TARI 7 740.519 0 0 0 0 0

18 -740.519 0 0 0 0 024 1 TEKAN 30 6 0 0 0 0 0 0 0

18 0 0 0 0 0 02 TEKAN 70 6 0 0 0 0 0 0

18 0 0 0 0 0 03 HISAP 30 6 0 0 0 0 0 0

18 0 0 0 0 0 04 HISAP 70 6 0 0 0 0 0 0

18 0 0 0 0 0 05 P3 6 0 0 0 0 0 0

18 0 0 0 0 0 06 TEKAN/TARI 6 0 0 0 0 0 0

18 0 0 0 0 0 025 1 TEKAN 30 5 -0.075 0 0 0 0 0 -622.285

18 0.075 0 0 0 0 02 TEKAN 70 5 -0.059 0 0 0 0 0

18 0.059 0 0 0 0 03 HISAP 30 5 622.527 0 0 0 0 0

18 -622.527 0 0 0 0 04 HISAP 70 5 -0.072 0 0 0 0 0

18 0.072 0 0 0 0 05 P3 5 0 0 0 0 0 0

18 0 0 0 0 0 06 TEKAN/TARI 5 -0.036 0 0 0 0 0

18 0.036 0 0 0 0 026 1 TEKAN 30 18 1532.319 0 0 0 0 0 -6257.779

19 -1532.319 0 0 0 0 02 TEKAN 70 18 1206.614 0 0 0 0 0

19 -1206.614 0 0 0 0 03 HISAP 30 18 1325.784 0 0 0 0 0

19 -1325.784 0 0 0 0 04 HISAP 70 18 1452.525 0 0 0 0 0

19 -1452.525 0 0 0 0 05 P3 18 0 0 0 0 0 0

19 0 0 0 0 0 06 TEKAN/TARI 18 740.537 0 0 0 0 0

19 -740.537 0 0 0 0 027 1 TEKAN 30 5 0.038 0 0 0 0 0 311.15

19 -0.038 0 0 0 0 0

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2 TEKAN 70 5 0.03 0 0 0 0 019 -0.03 0 0 0 0 0

3 HISAP 30 5 -311.272 0 0 0 0 019 311.272 0 0 0 0 0

4 HISAP 70 5 0.036 0 0 0 0 019 -0.036 0 0 0 0 0

5 P3 5 0 0 0 0 0 019 0 0 0 0 0 0

6 TEKAN/TARI 5 0.018 0 0 0 0 019 -0.018 0 0 0 0 0

28 1 TEKAN 30 4 -282.478 0 0 0 0 0 -496.45119 282.478 0 0 0 0 0

2 TEKAN 70 4 -236.92 0 0 0 0 019 236.92 0 0 0 0 0

3 HISAP 30 4 583.635 0 0 0 0 019 -583.635 0 0 0 0 0

4 HISAP 70 4 394.78 0 0 0 0 019 -394.78 0 0 0 0 0

5 P3 4 0 0 0 0 0 019 0 0 0 0 0 0

6 TEKAN/TARI 4 37.434 0 0 0 0 019 -37.434 0 0 0 0 0

29 1 TEKAN 30 19 601.677 0 0 0 0 0 -2683.51920 -601.677 0 0 0 0 0

2 TEKAN 70 19 462.83 0 0 0 0 020 -462.83 0 0 0 0 0

3 HISAP 30 19 125.207 0 0 0 0 020 -125.207 0 0 0 0 0

4 HISAP 70 19 1071.461 0 0 0 0 020 -1071.461 0 0 0 0 0

5 P3 19 0 0 0 0 0 020 0 0 0 0 0 0

6 TEKAN/TARI 19 422.344 0 0 0 0 020 -422.344 0 0 0 0 0

30 1 TEKAN 30 19 1319.982 0 0 0 0 0 -4107.20211 -1319.982 0 0 0 0 0

2 TEKAN 70 19 1053.347 0 0 0 0 011 -1053.347 0 0 0 0 0

3 HISAP 30 19 649.532 0 0 0 0 011 -649.532 0 0 0 0 0

4 HISAP 70 19 613.785 0 0 0 0 011 -613.785 0 0 0 0 0

5 P3 19 0 0 0 0 0 011 0 0 0 0 0 0

6 TEKAN/TARI 19 470.556 0 0 0 0 0

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11 -470.556 0 0 0 0 031 1 TEKAN 30 20 -214.758 0 0 0 0 0 734.721

11 214.758 0 0 0 0 02 TEKAN 70 20 -382.297 0 0 0 0 0

11 382.297 0 0 0 0 03 HISAP 30 20 -82.591 0 0 0 0 0

11 82.591 0 0 0 0 04 HISAP 70 20 51.243 0 0 0 0 0

11 -51.243 0 0 0 0 05 P3 20 0 0 0 0 0 0

11 0 0 0 0 0 06 TEKAN/TARI 20 -106.318 0 0 0 0 0

11 106.318 0 0 0 0 032 1 TEKAN 30 20 447.324 0 0 0 0 0 -1565.309

22 -447.324 0 0 0 0 02 TEKAN 70 20 188.057 0 0 0 0 0

22 -188.057 0 0 0 0 03 HISAP 30 20 65.846 0 0 0 0 0

22 -65.846 0 0 0 0 04 HISAP 70 20 518.15 0 0 0 0 0

22 -518.15 0 0 0 0 05 P3 20 0 0 0 0 0 0

22 0 0 0 0 0 06 TEKAN/TARI 20 345.932 0 0 0 0 0

22 -345.932 0 0 0 0 033 1 TEKAN 30 20 211.153 0 0 0 0 0 -862.676

13 -211.153 0 0 0 0 02 TEKAN 70 20 375.894 0 0 0 0 0

13 -375.894 0 0 0 0 03 HISAP 30 20 81.207 0 0 0 0 0

13 -81.207 0 0 0 0 04 HISAP 70 20 89.892 0 0 0 0 0

13 -89.892 0 0 0 0 05 P3 20 0 0 0 0 0 0

13 0 0 0 0 0 06 TEKAN/TARI 20 104.53 0 0 0 0 0

13 -104.53 0 0 0 0 034 1 TEKAN 30 22 -289.129 0 0 0 0 0 559.747

13 289.129 0 0 0 0 02 TEKAN 70 22 -121.552 0 0 0 0 0

13 121.552 0 0 0 0 03 HISAP 30 22 -42.56 0 0 0 0 0

13 42.56 0 0 0 0 04 HISAP 70 22 117.088 0 0 0 0 0

13 -117.088 0 0 0 0 0

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5 P3 22 0 0 0 0 0 013 0 0 0 0 0 0

6 TEKAN/TARI 22 -223.594 0 0 0 0 013 223.594 0 0 0 0 0

35 1 TEKAN 30 22 373.162 0 0 0 0 0 -927.55314 -373.162 0 0 0 0 0

2 TEKAN 70 22 156.879 0 0 0 0 014 -156.879 0 0 0 0 0

3 HISAP 30 22 54.929 0 0 0 0 014 -54.929 0 0 0 0 0

4 HISAP 70 22 54.004 0 0 0 0 014 -54.004 0 0 0 0 0

5 P3 22 0 0 0 0 0 014 0 0 0 0 0 0

6 TEKAN/TARI 22 288.579 0 0 0 0 014 -288.579 0 0 0 0 0

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5 RANGKA ATAP (JURAI LUAR) 5 RANGKA ATAP (JURAI LUAR)

~ Pembebanan Rangka Atap ~ Pembebanan Rangka Atapa Beban mati a Beban mati

> Beban gording (22°) > Beban gording (30°)Berat penutup atap = 50 x 2.67 x 5.5 = 734.25 kg ….a Berat penutup atap 0 = 50 x 2.67 x 5.5 = 734.25 kgBerat gording = 6.13 x 5.5 = 33.715 kg ….b Berat gording 0 = 6.13 x 5.5 0 0 = 33.715 kgBerat alat penyambung = 0.1 x (a + b) = 76.7965 kg ….c Berat alat penyambung 0 = 0.1 x (a + b) 0 0 = 76.7965 kg

Berat Total = 844.7615 kg Berat Total = 174.29524 kg

> Beban gording (63°) > Beban gording (70°)Berat penutup atap = 50 x 1.462 x 2 = 146.19 kg ….a Berat penutup atap 0 = 50 x 1.461902 x 2 = 146.1902 kgBerat gording = 6.13 x 2 = 12.26 kg ….b Berat gording 0 = 6.13 x 2 0 0 = 12.26 kgBerat alat penyambung = 0.1 x (a + b) = 15.845 kg ….c Berat alat penyambung 0 = 0.1 x (a + b) 0 0 = 15.84502 kg

Berat Total = 174.2952 kg Berat Total = 174.29524 kg

> Berat batang profil > Berat batang profil 0 0 0 0 0 0 0 0º Rangka Luar (45.45.5) º Rangka Luar (45.45.5) 0 0 0 0 0 0 0 0

I Panjang total rangka luar 0 0 0 0 0 0 0 0Panjang total rangka luar = 2 x 2.670 = 5.340 m #REF! 0 = 2 x 2.67 = 5.34 m

= 2 x 1.550 = 3.100 m 0 0 = 2 x 1.55 = 3.1 m= 1 x 1.530 = 1.530 m 0 0 = 1 x 1.53 = 1.53 m= = 5.35 m 0 0 = 0 0 0 = 7.77 m= = 7.77 m

23.090 m 0 0 0 0 0 0 0 23.09 mBerat profil ganda siku = berat per sat panjang x panjang total w/l = 3.38 Berat profil ganda siku 0 = berat per s 0 0 x panjang to 0

= 3.38 x 2 x 23.090 0 0 = 3.38 x 2 x 23.09 0= 156.0884 kg 0 0 = 156.0884 kg 0 0 0 0

0 0 0 0 0 0 0 0 0º Rangka Dalam (45.45.5) º Rangka Dalam (45.45.5) 0 0 0 0 0 0 #REF! 0

Pjg total rangka dalam = 1.010 x 1 = 1.010 m= 2.67 x 1 = 2.67 m= 2.021 x 1 = 2.021 m= 3.48 x 2 = 6.96 m= 2.83 x 1 = 2.83 m= 2.12 x 1 = 2.12 m= 2.53 x 1 = 2.53 m= 1.97 x 1 = 1.97 m

22.111 mBerat profil ganda siku = berat per sat panjang x panjang total

= 3.38 x 2 x 22.111 Berat profil ganda siku 0 = 3.38 x 22.1111 x 2 0= 149.471 kg 0 0 = 149.471 kg 0 0 0 0

0 0 0 0 0 0 0 0 0Berat total batang profil = 149.471 + 156.0884 = 305.5594 kg Berat total batang profil 0 = 149.471 + 156.0884 = 305.5594 kgBeban profil tiap joint = 305.5594 / 5 = 61.11189 kg Beban profil tiap joint 0 = 305.5594 / 5 = 61.11189 kg

0 0 0 0 0 0 0 0 0º Rangka Tambahan (45.45.5) º Rangka Tambahan (45.45.5) 0 0 0 0 0 0 0 0

= 3.38 x 2 x 1.501 0 0 = 3.38 x 2 x 1.5011 0= 10.147 kg 0 0 = 10.14744 kg 0 0 0 0

0 0 0 0 0 0 0 0 0= 905.873 kg Beban mati joint 22° (P1) 0 = 235.4071 kg 0 0 0 0= 235.407 kg Beban mati joint 63° (P2) 0 = 235.4071 kg 0 0 0 0= 10.147 kg Beban tambahan joint (P3) 0 = 10.14744 kg 0 0 0 0

b Beban Hidup b Beban HidupBeban pekerja = 100 kg (P) Beban pekerja = 100 kg (P)

c Beban Hujan c Beban Hujan= 59.808 x jarak kuda-kuda 40 - 0.8 x 22 Beban Hujan (H) 22° 0 = 59.808 x jarak kuda-kuda= 59.808 x 5.5 22.4 0 0 = 59.808 x 5.5= 328.944 kg (P) 0 0 = 119.616 kg (P)

Beban Hujan (H) 63° = 59.808 x jarak kuda-kuda Beban Hujan (H) 63° 0 = 59.808 x jarak kuda-kuda= 59.808 x 2 0 0 = 59.808 x 2= 119.616 kg (P) 0 0 = 119.616 kg (P)

d Beban Anginº Angin Tekan 22° º Angin Tekan 30°

= 4.272 x jarak kuda-kuda 0.02 x 22 - 0.4 = 53.32 x jarak kuda-kuda= 4.272 x 5.5 0.04 = 53.32 x 2= 23.496 kg = 106.64 0= 21.78511 kg (Vertikal) = 48.413547 kg (Vertikal)= 8.802 kg (Horizontal) = 95.016936 kg (Horizontal)

º Angin Hisap 22° º Angin Hisap 30° 0 0= -42.720 x jarak kuda-kuda = -24.8 x jarak kuda-kuda= -42.720 x 5.5 = -24.8 x 2= -234.960 = -49.600 0= -217.8511 kg (Vertikal) = -22.51793 kg (Vertikal)= -88.01757 kg (Horizontal) = -44.19392 kg (Horizontal)

º Angin Tekan 63°= 53.320 x jarak kuda-kuda 0.02 x 63 - 0.4= 53.320 x 2 0.86= 106.64 kg= 48.41355 kg (Vertikal)= 95.01694 kg (Horizontal)

º Angin Hisap 63°= -24.800 x jarak kuda-kuda= -24.800 x 2= -49.600= -22.51793 kg (Vertikal)= -44.194 kg (Horizontal)

Pembebanan mati (selfweight) untuk Rangka Atap (tanpa skala)

Pembebanan angin untuk Rangka Atap (tanpa skala)

~ ~1 1.4 D 1 1.4 D

Arah Horizontal = 0 kg Arah Horizontal = 0 kgArah Vertikal = 1.4 Arah Vertikal = 1.4

= 1268.223 kg = 329.56998 kg2 1.2 D + 1.6 L + 0.5 La 2 1.2 D + 1.6 L + 0.5 La

Arah Horizontal = 0 kg Arah Horizontal = 0 kgArah Vertikal = 1.2 + 1.6 + 0.5 Arah Vertikal = 1.2 x 1.6 x 0.5

= 1087.048 + 0 + 50 = 282.48856 + 0 + 50= 1137.048 kg = 332.48856 kg

3 1.2 D + 1.6 L + 0.5 H 3 1.2 D + 1.6 L + 0.5 HArah Horizontal = 0 kg Arah Horizontal = 0 kgArah Vertikal = 1.2 + 1.6 + 0.5 Arah Vertikal = 1.2 x 1.6 x 0.5

= 1087.048 + 0 + 164.472 = 282.48856 + 0 + 59.808= 1251.520 kg = 342.297 kg

4 1.2 D + 1.6 La + 0.8 W 4 1.2 D + 1.6 La + 0.8 WDaerah Angin Tekan Daerah Angin TekanArah Horizontal = 0.8 x Wt sin 22° Arah Horizontal = 0.8 x Wt sin 63°

= 7.041 kg = 76.013549 kgArah Vertikal = 1.2 + 1.6 + 0.8 Arah Vertikal = 1.2 x 1.6 x 0.8

= 1087.048 + 160 + 17.42809 = 282.48856 + 160 + 38.730838= 1264.476 kg = 481.21939 kg

Beban mati joint 22° (P1)Beban mati joint 63° (P2)Beban tambahan joint (P3)

Beban Hujan (H) 22°

Wt Wt

Wt cos 22° Wt cos 30°Wt sin 22° Wt sin 30°

Wh Wh

Wh cos 22° Wh cos 30°Wh sin 22° Wh sin 30°

Wt

Wt cos 63°Wt sin 63°

Wh

Wh cos 63°Wh sin 63°

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.

KOMBINASI PEMBEBANAN 30° KOMBINASI PEMBEBANAN 30°

D

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yl.L

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Daerah Angin Hisap Daerah Angin HisapArah Horizontal = 0.8 x Wh sin 22° Arah Horizontal = 0.8 x Wh sin 63°

= 70.41405 kg = 35.355139 kgArah Vertikal = 1.2 + 1.6 + 0.8 Arah Vertikal = 1.2 x 1.6 x 0.8

= 1087.048 + 160 + -174.2809 = 282.48856 + 160 + -18.01434= 1072.767 kg = 424.47421 kg

5 1.2 D + 1.6 H + 0.8 W 5 1.2 D + 1.6 H + 0.8 WDaerah Angin Tekan Daerah Angin TekanArah Horizontal = 0.8 x Wt sin 22° Arah Horizontal = 0.8 x Wt sin 63°

= 7.041 kg = 76.013549 kgArah Vertikal = 1.2 + 1.6 + 0.8 Arah Vertikal = 1.2 x 1.6 x 0.8

= 1087.048 + 526.3104 + 17.42809 = 282.48856 + 191.3856 + 38.730838= 1630.787 kg = 512.60499 kg

Daerah Angin Hisap Daerah Angin HisapArah Horizontal = 0.8 x Wh sin 22° Arah Horizontal = 0.8 x Wh sin 63°

= 70.414 kg = 35.355139 kgArah Vertikal = 1.2 + 1.6 + 0.8 Arah Vertikal = 1.2 x 1.6 x 0.8

= 1087.048 + 526.3104 + -174.2809 = 282.48856 + 191.3856 + -18.01434= 1439.078 kg = 455.85981 kg

6 1.2 D + 1.3 W + yl.L + 0.5 La 6 1.2 D + 1.3 W + yl.L + 0.5 LaDaerah Angin Tekan Daerah Angin TekanArah Horizontal = 0.8 x Wt sin 22° Arah Horizontal = 0.8 x Wt sin 63°

= 7.041 kg = 76.013549 kgArah Vertikal = 1.2 + 1.3 + 0.5 + 0.5 Arah Vertikal = 1.2 x 1.3 x 0.5 x 0.5

= 1087.048 + 28.320645 + 50 + 0 = 282.48856 + 62.937611 + 50 + 0= 1165.369 kg = 395.42617 kg

Daerah Angin Hisap Daerah Angin HisapArah Horizontal = 0.8 x Wh sin 22° Arah Horizontal = 0.8 x Wh sin 63°

= 70.414 kg = 35.355139 kgArah Vertikal = 1.2 + 1.3 + 0.5 + 0.5 Arah Vertikal = 1.2 x 1.3 x 0.5 x 0.5

= 1087.048 + -283.2065 + 50 + 0 = 282.48856 + -29.27331 + 50 + 0= 853.8416 kg = 303.21525 kg

7 1.2 D + 1.3 W + yl.L + 0.5 H 7 1.2 D + 1.3 W + yl.L + 0.5 HDaerah Angin Tekan Daerah Angin TekanArah Horizontal = 0.8 x Wt sin 22° Arah Horizontal = 0.8 x Wt sin 63°

= 7.041 kg = = 76.013549 kgArah Vertikal = 1.2 + 1.3 + 0.5 + Arah Vertikal = 1.2 x 1.3 x 0.5 +

= 1087.048 + 28.320645 + 164.472 + 0 0.000 q + 0.000 kgm = 282.48856 + 62.937611 + 59.808 + 0= 1279.841 kg = 405.23417 kg

Daerah Angin Hisap = Daerah Angin HisapArah Horizontal = 0.8 x Wh sin 22° 0.000 q + 0.000 kgm Arah Horizontal = 0.8 x Wh sin 63°

= 70.414 kg = 35.355139 kgArah Vertikal = 1.2 + 1.3 + 0.5 + Arah Vertikal = 1.2 x 1.3 x 0.5 +

= 1087.048 + -283.2065 + 164.472 + 0 = 282.48856 + -29.27331 + 59.808 + 0= 968.3136 kg = 313.02325 kg

8 1.2 D + 1.0 E + yl.L 8 1.2 D + 1.0 E + yl.LArah Horizontal = 0 kg Arah Horizontal = 0 kgArah Vertikal = 1.2 + 1 + 0.5 Arah Vertikal = 1.2 x 1 x 0.5

= 1087.048 + 0 + 0 = 282.48856 + 0 + 0= 1087.048 kg = 282.48856 kg

9 0.9 D + 1.3 W 9 0.9 D + 1.3 WDaerah Angin Tekan Daerah Angin TekanArah Horizontal = 0.8 x Wt sin 22° Arah Horizontal = 0.8 x Wt sin 63°

= 7.041 kg = 76.013549 kgArah Vertikal = 0.9 + 1.3 Arah Vertikal = 0.9 x 1.3

= 815.286 + 28.321 = 211.86642 + 62.937611= 843.6067 kg = 274.80403 kg

Daerah Angin Hisap Daerah Angin HisapArah Horizontal = 0.8 x Wh sin 22° Arah Horizontal = 0.8 x Wh sin 63°

= 7.041 kg = 76.013549 kgArah Vertikal = 0.9 + 1.3 Arah Vertikal = 0.9 x 1.3

= 815.286 + -283.2065 = 211.86642 + -29.27331= 532.0796 kg = 182.59311 kg

Dari kombinasi pembebanan di atas, maka dipilih kombinasi ke 5, dengan beban:Daerah angin tekanArah Horizontal = 7.041 kgArah Vertikal = 1630.787 kgDaerah Angin HisapArah Horizontal = 70.414 kgArah Vertikal = 1439.078 kgPada joint ujung diberi tambahan P3 = 10.147 kg

~1 1.4 D

Arah Horizontal = 0 kgArah Vertikal = 1.4

= 329.57 kg2 1.2 D + 1.6 L + 0.5 La

Arah Horizontal = 0 kgArah Vertikal = 1.2 x 1.6 x 0.5

= 282.4886 + 0 + 50= 332.4886 kg

3 1.2 D + 1.6 L + 0.5 HArah Horizontal = 0 kgArah Vertikal = 1.2 x 1.6 x 0.5

= 282.4886 + 0 + 59.808= 342.2966 kg

4 1.2 D + 1.6 La + 0.8 WDaerah Angin TekanArah Horizontal = 0.8 x Wt sin 63°

= 76.014 kgArah Vertikal = 1.2 x 1.6 x 0.8

= 282.4886 + 160 + 38.73084= 481.2194 kg

Daerah Angin HisapArah Horizontal = 0.8 x Wh sin 63°

= 35.355 kgArah Vertikal = 1.2 x 1.6 x 0.8

= 282.4886 + 160 + -18.01434= 424.4742 kg

5 1.2 D + 1.6 H + 0.8 WDaerah Angin TekanArah Horizontal = 0.8 x Wt sin 63°

= 76.014 kgArah Vertikal = 1.2 x 1.6 x 0.8

= 282.4886 + 191.3856 + 38.73084= 512.605 kg

Daerah Angin HisapArah Horizontal = 0.8 x Wh sin 63°

= 35.355 kgArah Vertikal = 1.2 x 1.6 x 0.8

= 282.4886 + 191.3856 + -18.01434= 455.8598 kg

6 1.2 D + 1.3 W + yl.L + 0.5 LaDaerah Angin TekanArah Horizontal = 0.8 x Wt sin 63°

= 76.014 kgArah Vertikal = 1.2 x 1.3 x 0.5 x 0.5

= 282.4886 + 62.937611 + 50 + 0= 395.4262 kg

Daerah Angin HisapArah Horizontal = 0.8 x Wh sin 63°

= 35.355 kgArah Vertikal = 1.2 x 1.3 x 0.5 x 0.5

= 282.4886 + -29.27331 + 50 + 0= 303.2152 kg

7 1.2 D + 1.3 W + yl.L + 0.5 HDaerah Angin TekanArah Horizontal = 0.8 x Wt sin 63°

= 76.014 kgArah Vertikal = 1.2 x 1.3 x 0.5 + 0

= 282.4886 + 62.938 + 59.808 + 0= 405.2342 kg

Daerah Angin HisapArah Horizontal = 0.8 x Wh sin 63°

= 35.35514 kgArah Vertikal = 1.2 x 1.3 x 0.5 + 0

= 282.4886 + -29.27331 + 59.808 + 0= 313.0232 kg

8 1.2 D + 1.0 E + yl.LArah Horizontal = 0 kgArah Vertikal = 1.2 x 1 x 0.5

= 282.4886 + 0 + 0= 282.4886 kg

9 0.9 D + 1.3 WDaerah Angin TekanArah Horizontal = 0.8 x Wt sin 63°

= 76.014 kgArah Vertikal = 0.9 x 1.3

= 211.8664 + 62.938= 274.804 kg

Daerah Angin HisapArah Horizontal = 0.8 x Wh sin 63°

= 76.014 kgArah Vertikal = 0.9 x 1.3

= 211.8664 + -29.27331

KOMBINASI PEMBEBANAN 63°

D

D

D

D

D

H

W

W

E

W

W

Laa

H

yl.L

D La W

D H W

D W Laa

yl.L

Laa yl.La

yl.L

yl.La

D W H

D W

D

D

D

D

D

H

W

W

E

W

W

La

H

yl.L

D La W

D H W

D W La

yl.L

yl.La

yl.L

yl.LaD W H

D W

D

D

D

D

D

D

D

D

D

L

L

La

H

W

W

E

W

Laa

H

W

W

Laa

H

yl.L

D La W

D H W

D W

yl.L

Laa yl.La

yl.L

yl.La

D W H

D W

Page 72: Studio Perancangan

= 182.5931 kg

Dari kombinasi pembebanan di atas, maka dipilih kombinasi ke 5, dengan beban:Daerah angin tekanArah Horizontal = 76.014 kgArah Vertikal = 512.605 kg 795.65Daerah Angin HisapArah Horizontal = 35.355 kgArah Vertikal = 455.8598 kg

Daftar Gaya Batang dengan menggunakan perhitungan Staad Pro 2007No. Batang Fx (kg) Jenis

1 4528.511 Tarik2 4528.511 Tarik3 1327.905 Tarik4 -4900.085 Tekan5 0 06 -2159.479 Tekan7 -2748.213 Tekan8 -31.978 Tekan9 -1851.074 Tekan

10 -2186.763 Tekan11 -774.453 Tekan12 -590.581 Tekan13 -513.039 Tekan14 -1038.939 Tekan15 226.413 Tarik16 -324.683 Tekan17 -316.808 Tekan18 -817.343 Tekan19 3.807 Tarik20 -1842.379 Tekan21 1471.599 Tarik22 1485.127 Tarik

Kontrol di titik buhul M

ΣV = 00 = 815.3933 + +0 = 815.3933 + 1.426 + -817.3430 ≈ -0.523596

ΣH = 00 = 3.520703 -0 = 3.520703 - 3.5300 ≈ -0.009

> Batang Bawah

No. Batang Fx (kg) Jenis = 4528.511 kg1 4528.511 Tarik Bentang maksimum = 2.83 m2 4528.511 Tarik3 1327.905 Tarik

Perencanaan batang tarik

b = 4.5 cmd = 0.5 cmA = 8.6q = 6.76 kg/mi = 1.35 cm (diambil yang terkecil antara ix ganda dan iy ganda)

º Kontrol Leleh

Nu ≤ ф NnNu ≤ 0,9 . Ag . FyNu ≤ 0,75 . Ae . Fu

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 kgNu ≤ ф Nn

4528.511 ≤ 18576 kg OK!!Jadi profil siku ganda sama kaki 45.45.5 dapat digunakan pada batang bawah.

> Batang Atas

No. Batang Fx (kg) Jenis = -4900.085 kg4 -4900.085 Tekan Bentang maksimum = 2.67 m7 -2748.213 Tekan

12 -590.581 Tekan16 -324.683 Tekan19 3.807 Tarik

Perencanaan batang tekan

b = 5 cmd = 0.6 cmA = 11.28q = 8.85 kg/mi = 1.49 cm (diambil yang terkecil antara ix ganda dan iy ganda)

º Kontrol kelangsingan elemen penampang

Nu ≤ ф Nnb/t < λr (SK SNI 2002 tabel 7.5-1 hal 31)

8.333 < 665√(fy)

8.333 < 13.574 OK!!

Parameter kelangsingan kolom

=1

x267

x 0.03383.143 1.49

λc = 1.928untuk λc ≥ 1.2

= 1.25 x 3.715= 4.644

Nn = Ag x fcr

= Ag xfyω

= 11.28 x24004.644

= 5829.32

Nu ≤ ф Nn4900.085 ≤ 0.85 x 5829.31714900.085 ≤ 4954.919 kg OK!!

Jadi profil siku ganda sama kaki 50.50.6 dapat digunakan pada batang atas.

> Batang Tegak

No. Batang Fx (kg) Jenis = 0 kg (Btg tarik)5 0 0 Bentang maksimum = 2.021 m8 -31.978 Tekan

10 -2186.763 Tekan = -2186.763 kg (Btg tekan)14 -1038.939 Tekan18 -817.343 Tekan

S19 sin 22 S18

S19 cos 22

Gaya maksimum Nu

Dicoba profil siku ganda sama kaki 45.45.5

cm²

Menurut SK SNI 2002 pasal 10.1 hlm 70, komponen struktur yang memikul gaya tarik aksial terfaktor Nu, harus memenuhi :

Dengan ф Nn adalah kuat tarik rencana yang besarnya diambil sebagai nilai terendah di antara dua perhitungan menggunakan harga-harga ф

Gaya maksimum Nu

Dicoba profil siku ganda sama kaki 50.50.6

cm²

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 :

λc

maka ω = 1.25 λc²

Gaya maksimum Nu

Gaya minimum Nm

22°

E

fy

i

Lc

1

Page 73: Studio Perancangan

b = 4.5 cmd = 0.5 cmA = 8.6q = 6.76 kg/mi = 1.35 cm (diambil yang terkecil antara ix ganda dan iy ganda)

Perencanaan batang tarikº Kontrol Leleh

Nu ≤ ф NnNu ≤ 0,9 . Ag . FyNu ≤ 0,75 . Ae . Fu

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 kgNu ≤ ф Nn0 ≤ 18576 kg OK!!

Perencanaan batang tekanº Kontrol kelangsingan elemen penampang

Nm ≤ ф Nnb/t < λr (SK SNI 2002 tabel 7.5-1 hal 31)

9 < 665√(fy)

9 < 13.574 OK!!

Parameter kelangsingan kolom

=1

x202.07

x 0.0338063.142857 1.35

λc = 1.610untuk λc ≥ 1.2

= 1.25 x 2.592= 3.240

Nn = Ag x fcr

= Ag xfyω

= 8.6 x24003.240

= 6369.728

Nm ≤ ф Nn2186.763 ≤ 0.85 x 6369.72772186.763 ≤ 5414.269 kg OK!!

Jadi profil siku ganda sama kaki 45.45.5 dapat digunakan pada batang tegak.

> Batang Diagonal

No. Batang Fx (kg) Jenis = -2159.479 kg (tekan)6 -2159.479 Tekan Bentang maksimum = 1.74 m9 -1851.074 Tekan

13 -513.039 Tekan = 1485.127 kg (tarik)17 -316.808 Tekan20 -1842.379 Tarik21 1471.599 Tarik22 1485.127 Tarik

b = 4.5 cmd = 0.5 cmA = 8.6q = 6.76 kg/mi = 1.35 cm (diambil yang terkecil antara ix ganda dan iy ganda)

Perencanaan batang tarikº Kontrol Leleh

Nu ≤ ф NnNu ≤ 0,9 . Ag . FyNu ≤ 0,75 . Ae . Fu

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 kgNu ≤ ф Nn

1485.127 ≤ 18576 kg OK!!

Perencanaan batang tekanº Kontrol kelangsingan elemen penampang

Nm ≤ ф Nnb/t < λr (SK SNI 2002 tabel 7.5-1 hal 31)

9 < 665√(fy)

9 < 13.574 OK!!

Parameter kelangsingan kolom

=1

x174

x 0.0338063.142857 1.35

λc = 1.386untuk λc ≥ 1.2

= 1.25 x 1.922= 2.403

Nn = Ag x fcr

= Ag xfyω

= 8.6 x24002.403

= 8590.651

Nm ≤ ф Nn2159.479 ≤ 0.85 x 8590.65062159.479 ≤ 7302.053 kg OK!!

Jadi profil siku ganda sama kaki 45.45.5 dapat digunakan pada batang diagonal.

Dicoba profil siku ganda sama kaki 45.45.5

cm²

Menurut SK SNI 2002 pasal 10.1 hlm 70, komponen struktur yang memikul gaya tarik aksial terfaktor Nu, harus memenuhi :

Dengan ф Nn adalah kuat tarik rencana yang besarnya diambil sebagai nilai terendah di antara dua perhitungan menggunakan harga-harga ф

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 :

λc

maka ω = 1.25 λc²

Gaya maksimum Nu

Gaya minimum Nu

Dicoba profil siku ganda sama kaki 45.45.5

cm²

Menurut SK SNI 2002 pasal 10.1 hlm 70, komponen struktur yang memikul gaya tarik aksial terfaktor Nu, harus memenuhi :

Dengan ф Nn adalah kuat tarik rencana yang besarnya diambil sebagai nilai terendah di antara dua perhitungan menggunakan harga-harga ф

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 :

λc

maka ω = 1.25 λc²

E

fy

i

Lc

1

E

fy

i

Lc

1

Page 74: Studio Perancangan

Beam L/C Node Fx kg Fy kg Fz kg Mx kNm My kNm Mz kNm1 1 TEKAN 22 1 -4161.753 0 0 0 0 0 4528.511

2 4161.753 0 0 0 0 02 TEKAN/TARIK 1 5.928 0 0 0 0 0

2 -5.928 0 0 0 0 03 TEKAN 63 1 -372.686 0 0 0 0 0

2 372.686 0 0 0 0 05 P3 1 0 0 0 0 0 0

2 0 0 0 0 0 02 1 TEKAN 22 2 -4161.753 0 0 0 0 0 4528.511

3 4161.753 0 0 0 0 02 TEKAN/TARIK 2 5.928 0 0 0 0 0

3 -5.928 0 0 0 0 03 TEKAN 63 2 -372.686 0 0 0 0 0

3 372.686 0 0 0 0 05 P3 2 0 0 0 0 0 0

3 0 0 0 0 0 03 1 TEKAN 22 3 -1130.133 0 0 0 0 0 1327.905

4 1130.133 0 0 0 0 02 TEKAN/TARIK 3 -61.039 0 0 0 0 0

4 61.039 0 0 0 0 03 TEKAN 63 3 -136.733 0 0 0 0 0

4 136.733 0 0 0 0 05 P3 3 0 0 0 0 0 0

4 0 0 0 0 0 04 1 TEKAN 22 1 4503.851 0 0 0 0 0 -4900.085

5 -4503.851 0 0 0 0 02 TEKAN/TARIK 1 -6.405 0 0 0 0 0

5 6.405 0 0 0 0 03 TEKAN 63 1 402.639 0 0 0 0 0

5 -402.639 0 0 0 0 05 P3 1 0 0 0 0 0 0

5 0 0 0 0 0 05 1 TEKAN 22 5 0 0 0 0 0 0 0

2 0 0 0 0 0 02 TEKAN/TARIK 5 0 0 0 0 0 0

2 0 0 0 0 0 03 TEKAN 63 5 0 0 0 0 0 0

2 0 0 0 0 0 05 P3 5 0 0 0 0 0 0

2 0 0 0 0 0 06 1 TEKAN 22 5 2159.479 0 0 0 0 0 -2159.479

3 -2159.479 0 0 0 0 02 TEKAN/TARIK 5 0 0 0 0 0 0

3 0 0 0 0 0 03 TEKAN 63 5 0 0 0 0 0 0

3 0 0 0 0 0 05 P3 5 0 0 0 0 0 0

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3 0 0 0 0 0 07 1 TEKAN 22 6 2351.979 0 0 0 0 0 -2748.213

5 -2351.979 0 0 0 0 02 TEKAN/TARIK 6 -6.405 0 0 0 0 0

5 6.405 0 0 0 0 03 TEKAN 63 6 402.639 0 0 0 0 0

5 -402.639 0 0 0 0 05 P3 6 0 0 0 0 0 0

5 0 0 0 0 0 08 1 TEKAN 22 6 -87.446 0 0 0 0 0 -31.978

3 87.446 0 0 0 0 02 TEKAN/TARIK 6 -47.327 0 0 0 0 0

3 47.327 0 0 0 0 03 TEKAN 63 6 166.751 0 0 0 0 0

3 -166.751 0 0 0 0 05 P3 6 0 0 0 0 0 0

3 0 0 0 0 0 09 1 TEKAN 22 6 1417.755 0 0 0 0 0 -1851.074

12 -1417.755 0 0 0 0 02 TEKAN/TARIK 6 77.995 0 0 0 0 0

12 -77.995 0 0 0 0 03 TEKAN 63 6 355.324 0 0 0 0 0

12 -355.324 0 0 0 0 05 P3 6 0 0 0 0 0 0

12 0 0 0 0 0 010 1 TEKAN 22 4 745.323 0 0 0 0 0 -2186.763

7 -745.323 0 0 0 0 02 TEKAN/TARIK 4 772.694 0 0 0 0 0

7 -772.694 0 0 0 0 03 TEKAN 63 4 668.746 0 0 0 0 0

7 -668.746 0 0 0 0 05 P3 4 0 0 0 0 0 0

7 0 0 0 0 0 011 1 TEKAN 22 6 1033.953 0 0 0 0 0 -774.453

7 -1033.953 0 0 0 0 02 TEKAN/TARIK 6 -67.021 0 0 0 0 0

7 67.021 0 0 0 0 03 TEKAN 63 6 -192.479 0 0 0 0 0

7 192.479 0 0 0 0 05 P3 6 0 0 0 0 0 0

7 0 0 0 0 0 012 1 TEKAN 22 6 0 0 0 0 0 0 -590.581

8 0 0 0 0 0 02 TEKAN/TARIK 6 -4.68 0 0 0 0 0

8 4.68 0 0 0 0 03 TEKAN 63 6 595.261 0 0 0 0 0

8 -595.261 0 0 0 0 05 P3 6 0 0 0 0 0 0

Page 76: Studio Perancangan

8 0 0 0 0 0 013 1 TEKAN 22 8 0 0 0 0 0 0 -513.039

7 0 0 0 0 0 02 TEKAN/TARIK 8 1.602 0 0 0 0 0

7 -1.602 0 0 0 0 03 TEKAN 63 8 511.437 0 0 0 0 0

7 -511.437 0 0 0 0 05 P3 8 0 0 0 0 0 0

7 0 0 0 0 0 014 1 TEKAN 22 9 0 0 0 0 0 0 -1038.939

7 0 0 0 0 0 02 TEKAN/TARIK 9 819.165 0 0 0 0 0

7 -819.165 0 0 0 0 03 TEKAN 63 9 219.774 0 0 0 0 0

7 -219.774 0 0 0 0 05 P3 9 0 0 0 0 0 0

7 0 0 0 0 0 015 1 TEKAN 22 8 0 0 0 0 0 0 226.413

9 0 0 0 0 0 02 TEKAN/TARIK 8 -1.862 0 0 0 0 0

9 1.862 0 0 0 0 03 TEKAN 63 8 -224.551 0 0 0 0 0

9 224.551 0 0 0 0 05 P3 8 0 0 0 0 0 0

9 0 0 0 0 0 016 1 TEKAN 22 8 0 0 0 0 0 0 -324.683

10 0 0 0 0 0 02 TEKAN/TARIK 8 -3.667 0 0 0 0 0

10 3.667 0 0 0 0 03 TEKAN 63 8 328.35 0 0 0 0 0

10 -328.35 0 0 0 0 05 P3 8 0 0 0 0 0 0

10 0 0 0 0 0 017 1 TEKAN 22 10 0 0 0 0 0 0 -316.808

9 0 0 0 0 0 02 TEKAN/TARIK 10 2.605 0 0 0 0 0

9 -2.605 0 0 0 0 03 TEKAN 63 10 314.203 0 0 0 0 0

9 -314.203 0 0 0 0 05 P3 10 0 0 0 0 0 0

9 0 0 0 0 0 018 1 TEKAN 22 9 0 0 0 0 0 0 -817.343

11 0 0 0 0 0 02 TEKAN/TARIK 9 817.343 0 0 0 0 0

11 -817.343 0 0 0 0 03 TEKAN 63 9 0 0 0 0 0 0

11 0 0 0 0 0 05 P3 9 0 0 0 0 0 0

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11 0 0 0 0 0 019 1 TEKAN 22 11 0 0 0 0 0 0 3.807

10 0 0 0 0 0 02 TEKAN/TARIK 11 -3.807 0 0 0 0 0

10 3.807 0 0 0 0 03 TEKAN 63 11 0 0 0 0 0 0

10 0 0 0 0 0 05 P3 11 0 0 0 0 0 0

10 0 0 0 0 0 020 1 TEKAN 22 4 1409.734 0 0 0 0 0 -1842.379

12 -1409.734 0 0 0 0 02 TEKAN/TARIK 4 79.054 0 0 0 0 0

12 -79.054 0 0 0 0 03 TEKAN 63 4 353.591 0 0 0 0 0

12 -353.591 0 0 0 0 05 P3 4 0 0 0 0 0 0

12 0 0 0 0 0 021 1 TEKAN 22 3 -1264.672 0 0 0 0 0 1471.599

12 1264.672 0 0 0 0 02 TEKAN/TARIK 3 82.002 0 0 0 0 0

12 -82.002 0 0 0 0 03 TEKAN 63 3 -288.929 0 0 0 0 0

12 288.929 0 0 0 0 05 P3 3 0 0 0 0 0 0

12 0 0 0 0 0 022 1 TEKAN 22 7 -1274.585 0 0 0 0 0 1485.127

12 1274.585 0 0 0 0 02 TEKAN/TARIK 7 80.963 0 0 0 0 0

12 -80.963 0 0 0 0 03 TEKAN 63 7 -291.505 0 0 0 0 0

12 291.505 0 0 0 0 05 P3 7 0 0 0 0 0 0

12 0 0 0 0 0 0

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Tarik0000000Tarik0000000Tarik0000000Tekan000000000000000Tekan000000

Page 79: Studio Perancangan

0Tekan0000000Tekan0000000Tekan0000000Tekan0000000Tekan0000000Tekan000000

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0Tekan0000000Tekan0000000Tarik0000000Tekan0000000Tekan0000000Tekan000000

Page 81: Studio Perancangan

0Tarik0000000Tekan0000000Tarik0000000Tarik0000000

Page 82: Studio Perancangan

6 SAMBUNGAN RANGKA KUDA-KUDAData:Batang atas menggunakan profil dobel siku 50.50.5Batang bawah, batang tegak, dan batang diagonal menggunakan profil 45.45.5Pelat dari baja BJ 37 dengan tebal 5 mmMutu las : = 490 Mpa = 4900

Pelat t<1/4 (6,4 mm), uk. Las minimum a = 3 mma = 5 mm = 0.5 cm

º Tebal efektif :Tt = 0.707 x a = 0.707 x 0.5 = 0.3535 mm

º Kuat geser : = 4900= 3700 kg/cm²

º Kekuatan las: = 0.75 x x 0.6 x= 0.75 x 0.3535 x 0.6 x 4900= 779.4675 kg/cm

º Kekuatan pelat penyambung:= 0.75 x x 0.6 x= 0.75 x 0.5 x 0.6 x 3700= 832.5 kg/cm

Dipakai kekuatan las = 779.4675 kg/cm

Pu maks batang profil dobel siku 45.45.5 sebesar = 6233.045 kg (tarik)

Maka kebutuhan panjang las adalah = 6233.045 =7.996543 cm

779.4675

Pu maks batang profil dobel siku 50.50.5 sebesar = 6932.486 kg (tekan)

Maka kebutuhan panjang las adalah =6932.486 =

8.893874 cm779.4675

Jadi, dipakai panjang las minimum = 10 cm

fuw kg/cm²

Ukuran las minimum (SNI 2002 Tabel 15.3-1 hlm. 108)

fuw kg/cm²fu

фfRnw tt fuw

фfRnw tt fu

Page 83: Studio Perancangan

7 PERENCANAAN PELATPerencanaan Pelat LantaiData Teknis :

> Mutu Beton (f'c) = 30 Mpa = 300> Mutu Baja Tulangan = 350 Mpa = 3500> Tebal pelat lantai rencana = 12 cm> Tebal adukan semen = 3 cm

PembebananBeban yang bekerja> Beban mati : (PPIUG tabel 2.1 hal. 11-12)Berat beton bertulang = 2400Berat pasir per cm = 16Penutup lantai dari ubin = 24> Beban Hidup pada lantai gedung : (PPIUG tabel 3.1 hal. 17)Untuk lantai asrama = 250

Beban mati :Berat beton bertulang = 0.12 x 2400 = 288Berat pasir bawah ubin = 3 x 16 = 48 kg/m²Penutup lantai dari ubin = = 24 kg/m²

360 kg/m²

Beban hidup :Beban guna bangunan = = 250

Kombinasi PembebananKombinasi II :1,2 D + 1,6 L + 0,5 La = 1.2 + 1.6 + 0.5

= 432 + 400 + 0= 832

Statika dan Penulangan Pelat>> Pelat A

Lx = 3 mLy = 5.5 m

1.9333333Ly / Lx = 1.833 m

Nilai K untuk Ly / Lx = 1.833MLx = 53MTx = 81Mly = 15Mty = 54

sehingga nilai Mu =MLx = 0.001 x q x x K

= 0.001 x 832 x 9 x 53= 396.864 kgm

MLy = 0.001 x q x x K= 0.001 x 832 x 9 x 15= 112.32 kgm

MTx = -0.001 x q x x K= -0.001 x 832 x 9 x 81= -606.528 kgm

MTy = -0.001 x q x x K= -0.001 x 832 x 9 x 54= -404.352 kgm

PenulanganTebal selimut beton (d') = 30 mmTebal pelat (h) = 120 mm

d = h - d= 120 - 30= 90 mm = 9 cm

Lebar satuan lajur pelat (b) = 1000 mm = 100 cm

=1.4

=1.4

= 0.004fy 350

= 0.75 x

= 0.75 x x0.85 x

x600

340 600 + fy

= 0.75 x 0.81 x0.85 x 30

x600

340 950= 0.029

kg/cm²kg/cm²

kg/m³kg/m³kg/m²

kg/m²

kg/m²

kg/m²

kg/m²

Statika pelat dapat dihitung sebagai berikut : Mu = 0.001 x Wu x Lx² x K

Lx²

Lx²

Lx²

Lx²

ρmin

ρmax ρb

β1fc

D L Laa

Page 84: Studio Perancangan

Lapangan XMu = 396.864 kgm

Rn =Mu

=39686.4

= 6.124фbd² 0.8 x 100 x 81

= 0.612 Mpa

m =fy

=350

= 13.725490.85 x f'c 0.85 x 30

ρ =

ρ = 0.001771

As = x b x d= 0.004 x 100 x 9= 3.6

Tumpuan XMu = -606.528 kg

Rn =Mu

=60652.8

= 9.360фbd² 0.8 x 100 x 81

= 0.936 MPa

m =fy

=350

= 13.7250.85 x f'c 0.85 x 30

ρ =

= 0.002725

As = ρmin x b x d= 0.004 x 100 x 9

As = 3.60

sehingga,

Lapangan YMu = 112.32 kgm

Rn =Mu

=11232

= 1.733фbd² 0.8 x 100 x 81

= 0.173 Mpa

m =fy

=350

= 13.7250.85 x f'c 0.85 x 30

ρ =

ρ = 0.000497

As = x b x d= 0.004 x 100 x 9= 3.6

Tumpuan YMu = -404.352 kg

Rn =Mu

=40435.2

= 6.240фbd² 0.8 x 100 x 81

= 0.624 MPa

m =fy

=350

= 13.725490.85 x f'c 0.85 x 30

ρ =

= 0.012655

As = x b x d= 0.004 x 100 x 9

As = 3.60

kg/cm²

Karena ρ < ρmin, maka :ρmin

cm²sehingga, tulangan atas dipakai : ф10 - 150 : 5.24 cm²

kg/cm²

Karena r < rmin, maka :

cm²

Tulangan atas dipakai : ф10 – 150 : 5,24 cm2

Tulangan bagi dipakai : ф8 – 200 : 2,51 cm2

kg/cm²

Karena ρ < ρmin, maka :ρmin

cm²sehingga, tulangan bawah dipakai : ф10 - 150 : 5.24 cm²

kg/cm²

Karena r < rmin, maka :

ρmin

cm²

Page 85: Studio Perancangan

sehingga,

Kontrol Mn

d” = 120 - 30 - 0.5 x 10= 85 mm= 8.5 cm

a =

= 5.24 x 3500.85 x 30 x 100

= 0.719 cmMn = As . fy . (d – a/2)

= 5.24 x 3500 x 8.140392= 149295 kg cm= 1492.948 kg m

Mu ≤ фMn404.352 ≤ 0.85 x 1492.948404.352 ≤ 1269.006 kg m OK!!

>> Pelat BLx = 1.5 mLy = 2 m

Ly / Lx = 1.333 m

Nilai K untuk Ly / Lx = 1.333MLx = 38MTx = 67.5MLy = 20Mty = 54.5

sehingga nilai Mu =MLx = 0.001 x q x x K

= 0.001 x 832 x 2.25 x 38= 71.136 kgm

MLy = 0.001 x q x x K= 0.001 x 832 x 2.25 x 20= 37.44 kgm

MTx = -0.001 x q x x K= -0.001 x 832 x 2.25 x 67.5= -126.36 kgm

MTy = -0.001 x q x x K= -0.001 x 832 x 2.25 x 54.5= -102.024 kgm

PenulanganTebal selimut beton (d') = 30 mmTebal pelat (h) = 120 mm

d = h - d= 120 - 30= 90 mm = 9 cm

Lebar satuan lajur pelat (b) = 1000 mm = 100 cm

=1.4

=1.4

= 0.004fy 350

= 0.75 x

= 0.75 x x0.85 x

x600

340 600 + fy

= 0.75 x 0.81 x0.85 x 30

x600

340 950= 0.029

Lapangan XMu = 71.136 kgm

Rn =Mu

=7113.6

= 1.098фbd² 0.8 x 100 x 81

= 0.110 Mpa

m =fy

=350

= 13.725490.85 x f'c 0.85 x 30

ρ =

Tulangan atas dipakai : ф10 – 150 : 5,24 cm2

Tulangan bagi dipakai : ф8 – 200 : 2,51 cm2

Statika pelat dapat dihitung sebagai berikut : Mu = 0.001 x Wu x Lx² x K

Lx²

Lx²

Lx²

Lx²

ρmin

ρmax ρb

β1fc

kg/cm²

Page 86: Studio Perancangan

ρ = 0.000314

As = x b x d= 0.004 x 100 x 9= 3.6

Tumpuan XMu = -126.36 kg

Rn =Mu

=12636

= 1.950фbd² 0.8 x 100 x 81

= 0.195 MPa

m =fy

=350

= 1.1764710.85 x f'c 0.85 x 350

ρ =

= 0.000557

As = ρmin x b x d= 0.004 x 100 x 9

As = 3.60

sehingga,

Lapangan YMu = 37.44 kgm

Rn =Mu

=3744

= 0.578фbd² 0.8 x 100 x 81

= 0.058 Mpa

m =fy

=350

= 13.7250.85 x f'c 0.85 x 30

ρ =

ρ = 0.000165

As = x b x d= 0.004 x 100 x 9= 3.6

Tumpuan YMu = -102.024 kg

Rn =Mu

=10202.4

= 1.574фbd² 0.8 x 100 x 81

= 0.157 MPa

m =fy

=350

= 13.725490.85 x f'c 0.85 x 30

ρ =

= 0.002949

As = x b x d= 0.004 x 100 x 9

As = 3.60

sehingga,

Kontrol Mn

d” = 120 - 30 - 0.5 x 10= 85 mm= 8.5 cm

Karena ρ < ρmin, maka :ρmin

cm²sehingga, tulangan atas dipakai : ф10 - 150 : 5.24 cm²

kg/cm²

Karena r < rmin, maka :

cm²

Tulangan atas dipakai : ф10 – 150 : 5,24 cm2

Tulangan bagi dipakai : ф8 – 200 : 2,51 cm2

kg/cm²

Karena ρ < ρmin, maka :ρmin

cm²sehingga, tulangan bawah dipakai : ф10 - 150 : 5.24 cm²

kg/cm²

Karena r < rmin, maka :

ρmin

cm²

Tulangan atas dipakai : ф10 – 150 : 5,24 cm2

Tulangan bagi dipakai : ф8 – 200 : 2,51 cm2

Page 87: Studio Perancangan

a =

= 5.24 x 3500.85 x 30 x 100

= 0.719 cmMn = As . fy . (d – a/2)

= 5.24 x 3500 x 8.140392= 149295 kg cm= 1492.948 kg m

Mu ≤ фMn102.024 ≤ 0.85 x 1492.948102.024 ≤ 1269.006 kg m OK!!

>> Pelat CLx = 3.5 mLy = 4 m

Ly / Lx = 1.143 m

Nilai K untuk Ly / Lx = 1.143MLx = 29.5MTx = 57MLy = 23.5Mty = 52.5

sehingga nilai Mu =MLx = 0.001 x q x x K

= 0.001 x 832 x 12.25 x 29.5= 300.664 kgm

MLy = 0.001 x q x x K= 0.001 x 832 x 12.25 x 23.5= 239.512 kgm

MTx = -0.001 x q x x K= -0.001 x 832 x 12.25 x 57= -580.944 kgm

MTy = -0.001 x q x x K= -0.001 x 832 x 12.25 x 52.5= -535.08 kgm

PenulanganTebal selimut beton (d') = 30 mmTebal pelat (h) = 120 mm

d = h - d= 120 - 30= 90 mm = 9 cm

Lebar satuan lajur pelat (b) = 1000 mm = 100 cm

=1.4

=1.4

= 0.004fy 350

= 0.75 x

= 0.75 x x0.85 x

x600

340 600 + fy

= 0.75 x 0.81 x0.85 x 30

x600

340 950= 0.029

Lapangan XMu = 300.664 kgm

Rn =Mu

=30066.4

= 4.640фbd² 0.8 x 100 x 81

= 0.464 Mpa

m =fy

=350

= 13.725490.85 x f'c 0.85 x 30

ρ =

ρ = 0.001338

As = x b x d= 0.004 x 100 x 9= 3.6

Statika pelat dapat dihitung sebagai berikut : Mu = 0.001 x Wu x Lx² x K

Lx²

Lx²

Lx²

Lx²

ρmin

ρmax ρb

β1fc

kg/cm²

Karena ρ < ρmin, maka :ρmin

cm²sehingga, tulangan atas dipakai : ф10 - 150 : 5.24 cm²

Page 88: Studio Perancangan

Tumpuan XMu = -580.944 kg

Rn =Mu

=58094.4

= 8.965фbd² 0.8 x 100 x 81

= 0.897 MPa

m =fy

=350

= 13.725490.85 x f'c 0.85 x 30

ρ =

= 0.002608

As = ρmin x b x d= 0.004 x 100 x 9

As = 3.60

sehingga,

Lapangan YMu = 239.512 kgm

Rn =Mu

=23951.2

= 3.696фbd² 0.8 x 100 x 81

= 0.370 Mpa

m =fy

=350

= 13.725490.85 x f'c 0.85 x 30

ρ =

ρ = 0.001064

As = x b x d= 0.004 x 100 x 9= 3.6

Tumpuan YMu = -535.08 kg

Rn =Mu

=53508

= 8.257фbd² 0.8 x 100 x 81

= 0.826 MPa

m =fy

=350

= 13.7250.85 x f'c 0.85 x 30

ρ =

= 0.002399

As = x b x d= 0.004 x 100 x 9

As = 3.60

sehingga,

Kontrol Mn

d” = 120 - 30 - 0.5 x 10= 85 mm= 8.5 cm

a =

= 5.24 x 3500.85 x 30 x 100

= 0.719 cmMn = As . fy . (d – a/2)

= 5.24 x 3500 x 8.140392= 149295 kg cm

kg/cm²

Karena r < rmin, maka :

cm²

Tulangan atas dipakai : ф10 – 150 : 5,24 cm2

Tulangan bagi dipakai : ф8 – 200 : 2,51 cm2

kg/cm²

Karena ρ < ρmin, maka :ρmin

cm²sehingga, tulangan bawah dipakai : ф10 - 150 : 5.24 cm²

kg/cm²

Karena r < rmin, maka :

ρmin

cm²

Tulangan atas dipakai : ф10 – 150 : 5,24 cm2

Tulangan bagi dipakai : ф8 – 200 : 2,51 cm2

Page 89: Studio Perancangan

= 1492.948 kg m

Mu ≤ фMn535.080 ≤ 0.85 x 1492.948535.080 ≤ 1269.006 kg m OK!!

>> Pelat DLx = 1.85 mLy = 5.5 m

Ly / Lx = 2.973 m

Nilai K untuk Ly / Lx = 1.143MLx = 65MTx = 83MLy = 14Mty = 49

sehingga nilai Mu =MLx = 0.001 x q x x K

= 0.001 x 832 x 3.4225 x 65= 185.0888 kgm

MLy = 0.001 x q x x K= 0.001 x 832 x 3.4225 x 14= 39.86528 kgm

MTx = -0.001 x q x x K= -0.001 x 832 x 3.4225 x 83= -236.344 kgm

MTy = -0.001 x q x x K= -0.001 x 832 x 3.4225 x 49= -139.528 kgm

PenulanganTebal selimut beton (d') = 30 mmTebal pelat (h) = 120 mm

d = h - d= 120 - 30= 90 mm = 9 cm

Lebar satuan lajur pelat (b) = 1000 mm = 100 cm

=1.4

=1.4

= 0.004fy 350

= 0.75 x

= 0.75 x x0.85 x

x600

340 600 + fy

= 0.75 x 0.81 x0.85 x 30

x600

340 950= 0.029

Lapangan XMu = 185.0888 kgm

Rn =Mu

=18508.88

= 2.856фbd² 0.8 x 100 x 81

= 0.286 Mpa

m =fy

=350

= 13.725490.85 x f'c 0.85 x 30

ρ =

ρ = 0.000821

As = x b x d= 0.004 x 100 x 9= 3.6

Tumpuan XMu = -236.344 kg

Rn =Mu

=23634.416

= 3.647фbd² 0.8 x 100 x 81

= 0.365 MPa

m =fy

=350

= 13.725490.85 x f'c 0.85 x 30

ρ =

Statika pelat dapat dihitung sebagai berikut : Mu = 0.001 x Wu x Lx² x K

Lx²

Lx²

Lx²

Lx²

ρmin

ρmax ρb

β1fc

kg/cm²

Karena ρ < ρmin, maka :ρmin

cm²sehingga, tulangan atas dipakai : ф10 - 150 : 5.24 cm²

kg/cm²

Page 90: Studio Perancangan

= 0.00105

As = ρmin x b x d= 0.004 x 100 x 9

As = 3.60

sehingga,

Lapangan YMu = 39.86528 kgm

Rn =Mu

=3986.528

= 0.615фbd² 0.8 x 100 x 81

= 0.062 Mpa

m =fy

=350

= 13.725490.85 x f'c 0.85 x 30

ρ =

ρ = 0.000176

As = x b x d= 0.004 x 100 x 9= 3.6

Tumpuan YMu = -139.528 kg

Rn =Mu

=13952.848

= 2.153фbd² 0.8 x 100 x 81

= 0.215 MPa

m =fy

=350

= 13.7250.85 x f'c 0.85 x 30

ρ =

= 0.000618

As = x b x d= 0.004 x 100 x 9

As = 3.60

sehingga,

Kontrol Mn

d” = 120 - 30 - 0.5 x 10= 85 mm= 8.5 cm

a =

= 5.24 x 3500.85 x 30 x 100

= 0.719 cmMn = As . fy . (d – a/2)

= 5.24 x 3500 x 8.140392= 149295 kg cm= 1492.948 kg m

Mu ≤ фMn139.528 ≤ 0.85 x 1492.948139.528 ≤ 1269.006 kg m OK!!

>> Pelat ELx = 1.5 mLy = 1.85 m

Karena r < rmin, maka :

cm²

Tulangan atas dipakai : ф10 – 150 : 5,24 cm2

Tulangan bagi dipakai : ф8 – 200 : 2,51 cm2

kg/cm²

Karena ρ < ρmin, maka :ρmin

cm²sehingga, tulangan bawah dipakai : ф10 - 150 : 5.24 cm²

kg/cm²

Karena r < rmin, maka :

ρmin

cm²

Tulangan atas dipakai : ф10 – 150 : 5,24 cm2

Tulangan bagi dipakai : ф8 – 200 : 2,51 cm2

Page 91: Studio Perancangan

Ly / Lx = 1.233 m

Nilai K untuk Ly / Lx = 1.233MLx = 34MTx = 63MLy = 22Mty = 54

sehingga nilai Mu =MLx = 0.001 x q x x K

= 0.001 x 832 x 2.25 x 34= 63.648 kgm

MLy = 0.001 x q x x K= 0.001 x 832 x 2.25 x 22= 41.184 kgm

MTx = -0.001 x q x x K= -0.001 x 832 x 2.25 x 63= -117.936 kgm

MTy = -0.001 x q x x K= -0.001 x 832 x 2.25 x 54= -101.088 kgm

PenulanganTebal selimut beton (d') = 30 mmTebal pelat (h) = 120 mm

d = h - d= 120 - 30= 90 mm = 9 cm

Lebar satuan lajur pelat (b) = 1000 mm = 100 cm

=1.4

=1.4

= 0.004fy 350

= 0.75 x

= 0.75 x x0.85 x

x600

340 600 + fy

= 0.75 x 0.81 x0.85 x 30

x600

340 950= 0.029

Lapangan XMu = 63.648 kgm

Rn =Mu

=6364.8

= 0.982фbd² 0.8 x 100 x 81

= 0.098 Mpa

m =fy

=350

= 13.725490.85 x f'c 0.85 x 30

ρ =

ρ = 0.000281

As = x b x d= 0.004 x 100 x 9= 3.6

Tumpuan XMu = -117.936 kg

Rn =Mu

=11793.6

= 1.820фbd² 0.8 x 100 x 81

= 0.182 MPa

m =fy

=350

= 13.725490.85 x f'c 0.85 x 30

ρ =

= 0.000522

As = ρmin x b x d= 0.004 x 100 x 9

As = 3.60

sehingga,

Statika pelat dapat dihitung sebagai berikut : Mu = 0.001 x Wu x Lx² x K

Lx²

Lx²

Lx²

Lx²

ρmin

ρmax ρb

β1fc

kg/cm²

Karena ρ < ρmin, maka :ρmin

cm²sehingga, tulangan atas dipakai : ф10 - 150 : 5.24 cm²

kg/cm²

Karena r < rmin, maka :

cm²

Page 92: Studio Perancangan

Lapangan YMu = 41.184 kgm

Rn =Mu

=4118.4

= 0.636фbd² 0.8 x 100 x 81

= 0.064 Mpa

m =fy

=350

= 13.725490.85 x f'c 0.85 x 30

ρ =

ρ = 0.000182

As = x b x d= 0.004 x 100 x 9= 3.6

Tumpuan YMu = -101.088 kg

Rn =Mu

=10108.8

= 1.560фbd² 0.8 x 100 x 81

= 0.156 MPa

m =fy

=350

= 13.7250.85 x f'c 0.85 x 30

ρ =

= 0.000447

As = x b x d= 0.004 x 100 x 9

As = 3.60

sehingga,

Kontrol Mn

d” = 120 - 30 - 0.5 x 10= 85 mm= 8.5 cm

a =

= 5.24 x 3500.85 x 30 x 100

= 0.719 cmMn = As . fy . (d – a/2)

= 5.24 x 3500 x 8.140392= 149295 kg cm= 1492.948 kg m

Mu ≤ фMn101.088 ≤ 0.85 x 1492.948101.088 ≤ 1269.006 kg m OK!!

>> Pelat FLx = 2.5 mLy = 3.5 m

Ly / Lx = 1.400 m

Nilai K untuk Ly / Lx = 1.400MLx = 42MTx = 72MLy = 18Mty = 55

sehingga nilai Mu =MLx = 0.001 x q x x K

Tulangan atas dipakai : ф10 – 150 : 5,24 cm2

Tulangan bagi dipakai : ф8 – 200 : 2,51 cm2

kg/cm²

Karena ρ < ρmin, maka :ρmin

cm²sehingga, tulangan bawah dipakai : ф10 - 150 : 5.24 cm²

kg/cm²

Karena r < rmin, maka :

ρmin

cm²

Tulangan atas dipakai : ф10 – 150 : 5,24 cm2

Tulangan bagi dipakai : ф8 – 200 : 2,51 cm2

Statika pelat dapat dihitung sebagai berikut : Mu = 0.001 x Wu x Lx² x K

Lx²

Page 93: Studio Perancangan

= 0.001 x 832 x 6.25 x 42= 218.4 kgm

MLy = 0.001 x q x x K= 0.001 x 832 x 6.25 x 18= 93.6 kgm

MTx = -0.001 x q x x K= -0.001 x 832 x 6.25 x 72= -374.4 kgm

MTy = -0.001 x q x x K= -0.001 x 832 x 6.25 x 55= -286 kgm

PenulanganTebal selimut beton (d') = 30 mmTebal pelat (h) = 120 mm

d = h - d= 120 - 30= 90 mm = 9 cm

Lebar satuan lajur pelat (b) = 1000 mm = 100 cm

=1.4

=1.4

= 0.004fy 350

= 0.75 x

= 0.75 x x0.85 x

x600

340 600 + fy

= 0.75 x 0.81 x0.85 x 30

x600

340 950= 0.029

Lapangan XMu = 218.4 kgm

Rn =Mu

=21840

= 3.370фbd² 0.8 x 100 x 81

= 0.337 Mpa

m =fy

=350

= 13.725490.85 x f'c 0.85 x 30

ρ =

ρ = 0.000969

As = x b x d= 0.004 x 100 x 9= 3.6

Tumpuan XMu = -374.4 kg

Rn =Mu

=37440

= 5.778фbd² 0.8 x 100 x 81

= 0.578 MPa

m =fy

=350

= 1.1764710.85 x f'c 0.85 x 350

ρ =

= 0.001652

As = ρmin x b x d= 0.004 x 100 x 9

As = 3.60

sehingga,

Lapangan YMu = 93.6 kgm

Rn =Mu

=9360

= 1.444фbd² 0.8 x 100 x 81

= 0.144 Mpa

m =fy

=350

= 13.725

Lx²

Lx²

Lx²

ρmin

ρmax ρb

β1fc

kg/cm²

Karena ρ < ρmin, maka :ρmin

cm²sehingga, tulangan atas dipakai : ф10 - 150 : 5.24 cm²

kg/cm²

Karena r < rmin, maka :

cm²

Tulangan atas dipakai : ф10 – 150 : 5,24 cm2

Tulangan bagi dipakai : ф8 – 200 : 2,51 cm2

kg/cm²

Page 94: Studio Perancangan

m =0.85 x f'c

=0.85 x 30

= 13.725

ρ =

ρ = 0.000414

As = x b x d= 0.004 x 100 x 9= 3.6

Tumpuan YMu = -286 kg

Rn =Mu

=28600

= 4.414фbd² 0.8 x 100 x 81

= 0.441 MPa

m =fy

=350

= 13.725490.85 x f'c 0.85 x 30

ρ =

= 0.008523

As = x b x d= 0.004 x 100 x 9

As = 3.60

sehingga,

Kontrol Mn

d” = 120 - 30 - 0.5 x 10= 85 mm= 8.5 cm

a =

= 5.24 x 3500.85 x 30 x 100

= 0.719 cmMn = As . fy . (d – a/2)

= 5.24 x 3500 x 8.140392= 149295 kg cm= 1492.948 kg m

Mu ≤ фMn286.000 ≤ 0.85 x 1492.948286.000 ≤ 1269.006 kg m OK!!

Perencanaan Pelat LeufelData Teknis :

> Mutu Beton (f'c) = 30 Mpa = 300> Mutu Baja Tulangan = 350 Mpa = 3500> Tebal pelat lantai rencana = 12 cm

> Tebal adukan semen = 3 cm

PembebananBeban yang bekerja> Beban mati : (PPIUG tabel 2.1 hal. 11-12)Berat beton bertulang = 2400Berat pasir per cm = 16Penutup lantai dari ubin = 24> Beban air HujanBerat air Hujan = 20> Beban Hidup pada lantai gedung : (PPIUG tabel 3.1 hal. 17)Untuk lantai asrama = 250

Beban mati :Berat beton bertulang = 0.12 x 2400 = 288

Karena ρ < ρmin, maka :ρmin

cm²sehingga, tulangan bawah dipakai : ф10 - 150 : 5.24 cm²

kg/cm²

Karena r < rmin, maka :

ρmin

cm²

Tulangan atas dipakai : ф10 – 150 : 5,24 cm2

Tulangan bagi dipakai : ф8 – 200 : 2,51 cm2

kg/cm²kg/cm²

kg/m³kg/m³kg/m²

kg/m²

kg/m²

kg/m²

Page 95: Studio Perancangan

Berat pasir bawah ubin = 3 x 16 = 48 kg/m²Penutup lantai dari ubin = = 24 kg/m²

360 kg/m²

Beban hidup :Beban guna bangunan = = 250

Beban air Hujan :Beban Air Hujan = = 20

Kombinasi PembebananKombinasi II :1,2 D + 1,6 L + 0,5 H = 1.2 + 1.6 + 0.5

= 432 + 400 + 10= 842

Statika dan Penulangan Pelat Leufel>> Leufel A

Lx = 1 mLy = 3 m

Ly / Lx = 3.000 m

Nilai K untuk Ly / Lx = 3.000MLx = 65MTx = 83Mly = 16Mty = 49

sehingga nilai Mu =MLx = 0.001 x q x x K

= 0.001 x 842 x 1 x 65= 54.73 kgm

MLy = 0.001 x q x x K= 0.001 x 842 x 1 x 16= 13.472 kgm

MTx = -0.001 x q x x K= -0.001 x 842 x 1 x 83= -69.886 kgm

MTy = -0.001 x q x x K= -0.001 x 842 x 1 x 49= -41.258 kgm

PenulanganTebal selimut beton (d') = 30 mmTebal pelat (h) = 120 mm

d = h - d= 120 - 30= 90 mm = 9 cm

Lebar satuan lajur pelat (b) = 1000 mm = 100 cm

=1.4

=1.4

= 0.004fy 350

= 0.75 x

= 0.75 x x0.85 x

x600

340 600 + fy

= 0.75 x 0.81 x0.85 x 30

x600

340 950= 0.029

Lapangan XMu = 54.73 kgm

Rn =Mu

=5473

= 0.845фbd² 0.8 x 100 x 81

= 0.084 Mpa

m =fy

=350

= 13.725490.85 x f'c 0.85 x 30

ρ =

ρ = 0.000242

As = x b x d= 0.004 x 100 x 9= 3.6

kg/m²

kg/m²

kg/m²

Statika pelat dapat dihitung sebagai berikut : Mu = 0.001 x Wu x Lx² x K

Lx²

Lx²

Lx²

Lx²

ρmin

ρmax ρb

β1fc

kg/cm²

Karena ρ < ρmin, maka :ρmin

cm²

D L H

Page 96: Studio Perancangan

Tumpuan XMu = -69.886 kg

Rn =Mu

=6988.6

= 1.078фbd² 0.8 x 100 x 81

= 0.108 MPa

m =fy

=350

= 13.7250.85 x f'c 0.85 x 30

ρ =

= 0.000309

As = ρmin x b x d= 0.004 x 100 x 9

As = 3.60

sehingga,

Lapangan YMu = 13.472 kgm

Rn =Mu

=1347.2

= 0.208фbd² 0.8 x 100 x 81

= 0.021 Mpa

m =fy

=350

= 13.7250.85 x f'c 0.85 x 30

ρ =

ρ = 5.94E-05

As = x b x d= 0.004 x 100 x 9= 3.6

Tumpuan YMu = -41.258 kg

Rn =Mu

=4125.8

= 0.637фbd² 0.8 x 100 x 81

= 0.064 MPa

m =fy

=350

= 13.725490.85 x f'c 0.85 x 30

ρ =

= 0.001311

As = x b x d= 0.004 x 100 x 9

As = 3.60

sehingga,

Kontrol Mn

d” = 120 - 30 - 0.5 x 10= 85 mm= 8.5 cm

a =

= 5.24 x 3500.85 x 30 x 100

= 0.719 cmMn = As . fy . (d – a/2)

sehingga, tulangan atas dipakai : ф10 - 150 : 5.24 cm²

kg/cm²

Karena r < rmin, maka :

cm²

Tulangan atas dipakai : ф10 – 150 : 5,24 cm2

Tulangan bagi dipakai : ф8 – 200 : 2,51 cm2

kg/cm²

Karena ρ < ρmin, maka :ρmin

cm²sehingga, tulangan bawah dipakai : ф10 - 150 : 5.24 cm²

kg/cm²

Karena r < rmin, maka :

ρmin

cm²

Tulangan atas dipakai : ф10 – 150 : 5,24 cm2

Tulangan bagi dipakai : ф8 – 200 : 2,51 cm2

Page 97: Studio Perancangan

= 5.24 x 3500 x 8.140392= 149295 kg cm= 1492.948 kg m

Mu ≤ фMn41.258 ≤ 0.85 x 1492.94841.258 ≤ 1269.006 kg m OK!!

>> Leufel BLx = 1.5 mLy = 3 m

Ly / Lx = 2.000 m

Nilai K untuk Ly / Lx = 2.000MLx = 58MTx = 83MLy = 17Mty = 53

sehingga nilai Mu =MLx = 0.001 x q x x K

= 0.001 x 832 x 2.25 x 58= 108.576 kgm

MLy = 0.001 x q x x K= 0.001 x 832 x 2.25 x 17= 31.824 kgm

MTx = -0.001 x q x x K= -0.001 x 832 x 2.25 x 83= -155.376 kgm

MTy = -0.001 x q x x K= -0.001 x 832 x 2.25 x 53= -99.216 kgm

PenulanganTebal selimut beton (d') = 30 mmTebal pelat (h) = 120 mm

d = h - d= 120 - 30= 90 mm = 9 cm

Lebar satuan lajur pelat (b) = 1000 mm = 100 cm

=1.4

=1.4

= 0.004fy 350

= 0.75 x

= 0.75 x x0.85 x

x600

340 600 + fy

= 0.75 x 0.81 x0.85 x 30

x600

340 950= 0.029

Lapangan XMu = 108.576 kgm

Rn =Mu

=10857.6

= 1.676фbd² 0.8 x 100 x 81

= 0.168 Mpa

m =fy

=350

= 13.725490.85 x f'c 0.85 x 30

ρ =

ρ = 0.00048

As = x b x d= 0.004 x 100 x 9= 3.6

Tumpuan XMu = -155.376 kg

Rn =Mu

=15537.6

= 2.398фbd² 0.8 x 100 x 81

= 0.240 MPa

m =fy

=350

= 13.725490.85 x f'c 0.85 x 30

Statika pelat dapat dihitung sebagai berikut : Mu = 0.001 x Wu x Lx² x K

Lx²

Lx²

Lx²

Lx²

ρmin

ρmax ρb

β1fc

kg/cm²

Karena ρ < ρmin, maka :ρmin

cm²sehingga, tulangan atas dipakai : ф10 - 150 : 5.24 cm²

kg/cm²

Page 98: Studio Perancangan

ρ =

= 0.000688

As = ρmin x b x d= 0.004 x 100 x 9

As = 3.60

sehingga,

Lapangan YMu = 31.824 kgm

Rn =Mu

=3182.4

= 0.491фbd² 0.8 x 100 x 81

= 0.049 Mpa

m =fy

=350

= 13.725490.85 x f'c 0.85 x 30

ρ =

ρ = 0.00014

As = x b x d= 0.004 x 100 x 9= 3.6

Tumpuan YMu = -99.216 kg

Rn =Mu

=9921.6

= 1.531фbd² 0.8 x 100 x 81

= 0.153 MPa

m =fy

=350

= 13.7250.85 x f'c 0.85 x 30

ρ =

= 0.000439

As = x b x d= 0.004 x 100 x 9

As = 3.60

sehingga,

Kontrol Mn

d” = 120 - 30 - 0.5 x 10= 85 mm= 8.5 cm

a =

= 5.24 x 3500.85 x 30 x 100

= 0.719 cmMn = As . fy . (d – a/2)

= 5.24 x 3500 x 8.140392= 149295 kg cm= 1492.948 kg m

Mu ≤ фMn99.216 ≤ 0.85 x 1492.94899.216 ≤ 1269.006 kg m OK!!

Karena r < rmin, maka :

cm²

Tulangan atas dipakai : ф10 – 150 : 5,24 cm2

Tulangan bagi dipakai : ф8 – 200 : 2,51 cm2

kg/cm²

Karena ρ < ρmin, maka :ρmin

cm²sehingga, tulangan bawah dipakai : ф10 - 150 : 5.24 cm²

kg/cm²

Karena r < rmin, maka :

ρmin

cm²

Tulangan atas dipakai : ф10 – 150 : 5,24 cm2

Tulangan bagi dipakai : ф8 – 200 : 2,51 cm2

Page 99: Studio Perancangan

PembebananDiketahui :

γbeton = 2400 Balok melintang :Beban pekerja = 100 kg (pada balok) Lebar : 0.3 mTebal Plat = 0.12 m Tinggi : 0.4 mPlafon = 11 kg/m2 Balok memanjang :Keramik = 24 kg/m2 Lebar : 0.2 mTebal Spesi = 0.04 m Tinggi : 0.3 mSpesi = 21 kg/m3 Balok anak :Beban Guna = 250 kg/m2 Lebar : 0.15 mBatu merah = 250 kg/m2 Tinggi : 0.3 m

BALOK MELINTANGBalok 1-BD, 12-BD , 2-BD, 11-BD (a, d)

Lebar balok = 0.15 mTinggi balok = 0.3 mTinggi dinding = 0 mFaktor pengali = 2Beban balok = 0.15 x 0.3 x 2400 = 108 kg/mPelat = 0.12 x 2400 x 0.7 x 0.75 x 1 = 151.2 kg/mSpesi = 0.04 x 21 x 0.7 x 0.75 x 1 = 0.441 kg/mKeramik = 1 x 24 x 0.7 x 0.75 x 1 = 12.6 kg/mPlafon = 1 x 11 x 0.7 x 0.75 x 1 = 5.775 kg/mPasangan Batu Merah = 0 x 250 = 0 kg/m

TOTAL 278.016 kg/m

Beban Guna = 250 x 0.7 x 0.75 x 1 = 131.25 kg/m

Beban pekerja = 100 / 0.75 = 133.33333 kg/m

Balok 1-BD, 12-BD (b, c)

Lebar balok = 0.15 mTinggi balok = 0.3 mTinggi dinding = 3.5 mFaktor pengali = 2Beban balok = 0.15 x 0.3 x 2400 = 108 kg/mPelat = 0.12 x 2400 x 0.9 x 0.75 x 1 = 194.4 kg/mSpesi = 0.04 x 21 x 0.9 x 0.75 x 1 = 0.567 kg/mKeramik = 1 x 24 x 0.9 x 0.75 x 1 = 16.2 kg/m

kg/m3

Beban Mati (qDL)

Beban Guna (qLL)

Beban Pekerja (qLaL)

Beban Mati (qDL)

Page 100: Studio Perancangan

Plafon = 1 x 11 x 0.9 x 0.75 x 1 = 7.425 kg/mPasangan Batu Merah = 3.5 x 250 = 875 kg/m

TOTAL 1201.592 kg/m

Beban Guna = 250 x 0.9 x 0.75 x 1 = 168.75 kg/m

Beban pekerja = 100 / 2 = 50 kg/m

Balok 2-BD, 11-BD (b, c)

Lebar balok = 0.3 mTinggi balok = 0.4 mTinggi dinding = 3.5 mFaktor pengali = 2Beban balok = 0.3 x 0.4 x 2400 = 288 kg/mPelat = 0.12 x 2400 x 0.9 x 0.75 x 2 = 388.8 kg/mSpesi = 0.04 x 21 x 0.9 x 0.75 x 2 = 1.134 kg/mKeramik = 1 x 24 x 0.9 x 0.75 x 2 = 32.4 kg/mPlafon = 1 x 11 x 0.9 x 0.75 x 2 = 14.85 kg/mPasangan Batu Merah = 3.5 x 250 = 875 kg/m

TOTAL 1600.184 kg/m

Beban Guna = 250 x 0.9 x 0.75 x 2 = 337.5 kg/m

Beban pekerja = 100 / 2 = 50 kg/m

Balok 3-AE, 10-AE (a, f); 4-AE, 5-AE, 8-AE, 9-AE (a, d)

Lebar balok = 0.3 mTinggi balok = 0.4 mTinggi dinding = 0 mFaktor pengali = 2Beban balok = 0.3 x 0.4 x 2400 = 288 kg/mPelat = 0.12 x 2400 x 0.7 x 1 x 2 = 403.2 kg/mSpesi = 0.04 x 21 x 0.7 x 1 x 2 = 1.176 kg/mKeramik = 1 x 24 x 0.7 x 1 x 2 = 33.6 kg/mPlafon = 1 x 11 x 0.7 x 1 x 2 = 15.4 kg/mPasangan Batu Merah = 0 x 250 = 0 kg/m

TOTAL 741.376 kg/m

Beban Guna (qLL)

Beban Pekerja (qLaL)

Beban Mati (qDL)

Beban Guna (qLL)

Beban Pekerja (qLaL)

Beban Mati (qDL)

Beban Guna (qLL)

Page 101: Studio Perancangan

Beban Guna = 250 x 0.7 x 1 x 2 = 350 kg/m

Beban pekerja = 100 / 1 = 100 kg/m

Balok 3-AE, 10-AE (b, e)

Lebar balok = 0.3 mTinggi balok = 0.4 mTinggi dinding = 3.5 mFaktor pengali = 2Beban balok = 0.3 x 0.4 x 2400 = 288 kg/mPelat = 0.12 x 2400 x 0.9 x 1.5 x 1 = 388.8 kg/m

= 0.12 x 2400 x 0.9 x 1.5 x 1 = 388.8 kg/mSpesi = 0.04 x 21 x 0.9 x 1.5 x 1 = 1.134 kg/m

= 0.04 x 21 x 0.9 x 1.5 x 1 = 1.134 kg/mKeramik = 1 x 24 x 0.9 x 1.5 x 1 = 32.4 kg/m

= 1 x 24 x 0.9 x 1.5 x 1 = 32.4 kg/mPlafon = 1 x 11 x 0.9 x 1.5 x 1 = 14.85 kg/m

= 1 x 11 x 0.9 x 1.5 x 1 = 14.85 kg/mPasangan Batu Merah = 3.5 x 250 = 875 kg/m

TOTAL 2037.368 kg/m

Beban Guna = 250 x 0.9 x 1.5 x 1 = 337.5 kg/m= 250 x 0.9 x 1.5 x 1 = 337.5 kg/m

675 kg/m

Beban pekerja = 100 / 3.5 = 28.571429 kg/m

Balok 3-AE, 10-AE (c, d)

Lebar balok = 0.3 mTinggi balok = 0.4 mTinggi dinding = 3.5 mFaktor pengali = 2Beban balok = 0.3 x 0.4 x 2400 = 288 kg/mPelat = 0.12 x 2400 x 0.9 x 1.5 x 1 = 388.8 kg/m

= 0.12 x 2400 x 0.9 x 0.75 x 1 = 194.4 kg/mSpesi = 0.04 x 21 x 0.9 x 1.5 x 1 = 1.134 kg/m

= 0.04 x 21 x 0.9 x 0.75 x 1 = 0.567 kg/mKeramik = 1 x 24 x 0.9 x 1.5 x 1 = 32.4 kg/m

Beban Pekerja (qLaL)

Beban Mati (qDL)

Beban Guna (qLL)

Beban Pekerja (qLaL)

Beban Mati (qDL)

Page 102: Studio Perancangan

= 1 x 24 x 0.9 x 0.75 x 1 = 16.2 kg/mPlafon = 1 x 11 x 0.9 x 1.5 x 1 = 14.85 kg/m

= 1 x 11 x 0.9 x 0.75 x 1 = 7.425 kg/mPasangan Batu Merah = 3.5 x 250 = 875 kg/m

TOTAL 1818.776 kg/m

Beban Guna = 250 x 0.9 x 1.5 x 1 = 337.5 kg/m= 250 x 0.9 x 0.75 x 1 = 168.75 kg/m

506.25 kg/m

Beban pekerja = 100 / 2 = 50 kg/m

Balok 4-AE, 5-AE, 8-AE, 9-AE (b, c)

Lebar balok = 0.3 mTinggi balok = 0.4 mTinggi dinding = 3.5 mFaktor pengali = 2Beban balok = 0.3 x 0.4 x 2400 = 288 kg/mPelat = 0.12 x 2400 x 0.9 x 1.5 x 2 = 777.6 kg/mSpesi = 0.04 x 21 x 0.9 x 1.5 x 2 = 2.268 kg/mKeramik = 1 x 24 x 0.9 x 1.5 x 2 = 64.8 kg/mPlafon = 1 x 11 x 0.9 x 1.5 x 2 = 29.7 kg/mPasangan Batu Merah = 3.5 x 250 = 875 kg/m

TOTAL 2037.368 kg/m

Beban Guna = 250 x 0.9 x 1.5 x 2 = 675 kg/m

Beban pekerja = 100 / 5.5 = 18.181818 kg/m

Balok 6-A'E', 7-A'E' (a, d)

Lebar balok = 0.3 mTinggi balok = 0.4 mTinggi dinding = 0 mFaktor pengali = 2Beban balok = 0.3 x 0.4 x 2400 = 288 kg/mPelat = 0.12 x 2400 x 0.7 x 1 x 1 = 201.6 kg/m

= 0.12 x 2400 x 0.7 x 1.25 x 1 = 252 kg/mSpesi = 0.04 x 21 x 0.7 x 1 x 1 = 0.588 kg/m

Beban Guna (qLL)

Beban Pekerja (qLaL)

Beban Mati (qDL)

Beban Guna (qLL)

Beban Pekerja (qLaL)

Beban Mati (qDL)

Page 103: Studio Perancangan

= 0.04 x 21 x 0.7 x 1.25 x 1 = 0.735 kg/mKeramik = 1 x 24 x 0.7 x 1 x 1 = 16.8 kg/m

= 1 x 24 x 0.7 x 1.25 x 1 = 21 kg/mPlafon = 1 x 11 x 0.7 x 1 x 1 = 7.7 kg/m

= 1 x 11 x 0.7 x 1.25 x 1 = 9.625 kg/mPasangan Batu Merah = 0 x 250 = 0 kg/m

TOTAL 798.048 kg/m

Beban Guna = 250 x 0.7 x 1 x 1 = 175 kg/m= 250 x 0.7 x 1.25 x 1 = 218.75 kg/m

393.75 kg/m

Beban pekerja = 100 / 2.5 = 40 kg/m

Balok 6-A'E' (b)

Lebar balok = 0.3 mTinggi balok = 0.4 mTinggi dinding = 3.5 mFaktor pengali = 2Beban balok = 0.3 x 0.4 x 2400 = 288 kg/mPelat = 0.12 x 2400 x 0.9 x 1.5 x 1 = 388.8 kg/m

= 0.12 x 2400 x 0.9 x 1 x 1 = 259.2 kg/mSpesi = 0.04 x 21 x 0.9 x 1.5 x 1 = 1.134 kg/m

= 0.04 x 21 x 0.9 x 1 x 1 = 0.756 kg/mKeramik = 1 x 24 x 0.9 x 1.5 x 1 = 32.4 kg/m

= 1 x 24 x 0.9 x 1 x 1 = 21.6 kg/mPlafon = 1 x 11 x 0.9 x 1.5 x 1 = 14.85 kg/m

= 1 x 11 x 0.9 x 1 x 1 = 9.9 kg/mPasangan Batu Merah = 3.5 x 250 = 875 kg/m

TOTAL 1891.64 kg/m

Beban Guna = 250 x 0.9 x 1.5 x 1 = 337.5 kg/m= 250 x 0.9 x 1 x 1 = 225 kg/m

562.5 kg/m

Beban pekerja = 100 / 5.5 = 18.181818 kg/m

Balok 6-A'E' (c), 7-A'E' (c)

Beban Guna (qLL)

Beban Pekerja (qLaL)

Beban Mati (qDL)

Beban Guna (qLL)

Beban Pekerja (qLaL)

Beban Mati (qDL)

Page 104: Studio Perancangan

Lebar balok = 0.3 mTinggi balok = 0.4 mTinggi dinding = 3.5 mFaktor pengali = 2Beban balok = 0.3 x 0.4 x 2400 = 288 kg/mPelat = 0.12 x 2400 x 0.9 x 1.5 x 1 = 388.8 kg/m

= 0.12 x 2400 x 0.9 x 1.75 x 1 = 453.6 kg/mSpesi = 0.04 x 21 x 0.9 x 1.5 x 1 = 1.134 kg/m

= 0.04 x 21 x 0.9 x 1.75 x 1 = 1.323 kg/mKeramik = 1 x 24 x 0.9 x 1.5 x 1 = 32.4 kg/m

= 1 x 24 x 0.9 x 1.75 x 1 = 37.8 kg/mPlafon = 1 x 11 x 0.9 x 1.5 x 1 = 14.85 kg/m

= 1 x 11 x 0.9 x 1.75 x 1 = 17.325 kg/mPasangan Batu Merah = 3.5 x 250 = 875 kg/m

TOTAL 2110.232 kg/m

Beban Guna = 250 x 0.9 x 1.5 x 1 = 337.5 kg/m= 250 x 0.9 x 1.75 x 1 = 393.75 kg/m

731.25 kg/m

Beban pekerja = 100 / 5.5 = 18.181818 kg/m

Balok 7-A'E' (b)

Lebar balok = 0.3 mTinggi balok = 0.4 mTinggi dinding = 3.5 mFaktor pengali = 2Beban balok = 0.3 x 0.4 x 2400 = 288 kg/mPelat = 0.12 x 2400 x 0.9 x 1.5 x 1 = 388.8 kg/mSpesi = 0.04 x 21 x 0.9 x 1.5 x 1 = 1.134 kg/mKeramik = 1 x 24 x 0.9 x 1.5 x 1 = 32.4 kg/mPlafon = 1 x 11 x 0.9 x 1.5 x 1 = 14.85 kg/mPasangan Batu Merah = 3.5 x 250 = 875 kg/m

TOTAL 1600.184 kg/m

Beban Guna = 250 x 0.9 x 1.5 x 1 = 337.5 kg/m

Beban pekerja = 100 / 5.5 = 18.181818 kg/m

Beban Guna (qLL)

Beban Pekerja (qLaL)

Beban Mati (qDL)

Beban Guna (qLL)

Beban Pekerja (qLaL)

Page 105: Studio Perancangan

Balok Anak 7' - AD

Lebar balok = 0.15 mTinggi balok = 0.3 mTinggi dinding = 0 mFaktor pengali = 2Beban balok = 0.15 x 0.3 x 2400 = 108 kg/mPelat = 0.12 x 2400 x 0.7 x 1 x 1 = 201.6 kg/mSpesi = 0.04 x 21 x 0.7 x 1 x 1 = 0.588 kg/mKeramik = 1 x 24 x 0.7 x 1 x 1 = 16.8 kg/mPlafon = 1 x 11 x 0.7 x 1 x 1 = 7.7 kg/mPasangan Batu Merah = 0 x 250 = 0 kg/m

TOTAL 334.688 kg/m

Beban Guna = 250 x 0.7 x 1 x 2 = 350 kg/m

Beban pekerja = 100 / 5.5 = 18.181818 kg/m

BALOK MEMANJANGBalok A'-6 7, E'-6 7

Lebar balok = 0.2 mTinggi balok = 0.3 mTinggi dinding = 0 mFaktor pengali = 2Beban balok = 0.2 x 0.3 x 2400 = 144 kg/mPelat = 0.12 x 2400 x 0.9 x 1.5 x 1 = 388.8 kg/mSpesi = 0.04 x 21 x 0.9 x 1.5 x 1 = 1.134 kg/mKeramik = 1 x 24 x 0.9 x 1.5 x 1 = 32.4 kg/mPlafon = 1 x 11 x 0.9 x 1.5 x 1 = 14.85 kg/mPasangan Batu Merah = 0 x 250 = 0 kg/m

TOTAL 581.184 kg/m

Beban Guna = 250 x 0.9 x 1.5 x 1 = 337.5 kg/m

Beban pekerja = 100 / 3.5 = 28.571429 kg/m

Balok A-2 6, A-7 11, E-2 6, E-7 11

Lebar balok = 0.2 m

Beban Mati (qDL)

Beban Guna (qLL)

Beban Pekerja (qLaL)

Beban Mati (qDL)

Beban Guna (qLL)

Beban Pekerja (qLaL)

Beban Mati (qDL)

Page 106: Studio Perancangan

Tinggi balok = 0.3 mTinggi dinding = 3.5 mFaktor pengali = 2Beban balok = 0.2 x 0.3 x 2400 = 144 kg/mPelat = 0.12 x 2400 x 0.7 x 1.5 x 1 = 302.4 kg/m

= 0.12 x 2400 x 0.9 x 1 x 1 = 259.2 kg/mSpesi = 0.04 x 21 x 0.7 x 1.5 x 1 = 0.882 kg/m

= 0.04 x 21 x 0.9 x 1 x 1 = 0.756 kg/mKeramik = 1 x 24 x 0.7 x 1.5 x 1 = 25.2 kg/m

= 1 x 24 x 0.9 x 1 x 1 = 21.6 kg/mPlafon = 1 x 11 x 0.7 x 1.5 x 1 = 11.55 kg/m

= 1 x 11 x 0.9 x 1 x 1 = 9.9 kg/mPasangan Batu Merah = 3.5 x 250 = 875 kg/m

TOTAL 1650.488 kg/m

Beban Guna = 250 x 0.7 x 1.5 x 1 = 262.5 kg/m= 250 x 0.9 x 1 x 1 = 225 kg/m

487.5 kg/m

Beban pekerja = 100 / 3 = 33.333333 kg/m

Balok A-6 7, E-6 7

Lebar balok = 0.2 mTinggi balok = 0.3 mTinggi dinding = 3.5 mFaktor pengali = 2Beban balok = 0.2 x 0.3 x 2400 = 144 kg/mPelat = 0.12 x 2400 x 0.7 x 1 x 1 = 201.6 kg/m

= 0.12 x 2400 x 0.9 x 1.25 x 1 = 324 kg/mSpesi = 0.04 x 21 x 0.7 x 1 x 1 = 0.588 kg/m

= 0.04 x 21 x 0.9 x 1.25 x 1 = 0.945 kg/mKeramik = 1 x 24 x 0.7 x 1 x 1 = 16.8 kg/m

= 1 x 24 x 0.9 x 1.25 x 1 = 27 kg/mPlafon = 1 x 11 x 0.7 x 1 x 1 = 7.7 kg/m

= 1 x 11 x 0.9 x 1.25 x 1 = 12.375 kg/mPasangan Batu Merah = 3.5 x 250 = 875 kg/m

TOTAL 1610.008 kg/m

Beban Guna = 250 x 0.7 x 1 x 1 = 175 kg/m= 250 x 0.9 x 1.25 x 1 = 281.25 kg/m

456.25 kg/m

Beban Guna (qLL)

Beban Pekerja (qLaL)

Beban Mati (qDL)

Beban Guna (qLL)

Page 107: Studio Perancangan

Beban pekerja = 100 / 3.5 = 28.571429 kg/m

Balok B-1 2, B-11 12, C-1 3, C-10 12, D-1 2, D-11 12

Lebar balok = 0.2 mTinggi balok = 0.3 mTinggi dinding = 3.5 mFaktor pengali = 2Beban balok = 0.2 x 0.3 x 2400 = 144 kg/mPelat = 0.12 x 2400 x 0.7 x 0.75 x 2 = 302.4 kg/mSpesi = 0.04 x 21 x 0.7 x 0.75 x 2 = 0.882 kg/mKeramik = 1 x 24 x 0.7 x 0.75 x 2 = 25.2 kg/mPlafon = 1 x 11 x 0.7 x 0.75 x 2 = 11.55 kg/mPasangan Batu Merah = 3.5 x 250 = 875 kg/m

TOTAL 1359.032 kg/m

Beban Guna = 250 x 0.7 x 0.75 x 2 = 262.5 kg/m

Beban pekerja = 100 / 1.5 = 66.666667 kg/m

Balok B-2 3, B-10 11, D-2 3, D-10 11

Lebar balok = 0.2 mTinggi balok = 0.3 mTinggi dinding = 3.5 mFaktor pengali = 2Beban balok = 0.2 x 0.3 x 2400 = 144 kg/mPelat = 0.12 x 2400 x 0.7 x 1.5 x 1 = 302.4 kg/m

= 0.12 x 2400 x 0.7 x 0.75 x 1 = 151.2 kg/mSpesi = 0.04 x 21 x 0.7 x 1.5 x 1 = 0.882 kg/m

= 0.04 x 21 x 0.7 x 0.75 x 1 = 0.441 kg/mKeramik = 1 x 24 x 0.7 x 1.5 x 1 = 25.2 kg/m

= 1 x 24 x 0.7 x 0.75 x 1 = 12.6 kg/mPlafon = 1 x 11 x 0.7 x 1.5 x 1 = 11.55 kg/m

= 1 x 11 x 0.7 x 0.75 x 1 = 5.775 kg/mPasangan Batu Merah = 3.5 x 250 = 875 kg/m

TOTAL 1529.048 kg/m

Beban Guna = 250 x 0.7 x 1.5 x 1 = 262.5 kg/m

Beban Pekerja (qLaL)

Beban Mati (qDL)

Beban Guna (qLL)

Beban Pekerja (qLaL)

Beban Mati (qDL)

Beban Guna (qLL)

Page 108: Studio Perancangan

= 250 x 0.7 x 0.75 x 1 = 131.25 kg/m393.75 kg/m

Beban pekerja = 100 / 1.5 = 66.666667 kg/m

Balok C-3 6, C-7 10

Lebar balok = 0.2 mTinggi balok = 0.3 mTinggi dinding = 3.5 mFaktor pengali = 2Beban balok = 0.2 x 0.3 x 2400 = 144 kg/mPelat = 0.12 x 2400 x 0.7 x 1.5 x 2 = 604.8 kg/mSpesi = 0.04 x 21 x 0.7 x 1.5 x 2 = 1.764 kg/mKeramik = 1 x 24 x 0.7 x 1.5 x 2 = 50.4 kg/mPlafon = 1 x 11 x 0.7 x 1.5 x 2 = 23.1 kg/mPasangan Batu Merah = 3.5 x 250 = 875 kg/m

TOTAL 1699.064 kg/m

Beban Guna = 250 x 0.7 x 1.5 x 2 = 525 kg/m

Beban pekerja = 100 / 3 = 33.333333 kg/m

Balok C-6 7

Lebar balok = 0.2 mTinggi balok = 0.3 mTinggi dinding = 3.5 mFaktor pengali = 2Beban balok = 0.2 x 0.3 x 2400 = 144 kg/mPelat = 0.12 x 2400 x 0.7 x 1 x 1 = 201.6 kg/m

= 0.12 x 2400 x 0.9 x 0.75 x 1 = 194.4 kg/mSpesi = 0.04 x 21 x 0.7 x 1 x 1 = 0.588 kg/m

= 0.04 x 21 x 0.9 x 0.75 x 1 = 0.567 kg/mKeramik = 1 x 24 x 0.7 x 1 x 1 = 16.8 kg/m

= 1 x 24 x 0.9 x 0.75 x 1 = 16.2 kg/mPlafon = 1 x 11 x 0.7 x 1 x 1 = 7.7 kg/m

= 1 x 11 x 0.9 x 0.75 x 1 = 7.425 kg/mPasangan Batu Merah = 3.5 x 250 = 875 kg/m

TOTAL 1464.28 kg/m

Beban Pekerja (qLaL)

Beban Mati (qDL)

Beban Guna (qLL)

Beban Pekerja (qLaL)

Beban Mati (qDL)

Page 109: Studio Perancangan

Beban Guna = 250 x 0.7 x 1 x 1 = 175 kg/m= 250 x 0.9 x 0.75 x 1 = 168.75 kg/m

343.75 kg/m

Beban pekerja = 100 / 2 = 50 kg/m

Balok D-6 7

Lebar balok = 0.2 mTinggi balok = 0.3 mTinggi dinding = 3.5 mFaktor pengali = 2Beban balok = 0.2 x 0.3 x 2400 = 144 kg/mPelat = 0.12 x 2400 x 0.7 x 1.75 x 1 = 352.8 kg/m

= 0.12 x 2400 x 0.9 x 0.75 x 1 = 194.4 kg/mSpesi = 0.04 x 21 x 0.7 x 1.75 x 1 = 1.029 kg/m

= 0.04 x 21 x 0.9 x 0.75 x 1 = 0.567 kg/mKeramik = 1 x 24 x 0.7 x 1.75 x 1 = 29.4 kg/m

= 1 x 24 x 0.9 x 0.75 x 1 = 16.2 kg/mPlafon = 1 x 11 x 0.7 x 1.75 x 1 = 13.475 kg/m

= 1 x 11 x 0.9 x 0.75 x 1 = 7.425 kg/mPasangan Batu Merah = 3.5 x 250 = 875 kg/m

TOTAL 1634.296 kg/m

Beban Guna = 250 x 0.7 x 1.75 x 1 = 306.25 kg/m= 250 x 0.9 x 0.75 x 1 = 168.75 kg/m

475 kg/m

Beban pekerja = 100 / 3.5 = 28.571429 kg/m

Beban Guna (qLL)

Beban Pekerja (qLaL)

Beban Mati (qDL)

Beban Guna (qLL)

Beban Pekerja (qLaL)

Page 110: Studio Perancangan

0.0083333

Page 111: Studio Perancangan

PEMBEBANAN BALOK MELINTANG

No Balok

1 278.016 131.25 133.33333333 389.2224 610.28586666667 612.57753333333 333.6192

2 Balok 1-BD, 12-BD (b, c) 1201.592 168.75 50 1682.2288 1736.9104 1690.6604 1441.91043 Balok 2-BD, 11-BD (b, c) 1600.184 337.5 50 2240.2576 2485.2208 2337.7208 1920.2208

4 741.376 350 100 1037.9264 1499.6512 1399.6512 889.6512

5 Balok 3-AE, 10-AE (b, e) 2037.368 675 28.571428571 2852.3152 3539.1273142857 3165.5558857143 2444.84166 Balok 3-AE, 10-AE (c, d) 1818.776 506.25 50 2546.2864 3017.5312 2768.7812 2182.5312

7 2037.368 675 18.181818182 2852.3152 3533.9325090909 3148.9325090909 2444.8416 25

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 18.181818182 2648.296 3179.0589090909 2861.5589090909 2269.968

10 Balok 6-A'E' (c), 7-A'E' (c) 2110.232 731.25 18.181818182 2954.3248 3711.3693090909 3292.6193090909 2532.2784

11 Balok 7-A'E' (b) 1600.184 337.5 18.181818182 2240.2576 2469.3117090909 2286.8117090909 1920.220812 Balok Anak 7' - AD 334.688 350 18.181818182 468.5632 970.71650909091 780.71650909091 401.6256

PEMBEBANAN BALOK MEMANJANG

No Balok

1 Balok A'-6 7, E'-6 7 581.184 337.5 28.571428571 813.6576 1251.7065142857 1080.6350857143

Beban Mati (kg)

Beban Hidup (kg)

Beban Pekerja (kg)

Beban Kombinasi 1 (kg)

Beban Kombinasi 2 (kg)

Beban Kombinasi 3 (kg)

Balok 1-BD, 12-BD , 2-BD, 11-BD (a, d)

Balok 3-AE, 10-AE (a, f); 4-AE, 5-AE, 8-AE, 9-AE (a, d)

Balok 4-AE, 5-AE, 8-AE, 9-AE (b, c)

Beban Mati (kg)

Beban Hidup (kg)

Beban Pekerja (kg)

Beban Kombinasi 1 (kg)

Beban Kombinasi 2 (kg)

Beban Kombinasi 3 (kg)

Page 112: Studio Perancangan

2 1650.488 487.5 33.333333333 2310.6832 2777.2522666667 2521.4189333333

3 Balok A-6 7, E-6 7 1610.008 456.25 28.571428571 2254.0112 2676.2953142857 2433.9738857143

4 1359.032 262.5 66.666666667 1902.6448 2084.1717333333 2000.0050666667

5 1529.048 393.75 66.666666667 2140.6672 2498.1909333333 2335.2742666667

6 Balok C-3 6, C-7 10 1699.064 525 33.333333333 2378.6896 2895.5434666667 2617.21013333337 Balok C-6 7 1464.28 343.75 50 2049.992 2332.136 2180.8868 Balok D-6 7 1634.296 475 28.571428571 2288.0144 2735.4409142857 2481.8694857143

Balok A-2 6, A-7 11, E-2 6, E-7 11

Balok B-1 2, B-11 12, C-1 3, C-10 12, D-1 2, D-11 12

Balok B-2 3, B-10 11, D-2 3, D-10 11

Page 113: Studio Perancangan

22

250.75

4

1.166666667

2669.4704728.03738183397.507782

Page 114: Studio Perancangan

9574.04324787.0216

193863524.727273

Page 115: Studio Perancangan

8 PORTAL ARAH MELINTANG

Balok 6 - A' E'Beban Mati m v ha Balok Ring -9322.198 -3728.879 -1267.172

Berat sendiri balok = 2400 x 0.3 x 0.4 -404211 37848.27 -645.376= 288 kg/m -465293 73492.98 -433.06

b Balok Lantai -65321.52 42299.41 -3023.142Balok 6-A'A, 6-EE' = 798.048 kg/m 45355.53 4838.631 -1142.893Balok 6-AC = 1891.64 kg/m 112698.8 -16099.83 910.092Balok 6-CE = 2110.232 kg/m 2730.276 -3989.33 1888.01

12272.07 -4123.23 2489.46Beban Pekerja 24894.6 -10676.6 1224.08a Balok Ring 16525.08 -2999.3 -0.001

Beban Pekerja = 100 kg -2457.618 -52454.49b Balok Lantai -1847.216 -61237.61

Balok 6-A'A, 6-EE' = 100 kg -1638.072 -3168Balok 6-AC = 100 kg -4173.495 2.023Balok 6-CE = 100 kg -2334.946

-3336.438Beban Guna -3336.438b Balok Lantai -749.825

Balok 6-A'A, 6-EE' = 393.75 kg/m 144249.8Balok 6-AC = 562.5 kg/m 505210.2Balok 6-CE = 731.25 kg/m 65394.18

17245.98Beban Gempa 17424

V = C x I x K x WtC (koef dasar gempa) = 0.05

I (Fak. keutamaan) = 1 (Bangunan biasa) -22.03025K (Fak jenis struktur) = 1 (Portal daktail beton bertulang)Wt (Berat Total bangunan) :

Tingkat 1Beban MatiBalok 6-A'A, 6-EE' = 798.048 x 2.5 x 2 = 3990.24 kgBalok 6-AC = 1891.64 x 5.5 = 10404.02 kgBalok 6-CE = 2110.232 x 5.5 = 11606.28 kgKolom = 0.3 x 0.4 x 4.75 x 2400 x 5

= 6840 kgBeban PekerjaBalok 6-A'A, 6-EE' = 200 kgBalok 6-AC = 100 kgBalok 6-CE = 100 kg

Beban GunaBalok 6-A'A, 6-EE' = 393.75 x 2.5 x 2 = 1968.75 kgBalok 6-AC = 562.5 x 5.5 = 3093.75 kgBalok 6-CE = 731.25 x 5.5 = 4021.875 kg

Beban Total = 42324.91 kg

Tingkat 2Beban MatiBalok 6-A'A, 6-EE' = 798.048 x 2.5 x 2 = 3990.24 kgBalok 6-AC = 1891.64 x 5.5 = 10404.02 kgBalok 6-CE = 2110.232 x 5.5 = 11606.28 kgKolom = 0.3 x 0.4 x 3.5 x 2400 x 5

= 5040 kgBeban PekerjaBalok 6-A'A, 6-EE' = 200 kgBalok 6-AC = 100 kgBalok 6-CE = 100 kg

(Zona 4, diatas tanah lunak periode kala ulang 20 th periode waktu getar 0.5 detik)

Page 116: Studio Perancangan

Beban GunaBalok 6-A'A, 6-EE' = 393.75 x 2.5 x 2 = 1968.75 kgBalok 6-AC = 562.5 x 5.5 = 3093.75 kgBalok 6-CE = 731.25 x 5.5 = 4021.875 kg

Beban Total = 40524.91 kg

Tingkat 3Beban MatiBalok 6-A'A, 6-EE' = 741.376 x 1 x 2 = 1482.752 kgBalok 6-AC = 1891.64 x 5.5 = 10404.02 kgBalok 6-CE = 2110.232 x 5.5 = 11606.28 kgKolom = 0.3 x 0.4 x 3.5 x 2400 x 3

= 3024 kgBeban PekerjaBalok 6-A'A, 6-EE' = 200 kgBalok 6-AC = 100 kgBalok 6-CE = 100 kg

Beban GunaBalok 6-A'A, 6-EE' = 350 x 1 x 2 = 700 kgBalok 6-AC = 562.5 x 5.5 = 3093.75 kgBalok 6-CE = 731.25 x 5.5 = 4021.875 kg

Beban Total = 34732.67 kg

Balok RingBalok Ring = 288 x 10.5 = 3024 kgBeban Atap = 3989.333 + 4125.229 = 8114.562 kgKolom = 0.3 x 0.4 x 1.75 x 2400 x 3

= 1512 kg

Beban Total = 12650.56 kg

Wt (berat total gedung)= 130233 kg

Tingkat Hi Wi Wi x Hi Fi1 3 42324.911 126974.733 910.09251332 6.5 40524.911 263411.9215 1888.0072593 10 34732.673 347326.73 2489.467386

Atap 13.5 12650.562 170782.587 1224.085691908495.9715

PENULANGAN BALOK MELINTANG

Balok 17 (Balok 6-CE Lantai 2)Momen tumpuan = 11892.24 kgm (-)

= 11377.28 kgm (-)Momen Lapangan = 6801.507 kgmVu Maks = 11693.63 kgfy = 350 Mpaf'c = 30 MPaDimensi balok = 30 x 40 cmB = 300 mmd' = 25 mmd = 375 mm

=1.4

=1.4

= 0.004fy 350

= 0.75 x

= 0.75 x0.85 x f'c

x0.85 x 600

fy 600 + fy

ρmin

ρmax ρb

Page 117: Studio Perancangan

= 0.75 x0.85 x 30

x0.85 x 600

350 600 + 350= 0.029

m =fy

= 350 = 13.725490.85 x f'c 0.85 x 30

a. TumpuanMu (-) = 11892.24 kgm

Rn =Mu

=118922363.906125

= 3.523626 Mpa b d^2∅ 0.8 x 300 x 140625

ρ =1

x 1 - 1 -2 x m x Rn

m fy

=1

x 1 - 1 -2 x 13.72549 x 3.523626

13.72549 350

= 0.01088

0.004 < 0.01088 < 0.029 , ρ dipakaiAs = ρ b d

= 0.01088 x 300 x 375 = 1223.983= 0.2 x As= 0.2 x 1223.983 = 244.7967

Dipakai :Tulangan Atas (tarik) = 7 - D 16 = 1407 250

Tulangan Bawah (tekan) = 2 - D 13 = 265 80170

Mu (-) = 11377.28 kgm 42.5

Rn =Mu

=113772797.030586

= 3.371046 Mpa b d^2∅ 0.8 x 300 x 140625

ρ =1

x 1 - 1 -2 x m x Rn

m fy

=1

x 1 - 1 -2 x 13.72549 x 3.371046

13.72549 350

= 0.010369

0.004 < 0.010369 < 0.029As = ρ b d

= 0.010369 x 300 x 375 = 1166.567= 0.2 x As= 0.2 x 1166.567 = 233.3134

Dipakai :Tulangan Atas (tarik) = 7 - D 16 = 1407

Tulangan Bawah (tekan) = 2 - D 13 = 265

b. LapanganMu (+) = 6801.507 kgm

Rn =Mu

=68015071.4056278

= 2.015261 Mpa b d^2∅ 0.8 x 300 x 140625

ρ =1

x 1 - 1 -2 x m x Rn

m fy

=1

x 1 - 1 -2 x 13.72549 x 2.015261

13.72549 350

mm²As°

mm²

mm²mm²

, ρmin dipakai

mm²As°

mm²

mm²mm²

[ ]

[ ]

[ ]

[ ]

[ ]

[ ]

Page 118: Studio Perancangan

= 0.006005

0.004 < 0.006005 < 0.029 , ρ dipakaiAs = ρ b d

= 0.006005 x 300 x 375 = 675.6067= 0.2 x As= 0.2 x 675.6067 = 135.1213

Dipakai :Tulangan Atas (tekan) = 2 - D 16 = 402

Tulangan Bawah (tarik) = 6 - D13 = 796

Penulangan Geser

Vu = 11693.63 kg 116936 N

Vc = 91855.87 Nφ Vc = 68891.9 N

Vu > φ Vc -> diperlukan tulangan geser

Vs = 64059.17 N

= 367423 N

Nilai Vs harus lebih kecil dari = 367423 N

Vs < ok..!!

Dicoba di pakai sengkang Φ 8 mm, As = 50 mm2Av = 100 mm2

S = 199.0347 mm

Jarak maksimum tulangan geser :

= 205396 N

> Vs

Maka jarak maksimum tulangan geser adalah d/2 = 187,5 mmSehingga untuk tulangan geser dipasang sengkang Φ 8 - 175 mm

Balok 6 (Balok 6-AA' Lantai 1)Momen tumpuan = 3427.062 kgm (+)

= 5312.823 kgm (-)Vu Maks = 6484.743 kgfy = 350 Mpaf'c = 30 MPaDimensi balok = 30 x 40 cmB = 300 mmd' = 25 mmd = 375 mm

=1.4

=1.4

= 0.004fy 350

= 0.75 x

mm²As°

mm²

mm²mm²

ρmin

ρmax ρb

[ ]

Page 119: Studio Perancangan

= 0.75 x0.85 x f'c

x0.85 x 600

fy 600 + fy

= 0.75 x0.85 x 30

x0.85 x 600

350 600 + 350= 0.029

m =fy

= 350 = 13.725490.85 x f'c 0.85 x 30

a. TumpuanMu (+) = 3427.062 kgm

Rn =Mu

=34270622.4857622

= 1.015426 Mpa b d^2∅ 0.8 x 300 x 140625

ρ =1

x 1 - 1 -2 x m x Rn

m fy

=1

x 1 - 1 -2 x 13.72549 x 1.015426

13.72549 350

= 0.002961

0.004 > 0.002961 < 0.029 , ρmin dipakaiAs = ρ b d

= 0.004 x 300 x 375 = 450= 0.2 x As= 0.2 x 450 = 90

Dipakai :Tulangan Atas (tekan) = 2 - D 16 = 402

Tulangan Bawah (tarik) = 4 - D 13 = 531

Mu (-) = 5312.823 kgm

Rn =Mu

=53128234.412363

= 1.57417 Mpa b d^2∅ 0.8 x 300 x 140625

ρ =1

x 1 - 1 -2 x m x Rn

m fy

=1

x 1 - 1 -2 x 13.72549 x 1.57417

13.72549 350

= 0.004646

0.004 < 0.004646 < 0.029As = ρ b d

= 0.004646 x 300 x 375 = 522.6465= 0.2 x As= 0.2 x 522.6465 = 104.5293

Dipakai :Tulangan Atas (tarik) = 7 - D 16 = 1407

Tulangan Bawah (tekan) = 2 - D 13 = 265

Penulangan Geser

Vu = 6484.743 kg 64847.43 N

Vc = 91855.87 Nφ Vc = 68891.9 N

mm²As°

mm²

mm²mm²

, ρmin dipakai

mm²As°

mm²

mm²mm²

[ ]

[ ]

[ ]

[ ]

Page 120: Studio Perancangan

Vu < φ Vc -> tulangan geser praktis

Sehingga untuk tulangan geser dipasang sengkang Φ 8 - 200 mm

Page 121: Studio Perancangan

Hasil Perhitungan Portal 6Staad Pro 2007

Beam Node Fx (kg) Fy (kg) My (kgm) Beam Node Fx (kg) Fy (kg) My (kgm)

1 1 -2504.857 1439.121 2457.618 16 12 597.124 8626.356 5013.53676 2504.857 -282.82 1343.884 13 -597.124 10759.28 -11118.48

2 2 45032.072 823.362 1847.2159 17 13 1177.153 10619.71 11377.287 -45032.07 -823.362 88.919254 14 -1177.153 11693.63 -11892.24

3 3 67789.307 1323.281 1638.0721 18 14 1618.411 987.446 -287.3568 -67789.31 -1323.281 -338.9537 15 -1618.411 3895.704 -2493.308

4 4 44511.845 3085.918 4173.4945 19 12 15427.98 -336.513 -104.92889 -44511.85 -3085.918 4895.8615 17 -15428 336.513 -1001.565

5 5 7942.191 1459.969 2334.9462 20 13 24910.07 1321.015 281.6456210 -7942.191 -1459.969 1093.7476 18 -24910.07 -1321.015 312.33908

6 6 1046.738 -1601.593 -3427.062 21 14 19501.98 3653.258 6549.02547 -1046.738 6484.743 -5312.823 19 -19502 -3653.258 6960.8888

7 7 297.77 8706.583 5148.2412 22 16 0 0 08 -297.77 10679.048 -10998.76 17 -2974.69 1845.25 -749.7973

8 8 -284.524 10821.202 11784.045 23 17 2448.091 8340.561 3938.85789 284.524 11492.137 -11309.57 18 -2448.091 11045.07 -11603.04

9 9 -158.442 836.663 412.67915 24 18 1918.125 10759.58 11651.37910 158.442 4046.486 -3055.784 19 -1918.125 11553.76 -11375.44

10 6 -903.264 1329.558 2083.1783 25 19 0 1845.25 749.7973311 903.264 1008.032 2388.5833 20 0 0 0

11 7 29840.756 74.395 75.662943 26 17 5242.174 -863.112 -2187.49512 -29840.76 -74.395 -41.91034 21 -5242.174 2526.182 -175.0853

12 8 46289.06 740.986 -446.3298 27 18 3105.424 791.049 -360.775613 -46289.06 -740.986 -540.4496 22 -3105.424 -791.049 1237.5276

13 9 32183.05 3212 6000.9279 28 19 6102.963 1735.133 3664.758114 -32183.05 -3212 5630.465 23 -6102.963 -1735.133 2105.3061

14 10 3895.704 1618.411 1962.036 29 21 2526.182 5242.174 175.0852715 -3895.704 -1618.411 2493.3081 22 -2526.182 1915.157 -1054.692

15 11 1008.032 -903.264 -2388.583 30 22 1735.133 1190.267 -182.835112 -1008.032 5786.414 -4866.596 23 -1735.133 6102.963 -2105.306

Page 122: Studio Perancangan

Mz kNm

1 24.101 2457.618 2457.61813.179 1343.884 -1343.884

2 18.115 1847.216 1847.2160.872 88.91925 -88.91925

3 16.064 1638.072 1638.072-3.324 -338.9537 338.9537

4 40.928 4173.495 4173.49548.012 4895.861 -4895.861

5 22.898 2334.946 2334.94610.726 1093.748 -1093.748

6 -33.608 -3427.062 -3427.062-52.101 -5312.823 5312.823

7 50.487 5148.241 5148.241-107.861 -10998.76 10998.76

8 115.562 11784.04 11784.04-110.909 -11309.57 11309.57

9 4.047 412.6792 412.6792-29.967 -3055.784 3055.784

10 20.429 2083.178 2083.17823.424 2388.583 -2388.583

Max 11892.24 11 0.742 75.66294 75.66294Min -3427.062 -0.411 -41.91034 41.91034

12 -4.377 -446.3298 -446.3298-5.3 -540.4496 540.4496

Vmax 11693.63 13 58.849 6000.928 6000.92855.216 5630.465 -5630.465

14 19.241 1962.036 1962.03624.451 2493.308 -2493.308

15 -23.424 -2388.583 -2388.583-47.725 -4866.596 4866.596

16 49.166 5013.537 5013.537-109.035 -11118.48 11118.48

17 111.573 11377.28 11377.28-116.623 -11892.24 11892.24

18 -2.818 -287.356 -287.356-24.451 -2493.308 2493.308

Page 123: Studio Perancangan

19 -1.029 -104.9288 -104.9288-9.822 -1001.565 1001.565

20 2.762 281.6456 281.64563.063 312.3391 -312.3391

21 64.224 6549.025 6549.02568.263 6960.889 -6960.889

22 0 0 0-7.353 -749.7973 749.7973

23 38.627 3938.858 3938.858-113.787 -11603 11603.04

24 114.261 11651.38 11651.38-111.555 -11375.44 11375.44

25 7.353 749.7973 749.79730 0 0

26 -21.452 -2187.495 -2187.495-1.717 -175.0853 175.0853

27 -3.538 -360.7756 -360.775612.136 1237.528 -1237.528

28 35.939 3664.758 3664.75820.646 2105.306 -2105.306

29 1.717 175.0853 175.0853-10.343 -1054.692 1054.692

30 -1.793 -182.8351 -182.8351-20.646 -2105.306 2105.306

Page 124: Studio Perancangan

8 PORTAL ARAH MEMANJANG

Balok C - 1 12Beban Matia Balok Ring

Berat sendiri balok = 2400 x 0.2 x 0.35 375= 168 kg/m

b Balok LantaiBalok C - 1 2 = 1464.28 kg/mBalok C - 3 6 = 1699.064 kg/m 0.2Balok C - 6 7 = 1464.28 kg/m

Beban Pekerjaa Balok Ring

Beban Pekerja = 100 kgb Balok Lantai

Balok C - 1 2 = 100 kgBalok C - 3 6 = 100 kgBalok C - 6 7 = 100 kg

Beban Gunab Balok Lantai

Balok C - 1 2 = 343.75 kg/mBalok C - 3 6 = 525 kg/mBalok C - 6 7 = 343.75 kg/m

Beban GempaV = C x I x K x Wt

C (koef dasar gempa) = 0.05

I (Fak. keutamaan) = 1 (Bangunan biasa)K (Fak jenis struktur) = 1 (Portal daktail beton bertulang)Wt (Berat Total bangunan) :

Tingkat 1Beban MatiBalok C - 1 2 = 1464.28 x 1.5 x 4 = 8785.68 kgBalok C - 3 6 = 1699.064 x 3 x 6 = 30583.15 kgBalok C - 6 7 = 1464.28 x 3.5 = 5124.98 kgKolom = 0.3 x 0.4 x 4.75 x 2400 x 12

= 16416 kgBeban PekerjaBalok C - 1 2 = 400 kgBalok C - 3 6 = 600 kgBalok C - 6 7 = 100 kg

(Zona 4, diatas tanah lunak periode kala ulang 20 th periode waktu getar 0.5 detik)

Page 125: Studio Perancangan

Beban GunaBalok C - 1 2 = 343.75 x 1.5 x 4 = 2062.5 kgBalok C - 3 6 = 525 x 3 x 6 = 9450 kgBalok C - 6 7 = 343.75 x 3.5 = 1203.125 kg

Beban Total = 74725.44 kg

Tingkat 2Beban MatiBalok C - 1 2 = 1464.28 x 1.5 x 4 = 8785.68 kgBalok C - 3 6 = 1699.064 x 3 x 6 = 30583.15 kgBalok C - 6 7 = 1464.28 x 3.5 = 5124.98 kgKolom = 0.3 x 0.4 x 4.75 x 2400 x 12

= 16416 kgBeban PekerjaBalok C - 1 2 = 400 kgBalok C - 3 6 = 600 kgBalok C - 6 7 = 100 kg

Beban GunaBalok C - 1 2 = 343.75 x 1.5 x 4 = 2062.5 kgBalok C - 3 6 = 525 x 3 x 6 = 9450 kgBalok C - 6 7 = 343.75 x 3.5 = 1203.125 kg

Beban Total = 74725.44 kg

Tingkat 3Beban MatiBalok C - 1 2 = 1464.28 x 1.5 x 4 = 8785.68 kgBalok C - 3 6 = 1699.064 x 3 x 6 = 30583.15 kgBalok C - 6 7 = 1464.28 x 3.5 = 5124.98 kgKolom = 0.3 x 0.4 x 4.75 x 2400 x 12

= 16416 kgBeban PekerjaBalok C - 1 2 = 400 kgBalok C - 3 6 = 600 kgBalok C - 6 7 = 100 kg

Beban GunaBalok C - 1 2 = 343.75 x 1.5 x 4 = 2062.5 kgBalok C - 3 6 = 525 x 3 x 6 = 9450 kgBalok C - 6 7 = 343.75 x 3.5 = 1203.125 kg

Beban Total = 74725.44 kg

Page 126: Studio Perancangan

Balok RingBalok Ring = 168 x 27.5 = 4620 kgBeban Atap = 4125.229 + 4125.229 = 8250.458 kgKolom = 0.3 x 0.4 x 1.75 x 2400 x 12

= 6048 kg

Beban Total = 18918.46 kg

Wt (berat total gedung= 243095 kg

Tingkat Hi Wi Wi x Hi Fi1 3 74725.437 224176.311 1591.0846732 6.5 74725.437 485715.3405 3447.3501253 10 74725.437 747254.37 5303.615577

Atap 13.5 18918.458 255399.183 1812.6880751712545.204

PENULANGAN BALOK MELINTANG

Balok 54 (Balok C-67 Lantai 1)Momen tumpuan = 3957.213 kgm (-)

= 1768.8 kgm (-)Momen Lapangan = 2029.235 kgmVu Maks = 5372.283 kgfy = 350 Mpaf'c = 30 MPaDimensi balok = 20 x 35 cmB = 200 mmd' = 25 mmd = 325 mm

=1.4

=1.4

= 0.004fy 350

= 0.75 x

= 0.75 x0.85 x f'c

x0.85 x 600

fy 600 + fy

= 0.75 x0.85 x 30

x0.85 x 600

350 600 + 350= 0.029

m =fy

= 350 = 13.72549

ρmin

ρmax ρb

Page 127: Studio Perancangan

m =0.85 x f'c

=0.85 x 30

= 13.72549

a. TumpuanMu (-) = 3957.213 kgm

Rn =Mu

=39572127.0770345

= 2.341546 Mpa b d^2∅ 0.8 x 200 x 105625

ρ =1

x 1 - 1 -2 x m x Rn

m fy

=1

x 1 - 1 -2 x 13.72549 x 2.341546

13.72549 350

= 0.007029

0.004 < 0.007029 < 0.029 , ρ dipakaiAs = ρ b d

= 0.007029 x 200 x 325 = 456.8992= 0.2 x As= 0.2 x 456.8992 = 91.37985

Dipakai :Tulangan Atas (tarik) = 3 - D 16 = 603

Tulangan Bawah (tekan) = 2 - D 13 = 265

Mu (-) = 1768.8 kgm

Rn =Mu

=17687997.4303151

= 1.046627 Mpa b d^2∅ 0.8 x 200 x 105625

ρ =1

x 1 - 1 -2 x m x Rn

m fy

=1

x 1 - 1 -2 x 13.72549 x 1.046627

13.72549 350

= 0.003054

0.004 > 0.003054 < 0.029 , ρmin dipakaiAs = ρ b d

= 0.003054 x 200 x 325 = 198.5352= 0.2 x As= 0.2 x 198.5352 = 39.70704

mm²As°

mm²

mm²mm²

mm²As°

mm²

[ ]

[ ]

[ ]

[ ]

Page 128: Studio Perancangan

Dipakai :Tulangan Atas (tarik) = 3 - D 16 = 603

Tulangan Bawah (tekan) = 2 - D 13 = 265

b. LapanganMu (+) = 2029.235 kgm

Rn =Mu

=20292352.6382608

= 1.200731 Mpa b d^2∅ 0.8 x 200 x 105625

ρ =1

x 1 - 1 -2 x m x Rn

m fy

=1

x 1 - 1 -2 x 13.72549 x 1.200731

13.72549 350

= 0.003515

0.004 > 0.003515 < 0.029 , ρmin dipakaiAs = ρ b d

= 0.003515 x 200 x 325 = 228.5058= 0.2 x As= 0.2 x 228.5058 = 45.70115

Dipakai :Tulangan Atas (tekan) = 2 - D 16 = 402

Tulangan Bawah (tarik) = 2 - D 13 = 265

Penulangan Geser

Vu = 5372.283 kg 53722.83 N

Vc = 53072.28 Nφ Vc = 39804.21 N

Vu > φ Vc -> diperlukan tulangan geser

Vs = 18558.16 N

= 212289

mm²mm²

mm²As°

mm²

mm²mm²

[ ]

[ ]

Page 129: Studio Perancangan

Nilai Vs harus lebih kecil dari = 212289

Vs < ok..!!

Dicoba di pakai sengkang Φ 8 mm, As = 50 mm2Av = 100 mm2

S = 595.4253 mm

Jarak maksimum tulangan geser :

= 106145

> Vs

Maka jarak maksimum tulangan geser adalah = 20 mmSehingga untuk tulangan geser dipasang sengkang Φ 8 - 100 mm

Balok 50 (Balok C-23 Lantai 1)Momen tumpuan = 1323.184 kgm (+)

= 2830.018 kgm (-)Vu Maks = 4517.873 kgfy = 350 Mpaf'c = 30 MPaDimensi balok = 20 x 35 cmB = 200 mmd' = 25 mmd = 325 mm

=1.4

=1.4

= 0.004fy 350

= 0.75 x

= 0.75 x0.85 x f'c

x0.85 x 600

fy 600 + fy

= 0.75 x0.85 x 30

x0.85 x 600

350 600 + 350= 0.029

m =fy

= 350 = 13.725490.85 x f'c 0.85 x 30

ρmin

ρmax ρb

Page 130: Studio Perancangan

a. TumpuanMu (+) = 1323.184 kgm

Rn =Mu

=13231837.5796016

= 0.782949 Mpa b d^2∅ 0.8 x 200 x 105625

ρ =1

x 1 - 1 -2 x m x Rn

m fy

=1

x 1 - 1 -2 x 13.72549 x 0.782949

13.72549 350

= 0.002272

0.004 > 0.002272 < 0.029 , ρmin dipakaiAs = ρ b d

= 0.002272 x 200 x 325 = 147.7083= 0.2 x As= 0.2 x 147.7083 = 29.54167

Dipakai :Tulangan Atas (tekan) = 2 - D 16 = 402

Tulangan Bawah (tarik) = 2 - D 13 = 265

Mu (-) = 2830.018 kgm

Rn =Mu

=28300184.0587764

= 1.674567 Mpa b d^2∅ 0.8 x 200 x 105625

ρ =1

x 1 - 1 -2 x m x Rn

m fy

=1

x 1 - 1 -2 x 13.72549 x 1.674567

13.72549 350

= 0.004953

0.004 < 0.004953 < 0.029As = ρ b d

= 0.004953 x 200 x 325 = 321.9335= 0.2 x As= 0.2 x 321.9335 = 64.38671

Dipakai :

mm²As°

mm²

mm²mm²

, ρ dipakai

mm²As°

mm²

[ ]

[ ]

[ ]

[ ]

Page 131: Studio Perancangan

Tulangan Atas (tarik) = 3 - D 16 = 603Tulangan Bawah (tekan) = 2 - D 13 = 265

Penulangan Geser

Vu = 4517.873 kg 45178.73 N

Vc = 53072.28 Nφ Vc = 39804.21 N

Vu > φ Vc -> diperlukan tulangan geser

Vs = 7166.029 N

= 212289

Nilai Vs harus lebih kecil dari = 212289

Vs < ok..!!

Dicoba di pakai sengkang Φ 8 mm, As = 50 mm2Av = 100 mm2

S = 1542 mm

Jarak maksimum tulangan geser :

= 106145

> Vs

Maka jarak maksimum tulangan geser adalah = 20 mmSehingga untuk tulangan geser dipasang sengkang Φ 8 - 100 mm

mm²mm²

Page 132: Studio Perancangan

Hasil Perhitungan Portal CStaad Pro 2007

Beam Node Fx (kg) Fy (kg) Mz (kgm) Beam Node Fx (kg) Fy (kg) Mz (kgm)1 1 -1698.752 856.514 1585.047 21 21 18280.512 805.195 1385.3864 1

13 1698.752 738.546 984.434 33 -18280.51 -805.195 1432.80332 2 11254.893 1194.762 1919.106 22 22 14276.225 1233.555 2143.1376 2

14 -11254.89 -1194.762 1665.197 34 -14276.23 -1233.555 2174.34093 3 26591.002 883.047 1609.622 23 23 6646.915 1075.425 1866.4886 3

15 -26591 -883.047 1039.499 35 -6646.915 -1075.425 1897.48794 4 26965.706 998.209 1722.301 24 24 7441.373 833.202 1437.0861 4

16 -26965.71 -998.209 1272.402 36 -7441.373 -833.202 1479.09845 5 26096.104 1001.465 1724.238 25 25 297.183 397.316 604.89566 5

17 -26096.1 -1001.465 1280.152 37 -297.183 4919.554 785.691346 6 29028.362 834.352 1557.718 26 26 3939.67 734.29 1237.9355 6

18 -29028.36 -834.352 945.3789 38 -3939.67 -734.29 1332.15737 7 23353.429 1049.152 1769.514 27 27 11145.21 356.606 567.67602 7

19 -23353.43 -1049.152 1377.943 39 -11145.21 -356.606 680.456638 8 26188.882 976.185 1696.604 28 28 9346.266 599.144 959.65493 8

20 -26188.88 -976.185 1232.021 40 -9346.266 -599.144 1137.28959 9 27222.707 953.497 1673.66 29 29 8997.591 591.281 949.55974 9

21 -27222.71 -953.497 1186.848 41 -8997.591 -591.281 1119.954310 10 19113.903 1252.994 1969.888 30 30 9908.836 366.984 564.82081 10

22 -19113.9 -1252.994 1789.092 42 -9908.836 -366.984 719.6137311 11 9330.689 1145.97 1863.735 31 31 8172.273 675.869 1088.5471 11

23 -9330.689 -1145.97 1574.136 43 -8172.273 -675.869 1276.990612 12 11934.586 975.573 1694.972 32 32 9001.366 555.9 892.25169 12

24 -11934.59 -975.573 1231.817 44 -9001.366 -555.9 1053.468813 13 -521.15 653.569 1119.954 33 33 9364.157 533.814 852.58473 13

25 521.15 2802.402 1167.575 45 -9364.157 -533.814 1015.739314 14 7598.743 1108.996 1943.681 34 34 9415.476 944.39 1573.5241 14

26 -7598.743 -1108.996 1937.767 46 -9415.476 -944.39 1731.88615 15 18729.38 682.753 1178.282 35 35 3731.461 728.818 1230.1856 15

27 -18729.38 -682.753 1211.321 47 -3731.461 -728.818 1320.736416 16 18158.596 862.619 1488.378 36 36 3281.321 586.279 927.12598 16

28 -18158.6 -862.619 1530.798 48 -3281.321 -586.279 1124.84917 17 17559.387 865.004 1494.904 37 37 -155.394 21.001 -67.60718 17

29 -17559.39 -865.004 1532.633 49 155.394 1732.819 141.1287218 18 19447.356 636.665 1085.182 38 38 497.394 134.761 222.50208 18

30 -19447.36 -636.665 1143.204 50 -497.394 -134.761 249.1166719 19 15773.676 935.918 1619.921 39 39 4288.072 -17.668 -166.3157 19

31 -15773.68 -935.918 1655.713 51 -4288.072 17.668 104.4189420 20 17600.148 833.761 1438.106 40 40 463.805 164.722 224.54151 20

32 -17600.15 -833.761 1480.016 52 -463.805 -164.722 352.0060421

Page 133: Studio Perancangan

Beam Node Fx (kg) Fy (kg) Mz (kgm) Beam Node Fx (kg) Fy (kg) Mz (kgm) 2241 41 458.328 147.706 199.6604 61 26 2825.012 -657.469 -1097.011

53 -458.328 -147.706 317.3357 27 -2825.012 4155.68 -2512.887 2342 42 458.147 51.38 -49.76215 62 27 2498.865 3428.488 733.88976

54 -458.147 -51.38 229.5381 28 -2498.865 5258.133 -3478.354 2443 43 455.143 203.342 328.7565 63 28 2235.39 3554.196 987.90107

55 -455.143 -203.342 383.0054 29 -2235.39 5132.426 -3355.172 2544 44 432.839 140.584 173.4537 64 29 1961.667 3429.369 872.97905

56 -432.839 -140.584 318.6613 30 -1961.667 5257.252 -3614.792 2645 45 451.971 133.717 154.9969 65 30 1691.986 4281.269 1906.8693

57 -451.971 -133.717 313.0529 31 -1691.986 3996.512 -3841.373 2746 46 3970.233 372.099 672.8088 66 31 1431.938 3604.892 1097.0107

58 -3970.233 -372.099 629.4708 32 -1431.938 5081.728 -3312.242 2847 47 531.141 248.341 368.4235 67 32 1154.076 3517.054 940.07638

59 -531.141 -248.341 500.7826 33 -1154.076 5169.568 -3418.803 2948 48 358.782 153.833 228.4164 68 33 882.695 3746.788 1133.4146

60 -358.782 -153.833 309.9937 34 -882.695 4939.834 -2923.017 3049 13 1392.115 -1177.602 -2104.388 69 34 593.53 -79.085 -824.8484

14 -1392.115 4675.813 -2285.694 35 -593.53 3577.296 -1917.474 3150 14 1306.349 -1019.663 -1323.184 70 35 246.923 -661.841 -1210.199

15 -1306.349 4517.873 -2830.018 36 -246.923 4160.052 -2406.224 3251 15 1106.054 3343.75 612.2376 71 37 4940.555 452.576 -718.0842

16 -1106.054 5342.87 -3610.917 38 -4940.555 3045.634 -1226.617 3352 16 970.464 3464.24 850.1374 72 38 4341.027 396.642 -327.9407

17 -970.464 5222.381 -3487.327 39 -4341.027 3101.568 -1700.683 3453 17 834.003 3314.338 712.3737 73 39 3966.753 3755.569 1186.5418

18 -834.003 5372.283 -3799.259 40 -3966.753 4931.051 -2949.835 3554 18 636.317 4208.721 1768.8 74 40 3532.332 3951.41 1587.9021

19 -636.317 4069.06 -3957.213 41 -3532.332 4735.211 -2763.635 3655 19 523.082 3510.692 959.247 75 41 3088.756 3804.053 1444.1221

20 -523.082 5175.929 -3457.144 42 -3088.756 4882.569 -3061.902 3756 20 380.658 3412.804 787.017 76 42 2773.153 4568.12 2391.9483

21 -380.658 5273.817 -3578.49 43 -2773.153 3709.66 -3322.541 3857 21 232.356 3668.376 1006.256 77 43 2300.625 4007.47 1716.7942

22 -232.356 5018.244 -3031.106 44 -2300.625 4679.151 -2724.274 3958 22 212.917 -180.568 -901.1232 78 44 1885.311 3889.376 1497.4533

23 -212.917 3678.778 -1993.341 45 -1885.311 4797.245 -2859.182 4059 23 142.371 -995.004 -1447.283 79 45 1485.214 4114.94 1688.4461

24 -142.371 4493.214 -2668.903 46 -1485.214 4571.68 -2373.593 4160 25 3199.718 -818.333 -1772.471 80 46 912.924 873.561 -31.20332

26 -3199.718 4316.543 -2078.692 47 -912.924 2624.649 -1282.191 42

43

Page 134: Studio Perancangan

44

Beam Node Fx (kg) Fy (kg) Mz (kgm) 4581 47 432.447 575.671 -406.9687

48 -432.447 2922.54 -1353.163 4682 49 1732.819 -155.394 -141.1287

50 -1732.819 371.394 -254.0113 4783 50 1598.058 126.001 4.792666

51 -1598.058 89.999 22.12784 4884 51 1615.725 4198.073 -126.6488

52 -1615.725 359.158 -302.8557 4985 52 1451.003 104.647 -49.15032

53 -1451.003 327.353 -284.9087 5086 53 1303.297 130.975 -32.42698

54 -1303.297 301.025 -222.604 5187 54 1251.917 157.122 -6.93407

55 -1251.917 346.878 -325.1875 5288 55 1048.574 108.264 -57.81791

56 -1048.574 323.736 -265.4321 5389 56 907.99 109.104 -53.22919

57 -907.99 322.896 -267.4716 5490 57 774.273 129.074 -45.58131

58 -774.273 4428.156 -215.2621 5591 58 402.173 -457.922 -414.2087

59 -402.173 673.922 -434.603 5692 59 153.833 -142.782 -66.07761

60 -153.833 358.782 -309.9937 57

58

59

60

61

62

63

64

65

66

Page 135: Studio Perancangan

67

68

69

70

71

72

73

74

75

76

77

78

79

80

81

82

83

84

85

86

87

88

Page 136: Studio Perancangan

89

90

91

92

Page 137: Studio Perancangan

Mz kNm15.544 1585.0469 1585.04699.654 984.43403 -984.43418.82 1919.1059 1919.105916.33 1665.1966 -1665.197

15.785 1609.622 1609.62210.194 1039.4987 -1039.49916.89 1722.3007 1722.3007

12.478 1272.4019 -1272.40216.909 1724.2381 1724.238112.554 1280.1517 -1280.15215.276 1557.7185 1557.71859.271 945.3789 -945.3789

17.353 1769.5135 1769.513513.513 1377.9425 -1377.94316.638 1696.6038 1696.603812.082 1232.0211 -1232.02116.413 1673.6602 1673.660211.639 1186.8477 -1186.84819.318 1969.8878 1969.887817.545 1789.0921 -1789.09218.277 1863.7353 1863.735315.437 1574.1359 -1574.13616.622 1694.9723 1694.972312.08 1231.8172 -1231.817

10.983 1119.9543 1119.954311.45 1167.5751 -1167.575

19.061 1943.6811 1943.681119.003 1937.7667 -1937.76711.555 1178.2821 1178.282111.879 1211.3209 -1211.32114.596 1488.3778 1488.377815.012 1530.798 -1530.79814.66 1494.904 1494.90415.03 1532.6335 -1532.633

10.642 1085.182 1085.18211.211 1143.2038 -1143.20415.886 1619.9212 1619.921216.237 1655.7132 -1655.71314.103 1438.1058 1438.105814.514 1480.0161 -1480.01613.586 1385.3864 1385.3864

Page 138: Studio Perancangan

14.051 1432.8033 -1432.80321.017 2143.1376 2143.137621.323 2174.3409 -2174.34118.304 1866.4886 1866.488618.608 1897.4879 -1897.48814.093 1437.0861 1437.086114.505 1479.0984 -1479.0985.932 604.89566 604.89566 Mmaks 3957.21277.705 785.69134 -785.6913 Mmin -2104.38812.14 1237.9355 1237.9355

13.064 1332.1573 -1332.157 19.9 Mlap 2029.23535.567 567.67602 567.67602 Vmaks 5372.2836.673 680.45663 -680.45669.411 959.65493 959.65493

11.153 1137.2895 -1137.2899.312 949.55974 949.55974

10.983 1119.9543 -1119.9545.539 564.82081 564.820817.057 719.61373 -719.6137

10.675 1088.5471 1088.547112.523 1276.9906 -1276.991

8.75 892.25169 892.2516910.331 1053.4688 -1053.4698.361 852.58473 852.584739.961 1015.7393 -1015.739

15.431 1573.5241 1573.524116.984 1731.886 -1731.88612.064 1230.1856 1230.185612.952 1320.7364 -1320.7369.092 927.12598 927.12598

11.031 1124.849 -1124.849-0.663 -67.60718 -67.607181.384 141.12872 -141.12872.182 222.50208 222.502082.443 249.11667 -249.1167-1.631 -166.3157 -166.31571.024 104.41894 -104.41892.202 224.54151 224.541513.452 352.00604 -352.0061.958 199.66043 199.660433.112 317.33569 -317.3357-0.488 -49.76215 -49.762152.251 229.53812 -229.53813.224 328.75651 328.756513.756 383.00541 -383.0054

Page 139: Studio Perancangan

1.701 173.45373 173.453733.125 318.66132 -318.66131.52 154.99686 154.996863.07 313.05288 -313.0529

6.598 672.80876 672.808766.173 629.47082 -629.47083.613 368.42347 368.423474.911 500.78263 -500.78262.24 228.41643 228.416433.04 309.99373 -309.9937

-20.637 -2104.388 -2104.388-22.415 -2285.694 2285.6939-12.976 -1323.184 -1323.184-27.753 -2830.018 2830.01846.004 612.23761 612.23761

-35.411 -3610.917 3610.91718.337 850.13741 850.13741

-34.199 -3487.327 3487.32756.986 712.37375 712.37375

-37.258 -3799.259 3799.258717.346 1768.7997 1768.7997-38.807 -3957.213 3957.21279.407 959.24704 959.24704

-33.903 -3457.144 3457.14397.718 787.01697 787.01697

-35.093 -3578.49 3578.49019.868 1006.256 1006.256

-29.725 -3031.106 3031.1064-8.837 -901.1232 -901.1232

-19.548 -1993.341 1993.3413-14.193 -1447.283 -1447.283-26.173 -2668.903 2668.9032-17.382 -1772.471 -1772.471-20.385 -2078.692 2078.6915-10.758 -1097.011 -1097.011-24.643 -2512.887 2512.88677.197 733.88976 733.88976

-34.111 -3478.354 3478.3549.688 987.90107 987.90107

-32.903 -3355.172 3355.17238.561 872.97905 872.97905

-35.449 -3614.792 3614.79218.7 1906.8693 1906.8693

-37.671 -3841.373 3841.372910.758 1097.0107 1097.0107

Page 140: Studio Perancangan

-32.482 -3312.242 3312.24229.219 940.07638 940.07638

-33.527 -3418.803 3418.802511.115 1133.4146 1133.4146-28.665 -2923.017 2923.0165-8.089 -824.8484 -824.8484

-18.804 -1917.474 1917.4744-11.868 -1210.199 -1210.199-23.597 -2406.224 2406.2243-7.042 -718.0842 -718.0842

-12.029 -1226.617 1226.6166-3.216 -327.9407 -327.9407

-16.678 -1700.683 1700.682711.636 1186.5418 1186.5418-28.928 -2949.835 2949.835115.572 1587.9021 1587.9021-27.102 -2763.635 2763.634914.162 1444.1221 1444.1221-30.027 -3061.902 3061.901923.457 2391.9483 2391.9483-32.583 -3322.541 3322.541316.836 1716.7942 1716.7942-26.716 -2724.274 2724.273814.685 1497.4533 1497.4533-28.039 -2859.182 2859.182316.558 1688.4461 1688.4461-23.277 -2373.593 2373.5934-0.306 -31.20332 -31.20332

-12.574 -1282.191 1282.1912-3.991 -406.9687 -406.9687-13.27 -1353.163 1353.1634-1.384 -141.1287 -141.1287-2.491 -254.0113 254.011310.047 4.7926662 4.79266620.217 22.127842 -22.12784-1.242 -126.6488 -126.6488-2.97 -302.8557 302.85572

-0.482 -49.15032 -49.15032-2.794 -284.9087 284.90871-0.318 -32.42698 -32.42698-2.183 -222.604 222.60405-0.068 -6.93407 -6.93407-3.189 -325.1875 325.1875-0.567 -57.81791 -57.81791-2.603 -265.4321 265.43213

Page 141: Studio Perancangan

-0.522 -53.22919 -53.22919-2.623 -267.4716 267.47156-0.447 -45.58131 -45.58131-2.111 -215.2621 215.26209-4.062 -414.2087 -414.2087-4.262 -434.603 434.60305-0.648 -66.07761 -66.07761-3.04 -309.9937 309.99373

Page 142: Studio Perancangan

9 PERENCANAAN KOLOM

Hasil perhitunga dari STAAD Pro (+ beban sendiri kolom)KOLOM LANTAI 3

Momen MaksimumNo Bawah (kgm) Atas (kgm)26 -2187.495 -175.08527 -360.776 1237.52828 3664.758 2105.306

Aksial MaksimumNo N (kg)26 6250.17427 4113.42428 7110.963

KOLOM LANTAI 2

Momen MaksimumNo Bawah (kgm) Atas (kgm)19 -104.929 -1001.56520 281.646 312.33921 6549.025 6960.889

Aksial MaksimumNo N (kg)19 16435.98320 25918.07121 20509.975

KOLOM LANTAI 1

Momen MaksimumNo Bawah (kgm) Atas (kgm)10 2083.178 2388.58311 75.663 -41.91012 -446.330 -540.45013 6000.928 5630.46514 1962.036 2493.308

Aksial MaksimumNo N (kg)10 1911.26411 30848.756

Page 143: Studio Perancangan

12 47297.06013 33191.05014 4903.704

>> PERHITUNGAN KOLOM LANTAI 2 DAN 3Data b = 40 cm

h = 40 cmd' = 5 cmd = 35 cm

= 350 cm

Pu = 25918.071 kgMu19-23 = 3664.758 kg mMu23-19 = 2105.306 kg mMu19-18 = -11375.444 kg mMu19-14 = 6960.889 kg mMu14-19 = 6549.025 kg mMu19-20 = 749.797 kg m

fy = 3500

f'c = 300

Penentuan Jenis KolomPerhitungan momen inersia

Ec x Ig balok =

= 4700 x 5.477226 x 1.6E+09= 4.1189E+13 Mpa= 4.1189E+14

Ec x Ig kolom =

= 4700 x 5.477226 x 2.133E+09= 5.4918E+13 Mpa= 5.4918E+14

Perhitungan βdβd = 1.2 D

1.2 D + 1.6 Lβd b1 = 2.121βd b2 = 1.686βd k1 = 1.722βd k2 = 2.494

Perhitungan EI balok dan EI kolom

EI balok =

Lk

kg/cm2

kg/cm2

kg/cm2

kg/cm2

3

12

1)'4700( xbxhxfcx

3

12

1)'4700( xbxhxfcx

d

IgEc

1

5

.

Page 144: Studio Perancangan

EI b1 = 2.6399E+13

EI b2 = 3.0673E+13

EI kolom =

EI k1 = 8.0711E+13

EI k2 = 6.2872E+13

Perhitugan ψ

ψ atas =

EI k1 + EI k2

=

8.071E+13 + 6.29E+13L k1 L k2 175 175EI b1 + EI b2 2.64E+13 + 3.07E+13L b1 L b2 550 100

= 8.2048E+11 = 2.3129963.5472E+11

ψ bawah = 0 (terjepit sempurna)

Berdasarkan nomogram faktor panjang efektif kolomdidapat k = 1.125

Cek kelangsingan kolomk x Lu = 1.125 x 175 = 16.406

r 12

= 34 - 83530.6656549.025

= 21.2453288

Sesuai (SNI 2847 Pasal 12.9(1))rasio penulangan minimum kolom untuk menahan gempa antara 0,01-0,06

Ast = 3% 4 sisi, makaρ = ρ' = 0.75%

As = As' = 0.0075 x b x d

= 0.0075 x 40 x 35 = 10.5

Tulangan Tarik = 4 - D19 = 11.46Tulangan Tekan = 4 - D19 = 11.46

Cek keadaan imbang

εy = 3500= 0.00175

2000000

cb = 0.003 x d0.003 + ɛy

kg/cm2

kg/cm2

kg/cm2

kg/cm2

cm2

cm2

cm2

2

11234

Mu

Mu

d

IgEc

1

5,2

.

Page 145: Studio Perancangan

= 0.003 x 350.003 + 0.00175

= 22.1052632 cm

ab = 0.85 x cb= 0.85 x 22.10526 = 18.789 cm

εs' = 0.003 x ( cb - d' )cb

= 0.003 x ( 22.10526 - 5 )22.1052631578947

= 0.00232143 cm

fs' = εs' x Es'= 0.002 x 2000000= 4642.857 > fy Tulangan tekan sudah leleh

fs' = fy = 3500Pn . b = 0.85 x f'c x ab x d

= 0.85 x 300 x 18.789 x 35= 167696.05263 kg

ØPn . b = 0,65 x Pn.b= 0.65 x 167696.05263= 109002.43 kg > Pu aman!

Cek penampang kolom

ρ = As = 11.46b . d 40 x 35

= 0.00818571

m = fy = 35000.85 x f'c 0.85 x 300

= 13.7254902

e =Mu

=6960.889

= 0.2685728 mPu 25918.07

= 26.85728 cm

e' = e + d -h2

= 26.857 + 35 - 402

= 41.8572796

1 -e'

= 1 -41.857

= -0.196d 35

1 -d'

= 1 -5

= 0.857

kg/cm2

cm2

Page 146: Studio Perancangan

1 -d

= 1 -35

= 0.857

Pn =

= 357000 x 0.284693 = 101635.23 kg

ØPn = 0.65 x Pn= 0.65 x 101635= 66062.8992 kg > Pu OK

Sengkang LateralS = 48 x 0.8 = 38.4 cm

= 16 x 1.9 = 30.4 cm= 40 cm

>> PERHITUNGAN KOLOM LANTAI 1Data b = 40 cm

h = 40 cmd' = 5 cmd = 35 cm

= 350 cm

Dipakai sengkang Ø8 - 200

Lk

d

dm

d

e

d

edbcf

'1.2

'1

'1..'.85,0

2

Page 147: Studio Perancangan

Pu = 47297.060 kgMu14-8 = 5630.465 kg m

Mu14-13 = -11892.236 kg mMu14-15 = -287.356 kg m

fy = 3500

f'c = 300

Penentuan Jenis KolomPerhitungan momen inersia

Ec x Ig balok =

= 4700 x 5.477226 x 53333333= 1.373E+12 Mpa= 1.373E+13

Ec x Ig kolom =

= 4700 x 5.477226 x 2.133E+09= 5.4918E+13 Mpa= 5.4918E+14

Perhitungan βdβd = 1.2 D

1.2 D + 1.6 Lβd b1 = 2.066βd b2 = -0.237βd k1 = 2.329

Perhitungan EI balok dan EI kolom

EI balok =

EI b1 = 8.9562E+11

EI b2 = 3.5965E+12

EI kolom =

EI k1 = 6.5988E+13

Perhitugan ψ

ψ atas =

EI k1

=

6.599E+13L k1 175EI b1 + EI b2 8.956E+11 + 3.6E+12

kg/cm2

kg/cm2

kg/cm2

kg/cm2

kg/cm2

kg/cm2

kg/cm2

3

12

1)'4700( xbxhxfcx

3

12

1)'4700( xbxhxfcx

d

IgEc

1

5

.

d

IgEc

1

5,2

.

Page 148: Studio Perancangan

ψ atas =

L b1+

L b2

=

550+

250

= 3.7707E+11 = 23.545711.6014E+10

ψ bawah = 0 (terjepit sempurna)

Berdasarkan nomogram faktor panjang efektif kolomdidapat k = 1.85

Cek kelangsingan kolomk x Lu = 1.85 x 175 = 26.979

r 12

= 34 - 67565.5806000.928

= 22.7408112

Pembesaran momenϕ = 0.65

=9.877551 x 6.599E+13

= 6.22E+09 kg104814.0625

=1

1 -47297.060

0.65 x 6.22E+09

= 1.000012 > 1 OK

= 1.0000117 x 5630.465= 5630.531 kgm

Sesuai (SNI 2847 Pasal 12.9(1))rasio penulangan minimum kolom untuk menahan gempa antara 0,01-0,06

Ast = 3% 4 sisi, makaρ = ρ' = 0.75%

As = As' = 0.0075 x b x d

= 0.0075 x 40 x 35 = 10.5

Tulangan Tarik = 4 - D19 = 11.46Tulangan Tekan = 4 - D19 = 11.46

Cek keadaan imbang

εy = 3500= 0.00175

2000000

cb = 0.003 x d0.003 + ɛy

= 0.003 x 35

MU

cm2

cm2

cm2

2

11234

Mu

Mu

2

2

cPLU

K

K

EI

C

U

P

P

1

1C

Page 149: Studio Perancangan

=0.003 + 0.00175

= 22.1052632 cm

ab = 0.85 x cb= 0.85 x 22.10526 = 18.789 cm

εs' = 0.003 x ( cb - d' )cb

= 0.003 x ( 22.10526 - 5 )22.1052631578947

= 0.00232143 cm

fs' = εs' x Es'= 0.002 x 2000000= 4642.857 > fy Tulangan tekan sudah leleh

fs' = fy = 3500Pn . b = 0.85 x f'c x ab x d

= 0.85 x 300 x 18.789 x 35= 167696.05263 kg

ØPn . b = 0,65 x Pn.b= 0.65 x 167696.05263= 109002.43 kg > Pu aman!

Cek penampang kolom

ρ = As = 11.46b . d 40 x 35

= 0.00818571

m = fy = 35000.85 x f'c 0.85 x 300

= 13.7254902

e =Mu

=5630.531

= 0.1190461 mPu 47297.06

= 11.904611 cm

e' = e + d -h2

= 11.905 + 35 - 402

= 26.9046108

1 -e'

= 1 -26.905

= 0.231d 35

1 -d'

= 1 -5

= 0.857d 35

kg/cm2

cm2

Page 150: Studio Perancangan

Pn =

= 357000 x 0.727385 = 259676.37 kg

ØPn = 0.65 x Pn= 0.65 x 259676= 168789.642 kg > Pu OK

Sengkang LateralS = 48 x 0.8 = 38.4 cm

= 16 x 1.9 = 30.4 cm= 40 cm

Dipakai sengkang Ø8 - 200

d

dm

d

e

d

edbcf

'1.2

'1

'1..'.85,0

2

Page 151: Studio Perancangan

cf '

Page 152: Studio Perancangan

b

a

M

M

r

luK .1234

.

Page 153: Studio Perancangan

( )

02

.22

'2 21

e

hdTeCs

ae

hCced

hCs

Page 154: Studio Perancangan

0.083330.25

1.75

1.75

Page 155: Studio Perancangan
Page 156: Studio Perancangan

Beam L/C Node Fx kg Fy kg Fz kg Mx kNm My kNm Mz kNm1 1 DEAD LO 1 1646.995 -48.108 0 0 0 -0.538 -54.86073

2 -1646.995 48.108 0 0 0 -0.877 -89.429112 1 DEAD LO 3 23063.17 -756.653 0 0 0 -7.306 -745.0047

4 -23063.17 756.653 0 0 0 -14.955 -1524.9863 1 DEAD LO 5 42130.63 -107.94 0 0 0 -1.024 -104.4189

6 -42130.63 107.94 0 0 0 -2.152 -219.44294 1 DEAD LO 7 25376.71 867.541 0 0 0 8.391 855.6439

8 -25376.71 -867.541 0 0 0 17.133 1747.085 1 DEAD LO 9 1543.499 45.159 0 0 0 0.535 54.55482

10 -1543.499 -45.159 0 0 0 0.794 80.965476 1 DEAD LO 2 -154.615 715.93 0 0 0 3.38 344.6641

4 154.615 1678.213 0 0 0 -15.176 -1547.5217 1 DEAD LO 4 -473.047 6034.173 0 0 0 48.721 4968.159

6 473.047 6450.663 0 0 0 -59.953 -6113.5058 1 DEAD LO 6 -515.315 7143.823 0 0 0 64.764 6604.09

8 515.315 6783.718 0 0 0 -55.053 -5613.8449 1 DEAD LO 8 -158.742 1747.862 0 0 0 16.733 1706.291

10 158.742 646.281 0 0 0 -3.229 -329.266410 1 DEAD LO 2 931.065 -202.722 0 0 0 -2.503 -255.235

11 -931.065 202.722 0 0 0 -4.455 -454.283611 1 DEAD LO 4 15350.79 -1075.086 0 0 0 -18.59 -1895.652

12 -15350.79 1075.086 0 0 0 -18.31 -1867.112 1 DEAD LO 6 28536.15 -150.207 0 0 0 -2.66 -271.2445

13 -28536.15 150.207 0 0 0 -2.496 -254.521213 1 DEAD LO 8 16845.13 1224.114 0 0 0 21.188 2160.575

14 -16845.13 -1224.114 0 0 0 20.828 2123.86514 1 DEAD LO 10 897.218 203.902 0 0 0 2.435 248.3009

15 -897.218 -203.902 0 0 0 4.563 465.296515 1 DEAD LO 11 202.722 931.065 0 0 0 4.455 454.2836

12 -202.722 1463.078 0 0 0 -10.977 -1119.34216 1 DEAD LO 12 -37.883 6093.376 0 0 0 50.355 5134.781

13 37.883 6391.46 0 0 0 -58.393 -5954.42917 1 DEAD LO 13 -60.154 7098.187 0 0 0 63.7 6495.592

14 60.154 6829.354 0 0 0 -56.45 -5756.29818 1 DEAD LO 14 203.902 1496.925 0 0 0 11.915 1214.992

15 -203.902 897.218 0 0 0 -4.563 -465.296519 1 DEAD LO 12 7794.333 -1315.692 0 0 0 -21.068 -2148.338

16 -7794.333 1315.692 0 0 0 -24.091 -2456.59820 1 DEAD LO 13 15046.5 -172.478 0 0 0 -2.811 -286.6422

17 -15046.5 172.478 0 0 0 -3.109 -317.029821 1 DEAD LO 14 8518.849 1488.17 0 0 0 23.708 2417.543

18 -8518.849 -1488.17 0 0 0 27.371 2791.06522 1 DEAD LO 19 0 0 0 0 0 0 0

16 0 889.651 0 0 0 -4.362 -444.800223 1 DEAD LO 16 488.021 6001.525 0 0 0 47.01 4793.686

17 -488.021 6483.312 0 0 0 -60.003 -6118.60324 1 DEAD LO 17 588.365 7193.933 0 0 0 65.021 6630.297

Page 157: Studio Perancangan

18 -588.365 6733.608 0 0 0 -52.607 -5364.42125 1 DEAD LO 18 0 889.651 0 0 0 4.362 444.8002

20 0 0 0 0 0 0 026 1 DEAD LO 16 903.158 -827.671 0 0 0 -18.557 -1892.287

21 -903.158 827.671 0 0 0 -9.852 -1004.62427 1 DEAD LO 17 1369.252 -72.134 0 0 0 -1.909 -194.6638

22 -1369.252 72.134 0 0 0 -0.567 -57.8179128 1 DEAD LO 18 895.59 899.805 0 0 0 20.874 2128.556

23 -895.59 -899.805 0 0 0 10.011 1020.83829 1 DEAD LO 21 827.671 903.158 0 0 0 9.852 1004.624

22 -827.671 680.843 0 0 0 -3.856 -393.202630 1 DEAD LO 22 899.805 688.41 0 0 0 4.423 451.0205

23 -899.805 895.59 0 0 0 -10.011 -1020.838

Page 158: Studio Perancangan

-54.8607389.42911

-745.00471524.986

-104.4189219.4429855.6439-1747.0854.55482

-80.96547344.66411547.5214968.1596113.505

6604.095613.8441706.291329.2664-255.235454.2836

-1895.6521867.1

-271.2445254.52122160.575

-2123.865248.3009

-465.2965454.28361119.3425134.7815954.4296495.5925756.2981214.992465.2965

-2148.3382456.598

-286.6422317.02982417.543

-2791.0650

444.80024793.6866118.6036630.297

Page 159: Studio Perancangan

5364.421444.8002

0-1892.2871004.624

-194.663857.817912128.556

-1020.8381004.624393.2026451.02051020.838

Page 160: Studio Perancangan

11 PERENCANAAN TANGGA

Perencanaan Injakan dan Tanjakan● Data Perencanaan

f'c = 30 Mpa = 300

fy = 350 Mpa = 3500

Tinggi lantai = 3.5 m = 350 cmLebar plat tangga = 1.50 m = 150 cmPlat bordes = 1.000 m = 100.0 cm

● PijakanSyarat bangunan yang diperuntukkan untuk umumt ≤ 20 cm ..... diambil t = 20 cm22,5 cm ≤ l ..... diambil l = 30 cm

tg α =t

=20.0

= 0.666667l 30

α = 33.69007 ˚

● Beda tinggi lantai = 350 cm

● Banyak tanjakan =350

= 18 buah20

● Luas segitiga yang diarsir

L =1

x30

x20

= 75.002 2 2

x = 30 + 20 2 = 18.03 cm

2 2

75.00 =1

x y x X2

y =75.00

= 8.32 cm0,5 x

● Tebal pelat minimum :Berdasarkan SK-SNI T-1991-03 tabel 3.2.5 hal 16, tebal plat minimum untuk fy selain 400 Mpa

h =L . 10 . (0,4 + fy/700)

20

=30 . 10 (0,4 + 350/700)

20= 11.5 cm

● Diambil tebal pelat = 12 cm● Tebal pelat rata-rata tanjakan = h + y = 12 + 8.32

= 20.32 cm

kg/cm2

kg/cm2

Kemiringan 25˚ ≤ α ≤ 38˚

cm2

1.4 2.4 1.0 2.4

1.7

1.7

A B

C D

E

30

20

Page 161: Studio Perancangan

= 21 cm

Pembebanan● Pelat miring tangga

Beban mati- Berat Sendiri = 0.21 x 2400 x 1.50 / cos 33.69 = 908.5989 kg/m- Spesi = 1 x 21 x 1.50 = 31.50 kg/m- Tegel = 1 x 24 x 1.50 = 36.00 kg/m- Sandaran = = 50.00 kg/m

TOTAL = 1026.10 kg/m

Beban hidup- Berdasarkan PPIUG = 300 x 1.50 = 450 kg/m

Beban terfaktorWu = 1,2 Beban Mati + 1,6 Beban Hidup

= 1231.319 + 720= 1951.3 kg/m

● Pelat BordesBeban mati

- Berat Sendiri = 0.12 x 2400 x 1.50 = 432 kg/m- Spesi = 1 x 21 x 1.50 = 31.50 kg/m- Tegel = 1 x 24 x 1.50 = 36.00 kg/m- Sandaran = = 50.00 kg/m

TOTAL = 549.50 kg/m

Beban hidup- Berdasarkan PPIUG = 300 x 1.50 = 450 kg/m

Beban terfaktorWu = 1,2 Beban Mati + 1,6 Beban Hidup

= 659.4 + 720= 1379.4 kg/m

● Statikak BA : k BC k CB : k CD

4:

4 4:

41.4 2.94 2.94 1

2.85714285714 : 1.360544 1.360544 : 4

k DC : k DE4

:4

1 2.944 : 1.360544

d AB = 0 d CD = 0.746193d BA = 0.677419 d DC = 0.746193d BC = 0.322581 d DE = 0.253807d CB = 0.253807 d ED = 0

Momen Primer

MAB = MBA =1379.4 x 1.4 2

= 225.302 kgm12

MBC = MCB =1951.3 x 2.94 2

= 1405.534864 kgm12

MCD = MDC =1379.4 x 1 2

= 114.95 kgm12

MDE = MED =1951.3 x 2.94 2

= 1405.534864 kgm12

TABEL CROSS PERHITUNGAN TANGGAHasil Akhir Momen

MAB = 274.8249 kgm Titik A B C D EMBA = 1225.556 kgm Batang AB BA BC CB CD DC DE EDMBC = -1225.582 kgm KD 0 0.677419 0.322581 0.253807 0.746193 0.746193 0.253807 0MCB = 1050.975 kgm MP -225.302 225.302 -1405.535 1405.535 -114.95 114.95 -1405.535 1405.535MCD = -1050.975 kgm dist 799.5126 380.7203 963.0253 327.5596MDC = 856.7783 kgm ind 399.7563 190.3601 481.5126 163.7798MDE = -856.8543 kgm dist -498.0857 -1464.372MED = 1679.875 kgm ind -249.0428 -732.186

dist 168.7064 80.3364 546.352 185.834● Momen Tumpuan ind 84.35322 40.1682 273.176 92.917

- Pelat tangga = 1679.875 kgm dist -79.52898 -233.8152- Pelat Bordes = 1225.556 kgm ind -39.76449 -116.9076

dist 26.93724 12.82725 87.23562 29.67198● Momen Lapangan ind 13.46862 6.413627 43.61781 14.83599

- Pelat tangga = 2195.606 kgm dist -12.69833 -37.3331ind -6.349167 -18.66655

Statika dan Penulangan Pelat dist 4.301049 2.048118 13.92885 4.737704>> Pelat Tangga ind 2.150524 1.024059 6.964424 2.368852Penulangan dist -2.027534 -5.96095Tebal selimut beton (d') = 30 mm ind -1.013767 -2.980475Tebal pelat (h) = 120 mm dist 0.686745 0.327022 2.224009 0.756466

d = h - d ind 0.343373 0.163511 1.112005 0.378233= 120 - 30 dist -0.323735 -0.95178= 90 mm = 9 cm ind -0.161867 -0.47589

Lebar satuan lajur (b) = 1500 mm = 150 cm dist 0.109652 0.052215 0.355106 0.120784

Page 162: Studio Perancangan

ind 0.054826 0.026108 0.177553 0.060392

=1.4

=1.4

= 0.004dist -0.051691 -0.15197

fy 350 ind -0.025845 -0.075985Momen 274.8249 1225.556 -1225.582 1050.975 -1050.975 856.7783 -856.8543 1679.875

= 0.75 x

= 0.75 x x0.85 x

x600

340 600 + fy

= 0.75 x 0.81 x0.85 x 30

x600

340 950= 0.029

Tumpuan MpaMu = 1679.875 kgm

Rn =Mu

=167987.513665899

= 17.283фbd² 0.8 x 150 x 81

= 1.728

m =fy

=350

= 13.725490.85 x f'c 0.85 x 30

ρ =

ρ = 0.005118

As = ρ x b x d= 0.005118 x 150 x 9= 6.908816

tulangan bagi dipakai : ф8 - 150 : 2.51 cm²

LapanganMu = 2195.606 kgm

Rn =Mu

=219560.580287907

= 22.589фbd² 0.8 x 150 x 81

= 2.259

m =fy

=350

= 13.725490.85 x f'c 0.85 x 30

ρ =

ρ = 0.006768

As = ρ x b x d= 0.006768 x 150 x 9= 9.13713

tulangan bagi dipakai : ф8 - 150 : 2.51 cm²

>> Pelat BordesPenulanganTebal selimut beton (d') = 30 mmTebal pelat (h) = 120 mm

d = h - d= 120 - 30= 90 mm = 9 cm

Lebar satuan lajur (b) = 1500 mm = 150 cm

=1.4

=1.4

= 0.004fy 350

= 0.75 x

= 0.75 x x0.85 x

x600

340 600 + fy

= 0.75 x 0.81 x0.85 x 30

x600

340 950= 0.029

Tumpuan MpaMu = 1225.556 kgm

Rn =Mu

=122555.571115212

= 12.609фbd² 0.8 x 150 x 81

= 1.261

m =fy

=350

= 13.725490.85 x f'c 0.85 x 30

ρ =

ρ = 0.003696

As = ρ x b x d= 0.004 x 150 x 9= 5.4

ρmin

ρmax ρb

β1fc

kg/cm²

Karena ρ > ρmin, maka :

cm²sehingga, tulangan atas dipakai : ф12 - 150 : 7.54 cm²

Karena ρ > ρmin, maka :

cm²sehingga, tulangan atas dipakai : ф12 - 100 : 11.31 cm²

ρmin

ρmax ρb

β1fc

kg/cm²

Karena ρ < ρmin, maka :

cm²

Page 163: Studio Perancangan

tulangan bagi dipakai : ф8 - 150 : 2.51 cm²sehingga, tulangan atas dipakai : ф12 - 200 : 5.65 cm²

Page 164: Studio Perancangan

12 PERENCANAAN PONDASI TANGGA

Data Struktur :

1 Tebal pelat b = 20 cm2 Dimensi Pondasi B = 1.50 m

L = 1.50 mht = 0.30 m

3 Mutu Beton f'c = 30 Mpa4 Mutu Baja fy = 350 Mpa5 Besi tulangan D = 136 BJ Beton γc = 24 KN/m3

Data Tanah :

6 Daya dukung tanah = 262.64 Kpa

7 Berat tanah γt = 16.30 KN/m3

8 ha = 1.00 m

Data Beban :

9 Beban P ultimate Pult = 0.5 Qt + MED - MDEL L

= 2868.4 + 1679.9 - 856.852.94 2.94

= 3148.4 kg = 30.875 KN

10 Beban M ultimate Mult = 16.474 KNm

Penentuan dimensi Pondasiq = Berat Pondasi + Berat Tanah

= ht x γc + ha x γt

= 0.30 x 24 + 1.00 x 16.30= 23.5 KN/m2

=Pult

+Mu,x

+ qB x L 1/6 B x

σ =30.8750367144661

+ 16.4739475089169 + 23.51.50 x 1.50 0.25 x 2.25

σ = 13.7222385397627 + 29.28701779363 + 23.5σ = 66.509 ≤ 262.64 Kpa Aman!

=Pult

-Mu,x

+ qB x L 1/6 B x

σ =30.8750367144661

- 16.4739475089169 + 23.51.50 x 1.50 0.25 x 2.25

σ = 13.7222385397627 - 29.28701779363 + 23.5σ = 7.9352 ≤ 30.875 Kpa Aman!

Kontrol tegangan geser 1 arahds = 75 + D/2

= 75 + 6.50= 82.00 mm

d = ht - ds= 300.00 - 82.00= 218.00

a = B/2 - b/2 - d= 750 - 100 - 218.00= 432.00 mm= 0.432 m

σa = σmin + B - a x σmaks - σmin / b

= 7.935 + 1.50 - 0.432 x 66.509 - 7.935 / 1.50

= 49.640 KN/m2

Gaya tekan ke atas dari tanah (Vu)Vu = a x B x σmaks + σa / 2

= 0.432 x 1.50 x 66.509 + 49.640 / 2= 37.632 KN

Ø.Vc = Ø xfc'

x B x d6

= 0.75x 30

x 1.50 x 218.006

= 223.88 KN

Ø.Vc = 223.88 > Vu = 37.632 Aman!!

Hitungan Penulangan Pondasi

20

6575

30 22.87.0

150

ds = 50 + 13 + 6.5= 69.500 mm≈ 0.072 m

d = ht - ds= 0.30 - 0.072= 0.228 m= 228 mm

x = B - b2 2

x = 1500 - 2002 2

x = 650 mm= 0.65 m

σx = σmin + B - x x σmaks - σmin / B

= 7.935 + 1.50 - 0.65 x 66.509 - 7.935 / 1.50

= 41.127 KN/m2

Mu = 0.5 x σx x +σmaks - σx

x3

= 0.5 x 41.127 x 0.4225 +66.509 - 41.127

x 0.42253

= 12.263 KNm

K =Mu

Ø x b x d 2

=12262758.7867457

0.8 x 1000 x 218 2= 0.3225 Mpa

Kmaks =382.5 x 0.85 x 600 + fy - 225 x β1 fc'

600 + fy 2

=382.5 x 0.85 x 600 + 350 - 225 x 0.85 30

600 + 350 2= 8.2002

σt

Tebal tanah diatas pondasi

σmaksL2

σminL2

Gaya geser yang dapat ditahan oleh beton (Ø.Vc)

x² x²

AF77
Lutfi: Faktor reduksi (SKSNI)
E82
Lutfi: Faktor reduksi (SKSNI)
Page 165: Studio Perancangan

K < Kmaks0.3225 < 8.2002 Aman!!

2 x Ka' = 1 - 1 - d

0.85 x fc'

2 x 0.3225a' = 1 - 1 - 218

0.85 x 30

= 2.775 mm

As(1) = 0.85 x fc' x a' x bfy

As(1) = 0.85 x 30 x 2.775 x 1000350

As(1) = 202.18 mm2

Jika fc' ≤ 31.36 Mpamaka

As ≥ 1.4 x b x dfy ..... (R.1)

....... SNI 03-2847-2002 (Pasal 12.5.1)Jika fc' > 31.36 Mpa

maka

As = fc' x b x d4 fy ..... (R.2)

....... SNI 03-2847-2002 (Pasal 12.5.1)fc' = 30 < 31.36

maka yang dipakai adalah pers ...........(R.1)

As2 ≥ 1.4 x b x dfy

As2 ≥ 1.4 x 1000 x 218350

As2 ≥ 872

Dipilih yang terbesar dari As(1) dan As(2). Sehingga,As1 = 202.18 mm2As2 = 872 mm2

As = 872 mm2

s =0.25 x phi x x S

As

=0.25 x 3.14 x 169 x 1000

872= 152.14 mm

s ≤ 2 x ht≤ 2 x 300≤ 600

Jadi dipakai tulangan D13 - 150

Page 166: Studio Perancangan

12 PERENCANAAN PONDASI BOR

Pondasi tiang bor terdiri dari 2 bagian :- Pile Cap- Tiang Bor

Diketahui :Gaya aksial maks = 47297.06 kgUkuran Kolom = 6000.928 kgmf'c = 30 Mpafy = 350 MPa

Data Sondir :> Lihat hasil perhitungan sondir :

H = 700 cm

= 90 kg/cm²JHP = 683.25

Perkiraan diameter = 40 cm²A = = 3.1419 x 20 ² = 1256.76 cm²K = = 2 x 3.1419 x 20 = 125.676 cm

Daya Dukung Tiang Bor :

P =A x qc

+K x JHP

3 5

=1256.76 x 90

+125.676 x 683.25

3 5= 54876.43 kg

Tiang Bor dengan Sengkang Lateral :Pakai Tiang Bor 8-D13 maka :

Ast = 10.618 cm²Ag = = 3.1419 x 20 ² = 1256.76 cm²

= 0.7φ Pn = 0.8 x φ x 0.85 x f'c x (Ag - Ast) + fy x Ast

= 0.56 x 0.85 x 300 x 1246.142 + 37163= 198760 kg

φ Pn=

198760= 132507 kg > P OK!!

N 1.5

Jumlah Tiang Bor :

n =Pu

=47297.06

= 1 buah

qc

πr² 2πr

πr²

Sengkang Spiral maka φ( )( )

Ast.Ast-Ag 0.850.8Pn φ fyf'c

Page 167: Studio Perancangan

n =P

=54876.43

= 1 buah