tugas besar 1

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HALAMAN JUDUL TUGAS BESAR STRUKTUR BETON Dosen Pengampu Ir. Bing Santosa, M.T Di susun oleh : Nama NIM 1. Hidayah 12310033 2. Legga Subekti Wahyuning Tyas 12310055 JURUSAN TEKNIK SIPIL FAKULTAS TEKNIK UNIVERSITAS JANABADRA i

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Page 1: Tugas Besar 1

HALAMAN JUDUL

TUGAS BESAR

STRUKTUR BETONDosen Pengampu Ir. Bing Santosa, M.T

Di susun oleh :

Nama NIM

1. Hidayah 12310033

2. Legga Subekti Wahyuning Tyas 12310055

JURUSAN TEKNIK SIPIL FAKULTAS TEKNIK

UNIVERSITAS JANABADRA

YOGYAKARTA

2015

i

Page 2: Tugas Besar 1

LEMBAR PENGESAHAN

TUGAS BESAR

STRUKTUR BETON

Diajukan guna melengkapi persyaratan untuk mencapai derajat Sarjana (S-I)

Teknik Sipil pada Fakultas Teknik

Universitas Janabadra

Disusun Oleh

Kelompok 9

Nama NIM

1. Hidayah 12310033

2. Legga Subekti Wahyuning Tyas 12310055

Mengetahui

Dosen Pengampu Struktur Beton

Ir. Bing Santosa, M.T

ii

Page 3: Tugas Besar 1

KATA PENGANTAR

iii

Page 4: Tugas Besar 1

DAFTAR ISI

HALAMAN JUDUL.................................................................................................................................... i

LEMBAR PENGESAHAN........................................................................................................................... ii

KATA PENGANTAR................................................................................................................................. iii

DAFTAR ISI............................................................................................................................................. iv

BAB I PENDAHULUAN.............................................................................................................................1

A. Dasar-Dasar Perencanaan..........................................................................................................1

B. Data Struktur dan teknis bangunan............................................................................................1

C. Peraturan – peraturan yang digunakan......................................................................................2

D. Spesifikasi Bahan........................................................................................................................2

E. Tingkat Daktilitas.........................................................................................................................3

F. Pembebanan..............................................................................................................................3

BAB II PERHITUNGAN PLAT....................................................................................................................8

A. Perencanaan Plat Atap dan Plat Lantai.......................................................................................8

B. Perhitungan Plat Atap dan Plat Lantai......................................................................................11

C. Kesimpulan...............................................................................................................................22

BAB III PERENCANAAN TANGGA...........................................................................................................23

A. Perencanaan Dimensi Plat Tangga dan Bordes.........................................................................23

B. Beban Yang Bekerja..................................................................................................................26

C. Penulangan Tangga..................................................................................................................30

D. Hitungan Pondasi......................................................................................................................32

E. Kesimpulan...............................................................................................................................34

iv

Page 5: Tugas Besar 1

BAB I

PENDAHULUAN

A. Dasar-Dasar Perencanaan

Perencanaan struktur gedung harus sesuai dengan peraturan yang berlaku. Pemilihan

beban gempa rencana perlu ditentukan dengan pertimbangan ekonomis. Perilaku struktur

terhadap beban gempa pada dasarnya, pada saat gempa rendah, yang mempunyai waktu ulang 20

tahunan. Struktur tidak boleh mengalami kerusakan apapun. Pada saat gempa menengah yang

mempunyai waktu ulang 50 tahuanan, struktur hanya boleh rusak pada elemen sekunder,

misalnya plesteran, tembok, sedangkan rangkanya tidak boleh rusak dan masih elastis. Sedangkan

pada saat gempa besar yang mempunyai waktu ulang 100 tahun, struktur berperilaku plastis dan

tidak boleh terjadi keruntuhan yang fatal.

Beban gempa yang terjadi dapat dianalisis dengan beberapa metode, yaitu analisis static

ekivalen (Static Equivalent Analysis), analisis dinamik (Dynamic Analysis), analisis beban statik

dorong (Pushover Analysis). Analisis Statik Ekivalen adalah suatu cara analisis statik struktur,

dimana pengaruh gempa pada struktur dianggap sebagai beban-beban static horizontal untuk

menirukan pengaruh gempa yang sesungguhnya akibat gerakan tanah.Agar struktur dapat

berperilaku daktail atau mengikuti perilaku gerakan gempa pada waktu terjadinya gempa, maka

perlu perencanaan sruktur sedemikian rupa sesuai dengan ketentuan perencanaan struktur daktail.

B. Data Struktur dan teknis bangunan

1. Data Struktur

a. Sistem rangka pemikul momen : Khusus

b. Letak Bangunan di daerah gempa : III

c. Fungsi Bangunan : Bengkel

d. Mutu beton (f’c) : 31,0 Mpa

e. Tegangan leleh baja tulangan geser dan lentur : 335 MPa

f. Dinding luar sekeliling bangunan : Dinding batu bata ½ batu

g. Partisi Dalam : Galvalum rangka besi

2. Denah dan Data Teknis

a. Elevasi Lantai Dasar : 0,00 m

b. Elevasi Lantai I : 3.70 m

c. Elevasi Lantai II : 7.40 m

d. Elevasi Lantai III : 11,1 m

e. Elevasi Atap : 14,8 m

1

Page 6: Tugas Besar 1

C. Peraturan – peraturan yang digunakan

Peraturan-peraturan yang digunakan dalam perencanaan antara lain :

I. Peraturan Pembebanan Indonesia Untuk Gedung 1983

II. Tata Cara Perhitungan Struktur Beton Untuk Bangunan Gedung SNI 03-2847-2002

III. Tata Cara Perhitungan Ketahana Gempa Untuk Bangunan Gedung SNI 03-1726-2002

IV. Peraturan Beton Bertulang Indonesia 1971

D. Spesifikasi Bahan

Mutu Bahan yang digunakan dalam perencanaan ini adalah sebagai berikut :

1. Beton

Pelat, Balok, kolom, Pondasi menggunakan mutu beton f’c = 31 MPa

2. Baja Penulangan Beton

Pelat, Balok, Kolom, Pondasi menggunakan

(Dp < 13) fy = 240 MPa

(Dp ≥ 13) fy = 335 Mpa

3. Faktor Reduksi Kuat Bahan

Faktor reduksi kuat bahan ø, ditentukan sebagai berikut:

a. Beban untuk tumpuan gaya aksial (Ø) = 0,8.

b. Beban aksial tarik (Ø) = 0.8

c. Beban aksial tarik dengan lentur (Ø) = 0,8

d. Beban aksial tekan (Ø) = 0,65

e. Beban aksial tekan dengan lentur (Ø) = 0,65

f. Geser dan torsi = 0,75

g. Faktor reduksi untuk geser pada komponen penahan gempa = 0,55

Tabel 1. 1 Faktor Reduksi

Untuk beban lentur tanpa gaya aksial φ = 0,80

Untuk gaya aksial tarik dan aksial tarik dengan lentur φ = 0,80

Untuk gaya aksial tekan dan aksial tekan dengan lentur φ = 0,70

Untuk gaya lintang dan torsi φ = 0,75

Kolom bertulang simetris yang dibebani

gaya aksial rendah nilai φ boleh φ = 0,80

ditingkatkan dari φ = 0,65 menjadi

Sumber: Standar Nasional Indonesia 03-2847-2002

2

Page 7: Tugas Besar 1

E. Tingkat Daktilitas

1. Tingkat daktilitas-1

Struktur dengan tingkat daktilitas-1 harus dirancang agar tetap berperilaku elastis saat

terjadi gempa kuat. Untuk ini beban gempa rencana harus dihitung berdasarkan faktor

daktilitas, μ sebesar 1,0. SK SNI – 03 – 2847 – 2002 mendefinisikan struktur dengan

tingkat daktilitas-1 sebagai Sistem Rangka Pemikul Momen Biasa (SRPMB).

2. Tingkat daktilitas-2

Daktilitas terbatas (parsial) adalah seluruh tingkat daktilitas struktur bangunan gedung

dengan nilai faktor daktilitas di antara 1,5 sampai dengan 5,0. Struktur dengan tingkat

daktilitas terbatas dirancang sedemikian rupa sehingga dapat membatasi simpangan yang

terjadi pada struktur saat menahan beban siklus gempa tanpa mengalami keruntuhan

getas. SK SNI – 03 – 2847 – 2002 mendefinisikan struktur dengan tingkat daktilitas

terbatas sebagai Sistem Rangka Pemikul Momen Menengah (SRPMM).

3. Tingkat daktilitas-3

Struktur dengan tingkat daktilitas-3 harus dirancang terhadap beban siklis gempa

kuat sedemikian rupa dengan detail khusus, sehingga mampu menjamin terbentuknya

sendi-sendi plastis dengan kapasitas pemencaran energi yang diperlukan. Dalam hal ini

beban gempa rencana dapat diperhitungkan dengan menggunakan faktor daktilitas, μ

sebesar 5, 2. SK SNI – 03 – 2847 – 2002 mendefinisikan struktur dengan tingkat

daktilitas penuh sebagai Sistem Rangka Pemikul Momen Khusus (SRPMK).

F. Pembebanan

1. Pembebanan Vertikal

Analisis pembebanan tetap dilakukan dengan memasukkan data pembebanan akibat

Dead Load (Beban Mati, termasuk berat sendiri elemen) dan Life Load (Beban Hidup,

tanpa reduksi).

Tabel 1. 2 Beban Mati, Berat Sendiri Bahan Bangunan Komponen Gedung

No. Uraian Beban Satuan

1 Baja 78.5 kN /m3

2 Batu alam 26 kN / m3

3 Batu bulat, Batu gunung 15 kN / m3

4 Batu karang 7 kN / m3

5 Batu pecah 14.5 kN / m3

6 Besi tuang 72.5 kN / m3

3

Page 8: Tugas Besar 1

7 Beton I 22 kN / m3

8 Beton bertulang 24 kN / m3

9 Kayu kelas I 10 kN/ m3

10 Kerikil (kering udara sampai lembab ) 16.5 kN / m3

11 Pasangan batu merah 17 kN / m3

12 Pasangan batu belah, batu gunug, batu bulat 22 kN / m3

13 Pasangan batu cetak 22 kN / m3

14 Pasangan batu karang 14.5 kN / m3

15 Pasir (kering udara sampai lembab ) 16 kN / m3

16 Pasir( jenuh air) 18 kN / m3

17 Pasir kerikil 18.5 kN / m3

18 Tanah, lempuh dan lanau 17 kN / m3

19 Tanah (basah) 20 kN/ m3

20 Tanah hitam 114 kN/ m3

Sumber : Peraturan Pembebanan Indonesia Untuk Gedung 1983 ( PPIUG 1983)

Tabel 1. 3 Komponen Gedung

Adukan per cm tebal

- dari semen 0.21 kN /

m2

- dari kapur, semen merah, dan teras 0.17 kN /

m2

Asbes termasuk bahan-bahan mineral penambahan per cm tebal 0.14 kN /

m2

Dinding pasangan bata merah

- satu bata 4.5 kN /m2

- setengah bata 2.5 kN /m2

Dinding pasangan batako

Berlubang :

- tebal dinding 20 cm 2 kN /m2

- tebal dinding 10 cm 1.2 kN /m2

Tanpa lubang :

- tebal dinding 15 cm 3 kN /m2

4

Page 9: Tugas Besar 1

- tebal dinding 10 cm 2 kN /m2

Langit-langit dan dinding( termasuk rusuk-rusuknya, tanpa penggantung langit-langit

atau pengaku ) terdiri dari :

- Semen asbes (eternit bahan lain jenis) dengan tebal minimun 4 mm 0.11 kN /m2

- Kaca dengan tebal 3-4 mm 0.10 kN /m2

Lantai kayu sederhana dengan balok kayu, tanpa langit-

langit

Dengan bentang maksimum 5 m dan untuk beban hidup

Maksimum 200 kg /m2

0.40 kN /m2

Penggantung langit-langit dari kayu dengan bentang

maksimun 5 m dan jarak dari as ke as minimun 0.80 m 0.07 kN / m2

Penggantung atap genteng dengan usuk/kaso, per m2

Bidang atap 0.40 kN /m2

Penutup atap seng gelombang (bwg 24) tanpa genteng 0.10 kN /m2

Penutup lantai dari ubin semen portland, teraso dan beton,

tanpa adukan per cm tebal 0.24 kN/m2

Semen asbes gelombang (tebal 5 mm) 0.11 kN/m2

Sumber : Peraturan Pembebanan Indonesia Untuk Gedung 1983 ( PPIUG 1983 )

Tabel 1. 4 Beban Hidup, pada lantai gedung

Lantai dan tangga rumah tingkat kecuali yang disebut dalam 2 kN/m2

Lantai dan tangga rumah tinggal sederhana dan

gedung-gedung yang tidak terpenting yang bukan 1.25 kN/m2

untuk toko, pabrik atau bengkel

Lantai sekolah, ruang kulih, kantor, toserba, restoran, 2.5 kN/m2

asrama dan rumah sakit

Lantai ruang olahraga 2.5 kN/m2

Lantai ruang dansa 5 kN/m2

Lantai dan balkon dari ruangan-ruangan untuk pertemuan

yang lain dari pada yang disebut dalam a, s/d e,

seperti mesjid, gereja, ruang penggelaran, rung rapat, bioskop, dan 4 kN/m2

panggung penonton dan tempat duduk tetap

5

Page 10: Tugas Besar 1

Panggung penonton dan tempat duduk tidak tepat untuk penonton

yang berdiri 5 kN/m2

Tangga, bordes tangga dan gang dari yang disebut dalam c. 3 kN/m2

Tangga, bordes tangga dan gang dari yang disebut dalam d, e, f dan g 5 kN/m2

Lantai ruang pelengkap dari yang disebut dalam c, d, e, f dan g. 2.5 kN/m2

Lantai untuk pabrik, bengkel, gedung, perpustakan, toko buku, ruang arsip,

toko besi, ruang alat-alat dan ruang mesin harus direncanakan

terhadap beban hidup yang ditentukan tersendiri minimum 4kN/m2

Lantai gedung parkir bertingkat :

- Untuk lantai bawah 8 kN/m2

- Untuk lantai tingkat lainnya 4 kN/m2

Balkon-balkon yang menjorok bebas keluar direncanakan

terhadap beban hidup dari lantai ruang yang berbatasan, minimum 3 kN/m2

Sumber : (Peraturan Pembebanan Indonesia Untuk Gedung 1983).

2. Kombinasi Pembebanan

Perencanaan Struktur sesuai dengan PPTGIUG 1987 dan SK SNI 03-2847-2002, yang

mengutamakan pembangunan Metode Kuat Batas (Ultimit), maka analisis dan

perencanaan dalam hal ini seluruhnya menggunakan Metode Kuat Batas dengan

penggunaan beban terfaktor dan kuat bahan terfaktor.

Kombinasi Pembebanan

a. 1,4 D

b. 1,2 D + 1,6 L + 0,5 (A atau R)

c. 0,9 D 1,0 E

d. 1.2 D + 1.0 L + 1.0 E

Dimana :

D = Beban mati

L = Beban hidup

E = Gaya gempa

3. Analisa Pembebanan Tetap

Koefisien reduksi beban hidup disertakan untuk perencanaan balok induk, portal

peninjauan gempa. Untuk perencanaan beban pondasi, reduksi beban hidup sesuai dengan

6

Page 11: Tugas Besar 1

jumlah lantai yang dipikul. Besaran beban mati dan beban hidup berdasarkan peraturan

dan table peraturan pembebanan untuk gedung 1983.

4. Analisa Pembebanan Lateral

Analisa Pembebanan lateral dilakukan secara analisis dinamis dengan ragam spectrum

respons dan gaya geser ditingkat dasar ditentukan 0,9 Ct Wt dari analisis ekivalen dengan

koefisien gempa dasar.

Gaya geser dasar akibat gempa statik dapat dihitung dengan rumus :

V = C ₁. I

R.(Wt) .................................................................... (1.5)

Dengan :

I = faktor keutamaan

R = faktor reduksi gempa

Wt = total berat bangunan

C1 = faktor respons gempa

V = beban geser dasar akibat gempa

7

Page 12: Tugas Besar 1

BAB II

PERHITUNGAN PLAT

A. Perencanaan Plat Atap dan Plat Lantai

PenentuandanAsumsi

a. Tegangan ijin beton (f’c) = 31,0 MPa

b. Tegangan leleh baja (fy) = 335 MPa

c. Berat sendiri beton bertulang = 2400 kg/m3

d. Berat tegel (per cm tebal) = 21 kg/m2

e. Berat spesi (per cm tebal) = 21 kg/m2

f Berat jenis pasir = 1600 kg/m3

g. Fungsi banggunan = Bengkel

h. Tingkat daktilitas = III

1. Denah Pelat

a. Pelat Atap

Gambar 2. 1 Denah Pelat

8

7,05

6,65

6,65

6,456,456,256,85

6,55

Page 13: Tugas Besar 1

2. Perencanaan Tebal Pelat

Dipakai pelat dengan acuan bentang terpanjang sebagai acuan kekuatan, yaitu diambil tipe

pelat H. Ketebalan pelat minimum tidak boleh kurang dari :

H=Ln(0,8+ Fy

1500)

36+9 β

Dan tidak boleh kurang dari 90 mm.

Dengan:

Lx = bentang pendek

Ly = bentang panjang

Ln = Ly

Perhitungan h (mencari tebal plat) tinjauan maksimum

Dengan :

Ly = 7,05 m

Lx = 6,85 m

H=Ln(0,8+ Fy

1500)

36+9 β

> 90 mm

Diambil tebal pelat atap dan lantai h = 150 mm = 15 cm > 90 mm

9

β=Ly

Lx

=7,056,85

=1,0292

H=Ln(0,8+ fy/1500)36 +9 β

=7050(0,8+240/1500 )36+9(1,0292 )

=149 ,5268 mm

Page 14: Tugas Besar 1

3. Pembebanan Plat Atap

a. Beban Mati (QD) dengan tebal plat = 150 mm

- Berat plat sendiri (tebal 12 cm) = 0,152400 = 360 kg/m2

- Berat plafond dan eternit = 20 kg/m2

- Berat finishing = 42 kg/m2

- Mechanical/electrical (M/E) = 10 kg/m 2 _+

Jumlah = 432 kg/m2

= 4,32 kN/m2

b. Beban Hidup (QL)

- Beban hidup (QL) = 100 kg/m2

(PPIUG 1983, Hal 7-8, Pasal 3.2.(1) = 1,00 kN/m2

- Beban Air Hujan = 0,20 kN/m 2 +

Jumlah = 1,20 kN/m²

c. Beban Ultimit (Qu) / kuat batas

Qu1 = 1,4 QD

= 1,4 (4,32) = 6,048 kN/m2

Qu2 = 1,2.QD + 1,6.QL

= 1,2.4,32 + 1,6.4,20= 7,104 kN/m2 (Terpakai)

4. Pembebanan Plat Lantaia. Beban Mati (QD)

- Keramik (tebal 10 mm) = 1 x 21 = 21 kg/m2

- Spesi (tebal 20 mm) = 2 x 21 = 42 kg/m2

- Pasir (tebal 20 mm) = 0,02 x 1600 = 32 kg/m2

- Berat plat beton (tebal 15 cm) = 0,15 x 2400 = 360 kg/m2

- Plafond dan eternit = 20 kg/m2

- Mechanical/electrical (M/E) = 10 kg/m 2 _ +

Jumlah = 485 kg/m2

= 4,85 kN/m2

b. BebanHidup (QL)

- Beban hidup untuk bangunan bengkel = 400 kg/m2

(Tabel 3.1 butir k, hal. 12, PPIUG 1983) = 4,00 kN/m2

10

Page 15: Tugas Besar 1

c. Beban Ultimit (Qu) / kuat batas

Qu1 = 1, 4 QD

= 1, 4 (4, 85) = 6, 79 kN/m2

Qu2 = 1, 2.QD + 1,6 .QL

= 1, 2 x 4, 85 + 1,6 x 4,00= 12,22 kN/m2 (Terpakai)

B. Perhitungan Plat Atap dan Plat Lantai

1. Perhitungan Penulangan Plat Atap Tipe H

1.1) Perhitungan Dx dan Dy

Dipakai :

Tebal pelat (h) = 15 cm

Selimut beton (s) = 20 cm

Diameter tulangan pokok (Ø) = 12 cm

dx = h – sb - ½. dy = h – sb - - ½.

= 150 – 20 - ½.12 = 150 – 20 – 12 -½.12

= 124 mm = 112 mm

1.2) Kontrol Geser arah X

Vux = 12

. Qu . Lx

= 12

. 7,104 . 6,85

= 24,3312 kN

Vc = 1

6⋅√ f ' c⋅b⋅d x

= 1

6⋅√31⋅1000⋅124 =86300,3476 N = 86,3003476 KN

Syarat :

.Vc > Vu = 0,65 . 86,3003476 > 24,3312

56,0952 kN > 24,3312 kN ……..………… OK !

1.3) Kontrol geser arah y

Vu = ½ . Qu . Ly

= ½ . 7,104. 7,050

= 25,0416 kN

11

7,05 m

Page 16: Tugas Besar 1

Vc = 1

6⋅√ f ' c⋅b⋅d y

= 1

6⋅√31⋅1000⋅112

= 103931,6014 N = 103,9316014 KN

Syarat :

.Vc > Vu = 0,65 . 103,9316014 > 25,0416

67,5555 kN > 25,0416 kN ……..………… OK !

1.4) Distribusi Momen

Ly = 7,05 m

Lx = 6,85 m

Dari Tabel 13.3.2 (III), hal. 203, PBI 1971 dan metode interpolasi di peroleh :

X Y

Nilai awal 1,0 36 Nilai awal 1,0 36

Interpolasi 1,0292 37,752 Interpoasi 1,0292 36,292

Nilai Akhir 1,1 42 Nilai akhir 1,1 37

X1 = X3 = 36+

(1 ,0292−1,0 )(1,1−1,0 )

⋅(42−36 )= 37,752

x

2 = X4 =36+

(1 ,0292−1,0 )(1,1−1,0 )

⋅(37−36 )=36 , 292

Momen yang terjadi :

Mlx = 0,001.Qu.lx2.x1 = 0,001 . 7,104 . 6, 852 . 37,752 = 12,5841 kNm

Mly = 0,001.Qu.lx2.x2 = 0,001 . 7,104. 6, 852. 36,292 = 12,0974 kNm

Mtx = - 0,001.Qu.lx2.x3 = - 0,001 . 7,104 .6, 852. 37,752 = -12,5841 kNm

Mty = - 0,001.Qu.lx2.x4 = - 0,001 . 7,104. 6, 852. 36,292 = -12,0974 kNm

1.5) Tulangan Lapangan Arah Sumbu x - x (Mlx)

Mlx = 12,5841 kNm

12

8428,0)7

)0,300,31(05,0(85,0β

x

7,05 m

6,85 m

β=Ly

Lx

=7,056,85

=1,0292

Page 17: Tugas Besar 1

Mn =

Mlx

φ =

12,5841 0,8 = 15,73019379 kNm = 15730193,79 Nmm

b =

0 ,85 .f ' c . β

f y[600600+f y

]=

0 ,85 .31 . 0 , 8428240 [600

600+240 ]= 0,06609

max = 0,75. b

= 0,75. 0,06609 = 0,04957

min =

1,4f y

= 1,4240

=0 , 00583

m =

f y

0 ,85. f ' c

=2400 , 85. 31

=9 , 10815

Rn =

Mn

b .d2=15730193,79

1000 .1242=

1,02303

perlu =

1m [1−√1−2 . m . Rn

f y]

=

19 ,10815 [1−√1−2 .9 ,10815 . 1,02303

240 ]= 0,004348

Dari hitungan rasio tulangan () di atas diperoleh:

max = 0,04957

min = 0,00583 Syarat : min < perlu < maks

perlu = 0,00434

Karena perlu < min, maka dipakai min= 0,00583

As perlu = perlu .b.dx

= 0,00583.1000.124

= 723,3333 mm2

Dipakai tulangan = 12 mm

Luas tulangan (A) = ¼..D2

13

8428,0)7

)0,300,31(05,0(85,0β

x

Page 18: Tugas Besar 1

= ¼..122

= 113,0973 mm2

Jarak tulangan (S) =

113,0973 ⋅1000723,333

= 156,3557 mm

Dipakai jarak tulangan : 150 mm

Jumlah tulangan (n) pada setiap 1000 mm (1 m) =

Kontrol tulangan :

As = ¼..D2.n (n = jumlah tulangan)

= ¼..122.(1000/150)

As = 753,9822 mm2 > As perlu = 723,3333 mm2 …………………..OK!

Jadi tulangan lapangan arah sumbu-y dipakai 12 – 150 mm.

Kontrol Kapasitas Momen :

Cc = 0,85.f’c.b.a Ts = As.fy

= 0,85.31.1000.a = 0,25.π.122.(1000/150).240

= 26350.a = 180955,737 N

Syarat Cc = Ts:

26350.a = 180955,737

a = 6,6873 mm

Mntotal = Ts.(d - ½.a)

= 180955,737.(124 - ½.6,6873)

= 21817164,5 Nmm

= 21,8171645 kNm

Mntotal = 21,8171645 kNm > Mn = 15,73019379 kNm……………..….OK!

1.6) Tulangan Lapangan Arah Sumbu y – y (Mly)

Mly = 12,09748 kNm

Mn =

Mly

φ =

12,09748 0,8 = 15,12185297 kNm = 15121852,97 Nmm

b =

0 ,85 .f ' c . β

f y[600600+f y

]=

0 ,85 .31 . 0 , 8428240 [600

600+240 ]14

1000150

= 6,67 batang

Page 19: Tugas Besar 1

= 0,06609

max = 0,75. b

= 0,75. 0,06609 = 0,04957

min =

1,4f y

= 1,4240

=0 , 00583

m =

f y

0 ,85. f ' c

=2400 , 85. 31

=9 , 10815

Rn=

Mn

b .d2=15121852,97

1000 .1122

= 1,2055

perlu =

1m [1−√1−2m . Rn

fy ]=

19 ,10815 [1−√1−2 .9 ,10815 . 1 ,2055

240 ]=0,00514

Dari perhitungan rasio tulangan () di atas diperoleh :

- max = 0,04957

- perlu = 0,00583 Syarat : min <b<maks

- min = 0,00514

Karena perlu<min, maka yang dipakai min=0,00583

As perlu = perlu .b.dx

= 0,00583.1000.112

= 653,3333 mm2

Dipakai tulangan = 12 mm

Luas tulangan (A) = ¼..D2

= ¼..122

= 113,0973 mm2

Jarak tulangan (S) =

113,0973 ⋅1000653,3333

= 173,1081 mm

Dipakai jarak tulangan : 150 mm

Jumlah tulangan (n) pada setiap 1000 mm (1 m) =

Kontrol tulangan :

15

1000150

= 6,67 batang

Page 20: Tugas Besar 1

As = ¼..D2.n (n = jumlah tulangan)

= ¼..122.(1000/150)

As = 753,9822 mm2 > As perlu = 653,3333 mm2 …………………..OK!

Jadi tulangan lapangan arah sumbu-y dipakai 12 – 150 mm.

Kontrol Kapasitas Momen :

Cc = 0,85.f’c.b.a Ts = As.fy

= 0,85.31.1000.a = 0,25.π.122.(1000/150).240

= 26350.a = 180955,737 N

Syarat Cc = Ts:

26350.a = 180955,737

a = 6,6873 mm

Mntotal = Ts.(d - ½.a)

= 180955,737.(112 - ½.6,6873)

= 19645695,7 Nmm

= 19,6456957 kNm

Mntotal = 19,6456957 kNm > Mn = 15,12185297 kNm……………..….OK!

1.7) Tulangan tumpuan arah x (Mtx)

Mtx = -12,5841 kNm

Besar momen Mtx = -Mlx, maka dipakai tulangan 12 – 150, dengan jumlah tulangan

pada setiap 1000 mm (1 m) adalah 7 buah.

1.8) Tulangan tumpuan arah y (Mty)

Mty = -12,0974 kNm

Besar momen Mty = -Mly, maka dipakai tulangan 12 – 150, dengan jumlah tulangan

pada setiap 1000 mm (1 m) adalah 7 buah.

2. Perhitungan Penulangan Plat Lantai Tipe H

2.1) Perhitungan Dx dan Dy

Dipakai :

Tebal pelat (h) = 15 cm

Selimut beton (s) = 20 cm

Diameter tulangan pokok (Ø) = 12 cm

16

7,05 m

6,85 m

Page 21: Tugas Besar 1

dx = h – sb - ½. dy = h – sb - - ½.

= 150 – 20 - ½.12 = 150 – 20 – 12 -½.12

= 124 mm = 112 mm

2.2) Kontrol Geser arah X

Vux = 12

. Qu . Lx

= 12

. 12,22 . 6,85

= 41,8535 kN

Vc = 1

6⋅√ f ' c⋅b⋅d x

= 1

6⋅√31⋅1000⋅124 =86300,3476 N = 86,3003476 KN

Syarat :

.Vc > Vu = 0,65 . 86,3003476 > 41,83535

56,0952 kN > 41,83535 kN ……..………… OK !

2.3) Kontrol geser arah y

Vu = ½ . Qu . Ly

= ½ . 12,22. 7,050

= 43,0755 kN

Vc = 1

6⋅√ f ' c⋅b⋅d y

= 1

6⋅√31⋅1000⋅112

= 103931,6014 N = 103,9316014 KN

Syarat :

.Vc > Vu = 0,65 . 103,9316014 > 43,0755

67,5555 kN > 43,0755 kN ……..………… OK !

2.4) Distribusi Momen

Ly = 7,05 m

Lx = 6,85 m

17

8428,0)7

)0,300,31(05,0(85,0β

x

7,05 m

6,85 m

β=Ly

Lx

=7,056,85

=1,0292

Page 22: Tugas Besar 1

Dari Tabel 13.3.2 (III), hal. 203, PBI 1971 dan metode interpolasi di peroleh :

X Y

Nilai awal 1,0 36 Nilai awal 1,0 36

Interpolasi 1,0292 37,752 Interpoasi 1,0292 36,292

Nilai Akhir 1,1 42 Nilai akhir 1,1 37

X1 = X3 = 36+

(1 ,0292−1,0 )(1,1−1,0 )

⋅(42−36 )= 37,752

x2 = X4 =36+

(1 ,0292−1,0 )(1,1−1,0 )

⋅(37−36 )=36 ,292

Momen yang terjadi :

Mlx = 0,001.Qu.lx2.x1 = 0,001 . 12,22 . 6, 852 . 37,752 = 21,6467 kNm

Mly = 0,001.Qu.lx2.x2 = 0,001 . 12,22. 6, 852. 36,292 = 20,8095 kNm

Mtx = - 0,001.Qu.lx2.x3 = - 0,001 . 12,22. 6, 852. 37,752 = -21,6467kNm

Mty = - 0,001.Qu.lx2.x4 = - 0,001 . 12,22. 6, 852. 36,292 = -20,8095 kN

2.5) Tulangan Lapangan Arah Sumbu x - x (Mlx)

Mlx = 21,6467 kNm

Mn =

Mlx

φ =

21,6467 0,8 = 27,05841331 kNm = 27058413,31Nmm

β1 = 0,8428

b =

0 ,85 .f ' c . β

f y[600600+f y

]=

0 ,85 .31 . 0 , 8428240 [600

600+240 ]= 0,06609

max = 0,75. b

= 0,75. 0,06609 = 0,04957

min =

1,4f y

= 1,4240

=0 , 00583

m =

f y

0 ,85. f ' c

=2400 , 85. 31

=9 , 10815

Rn =

Mn

b .d2=27058413,31

1000 .1242=

1,75978

18

Page 23: Tugas Besar 1

perlu =

1m [1−√1−2 . m . Rn

f y]

=

19 ,10815 [1−√1−2 .9 ,10815 . 1,75978

240 ]= 0,00759

Dari hitungan rasio tulangan () di atas diperoleh:

max = 0,04957

min = 0,00583 Syarat : min < perlu < maks

perlu = 0,00759

Karena perlu > min, maka dipakai perlu = 0,00759

As perlu = perlu .b.dx

= 0,00759.1000.124

= 941,7965 mm2

Dipakai tulangan = 12 mm

Luas tulangan (A) = ¼..D2

= ¼..122

= 113,0973 mm2

Jarak tulangan (S) =

113,0973 ⋅1000941,7965

= 120,0868 mm

Dipakai jarak tulangan : 100 mm

Jumlah tulangan (n) pada setiap 1000 mm (1 m) =

Kontrol tulangan :

As = ¼..D2.n (n = jumlah tulangan)

= ¼..122.(1000/10)

As = 1130,9733 mm2 > As perlu = 941,7965 mm2 …………………..OK!

Jadi tulangan lapangan arah sumbu-y dipakai 12 – 100 mm.

Kontrol Kapasitas Momen :

Cc = 0,85.f’c.b.a Ts = As.fy

= 0,85.31.1000.a = 0,25.π.122.(1000/100).240

= 26350.a = 271433,60527 N

Syarat Cc = Ts:

19

1000100

= 10 batang

Page 24: Tugas Besar 1

26350.a = 271433,60527

a = 10,30108 mm

Mntotal = Ts.(d - ½.a)

= 271433,60527.(124 - ½.10,30108)

= 32259736,654 Nmm

= 32,259736654 kNm

Mntotal = 32,259736654 kNm > Mn = 27,05841 kNm……………..….OK!

2.6) Tulangan Lapangan Arah Sumbu y – y (Mly)

Mly = 20,80957 kNm

Mn =

Mly

φ =

20,80957 0,8 = 26,01197118 kNm = 26011971,18 Nmm

b =

0 ,85 .f ' c . β

f y[600600+f y

]=

0 ,85 .31 . 0 , 8428240 [600

600+240 ]= 0,06609

max = 0,75. b

= 0,75. 0,06609 = 0,04957

min =

1,4f y

= 1,4240

=0 , 00583

m =

f y

0 ,85. f ' c

=2400 , 85.31

=9 ,10815

Rn=

Mn

b .d2=26011971,18

1000 .1122

= 2,07365

perlu =

1m [1−√1−2m . Rn

fy ]=

19 ,10815 [1−√1−2 .9 ,10815 . 2,07365

240 ]=0,00900

Dari perhitungan rasio tulangan () di atas diperoleh :

20

Page 25: Tugas Besar 1

- max = 0,04957

- perlu = 0,00583 Syarat : min <b<maks

- min = 0,00900

Karena perlu>min, maka yang dipakai perlu=0,00900

Asperlu = .b.dy

= 0,00900.1000.112

= 1009,113 mm2

Dipakai tulangan = 12 mm

Luas tulangan (A) = ¼..D2

= ¼..122

= 113,0973 mm2

Jarak tulangan (S) =

113,0973 . 10001009,113

=112,0759 mm

Dipakai jarak tulangan : 100 mm

Jumlah tulangan (n) pada setiap 1000 mm (1 m) =

Kontrol tulangan :

As = ¼..D2.n (n = jumlah tulangan)

= ¼..122.(1000/10)

As = 1130,9733 mm2 > As perlu = 941,7965 mm2 …………………..OK!

Jadi tulangan lapangan arah sumbu-y dipakai 12 – 100 mm.

Kontrol Kapasitas Momen :

Cc = 0,85.f’c.b.a Ts = As.fy

= 0,85.31.1000.a = 0,25.π.122.(1000/100).240

= 26350.a = 271433,60527 N

Syarat Cc = Ts:

26350.a = 271433,60527

a = 10,30108 mm

Mntotal = Ts.(d - ½.a)

= 271433,60527.(112 - ½.10,30108)

= 29002533,39 Nmm

= 29,00253339 kNm

Mntotal = 29,00253339 kNm > Mn = 26,01197118 kNm……………..….OK!

2.6) Tulangan tumpuan arah x (Mtx)

Mtx = -21,6467 kNm

21

C

Page 26: Tugas Besar 1

Besar momen Mtx = -Mlx, maka dipakai tulangan 12 – 100, dengan jumlah tulangan pada

setiap 1000 mm (1 m) adalah 7 buah.

2.7) Tulangan tumpuan arah y (Mty)

Mty = -20,80957 kNm

Besar momen Mty = -Mly, maka dipakai tulangan 12 – 100, dengan jumlah tulangan pada

setiap 1000 mm (1 m) adalah 7 buah.

C. Kesimpulan

1. Penulangan Plat Atap:

a. Arah sumbu X-X = Ø12-150 mm (BJTP – 240)

b. Arah sumbu Y-Y = Ø12-150 mm (BJTP – 240)

2. Penulangan Plat Lantai 1-3:

a. Arah sumbu X-X = Ø12-100 mm (BJTP – 240)

b. Arah sumbu Y-Y = Ø12-100 mm (BJTP – 240)

22

Page 27: Tugas Besar 1

BAB III

PERENCANAAN TANGGA

A. Perencanaan Dimensi Plat Tangga dan Bordes

1. Keterangan Umum

Lebar tangga = 120 – 200 cm

Lebar bordes = 100 – 200 cm

Ukuran lebar dan tinggi anak tangga ditentukan dengan rumus

2O + A = 60 – 65

Keterangan:

O: tinggi anak tangga (Optrade) = 16 – 20 cm

A: lebar anak tangga (Aptrade) = 20 – 30 cm

Jumlah anak tangga = Selisih tinggi lantai

O – 1

Lebar Optrade dan Aptrade dihitung dengan rumus 2O + A = 60 – 65

Direncanakan Jumlah optrade = 11 buah

Optrade = 370/2

11 = 16, 818cm (di pakai)

17 cm = 9 buah

16 cm = 2 buah

23

Page 28: Tugas Besar 1

Jumlah anak tangga = Selisih tinggi lantai

O – 1=

18516,818

– 1 = 10 buah

Diambil Antrade = 30 cm

Lebar bordes = 200 cm

Jarak tangga = 300 cm

Cek dengan rumus:

2O + A = 60 – 65

2 .(16) + (30) = 60 – 65

62 = 60 – 65 OK !

Tgα = 185300

= 0,61667

α = arc tg 0,61667 = 31,6607°

lebar tangga (0,5 x 6,55) = 3,275 m

panjang ruang tangga = (200+300) = 500 cm

tebal bordes = 15 cm

h2 =

15+1

2⋅16 ,818⋅30

√16 , 8182+302

cos31,6607 ° = 26,24034 = 27 cm

24

?

h2=h1+

12. O . A

√O2+ A2

cos α=

Page 29: Tugas Besar 1

3.300

Lantai

Lantai

27.47°

1.700

1.700

1.500

25

2,0 3,0

1,85

1,85

31,6607°

2,0 3,0

6,55

0,30

0,17

h1=0,15

h2=0,27

31,6607°

Page 30: Tugas Besar 1

B. Beban Yang Bekerja

1. Plat Tangga

a. Beban Mati (Qdl)

- Berat sendiri pelat tangga = 0,27 . 24 = 6,48 kN/m

- Berat spesi (tebal 2 cm) = 2 . 0,21 = 0,42 kN/m

- Berat keramik (tebal 1 cm)= 1 . 0,21 = 0,21 kN/m

- Berat pagar besi sisi tangga= 2 . 0,25 = 0,5 kN/m +

Qdl = 7,61 kN/m

b. Beban Hidup (Qll)

Berdasarkan PPUIG 1983 beban hidup untuk pelat tangga (pelat bengkel) sebesar 400

kg/m2

Qll = 400 kg/m2 = 4 kN/m2

c. Beban Ultimate (Qu)

Qu1 = 1, 4 QD

= 1, 4 .7,61 = 10,654 kN/m2

Qu2 = 1, 2.QD + 1,6 .QL

= 1, 2 .7,61 + 1,6 . 4,00= 15,532 kN/m2 (Terpakai)

2. Pelat Bordes

a. Beban Mati (Qdl)

- Berat sendiri pelat bordes = 0,15 . 24 = 3,6 kN/m

- Berat spesi (tebal 2 cm) = 2 . 0,21 = 0,42 kN/m

- Berat keramik (tebal 1 cm)= 1 . 0,21 = 0,21 kN/m +

Qdl = 4,23 kN/m

b. Beban Hidup (Qll)

Berdasarkan PPUIG 1983 beban hidup untuk pelat tangga (pelat bengkel) sebesar 400

kg/m2

Qll = 400 kg/m2 = 4 kN/m2

c. Beban Ultimate (Qu)

Qu1 = 1, 4 QD

= 1, 4 .4,23 = 5,922 kN/m2

Qu2 = 1, 2.QD + 1,6 .QL

= 1, 2 .4,23 + 1,6 . 4,00= 11,476 kN/m2 (Terpakai)

3. Portal

26

Page 31: Tugas Besar 1

a. Beban Mati (Qdl)

Qdl1 = 7,61 kN/m (beban mati tangga)

Qdl2 = 4,23 kN/m (beban mati bordes)

MBA =

= 20,115766 kN/m

RDLA =

= 9,593846 kN/m

RDLB =

= 21,696153 kN/m

b. Beban Hidup (Qll)

QLL1 = 4 kN/m

QLL2 = 4 kN/m

MBA =

4 32

12 52

6 22 4 2 3 3

2 4 212 5

4 3 2( ) 8.7066666667

= 10,573333 kN/m

RLLA =

27

Page 32: Tugas Besar 1

= 7,885333kN/m

RLLB =

= 12,114666 kN/m

c. Beban Terfaktor

Qu1 = 15,532 kN/m

Qu2 = 11,476 kN/m

MBA =

= 37,270653 kN/m

RA =

= 27,725469 kN/m

RB =

= 37,766530 kN/m

d. Momen – momen

Q1 = RA . 0,5.b – 0,5.Qu2.(0,5b)2

= 27,725469.0,5.2 – 0,5.11,476.(0,5.2)2

= 21.987469 kNm

Q2 = RA .b – 0,5.Qu2.b2

= 27,725469.2 – 0,5.11,476.22

= 32,498938 kNm

28

Page 33: Tugas Besar 1

Q3 = RB . 13

.c – 13

.Qu1.(13

c)2- MBA

= 36,69543 . 13

.3 – 13

.15,532.(13

3)2- 37,270653

= -4,681456 kNm

Q4 = RB . 12

.c – 12

.Qu1.(12

c)2- MBA

= 36,69543 . 12

.3 – 12

.15,532.(12

3)2- 37,270653

= 1,905642 kNm

(Qu1.c) – RB = (15,532.3) - 36,69543

= 9,90057 Kn

x '9,90057

= c−x 'RB

x '9,90057

= 3−x '36,69543

36,69543 x’ = 29,70171- 9,90057x’

36,69543 x’+ 9,90057x’= 29,70171

46,596 x’ = 29,70171

x' = 0,63743 m

x = b + x’

x = 2,63743 m

Q5 = RA . x – Qu2.b.(1/2.b+x’)- ½.Qu1.(x’)2

= 27,725469.2,63743 - 11,476.2.(1/2.2+0,63743)- ½.15,532.(0,63743)2

29

C = 3 m

b= 3 mx’

x

Page 34: Tugas Besar 1

= 32,386233 kNm

C. Penulangan Tangga

1. Perhitungan Tulangan Lentur

Dipakai momen terbesar yaitu:

Mu = 37,270653 kN/m

Dipakai diameter tulangan pokok = 12 cm

Selimut beton = 20 cm

h = 150 mm

d = h – sb – 1/2Ø

= 150 – 20 – ½.12

= 124 mm

Mn =

Mlx

φ =

37,270653 0,8 = 46,588316 kNm = 46,588316 x 106 Nmm

f’c = 31 MPa β1 = 0,8428

b =

0 ,85 .f ' c . β

f y[600600+f y

]=

0 ,85 .31 . 0 , 8428240 [600

600+240 ]= 0,06609

max = 0,75. b

= 0,75. 0,06609= 0,049571

min =

1,4f y

= 1,4240

=0 , 00583

m =

f y

0 ,85. f ' c

=2400 , 85.31

=9,108159

Rn =

Mnb .d2

=46,588316 x 106 1000 .1242

=3,029937

perlu =

1m [1−√1−2 . m . Rn

f y]

30

Page 35: Tugas Besar 1

=

19,108159 [1−√1−2. 9,108159 .3,029937

240 ]= 0,013448

Dari hitungan rasio tulangan () di atas diperoleh:

max = 0,049571

min = 0,00583 Syarat : min < perlu < maks

perlu = 0,013448

Karena perlu > min, maka dipakai perlu= 0,013448

As perlu = perlu .b.dx

= 0,013448.1000.124

= 1667,59881 mm2

Dipakai tulangan = 12 mm

Luas tulangan (A) = ¼..D2

= ¼..122

= 113,0973 mm2

Jarak tulangan (S) =

113,0973 ⋅10001667,59881

= 67,820429 mm

Dipakai jarak tulangan : 60 mm

Jumlah tulangan (n) pada setiap 1000 mm (1 m) =

Kontrol tulangan :

As = ¼..D2.n (n = jumlah tulangan)

= ¼..122.(1000/60)

As = 1884,95559 mm2 > As perlu = 1667,59881 mm2 …………………..OK!

Jadi tulangan lapangan arah sumbu-y dipakai 12 – 100 mm.

Kontrol Kapasitas Momen :

Cc = 0,85.f’c.b.a Ts = As.fy

= 0,85.31.1000.a = 0,25.π.122.(1000/60).240

= 26350.a = 452389,34212 N

Syarat Cc = Ts:

26350.a = 452389,34212

a = 10,30108 mm

Mntotal = Ts.(d - ½.a)

31

100060

= 16,67 batang

Page 36: Tugas Besar 1

= 452389,34212.(124 - ½.10,30108)

= 52212860,645 Nmm

= 52,212860645 kNm

Mntotal = 52,212860645 kNm > Mn = 46,588316 kNm……………..….OK!

2. Perhitungan Tulangan Bagi

Asperlu > 0,0018.b.h

> 0,0018.1000.150

> 270 mm2

Dipakai tulangan Ø = 10 mm

Luas tulangan (A) = ¼ .π. 102

= 78,5398 mm2

Jarak tulangan bagi(S)= A . b

As perlu

= 78,5398.1000

270

= 290,8881 mm

Dipakai jarak tulangan 250 mm

Jumlah tulangan n pada setiap 1000 mm = 1000/250 = 4 buah

Kontrol tulangan :

As = ¼.π.Ø2. 1000/s

= ¼.π.102. 1000/250

= 314,1592 mm2 > Asperlu = 270 mm2 OK!

Jadi tulangan bagi tangga di pakai Ø10 – 250

D. Hitungan Pondasi

∑ R= Pr = RDLB +RLLB

= 20,67042 + 11,74134

= 32,41176 Kn

= 3,241176 Kg

Nilai σ tanah = (0,1 – 1,0 )kg/cm2

Diambil σ tanah = 1 kg/cm2 = 100 kN/m2, maka :

Apondasi = Pσ

32

Page 37: Tugas Besar 1

= 32,41176

100

= 0,3241176 m2

Untuk 1 m panjang :

Bf = AL

Bf = 0,3241176

1 = 0,3241176 m = diambil 60 cm

bf = ½ Bf = ½.60 = 30 cm

A = (Bf +bf ) . H

2

0,3241176 = (0,6+0,3 ) . H

2

0,6482352 = 0,9 H

H = 0,6482352/0,9

= 0,72026 m

Ditetapkan ukuran pondasi:

bf = 0,3 cm

Bf = 0,6 cm

H = 1,0 m

Berat sendiri pondasi = ½ (Bf + bf).H.Lγbatukali

= ½(0,6 + 0,3).1.2,1

= 0,945 ton = 945 kg

Berat total (P) = Pr + Pbs

= 3241,176+945

33

Page 38: Tugas Besar 1

= 4186,176 kg

Kontrol tegangan tanah

σ = PA

= 4186,176

0.5 .(30+60)100

= 0,775217 Kg/cm2 < σ tanah= 1 kg/cm2 OK!

E. Kesimpulan

1. Penulangan Pelat tanggaa. Dipakai tulangan utama/pokok = Ø12 – 60b. Dipakai tulangan bagi = Ø10 – 250

2. Fondasia. Dipakai lebar pondasi atas = 0,3 cmb. Dipakai lebar pondasi bawah = 0,6 cmc. Dipakai tinggi pondasi = 1,0 m

34

Page 39: Tugas Besar 1

BAB IV

PERENCANAAN DIMENSI BALOK DAN KOLOM

A. Ketentuan

Struktur beton bangunan (Sistem Rangka Pemikul Momen Khusus) harus memenuhi syarat

sesuai dengan SNI 03 – 2847 – 2002

1. Balok (Pasal 23.3(1(4)))

a. bb > 250 mm

b. Rasio (bb /hb) > 0,30

2. Kolom (Pasal23.4(1.2)))

a. bk dan hk > 300 mm

b. Rasio (bk /hk) > 0,40

B. Perencanaan

1. Balok Atap

Jenis balok yang dipakai adalah balok dengan kedua ujung menerusdengan bentang yang

paling panjang sebagai acuan kekuatan.

a.) Arah Horizontal

L = 6,85 m = 6850 mm

h > 1/21.L

1/21 . 6850 = 326,190476 mm diambil h = 500 mm

Diambil b = 300 mm

Diambil h = 500 mm

bb > 250 mm

bb /hb = 300/500

= 0,6 > 0,3 OK

b.) Arah Vertikal

L = 7,05 m = 7050 mm

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h > 1/21.L

1/21 . 7050 = 335,714286 mm diambil h = 500 mm

Diambil b = 300 mm

Diambil h = 500 mm

bb > 250 mm

bb /hb = 300/500

= 0,6 > 0,3 OK

2. Balok Lantai

Jenis balok yang dipakai adalah balok dengan kedua ujung menerus dengan bentang yang

paling panjang sebagai acuan kekuatan.

c.) Arah Horizontal

L = 6,85 m = 6850 mm

h > 1/21.L

1/21 . 6850 = 326,190476 mm diambil h = 500 mm

Diambil b = 300 mm

Diambil h = 500 mm

bb > 250 mm

bb /hb = 300/500

= 0,6 > 0,3 OK

d.) Arah Vertikal

L = 7,05 m = 7050 mm

h > 1/21.L

1/21 . 7050 = 335,714286 mm diambil h = 500 mm

Diambil b = 300 mm

Diambil h = 500 mm

bb > 250 mm

bb /hb = 300/500

= 0,6 > 0,3 OK

3. Perencanaan Kolom

3.1 Berat balok atap

Arah horizontal = 0,3.(0,5-0,15) 24 . 6,85

= 17,262kN

Arah vertikal = 0,3.(0,5-0,15) 24 . 7,05

= 17,776 kN

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Total Berat Balok Atap = 17,262+ 17,776 = 35,028 kN

3.2 Berat balok lantai 1,2,3

Arah horizontal = (0,3 (0,5-0,15) 24 . 6,85) x 3

= 51,786 kN

Arah vertikal = (0,3 (0,5-0,15) 24 . 7.05) x 3

= 53,298 Kn

Total Berat Balok 1,2,3= 51,786 + 53,298 = 105,084 kN

3.3Berat beban mati plat atap (Qdl)

- Berat plat sendiri (tebal 12 cm) = 0,152400 = 360 kg/m2

- Berat plafond dan eternit = 20 kg/m2

- Berat finishing = 42 kg/m2

- Mechanical/electrical (M/E) = 10 kg/m 2 _+

Jumlah = 432 kg/m2

= 4,32 kN/m2

Berat beban mati plat atap = L1 . L2 . Qdl

= 6,85 . 7,05. 4,32

= 208,6236 kN

3.4 Berat beban hidup plat atap (Qll)

Berdasarkan PPIUG’83 berat beban hidup plat atap gedung = 100 kg/m2,

di tambah beban hujan = 20 kg / m2 . jadi Qll = 1,2 kN/m2

Berat beban hidup plat atap = L1 . L2 . Qll

= 6,85 . 7,05. 1,2

= 57,951 kN

3.5Berat beban mati plat lantai (Qdl)

- Keramik (tebal 10 mm) = 1 x 21 = 21 kg/m2

- Spesi (tebal 20 mm) = 2 x 21 = 42 kg/m2

- Pasir (tebal 20 mm) = 0,02 x 1600 = 32 kg/m2

- Berat plat beton (15 cm) = 0,15 x 2400 = 360 kg/m2

- Plafond dan eternit = 20 kg/m2

- Mechanical/electrical (M/E) = 10 kg/m 2 _ +

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Jumlah = 485 kg/m2

= 4,85 kN/m2

Berat beban mati plat lantai 1-3 = L1 . L2 . Qdl . 3lantai

= 6,85 . 7,05 . 4,85. 3

= 702,655875 kN

3.6 Berat beban hidup plat lantai (Qll)

Berdasarkan PPIUG’83 berat beban hidup plat lantai bengkel = 400 kg/m2,

jadi Qll = 4,0 kN/m2

Berat beban hidup plat lantai 1-3 = L1 . L2 . Qll . 3lantai

= 6,85 . 7,05 . 4,0 . 3

= 579,51 kN

3.7 Berat dinding

Partisi dalam digunakan galvalum rangka besi = 52 kg/m2 = 0,52 kN/m2

Berat dinding = (L1 + L2) x (3,85 + 3,85+ 3,85+ 3,85) x 25

= (6,85+ 7,05) x (15,4) . 0,25

= 53,515 kN

3.8Berat Sloof

Berat balok sloof (asumsi 300 x 500) = b . h. Bj (L1+L2)

= 0,3 . 0,5 . 24.(6,85+7,05)

= 50,04 kN

3.9Berat kolom

Asumsi : (dimensi kolom lantai 1,2,3,4 = 600 mm x 600 mm)

Berat kolom = 0,6 . 0,6. 24 (3,7 x 4 )

= 127,872 kN

∑P = 35,028 + 105,084 + 208,6236 + 57,951 + 702,655875 + 579,51 + 53,515 + 50,04

+ 127,872

= 1920,279475 Kn

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= 1920279,475 N

A kolom =

∑ P

0 ,85. f ' c . φ=

1920279,475 0 , 85 . 31. 0,5 = 145751,762808 mm

B = H = √ A

= √145751,762808 = 381,774492 mm < H = B = 600 mm (Asumsi)

Jadi dipakai H = B = 600 mm

C. Kesimpulan

Dimensi balok atap yang dipakai = 300 mm x 500 mm

Dimensi balok lantai yang dipakai = 300 mm x 500 mm

Dimensi balok sloof yang dipakai = 300 mm x 500 mm

Dimensi kolom yang dipakai = 600 mm x 600 mm

39

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BAB V

PERHITUNGAN PUSAT MASSA

A. Perhitungan Pusat Massa

1. Plat Atap

No

Jenis StrukturBerat (P) Pusat

Px PykN x y

1 Balok Atap As - A =0.30*(0.5-0.15)*24*26.0 = 65.520013.000

026.900

0 851.7600 1762.4880

2 Balok Atap As - B =0.30*(0.5-0.15)*24*26.0 = 65.520013.000

020.350

0 851.7600 1333.3320

3 Balok Atap As - C =0.30*(0.5-0.15)*24*26.0 = 65.520013.000

013.300

0 851.7600 871.4160

4 Balok Atap As - D =0.30*(0.5-0.15)*24*26.0 = 65.520013.000

0 6.6500 851.7600 435.7080

5 Balok Atap As - E =0.30*(0.5-0.15)*24*26.0 = 65.520013.000

0 0.0000 851.7600 0.0000

6 Balok Atap As - I =0.30*(0.5-0.15)*24*26.9 = 67.7880 0.000013.450

0 0.0000 911.7486

7 Balok Atap As - II =0.30*(0.5-0.15)*24*26.9 = 67.7880 6.850013.450

0 464.3478 911.7486

8 Balok Atap As - III =0.30*(0.5-0.15)*24*26.9 = 67.788013.100

013.450

0 888.0228 911.7486

9 Balok Atap As - IV =0.30*(0.5-0.15)*24*26.9 = 67.788019.550

013.450

0 1325.2554 911.7486

10 Balok Atap As - V =0.30*(0.5-0.15)*24*26.9 = 67.788026.000

013.450

0 1762.4880 911.7486

11 Atap (DL) =26.0*26.9*4.32 =3021.408

013.000

013.450

039278.304

040637.937

6

12 Atap (LL)=26.0*26.9*1.2*reduksi (0.5) = 419.6400

13.0000

13.4500 5455.3200 5644.1580

13 Kolom As I-A =0.6*0.6*24*1.85 = 15.9840 0.000026.900

0 0.0000 429.9696

14 Kolom As II-A =0.6*0.6*24*1.85 = 15.9840 6.850026.900

0 109.4904 429.9696

15 Kolom As III-A =0.6*0.6*24*1.85 = 15.984013.100

026.900

0 209.3904 429.9696

16 Kolom As IV-A =0.6*0.6*24*1.85 = 15.984019.550

026.900

0 312.4872 429.9696

17 Kolom As V-A =0.6*0.6*24*1.85 = 15.984026.000

026.900

0 415.5840 429.9696

18 Kolom As I-B =0.6*0.6*24*1.85 = 15.9840 0.000020.350

0 0.0000 325.2744

19 Kolom As II-B =0.6*0.6*24*1.85 = 15.9840 6.850020.350

0 109.4904 325.2744

20 Kolom As III-B =0.6*0.6*24*1.85 = 15.984013.100

020.350

0 209.3904 325.2744

21 Kolom As IV-B =0.6*0.6*24*1.85 = 15.984019.550

020.350

0 312.4872 325.2744

22 Kolom As V-B =0.6*0.6*24*1.85 = 15.984026.000

020.350

0 415.5840 325.2744

23 Kolom As I-C =0.6*0.6*24*1.85 = 15.9840 0.000013.300

0 0.0000 212.5872

24 Kolom As II-C =0.6*0.6*24*1.85 = 15.9840 6.850013.300

0 109.4904 212.5872

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25 Kolom As III-C =0.6*0.6*24*1.85 = 15.984013.100

013.300

0 209.3904 212.5872

26 Kolom As IV-C =0.6*0.6*24*1.85 = 15.984019.550

013.300

0 312.4872 212.5872

27 Kolom As V-C =0.6*0.6*24*1.85 = 15.984026.000

013.300

0 415.5840 212.5872

28 Kolom As I-D =0.6*0.6*24*1.85 = 15.9840 0.0000 6.6500 0.0000 106.2936

29 Kolom As II-D =0.6*0.6*24*1.85 = 15.9840 6.8500 6.6500 109.4904 106.2936

30 Kolom As III-D =0.6*0.6*24*1.85 = 15.984013.100

0 6.6500 209.3904 106.2936

31 Kolom As IV-D =0.6*0.6*24*1.85 = 15.984019.550

0 6.6500 312.4872 106.2936

32 Kolom As V-D =0.6*0.6*24*1.85 = 15.984026.000

0 6.6500 415.5840 106.2936

33 Kolom As I-E =0.6*0.6*24*1.85 = 15.9840 0.0000 0.0000 0.0000 0.0000

34 Kolom As II-E =0.6*0.6*24*1.85 = 15.9840 6.8500 0.0000 109.4904 0.0000

35 Kolom As III-E =0.6*0.6*24*1.85 = 15.984013.100

0 0.0000 209.3904 0.0000

36 Kolom As IV-E =0.6*0.6*24*1.85 = 15.984019.550

0 0.0000 312.4872 0.0000

37 Kolom As V-E =0.6*0.6*24*1.85 = 15.984026.000

0 0.0000 415.5840 0.0000

38 Dinding As-A =26.0*1*(1.85-0.5) = 35.113.000

026.900

0 456.3000 944.1900

39 Dinding As-B =26.0*0.5*(1.85-0.5) = 17.5513.000

020.350

0 228.1500 357.1425

40 Dinding As-C =26.0*0.5*(1.85-0.5) = 17.5513.000

013.300

0 228.1500 233.4150

41 Dinding As-D =26.0*0.5*(1.85-0.5) = 17.5513.000

0 6.6500 228.1500 116.7075

42 Dinding As-E =26.0*1*(1.85-0.5) = 35.113.000

0 0.0000 456.3000 0.0000

43 Dinding As-I =26.9*1*(1.85-0.5) = 36.315 0.000013.300

0 0.0000 482.9895

44 Dinding As-II =26.9*0.5*(1.85-0.5) = 18.1575 6.850013.300

0 124.3789 241.4948

45 Dinding As-III =26.9*0.5*(1.85-0.5) = 18.157513.100

013.300

0 237.8633241.4948

46 Dinding As-IV =26.9*0.5*(1.85-0.5) = 18.157519.550

013.300

0 354.9791 241.4948

47 Dinding As-V =26.9*1*(1.85-0.5) = 36.31526.000

013.300

0 944.1900 482.9895

48Dinding depan tangga =-(20.35*0.5*(1.85-0.5)) = -13.73625 6.8500 3.2750 -94.0933 -44.9862

JUMLAH =4743.404

361831.665

963911.338

6

ΣP = 4743,4043 kN

ΣPx = 61831,6659 kNm

ΣPy = 63911,3386 kNm

Pusat Massa x = ΣPx / ΣP = 13,0353 m

Y = ΣPy / ΣP = 13,4737 m

41

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42

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2. Lantai 3

No Jenis StrukturBerat (P) Pusat

Px PykN x y

1 Balok Atap As - A =0.30*(0.5-0.15)*24*26.0 = 65.520013.000

026.900

0 851.7600 1762.4880

2 Balok Atap As - B =0.30*(0.5-0.15)*24*26.0 = 65.520013.000

020.350

0 851.7600 1333.3320

3 Balok Atap As - C =0.30*(0.5-0.15)*24*26.0 = 65.520013.000

013.300

0 851.7600 871.4160

4 Balok Atap As - D =0.30*(0.5-0.15)*24*26.0 = 65.520013.000

0 6.6500 851.7600 435.7080

5 Balok Atap As - E =0.30*(0.5-0.15)*24*26.0 = 65.520013.000

0 0.0000 851.7600 0.0000

6 Balok Atap As - I =0.30*(0.5-0.15)*24*26.9 = 67.7880 0.000013.450

0 0.0000 911.7486

7 Balok Atap As - II =0.30*(0.5-0.15)*24*26.9 = 67.7880 6.850013.450

0 464.3478 911.7486

8 Balok Atap As - III =0.30*(0.5-0.15)*24*26.9 = 67.788013.100

013.450

0 888.0228 911.7486

9 Balok Atap As - IV =0.30*(0.5-0.15)*24*26.9 = 67.788019.550

013.450

0 1325.2554 911.7486

10 Balok Atap As - V =0.30*(0.5-0.15)*24*26.9 = 67.788026.000

013.450

0 1762.4880 911.7486

11 Balok tangga =0.30*(0.5-0.15)*24*6.55 = 16.506 5.0000 3.3250 82.5300 54.8825

12 Balok Bordes =0.30*(0.5-0.15)*24*6.55 = 16.506 0.0000 3.3250 0.0000 54.8825

13 Lantai (DL) =26.0*26.9*4.85 = 3392.090013.000

013.450

0 44097.1700 45623.6105

14 Lantai tangga (DL) =-(5*6.65*4.85) = -161.2625 5.0000 3.3250 -806.3125 -536.1978

15 Lantai (LL) =26.0*26.9*4.0*reduksi (0.5) = 1398.800013.000

013.450

0 18184.4000 18813.8600

16 Lantai tangga (LL) =-(5*6.65*4.0*reduksi 0.5) = -80.63125 2.5000 3.3250 -201.5781 -268.0989

17 Bordes (DL) =6.65*4.23 = 28.1295 0.0000 3.3250 0.0000 93.5306

18 Bordes (LL) =6.65*4*(reduksi 0.5) = 13.3 0.0000 3.3250 0.0000 44.2225

19 Tangga (DL) =6.65*7.61 = 50.6065 5.000017.075

0 253.0325 864.1060

20 Tangga (LL) =6.65*4*(reduksi 0.5) = 13.3 5.000017.075

0 66.5000 227.0975

21 Kolom As I-A =0.6*0.6*24*3.7 = 319.6800 0.000026.900

0 0.0000 8599.3920

22 Kolom As II-A =0.6*0.6*24*3.7 = 319.6800 6.850026.900

0 2189.8080 8599.3920

23 Kolom As III-A =0.6*0.6*24*3.7 = 319.680013.100

026.900

0 4187.8080 8599.3920

24 Kolom As IV-A =0.6*0.6*24*3.7 = 319.680019.550

026.900

0 6249.7440 8599.3920

25 Kolom As V-A =0.6*0.6*24*3.7 = 319.680026.000

026.900

0 8311.6800 8599.3920

26 Kolom As I-B =0.6*0.6*24*3.7 = 319.6800 0.000020.350

0 0.0000 6505.4880

27 Kolom As II-B =0.6*0.6*24*3.7 = 319.6800 6.850020.350

0 2189.8080 6505.4880

28 Kolom As III-B =0.6*0.6*24*3.7 = 319.680013.100

020.350

0 4187.8080 6505.4880

29 Kolom As IV-B =0.6*0.6*24*3.7 = 319.680019.550

020.350

0 6249.7440 6505.4880

30 Kolom As V-B =0.6*0.6*24*3.7 = 319.680026.000

020.350

0 8311.6800 6505.4880

31 Kolom As I-C =0.6*0.6*24*3.7 = 319.6800 0.000013.300

0 0.0000 4251.7440

32 Kolom As II-C =0.6*0.6*24*3.7 = 319.6800 6.850013.300

0 2189.8080 4251.7440

33 Kolom As III-C =0.6*0.6*24*3.7 = 319.6800 13.100 13.300 4187.8080 4251.7440

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0 0

34 Kolom As IV-C =0.6*0.6*24*3.7 = 319.680019.550

013.300

0 6249.7440 4251.7440

35 Kolom As V-C =0.6*0.6*24*3.7 = 319.680026.000

013.300

0 8311.6800 4251.7440

36 Kolom As I-D =0.6*0.6*24*3.7 = 319.6800 0.0000 6.6500 0.0000 2125.8720

37 Kolom As II-D =0.6*0.6*24*3.7 = 319.6800 6.8500 6.6500 2189.8080 2125.8720

38 Kolom As III-D =0.6*0.6*24*3.7 = 319.680013.100

0 6.6500 4187.8080 2125.8720

39 Kolom As IV-D =0.6*0.6*24*3.7 = 319.680019.550

0 6.6500 6249.7440 2125.8720

40 Kolom As V-D =0.6*0.6*24*3.7 = 319.680026.000

0 6.6500 8311.6800 2125.8720

41 Kolom As I-E =0.6*0.6*24*3.7 = 319.6800 0.0000 0.0000 0.0000 0.0000

42 Kolom As II-E =0.6*0.6*24*3.7 = 319.6800 6.8500 0.0000 2189.8080 0.0000

43 Kolom As III-E =0.6*0.6*24*3.7 = 319.680013.100

0 0.0000 4187.8080 0.0000

44 Kolom As IV-E =0.6*0.6*24*3.7 = 319.680019.550

0 0.0000 6249.7440 0.0000

45 Kolom As V-E =0.6*0.6*24*3.7 = 319.680026.000

0 0.0000 8311.6800 0.0000

46 Dinding As-A =26.0*1*(3.7-0.5) = 83.213.000

026.900

0 1081.6000 2238.0800

47 Dinding As-B =26.0*0.5*(3.7-0.5) = 41.613.000

020.350

0 540.8000 846.5600

48 Dinding As-C =26.0*0.5*(3.7-0.5) = 41.613.000

013.300

0 540.8000 553.2800

49 Dinding As-D =26.0*0.5*(3.7-0.5) = 41.613.000

0 6.6500 540.8000 276.6400

50 Dinding As-E =26.0*1*(3.7-0.5) = 83.213.000

0 0.0000 1081.6000 0.0000

51 Dinding As-I =26.9*1*(3.7-0.5) = 86.08 0.000013.300

0 0.0000 1144.8640

52 Dinding As-II =26.9*0.5*(3.7-0.5) = 43.04 6.850013.300

0 294.8240 572.4320

53 Dinding As-III =26.9*0.5*(3.7-0.5) = 43.0413.100

013.300

0 563.8240 572.4320

54 Dinding As-IV =26.9*0.5*(3.7-0.5) = 43.0419.550

013.300

0 841.4320 572.4320

55 Dinding As-V =26.9*1*(3.7-0.5) = 86.0826.000

013.300

0 2238.0800 1144.8640

56Dinding depan tangga =-(20.35*0.5*(1.85-0.5)) = -13.73625 6.8500 3.2750 -94.0933 -44.9862

57 Dinding Railling =3.25*1*1.2 = 3.9000 5.0000 1.6375 19.5000 6.3863

JUMLAH =13928.528

0182719.022

6189229.046

3

ΣP = 13928,5280 kN

ΣPx = 182719,0226 kNm

ΣPy = 189229,0463 kNm

Pusat Massa x = ΣPx / ΣP = 13,1183 m

y = ΣPy / ΣP = 13,5857 m

44

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3. Lantai 2

No Jenis StrukturBerat (P) Pusat

Px PykN x y

1 Balok Atap As - A =0.30*(0.5-0.15)*24*26.0 = 65.5200 13.0000 26.9000 851.7600 1762.4880

2 Balok Atap As - B =0.30*(0.5-0.15)*24*26.0 = 65.5200 13.0000 20.3500 851.7600 1333.3320

3 Balok Atap As - C =0.30*(0.5-0.15)*24*26.0 = 65.5200 13.0000 13.3000 851.7600 871.4160

4 Balok Atap As - D =0.30*(0.5-0.15)*24*26.0 = 65.5200 13.0000 6.6500 851.7600 435.7080

5 Balok Atap As - E =0.30*(0.5-0.15)*24*26.0 = 65.5200 13.0000 0.0000 851.7600 0.0000

6 Balok Atap As - I =0.30*(0.5-0.15)*24*26.9 = 67.7880 0.0000 13.4500 0.0000 911.7486

7 Balok Atap As - II =0.30*(0.5-0.15)*24*26.9 = 67.7880 6.8500 13.4500 464.3478 911.7486

8 Balok Atap As - III =0.30*(0.5-0.15)*24*26.9 = 67.7880 13.1000 13.4500 888.0228 911.7486

9 Balok Atap As - IV =0.30*(0.5-0.15)*24*26.9 = 67.7880 19.5500 13.4500 1325.2554 911.7486

10 Balok Atap As - V =0.30*(0.5-0.15)*24*26.9 = 67.7880 26.0000 13.4500 1762.4880 911.7486

11 Balok tangga =0.30*(0.5-0.15)*24*6.55 = 16.506 5.0000 3.3250 82.5300 54.8825

12 Balok Bordes =0.30*(0.5-0.15)*24*6.55 = 16.506 0.0000 3.3250 0.0000 54.8825

13 Lantai (DL) =26.0*26.9*4.85 = 3392.0900 13.0000 13.4500 44097.1700 45623.6105

14 Lantai tangga (DL) =-(5*6.65*4.85) = -161.2625 5.0000 3.3250 -806.3125 -536.1978

15 Lantai (LL) =26.0*26.9*4.0*reduksi (0.5) = 1398.8000 13.0000 13.4500 18184.4000 18813.8600

16 Lantai tangga (LL) =-(5*6.65*4.0*reduksi 0.5) = -80.63125 2.5000 3.3250 -201.5781 -268.0989

17 Bordes (DL) =6.65*4.23 = 28.1295 0.0000 3.3250 0.0000 93.5306

18 Bordes (LL) =6.65*4*(reduksi 0.5) = 13.3 0.0000 3.3250 0.0000 44.2225

19 Tangga (DL) =6.65*7.61 = 50.6065 5.0000 17.0750 253.0325 864.1060

20 Tangga (LL) =6.65*4*(reduksi 0.5) = 13.3 5.0000 17.0750 66.5000 227.0975

21 Kolom As I-A =0.6*0.6*24*3.7 = 319.6800 0.0000 26.9000 0.0000 8599.3920

22 Kolom As II-A =0.6*0.6*24*3.7 = 319.6800 6.8500 26.9000 2189.8080 8599.3920

23 Kolom As III-A =0.6*0.6*24*3.7 = 319.6800 13.1000 26.9000 4187.8080 8599.3920

24 Kolom As IV-A =0.6*0.6*24*3.7 = 319.6800 19.5500 26.9000 6249.7440 8599.3920

25 Kolom As V-A =0.6*0.6*24*3.7 = 319.6800 26.0000 26.9000 8311.6800 8599.3920

26 Kolom As I-B =0.6*0.6*24*3.7 = 319.6800 0.0000 20.3500 0.0000 6505.4880

27 Kolom As II-B =0.6*0.6*24*3.7 = 319.6800 6.8500 20.3500 2189.8080 6505.4880

28 Kolom As III-B =0.6*0.6*24*3.7 = 319.6800 13.1000 20.3500 4187.8080 6505.4880

29 Kolom As IV-B =0.6*0.6*24*3.7 = 319.6800 19.5500 20.3500 6249.7440 6505.4880

30 Kolom As V-B =0.6*0.6*24*3.7 = 319.6800 26.0000 20.3500 8311.6800 6505.4880

31 Kolom As I-C =0.6*0.6*24*3.7 = 319.6800 0.0000 13.3000 0.0000 4251.7440

32 Kolom As II-C =0.6*0.6*24*3.7 = 319.6800 6.8500 13.3000 2189.8080 4251.7440

33 Kolom As III-C =0.6*0.6*24*3.7 = 319.6800 13.1000 13.3000 4187.8080 4251.7440

34 Kolom As IV-C =0.6*0.6*24*3.7 = 319.6800 19.5500 13.3000 6249.7440 4251.7440

35 Kolom As V-C =0.6*0.6*24*3.7 = 319.6800 26.0000 13.3000 8311.6800 4251.7440

36 Kolom As I-D =0.6*0.6*24*3.7 = 319.6800 0.0000 6.6500 0.0000 2125.8720

37 Kolom As II-D =0.6*0.6*24*3.7 = 319.6800 6.8500 6.6500 2189.8080 2125.8720

38 Kolom As III-D =0.6*0.6*24*3.7 = 319.6800 13.1000 6.6500 4187.8080 2125.8720

39 Kolom As IV-D =0.6*0.6*24*3.7 = 319.6800 19.5500 6.6500 6249.7440 2125.8720

40 Kolom As V-D =0.6*0.6*24*3.7 = 319.6800 26.0000 6.6500 8311.6800 2125.8720

41 Kolom As I-E =0.6*0.6*24*3.7 = 319.6800 0.0000 0.0000 0.0000 0.0000

42 Kolom As II-E =0.6*0.6*24*3.7 = 319.6800 6.8500 0.0000 2189.8080 0.0000

43 Kolom As III-E =0.6*0.6*24*3.7 = 319.6800 13.1000 0.0000 4187.8080 0.0000

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44 Kolom As IV-E =0.6*0.6*24*3.7 = 319.6800 19.5500 0.0000 6249.7440 0.0000

45 Kolom As V-E =0.6*0.6*24*3.7 = 319.6800 26.0000 0.0000 8311.6800 0.0000

46 Dinding As-A =26.0*1*(3.7-0.5) = 83.2 13.0000 26.9000 1081.6000 2238.0800

47 Dinding As-B =26.0*0.5*(3.7-0.5) = 41.6 13.0000 20.3500 540.8000 846.5600

48 Dinding As-C =26.0*0.5*(3.7-0.5) = 41.6 13.0000 13.3000 540.8000 553.2800

49 Dinding As-D =26.0*0.5*(3.7-0.5) = 41.6 13.0000 6.6500 540.8000 276.6400

50 Dinding As-E =26.0*1*(3.7-0.5) = 83.2 13.0000 0.0000 1081.6000 0.0000

51 Dinding As-I =26.9*1*(3.7-0.5) = 86.08 0.0000 13.3000 0.0000 1144.8640

52 Dinding As-II =26.9*0.5*(3.7-0.5) = 43.04 6.8500 13.3000 294.8240 572.4320

53 Dinding As-III =26.9*0.5*(3.7-0.5) = 43.04 13.1000 13.3000 563.8240 572.4320

54 Dinding As-IV =26.9*0.5*(3.7-0.5) = 43.04 19.5500 13.3000 841.4320 572.4320

55 Dinding As-V =26.9*1*(3.7-0.5) = 86.08 26.0000 13.3000 2238.0800 1144.8640

56Dinding depan tangga =-(20.35*0.5*(1.85-0.5)) = -13.73625 6.8500 3.2750 -94.0933 -44.9862

JUMLAH = 13924.6280182699.522

6 189222.6600

ΣP = 13924,6280 kN

ΣPx = 182699,5226 kNm

ΣPy = 189222,6600 kNm

Pusat Massa x = ΣPx / ΣP = 13,1206 m

y = ΣPy / ΣP = 13,5891 m

46

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4. Lantai 1

No Jenis StrukturBerat (P) Pusat

Px PykN x y

1 Balok Atap As - A =0.30*(0.5-0.15)*24*26.0 = 65.5200 13.0000 26.9000 851.7600 1762.4880

2 Balok Atap As - B =0.30*(0.5-0.15)*24*26.0 = 65.5200 13.0000 20.3500 851.7600 1333.3320

3 Balok Atap As - C =0.30*(0.5-0.15)*24*26.0 = 65.5200 13.0000 13.3000 851.7600 871.4160

4 Balok Atap As - D =0.30*(0.5-0.15)*24*26.0 = 65.5200 13.0000 6.6500 851.7600 435.7080

5 Balok Atap As - E =0.30*(0.5-0.15)*24*26.0 = 65.5200 13.0000 0.0000 851.7600 0.0000

6 Balok Atap As - I =0.30*(0.5-0.15)*24*26.9 = 67.7880 0.0000 13.4500 0.0000 911.7486

7 Balok Atap As - II =0.30*(0.5-0.15)*24*26.9 = 67.7880 6.8500 13.4500 464.3478 911.7486

8 Balok Atap As - III =0.30*(0.5-0.15)*24*26.9 = 67.7880 13.1000 13.4500 888.0228 911.7486

9 Balok Atap As - IV =0.30*(0.5-0.15)*24*26.9 = 67.7880 19.5500 13.4500 1325.2554 911.7486

10 Balok Atap As - V =0.30*(0.5-0.15)*24*26.9 = 67.7880 26.0000 13.4500 1762.4880 911.7486

11 Balok tangga =0.30*(0.5-0.15)*24*6.55 = 16.506 5.0000 3.3250 82.5300 54.8825

12 Balok Bordes =0.30*(0.5-0.15)*24*6.55 = 16.506 0.0000 3.3250 0.0000 54.8825

13 Lantai (DL) =26.0*26.9*4.85 = 3392.0900 13.0000 13.4500 44097.1700 45623.6105

14 Lantai tangga (DL) =-(5*6.65*4.85) = -161.2625 5.0000 3.3250 -806.3125 -536.1978

15 Lantai (LL) =26.0*26.9*4.0*reduksi (0.5) = 1398.8000 13.0000 13.4500 18184.4000 18813.8600

16 Lantai tangga (LL) =-(5*6.65*4.0*reduksi 0.5) = -80.63125 2.5000 3.3250 -201.5781 -268.0989

17 Bordes (DL) =6.65*4.23 = 28.1295 0.0000 3.3250 0.0000 93.5306

18 Bordes (LL) =6.65*4*(reduksi 0.5) = 13.3 0.0000 3.3250 0.0000 44.2225

19 Tangga (DL) =6.65*7.61 = 50.6065 5.0000 17.0750 253.0325 864.1060

20 Tangga (LL) =6.65*4*(reduksi 0.5) = 13.3 5.0000 17.0750 66.5000 227.0975

21 Kolom As I-A =0.6*0.6*24*3.7 = 319.6800 0.0000 26.9000 0.0000 8599.3920

22 Kolom As II-A =0.6*0.6*24*3.7 = 319.6800 6.8500 26.9000 2189.8080 8599.3920

23 Kolom As III-A =0.6*0.6*24*3.7 = 319.6800 13.1000 26.9000 4187.8080 8599.3920

24 Kolom As IV-A =0.6*0.6*24*3.7 = 319.6800 19.5500 26.9000 6249.7440 8599.3920

25 Kolom As V-A =0.6*0.6*24*3.7 = 319.6800 26.0000 26.9000 8311.6800 8599.3920

26 Kolom As I-B =0.6*0.6*24*3.7 = 319.6800 0.0000 20.3500 0.0000 6505.4880

27 Kolom As II-B =0.6*0.6*24*3.7 = 319.6800 6.8500 20.3500 2189.8080 6505.4880

28 Kolom As III-B =0.6*0.6*24*3.7 = 319.6800 13.1000 20.3500 4187.8080 6505.4880

29 Kolom As IV-B =0.6*0.6*24*3.7 = 319.6800 19.5500 20.3500 6249.7440 6505.4880

30 Kolom As V-B =0.6*0.6*24*3.7 = 319.6800 26.0000 20.3500 8311.6800 6505.4880

31 Kolom As I-C =0.6*0.6*24*3.7 = 319.6800 0.0000 13.3000 0.0000 4251.7440

32 Kolom As II-C =0.6*0.6*24*3.7 = 319.6800 6.8500 13.3000 2189.8080 4251.7440

33 Kolom As III-C =0.6*0.6*24*3.7 = 319.6800 13.1000 13.3000 4187.8080 4251.7440

34 Kolom As IV-C =0.6*0.6*24*3.7 = 319.6800 19.5500 13.3000 6249.7440 4251.7440

35 Kolom As V-C =0.6*0.6*24*3.7 = 319.6800 26.0000 13.3000 8311.6800 4251.7440

36 Kolom As I-D =0.6*0.6*24*3.7 = 319.6800 0.0000 6.6500 0.0000 2125.8720

37 Kolom As II-D =0.6*0.6*24*3.7 = 319.6800 6.8500 6.6500 2189.8080 2125.8720

38 Kolom As III-D =0.6*0.6*24*3.7 = 319.6800 13.1000 6.6500 4187.8080 2125.8720

39 Kolom As IV-D =0.6*0.6*24*3.7 = 319.6800 19.5500 6.6500 6249.7440 2125.8720

40 Kolom As V-D =0.6*0.6*24*3.7 = 319.6800 26.0000 6.6500 8311.6800 2125.8720

41 Kolom As I-E =0.6*0.6*24*3.7 = 319.6800 0.0000 0.0000 0.0000 0.0000

42 Kolom As II-E =0.6*0.6*24*3.7 = 319.6800 6.8500 0.0000 2189.8080 0.0000

43 Kolom As III-E =0.6*0.6*24*3.7 = 319.6800 13.1000 0.0000 4187.8080 0.0000

47

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44 Kolom As IV-E =0.6*0.6*24*3.7 = 319.6800 19.5500 0.0000 6249.7440 0.0000

45 Kolom As V-E =0.6*0.6*24*3.7 = 319.6800 26.0000 0.0000 8311.6800 0.0000

46 Dinding As-A =26.0*1*(3.7-0.5) = 83.2 13.0000 26.9000 1081.6000 2238.0800

47 Dinding As-B =26.0*0.5*(3.7-0.5) = 41.6 13.0000 20.3500 540.8000 846.5600

48 Dinding As-C =26.0*0.5*(3.7-0.5) = 41.6 13.0000 13.3000 540.8000 553.2800

49 Dinding As-D =26.0*0.5*(3.7-0.5) = 41.6 13.0000 6.6500 540.8000 276.6400

50 Dinding As-E =26.0*1*(3.7-0.5) = 83.2 13.0000 0.0000 1081.6000 0.0000

51 Dinding As-I =26.9*1*(3.7-0.5) = 86.08 0.0000 13.3000 0.0000 1144.8640

52 Dinding As-II =26.9*0.5*(3.7-0.5) = 43.04 6.8500 13.3000 294.8240 572.4320

53 Dinding As-III =26.9*0.5*(3.7-0.5) = 43.04 13.1000 13.3000 563.8240 572.4320

54 Dinding As-IV =26.9*0.5*(3.7-0.5) = 43.04 19.5500 13.3000 841.4320 572.4320

55 Dinding As-V =26.9*1*(3.7-0.5) = 86.08 26.0000 13.3000 2238.0800 1144.8640

56Dinding depan tangga =-(20.35*0.5*(1.85-0.5)) = -13.73625 6.8500 3.2750 -94.0933 -44.9862

JUMLAH = 13924.6280 182699.5226 189222.6600

ΣP = 13924,6280 kN

ΣPx = 182699,5226 kNm

ΣPy = 189222,6600 kNm

Pusat Massa x = ΣPx / ΣP = 13,1206 m

y = ΣPy / ΣP = 13,5891 m

48

Page 53: Tugas Besar 1

B. Analisis Statik Ekivalen

1. Berat Bangunan Total

a. Berat Lantai Atap

a.1 Beban Mati

No Jenis StrukturBerat (P)

kN1 Balok Atap As - A =0.30*(0.5-0.15)*24*26.0 = 65.52002 Balok Atap As - B =0.30*(0.5-0.15)*24*26.0 = 65.52003 Balok Atap As - C =0.30*(0.5-0.15)*24*26.0 = 65.52004 Balok Atap As - D =0.30*(0.5-0.15)*24*26.0 = 65.52005 Balok Atap As - E =0.30*(0.5-0.15)*24*26.0 = 65.52006 Balok Atap As - I =0.30*(0.5-0.15)*24*26.9 = 67.78807 Balok Atap As - II =0.30*(0.5-0.15)*24*26.9 = 67.78808 Balok Atap As - III =0.30*(0.5-0.15)*24*26.9 = 67.78809 Balok Atap As - IV =0.30*(0.5-0.15)*24*26.9 = 67.788010 Balok Atap As - V =0.30*(0.5-0.15)*24*26.9 = 67.788011 Atap (DL) =26.0*26.9*4.32 = 3021.408013 Kolom As I-A =0.6*0.6*24*1.85 = 15.984014 Kolom As II-A =0.6*0.6*24*1.85 = 15.984015 Kolom As III-A =0.6*0.6*24*1.85 = 15.984016 Kolom As IV-A =0.6*0.6*24*1.85 = 15.984017 Kolom As V-A =0.6*0.6*24*1.85 = 15.984018 Kolom As I-B =0.6*0.6*24*1.85 = 15.984019 Kolom As II-B =0.6*0.6*24*1.85 = 15.984020 Kolom As III-B =0.6*0.6*24*1.85 = 15.984021 Kolom As IV-B =0.6*0.6*24*1.85 = 15.984022 Kolom As V-B =0.6*0.6*24*1.85 = 15.984023 Kolom As I-C =0.6*0.6*24*1.85 = 15.984024 Kolom As II-C =0.6*0.6*24*1.85 = 15.984025 Kolom As III-C =0.6*0.6*24*1.85 = 15.984026 Kolom As IV-C =0.6*0.6*24*1.85 = 15.984027 Kolom As V-C =0.6*0.6*24*1.85 = 15.984028 Kolom As I-D =0.6*0.6*24*1.85 = 15.984029 Kolom As II-D =0.6*0.6*24*1.85 = 15.984030 Kolom As III-D =0.6*0.6*24*1.85 = 15.984031 Kolom As IV-D =0.6*0.6*24*1.85 = 15.984032 Kolom As V-D =0.6*0.6*24*1.85 = 15.984033 Kolom As I-E =0.6*0.6*24*1.85 = 15.984034 Kolom As II-E =0.6*0.6*24*1.85 = 15.984035 Kolom As III-E =0.6*0.6*24*1.85 = 15.984036 Kolom As IV-E =0.6*0.6*24*1.85 = 15.984037 Kolom As V-E =0.6*0.6*24*1.85 = 15.984038 Dinding As-A =26.0*1*(1.85-0.5) = 35.139 Dinding As-B =26.0*0.5*(1.85-0.5) = 17.5540 Dinding As-C =26.0*0.5*(1.85-0.5) = 17.55

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41 Dinding As-D =26.0*0.5*(1.85-0.5) = 17.5542 Dinding As-E =26.0*1*(1.85-0.5) = 35.143 Dinding As-I =26.9*1*(1.85-0.5) = 36.31544 Dinding As-II =26.9*0.5*(1.85-0.5) = 18.157545 Dinding As-III =26.9*0.5*(1.85-0.5) = 18.157546 Dinding As-IV =26.9*0.5*(1.85-0.5) = 18.157547 Dinding As-V =26.9*1*(1.85-0.5) = 36.315

48Dinding depan tangga =-(20.35*0.5*(1.85-0.5)) = -13.73625

JUMLAH = 4323.7643Beban mati (Wm) = 4323,7643 Kn

a.2 Beban Hidup

No Jenis StrukturBerat (P)

kN1 Atap (LL) =26.0*26.9*1.2*reduksi (0.5) = 419.6400

JUMLAH = 419.6400Beban Hidup (Wh) = 429,6400 Kn

W4 = Wm + Wh

= 4323,7643 + 429,6400

= 4743,4043 Kn

50

Page 55: Tugas Besar 1

b. Berat lantai 3b.1 Beban Mati

No Jenis StrukturBerat (P)

kN

1 Balok Atap As - A =0.30*(0.5-0.15)*24*26.0 = 65.5200

2 Balok Atap As - B =0.30*(0.5-0.15)*24*26.0 = 65.5200

3 Balok Atap As - C =0.30*(0.5-0.15)*24*26.0 = 65.5200

4 Balok Atap As - D =0.30*(0.5-0.15)*24*26.0 = 65.5200

5 Balok Atap As - E =0.30*(0.5-0.15)*24*26.0 = 65.5200

6 Balok Atap As - I =0.30*(0.5-0.15)*24*26.9 = 67.7880

7 Balok Atap As - II =0.30*(0.5-0.15)*24*26.9 = 67.7880

8 Balok Atap As - III =0.30*(0.5-0.15)*24*26.9 = 67.7880

9 Balok Atap As - IV =0.30*(0.5-0.15)*24*26.9 = 67.7880

10 Balok Atap As - V =0.30*(0.5-0.15)*24*26.9 = 67.7880

11 Balok tangga =0.30*(0.5-0.15)*24*6.55 = 16.506

12 Balok Bordes =0.30*(0.5-0.15)*24*6.55 = 16.506

13 Lantai (DL) =26.0*26.9*4.85 = 3392.0900

14 Lantai tangga (DL) =-(5*6.65*4.85) = -161.2625

15 Bordes (DL) =6.65*4.23 = 28.1295

16 Tangga (DL) =6.65*7.61 = 50.6065

17 Kolom As I-A =0.6*0.6*24*3.7 = 319.6800

18 Kolom As II-A =0.6*0.6*24*3.7 = 319.6800

19 Kolom As III-A =0.6*0.6*24*3.7 = 319.6800

20 Kolom As IV-A =0.6*0.6*24*3.7 = 319.6800

21 Kolom As V-A =0.6*0.6*24*3.7 = 319.6800

22 Kolom As I-B =0.6*0.6*24*3.7 = 319.6800

23 Kolom As II-B =0.6*0.6*24*3.7 = 319.6800

24 Kolom As III-B =0.6*0.6*24*3.7 = 319.6800

25 Kolom As IV-B =0.6*0.6*24*3.7 = 319.6800

26 Kolom As V-B =0.6*0.6*24*3.7 = 319.6800

27 Kolom As I-C =0.6*0.6*24*3.7 = 319.6800

28 Kolom As II-C =0.6*0.6*24*3.7 = 319.6800

29 Kolom As III-C =0.6*0.6*24*3.7 = 319.6800

30 Kolom As IV-C =0.6*0.6*24*3.7 = 319.6800

31 Kolom As V-C =0.6*0.6*24*3.7 = 319.6800

32 Kolom As I-D =0.6*0.6*24*3.7 = 319.6800

33 Kolom As II-D =0.6*0.6*24*3.7 = 319.6800

34 Kolom As III-D =0.6*0.6*24*3.7 = 319.6800

35 Kolom As IV-D =0.6*0.6*24*3.7 = 319.6800

36 Kolom As V-D =0.6*0.6*24*3.7 = 319.6800

37 Kolom As I-E =0.6*0.6*24*3.7 = 319.6800

38 Kolom As II-E =0.6*0.6*24*3.7 = 319.6800

39 Kolom As III-E =0.6*0.6*24*3.7 = 319.6800

40 Kolom As IV-E =0.6*0.6*24*3.7 = 319.6800

41 Kolom As V-E =0.6*0.6*24*3.7 = 319.6800

42 Dinding As-A =26.0*1*(3.7-0.5) = 83.2

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43 Dinding As-B =26.0*0.5*(3.7-0.5) = 41.6

44 Dinding As-C =26.0*0.5*(3.7-0.5) = 41.6

45 Dinding As-D =26.0*0.5*(3.7-0.5) = 41.6

46 Dinding As-E =26.0*1*(3.7-0.5) = 83.2

47 Dinding As-I =26.9*1*(3.7-0.5) = 86.08

48 Dinding As-II =26.9*0.5*(3.7-0.5) = 43.04

49 Dinding As-III =26.9*0.5*(3.7-0.5) = 43.04

50 Dinding As-IV =26.9*0.5*(3.7-0.5) = 43.04

51 Dinding As-V =26.9*1*(3.7-0.5) = 86.08

52 Dinding depan tangga =-(20.35*0.5*(1.85-0.5)) = -13.73625

53 Dinding Railling =3.25*1*1.2 = 3.9000

JUMLAH = 12583.7593

Beban mati (Wm) = 12583,7593 Kn

b.2 Beban Hidup

No Jenis StrukturBerat (P)

kN

1 Lantai (LL) =26.0*26.9*4.0*reduksi (0.5) = 1398.8000

2 Lantai tangga (LL) =-(5*6.65*4.0*reduksi 0.5) = -80.63125

3 Bordes (LL) =6.65*4*(reduksi 0.5) = 13.3

4 Tangga (LL) =6.65*4*(reduksi 0.5) = 13.3

JUMLAH = 1344.7688

Beban Hidup (Wh) = 1344,7688 Kn

W3 = Wm + Wh

= 12583,7593 + 1344,7688

= 13928,5280 Kn

52

Page 57: Tugas Besar 1

c. Lantai 2c.1 Beban Mati

No Jenis StrukturBerat (P)

kN

1 Balok Atap As - A =0.30*(0.5-0.15)*24*26.0 = 65.5200

2 Balok Atap As - B =0.30*(0.5-0.15)*24*26.0 = 65.5200

3 Balok Atap As - C =0.30*(0.5-0.15)*24*26.0 = 65.5200

4 Balok Atap As - D =0.30*(0.5-0.15)*24*26.0 = 65.5200

5 Balok Atap As - E =0.30*(0.5-0.15)*24*26.0 = 65.5200

6 Balok Atap As - I =0.30*(0.5-0.15)*24*26.9 = 67.7880

7 Balok Atap As - II =0.30*(0.5-0.15)*24*26.9 = 67.7880

8 Balok Atap As - III =0.30*(0.5-0.15)*24*26.9 = 67.7880

9 Balok Atap As - IV =0.30*(0.5-0.15)*24*26.9 = 67.7880

10 Balok Atap As - V =0.30*(0.5-0.15)*24*26.9 = 67.7880

11 Balok tangga =0.30*(0.5-0.15)*24*6.55 = 16.506

12 Balok Bordes =0.30*(0.5-0.15)*24*6.55 = 16.506

13 Lantai (DL) =26.0*26.9*4.85 = 3392.0900

14 Lantai tangga (DL) =-(5*6.65*4.85) = -161.2625

15 Bordes (DL) =6.65*4.23 = 28.1295

16 Tangga (DL) =6.65*7.61 = 50.6065

17 Kolom As I-A =0.6*0.6*24*3.7 = 319.6800

18 Kolom As II-A =0.6*0.6*24*3.7 = 319.6800

19 Kolom As III-A =0.6*0.6*24*3.7 = 319.6800

20 Kolom As IV-A =0.6*0.6*24*3.7 = 319.6800

21 Kolom As V-A =0.6*0.6*24*3.7 = 319.6800

22 Kolom As I-B =0.6*0.6*24*3.7 = 319.6800

23 Kolom As II-B =0.6*0.6*24*3.7 = 319.6800

24 Kolom As III-B =0.6*0.6*24*3.7 = 319.6800

25 Kolom As IV-B =0.6*0.6*24*3.7 = 319.6800

26 Kolom As V-B =0.6*0.6*24*3.7 = 319.6800

27 Kolom As I-C =0.6*0.6*24*3.7 = 319.6800

28 Kolom As II-C =0.6*0.6*24*3.7 = 319.6800

29 Kolom As III-C =0.6*0.6*24*3.7 = 319.6800

30 Kolom As IV-C =0.6*0.6*24*3.7 = 319.6800

31 Kolom As V-C =0.6*0.6*24*3.7 = 319.6800

32 Kolom As I-D =0.6*0.6*24*3.7 = 319.6800

33 Kolom As II-D =0.6*0.6*24*3.7 = 319.6800

34 Kolom As III-D =0.6*0.6*24*3.7 = 319.6800

35 Kolom As IV-D =0.6*0.6*24*3.7 = 319.6800

36 Kolom As V-D =0.6*0.6*24*3.7 = 319.6800

37 Kolom As I-E =0.6*0.6*24*3.7 = 319.6800

38 Kolom As II-E =0.6*0.6*24*3.7 = 319.6800

39 Kolom As III-E =0.6*0.6*24*3.7 = 319.6800

40 Kolom As IV-E =0.6*0.6*24*3.7 = 319.6800

41 Kolom As V-E =0.6*0.6*24*3.7 = 319.6800

42 Dinding As-A =26.0*1*(3.7-0.5) = 83.2

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43 Dinding As-B =26.0*0.5*(3.7-0.5) = 41.6

44 Dinding As-C =26.0*0.5*(3.7-0.5) = 41.6

45 Dinding As-D =26.0*0.5*(3.7-0.5) = 41.6

46 Dinding As-E =26.0*1*(3.7-0.5) = 83.2

47 Dinding As-I =26.9*1*(3.7-0.5) = 86.08

48 Dinding As-II =26.9*0.5*(3.7-0.5) = 43.04

49 Dinding As-III =26.9*0.5*(3.7-0.5) = 43.04

50 Dinding As-IV =26.9*0.5*(3.7-0.5) = 43.04

51 Dinding As-V =26.9*1*(3.7-0.5) = 86.08

52 Dinding depan tangga =-(20.35*0.5*(1.85-0.5)) = -13.73625

JUMLAH = 12579.8593

Beban mati (Wm) = 12579,8593 Kn

c.2 Beban Hidup

No Jenis StrukturBerat (P)

kN

15 Lantai (LL) =26.0*26.9*4.0*reduksi (0.5) = 1398.8000

16 Lantai tangga (LL) =-(5*6.65*4.0*reduksi 0.5) = -80.63125

18 Bordes (LL) =6.65*4*(reduksi 0.5) = 13.3

20 Tangga (LL) =6.65*4*(reduksi 0.5) = 13.3

JUMLAH = 1344.7688

Beban Hidup (Wh) = 1344,7688 Kn

W2 = Wm + Wh

= 12579,8593 + 1344,7688

= 13924,6280 Kn

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d. Lantai 1d.1 Beban Mati

No Jenis StrukturBerat (P)

kN

1 Balok Atap As - A =0.30*(0.5-0.15)*24*26.0 = 65.5200

2 Balok Atap As - B =0.30*(0.5-0.15)*24*26.0 = 65.5200

3 Balok Atap As - C =0.30*(0.5-0.15)*24*26.0 = 65.5200

4 Balok Atap As - D =0.30*(0.5-0.15)*24*26.0 = 65.5200

5 Balok Atap As - E =0.30*(0.5-0.15)*24*26.0 = 65.5200

6 Balok Atap As - I =0.30*(0.5-0.15)*24*26.9 = 67.7880

7 Balok Atap As - II =0.30*(0.5-0.15)*24*26.9 = 67.7880

8 Balok Atap As - III =0.30*(0.5-0.15)*24*26.9 = 67.7880

9 Balok Atap As - IV =0.30*(0.5-0.15)*24*26.9 = 67.7880

10 Balok Atap As - V =0.30*(0.5-0.15)*24*26.9 = 67.7880

11 Balok tangga =0.30*(0.5-0.15)*24*6.55 = 16.506

12 Balok Bordes =0.30*(0.5-0.15)*24*6.55 = 16.506

13 Lantai (DL) =26.0*26.9*4.85 = 3392.0900

14 Lantai tangga (DL) =-(5*6.65*4.85) = -161.2625

15 Bordes (DL) =6.65*4.23 = 28.1295

16 Tangga (DL) =6.65*7.61 = 50.6065

17 Kolom As I-A =0.6*0.6*24*3.7 = 319.6800

18 Kolom As II-A =0.6*0.6*24*3.7 = 319.6800

19 Kolom As III-A =0.6*0.6*24*3.7 = 319.6800

20 Kolom As IV-A =0.6*0.6*24*3.7 = 319.6800

21 Kolom As V-A =0.6*0.6*24*3.7 = 319.6800

22 Kolom As I-B =0.6*0.6*24*3.7 = 319.6800

23 Kolom As II-B =0.6*0.6*24*3.7 = 319.6800

24 Kolom As III-B =0.6*0.6*24*3.7 = 319.6800

25 Kolom As IV-B =0.6*0.6*24*3.7 = 319.6800

26 Kolom As V-B =0.6*0.6*24*3.7 = 319.6800

27 Kolom As I-C =0.6*0.6*24*3.7 = 319.6800

28 Kolom As II-C =0.6*0.6*24*3.7 = 319.6800

29 Kolom As III-C =0.6*0.6*24*3.7 = 319.6800

30 Kolom As IV-C =0.6*0.6*24*3.7 = 319.6800

31 Kolom As V-C =0.6*0.6*24*3.7 = 319.6800

32 Kolom As I-D =0.6*0.6*24*3.7 = 319.6800

33 Kolom As II-D =0.6*0.6*24*3.7 = 319.6800

34 Kolom As III-D =0.6*0.6*24*3.7 = 319.6800

35 Kolom As IV-D =0.6*0.6*24*3.7 = 319.6800

36 Kolom As V-D =0.6*0.6*24*3.7 = 319.6800

37 Kolom As I-E =0.6*0.6*24*3.7 = 319.6800

38 Kolom As II-E =0.6*0.6*24*3.7 = 319.6800

39 Kolom As III-E =0.6*0.6*24*3.7 = 319.6800

40 Kolom As IV-E =0.6*0.6*24*3.7 = 319.6800

41 Kolom As V-E =0.6*0.6*24*3.7 = 319.6800

42 Dinding As-A =26.0*1*(3.7-0.5) = 83.2

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43 Dinding As-B =26.0*0.5*(3.7-0.5) = 41.6

44 Dinding As-C =26.0*0.5*(3.7-0.5) = 41.6

45 Dinding As-D =26.0*0.5*(3.7-0.5) = 41.6

46 Dinding As-E =26.0*1*(3.7-0.5) = 83.2

47 Dinding As-I =26.9*1*(3.7-0.5) = 86.08

48 Dinding As-II =26.9*0.5*(3.7-0.5) = 43.04

49 Dinding As-III =26.9*0.5*(3.7-0.5) = 43.04

50 Dinding As-IV =26.9*0.5*(3.7-0.5) = 43.04

51 Dinding As-V =26.9*1*(3.7-0.5) = 86.08

52 Dinding depan tangga =-(20.35*0.5*(1.85-0.5)) = -13.73625

JUMLAH = 12579.8593

Beban mati (Wm) = 12579,8593 Kn

d.2 Beban Hidup

No Jenis StrukturBerat (P)

kN

15 Lantai (LL) =26.0*26.9*4.0*reduksi (0.5) = 1398.8000

16 Lantai tangga (LL) =-(5*6.65*4.0*reduksi 0.5) = -80.63125

18 Bordes (LL) =6.65*4*(reduksi 0.5) = 13.3

20 Tangga (LL) =6.65*4*(reduksi 0.5) = 13.3

JUMLAH = 1344.7688

Beban Hidup (Wh) = 1344,7688 Kn

W1 = Wm + Wh

= 12579,8593 + 1344,7688

= 13924,6280 Kn

Berat total Bangunan = W1+W2+W3+W4

= 13924,6280 + 13924,6280 + 13928,5280 + 4743,4043

= 46521,1883 Kn

2. Waktu Getar Alami Bangunan

Dalam SNI 03-1726-2002 perhitungan T1 diatur dengan ketentuan sebagai berikut : ξ diambil

dari table sesuai dengan jenis struktur yang dipakai dan wilayah gempa, dalam perencanaan

ini bangunan masuk wilayah gempa III dengan nilai ξ = 0,068

H = H1+H2+H3+H4

= 3,7+ 3,7+ 3,7+ 3,7

= 14,8 m

T1 = ξH3/4

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= 0,068 x 14,8 ¾

= 0,5131 detik

3. Faktor Respon Gempa (C)

Setelah dihitung waktu getar alami dari struktur bangunan, maka harga dari Faktor Respon

Gempa Rencana C dapat ditentukan dari diagram spektrukm respon gempa rencana.

Dengan memperhatikan SNI 03-1726-2002 Pasal 4.7.4 dan Pasal 4.7.5, Faktor Respons

Gempa C ditentukan oleh persamaan-persamaan sebagai berikut :

a) untuk T <Tc :

C = Am

b) untuk T >Tc :

C =

A r

T

dengan ;

Ar= Am .Tc

Dari data struktur maka diperoleh (untuk wilayah 3 tanah keras dengan metode SRPMK) :

a) Waktu getar alami sudut (Tc) = 0,6

b) Percepatan puncak maksimum (A0) = 0,22

c) Percepatan respons maksimum (Am) = 0,55

d) Faktor Respons Gempa C (Ar) = 0,18

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e) Faktor reduksi gempa maksimum (Rm) = 5,50

f) Faktor keutamaan gedung ( I ) = 1

g) Koefisien pengali dari jumlah tingkat struktur gedung (ζ) = 0,19 (wilayah 3)

Dari hitungan diperoleh T1 = 0,5131 detik < Tc = 0,6detik.

Maka nilai:

C= Am

C = 0,23

Pembatasan waktu getar alami fundamental struktur gedung :

T1 ≤ ζ.n

0,5131 detik ≤ 0,19 .4 = 0,76 detik, jadi gedung tersebut memenuhi persyaratan dalam

pembatasan waktu getar alami untuk bangunan struktur.

4. Gaya Geser Horizontal Total Akibat Gempa

V =Vx = Vy = C . I

Rx Wt

= 0,55 x1

5,5x 46521,1883

= 4652,1188 kN

5. Distribusi gaya geser horizontal akibat beban gempa sepanjang tinggi bangunan (Fi)

Fi=Wi . Hi

∑ Wi . Hi.V

Dengan :

Fi = Gaya geser horizontal akibat gempa pada lantai 1

Hi = tinggi lantai ke-I terhadap lantai dasar

V = gaya geser horizontal total akibat gempa untuk arah x dan y

Hasil perhitungan distribusi gaya geser horizontal akibat beban gemapa sepanjang tinggi

bangunan dapat dilihat pada table berikut :

Tingkat Hi Wi Wi x Hi FiFy total portal

Fy total kolom

atap 14.8 4743.4043 70202.3829 860.8687 215.2172 43.04343 11.1 13928.5280 154606.6608 1895.8905 473.9726 94.79452 7.4 13924.6280 103042.2472 1263.5731 315.8933 63.17871 3.7 13924.6280 51521.1236 631.7866 157.9466 31.5893

Jumlah 46521.1883 379372.4145 4652.1188 1163.0297 232.6059

58