tugas besar 1
TRANSCRIPT
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
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
KATA PENGANTAR
iii
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
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
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
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
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
- 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
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
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
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
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
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
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
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
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
= 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
= 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
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
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
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
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
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
- 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
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
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
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=
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°
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
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
= 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
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
= 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
=
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
= 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
= 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
= 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
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
35
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
36
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 _ +
37
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
38
= 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
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
40
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
42
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
43
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
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
45
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
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
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
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
49
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
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
51
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
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
53
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
54
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
56
= 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
57
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