PROYEK HOTEL LOMBOK NUSA TENGGARA BARAT
LAPORAN PERHITUNGAN STRUKTUR
JAKARTA, SEPTEMBER 2014
PT. ADINATA SURYA PRATAMA Jl. Leuwinanggung Rukan Center Point Blok AA 04 No 02 , Cimanggis Cibubur 16963 – Indonesia Telp : 62-813-89997677 dan 62-87879310938 e-mail :
[email protected] dan
[email protected]
DAFTAR ISI
I.
KRITERIA DESAIN…………………………………………………………………………………………
II.
SISTEM PEMBEBANAN……………………………………………………………………………….
III.
PERHITUNGAN MASSA LANTAI, GAYA GESER GEMPA DAN EKSENTRISITAS RENCANA……………………………………………………………………………………………………
IV.
ANALISA STORY DRIFT ………………………………………………………………………………
V.
ANALISA PELAT LANTAI……………………………………………………………………………..
VI.
ANALISA KEKUATAN KOLOM, SHEARWALL LIFT DAN BALOK - KOLOM………………………………………………………………………………………………… - SHEARWALL LIFT…………………………………………………………………………………. - BALOK…………………………………………………………………………………………………
VII.
PERHITUNGAN KEBUTUHAN PONDASI………………………………………………………
VIII.
PERHITUNGAN TIE BEAM………………………………………………………………………….
IX.
PERHITUNGAN PILECAP……………………………………………………………………………
VISUALISASI 3D INPUT DATA OUTPUT DATA GAMBAR STRUKTUR
I. KRITERIA DESAIN
KRITERIA DESAIN A. KETERANGAN UMUM 1.
Nama Gedung
:
Hotel Lombok
2.
Lokasi Gedung
:
Jl. Jendral Sudirman – Lombok Barat, Nusa Tenggara Barat
3.
Diskripsi Gedung Bangunan Hotel Lombok ini terdiri dari 2 bangunan yang menjadi satu kesatuan tanpa adanya dilatasi. Bangunan tower hotel ini terdiri dari 11 lantai + 1 lantai dak atap + 1 lantai LMR dan 1 lantai basement yang diperuntukan sebagai hotel, lalu untuk bangunan area ruang rapat dan ballroom terdiri hanya 2 lantai. Struktur bangunan ini dirancang menggunakan konstruksi beton, sedangkan untuk atap ballroom menggunakan struktur atap baja.
4.
Sistem Struktur Menggunakan system ganda open frame (balok + kolom dan corewall) untuk Tower Hotel, system struktur tanpa adanya dilatasi, menjadi satu kesatuan system ganda open frame untuk struktur bawah maupun atas
5.
Sistem Pondasi Sistem pondasi menggunakan borepile + pile cap, tiang borepile terkonsentrasi di area kolom dan core wall dengan ukuran tiang bore adalah diameter 500 mm2 untuk area tower hotel dan pelat setempat untuk area ruang rapat dan ballroom, dengan panjang effektif sampai tanah keras.
6.
Sistem Dinding Ground Water Tank (GWT) dan Sewage Treatment Tank (STP) Menggunakan sistem dinding beton bertulang dengan ketebalan sebagai berikut : -
Untuk dinding GWT, tebal dinding = 20 cm
-
Untuk dinding STP, tebal dinding = 20 cm
B. KRITERIA PERANCANGAN STRUKTUR 01. Peraturan a. Standar Perencanaan Ketahanan Gempa untuk Struktur Bangunan Gedung (SNI726-2002). b. Tata Cara Penghitungan Struktur Beton untuk Bangunan Gedung (SNI-03-28472002). c. Tata Cara Perencanaan Pembebanan untuk Rumah dan Gedung (SNI-1727-1989-F). d. Tata Cara Perencanaan Bangunan Baja untuk Gedung (SNI-1729-1989-F). e. Standard dan Tata Cara Perhitungan Struktur untuk Bangunan Gedung, SKSNI T-151991-03 02. Peraturan Dan Ketentuan Lain Yang Relevan a. Pedoman Perencanaan Pembebanan untuk Gedung (SKBI-1.3.53.1987) b. Peraturan Beton Bertulang Indonesia 1971 (NI-2). c. Pedoman Perencanaan Bangunan Baja Indonesia (PPBBI-1987). d. Pedoman Perencanaan Ketahanan Gempa untuk Gedung, SKBI-1.3.53.1987 e. Buku Pedoman Perencanaan untuk Struktur Beton Bertulang Biasa dan Struktur Tembok Bertulang untuk Gedung 1983, Ditjen Cipta karya, Direktorat Penyelidikan
Masalah Bangunan, DPU – 1983. f. Persyaratan Umum Bahan Bangunan di Indonesia PUBI 1982. g. ACI 318M-95, Building Code Requirements for Reinforced Concrete, American Concrete Institute, 1995. h. ACI 318RM-95, Building Code Requirements for Reinforced Concrete, American Concrete Commentary, American Concrete Institute, 1995. i. Manual of Steel Construction, Load & Resistance Faktor Design, AISC, 1994. j. American Standard Testing Materials, American Society for Testing and Materials, USA. k. Uniform Building Code 1997, Vol. 2, Structural Engineering Design Provisions, ICBO, USA. l. American Welding Society (AWS) Structural Welding Code, USA. 03. Spesifikasi Bahan a. Mutu Beton -
Pile Cap
= K-350 (f’c = 29,05 Mpa)
-
Borepile
= K-225 (f’c = 18,675 Mpa)
-
Tie Beam & Pondasi Setempat = K-350 (f’c = 29,05 Mpa)
-
Pelat dan balok
= K-350 (f’c = 29,05 Mpa)
-
Kolom dan core wall
= K-350 (f’c = 29,05 MPa)
-
STP, GWT, K. Renang
= K-350 (f’c = 29,05 MPa)
b. Mutu Baja Tulangan Baja tulangan polos U-24 (fy = 240 Mpa)
= Ø8, Ø10, Ø12
Baja tulangan deform U-40 (fy = 400 Mpa) = D10, D13, D16, D19, D22, D25, D28, D32 c. Mutu baja profil : SS41 atau BJ37 (fy = 240 Mpa) d. Modulus Elastisitas Beton Mutu Beton (Mpa)
Modulus Elastisitas (Mpa)
fc' = 29,05
25332
fc' = 18,675
20310
04. Pembebanan a. Beban Mati - Beton bertulang
: 2400 kg/m3
- Baja
: 7850 kg/m3
- Pasir
: 1800 kg/m3
- Tanah urug
: 1700 kg/m3
- Tembok hable / selcon
:
180 kg/m2
- Plafon, ducting AC, lampu/penerangan
:
25 kg/m2
- Air
: 1000 kg/m3
- Dinding partisi
:
50 kg/m2
- Penutup atap genteng dengan reng & kaso :
50 kg/m2
- Penutup atap metal sheet
7,5 kg/m2
:
b. Beban hidup Berikut ini ditampilkan besaran beban hidup sebelum direduksi dan setelah direduksi menurut Pedoman Perencanaan Pembebanan untuk Gedung 1987 : Beban Hidup untuk Analisa Pelat Lantai dan Balok Anak (kg/m2)
Beban Hidup ntuk Analisa Beban Vertikal Balok Portal (kg/m2)
Beban Hidup Massa Lantai untuk Analisa Beban Gempa (kg/m2)
Parkir
400
360 (90%)
200 (50%)
Parkir Lantai Dasar
800
720 (90%)
400 (50%)
Ruko
400
320 (80%)
320 (80%)
Tempat Ibadah
250
225 (90%)
125 (50%)
Sekolah
300
270 (90%)
150 (50%)
Kantor
250
150 (60%)
75 (30%)
Gudang
600
480 (80%)
480 (80%)
AHU, R. Mesin Lift, R. M/E
600
540 (90%)
540 (90%)
Hunian Taman Bermain, Lapangan Tenis, Balai Pertemuan Kolam Renang
200
150 (75%)
60 (30%)
400
360 (90%)
200 (50%)
1500
1500 (100%)
1500 (100%)
Ruangan
Khusus dalam perhitungan untuk keperluan analisa kumulatif gaya axial kolom dan pembebanan ke pondasi, dilakukan reduksi sebagai berikut :
Jumlah Lantai Yang Dipikul
Koefisien Reduksi Yang Dikalikan Dengan Beban Hidup Komulatif
1
1,0
2
1,0
3
0,90
4
0,80
5
0,70
6
0,60
7
0,50
8 atau lebih
0,40
Beban hidup air hujan pada penutup atap = 20 kg/m2. Beban hidup plat lantai atap = 100 kg/m2, jika tidak ada peralatan M/E, untuk beban hidup roof tank = 1500 kg/m2.
c. Beban Gempa Beban geser dasar (base shear) V
:
Cs x W
V
:
Gaya Dasar Seismik.
Cs :
Koefisien Respon Seismik.
I
Faktor keutamaan kategori II = 1,0
:
W :
Berat seismik struktur.
R
Faktor modifikasi respons, R = 6,5
:
Cd :
Faktor pembesaran defleksi = 5.
Ω0 :
Faktor kuat lebih sistem = 2,5
Lokasi bangunan pada tanah lunak (SE) dengan kategori design seismik D ( Lombok ) sesuai dengan peta gempa Indonesia, dengan SDS = 0,60 dan SD1 = 0,63.
Design respon spektrum untuk kategori D pada tanah lunak berdasarkan SNI 1726-2012.
d. Kombinasi Pembebanan. i.
Beban tetap U = 1 DL + 1 LL U = 1,4 DL U = 1,2 DL + 1,6 LLR
ii.
Beban sementara akibat gempa dengan R = 6.5 U= (1,2 + 0,2 SDS) DL + LL Eρ
U = 1,3538 DL + 0,5 LL + 1,3 EX + 0,39 EY U = 1,2828 DL + 0,5 LL + 1,3 EX - 0,39 EY U = 1,1172 DL + 0,5 LL - 1,3 EX + 0,39 EY U = 1,0462 DL + 0,5 LL - 1,3 EX - 0,39 EY U = 1,3538 DL + 0,5 LL + 0,39 EX + 1,3 EY U = 1,2828 DL + 0,5 LL + 0,39 EX - 1,3 EY U = 1,1172 DL + 0,5 LL - 0,39 EX + 1,3 EY U = 1,0462 DL + 0,5 LL - 0,39 EX - 1,3 EY iii. Beban sementara akibat gempa kuat perlu maksimum untuk struktur bawah dengan faktor kuat lebih struktur (Ω0 = 2.5) = (1,2 + 0,2 SDS) DL + LL Ω0*E
U -
U U U U U U U U
= 1,3538 DL + 0,5 LL = 1,2828 DL + 0,5 LL = 1,1172 DL + 0,5 LL = 1,0462 DL + 0,5 LL = 1,3538 DL + 0,5 LL = 1,2828 DL + 0,5 LL = 1,1172 DL + 0,5 LL = 1,0462 DL + 0,5 LL
+ 2,5 EX + 0,75 EY + 2,5 EX – 0,75 EY - 2,5 EX + 0,75 EY - 2,5 EX – 0,75 EY + 0,75 EX + 2,5 EY + 0,75 EX – 2,5 EY - 0,75 EX + 2,5 EY - 0,75 EX – 2,5 EY
iv. Beban sementara U = (0,9 + 0,2 SDS) DL ρE -
-
U U U U U U U U
= 1,0538 DL + 1,3 EX + 0,39 EY = 0,9828 DL + 1,3 EX – 0,39 EY = 0,8172 DL - 1,3 EX + 0,39 EY = 0,7462 DL - 1,3 EX – 0,39 EY = 1,0538 DL + 0,39 EX + 1,3 EY = 0,9828 DL + 0,39 EX – 1,3 EY = 0,8172 DL - 0,39 EX + 1,3 EY = 0,7462 DL - 0,39 EX – 1,3 EY
05. Perancangan Struktur a. Sistem Struktur Atas dan Struktur Bawah Sistem struktur yang direncanakan pada area tower hotel , menggunakan sistem struktur kombinasi : core wall (cw) dan balok + kolom (open frame). Sistem struktur yang direncanakan pada area ballroom dan ruang rapat, sistem struktur kombinasi : balok + kolom (open frame). Struktur dianalisa dengan model 3 dimensi menggunakan program Etabs Versi 9.20 secara keseluruhan dari struktur atas sampai struktur bawah. Struktur atas dan struktur bawah juga dianalisis terhadap pengaruh gempa rencana. Karena struktur bawah tidak boleh gagal terlebih dahulu dari struktur atas, maka struktur bawah harus dapat memikul pembebanan gempa maksimum akibat pengaruh Gempa Rencana (Vm) yang dapat diserap oleh struktur atas dalam kondisi di ambang keruntuhan. Dalam analisis struktur atas digunakan nilai factor reduksi gempa R = 6,50 sedangkan untuk analisis struktur bawah diperhitungkan factor kuat lebih struktur (Ω0 = 2,5), diambil dari Standar Perencanaan Ketahanan Gempa Untuk Struktur Bangunan Gedung (SNI-1726-2012). b. Exentrisitas pusat massa terhadap pusat rotasi lantai tingkat Pusat massa lantai tingkat suatu struktur gedung adalah titik rangkap resultante beban mati, berikut beban hidup yang sesuai, yang bekerja pada lantai tingkat itu. Pada perencanaan struktur gedung, pusat massa adalah titik tangkap beban gempa static ekuivalen atau gaya gempa dinamik. Pusat rotasi lantai tingkat suatu struktur gedung adalah suatu titik pada lantai tingkat itu yang bila suatu beban horizontal bekerja padanya, lantai tingkat tersebut tidak berotasi, tetapi hanya bertranslasi, sedangkan lantai-lantai tingkat lainnya yang tidak mengalami beban horizontal semuanya berotasi dan bertranslasi. Antara pusat massa dan pusat rotasi lantai tingkat harus ditinjau suatu eksentrisitas rencana ed. Apabila ukuran horizontal terbesar denah struktur gedung pada lantai tingkat itu, diukur tegak lurus pada arah pembebanan gempa, dinyatakan dengan b, maka eksentrisitas rencana e d harus ditentukan sebagai berikut : - Untuk 0 < e 0,3 b : ed = 1,5 e + 0,05 b atau ed = e - 0,05 b dan dipilih diantara keduanya yang pengaruhnya paling menentukan untuk unsur atau subsistem struktur gedung yang ditinjau : - Untuk e > 0,3 b : ed = 1,33 e + 0,1 b atau ed = 1,17 e - 0,1 b dan dipilih diantara keduanya yang pengaruhnya paling menentukan untuk unsur atau subsistem struktur gedung yang ditinjau.
Dalam perencanaan struktur gedung terhadap pengaruh gempa rencana eksentristias rencana e d antara pusat massa dan pusat rotasi lantai tingkat harus ditinjau baik dalam analisis static, maupun dalam analisis dinamik 3 dimensi. c. Kekakuan struktur Karena dalam perencanaan struktur gedung terhadap pengaruh gempa rencana harus memperhitungkan peretakan beton, maka momen inersia penampang unsur struktur dapat ditentukan sebesar momen inersia penampang utuh dikalikan dengan suatu persentase efektif. Berikut ini besaran persentase penampang efektif : - Untuk kolom dan balok rangka beton bertulang terbuka
: 75%
- Untuk dinding geser beton bertulang arah mayor
: 70%
- Untuk dinding geser beton bertulang arah minor
: 35%
- Untuk pelat beton
: 25%
d. Pembatasan waktu getar alami fundamental Untuk mencegah struktur gedung yang terlalu flexible, nilai waktu getar alami fundamental T1 dibatasi dengan rumus : T1 < x n
: 0,18 (SDC D)
n
: jumlah tingkat.
T1 : waktu getar maximum. Hotel Lombok : T1 < 0,18 x 11 = 1,98 dtk e. Pengaruh P-delta Pada waktu analisis model 3 dimensi, diperhitungkan juga pengaruh P-Delta, yaitu suatu gejala yang terjadi pada struktur gedung yang flexible, dimana simpangan ke samping yang besar akibat beban gempa lateral menimbulkan beban lateral tambahan dan momen tambahan yang terjadi oleh beban gravitasi yang titik tangkapnya bergeser kesamping. f. Arah pembebanan gempa Dalam pembebanan gempa, arah utama pengaruh gempa rencana ditentukan sedemikian rupa, sehingga memberi pengaruh terbesar terhadap unsur-unsur subsistem dan sistem struktur gedung secara keseluruhan.
Untuk mensimulasikan arah pengaruh gempa rencana yang sembarang
terhadap struktur gedung, pengaruh pembebanan gempa dalam arah utama yang sudah ditentukan, harus dianggap efektif 100% dan harus dianggap terjadi bersamaan dengan pengaruh pembebanan gempa dalam arah tegak lurus pada arah utama pembebanan tadi, tetapi dengan efektifitas hanya 30%. 06. Perancangan Pondasi dan Galian a. Sistem Pondasi Sistem pondasi menggunakan tiang bore + pile cap, tiang pancang terkonsentrasi di area kolom dan core wall dengan ukuran tiang adalah diameter 500 mm2 untuk area tower dan pondasi setempat untuk area ballroom dan ruang rapat, kedalaman tiang bore mencapai tanah keras.
Dari hasil penyelidikan tanah yang sudah dilakukan, diperoleh daya dukung tiang sebagai berikut : 1. Tiang bore diameter 500 mm2 , daya dukung aksial tekan ijin, P ijin = 80 ton 2. Pondasi Setempat , dengan tegangan ijin tanah = 1,5 kg/cm2 b. Sistem Dinding Ground Water Tank ( GWT ) dan Sawage Treatment Plant ( STP ) Menggunakan sistem dinding beton bertulang dengan ketebalan sebagai berikut : -
Untuk dinding GWT, tebal dinding = 20 cm
-
Untuk dinding STP, tebal dinding = 20 cm
c. Sistem Galian. Karena lahan yang cukup luas, sistem galian pile dilakukan dengan open cut dengan kemiringan lereng ditentukan sebesar 1H:2V.
07. Pemodelan Struktur Dalam melakukan perhitungan, struktur dimodelkan sebagai sistem struktur dengan kombinasi core wall (CW) dan balok + kolom. Penggunaan balok link hanya terbatas pada link beam yang menghubungkan antara core wall sehingga core wall menjadi satu kesatuan struktur. Perhitungan dilakukan dengan menggunakan program ETABS 9.20 yang dibantu oleh program-progam lainnya yaitu PCACOL untuk sebagian diagram interaksi, dan EXCEL untuk perhitungan-perhitungan yang lebih umum.
Jakarta, September 2014
Ir. Panji Puspoyono
II. SISTEM PEMBEBANAN
SISTEM PEMBEBANAN
Lantai Parkir Basement =
312 kg/m
2
=
100 kg/m
2
LL
=
400 kg/m
2
TL
=
812 kg/m
2
DL
=
312 kg/m
- Finishing (Plafond+M/E)
=
150 kg/m
- Partisi/Dinding
=
250 kg/m
=
712 kg/m
LL
=
250 kg/m
TL
=
962 kg/m
DL
=
312 kg/m
- Finishing (Plafond+M/E)
=
150 kg/m
- Partisi/Dinding
=
250 kg/m
=
712 kg/m
LL
=
400 kg/m
TL
=
1112 kg/m
DL
=
312 kg/m
=
100 kg/m
=
412 kg/m
LL
=
400 kg/m
TL
=
812 kg/m
- Slab, t = 130 mm
:
0,13 x 2400
DL
- Finishing - Beban Hidup
Lantai Hotel - Slab, t = 130 mm
:
0,13 x 2400
- Beban Hidup
2 2 2 2 2 2
Lantai Ballroom - Slab, t = 130 mm
:
0,13 x 2400
- Beban Hidup
2 2 2 2 2 2
Lantai Rapat - Slab, t = 130 mm
:
0,13 x 2400
- Finishing (Plafond+M/E)
- Beban Hidup (peralatan M/E) -
2 2 2 2 2
III.
PERHITUNGAN MASSA LANTAI, GAYA GESER GEMPA DAN EKSENTRISITAS RENCANA
GEMPA ARAH - X Sds Sd1 S1 R I Tx k
: : : : : : :
0.5945 0.624 0.39 6.5 1 1.2264 1.3632
Csx Csxmax Csxmin Csxmin
: : : :
0.0915 0.0783 0.0262 0.03 (untuk S1 ≥ 0.6g)
diambil Cs
:
0.0783
V = Cs.W Vstat 0.85Vstat Vdyn koreksi
: : : :
4176.7 3550.2 1822.8 1.9477
lantai LT.LMR LT.ATAP LT.11 LT.10 LT.9 LT.8 LT.7 LT.6 LT.5 LT.3 LT.2
Elevasi (m)
g g g
Detik
Massa
43.1 63.0006 39.8 452.7623 36.2 472.2465 32.6 475.3744 29 478.2717 25.4 481.8609 21.8 484.6501 18.2 487.2023 14.6 489.4005 11 548.366 6.4 1005.8413
berat (wx) (Kn)
Wx.hx^k
618.04 4441.60 4632.74 4663.42 4691.85 4727.06 4754.42 4779.45 4801.02 5379.47 9867.30
104498.00 673713.53 617511.87 538889.55 462234.28 388721.37 317439.25 249510.18 185592.89 141367.64 123928.34
53356.36
3803406.90
CVx (Kn) 0.03 0.18 0.16 0.14 0.12 0.10 0.08 0.07 0.05 0.04 0.03
STATIK EKIVALEN Vx Fx (Kn) (Kn) 114.75 739.84 678.12 591.78 507.60 426.88 348.60 274.00 203.81 155.24 136.09
114.75 739.84 678.12 591.78 507.60 426.88 348.60 274.00 203.81 155.24 136.09
STATIK 85% 0.85 Vx Fx (Kn) (Kn) 97.54 628.87 576.40 503.02 431.46 362.84 296.31 232.90 173.24 131.96 115.68
97.54 628.87 576.40 503.02 431.46 362.84 296.31 232.90 173.24 131.96 115.68
DINAMIK Vx Fx (Kn) (Kn) 68.92 392.56 667.48 890.16 1076.15 1240.37 1386.81 1511.91 1616.73 1715.24 1822.78
68.92 323.64 274.92 222.68 185.99 164.22 146.44 125.10 104.82 98.51 107.54
DINAMIK KOREKSI Vx Fx (Kn) (Kn)
Vx (Kn)
Fx (Kn)
134.24 764.59 1300.05 1733.76 2096.01 2415.86 2701.08 2944.74 3148.90 3340.76 3550.22
134.24 764.59 1300.05 1733.76 2096.01 2415.86 2701.08 2944.74 3148.90 3340.76 3550.22
134.24 630.35 535.46 433.71 362.25 319.85 285.22 243.66 204.16 191.87 209.46
134.24 630.35 535.46 433.71 362.25 319.85 285.22 243.66 204.16 191.87 209.46
Desaign
% gempa :
6.402205
GEMPA ARAH - Y Sds Sd1 S1 R I Ty k
: : : : : : :
0.5945 0.624 0.39 6.5 1 1.2264 1.3632
Csy Csymax Csymin Csymin
: : : :
0.0915 0.0783 0.0262 0.03 (untuk S1 ≥ 0.6g)
diambil Cs
:
0.0783
V = Cs.W V stat 0.85Vstat Vdyn koreksi
: : : :
4176.7 3550.2 1871.2 1.8973
lantai LT.LMR LT.ATAP LT.11 LT.10 LT.9 LT.8 LT.7 LT.6 LT.5 LT.3 LT.2
Elevasi (m)
g g g
Detik
Massa Ton
43.1 63.0006 39.8 452.7623 36.2 472.2465 32.6 475.3744 29 478.2717 25.4 481.8609 21.8 484.6501 18.2 487.2023 14.6 489.4005 11 548.366 6.4 1005.8413
berat (wx) (Kn)
Wx.hx^k
618.04 4441.60 4632.74 4663.42 4691.85 4727.06 4754.42 4779.45 4801.02 5379.47 9867.30
104498.00 673713.53 617511.87 538889.55 462234.28 388721.37 317439.25 249510.18 185592.89 141367.64 123928.34
53356.36
3803406.90
Cvy (Kn) 0.03 0.18 0.16 0.14 0.12 0.10 0.08 0.07 0.05 0.04 0.03
STATIK EKIVALEN Vy Fy (Kn) (Kn) 114.75 739.84 678.12 591.78 507.60 426.88 348.60 274.00 203.81 155.24 136.09
114.75 739.84 678.12 591.78 507.60 426.88 348.60 274.00 203.81 155.24 136.09
STATIK 85% 0.85 Vy Fy (Kn) (Kn) 97.54 628.87 576.40 503.02 431.46 362.84 296.31 232.90 173.24 131.96 115.68
97.54 628.87 576.40 503.02 431.46 362.84 296.31 232.90 173.24 131.96 115.68
DINAMIK Vy Fy (Kn) (Kn) 62.8 406.66 685.48 903.66 1085.26 1243.66 1385.44 1515.73 1631.94 1740.69 1871.16
62.80 343.86 278.82 218.18 181.60 158.40 141.78 130.29 116.21 108.75 130.47
DINAMIK KOREKSI VY FY (Kn) (Kn)
Vy (Kn)
Fy (Kn)
119.15 771.57 1300.59 1714.55 2059.10 2359.64 2628.64 2875.85 3096.34 3302.67 3550.22
119.15 771.57 1300.59 1714.55 2059.10 2359.64 2628.64 2875.85 3096.34 3302.67 3550.22
119.15 652.42 529.02 413.96 344.56 300.54 269.00 247.20 220.49 206.34 247.55
119.15 652.42 529.02 413.96 344.56 300.54 269.00 247.20 220.49 206.34 247.55
Desaign
% gempa :
6.653787
DIAGRAM GAYA GESER TINGKAT LANTAI STRUKTUR GEDUNG R = 6.5
50
45
Vx statik Vx dinamik
40
Vy statik Vy dynamic
KETINGGIAN (m)
35
30
25
20
15
10
5
0 0
500
1000
GAYA GESER TINGKAT (Kn )
1500
2000
PERHITUNGAN EKSENTRISITAS DESAIN Proyek CENTER OF MASS Story
LT.LMR LT.ATAP LT.11 LT.10 LT.9 LT.8 LT.7 LT.6 LT.5 LT.3 LT.2
x (m)
y (m) 20 20 20 20 20 20 20 20 20 20
CENTER OF RIGIDITY x (m)
20 20 20 20 20 20 20 20 20 20
y (m) 20 20 20 20 20 20 20 20 20 20
20 20 20 20 20 20 20 20 20 20
:
HOTEL LOMBOK
EKSENTRISITAS
EKSENTRSISITAS TORSI TAK TERDUGA ARAH X
ec (x) (m)
b(y) (m)
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
ec (y) (m) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
70.00 70.00 70.00 70.00 70.00 70.00 70.00 70.00 70.00 70.00
5% b(y) (m) 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50
ed 2 (m) 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50
EKSENTRSISITAS TORSI TAK TERDUGA ARAH Y b(x) (m) 42.55 42.55 42.55 42.55 42.55 42.55 42.55 42.55 42.55 42.55
5% b(y) (m) 2.13 2.13 2.13 2.13 2.13 2.13 2.13 2.13 2.13 2.13
ed 2 (m) 2.13 2.13 2.13 2.13 2.13 2.13 2.13 2.13 2.13 2.13
ECENTRICITY DESIGN ARAH X X (m) 35.00 35.00 35.00 35.00 35.00 35.00 35.00 35.00 35.00 35.00
Y (m)
ECENTRICITY DESIGN ARAH Y X (m)
38.50 38.50 38.50 38.50 38.50 38.50 38.50 38.50 38.50 38.50
23.40 23.40 23.40 23.40 23.40 23.40 23.40 23.40 23.40 23.40
Y (m) 21.28 21.28 21.28 21.28 21.28 21.28 21.28 21.28 21.28 21.28
IV. ANALISA STORY DRIFT
Pemeriksaan story drift perpindahan lateral harus ditentukan berdasarkan rumus berikut :
δx Cd Cdx Cdx δxe Ie δx
= = = = = = =
Cd.δxe Ie Factor amplifikasi defleksi Factor amplifikasi defleksi arah X = 5 Factor amplifikasi defleksi arah X = 5 Lendutan elastik, dihitung pada pusat massa tingkat 1 Lendutan inelastik, dihitung pada pusat massa tingkat, juga harus meninjau titik dimana terjadi simpangan terbesar
Drift pada pusat Massa
Lantai LT.LMR LT.ATAP LT.11 LT.10 LT.9 LT.8 LT.7 LT.6 LT.5 LT.3 LT.2
hs (mm) 3300 3600 3600 3600 3600 3600 3600 3600 3600 4600 6400
δxe (mm) 45.0559 39.4082 36.5759 33.3707 29.7636 25.8493 21.6944 17.366 13.0038 8.6966 3.6455
δx (mm) 225.28 197.04 182.88 166.85 148.82 129.25 108.47 86.83 65.02 43.48 18.23
Δ (mm) 28.24 14.16 16.03 18.04 19.57 20.77 21.64 21.81 21.54 25.26 18.23
Δa (mm) 66 72 72 72 72 72 72 72 72 92 128
Cek arah x ok ok ok ok ok ok ok ok ok ok ok
δye (mm) 46.9585 44.9952 42.1731 38.9142 35.1743 31.003 26.4546 21.6042 16.5381 11.4999 4.4686
δy (mm) 234.79 224.98 210.87 194.57 175.87 155.02 132.27 108.02 82.69 57.50 22.34
Δ (mm) 9.82 14.11 16.29 18.70 20.86 22.74 24.25 25.33 25.19 35.16 22.34
Δa (mm) 66 72 72 72 72 72 72 72 72 92 128
Cek arah y ok ok ok ok ok ok ok ok ok ok ok
V. ANALISA PELAT LANTAI
Lantai Basement (parkir) Mutu Beton K - 300 kg/cm2 atau setara dengan fc' = 24.9 Mpa diketahui tebal pelat 130 mm Beban Mati DL 100 kg/m2 (berat sendiri pelat) 312 kg/m2 Kombinasi pembebanan adalah sebagai berikut 2 Beban Hidup LL 400 kg/m a. U = 1.2 DL + 1.6 LL = 1134.4 kg/m2 (tekan) Jarak tulangan maksimun
1
3
2
Qu (kg/m2) ly (m) lx (m) type ly/lx 1134.4
8
5
2
1.6
1134.4
5.6
5
2
1.2
1134.4
9.5
3.65
2
2.6
300
5
4 x 49 15 78 54 34 22 63 54 62.6 14 83 50.6
Pembulatan
mm
Mu (kgm) Mu lx 1390 Mu ly 425 Mu tx 2212 Mu ty 1531 Mu lx 964 Mu ly 624 Mu tx 1787 Mu ty 1531 Mu lx 946 Mu ly 212 Mu tx 1254 Mu ty 765
7
6 fy 400
400
400
d eff (mm) 110 110 110 110 110 110 110 110 110 110 110 110
25 mm
9
8
rho rho min 0.0037 0.0011 0.0018 0.0061 0.0041 0.0026 0.0016 0.0018 0.0048 0.0041 0.0025 0.0005 0.0018 0.0033 0.0020
As 409 198 667 453 281 198 532 453 275 198 368 221
Ø Ø Ø Ø Ø Ø Ø Ø Ø Ø Ø Ø
Tulangan 10 - 175 10 - 300 10 - 150 10 - 150 10 - 275 10 - 300 10 - 150 10 - 150 10 - 275 10 - 300 10 - 200 10 - 300
Lantai Tower Hotel Mutu Beton K - 300 kg/cm2 atau setara dengan fc' = 24.9 Mpa diketahui tebal pelat 130 mm Beban Mati DL 400 kg/m2 (berat sendiri pelat) 312 kg/m2 Kombinasi pembebanan adalah sebagai berikut 2 Beban Hidup LL 250 kg/m a. U = 1.2 DL + 1.6 LL = 1254.4 kg/m2 (tekan) Jarak tulangan maksimun
1
3
2
Qu (kg/m2) ly (m) lx (m) type ly/lx 1254.4
8
2.8
2
2.9
1254.4
9.5
3.65
2
2.6
1254.4
6
3.65
2
1.7
300
4 x 64.4 14 83 49.4 62.6 14 83 50.6 51 15 79.5 54
Pembulatan
mm
Mu (kgm) Mu lx 633 Mu ly 138 Mu tx 816 Mu ty 486 Mu lx 1046 Mu ly 234 Mu tx 1387 Mu ty 846 Mu lx 852 Mu ly 251 Mu tx 1329 Mu ty 902
5
6 fy 400
400
400
d eff (mm) 110 110 110 110 110 110 110 110 110 110 110 110
25 mm
7 rho rho min 0.0017 0.0004 0.0018 0.0022 0.0013 0.0028 0.0006 0.0018 0.0037 0.0022 0.0022 0.0007 0.0018 0.0036 0.0024
9
8 As 198 198 237 198 305 198 408 245 247 198 391 262
Ø Ø Ø Ø Ø Ø Ø Ø Ø Ø Ø Ø
Tulangan 10 - 300 10 - 300 10 - 300 10 - 300 10 - 250 10 - 300 10 - 175 10 - 300 10 - 300 10 - 300 10 - 200 10 - 275
Lantai Ballroom Mutu Beton K - 300 kg/cm2 atau setara dengan fc' = 24.9 Mpa diketahui tebal pelat 130 mm Beban Mati DL 400 kg/m2 (berat sendiri pelat) 312 kg/m2 Kombinasi pembebanan adalah sebagai berikut Beban Hidup LL 400 kg/m2 a. U = 1.2 DL + 1.6 LL = 1494.4 kg/m2 (tekan) Jarak tulangan maksimun
1
3
2
Qu (kg/m2) ly (m) lx (m) type ly/lx 1494.4
8
2.8
2
2.9
1494.4
8
3.5
2
2.3
1494.4
8
3
2
2.7
300
Pembulatan
mm
5
4 x 64.4 14 83 49.4 60.4 14.4 82.6 51.8 63.2 14 83 50.2
Mu (kgm) Mu lx 755 Mu ly 164 Mu tx 972 Mu ty 579 Mu lx 1106 Mu ly 264 Mu tx 1512 Mu ty 948 Mu lx 850 Mu ly 188 Mu tx 1116 Mu ty 675
7
6 fy 400
400
400
d eff (mm) 110 110 110 110 110 110 110 110 110 110 110 110
25 mm
9
8
rho rho min 0.0020 0.0004 0.0018 0.0026 0.0015 0.0029 0.0007 0.0018 0.0041 0.0025 0.0022 0.0005 0.0018 0.0030 0.0018
As 218 198 283 198 323 198 447 276 247 198 326 198
Ø Ø Ø Ø Ø Ø Ø Ø Ø Ø Ø Ø
Tulangan 10 - 300 10 - 300 10 - 275 10 - 300 10 - 225 10 - 300 10 - 175 10 - 275 10 - 300 10 - 300 10 - 225 10 - 300
Lantai Atap Mutu Beton
K - 300 kg/cm2 atau setara dengan fc' = 24.9 Mpa diketahui tebal pelat 130 mm Beban Mati DL 100 kg/m2 (berat sendiri pelat) 312 kg/m2 Kombinasi pembebanan adalah sebagai berikut 2 Beban Hidup LL 400 kg/m a. U = 1.2 DL + 1.6 LL = 1134.4 kg/m2 (tekan) Jarak tulangan maksimun
1
3
2
Qu (kg/m2) ly (m) lx (m) type ly/lx 1134.4
9.5
3.65
2
2.6
1134.4
6
3.65
2
1.7
1134.4
5.075
2.4
2
2.2
300
4 x 62.6 14 83 50.6 51 15 79.5 54 59.6 14.6 82.4 52.2
Pembulatan
mm
5
Mu (kgm) Mu lx 946 Mu ly 212 Mu tx 1254 Mu ty 765 Mu lx 771 Mu ly 227 Mu tx 1201 Mu ty 816 Mu lx 389 Mu ly 95 Mu tx 538 Mu ty 341
6 fy 400
400
400
d eff (mm) 110 110 110 110 110 110 110 110 110 110 110 110
25 mm
7 rho rho min 0.0025 0.0005 0.0018 0.0033 0.0020 0.0020 0.0006 0.0018 0.0032 0.0022 0.0010 0.0002 0.0018 0.0014 0.0009
9
8 As 275 198 368 221 223 198 352 237 198 198 198 198
Ø Ø Ø Ø Ø Ø Ø Ø Ø Ø Ø Ø
Tulangan 10 - 275 10 - 300 10 - 200 10 - 300 10 - 300 10 - 300 10 - 200 10 - 300 10 - 300 10 - 300 10 - 300 10 - 300
VI. ANALISA KEKUATAN KOLOM, SHEARWALL DAN BALOK
KOLOM
ETABS Concrete Design
Engineer Project Subject
ACI 318-05/IBC 2003 COLUMN SECTION DESIGN Level Element Section ID
: LT. 2 : C2 : KL1-450X1000
Phi(Compression-Spiral): Phi(Compression-Tied): Phi(Tension Controlled): Phi(Shear): Phi(Seismic Shear): Phi(Joint Shear):
Type: Sway Special
L=6.400 B=0.450 E=23452952.91 fy=400000.000 RLLF=0.400
0.700 0.650 0.800 0.750 0.600 0.850
Units: KN-m
D=1.000 fc=24900.000 fys=240000.000
(Envelope)
dc=0.050 Lt.Wt. Fac.=1.000
Overstrength Factor: 1.25
Axial Force & Biaxial Moment Reinforcement for Pu-Mu2-Mu3 Interaction Column End Rebar Area Rebar % Top 0.007 1.611 Bottom 0.008 1.670 Column End Top Bottom
Design Pu 6018.067 6090.585
Design Mu3 -72.566 41.893
Station Loc 5.700 0.000
Controlling Combo U10 U10
Shear Reinforcement for Major Shear (V2) Column End Rebar Av/s Top 0.000 Bottom 0.000
Design Vu 93.280 93.280
Station Loc 5.700 0.000
Controlling Combo U10 U10
Shear Reinforcement for Minor Shear (V3) Column End Rebar Av/s Top 0.000 Bottom 0.000
Design Vu 162.998 162.998
Station Loc 5.700 0.000
Controlling Combo U10 U10
Shear VuTot 789.239 1356.331
Shear phi*Vc 1901.831 1426.373
Joint Area 0.450 0.338
Controlling Combo U3 U3
Beam/Column Capacity Ratios (6/5)(B/C) Column/Beam Ratio Ratio Major(33) 0.142 8.457 Minor(22) 0.590 2.033
SumBeamCap Moments 416.495 731.764
SumColCap Moments 3522.499 1487.365
Controlling Combo U7 U7
Joint Shear Check/Design Joint Shear Ratio Major(V2) 0.415 Minor(V3) 0.951
Design Mu2 174.784 -180.976
ETABS v9.2.0 - File:Hotel Lombok A Crack_1 - KN-m Units
February 24,2014 12:39
PCACOL V2.30
9000
y
7000 x
1
5000
1000 x 450 mm f'c =
25 MPa
P n
3000
k N
fy = 400 MPa Confinement: Other
1000
clr cover = 50 mm spacing = 87 mm 22 N-22 at 1.86%
200
As = 8382 mm^2 Ix = 7.594e+009 mm^4
400
600
800 Mn (71°) (kN-m)
-1000
Iy = 3.750e+010 mm^4 Xo = 0 mm Yo = 0 mm
-3000 c 1993 PCA Licensed To: Licensee name not yet specified. File name: D:\DRAGA\DATAEN~1\HOTELL~1\LAPORA~1\BABVII~2\KOLOM\K1.COL Project:
Material Properties:
Column Id:
Ec = 23453 MPa
eu = 0.003 mm/mm
Engineer:
fc = 21.17 MPa
Es = 199955 MPa
Date: 02/24/14
Time: 12:44:45
Beta1 = 0.85
Code: ACI 318-89
Stress Profile: Block
Units: Metric
phi(c) = 0.65, phi(b) = 0.80
X-axis slenderness is not considered. Y-axis slenderness is not considered.
1000
PCACOL V2.30
9000
y
7000 x
5000
1000 x 450 mm f'c =
25 MPa
P n
3000 2
k N
fy = 400 MPa Confinement: Other
1000
clr cover = 50 mm spacing = 87 mm 22 N-22 at 1.86%
400
As = 8382 mm^2 Ix = 7.594e+009 mm^4
800 Mn (75°) (kN-m)
-1000
Iy = 3.750e+010 mm^4 Xo = 0 mm Yo = 0 mm
-3000 c 1993 PCA Licensed To: Licensee name not yet specified. File name: D:\DRAGA\DATAEN~1\HOTELL~1\LAPORA~1\BABVII~2\KOLOM\K1.COL Project:
Material Properties:
Column Id:
Ec = 23453 MPa
eu = 0.003 mm/mm
Engineer:
fc = 21.17 MPa
Es = 199955 MPa
Date: 02/24/14
Time: 12:44:45
Beta1 = 0.85
Code: ACI 318-89
Stress Profile: Block
Units: Metric
phi(c) = 0.65, phi(b) = 0.80
X-axis slenderness is not considered. Y-axis slenderness is not considered.
1200
PCACOL V2.30
9000
y
7000 x
5000
3 1000 x 450 mm f'c =
25 MPa
P n
3000
k N
fy = 400 MPa Confinement: Other
1000
clr cover = 50 mm spacing = 87 mm 22 N-22 at 1.86%
200
As = 8382 mm^2 Ix = 7.594e+009 mm^4
400
600 Mn (25°) (kN-m)
-1000
Iy = 3.750e+010 mm^4 Xo = 0 mm Yo = 0 mm
-3000 c 1993 PCA Licensed To: Licensee name not yet specified. File name: D:\DRAGA\DATAEN~1\HOTELL~1\LAPORA~1\BABVII~2\KOLOM\K1.COL Project:
Material Properties:
Column Id:
Ec = 23453 MPa
eu = 0.003 mm/mm
Engineer:
fc = 21.17 MPa
Es = 199955 MPa
Date: 02/24/14
Time: 12:44:45
Beta1 = 0.85
Code: ACI 318-89
Stress Profile: Block
Units: Metric
phi(c) = 0.65, phi(b) = 0.80
X-axis slenderness is not considered. Y-axis slenderness is not considered.
ETABS
ETABS v9.2.0 - File: Hotel Lombok Jepit - September 1,2014 22:13 Elevation View - B Longitudinal Reinforcing (ACI 318-05/IBC 2003) - KN-cm Units
ETABS
ETABS v9.2.0 - File: Hotel Lombok Jepit - September 1,2014 22:14 Elevation View - C Longitudinal Reinforcing (ACI 318-05/IBC 2003) - KN-cm Units
ETABS
ETABS v9.2.0 - File: Hotel Lombok Jepit - September 1,2014 22:15 Elevation View - D Longitudinal Reinforcing (ACI 318-05/IBC 2003) - KN-cm Units
ETABS
ETABS v9.2.0 - File: Hotel Lombok Jepit - September 1,2014 22:15 Elevation View - D' Longitudinal Reinforcing (ACI 318-05/IBC 2003) - KN-cm Units
ETABS
ETABS v9.2.0 - File: Hotel Lombok Jepit - September 1,2014 22:16 Elevation View - T3 Longitudinal Reinforcing (ACI 318-05/IBC 2003) - KN-cm Units
ETABS
ETABS v9.2.0 - File: Hotel Lombok Jepit - September 1,2014 22:17 Elevation View - T4 Longitudinal Reinforcing (ACI 318-05/IBC 2003) - KN-cm Units
ETABS
ETABS v9.2.0 - File: Hotel Lombok Jepit - September 1,2014 22:17 Elevation View - T5 Longitudinal Reinforcing (ACI 318-05/IBC 2003) - KN-cm Units
ETABS
ETABS v9.2.0 - File: Hotel Lombok Jepit - September 1,2014 22:18 Elevation View - T6 Longitudinal Reinforcing (ACI 318-05/IBC 2003) - KN-cm Units
ETABS
ETABS v9.2.0 - File: Hotel Lombok Jepit - September 1,2014 22:18 Elevation View - T7 Longitudinal Reinforcing (ACI 318-05/IBC 2003) - KN-cm Units
ETABS
ETABS v9.2.0 - File: Hotel Lombok Jepit - September 1,2014 22:18 Elevation View - T8 Longitudinal Reinforcing (ACI 318-05/IBC 2003) - KN-cm Units
SHEARWALL
Thousands
f'c = 40 Mpa fy = 400 MPa
INTERACTION DIAGRAM SHEAR WALL CL1 GF
4000 phi*Mn2
phi*Mn3
3000
(Pu , Mu3)
2000
(Kgf)
(Pu , Mu2)
fPn
1000
0
-500
0
500
1000
1500
2000
3000
3500
4000
Thousands
-1000
-2000
2500
fMn (Kgf.m)
BALOK
PERHITUNGAN TULANGAN LENTUR BALOK PROYEK
:
HOTEL LOMBOK BI-1 - 300X700 (TYPIKAL)
MATERIAL PROPERTIES Kuat leleh (f y )
=
400
MPa
Kuat tekan (f c ' )
=
24.9
MPa
1. Momen Tumpuan Negatif Penampang Balok : Lebar (b w ) = 300 Tinggi balok (h ) = 700 Tinggi efektif (d ) = 650
→
β
= 0.85
mm mm mm
Momen Ultimit (M u ) Mu-
=
41657
kg.m
=
416570000
=
416570000 0.8 . 300 . 650
N.mm
Koefisien Tahanan (R n ) Rn
=
MU .b . d
2
=
2
4.1082
Rasio Tulangan (ρ ) ρ min
=
1,4 f y
ρ
=
0 ,85 . f c ' . 1 fy
ρ max jika : ρ min ρ min
fy
ρ ρ
ρ pakai
<
=
2 . Rn = 0 ,85 . f c '
1
0 ,85 . fc , . 1
= 0 .75 .
< >
1.4 400
=
.
600 600 f y
ρ max
→ →
=
=
0.85 . 24.9 ( 1- √ 1400 0.75 (
ρ pakai ρ pakai
= =
2 . 4.1082 0.85 . 24.9
0.85 . 24.9 . 0.85 600 . 400 600 + 400
0.0035
) =
0.0115
) =
0.0202
ρ ρ min
0.0115
Luas Tulangan (As)
A s,min As A s,maks
= = =
min .b w . d .b w . d maks .b w . d
jika : A s min
<
As
A s min
>
As
A spakai
<
=
= = =
A s max
→
A spakai
=
As
→
A spakai
=
A smin
2248.00
Luas Tulangan Pakai (A s,pakai ) Diameter tulangan pakai D = 22 mm
0.0035 . 300 . 650 0.0115 . 300 . 650 0.0202 . 300 . 650
mm2
= = =
683 2248 3947
mm2 mm2 mm2
As
=
perlu
= jumlah tul pakai
=
A s - pakai
=
.b.d 0.0115 . 300 . 650 As
perlu
=
D
=
mm2
2247.53
2247.5265 = 379.94
→
5.92
6
buah
jumlah tul . luas 1 tul
=
6 D 22
=
2279.64
mm2
Cek As - pakai 2279.64
As perlu 2247.53
> >
→
ok
Momen Nominal (M n ) Tinggi blok ekivalen (a) a
=
As . f y 0 . 85 . f c' .bw
ØM n
=
a . As . f y d 2
=
=
2279.64 . 400 0.85 . 24.9 . 300 0.8 . 2279.64 . 400
=
( 650 -
143.6107 ) 2
143.6107
= 421784216.64 N.mm =
42178.42
Cek > > >
ØM n 421784217 N.mm 42178 kg.m
Mu 416570000 N.mm 41657 kg.m
→
ok
2. Momen Tumpuan Positif Penampang Balok : Lebar (b w ) = Tinggi balok (h ) = Tinggi efektif (d ) =
300 700 650
mm mm mm
Momen Ultimit (M u ) Mu+
=
7277.408
kg.m
=
72774080
N.mm
Koefisien Tahanan (R n ) Rn
=
M U .b . d
2
=
72774080 0.8 . 300 . 650
=
2
0.7177
Rasio Tulangan (ρ ) ρ min
=
1,4 f y
ρ
=
0 ,85 . f c ' 2 . Rn . 1 1 = fy 0 ,85 . f c '
ρ max
=
0 ,85 . fc , . 1 600 . = 0 . 75 . = fy 600 f y
=
1.4 400 0.85 . 24.9 ( 1- √ 1400 0.75 (
2 . 0.7177 0.85 . 24.9
0.85 . 24.9 . 0.85 600 . 400 600 + 400
mm
0.0035
) =
0.0018
) =
0.0202
Kg.m
jika : ρ min
<
ρ
ρ min
>
ρ
ρ max
<
ρ pakai
→
ρ pakai
=
ρ
→
ρ pakai
=
ρ min
0.0035
=
Luas Tulangan (As)
A s,min
=
As
=
A s,maks
=
min .b w .d .b w . d maks .b w .d
jika : A s min
<
As
A s min
>
As
As+
<
A s max
0.0035 . 300 . 650
=
683
mm2
=
0.0018 . 300 . 650
=
356
mm2
=
0.0202 . 300 . 650
=
3947
mm2
→
A spakai
=
As
→
A spakai
=
A smin
mm2
683.00
=
pakai
=
Luas Tulangan Pakai (A s,pakai ) Diameter tulangan pakai D = 22 mm As
=
perlu
=
.b.d 0.0035 . 300 . 650
=
jumlah tul pakai
=
As perlu
As+
=
jumlah tul . luas 1 tul
pakai
=
682.5 379.94
=
D
3 D 22
=
mm2
682.50 =
→
1.80
1139.82
3
buah
mm2
Cek A s + pakai 1139.82
As perlu 682.50
> >
→
ok
Momen Nominal (M n ) Tinggi blok ekivalen (a) a
=
As . f y 0 . 85 . f c' .b w
ØM n
=
a . As . f y d 2
=
=
1139.82 . 400 0.85 . 24.9 . 300 0.8 . 1139.82 . 400
=
( 650 -
71.8053 ) 2
ØM n 223987334 N.mm 22399 kg.m
> > >
Mu 72774080 N.mm 7277 kg.m
→
ok
mm
= 223987334.16 N.mm =
Cek
71.8053
22398.73
Kg.m
3. Momen Lapangan Positif Penampang Balok : Lebar (b w ) = Tinggi balok (h ) = Tinggi efektif (d ) =
300 700 650
mm mm mm
Momen Ultimit (M u ) Mu+
=
21693.4
kg.m
=
216934000
=
216934000 0.8 . 300 . 650
N.mm
Koefisien Tahanan (R n ) Rn
=
MU .b . d
2
=
2
2.1394
Rasio Tulangan (ρ ) ρ min
=
1,4 f y
ρ
=
0 ,85 . f c ' 2 . Rn . 1 1 = fy 0 ,85 . f c '
ρ max
0 ,85 . fc , . 1
= 0 .75 .
fy
jika : ρ min
<
ρ
ρ min
>
ρ
ρ pakai
<
=
.
600 = 600 f y
ρ max
=
1.4 400
=
0.85 . 24.9 ( 1- √ 1400 0.75 (
2 . 2.1394 0.85 . 24.9
0.85 . 24.9 . 0.85 600 . 400 600 + 400
→
ρ pakai
=
ρ
→
ρ pakai
=
ρ min
0.0035
) =
0.0057
) =
0.0202
0.0057
Luas Tulangan (As)
A s,min
=
As
=
min .b w . d .b w . d
A s,maks
=
maks .b w . d
jika : A s min
<
As
A s min
>
As
As+
pakai
<
=
A s max
=
0.0035 . 300 . 650
=
683
mm2
=
0.0057 . 300 . 650
=
1102
mm2
=
0.0202 . 300 . 650
=
3947
mm2
→
A spakai
=
As
→
A spakai
=
A smin
1102.00
mm2
Luas Tulangan Pakai (A s,pakai ) Diameter tulangan pakai D = 22 mm As
perlu
= =
.b.d 0.0057 . 300 . 650
=
1101.78
mm2
jumlah tul pakai
=
As+
=
pakai
As
perlu
=
D
1101.7773 = 379.94
→
2.90
3
buah
jumlah tul . luas 1 tul
=
3 D 22
=
1139.82
mm2
Cek A s + pakai 1139.82
As perlu 1101.78
> >
→
ok
Momen Nominal (M n ) Tinggi blok ekivalen (a) a
=
As . f y 0 . 85 . f c ' .b
ØM n
=
a . As . f y d 2
=
=
1139.82 . 400 0.85 . 24.9 . 300 0.8 . 1139.82 . 400
=
( 650 -
71.8053 ) 2
ØM n 223987334 N.mm 22399 kg.m
> > >
Mu 216934000 N.mm 21693 kg.m
→
ok
mm
= 223987334.16 N.mm =
Cek
71.8053
22398.73
Kg.m
PERHITUNGAN TULANGAN GESER BALOK PROYEK
:
HOTEL LOMBOK BI-1 - 300X700 (TYPIKAL) MATERIAL PROPERTIES Kuat leleh (f y )
=
400
MPa
Kuat leleh sengkang(f ys )
=
240
MPa
Kuat tekan (f c ' )
= = =
24.9 1 1
MPa
Faktor reduksi baja(Ø) Faktor reduksi (Ø)
→ →
β
= 0.85 SRPMM
MOMEN KAPASITAS BALOK TULANGAN TERPASANG Penampang Balok : Lebar (b w ) = 300 mm Tinggi balok (h ) = 700 mm Tinggi efektif (d ) = 650 mm Bentang balok (l n ) = 9500 mm Tulangan Terpasang Tumpuan Kiri : Tulangan Atas = Tulangan Bawah =
6 3
D D
22 22
→ →
A s,atas A s,bawah
= =
2279.64 1139.82
mm2 mm2
Tinggi blok ekivalen (a ) a atas
=
As . f y 0 . 85 . f c' .b w
=
2279.64 . 400 . 1 0.85 . 24.9 . 300
=
143.6107
mm
a bawah
=
As . f y 0 . 85 . f c' .b w
=
1139.82 . 400 . 1 0.85 . 24.9 . 300
=
71.8053
mm
Momen Nominal (M n ) M n,b_ atas
a = .As . f y d 2
=
1.2279.64.400.1
650 -
143.61 2
= 527230260.8 N.mm =
M n,b_ bawah = . A s . f y d
a 2
Tulangan Terpasang Tumpuan Kanan Tulangan Atas = Tulangan Bawah =
=
6 3
1.1139.82.400.1
D D
22 22
→ →
650 -
71.805 2
A s,atas A s,bawah
52723.03
kg.m
= 279984176.6 N.mm =
27998.42
kg.m
= =
2279.64 1139.82
mm2 mm2
Tinggi blok ekivalen (a ) a atas
=
As . f y 0 . 85 . f c' .b w
=
2279.64 . 400 . 1 0.85 . 24.9 . 300
=
143.6107
mm
a bawah
=
As . f y 0 . 85 . f c' .b w
=
1139.82 . 400 . 1 0.85 . 24.9 . 300
=
71.8053
mm
Momen Nominal (M n ) M n,b_ atas
a = .As . f y d 2
=
1.2279.64.400.1
650 -
143.61 2
= 527230260.8 N.mm =
M n,b_ bawah = . A s . f y d
a 2
=
1.1139.82.400.1
650 -
71.805 2
52723.03
kg.m
= 279984176.6 N.mm 27998.42
kg.m
=
8496.99
kg
=
84969.9
N
=
8496.99
kg
=
84969.9
N
=
25872
kg
=
258720
N
= GAYA GESER BALOK 1. Kondisi rangka bergoyang ke kanan akibat gempa kiri
M n, ka
M n, ki
ln M
n , b _ kiri
M
n , b _ kanan
M n , b _ kiri M n , b _ kanan
ln Ve
=
M n , b _ kiri M n , b _ kanan ln
ln =
27998.42 + 52723.03 9.5
2. Kondisi rangka bergoyang ke kiri akibat gempa kanan
M n, ka
M n, ki
ln
M n , b _ kiri M n , b _ kanan ln
Ve
=
M n , b _ kiri M n , b _ kanan ln
M n , b _ kiri M n , b _ kanan ln
=
52723.03 + 27998.42 9.5
3. Kondisi akibat gravitasi qL= 1,2.D +1.L
ln
V g 0 ,5 .q L .l n Vg
= V g 0 ,5 .q L .l n
=
V g 0,5 .q L .l n
TOTAL GAYA GESER BALOK 1. Kondisi akibat gempa kiri + gravitasi
V U kiri
=
V U kanan
=
M n , b _ kiri M n , b _ kanan Vg = ln
27998.42 + 52723.03 9.5
-
25872
=
-17375.01
kg
=
-173750.05
N
=
34368.99
kg
=
343689.95
N
=
-17375.01
kg
=
-173750.1
N
=
34368.99
kg
=
343689.9
N
= =
343689.95 34369
N kg
=
162174.67
N
M n , b _ kiri M n , b _ kanan Vg = ln
27998.42 + 52723.03 9.5
+
25872
2. Kondisi akibat gempa kanan + gravitasi
V U kiri
=
V U kiri
=
M n , b _ kiri M n , b _ kanan Vg = ln
Kuat geser ultimit (V u ) Vu =
-
25872
M n , b _ kiri M n , b _ kanan Vg = ln
PENULANGAN GESER BALOK 1. Tumpuan Balok Penampang Balok : Lebar (b w ) = Tinggi balok (h ) = Tinggi efektif (d ) = Tulangan longitudinal = Tulangan sengkang =
52723.03 + 27998.42 9.5
300 700 650 22 10
=
52723.03 + 27998.42 9.5
+
25872
mm mm mm mm mm
34368.99
Kuat geser balok (V c ) Vc
=
1 , . f c .bw .d 6
=
1 6
24.9^0.5 . 300 . 650
= kg 16217.47 Vc dapat diambil = 0 jika : a. Gaya geser akibat sendi plastis di ujung-ujung balok melebihi 1/2 atau lebih kuat geser perlu maksimum Vu 8496.99 kg < 17184.5 kg → Vc = 0 b. Gaya tekan aksial terfaktor, termasuk akibat pembebanan seismik,kurang dari Ag.fc'/20 Kuat geser perlu ( V s,perlu ) V s,perlu
=
Vu VC
=
343689.95 0.75
-
162175
=
296078.6
N
=
29607.86
kg
=
648698.7
N
=
64869.87
kg
=
324349.35
N
=
32434.94
kg
Kontrol kuat geser (Vs) V s,max
Vs
=
=
2 . f c' .b w .d 3 1 . f c' .b w .d 3
=
=
2 3
1 3
24.9^0.5 . 300 . 650
24.9^0.5 . 300 . 650
jika d
2
4
V s,perlu
<
V s,perlu
<
V s,max
→
penampang OK
Vs
→
spasi sengkang d/2
→
penampang OK
Cek V s,perlu 296078.6 N 29607.86 kg
V s,max
< < <
d 4
648698.7 N 64869.87 kg
Tulangan geser perlu (A v perlu )
Av
=
VS f ys .d
=
Av , min
=
1 Bw . 3 f ys
=
A v perlu
=
=
=
1.8979
mm2/mm
300 240
=
0.4167
mm2/mm
=
1.8979
mm2/mm
=
157
mm2
=
82.72
mm
1 3
=
Jarak antar sengkang (s) A v pakai = 2 D s
296078.6 240 . 650
→
10
Av , pakai Av , perlu
A v,pakai 157 1.9
=
Spasi maksimum sepanjang balok tidak boleh lebih besar dari SNI 03-2847-2002 pasal 23.10(4(2)) hal 231 : s max = d = 650 = 325 2 2 = 8. D tulangan longitudinal = 8 . 22 = 176 = 24. D tulangan sengkang = 24 . 10 = 240 = 300 mm = 300 = 300 Spasi tulangan geser s pakai =
82.72
2. Lapangan Balok Penampang Balok : Lebar (b w ) Tinggi balok (h ) Tinggi efektif (d ) Tulangan longitudinal Tulangan sengkang Kuat geser ultimit (V u ) Vu =
mm mm mm mm
mm
= = = = =
300 700 650 22 10
=
mm mm mm mm mm
84969.925
= =
84969.925 8496.9925
N kg
=
162175
N
=
16218
kg
=
-48881.77
N
=
-4888.18
kg
Kuat geser balok (V c ) Vc
=
1 , . f c .b w .d 6
=
1 6
24.9^0.5 . 300 . 650
Kuat geser perlu ( V s,perlu ) V s,perlu
=
Vu VC
=
84969.925 0.75
- 162175
Kontrol kuat geser (Vs) V s,max
Vs
=
=
2 . f c' .b w .d 3
=
1 . f c' .b w .d 3
=
2 3
24.9^0.5 . 300 . 650
=
648699
N
=
64869.9
kg
=
324349
N
=
32434.9
kg
48881.77 240 . 650
=
0.3133
mm2/mm
300 240
=
0.4167
mm2/mm
=
0.4167
mm2/mm
=
157
mm2
=
376.77
mm
1 3
24.9^0.5 . 300 . 650
jika V s,perlu
<
V s,max
→
penampang OK
V s,perlu
<
Vs
→
spasi sengkang d/2
V s,perlu
< < <
V s,max
Cek -48881.77 N -4888.18 kg
648699 64869.9
→
N kg
penampang OK
Tulangan geser perlu (A v perlu )
Av
=
Av , min
=
A v perlu
=
VS f ys .d
=
1 Bw . 3 f ys
= =
Jarak antar sengkang (s) A v pakai = 2 D s
=
1 3
→
10
Av , pakai Av , perlu
=
157 0.42
A v,pakai
Spasi maksimum sepanjang balok tidak boleh lebih besar dari SNI 03-2847-2002 pasal 23.10(4(2)) hal 231 : s max = = 650 = 325 d 2 2 = 300 mm = 300 = 300 Spasi tulangan geser s pakai =
300.00
mm
mm mm
PERHITUNGAN TULANGAN LENTUR BALOK ANAK PROYEK
:
HOTEL LOMBOK BA-1 - 300X700 (TYPIKAL)
MATERIAL PROPERTIES Kuat leleh (f y )
=
400
MPa
Kuat tekan (f c ' )
=
24.9
MPa
1. Momen Tumpuan Negatif Penampang Balok : Lebar (b w ) = 300 Tinggi balok (h ) = 700 Tinggi efektif (d ) = 650
→
β
= 0.85
mm mm mm
Momen Ultimit (M u ) Mu-
=
29929
kg.m
=
299290000
=
299290000 0.8 . 300 . 650
N.mm
Koefisien Tahanan (R n ) Rn
=
MU .b . d
2
=
2
2.9516
Rasio Tulangan (ρ ) ρ min
=
1,4 f y
ρ
=
0 ,85 . f c ' . 1 fy
ρ max jika : ρ min ρ min
fy
ρ ρ
ρ pakai
<
=
2 . Rn = 0 ,85 . f c '
1
0 ,85 . fc , . 1
= 0 .75 .
< >
1.4 400
=
.
600 600 f y
ρ max
→ →
=
=
0.85 . 24.9 ( 1- √ 1400 0.75 (
ρ pakai ρ pakai
= =
2 . 2.9516 0.85 . 24.9
0.85 . 24.9 . 0.85 600 . 400 600 + 400
0.0035
) =
0.0080
) =
0.0202
ρ ρ min
0.0080
Luas Tulangan (As)
A s,min As A s,maks
= = =
min .b w . d .b w . d maks .b w . d
jika : A s min
<
As
A s min
>
As
A spakai
<
=
= = =
A s max
→
A spakai
=
As
→
A spakai
=
A smin
1556.00
Luas Tulangan Pakai (A s,pakai ) Diameter tulangan pakai D = 22 mm
0.0035 . 300 . 650 0.008 . 300 . 650 0.0202 . 300 . 650
mm2
= = =
683 1556 3947
mm2 mm2 mm2
As
=
perlu
= jumlah tul pakai
=
A s - pakai
=
.b.d 0.008 . 300 . 650 As
perlu
=
1556.26 379.94
=
D
mm2
1556.26 =
→
4.10
5
buah
jumlah tul . luas 1 tul
=
5 D 22
=
1899.70
mm2
Cek As - pakai 1899.70
As perlu 1556.26
> >
→
ok
Momen Nominal (M n ) Tinggi blok ekivalen (a) a
=
As . f y 0 . 85 . f c' .bw
ØM n
=
a . As . f y d 2
=
=
1899.7 . 400 0.85 . 24.9 . 300 0.8 . 1899.7 . 400
=
( 650 -
119.6756 ) 2
119.6756
= 358761972.67 N.mm =
35876.20
Cek > > >
ØM n 358761973 N.mm 35876 kg.m
Mu 299290000 N.mm 29929 kg.m
→
ok
2. Momen Tumpuan Positif Penampang Balok : Lebar (b w ) = Tinggi balok (h ) = Tinggi efektif (d ) =
300 700 650
mm mm mm
Momen Ultimit (M u ) Mu+
=
18737
kg.m
=
187370000
=
187370000 0.8 . 300 . 650
N.mm
Koefisien Tahanan (R n ) Rn
=
M U .b . d
2
=
2
1.8478
Rasio Tulangan (ρ ) ρ min
=
1,4 f y
ρ
=
0 ,85 . f c ' 2 . Rn . 1 1 = fy 0 ,85 . f c '
ρ max
=
0 ,85 . fc , . 1 600 . = 0 . 75 . = fy 600 f y
=
1.4 400 0.85 . 24.9 ( 1- √ 1400 0.75 (
2 . 1.8478 0.85 . 24.9
0.85 . 24.9 . 0.85 600 . 400 600 + 400
mm
0.0035
) =
0.0048
) =
0.0202
Kg.m
jika : ρ min
<
ρ
ρ min
>
ρ
ρ max
<
ρ pakai
→
ρ pakai
=
ρ
→
ρ pakai
=
ρ min
0.0048
=
Luas Tulangan (As)
A s,min
=
As
=
A s,maks
=
min .b w .d .b w . d maks .b w .d
jika : A s min
<
As
A s min
>
As
As+
<
A s max
0.0035 . 300 . 650
=
683
mm2
=
0.0048 . 300 . 650
=
944
mm2
=
0.0202 . 300 . 650
=
3947
mm2
→
A spakai
=
As
→
A spakai
=
A smin
mm2
944.00
=
pakai
=
Luas Tulangan Pakai (A s,pakai ) Diameter tulangan pakai D = 22 mm As
=
perlu
=
.b.d 0.0048 . 300 . 650
=
jumlah tul pakai
=
As perlu
As+
=
jumlah tul . luas 1 tul
pakai
=
D
=
3 D 22
944.0012 = 379.94
=
mm2
944.00
→
2.48
1139.82
3
buah
mm2
Cek A s + pakai 1139.82
As perlu 944.00
> >
→
ok
Momen Nominal (M n ) Tinggi blok ekivalen (a) a
=
As . f y 0 . 85 . f c' .b w
ØM n
=
a . As . f y d 2
=
=
1139.82 . 400 0.85 . 24.9 . 300 0.8 . 1139.82 . 400
=
( 650 -
71.8053 ) 2
ØM n 223987334 N.mm 22399 kg.m
> > >
Mu 187370000 N.mm 18737 kg.m
→
ok
mm
= 223987334.16 N.mm =
Cek
71.8053
22398.73
Kg.m
3. Momen Lapangan Positif Penampang Balok : Lebar (b w ) = Tinggi balok (h ) = Tinggi efektif (d ) =
300 700 650
mm mm mm
Momen Ultimit (M u ) Mu+
=
35669
kg.m
=
356690000
=
356690000 0.8 . 300 . 650
N.mm
Koefisien Tahanan (R n ) Rn
=
MU .b . d
2
=
2
3.5177
Rasio Tulangan (ρ ) ρ min
=
1,4 f y
ρ
=
0 ,85 . f c ' 2 . Rn . 1 1 = fy 0 ,85 . f c '
ρ max
0 ,85 . fc , . 1
= 0 .75 .
fy
jika : ρ min
<
ρ
ρ min
>
ρ
ρ pakai
<
=
.
600 = 600 f y
ρ max
=
1.4 400
=
0.85 . 24.9 ( 1- √ 1400 0.75 (
2 . 3.5177 0.85 . 24.9
0.85 . 24.9 . 0.85 600 . 400 600 + 400
→
ρ pakai
=
ρ
→
ρ pakai
=
ρ min
0.0035
) =
0.0097
) =
0.0202
0.0097
Luas Tulangan (As)
A s,min
=
As
=
min .b w . d .b w . d
A s,maks
=
maks .b w . d
jika : A s min
<
As
A s min
>
As
As+
pakai
<
=
A s max
=
0.0035 . 300 . 650
=
683
mm2
=
0.0097 . 300 . 650
=
1887
mm2
=
0.0202 . 300 . 650
=
3947
mm2
→
A spakai
=
As
→
A spakai
=
A smin
1887.00
mm2
Luas Tulangan Pakai (A s,pakai ) Diameter tulangan pakai D = 22 mm As
perlu
= =
.b.d 0.0097 . 300 . 650
=
1887.50
mm2
jumlah tul pakai
=
As+
=
pakai
As
perlu
=
D
1887.4995 = 379.94
→
4.97
5
buah
jumlah tul . luas 1 tul
=
5 D 22
=
1899.70
mm2
Cek A s + pakai 1899.70
As perlu 1887.50
> >
→
ok
Momen Nominal (M n ) Tinggi blok ekivalen (a) a
=
As . f y 0 . 85 . f c ' .b
ØM n
=
a . As . f y d 2
=
=
1899.7 . 400 0.85 . 24.9 . 300 0.8 . 1899.7 . 400
=
( 650 -
119.6756 ) 2
ØM n 373312224 N.mm 37331 kg.m
> > >
Mu 356690000 N.mm 35669 kg.m
→
ok
mm
= 373312223.60 N.mm =
Cek
119.6756
37331.22
Kg.m
PERHITUNGAN TULANGAN GESER BALOK ANAK PROYEK
:
HOTEL LOMBOK BA-1 - 300X700 (TYPIKAL) MATERIAL PROPERTIES Kuat leleh (f y )
=
400
MPa
Kuat leleh (f ys )
=
240
MPa
Kuat tekan (f c ' )
= =
24.9 0.65
MPa
300 700 650 22 10
mm mm mm mm mm
Faktor reduksi (Ø)
PENULANGAN GESER BALOK 1. Tumpuan Balok Penampang Balok : Lebar (b w ) = Tinggi balok (h ) Tinggi efektif (d ) Tulangan longitudinal Tulangan sengkang
= = = =
Kuat geser ultimit (V u ) Vu = ( 1.2DL + 1.6 LL) ( 1.4DL )
→
=
20935
=
1 6
β
= 0.85
= =
20935 209350
kg N
=
162174.67
N
=
16217.47
kg
=
159902.25
N
=
15990.23
kg
=
648698.7
N
=
64869.87
kg
=
324349.35
N
=
32434.94
kg
Kuat geser balok (V c ) Vc
=
1 . 6
,
f c .b w .d
Kuat geser perlu ( V s,perlu ) Vu VC V s,perlu =
=
24.9^0.5 . 300 . 650
209350 0.65
-
162174.67
Kontrol kuat geser (Vs) V s,max
Vs
=
=
2 . f c' .b w .d 3
=
1 . f c' .b w .d 3
=
2 3
1 3
24.9^0.5 . 300 . 650
24.9^0.5 . 300 . 650
jika V s,perlu
<
V s,max
→
penampang OK
V s,perlu
<
Vs
→
spasi sengkang d/2
V s,perlu
< < <
→
penampang OK
Cek 159902.25 N 15990.23 kg
V s,max 648698.7 N 64869.87 kg
Tulangan geser perlu (A v perlu )
Av
=
VS f ys .d
=
159902.25 240 . 650
=
1.0250
mm2/mm
Av , min
=
1 Bw . 3 f ys
=
1 3
=
0.4167
mm2/mm
A v perlu
=
=
1.0250
mm2/mm
=
Jarak antar sengkang (s) A v pakai = 2 D s
=
300 240
→
10
Av , pakai Av , perlu
A v,pakai =
157 1.025
=
=
157
mm2
153.17
mm
Spasi maksimum sepanjang balok tidak boleh lebih besar dari SNI 03-2847-2002 pasal 23.10(4(2)) hal 231 : s max = = 650 = 325 mm 2 = 300 mm = 300 = 300 mm Spasi tulangan geser s pakai =
153
mm
2. Lapangan Balok Penampang Balok : Lebar (b w )
= = = = =
Tinggi balok (h ) Tinggi efektif (d ) Tulangan longitudinal Tulangan sengkang
300 700 450 22 10
Kuat geser ultimit (V u ) Vu = ( 1.2DL + 1.6 LL) ( 1.4DL )
mm mm mm mm mm
4012
=
= =
4012 401.2
N kg
=
162175
N
=
16218
kg
=
-129967.31
N
=
-12996.73
kg
=
648699
N
=
64869.9
kg
=
324349
N
=
32434.9
kg
Kuat geser balok (V c ) Vc
=
1 , . f c .b w .d 6
=
Kuat geser perlu ( V s,perlu ) Vu VC V s,perlu =
1 6
20935 0.65
=
24.9^0.5 . 300 . 650
-
162175
Kontrol kuat geser (Vs) V s,max
Vs
=
=
2 . f c' .b w .d 3
=
1 . f c' .b w .d 3
=
2 3
1 3
24.9^0.5 . 300 . 650
24.9^0.5 . 300 . 650
jika V s,perlu
<
V s,max
→
penampang OK
V s,perlu
<
Vs
→
spasi sengkang d/2
V s,perlu
< < <
648699 64869.9
→
penampang OK
Cek -129967.3 N -12996.73 kg
V s,max N kg
Tulangan geser perlu (A v perlu )
Av
=
VS f ys .d
=
-129967.31 240 . 450
=
-1.2034
mm2/mm
Av , min
=
1 Bw . 3 f ys
=
1 3
=
0.4167
mm2/mm
A v perlu
=
=
0.4167
mm2/mm
=
157
mm2
=
376.77
mm
=
Jarak antar sengkang (s) A v pakai = 2 D s
=
300 240
→
10
Av , pakai Av , perlu
=
157 0.4167
A v,pakai
Spasi maksimum sepanjang balok tidak boleh lebih besar dari SNI 03-2847-2002 pasal 23.10(4(2)) hal 231 : s max = = 450 = 225 mm d 2 2 = 300 mm = 300 = 300 mm Spasi tulangan geser s pakai =
225
mm
ETABS
ETABS v9.2.0 - File: Hotel Lombok Jepit - September 1,2014 22:32 Plan View - LT. 2 - Elevation 640 Longitudinal Reinforcing (ACI 318-05/IBC 2003) - KN-cm Units
ETABS
ETABS v9.2.0 - File: Hotel Lombok A Crack_1 - February 24,2014 14:37 Plan View - LT. 3 - Elevation 1480 Longitudinal Reinforcing (ACI 318-05/IBC 2003) - KN-cm Units
ETABS
ETABS v9.2.0 - File: Hotel Lombok A Crack_1 - February 24,2014 14:37 Plan View - LT. 5 - Elevation 1840 Longitudinal Reinforcing (ACI 318-05/IBC 2003) - KN-cm Units
ETABS
ETABS v9.2.0 - File: Hotel Lombok A Crack_1 - February 24,2014 14:37 Plan View - LT. 6 - Elevation 2200 Longitudinal Reinforcing (ACI 318-05/IBC 2003) - KN-cm Units
ETABS
ETABS v9.2.0 - File: Hotel Lombok A Crack_1 - February 24,2014 14:38 Plan View - LT. 7 - Elevation 2560 Longitudinal Reinforcing (ACI 318-05/IBC 2003) - KN-cm Units
ETABS
ETABS v9.2.0 - File: Hotel Lombok A Crack_1 - February 24,2014 14:38 Plan View - LT. 8 - Elevation 2920 Longitudinal Reinforcing (ACI 318-05/IBC 2003) - KN-cm Units
ETABS
ETABS v9.2.0 - File: Hotel Lombok A Crack_1 - February 24,2014 14:38 Plan View - LT. 9 - Elevation 3280 Longitudinal Reinforcing (ACI 318-05/IBC 2003) - KN-cm Units
ETABS
ETABS v9.2.0 - File: Hotel Lombok A Crack_1 - February 24,2014 14:38 Plan View - LT. 10 - Elevation 3640 Longitudinal Reinforcing (ACI 318-05/IBC 2003) - KN-cm Units
ETABS
ETABS v9.2.0 - File: Hotel Lombok A Crack_1 - February 24,2014 14:39 Plan View - LT. 11 - Elevation 4000 Longitudinal Reinforcing (ACI 318-05/IBC 2003) - KN-cm Units
ETABS
ETABS v9.2.0 - File: Hotel Lombok A Crack_1 - February 24,2014 14:39 Plan View - LT. ATAP - Elevation 4360 Longitudinal Reinforcing (ACI 318-05/IBC 2003) - KN-cm Units
ETABS
ETABS v9.2.0 - File: Hotel Lombok A Crack_1 - February 24,2014 14:40 Plan View - LT. LMR - Elevation 4690 Longitudinal Reinforcing (ACI 318-05/IBC 2003) - KN-cm Units
VII. PERHITUNGAN KEBUTUHAN PONDASI
ANALISA JUMLAH TIANG BORE
Berikut hasil dari analisa jumlah tiang bore yang diperlukan untuk proyek HOTEL LOMBOK – NTB pada area Tower Hotel : a. Analisa gaya geser terhadap kapasitas geser borepile Berdasarkan gaya geser yang terjadi , total gaya geser adalah 2564,67 kN dan terdapat 135 tiang bore . Kapasitas geser tiang bore ØVc = 0,75x1/6x√fc’xd2x0,8 = 0,75x1/6x√20,75x(500x500)x0,8 = 113,880 kN Gaya geser per tiang Vbase/n = 2564,67 / 135 = 18,998 kN < 113,880 kN..(ok)
b. Analisa daya dukung borepile Ø500 Dari hasil analisa Etabs diperoleh gaya aksial, dan dicari gaya aksial maximum tiap-tiap tipe borepile dengan kapasitas per tiang bore 800 kN.
Gravity Load dengan kapasitas tiang bore 800 kN. Story
Point
Load
BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE
1 2 3 4 5 6 7 8 9 10 11 12 13
U1 U1 U1 U1 U1 U1 U1 U1 U1 U1 U1 U1 U1
FZ kN 5059.6 4676.48 4276.61 6432.25 6328.35 4129.08 3122.88 4294.82 4317.24 4320.33 4369.68 3313.81 1491.02
FZ Basement kN 678.9 232.5 232.5 42.5 42.5 21.5 80.5 12.7 27.4 18.7 30 90 121
P (kN)
N pile
5738.5 4908.98 4509.11 6474.75 6370.85 4150.58 3203.38 4307.52 4344.64 4339.03 4399.68 3403.81 1612.02
7 6 6 8 8 5 4 5 5 5 5 4 2
BASE
14
U1
1874
80.63
1954.63
2
BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE
15 16 17 18 19 20 21 22 23 24 25 26 28 29 30 31 33 35 37 38 39 40 42 43 46 48 49 52 53 56 58 59 60 61 62 63 66 99
U1 U1 U1 U1 U1 U1 U1 U1 U1 U1 U1 U1 U1 U1 U1 U1 U1 U1 U1 U1 U1 U1 U1 U1 U1 U1 U1 U1 U1 U1 U1 U1 U1 U1 U1 U1 U1 U1
916.12 2344.82 2117.25 3028.97 1750.89 3044.03 569.93 833.68 967.55 479.29 224.23 528.29 415.2 420.45 292.9 1149.1 510.39 200.77 514.02 1048.42 844.84 1926.26 128.02 143.24 152.69 602.82 616.26 306.85 515.17 370.85 145.79 533.74 774.48 586.74 397.19 154.54 235.21 732.36
80.63 320.97 332.7 332.7 284.33 125 80.96 92.22 73.46 24.56 112.36 112.36 197.82 54.38 113.86 126.84
996.75 2665.79 2449.95 3361.67 2035.22 3169.03 650.89 925.9 1041.01 503.85 336.59 640.65 613.02 474.83 406.76 7350.11
1 3 3 4 3 4 1 1 1 1 0 1 1 1 1 9
386.72
5239.64
7
Elastic Load dengan kapasitas tiang bore 1200 kN Story
BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE
Point
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 28 29 30 31 33 35 37 38 39 40 42
Load
FZ
ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE
kN 6540.75 6743.67 6414.83 8843.12 8836.31 5701.29 3999.09 5533.4 5565.47 5568.54 5632.06 4267.55 1904.43 2401.8 1301.81 3006.17 3118.4 3891.08 2447.08 3909.04 1003.24 1269.02 1585.32 675.78 300.58 674.99 528.16 534.26 388.25 1355.92 1511.07 510.09 1019.68 1184.52 1399.41 1276.39 515.71
FZ Basement kN 678.9 232.5 232.5 42.5 42.5 21.5 80.5 12.7 27.4 18.7 30 90 121 80.63 80.63 320.97 332.7 332.7 284.33 125 80.96 92.22 73.46 24.56 112.36 112.36 197.82 54.38 113.86 126.84
P (kN)
N pile
7219.65 6976.17 6647.33 8885.62 8878.81 5722.79 4079.59 5546.1 5592.87 5587.24 5662.06 4357.55 2025.43 2482.43 1382.44 3327.14 3451.1 4223.78 2731.41 4034.04 1084.2 1361.24 1658.78 700.34 412.94 787.35 725.98 588.64 502.11 11358.88
6 6 6 7 7 5 3 5 5 5 5 4 2 2 1 3 3 4 2 3 1 1 1 1 0 1 1 0 0 9
BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE
43 46 48 49 52 53 56 58 59 60 61 62 63 66 99
ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE ENVE
506.96 515.16 1245.23 798.72 607.3 1097.17 619.03 319.12 1366.22 1860.74 1132.53 880.36 575.09 501.97 1437.13
386.72
11390.2
9
Gambar Point Koordinat Dukungan Bangunan
Proyek : HOTEL LOMBOK
ANALISA PONDASI SETEMPAT 1. Sketsa Pondasi SETEMPAT P1 & P2
2. Kualitas Material Bx
Beton
Besi Beton
K-
BJTD -
350
40
Daya Dukung Tanah
Dia. (mm) st (kg/cm2) sts (kg/cm2) 10
1.50
Bkx
By
Hky
3. Gaya Pada Pondasi Tipe
Ak. DL
Ak. LL
Ak. GEMPA
Pondasi
Pdl (ton)
Pll (ton)
Pq (ton)
P1
15.00
12.00
0.00
P2
10.80
9.60
0.00
Dp
4. Data data Type
Pelat Pondasi
Kolom
Bx (cm)
By (cm)
Dp (cm)
d' (cm)
P1
200
200
40
3
Bkx (cm) Hky (cm) 40
60
P2
150
150
40
3
40
60
5. Periksa Tegangan Tanah 2
Teg. Tanah (kg/cm )
Gaya Total Tipe
DL +LL
DL +LL
DL + LL + Q
Pmaks (ton)
Pmaks (ton)
s1
P1
54.00
54.00
P2
40.80
40.80
DL + LL + Q
s1 < st ?
s2
s2 < sts ?
1.35
OK
1.35
OK
1.38
1.81
TDK OK
1.81
OK
1.39
6. Analisa Geser Pons Pu
Vc
f Vc
Ket.
(kg)
(kg)
(kg)
f Vc > Pu ?
P1
74400
231831
139099
OK
P2
56640
231831
139099
OK
Type
7. Gaya Dalam & Analisa Kekuatan (Per Meter Lebar) ANALISA // SB. X Mu
Rn
r
As
Dia.
jarak
(kg.m)
(kg/cm )
(As/b.d)
(cm /m)
2
(mm)
(mm)
P1
1190400
10.87
0.0028
10.28
10
76
P2
761493
6.95
0.0018
6.52
10
120
Type
Mu
Rn
Type
2
ANALISA // SB. Y 2
r
As
Dia.
jarak
2
(kg.m)
(kg/cm )
(As/b.d)
(cm /m)
(mm)
(mm)
P1
911400
8.32
0.0021
7.83
10
100
P2
509760
4.65
0.0012
4.35
10
150
1.95
VIII. PERHITUNGAN TIE BEAM
PERHITUNGAN KEBUTUHAN TULANGAN TIE BEAM Proyek : HOTEL LOMBOK Perhitungan T 7 (250x500) Diketahui data untuk tie beam ~ Dimensi tie beam b = 25 cm h ancer = h = 50 cm ~ Panjang Tie beam l = 650 cm ~ Perhitungan Pembebanan untuk Lantai Bangunan sebagai berikut : → Beban Mati ~ Balok = 300 ~ Beban lain-lain = 1261 Total Beban Mati (DL) = 1561 → Beban Hidup (LL)
=
didapat Qu = 1.2 DL + 1.6 LL Qu = 1.4 DL
= =
Perhitungan penulangan → Mencari Momen dan Gaya geser diketahui Mu tum = 0.125 x = 0.125 x = 21722.8 kgm Vu = 0.5 x = 0.5 x = 13367.9 kg → Momen akibat differential settlement 650 δ = = 0.325 cm 2000 maka
Mδ
=
Rδ
=
6
x
12
x
→ Jadi didapat sebesar : Mu = Mu + 1.4 Mδ Vu = Vu + 1.4 Vδ Tulangan Lentur Mu = m = Rn = rho
=
12993 16.20 3.06
tebal selimut beton = sehingga jarak selimut
Tulangan sengkang Vu = 14679.472 kg Vn = 19572.63 kg Vc = 10105.885 kg
4113.2 2185.4
kg/m' kg/m'
}
Qu 4113.2
kg/m' kg/m'
x x
Qu 4113.2
kg/m' kg/m'
x x
E I
253321
x 260417 422500 253321 x 260417 274625000 =
25985.4 kgm
=
14679.5 kg
19 30 39.5
mm mm mm
kg/m' kg/m' kg/m'
+
kg/m1 diambil Qu terbesar =
Mutu beton K 350 fc' = 29.050 MPa fy = 400 MPa
m2 lx 2 2 42.25 m lx 6.5
4113.2 kg/m'
m m
2 253321 kg/cm 4 260417 cm
= =
x
0.325
x
0.325
kgm (Reduksi krn ada tanah keras) diketahui b = 250 h = 500
0.0082
memakai tulangan D -
1400
48.333 cm
=
304472 kg.cm
=
937 kg
mm mm
Tumpuan
Lapangan
4
D
19
3
D
19
4
D
19
3
D
19
deff = 460.5 mm As tum = 944.46 → ok mm2/m' memakai tulangan 3.8 D 19 mm
fy = 400 MPa Vs = 9466.745 kg tulangan sengkang memakai
f 10
-
100
mm
PERHITUNGAN KEBUTUHAN TULANGAN TIE BEAM Proyek : HOTEL LOMBOK Perhitungan T 11 (350x700) Diketahui data untuk tie beam ~ Dimensi tie beam b = 35 cm h ancer = h = 70 cm ~ Panjang Tie beam l = 672.5 cm ~ Perhitungan Pembebanan untuk Lantai Bangunan sebagai berikut : → Beban Mati ~ Balok = 588 ~ Beban lain-lain = 1260 Total Beban Mati (DL) = 1848 → Beban Hidup (LL)
=
didapat Qu = 1.2 DL + 1.6 LL Qu = 1.4 DL
= =
Perhitungan penulangan → Mencari Momen dan Gaya geser diketahui Mu tum = 0.125 x = 0.125 x = 38948.3 kgm Vu = 0.5 x = 0.5 x = 23166.3 kg → Momen akibat differential settlement 672.5 δ = = 0.33625 cm 2000 maka
Mδ
=
Rδ
=
6
x
12
x
→ Jadi didapat sebesar : Mu = Mu + 1.4 Mδ Vu = Vu + 1.4 Vδ Tulangan Lentur Mu = m = Rn = rho
=
27388 16.20 2.25
tebal selimut beton = sehingga jarak selimut
Tulangan sengkang Vu = 27873.306 kg Vn = 37164.407 kg Vc = 20436.345 kg
kg/m1
}
Qu 6889.6
kg/m' kg/m'
x x
m2 lx 2 2 45.226 m
Qu 6889.6
kg/m' kg/m'
x x
lx m 6.725 m
E I
=
54775.7 kgm
=
27873.3 kg
diambil Qu terbesar =
6889.6 kg/m'
Mutu beton K 350 fc' = 29.050 MPa fy = 400 MPa
2 253321 kg/cm 4 1000417 cm
= =
x
0.3363
x
0.3363
kgm (Reduksi krn ada tanah keras) diketahui b = 350 h = 700 mm mm mm
+
kg/m' kg/m'
x 1000417 452256.25 253321 x 1000417 304142328.1
22 30 41
kg/m' kg/m' kg/m'
6889.6 2587.2
253321
0.0059
memakai tulangan D -
2920
49.833 cm
= =
1E+06 kg.cm 3362 kg
mm mm
Tumpuan
Lapangan
4
D
22
3
D
22
4
D
22
3
D
22
deff = 659 mm As tum = 1364.08 mm2/m' → ok memakai tulangan 4.1 D 22 mm
fy = 400 MPa Vs = 16728.06 kg tulangan sengkang memakai
f 10
-
100
mm
IX. PERHITUNGAN PILECAP
PILECAP PC1
m 1-1
m 2-2
● Check Geser Pons Pu
=
161.66
Ton
=
161660
=
83
kg
Dimensi Kolom : b = 25 cm h = 60 cm Pilecap : t = d =
90 cm 90 - 7.5
Pu 2 ( b + h + 2d ) d
cm
1/6 x 0.75 √ K-350
<
161660 2(25+60+2x82.5)x82.5
<
3.92
<
0.125 √ 29.05 x 10 6.74
ok
● Tulangan Pile Cap Arah 1-1 Mu Ø b d fy fc'
= = = = = =
40.25 0.8 1000 850 400 29.05
=
ρ
=
=
=
402500000
=
2
Ø*b*d
Fy 0.85 * f'c
1 m
1
-
1
-
1 ( 16.199
1
-
1
-
=
As Tul. Bawah =
*
1000.00
0.85
400.00 *
*
850.00
2
29.05
2 * m * Rn Fy 2
*
=
0.696
=
16.199
)
16.199 400
*
0.696
1000
*
850
2
>
1530
*
1000
>
765.00
)
=
0.0018 ( diambil ρ min )
0.0018 ρ*b*d
Digunakan tulangan : D 16 1 D 16 As Tul. Atas
402500000 0.80
=
(
ρ min
N-mm
mm mm Mpa Mpa Mu
Rn =
m
Ton-m
-
125
= 0.5 * ρ * b * d
Digunakan tulangan : D 16 1 D 16
-
125
=
0.0018
= =
1608.50 201.06
=
0.50
= =
1608.50 201.06
*
mm 2 mm *
0.0018
mm 2 mm
=
1530
2
mm
ok
*
850
ok
=
765.00
2
mm
Arah 2-2 Mu Ø b d fy fc'
= = = = = =
32.2 0.8 1000 850 400 29.05
=
ρ
=
=
=
322000000
=
2
Ø*b*d
Fy 0.85 * f'c
1 m
1
-
1
-
1 ( 16.199
1
-
1
-
=
As Tul. Bawah =
*
1000.00
0.85
400.00 *
*
850.00
2
29.05
2 * m * Rn Fy 2
*
=
0.557
=
16.199
)
16.199 400
*
0.557
1000
*
850
2
>
1530
*
1000
>
765.00
)
=
0.0014 ( diambil ρ min )
0.0018 ρ*b*d
Digunakan tulangan : D 16 1 D 16
As Tul. Atas
322000000 0.80
=
(
ρ min
N-mm
mm mm Mpa Mpa Mu
Rn =
m
Ton-m
-
125
= 0.5 * ρ * b * d
Digunakan tulangan : D 16 1 D 16
-
125
=
0.0018
= =
1608.50 201.06
=
0.50
= =
1608.50 201.06
*
mm 2 mm
*
0.0018
mm 2 mm
=
1530
2
mm
ok
*
850
ok
=
765.00
2
mm
PILECAP PC2
Detail PC2
m 2-2
● Check Geser Pons Pu
=
194.2
Ton
=
194200
=
83
kg
Dimensi Kolom : b = 30 cm h = 80 cm Pilecap : t = d =
90 cm 90 - 7.5
Pu 2 ( b + h + 2d ) d
cm
1/6 x 0.75 √ K-350
<
194200 2(30+80+2x82.5)x82.5
<
4.28
<
0.125 √ 29.05 x 10 6.74
ok
● Tulangan Pile Cap Arah 1-1 Mu Ø b d fy fc'
= 33.395 Ton-m = 0.8 = 1000 mm = 825 mm = 400 Mpa = 29.05 Mpa
=
ρ
=
=
333950000
Mu
Rn =
m
=
=
2
Ø*b*d
Fy 0.85 * f'c
1 m
1
-
1
-
1 ( 16.199
1
-
1
-
=
As Tul. Bawah =
*
1000.00
0.85
400.00 *
*
825.00
2
29.05
2 * m * Rn Fy 2
*
=
0.613
=
16.199
)
16.199 400
*
0.613
1000
*
825
2
>
1485
*
1000
>
742.50
)
=
0.0016 ( diambil ρ min )
0.0018 ρ*b*d
Digunakan tulangan : D 16 1 D 16 As Tul. Atas
333950000 0.80
=
(
ρ min
N-mm
-
125
= 0.5 * ρ * b * d
Digunakan tulangan : D 13 1 D 13
-
125
=
0.0018
= =
1608.50 201.06
=
0.50
= =
1061.86 132.73
*
mm 2 mm *
0.0018
mm 2 mm
=
1485
2
mm
ok
*
825
ok
=
742.50
2
mm
Arah 2-2 Mu Ø b d fy fc'
= = = = = =
6.7 0.8 1000 825 400 29.05
=
ρ
=
=
=
67000000
=
2
Ø*b*d
Fy 0.85 * f'c
1 m
1
-
1
-
1 ( 16.199
1
-
1
-
=
As Tul. Bawah =
*
1000.00
0.85
400.00 *
*
825.00
2
29.05
2 * m * Rn Fy 2
*
=
0.123
=
16.199
)
16.199 400
*
0.123
1000
*
825
2
>
1485
*
1000
>
742.50
)
=
0.0003 ( diambil ρ min )
0.0018 ρ*b*d
Digunakan tulangan : D 16 1 D 16
As Tul. Atas
67000000 0.80
=
(
ρ min
N-mm
mm mm Mpa Mpa Mu
Rn =
m
Ton-m
-
125
= 0.5 * ρ * b * d
Digunakan tulangan : D 13 1 D 13
-
125
=
0.0018
= =
1608.50 201.06
=
0.50
= =
1061.86 132.73
*
mm 2 mm
*
0.0018
mm 2 mm
=
1485
2
mm
ok
*
825
ok
=
742.50
2
mm
PILECAP TYPE 3
DETAIL PC3
m 2-2
● Check Geser Pons Pu
=
249.53
Ton
=
249530
=
83
kg
Dimensi Kolom : b = 50 cm h = 70 cm Pilecap : t = d =
90 cm 90 - 7.5
Pu 2 ( b + h + 2d ) d
cm
1/6 x 0.75 √ K-350
<
249530 2(50+70+2x82.5)x82.5
<
5.31
<
0.125 √ 29.05 x 10 6.74
ok
● Tulangan Pile Cap Arah 1-1 Mu Ø b d fy fc'
= = = = = =
6.292 0.8 1000 825 400 29.05
=
ρ
=
=
=
62920000
=
Ø * b * d2 Fy 0.85 * f'c
1 m
1
-
1
-
1 ( 16.199
1
-
1
-
As Tul. Bawah
=
0.0018
=
ρ*b*d
Digunakan tulangan : D 16 1 D 16 As Tul. Atas
=
-
150
0.5 * ρ * b * d
Digunakan tulangan : D 16 1 D 16
62920000 0.80
*
=
(
ρ min
N-mm
mm mm Mpa Mpa Mu
Rn =
m
Ton-m
-
300
1000.00
0.85
400.00 *
*
825.00
2
29.05
2 * m * Rn Fy 2
=
0.0018
= =
1340.41 201.06
=
0.50
= =
670.21 201.06
*
*
*
*
0.116
1000
*
825
<
1485
*
1000
<
742.50
0.0018
mm mm2
0.116
=
16.199
)
16.199 400
mm2 mm2
=
)
=
=
1485
0.0003 ( diambil ρ min )
mm2
not ok
*
825
not ok
=
742.50
mm2
Arah 2-2 Mu Ø b d fy fc'
= = = = = =
23.2 0.8 1000 825 400 29.05
=
ρ
=
=
=
232000000
=
Ø * b * d2 Fy 0.85 * f'c
1 m
1
-
1
-
1 ( 16.199
1
-
1
-
As Tul. Bawah
=
0.0018
=
ρ*b*d
Digunakan tulangan : D 16 1 D 16
As Tul. Atas
=
-
150
0.5 * ρ * b * d
Digunakan tulangan : D 16 1 D 16
232000000 0.80
*
=
(
ρ min
N-mm
mm mm Mpa Mpa Mu
Rn =
m
Ton-m
-
300
1000.00
0.85
400.00 *
*
825.00
2
29.05
2 * m * Rn Fy 2
=
0.0018
= =
1340.41 201.06
=
0.50
= =
670.21 201.06
*
*
*
*
0.426
1000
*
825
<
1485
*
1000
<
742.50
0.0018
mm mm2
0.426
=
16.199
)
16.199 400
mm2 mm2
=
)
=
=
1485
0.0011 ( diambil ρ min )
mm2
not ok
*
825
not ok
=
742.50
mm2
PILECAP TYPE 4
DETAIL PC4
m 2-2
● Check Geser Pons Pu
=
293.73
Ton
=
293730
=
83
kg
Dimensi Kolom : b = 30 cm h = 80 cm Pilecap : t = d =
90 cm 90 - 7.5
Pu 2 ( b + h + 2d ) d
cm
1/6 x 0.75 √ K-350
<
293730 2(30+80+2x82.5)x82.5
<
6.47
<
0.125 √ 29.05 x 10 6.74
ok
● Tulangan Pile Cap Arah 1-1 Mu Ø b d fy fc'
= = = = = =
17.38 0.8 1000 825 400 29.05
=
ρ
=
=
=
173800000
=
2
Ø*b*d
Fy 0.85 * f'c
1 m
1
-
1
-
1 ( 16.199
1
-
1
-
=
As Tul. Bawah =
*
1000.00
0.85
400.00 *
*
825.00
2
29.05
2 * m * Rn Fy 2
*
=
0.319
=
16.199
)
16.199 400
*
0.319
1000
*
825
2
>
1485
*
1000
>
742.50
)
=
0.0008 ( diambil ρ min )
0.0018 ρ*b*d
Digunakan tulangan : D 16 1 D 16 As Tul. Atas
173800000 0.80
=
(
ρ min
N-mm
mm mm Mpa Mpa Mu
Rn =
m
Ton-m
-
100
= 0.5 * ρ * b * d
Digunakan tulangan : D 16 1 D 16
-
200
=
0.0018
= =
2010.62 201.06
=
0.50
= =
1005.31 201.06
*
mm 2 mm *
0.0018
mm 2 mm
=
1485
2
mm
ok
*
825
ok
=
742.50
2
mm
Arah 2-2 Mu Ø b d fy fc'
= = = = = =
42.54 0.8 1000 825 400 29.05
=
ρ
=
=
=
425400000
=
2
Ø*b*d
Fy 0.85 * f'c
1 m
1
-
1
-
1 ( 16.199
1
-
1
-
=
As Tul. Bawah =
*
1000.00
0.85
400.00 *
*
825.00
2
29.05
2 * m * Rn Fy 2
*
=
0.781
=
16.199
)
16.199 400
*
0.781
1000
*
825
2
> 1637.695
)
=
0.0020
0.0020 ρ*b*d
Digunakan tulangan : D 16 1 D 16
As Tul. Atas
425400000 0.80
=
(
ρ
N-mm
mm mm Mpa Mpa Mu
Rn =
m
Ton-m
-
100
= 0.5 * ρ * b * d
Digunakan tulangan : D 16 1 D 16
-
200
=
0.0020
= =
2010.62 201.06
=
0.50
= =
1005.31 201.06
*
mm 2 mm
*
0.0020
mm 2 mm
*
1000
>
818.85
2
=
1637.6952 mm
ok
*
825
ok
=
818.85
2
mm
PILECAP TYPE 5
DETAIL PC5
m 2-2
● Check Geser Pons Pu
=
337.59
Ton
=
337590
=
93
kg
Dimensi Kolom : b = 40 cm h = 60 cm Pilecap : t = d =
100 cm 100 - 7.5
Pu 2 ( b + h + 2d ) d
cm
1/6 x 0.75 √ K-350
<
337590 2(40+60+2x92.5)x92.5
<
6.40
<
0.125 √ 29.05 x 10 6.74
ok
● Tulangan Pile Cap Arah 1-1 Mu Ø b d fy fc'
= = = = = =
20.97 0.8 1000 925 400 29.05
=
ρ
=
=
=
209700000
=
Ø * b * d2 Fy 0.85 * f'c
1 m
1
-
1
-
1 ( 16.199
1
-
1
-
As Tul. Bawah
=
0.0018
=
ρ*b*d
Digunakan tulangan : D 19 1 D 19 As Tul. Atas
=
-
100
0.5 * ρ * b * d
Digunakan tulangan : D 16 1 D 16
209700000 0.80
*
=
(
ρ min
N-mm
mm mm Mpa Mpa Mu
Rn =
m
Ton-m
-
200
1000.00
0.85
400.00 *
*
925.00
2
29.05
2 * m * Rn Fy 2
=
0.0018
= =
2835.29 283.53
=
0.50
= =
1005.31 201.06
*
*
*
*
0.306
1000
*
925
>
1665
*
1000
>
832.50
0.0018
mm mm2
0.306
=
16.199
)
16.199 400
mm2 mm2
=
)
=
=
1665
0.0008 ( diambil ρ min )
mm2
ok
*
925
ok
=
832.50
mm2
Arah 2-2 Mu Ø b d fy fc'
= = = = = =
14.17 0.8 1000 925 400 29.05
=
ρ
=
=
=
141700000
=
Ø * b * d2 Fy 0.85 * f'c
1 m
1
-
1
-
1 ( 16.199
1
-
1
-
As Tul. Bawah
=
0.0018
=
ρ*b*d
Digunakan tulangan : D 19 1 D 19
As Tul. Atas
=
-
100
0.5 * ρ * b * d
Digunakan tulangan : D 16 1 D 16
141700000 0.80
*
=
(
ρ min
N-mm
mm mm Mpa Mpa Mu
Rn =
m
Ton-m
-
200
1000.00
0.85
400.00 *
*
925.00
2
29.05
2 * m * Rn Fy 2
=
0.0018
= =
2835.29 283.53
=
0.50
= =
1005.31 201.06
*
*
*
*
0.207
1000
*
925
>
1665
*
1000
>
832.50
0.0018
mm mm2
0.207
=
16.199
)
16.199 400
mm2 mm2
=
)
=
=
1665
0.0005 ( diambil ρ min )
mm2
ok
*
925
ok
=
832.50
mm2
PILECAP TYPE 6
DETAIL PC6
m 2-2
● Check Geser Pons Pu
=
320.12
Ton
=
320120
=
93
kg
Dimensi Kolom : b = 50 cm h = 80 cm Pilecap : t = d =
100 cm 100 - 7.5
Pu 2 ( b + h + 2d ) d
cm
1/6 x 0.75 √ K-350
<
320120 2(50+80+2x92.5)x92.5
<
5.49
<
0.125 √ 29.05 x 10 6.74
ok
● Tulangan Pile Cap Arah 1-1 Mu Ø b d fy fc'
= = = = = =
16.56 0.8 1000 925 400 29.05
=
ρ
=
=
=
165600000
=
Ø * b * d2 Fy 0.85 * f'c
1 m
1
-
1
-
1 ( 16.199
1
-
1
-
As Tul. Bawah
=
0.0018
=
ρ*b*d
Digunakan tulangan : D 19 1 D 19 As Tul. Atas
=
-
100
0.5 * ρ * b * d
Digunakan tulangan : D 16 1 D 16
165600000 0.80
*
=
(
ρ min
N-mm
mm mm Mpa Mpa Mu
Rn =
m
Ton-m
-
200
1000.00
0.85
400.00 *
*
925.00
2
29.05
2 * m * Rn Fy 2
=
0.0018
= =
2835.29 283.53
=
0.50
= =
1005.31 201.06
*
*
*
*
0.242
1000
*
925
>
1665
*
1000
>
832.50
0.0018
mm mm2
0.242
=
16.199
)
16.199 400
mm2 mm2
=
)
=
=
1665
0.0006 ( diambil ρ min )
mm2
ok
*
925
ok
=
832.50
mm2
Arah 2-2 Mu Ø b d fy fc'
= = = = = =
37.88 0.8 1000 925 400 29.05
=
ρ
=
=
=
378800000
=
Ø * b * d2 Fy 0.85 * f'c
1 m
1
-
1
-
1 ( 16.199
1
-
1
-
ρ min
=
0.0018
As Tul. Bawah
=
ρ*b*d
Digunakan tulangan : D 19 1 D 19
=
-
100
0.5 * ρ * b * d
Digunakan tulangan : D 16 1 D 16
378800000 0.80
*
=
(
As Tul. Atas
N-mm
mm mm Mpa Mpa Mu
Rn =
m
Ton-m
-
200
1000.00
0.85
400.00 *
*
925.00
2
29.05
2 * m * Rn Fy 2
=
0.0018
= =
2835.29 283.53
=
0.50
= =
1005.31 201.06
*
*
*
*
0.553
1000
*
925
>
1665
*
1000
>
832.50
0.0018
mm mm2
0.553
=
16.199
)
16.199 400
mm2 mm2
=
)
=
=
1665
0.0014 ( diambil ρ min )
mm2
ok
*
925
ok
=
832.50
mm2
PILECAP TYPE 7
DETAIL PC7
m 2-2
● Check Geser Pons Pu
=
410.57
Ton
=
410570
=
93
kg
Dimensi Kolom : b = 50 cm h = 100 cm Pilecap : t = d =
100 cm 100 - 7.5
Pu 2 ( b + h + 2d ) d
cm
1/6 x 0.75 √ K-350
<
410570 2(50+100+2x92.5)x92.5
<
6.62
<
0.125 √ 29.05 x 10 6.74
ok
● Tulangan Pile Cap Arah 1-1 Mu Ø b d fy fc'
= = = = = =
21.51 0.8 1000 925 400 29.05
=
ρ
=
=
=
215100000
=
Ø * b * d2 Fy 0.85 * f'c
1 m
1
-
1
-
1 ( 16.199
1
-
1
-
As Tul. Bawah
=
0.0018
=
ρ*b*d
Digunakan tulangan : D 19 1 D 19 As Tul. Atas
=
-
100
0.5 * ρ * b * d
Digunakan tulangan : D 16 1 D 16
215100000 0.80
*
=
(
ρ min
N-mm
mm mm Mpa Mpa Mu
Rn =
m
Ton-m
-
200
1000.00
0.85
400.00 *
*
925.00
2
29.05
2 * m * Rn Fy 2
=
0.0018
= =
2835.29 283.53
=
0.50
= =
1005.31 201.06
*
*
*
*
0.314
1000
*
925
>
1665
*
1000
>
832.50
0.0018
mm mm2
0.314
=
16.199
)
16.199 400
mm2 mm2
=
)
=
=
1665
0.0008 ( diambil ρ min )
mm2
ok
*
925
ok
=
832.50
mm2
Arah 2-2 Mu Ø b d fy fc'
= 13.516 Ton-m = 0.8 = 1000 mm = 925 mm = 400 Mpa = 29.05 Mpa
=
ρ
=
=
135160000
Mu
Rn =
m
=
=
Ø * b * d2 Fy 0.85 * f'c
1 m
1
-
1
-
1 ( 16.199
1
-
1
-
ρ min
=
0.0018
As Tul. Bawah
=
ρ*b*d
As Tul. Atas
=
-
100
0.5 * ρ * b * d
Digunakan tulangan : D 16 1 D 16
135160000 0.80
*
=
(
Digunakan tulangan : D 19 1 D 19
N-mm
-
200
1000.00
0.85
400.00 *
*
925.00
2
29.05
2 * m * Rn Fy 2
=
0.0018
= =
2835.29 283.53
=
0.50
= =
1005.31 201.06
*
*
*
*
0.197
1000
*
925
>
1665
*
1000
>
832.50
0.0018
mm mm2
0.197
=
16.199
)
16.199 400
mm2 mm2
=
)
=
=
1665
0.0005 ( diambil ρ min )
mm2
ok
*
925
ok
=
832.50
mm2
PILECAP TYPE 8
DETAIL PC8
m 2-2
● Check Geser Pons Pu
=
701.9
Ton
=
701900
=
93
kg
Dimensi Kolom : b = 50 cm h = 100 cm Pilecap : t = d =
100 cm 100 - 7.5
Pu 2 ( b + h + 2d ) d
cm
1/6 x 0.75 √ K-350
<
701900 2(50+100+2x92.5)x92.5
<
11.33
>
0.125 √ 29.05 x 10 6.74
Not ok
● Tulangan Pile Cap Arah 1-1 Mu Ø b d fy fc'
= 16.062 Ton-m = 0.8 = 1000 mm = 925 mm = 400 Mpa = 29.05 Mpa
=
ρ
=
=
160620000
Mu
Rn =
m
=
=
Ø * b * d2 Fy 0.85 * f'c
1 m
1
-
1
-
1 ( 16.199
1
-
1
-
As Tul. Bawah
=
0.0018
=
ρ*b*d
Digunakan tulangan : D 19 1 D 19 As Tul. Atas
=
-
100
0.5 * ρ * b * d
Digunakan tulangan : D 16 1 D 16
160620000 0.80
*
=
(
ρ min
N-mm
-
200
1000.00
0.85
400.00 *
*
925.00
2
29.05
2 * m * Rn Fy 2
=
0.0018
= =
2835.29 283.53
=
0.50
= =
1005.31 201.06
*
*
*
*
0.235
1000
*
925
>
1665
*
1000
>
832.50
0.0018
mm mm2
0.235
=
16.199
)
16.199 400
mm2 mm2
=
)
=
=
1665
0.0006 ( diambil ρ min )
mm2
ok
*
925
ok
=
832.50
mm2
Arah 2-2 Mu Ø b d fy fc'
= = = = = =
60.8 0.8 1000 925 400 29.05
=
ρ
=
=
=
608000000
=
Ø * b * d2 Fy 0.85 * f'c
1 m
1
-
1
-
1 ( 16.199
1
-
1
-
As Tul. Bawah
=
0.0023
=
ρ*b*d
Digunakan tulangan : D 19 1 D 19
As Tul. Atas
=
-
100
0.5 * ρ * b * d
Digunakan tulangan : D 16 1 D 16
608000000 0.80
*
=
(
ρ
N-mm
mm mm Mpa Mpa Mu
Rn =
m
Ton-m
-
100
1000.00
0.85
400.00 *
*
925.00
2
29.05
2 * m * Rn Fy 2
=
0.0023
= =
2835.29 283.53
=
0.50
= =
2010.62 201.06
*
*
*
*
0.888
1000
*
925
0.0023
mm mm2
0.888
=
16.199
)
16.199 400
mm2 mm2
=
)
=
2092.3902 mm2
=
> 2092.39
*
1000
> 1046.20
0.0023
ok
*
925
ok
=
1046.20
mm2
PILECAP TYPE 9A
●
m 1-1 DEATIL PC9A Check Geser Pons Pu = 436.07 Ton = 436070
kg
Dimensi Kolom : b = 15 cm h = 400 cm Pilecap : t = d =
100 cm 100 - 7.5
Pu 2 ( b + h + 2d ) d
=
93
cm
1/6 x 0.75 √ K-350
<
436070 2(15+400+2x92.5)x92.5
<
3.93
<
0.125 √ 29.05 x 10 6.74
ok
● Tulangan Pile Cap Arah 1-1 Mu Ø b d fy fc'
= = = = = =
9.98 0.8 1000 925 400 29.05
=
ρ
=
=
=
99800000
=
Ø * b * d2 Fy 0.85 * f'c
1 m
1
-
1
-
1 ( 16.199
1
-
1
-
As Tul. Bawah
=
0.0018
=
ρ*b*d
Digunakan tulangan : D 19 1 D 19 As Tul. Atas
=
-
150
0.5 * ρ * b * d
Digunakan tulangan : D 16 1 D 16
99800000 0.80
*
=
(
ρ min
N-mm
mm mm Mpa Mpa Mu
Rn =
m
Ton-m
-
150
1000.00
0.85
400.00 *
*
925.00
2
29.05
2 * m * Rn Fy 2
=
0.0018
= =
1890.19 283.53
=
0.50
= =
1340.41 201.06
*
*
*
*
0.146
1000
*
925
>
1665
*
1000
>
832.50
0.0018
mm mm2
0.146
=
16.199
)
16.199 400
mm2 mm2
=
)
=
=
1665
0.0004 ( diambil ρ min )
mm2
ok
*
925
ok
=
832.50
mm2
Arah 2-2 Mu Ø b d fy fc'
= = = = = =
12.48 0.8 1000 925 400 29.05
=
ρ
=
=
=
124800000
=
Ø * b * d2 Fy 0.85 * f'c
1 m
1
-
1
-
1 ( 16.199
1
-
1
-
As Tul. Bawah
=
0.0018
=
ρ*b*d
Digunakan tulangan : D 19 1 D 19
As Tul. Atas
=
-
150
0.5 * ρ * b * d
Digunakan tulangan : D 16 1 D 16
124800000 0.80
*
=
(
ρ min
N-mm
mm mm Mpa Mpa Mu
Rn =
m
Ton-m
-
150
1000.00
0.85
400.00 *
*
925.00
2
29.05
2 * m * Rn Fy 2
=
0.0018
= =
1890.19 283.53
=
0.50
= =
1340.41 201.06
*
*
*
*
0.182
1000
*
925
>
1665
*
1000
>
832.50
0.0018
mm mm2
0.182
=
16.199
)
16.199 400
mm2 mm2
=
)
=
=
1665
0.0005 ( diambil ρ min )
mm2
ok
*
925
ok
=
832.50
mm2
PILECAP TYPE 9B
DETAIL PC9B
m 2-2
● Check Geser Pons Pu
=
189.74
Ton
=
189740
=
93
kg
Dimensi Kolom : b = 15 cm h = 152.5 cm Pilecap : t = d =
100 cm 100 - 7.5
Pu 2 ( b + h + 2d ) d
cm
1/6 x 0.75 √ K-350
<
189740 2(15+152.5+2x92.5)x92.5
<
2.91
<
0.125 √ 29.05 x 10 6.74
ok
● Tulangan Pile Cap Arah 1-1 Mu Ø b d fy fc'
= = = = = =
3.074 0.8 1000 925 400 29.05
=
ρ
=
=
=
30740000
=
Ø * b * d2 Fy 0.85 * f'c
1 m
1
-
1
-
1 ( 16.199
1
-
1
-
As Tul. Bawah
=
0.0018
=
ρ*b*d
Digunakan tulangan : D 19 1 D 19 As Tul. Atas
=
-
150
0.5 * ρ * b * d
Digunakan tulangan : D 16 1 D 16
30740000 0.80
*
=
(
ρ min
N-mm
mm mm Mpa Mpa Mu
Rn =
m
Ton-m
-
150
1000.00
0.85
400.00 *
*
925.00
2
29.05
2 * m * Rn Fy 2
=
0.0018
= =
1890.19 283.53
=
0.50
= =
1340.41 201.06
*
*
*
*
0.045
1000
*
925
>
1665
*
1000
>
832.50
0.0018
mm mm2
0.045
=
16.199
)
16.199 400
mm2 mm2
=
)
=
=
1665
0.0001 ( diambil ρ min )
mm2
ok
*
925
ok
=
832.50
mm2
Arah 2-2 Mu Ø b d fy fc'
= = = = = =
3.078 0.8 1000 925 400 29.05
=
ρ
=
=
=
30780000
=
Ø * b * d2 Fy 0.85 * f'c
1 m
1
-
1
-
1 ( 16.199
1
-
1
-
As Tul. Bawah
=
0.0018
=
ρ*b*d
Digunakan tulangan : D 19 1 D 19
As Tul. Atas
=
-
150
0.5 * ρ * b * d
Digunakan tulangan : D 16 1 D 16
30780000 0.80
*
=
(
ρ min
N-mm
mm mm Mpa Mpa Mu
Rn =
m
Ton-m
-
150
1000.00
0.85
400.00 *
*
925.00
2
29.05
2 * m * Rn Fy 2
=
0.0018
= =
1890.19 283.53
=
0.50
= =
1340.41 201.06
*
*
*
*
0.045
1000
*
925
>
1665
*
1000
>
832.50
0.0018
mm mm2
0.045
=
16.199
)
16.199 400
mm2 mm2
=
)
=
=
1665
0.0001 ( diambil ρ min )
mm2
ok
*
925
ok
=
832.50
mm2
VISUALISASI 3D
ETABS
ETABS v9.2.0 - File: Hotel Lombok Jepit - September 1,2014 22:52 3-D View - KN-cm Units
ETABS
ETABS v9.2.0 - File: Hotel Lombok A Crack_1 - February 25,2014 0:50 Plan View - LT. LMR - Elevation 46.9 - Ton-m Units
ETABS
ETABS v9.2.0 - File: Hotel Lombok A Crack_1 - February 25,2014 0:51 Plan View - LT. ATAP - Elevation 43.6 - Ton-m Units
ETABS
ETABS v9.2.0 - File: Hotel Lombok A Crack_1 - February 25,2014 0:52 Plan View - LT. 11 - Elevation 40 - Ton-m Units
ETABS
ETABS v9.2.0 - File: Hotel Lombok A Crack_1 - February 25,2014 0:53 Plan View - LT. 10 - Elevation 36.4 - Ton-m Units
ETABS
ETABS v9.2.0 - File: Hotel Lombok A Crack_1 - February 25,2014 0:53 Plan View - LT. 9 - Elevation 32.8 - Ton-m Units
ETABS
ETABS v9.2.0 - File: Hotel Lombok A Crack_1 - February 25,2014 0:53 Plan View - LT. 8 - Elevation 29.2 - Ton-m Units
ETABS
ETABS v9.2.0 - File: Hotel Lombok A Crack_1 - February 25,2014 0:54 Plan View - LT. 7 - Elevation 25.6 - Ton-m Units
ETABS
ETABS v9.2.0 - File: Hotel Lombok A Crack_1 - February 25,2014 0:54 Plan View - LT. 6 - Elevation 22 - Ton-m Units
ETABS
ETABS v9.2.0 - File: Hotel Lombok A Crack_1 - February 25,2014 0:55 Plan View - LT. 5 - Elevation 18.4 - Ton-m Units
ETABS
ETABS v9.2.0 - File: Hotel Lombok A Crack_1 - February 25,2014 0:55 Plan View - LT. 3 - Elevation 14.8 - Ton-m Units
ETABS
ETABS v9.2.0 - File: Hotel Lombok Jepit - September 1,2014 22:56 Plan View - LT. 2 - Elevation 640 - KN-cm Units
INPUT DATA
ETABS v9.2.0
File:HOTEL LOMBOK A CRACK_1
S T O R Y
D A T A
STORY
SIMILAR TO
LT. LMR LT. ATAP LT. 11 LT. 10 LT. 9 LT. 8 LT. 7 LT. 6 LT. 5 LT. 3 LT. 2 LT. GF BASE
None LT. LMR LT. LMR LT. LMR LT. LMR LT. LMR LT. LMR LT. LMR LT. LMR LT. LMR LT. LMR LT. LMR None
ETABS v9.2.0 M A S S
Yes
Yes
S O U R C E MULTIPLIER
DEAD LIVE
1.0000 0.3000 File:HOTEL LOMBOK A CRACK_1 M A S S
LT. LT. LT. LT. LT. LT. LT. LT. LT. LT. LT. LT.
D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1 D1
LMR ATAP 11 10 9 8 7 6 5 3 2 GF
ETABS v9.2.0
STORY
POINT
LT. LMR LT. ATAP LT. 11 LT. 10 LT. 9 LT. 8 LT. 7 LT. 6 LT. 5 LT. 3 LT. 2 LT. GF BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE
370 371 372 373 374 375 376 377 378 379 380 381 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 28 29 30 31 33 35 37 38
February 25, 2014 1:16
PAGE 3
D A T A MASS-X
MASS-Y
MMI
X-M
Y-M
6.424E+00 4.617E+01 4.816E+01 4.847E+01 4.877E+01 4.914E+01 4.942E+01 4.968E+01 4.990E+01 5.592E+01 7.339E+01 6.622E+01
6.424E+00 4.617E+01 4.816E+01 4.847E+01 4.877E+01 4.914E+01 4.942E+01 4.968E+01 4.990E+01 5.592E+01 7.339E+01 6.622E+01
1.583E+02 8.566E+03 9.104E+03 9.176E+03 9.246E+03 9.316E+03 9.373E+03 9.426E+03 9.476E+03 1.077E+04 1.495E+04 1.257E+04
13.714 8.408 8.375 8.371 8.370 8.368 8.367 8.363 8.378 7.684 9.870 10.471
16.025 24.231 24.291 24.290 24.283 24.296 24.307 24.317 24.313 24.241 24.582 24.139
File:HOTEL LOMBOK A CRACK_1
A S S E M B L E D
Units:Ton-m
L O A D S
LOAD
DIAPHRAGM
PAGE 2
D A T A
Loads
STORY
February 25, 2014 1:16
46.900 43.600 40.000 36.400 32.800 29.200 25.600 22.000 18.400 14.800 10.200 3.800 0.000
LUMP MASS AT STORIES
D I A P H R A G M
Units:Ton-m
ELEVATION
LATERAL MASS ONLY
ETABS v9.2.0
PAGE 1
3.300 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 4.600 6.400 3.800
MASS FROM
M A S S
February 25, 2014 1:16
HEIGHT
File:HOTEL LOMBOK A CRACK_1
S O U R C E
Units:Ton-m
P O I N T
Units:Ton-m
February 25, 2014 1:16
PAGE 4
M A S S E S UX
UY
UZ
RX
RY
RZ
6.424E+00 4.617E+01 4.816E+01 4.847E+01 4.877E+01 4.914E+01 4.942E+01 4.968E+01 4.990E+01 5.592E+01 7.339E+01 6.622E+01 2.327E-01 2.327E-01 2.327E-01 2.327E-01 2.327E-01 2.327E-01 1.862E-01 1.862E-01 1.862E-01 1.862E-01 1.862E-01 1.862E-01 1.117E-01 1.117E-01 1.117E-01 1.629E-01 1.629E-01 1.629E-01 1.629E-01 1.629E-01 6.982E-02 6.982E-02 6.982E-02 1.117E-01 1.303E-01 1.117E-01 1.117E-01 1.117E-01 1.117E-01 1.105E-01 6.144E-02 2.095E-02 1.012E-01 1.510E-01
6.424E+00 4.617E+01 4.816E+01 4.847E+01 4.877E+01 4.914E+01 4.942E+01 4.968E+01 4.990E+01 5.592E+01 7.339E+01 6.622E+01 2.327E-01 2.327E-01 2.327E-01 2.327E-01 2.327E-01 2.327E-01 1.862E-01 1.862E-01 1.862E-01 1.862E-01 1.862E-01 1.862E-01 1.117E-01 1.117E-01 1.117E-01 1.629E-01 1.629E-01 1.629E-01 1.629E-01 1.629E-01 6.982E-02 6.982E-02 6.982E-02 1.117E-01 1.303E-01 1.117E-01 1.117E-01 1.117E-01 1.117E-01 1.105E-01 6.144E-02 2.095E-02 1.012E-01 1.510E-01
0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00
0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00
0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00
1.583E+02 8.566E+03 9.104E+03 9.176E+03 9.246E+03 9.316E+03 9.373E+03 9.426E+03 9.476E+03 1.077E+04 1.495E+04 1.257E+04 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00
BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE LT. LMR LT. ATAP LT. 11 LT. 10 LT. 9 LT. 8 LT. 7 LT. 6 LT. 5 LT. 3 LT. 2 LT. GF BASE Totals ETABS v9.2.0
39 40 42 43 46 48 49 52 53 56 58 59 60 61 62 63 66 99 All All All All All All All All All All All All All All
1.187E-01 2.217E-01 2.095E-02 1.920E-02 1.920E-02 5.935E-02 4.189E-02 1.745E-02 5.935E-02 4.189E-02 1.745E-02 1.036E-01 1.036E-01 7.098E-02 7.098E-02 3.258E-02 3.258E-02 8.029E-02 6.424E+00 4.617E+01 4.816E+01 4.847E+01 4.877E+01 4.914E+01 4.942E+01 4.968E+01 4.990E+01 5.592E+01 7.339E+01 6.622E+01 6.138E+00 5.978E+02
File:HOTEL LOMBOK A CRACK_1
M A T E R I A L
L I S T
ELEMENT TYPE
MATERIAL
Column Beam Wall Floor
K300 K300 K300 K300
ETABS v9.2.0
1.187E-01 2.217E-01 2.095E-02 1.920E-02 1.920E-02 5.935E-02 4.189E-02 1.745E-02 5.935E-02 4.189E-02 1.745E-02 1.036E-01 1.036E-01 7.098E-02 7.098E-02 3.258E-02 3.258E-02 8.029E-02 6.424E+00 4.617E+01 4.816E+01 4.847E+01 4.877E+01 4.914E+01 4.942E+01 4.968E+01 4.990E+01 5.592E+01 7.339E+01 6.622E+01 6.138E+00 5.978E+02
B Y
L I S T
SECTION
ELEMENT TYPE
BI-1-300X70 BI-1-300X60 BA-1-300X70 BA1-300X600 BI-2-300X70 BI-2-300X60 BA-2-300X70 KL1-500X100 KL1-450X100 KL1-400X100 KL1-400X900 KL1-400X800 KL1-400X700 KL1-400X600 KL2-500X800 KL2-450X800 KL2-400X800 KL2-400X700 KL2-400X600 KL2-400X500 KL3-500X700 KL3-450X700 KL3-400X700 KL3-400X600 KL3-400X500 KL3-400X400 KL4-300X800 KL4-300X700 KL4-300X600 KL5-400X600 KL7-400X700 KL8-250X600 BL1-200X600 B6-200X450 BI-3-300X70 BI-4-250X70 B9-250X600 A5-200X400 B5-200X400 B13-350X800 A11-300X700 B11-300X700 T5-200X400 T11-350X700 BI-5-300X70 B7-250X500 C9-250X600 B10-250X650 C10-250X650 B12-300X750 A10-250X650 A7-250X500 C5-200X400 C12-300X750 C13-300X600
Beam Beam Beam Beam Beam Beam Beam Column Column Column Column Column Column Column Column Column Column Column Column Column Column Column Column Column Column Column Column Column Column Column Column Column Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam
Units:Ton-m
E L E M E N T
0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00
February 25, 2014 1:16
NUMBER PIECES
NUMBER STUDS
715.19 1763.50 381.69 2423.31
267 814
0
B Y
0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00
PAGE 5
T Y P E
TOTAL MASS tons
File:HOTEL LOMBOK A CRACK_1
M A T E R I A L
0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00
Units:Ton-m
February 25, 2014 1:16
S E C T I O N
NUMBER PIECES
TOTAL LENGTH meters
TOTAL MASS tons
NUMBER STUDS
78 67 51 48 13 12 11 6 12 12 12 6 12 8 6 12 18 12 12 6 5 10 10 10 10 11 12 15 6 10 1 33 48 35 55 55 10 13 77 5 4 21 48 24 33 21 54 3 1 1 1 1 1 1 2
645.000 402.000 420.500 283.700 107.500 74.400 104.500 22.800 66.000 43.200 43.200 21.600 43.200 28.200 22.800 66.000 64.800 43.200 43.200 21.600 19.000 55.000 36.000 36.000 36.000 39.300 55.200 54.000 21.600 51.000 3.800 130.800 87.600 127.750 401.530 401.500 51.736 33.700 199.760 34.119 23.105 93.535 71.794 60.000 240.900 125.525 146.900 20.325 1.900 12.000 9.650 3.650 2.050 4.100 5.725
296.93 152.81 212.15 122.68 49.42 29.97 52.72 27.39 71.35 41.51 37.36 16.61 29.06 16.26 21.91 57.08 49.82 29.06 24.91 10.38 15.98 41.62 24.22 20.76 17.30 15.11 31.83 27.24 9.34 29.41 2.56 47.14 25.25 25.06 192.13 159.13 17.94 6.48 37.16 21.20 11.66 43.90 13.80 32.37 114.58 35.71 49.37 7.37 0.66 6.27 3.77 1.10 0.39 2.11 2.32
0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
PAGE 6
0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 1.583E+02 8.566E+03 9.104E+03 9.176E+03 9.246E+03 9.316E+03 9.373E+03 9.426E+03 9.476E+03 1.077E+04 1.495E+04 1.257E+04 0.000E+00 1.121E+05
C11-300X700 SW150 SW200 S130 ETABS v9.2.0
Beam Wall Wall Floor
20
73.500
File:HOTEL LOMBOK A CRACK_1
M A T E R I A L
L I S T
B Y
37.08 223.94 157.74 2423.31
Units:Ton-m
0
February 25, 2014 1:16
PAGE 7
S T O R Y
STORY
ELEMENT TYPE
MATERIAL
TOTAL WEIGHT tons
FLOOR AREA m2
UNIT WEIGHT kg/m2
NUMBER PIECES
NUMBER STUDS
LT. LT. LT. LT.
LMR LMR LMR LMR
Column Beam Wall Floor
K300 K300 K300 K300
5.07 22.61 26.86 22.28
71.340 71.340 71.340 71.340
71.1239 316.9940 376.4564 312.3187
3 18
0
LT. LT. LT. LT.
ATAP ATAP ATAP ATAP
Column Beam Wall Floor
K300 K300 K300 K300
38.31 148.54 29.30 205.18
656.948 656.948 656.948 656.948
58.3217 226.1108 44.5970 312.3187
23 66
0
LT. LT. LT. LT.
11 11 11 11
Column Beam Wall Floor
K300 K300 K300 K300
42.47 148.11 29.30 205.18
656.948 656.948 656.948 656.948
64.6410 225.4526 44.5970 312.3187
23 66
0
LT. LT. LT. LT.
10 10 10 10
Column Beam Wall Floor
K300 K300 K300 K300
44.97 147.91 29.30 205.18
656.948 656.948 656.948 656.948
68.4589 225.1453 44.5970 312.3187
23 66
0
LT. LT. LT. LT.
9 9 9 9
Column Beam Wall Floor
K300 K300 K300 K300
49.13 147.48 29.30 205.18
656.948 656.948 656.948 656.948
74.7782 224.4870 44.5970 312.3187
23 66
0
LT. LT. LT. LT.
8 8 8 8
Column Beam Wall Floor
K300 K300 K300 K300
52.93 147.09 29.30 205.18
656.948 656.948 656.948 656.948
80.5708 223.8944 44.5970 312.3187
23 66
0
LT. LT. LT. LT.
7 7 7 7
Column Beam Wall Floor
K300 K300 K300 K300
55.01 146.94 29.30 205.18
656.948 656.948 656.948 656.948
83.7305 223.6640 44.5970 312.3187
23 66
0
LT. LT. LT. LT.
6 6 6 6
Column Beam Wall Floor
K300 K300 K300 K300
58.81 146.55 29.30 205.18
656.948 656.948 656.948 656.948
89.5231 223.0728 44.5970 312.3187
23 66
0
LT. LT. LT. LT.
5 5 5 5
Column Beam Wall Floor
K300 K300 K300 K300
59.59 146.45 29.30 205.18
656.948 656.948 656.948 656.948
90.7080 222.9302 44.5970 312.3187
23 66
0
LT. LT. LT. LT.
3 3 3 3
Column Beam Wall Floor
K300 K300 K300 K300
84.04 165.41 37.44 223.99
717.173 717.173 717.173 717.173
117.1893 230.6377 52.1997 312.3187
23 84
0
LT. LT. LT. LT.
2 2 2 2
Column Beam Wall Floor
K300 K300 K300 K300
135.38 213.12 52.09 283.93
909.095 909.095 909.095 909.095
148.9206 234.4310 57.2934 312.3187
28 106
0
LT. LT. LT. LT.
GF GF GF GF
Column Beam Wall Floor
K300 K300 K300 K300
89.47 183.30 30.93 251.70
805.908 805.908 805.908 805.908
111.0143 227.4410 38.3735 312.3187
29 78
0
SUM SUM SUM SUM
Column Beam Wall Floor
K300 K300 K300 K300
715.19 1763.50 381.69 2423.31
7759.096 7759.096 7759.096 7759.096
92.1742 227.2815 49.1921 312.3187
267 814
0
TOTAL
All
All
5283.68
7759.096
680.9665
1081
0
ETABS v9.2.0
File:HOTEL LOMBOK A CRACK_1
M A T E R I A L
P R O P E R T Y
Units:Ton-m
MATERIAL TYPE
DESIGN TYPE
MATERIAL DIR/PLANE
STEEL CONC OTHER K300
Iso Iso Iso Iso
Steel Concrete None Concrete
All All All All
MATERIAL NAME STEEL CONC OTHER K300
M A S S
MASS PER UNIT VOL
WEIGHT PER UNIT VOL
7.9814E-01 2.4480E-01 7.9814E-01 2.4483E-01
7.8334E+00 2.4026E+00 7.8334E+00 2.4025E+00
M A T E R I A L MATERIAL NAME
P R O P E R T Y
D E S I G N STEEL FY
PAGE 8
D A T A
MATERIAL NAME
M A T E R I A L
February 25, 2014 1:16
D A T A STEEL FU
MODULUS OF ELASTICITY
POISSON'S RATIO
20389019.158 2531050.654 20389019.158 2391535.583
0.3000 0.2000 0.3000 0.2000
A N D
F O R STEEL COST ($)
THERMAL COEFF
1.1700E-05 7841930.445 9.9000E-06 1054604.439 1.1700E-05 7841930.445 9.9000E-06 996473.160
W E I G H T
S T E E L
SHEAR MODULUS
M A T E R I A L S
STEEL
35153.481
M A T E R I A L
45699.526
D E S I G N
0.27
D A T A
F O R
C O N C R E T E
M A T E R I A L S
MATERIAL NAME
LIGHTWEIGHT CONCRETE
CONCRETE FC
REBAR FY
REBAR FYS
LIGHTWT REDUC FACT
CONC K300
No No
2812.279 2539.093
42184.178 40788.648
42184.178 24473.189
N/A N/A
ETABS v9.2.0
File:HOTEL LOMBOK A CRACK_1
F R A M E
S E C T I O N
Units:Ton-m
P R O P E R T Y
February 25, 2014 1:16
FRAME SECTION NAME
MATERIAL NAME
SECTION SHAPE NAME OR NAME IN SECTION DATABASE FILE
BI-1-300X700 BI-1-300X600 BA-1-300X700 BA1-300X600 BI-2-300X700 BI-2-300X600 BA-2-300X700 KL1-500X1000 KL1-450X1000 KL1-400X1000 KL1-400X900 KL1-400X800 KL1-400X700 KL1-400X600 KL2-500X800 KL2-450X800 KL2-400X800 KL2-400X700 KL2-400X600 KL2-400X500 KL3-500X700 KL3-450X700 KL3-400X700 KL3-400X600 KL3-400X500 KL3-400X400 KL4-300X800 KL4-300X700 KL4-300X600 KL5-400X600 KL7-400X700 KL8-250X600 BL1-200X600 B6-200X450 BI-3-300X700 BI-4-250X700 B9-250X600 A5-200X400 B5-200X400 B13-350X800 A11-300X700 B11-300X700 T5-200X400 T11-350X700 BI-5-300X700 B7-250X500 C9-250X600 B10-250X650 C10-250X650 B12-300X750 A10-250X650 A7-250X500 C5-200X400 C12-300X750 C13-300X600 C11-300X700
K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300 K300
Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular
F R A M E
S E C T I O N
FRAME SECTION NAME BI-1-300X700 BI-1-300X600 BA-1-300X700 BA1-300X600 BI-2-300X700 BI-2-300X600 BA-2-300X700 KL1-500X1000 KL1-450X1000 KL1-400X1000 KL1-400X900 KL1-400X800 KL1-400X700 KL1-400X600 KL2-500X800 KL2-450X800 KL2-400X800 KL2-400X700 KL2-400X600 KL2-400X500 KL3-500X700 KL3-450X700 KL3-400X700 KL3-400X600 KL3-400X500 KL3-400X400 KL4-300X800 KL4-300X700
PAGE 9
D A T A
P R O P E R T Y
CONC COL
CONC BEAM Yes Yes Yes Yes Yes Yes Yes
Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
D A T A
SECTION DEPTH
FLANGE WIDTH TOP
FLANGE THICK TOP
WEB THICK
FLANGE WIDTH BOT
FLANGE THICK BOT
0.7000 0.6000 0.7000 0.6000 0.7000 0.6000 0.7000 1.0000 1.0000 1.0000 0.9000 0.8000 0.7000 0.6000 0.8000 0.8000 0.8000 0.7000 0.6000 0.5000 0.7000 0.7000 0.7000 0.6000 0.5000 0.4000 0.8000 0.7000
0.3000 0.3000 0.3000 0.3000 0.3000 0.3000 0.3000 0.5000 0.4500 0.4000 0.4000 0.4000 0.4000 0.4000 0.5000 0.4500 0.4000 0.4000 0.4000 0.4000 0.5000 0.4500 0.4000 0.4000 0.4000 0.4000 0.3000 0.3000
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
KL4-300X600 KL5-400X600 KL7-400X700 KL8-250X600 BL1-200X600 B6-200X450 BI-3-300X700 BI-4-250X700 B9-250X600 A5-200X400 B5-200X400 B13-350X800 A11-300X700 B11-300X700 T5-200X400 T11-350X700 BI-5-300X700 B7-250X500 C9-250X600 B10-250X650 C10-250X650 B12-300X750 A10-250X650 A7-250X500 C5-200X400 C12-300X750 C13-300X600 C11-300X700 F R A M E
0.6000 0.6000 0.7000 0.6000 0.6000 0.4500 0.7000 0.7000 0.6000 0.4000 0.4000 0.8000 0.7000 0.7000 0.4000 0.7000 0.7000 0.5000 0.6000 0.6500 0.6500 0.7500 0.6500 0.5000 0.4000 0.7500 0.6000 0.7000 S E C T I O N
FRAME SECTION NAME BI-1-300X700 BI-1-300X600 BA-1-300X700 BA1-300X600 BI-2-300X700 BI-2-300X600 BA-2-300X700 KL1-500X1000 KL1-450X1000 KL1-400X1000 KL1-400X900 KL1-400X800 KL1-400X700 KL1-400X600 KL2-500X800 KL2-450X800 KL2-400X800 KL2-400X700 KL2-400X600 KL2-400X500 KL3-500X700 KL3-450X700 KL3-400X700 KL3-400X600 KL3-400X500 KL3-400X400 KL4-300X800 KL4-300X700 KL4-300X600 KL5-400X600 KL7-400X700 KL8-250X600 BL1-200X600 B6-200X450 BI-3-300X700 BI-4-250X700 B9-250X600 A5-200X400 B5-200X400 B13-350X800 A11-300X700 B11-300X700 T5-200X400 T11-350X700 BI-5-300X700 B7-250X500 C9-250X600 B10-250X650 C10-250X650 B12-300X750 A10-250X650 A7-250X500 C5-200X400 C12-300X750 C13-300X600 C11-300X700 F R A M E
S E C T I O N
FRAME SECTION NAME BI-1-300X700 BI-1-300X600 BA-1-300X700 BA1-300X600 BI-2-300X700 BI-2-300X600 BA-2-300X700 KL1-500X1000 KL1-450X1000 KL1-400X1000 KL1-400X900
P R O P E R T Y
0.3000 0.4000 0.4000 0.2500 0.2000 0.2000 0.3000 0.2500 0.2500 0.2000 0.2000 0.3500 0.3000 0.3000 0.2000 0.3500 0.3000 0.2500 0.2500 0.2500 0.2500 0.3000 0.2500 0.2500 0.2000 0.3000 0.3000 0.3000
TORSIONAL CONSTANT
0.2100 0.1800 0.2100 0.1800 0.2100 0.1800 0.2100 0.5000 0.4500 0.4000 0.3600 0.3200 0.2800 0.2400 0.4000 0.3600 0.3200 0.2800 0.2400 0.2000 0.3500 0.3150 0.2800 0.2400 0.2000 0.1600 0.2400 0.2100 0.1800 0.2400 0.2800 0.1500 0.1200 0.0900 0.2100 0.1750 0.1500 0.0800 0.0800 0.2800 0.2100 0.2100 0.0800 0.2450 0.2100 0.1250 0.1500 0.1625 0.1625 0.2250 0.1625 0.1250 0.0800 0.2250 0.1800 0.2100
0.0046 0.0037 0.0046 0.0037 0.0046 0.0037 0.0046 0.0286 0.0218 0.0160 0.0138 0.0117 0.0096 0.0075 0.0204 0.0158 0.0117 0.0096 0.0075 0.0055 0.0163 0.0128 0.0096 0.0075 0.0055 0.0036 0.0055 0.0046 0.0037 0.0075 0.0096 0.0023 0.0013 0.0009 0.0046 0.0028 0.0023 0.0007 0.0007 0.0083 0.0046 0.0046 0.0007 0.0069 0.0046 0.0018 0.0023 0.0026 0.0026 0.0051 0.0026 0.0018 0.0007 0.0051 0.0037 0.0046
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
MOMENTS OF INERTIA I33 I22
A2
SHEAR AREAS A3
0.1750 0.1500 0.1750 0.1500 0.1750 0.1500 0.1750 0.4167 0.3750 0.3333 0.3000 0.2667 0.2333 0.2000 0.3333 0.3000 0.2667 0.2333 0.2000 0.1667 0.2917 0.2625 0.2333 0.2000 0.1667 0.1333 0.2000 0.1750 0.1500 0.2000 0.2333 0.1250 0.1000 0.0750 0.1750 0.1458 0.1250 0.0667 0.0667 0.2333 0.1750 0.1750 0.0667 0.2042 0.1750 0.1042 0.1250 0.1354 0.1354 0.1875 0.1354 0.1042 0.0667 0.1875 0.1500 0.1750
0.1750 0.1500 0.1750 0.1500 0.1750 0.1500 0.1750 0.4167 0.3750 0.3333 0.3000 0.2667 0.2333 0.2000 0.3333 0.3000 0.2667 0.2333 0.2000 0.1667 0.2917 0.2625 0.2333 0.2000 0.1667 0.1333 0.2000 0.1750 0.1500 0.2000 0.2333 0.1250 0.1000 0.0750 0.1750 0.1458 0.1250 0.0667 0.0667 0.2333 0.1750 0.1750 0.0667 0.2042 0.1750 0.1042 0.1250 0.1354 0.1354 0.1875 0.1354 0.1042 0.0667 0.1875 0.1500 0.1750
0.0086 0.0054 0.0086 0.0054 0.0086 0.0054 0.0086 0.0417 0.0375 0.0333 0.0243 0.0171 0.0114 0.0072 0.0213 0.0192 0.0171 0.0114 0.0072 0.0042 0.0143 0.0129 0.0114 0.0072 0.0042 0.0021 0.0128 0.0086 0.0054 0.0072 0.0114 0.0045 0.0036 0.0015 0.0086 0.0071 0.0045 0.0011 0.0011 0.0149 0.0086 0.0086 0.0011 0.0100 0.0086 0.0026 0.0045 0.0057 0.0057 0.0105 0.0057 0.0026 0.0011 0.0105 0.0054 0.0086
0.0016 0.0014 0.0016 0.0014 0.0016 0.0014 0.0016 0.0104 0.0076 0.0053 0.0048 0.0043 0.0037 0.0032 0.0083 0.0061 0.0043 0.0037 0.0032 0.0027 0.0073 0.0053 0.0037 0.0032 0.0027 0.0021 0.0018 0.0016 0.0014 0.0032 0.0037 0.0008 0.0004 0.0003 0.0016 0.0009 0.0008 0.0003 0.0003 0.0029 0.0016 0.0016 0.0003 0.0025 0.0016 0.0007 0.0008 0.0008 0.0008 0.0017 0.0008 0.0007 0.0003 0.0017 0.0014 0.0016
D A T A
SECTION MODULI S33 S22 0.0245 0.0180 0.0245 0.0180 0.0245 0.0180 0.0245 0.0833 0.0750 0.0667 0.0540
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
D A T A
SECTION AREA
P R O P E R T Y
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
0.0105 0.0090 0.0105 0.0090 0.0105 0.0090 0.0105 0.0417 0.0338 0.0267 0.0240
PLASTIC MODULI Z33 Z22 0.0368 0.0270 0.0368 0.0270 0.0368 0.0270 0.0368 0.1250 0.1125 0.1000 0.0810
0.0158 0.0135 0.0158 0.0135 0.0158 0.0135 0.0158 0.0625 0.0506 0.0400 0.0360
RADIUS OF GYRATION R33 R22 0.2021 0.1732 0.2021 0.1732 0.2021 0.1732 0.2021 0.2887 0.2887 0.2887 0.2598
0.0866 0.0866 0.0866 0.0866 0.0866 0.0866 0.0866 0.1443 0.1299 0.1155 0.1155
KL1-400X800 KL1-400X700 KL1-400X600 KL2-500X800 KL2-450X800 KL2-400X800 KL2-400X700 KL2-400X600 KL2-400X500 KL3-500X700 KL3-450X700 KL3-400X700 KL3-400X600 KL3-400X500 KL3-400X400 KL4-300X800 KL4-300X700 KL4-300X600 KL5-400X600 KL7-400X700 KL8-250X600 BL1-200X600 B6-200X450 BI-3-300X700 BI-4-250X700 B9-250X600 A5-200X400 B5-200X400 B13-350X800 A11-300X700 B11-300X700 T5-200X400 T11-350X700 BI-5-300X700 B7-250X500 C9-250X600 B10-250X650 C10-250X650 B12-300X750 A10-250X650 A7-250X500 C5-200X400 C12-300X750 C13-300X600 C11-300X700 F R A M E
0.0427 0.0327 0.0240 0.0533 0.0480 0.0427 0.0327 0.0240 0.0167 0.0408 0.0368 0.0327 0.0240 0.0167 0.0107 0.0320 0.0245 0.0180 0.0240 0.0327 0.0150 0.0120 0.0068 0.0245 0.0204 0.0150 0.0053 0.0053 0.0373 0.0245 0.0245 0.0053 0.0286 0.0245 0.0104 0.0150 0.0176 0.0176 0.0281 0.0176 0.0104 0.0053 0.0281 0.0180 0.0245 S E C T I O N
FRAME SECTION NAME BI-1-300X700 BI-1-300X600 BA-1-300X700 BA1-300X600 BI-2-300X700 BI-2-300X600 BA-2-300X700 KL1-500X1000 KL1-450X1000 KL1-400X1000 KL1-400X900 KL1-400X800 KL1-400X700 KL1-400X600 KL2-500X800 KL2-450X800 KL2-400X800 KL2-400X700 KL2-400X600 KL2-400X500 KL3-500X700 KL3-450X700 KL3-400X700 KL3-400X600 KL3-400X500 KL3-400X400 KL4-300X800 KL4-300X700 KL4-300X600 KL5-400X600 KL7-400X700 KL8-250X600 BL1-200X600 B6-200X450 BI-3-300X700 BI-4-250X700 B9-250X600 A5-200X400 B5-200X400 B13-350X800 A11-300X700 B11-300X700 T5-200X400 T11-350X700 BI-5-300X700 B7-250X500 C9-250X600 B10-250X650 C10-250X650 B12-300X750 A10-250X650 A7-250X500 C5-200X400 C12-300X750 C13-300X600 C11-300X700
W E I G H T S
A N D
0.0213 0.0187 0.0160 0.0333 0.0270 0.0213 0.0187 0.0160 0.0133 0.0292 0.0236 0.0187 0.0160 0.0133 0.0107 0.0120 0.0105 0.0090 0.0160 0.0187 0.0063 0.0040 0.0030 0.0105 0.0073 0.0063 0.0027 0.0027 0.0163 0.0105 0.0105 0.0027 0.0143 0.0105 0.0052 0.0063 0.0068 0.0068 0.0113 0.0068 0.0052 0.0027 0.0113 0.0090 0.0105
0.0640 0.0490 0.0360 0.0800 0.0720 0.0640 0.0490 0.0360 0.0250 0.0613 0.0551 0.0490 0.0360 0.0250 0.0160 0.0480 0.0368 0.0270 0.0360 0.0490 0.0225 0.0180 0.0101 0.0368 0.0306 0.0225 0.0080 0.0080 0.0560 0.0368 0.0368 0.0080 0.0429 0.0368 0.0156 0.0225 0.0264 0.0264 0.0422 0.0264 0.0156 0.0080 0.0422 0.0270 0.0368
M A S S E S
TOTAL WEIGHT
TOTAL MASS
296.9322 152.8074 212.1485 122.6836 49.4172 29.9682 52.7218 27.3879 71.3528 41.5144 37.3629 16.6057 29.0601 16.2598 21.9104 57.0822 49.8172 29.0601 24.9086 10.3786 15.9763 41.6225 24.2167 20.7572 17.2976 15.1066 31.8277 27.2438 9.3407 29.4060 2.5562 47.1361 25.2546 25.0600 192.1341 159.1324 17.9414 6.4770 37.1582 21.1983 11.6569 43.9016 13.7985 32.3730 114.5753 35.7139 49.3704 7.3688 0.6637 6.2704 3.7673 1.0961 0.3940 2.1082 2.3244 37.0818
30.2604 15.5726 21.6201 12.5027 5.0361 3.0541 5.3729 2.7911 7.2716 4.2307 3.8077 1.6923 2.9615 1.6570 2.2329 5.8173 5.0769 2.9615 2.5384 1.0577 1.6281 4.2417 2.4679 2.1154 1.7628 1.5395 3.2436 2.7764 0.9519 2.9968 0.2605 4.8036 2.5737 2.5539 19.5804 16.2172 1.8284 0.6601 3.7868 2.1603 1.1880 4.4740 1.4062 3.2991 11.6764 3.6396 5.0313 0.7510 0.0676 0.6390 0.3839 0.1117 0.0402 0.2148 0.2369 3.7790
0.0320 0.0280 0.0240 0.0500 0.0405 0.0320 0.0280 0.0240 0.0200 0.0438 0.0354 0.0280 0.0240 0.0200 0.0160 0.0180 0.0158 0.0135 0.0240 0.0280 0.0094 0.0060 0.0045 0.0158 0.0109 0.0094 0.0040 0.0040 0.0245 0.0158 0.0158 0.0040 0.0214 0.0158 0.0078 0.0094 0.0102 0.0102 0.0169 0.0102 0.0078 0.0040 0.0169 0.0135 0.0158
0.2309 0.2021 0.1732 0.2309 0.2309 0.2309 0.2021 0.1732 0.1443 0.2021 0.2021 0.2021 0.1732 0.1443 0.1155 0.2309 0.2021 0.1732 0.1732 0.2021 0.1732 0.1732 0.1299 0.2021 0.2021 0.1732 0.1155 0.1155 0.2309 0.2021 0.2021 0.1155 0.2021 0.2021 0.1443 0.1732 0.1876 0.1876 0.2165 0.1876 0.1443 0.1155 0.2165 0.1732 0.2021
0.1155 0.1155 0.1155 0.1443 0.1299 0.1155 0.1155 0.1155 0.1155 0.1443 0.1299 0.1155 0.1155 0.1155 0.1155 0.0866 0.0866 0.0866 0.1155 0.1155 0.0722 0.0577 0.0577 0.0866 0.0722 0.0722 0.0577 0.0577 0.1010 0.0866 0.0866 0.0577 0.1010 0.0866 0.0722 0.0722 0.0722 0.0722 0.0866 0.0722 0.0722 0.0577 0.0866 0.0866 0.0866
C O N C R E T E
C O L U M N
D A T A
FRAME SECTION NAME
REINF CONFIGURATION LONGIT LATERAL
REINF SIZE/TYPE
NUM BARS 3DIR/2DIR
NUM BARS CIRCULAR
BAR COVER
KL1-500X1000 KL1-450X1000 KL1-400X1000 KL1-400X900 KL1-400X800 KL1-400X700 KL1-400X600 KL2-500X800 KL2-450X800 KL2-400X800 KL2-400X700 KL2-400X600 KL2-400X500 KL3-500X700 KL3-450X700 KL3-400X700 KL3-400X600 KL3-400X500 KL3-400X400 KL4-300X800 KL4-300X700 KL4-300X600 KL5-400X600 KL7-400X700 KL8-250X600
Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular Rectangular
#9/Design #9/Design #9/Design #9/Design #9/Design #9/Design #9/Design #9/Design #9/Design #9/Design #9/Design #9/Design #9/Design #9/Design #9/Design #9/Design #9/Design #9/Design #9/Design #9/Design #9/Design #9/Design #9/Design #9/Design #9/Design
3/3 3/3 3/3 3/3 3/3 3/3 3/3 3/3 3/3 3/3 3/3 3/3 3/3 3/3 3/3 3/3 3/3 3/3 3/3 3/3 3/3 3/3 3/3 3/3 3/3
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500
C O N C R E T E
B E A M
D A T A TOP COVER
BOT COVER
TOP LEFT AREA
TOP RIGHT AREA
BOT LEFT AREA
BOT RIGHT AREA
0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0250 0.0400 0.0500 0.0500 0.0500 0.0400 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0400 0.0500 0.0500 0.0500
0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0250 0.0400 0.0500 0.0500 0.0500 0.0400 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0400 0.0500 0.0500 0.0500
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
FRAME SECTION NAME BI-1-300X700 BI-1-300X600 BA-1-300X700 BA1-300X600 BI-2-300X700 BI-2-300X600 BA-2-300X700 BL1-200X600 B6-200X450 BI-3-300X700 BI-4-250X700 B9-250X600 A5-200X400 B5-200X400 B13-350X800 A11-300X700 B11-300X700 T5-200X400 T11-350X700 BI-5-300X700 B7-250X500 C9-250X600 B10-250X650 C10-250X650 B12-300X750 A10-250X650 A7-250X500 C5-200X400 C12-300X750 C13-300X600 C11-300X700 ETABS v9.2.0
File:HOTEL LOMBOK A CRACK_1
S T A T I C
L O A D CASE TYPE
AUTO LAT LOAD
DEAD LIVE SDL EX EY
DEAD LIVE SUPER DEAD QUAKE QUAKE
N/A N/A N/A USER_LOADS USER_LOADS
SELF WT MULTIPLIER
February 25, 2014 1:16
S P E C T R U M
NOTIONAL FACTOR
NOTIONAL DIRECTION
Units:Ton-m
February 25, 2014 1:16
C A S E S
RESP SPEC CASE: SPECX BASIC RESPONSE SPECTRUM DATA MODAL COMBO
DIRECTION COMBO
CQC
SRSS
MODAL DAMPING
SPECTRUM ANGLE
TYPICAL ECCEN
0.0500
0.0000
0.0000
RESPONSE SPECTRUM FUNCTION ASSIGNMENT DATA DIRECTION
FUNCTION
U1 U2 UZ
GW4TNHLUNAK -------
RESP SPEC CASE: SPECY
PAGE 10
1.0000 0.0000 0.0000 0.0000 0.0000
File:HOTEL LOMBOK A CRACK_1
R E S P O N S E
Units:Ton-m
C A S E S
STATIC CASE
ETABS v9.2.0
Ties Ties Ties Ties Ties Ties Ties Ties Ties Ties Ties Ties Ties Ties Ties Ties Ties Ties Ties Ties Ties Ties Ties Ties Ties
SCALE FACT 1.1541 N/A N/A
PAGE 11
BASIC RESPONSE SPECTRUM DATA MODAL COMBO
DIRECTION COMBO
CQC
SRSS
MODAL DAMPING
SPECTRUM ANGLE
TYPICAL ECCEN
0.0500
0.0000
0.0000
RESPONSE SPECTRUM FUNCTION ASSIGNMENT DATA DIRECTION
FUNCTION
U1 U2 UZ
---GW4TNHLUNAK ----
ETABS v9.2.0
SCALE FACT N/A 1.1541 N/A
File:HOTEL LOMBOK A CRACK_1
L O A D I N G
Units:Ton-m
February 25, 2014 1:16
C O M B I N A T I O N S
COMBO
COMBO TYPE
U1
ADD
U2
ADD
U3
ADD
U4
ADD
U5
ADD
U6
ADD
U7
ADD
U8
ADD
U9
ADD
U10
ADD
ENVE
ENVE
CASE
CASE TYPE
DEAD SDL LIVE DEAD SDL LIVE DEAD SDL LIVE EX EY DEAD SDL LIVE EX EY DEAD SDL LIVE EX EY DEAD SDL LIVE EX EY DEAD SDL LIVE EX EY DEAD SDL LIVE EX EY DEAD SDL LIVE EX EY DEAD SDL LIVE EX EY U2 U3 U4 U5 U6 U7 U8 U9 U10
Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Combo Combo Combo Combo Combo Combo Combo Combo Combo
SCALE FACTOR 1.0000 1.0000 1.0000 1.2000 1.2000 1.6000 1.2000 1.2000 0.5000 1.0000 0.3000 1.2000 1.2000 0.5000 1.0000 -0.3000 1.2000 1.2000 0.5000 -1.0000 0.3000 1.2000 1.2000 0.5000 -1.0000 -0.3000 1.2000 1.2000 0.5000 0.3000 1.0000 1.2000 1.2000 0.5000 0.3000 -1.0000 1.2000 1.2000 0.5000 -0.3000 1.0000 1.2000 1.2000 0.5000 -0.3000 -1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
PAGE 12
OUTPUT DATA
ETABS v9.2.0
File:HOTEL LOMBOK A CRACK_1
L O A D I N G COMBO
COMBO TYPE
U1
ADD
U2
ADD
U3
ADD
U4
ADD
U5
ADD
U6
ADD
U7
ADD
U8
ADD
U9
ADD
U10
ADD
CASE
CASE TYPE
DEAD SDL LIVE DEAD SDL LIVE DEAD SDL LIVE EX EY DEAD SDL LIVE EX EY DEAD SDL LIVE EX EY DEAD SDL LIVE EX EY DEAD SDL LIVE EX EY DEAD SDL LIVE EX EY DEAD SDL LIVE EX EY DEAD SDL LIVE EX EY
Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static Static
ETABS v9.2.0
File:HOTEL LOMBOK A CRACK_1
C O L U M N
F O R C E S
STORY
COLUMN
LOAD
LT. GF
C1
U1
LT. GF
LT. GF
LT. GF
LT. GF
LT. GF
LT. GF
LT. GF
LT. GF
LT. GF
Units:Ton-m
February 25, 2014 1:22
PAGE 1
C O M B I N A T I O N S
C1
C1
C1
C1
C1
C1
C1
C1
C1
SCALE FACTOR 1.0000 1.0000 1.0000 1.2000 1.2000 1.6000 1.2000 1.2000 0.5000 1.0000 0.3000 1.2000 1.2000 0.5000 1.0000 -0.3000 1.2000 1.2000 0.5000 -1.0000 0.3000 1.2000 1.2000 0.5000 -1.0000 -0.3000 1.2000 1.2000 0.5000 0.3000 1.0000 1.2000 1.2000 0.5000 0.3000 -1.0000 1.2000 1.2000 0.5000 -0.3000 1.0000 1.2000 1.2000 0.5000 -0.3000 -1.0000 Units:Ton-m
February 25, 2014 1:22
PAGE 2
LOC
P
V2
V3
T
M2
M3
0.0000 1.5500 3.1000
-515.94 -514.07 -512.21
3.08 3.08 3.08
-6.01 -6.01 -6.01
-0.023 -0.023 -0.023
-7.688 1.623 10.933
1.411 -3.362 -8.134
0.0000 1.5500 3.1000
-666.97 -664.74 -662.50
4.01 4.01 4.01
-7.79 -7.79 -7.79
-0.030 -0.030 -0.030
-9.972 2.108 14.187
1.844 -4.373 -10.590
0.0000 1.5500 3.1000
-524.73 -522.50 -520.27
4.15 4.15 4.15
-4.46 -4.46 -4.46
-1.148 -1.148 -1.148
-2.762 4.151 11.063
3.811 -2.623 -9.056
0.0000 1.5500 3.1000
-532.39 -530.15 -527.92
5.56 5.56 5.56
-7.21 -7.21 -7.21
-0.847 -0.847 -0.847
-10.703 0.465 11.633
10.071 1.455 -7.160
0.0000 1.5500 3.1000
-538.39 -536.16 -533.92
0.72 0.72 0.72
-5.16 -5.16 -5.16
0.801 0.801 0.801
-5.136 2.868 10.873
-7.215 -8.336 -9.458
0.0000 1.5500 3.1000
-546.04 -543.81 -541.57
2.13 2.13 2.13
-7.91 -7.91 -7.91
1.102 1.102 1.102
-13.078 -0.817 11.443
-0.954 -4.259 -7.563
0.0000 1.5500 3.1000
-520.59 -518.35 -516.12
1.31 1.31 1.31
-1.50 -1.50 -1.50
-0.816 -0.816 -0.816
5.672 8.002 10.332
-7.351 -9.380 -11.409
0.0000 1.5500 3.1000
-546.09 -543.86 -541.62
6.00 6.00 6.00
-10.65 -10.65 -10.65
0.186 0.186 0.186
-20.799 -4.284 12.231
13.516 4.213 -5.090
0.0000 1.5500 3.1000
-524.68 -522.45 -520.21
0.28 0.28 0.28
-1.71 -1.71 -1.71
-0.232 -0.232 -0.232
4.959 7.617 10.275
-10.659 -11.094 -11.529
0.0000 1.5500
-550.19 -547.96
4.97 4.97
-10.87 -10.87
0.770 0.770
-21.511 -4.669
10.208 2.499
U2
U3
U4
U5
U6
U7
U8
U9
U10
3.1000 ETABS v9.2.0 B E A M
File:HOTEL LOMBOK A CRACK_1
BEAM
LOAD
LT. GF
B1
U1
LT. GF
LT. GF
LT. GF
Units:Ton-m
4.97
-10.87
February 25, 2014 1:22
0.770
12.174
-5.210
PAGE 3
F O R C E S
STORY
LT. GF
-545.72
B1
B1
B1
B1
LOC
P
V2
V3
T
M2
M3
0.4000 0.8833 1.3667 1.8500 2.3333 2.8167 3.3000 3.7833 4.2667 4.7500 5.2333 5.7167 6.2000 6.6833 7.1667 7.6500 8.1333 8.6167 9.1000
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-8.00 -7.50 -6.81 -5.93 -4.96 -3.99 -3.02 -2.06 -1.09 -0.12 0.85 1.81 2.78 3.75 4.71 5.68 6.56 7.25 7.75
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-0.006 -0.006 -0.006 -0.006 -0.006 -0.006 -0.006 -0.006 -0.006 -0.006 -0.006 -0.006 -0.006 -0.006 -0.006 -0.006 -0.006 -0.006 -0.006
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
-10.837 -7.085 -3.619 -0.534 2.097 4.260 5.956 7.184 7.944 8.237 8.062 7.420 6.310 4.733 2.688 0.175 -2.792 -6.139 -9.773
0.4000 0.8833 1.3667 1.8500 2.3333 2.8167 3.3000 3.7833 4.2667 4.7500 5.2333 5.7167 6.2000 6.6833 7.1667 7.6500 8.1333 8.6167 9.1000
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-10.30 -9.67 -8.79 -7.66 -6.41 -5.16 -3.91 -2.66 -1.41 -0.16 1.09 2.34 3.59 4.84 6.09 7.33 8.47 9.35 9.98
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-0.009 -0.009 -0.009 -0.009 -0.009 -0.009 -0.009 -0.009 -0.009 -0.009 -0.009 -0.009 -0.009 -0.009 -0.009 -0.009 -0.009 -0.009 -0.009
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
-13.994 -9.157 -4.685 -0.701 2.697 5.492 7.682 9.269 10.252 10.631 10.407 9.579 8.147 6.111 3.472 0.229 -3.601 -7.918 -12.600
0.4000 0.8833 1.3667 1.8500 2.3333 2.8167 3.3000 3.7833 4.2667 4.7500 5.2333 5.7167 6.2000 6.6833 7.1667 7.6500 8.1333 8.6167 9.1000
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-8.71 -8.17 -7.44 -6.51 -5.51 -4.50 -3.49 -2.49 -1.48 -0.47 0.53 1.54 2.55 3.55 4.56 5.57 6.49 7.22 7.76
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.046 0.046 0.046 0.046 0.046 0.046 0.046 0.046 0.046 0.046 0.046 0.046 0.046 0.046 0.046 0.046 0.046 0.046 0.046
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
-12.864 -8.777 -4.999 -1.620 1.285 3.703 5.635 7.081 8.040 8.512 8.498 7.998 7.010 5.537 3.577 1.130 -1.790 -5.110 -8.738
0.4000 0.8833 1.3667 1.8500 2.3333 2.8167 3.3000 3.7833 4.2667 4.7500 5.2333 5.7167 6.2000 6.6833 7.1667 7.6500 8.1333 8.6167 9.1000
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-8.29 -7.74 -7.01 -6.09 -5.08 -4.07 -3.07 -2.06 -1.05 -0.05 0.96 1.96 2.97 3.98 4.98 5.99 6.91 7.65 8.19
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.032 0.032 0.032 0.032 0.032 0.032 0.032 0.032 0.032 0.032 0.032 0.032 0.032 0.032 0.032 0.032 0.032 0.032 0.032
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
-10.945 -7.064 -3.492 -0.319 2.380 4.592 6.319 7.558 8.311 8.578 8.358 7.651 6.459 4.779 2.613 -0.039 -3.165 -6.691 -10.525
0.4000 0.8833 1.3667 1.8500 2.3333 2.8167 3.3000 3.7833 4.2667 4.7500 5.2333 5.7167 6.2000 6.6833 7.1667
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-8.44 -7.89 -7.16 -6.24 -5.23 -4.22 -3.22 -2.21 -1.20 -0.20 0.81 1.82 2.82 3.83 4.83
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-0.043 -0.043 -0.043 -0.043 -0.043 -0.043 -0.043 -0.043 -0.043 -0.043 -0.043 -0.043 -0.043 -0.043 -0.043
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
-11.596 -7.643 -3.998 -0.753 2.018 4.303 6.101 7.413 8.239 8.578 8.430 7.796 6.675 5.068 2.975
U2
U3
U4
U5
LT. GF
LT. GF
LT. GF
LT. GF
LT. GF
B1
B1
B1
B1
B1
7.6500 8.1333 8.6167 9.1000
0.00 0.00 0.00 0.00
5.84 6.76 7.50 8.04
0.00 0.00 0.00 0.00
-0.043 -0.043 -0.043 -0.043
0.000 0.000 0.000 0.000
0.395 -2.659 -6.113 -9.875
0.4000 0.8833 1.3667 1.8500 2.3333 2.8167 3.3000 3.7833 4.2667 4.7500 5.2333 5.7167 6.2000 6.6833 7.1667 7.6500 8.1333 8.6167 9.1000
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-8.01 -7.47 -6.73 -5.81 -4.80 -3.80 -2.79 -1.79 -0.78 0.23 1.23 2.24 3.25 4.25 5.26 6.27 7.19 7.92 8.47
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-0.058 -0.058 -0.058 -0.058 -0.058 -0.058 -0.058 -0.058 -0.058 -0.058 -0.058 -0.058 -0.058 -0.058 -0.058 -0.058 -0.058 -0.058 -0.058
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
-9.678 -5.930 -2.491 0.548 3.113 5.192 6.785 7.891 8.510 8.643 8.290 7.450 6.123 4.310 2.011 -0.775 -4.035 -7.694 -11.662
0.4000 0.8833 1.3667 1.8500 2.3333 2.8167 3.3000 3.7833 4.2667 4.7500 5.2333 5.7167 6.2000 6.6833 7.1667 7.6500 8.1333 8.6167 9.1000
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-9.11 -8.57 -7.84 -6.91 -5.91 -4.90 -3.89 -2.89 -1.88 -0.87 0.13 1.14 2.15 3.15 4.16 5.16 6.09 6.82 7.36
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.032 0.032 0.032 0.032 0.032 0.032 0.032 0.032 0.032 0.032 0.032 0.032 0.032 0.032 0.032 0.032 0.032 0.032 0.032
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
-14.659 -10.379 -6.407 -2.835 0.264 2.876 5.001 6.640 7.792 8.458 8.638 8.331 7.537 6.257 4.490 2.237 -0.489 -3.616 -7.051
0.4000 0.8833 1.3667 1.8500 2.3333 2.8167 3.3000 3.7833 4.2667 4.7500 5.2333 5.7167 6.2000 6.6833 7.1667 7.6500 8.1333 8.6167 9.1000
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-7.69 -7.15 -6.42 -5.49 -4.49 -3.48 -2.47 -1.47 -0.46 0.55 1.55 2.56 3.57 4.57 5.58 6.58 7.51 8.24 8.78
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-0.017 -0.017 -0.017 -0.017 -0.017 -0.017 -0.017 -0.017 -0.017 -0.017 -0.017 -0.017 -0.017 -0.017 -0.017 -0.017 -0.017 -0.017 -0.017
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
-8.263 -4.669 -1.384 1.502 3.914 5.840 7.279 8.232 8.698 8.677 8.171 7.177 5.697 3.731 1.278 -1.661 -5.074 -8.887 -13.008
0.4000 0.8833 1.3667 1.8500 2.3333 2.8167 3.3000 3.7833 4.2667 4.7500 5.2333 5.7167 6.2000 6.6833 7.1667 7.6500 8.1333 8.6167 9.1000
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-9.03 -8.49 -7.75 -6.83 -5.82 -4.82 -3.81 -2.80 -1.80 -0.79 0.21 1.22 2.23 3.23 4.24 5.25 6.17 6.90 7.45
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
-14.279 -10.038 -6.107 -2.575 0.484 3.055 5.141 6.740 7.852 8.478 8.617 8.270 7.437 6.116 4.310 2.017 -0.750 -3.917 -7.391
0.4000 0.8833 1.3667 1.8500 2.3333 2.8167 3.3000 3.7833 4.2667 4.7500 5.2333 5.7167 6.2000 6.6833 7.1667 7.6500 8.1333 8.6167 9.1000
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-7.61 -7.07 -6.33 -5.41 -4.40 -3.40 -2.39 -1.38 -0.38 0.63 1.63 2.64 3.65 4.65 5.66 6.67 7.59 8.32 8.87
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-0.044 -0.044 -0.044 -0.044 -0.044 -0.044 -0.044 -0.044 -0.044 -0.044 -0.044 -0.044 -0.044 -0.044 -0.044 -0.044 -0.044 -0.044 -0.044
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
-7.883 -4.329 -1.083 1.762 4.134 6.020 7.419 8.331 8.757 8.697 8.150 7.117 5.597 3.590 1.097 -1.882 -5.335 -9.188 -13.349
U6
U7
U8
U9
U10
LT. GF
LT. GF
LT. GF
LT. GF
LT. GF
LT. GF
B3
B3
B3
B3
B3
B3
U1 0.4000 0.8778 1.3556 1.8333 2.3111 2.7889 3.2667 3.7444 4.2222 4.7000 5.1778 5.6556 6.1333 6.6111 7.0889 7.5667 8.0444 8.5222 9.0000
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-13.58 -12.84 -11.72 -10.23 -8.56 -6.89 -5.22 -3.55 -1.88 -0.20 1.47 3.14 4.81 6.48 8.15 9.83 11.39 12.58 13.40
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-0.048 -0.048 -0.048 -0.048 -0.048 -0.048 -0.048 -0.048 -0.048 -0.048 -0.048 -0.048 -0.048 -0.048 -0.048 -0.048 -0.048 -0.048 -0.048
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
-18.658 -12.331 -6.448 -1.188 3.302 6.993 9.885 11.979 13.274 13.771 13.469 12.368 10.469 7.770 4.274 -0.022 -5.102 -10.842 -17.063
0.4000 0.8778 1.3556 1.8333 2.3111 2.7889 3.2667 3.7444 4.2222 4.7000 5.1778 5.6556 6.1333 6.6111 7.0889 7.5667 8.0444 8.5222 9.0000
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-17.69 -16.74 -15.29 -13.35 -11.17 -8.99 -6.81 -4.63 -2.45 -0.27 1.91 4.09 6.28 8.46 10.64 12.82 14.85 16.40 17.45
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-0.062 -0.062 -0.062 -0.062 -0.062 -0.062 -0.062 -0.062 -0.062 -0.062 -0.062 -0.062 -0.062 -0.062 -0.062 -0.062 -0.062 -0.062 -0.062
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
-24.329 -16.086 -8.416 -1.555 4.301 9.116 12.888 15.620 17.309 17.957 17.563 16.128 13.650 10.131 5.571 -0.032 -6.658 -14.142 -22.248
0.4000 0.8778 1.3556 1.8333 2.3111 2.7889 3.2667 3.7444 4.2222 4.7000 5.1778 5.6556 6.1333 6.6111 7.0889 7.5667 8.0444 8.5222 9.0000
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-13.83 -13.04 -11.89 -10.37 -8.67 -6.97 -5.27 -3.56 -1.86 -0.16 1.54 3.24 4.94 6.64 8.34 10.04 11.63 12.86 13.72
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
-18.805 -12.372 -6.401 -1.070 3.477 7.212 10.134 12.243 13.539 14.024 13.695 12.554 10.601 7.834 4.256 -0.136 -5.326 -11.192 -17.557
0.4000 0.8778 1.3556 1.8333 2.3111 2.7889 3.2667 3.7444 4.2222 4.7000 5.1778 5.6556 6.1333 6.6111 7.0889 7.5667 8.0444 8.5222 9.0000
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-13.46 -12.68 -11.52 -10.00 -8.30 -6.60 -4.90 -3.20 -1.50 0.20 1.90 3.60 5.30 7.00 8.71 10.41 12.00 13.23 14.09
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-0.009 -0.009 -0.009 -0.009 -0.009 -0.009 -0.009 -0.009 -0.009 -0.009 -0.009 -0.009 -0.009 -0.009 -0.009 -0.009 -0.009 -0.009 -0.009
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
-17.218 -10.959 -5.163 -0.005 4.367 7.928 10.675 12.610 13.732 14.042 13.539 12.224 10.096 7.156 3.403 -1.163 -6.527 -12.568 -19.108
0.4000 0.8778 1.3556 1.8333 2.3111 2.7889 3.2667 3.7444 4.2222 4.7000 5.1778 5.6556 6.1333 6.6111 7.0889 7.5667 8.0444 8.5222 9.0000
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-14.28 -13.49 -12.34 -10.82 -9.12 -7.42 -5.72 -4.02 -2.32 -0.61 1.09 2.79 4.49 6.19 7.89 9.59 11.18 12.41 13.27
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-0.088 -0.088 -0.088 -0.088 -0.088 -0.088 -0.088 -0.088 -0.088 -0.088 -0.088 -0.088 -0.088 -0.088 -0.088 -0.088 -0.088 -0.088 -0.088
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
-20.776 -14.127 -7.941 -2.393 2.370 6.320 9.458 11.783 13.295 13.995 13.883 12.958 11.220 8.670 5.307 1.131 -3.843 -9.493 -15.643
0.4000 0.8778
0.00 0.00
-13.91 -13.13
0.00 0.00
-0.100 -0.100
0.000 0.000
-19.189 -12.714
U2
U3
U4
U5
U6
LT. GF
LT. GF
LT. GF
LT. GF
LT. GF
B3
B3
B3
B3
B35
1.3556 1.8333 2.3111 2.7889 3.2667 3.7444 4.2222 4.7000 5.1778 5.6556 6.1333 6.6111 7.0889 7.5667 8.0444 8.5222 9.0000
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-11.98 -10.45 -8.75 -7.05 -5.35 -3.65 -1.95 -0.25 1.45 3.15 4.85 6.55 8.25 9.95 11.54 12.77 13.64
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-0.100 -0.100 -0.100 -0.100 -0.100 -0.100 -0.100 -0.100 -0.100 -0.100 -0.100 -0.100 -0.100 -0.100 -0.100 -0.100 -0.100
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
-6.702 -1.329 3.260 7.036 9.999 12.150 13.488 14.014 13.727 12.628 10.716 7.991 4.454 0.104 -5.044 -10.869 -17.193
0.4000 0.8778 1.3556 1.8333 2.3111 2.7889 3.2667 3.7444 4.2222 4.7000 5.1778 5.6556 6.1333 6.6111 7.0889 7.5667 8.0444 8.5222 9.0000
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-14.41 -13.63 -12.47 -10.95 -9.25 -7.55 -5.85 -4.15 -2.45 -0.75 0.95 2.65 4.36 6.06 7.76 9.46 11.05 12.28 13.14
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-0.016 -0.016 -0.016 -0.016 -0.016 -0.016 -0.016 -0.016 -0.016 -0.016 -0.016 -0.016 -0.016 -0.016 -0.016 -0.016 -0.016 -0.016 -0.016
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
-21.347 -14.635 -8.385 -2.775 2.051 6.064 9.265 11.653 13.229 13.992 13.942 13.080 11.406 8.918 5.619 1.506 -3.405 -8.992 -15.079
0.4000 0.8778 1.3556 1.8333 2.3111 2.7889 3.2667 3.7444 4.2222 4.7000 5.1778 5.6556 6.1333 6.6111 7.0889 7.5667 8.0444 8.5222 9.0000
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-13.19 -12.41 -11.26 -9.73 -8.03 -6.33 -4.63 -2.93 -1.23 0.47 2.17 3.87 5.57 7.27 8.97 10.67 12.26 13.49 14.35
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-0.054 -0.054 -0.054 -0.054 -0.054 -0.054 -0.054 -0.054 -0.054 -0.054 -0.054 -0.054 -0.054 -0.054 -0.054 -0.054 -0.054 -0.054 -0.054
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
-16.056 -9.925 -4.256 0.773 5.018 8.451 11.070 12.877 13.872 14.054 13.424 11.980 9.725 6.656 2.776 -1.918 -7.410 -13.578 -20.246
0.4000 0.8778 1.3556 1.8333 2.3111 2.7889 3.2667 3.7444 4.2222 4.7000 5.1778 5.6556 6.1333 6.6111 7.0889 7.5667 8.0444 8.5222 9.0000
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-14.55 -13.76 -12.61 -11.09 -9.39 -7.69 -5.98 -4.28 -2.58 -0.88 0.82 2.52 4.22 5.92 7.62 9.32 10.91 12.14 13.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-0.043 -0.043 -0.043 -0.043 -0.043 -0.043 -0.043 -0.043 -0.043 -0.043 -0.043 -0.043 -0.043 -0.043 -0.043 -0.043 -0.043 -0.043 -0.043
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
-21.938 -15.161 -8.847 -3.172 1.719 5.797 9.062 11.515 13.156 13.984 13.999 13.201 11.592 9.169 5.934 1.886 -2.960 -8.483 -14.504
0.4000 0.8778 1.3556 1.8333 2.3111 2.7889 3.2667 3.7444 4.2222 4.7000 5.1778 5.6556 6.1333 6.6111 7.0889 7.5667 8.0444 8.5222 9.0000
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-13.33 -12.55 -11.39 -9.87 -8.17 -6.47 -4.77 -3.07 -1.37 0.33 2.03 3.74 5.44 7.14 8.84 10.54 12.13 13.36 14.22
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-0.081 -0.081 -0.081 -0.081 -0.081 -0.081 -0.081 -0.081 -0.081 -0.081 -0.081 -0.081 -0.081 -0.081 -0.081 -0.081 -0.081 -0.081 -0.081
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
-16.647 -10.451 -4.718 0.376 4.686 8.183 10.868 12.740 13.799 14.046 13.480 12.101 9.911 6.907 3.091 -1.538 -6.965 -13.069 -19.671
0.4000 0.8778 1.3556 1.8333 2.3111 2.7889
0.00 0.00 0.00 0.00 0.00 0.00
-13.41 -12.66 -11.55 -10.06 -8.39 -6.71
0.00 0.00 0.00 0.00 0.00 0.00
-0.084 -0.084 -0.084 -0.084 -0.084 -0.084
0.000 0.000 0.000 0.000 0.000 0.000
-17.858 -11.615 -5.816 -0.640 3.766 7.373
U7
U8
U9
U10
U1
LT. GF
LT. GF
LT. GF
LT. GF
LT. GF
B35
B35
B35
B35
B35
3.2667 3.7444 4.2222 4.7000 5.1778 5.6556 6.1333 6.6111 7.0889 7.5667 8.0444 8.5222 9.0000
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-5.04 -3.37 -1.70 -0.03 1.64 3.32 4.99 6.66 8.33 10.00 11.56 12.76 13.58
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-0.084 -0.084 -0.084 -0.084 -0.084 -0.084 -0.084 -0.084 -0.084 -0.084 -0.084 -0.084 -0.084
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
10.182 12.192 13.403 13.815 13.429 12.244 10.261 7.479 3.898 -0.481 -5.645 -11.470 -17.775
0.4000 0.8778 1.3556 1.8333 2.3111 2.7889 3.2667 3.7444 4.2222 4.7000 5.1778 5.6556 6.1333 6.6111 7.0889 7.5667 8.0444 8.5222 9.0000
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-17.46 -16.51 -15.06 -13.12 -10.94 -8.76 -6.58 -4.40 -2.22 -0.04 2.14 4.32 6.50 8.68 10.86 13.05 15.08 16.63 17.68
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-0.110 -0.110 -0.110 -0.110 -0.110 -0.110 -0.110 -0.110 -0.110 -0.110 -0.110 -0.110 -0.110 -0.110 -0.110 -0.110 -0.110 -0.110 -0.110
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
-23.285 -15.152 -7.592 -0.841 4.906 9.611 13.275 15.897 17.477 18.015 17.512 15.967 13.380 9.752 5.081 -0.630 -7.366 -14.959 -23.175
0.4000 0.8778 1.3556 1.8333 2.3111 2.7889 3.2667 3.7444 4.2222 4.7000 5.1778 5.6556 6.1333 6.6111 7.0889 7.5667 8.0444 8.5222 9.0000
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-11.90 -11.12 -9.97 -8.45 -6.74 -5.04 -3.34 -1.64 0.06 1.76 3.46 5.16 6.86 8.56 10.26 11.96 13.55 14.78 15.64
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-0.032 -0.032 -0.032 -0.032 -0.032 -0.032 -0.032 -0.032 -0.032 -0.032 -0.032 -0.032 -0.032 -0.032 -0.032 -0.032 -0.032 -0.032 -0.032
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
-10.402 -4.886 0.166 4.580 8.209 11.025 13.029 14.220 14.598 14.165 12.918 10.859 7.987 4.303 -0.194 -5.503 -11.612 -18.396 -25.679
0.4000 0.8778 1.3556 1.8333 2.3111 2.7889 3.2667 3.7444 4.2222 4.7000 5.1778 5.6556 6.1333 6.6111 7.0889 7.5667 8.0444 8.5222 9.0000
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-11.93 -11.15 -10.00 -8.48 -6.77 -5.07 -3.37 -1.67 0.03 1.73 3.43 5.13 6.83 8.53 10.23 11.93 13.52 14.75 15.61
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-0.078 -0.078 -0.078 -0.078 -0.078 -0.078 -0.078 -0.078 -0.078 -0.078 -0.078 -0.078 -0.078 -0.078 -0.078 -0.078 -0.078 -0.078 -0.078
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
-10.535 -5.006 0.061 4.489 8.132 10.962 12.980 14.186 14.579 14.159 12.927 10.882 8.025 4.355 -0.128 -5.423 -11.517 -18.287 -25.556
0.4000 0.8778 1.3556 1.8333 2.3111 2.7889 3.2667 3.7444 4.2222 4.7000 5.1778 5.6556 6.1333 6.6111 7.0889 7.5667 8.0444 8.5222 9.0000
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-15.45 -14.66 -13.51 -11.99 -10.29 -8.59 -6.89 -5.18 -3.48 -1.78 -0.08 1.62 3.32 5.02 6.72 8.42 10.01 11.24 12.10
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-0.095 -0.095 -0.095 -0.095 -0.095 -0.095 -0.095 -0.095 -0.095 -0.095 -0.095 -0.095 -0.095 -0.095 -0.095 -0.095 -0.095 -0.095 -0.095
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
-25.826 -18.619 -11.874 -5.768 -0.447 4.061 7.757 10.640 12.711 13.969 14.415 14.048 12.868 10.876 8.071 4.454 0.038 -5.054 -10.646
0.4000 0.8778 1.3556 1.8333 2.3111 2.7889 3.2667 3.7444 4.2222 4.7000
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-15.48 -14.69 -13.54 -12.02 -10.32 -8.62 -6.91 -5.21 -3.51 -1.81
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-0.141 -0.141 -0.141 -0.141 -0.141 -0.141 -0.141 -0.141 -0.141 -0.141
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
-25.960 -18.738 -11.979 -5.859 -0.524 3.999 7.709 10.606 12.691 13.964
U2
U3
U4
U5
U6
LT. GF
LT. GF
LT. GF
LT. GF
B35
B35
B35
B35
5.1778 5.6556 6.1333 6.6111 7.0889 7.5667 8.0444 8.5222 9.0000
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-0.11 1.59 3.29 4.99 6.69 8.39 9.98 11.21 12.07
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-0.141 -0.141 -0.141 -0.141 -0.141 -0.141 -0.141 -0.141 -0.141
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
14.424 14.071 12.906 10.928 8.137 4.534 0.132 -4.946 -10.523
0.4000 0.8778 1.3556 1.8333 2.3111 2.7889 3.2667 3.7444 4.2222 4.7000 5.1778 5.6556 6.1333 6.6111 7.0889 7.5667 8.0444 8.5222 9.0000
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-13.11 -12.33 -11.17 -9.65 -7.95 -6.25 -4.55 -2.85 -1.15 0.55 2.25 3.96 5.66 7.36 9.06 10.76 12.35 13.58 14.44
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
-15.644 -9.553 -3.925 1.064 5.269 8.661 11.240 13.007 13.961 14.103 13.432 11.948 9.652 6.543 2.622 -2.111 -7.644 -13.853 -20.561
0.4000 0.8778 1.3556 1.8333 2.3111 2.7889 3.2667 3.7444 4.2222 4.7000 5.1778 5.6556 6.1333 6.6111 7.0889 7.5667 8.0444 8.5222 9.0000
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
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0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
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0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
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0.4000 0.8778 1.3556 1.8333 2.3111 2.7889 3.2667 3.7444 4.2222 4.7000 5.1778 5.6556 6.1333 6.6111 7.0889 7.5667 8.0444 8.5222 9.0000
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-14.17 -13.39 -12.24 -10.71 -9.01 -7.31 -5.61 -3.91 -2.21 -0.51 1.19 2.89 4.59 6.29 8.00 9.70 11.29 12.52 13.38
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
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0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
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0.4000 0.8778 1.3556 1.8333 2.3111 2.7889 3.2667 3.7444 4.2222 4.7000 5.1778 5.6556 6.1333 6.6111 7.0889 7.5667 8.0444 8.5222 9.0000
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
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0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
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0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
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U7
U8
U9
U10
GAMBAR STRUKTUR
ENGINEERING CONSULTANT
Ruko Palazzo Blok F2 NO. 5&7 Bumi Anggrek Jl. Karangsatria , Bekasi Telp : (021) 92757080, 081389997677 E-mail :
[email protected],
[email protected]
ENGINEERING CONSULTANT
Ruko Palazzo Blok F2 NO. 5&7 Bumi Anggrek Jl. Karangsatria , Bekasi Telp : (021) 92757080, 081389997677 E-mail :
[email protected],
[email protected]
ENGINEERING CONSULTANT
Ruko Palazzo Blok F2 NO. 5&7 Bumi Anggrek Jl. Karangsatria , Bekasi Telp : (021) 92757080, 081389997677 E-mail :
[email protected],
[email protected]
