243921297 perhitungan struktur gedung serbaguna pdf
TRANSCRIPT
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
1/291
KONSULTANPERANCANG
edung erbaguna
Jalan Cut Mutiah - Bekasi Timur
PERHITUNGAN STRUKTUR
YAYASAN WAKAF AL-MUHAJIRIEN JAKAPERMAI
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
2/291
Pembangunan Gedung Serbaguna
PERHITUNGAN STRUKTUR
GEDUNG SERBAGUNAJl. Cut Mutiah – Bekasi Timur
Daftar Isi halaman
PENDAHULUAN
A.1. Informasi Umum : -
A.2. Kriteria Perancangan Struktur (Structural Design Criteria ) : -
A.2.1. Sistem Struktur : -
A.2.2. Langkah Perencanaan : -
A.3. Perangkat Lunak yang Digunakan : -
PERHITUNGAN STRUKTUR UTAMA
B.1. Perhitungan Gording
B.2. Denah Sistem Struktur : -
B.3. Perhitungan Pelat Lantai : -
B.4. Perhitungan Sistem Rangka Struktur .
a. Perhitungan Gaya Gempa : -
b. Perhitungan dengan ETABS : -
- Input Data ETABS : -
- Input Data Conker : -
- Output Data Conker : -
PERHITUNGAN PONDASI
C.1. Perhitungan Tie Beam : -
C.2. Perhitungan Daya Dukung Tiang/pile : -
LAMPIRAN
SOIL INVESTIGATION
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
3/291
Pembangunan Gedung Serbaguna
PENDAHULUAN
A.1. Informasi Umum
Proyek Pembangunan Gedung Serbaguna berlokasi di Jl. Cut Mutiah – Bekasi Timur.
Gedung yang akan dibangun terdiri tiga (3) lapis, dengan penjelasan sebagai berikut :
a. Jumlah Lapis Bangunan : 3 Lapis
b. Luas Struktur :
- Lantai Basement 5.500 m2
- Lantai Dasar 5.500 m2
- Lantai Atas 5.000 m2
- Lantai Dak 2.000 m2
c. Elevasi Struktur :
- Lantai Basement - 3.50 m
- Lantai Dasar ± 0.00 m
- Lantai Atas + 5.00 m
- Lantai Dak + 9.50 m
d. Jenis Struktur :
- Struktur pelat lantai, balok, kolom, pile cap, tangga dan tie beam
menggunakan beton bertulang.
- Struktur pondasi menggunakan tiang pancang (mini pile).
e. Mutu Konstruksi :
- Mutu Beton : K-350 (f’c = 28 Mpa)
- Mutu Tulangan : D ≥ 10mm U 39 ( fy = 390 Mpa/ulir)
: d < 10mm U 24 ( fy = 240 Mpa/polos)
f. Dasar Perhitungan :
- Pedoman Perencanaan Pembebanan untuk Rumah dan Gedung,
SKBI – 1.3.53.1987
- Peraturan Beton Bertulang Indonesia 1971
- Tata Cara Perhitungan Struktur Beton untuk Bangunan Gedung SNI-
03-2847-2002
- Tata Cara Perencanaan Ketahanan Gempa Untuk Bangunan Gedung,
SNI-03-1726-2002
- Tata Cara Perencanaan Struktur Baja untuk Bangunan Gedung, SNI-
03-1729-2002
g. Data Tanah :
Daya dukung pondasi ditetapkan berdasarkan hasil laporan penyelidikan
tanah. Jenis tanah lunak dengan nilai N SPT < 15
h. Pemilik : YAYASAN WAKAF AL-MUHAJIRIEN
JAKA PERMAI
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
4/291
Pembangunan Gedung Serbaguna
A.2. Kriteria Perancangan Struktur (Structural Design Criteria )
A.2.1. Sistem Struktur
Sistem struktur terhadap pengaruh beban vertical merupakan sistem pelat-balok,
dan untuk penahan beban lateral digunakan Sistem Rangka Pemikul Momen
Khusus (SRPMK) / (Sway Special). Pilihan pondasi adalah pondasi tiang bore(bored pile).
A.2.2. Sistem Analisa Struktur
A.2.2.1. Idealisasi Sistem Struktur
Struktur lantai dan tangga dianalisa secara terpisah sebagai struktur
sekunder. Dan hasilnya dintegrasikan ke dalam input struktur utama, yang
secara beban akan dipikul oleh struktur utama konstruksi dengan sistem
portal .
Struktur utama masing masing bangunan diidealisasikan sebagai rangka
ruang 3 dimensi dan dianalisa sekaligus.
A.2.2.2. Pembebanan
i.) Beban matiBeban mati pada struktur bangunan ditentukan dengan menggunakan
berat jenis bahan bangunan dengan berdasarkan pada Pedoman
Perencanaan Pembebanan untuk Rumah dan Gedung, SKBI –
1.3.53.1987 dan unsur-unsur yang diketahui seperti tecantum pada
denah Arsitektur dan Struktur.
Beban mati yang diperhitungkan :
- Beton bertulang 2400 kg/m3 - Mortar 2200 kg/m3 - Partisi 100 kg/m2 - Finishing lantai ( 5cm) 110 kg/m2 - Ceiling 22 kg/m2
ii.) Beban hidup- Lantai 250 kg/m2 - Akses jalan lantai atas 800 kg/m2 - Parkir lantai bawah 800 kg/m2 - Tangga 300 kg/m2 - Ruang mesin 500 kg/m2
- Atap dak 100 kg/m
2
- Tribun 500 kg/m2
iii.) Beban gempaPerencanaan bangunan tahan gempa diatur dalam SNI-03-1726-2002.
dimana bangunan direncanakan mampu memikul beban gempa besar
dengan periode ulang 500 tahun tanpa keruntuhan.
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
5/291
Pembangunan Gedung Serbaguna
Beban gempa nominal static equivalent untuk masing-masing arah
sumbu utama gedung menurut SNI-03-1726-2002 adalah sebagai
berikut :
Secara umum bangunan Gedung Serbaguna diperuntukkan sebagai
Tempat Parkir, Ruang Sopir, Ruang Trafo, Ruang Genset, Ruang
Pompa, Ruang Kontrol, dan Ruang Pengelola pada Lantai Basement;Function Hall, Ruang Rias, Ruang Sound System, Ruang Standby,
Ruang Monitor, Auditorium, Ruang Security, Toilet dan Akses Jalan
pada Lantai Dasar; Panggung, Gudang, Mushola, dan Tribun pada
Lantai Atas.. Dengan tinggi total bangunan Utama dari Lt. Basement
pada level – 3.40 berkisar ± 9.00 m > 40 m sehingga dilakukan
perhitungan gempa dinamik.
Struktur gedung merupakan struktur beton bertulang dengan struktur
utama adalah Open Space dengan beban lateral dipikul portal beton,
sehingga besaran nilai koefisien gaya geser lateral ditetapkan sesuai
SNI 03-1726-2002.
A.2.3. Langkah Perencanaan
A.2.3.1. Perencanaan Pelat Lantai
Pelat beton bertulang biasa, direncanakan memikul beban dua arah, dan
nilai momen dihitung dengan menggunakan koefisien yang ada pada
Peraturan Beton Indonesia 1971. Pelat lantai tersebut berada di lantai
basement sampai dengan dak atap.
A.2.3.2. Perencanaan Struktur
Gedung direncanakan terjepit lateral pada taraf basement. Lantai
basement direncanakan sebagai slab on ground (suspended).
A.2.3.3. Analisis Vibrasi Bebas
Analisis ini bertujuan untuk memeriksa waktu getar alami (time period ),
partisipasi massa, dan pola ragam gerak struktur gedung yang terjadi.
Dalam analisis ini digunakan Response Spectrum sesuai dengan wilayah
gempa dan jenis tanah di mana bangunan akan dibangun, dengan
memperhitungkan reduksi momen inersia akibat penampang retak pada
komponen struktur (efektif penampang akibat pengaruh peretakan beton
pada komponen struktur kolom : 0,7 sedangakn struktur balok : 0,35).
Jumlah modal (mode) yang diperhitungkan dalam analisis ini adalah 12.
Data :
- Wilayah gempa : Zona 3 (percepatan 0,15 g / Bekasi).
- Jenis Tanah : Tanah lunak
Persyaratan yang harus dipenuhi :
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
6/291
Pembangunan Gedung Serbaguna
- Time Period (T) < ς H3/4 ; N = jumlah tingkat/lapis.
ς = menurut Tabel 7 SNI -1726-2002
- Partisipasi massa > 90%
-
Pola ragam gerak ; dominan dalam translansi (tidak terjadi torsi padamode ke-1).
A.2.3.4. Analisis Statik Ekivalen 3 Dimensi
Analisis Statik Ekivalen 3 Dimensi dihitung dengan beban yang terdiri atas
beban mati, beban hidup dan beban gempa nominal pada struktur sesuai
daktilitasnya. Gaya geser dasar nominal (V1) dihitung menurut persamaan:
Wt R
I C V
1
1 =
V1 : gaya geser dasar struktur bangunan (kg)
C1 : koefisien gempa dasar / faktor renspon gempa
I : faktor keutamaan struktur
R : faktor reduksi gempa
Wt : berat total bangunan, termasuk LL yang direduksi
Untuk penentuan gaya geser dasar nominal digunakan factor reduksi
gempa R=6.5 sesuai tabel 3 pada SIN-03-1726-2002 dan faktor
keutamaan (I) = 1. Nilai koefisien gempa dasar C1 dihitung dari periode
bangunan hasil output computer pada analisis vibrasi bebas. Berat total
struktur (Wt) diperoleh dari pejumlahan massa tiap lantai hasil output
program ETABS pada Tabel Center Mass Rigidity dikalikan percepatan
gravitasi. Massa tersebut merupakan massa beban mati ditambah dengan
beban hidup yang direduksi (0.3 x LL), yang dihitung oleh program ETABS
dengan mendefinisikan “mass source = 1.0 DL + 0.3 LL”. (reduksi beban
hidup sesuai fungsi lantai)
Gaya geser tingkat (gaya inersia Fi) untuk setiap lantai ditentukan dengan
menggunakan rumus :
1
.
.V
HiWi
HiWiFi
Σ
=
Fi : gaya geser tingkat untuk lantai ke-i (kg) pada pusat massa
rencana
Wi : berat lantai ke-i (kg)
Hi : tinggi lantai ke-i dihitung dari titik jepit bangunan (m)
V1 : gaya geser dasar struktur bangunan (kg)
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
7/291
Pembangunan Gedung Serbaguna
A.2.3.5. Analisis Dinamik 3 Dimensi
Analisis Dinamik 3 Dimensi adalah analisis response spectrum untuk zona
3 (Bekasi) dan tanah lunak dengan skala faktor : g x (I/R) = 9.81 x 1 x 6.5
= 1.50, baik untuk response spectra dengan damping ratio 0.05. Modal
Combination CQC dan Directional Combination SRSS.
Output dari hasil analysis response spectra adalah story shear untuk
response spectra arah x (SPEC X) dan response spectra arah y (SPEC
Y). Dari hasil story shear bisa diperoleh gaya geser dasar struktur
bangunan akibat analisis dimanik (Vt), baik arah X maupun arah Y.
Dari diagram atau kurva gaya geser tingkat kumulatif hasil analisis ragam
response spectrum dan analisis statik ekuivalen, ditentukan gaya geser
tingkat kumulatif nominal rencana yang diperoleh dari nilai terbesar
(envelope) antara hasil CQC dengan faktor skala 0.8 (V1/Vt) ≥ 1 dan 80%
hasil analisis statik ekuivalen. Berdasarkan diagram yang telah
disesuaikan nilainya, maka dapat ditentukan beban-beban gempa nominal
statik ekuivalen pada setiap lantai (Fi).
A.2.3.6. Penentuan Pusat Massa Desain
Pusat massa dan eksentrisitas ditentukan berdasarkan Tata Cara
Perencanaan Ketahanan Gempa Untuk Bangunan Gedung, SNI-03-1726-
2002, sehingga masing-masing Fi berada pada pusat massa rencana /
desain yaitu pada titik eksentrisitas rencana / desain (ed) terhadap pusat
rotasi.
Ukuran horizontal terbesar denah struktur gedung pada suatu lantai diukur
tegak lurus pada arah pembebanan gempa dinyatakan dengan b dan
eksentrisitas awal (original) pusat massa terhadap pusat rotasi dinyatakandengan ec, maka eksentrisitas rencana / desain (ed) harus ditentukan
sebagai berikut :
- Untuk 0 < ec ≤ 0.3 b :
ed1 = 1.5ec + 0.05b atau ed2 = ec – 0.05b
Dan dipilih diantara keduanya yang berpengaruh paling
membahayakan pada struktur.
- Untuk ec > 0.3b :
ed1 = 1.33 ec + 0.1b atau ed2 = 1.17 ec – 0.1b
Dan dipilih diantara keduanya yang berpengaruh paling
membahayakan pada struktur.
A.2.3.7. Menentukan Kinerja Batas Layan
Kinerja batas layan struktur gedung ditentukan oleh simpangan antar
tingkat akibat pengaruh gempa rencana, yaitu untuk membatasi terjadinya
pelelehan baja dan peretakan beton yang berlebihan, disamping untuk
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
8/291
Pembangunan Gedung Serbaguna
mencegah kerusakan non struktur dan ketidak nyamanan penghuni.
Simpangan antar tingkat ini dihitung dari simpangan struktur gedung
tersebut akibat pengaruh gempa nominal yang telah dibagi faktor skala.
Simpangan antar tingkat maksimum yang terjadi tidak boleh melampaui
0.03 / R x tinggi tingkat atau 30 mm.
A.2.3.8. Menentukan Kinerja Batas Ultimit
Kinerja batas ultimit struktur gedung ditentukan oleh simpangan atar
tingkat maksimum akibat pengaruh gempa rencana, dalam kondisi struktur
gedung diambang keruntuhan. Simpangan antar tingkat maksimum ini
ditentukan dari simpangan antar tingkat akibat pembebanan gempa
nominal dikalikan dengan suatu faktor pengali ξ = 0,7R / Faktor Skala
(untuk gedung tidak beraturan).
Untuk memenuhi persyaratan kinerja batas ultimit struktur gedung, maka
simpangan antar tingkat maksimum ini tidak boleh melampaui 0.02 kali
tinggi tingkat yang bersangkutan.
A.2.3.9. Perencanaan Balok dan Kolom
Balok direncakan sebagai balok T. Desain balok dan kolom dilakukan
dengan menggunakan ETABS. Balok dan kolom didesain sebagai struktur
daktail dan harus memenuhi syarat “ Strong Column Weak Beam ”. Hasil
pemeriksaan “Strong Column Weak Beam ” dan “ Beam Column Joint “
diperoleh dari out put ETABS.
Kombinasi beban yang digunakan adalah sebagai berikut :
1. 1,4 DL2. 1,2 DL + 1,6 LL3. 1,2 DL + 1,0 LL + 1,0 EX + 0,3 EY4. 1,2 DL + 1,0 LL + 1,0 EX - 0,3 EY5. 1,2 DL + 1,0 LL - 1,0 EX + 0,3 EY6. 1,2 DL + 1,0 LL - 1,0 EX - 0,3 EY7. 1,2 DL + 1,0 LL + 0,3 EX + 1,0 EY8. 1,2 DL + 1,0 LL + 0,3 EX - 1,0 EY9. 1,2 DL + 1,0 LL - 0,3 EX + 1,0 EY10. 1,2 DL + 1,0 LL - 0,3 EX - 1,0 EY11. 0,9 DL + 1,0 EX + 0,3 EY12. 0,9 DL + 1,0 EX - 0,3 EY13. 0,9 DL - 1,0 EX + 0,3 EY14. 0,9 DL - 1,0 EX - 0,3 EY
15. 0,9 DL + 0,3 EX + 1,0 EY16. 0,9 DL - 0,3 EX + 1,0 EY17. 0,9 DL + 0,3 EX - 1,0 EY18. 0,9 DL - 0,3 EX - 1,0 EY
A.2.3.10. Perencanaan Tangga
Tangga dimodelkan sebagai plat satu arah di atas dua tumpuan denganmomen tumpuan atau lapangan = 1/10 ql2.
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
9/291
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
10/291
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
11/291
Pembangunan Gedung Serbaguna
B.1. Perhitungan Gording
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
12/291
B.1 PERHITUNGAN GORDING
- Data Struktur
Jarak antar kuda-kuda = mm
Jarak antar gording = mm
Dipakai gording C 200 x 75 x 20 x 2,3
Ix = mm4
Iy = mm4
Sx = mm3
Sy = mm3
Aw = mm2
Berat = kN/m
Jumlah trekstang =
Lx = mm
Ly = mm
α =o
Y
X
- Pembebanan
Beban mati :
= kN/m2
7200
1200
5310000
α
640000
53100
12000
862
0.068
2
7200
2400
10
Py
Px
P
Gording
Trekstang
=
Insulation = kN/m2
Beban ceiling dan instalasi M&E = kN/m2
D = ( 0.1 + 0.12 + 0.22 ) x 1.2 +
= kN/m2
Beban Hidup :
Lr (ditengan bentang) = kN
Beban air hujan
Air hujan = kN/m2
R = 0.2 x 1.2
= kN/m2
Beban angin
Angin arah x = kN/m2
Angin arah y = kN/m2
Wx = x 1.2
= kN/m2
Wx = x 1.2
= kN/m2
maksimum beban angin + beban mati = kN/m2
- Beban rencana
0.12
0.068
0.434
0.434
0.521
0.521
1.117
0.434
0.434
0.596
1
0.20
0.24
.
0.22
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
13/291
a. D + L + Lr
qD = kN/m
P = kN
Mx = x cos 10o
x 7.2 ^2) x 1 cos 10ox 7.2 )
= kN/m
My = x sin 10o
x 2.4 ^2) x 1 sin 10ox 2 )
= kN/m
Vy = x cos 10 o x 7.2 ) + (1/2 x 1 x cos 10 o )
= kN
b. D + L + R
qD + R = kN/m
Mx = x cos 10o
x 7.2 ^2)
kN/m
My = x sin 10o
x 2.4 ^2)
kN/m
Vy = x cos 10o
x 7.2 )
kN
- Pengecekan Tegangan gording
Pengecekan momen
a. D + L + Lr
= Mpa
0.596
100000053100 12000
119.87
=5.574
+0.179
x
2.963
Fb =Mx
+My
Sx Sy
5.333
(1/8 0.836
0.105
(1/2 0.836
0.179
(1/2 0.596
2.604
0.836
(1/8 0.836
1
(1/8 0.596
5.574
(1/8 0.596
+ (1/4
+ (1/4
b. D + L + R
= Mpa
Fbmaks = Mpa
fb all. = x fy
x
= Mpa > Mpa ------- OK
- Pengecekan gaya geser
a. D + L + Lr
= Mpa
b. D + L + R
Fv =Vy
Aw
=2.604
x 1000862
3.02
0.6
0.6 275
165 119.87
Fv =Vy
Aw
x 100000053100 12000
109.14
119.87
Sy
=5.333
+0.105
Fb =Mx
+My
Sx
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
14/291
= Mpa
Fvmaks = Mpa
fb all. = x fy
x
= Mpa > Mpa ------- OK
- Pengecekan lendutan gording
a. Beban hidup terpusat (beban kerja)
P = kN
1 x cos 10o
x ^3
x x
= mm
1 x sin 10o
x ^3
x x
= mm
δ1 = ( + )0.5
` mm
b. Beban air hujan
q = kN/m2
5 x cos 10o
x ^4
x x
= mm
5 x sin 10o
x ^4
x x
= mm
6.5
δy2 δx2
δx =0.2 2400
384 200000 640000
0.1
7.2
0.2
δy =0.2
200000
7200
384 200000 5310000
7.2
δx =1000 2400
48 200000 640000
0.4
0.4 275
110 3.44
1
δy =1000 7200
48 5310000
x 1000862
3.44
3.437
0.4
=2.963
δ2 = ( + )0.5
` mm
δmaks = mm
δ all = mm
= mm > mm ------- OK
c. Beban total
qD = kN/m2
5 x cos 10o
x ^4
x x
= mm
5 x sin 10o
x ^4
x x
= mm
δ3 = ( + )0.5
7200
5310000
0.3
δy2
2400
384 200000 640000
0.596
7.2
L/360
20.0 7.2
19.3
δx =0.5957
δx2
δy =0.5957
384 200000
.
δy2
δx2
6.5
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
15/291
` mm
δ4 = ( + )
` mm
δ5 = ( + )
` mm
δmaks = max dari δ4 dan δ5
= mm
δ all = mm
= mm > mm ------- OK
- Perencanaan trekstang
Panjang setengah bentang kuda-kuda = x / cos 10o
= mm
Jumlah pengekang gording =
= 4
(Rx) Reaksi pada trekstang
Reaksi 1 trekstang
a. D + L + Lr
qD = kN/m
P = kN
Rx = kN
b. D + L + R
30.0 26.6
δ1 δ3
26.6
δ2
3655.6
3655.6
1200
2400 2400 2400
0.5 7200
δ3
25.8
0.596
1
0.34
19.3
26.6
L/240
qD + R = kN/m
Rx = kN
Rx maks = kNRx total = x 4
= kN
Digunakan BJTP24 untuk trekstang
A trekstang = Rx/ft
= x /
= mm2
= cm2
D trekstang = (A/(0.25xp))0.5
= ( 22/7))^0.5
x 10
= mm
digunakan Ø12 BJTP 24
- Perencanaan ikatan angin
T maks = kN
ft = Mpa
A ikatan angin = Tmaks / ft
= mm2
d = mm (diperlukan)
= mm (dipakai) ------- OK16.0
51.493
8.1
144
7.415
144.0
0.097
0.10 / (0.25 x
3.510
0.348
1.394
1.394 1000
9.678
0.836
0.35
0.348
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
16/291
Pembangunan Gedung Serbaguna
B.2. Denah Sistem Struktur
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
17/291
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
18/291
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
19/291
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
20/291
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
21/291
Pembangunan Gedung Serbaguna
B.3. Perhitungan Pelat Lantai
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
22/291
PROYEK : Gedung serbaguna
SUBYEK : Pelat lanta i akses ja lan
Beban mati tebal pelat = 16 cm kg/m2
- berat sendiri 0.16 2400 384
- finishing 0.05 2200 110
- ceiling+hanger - 25DL 519
Beban hidup LL 800
PENULANGAN PELAT LANTAI
qu = 1,2 DL + 1,6 LL
qu = ( 1,2 x 519 ) + ( 1,6 x 800 ) = 1902.80 kg/m2
Ukuran Lebar Balok Arah lx = 0.6 m
Ukuran Lebar Balok Arah ly = 0.35 m
Tebal Pelat Minimum = ln*(0,8+fy/1500)/(36+9*(Ln1/Ln2))
= 0.072 m = 72.00 mm
Tidak perlu lebih dari =l 8+fy/1500)/(36)
= 0.096 m = 96.00 mm
= 160
Ly = 3.6
Ly/Lx = 1.0
i l
Syarat plat 2 arah h> 120 mm
Tipe pelat : II
Lx = 3.6
(Mlx) = ( -Mtx) 0.001 1902.80 3.60 3.60 51.0 = 1257.67 kg m
(Mly) = 0.001 1902.80 3.60 3.60 25.0 = 616.51 kg m
(-Mty) = 0.001 1902.80 3.60 3.60 51.0 = 1257.67 kg m
INPUT DATAf'c = 24 Mpa
fy2 = 390 Mpa ----- ρmin = 0.001794872 160
1000
b = 1000 mm
h = 160 mm
d = 130 mm
d' = 30 mm
Mu Mn Rn m ρ req As
(kN-m) (kN-m) (mm2)
Tumpuan Mtx 12.58 15.72 0.9302 19.1176 0.00244 317.49 5 D 10 D 10 - 200
Mty 12.58 15.72 0.9302 19.1176 0.00244 317.49 5 D 10 D 10 - 200
La an an Mlx 12.58 15.72 0.9302 19.1176 0.00244 317.49 5 D 10 D 10 - 200
(mm) (mm)
Pelat lantaiTulangan Jarak
Lentur Tulangan
l . . . . . .
Mly 6.17 7.71 0.4560 19.1176 0.00118 287.18 4 D 10 D 10 - 250
KONTROL LENDUTAN PLAT
Modulus elastis beton, Ec = 4700*√ fc' = 23025 MPa
Modulus elastis baja tulangan, Es = 2.00E+05 MPa
Beban merata (tak terfaktor) padaplat, Q = QD + QL = 13.190 N/mm
Panjang bentang plat, Lx = 3250 mm
Batas lendutan maksimum yang diijinkan, Lx / 240 = 13.542 mm
i i l = * *3 = mmMomen inersia brutto penampang plat, g = / = 341333333
Modulus keruntuhan lentur beton, fr = 0.7 * √ fc' = 3.42928564 MPa
Nilai perbandingan modulus elastis, n = Es / Ec = 8.69
Jarak garis netral terhadap sisi atas beton, c = n * As / b = 2.758 mm
Momen inersia penampang retak yang ditransformasikan ke beton dihitung sbb. :
Icr = 1/3 * b * c3 + n * As * ( d - c )
2 = 44656663 mm
yt = h / 2 = 80 mm
Momen retak : Mcr = fr * Ig / yt = 14631619 Nmm
Momen maksimum akibat beban (tanpa faktor beban) :
Ma = 1 / 8 * Q * Lx2 = 17414922 Nmm
Inersia efektif untuk perhitungan lendutan,
Ie = ( Mcr / Ma )3 * Ig + [ 1 - ( Mcr / Ma )
3 ] * Icr = 220609362 mm
Lendutan elastis seketika akibat beban mati dan beban hidup :
δe = 5 / 384 * Q * Lx4 / ( Ec * Ie ) = 3.772 mm
Rasio tulangan slab lantai : ρ = As / ( b * d ) = 0.0024
Faktor ketergantungan waktu untuk beban mati (jangka waktu > 5 tahun), nilai :
ζ = 2.0
λ = ζ / ( 1 + 50 * ρ ) = 1.7824
Lendutan jangka panjang akibat rangkak dan susut :
δg = λ * 5 / 384 * Q * Lx4 / ( Ec * Ie ) = 6.723 mm
Lendutan total, δtot = δe + δg = 10.495 mm
Syarat : δtot ≤ Lx / 240
< 13.542 →→→→ AMAN (OK)10.495
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
23/291
PROYEK : Gedung serbaguna
SUBYEK : Pelat lantai atas
Beban mati tebal pelat = 13 cm kg/m2
- berat sendiri 0.13 2400 312
- finishing 0.05 2200 110
- ceiling+hanger - 25DL 447
Beban hidup LL 250
PENULANGAN PELAT LANTAI
qu = 1,2 DL + 1,6 LL
qu = ( 1,2 x 447 ) + ( 1,6 x 250 ) = 936.40 kg/m2
Ukuran Lebar Balok Arah lx = 0.6 m
Ukuran Lebar Balok Arah ly = 0.3 m
Tebal Pelat Minimum = ln*(0,8+fy/1500)/(36+9*(Ln1/Ln2))
= 0.072 m = 72.00 mm
Tidak perlu lebih dari =l 8+fy/1500)/(36)
= 0.097 m = 98.00 mm
= 130
Ly = 3.6
Ly/Lx = 1.0
i l
Syarat plat 2 arah h> 120 mm
Tipe pelat : II
Lx = 3.6
(Mlx) = ( -Mtx) 0.001 936.40 3.60 3.60 51.0 = 618.92 kg m
(Mly) = 0.001 936.40 3.60 3.60 25.0 = 303.39 kg m
(-Mty) = 0.001 936.40 3.60 3.60 51.0 = 618.92 kg m
INPUT DATAf'c = 24 Mpa
fy2 = 390 Mpa ----- ρmin = 0.001794872 130
1000
b = 1000 mm
h = 130 mm
d = 100 mm
d' = 30 mm
Mu Mn Rn m ρ req As
(kN-m) (kN-m) (mm2)
Tumpuan Mtx 6.19 7.74 0.7737 19.1176 0.00202 202.28 3 D 10 D 10 - 260
Mty 6.19 7.74 0.7737 19.1176 0.00202 202.28 3 D 10 D 10 - 260
La an an Mlx 6.19 7.74 0.7737 19.1176 0.00202 202.28 3 D 10 D 10 - 260
Lentur Tulangan
(mm) (mm)
Pelat lantaiTulangan Jarak
l . . . . . .
Mly 3.03 3.79 0.3792 19.1176 0.00098 233.33 3 D 10 D 10 - 260
KONTROL LENDUTAN PLAT
Modulus elastis beton, Ec = 4700*√ fc' = 23025 MPa
Modulus elastis baja tulangan, Es = 2.00E+05 MPa
Beban merata (tak terfaktor) padaplat, Q = QD + QL = 6.970 N/mm
Panjang bentang plat, Lx = 3300 mm
Batas lendutan maksimum yang diijinkan, Lx / 240 = 13.750 mm
i i l = * *3 = mmMomen inersia brutto penampang plat, g = / = 183083333
Modulus keruntuhan lentur beton, fr = 0.7 * √ fc' = 3.42928564 MPa
Nilai perbandingan modulus elastis, n = Es / Ec = 8.69
Jarak garis netral terhadap sisi atas beton, c = n * As / b = 1.757 mm
Momen inersia penampang retak yang ditransformasikan ke beton dihitung sbb. :
Icr = 1/3 * b * c3 + n * As * ( d - c )
2 = 19563479 mm
yt = h / 2 = 65 mm
Momen retak : Mcr = fr * Ig / yt = 9659155 Nmm
Momen maksimum akibat beban (tanpa faktor beban) :
Ma = 1 / 8 * Q * Lx2 = 9487913 Nmm
Inersia efektif untuk perhitungan lendutan,
Ie = ( Mcr / Ma )3 * Ig + [ 1 - ( Mcr / Ma )
3 ] * Icr = 192097929 mm
Lendutan elastis seketika akibat beban mati dan beban hidup :
δe = 5 / 384 * Q * Lx4 / ( Ec * Ie ) = 2.433 mm
Rasio tulangan slab lantai : ρ = As / ( b * d ) = 0.0020
Faktor ketergantungan waktu untuk beban mati (jangka waktu > 5 tahun), nilai :
ζ = 2.0
λ = ζ / ( 1 + 50 * ρ ) = 1.8163
Lendutan jangka panjang akibat rangkak dan susut :
δg = λ * 5 / 384 * Q * Lx4 / ( Ec * Ie ) = 4.420 mm
Lendutan total, δtot = δe + δg = 6.853 mm
Syarat : δtot ≤ Lx / 240
< 13.750 →→→→ AMAN (OK)6.853
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
24/291
PROYEK : Gedung serbaguna
SUBYEK : Pelat atap dak
Beban mati tebal pelat = 12 cm kg/m2
- berat sendiri 0.12 2400 288
- finishing 0.05 2200 110
- ceiling+hanger - 25DL 423
Beban hidup LL 150
PENULANGAN PELAT LANTAI
qu = 1,2 DL + 1,6 LL
qu = ( 1,2 x 423 ) + ( 1,6 x 150 ) = 747.60 kg/m2
Ukuran Lebar Balok Arah lx = 0.6 m
Ukuran Lebar Balok Arah ly = 0.3 m
Tebal Pelat Minimum = ln*(0,8+fy/1500)/(36+9*(Ln1/Ln2))
= 0.072 m = 72.00 mm
Tidak perlu lebih dari =l 8+fy/1500)/(36)
= 0.097 m = 98.00 mm
= 120
Ly = 3.6
Ly/Lx = 1.0
i l
Syarat plat 2 arah h> 120 mm
Tipe pelat : II
Lx = 3.6
(Mlx) = ( -Mtx) 0.001 747.60 3.60 3.60 51.0 = 494.13 kg m
(Mly) = 0.001 747.60 3.60 3.60 25.0 = 242.22 kg m
(-Mty) = 0.001 747.60 3.60 3.60 51.0 = 494.13 kg m
INPUT DATAf'c = 24 Mpa
fy2 = 390 Mpa ----- ρmin = 0.001794872 120
1000
b = 1000 mm
h = 120 mm
d = 90 mm
d' = 30 mm
Mu Mn Rn m ρ req As
(kN-m) (kN-m) (mm2) entur
Tumpuan Mtx 4.94 6.18 0.7626 19.1176 0.00199 179.39 3 D 10 D 10 - 240
Mty 4.94 6.18 0.7626 19.1176 0.00199 179.39 3 D 10 D 10 - 240
La an an Mlx 4.94 6.18 0.7626 19.1176 0.00199 179.39 3 D 10 D 10 - 240
(mm) (mm)
Pelat lantaiTulangan Jarak
Tulangan
l . . . . . .
Mly 2.42 3.03 0.3738 19.1176 0.00097 215.38 3 D 10 D 10 - 240
KONTROL LENDUTAN PLAT
Modulus elastis beton, Ec = 4700*√ fc' = 23025 MPa
Modulus elastis baja tulangan, Es = 2.00E+05 MPa
Beban merata (tak terfaktor) padaplat, Q = QD + QL = 5.730 N/mm
Panjang bentang plat, Lx = 3300 mm
Batas lendutan maksimum yang diijinkan, Lx / 240 = 13.750 mm
i i l = * *3 = mmMomen inersia brutto penampang plat, g = / = 144000000
Modulus keruntuhan lentur beton, fr = 0.7 * √ fc' = 3.42928564 MPa
Nilai perbandingan modulus elastis, n = Es / Ec = 8.69
Jarak garis netral terhadap sisi atas beton, c = n * As / b = 1.558 mm
Momen inersia penampang retak yang ditransformasikan ke beton dihitung sbb. :
Icr = 1/3 * b * c3 + n * As * ( d - c )
2 = 14635029 mm
yt = h / 2 = 60 mm
Momen retak : Mcr = fr * Ig / yt = 8230286 Nmm
Momen maksimum akibat beban (tanpa faktor beban) :
Ma = 1 / 8 * Q * Lx2 = 7799963 Nmm
Inersia efektif untuk perhitungan lendutan,
Ie = ( Mcr / Ma )3 * Ig + [ 1 - ( Mcr / Ma )
3 ] * Icr = 166614126 mm
Lendutan elastis seketika akibat beban mati dan beban hidup :
δe = 5 / 384 * Q * Lx4 / ( Ec * Ie ) = 2.306 mm
Rasio tulangan slab lantai : ρ = As / ( b * d ) = 0.0020
Faktor ketergantungan waktu untuk beban mati (jangka waktu > 5 tahun), nilai :
ζ = 2.0
λ = ζ / ( 1 + 50 * ρ ) = 1.8187
Lendutan jangka panjang akibat rangkak dan susut :
δg = λ * 5 / 384 * Q * Lx4 / ( Ec * Ie ) = 4.195 mm
Lendutan total, δtot = δe + δg = 6.501 mm
Syarat : δtot ≤ Lx / 240
< 13.750 →→→→ AMAN (OK)6.501
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
25/291
Pembangunan Gedung Serbaguna
B.4. Perhitungan Sistem Rangka Struktur.
a. Perhitungan Gaya Gempa
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
26/291
ETABS v9.0.0 File:GEDUNG SERBAGUNA Units:KN-m July 22, 2013 12:51 PAGE 2
M O D A L P E R I O D S A N D F R E Q U E N C I E S
MODE PERIOD Selisih Waktu Getar % Selisih Waktu Getar
NUMBER (TIME) {T(i)-T(i+1)}/T(i)} {T(i)-T(i+1)}/T(i)}
Mode 1 0.59065 0.04 4.18%
Mode 2 0.56595 0.09 9.42%
Mode 3 0.51265 0.14 13.60%
Mode 4 0.44292 0.04 4.32%
Mode 5 0.42378 0.01 1.26%
Mode 6 0.41843 0.01 0.91%
Mode 7 0.41461 0.02 1.78%
Mode 8 0.40724 0.01 1.23%
Mode 9 0.40225 0.01 0.89%
Mode 10 0.39869 0.02 1.90%
Mode 11 0.3911 0.03 2.78%
Mode 12 0.38022 1.00 100.00%
Total 142%
Rata-rata 12%
Maka penjumlahan respon ragam untuk gedung
mengunakan SRSS ( Square Root of The Sum of The Square)
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
27/291
ETABS v9.0.0 File:GEDUNG SERBAGUNA Units:KN-m July 22, 2013 12:51 PAGE 9
C E N T E R S O F C U M U L A T I V E M A S S & C E N T E R S O F R I G I D I T Y
STORY DIAPHRAGM WEIGHT STORY WEIGHTLEVEL NAME COMMULATIVE (kN) PER STORY (kN) ORDINATE-X ORDINATE-Y ORDINA
LDK D1 1024.3176 10048.56 10048.56 34.455 29.935
LAT D1 1942.0683 19051.69 9003.13 36.797 30.834
LDS D1 5310.0139 52091.24 33039.55 32.725 30.664
TOTAL WEIGHT = 52091.24 kN
CENCENTER OF MASSMASS
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
28/291
PERHITUNGAN GAYA GEMPA RENCANA
Base Shear Base Shear
Zona = 3 Zona = 3
Jenis tanah = Lunak Jenis tanah = Lunak
Jumlah lantai = 3 Jumlah lantai = 3
Koef. ζ = 0.18 Koef. ζ = 0.18
Tc = 1.00 det Tc = 1.00 det
T1x = 0.54 det T1y = 0.54 det
T1x dyn = 0.59065 det T1y dyn = 0.56595 det
T1 Tc T1 Tc
C1x = Ar/T C1x = Ar/T
Am = 0.75 Am = 0.75
C1x = 1.27 dipakai T dynamik C1x = 1.33 dipakai T dynamik
Rx = 6.5 Rx = 6.5
I = 1.00 I = 1.00
V1x = C * I Wt V1y = C * I Wt
R R
= 0.195 52091.24 = 0.204 52091.24
= 10176.12 kN = 10620.24 kN
0.8 V1x = 8140.90 kN V1y = 8496.20 kN
Fi = Wi * Hi
ΣWi ∗ Hi
Wi * Hi
LEVEL Wi * Hi ΣWi * Hi Fix Fiy 0.8 Viy
(m)
LDK 12.500 125606.95 0.40 3251.7 3251.7 3393.6 3393.6
LAT 8.500 76526.64 0.24 1981.1 5232.8 2067.6 5461.2
LDS 3.400 112334.46 0.36 2908.1 8140.9 3035.0 8496.2
33039.55
Berat (Wi)
(kN)
9003.13
0.8 Vix
10048.56
Tinggi (Hi)
*
V
*
Wt = ΣWi * Zi = 314468.05
Panjang bangunan
Arah X = 51.40 m
Arah Y = 22.43 m
Tinggi = 12.50 m
Perbandingan H/B
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
29/291
Pembangunan Gedung Serbaguna
b. Perhitungan dengan ETABS
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
30/291
ETABS v9.0.0 - File: Gedung Serbaguna - July 22,2013 13:313-D View - KN-m Units
ETABS
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
31/291
ETABS v9.0.0 - File: Gedung Serbaguna - July 21,2013 8:45Plan View - LDS - Elevation 3.8 - KN-m Units
ETABS
Denah Pondasi
PC3-K1 PC3-K1 PC3-K1 PC3-K1 PC3-K1
PC3-K1
PC3
PC4-K1 PC3-K1PC4-K1 PC4-K1
PC2-K1 PC2-K1
PC2-K1 PC2-K1 PC6-K1 PC6-K1PC5-K1 PC5-K1 PC5-K1 PC5-
PC3-K1 PC4-K1PC3-K1 PC5-K1 PC7-K1 PC7-K1 PC7-K1 PC7-K1 PC7-K1 PC4-
PC3-K1 PC4-K1PC3-K1 PC5-K1 PC7-K1 PC5-
PC3-K1 PC4-K1PC3-K1 PC5-K1 PC7-K1
PC3-K1 PC4-K1PC3-K1 PC5-K1 PC7-K1 PC7-K1 PC7-K1 PC7-K1 PC7-K1 PC4-
PC3-K1 PC3-K1 PC3-K1 PC4-K1 PC7-K1 PC7-K1 PC7-K1 PC7-K1 PC7-K1 PC4-K
PC2-K1 PC2-K1 PC2-K1
PC2PC3-K1
PC2-K1 PC2-K1PC2-K1
PC2-K1
PC5-K1 PC5-K1 PC5-K1 PC6-K1
PC5-PC5-K1 PC5-K1 PC5-K1 PC6-K1
PC4-K1 PC4-K1 PC3-K1PC3-K1
PC3-K2 PC3-K2PC3-K2 PC3-K2 PC3-K2
PC2-
PC2-
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
32/291
ETABS v9.0.0 - File: Gedung Serbaguna - July 20,2013 8:10Plan View - BASE - Elevation 0 Point Supports - KN-m Units
ETABS
Plan View - BASE
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
33/291
ETABS v9.0.0 - File: Gedung Serbaguna - July 20,2013 7:35Plan View - LDS - Elevation 3.8 - KN-m Units
ETABS
Plan View - LDS
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
34/291
ETABS v9.0.0 - File: Gedung Serbaguna - July 20,2013 7:36Plan View - LAT - Elevation 8.8 - KN-m Units
ETABS
Plan View - LAT
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
35/291
ETABS v9.0.0 - File: Gedung Serbaguna - July 20,2013 7:36Plan View - LDK - Elevation 12.8 - KN-m Units
ETABS
Plan View - LDK
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
36/291
Pembangunan Gedung Serbaguna
- Input Data ETABS
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
37/291
INPUT ETABS
ETABS v9.0.0 File:GEDUNG SERBAGUNA Units:KN-m July 22, 2013 13:23 PAGE 1
M A T E R I A L L I S T B Y E L E M E N T T Y P E
ELEMENT TOTAL NUMBER NUMBER TYPE MATERIAL MASS PIECES STUDS
tons
Column A36 5.52 265
Column K400 649.52 227Beam A36 7.11 247 0
Beam K350 2323.23 936 0
Brace A36 13.23 628
Brace K350 38.77 14
Wall K400 432.54
Floor K350 2604.09Ramp K350 107.37
ETABS v9.0.0 File:GEDUNG SERBAGUNA Units:KN-m July 22, 2013 13:23 PAGE 2
M A T E R I A L L I S T B Y S E C T I O N
ELEMENT NUMBER TOTAL TOTAL NUMBER
SECTION TYPE PIECES LENGTH MASS STUDS
meters tons
K40X40 Column 27 115.200 44.28
K55X55 Column 200 832.747 605.23
TB30X60 Beam 138 869.891 438.90 0 B30X65 Beam 75 409.726 174.92 0
TB30X65 Beam 162 960.186 484.46 0
B30X60 Beam 258 1485.681 586.42 0
B30X60 Brace 8 55.171 23.86
B25X60 Beam 65 404.800 137.82 0 B25X60 Brace 6 41.378 14.91
BA25X60 Beam 129 809.935 291.10 0
BA25X55 Beam 45 243.995 80.61 0
B20X40 Beam 30 148.710 27.97 0
2L80.80.8 Beam 111 151.200 2.68 0 2L80.80.8 Brace 314 415.223 7.91
2L50.50.5 Column 165 243.912 1.82
2L50.50.5 Brace 212 405.064 3.01
D6IN Column 32 34.856 0.96
2L100.100.1 Beam 136 163.200 4.43 0
2L100.100.1 Brace 16 19.200 0.572L60.60.6 Column 60 90.000 0.96
2L60.60.6 Brace 80 153.605 1.65
D10IN Column 8 30.155 1.78
D16 Brace 6 58.372 0.09
BA30X60 Beam 34 234.200 101.03 0
RW20 Wall 432.54SL12 Floor 332.30
SL13 Floor 832.40
SL15 Floor 1439.39
SL15 Ramp 107.37
ETABS v9.0.0 File:GEDUNG SERBAGUNA Units:KN-m July 22, 2013 13:23 PAGE 3
M A T E R I A L L I S T B Y S T O R Y
ELEMENT TOTAL FLOOR UNIT NUMBER NUMBER
STORY TYPE MATERIAL WEIGHT AREA WEIGHT PIECES STUDS tons m2 kg/m2
LRB Column A36 5.52 0.000 265
LRB Column K400 23.48 0.000 8
LRB Beam A36 7.11 0.000 247 0
LRB Brace A36 13.23 0.000 628
LDK Column K400 144.40 1152.549 125.2850 55LDK Beam K350 321.67 1152.549 279.0973 170 0
LDK Brace K350 38.77 1152.549 33.6404 14
LDK Floor K350 332.30 1152.549 288.3137
LDK Ramp K350 107.37 1152.549 93.1581
LAT Column K400 217.17 696.585 311.7585 64
LAT Beam K350 355.56 696.585 510.4395 159 0
LAT Floor K350 217.57 696.585 312.3399
LDS Column K400 264.47 2954.118 89.5263 100LDS Beam K350 722.63 2954.118 244.6167 307 0
LDS Wall K400 432.54 2954.118 146.4208
LDS Floor K350 970.05 2954.118 328.3727
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
38/291
BASE Beam K350 923.36 3008.313 306.9373 300 0 BASE Floor K350 1084.17 3008.313 360.3922
SUM Column A36 5.52 7811.566 0.7071 265
SUM Column K400 649.52 7811.566 83.1482 227
SUM Beam A36 7.11 7811.566 0.9103 247 0
SUM Beam K350 2323.23 7811.566 297.4087 936 0 SUM Brace A36 13.23 7811.566 1.6942 628
SUM Brace K350 38.77 7811.566 4.9634 14
SUM Wall K400 432.54 7811.566 55.3723
SUM Floor K350 2604.09 7811.566 333.3636SUM Ramp K350 107.37 7811.566 13.7449
TOTAL All All 6181.39 7811.566 791.3128 2317 0
ETABS v9.0.0 File:GEDUNG SERBAGUNA Units:KN-m July 22, 2013 13:23 PAGE 4
M A T E R I A L P R O P E R T Y D A T A
MATERIAL MATERIAL DESIGN MATERIAL MODULUS OF POISSON'S THERMAL SHEAR
NAME TYPE TYPE DIR/PLANE ELASTICITY RATIO COEFF MODULUS
A36 Iso Steel All 199900000.00 0.3000 1.1700E-05 76884615.38
K350 Iso Concrete All 24821128.400 0.2000 9.9000E-0610342136.833 OTHER Iso None All 199947978.80 0.3000 1.1700E-05 76903068.77
K400 Iso Concrete All 24821128.400 0.2000 9.9000E-0610342136.833
M A T E R I A L P R O P E R T Y M A S S A N D W E I G H T
MATERIAL MASS PER WEIGHT PER
NAME UNIT VOL UNIT VOL
A36 7.8271E+00 7.6820E+01
K350 2.4007E+00 2.3562E+01
OTHER 7.8271E+00 7.6820E+01 K400 2.4007E+00 2.3562E+01
M A T E R I A L D E S I G N D A T A F O R S T E E L M A T E R I A L S
MATERIAL STEEL STEEL STEEL
NAME FY FU COST ($)
A36 240000.000 370000.000 271447.16
M A T E R I A L D E S I G N 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 LIGHTWEIGHT CONCRETE REBAR REBAR LIGHTWT
NAME CONCRETE FC FY FYS REDUC FACT
K350 No 28000.000 390000.000 390000.000 N/A K400 No 35000.000 390000.000 390000.000 N/A
ETABS v9.0.0 File:GEDUNG SERBAGUNA Units:KN-m July 22, 2013 13:23 PAGE 5
F R A M E S E C T I O N P R O P E R T Y D A T A
MATERIAL SECTION SHAPE NAME OR NAME CONC CONC
FRAME SECTION NAME NAME IN SECTION DATABASE FILE COL BEAM
K100X100 K400 Rectangular Yes
K40X40 K400 Rectangular Yes
K55X55 K400 Rectangular YesTB30X60 K350 Rectangular Yes
B30X65 K350 Rectangular Yes
TB30X65 K350 Rectangular Yes
B30X60 K350 Rectangular Yes
B25X60 K350 Rectangular YesBA25X60 K350 Rectangular Yes
BA25X55 K350 Rectangular Yes
B20X40 K350 Rectangular Yes2L80.80.8 A36 Double Angle
2L50.50.5 A36 Double Angle
D6IN A36 Pipe2L100.100.10 A36 Double Angle
2L60.60.6 A36 Double Angle
D10IN A36 Pipe
D16 A36 Circle
BA30X60 K350 Rectangular Yes
F R A M E S E C T I O N P R O P E R T Y D A T A
SECTION FLANGE FLANGE WEB FLANGE FLANGE
FRAME SECTION NAME DEPTH WIDTH TOP THICK TOP THICK WIDTH BOT THICK BOT
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
39/291
K100X100 1.0000 1.0000 0.0000 0.0000 0.0000 0.0000
K40X40 0.4000 0.4000 0.0000 0.0000 0.0000 0.0000
K55X55 0.5500 0.5500 0.0000 0.0000 0.0000 0.0000
TB30X60 0.6000 0.3500 0.0000 0.0000 0.0000 0.0000
B30X65 0.6500 0.3000 0.0000 0.0000 0.0000 0.0000
TB30X65 0.6000 0.3500 0.0000 0.0000 0.0000 0.0000 B30X60 0.6000 0.3000 0.0000 0.0000 0.0000 0.0000
B25X60 0.6000 0.2500 0.0000 0.0000 0.0000 0.0000
BA25X60 0.6000 0.2500 0.0000 0.0000 0.0000 0.0000
BA25X55 0.5500 0.2500 0.0000 0.0000 0.0000 0.0000 B20X40 0.4000 0.2000 0.0000 0.0000 0.0000 0.0000 2L80.80.8 0.0800 0.1680 0.0080 0.0080 0.0000 0.0000
2L50.50.5 0.0500 0.1080 0.0050 0.0050 0.0000 0.0000
D6IN 0.1652 0.1652 0.0000 0.0071 0.1652 0.0000
2L100.100.10 0.1000 0.2100 0.0100 0.0100 0.0000 0.0000
2L60.60.6 0.0600 0.1280 0.0060 0.0060 0.0000 0.0000
D10IN 0.2674 0.2674 0.0000 0.0093 0.2674 0.0000 D16 0.0160 0.0160 0.0000 0.0000 0.0160 0.0000
BA30X60 0.6000 0.3000 0.0000 0.0000 0.0000 0.0000
F R A M E S E C T I O N P R O P E R T Y D A T A
SECTION TORSIONAL MOMENTS OF INERTIA SHEAR AREAS
FRAME SECTION NAME AREA CONSTANT I33 I22 A2 A3
K100X100 1.0000 0.1408 0.0833 0.0833 0.8333 0.8333
K40X40 0.1600 0.0036 0.0021 0.0021 0.1333 0.1333
K55X55 0.3025 0.0129 0.0076 0.0076 0.2521 0.2521 TB30X60 0.2100 0.0055 0.0063 0.0021 0.1750 0.1750
B30X65 0.1950 0.0042 0.0069 0.0015 0.1625 0.1625 TB30X65 0.2100 0.0055 0.0063 0.0021 0.1750 0.1750
B30X60 0.1800 0.0037 0.0054 0.0014 0.1500 0.1500
B25X60 0.1500 0.0023 0.0045 0.0008 0.1250 0.1250
BA25X60 0.1500 0.0023 0.0045 0.0008 0.1250 0.1250 BA25X55 0.1375 0.0020 0.0035 0.0007 0.1146 0.1146
B20X40 0.0800 0.0007 0.0011 0.0003 0.0667 0.0667
2L80.80.8 0.0024 0.0000 0.0000 0.0000 0.0013 0.0013
2L50.50.5 0.0010 0.0000 0.0000 0.0000 0.0005 0.0005
D6IN 0.0035 0.0000 0.0000 0.0000 0.0019 0.0019 2L100.100.10 0.0038 0.0000 0.0000 0.0000 0.0020 0.0020
2L60.60.6 0.0014 0.0000 0.0000 0.0000 0.0007 0.0007
D10IN 0.0075 0.0001 0.0001 0.0001 0.0040 0.0040
D16 0.0002 0.0000 0.0000 0.0000 0.0002 0.0002
BA30X60 0.1800 0.0037 0.0054 0.0014 0.1500 0.1500
F R A M E S E C T I O N P R O P E R T Y D A T A
SECTION MODULI PLASTIC MODULI RADIUS OF GYRATION
FRAME SECTION NAME S33 S22 Z33 Z22 R33 R22
K100X100 0.1667 0.1667 0.2500 0.2500 0.2887 0.2887
K40X40 0.0107 0.0107 0.0160 0.0160 0.1155 0.1155
K55X55 0.0277 0.0277 0.0416 0.0416 0.1588 0.1588
TB30X60 0.0210 0.0123 0.0315 0.0184 0.1732 0.1010
B30X65 0.0211 0.0098 0.0317 0.0146 0.1876 0.0866
TB30X65 0.0210 0.0123 0.0315 0.0184 0.1732 0.1010 B30X60 0.0180 0.0090 0.0270 0.0135 0.1732 0.0866
B25X60 0.0150 0.0063 0.0225 0.0094 0.1732 0.0722
BA25X60 0.0150 0.0063 0.0225 0.0094 0.1732 0.0722
BA25X55 0.0126 0.0057 0.0189 0.0086 0.1588 0.0722
B20X40 0.0053 0.0027 0.0080 0.0040 0.1155 0.0577
2L80.80.8 0.0000 0.0000 0.0000 0.0001 0.0246 0.0365 2L50.50.5 0.0000 0.0000 0.0000 0.0000 0.0154 0.0239
D6IN 0.0001 0.0001 0.0002 0.0002 0.0560 0.0560
2L100.100.10 0.0001 0.0001 0.0001 0.0001 0.0308 0.0456
2L60.60.6 0.0000 0.0000 0.0000 0.0000 0.0185 0.0281
D10IN 0.0005 0.0005 0.0006 0.0006 0.0913 0.0913 D16 0.0000 0.0000 0.0000 0.0000 0.0040 0.0040
BA30X60 0.0180 0.0090 0.0270 0.0135 0.1732 0.0866
F R A M E S E C T I O N W E I G H T S A N D M A S S E S
TOTAL TOTAL
FRAME SECTION NAME WEIGHT MASS
K100X100 0.0000 0.0000
K40X40 434.2874 44.2497
K55X55 5935.3076 604.7507 TB30X60 4304.1645 438.5529
B30X65 1715.3650 174.7792
TB30X65 4750.9382 484.0748
B30X60 5984.8208 609.7956
B25X60 1497.8224 152.6137
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
40/291
BA25X60 2854.7293 290.8694 BA25X55 790.4755 80.5418
B20X40 274.2753 27.9460
2L80.80.8 103.8505 10.5813
2L50.50.5 47.3613 4.8256
D6IN 9.4424 0.9621
2L100.100.10 49.0603 4.9987 2L60.60.6 25.6003 2.6084
D10IN 17.4685 1.7799
D16 0.9016 0.0919
BA30X60 990.7182 100.9446
C O N C R E T E C O L U M N D A T A
REINF CONFIGURATION REINF NUM BARS NUM BARS BAR
FRAME SECTION NAME LONGIT LATERAL SIZE/TYPE 3DIR/2DIR CIRCULAR COVER
K100X100 Rectangular Ties D25/Check 9/9 N/A 0.0500
K40X40 Rectangular Ties D19/Check 4/4 N/A 0.0500
K55X55 Rectangular Ties D19/Check 6/6 N/A 0.0500
C O N C R E T E B E A M D A T A
TOP BOT TOP LEFT TOP RIGHT BOT LEFT BOT RIGHT
FRAME SECTION NAME COVER COVER AREA AREA AREA AREA
TB30X60 0.0500 0.0500 0.000 0.000 0.000 0.000
B30X65 0.0500 0.0500 0.000 0.000 0.000 0.000 TB30X65 0.0500 0.0500 0.000 0.000 0.000 0.000
B30X60 0.0500 0.0500 0.000 0.000 0.000 0.000
B25X60 0.0500 0.0500 0.000 0.000 0.000 0.000
BA25X60 0.0500 0.0500 0.000 0.000 0.000 0.000 BA25X55 0.0500 0.0500 0.000 0.000 0.000 0.000
B20X40 0.0400 0.0400 0.000 0.000 0.000 0.000
BA30X60 0.0400 0.0400 0.000 0.000 0.000 0.000
ETABS v9.0.0 File:GEDUNG SERBAGUNA Units:KN-m July 22, 2013 13:23 PAGE 6
S T A T I C L O A D C A S E S
STATIC CASE AUTO LAT SELF WT
CASE TYPE LOAD MULTIPLIER
DEAD DEAD N/A 1.0000
LIVE LIVE N/A 0.0000
SIDL SUPER DEAD N/A 0.0000
PARTISI SUPER DEAD N/A 0.0000
ATAP SUPER DEAD N/A 0.0000
GEMPAX QUAKE USER_LOADS 0.0000 GEMPAY QUAKE USER_LOADS 0.0000
ETABS v9.0.0 File:GEDUNG SERBAGUNA Units:KN-m July 22, 2013 13:23 PAGE 7
R E S P O N S E S P E C T R U M C A S E S
RESP SPEC CASE: SPECX
BASIC RESPONSE SPECTRUM DATA
MODAL DIRECTION MODAL SPECTRUM TYPICAL
COMBO COMBO DAMPING ANGLE ECCEN
CQC SRSS 0.0500 0.0000 0.0000
RESPONSE SPECTRUM FUNCTION ASSIGNMENT DATA
DIRECTION FUNCTION SCALE FACT
U1 ZONA3 2.1100
U2 ---- N/A
UZ ---- N/A
RESP SPEC CASE: SPECY
BASIC RESPONSE SPECTRUM DATA
MODAL DIRECTION MODAL SPECTRUM TYPICAL
COMBO COMBO DAMPING ANGLE ECCEN
CQC SRSS 0.0500 0.0000 0.0000
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
41/291
RESPONSE SPECTRUM FUNCTION ASSIGNMENT DATA
DIRECTION FUNCTION SCALE FACT
U1 ---- N/A
U2 ZONA3 2.1100 UZ ---- N/A
ETABS v9.0.0 File:GEDUNG SERBAGUNA Units:KN-m July 22, 2013 13:23 PAGE 8
L O A D I N G C O M B I N A T I O N S
COMBO CASE SCALE
COMBO TYPE CASE TYPE FACTOR
COMB1 ADD DEAD Static 1.4000
SIDL Static 1.4000 PARTISI Static 1.4000
ATAP Static 1.4000
COMB2 ADD DEAD Static 1.2000
LIVE Static 1.6000
SIDL Static 1.2000
PARTISI Static 1.2000 ATAP Static 1.0000
COMB3 ADD DEAD Static 1.2000
LIVE Static 1.0000
SIDL Static 1.2000
PARTISI Static 1.2000
ATAP Static 1.0000 SPECX Spectra 1.0000
SPECY Spectra 0.3000 COMB4 ADD DEAD Static 1.2000
LIVE Static 1.0000
SIDL Static 1.2000
PARTISI Static 1.2000 ATAP Static 1.0000
SPECX Spectra 1.0000
SPECY Spectra -0.3000
COMB5 ADD DEAD Static 1.2000
LIVE Static 1.0000 SIDL Static 1.2000
PARTISI Static 1.2000
ATAP Static 1.0000
SPECX Spectra -1.0000
SPECY Spectra -0.3000
COMB6 ADD DEAD Static 1.2000 LIVE Static 1.0000
SIDL Static 1.2000
PARTISI Static 1.2000
ATAP Static 1.0000
SPECX Spectra 1.0000
SPECY Spectra -0.3000 COMB7 ADD DEAD Static 1.2000
LIVE Static 1.0000
SIDL Static 1.2000
PARTISI Static 1.2000
ATAP Static 1.0000
SPECX Spectra 0.3000 SPECY Spectra 1.0000
COMB8 ADD DEAD Static 1.2000
LIVE Static 1.0000
SIDL Static 1.2000
PARTISI Static 1.2000
ATAP Static 1.0000 SPECX Spectra 0.3000
SPECY Spectra -1.0000
COMB9 ADD DEAD Static 1.2000
LIVE Static 1.0000
SIDL Static 1.2000 PARTISI Static 1.2000
ATAP Static 1.0000
SPECX Spectra -0.3000 SPECY Spectra -1.0000
COMB10 ADD DEAD Static 1.2000
LIVE Static 1.0000 SIDL Static 1.2000
PARTISI Static 1.2000
ATAP Static 1.0000
SPECX Spectra 0.3000
SPECY Spectra -1.0000
COMB11 ADD DEAD Static 1.0000 LIVE Static 1.0000
SIDL Static 1.0000
PARTISI Static 1.0000
ATAP Static 1.0000
COMB12 ADD DEAD Static 0.9000
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
42/291
SIDL Static 0.9000 PARTISI Static 0.9000
ATAP Static 0.9000
SPECX Spectra 1.0000
SPECY Spectra 3.0000
COMB13 ADD DEAD Static 0.9000
SIDL Static 0.9000 PARTISI Static 0.9000
ATAP Static 0.9000
SPECX Spectra 1.0000
SPECY Spectra -0.3000 COMB14 ADD DEAD Static 0.9000 SIDL Static 0.9000
PARTISI Static 0.9000
ATAP Static 0.9000
SPECX Spectra -1.0000
SPECY Spectra -0.3000
COMB15 ADD DEAD Static 0.9000 SIDL Static 0.9000
PARTISI Static 0.9000
ATAP Static 0.9000
SPECX Spectra 1.0000
SPECY Spectra -0.3000
COMB16 ADD DEAD Static 0.9000 SIDL Static 0.9000
PARTISI Static 0.9000
ATAP Static 0.9000
SPECX Spectra 0.3000
SPECY Spectra 1.0000
COMB17 ADD DEAD Static 0.9000 SIDL Static 0.9000
PARTISI Static 0.9000 ATAP Static 0.9000
SPECX Spectra 0.3000
SPECY Spectra -1.0000
COMB18 ADD DEAD Static 0.9000 SIDL Static 0.9000
PARTISI Static 0.9000
ATAP Static 0.9000
SPECX Spectra -0.3000
SPECY Spectra -1.0000 COMB19 ADD DEAD Static 0.9000
SIDL Static 0.9000
PARTISI Static 0.9000
ATAP Static 0.9000
SPECX Spectra 0.3000
SPECY Spectra -1.0000 COMB20 ADD DEAD Static 1.0000
SIDL Static 1.0000
PARTISI Static 1.0000
ATAP Static 1.0000
SPECX Spectra 1.0000
SPECY Spectra 0.3000 COMB21 ADD DEAD Static 1.0000
SIDL Static 1.0000
PARTISI Static 1.0000
ATAP Static 1.0000
SPECX Spectra 1.0000
SPECY Spectra -0.3000 COMB22 ADD DEAD Static 1.0000
SIDL Static 1.0000
PARTISI Static 1.0000
ATAP Static 1.0000
SPECX Spectra -1.0000
SPECY Spectra -0.3000 COMB23 ADD DEAD Static 1.0000
SIDL Static 1.0000
PARTISI Static 1.0000
ATAP Static 1.0000
SPECX Spectra 1.0000 SPECY Spectra -0.3000
COMB24 ADD DEAD Static 1.0000
SIDL Static 1.0000 PARTISI Static 1.0000
ATAP Static 1.0000
SPECX Spectra 0.3000 SPECY Spectra 1.0000
COMB25 ADD DEAD Static 1.0000
SIDL Static 1.0000
PARTISI Static 1.0000
ATAP Static 1.0000
SPECX Spectra 0.3000 SPECY Spectra -1.0000
COMB26 ADD DEAD Static 1.0000
SIDL Static 1.0000
PARTISI Static 1.0000
ATAP Static 1.0000
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
43/291
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
44/291
BASE 403 Yes Yes Yes Yes Yes YesBASE 404 Yes Yes Yes Yes Yes Yes
BASE 405 Yes Yes Yes Yes Yes Yes
BASE 406 Yes Yes Yes Yes Yes Yes
BASE 407 Yes Yes Yes Yes Yes Yes
BASE 408 Yes Yes Yes Yes Yes Yes
BASE 409 Yes Yes Yes Yes Yes YesBASE 410 Yes Yes Yes Yes Yes Yes
BASE 411 Yes Yes Yes Yes Yes Yes
BASE 412 Yes Yes Yes Yes Yes Yes
BASE 413 Yes Yes Yes Yes Yes YesBASE 414 Yes Yes Yes Yes Yes YesBASE 422 Yes Yes Yes Yes Yes Yes
BASE 423 Yes Yes Yes Yes Yes Yes
BASE 424 Yes Yes Yes Yes Yes Yes
BASE 521 Yes Yes Yes Yes Yes Yes
BASE 522 Yes Yes Yes Yes Yes Yes
BASE 523 Yes Yes Yes Yes Yes YesBASE 524 Yes Yes Yes Yes Yes Yes
BASE 525 Yes Yes Yes Yes Yes Yes
BASE 526 Yes Yes Yes Yes Yes Yes
BASE 527 Yes Yes Yes Yes Yes Yes
BASE 533 Yes Yes Yes Yes Yes Yes
BASE 554 Yes Yes Yes Yes Yes YesBASE 555 Yes Yes Yes Yes Yes Yes
BASE 557 Yes Yes Yes Yes Yes Yes
BASE 565 Yes Yes Yes Yes Yes Yes
BASE 566 Yes Yes Yes
BASE 570 Yes Yes Yes Yes Yes Yes
BASE 571 Yes Yes Yes Yes Yes YesBASE 573 Yes Yes Yes Yes Yes Yes
BASE 574 Yes Yes Yes Yes Yes YesBASE 575 Yes Yes Yes Yes Yes Yes
BASE 576 Yes Yes Yes Yes Yes Yes
BASE 577 Yes Yes Yes Yes Yes Yes
BASE 656 Yes Yes Yes Yes Yes YesBASE 657 Yes Yes Yes Yes Yes Yes
BASE 658 Yes Yes Yes Yes Yes Yes
BASE 659 Yes Yes Yes Yes Yes Yes
BASE 660 Yes Yes Yes Yes Yes Yes
BASE 661 Yes Yes Yes Yes Yes YesBASE 664 Yes Yes Yes Yes Yes Yes
ETABS v9.0.0 File:GEDUNG SERBAGUNA Units:KN-m July 22, 2013 13:23 PAGE 10
F R A M E S E C T I O N A S S I G N M E N T S T O L I N E O B J E C T S
STORY LINE LINE SECTION AUTO SELECT ANALYSIS DESIGN DESIGN
LEVEL ID TYPE TYPE SECTION SECTION PROCEDURE SECTION
LRB C34-2 Column Pipe None D6IN Steel Frame D6IN
LRB C39-2 Column Pipe None D6IN Steel Frame D6IN
LRB C44-2 Column Pipe None D6IN Steel Frame D6INLRB C49-2 Column Pipe None D6IN Steel Frame D6IN
LRB C64-2 Column Pipe None D6IN Steel Frame D6IN
LRB C64-3 Column Pipe None D6IN Steel Frame D6IN
LRB C54-2 Column Pipe None D6IN Steel Frame D6IN
LRB C59-2 Column Pipe None D6IN Steel Frame D6IN
LRB C34-4 Column Rectangular None K55X55 Conc Frame K55X55LRB C34-5 Column Pipe None D6IN Steel Frame D6IN
LRB C39-4 Column Rectangular None K55X55 Conc Frame K55X55
LRB C39-5 Column Pipe None D6IN Steel Frame D6IN
LRB C127-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C129-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C131-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C133-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C135-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C137-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C139-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C141-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C143-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C145-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C147-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C149-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C151-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C153-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C155-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C157-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C159-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C161-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C163-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C165-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C167-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C169-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C171-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C173-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C175-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
45/291
LRB C177-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C179-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C189-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C191-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C187-3 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C123-1 Column Pipe None D6IN Steel Frame D6IN
LRB C126-1 Column Pipe None D6IN Steel Frame D6INLRB C129-3 Column Pipe None D6IN Steel Frame D6IN
LRB C132-1 Column Pipe None D6IN Steel Frame D6IN
LRB C141-1 Column Pipe None D6IN Steel Frame D6IN
LRB C141-3 Column Pipe None D6IN Steel Frame D6INLRB C135-2 Column Pipe None D6IN Steel Frame D6INLRB C138-1 Column Pipe None D6IN Steel Frame D6IN
LRB C123-2 Column Rectangular None K55X55 Conc Frame K55X55
LRB C123-3 Column Pipe None D6IN Steel Frame D6IN
LRB C126-2 Column Rectangular None K55X55 Conc Frame K55X55
LRB C126-3 Column Pipe None D6IN Steel Frame D6IN
LRB C157-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C159-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C161-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C163-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C165-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C167-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C169-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C171-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C173-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C175-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C177-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C179-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C181-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C183-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C185-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C187-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C189-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C191-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C193-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C195-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C197-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C199-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C201-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C203-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C205-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C207-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C209-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C211-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C213-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C215-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C217-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C219-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C221-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C223-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C225-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C227-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C229-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C231-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C233-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C235-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C237-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C239-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C241-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C243-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C245-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C124-1 Column Pipe None D6IN Steel Frame D6IN
LRB C127-2 Column Pipe None D6IN Steel Frame D6IN
LRB C142-1 Column Pipe None D6IN Steel Frame D6INLRB C142-2 Column Pipe None D6IN Steel Frame D6IN
LRB C124-2 Column Rectangular None K55X55 Conc Frame K55X55
LRB C124-3 Column Pipe None D6IN Steel Frame D6IN
LRB C127-3 Column Rectangular None K55X55 Conc Frame K55X55
LRB C127-4 Column Pipe None D6IN Steel Frame D6INLRB C259-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C261-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C263-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C265-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C267-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C269-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C271-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C273-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C275-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C277-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C279-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C281-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C283-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C285-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C287-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C289-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C291-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
46/291
LRB C293-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C295-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C297-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C299-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C301-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C303-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C305-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C307-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C309-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C311-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C313-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C315-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C317-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C33-1 Column Pipe None D6IN Steel Frame D6IN
LRB C38-1 Column Pipe None D6IN Steel Frame D6IN
LRB C63-1 Column Pipe None D6IN Steel Frame D6IN
LRB C63-2 Column Pipe None D6IN Steel Frame D6IN
LRB C33-2 Column Rectangular None K55X55 Conc Frame K55X55LRB C33-3 Column Pipe None D6IN Steel Frame D6IN
LRB C38-2 Column Rectangular None K55X55 Conc Frame K55X55
LRB C38-3 Column Pipe None D6IN Steel Frame D6IN
LRB C331-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C333-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C335-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C337-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C339-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C341-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C343-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C345-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C347-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C349-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C351-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C353-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C355-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C357-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C359-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C361-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C363-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C365-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C367-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C369-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C371-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C373-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C375-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C377-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C379-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C381-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C383-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C385-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C387-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C389-1 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C286-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C288-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C290-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C292-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C294-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C296-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C298-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C300-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C302-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C304-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C306-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C308-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C310-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C312-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C314-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C301-3 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C303-3 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C305-3 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C307-3 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6LRB C309-3 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C311-3 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C313-3 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6LRB C315-3 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C317-3 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C319-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6LRB C321-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C323-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C325-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C327-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C329-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C346-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6LRB C348-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C350-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C352-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C354-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C356-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
47/291
LRB C358-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6LRB C360-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C362-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C364-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C366-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C368-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C370-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6LRB C372-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C374-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C391-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C393-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6LRB C395-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6LRB C397-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C399-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C401-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C403-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C405-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C407-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6LRB C409-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C411-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C413-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C415-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C417-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C419-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6LRB C436-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C438-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C440-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C442-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C444-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C446-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6LRB C448-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C450-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6LRB C452-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C454-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C456-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C458-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6LRB C460-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C462-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C464-2 Column Double Angle None 2L60.60.6 Steel Frame 2L60.60.6
LRB C481-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C483-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C485-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C487-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C489-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C491-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C493-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C495-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C497-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C499-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C501-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C503-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C505-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C507-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5LRB C509-2 Column Double Angle None 2L50.50.5 Steel Frame 2L50.50.5
LRB C43-2 Column Pipe None D10IN Steel Frame D10IN
LRB C130-2 Column Pipe None D10IN Steel Frame D10IN
LRB C133-3 Column Pipe None D10IN Steel Frame D10IN
LRB C48-2 Column Pipe None D10IN Steel Frame D10IN
LRB C53-2 Column Pipe None D10IN Steel Frame D10INLRB C136-2 Column Pipe None D10IN Steel Frame D10IN
LRB C139-3 Column Pipe None D10IN Steel Frame D10IN
LRB C58-2 Column Pipe None D10IN Steel Frame D10IN
LDK C15 Column Rectangular None K55X55 Conc Frame K55X55
LDK C16 Column Rectangular None K55X55 Conc Frame K55X55
LDK C17 Column Rectangular None K55X55 Conc Frame K55X55LDK C18 Column Rectangular None K55X55 Conc Frame K55X55
LDK C19 Column Rectangular None K55X55 Conc Frame K55X55
LDK C20 Column Rectangular None K55X55 Conc Frame K55X55
LDK C21 Column Rectangular None K55X55 Conc Frame K55X55
LDK C22 Column Rectangular None K55X55 Conc Frame K55X55LDK C33 Column Rectangular None K55X55 Conc Frame K55X55
LDK C34 Column Rectangular None K55X55 Conc Frame K55X55
LDK C38 Column Rectangular None K55X55 Conc Frame K55X55LDK C39 Column Rectangular None K55X55 Conc Frame K55X55
LDK C43 Column Rectangular None K55X55 Conc Frame K55X55
LDK C48 Column Rectangular None K55X55 Conc Frame K55X55LDK C53 Column Rectangular None K55X55 Conc Frame K55X55
LDK C58 Column Rectangular None K55X55 Conc Frame K55X55
LDK C63 Column Rectangular None K55X55 Conc Frame K55X55
LDK C64 Column Rectangular None K55X55 Conc Frame K55X55
LDK C68 Column Rectangular None K55X55 Conc Frame K55X55
LDK C69 Column Rectangular None K55X55 Conc Frame K55X55LDK C73 Column Rectangular None K55X55 Conc Frame K55X55
LDK C74 Column Rectangular None K55X55 Conc Frame K55X55
LDK C123 Column Rectangular None K55X55 Conc Frame K55X55
LDK C124 Column Rectangular None K55X55 Conc Frame K55X55
LDK C126 Column Rectangular None K55X55 Conc Frame K55X55
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
48/291
LDK C127 Column Rectangular None K55X55 Conc Frame K55X55LDK C128 Column Rectangular None K55X55 Conc Frame K55X55
LDK C130 Column Rectangular None K55X55 Conc Frame K55X55
LDK C131 Column Rectangular None K55X55 Conc Frame K55X55
LDK C133 Column Rectangular None K55X55 Conc Frame K55X55
LDK C134 Column Rectangular None K55X55 Conc Frame K55X55
LDK C136 Column Rectangular None K55X55 Conc Frame K55X55LDK C137 Column Rectangular None K55X55 Conc Frame K55X55
LDK C139 Column Rectangular None K55X55 Conc Frame K55X55
LDK C140 Column Rectangular None K55X55 Conc Frame K55X55
LDK C141 Column Rectangular None K55X55 Conc Frame K55X55LDK C142 Column Rectangular None K55X55 Conc Frame K55X55LDK C143 Column Rectangular None K55X55 Conc Frame K55X55
LDK C144 Column Rectangular None K55X55 Conc Frame K55X55
LDK C145 Column Rectangular None K55X55 Conc Frame K55X55
LDK C146 Column Rectangular None K55X55 Conc Frame K55X55
LDK C147 Column Rectangular None K55X55 Conc Frame K55X55
LDK C148 Column Rectangular None K55X55 Conc Frame K55X55LDK C149 Column Rectangular None K55X55 Conc Frame K55X55
LDK C186 Column Rectangular None K40X40 Conc Frame K40X40
LDK C187 Column Rectangular None K40X40 Conc Frame K40X40
LDK C188 Column Rectangular None K40X40 Conc Frame K40X40
LDK C189 Column Rectangular None K40X40 Conc Frame K40X40
LDK C190 Column Rectangular None K40X40 Conc Frame K40X40LDK C191 Column Rectangular None K40X40 Conc Frame K40X40
LDK C192 Column Rectangular None K40X40 Conc Frame K40X40
LDK C193 Column Rectangular None K40X40 Conc Frame K40X40
LDK C194 Column Rectangular None K40X40 Conc Frame K40X40
LDK C44-1 Column Rectangular None K55X55 Conc Frame K55X55
LDK C129-2 Column Rectangular None K55X55 Conc Frame K55X55LAT C7 Column Rectangular None K55X55 Conc Frame K55X55
LAT C8 Column Rectangular None K55X55 Conc Frame K55X55LAT C9 Column Rectangular None K55X55 Conc Frame K55X55
LAT C15 Column Rectangular None K55X55 Conc Frame K55X55
LAT C16 Column Rectangular None K55X55 Conc Frame K55X55
LAT C17 Column Rectangular None K55X55 Conc Frame K55X55LAT C18 Column Rectangular None K55X55 Conc Frame K55X55
LAT C19 Column Rectangular None K55X55 Conc Frame K55X55
LAT C20 Column Rectangular None K55X55 Conc Frame K55X55
LAT C21 Column Rectangular None K55X55 Conc Frame K55X55
LAT C22 Column Rectangular None K55X55 Conc Frame K55X55LAT C23 Column Rectangular None K55X55 Conc Frame K55X55
LAT C24 Column Rectangular None K55X55 Conc Frame K55X55
LAT C33 Column Rectangular None K55X55 Conc Frame K55X55
LAT C34 Column Rectangular None K55X55 Conc Frame K55X55
LAT C38 Column Rectangular None K55X55 Conc Frame K55X55
LAT C39 Column Rectangular None K55X55 Conc Frame K55X55LAT C43 Column Rectangular None K55X55 Conc Frame K55X55
LAT C44 Column Rectangular None K55X55 Conc Frame K55X55
LAT C48 Column Rectangular None K55X55 Conc Frame K55X55
LAT C49 Column Rectangular None K55X55 Conc Frame K55X55
LAT C53 Column Rectangular None K55X55 Conc Frame K55X55
LAT C58 Column Rectangular None K55X55 Conc Frame K55X55LAT C63 Column Rectangular None K55X55 Conc Frame K55X55
LAT C64 Column Rectangular None K55X55 Conc Frame K55X55
LAT C68 Column Rectangular None K55X55 Conc Frame K55X55
LAT C69 Column Rectangular None K55X55 Conc Frame K55X55
LAT C73 Column Rectangular None K55X55 Conc Frame K55X55
LAT C74 Column Rectangular None K55X55 Conc Frame K55X55LAT C117 Column Rectangular None K55X55 Conc Frame K55X55
LAT C118 Column Rectangular None K55X55 Conc Frame K55X55
LAT C123 Column Rectangular None K55X55 Conc Frame K55X55
LAT C124 Column Rectangular None K55X55 Conc Frame K55X55
LAT C126 Column Rectangular None K55X55 Conc Frame K55X55
LAT C127 Column Rectangular None K55X55 Conc Frame K55X55LAT C128 Column Rectangular None K55X55 Conc Frame K55X55
LAT C129 Column Rectangular None K55X55 Conc Frame K55X55
LAT C130 Column Rectangular None K55X55 Conc Frame K55X55
LAT C131 Column Rectangular None K55X55 Conc Frame K55X55
LAT C132 Column Rectangular None K55X55 Conc Frame K55X55LAT C133 Column Rectangular None K55X55 Conc Frame K55X55
LAT C134 Column Rectangular None K55X55 Conc Frame K55X55
LAT C136 Column Rectangular None K55X55 Conc Frame K55X55LAT C137 Column Rectangular None K55X55 Conc Frame K55X55
LAT C139 Column Rectangular None K55X55 Conc Frame K55X55
LAT C140 Column Rectangular None K55X55 Conc Frame K55X55LAT C141 Column Rectangular None K55X55 Conc Frame K55X55
LAT C142 Column Rectangular None K55X55 Conc Frame K55X55
LAT C143 Column Rectangular None K55X55 Conc Frame K55X55
LAT C144 Column Rectangular None K55X55 Conc Frame K55X55
LAT C145 Column Rectangular None K55X55 Conc Frame K55X55
LAT C146 Column Rectangular None K55X55 Conc Frame K55X55LAT C147 Column Rectangular None K55X55 Conc Frame K55X55
LAT C148 Column Rectangular None K55X55 Conc Frame K55X55
LAT C149 Column Rectangular None K55X55 Conc Frame K55X55
LAT C186 Column Rectangular None K40X40 Conc Frame K40X40
LAT C187 Column Rectangular None K40X40 Conc Frame K40X40
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
49/291
LAT C188 Column Rectangular None K40X40 Conc Frame K40X40LAT C189 Column Rectangular None K40X40 Conc Frame K40X40
LAT C190 Column Rectangular None K40X40 Conc Frame K40X40
LAT C191 Column Rectangular None K40X40 Conc Frame K40X40
LAT C192 Column Rectangular None K40X40 Conc Frame K40X40
LAT C193 Column Rectangular None K40X40 Conc Frame K40X40
LAT C194 Column Rectangular None K40X40 Conc Frame K40X40LDS C1 Column Rectangular None K55X55 Conc Frame K55X55
LDS C2 Column Rectangular None K55X55 Conc Frame K55X55
LDS C3 Column Rectangular None K55X55 Conc Frame K55X55
LDS C4 Column Rectangular None K55X55 Conc Frame K55X55LDS C5 Column Rectangular None K55X55 Conc Frame K55X55LDS C6 Column Rectangular None K55X55 Conc Frame K55X55
LDS C7 Column Rectangular None K55X55 Conc Frame K55X55
LDS C8 Column Rectangular None K55X55 Conc Frame K55X55
LDS C9 Column Rectangular None K55X55 Conc Frame K55X55
LDS C10 Column Rectangular None K55X55 Conc Frame K55X55
LDS C11 Column Rectangular None K55X55 Conc Frame K55X55LDS C12 Column Rectangular None K55X55 Conc Frame K55X55
LDS C13 Column Rectangular None K55X55 Conc Frame K55X55
LDS C14 Column Rectangular None K55X55 Conc Frame K55X55
LDS C15 Column Rectangular None K55X55 Conc Frame K55X55
LDS C16 Column Rectangular None K55X55 Conc Frame K55X55
LDS C17 Column Rectangular None K55X55 Conc Frame K55X55LDS C18 Column Rectangular None K55X55 Conc Frame K55X55
LDS C19 Column Rectangular None K55X55 Conc Frame K55X55
LDS C20 Column Rectangular None K55X55 Conc Frame K55X55
LDS C21 Column Rectangular None K55X55 Conc Frame K55X55
LDS C22 Column Rectangular None K55X55 Conc Frame K55X55
LDS C23 Column Rectangular None K55X55 Conc Frame K55X55LDS C24 Column Rectangular None K55X55 Conc Frame K55X55
LDS C28 Column Rectangular None K55X55 Conc Frame K55X55LDS C29 Column Rectangular None K55X55 Conc Frame K55X55
LDS C33 Column Rectangular None K55X55 Conc Frame K55X55
LDS C34 Column Rectangular None K55X55 Conc Frame K55X55
LDS C38 Column Rectangular None K55X55 Conc Frame K55X55LDS C39 Column Rectangular None K55X55 Conc Frame K55X55
LDS C43 Column Rectangular None K55X55 Conc Frame K55X55
LDS C44 Column Rectangular None K55X55 Conc Frame K55X55
LDS C48 Column Rectangular None K55X55 Conc Frame K55X55
LDS C49 Column Rectangular None K55X55 Conc Frame K55X55LDS C53 Column Rectangular None K55X55 Conc Frame K55X55
LDS C54 Column Rectangular None K55X55 Conc Frame K55X55
LDS C58 Column Rectangular None K55X55 Conc Frame K55X55
LDS C59 Column Rectangular None K55X55 Conc Frame K55X55
LDS C63 Column Rectangular None K55X55 Conc Frame K55X55
LDS C64 Column Rectangular None K55X55 Conc Frame K55X55LDS C68 Column Rectangular None K55X55 Conc Frame K55X55
LDS C69 Column Rectangular None K55X55 Conc Frame K55X55
LDS C73 Column Rectangular None K55X55 Conc Frame K55X55
LDS C74 Column Rectangular None K55X55 Conc Frame K55X55
LDS C117 Column Rectangular None K55X55 Conc Frame K55X55
LDS C118 Column Rectangular None K55X55 Conc Frame K55X55LDS C119 Column Rectangular None K55X55 Conc Frame K55X55
LDS C120 Column Rectangular None K55X55 Conc Frame K55X55
LDS C121 Column Rectangular None K55X55 Conc Frame K55X55
LDS C122 Column Rectangular None K55X55 Conc Frame K55X55
LDS C123 Column Rectangular None K55X55 Conc Frame K55X55
LDS C124 Column Rectangular None K55X55 Conc Frame K55X55LDS C125 Column Rectangular None K55X55 Conc Frame K55X55
LDS C126 Column Rectangular None K55X55 Conc Frame K55X55
LDS C127 Column Rectangular None K55X55 Conc Frame K55X55
LDS C128 Column Rectangular None K55X55 Conc Frame K55X55
LDS C129 Column Rectangular None K55X55 Conc Frame K55X55
LDS C130 Column Rectangular None K55X55 Conc Frame K55X55LDS C131 Column Rectangular None K55X55 Conc Frame K55X55
LDS C132 Column Rectangular None K55X55 Conc Frame K55X55
LDS C133 Column Rectangular None K55X55 Conc Frame K55X55
LDS C134 Column Rectangular None K55X55 Conc Frame K55X55
LDS C135 Column Rectangular None K55X55 Conc Frame K55X55LDS C136 Column Rectangular None K55X55 Conc Frame K55X55
LDS C137 Column Rectangular None K55X55 Conc Frame K55X55
LDS C138 Column Rectangular None K55X55 Conc Frame K55X55LDS C139 Column Rectangular None K55X55 Conc Frame K55X55
LDS C140 Column Rectangular None K55X55 Conc Frame K55X55
LDS C141 Column Rectangular None K55X55 Conc Frame K55X55LDS C142 Column Rectangular None K55X55 Conc Frame K55X55
LDS C143 Column Rectangular None K55X55 Conc Frame K55X55
LDS C144 Column Rectangular None K55X55 Conc Frame K55X55
LDS C145 Column Rectangular None K55X55 Conc Frame K55X55
LDS C146 Column Rectangular None K55X55 Conc Frame K55X55
LDS C147 Column Rectangular None K55X55 Conc Frame K55X55LDS C148 Column Rectangular None K55X55 Conc Frame K55X55
LDS C149 Column Rectangular None K55X55 Conc Frame K55X55
LDS C157 Column Rectangular None K55X55 Conc Frame K55X55
LDS C158 Column Rectangular None K55X55 Conc Frame K55X55
LDS C159 Column Rectangular None K55X55 Conc Frame K55X55
-
8/17/2019 243921297 Perhitungan Struktur Gedung Serbaguna PDF
50/291
LDS C167 Column Rectangular None K55X55 Conc Frame K55X55LDS C168 Column Rectangular None K55X55 Conc Frame K55X55
LDS C169 Column Rectangular None K55X55 Conc Frame K55X55
LDS C170 Column Rectangular None K55X55 Conc Frame K55X55
LDS C171 Column Rectangular None K55X55 Conc Frame K55X55
LDS C172 Column Rectangular None K55X55 Conc Frame K55X55
LDS C173 Column Rectangular None K55X55 Conc Frame K55X55LDS C174 Column Rectangular None K55X55 Conc Frame K55X55
LDS C182 Column Rectangular None K55X55 Conc Frame K55X55
LDS C183 Column Rectangular None K55X55 Conc Frame K55X55
LDS C185 Column Rectangular None K55X55 Conc Frame K55X55LDS C186 Column Rectangular None K40X40 Conc Frame K40X40LDS C187 Column Rectangular None K40X40 Conc Frame K40X40
LDS C188 Column Rectangular None K40X40 Conc Frame K40X40
LDS C189 Column Rectangular None K40X40 Conc Frame K40X40
LDS C190 Column Rectangular None K40X40 Conc Frame K40X40
LDS C191 Column Rectangular None K40X40 Conc Frame K40X40
LDS C192 Column Rectangular None K40X40 Conc Frame K40X40LDS C193 Column Rectangular None K40X40 Conc Frame K40X40
LDS C194 Column Rectangular None K40X40 Conc Frame K40X40
LRB B790 Beam Double Angle None 2L80.80.8 Steel Frame 2L80.80.8
LRB B791 Beam Double Angle None