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DESAIN STRUKTUR BAJA
DESAIN STRUKTUR BAJA
TAHAN GEMPA TAHAN
GEMPA
Muslinang Moestopo*
Short Course Konstruksi Baja HAKI 2005
*
DosenInstitut Teknologi Bandung
❑KONSEP
Kinerja struktur tahan gempa berupa
penyerapan energi gempa secara efektif
melalui terbentuknya sendi plastik pada
bagian struktur tertentu
Kriteria: kekuatan
kekakuan
daktilitas
disipasi energi
Seminar HAKI, Jakarta, Agustus 2005
Sistem Struktur Bagian yang Leleh
Sistem Rangka Pemikul Momen
Moment Resisting Frames
Ujung Balok
Sistem Rangka Bresing Konsentrik
Concentrically Braced Frames
Pelat Buhul (Bresing tekuk)
Sistem Rangka Bresing Eksentrik
Eccentrically Braced Frames
“Link” (Bresing stabil)
Seminar HAKI, Jakarta, Agustus 2005
Bagian yang leleh (sendi plastik) harus
mampu memperlihatkan kurva histeretik
yang ‘gemuk’ dan stabil
Contoh :
Momen-rotasi di ujung balok
Seminar HAKI, Jakarta, Agustus 2005
R
: faktor modifikasi respon struktur,
memperhitungkan daktilitas dan kuat cadang struktur
Seminar HAKI, Jakarta, Agustus 2005
R TINGGI
Komponen menyerap strukturenergi
EFEKTIF
Beban Gempa Rencana RENDAH
Kurva Histeresis STABIL
Detailing BAIK
Deformasi inelastik dan gempa STABIL
Seminar HAKI, Jakarta, Agustus 2005
❑❑SNI SNI 03––1729 03 1729-
-0202
Sistem Pemikul Beban Gempa
R Ω
Dinding penumpu dengan rangka baja ringan
dan bresing tarik
2.8 2.2
Rangka bresing dimana bresing memikul beban
gravitasi
4.4 2.2
Sistem rangka bresing eksentris (SRBE) 7.0 2.8
Sistem rangka bresing konsentrik biasa (SRBKB)
5.6 2.2 Sistem rangka bresing konsentrik khusus
(SRBKK)
6.4 2.2
Sistem rangka pemikul momen khusus (SRPMK)
8.5 2.8 Sistem rangka pemikul momen terbatas
(SRPMT) 6.0 2.8 Sistem rangka pemikul momen
biasa (SRPMB) 4.5 2.8 Sistem rangka batang
pemikul momen khusus (SRBPMB)
6.5 2.8
Seminar HAKI, Jakarta, Agustus 2005
❑❑KOMBINASI KOMBINASI
PEMBEBANAN PEMBEBANAN ❖
Kombinasi Pembebanan Dasar
▪
1.4 D
▪ 1.2 D + 1.6 L
▪
1.2 D + 1.6 (L
a
atau H) + (γ
L
L + 0.8 W)
▪
1.2 D + 1.3W + γ
L
L + 0.5 (L
a
atau H)
▪ 1.2 D ± 1.0 E + γ
L
L
▪
0.9 D ± (1.3 W atau 1.0 E)
❖Kombinasi Pembebanan Khusus
▪
1.2 D + γ
L
L ± Ω
O
E
h
▪
0.9 D ± Ω
O
E
h
Seminar HAKI, Jakarta, Agustus 2005
❑❑BEBAN BEBAN GEMPA GEMPA
GEDUNG GEDUNG BERATURAN
BERATURAN ❖Gaya geser dasar
nominal statik ekuivalen
V =
IC
t
≤ IC5.2
t
R : Faktor reduksi gempa
I : Faktor keutamaan bangunan
W
t
1 R
W
R
a W
: Berat total struktur
C
1
: Faktor respon gempa
Seminar HAKI, Jakarta, Agustus 2005
❑❑FAKTOR FAKTOR
KEUTAMAAN KEUTAMAAN
BANGUNAN
BANGUNA
N Faktor Katagori Gedung
Keutamaan
I
1
I
2
I
Gedung umum untuk penghunian, perniagaan
dan perkantoran
1.0 1.0 1.0
Monumen dan bangunan monumental 1.0 1.6 1.6
Gedung penting pasca gempa, rumah sakit,
instalasi air bersih, pembangkit tenaga listrik,
pusat penyelamatan keadaan darurat, fasilitas
televisi dan radio
1.4 1.0 1.4
Gedung untuk menyimpan bahan berbahaya,
(gas, produk minyakbumi, bahan beracun)
1.6 1.0 1.6
Cerobong tangki di atas menara 1.5 1.0 1.5
Seminar HAKI, Jakarta, Agustus 2005

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210578394 gempa-struktur-baja-sipil-itb

  • 1. DESAIN STRUKTUR BAJA DESAIN STRUKTUR BAJA TAHAN GEMPA TAHAN GEMPA Muslinang Moestopo* Short Course Konstruksi Baja HAKI 2005 * DosenInstitut Teknologi Bandung
  • 2.
  • 3. ❑KONSEP Kinerja struktur tahan gempa berupa penyerapan energi gempa secara efektif melalui terbentuknya sendi plastik pada bagian struktur tertentu Kriteria: kekuatan kekakuan daktilitas
  • 4. disipasi energi Seminar HAKI, Jakarta, Agustus 2005
  • 5. Sistem Struktur Bagian yang Leleh Sistem Rangka Pemikul Momen Moment Resisting Frames Ujung Balok Sistem Rangka Bresing Konsentrik Concentrically Braced Frames Pelat Buhul (Bresing tekuk) Sistem Rangka Bresing Eksentrik Eccentrically Braced Frames “Link” (Bresing stabil) Seminar HAKI, Jakarta, Agustus 2005
  • 6.
  • 7. Bagian yang leleh (sendi plastik) harus mampu memperlihatkan kurva histeretik yang ‘gemuk’ dan stabil Contoh : Momen-rotasi di ujung balok Seminar HAKI, Jakarta, Agustus 2005
  • 8. R : faktor modifikasi respon struktur, memperhitungkan daktilitas dan kuat cadang struktur Seminar HAKI, Jakarta, Agustus 2005
  • 9. R TINGGI Komponen menyerap strukturenergi EFEKTIF Beban Gempa Rencana RENDAH Kurva Histeresis STABIL Detailing BAIK Deformasi inelastik dan gempa STABIL Seminar HAKI, Jakarta, Agustus 2005
  • 10. ❑❑SNI SNI 03––1729 03 1729- -0202 Sistem Pemikul Beban Gempa R Ω Dinding penumpu dengan rangka baja ringan dan bresing tarik 2.8 2.2
  • 11. Rangka bresing dimana bresing memikul beban gravitasi 4.4 2.2 Sistem rangka bresing eksentris (SRBE) 7.0 2.8 Sistem rangka bresing konsentrik biasa (SRBKB) 5.6 2.2 Sistem rangka bresing konsentrik khusus (SRBKK) 6.4 2.2 Sistem rangka pemikul momen khusus (SRPMK) 8.5 2.8 Sistem rangka pemikul momen terbatas (SRPMT) 6.0 2.8 Sistem rangka pemikul momen biasa (SRPMB) 4.5 2.8 Sistem rangka batang pemikul momen khusus (SRBPMB) 6.5 2.8 Seminar HAKI, Jakarta, Agustus 2005
  • 12. ❑❑KOMBINASI KOMBINASI PEMBEBANAN PEMBEBANAN ❖ Kombinasi Pembebanan Dasar ▪ 1.4 D ▪ 1.2 D + 1.6 L ▪ 1.2 D + 1.6 (L
  • 13. a atau H) + (γ L L + 0.8 W) ▪ 1.2 D + 1.3W + γ L L + 0.5 (L a atau H) ▪ 1.2 D ± 1.0 E + γ L L ▪ 0.9 D ± (1.3 W atau 1.0 E) ❖Kombinasi Pembebanan Khusus ▪ 1.2 D + γ L L ± Ω
  • 14. O E h ▪ 0.9 D ± Ω O E h Seminar HAKI, Jakarta, Agustus 2005
  • 15. ❑❑BEBAN BEBAN GEMPA GEMPA GEDUNG GEDUNG BERATURAN BERATURAN ❖Gaya geser dasar nominal statik ekuivalen V = IC t
  • 16. ≤ IC5.2 t R : Faktor reduksi gempa I : Faktor keutamaan bangunan W t 1 R W R a W : Berat total struktur C 1 : Faktor respon gempa Seminar HAKI, Jakarta, Agustus 2005
  • 18. 1 I 2 I Gedung umum untuk penghunian, perniagaan dan perkantoran 1.0 1.0 1.0 Monumen dan bangunan monumental 1.0 1.6 1.6 Gedung penting pasca gempa, rumah sakit, instalasi air bersih, pembangkit tenaga listrik, pusat penyelamatan keadaan darurat, fasilitas televisi dan radio 1.4 1.0 1.4 Gedung untuk menyimpan bahan berbahaya, (gas, produk minyakbumi, bahan beracun) 1.6 1.0 1.6 Cerobong tangki di atas menara 1.5 1.0 1.5 Seminar HAKI, Jakarta, Agustus 2005