DEPARTEMEN PEKERJAAN UMUM DIREKTORAT JENDERAL BINA MARGA DIREKTORAT BINA PROGRAM JALAN
DEPARTEMEN PEKERJAAN UMUM DIREKTORAT JENDERAL BINA MARGA DIREKTORAT BINA PROGRAM JALAN PERATURAN PERENCANAAN TEKNIK JEMBATAN LAMPIRAN A PERSYARATAN TAHAN GEMPA
BRIDGE DESIGN CODE
BRIDGE DESIGN CODE
PERATURAN PERENCANAAN TEKNIK
JEMBATAN
APPENDIX A - DETAILED EARTHQUAKE DESIGN
LAMPIRAN A - PERSYARATAN TAHAN GEMPA
SUMMARY OF CONTENTS
IKHTISAR DAFTAR ISI
TABLE OF CONTENTS .....................................................................................................................A - I
DAFTAR ISI ........................................................................................................................................A - iii
LIST OF TABLESDAFTAR TABEL .................................................................................................................................A - v
LIST OF FIGURESDAFTAR GAMBAR .............................................................................................................................A - v
A.1 INTRODUCTIONPENDAHULUAN.........................................................................................................................A - 1 A.2 DESIGN PROCEDURE
CARA PERENCANAAN ............................................................................................................A - 7 A.3 GENERAL DESIGN REQUIREMENTS
PERSYARATAN PERENCANAAN UMUM ...............................................................................A - 17 A.4 DETAILED REQUIREMENTS FOR TYPE A BRIDGES
PERSYARATAN TERPERINCI UNTUK JEMBATAN TIPE A ...................................................A - 26 A.5 DETAILED REQUIREMENTS FOR TYPE B BRIDGES
PERSYARATAN TERPERINCI UNTUK JEMBATAN TIPE B ...................................................A - 37 A.6 DETAILED REQUIREMENTS FOR TYPE C BRIDGES
PERSYARATAN TERPERINCI UNTUK JEMBATAN TIPE C ...................................................A - 39 A.7 SOIL LIQUEFACTION
KEHILANGAN KEKUATAN TANAH - LIQUEFACTION ...........................................................A - 41 A.8 BASE ISOLATION AND MECHANICAL DAMPERS
ISOLASI DASAR DAN PEREDAM MEKANIKAL .....................................................................A - 44
REFERENCES PUSTAKA ..................................................................................................................A - 48
26 May 1992 Table of Contets
A.3 GENERAL DESIGN REQUIREMENTS
A.4.1 RESTRICTIONS ON LAYOUT ................................................................................................ A - 26 A.4.2 DESIGN OF HINGES IN STRUCTURAL CONCRETE COLUMNS
A.4 DETAILED REQUIREMENTS FOR TYPE A BRIDGES
A.3.4 ABUTMENT WALLS A.3.4.1 Non-rigid Connection to Superstructure ....................................................................... A - 24 A.3.4.2 Rigid Connection to Superstructure .............................................................................. A - 25
A.3.3.5 Walls with Footings on Soil .......................................................................................... A - 22 A.3.3.6 Walls on Rock, Piles or Well Foundations .................................................................... A - 23 A.3.3.7 Reinforced Earth Walls ................................................................................................. A - 23
A.3.3.4.1 Stiff Walls ............................................................................................................. A - 21 A.3.3.4.2 Flexible Walls ....................................................................................................... A - 21
A.3.3.1 General ........................................................................................................................ A - 20 A.3.3.2 Static Earth Pressure ................................................................................................... A - 20 A.3.3.3 Inertial Force ................................................................................................................ A - 20 A.3.3.4 Dynamic Earth Pressure
A.3.2 REPAIR CONSIDERATIONS .................................................................................................. A - 20 A.3.3 FREE STANDING RETAINING WALLS
A.3.1 STRUCTURAL INTEGRITY AND PROVISION FOR DISPLACEMENTS A.3.1.1 Horizontal Linkages ...................................................................................................... A - 17 A.3.1.2 Holding-Down Devices ................................................................................................. A - 18 A.3.1.3 Horizontal Clearance .................................................................................................... A - 19
A.2.10 SEISMIC DISPLACEMENTS A.2.10.1 General ....................................................................................................................... A - 15 A.2.10.2 Displacement Response .............................................................................................. A - 15
TABLE OF CONTENTS
A.1 INTRODUCTIONA.2.9.5.1 Modal Spectral Analysis ...................................................................................... A - 15 A.2.9.5.2 Time-History Analysis .......................................................................................... A - 15
A.2.9.3 Loading Directions ....................................................................................................... A -14 A.2.9.4 Input Ground Motions ................................................................................................... A -14 A.2.9.5 Design Forces and Deformations
A.2.9.2.1 Elastic Behaviour ................................................................................................. A - 14 A.2.9.2.2 Moderate Inelastic Behaviour .............................................................................. A - 14 A.2.9.2.3 Inelastic Behaviour .............................................................................................. A - 14
A.2.9.1 General ....................................................................................................................... A - 13 A.2.9.2 Methods of Analysis
A.2.6 STRUCTURE DUCTILITY ....................................................................................................... A - 11 A.2.7 VERTICAL SEISMIC MOTIONS ............................................................................................. A - 13 A.2.8 DIRECTION OF LOADING ...................................................................................................... A - 13 A.2.9 DYNAMIC ANALYSIS
A.2.5.1 Nominal Strength ......................................................................................................... A - 9 A.2.5.2 Design Strength ........................................................................................................... A - 10 A.2.5.3 Overstrength
A.2.1 GENERAL ............................................................................................................................... A - 7 A.2.2 ASSUMPTIONS ...................................................................................................................... A - 7 A.2.3 PROCEDURE ......................................................................................................................... A - 8 A.2.4 DEPTH TO FIXITY .................................................................................................................. A - 9 A.2.5 MEMBER STRENGTH
A.2 DESIGN PROCEDURE
A.1.1 SCOPE .................................................................................................................................... A - 1 A.1.2 APPLICATION ......................................................................................................................... A - 1 A.1.3 ORGANIZATION OF SECTION .............................................................................................. A - 2 A.1.4 GLOSSARY ............................................................................................................................. A - 3 A.1.5 SYMBOLS ............................................................................................................................... A - 3
A.4.2.1 General ........................................................................................................................ A - 26 A.4.2.2 Regions Where Special Confining Reinforcement Should be Provided ....................... A - 27 A.4.2.3 Amount of Confining Reinforcement to be Provided ..................................................... A - 27
26 May 1992 Table of Contets
A.6.1 RESTRICTIONS ON LAYOUT ................................................................................................ A - 39 A.6.2 STRUCTURAL TYPE FACTOR .............................................................................................. A - 39 A.6.3 FOUNDATIONS ...................................................................................................................... A - 40 A.6.4 INTEGRITY OF CONNECTIONS ............................................................................................ A - 40
REFERENCES
ENERGY DISSIPATORS ........................................................................................................ A - 46
ISOLATION ................................................................................................................... A - 44 A.8.3 MECHANICAL DAMPERS ...................................................................................................... A - 45 A.8.4 APPLICATION TO BRIDGES .................................................................................................. A - 45 A.8.5 MINIMUM DESIGN REQUIREMENTS FOR BRIDGES INCORPORATING MECHANICAL
A.8.1 GENERAL ............................................................................................................................... A - 44 A.8.2 BASE
A.8 BASE ISOLATION AND MECHANICAL DAMPERS
A.7.2.1 Simplified Method Based on Chinese Building Code Data ........................................... A - 41 A.7.2.2 Method Based on Cyclic Stress Ratio Analysis ............................................................ A - 43
A.7.1 GENERAL ............................................................................................................................... A - 41 A.7.2 LIQUEFACTION POTENTIAL
A.7 SOIL LIQUEFACTION
A.6 DETAILED REQUIREMENTS FOR TYPE C BRIDGES
A.4.2.4 Reinforcing Steel .......................................................................................................... A - 29 A.4.2.5 Concrete Strength ........................................................................................................ A - 29 A.4.2.6 Inner Bound Core ......................................................................................................... A - 30 A.4.2.7 Shear ............................................................................................................................ A - 30
A.5.2.1 General ........................................................................................................................ A - 37 A.5.2.2 Design of Linkages at Abutments ................................................................................. A - 37 A.5.2.3 Design of Linkages at Expansion Joints ....................................................................... A - 37
A.5.1 GENERAL ............................................................................................................................... A - 37 A.5.2 DESIGN OF ARTICULATIONS
A.5 DETAILED REQUIREMENTS FOR TYPE B BRIDGES
A.4.5 DESIGN OF ARTICULATIONS ............................................................................................... A - 36
A.4.4.9 Special Provisions for Structural Steel A.4.4.9.1 Column Splices .................................................................................................... A - 36 A.4.4.9.2 Connections ......................................................................................................... A - 36
A.4.4.8.1 Shear ................................................................................................................... A - 35 A.4.4.8.2 Splices in longitudinal Reinforcing ....................................................................... A - 35
A.4.4 DESIGN OF STRUCTURE BETWEEN PLASTIC HINGES A.4.4.1 General ........................................................................................................................ A - 32 A.4.4.2 Strength Reduction Factor ........................................................................................... A - 33 A.4.4.3 Shear ............................................................................................................................ A - 33 A.4.4.4 Connection of Hinges ................................................................................................... A - 34 A.4.4.5 Buckling of Columns ..................................................................................................... A - 34 A.4.4.6 Instability Effects .......................................................................................................... A - 34 A.4.4.7 Joints ............................................................................................................................ A - 35 A.4.4.8 Special Provisions for Structural Concrete
A.4.3 DESIGN OF HINGES IN STRUCTURAL STEEL MEMBERS A.4.3.1 General ........................................................................................................................ A - 30 A.4.3.2 Lateral Restraint ........................................................................................................... A - 30 A.4.3.3 Shear capacity of Hinge Regions ................................................................................. A - 30 A.4.3.4 Connection of Hinging Member .................................................................................... A - 31 A.4.3.5 Moment Capacity of Hinging Sections .......................................................................... A - 31 A.4.3.6 Materials ....................................................................................................................... A - 32
GENERAL SOURCE DOCUMENTS ........................................................................................................ A - 48 SELECTED REFERENCES ..................................................................................................................... A - 48
26 May 1992 Table of Contets
DAFTAR ISI
A.1 PENDAHULUANA.1.1 RUANG LINGKUP ...................................................................................................................A - 1 A.1.2 PENGGUNAAN .......................................................................................................................A - 1 A.1.3 SUSUNAN BAGIAN PENJELASAN .........................................................................................A - 2 A.1.4 ISTILAH ...................................................................................................................................A - 3 A.1.5 NOTASI ....................................................................................................................................A - 3
A.2 CARA PERENCANAAN
A.2.1 UMUM ......................................................................................................................................A - 7 A.2.2 ANGGAPAN-ANGGAPAN .......................................................................................................A - 7 A.2.3 TAHAPAN ................................................................................................................................A - 8 A.2.4 KEDALAMAN JEPIT ................................................................................................................A - 9 A.2.5 KEKUATAN KOMPONEN
A.2.5.1 Kekuatan Nominal ...........................................................................................................A - 9 A.2.5.2 Kekuatan Rencana ..........................................................................................................A - 10 A.2.5.3 Kekuatan Lebih ...............................................................................................................A - 11
A.2.6 DAKTILITAS STRUKTUR ........................................................................................................A - 11 A.2.7 GERAKAN SEISMIK VERTIKAL .............................................................................................A - 13 A.2.8 ARAH PEMBEBANAN .............................................................................................................A - 13 A.2.9 ANALISA DINAMIK
A.2.9.1 Umum .................................................................................................................................A -13 A.2.9.2 Cara Analisa
A.2.9.2.1 Perilaku Elastis .......................................................................................................A-14 A.2.9.2.2 Perilaku Moderat Tidak Elastis ...............................................................................A-14 A.2.9.2.3 Perilaku Tidak Elastis .............................................................................................A-14
A.2.9.3 Arah Pembebanan .............................................................................................................A-14 A.2.9.4 Masukan Gerakan Tanah ...................................................................................................A-14 A.2.9.5 Gaya Dan Deformasi Rencana
A.2.9.5.1 Analisa Modal Spektral ...........................................................................................A-15 A.2.9.5.2 Analisa Riwayat Waktu (Time-history) ....................................................................A-15
A.2.10 SIMPANGAN SEISMIK A.2.10.1 Umum ...............................................................................................................................A-15 A.2.10.2 Simpangan Respons ........................................................................................................A-15
A.3 PERSYARATAN PERENCANAAN UMUM
A.3.1
INTEGRITAS STRUKTURAL DAN PERLENGKAPAN TERHADAP SIMPANGAN A.3.1.1 Hubungan Horisontal .......................................................................................................A - 17 A.3.1.2 Perlengkapan Penahan Vertikal ......................................................................................A - 18 A.3.1.3 Jarak Bebas Horisontal ...................................................................................................A - 19 A.3.2 PERTIMBANGAN PERBAIKAN ....................................................................................A - 20
A.3.3 TEMBOK PENAHAN YANG BERDIRI BEBAS A.3.3.1 Umum ..............................................................................................................................A - 20 A.3.3.2 Tekanan Tanah Statik .....................................................................................................A - 20 A.3.3.3 Gaya Inersia ....................................................................................................................A - 20 A.3.3.4 Tekanan Tanah Dinamik
A.3.3.4.1 Tembok Kaku ..........................................................................................................A - 21 A.3.3.4.2 Tembok Fleksibel ....................................................................................................A - 21
A.3.3.5 Tembok dengan Pondasi Diatas Tanah ..........................................................................A - 22 A.3.3.6 Tembok pada Pondasi Batuan, Tang atau Sumuran .......................................................A - 23 A.3.3.7 Tembok Tanah Bertulang ................................................................................................A - 23
A.3.4 TEMBOK PANGKAL A.3.4.1 Hubungan Tidak Kaku Terhadap Bangunan Atas ...........................................................A - 24 A.3.4.2 Hubungan Kaku Terhadap Bangunan Atas .....................................................................A - 25
A.4 PERSYARATAN TERPERINCI UNTUK JEMBATAN TIPE A
A.4.1 PEMBATASAN PADA DENAH ................................................................................................A - 26 A.4.2 PERENCANAAN SENDI DALAM KOLOM BETON STRUKTURAL
A.4.2.1 Umum ..............................................................................................................................A - 26 A.4.2.2 Bagian Untuk Mana Harus Diadakan Tulangan Pengikat Khusus ...................................A - 27 A.4.2.3 Jumlah Tulangan Pengikat Yang Diadakan .....................................................................A - 27
26 May 1992 Table of Contets
A.4.2.4 Baja Tulangan ........................................................................................................... A - 29 A.4.2.5 Kekuatan Beton ......................................................................................................... A - 29 A.4.2.6 Inti dalam yang Terikat .............................................................................................. A - 30
A.4.2.7 Geser ........................................................................................................................ A - 30 A.4.3 PERENCANAAN SENDI DALAM KOMPONEN STRUKTURAL BAJA
A.4.3.1 Umum ........................................................................................................................ A - 30 A.4.3.2 Ketahanan Lateral ..................................................................................................... A - 30 A.4.3.3 Kapasitas Geser dari Daerah Sendi .......................................................................... A - 30
A.4.3.4 Hubungan Dari Komponen Bersendi ......................................................................... A - 31 A.4.3.5 Kapasitas Momen dari Bagian Bersendi ................................................................... A - 31 A.4.3.6 Bahan-bahan ............................................................................................................. A - 32
A.4.4 PERENCANAAN STRUKTUR ANTARA SENDI PLASTIS A.4.4.1 Umum ........................................................................................................................ A - 32
A.4.4.2 Faktor Reduksi Kekuatan .......................................................................................... A - 33 A.4.4.3 Geser ........................................................................................................................ A - 33
A.4.4.4 Hubungan dari Sendi-sendi ....................................................................................... A - 34 A.4.4.5 Tekuk dari Kolom-kolom ............................................................................................ A - 34 A.4.4.6 Pengaruh Ketidak Stabilan ........................................................................................ A - 34
A.4.4.7 Sambungan-sambungan ........................................................................................... A - 35 A.4.4.8 Pengadaan Khusus Untuk Beton Struktural
A.4.4.8.1 Geser ................................................................................................................... A - 35 A.4.4.8.2 Sambungan dalam Tulangan Memanjang ........................................................ A - 35
A.4.4.9 Pengadaan Khusus untuk Baja Struktural A.4.4.9.1 Sambungan Kolom ........................................................................................... A - 36 A.4.4.9.2 Hubungan-hubungan ........................................................................................ A - 36
A.4.5 RENCANA HUBUNGAN ARTIKULASI .............................................................................. A - 36
A.5 PERSYARATAN TERPERINCI UNTUK JEMBATAN TIPE B
A.5.1 UMUM ................................................................................................................................ A - 37 A.5.2 RENCANA HUBUNGAN ARTIKULASI
A.5.2.1 Umum ............................................................................................................................ A - 37 A.5.2.2 Rencana Hubungan pada Pangkal Jembatan ................................................................ A - 37 A.5.2.3 Rencana Hubungan pada Sambungan Dilatasi ............................................................. A – 37
A.6 PERSYARATAN TERPERINCI UNTUK JEMBATAN TIPE C
A.6.1 PEMBATASAN DENAH ..................................................................................................... A - 39 A.6.2 FAKTOR TIPE STRUKTURAL ........................................................................................... A - 39 A.6.3 PONDASI ........................................................................................................................... A - 40 A.6.4
INTEGRITAS DARI HUBUNGAN-HUBUNGAN ................................................................. A - 40
A.7 KEHILANGAN KEKUATAN TANAH - LIQUEFACTION
A.7.1 UMUM ................................................................................................................................ A - 41 A.7.2 POTENSIAL LIQUEFACTION
A.7.2.1 Cara Sederhana Berdasarkan Data Tata Cara Bangunan di China ................................ A - 41 A.7.2.2 Cara Berdasarkan Analisa Perbandingan Tegangan Berulang ....................................... A – 43
A.8
ISOLASI DASAR DAN PEREDAM MEKANIKAL
A.8.1 UMUM ................................................................................................................................ A - 44 A.8.2
ISOLASIDASAR .................................................................................................................. A - 44 A.8.3 PEREDAM MEKANIKAL .................................................................................................... A - 45 A.8.4 PENERAPAN PADA JEMBATAN ...................................................................................... A - 45 A.8.5 PERSYARATAN MINIMUM UNTUK RENCANA JEMBATAN DENGAN PERLENGKAPAN
PENYERAPAN ENERGI MEKANIKAL (DISSIPATOR) ...................................................... A - 46
PUSTAKA
DOKUMEN SUMBER UMUM ............................................................................................................... A-48
PUSTAKA TERPILIH ............................................................................................................................ A-48
26 May 1992 Table of Contets
Gambar A.9
Tekanan pada Tembok Kaku ...................................................................................A - 21
Figure A.7
Gambar A. 7
Forces on Abutment Walls
Gaya-gaya Tembok Pangkal ................................................................................... A - 24
Figure A.8
Gambar A. 8
Typical Details of Binding Reinforcement
Tipikal Detail Tulangan Pbngikat ..............................................................................A - 29
Figure A.9
Shear in Columns
Gambar A. 6
Geser dalam Kolom-kolom ...................................................................................... A - 34
Figure A.10
Gambar A.10
Typical Expansion Joint Details
Tipikal Detail Sambungan Dilatasi ............................................................................A - 38
Figure A.1 1
Gam bar A. 11
Overburden Correction C N Koreksi C N Terhadap Kedalaman ............................................................................A - 43
Figure A.12
Gambar A. 12
Effect of Flexible Mountings
Stiff Wall Pressure
Figure A.6
LIST OF TABLES DAFTAR TABEL
Ductility
Table A.1
Tabel A.1
Liquefiable Sands
Pasir Pbka Terhadap Liquefaction ...........................................................................A - 10 LIST OF FIGURES DAFTAR GAMBAR
Figure A.1
Gambar A.1
Depth to Fixity
Kedalaman Jepit .......................................................................................................A -10
Figure A.2
Gambar A.2
Daktilitas ................................................................................................................... A - 12
Jarak Bebas .............................................................................................................A - 19
Figure A.3
Gambar A.3
Link Slab
Pelat Hubungan Sendi .............................................................................................A - 17
Figure A.4
Gambar A.4
Lateral Restraints at Abutments
Penahan Lateral pada Pangkal Jembatan ...............................................................A - 18
Figure A.5
Gambar A.5
Overlap Distance
Pengaruh Dudukan Fleksibel .................................................................................. A - 45
APPENDIX A DETAILED EARTHQUAKE DESIGN A.1 INTRODUCTION A.1.1 SCOPE
This Section gives detailed requirements for bridges subject to earthquakes. These requirements are in addition to the other Sections of the Code and shall be read in conjunction with them.
x jembatan dengan pilar tinggi sedemikian sehingga massa pilar adalah lebih besar dari 20 % massa bagian bangunan atas yang memberikan beban inersia pada pilar; x jembatan dengan kekakuan pilar-pilar yang berbeda dengan nilai yang dianjurkan dalam persyaratan Artikel A.4.1; x jembatan dengan bentang diatas 200 m
ii. Jembatan dengan geometrik khusus:
x jembatan yang didukung oleh kabel x jembatan lengkung x jembatan yang menggunakan perlengkapan khusus untuk menyerap (dissipator) energi.
i. Tipe Struktur khusus:
Struktur khusus adalah jembatan yang memenuhi salah satu dari empat kelompok kondisi berikut:
Bagian ini digunakan untuk Jembatan Jalan Raya di seluruh wilayah Indonesia, kecuali untuk struktur khusus. Perencanaan struktur khusus menuntut penggunaan tehnik analisa yang diluar lingkup bagian ini, walaupun telah diberikan beberapa pedoman umum untuk analisa dinamik. Tehnik demikian hanya boleh digunakan dibawah pengawasan Ahli Tehnik Perencana yang cukup berpengalaman dalam perencanaan seismik jembatan.
Persyaratan dalam Bagian ini mewakili standar pelaksanaan yang baik dan berlaku. Syarat-syarat tersebut tidak mutlak, tetapi sedapat mungkin harus diikuti untuk menjamin bahwa suatu jembatan mempunyal kemungkinan terbaik untuk selamat dalam kejadian gempa besar.
Bagian ini memberikan penjelasan persyaratan jembatan terhadap gempa. Persyaratan ini melengkapi bagian-bagian lain dari Tata Cara dan harus dibaca secara berkaitan satu dengan lainnya.
LAMPIRAN A PERSYARATAN TAHAN GEMPA A.1 PENDAHULUAN A.1.1 RUANG LINGKUP
A.1.2 PENGGUNAAN
x bridges with tall piers such that the mass of a pier is greater than 20 % of the mass of the portion of the superstructure that contributes to the inertia load on the pier; x bridges where the stiffness of the piers differs by more than the amount recommended in Article A.4.1; x bridges with spans greater than 200 m;
ii. Bridges with Extreme Geometry:
x cable supported bridges; x arch bridges; x bridges using special energy dissipators;
i. Special Structural Types:
his Section applies to road bridges in all parts of Indonesia, except for special structures. The design of special structures requires the use of analysis techniques that are beyond the scope of this Section, although some general guidelines for dynamic analysis are given. Such techniques should only be used under the guidance of a Design Engineer with extensive experience in seismic design of bridges. Special structures are bridges which meet any of the following four sets of conditions:
T
The requirements of this Section represent current standards of good practice. They are not mandatory, but should be followed wherever possible to ensure that a bridge has the best chance of survival in the event of a major earthquake.
A.1.2 APPLICATION
x highly skewed bridges; x bridges with large horizontal curvatures; x piers in deep water.
iii. Bridges in Difficult Locations:
x sites across or near active faults; x sites on or near potentially unstable slopes; x liquefiable foundations; x very soft foundations.
B) dengan daktilitas penuh. Persyaratan
jembatan tipe bangunan atas dan bawah terpisah (Tipe
Bab A.5 menetapkan persyaratan terperinci untuk
Ini mencakup perencanaan daerah sendi plastis pada beton dan baja, dan persyaratan "kekuatan lebih" untuk bagian-bagian penghubung sendi-sendi plastis.
Bab A.4 menetapkan persyaratan terperinci untuk jembatan monolitik dengan daktilitas penuh (Tipe A).
secara umum untuk penahan gempa dan hubungannya untuk suatu jembatan. Cara-cara diberikan untuk perhitungan beban dinamik pada tembok penahan dan pangkal jembatan.
Bab A.3 menetapkan persyaratan perencanaan
umum. Parameter yang digunakan dalam analisa seismik jembatan ditetapkan dan cara perhitungan kemudian diberikan. Dasar-dasar perencanaan "kekuatan lebih" dijelaskan. Pedoman untuk analisa dinamik diberikan.
Bab A.2 menetapkan langkah perencanaan secara
Susunan bagian ini adalah sebagai berikut:
Pustaka telah diberikan sebanyak mungkin. Bagaimanapun, tehnik gempa adalah suatu bidang penelitian yang aktip dan dianjurkan agar Akhli Tehnik Perencana berusaha mencari informasi terbaru yang tersedia untuk perencanaan jembatan dengan struktur rumit.
Bagian ini terdiri dari pedoman dan anjuran persyaratan saja. Sehingga semua penjelasan yang diperlukan telah dicakup didalam uraian dan tidak terdapat artikel yang berkaitan dalam penjelasan ini.
x jembatan dengan kepentingan segi ekonomi karena biaya konstruksi sangat besar atau akibat keruntuhan yang fatal.
iv. Jembatan sangat panting:
x lapangan melintasi atau dekat retakan aktip; x lapangan pada atau dekat lereng yang potensial tidak stabil; x pondasi yang dapat mengalami liquefaction - kehilangan kekuatan tanah; x pondasi pada tanah sangat lunak.
iii. Jembatan pada lokasi rumit :
iv. Very Important Bridges:
x bridges with a high economic importance due to high construction cost or consequences of failure.
A.1.3 ORGANIZATION OF SECTION
A.1.3 SUSUNAN BAGIAN PENJELASAN
requirements for siesmic restraints and connectivity for a bridge. Methods are given for computation of dynamic loads on retaining walls and abutments.
Sub-section A.3 sets out the general design
Sub-section A.4 sets out the detailed requirements
Sub-section A.2 sets out the general design
This Section is organized as follows:
References are provided wherever possible. However, earthquake engineering is a very active research area and the Design Engineer is advised to seek out the most up-to-date information available for the design of complex bridges.
This Section consists of guidelines and recommendations only. Consequently, all necessary explanation is included in the text and there is no corresponding section in the Commentary.
for fully ductile monolithic bridges (Type A). This covers design of concrete and steel hinge regions and the overstrength requirements for the members linking plastic hinges.
Sub-section A.5 sets out the detailed requirements
for fully ductile articulated bridges (Type B). Specific recommendations are given for the detailing x jembatan dengan kemiringan sudut yang besar; x jembatan dengan lengkung horisontal yang besar; x pilar diperairan dalam.
procedures. Parameters used in seismic analysis of bridges are defined and the procedures for computing then are given. The principles of over strength design are explained. Guidelines are given for dynamic analysis. o f linkages between the bridge elements and for provision of structural integrity across joints.
Sub-section A.6 sets out the detailed requirements for non-ductile bridges (Type C). Subsection A.7 sets out guidelines for assessing the
A g luas penampang bruto dari kolom beton bertulang (m
Daktilitas adalah perbandingan antara simpangan
plastis maksimum dari suatu komponen (atau struktur) dengan simpangan pada pelelehan pertama. Daktilitas umumnya dibatasi oleh persyaratan bahwa dapat bertahan pada beberapa pembebanan berulang.
Persyaratan Daktilitas adalah daktilitas yang
diperlukan oleh suatu struktur untuk menahan kombinasi pembebanan Gempa Rencana.
Kekuatan Lentur Nominal adalah kekuatan lentur
nominal ultimate-putus dari suatu komponen yang diperhitungkan sesuai Bagian 6 atau 7.
Kekuatan lebih adalah Kekuatan Lentur Nominal yang
diberi faktor sesuai faktor kekuatan lebih (overstrength).
Faktor Kekuatan Lebih adalah perbandingan antara
kekuatan lentur maksimum mungkin dari suatu komponen dengan kekuatan lentur nominalnya.
2 ), lihat pasal A.4.2.3.
liquefaction potential of loose sandy soils. Two methods are given, both based on empirical studies.
A
c
luas inti dari kolom beton bertulang spiral (m
2
), lihat pasal A.4.2.3. A
s
luas penampang bruto dari penampang baja (mm'), lihat pasal A.4.3.3. A
sh
jumlah luas tulangan pengikat (mm
2
), lihat pasal A.4.2.3.
nominal dari suatu komponen yang diberi factor sesuai Faktor Reduksi kekuatan dari Bagian 6 atau 7.
ISTILAH Kekuatan Lentur Rencana adalah kekuatan lentur
A.1.4
maximum bending strength of a member to its Nominal Bending Strength.
Bab A.8 memberikan keterangan untuk perlengkapan
Diberikan dua cara, keduanya berdasarkan penelitian empirik.
Bab A.6 menetapkan persyaratan terperinci untuk jembatan tidak daktail (Tipe C). Bab A.7 menetapkan pedoman untuk pendekatan potensial liquefaction, pada tanah pasir lepas.
Sub-section A.8 provides information on mechanical
devices that can modify the siesmic response of a bridge. This Sub-section is informative only and is not sufficient by itself for the selection and design of such devices.
A.1.4 GLOSSARY
Design Bending Strength is the Nominal Bending
Strength of a member factored by the appropriate Strength Reduction Factor from Section 6 or 7.
Ductility is the ratio of the maximum plastic
displacement of a member (or structure) to the displacement at first yield. Ductility is usually restricted by the requirement that it remain constant over several cycles of loading.
Ductility demand is the ductility needed by a structure to resist the design earthquake loading combination. Nominal Bending Strength is the ultimate nominal
bending strength of a member computed in accordance with Section 6 or 7.
mekanikal yang dapat mememperbaiki respons seismik jembatan. Bab ini hanya bersifat informatif dan tidak mencukupi dalam pemilihan dan perencanaan perlengkapan tersebut.
Overstrength is the Nominal Bending Strength factored by the Overstrength Factor. Overstrength Factor is the ratio of the probable
A.1.5 NOTASI
A.1.5 SYMBOLS
A
gross cross-section area of a reinforced concrete column (m
2
), see clause A.4.2.3 A
c
area of the core of a spirally reinforced concrete column (m
2
), see clause A.4.2.3 A
s
gross cross section area of a steel section (mm'), see clause A.4.3.3 A sh total area of confining reinforcement (mm'), see clause A.4.2.3 khusus diberikan untuk detail hubungan antara elemen-elemen jembatan dan untuk mengadakan kesatuan struktural pada hubungan/sambungan.
g
A w area of the web of a steel section (mm2), see clause A.4.3.3 C N factor for normalising standard penetration resistance defined in clause A.7.2.1 C u undrained cohesion of a soil (kPa) D
A w luas badan dari penampang baja (mm'), lihat pasal A.4.3.3. C N faktor untuk normalisasi ketahanan penetrasi standar ditentukan dalam pasal A.7.2.1. C u kohesi undrained tanah (kPa) D
Bagian 2) K R faktor Reduksi Kekuatan (lihat Bagian 6 atau 7) K° faktor kekuatan lebih (overstrength) ditentukan dalam pasal A.2.5.3. K Koefisien tekanan tanah aktip "
Koefisien pembebanan seismik horisontal (lihat
h
I Momen kedua dari luas penampang (elastis) K
(m) hc dimensi inti beton terhadap tepi luar dari tulangan sengkang persegi (mm), lihat pasal A.4.2.3
kekuatan leleh dari tulangan pengikat (MPa), lihat pasal A.4.2.3. g percepatan gravitasi = 9.80 m/detik H tinggi tembok penahan atau pangkal jembatan
yh
(MPa) f y kekuatan karakteristik leleh baja (MPa) f
d diameter batang tulangan (mm) d f kedalaman jepit (m) ditentukan dalam artikel A.2.4. d o sambungan lebih (overlap) minimal antara ujung gelagar dan tepi perletakan (m) ditentukan dalam pasal A.3.1.3. d s kedalaman lapis pasir (m), lihat pasal A.7.2.1 dan A.7.2.2. d w kedalaman muka air (m), lihat pasal A.7.2.1. E E Modulus Elastisitas F L Faktor ketahanan kekuatan pasir (liquefaction) ditentukan dalam pasal A.7.2.2. f a fraksi percepatan gempa rencana ditentukan dalam pasal A.3.3.5. f’ c kekuatan karakteristik beton silinder pada 28 hari
50 ukuran butir sehubungan fraksi 50 % berat tanah (mm), lihat pasal A.7.2.2.
a
50 grain size corresponding to 50 % fraction by weight
strength reduction factor (ref. Sections 6 and 7) K° overstrength factor defined in clause A.2.5.3 K coefficient of active earth pressure "
R
Section 2) K
h coefficient of horizontal seismic loading (ref.
I second moment of area of a section (elastic) K
yield strength of binding reinforcement (MPa), see clause A.4.2.3 g acceleration due to gravity = 9.80 mV H height of retaining wall or abutment (m) hc dimension of concrete core to outside of rectangular hoop reinforcement (mm), see clause A.4.2.3
yh
A.7.2.2 f a fraction of the design earthquake acceleration defined in clause A.3.3.5 f’ c characteristic concrete cylinder strength at 28 days (MPa) f y characteristic steel yield strength (MPa) f
E modulus of elasticity (MPa) F L liquefaction resistance factor defined in clause
of a soil (mm), see clause A.7.2.2 d diameter of a reinforcing bar (mm) d f depth to fixity (m) defined in Article A.2.4 d o minimum overlap between the end of a girder and the edge of a support (m) defined in clause A.3.1.3 d s depth to sand layer (m), see clauses A.7.2.1 and A.7.2.2 d w depth to water table (m), see clause A.7.2.1
a K
" a
A.7.2.2 r jari-jari girasi dari penampang kolom (m) r perbandingan tegangan geser berulang ditentukan dalam pasal A.7.2.2
(kNm) MM Intensitas gempa Modified Mercalli, lihat pasal
A.7.2.1 M” kekuatan lentur Rencana dari suatu komponen (KNm), lihat pasal A.2.5.2.
M° kekuatan lentur lebih dari suatu komponen (kNm), ditentukan dalam pasal A.2.5.3 N ketahanan penetrasi standar - SPT (jumlah pukulan tiap 300 mm) N1 ketahanan penetrasi standar yang dinormalisasi, lihat pasal A.7.2.1 NM fungsi intensitas goncangan gempa ditentukan dalam pasal A.7.2.1. NC batas ketahanan penetrasi standar sehubungan terjadinya kehilangan kekuatan pasir
(liquefaction) ditentukan dalam pasal A.7.2.1 P beban aksial dalam kolom pada keadaan kekuatan lebih (kN), lihat pasal A.4.3.3
o a
RD faktor yang ditentukan dalam pasal A.7.2.1 RL ketahanan elemen tanah terhadap pembebanandinamik ditentukan dalam pasal
c
a