Bms - Peraturan perencanaan teknik jembatan.docx

BRIDGE DESIGN CODE APPENDIX A - DETAILED EARTHQUAKE DESIGN 26 May 1992DOCUMENT No. BMS7-CADEPARTEMEN PEKERJAAN UMUM DIREKTORAT JENDERAL BINA MARGA DIREKTORAT BINA PROGRAM JALANPERATURAN PERENCANAAN TEKNIK JEMBATANLAMPIRAN APERSYARATAN TAHAN GEMPA

BRIDGE DESIGN CODE PERATURAN PERENCANAAN TEKNIK JEMBATANAPPENDIX A - DETAILED EARTHQUAKE DESIGN LAMPIRAN A - PERSYARATAN TAHAN GEMPASUMMARY OF CONTENTS IKHTISAR DAFTAR ISITABLE OF CONTENTS .....................................................................................................................A - IDAFTAR ISI ........................................................................................................................................A - iiiLIST OF TABLES DAFTAR TABEL .................................................................................................................................A - vLIST OF FIGURES DAFTAR GAMBAR .............................................................................................................................A - vA.1 INTRODUCTIONPENDAHULUAN.........................................................................................................................A - 1A.2 DESIGN PROCEDURECARA PERENCANAAN ............................................................................................................A - 7A.3 GENERAL DESIGN REQUIREMENTSPERSYARATAN PERENCANAAN UMUM ...............................................................................A - 17A.4 DETAILED REQUIREMENTS FOR TYPE A BRIDGESPERSYARATAN TERPERINCI UNTUK JEMBATAN TIPE A ...................................................A - 26A.5 DETAILED REQUIREMENTS FOR TYPE B BRIDGESPERSYARATAN TERPERINCI UNTUK JEMBATAN TIPE B ...................................................A - 37A.6 DETAILED REQUIREMENTS FOR TYPE C BRIDGESPERSYARATAN TERPERINCI UNTUK JEMBATAN TIPE C ...................................................A - 39A.7 SOIL LIQUEFACTIONKEHILANGAN KEKUATAN TANAH - LIQUEFACTION ...........................................................A - 41A.8 BASE ISOLATION AND MECHANICAL DAMPERSISOLASI DASAR DAN PEREDAM MEKANIKAL .....................................................................A - 44REFERENCES PUSTAKA ..................................................................................................................A - 48

26 May 1992 Table of ContetsTABLE OF CONTENTSA.1 INTRODUCTIONA.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 - 3A.2 DESIGN PROCEDUREA.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 STRENGTHA.2.5.1 Nominal Strength .........................................................................................................A - 9 A.2.5.2 Design Strength ...........................................................................................................A - 10 A.2.5.3 Overstrength 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 ANALYSISA.2.9.1 General ....................................................................................................................... A - 13 A.2.9.2 Methods of AnalysisA.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.2.9.3 Loading Directions .......................................................................................................A -14 A.2.9.4 Input Ground Motions ................................................................................................... A -14 A.2.9.5 Design Forces and DeformationsA.2.9.5.1 Modal Spectral Analysis ......................................................................................A - 15 A.2.9.5.2 Time-History Analysis .......................................................................................... A - 15 A.2.10 SEISMIC DISPLACEMENTSA.2.10.1 General ....................................................................................................................... A - 15 A.2.10.2 Displacement Response ..............................................................................................A - 15A.3 GENERAL DESIGN REQUIREMENTSA.3.1 STRUCTURAL INTEGRITY AND PROVISION FOR DISPLACEMENTSA.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.3.2 REPAIR CONSIDERATIONS .................................................................................................. A - 20 A.3.3 FREE STANDING RETAINING WALLSA.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 PressureA.3.3.4.1 Stiff Walls ............................................................................................................. A - 21 A.3.3.4.2 Flexible Walls ....................................................................................................... A - 21 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.3.4 ABUTMENT WALLSA.3.4.1 Non-rigid Connection to Superstructure .......................................................................A - 24 A.3.4.2 Rigid Connection to Superstructure .............................................................................. A - 25A.4 DETAILED REQUIREMENTS FOR TYPE A BRIDGESA.4.1 RESTRICTIONS ON LAYOUT ................................................................................................ A - 26 A.4.2 DESIGN OF HINGES IN STRUCTURAL CONCRETE COLUMNSA.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 - 27A - i

26 May 1992 Table of ContetsA.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.4.3 DESIGN OF HINGES IN STRUCTURAL STEEL MEMBERSA.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 A.4.4 DESIGN OF STRUCTURE BETWEEN PLASTIC HINGESA.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 ConcreteA.4.4.8.1 Shear ...................................................................................................................A - 35 A.4.4.8.2 Splices in longitudinal Reinforcing .......................................................................A - 35 A.4.4.9 Special Provisions for Structural SteelA.4.4.9.1 Column Splices .................................................................................................... A - 36 A.4.4.9.2 Connections ......................................................................................................... A - 36 A.4.5 DESIGN OF ARTICULATIONS ............................................................................................... A - 36A.5 DETAILED REQUIREMENTS FOR TYPE B BRIDGESA.5.1 GENERAL ...............................................................................................................................A - 37 A.5.2 DESIGN OF ARTICULATIONSA.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 - 37A.6 DETAILED REQUIREMENTS FOR TYPE C BRIDGESA.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 - 40A.7 SOIL LIQUEFACTIONA.7.1 GENERAL ...............................................................................................................................A - 41 A.7.2 LIQUEFACTION POTENTIALA.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 - 43A.8 BASE ISOLATION AND MECHANICAL DAMPERSA.8.1 GENERAL ...............................................................................................................................A - 44 A.8.2 BASE 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 MECHANICALENERGY DISSIPATORS ........................................................................................................A - 46REFERENCESGENERAL SOURCE DOCUMENTS ........................................................................................................ A - 48 SELECTED REFERENCES ..................................................................................................................... A - 48A - ii

26 May 1992 Table of ContetsDAFTAR ISIA.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 - 3A.2 CARA PERENCANAANA.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 KOMPONENA.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 DINAMIKA.2.9.1 Umum .................................................................................................................................A -13 A.2.9.2 Cara AnalisaA.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 RencanaA.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 SEISMIKA.2.10.1 Umum ...............................................................................................................................A-15 A.2.10.2 Simpangan Respons ........................................................................................................A-15A.3 PERSYARATAN PERENCANAAN UMUMA.3.1 INTEGRITAS STRUKTURAL DAN PERLENGKAPAN TERHADAP SIMPANGANA.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 BEBASA.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 DinamikA.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 PANGKALA.3.4.1 Hubungan Tidak Kaku Terhadap Bangunan Atas ...........................................................A - 24 A.3.4.2 Hubungan Kaku Terhadap Bangunan Atas .....................................................................A - 25A.4 PERSYARATAN TERPERINCI UNTUK JEMBATAN TIPE AA.4.1 PEMBATASAN PADA DENAH ................................................................................................A - 26 A.4.2 PERENCANAAN SENDI DALAM KOLOM BETON STRUKTURALA.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 - 27A - iii

26 May 1992 Table of ContetsA.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 BAJAA.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 PLASTISA.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 StrukturalA.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 StrukturalA.4.4.9.1 Sambungan Kolom ...........................................................................................A - 36 A.4.4.9.2 Hubungan-hubungan ........................................................................................A - 36 A.4.5 RENCANA HUBUNGAN ARTIKULASI ..............................................................................A - 36A.5 PERSYARATAN TERPERINCI UNTUK JEMBATAN TIPE BA.5.1 UMUM ................................................................................................................................A - 37 A.5.2 RENCANA HUBUNGAN ARTIKULASIA.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 37A.6 PERSYARATAN TERPERINCI UNTUK JEMBATAN TIPE CA.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 - 40A.7 KEHILANGAN KEKUATAN TANAH - LIQUEFACTIONA.7.1 UMUM ................................................................................................................................A - 41 A.7.2 POTENSIAL LIQUEFACTIONA.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 43A.8 ISOLASI DASAR DAN PEREDAM MEKANIKALA.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 PERLENGKAPANPENYERAPAN ENERGI MEKANIKAL (DISSIPATOR) ......................................................A - 46PUSTAKADOKUMEN SUMBER UMUM ...............................................................................................................A-48 PUSTAKA TERPILIH ............................................................................................................................A-48A - iv

26 May 1992 Table of ContetsLIST OF TABLES DAFTAR TABELTable A.1 Tabel A.1A - v Liquefiable Sands Pasir Pbka Terhadap Liquefaction ...........................................................................A - 10LIST OF FIGURES DAFTAR GAMBARFigure A.1 Gambar A.1Depth to Fixity Kedalaman Jepit .......................................................................................................A -10Figure A.2 Gambar A.2Ductility Daktilitas ................................................................................................................... A - 12Figure A.3 Gambar A.3Link Slab Pelat Hubungan Sendi .............................................................................................A - 17Figure A.4 Gambar A.4Lateral Restraints at Abutments Penahan Lateral pada Pangkal Jembatan ...............................................................A - 18Figure A.5 Gambar A.5Overlap Distance Jarak Bebas .............................................................................................................A - 19Figure A.6 Gambar A. 6Stiff Wall Pressure Tekanan pada Tembok Kaku ...................................................................................A - 21Figure A.7 Gambar A. 7Forces on Abutment Walls Gaya-gaya Tembok Pangkal ...................................................................................A - 24Figure A.8 Gambar A. 8Typical Details of Binding Reinforcement Tipikal Detail Tulangan Pbngikat ..............................................................................A - 29Figure A.9 Gambar A.9Shear in Columns Geser dalam Kolom-kolom ......................................................................................A - 34Figure A.10 Gambar A.10Typical Expansion Joint Details Tipikal Detail Sambungan Dilatasi ............................................................................A - 38Figure A.1 1 Gam bar A. 11Overburden Correction CN Koreksi CNTerhadap Kedalaman ............................................................................A - 43Figure A.12 Gambar A. 12Effect of Flexible Mountings Pengaruh Dudukan Fleksibel ..................................................................................A - 45

APPENDIX ADETAILED EARTHQUAKE DESIGNA.1 INTRODUCTIONA.1.1 SCOPEThis 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.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 APPLICATIONThis 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:i. Special Structural Types:cable supported bridges;arch bridges;bridges using special energy dissipators;ii. Bridges with Extreme Geometry: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;bridges where the stiffness of the piers differs by more than the amount recommended in Article A.4.1;bridges with spans greater than 200 m;LAMPIRAN APERSYARATAN TAHAN GEMPAA.1 PENDAHULUANA.1.1 RUANG LINGKUPBagian ini memberikan penjelasan persyaratan jembatan terhadap gempa. Persyaratan ini melengkapi bagian-bagian lain dari Tata Cara dan harus dibaca secara berkaitan satu dengan lainnya.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.A.1.2 PENGGUNAANBagian 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.Struktur khusus adalah jembatan yang memenuhi salah satu dari empat kelompok kondisi berikut:i. Tipe Struktur khusus:jembatan yang didukung oleh kabeljembatan lengkungjembatan yang menggunakan perlengkapan khusus untuk menyerap (dissipator) energi.ii. Jembatan dengan geometrik khusus:jembatan dengan pilar tinggi sedemikian sehingga massa pilar adalah lebih besar dari 20 % massa bagian bangunan atas yang memberikan beban inersia pada pilar;jembatan dengan kekakuan pilar-pilar yang berbeda dengan nilai yang dianjurkan dalam persyaratan Artikel A.4.1;jembatan dengan bentang diatas 200 mA - 1

highly skewed bridges;bridges with large horizontal curvatures;piers in deep water.iii. Bridges in Difficult Locations:sites across or near active faults;sites on or near potentially unstable slopes;liquefiable foundations;very soft foundations.iv. Very Important Bridges:bridges with a high economic importance due to high construction cost or consequences of failure.A.1.3 ORGANIZATION OF SECTIONThis 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.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 is organized as follows:Sub-section A.2 sets out the general design 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.Sub-section A.3 sets out the general design 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.4 sets out the detailed requirements 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 detailingjembatan dengan kemiringan sudut yang besar;jembatan dengan lengkung horisontal yang besar;pilar diperairan dalam.iii. Jembatan pada lokasi rumit :lapangan melintasi atau dekat retakan aktip;lapangan pada atau dekat lereng yang potensial tidak stabil;pondasi yang dapat mengalami liquefaction - kehilangan kekuatan tanah;pondasi pada tanah sangat lunak.iv. Jembatan sangat panting:jembatan dengan kepentingan segi ekonomi karena biaya konstruksi sangat besar atau akibat keruntuhan yang fatal.A.1.3 SUSUNAN BAGIANPENJELASANBagian 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.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.Susunan bagian ini adalah sebagai berikut:Bab A.2 menetapkan langkah perencanaan secara 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.3 menetapkan persyaratan perencanaan 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.4 menetapkan persyaratan terperinci untuk jembatan monolitik dengan daktilitas penuh (Tipe A). Ini mencakup perencanaan daerah sendi plastis pada beton dan baja, dan persyaratan "kekuatan lebih" untuk bagian-bagian penghubung sendi-sendi plastis.Bab A.5 menetapkan persyaratan terperinci untuk jembatan tipe bangunan atas dan bawah terpisah (Tipe B) dengan daktilitas penuh. PersyaratanA - 2

of 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 liquefaction potential of loose sandy soils. Two methods are given, both based on empirical studies.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 GLOSSARYDesign 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.Overstrength is the Nominal Bending Strength factored by the Overstrength Factor.Overstrength Factor is the ratio of the probable maximum bending strength of a member to its Nominal Bending Strength.A.1.5 SYMBOLSAggross column cross-section (m2), see clause area A.4.2.3of a reinforced concreteAcarea column of (mthe 2), core see clause of a spirally reinforced concreteA.4.2.3Asgross cross section area of a steel section (mm'), see clause A.4.3.3Ashtotal area of confining reinforcement (mm'), see clause A.4.2.3khusus diberikan untuk detail hubungan antara elemen-elemen jembatan dan untuk mengadakan kesatuan struktural pada hubungan/sambungan.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. Diberikan dua cara, keduanya berdasarkan penelitian empirik.Bab A.8 memberikan keterangan untuk perlengkapan mekanikal yang dapat mememperbaiki respons seismik jembatan. Bab ini hanya bersifat informatif dan tidak mencukupi dalam pemilihan dan perencanaan perlengkapan tersebut.A.1.4 ISTILAHKekuatan Lentur Rencana adalah kekuatan lentur nominal dari suatu komponen yang diberi factor sesuai Faktor Reduksi kekuatan dari Bagian 6 atau 7.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.A.1.5 NOTASIAgluas (m2), penampang lihat pasal A.4.2.3.bruto dari kolom beton bertulangAc2), lihat pasal A.4.2.3.Asluas inti dari kolom beton bertulang spiral (mluas penampang bruto dari penampang baja (mm'), lihat pasal A.4.3.3.Ashjumlah luas tulangan pengikat (mm2), lihat pasal A.4.2.3.A - 3