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PERILAKU JEMBATAN BENTANG MENERUS AKIBAT BEBAN GEMPA RENCANA SNI-1726-2002 DENGAN PETA GEMPA 2010 Suyadi, Suyadi
Jurnal Teknik Sipil Vol 12, No 2 (2013)
Publisher : Program Studi Teknik Sipil Fakultas Teknik Universitas Atma Jaya Yogyakarta

Peta gempa 2010 yang direncanakan untuk merevisi peta gempa sebelumnya, pada beberapa tempat mempunyai perbedaan nilai respon spektra desain. Tentunya untuk bangunan yang telah selesai direncanakan dan belum dilaksanakan di lapangan harus dilakukan analisis terhadap perilaku bangunan akibat perubahan beban gempa tersebut. Analisis ini bertujuan untuk mengetahui seberapa besar perbedaan perilaku jembatan bentang menerus akibat beban gempa rencana sesuai SNI-1726-2002 dengan beban gempa rencana sesuai peta gempa 2010. Pengaruh gempa dimasukkan dengan cara analisis dinamis menggunakan bantuan program SAP 2000 dalam model respon spektra. Beban gempa diaplikasikan pada model jembatan bentang menerus dengan jumlah bentang sebanyak 5 (lima) buah. Dari hasil analisis diperoleh perbedaan displacement dan daktilitas akibat beban gempa rencana sesuai SNI-1726-2002 dengan beban gempa rencana sesuai peta gempa 2010. Displacement yang terjadi akibat beban gempa rencana sesuai peta gempa 2010 lebih besar 30% dibandingkan besarnya displacement akibat beban gempa rencana SNI-1726- 2002. Hal ini dapat dimengerti mengingat bahwasannya besarnya nilai puncak respon spektra sesuai peta gempa 2010 lebih besar dibandingkan dengan respon spektra sesuai SNI-1726-2002.

Analisis Perbandingan Model Respon Spektra Desain SNI 03-1726-2002, RSNI 2010 dan Metode PSHA Suyadi .
Rekayasa : Jurnal Ilmiah Fakultas Teknik Universitas Lampung Vol 17, No 2 (2013): Edisi Agustus 2013
Publisher : UNIVERSITAS LAMPUNG

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Seismic load rules for the building as outlined in the SNI 03-1726-2002 which divided Indonesianarea in the 6 (six) earthquake regions. It is different to that in RSNI 03-1726-xxxx, which dividedIndonesia area > 6 the seismic zone. In addition earthquake time period use 500 years, while theRSNI 03-1726-xxxx uses 475 years and 2475 years earthquake time period. In the arrangement ofPeak Ground Acceleration values (PGA) is also used different attenuation formula’s in bothstandard. That's why research needs to be done to it by taking locations is Kalibalok intersection(Bandar Lampung) and Way Robok (West Lampung) as objects. The study focused on the shape ofthe response spectra design, in consideration seismic load can be analyzed with dynamic analysismethods which one with the response spectra. For add to the model, it was also use the methodPSHA calculations PGA for both locations. Based on the SPT test data that has been carried outby PT. Plato Isoiki, it turns out the two locations including the classification in stiff soil profile.Refer to result of the response spectra shape’s in both locations is different. At the Kalibalokmaximum value of acceleration response spectra if the design is made according to the results ofPSHA calculations with one sigma models. Whereas for area Robok Way maximum accelerationvalue is obtained if the design response spectra are arranged according RSNI-03-1726-xxxx. Thisis because when the earthquake time period, the attenuation function and seismic zoning isdifferent.

ANALISIS KEKUATAN GIRDER AKIBAT KEMIRINGAN MEMANJANG JEMBATAN Suyadi Suyadi
Rekayasa : Jurnal Ilmiah Fakultas Teknik Universitas Lampung Vol 18, No 1 (2014): Edisi April 2014
Publisher : UNIVERSITAS LAMPUNG

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At standards, the maximum slope of the bridge is 5%. Longitudinal slope of the bridge will determine the length of the bridge, more sloping more length. Its became more greater the cost. The reasons that underlie this analysis. The analysis has been performed on three kinds of bridges that T beam bridge, PCI bridge and bridge steel truss girder models Callendar Hamilton. The analysis was performed in the manual method and software SAP 2000. This Analysis focused on the capacity of the cross-sectional of the withstand stresses caused by the load acting on the bridge. The bridge is modeled in some slope ranging from 0% for the comparison, 2.5%; 5%; 7.5% and 10%. To easy analysis, load to be projected in the two direction at sloping bridges. It is seen that more greater of the slope cause axial force on girder bridges is increasing. The analysis considering of the combination of axial load, shear and bending ascpects From the analysis looks at three kinds of bridges, with a slope of up to 10% were still able to support the load of the bridge there. It is necessary to do advance analysis of the bridge’s ability and the other element of bridges that direct contact with the longitudinal girder bridge girders due

PERILAKU JEMBATAN BENTANG MENERUS AKIBAT BEBAN GEMPA RENCANA SNI-1726-2002 DENGAN PETA GEMPA 2010 Suyadi Suyadi
Jurnal Teknik Sipil Vol. 12 No. 2 (2013)
Publisher : Program Studi Teknik Sipil Fakultas Teknik Universitas Atma Jaya Yogyakarta

Peta gempa 2010 yang direncanakan untuk merevisi peta gempa sebelumnya, pada beberapa tempat mempunyai perbedaan nilai respon spektra desain. Tentunya untuk bangunan yang telah selesai direncanakan dan belum dilaksanakan di lapangan harus dilakukan analisis terhadap perilaku bangunan akibat perubahan beban gempa tersebut. Analisis ini bertujuan untuk mengetahui seberapa besar perbedaan perilaku jembatan bentang menerus akibat beban gempa rencana sesuai SNI-1726-2002 dengan beban gempa rencana sesuai peta gempa 2010. Pengaruh gempa dimasukkan dengan cara analisis dinamis menggunakan bantuan program SAP 2000 dalam model respon spektra. Beban gempa diaplikasikan pada model jembatan bentang menerus dengan jumlah bentang sebanyak 5 (lima) buah. Dari hasil analisis diperoleh perbedaan displacement dan daktilitas akibat beban gempa rencana sesuai SNI-1726-2002 dengan beban gempa rencana sesuai peta gempa 2010. Displacement yang terjadi akibat beban gempa rencana sesuai peta gempa 2010 lebih besar 30% dibandingkan besarnya displacement akibat beban gempa rencana SNI-1726- 2002. Hal ini dapat dimengerti mengingat bahwasannya besarnya nilai puncak respon spektra sesuai peta gempa 2010 lebih besar dibandingkan dengan respon spektra sesuai SNI-1726-2002.

Analisis Model Jembatan Bentang Akibat Beban Gempa . Suyadi
Rekayasa : Jurnal Ilmiah Fakultas Teknik Universitas Lampung Vol 16, No 1 (2012): Edisi April Tahun 2012
Publisher : UNIVERSITAS LAMPUNG

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In accordance the standard bridges, seismic loads must be taken into account in the combinationof loading conditions. Often the continous bridge model is a choise, especially on the model ofbridges with spans of more than 1 (one). This analysis focused on the piers of a bridge that consitsof 5 (five) spans. The variable in this model is layout of continous or simple beam. In this analysismade 5 (five) types of the bridge. To obtain the optimal and accurate design, use a dynamicanalysis by response spectrum based on the PGA value in SNI 03-1726-2002. With the pushovermethod using SAP 2000 software will be acquired and the value of Demand and CapacityDisplacement, so can to know the feasibility on the piers of a bridge modeled. Results of analysisthat only model IV incapable supporting the magnitude of longitudinal displacement. As for thetransverse direction of all the models capable to hold the magnitude of transverse displacement.Ductility of pier P1 and P2 for all models meet the requirements of the maximum ductility μD ≤ 5for multiple piers. Overall, the optmum behavior performance to resist earthquake loads is themodel II.

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