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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

ANALISIS PERBANDINGAN KEHILANGAN PRATEGANG AKIBAT METODE STRESSING SATU ARAH DAN DUA ARAH PADA JEMBATAN BETON PRATEGANG Selvia Rahma Rizkia; Suyadi Suyadi; Hasti Riakara Husni
Jurnal Rekayasa Sipil dan Desain Vol 5, No 2 (2017): Edisi Juni 2017
Publisher : Jurnal Rekayasa Sipil dan Desain

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A prestressed concrete bridge is a construction structure bridging one location to another location and this is made by stressing strands with opposite force caused by the external loading. The stressing process can be done before the concrete is molded (pre-tensioning) and after the concrete is molded (post-tensioning). The stressing in the prestressed post-tensioning concrete can be done with two methods; the one way and two ways stressing. Stressing by using these two stressing methods may cause different prestress force loss in the concrete. The objective of this research was to find out the influence of one way and two ways stressing methods to the prestress force loss, analysis was conducted by estimating prestress forces, determining amounts and lines of stranded-wire tendons, estimating pre-stress force loss because of one way and two ways stressing methods and force controlling and deflection in the girder. This research used PC I girder, PC U girder, and box girder types. The analysis results showed that the prestress force loss in the one way stressing method in PC I girder was 30.826%, 30.3401% in PC U girder, and 31.885% in box girder. The prestress force loss in two ways stressing method was 29.8397% in PC I girder, 29.3169% in PC U girder, and 31.4955% in box girder. The conclusion was that the prestress force loss in the girder by using one way stressing method was bigger than in two ways stressing method.Keywords: prestress concrete, stressing method, one way, two ways.

Analisis Layout Shearwall Terhadap Perilaku Struktur Gedung George Andalas; Suyadi Suyadi; Hasti Riakara Husni
Jurnal Rekayasa Sipil dan Desain Vol 4, No 3 (2016): Edisi September 2016
Publisher : Jurnal Rekayasa Sipil dan Desain

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Shearwall is one of alternative solution in planning of building structure for earthquake-resistant. Shearwall is able to affect stiffness of the building structure and provide a structure with good ductility, so as to minimize the damaged caused by earthquake shaking. This study aimed to analyze the positioning of shearwall on a building structure models using non-linear static analysis (Pushover) In the analisys, shearwalls on each models are placed at different position. The performance of the building structure was analyzed using SAP2000 program. The result of the analysis is a form of drift ratio on each model of the buliding structure. From the result obtained drift value ratio on without shearwall model, model 1, model 2, model 3, model 4, model 5, model 6 in the X direction in sequences as follows: 54 x 10-8; 48 x 10-8; 42 x 10-8; 30 x 10-8; 28 x 10-8; 8 x 10-9; 8 x 10-9 . While in the Y direction as follows: 77 x 10-5; 66 x 10-5; 62 x 10-5; 51 x 10-5; 23 x 10-5; 15 x 10-5; 14 x 10-5. So we can conclude that model 6 has better performance compared to other models. Then, the optimum model of positioning ot the shearwalls is model 6. keywords: SAP2000, pushover analysis, shearwall, erathquake load.

Analisis Joint Balok Kolom dengan Metode SNI 2847-2013 dan ACI 352R-2002 pada Hotel Serela Lampung Eddy Ristanto; Suyadi Suyadi; Laksmi Irianti
Jurnal Rekayasa Sipil dan Desain Vol 3, No 3 (2015): Edisi September 2015
Publisher : Jurnal Rekayasa Sipil dan Desain

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This study aimed to analyze the relationship beam-column design at Building Serela LampungHotel, which refers to SNI 2847-2013 and Methods ACI 352R-2002. In the analysis, the existingshear force on beam-column joint relationship is greater than the shear forces that are on thebeams and columns. Therefore it is necessary that the relationship between the shearreinforcement. From a review of existing columns and beam size is sufficient to carry the shearforces that occur. There are differences between the results of the review of planning method SNI2847-2013 and methods ACI 352R-2002. From the results obtained with SNI 2847-2013 shearforce to review the interior, roof interior, exterior, roof exterior, corner, and roof cornersequentially as follows: 1682.544 KN; 1380.365 KN; 607.759 KN; 364.932 KN; 607.759 KN;364.932 KN. While the method of ACI 352R-2002 as follows: 1712.750 KN; 1440.799 KN;632.642 KN; 413.498 KN; 632.642 KN; 413.498 KN. Although both methods are considered safein the planning of the object of study Serela Lampung Hotel but in general planning methods ACI352R-2002 a higher level of safety and efficiency in terms of planning method SNI 2847-2013 evengreater levels of efficiency.Keywords: SNI 2847-2013, ACI 352R-2002, joint, beams, columns, seismic load, shear force,inelastic.

Tinjauan Momen Lentur Pelat Dua Arah dengan Metode Perencanaan Langsung dan Metode Elemen Hingga Muhammad Fahri; Suyadi Suyadi; Eddy Purwanto
Jurnal Rekayasa Sipil dan Desain Vol 4, No 1 (2016): Edisi Maret 2016
Publisher : Jurnal Rekayasa Sipil dan Desain

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This research conducted to study and determine the bending moment plate by using the DirectDesign Method and Finite Element Method. In the procedure of calculation of concrete structuresfor buildings, namely SNI 2847 2013 has been set up several plates planning methods one ofwhich is a method of using the Direct Design Method analysis. Finite element method (FEM) isdividing a complex problem into small elements where a simpler solution can be easily obtained.The theory used in plate analysis with the FEM is Kirchhoff-Love theory in which the limits areused specifically for the analysis of thin plates with small deflections by ignoring the transverseshear forces. The program is used by applying the Finite Element Method in this study is aMicrosoft Excel as a tool for calculations and modeling program SAP 2000 as a plate structure.From the calculations that the value of deflection and the bending moment on the plate twodirections with varying results.From the results obtained show that the static moments of totalfactored Direct Planning Method and the Finite Element Method showed results equal to eachother . Distribution moments on the foundation and interior plate field differently due to directPlanning Method using a great moment coefficients in pedestal while the Finite Element Methodusing transition stiffness matrixKeywords:Direct Design Method, Finite Element Method, Two way slab, SAP 2000

Analisis Struktur Gedung POP Hotel Terhadap Beban Gempa Dengan Metode Pushover Analysis Zainal Arifin; Suyadi Suyadi; Surya Sebayang
Jurnal Rekayasa Sipil dan Desain Vol 3, No 3 (2015): Edisi September 2015
Publisher : Jurnal Rekayasa Sipil dan Desain

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In a fact, the development of Indonesian building codes demand higher design earthquake load.This condition generates the need for retrofitting in existing building that was design with olderbuilding codes, in purpose to acquire the safe building performance. The significant load increaseshown in the latest building code (SNI 1726-2012) gives the urgency to perform seismic riskasessment and retrofit design for this building.Seismic risk of the building is determined from the performance level through static non-linearanalysis (pushover) based on the design earthquake of the new code (SNI 1726-2012). This resultmeans that the damage control performance level, unless retrofitting is performed on each of thedeficient element.Keywords : SNI 1726-2012, pushover, damage control, load of earthquake.

Analisis Desain Gedung Whiz Hotel Metode Sistem Rangka Pemikul Momen Khusus lexono x nadeak; Suyadi Suyadi; Ratna Widyawati
Jurnal Rekayasa Sipil dan Desain Vol 4, No 3 (2016): Edisi September 2016
Publisher : Jurnal Rekayasa Sipil dan Desain

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AbstractSpecial Moment Resisting Frame System(SMRFS) is a system with the highest ductility and that has detail requirements in the calculation of structural reinforcement components of axial, bending and shear of beam and columns elements, as well as provisions regarding the beam column connection that will affect the overall performance building when receiving earthquake load. This study aims to determine the detail requirements of special moment resisting frame system in accordance with SNI 2847-2013 and performance evaluation of structures with pushover analysis. Based on study results, the level of structure performance in accordance with the performance point obtained shows that the values of the displacement target are 0.042 m in x-direction and 0.413 m in y-direction. The value of the performance point also shows that the building is designed in the Immediate Occupancy condition that is while the building receives the earthquake load, it is expected that the structure will not be damaged. Distribution of plastic hinge is appropriate to the expectation that is the strong column and the weak beam because plastic hinge formation begins from the beam element then the column element. From the pushover analysis, it is obtained the value of the actual reduction factors (R) are 8.9 in x-direction and 7.8 in y-direction, while the values of the actual system over strength factor (Ωo) are 4.34 in x-direction and 5.70 in y-direction and the values of actual deflection magnification factor (Rd) are 5.9 in x-direction and 5.2 in y-direction.Keywords : pavement distress types, severity level, PCIAbstrakSistem Rangka Pemikul Momen Khusus (SRPMK) merupakan sistem dengan daktilitas tertinggi dan memiliki persyaratan yang detail dalam perhitungan penulangan komponen struktur aksial, lentur dan geser untuk elemen balok dan kolom, serta ketentuan mengenai hubungan balok kolom yang akan mempengaruhi kinerja bangunan secara keseluruhan ketika menerima beban gempa. Penelitian ini bertujuan untuk mengetahui detail persyaratan sistem rangka pemikul momen khusus sesuai dengan SNI 2847-2013 dan evaluasi kinerja struktur dengan pushover analysis. Berdasarkan hasil studi, level kinerja struktur sesuai dengan titik kinerja yang didapat menunjukkan nilai dari target perpindahan untuk arah x sebesar 0,042 m dan arah y sebesar 0,413 m. Nilai dari titik kinerja juga menunjukkan bahwa bangunan yang di desain berada pada kondisi Immediate Occupancy dimana kondisi gedung saat menerima beban gempa diharapkan struktur tidak akan mengalami kerusakan. Distribusi sendi plastis sesuai yang diharapkan yaitu kolom kuat dan balok lemah karena terbentuknya sendi plastis diawali dari elemen balok terlebih dahulu kemudian diikuti elemen kolom. Dari hasil analisis pushover didapat nilai faktor reduksi gempa (R) aktual arah x sebesar 8,9 dan arah y sebesar 7,8, sedangkan nilai faktor kuat lebih sistem (Ωo) aktual arah x sebesar 4,34 dan arah y sebesar 5,70 dan nilai faktor pembesaran defleksi (Rd) aktual arah x sebesar 5,9 dan arah y sebesar 5,2.Kata kunci : SRPMK, titik kinerja, sendi plastis, analisis pushover

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.

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