Browsing by Author "Djauhari Zulfikar"

Now showing 1 - 5 of 5
  • No Thumbnail Available
    Item
    ANALISIS KEMAMPU LAYANAN STRUKTUR KOLOM BETON TERHADAP BEBAN MONOTONIK KONSENTRIK
    (2013-06-10) Andri; Djauhari Zulfikar; Yuniarto Enno
    The studies in depth and ability to satisfy the characteristics of the concrete structure service is only focused on structural beams and plates, while the discussion of the ability of our services to the column is still not satisfactorily addressed so that these characteristics are often overlooked by practitioners. This study aims to determine the services ability to respond instantly column uniaxial load with depth parameter column cracked section. This parameter modeling of short columns with concentric load measuring 300 mm x 300 mm which is calculated through the mechanism of force balance internal and external columns and torque balance internal and external columns. External loads is given in stages to the nominal capacity of the column. From the results of calculations, the depth of cracked section 219.2798 mm column height of 300 mm cross-section at zero load, crack depth decreases with increasing load given discrete with a small reduction in the level, and the maximum load limit is the value of a nominal capacity of column 2.380 kN to a depth of cracks approaching 219.2774 mm.
  • No Thumbnail Available
    Item
    ANALISIS PERBANDINGAN KINERJA STRUKTUR GEDUNG TAK BERATURAN AKIBAT BEBAN GEMPA SNI 03-1726-2002 DAN RSNI3 03-1726-201X (Studi Kasus Menara Dang Merdu Bank Riau Kepri)
    (2013-04-10) Asneindra, Mario; Djauhari Zulfikar; Kurniawandy Alex
    In an effort to reduce the loss of life and damages caused by the earthquake, the Ministry of Public Works has released the latest Indonesia Earthquake Hazard Maps in 2010. This map illustrates the peak acceleration and response spectra at bedrock probabilistic analysis for the various periods of the earthquake. With the issuance of the 2010 Indonesian Earthquake Map has a different concept to the Indonesia Earthquake Maps contained in SNI 03-1726-2002, it is currently being drafted RSNI3 03-1726-201X refers to ASCE 7 in 2010. Dang Merdu Tower of Bank Riau Kepri is one of the new irregular buildings built in the city of Pekanbaru that calculations still refer to SNI 03-1726-2002. For that conducted research on the differences in the performance of the structure when earthquake loads imposed SNI 03-1726-2002 and RSNI3 03-1726-201X.The results showed that the seismic force-resisting system that may be used by SNI 03-1726-2002 is dual system Intermediate Moment Resisting Frame with reinforced concrete shear wall. While the structure of the system that may be used by RSNI3 03-1726-201X is a dual system Special Momen Resisting Frame with special reinforced concrete shear wall. Under each of these systems base shear force result of earthquake loads of RSNI3 03-1726-201X increased by 27.85% compared to SNI 03-1726-2002. Total drift by the earthquake load of RSNI3 03-1726-201X increased by 34.94% in the X direction and 32.85% in the Y direction of the total drift of SNI 03-1726-2002. Overall structure can resist load combination of SNI 03-1726-2002 however, the structure could not resist load combination of RSNI3 03-1726-201X it looks a structural component experiencing overstress.
  • No Thumbnail Available
    Item
    KINERJA DINDING BATA TANPA TULANGAN TERHADAP BEBAN GEMPA
    (2013-07-19) Age; Djauhari Zulfikar; Iskandar R.S
    In this final analysis compared the characteristics of two models of unreinforced walls (URM) given axial load and lateral load (earthquake). Analysis was performed referring to ACI Standards and Euro Code, and compare with the RAM program V8.i Element and Experimental tests have been done by (Djauhari and Ridwan, 2011). Analysis was performed on a given wall axial loads and lateral loads to get the magnitude of the compressive strength of the wall and the displacement that occurs in the wall. The analysis showed that for the calculation using the standard ACI showed that the wall had given load displacement 50% smaller than the experimental test. As for the RAM program Element analysis using the results obtained are very close to the experimental test results.
  • No Thumbnail Available
    Item
    PENGARUH PEMBERIAN TULANGAN PADA DINDING BATA YANG DIBERI BEBAN GEMPA
    (2013-07-26) Mudin, Hasim; Djauhari Zulfikar; Yuniarto Enno
    Generally masonry wall (brick) considered to be burden (non-structure) in the a planning. That assumption is correct, but will change if there is horizontal force (quack). Existence of lateral force effected wall have interaction with portal and this matter will have effect to inflexibility of structure, this matter necessitate characteristic masonry wall need to be brought into play in the a plan. At the moment many building development using underside as place of business and upper with partition (cladding), this matter make the structure relative stiffer on the top. Effect of masonry wall which unevenness alterable become structure that having disrepair mechanism soft-storey. Analysis done to two objects test that is RM-A and RM-B. From result analysis with equation ACI to two objects test obtained force of compression (axial) equal to 107,2 kN and 108,4 kN with deflection 1,794 mm and 1,79 mm. analysis with equation Euro code obtained force of compression equal to 298,76 kN and 302,72 kN with movement 4,99 and 5,165 mm. Verification with RAM Element program for force of compression 270 kN and 330 kN obtained movement equal to 1,22 mm and 7,05 mm. Whereas from experimental study which there have been obtained force of compression equal to 248,23 kN and 333,83 and kN with movement 8,91 mm and 11,07 mm.
  • No Thumbnail Available
    Item
    PENGARUH PEMBERIAN TULANGAN PADA DINDING BATA YANG DIBERI BEBAN GEMPA
    (2015-12-11) Mudin, Hasim; Djauhari Zulfikar; Yuniarto Enno
    Masonry wall considered to be burden in the a planning. That assumption is correct, but will change if there is horizontal force (quack). Existence of lateral force effected wall have interaction with portal and this matter will have effect to inflexibility of structure, this matter necessitate characteristic masonry wall need to be brought into play in the a plan. At the moment many building development using underside as place of business and upper with partition (cladding), this matter make the structure relative stiffer on the top. Effect of masonry wall which unevenness alterable become structure that having disrepair mechanism soft-storey. Analysis done to two objects test that is RM-A and RM-B. From result analysis with equation ACI to two objects test obtained force of compression (axial) equal to 107,2 kN and 108,4 kN with deflection 1,794 mm and 1,79 mm. analysis with equation Euro code obtained force of compression equal to 298,76 kN and 302,72 kN with movement 4,99 and 5,165 mm. Verification with RAM Element program for force of compression 270 kN and 330 kN obtained movement equal to 1,22 mm and 7,05 mm. Whereas from experimental study which there have been obtained force of compression equal to 248,23 kN and 333,83 and kN with movement 8,91 mm and 11,07 mm.