Indonesia is an archipelago with a high risk of earthquakes. Traditional houses in Indonesia are very varied, distinctive, and made of wood. Rumah gadang is one of the traditional houses and located in Minangkabau, West Sumatra. Rumah gadang in various regions are threatened due to natural disasters. The purpose of this research were design and analyze rumah gadang structures againts the durability on earthquake. The analysis used software SAP2000 v14 and Microsoft Excel. The main material was pheasant wood or senna siamea with density 800 kg/m 3 and the modulus of elasticity 11000 MPa. Based on the calculation of maximum internal force, the combination of load and resistance factor design (LRFD) was greater than the combination of allowable stress design (ASD). The actual pressure was smaller than the ultimate pressure so structure was fulfill the strength standard. Buckling didn't occur when the ultimate pressure work. Maximum flex occur on the roof was 1.08 cm due to the hight of roof cross-section is smaller than the width off cross-section.

The high potential of earthquake in Indonesia made the earthquake as an important factor in the planning of a building. The study aimed to make modelling, analyzing structure displacement during earthquake, knowing the vibration period and the stiffness of the structure and analyzing the inner force. The research was conducted in Kelapa Gading North Jakarta. The research used secondary data from KSO Jaya Konstruksi-Adhikarya. The flyover modeling was based on secondary data and used CSI bridge. The results showed structure displacement was 92.5 mm and it was lower than allowable displacement value, so was classified as the safe category. There were 12 vibration modes that could be occured in the flyover structure. The largest vibration period occurred in mode 1 and was equal to 0.84 sec which represented the behavior of the structure. The total stiffness value of the structure was 275512.95 kN/m. The inner force of the structure were axial force, shear force, torsion and the moment.

Jembat an yang t erl et ak pada ruas j alan Si mpang Lago-Si mpang Buat an Siak Mengkapan But on ti dak memi li ki  di mensi  i deal karenaukurannya lebi h keci l dari badan j alan. Kondi si  i ni  menyebabkan lalu li nt as macet  t erut ama saat kenderaan besar yang bermuat an tanah at ausawit  dat ang dari arah yang berlawanan.  Untuk menganti sipasi masalah ini maka Pemeri nt ah t elah melakukan pembangunan j embat an barumenggunakan prat egang I-gi rder.  Surat edaran ment eri  pekerj aan umum menj elaskan bahwa j embatan dengan bent angan 16 met er lebi h ekonomi smenggunakan bet on bert ulang dari pada menggunakan t i pe st ruktur lai n sehingga di lakukan peneli t i an i ni dengan tujuan mendapat kan st rukt uryang ekonomi s.  Pada perenca naan ini dilakuka n per encanaan st rukt ur at as dengan T- gi rd er b et on bert ul ang yang a nalisa beban mengac u padastandard pembebanan SNI T-02-2005 dan SNI T-12-2004 untuk perenca naa n struktur beton bertula ng. Hasi lnya,  j embat an memi li ki  ukuran lebar laluli nt as 7,6 m dan panj ang 16 m. Tebal slab yang di gunakan 200 mm, di mensi gi rder 500/ 1100 dan di afragma 300/500.  Penulangan negat i ve danposi t i f slab masi ng-masing D25-110 dan D22-100. Tulangan t arik girder 18D32 dan t ulangan t ekan 16D19 dengan sengkang D13-100.  Bi ayaberdasarkan  dat a proyek untuk   st rukt ur   at as sebesar Rp. 1. 622. 061.000,00, sedangkan berdasarkan perhit ungan menggunakan  st ruktur  TGirdersebesar Rp.  1.182.228.000,00.  Struktur at as j embatan dengan bent ang 16 met er lebi h ekonomi s menggunakan T-gi rder di bandingkanprat egang I-gi rder dengan ti dak mempert i mbangkan pengaruh met ode pelaksanaan,  kemudahan quali t y cont rol  dan kondi si  geografi s proyek.

The type of soil at the location of the hotel building is a type of medium land (D). The applications used in this study are ETABS V16.1 and AutoCAD. Based on the PUSKIM website, the Ss and S1 Bogor City were 0.881 and 0.356, respectively. Based on the results of the analysis of the application ETABS V16.1 obtained fewer reinforcement design results than the existing reinforcement. The maximum nominal moment of the beam is 508.3 kNm while the ultimate moment is 498.4 kNm. The maximum nominal shear force of the beam is 565.9 kN while the ultimate shear force is 538.4 kN. The maximum nominal moment of the column is 1488.5 kNm while the maximum ultimate moment is 1478 kNm. The maximum nominal axial force of the column is 6291 kN while the maximum ultimate axial force is 6287 kN. The maximum nominal bending moment of the floor plate is 41.3 kNm while the maximum ultimate moment is 39.9 kNm. The maximum nominal shear force of the floor plate is 234.7 kN while the maximum ultimate shear force is 228.9 kN. The nominal shear force of shear wall  is 8238.5 kN while the ultimate shear force is 8194.7 kN. Based on the internal forces, the building that has been built is in accordance with the plan so that it is safe to withstand earthquake loads.