Performance-BASEd Plastic Design (PBPD) method has been recently developed to achieve the enhanced response of structures to earthquake. To reach this goal, several ways have been suggested. In this paper, the schemes of calculating BASE SHEAR in the (PBPD) procedure will be studied. Two techniques of determining BASE SHEAR will be used. The BASE SHEAR of two steel moment frames will be found by these two processes. By using the difference between the input energy and the elastic strain energy to obtain the plastic energy, the plastic design is then performed to detail the frame members in order to achieve the intended yield mechanism and behavior. The inelastic seismic behaviors of the four frames were studied through nonlinear static and dynamic analyses. These two suggested techniques and their comparisons have not been proposed yet. This kind of plastic design has three main parts. Calculating BASE SHEAR is the first and important portion. The second part consists of the member plastic design for flexible behavior. To design elastic members by using column trees is the third and last part. Throughout this study is devoted to present two methods for calculating BASE SHEAR. The moment frames will be investigated in this article.

Application of the BASE-isolation systems, as a means to limit the seismic-induced response of structures, has attracted the attention of many engineers and researchers. Due to their importance, the Uniform Building Code (UBC) has incorporated a special section for the seismic analysis and design of BASE-isolated structures since its 1991 edition. The present work investigates the vertical distribution of the lateral seismic force for BASE-isolated structures provided by the 1997 edition of UBC (UBC97). Different 6 and 8-story, 3-D BASE-isolated structural models with LRB isolators are considered, having a variety of effective periods and effective damping ratios. The UBC97 analysis procedure for the BASE-isolated structures is used to determine the minimum lateral seismic force and its vertical distribution for different floors. Since the number of stories above the isolation interface is more than four for the considered isolated structural models, the response spectrum analysis is used, considering the equivalent linear properties for isolation systems. Also, the UBC97 recommended that the 5%-damped design spectra be properly modified to account for the actual modal damping ratios of an isolated structure. Extensive nonlinear dynamic analyses were performed for 8 types of LRB isolators, using appropriately normalized earthquake accelerograms recorded on SA and SB soil profiles. Both the superstructure and the isolators are allowed to behave nonlinearly, in order to evaluate the seismic induced demand SHEAR force on different floors. The peak BASE center and corner displacements, maximum BASE and story SHEAR forces and the maximum inter-story drifts are determined for different BASE-isolation systems and earthquake records. The results, together with their mean and mean plus one standard deviation values are used for the evaluation of UBC97 response spectrum analysis procedures for these buildings. The results indicate that the UBC97 suitably predicts the seismic lateral forces for BASE-isolated buildings. However, it does not provide a good estimate of the SHEAR force distribution over the height, especially for the highly damped BASE-isolation systems. Furthermore, the number of columns per story that behaved nonlinearly during the time history analyses is included for comparison.

RC coupled SHEAR walls are known as one of the best and popular lateral load resisting structural systems. Most of the structural design codes have no seismic design considerations for BASE SHEAR and fundamental vibration period. In current study finite element models were generated to provide a reliable data BASE to estimate the BASE SHEAR and fundamental period. The differences between the behavior of in-plane and out-of-plane actions in these systems were investigated. In the final stage corrective coefficients will present according to analyses results. More accurate estimation of the demand makes more resistant structures against wind and earthquake loads.

Statement of Problem: Recent clinical results for Zirconia all-ceramic restorations have revealed that the fracture rate 6-15% of the Zirconia framework is so low and the core of Zirconia has high stability. However, chipping-off fractures of porcelain are the most common reason for failures of Zirconia in the fixed partial dentures.Objectives: The purpose of this study was to compare the SHEAR bond strength (SBS) of porcelain in the porcelain fused to metal and all-ceramic crowns with Zirconia core.Materials and Methods: Two groups were selected: porcelain fused to metal (PFM) and porcelain fused to Zirconia (PFZ) (n=30).In the PFM group, a wax model (10´10´10mm) was used to cast metal BASE (Ni_Cr alloy). In the PFZ group, an acrylic cubic model (10´10´10mm) was made as Zirconia model for scanning.15 cubic Zirconia samples were milled by CAD-CAM. The procedure of porcelain veneering was conducted by the conventional layering technique up to 2 mm thickness (2.5´2.5´2 mm). All specimens were stored in water for 48 hrs. Thermal cycling was conducted for 20000 cycles between 55°C and 5ºC alternatively for 30s.All samples were mounted in acrylic resin and the SBS test was performed, using a universal testing machine. The analysis of data was performed at a significance level of 0.05 using Kolmogorov-Smirnov and Mann-Whitney U-test.Results: Mean of SBS in PFM and PFZ was 24.57 and 20.88, respectively. The results of Mann-Whitney test showed that there was no statistically significant difference between the two groups of porcelain fused to metal and Zirconia in item SHEAR bond strength (p=0.455).Conclusions: There was no significant difference between the two groups of PFM and PFZ in the item SBS.

Introduction: Detachment of denture teeth from denture BASE is one of the most common reasons for costly denture repairs. This study aimed at evaluating the bond strength of an acrylic denture tooth to polyamide injection-molded thermoplastic denture BASE material compared with three conventional polymethylmethacrylate (PMMA) denture BASE resins. Materials and Method: A total of 40 acrylic denture molar teeth were randomly allocated into four groups (n=10) of heat-polymerized (HP), Auto-polymerized (AP), Injection molded (IM) and Polyamide thermoplastic (PT). All denture BASE/acrylic teeth combinations underwent 5000 thermal cycles (5-55◦ C). Samples were subjected to SHEAR bond strength test by a universal testing machine with a 1 mm/min crosshead speed. Data were analyzed using ANOVA and Tukey’ s tests(α =0. 05). Results: Mean ± SD of SHEAR bond strength values were (MPa) 4. 82± 1. 21, 4. 52± 1. 67, 3. 7± 0. 84 and 4. 13± 2. 21 for groups HP, AP, IM and PT respectively. No significant difference was found among the experimental groups (P=0. 429). Conclusion: Polyamide thermoplastic denture BASE resin was similar to conventional PMMA denture BASE materials in terms of bond strength to artificial denture teeth.