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(2011) Application of pushover analysis to RC bridges. MTech thesis.


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An algorithm has been developed for the same.

The results show that the microhardness, wear resistance and corrosion resistance can be improved significantly with addition of ZnO nano powder up to 1 wt%; at the same time, the optimal microhardness and microstructure were obtained when the mass fraction of ZnO nano powder is 1wt% where as sample with 5 wt% of ZnO nano powder showbest wear resistance.

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There are 4 structures (Cases B1, B2, C1 and C2), 4 push-over methods (FEMA 356 Coefficient Method, FEMA 440 Coefficient Method, FEMA 440 Linearization Method, and Capacity Spectrum Method) and 2 levels of cyclic degradation (the hysteresis loops in Figs. 4(a) and 4(b)), for a total of 32 push-over analyses. The displacement demands from these analyses are compared with the displacements from dynamic analyses. A method is accurate if it gives displacement demands that are close to those calculated by dynamic analysis. The comparison procedure is described in the next section. This is not a rigorous procedure, but it is one that an engineer might use to gain confidence in the method for practical performance evaluation.

Description: Thesis_adaptive Pushover Analysis

Fig. 5 shows a simple structure and four different push-over curves. This structure has been analyzed to assess the accuracy of the various push-over methods.

Steps of pushover analysis 4. specify a lateral load profile: (inverted triangular, constant, first mode shape are some of the possibilities) it is a good idea to...

Pushover Analysis of an Existing- Thesis.

Fig. 6(a) shows that the spectrum matching is close for 5% damping, but not for 20%. For linear dynamic analysis of a single DOF structure, using 5% damping, the 6 motions give similar maximum displacements. For nonlinear dynamic analysis, where the effective damping ratio is larger than 5%, there is substantial scatter. The mean spectra in Fig. 6(b) are used for the pushover analyses. The displacement demands from the push-over analysis are compared with the mean values of the maximum displacements from dynamic analysis.

The period Ts for the 5% spectrum is 0.4 seconds. This is between the 0.3 and 0.45 second periods of the example structures B1 and B2. For the FEMA 440 Coefficient Method, the coefficient C1 depends on the site class (class B, C or D, with progressively increasing C1 values). The spectrum is consistent with site class B, and this class is assumed for the analyses.

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  • Pushover Analysis of Steel Frames - ethesis

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  • Thesis Pushover Turky - [PDF Document]

    The properties (responses)like density, tensile strength, impact strength,and hardness are determined for the samples.

  • Application of pushover analysis to RC bridges - ethesis

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Standard pushover analysis using FEMA 356 ..

Seismic evaluation of 4 -story reinforced concrete structure by non -linear static pushover analysis a thesis submitted in partial fulfillment of the

in this thesis entitled “ Pushover Analysis

Iii abstract the principal objective of this investigation is to develop a pushover analysis procedure based on structural dynamics theory, which retains the...


Seismic evaluation of 4 -story reinforced concrete structure by non -linear static pushover analysis a thesis submitted in partial fulfillment of the


Practical three dimensional nonlinear static pushover analysis by ashraf habibullah, s.e.1, and stephen pyle, s.e.2 (published in structure magazine, winter...

Pushover analysis of a 19 story concrete shear PDF …

Another point is that a small change in the ratio of the area under the actual push-over curve to the area under the bilinear approximation can have a significant effect on the result. For example, for structure C2 and the non-degraded case, 2% change in the area ratio, from 0.99 to
1.01, causes an 8% change in Hy. For the Coefficient Method this causes a 4.5% change in the calculated displacement. The Linearization and Capacity Spectrum Methods are less sensitive.

Pushover analysis of a 19 story concrete shear PDF ..

Current research works and observations indicated that parts of the Kingdom of Saudi Arabia have low to moderate seismic regions. Major parts of buildings were designed only for gravity load and were poorly detailed to accommodate lateral loads. This study aims to investigate building performance on resisting expected seismic loadings. Two 3D frames were investigated using pushover analysis according to ATC-40. One was designed according to a design practice that considers only the gravity load and the other frame was designed according to the Saudi Building Code (SBC-301). Results showed that the building designed considering only the gravity load was found inadequate. On the other hand, the building designed according to SBC-301 satisfies the Immediate Occupancy (IO) acceptance criteria according to ATC-40.

Thesis on housing problems - paper writing …

Fig 8 shows the push-over (capacity) curve, and also a demand curve. The target displacement is the point where the demand curve intersects the capacity curve. To get the demand curve a number of trial points are selected. For each trial point a bilinear approximation 10 is constructed, as in Fig. 2. In Fig. 8(a) the strength, H, of the structure is increased or decreased for each trial point, keeping Δ constant, until the target displacement is equal to the trial displacement. The required change in H can be calculated by iteration. The resulting demand curve shows how the target displacement changes when the strength and stiffness change in the same proportion. In Fig. 8(b), both H and Δ are increased or decreased in the same proportion (which keeps the stiffness constant), until the target displacement is equal to the trial displacement. The demand curve shows how the target displacement changes when the strength changes keeping the stiffness constant. This sensitivity information is useful for redesign when the target displacement is larger or smaller than the displacement required to satisfy the performance requirements.

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