Ramamurthy and Khalaf conducted experiments to determine the overlap knitted pile pressure resistance. In this experiment, two masonry units and masonry units placed on top of three different mukavemetteki with mortar made of brick and hollow. LUSAS finite element method, the samples used in the experiments program using symmetry in some quarters for the union is modeled as a three-dimensional (Figure 7)

Finite element model used in the experiments, the load properly distributed and the sample from top to prevent horizontal movement of the loading plate, lateral movement, keeping the top of the sample were represented. Prism made of blocks of 400x200 mm in size according to ASTM E 447'ye plate for the installation must be a minimum thickness of 51 mm. As mentioned above, the experimental results in the literature and three-dimensional model of the Drucker-Prager yield criterion test specimens LUSAS program, according to the analysis can be made of plastic, the material parameters cohesion c, and internal friction angle φ, the values of data should be provided. These values are entered as initially estimated and the model is not known as a net made of plastic analysis. The plastic analysis result, the experimental results of the model that are enough to approximate values of c and φ are determined. In this process, the experimental results in the literature with different block and mortar strength test results of the test samples and each time approached for the repeated condition c and φ values were determined. As a result of the analysis in this plastic, with the c and φ values to investigate the relationship between the block and the mortar strength is derived from the following equations.

Φ angle of internal friction for the block of concrete was taken as 33.5o. The results obtained using the parameters shown in Table 6, compared with experimental data. Deviations between experimental data and analysis results, the difference between the block and the increase in proportion to the growing strength of mortar. Finite element results for the compressive strength of prisms using the following equation is derived:

Figure 6. Comparison of finite element results with the experimental results of the prisms Made by BETONSEN.

(Test Results) (Finite element (Rate) (The proposed Results) correlation)

* Clear cross-sectional areas of the blocks on the strength of the average pressure.

Finite Element Analysis of Concrete Hollow Block Masonry Prisms under Axial Compression

Figure 8. Increasing load steps of the deformed shapes of the prism

Figure 9. Deformed shapes of the prism in different load steps of the installation plate is there.

Figure 10. σ z stress distribution under increasing loads.

Finite Element Analysis of Concrete Hollow Block Masonry Prisms under Axial Compression

Figure 11 The distribution of strain ε x under increasing loads.

Figure 12 The distribution of strain ε x under increasing loads.

Figure 13 and Figure 14, the axial stress with the variation of axial shortening and horizontal displacements. This shapes up to 80% doğrusala behavior close to the maximum load, the load is then observed that a rapidly evolving Plasticising and weight loss. Figure 15 also in parallel with this plastikleşmeye shown an increasing number of iterations of each load increase.

Figure 13 The maximum axial stress-axial shortening curve.

Figure 14 X-axis along the axial stress and maximum horizontal displacement curve.

Finite Element Analysis of Concrete Hollow Block Masonry Prisms under Axial Compression.

Figure 15. The relationship between the percentage of the load with the number of iterations.