## 10 Conclusions  
This study presents the results of comparison between the shear strengths of RC and SFRC beams obtained from experimental and the shear strengths obtained by using previous shear strength equations. Ten high-strength SFRC beams were prepared and tested to verify the shear strength prediction equations. The new shear strength model is proposed. In summary, the following conclusions can be drawn:  
1. Eight equations for predicting the shear strength of SFRC beams proposed by different researchers were evaluated by using test results obtained from 236 beams. The equations considering the beam parameters affecting the shear strength are more reasonable than those not considering the parameters affecting the shear strength. 2. Ten high-strength SFRC beams were prepared to evaluate and verify the reviewed shear strength equations. Five of six specimens of series B1 failed in flexural followed by shear (flexural-shear failure) and one failed in shear. For the specimens of series B2, 3 specimens failed in shear prior to flexural, where the failure mode was a combination of diagonal tension and shear compression. By contrast, another beam in series B2 failed due to combination of web crushing and flexural with crushing on the top of the specimen (around the vertical load) with yielding of the longitudinal reinforcing bar. 3. From beams in series B1 with a longitudinal reinforcement ratio of 0.75% and 1.50% and beams in series B2, the ultimate shear strength decreased as the shear span-to-effective depth ratio increased. In addition, based on the observation of beams in series B1, improving the longitudinal reinforcement ratio increased the ultimate shear strength. 4. For series B1, the shear strength corresponding to the flexural strength is less than the measured shear strengths. These results almost agree with failure modes found in specimens B1, except specimen B1-2-1.5. On the other hand, the shear strength measured in series B2 tend to be similar to the shear strength corresponding to flexural strength. By referring to flexural analysis, the compression force from flexural might contribute to exhibiting crushing of the concrete on top of specimens of series B2. Accordingly, in series B2, the shear failure and compression failure due to flexure might occur simultaneously. 5. The basic proposed prediction equation was derived by following ACI-ASCE 326. The shear strength of SFRC beam is defined as the multiplication between shear strength of RC beam provided in ACI 318-14 and fiber effectiveness factor, in which the upper limit of shear strength of the SFRC beam is set as multiplication between \(0.29\sqrt{f_{c}^{\prime}}\) (MPa) and fiber effectiveness factor. Combining steel fiber and RC beam parameters in one term is reasonable, since there must be an interaction between steel fibers and concrete. In the absence of steel fibers, the proposed equation is exactly the same as the detailed equation for predicting shear strength of RC beam, as provided in ACI 318-14. 6. Based on the results of comparison between the test results of beams provided in database and the proposed shear strength prediction equation, the results calculated by using proposed shear strength prediction equation is more conservative than those calculated by using previous shear strength equations. 7. The proposed shear strength prediction equation was used to predict the shear strength of beam specimens. For series B1, half of the measured shear strengths were less than the proposedprediction shear strengths. Compared to the shear strengths of series B2, the shear strengths obtained from the proposed shear strength equation show lower results. * The proposed shear strength prediction equation can be applied for beams with a concrete compressive strength, fiber volume fraction, yield strength of longitudinal reinforcing bar, and shear span-to-effective depth ratio ranging from 20 MPa to 194 MPa, 0% to 1.5%, 420 MPa to 785 MPa, and 2.5 to 6.0, respectively.