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Mobile PDF Reader Java App, download to your mobile for free. Computer results for shear failure from the above model were compared with experimental results from high strength beams tested by four universities, Cornell, North Carolina, Toronto and Imperial College London The major outcome was that the values of range from 20 to 48 in the beams and unlike ACI model do not have a constant angle of 45 (Figure 421) Strength comparisons: The ultimate shear capacity of the beam is considered to have been reached when one of the following conditions is met: Capacity of stirrups in tension is exceeded, ie, sy/ yld 1 Capacity of steel in tension is exceeded, ie, sx/ yld 1 Various notations are described in papers by Khan et al, listed in the bibliography High strength lightweight concrete beams with stirrups failed in shear in diagonal tension, as would be expected for beams without stirrups In uence of parameters on beam behavior: It is observed that the ratio of Vntheory/VnACI capacity of two of the beams tested at Imperial College is below 10 The a/d ratios of such beams are between 2 and 4 Effect of o: ACI equation for stress-strain relation is o 000195 103 10 4 0002 000012 (fc 3), fc 3 ksi (208 Mpa) 0 The major parameters are: o the compressive strain at the peak stress fcr the stress at which tensile fracture of concrete occurs The ACI equation gives a higher value of 0 and thus overestimates the failure strain Conclusions of theoretical and test beam studies of shear failure: 1 The results con rm the variable angle truss model theory for beams failing in shear 2 The effect of concretes having different tensile stresses fcr can be signi cant on shear capacity of beam, concrete stresses, and steel strains Like fc , fcr is an important parameter 3 Load capacities using the MCFT for high strength lightweight aggregate concrete beams show lesser agreement with experimental values By using actual stress-strain curves in compression and tension for the lightweight aggregate concrete, it is expected that differences will be smaller 4 As fc values increase, ACI code shear capacities get more conservative 5 It is seen that cracking planes may be located at angles as low as 20 degrees Due to changes in the orientation of cracking angles, stress patterns are modi ed 6 Effect of shear de ection also needs to be included at cracking stage in future studies 7 Accurate evaluation of modulus of elasticity of concrete is important since Ec values are. java itext pdf remove text: iText 5-legacy : How to remove text from a PDF ? java pdf viewer api Java PDF Viewer by GroupDocs - CodePlex Archive
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