njit-etd2003-032 - New Jersey Institute of Technology

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9 experimental knowledge of the actual behavior. The lead provided by these pioneers subsequently followed by many other researchers around the world (reviews by C1R1A, 1977; Chemrouk, 1998). The solution of the deep beam problem using plasticity concepts was reported by Nielsen (1971) and Braestrup and Nielson (1983). Kong and Robins (1971) reported the inclined web reinforcement was highly effective in shear for deep beams. This was confirmed by Kong and Singh (1972) and Kong et al. (1972) who also proposed a method for comparing quantitatively the effects of different types of web reinforcement (Kong et al., 1972). Kong and Sharp (1973) reported on the strength and failure modes of deep beams with web openings. Robins and Kong (1973) used finite element method to predict the ultimate loads and crack patterns of deep beams. Taner et al. (1977) reported that the finite element gave good results when applied to flanged deep beams. Rogowsky et al. (1986) carried out extensive tests on continuous deep beams. Mau and Hsu (1987) applied softened truss model theory to deep beams and proposed design equations. Kotsovos (1998) studied deep beams in the light of a comprehensive investigation into the fundamental causes of shear failure. Wang, Jiang and Hsu (1993) studied the shear strength of the deep beams and derived equations based on limit analysis theorems and associated flow rule. The shear provisions of AC1 code (AC1 Building Code 318-99) classify members with a clear span to depth ratio 1,, i d less than 5 as deep beams if they are loaded on the top face and supported on the bottom face. The shear strength of the reinforced deep beams is calculated based on Equation (1.1). On deep beams, shear reinforcement will
10 usually be the same throughout the span; on a simply supported deep beam, the shear reinforcement is required to be the same throughout the span. 1.4.2.1 Shear Strength of Simply Supported Deep Beams. The nominal shear strength V„ should not exceed the following: Where is the concrete cylinder compressive strength (lbiin 2), b,„ is the beam web width (in.), /„ is the clear span and d is the effective depth (in.) 1. Strength V, Attributable to Concrete. The development of the detailed equation for 17, is based on the test results. ACI-11.8.6 permits using either of the following: (1) For the simplified method, (2) For more detailed method, In above equations, M u is the factored moment, vu is the factored shear force, Jr: is the compressive strength for the concrete, kw is the reinforcement ratio, b„, is web width, and d is the effective depth of the cross section. The second term on the right-hand side of Equation (1.9) is the concrete shear strength for normal beams. The first term on the left-
Page 1 and 2: Copyright Warning & Restrictions Th
Page 3 and 4: ABSTRACT SHEAR STRENGTHENING OF RC
Page 5 and 6: SHEAR STRENGTHENING OF RC BEAMS USI
Page 7 and 8: APPROVAL PAGE SHEAR STRENGTHENING O
Page 9 and 10: This dissertation is dedicated to m
Page 11 and 12: TABLE OF CONTENTS Chapter Page 1 IN
Page 13 and 14: TABLE OF CONTENTS (Continued) Chapt
Page 15 and 16: LIST OF TABLES Chapter Page 2.1 Max
Page 17 and 18: LIST OF FIGURES (Continued) Chapter
Page 23 and 24: 2 Additionally, special equipment i
Page 25 and 26: 4 5. To study the shear span to dep
Page 27 and 28: 6 1.4.1 Shear Strength of RC Beams
Page 29: Where A, is the area of shear reinf
Page 33 and 34: 12 1.4.2.2 Shear Strength of Contin
Page 35 and 36: 14 based on the assumption that the
Page 37 and 38: CHAPTER 2 EXPERIMENTAL PROGRAM ON S
Page 39 and 40: 18 needed, which was 4Omm wide and
Page 41: 20 used for bonding of the strips t
Page 45 and 46: 24 2.2 Instrumentation and Test Pro
Page 47 and 48: 26 b) Beam Z4-90 The next beam was
Page 49 and 50: 28 CFRP strip suddenly detached fro
Page 51 and 52: 30 Figure 2.17 Failure of Beam ZC6.
Page 53 and 54: 32 capacity. The load went straight
Page 55 and 56: 34 Figure 2.22 Failure of Beam Z6-9
Page 58 and 59: 37 c) Failure Mechanism Apparently,
Page 60 and 61: 39 observed by a prolonged portion
Page 63 and 64: 42 c) Failure Mechanism Since diffe
Page 65 and 66: 44 The equation to compute CARP she
Page 67 and 68: 46 3.2 Design Approach Based on Mod
Page 70: 49 Arom Aigure 3.2, it can be obser
Page 74 and 75: 53 Equation 3.12 from curve fitting
Page 76 and 77: 55 strength. The method based on bo
Page 78 and 79: 57 Chajes, M. J. et al. (1996) also
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3) CFRP continuous fiber sheet in t
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Figure 3.11 CARP strip in the form
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63 Thus, a relationship between the
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65 2 fc bi,d I f =wife • t f ' fi
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67 Arom Table 3.4, it can also be o
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69 equal to 3.75, the beam specimen
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71 laminates. The surfaces of the f
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Figure 4.3 Configuration of CARP st
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75 16 beams were tested in this res
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79 Figure 4.7 Typical test setup. 4
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81 intact. The CFRP strip delaminat
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83 4.5.1.4 Beam Z11-S45. The CFRP s
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85 4.5.2 Beam Group 2 4.5.2.1 Beam
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87 4.5.2.3 Beam Z22-S90. This beam
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89 (b) Right Side Figure 4.15 Failu
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91 of the delamination, which consi
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93 Figure 4.18 Failure of Beam Z31-
Page 116 and 117:
95 4.5.4 Beam Group 4 4.5.4.1 Beam
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97 4.5.4.3 Beam Z42-FD. This was th
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99 (a) Side View of the Beam at Fai
Page 122 and 123:
101 4.6 Test Results and Discussion
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103 failure along the inclined crac
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105
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107 4.6.3 Beam Group 3 A summary of
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109 4.6.3.3 Failure Mechanism. No i
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111 ;how deflections at ultimate lo
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113 All of the lines in Figure 4.28
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115 ratio; line Z-F90 means the var
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117 Unlike regular beams with large
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119 orientation of the CFRP strips
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121 As for shear design of deep bea
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123 provisions of ACI Code (ACI 318
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125 stress due to shear as well as
Page 148 and 149:
Figure 5.3 Distribution of transver
Page 150 and 151:
Figure 5.4 Estimation of effective
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131 Where A and Ah are the areas of
Page 154 and 155:
Since the principal tensile stress
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135 laminates can be obtained from
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Table 5.1 Experimental and Computed
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139 Where i denote each type of rei
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141 the strongest beam in the 4-foo
Page 164 and 165:
143 Figure 6.1 Failure of Beam ZC4-
Page 166 and 167:
145 Figure 6.3 Failure of Beam Z22-
Page 168 and 169:
147 6.2.4 Analysis of Test Results
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149 improves the performance of the
Page 172 and 173:
Figure 6.7 Test result of beam Z22-
Page 174 and 175:
Figure 6.8 Test result of Beam Z3I-
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155 equal to 69 degrees in this cas
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157 decreases, while the shear cont
Page 180 and 181:
APPENDIX A LOAD DEFLECTION CURVES O
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161 Figure A.3 Load deflection curv
Page 184 and 185:
163 Figure A.7 Load deflection curv
Page 186 and 187:
Figure A.11 Load deflection curve o
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167 Figure B.1 Load deflection curv
Page 190 and 191:
Page 192 and 193:
Page 194 and 195:
173 Figure B.13 Load deflection cur
Page 196 and 197:
APPENDIX C LOAD DEFLECTION CURVES O
Page 198 and 199:
177 Figure C.3 Load deflection curv
Page 200 and 201:
179 Czaderski, Christoph. "Shear St
Page 202:
181 4, No. 4, Nov. 2000, pp. 198-20
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