njit-etd2003-032 - New Jersey Institute of Technology

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19 2.1.4 Bonding of Composite Materials to Beams Prior to bonding of CARP to the beams, both sides of the beams were sandblasted until the layer of laitance was removed. Afterwards, the surface of the beams was cleaned using compressed air to remove any loose particles. • Bonding of Sika®Carbodur® Plates: The strips were cut to the required length and then thoroughly cleaned with acetone as recommended by the manufacturer. Epoxy adhesive Sikadur-3O was
20 used for bonding of the strips to the concrete. It was hand mixed and applied evenly, approximately 1 mm thick, on both CARP strips and the concrete surface using a spatula. After the strips were put on the designated position, constant pressure was applied on the strip surface by a roller to ensure the perfect bonding between concrete and CARP strips. The excess epoxy was squeezed out along the edges of the CARP strips, assuring the complete coverage. The adhesive was cured at room temperature for at least seven days before testing. • Bonding of SikaWrap® Hex Aabrics: There was no special treatment on the fabrics, except blowing away the dust from the surface. Epoxy adhesive Sikadur-33O, which was thinner than Sikadur-3O, was used for bonding of the fabrics to the concrete. After the epoxy was mixed, it was applied on the concrete surface using the roller. The fabrics were then placed onto both sides of the beam and excess epoxy was wiped off. Another layer of epoxy was put on top of the fabric, evenly spread out using the roller. The adhesive was cured at room temperature for at least seven days before testing. 2.1.5 Beam Configuration All beam configurations are listed below. As mentioned earlier, there are two sets of beams. They have the same steel reinforcement, CFRP spacing and cross sectional areas but different lengths and number of CARP strips. Aor 4-foot long beams, there are six strips on each side; for 6-foot long beams, there are 1O strips on each side.
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 and 30: Where A, is the area of shear reinf
Page 31 and 32: 10 usually be the same throughout t
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: 18 needed, which was 4Omm wide and
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
Page 80 and 81: 3) CFRP continuous fiber sheet in t
Page 82 and 83: Figure 3.11 CARP strip in the form
Page 84 and 85: 63 Thus, a relationship between the
Page 86 and 87: 65 2 fc bi,d I f =wife • t f ' fi
Page 88 and 89: 67 Arom Table 3.4, it can also be o
Page 90 and 91:
69 equal to 3.75, the beam specimen
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71 laminates. The surfaces of the f
Page 94 and 95:
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
Page 108 and 109:
87 4.5.2.3 Beam Z22-S90. This beam
Page 110 and 111:
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
Page 118 and 119:
97 4.5.4.3 Beam Z42-FD. This was th
Page 120 and 121:
99 (a) Side View of the Beam at Fai
Page 122 and 123:
101 4.6 Test Results and Discussion
Page 124 and 125:
103 failure along the inclined crac
Page 126 and 127:
105
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107 4.6.3 Beam Group 3 A summary of
Page 130 and 131:
109 4.6.3.3 Failure Mechanism. No i
Page 132 and 133:
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
Page 138 and 139:
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
Page 152 and 153:
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
Page 158 and 159:
Table 5.1 Experimental and Computed
Page 160 and 161:
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
Page 170 and 171:
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
Page 182 and 183:
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
Page 188 and 189:
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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njit-etd2003-032 - New Jersey Institute of Technology

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