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Table 3.1 Summary of results for compressive strength and density from UAB and UT Austin Data Source UAB UT Manufacturer’s Specifications Material Dry Density ρ dry (pcf) Materials’ Density Measured Calculated Density at Density at test MC=10% (pcf) (pcf) Measured Compressive Strength f AAC (psi) Hebel-HG1 24 25.9 26.4 280 Hebel-HG2 30 32.4 33.0 560 Hebel-HG3 38 41.0 41.8 910 Ytong-YG1 27 29.3 29.7 330 Ytong-YG2 35 38.0 38.5 630 Ytong-YG3 41 44.5 45.1 400 Contec-CG1 29 31.9 31.9 320 Contec-CG2 32 35.2 35.2 450 Contec-CG3 36 39.6 39.6 690 Contec-1 39.9 NA NA 781 Contec-2 35.9 37.6 39.5 1040 Babb-1 40.2 44.1 44.2 1140 Hebel-2 39.5 40.0 43.5 1330 Ytong-2 34.3 39.1 37.7 650 Babb-2 33.5 35.6 36.9 496 17
1400 Hebel Ytong Contec Babb UT 1200 UT PAAC-6 faac,ave = 1090 1000 UT UAB PAAC-6 faac,min = 870 fAAC (psi) 800 600 UAB UT UAB UAB UT PAAC-4 faac,ave = 725 PAAC-4 faac,min = 580 400 200 UAB UAB UAB UAB PAAC-2 faac,ave = 360 PAAC-2 faac,min = 290 UAB 0 20 25 30 35 40 45 50 ρdry (pcf) Figure 3.1 Compressive strength versus dry density with ASTM C1386 requirements 1400 Hebel Ytong Contec Babb UT 1200 UT UT 1000 UAB fAAC (psi) 800 600 UAB UT UAB UAB UT 400 UAB UAB UAB UAB UAB 200 0 faac = 38.5ρ - 790 R 2 = 0.53 20 25 30 35 40 45 50 ρ at MC = 10% (pcf) Figure 3.2 Compressive strength versus calculated density corresponding to a 10% moisture content for tests performed at UT Austin and UAB 18
Page 1 and 2: Copyright By Jaime Fernando Argudo
Page 3 and 4: Evaluation and Synthesis of Experim
Page 5 and 6: Acknowledgements The research descr
Page 7 and 8: Abstract Evaluation and Synthesis o
Page 9 and 10: CHAPTER 3 EVALUATION AND SYNTHESIS
Page 11 and 12: 4.6.2 Shear Strength provided by Sh
Page 13 and 14: List of Tables Table 3.1 Summary of
Page 15 and 16: Figure 3.18 Modulus of rupture vers
Page 17 and 18: of AAC, but after 1950, AAC did suc
Page 19 and 20: Because RILEM methods of test are n
Page 21 and 22: Within that overall scope of work,
Page 23 and 24: CHAPTER 2 Background of Available D
Page 25 and 26: 2.3.2 Data from The University of A
Page 27 and 28: obtained from Ytong 4 . Results fro
Page 29 and 30: CHAPTER 3 Evaluation and Synthesis
Page 31: average requirements, and a few tes
Page 35 and 36: Excluding Ytong G3 increases the co
Page 37 and 38: 3.3 STRESS-STRAIN BEHAVIOR AND MODU
Page 39 and 40: The relationship between modulus an
Page 41 and 42: E = 0 .3 f AAC + 105 Equation (3.1)
Page 43 and 44: 3.4 TENSILE STRENGTH OF AAC 3.4.1 I
Page 45 and 46: Stresses perpendicular to rise P St
Page 47 and 48: tensile strength and compressive st
Page 49 and 50: The Dutch standard NEN 3838 7 provi
Page 51 and 52: a moisture content of 10%, a conven
Page 53 and 54: Table 3.7 Modulus of Rupture - UAB
Page 55 and 56: 200 UT UT UT UT UAB UT fr (psi) 100
Page 57 and 58: UAB 300 200 UAB UAB UAB RILEM (Eq.
Page 59 and 60: As discussed in Section 3.4.4, the
Page 61 and 62: also include results from adding th
Page 63 and 64: mortar joint. The limit tensile bon
Page 65 and 66: 3.7 SHEAR BOND BETWEEN AAC AND THIN
Page 67 and 68: Table 3.10 Shear Tests on AAC with
Page 69 and 70: UT Austin conducted 11 direct shear
Page 71 and 72: 200 AAC-ovendry (MC=10%) AAC-airdry
Page 73 and 74: Table 4.1 Organization of primary r
Page 75 and 76: earing of the cross wires against t
Page 77 and 78: The implications of this prediction
Page 79 and 80: calculate the minimum number of equ
Page 81 and 82: V u V V u max = = Equation (4.11)
Page 83 and 84:
4.4.3 Flexural Design of Tension- a
Page 85 and 86:
1) Short-term deflections should be
Page 87 and 88:
4.6.2 Shear Strength provided by Sh
Page 89 and 90:
Table 4.3 Summary of predicted and
Page 91 and 92:
4.7.2 Control of Deflections This p
Page 93 and 94:
c y AAC in compression n. a. 1 in.
Page 95 and 96:
i) Try if h = 12 in. satisfies Sect
Page 97 and 98:
4.7.3 Shear capacity Determine fact
Page 99 and 100:
T T = A s f y = 0.36 = ( 80) 28.8 k
Page 101 and 102:
CHAPTER 5 Summary, Conclusions and
Page 103 and 104:
materials (f AAC ′ ≤ 450 psi) t
Page 105 and 106:
APPENDIX A Design Provisions for Re
Page 107 and 108:
long, 8.2 ft (2.5 m) tall and 9.5 i
Page 109 and 110:
V V V V AAC AAC AAC AAC ' Pu = 0 .9
Page 111 and 112:
Table A.4 Initial predictions of ca
Page 113 and 114:
V obs / V AAC 1.2 1.0 0.8 0.6 0.4 0
Page 115 and 116:
Table A.5 Prediction of capacity as
Page 117 and 118:
A.1.2 Flexure-Shear Cracking for AA
Page 119 and 120:
observed in the 6 flexure-dominated
Page 121 and 122:
Table A.8 Results for flexure-shear
Page 123 and 124:
30 133 20 89 10 44 0 -0.6 -0.4 -0.2
Page 125 and 126:
Applied lateral load Vertical tie d
Page 127 and 128:
is related by geometry to the force
Page 129 and 130:
lateral load was higher than the pr
Page 131 and 132:
perpendicular to the crack and the
Page 133 and 134:
160 712 120 534 Total base shear (k
Page 135 and 136:
f base shear is zero. For example,
Page 137 and 138:
The measured axial load in Figure A
Page 139 and 140:
Observed versus predicted nominal f
Page 141 and 142:
theoretical and design methodologie
Page 143 and 144:
L Figure A.28 Behavior of monolithi
Page 145 and 146:
A.2.2 Verification of Shear Capacit
Page 147 and 148:
(A.3) to predict web-shear cracking
Page 149 and 150:
1.6 1.4 1.2 1 0.8 shear wall will r
Page 151 and 152:
A.2.5 Analysis to Determine if Long
Page 153 and 154:
to reaching the nominal flexural ca
Page 155 and 156:
Figure A.35 Loss of end block on co
Page 157 and 158:
After the initial adhesion between
Page 159 and 160:
Centerline of grouted cell σ radia
Page 161 and 162:
12.1.3 - The maximum ratio of verti
Page 163 and 164:
Plan View N Applied lateral load A
Page 165 and 166:
corresponding lengths of grout and
Page 167 and 168:
lower fractile of the observed shea
Page 169 and 170:
The required ratio of reinforcing b
Page 171 and 172:
A.4 DESIGN EXAMPLES A.4.1 Design of
Page 173 and 174:
M n = T 1 ⎛ l w ⎜216 − ⎝ 2
Page 175 and 176:
φ V AAC ( 240) ⎛ 3 ⎞ 90 ⎜
Page 177 and 178:
Fu l 18000 ⋅ 92 M = = = 414,000lb
Page 179 and 180:
F u Node 1 Node 3 Tension reinforce
Page 181 and 182:
The reinforcement ratio limit of 3%
Page 183 and 184:
Try #5 bar: T = A s f y = 0.31⋅ 6
Page 185 and 186:
The factored splitting tensile stre
Page 187 and 188:
B.1.2 Typical Mechanical and Therma
Page 189 and 190:
B.1.5 Scope and Objectives of this
Page 191 and 192:
h) Reinforcement (ASTM A82), welded
Page 193 and 194:
Figure B.5 Cutting AAC into desired
Page 195 and 196:
Figure B.7 Packaging of finished AA
Page 197 and 198:
Table B.3 Dimensions of plain AAC w
Page 199 and 200:
B.3 STRUCTURAL DESIGN OF REINFORCED
Page 201 and 202:
B.3.2.2 Combinations of Flexure and
Page 203 and 204:
The shear resistance due to the AAC
Page 205 and 206:
c) Immediately after placing the fi
Page 207 and 208:
B.4.5 Exterior Finishes for AAC Unp
Page 209 and 210:
B.4.6.4 Ceramic Tile When ceramic w
Page 211 and 212:
B.5.1.1 B.5.1.1.1 Exterior Horizont
Page 213 and 214:
B.5.1.2 B.5.1.2.1 Exterior Vertical
Page 215 and 216:
B.5.1.3 B.5.1.3.1 Typical Vertical
Page 217 and 218:
B.5.1.4.2 Typical Vertical Panel La
Page 219 and 220:
B.5.2 Load Bearing Vertical Wall Pa
Page 221 and 222:
B.5.2.1.2 Typical Vertical Joint Pr
Page 223 and 224:
B.5.2.2.2 Exterior Wall Section for
Page 225 and 226:
B.5.2.3 B.5.2.3.1 Interior Bearing
Page 227 and 228:
B.5.2.5 B.5.2.5.1 Intersection of A
Page 229 and 230:
B.5.3 Floor and Roof B.5.3.1 Minimu
Page 231 and 232:
B.5.3.3 Interior Floor Panel Suppor
Page 233 and 234:
B.5.3.5 B.5.3.5.1 Floor Panel at Co
Page 235 and 236:
B.5.3.6 Allowable Sizes and Locatio
Page 237 and 238:
APPENDIX C Proposed Code Design Pro
Page 239 and 240:
Chapter 3 — Materials Add the fol
Page 241 and 242:
Chapter 4 -- Durability Requirement
Page 243 and 244:
measurement tube reference tube 12
Page 245 and 246:
(c) Reinforcement shall be clean of
Page 247 and 248:
Chapter 6 -- Formwork, Embedded Pip
Page 249 and 250:
Chapter 8 — Analysis and Design
Page 251 and 252:
Chapter 9 — Strength and Servicea
Page 253 and 254:
Chapter 10 - Flexure and Axial Load
Page 255 and 256:
Add the following to Section 11.5.6
Page 257 and 258:
Remove Section 11.10.7 and replace
Page 259 and 260:
Add new Section 12.20: 12.20 - Desi
Page 261 and 262:
Delete Chapter 15. Chapter 16 — P
Page 263 and 264:
16.5.1.2.3.1 — Compression struts
Page 265 and 266:
16.5.2.2 — Longitudinal ties para
Page 267 and 268:
Chapter 21 - Special Provisions for
Page 269 and 270:
APPENDIX E - NOTATION Add the follo
Page 271 and 272:
Chapter 4 -- Durability Requirement
Page 273 and 274:
Delete Chapter 6 and replace by the
Page 275 and 276:
Chapter 8 — Analysis and Design
Page 277 and 278:
Chapter 9 — Strength and Servicea
Page 279 and 280:
Chapter 10 - Flexure and Axial Load
Page 281 and 282:
R11.5.6.9 — In traditional reinfo
Page 283 and 284:
AAC. Direct shear tests performed a
Page 285 and 286:
(Tanner 2003) showed that vertical
Page 287 and 288:
A s F s f aac d cross f aac d cross
Page 289 and 290:
Delete Chapter 15. Chapter 16 — P
Page 291 and 292:
diaphragm can also be determined by
Page 293 and 294:
Ring beam Interior grouted cavity L
Page 295 and 296:
Chapter 21 — Special Provisions f
Page 297 and 298:
The stress-strain curves for each s
Page 299 and 300:
1.6 1.4 1.2 Stress (ksi) 1 0.8 0.6
Page 301 and 302:
Table D.1 Calculated modulus of rup
Page 303 and 304:
P Joint length Specimen height P 2
Page 305 and 306:
Figure D.10 Failure surface of Dire
Page 307 and 308:
is 0.8, with a COV of 8%. A 10% low
Page 309 and 310:
) All cross-wires that cross the we
Page 311 and 312:
RILEM Recommended Practice, E & FN
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