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Dedication To my wife Maggy, and our children Carolina, Fernanda and Jaime Javier
Acknowledgements The research described in this thesis was conducted at the Phil M. Ferguson Structural Engineering Laboratory (FSEL) at the University of Texas at Austin, from May to August 2002, with financial support from the Autoclaved Aerated Concrete Products Association (AACPA). The Author thanks the AACPA for their financial assistance, and FSEL Faculty and Staff for their hospitality and kindness. The work described in this thesis was part of an experimental and analytical research project (1998 – 2003) carried out at FSEL to develop design provisions for Autoclaved Aerated Concrete (AAC) elements and structures. Most of the work on that project was carried out directly by PhD students, Jennifer Tanner and Jorge Varela, to whom I express my gratitude for their continuous input, contributions and constructive criticism during the development of this thesis. I also appreciate and thank their cooperation to share information and data produced by them, and their interest to use the outcome of this research as an input for their PhD dissertations. Much of the data evaluated and synthesized in this thesis was developed by Prof. Fouad Fouad of the University of Alabama at Birmingham; this thesis would not have been possible without that work. v
Page 1 and 2: Copyright By Jaime Fernando Argudo
Page 3: Evaluation and Synthesis of Experim
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 and 32: average requirements, and a few tes
Page 33 and 34: 1400 Hebel Ytong Contec Babb UT 120
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
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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
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mortar joint. The limit tensile bon
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3.7 SHEAR BOND BETWEEN AAC AND THIN
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Table 3.10 Shear Tests on AAC with
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UT Austin conducted 11 direct shear
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200 AAC-ovendry (MC=10%) AAC-airdry
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Table 4.1 Organization of primary r
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earing of the cross wires against t
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The implications of this prediction
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calculate the minimum number of equ
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V u V V u max = = Equation (4.11)
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4.4.3 Flexural Design of Tension- a
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1) Short-term deflections should be
Page 87 and 88:
4.6.2 Shear Strength provided by Sh
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Table 4.3 Summary of predicted and
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4.7.2 Control of Deflections This p
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c y AAC in compression n. a. 1 in.
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i) Try if h = 12 in. satisfies Sect
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4.7.3 Shear capacity Determine fact
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T T = A s f y = 0.36 = ( 80) 28.8 k
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CHAPTER 5 Summary, Conclusions and
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materials (f AAC ′ ≤ 450 psi) t
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APPENDIX A Design Provisions for Re
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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
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V obs / V AAC 1.2 1.0 0.8 0.6 0.4 0
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Table A.5 Prediction of capacity as
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A.1.2 Flexure-Shear Cracking for AA
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observed in the 6 flexure-dominated
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Table A.8 Results for flexure-shear
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30 133 20 89 10 44 0 -0.6 -0.4 -0.2
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Applied lateral load Vertical tie d
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is related by geometry to the force
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lateral load was higher than the pr
Page 131 and 132:
perpendicular to the crack and the
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160 712 120 534 Total base shear (k
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f base shear is zero. For example,
Page 137 and 138:
The measured axial load in Figure A
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Observed versus predicted nominal f
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theoretical and design methodologie
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L Figure A.28 Behavior of monolithi
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A.2.2 Verification of Shear Capacit
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(A.3) to predict web-shear cracking
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1.6 1.4 1.2 1 0.8 shear wall will r
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A.2.5 Analysis to Determine if Long
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to reaching the nominal flexural ca
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Figure A.35 Loss of end block on co
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After the initial adhesion between
Page 159 and 160:
Centerline of grouted cell σ radia
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12.1.3 - The maximum ratio of verti
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Plan View N Applied lateral load A
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corresponding lengths of grout and
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lower fractile of the observed shea
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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
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φ V AAC ( 240) ⎛ 3 ⎞ 90 ⎜
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Fu l 18000 ⋅ 92 M = = = 414,000lb
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F u Node 1 Node 3 Tension reinforce
Page 181 and 182:
The reinforcement ratio limit of 3%
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Try #5 bar: T = A s f y = 0.31⋅ 6
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The factored splitting tensile stre
Page 187 and 188:
B.1.2 Typical Mechanical and Therma
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B.1.5 Scope and Objectives of this
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h) Reinforcement (ASTM A82), welded
Page 193 and 194:
Figure B.5 Cutting AAC into desired
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Figure B.7 Packaging of finished AA
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Table B.3 Dimensions of plain AAC w
Page 199 and 200:
B.3 STRUCTURAL DESIGN OF REINFORCED
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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
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B.5.1.2 B.5.1.2.1 Exterior Vertical
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B.5.1.3 B.5.1.3.1 Typical Vertical
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B.5.1.4.2 Typical Vertical Panel La
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B.5.2 Load Bearing Vertical Wall Pa
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B.5.2.1.2 Typical Vertical Joint Pr
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B.5.2.2.2 Exterior Wall Section for
Page 225 and 226:
B.5.2.3 B.5.2.3.1 Interior Bearing
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B.5.2.5 B.5.2.5.1 Intersection of A
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B.5.3 Floor and Roof B.5.3.1 Minimu
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B.5.3.3 Interior Floor Panel Suppor
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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
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Chapter 3 — Materials Add the fol
Page 241 and 242:
Chapter 4 -- Durability Requirement
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measurement tube reference tube 12
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(c) Reinforcement shall be clean of
Page 247 and 248:
Chapter 6 -- Formwork, Embedded Pip
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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
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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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