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2.2.2 Completeness of Data Completeness of data is a requirement for a useful integration of data from different sources. Information from different sources should be available for all variables involved in a proposed relationship for predicting material behavior. 2.3 AVAILABLE DATA The data on AAC behavior that were used in the preparation of this thesis include public-domain references and internal reports. The public domain references are Fouad et al. (2002), Tanner (2003) and Varela (2003). The internal reports are cited by footnotes as they are used. In this section, each of those data sources is discussed in detail, and the corresponding data are presented, summarized and evaluated. 2.3.1 Data from Hebel – Germany Twelve AAC masonry shear-wall specimens were tested by Hebel in Germany 2 . Results from Hebel tests were combined with results from nine specimens tested in UT Austin, to develop design equations for predicting webshear cracking capacity of shear walls with mortared and un-mortared head joints (Appendix A, Section A.1.1). Hebel data were essential to address the case of shear walls with un-mortared head joints, because all UT Austin specimens were built with mortared head joints. 2 Personal communication, Violandi Vratsanou, Hebel AG, Germany, November 2000 9
2.3.2 Data from The University of Alabama at Birmingham (UAB) The University of Alabama at Birmingham (UAB) tested AAC masonry units and reinforced panels from three different manufacturers (Hebel, Ytong and Contec) and grades (PAAC-2, PAAC-3 and PAAC-4), under the sponsorship of the Autoclaved Aerated Concrete Products Association (AACPA). These grades and their significance are discussed in Appendix B of this thesis. Tests performed on AAC masonry units included compressive strength, flexural tensile strength, flexural tensile strength with thin-bed and thick-bed mortar joints, modulus of elasticity, and freeze-thaw durability. For reinforced AAC panels, tests were conducted on floor panels, lintels, and vertical wall panels. Results from UAB tests were submitted to the AACPA in February 2002 (Fouad et al., 2002), in the form of a 500-page report that compiles results from 25 different tests conducted on 697 specimens. That report was intended to be preliminary; it does not address issues of completeness or consistency, and has no conclusions. As is explained in this thesis, the UAB test results were found to be internally very consistent and could usefully be combined with data from UT Austin to develop equations for predicting key mechanical properties of ACC (Chapter 3) and design provisions for AAC floor panels (Chapter 4). Consistency between UAB and UT Austin data was not always very good, however. Reasons for those inconsistencies were identified and the design equations for reinforced ACC shear walls (Appendix A) and masonry shear walls (Tanner, 2003) were updated and refined as a result of the integration of UAB and UT Austin data. 10
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: CHAPTER 2 Background of Available D
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
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
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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
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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
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V V V V AAC AAC AAC AAC ' Pu = 0 .9
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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
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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,
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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
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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
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A.4 DESIGN EXAMPLES A.4.1 Design of
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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
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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
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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
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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
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B.3 STRUCTURAL DESIGN OF REINFORCED
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B.3.2.2 Combinations of Flexure and
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The shear resistance due to the AAC
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c) Immediately after placing the fi
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B.4.5 Exterior Finishes for AAC Unp
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B.4.6.4 Ceramic Tile When ceramic w
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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
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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
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B.5.3.6 Allowable Sizes and Locatio
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APPENDIX C Proposed Code Design Pro
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Chapter 3 — Materials Add the fol
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Chapter 4 -- Durability Requirement
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measurement tube reference tube 12
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(c) Reinforcement shall be clean of
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Chapter 6 -- Formwork, Embedded Pip
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Chapter 8 — Analysis and Design
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Chapter 9 — Strength and Servicea
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Chapter 10 - Flexure and Axial Load
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Add the following to Section 11.5.6
Page 257 and 258:
Remove Section 11.10.7 and replace
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Add new Section 12.20: 12.20 - Desi
Page 261 and 262:
Delete Chapter 15. Chapter 16 — P
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16.5.1.2.3.1 — Compression struts
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16.5.2.2 — Longitudinal ties para
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Chapter 21 - Special Provisions for
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APPENDIX E - NOTATION Add the follo
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Chapter 4 -- Durability Requirement
Page 273 and 274:
Delete Chapter 6 and replace by the
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Chapter 8 — Analysis and Design
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Chapter 9 — Strength and Servicea
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Chapter 10 - Flexure and Axial Load
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R11.5.6.9 — In traditional reinfo
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AAC. Direct shear tests performed a
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(Tanner 2003) showed that vertical
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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
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1.6 1.4 1.2 Stress (ksi) 1 0.8 0.6
Page 301 and 302:
Table D.1 Calculated modulus of rup
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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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