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3.7 Shear Bond between AAC and Thin-bed Mortar................................50 3.7.1 Information regarding Shear Bond between AAC and Thinbed Mortar… ..................................................................50 3.7.2 Discussion of Results regarding Shear Bond between AAC and Thin-bed Mortar ......................................................50 3.8 Direct Shear Strength of AAC ............................................................54 3.9 Freeze-Thaw Resistance of AAC........................................................56 3.10 Variation in the Compressive Strength of AAC with Moisture Content ....................................................................................56 CHAPTER 4 DESIGN PROVISIONS FOR REINFORCED AAC FLOOR PANELS........................................................................................57 4.1 Organization of Work on Design Provisions for Reinforced AAC Panels ......................................................................................57 4.2 Approach For Developing Design Provisions.....................................58 4.3 Bond Strength between Factory-Installed Wire Reinforcement and AAC ........................................................................................59 4.3.1 Information regarding Bond Strength between Welded Wire Reinforcement and AAC.......................................59 4.3.2 Discussion regarding Anchorage Failure of Tensile Reinforcement for UAB Panel Tests..............................59 4.3.3 Design Proposal for Anchorage Capacity ...............................63 4.4 Flexural Design of AAC Beam Elements ...........................................66 4.4.1 Nominal Flexural Capacity (M n ).............................................66 4.4.2 Minimum Flexural Reinforcement Ratio ................................66 4.4.3 Flexural Design of Tension- and Compression-Controlled AAC Elements under ACI 318-02 .................................68 4.5 Control of Deflections.........................................................................68 4.6 Shear Design of AAC Beam Elements ...............................................70 4.6.1 Shear Capacity of AAC (V AAC )...............................................70 x
4.6.2 Shear Strength provided by Shear Reinforcement (V s )...........72 4.6.3 Design Shear Capacity (φV n ) .................................................72 4.6.4 Predicted Shear Capacities of Reinforced AAC Floor Panels Tested at UAB and CTL .....................................73 4.7 Design Example of an AAC Floor Panel ............................................75 4.7.1 Design data..............................................................................75 4.7.2 Control of Deflections.............................................................76 4.7.3 Shear capacity .........................................................................82 4.7.4 Anchorage ...............................................................................82 4.7.5 Flexural capacity .....................................................................83 4.7.6 Wall-panel connection, shear force on bearing critical section.............................................................................84 CHAPTER 5 SUMMARY, CONCLUSIONS AND RECOMMENDATIONS............86 5.1 Summary….. .......................................................................................86 5.2 Conclusions.. .......................................................................................86 5.2.1 Available data are sufficient to develop design provisions for reinforced AAC panels .............................................86 5.2.2 Use of specified compressive strength as key independent variable ...........................................................................87 5.2.3 Quality assurance for compressive strength is essential .........87 5.2.4 Flexural and shear strength of the material can be controlled by the tensile bond capacity at the interface between AAC and the mortar.........................................87 5.2.5 Good construction practices can significantly increase the tensile bond capacity at the interface between AAC and the mortar................................................................. 88 5.3 Recommendations for Future Research Work .................................... 88 xi
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: CHAPTER 3 EVALUATION AND SYNTHESIS
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
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
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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
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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
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
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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
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16.5.1.2.3.1 — Compression struts
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16.5.2.2 — Longitudinal ties para
Page 267 and 268:
Chapter 21 - Special Provisions for
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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
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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
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diaphragm can also be determined by
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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
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Table D.1 Calculated modulus of rup
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P Joint length Specimen height P 2
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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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