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(b) Bearing pads at unarmored edges shall be set back a minimum of 1/2 in. from the face of the support, or at least the chamfer dimension at chamfered edges. 16.6.2.3 — The requirements of 12.11.1 shall not apply to the positive bending moment reinforcement for statically determinate precast members. At least one-third of such reinforcement, however, shall extend to the center of the bearing length. 16.8 — Marking and identification 16.8.1 — Each precast member shall be marked to indicate its class, production identification code, location and orientation in the structure and date of manufacture. Pallets should also identify the class of AAC, production identification code and unit dimensions. 16.8.2 — Identification marks shall correspond to placing drawings. Delete Chapter 17, 18, 19, and 20. 251
Chapter 21 - Special Provisions for Seismic Design Rewrite 21.2.1.3 as follows: 21.2.1.3 – In regions of moderate seismic risk or for structures assigned to intermediate seismic performance or design categories, intermediate or special moment frames, ordinary, intermediate, or special structural walls, or intermediate or special AAC structural systems shall be used to resist forces induced by earthquake motions. Where the design seismic loads are computed using provisions for special concrete systems or intermediate or special AAC structural walls, the requirements of Chapter 21 for special systems, as applicable, shall be satisfied. 21.2.1.4 – In regions of high seismic risk for structures assigned to high seismic performance or design categories, special moment frames, or special structural walls, or special AAC structural systems, complying with 21.2 through 21.10, and 21.15 shall be used to resist forces induced by earthquake motions. Frame members not proportioned to resist earthquake forces shall comply with 21.11. Add Section 21.14 – Intermediate AAC structural systems 21.14.1 - The provisions of this section apply to design of intermediate AAC structural walls and their associated horizontal diaphragms to resist forces induced by earthquake motions. The design provisions of Chapters 1-18 shall apply except as modified in this section. 252
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Copyright By Jaime Fernando Argudo
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Evaluation and Synthesis of Experim
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Acknowledgements The research descr
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Abstract Evaluation and Synthesis o
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CHAPTER 3 EVALUATION AND SYNTHESIS
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4.6.2 Shear Strength provided by Sh
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List of Tables Table 3.1 Summary of
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Figure 3.18 Modulus of rupture vers
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of AAC, but after 1950, AAC did suc
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Because RILEM methods of test are n
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Within that overall scope of work,
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CHAPTER 2 Background of Available D
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2.3.2 Data from The University of A
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obtained from Ytong 4 . Results fro
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CHAPTER 3 Evaluation and Synthesis
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average requirements, and a few tes
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1400 Hebel Ytong Contec Babb UT 120
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Excluding Ytong G3 increases the co
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3.3 STRESS-STRAIN BEHAVIOR AND MODU
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The relationship between modulus an
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E = 0 .3 f AAC + 105 Equation (3.1)
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3.4 TENSILE STRENGTH OF AAC 3.4.1 I
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Stresses perpendicular to rise P St
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tensile strength and compressive st
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The Dutch standard NEN 3838 7 provi
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a moisture content of 10%, a conven
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Table 3.7 Modulus of Rupture - UAB
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200 UT UT UT UT UAB UT fr (psi) 100
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UAB 300 200 UAB UAB UAB RILEM (Eq.
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As discussed in Section 3.4.4, the
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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
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: 16.5.2.2 — Longitudinal ties para
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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