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This file is part of the following reference:
Henderson, David James (2010) Response of pierced fixed metal roof cladding to fluctuating wind loads.
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Appendix A. Air-chamber trials
Figures show the cracking and deformation of cladding adjacent to the fixings at the completion of
the cyclic and simulated wind trials. For the cyclic trials the order is not chronological but is in
increasing magnitude of Pmin and then R. Note that the variation in colour of the cladding is due to
the varying light levels (e.g., flash, ambient light, or fluorescent lighting).
Trial S2 S3 S4 S5 Pmax
(kPa) R Ni
C45 ‐2.9 0.14 21030
C29 ‐3.1 0.41 22796
C44 ‐3.2 0.06 6830
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C43 ‐3.4 0.13 4590
C51 ‐3.46 0.04 2718
C52 ‐3.47 0.01 1986
C54 ‐3.47 0.01 1478
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C49 ‐3.5 0.01 1810
C50 ‐3.5 0.01 1980
C27 ‐3.5 0.06 2702
C55 ‐3.52 0.02 1626
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C46 ‐3.54 0.07 2601
C53 ‐3.55 0.02 1215
C28 ‐3.6 0.08 3351
C5
‐3.7 0.32 2910
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C37 ‐3.75 0.13 2448
C42 ‐3.8 0.01 900
C30 ‐3.8 0.16 2507
C32 ‐3.8 0.29 6922
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C25 ‐3.85 0.00 808
C34 ‐3.9 0.23 10030
C31 ‐3.9 0.26 2370
C17
‐4.1 0.02 632
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C18 ‐4.1 0.03 1676
C35 ‐4.1 0.24 2800
C38
‐4.2 0 1009
C39 ‐4.35 0 630
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C12 ‐4.8 0.38 1491
C13 ‐4.8 0.38 1845
C14
‐4.8 0.38 2182
C15
‐4.8 0.38 1890
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C20 ‐4.95 0.42 1764
C33 ‐5 0.40 1589
C21 ‐5.05 0.42 2867
C41 ‐5.06 0.45 2864
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C40 ‐5.1 0.45 3960
C19
‐5.1 0.49 7207
W7
‐5.6 w ‐
W1
‐6.7 w ‐
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W4 ‐7.2 w ‐
W5 ‐7.1 w ‐
W2 ‐8.0 w ‐
W3 ‐8.0 w ‐
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‐ W6 ‐8.3 w
Appendix B. Data for area of cladding screw study
Model dimensions and tap layouts used in the assessment of representative numbers of taps for the
tributary area of a cladding screw discussed in Chapter 5, are given in Figures B1 and B2. Table B1
presents the rainflow cycle counts for the 1, 2, 9 and 51 tap cases, as summarised in Chapter 5.
Figure B1: Dimensions (in full scale) of model showing location of the high density instrumented panel in the gable end corner (Ho and Surry 2000)
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Figure B2: Dimensions (in full scale) of the corner instrumented panel (Ho and Surry 2000) (Note: The dashed rectangle highlights the region of taps centred on tap 409)
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Table B1: Cycle counts for screw at tap 409 from rainflow analysis as discussed in Chapter 5
The AS/NZS1170.2:2002 and wind tunnel pressure coefficients for the various NIST building
configurations, discussed in Chapter 6, are presented in this Appendix.
C.1: Building 5-5 in open terrain
Table C1: AS/NZS1170.2:2002 Region C, Terrain Category 2
Cp,e Kl Design Pressure (external) (kPa)
Area A -0.9 2 -4.68 Area B -0.9 2 -4.68 Area C -0.3 1 -0.78 Area A -0.9 3 -7.02 (draft standard)
wall +0.7 1.25 +2.28
Figure C1: Minimum external and net peak pressure coefficients for Building 5-5 modelled in
Open terrain
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Figure C2: Mean and minimum peak pressure coefficients for Building 5-5 modelled in Open
terrain
Table C2: Wind tunnel (50 m/s mean at 10 m open terrain) qz = 1.5 kPa
Cp Pressure Wind tunnel / Design (kPa)
Area A ext -6.34 -7.70 1.65 (1.10 if KL of 3) Area A net -7.09 -8.61 1.35 (0.97 if KL of 3) Area B ext -4.39 -5.34 1.14 Area B net -5.35 -6.50 1.00 Area C ext -1.26 -1.53 1.96 Area C net -3.26 -3.96 1.52
wall +2.76 +3.35 1.47
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Figure C3: Pressure trace with GF 1.4 and a dominant opening occurring on long wall at 135
minutes
Table C3: Rainflow count for building 5-5 with dominant opening in long wall for half duration
Table C5: AS/NZS1170.2:2002 Region C, Terrain Category 3
Cp,e Kl Design Pressure (external) (kPa)
Area A -0.9 2 -3.40 Area B -0.9 2 -3.40 Area C -0.3 1 -0.57 Area A -0.9 3 -5.10 (draft standard)
wall +0.7 1.25 +1.65
Table C6: Wind tunnel (36.3 m/s mean at 10 m suburban terrain) qz = 0.79 kPa
Cp Pressure Wind tunnel / Design (kPa)
Area A ext -9.52 -5.95 1.75 (1.16 if KL of 3) Area A net -10.40 -6.49 1.38 (1.01 if KL of 3) Area B ext -5.31 -3.31 0.97 Area B net -7.10 -4.43 0.94 Area C ext -1.82 -1.14 1.99 Area C net -5.39 -3.36 1.78
wall +4.86 +3.03 1.83
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Figure C6: Minimum and mean pressure coefficients for building 5-5 in suburban terrain
Figure C7: Minimum external and net peak pressure coefficients for building 5-5 in suburban
terrain
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Figure C8: Pressure trace with GF=1.7 and a dominant opening occurring on long wall at 135
minutes
Table C7: External and net rainflow cycle count for building 505
Building eaves height of 5 m with a 14° pitch roof (6.43m mid roof height)
Table C8: AS/NZS1170.2:2002 Pressures for building 5-14 Region C, Terrain Category 2
Cp,e Kl Design Pressure (external) (kPa)
Area A -0.9 2 -4.83 Area B -0.5 2 -2.68
Area C/D -0.5 2 -2.68 Area A -0.9 3 -7.24 (draft standard)
wall +0.7 1.25 +2.35
Table C9: Peak pressures from Wind tunnel (50 m/s mean at 10 m open terrain) qz = 1.5 kPa
Cp Pressure Wind tunnel / Design (kPa)
Area A ext -5.44 -6.61 1.37 (0.91 if KL of 3) Area A net -6.57 -7.99 1.19 (0.88 if KL of 3) Area B ext -2.31 -2.81 1.05 Area B net -4.00 -4.86 1.07 Area C ext -1.77 -2.15 0.80 Area C net -3.65 -4.44 0.97 Area D ext -3.04 -3.69 1.38 Area D net -4.80 -5.83 1.28
Wall +2.85 +3.47 1.47
Figure C9: Minimum external and net peak pressure coefficients for building 5-14 in open
terrain
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Figure C10: Minimum and mean pressure coefficients for building 5-14 in open terrain
C.4: Building 5-14 in suburban terrain
Building eaves height of 5 m with a 14° pitch roof (6.43m mid roof height)
Table C10: Pressures from AS/NZS1170.2:2002 Region C, Terrain Category 3
Cp,e Kl Design Pressure (external) (kPa)
Area A -0.9 2 -3.53 Area B -0.5 2 -1.96
Area C/D -0.5 2 -1.96 Area A -0.9 3 -5.29 (draft standard)
wall +0.7 1.25 +1.71
Table C11: Peak pressures from wind tunnel time series (36.3 m/s mean at 10 m suburban
terrain)
Cp Pressure Wind tunnel / Design (kPa)
Area A ext -7.19 -4.48 1.27 (0.85 if KL of 3) Area A net -8.43 -5.25 1.07 (0.79 if KL of 3) Area B ext -3.83 -2.39 1.22 Area B net -6.40 -3.99 1.20 Area C ext -2.47 -1.54 0.79 Area C net -5.62 -3.50 1.05 Area D ext -4.42 -2.76 1.41 Area D net -7.24 -4.52 1.36
Wall +4.24 +2.65 1.55
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Figure C11: Minimum external and net peak pressure coefficients for building 5-14 in suburban
terrain
Figure C12: Minimum and mean pressure coefficients for building 5-14 in suburban terrain
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Table C12: Rainflow cycle count for Building 5-14 in suburban terrain