1. China Southwest Architectural Design and Research Institute Co. Ltd., Chengdu 610042, China 2. Civil Engineering Department, Tsinghua University, Beijing 100084, China
Sheathed post-and-beam wooden structures are distinct from light-wood structures. They allow for using sheathing panels that are smaller (0.91 m × 1.82 m) than standard-sized panels (1.22 m × 2.44 m or 2.44 m × 2.44 m). Evidence indicates that nail spacing and panel thickness determine the lateral capacity of the wood frame shear walls. To verify the lateral shear performance of wood frame shear walls with smaller panels, we subjected 13 shear walls, measuring 0.91 m in width and 2.925 m in height, to a low-cycle cyclic loading test with three kinds of nail spacing and three panel thicknesses. A nonlinear numerical simulation analysis of the wall was conducted using ABAQUS finite element (FE) software, where a custom nonlinear spring element was used to simulate the sheathing-frame connection. The results indicate that the hysteretic performance of the walls was mainly determined by the hysteretic performance of the sheathing-frame connection. When same nail specifications were adopted, the stiffness and bearing capacity of the walls were inversely related to the nail spacing and directly related to the panel thickness. The shear wall remained in the elastic stage when the drift was 1/250 rad and ductility coefficients were all greater than 2.5, which satisfied the deformation requirements of residential structures. Based on the test and FE analysis results, the shear strength of the post-and-beam wooden structures with sheathed walls was determined.
post-and-beam wooden structures with sheathed walls
modern light wood frame construction
traditional beam−column wood construction
perpendicular bearing members
a frame formed by posts (including continuous posts, and posts between beams) and beams
studs
beam−column frame
lateral resistance
sheathed walls with a wooden skeleton comprising posts, beams, and studs
shear wall with light wood frame
beam−column frame with braces
floor system
it can be matched with multiple floor forms such as heavy wood floors and light wood floors
wood joisted floors
multiple floor forms
roof system
multiple roof systems
roof truss that occupy indoor space
multiple roof systems
construction and installation
sheathed wood frame shear walls provide lateral resistance. the construction quality of a single nail has little effect overall, and the fault tolerance rate is high
shear walls with light wood frames provide lateral resistance. the construction quality of a single nail has little effect overall, and the fault tolerance rate is high
braces provide lateral resistance. therefore, the construction fault tolerance of connections is low
member section
the section sizes of members are between members of traditional beam−column wood construction and modern light wood frame construction
members have small-sectional sawn lumber with a width of 2 in (38 mm)
large member sections and columns usually protrude more from the wall
Tab.1
member
section
size (mm × mm)
post
–
105 × 105
top beam
–
105 × 180
bottom beam
width × height
105 × 105
stud
–
45 × 105
upper panel
–
910 × 910
lower panel
–
910 × 1820
Tab.2
Fig.3
test number
thickness of panel (mm)
nail space (mm)
nail diameter (mm)
SJ1-1
12
150
3.1
SJ1-2
12
150
3.1
SJ2-1
12
100
3.1
SJ2-2
12
100
3.1
SJ3-1
12
75
3.1
SJ3-2
12
75
3.1
SJ4-1
24
75
3.1
SJ4-2
24
75
3.1
SJ5-1
24
100
3.1
SJ5-2
24
100
3.1
SJ6-1
24
150
3.1
SJ6-2
24
150
3.1
SJ7
18
150
3.1
Tab.3
material property
value
compression parallel to grain, fc (N/mm)
21.7
tension parallel to grain, ft (N/mm)
18.9
design value in bending, fm (N/mm)
20.4
longitudinal shear, fv (N/mm)
3.0
compression perpendicular, fc,90 (N/mm)
6
elastic modulus, E (N/mm2)
9500
Tab.4
Fig.4
Fig.5
Fig.6
Fig.7
No.
loading direction
Ka) (kN/rad)
Fya) (kN)
Fua) (kN)
μa)
Fμa) (kN)
2/3Fmaxa) (kN)
FD = 1/150 rada) (kN)
K0 (kN/rad)
F0b) (kN)
K0,AVGc) (kN/rad)
F0,AVGd) (kN)
SJ1-1
+
819.15
5.57
8.32
3.93
4.36
9.08
6.05
785.82
3.85
777.69
3.84
−
752.50
3.34
5.96
4.43
3.34
6.47
4.32
AVGe)
785.82
4.45
7.14
4.18
3.85
7.78
5.18
SJ1-2
+
913.76
5.28
8.75
4.28
4.81
9.72
6.48
769.55
3.82
−
625.34
2.89
5.22
4.16
2.83
5.75
3.83
AVGe)
769.55
4.08
6.99
4.22
3.82
7.74
5.16
SJ2-1
+
1081.86
7.48
13.17
2.89
5.75
14.32
9.55
1068.35
5.35
1092.85
5.37
−
1054.85
5.64
9.73
3.74
4.95
10.69
7.13
AVGe)
1068.35
6.56
11.45
3.31
5.35
12.50
8.34
SJ2-2
+
1182.50
7.18
12.36
3.59
6.15
13.41
8.94
1117.34
5.39
−
1052.18
4.99
8.92
3.88
4.64
9.56
6.37
AVGe)
1117.34
6.09
10.64
3.74
5.39
11.48
7.66
SJ3-1
+
1127.11
8.48
14.73
2.49
5.88
15.82
10.55
1259.13
5.90
1209.73
5.93
−
1391.15
7.29
12.53
3.29
5.92
13.80
5.92
AVGe)
1259.13
7.89
13.63
2.89
5.90
14.81
8.23
SJ3-2
+
1181.71
6.98
13.65
3.15
6.28
15.11
10.07
1160.34
5.96
−
1138.97
6.48
12.05
3.23
5.63
13.27
8.85
AVGe)
1160.34
6.73
12.85
3.19
5.96
14.19
9.46
SJ4-1
+
1141.14
9.84
16.94
3.45
8.24
18.77
12.51
1053.04
7.53
985.32
7.33
−
964.94
9.18
14.87
3.13
6.82
16.61
11.07
AVGe)
1053.04
9.51
15.91
3.29
7.53
17.69
11.79
SJ4-2
+
1001.26
10.94
18.91
2.71
7.96
20.54
13.70
917.60
7.13
−
833.93
9.17
16.27
2.48
6.47
18.08
12.05
AVGe)
917.60
10.05
17.59
2.59
7.21
19.31
12.87
SJ5-1
+
963.02
6.95
13.14
3.73
6.68
14.74
9.83
871.57
5.97
899
6.08
−
780.11
6.44
11.84
2.96
5.25
13.15
8.77
AVGe)
871.57
6.70
12.49
3.35
5.97
13.94
9.30
SJ5-2
+
1017.58
6.56
12.17
4.28
6.69
13.69
9.13
926.44
6.20
−
835.30
7.38
12.60
3.06
5.70
13.79
9.20
AVGe)
926.44
6.97
12.39
3.67
6.20
13.74
9.16
SJ6-1
+
1031.43
6.71
11.00
3.72
5.59
12.36
8.24
874.06
4.75
874.19
4.65
−
716.70
5.06
8.98
2.88
3.92
9.72
6.48
AVGe)
874.06
5.88
9.99
3.30
4.75
11.04
7.36
SJ6-2
+
975.08
6.53
10.41
3.87
5.40
11.32
7.54
874.31
4.54
−
773.55
4.35
7.52
3.49
3.68
8.40
5.60
AVGe)
874.31
5.44
8.97
3.68
4.54
9.86
6.57
SJ7
+
971.46
6.32
10.25
4.36
5.70
11.25
7.50
821.42
4.75
821.42
4.75
−
671.38
4.27
7.19
3.97
3.79
7.85
5.23
AVGe)
821.42
5.30
8.72
4.17
4.75
9.55
6.37
Tab.5
No.
F0,unit (kN/m)
Kunit (kN·rad−1·m−1)
SJ1-1 & SJ1-2
4.2
854.6
SJ2-1 & SJ2-2
5.9
1200.9
SJ3-1 & SJ3-2
6.5
1329.3
SJ4-1 & SJ4-2
8.0
1082.7
SJ5-1 & SJ5-2
6.6
987.9
SJ6-1 & SJ6-2
5.1
960.6
SJ7
5.2
902.6
Tab.6
Fig.8
panel thickness of the sheathing-frame connection (mm)
f0
K1
K2
K3
δpeak
δu
h1
h2
h3
h4
h5
12
796
750
65.0
−35
7.0
14
50
0.15
0.8
0.8
0.7
18
1069
796
36.9
−40
9.3
25
50
0.10
0.8
0.8
0.7
24
978
899
51.0
−55
9.3
30
25
0.13
0.9
0.9
0.7
Tab.7
Fig.9
No.
Kunit (kN·rad−1·m−1)
F0,unit (kN/m)
experiment
numerical
error
experiment
numerical
error
FE1
854.6
781.1
−9%
4.2
4.1
−3%
FE2
1200.9
1089.7
−9%
5.9
5.8
−2%
FE3
1329.3
1200.4
−10%
6.5
7.4
14%
FE4
1082.7
1195.8
10%
8.0
8.1
1%
FE5
987.9
1011.2
2%
6.6
6.5
−1%
FE6
960.6
996.4
4%
5.1
5.6
9%
FE7
902.6
845.9
−6%
5.2
5.0
−4%
Tab.8
Fig.10
Fig.11
Fig.12
ultimate load
SJ1-1
SJ1-2
SJ2-1
SJ2-2
SJ3-1
SJ3-2
SJ4-1
SJ4-2
SJ5-1
SJ5-2
SJ6-1
SJ6-2
SJ7
Fmax1,positive (kN)
9.08
9.72
14.32
13.41
15.82
15.11
18.77
20.54
14.74
13.69
12.36
11.32
11.06
Fmax1,negative (kN)
6.47
5.75
10.69
9.56
13.80
13.27
16.61
18.08
13.15
13.79
9.72
8.40
7.77
Fmax1,AVG (kN)
7.78
7.74
12.50
11.48
14.81
14.19
17.69
19.31
13.94
13.74
11.04
9.86
9.42
Fmax3,positive (kN)
7.28
7.82
10.80
10.21
12.42
12.05
15.94
17.55
12.74
11.57
9.75
9.39
8.73
Fmax3,negative (kN)
5.43
4.44
9.65
9.11
11.90
11.56
13.38
14.76
10.68
11.45
7.42
6.38
6.17
Fmax3,AVG (kN)
6.34
6.13
10.23
9.66
12.16
11.81
14.66
16.16
11.71
11.51
8.59
7.89
7.45
Fmax3,AVG/Fmax1,AVG
0.81
0.79
0.81
0.84
0.82
0.83
0.82
0.83
0.84
0.84
0.78
0.80
0.85
Tab.9
Fig.13
Fig.14
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