EWP Hangers - USP Connectors

Holdowns – TD & TDX series continued
© Copyright 2013 USP Structural Connectors ®
USP
Stock No. 11
TD5
TD7
TD9
TD12
TD15
TDX2-TZ
TDX5
TDX6
TDX8
TDX10
TDX14
Dimensions (in) Fastener Schedule 4 Factored Resistance (115%) 1,2
Bolts
Min.
Length of Bolt in Vertical Member
Required
1-1/2"
3"
3-1/2" 4-1/2" 5-1/2"
Anchor
Bolt End
Steel
Bolt
Distance 5 Wood
Ref. No. Gauge W H D CL Dia. Qty Dia. (in) Species Lbs kN Lbs kN Lbs kN Lbs kN Lbs kN
-- --
-- --
-- --
HD12
-- --
HD3B
-- --
HD5B
HD8A
HD7B
HD9B
7
3
3
3
3
12
10
7
7
7
3
3
3-3/8
3-3/8
3-1/2
3-1/2
2-1/16
2-1/2
3-1/2
3-1/2
3-1/2
3-1/2
6-3/8
11-7/8
16-1/2
20-1/2
25
8-1/8
9-3/8
11-1/8
14-5/8
18-1/8
20-1/2
3-3/4
3-5/8
4-1/4
4-1/4
4-3/8
2-3/4
3-7/8
3-3/4
3-3/4
3-3/4
3-5/8
2-1/8
2-1/8
2-1/8
2-1/8
2-1/8
1-1/2
2
2
2
2
2-1/8
3/4
1-1/8
1-1/8
1-1/8
1-1/4
5/8
3/4
7/8
7/8
7/8
1
2
3
3
4
5
2
2
2
3
4
4
3/4
7/8
1
1
1
5/8
3/4
7/8
7/8
7/8
1
5-1/4
6-1/8
7
7
7
4-1/2
5-1/4
6-1/8
6-1/8
6-1/8
7
DF-L
DF-L
DF-L
DF-L
DF-L
DF-L
DF-L
DF-L
DF-L
DF-L
DF-L
1560
2725
-- --
-- --
-- --
1300
1560
1815
2725
3635
4150
6.94
12.12
-- --
-- --
-- --
5.78
6.94
8.07
12.12
16.17
18.46
3115
5450
6225
8310
10385
2525
3115
3635
5450
7270
8310
13.86
24.24
27.69
36.96
46.19
11.23
13.86
16.17
24.24
32.34
36.96
3635
6360
7270
9690
12110
2525
3635
4240
6360
8480
9690
16.17
28.29
32.34
43.10
53.87
11.23
16.17
18.86
28.29
37.72
43.10
-- --
-- --
9345
12460
15570
-- --
-- --
-- --
-- --
-- --
-- --
-- --
-- --
41.57
55.42
69.26
-- --
-- --
-- --
-- --
-- --
-- --
5710
9995
11420
15225
19035
2525
5695
6665
9995
13325
15225
25.40
44.46
50.80
67.72
84.67
11.23
25.33
29.65
44.46
59.27
67.72
S-P-F
S-P-F
S-P-F
S-P-F
S-P-F
S-P-F
S-P-F
S-P-F
S-P-F
S-P-F
S-P-F
1230
2150
-- --
-- --
-- --
1025
1230
1440
2150
2870
3275
5.47
9.56
-- --
-- --
-- --
4.56
5.47
6.41
9.56
12.77
14.57
2460
4300
4915
6555
8195
1795
2460
2870
4300
5740
6555
10.94
19.13
21.86
29.16
36.45
7.98
10.94
12.77
19.13
25.53
29.16
2870
5020
5740
7645
9560
1795
2870
3345
5020
6695
7645
12.77
22.33
25.53
34.01
42.52
7.98
12.77
14.88
22.33
29.78
34.01
-- --
-- --
7375
9835
12295
-- --
-- --
-- --
-- --
-- --
-- --
-- --
-- --
32.81
43.75
54.69
-- --
-- --
-- --
-- --
-- --
-- --
4510
7890
9015
12025
15025
1795
4510
5260
7890
10515
12025
20.06
35.10
40.10
53.49
66.83
7.98
20.06
23.40
35.10
46.77
53.49
1) Factored resistances have been increased 15% for short-term loads such as wind and earthquake; reduce for other load durations in accordance with the code.
2) The designer must specify stud or post to resist published load values.
3) The designer must specify anchor bolt type, length, and embedment.
4) All models may be installed with greater than the required anchor end distance with no chart load reduction.
5) The designer shall consider the effect of compression, bearing, tension, and combined bending due to device eccentricity when applicable.
6) Holdowns raised off of the sill plate may have higher deflection values.
Holdowns
Sources of Deflection at the Shearwall Holdown Connections
The following are some of the sources of deflection that should be
evaluated by the designer. See the illustration, which applies to other
holdown configurations.
A. Improperly-sized stud/post bolt holes – increased bolt slip can occur if
stud/post bolt holes are oversized and exceed the NDS ® recommended bolt
hole diameter.
B
C
A
Shearwall
End Post
Bearing
Plates
B. Stud/Post bolt holes – bolt slip can occur.
C. Wood crushing at stud/post bolt hole perimeters –
the use of larger washers/bearing plates can reduce stress-induced wood
crushing at bolt bearing locations.
D. Eccentricity in stud/post caused by holdown –
holdowns installed on only one side of a stud or post result in an eccentricity
which causes increased stresses and movement in a shearwall system.
E. Nut spin – anchor bolt nuts that are not restrained can spin loose during
cyclic loading, allowing movement; the use of steel nylon locking nuts or
thread adhesive may prevent nut spin.
F. Loose nuts – increased movement can occur when nuts are not
sufficiently tightened.
G. Holdown deflection – holdown deflection can occur when the shearwall
system is subjected to cyclic stress from earthquakes or high wind.
H. Wood Shrinkage – due to drying, wood may shrink and cause bolted
connections to become loose; periodic retightening may be required.
I. Localized crushing at wood-bearing surfaces –
excessive crushing at wood-bearing surfaces may result from compressive
forces due to overturning during high wind or earthquake loading.
H
E
G
D
F
Holdown
I
Wood
Sill Plate
Holdown
Anchor Bolt
1 ⁄4˝ x 3˝ x 3˝
Steel Plate
Foundation
Concrete
1-800-328-5934 • www.USPconnectors.com
43
USP2240-131