CEMP-E
TI 809-07
NOVEMBER 1998
Table 2-5: Suggested Design Loads for Fillet and Flare-Bevel Groove Welds
Weld Size
Design Thickness
Weld Strength
t
Fillet
Flare-Bevel Groove
mm (in)
mm (in)
N/mm (lbs/in)
N/mm (lbs/in)
3.15 mm (0.1240")
4.76 (3/16)
215 (1228)
172 (982)
2.583 (0.1017)
3.97 (5/32)
176 (1007)
141 (806)
1.811 (0.0713)
3.18 (1/8)
124 (706)
99 (565)
1.438 (0.0566)
3.18 (1/8)
98 (560)
78 (448)
1.146 (0.0451)
3.18 (1/8)
78 (447)
63 (358)
Notes:
1. Welds can be positioned in shear or tension.
2. Weld strength for fillet = 0.3 F t, where t = minimum welded material thickness.
y
3. Weld Strength for flare-bevel groove = 0.3 F t/1.25.
y
4. Values shown are for F = 228 MPa (33 ksi). For F = 278 MPa (40 ksi) multiply tabulated values by 1.33. For F =
y
y
y
345 MPa(50 ksi) multiply tabulated values by 1.52.
5. Flare-bevel groove welds occur between the outside radius of one piece and a flat surface of another piece.
d. Anchors. ASTM F 1554 for Anchor Bolts covers straight, bent, headed, and headless
bolts for anchoring the structural support to the foundation. Bolts covered have diameters from
6.35 mm ( in) to 101.6 mm (4 in) and yield strengths of 248, 379, and 724 MPa (36, 55 and 105
ksi).
i) Expansion Anchors or similar devices will be designed as bolted connection between
the anchor and the cold-formed structure. In lieu of specific anchor data the suggested
values in table 2-6 may be used. Designer must assure that the anchors as supplied
meet the design requirements.
Table 2-6: Suggested Capacity for Expansion Anchors in Stone Aggregate Concrete
Anchor
Minimum
Type of
Concrete Strength MPa (psi)
Minimum
Minimum
Diameter
Embedment
Loading
Anchor
Edge
13.8
27.6
41.4
Spacing
Distance
(2000)
(4000)
(6000)
mm (in)
mm (in)
mm (in)
mm (in)
kN (lbs)
kN (lbs)
kN (lbs)
6.35
64
Pullout
1.45 (325)
1.89 (420)
1.87 (420)
64
32
()
(2-1/2)
Shear
1.69 (380)
2.89 (650)
2.89 (650)
(2-1/2)
(1-1/4)
13
70
Pullout
2.96 (665)
4.00 (900)
5.38 (1210)
127
64
()
(2-3/4)
Shear
7.6 (1710)
9.25 (2080)
10.3 (2320)
(5)
(2-1/2)
19
83
Pullout
4.16 (935)
5.65 (1270)
6.0 (1360)
191
95
()
(3-1/4)
Shear
13.6 (3050)
19.0 (4270)
20.0 (4510)
(7-1/2)
(3-3/4)
25
114
Pullout
7.2 (1610)
8.9 (2000)
11.3 (2530)
254
127
(1)
(4-1/2)
Shear
27.9 (6280)
29.9 (6720)
35.4 (7960)
(10)
(5)
Notes:
1. Pullout values listed may be doubled with special inspection.
2. Values may not be increased 1/3 for wind for seismic loads.
3. ICBO uninspected values - Hilti/ICBO report #2156.
ii) Powder driven pins may be used to attach cold-formed members to concrete or
structural steel typical suggested capacities are shown in tables 2-7 and 2-8.
e. Connections and Joints. In Cold-formed steel design the AISI specification is to be used
when the thickness of the thinnest sheet being connected is less than 4.8 mm (3/16"), when the
thickness of the thinnest material is greater than 4.8 mm (3/16") use the AISC specification. AISI
uses only bearing connections, snug tight fit. In cold-formed design washers are typically not
used in cold-formed steel construction. The primary mode of failure is sheet tearing for AISI
designed connections. Two limit states are considered in the design of cold-formed steel
connections: tilting of screw and subsequential tearing of sheet, and tension pull over are
common. Riveted and crimped fasteners are proprietary connections, they are not to be used in
COE designs. Table 2-9 gives some suggested loads per fastener for joist clip angles.
2-13
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