Catalog: Connectors for Cold-Formed Steel Construction
Bridging and Bracing Connectors
Bridging and Bracing Connectors
SUBH Bridging Connectors
How to Use Bridging Connector Allowable Load Table
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Lateral lo
Laterally Loaded C-Stud
Bracing force
The tabulated strength and stiffness values are for use with Sections D3.2.1 and D3.3 of the 2007 edition of AISI North American Specification for the Design of Cold-Formed Steel Structural Members (AISI S100-2007) as follows:
al Torsion t momen
Bracing Design for Laterally Loaded C-Studs
Bracing force
Step 1: Calculate required bracing force for each flange using equation D3.2.1-3 Step 2: Multiply result by stud depth to obtain torsional moment epth
Step 3: Select connector with tabulated allowable torsional moment that exceeds torsional moment from Step 2 for the stud depth and gauge required
Stud d
Axial load
Bracing Design for Axially Loaded C-Studs Step 1: Calculate required LRFD brace strength using equation D3.3-1 Step 2: Divide result by 1.5 for ASD design1
Axially Loaded C-Stud
Step 3: Calculate required brace stiffness using equation D3.3-2 Step 4: Select connector with tabulated allowable brace strength that exceeds strength from Step 2 and tabulated brace stiffness that exceeds stiffness from Step 3 for the stud depth and gauge required
rength
Brace st
1. Page III-54 of the 2008 edition of the AISI Cold-Formed Steel Design Manual states that equation D3.3-1 is applicable to LRFD design, and recommends dividing the result by 1.5 for ASD design.
iffness
Brace st
SUBH Bridge Clip Connector – Strength and Stiffness Laterally Loaded C-Stud
C-CFS-15 © 2015 SIMPSON STRONG-TIE COMPANY INC.
Model No.
Stud Depth
LSUBH3.25
3.625
SUBH3.25
3.625
MSUBH3.25
3.625
LSUBH3.25
6.00
SUBH3.25
6.00
MSUBH3.25
6.00
LSUBH3.25
8.00
SUBH3.25
8.00
MSUBH3.25
8.00
Stud Thickness mils (ga.) 33 (20) 43 (18) 54 (16) 33 (20) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 33 (20) 43 (18) 54 (16) 33 (20) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 43 (18) 54 (16) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12)
Axially Loaded C-Stud
Allowable Torsional Moment1 (in.-lbs.)
Allowable Brace Strength1,2 (lbs.)
Min
Max
Min
Max
Min
Max
215 230 225 320 355 420 550 640 670 225 250 265 275 295 350 565 655 690 235 250 255 325 545 635 665
330 370 370 345 430 455 800 860 860 330 395 395 385 525 550 895 925 960 375 375 570 605 890 925 955
155 175 195 230 255 290 435 485 515 120 155 180 110 230 275 385 455 505 135 180 190 250 270 435 545
275 310 345 370 420 475 630 695 770 140 285 330 110 250 415 430 620 765 135 260 190 300 270 455 545
2300 5075 5075 1450 2780 2925 3440 4040 6860 670 1010 1025 605 1050 1130 1630 1860 4070 815 1130 505 895 1025 1400 2465
2685 7585 8100 1985 4035 3975 4015 6145 14265 730 2075 2565 605 1205 1700 1695 2655 4090 815 1130 535 1025 1045 1400 2465
Brace Stiffness3 (lbs./in.)
Code Ref.
160
IP1, L2
160
IP1, L2
160
1. Allowable loads are for use when utilizing Allowable Stress Design methology. For LRFD loads multiply the ASD tabulated values by 1.6. 2. Allowable brace strengths are based on ultimate test load divided by a safety factor. Serviceability limit is not considered, as brace stiffness requirements are given in section D3.3 of AISI S100-2007. Contact Simpson Strong-Tie if nominal brace strength is required. 3. Tabulated stiffness values apply toboth ASD and LRFD designs. 4. Allowable loads consider bridging connection only. It is responsibility of the Designer to verify the strength and serviceability of the framing members. 5. Min. fastener quantity and tabulated values – fill round hole (1 screw total); Max. fastener quantity and tabulated values – fill round and triangle holes (2 screws total).
IP1, L2
57
SUBH Design Tables Lateral Pressure SUBH Bridging Requirements for Studs at 16" o.c.
362S200
362S250
600S162
600S200
600S250
800S162
800S200
800S250
33 (20) 43 (18) 54 (16) 33 (20) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 33 (20) 43 (18) 54 (16) 33 (20) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 33 (20) 43 (18) 54 (16) 33 (20) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 33 (20) 43 (18) 54 (16) 33 (20) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 33 (20) 43 (18) 54 (16) 33 (20) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 33 (20) 43 (18) 54 (16) 33 (20) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 43 (18) 54 (16) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 43 (18) 54 (16) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 43 (18) 54 (16) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12)
Model No.
5 psf to 20 psf 5’ 6’ 7’
4’
LSUBH3.25
Min
8’ Max
25 psf 5’ 6’ 7’
4’ Min
8’
Max
Lateral Pressure and Bracing Distance 30 psf 35 psf 5’ 6’ 7’ 8’ 4’ 5’ 6’ 7’
4’ Min
Max
Max
Min Max
SUBH3.25
Min
Min
Min
4’
5’
40 psf 6’ 7’
8’
Max
4’
5’
50 psf 6’ 7’
8’
Max
Max Max
Min
Max
Min
Max
Max
Min Max Max Max
MSUBH3.25
LSUBH3.25
Min Max
Min
Min
Min Max
Min
Min
Min
Max
Max
Min
Max
Min Max SUBH3.25
Max
Min
Min
Max
Min
Max
Min
Max
Max
Max Min
Min Max
MSUBH3.25
LSUBH3.25
Min
Max
Min
SUBH3.25
Min
Min
Min
Max Max
Max
Min
Max
Max
Min
Min
Min
Max
Max
Min Max Max
Max Min Max
Max
Max Min
Max MSUBH3.25
Min
LSUBH3.25
Min
SUBH3.25
Min
Min
Min
MSUBH3.25
Min
Min
Min
Min
Min Max
Min
Max
Min
Max
Min Max
Min Max
LSUBH3.25
Min
Max
Min
Max
Max SUBH3.25
Min
Min
Max
Min
Min Max
Min
Min
Max
Max Min Max
Min
Max
Min
Max
Min
Max
Max
Min
Max
Min
Min
Min
Max
Min
Min
Max Max
Min
Max Max
Max Max
MSUBH3.25
LSUBH3.25
Min Max
Max
Min
SUBH3.25
Min
Min Max Min
Min Min
Max Min
Min
Max
Min
Max
Min
Max
Min
Min
Max
Max Max
Max
Max
Max MSUBH3.25
Min
LSUBH3.25
Min
Min
Min
Min
Min
SUBH3.25
Min
Min
Min
MSUBH3.25
Min
Min
Min
LSUBH3.25
Min
SUBH3.25
Min
MSUBH3.25
Min
Max
Min
Max
Max Min
Max
Min
Min
Max
Max Max
Min
Min
Max
Min
Max
Min Min
Max
Max Max Min
Max
Max
Min Max
Max
Min
Min
Max
Min
Max
Min
Min
Max
Min
Min
Min Max
Max
Min
Min
Max Max
LSUBH3.25 SUBH3.25
Min
Max Min
Min
Min Min
Max
Max
Min Max
Min
Min
Max
Min
Min
Max Max
Min
Max
Max
Max
Max MSUBH3.25
Min
Min
Min
Min
Max
Min
1. See General Notes on pages 12-16. 2. Tabulated solutions are for ASD lateral pressure. Contact Simpson Strong-Tie for LRFD solutions. 3. Lateral pressure shall be determined based on load combinations of the applicable code. For designs in accordance with the 2009 IBC and earlier, wind pressures are at working stress level and may be used directly. For designs in accordance with the 2012 IBC, wind pressures are at strength level and must be multiplied by 0.6 for ASD load combinations. 4. “Min” designates a solution with the minimum number of fasteners ((1) #10 screw installed in round hole). “Max” designates a solution requiring the maximum number of fasteners ((2) #10 screws; fill both round and triangle holes). Blank areas designate conditions where the SUBH does not offer a solution.
58
8’
Min
Max
Min
Max
C-CFS-15 © 2015 SIMPSON STRONG-TIE COMPANY INC.
362S162
Stud Thickness mils (ga.)
Bridging Distance (ft)
Stud Section
Lateral Pressure (psf)
Bridging and Bracing Connectors
Bridging and Bracing Connectors
SUBH Design Tables Lateral Pressure SUBH Bridging Requirements for Studs at 24" o.c.
362S200
362S250
600S162
C-CFS-15 © 2015 SIMPSON STRONG-TIE COMPANY INC.
600S200
600S250
800S162
800S200
800S250
33 (20) 43 (18) 54 (16) 33 (20) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 33 (20) 43 (18) 54 (16) 33 (20) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 33 (20) 43 (18) 54 (16) 33 (20) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 33 (20) 43 (18) 54 (16) 33 (20) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 33 (20) 43 (18) 54 (16) 33 (20) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 33 (20) 43 (18) 54 (16) 33 (20) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 43 (18) 54 (16) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 43 (18) 54 (16) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 43 (18) 54 (16) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12)
Model No.
5 psf to 15 psf 4’ 5’ 6’ 7’ 8’
LSUBH3.25
Max
Min
4’
20 psf 5’ 6’ 7’
Min
8’
4’
Max
Lateral Pressure and Bracing Distance 25 psf 30 psf 35 psf 5’ 6’ 7’ 8’ 4’ 5’ 6’ 7’ 8’ 4’ 5’ 6’ 7’ Max
Max
8’
Min
Min
MSUBH3.25
Min
Min
Max
Min
40 psf 6’ 7’
8’
4’
5’
50 psf 6’ 7’
8’
Max Max
Max
Min
Max
Max
Min
Max Min
Max Min
Max
LSUBH3.25
5’
Max
Min Max SUBH3.25
4’
Min
Max
Max
Min
Max
Min
Max
Min
Max
Min
Max
Min Max
SUBH3.25
Min
Max
Min
Max
Max
Max Min
Min
Max
Max MSUBH3.25
LSUBH3.25
Min
Min
Min
Min
Min
Max
Max
Min
Min
Max
Min
Max
Max
Max Max
SUBH3.25
Max
Min Max Max
Max Min
Max
Max
Max MSUBH3.25
Min
Min
Min
Max LSUBH3.25
Max
Min
Min
Max
Min
SUBH3.25
Max
Min
Min
Min Max
Min
Min
Max
Min
Max
Min
Max Min
Max Min
Max Max
Max
Max
Max Max
Max
Min
Max
Min Max
MSUBH3.25
Min
Min Max
LSUBH3.25
Min
SUBH3.25
Min
Max
Min
Max
Min
Min
Min
Max Min Max
Max
Min
Max
Min
Min
Min
Max
Max Max
Max
Min
Max
Max
Max MSUBH3.25
LSUBH3.25 SUBH3.25
Min
Min
Max
Min Min
MSUBH3.25
Max Min Max
Min
SUBH3.25
Max
Max
Min Max
Min
Min
Max
Min
Max
Min
Min
Min
Min
Max
Min
Min
Max
Max
Min
LSUBH3.25
Min
Min
Max
Min
Max Max Max
Min
Max Max
Min Max
Min Min
Min
Max
Min Min
Max
Max
Max
Min
Max
Max Min
Max Max
Max Max
Min
Max Max
MSUBH3.25 LSUBH3.25
Min
Min Max
Min
SUBH3.25
Max
Min Max
Min
Min
Min
Min Max
Min
Max
Min
Min
Max Max
Max Max
MSUBH3.25 LSUBH3.25 SUBH3.25
Min Min
Min Max Max
Min
Min
Min
Max
Min
Max
Min
Min
Min
Max
Min
Min
Max
Min
Max
Max Max
Max Max
MSUBH3.25
Max Max
Min
Max
Max
Max Max
Min
Min
Min
Min
Min
Max Max
1. See General Notes on pages 12-16. 2. Tabulated solutions are for ASD lateral pressure. Contact Simpson Strong-Tie for LRFD solutions. 3. Lateral pressure shall be determined based on load combinations of the applicable code. For designs in accordance with the 2009 IBC and earlier, wind pressures are at working stress level and may be used directly. For designs in accordance with the 2012 IBC, wind pressures are at strength level and must be multiplied by 0.6 for ASD load combinations. 4. “Min” designates a solution with the minimum number of fasteners ((1) #10 screw installed in round hole). “Max” designates a solution requiring the maximum number of fasteners ((2) #10 screws; fill both round and triangle holes). Blank areas designate conditions where the SUBH does not offer a solution.
Min
Max Max
Min
Max
Min
Max
Bridging Distance (ft)
362S162
Stud Thickness mils (ga.)
Lateral Pressure (psf)
Stud Section
Bridging and Bracing Connectors
Bridging and Bracing Connectors
59
Bridging and Bracing Connectors
Bridging and Bracing Connectors
SUBH Bridging Connectors
Example #1: Curtain-Wall Stud Given •• 2012 IBC (ASCE 7-10 & AISI S100-2007 with Supplement) •• 600S162–43 (33 ksi) studs at 24" o.c. •• 10 ft. tall studs with mid-point bracing (5' o.c.) •• Wind design pressure = 41 psf
Select Connector Using Design Table (page 59)
ASD wind pressure:
p = (0.6)(41 psf) = 24.6 psf
Note: 2012 IBC load combinations for ASD include a factor of 0.6 for wind loads.
For 600S162-43 stud with SUBH3.25 connector, and 25 psf wind pressure with 5 ft. bracing distance:
SUBH3.25 with Min. fasteners
10'
OK
Notes 1. Only lateral load has been included for clarity. Design of curtain wall studs should consider load combinations with vertical load in accordance with the applicable building code (see Example #2). 2. Bridging connector may also be designed using Allowable Loads table on page 57 (see Example #2).
5'
Example #2: Exterior Bearing-Wall Stud Given •• 2012 IBC (ASCE 7-10 & AISI S100-2007 with Supplement) •• 600S162–54 (50 ksi) studs at 24" o.c., 10 ft. tall Mid-point bracing (5' o.c.) Nominal axial stud strength, Pn = 8060 lbs. (2008 AISI Manual, Table III-8) Distance from shear center to mid-plane of web, m = 0.663 in. (2008 AISI Manual, Table I-2) •• Wind design pressure = 34 psf
Axially-Loaded Stud Design
Required brace strength (AISI S100 Eq. D3.3-1):
For ASD, divide by 1.5 (2008 AISI Cold-Formed Steel Design Manual, pg. III-54):
(80.6 lbs.)/(1.5) = 54 lbs.
Required brace stiffness (AISI S100 Eq. D3.3-2):
ßbr,1 = 2[4 – (2/n)]Pn/Lb = 2[4 – (2 /1)](8060 lbs.)/(60 in.) = 537 lbs./in.
From Allowable Loads table (page 57) for 6" deep 54 mil stud:
Select SUBH3.25 with Min. fasteners
Allowable brace strength = 275 lbs. > 54 lbs. OK
Brace stiffness = 1130 lbs./in. > 537 lbs./in. OK
Laterally-Loaded Stud Design
Design load tributary to brace:
W = (0.6)(34 psf)(2 ft.)(5 ft.) = 204 lbs. Note: 2012 IBC load combinations for ASD include a factor of 0.6 for wind loads.
Required flange force (AISI S100 Eq. D3.2.1-3):
PL1 = -PL2 = 1.5(m/d)W = (1.5)(0.663 in./6 in.)(204 lbs.) = 33.8 lbs.
Torsional moment:
Mz = PL1d = -PL2d = (33.8 lbs.)(6 in.) = 203 in.-lbs.
From Allowable Loads table (page 57) for 6" deep 54 mil stud:
Select SUBH3.25 with Min. fasteners
Allowable torsional moment = 350 in.-lbs. > 203 in.-lbs. OK
Combined-Loading Check (Pbr,1 /Allowable brace strength) + (Mz /Allowable torsional moment) = (54 lbs./275 lbs.) + (203 in.-lbs./350 in.-lbs.) = 0.78 < 1.0 OK 60
Note: Since bracing design for axially loaded studs depends on the nominal axial stud strength and not the axial design loads, load combinations with maximum wind are critical for interaction check.
C-CFS-15 © 2015 SIMPSON STRONG-TIE COMPANY INC.
Pbr,1 = 0.01Pn = (0.01)(8060 lbs.) = 80.6 lbs.
Bridging and Bracing Connectors
SUBH Bridging Connectors
How to Use Bridging Connector Allowable Load Table
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Lateral lo
Laterally Loaded C-Stud
Bracing force
The tabulated strength and stiffness values are for use with Sections D3.2.1 and D3.3 of the 2007 edition of AISI North American Specification for the Design of Cold-Formed Steel Structural Members (AISI S100-2007) as follows:
al Torsion t momen
Bracing Design for Laterally Loaded C-Studs
Bracing force
Step 1: Calculate required bracing force for each flange using equation D3.2.1-3 Step 2: Multiply result by stud depth to obtain torsional moment epth
Step 3: Select connector with tabulated allowable torsional moment that exceeds torsional moment from Step 2 for the stud depth and gauge required
Stud d
Axial load
Bracing Design for Axially Loaded C-Studs Step 1: Calculate required LRFD brace strength using equation D3.3-1 Step 2: Divide result by 1.5 for ASD design1
Axially Loaded C-Stud
Step 3: Calculate required brace stiffness using equation D3.3-2 Step 4: Select connector with tabulated allowable brace strength that exceeds strength from Step 2 and tabulated brace stiffness that exceeds stiffness from Step 3 for the stud depth and gauge required
rength
Brace st
1. Page III-54 of the 2008 edition of the AISI Cold-Formed Steel Design Manual states that equation D3.3-1 is applicable to LRFD design, and recommends dividing the result by 1.5 for ASD design.
iffness
Brace st
SUBH Bridge Clip Connector – Strength and Stiffness Laterally Loaded C-Stud
C-CFS-15 © 2015 SIMPSON STRONG-TIE COMPANY INC.
Model No.
Stud Depth
LSUBH3.25
3.625
SUBH3.25
3.625
MSUBH3.25
3.625
LSUBH3.25
6.00
SUBH3.25
6.00
MSUBH3.25
6.00
LSUBH3.25
8.00
SUBH3.25
8.00
MSUBH3.25
8.00
Stud Thickness mils (ga.) 33 (20) 43 (18) 54 (16) 33 (20) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 33 (20) 43 (18) 54 (16) 33 (20) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 43 (18) 54 (16) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12)
Axially Loaded C-Stud
Allowable Torsional Moment1 (in.-lbs.)
Allowable Brace Strength1,2 (lbs.)
Min
Max
Min
Max
Min
Max
215 230 225 320 355 420 550 640 670 225 250 265 275 295 350 565 655 690 235 250 255 325 545 635 665
330 370 370 345 430 455 800 860 860 330 395 395 385 525 550 895 925 960 375 375 570 605 890 925 955
155 175 195 230 255 290 435 485 515 120 155 180 110 230 275 385 455 505 135 180 190 250 270 435 545
275 310 345 370 420 475 630 695 770 140 285 330 110 250 415 430 620 765 135 260 190 300 270 455 545
2300 5075 5075 1450 2780 2925 3440 4040 6860 670 1010 1025 605 1050 1130 1630 1860 4070 815 1130 505 895 1025 1400 2465
2685 7585 8100 1985 4035 3975 4015 6145 14265 730 2075 2565 605 1205 1700 1695 2655 4090 815 1130 535 1025 1045 1400 2465
Brace Stiffness3 (lbs./in.)
Code Ref.
160
IP1, L2
160
IP1, L2
160
1. Allowable loads are for use when utilizing Allowable Stress Design methology. For LRFD loads multiply the ASD tabulated values by 1.6. 2. Allowable brace strengths are based on ultimate test load divided by a safety factor. Serviceability limit is not considered, as brace stiffness requirements are given in section D3.3 of AISI S100-2007. Contact Simpson Strong-Tie if nominal brace strength is required. 3. Tabulated stiffness values apply toboth ASD and LRFD designs. 4. Allowable loads consider bridging connection only. It is responsibility of the Designer to verify the strength and serviceability of the framing members. 5. Min. fastener quantity and tabulated values – fill round hole (1 screw total); Max. fastener quantity and tabulated values – fill round and triangle holes (2 screws total).
IP1, L2
57
SUBH Design Tables Lateral Pressure SUBH Bridging Requirements for Studs at 16" o.c.
362S200
362S250
600S162
600S200
600S250
800S162
800S200
800S250
33 (20) 43 (18) 54 (16) 33 (20) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 33 (20) 43 (18) 54 (16) 33 (20) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 33 (20) 43 (18) 54 (16) 33 (20) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 33 (20) 43 (18) 54 (16) 33 (20) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 33 (20) 43 (18) 54 (16) 33 (20) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 33 (20) 43 (18) 54 (16) 33 (20) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 43 (18) 54 (16) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 43 (18) 54 (16) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 43 (18) 54 (16) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12)
Model No.
5 psf to 20 psf 5’ 6’ 7’
4’
LSUBH3.25
Min
8’ Max
25 psf 5’ 6’ 7’
4’ Min
8’
Max
Lateral Pressure and Bracing Distance 30 psf 35 psf 5’ 6’ 7’ 8’ 4’ 5’ 6’ 7’
4’ Min
Max
Max
Min Max
SUBH3.25
Min
Min
Min
4’
5’
40 psf 6’ 7’
8’
Max
4’
5’
50 psf 6’ 7’
8’
Max
Max Max
Min
Max
Min
Max
Max
Min Max Max Max
MSUBH3.25
LSUBH3.25
Min Max
Min
Min
Min Max
Min
Min
Min
Max
Max
Min
Max
Min Max SUBH3.25
Max
Min
Min
Max
Min
Max
Min
Max
Max
Max Min
Min Max
MSUBH3.25
LSUBH3.25
Min
Max
Min
SUBH3.25
Min
Min
Min
Max Max
Max
Min
Max
Max
Min
Min
Min
Max
Max
Min Max Max
Max Min Max
Max
Max Min
Max MSUBH3.25
Min
LSUBH3.25
Min
SUBH3.25
Min
Min
Min
MSUBH3.25
Min
Min
Min
Min
Min Max
Min
Max
Min
Max
Min Max
Min Max
LSUBH3.25
Min
Max
Min
Max
Max SUBH3.25
Min
Min
Max
Min
Min Max
Min
Min
Max
Max Min Max
Min
Max
Min
Max
Min
Max
Max
Min
Max
Min
Min
Min
Max
Min
Min
Max Max
Min
Max Max
Max Max
MSUBH3.25
LSUBH3.25
Min Max
Max
Min
SUBH3.25
Min
Min Max Min
Min Min
Max Min
Min
Max
Min
Max
Min
Max
Min
Min
Max
Max Max
Max
Max
Max MSUBH3.25
Min
LSUBH3.25
Min
Min
Min
Min
Min
SUBH3.25
Min
Min
Min
MSUBH3.25
Min
Min
Min
LSUBH3.25
Min
SUBH3.25
Min
MSUBH3.25
Min
Max
Min
Max
Max Min
Max
Min
Min
Max
Max Max
Min
Min
Max
Min
Max
Min Min
Max
Max Max Min
Max
Max
Min Max
Max
Min
Min
Max
Min
Max
Min
Min
Max
Min
Min
Min Max
Max
Min
Min
Max Max
LSUBH3.25 SUBH3.25
Min
Max Min
Min
Min Min
Max
Max
Min Max
Min
Min
Max
Min
Min
Max Max
Min
Max
Max
Max
Max MSUBH3.25
Min
Min
Min
Min
Max
Min
1. See General Notes on pages 12-16. 2. Tabulated solutions are for ASD lateral pressure. Contact Simpson Strong-Tie for LRFD solutions. 3. Lateral pressure shall be determined based on load combinations of the applicable code. For designs in accordance with the 2009 IBC and earlier, wind pressures are at working stress level and may be used directly. For designs in accordance with the 2012 IBC, wind pressures are at strength level and must be multiplied by 0.6 for ASD load combinations. 4. “Min” designates a solution with the minimum number of fasteners ((1) #10 screw installed in round hole). “Max” designates a solution requiring the maximum number of fasteners ((2) #10 screws; fill both round and triangle holes). Blank areas designate conditions where the SUBH does not offer a solution.
58
8’
Min
Max
Min
Max
C-CFS-15 © 2015 SIMPSON STRONG-TIE COMPANY INC.
362S162
Stud Thickness mils (ga.)
Bridging Distance (ft)
Stud Section
Lateral Pressure (psf)
Bridging and Bracing Connectors
Bridging and Bracing Connectors
SUBH Design Tables Lateral Pressure SUBH Bridging Requirements for Studs at 24" o.c.
362S200
362S250
600S162
C-CFS-15 © 2015 SIMPSON STRONG-TIE COMPANY INC.
600S200
600S250
800S162
800S200
800S250
33 (20) 43 (18) 54 (16) 33 (20) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 33 (20) 43 (18) 54 (16) 33 (20) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 33 (20) 43 (18) 54 (16) 33 (20) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 33 (20) 43 (18) 54 (16) 33 (20) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 33 (20) 43 (18) 54 (16) 33 (20) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 33 (20) 43 (18) 54 (16) 33 (20) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 43 (18) 54 (16) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 43 (18) 54 (16) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12) 43 (18) 54 (16) 43 (18) 54 (16) 54 (16) 68 (14) 97 (12)
Model No.
5 psf to 15 psf 4’ 5’ 6’ 7’ 8’
LSUBH3.25
Max
Min
4’
20 psf 5’ 6’ 7’
Min
8’
4’
Max
Lateral Pressure and Bracing Distance 25 psf 30 psf 35 psf 5’ 6’ 7’ 8’ 4’ 5’ 6’ 7’ 8’ 4’ 5’ 6’ 7’ Max
Max
8’
Min
Min
MSUBH3.25
Min
Min
Max
Min
40 psf 6’ 7’
8’
4’
5’
50 psf 6’ 7’
8’
Max Max
Max
Min
Max
Max
Min
Max Min
Max Min
Max
LSUBH3.25
5’
Max
Min Max SUBH3.25
4’
Min
Max
Max
Min
Max
Min
Max
Min
Max
Min
Max
Min Max
SUBH3.25
Min
Max
Min
Max
Max
Max Min
Min
Max
Max MSUBH3.25
LSUBH3.25
Min
Min
Min
Min
Min
Max
Max
Min
Min
Max
Min
Max
Max
Max Max
SUBH3.25
Max
Min Max Max
Max Min
Max
Max
Max MSUBH3.25
Min
Min
Min
Max LSUBH3.25
Max
Min
Min
Max
Min
SUBH3.25
Max
Min
Min
Min Max
Min
Min
Max
Min
Max
Min
Max Min
Max Min
Max Max
Max
Max
Max Max
Max
Min
Max
Min Max
MSUBH3.25
Min
Min Max
LSUBH3.25
Min
SUBH3.25
Min
Max
Min
Max
Min
Min
Min
Max Min Max
Max
Min
Max
Min
Min
Min
Max
Max Max
Max
Min
Max
Max
Max MSUBH3.25
LSUBH3.25 SUBH3.25
Min
Min
Max
Min Min
MSUBH3.25
Max Min Max
Min
SUBH3.25
Max
Max
Min Max
Min
Min
Max
Min
Max
Min
Min
Min
Min
Max
Min
Min
Max
Max
Min
LSUBH3.25
Min
Min
Max
Min
Max Max Max
Min
Max Max
Min Max
Min Min
Min
Max
Min Min
Max
Max
Max
Min
Max
Max Min
Max Max
Max Max
Min
Max Max
MSUBH3.25 LSUBH3.25
Min
Min Max
Min
SUBH3.25
Max
Min Max
Min
Min
Min
Min Max
Min
Max
Min
Min
Max Max
Max Max
MSUBH3.25 LSUBH3.25 SUBH3.25
Min Min
Min Max Max
Min
Min
Min
Max
Min
Max
Min
Min
Min
Max
Min
Min
Max
Min
Max
Max Max
Max Max
MSUBH3.25
Max Max
Min
Max
Max
Max Max
Min
Min
Min
Min
Min
Max Max
1. See General Notes on pages 12-16. 2. Tabulated solutions are for ASD lateral pressure. Contact Simpson Strong-Tie for LRFD solutions. 3. Lateral pressure shall be determined based on load combinations of the applicable code. For designs in accordance with the 2009 IBC and earlier, wind pressures are at working stress level and may be used directly. For designs in accordance with the 2012 IBC, wind pressures are at strength level and must be multiplied by 0.6 for ASD load combinations. 4. “Min” designates a solution with the minimum number of fasteners ((1) #10 screw installed in round hole). “Max” designates a solution requiring the maximum number of fasteners ((2) #10 screws; fill both round and triangle holes). Blank areas designate conditions where the SUBH does not offer a solution.
Min
Max Max
Min
Max
Min
Max
Bridging Distance (ft)
362S162
Stud Thickness mils (ga.)
Lateral Pressure (psf)
Stud Section
Bridging and Bracing Connectors
Bridging and Bracing Connectors
59
Bridging and Bracing Connectors
Bridging and Bracing Connectors
SUBH Bridging Connectors
Example #1: Curtain-Wall Stud Given •• 2012 IBC (ASCE 7-10 & AISI S100-2007 with Supplement) •• 600S162–43 (33 ksi) studs at 24" o.c. •• 10 ft. tall studs with mid-point bracing (5' o.c.) •• Wind design pressure = 41 psf
Select Connector Using Design Table (page 59)
ASD wind pressure:
p = (0.6)(41 psf) = 24.6 psf
Note: 2012 IBC load combinations for ASD include a factor of 0.6 for wind loads.
For 600S162-43 stud with SUBH3.25 connector, and 25 psf wind pressure with 5 ft. bracing distance:
SUBH3.25 with Min. fasteners
10'
OK
Notes 1. Only lateral load has been included for clarity. Design of curtain wall studs should consider load combinations with vertical load in accordance with the applicable building code (see Example #2). 2. Bridging connector may also be designed using Allowable Loads table on page 57 (see Example #2).
5'
Example #2: Exterior Bearing-Wall Stud Given •• 2012 IBC (ASCE 7-10 & AISI S100-2007 with Supplement) •• 600S162–54 (50 ksi) studs at 24" o.c., 10 ft. tall Mid-point bracing (5' o.c.) Nominal axial stud strength, Pn = 8060 lbs. (2008 AISI Manual, Table III-8) Distance from shear center to mid-plane of web, m = 0.663 in. (2008 AISI Manual, Table I-2) •• Wind design pressure = 34 psf
Axially-Loaded Stud Design
Required brace strength (AISI S100 Eq. D3.3-1):
For ASD, divide by 1.5 (2008 AISI Cold-Formed Steel Design Manual, pg. III-54):
(80.6 lbs.)/(1.5) = 54 lbs.
Required brace stiffness (AISI S100 Eq. D3.3-2):
ßbr,1 = 2[4 – (2/n)]Pn/Lb = 2[4 – (2 /1)](8060 lbs.)/(60 in.) = 537 lbs./in.
From Allowable Loads table (page 57) for 6" deep 54 mil stud:
Select SUBH3.25 with Min. fasteners
Allowable brace strength = 275 lbs. > 54 lbs. OK
Brace stiffness = 1130 lbs./in. > 537 lbs./in. OK
Laterally-Loaded Stud Design
Design load tributary to brace:
W = (0.6)(34 psf)(2 ft.)(5 ft.) = 204 lbs. Note: 2012 IBC load combinations for ASD include a factor of 0.6 for wind loads.
Required flange force (AISI S100 Eq. D3.2.1-3):
PL1 = -PL2 = 1.5(m/d)W = (1.5)(0.663 in./6 in.)(204 lbs.) = 33.8 lbs.
Torsional moment:
Mz = PL1d = -PL2d = (33.8 lbs.)(6 in.) = 203 in.-lbs.
From Allowable Loads table (page 57) for 6" deep 54 mil stud:
Select SUBH3.25 with Min. fasteners
Allowable torsional moment = 350 in.-lbs. > 203 in.-lbs. OK
Combined-Loading Check (Pbr,1 /Allowable brace strength) + (Mz /Allowable torsional moment) = (54 lbs./275 lbs.) + (203 in.-lbs./350 in.-lbs.) = 0.78 < 1.0 OK 60
Note: Since bracing design for axially loaded studs depends on the nominal axial stud strength and not the axial design loads, load combinations with maximum wind are critical for interaction check.
C-CFS-15 © 2015 SIMPSON STRONG-TIE COMPANY INC.
Pbr,1 = 0.01Pn = (0.01)(8060 lbs.) = 80.6 lbs.
