STEELER UNIVERSAL

1-800-275-2279

INCLUDED IN ICC-ES REPORT ESR-2054

EU- 30, EU- 25 *

* EU- 25 is not included in ICC-ES Report ESR-2054

INTRODUCING STEELER Universal Stud

24 mil, 50 ksi

Available sizes:

®

A: 1.625”, 2.50”, 3.50”, 3.625”, 4”, 6” B: 1.25”, 1.375”, 1.50”, 1.625” C: 0.25”, 0.31”, 0.34”

The STEELER Universal 24-mil STUD can be used in most

UL Fire Resistance Assemblies where generic steel studs are

specified. See Table 7 for additional information.

®

Rev. 6/3/2011

HOW YOU SAVE MONEY AND TIME

WITH THE

STEELER UNIVERSAL STUD ICC-

A FAST, MONEY-SAV

COSTS LESS The STEELER UNIVEcontractors and Owners for non-load beframing. The Steeler UNIVERSAL Stutraditional 30 mil (33ksi) steel studs.

SUPERIOR YIELD STRENGTH TUNIVERSAL STUD is made from 50 kproduce a stronger steel stud with signifover the traditional 30 mil material. TheTrack completes the system.

WIDER STUD FLANGES The STEUNIVERSAL STUD has a flange of 1-for easier screw placement and clampingypsum board.

SUPERIOR EASE OF INSTALLATSTEELER UNIVERSAL STUD saves allowing faster framing, is easier to cut,gypsum and reduces screw stripping du24-mil 50 ksi steel.

SUPERIOR ACOUSTICAL PERFOsound resilience due to the thinner steelsatisfaction and overall structure quality

CALL 800

®

ES REPORT ESR-2054

ING

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which alloen installi

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5-2279 11

NATIVE TO 30-mil STUDS

(50ksi) high strength steel stud saves money for teel he

to ngs rsal

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y tall ngth

he STEELER UNIVERSAL STUD provides greater ersus traditional 30-mil) which increases customer

FOR DETAILS

2

General:This booklet is to be used by Engineers, Architects, Contractors, and Professional for specifyingSTEELER INC. products for building components. Building Ocals may nd this booklet usefulfor verifying compliance with local building codes. It is the responsibility of the user that productsspecied are used in accordance with construction standards, specications and local building codes.

Material Specications:STEELER INC. products are cold-formed shaped manufactured from steel coils which meetASTM A653 Grade 33 and 50 Specications. Material thickness range from 18 (0.0179 inches)to 118 mils (0.1180 inches)

Corrosion Protection:STEELER INC. products have protective coating specified as G40, G60 and G90 coating designation.Material thickness from 18 to 30 mils have G40 coating and 33 mils to 118 mils have G60 coating.G90 coating is a special order and is available for most material thicknesses. Other coatings nishesA40, A60, G40 Painted, G60 painted and G40 black paint are available.

Design Specications:STEELER INC. products are designed in accordance with 2007 NASPEC North American Specication

Material Tolerances:STEELER INC. products comply with manufacturing tolerances listed in ASTM C 955 for structuralmembers and ASTM C645 for non-structural framing members.

Product Identication:STEELER INC. products are identied with legible stamps spaced at a maximum of 24 incheson center and located on the web of the framing member in accordance with ASTM C645, C955and A1003 specications.

Product Part Number:STEELER INC. part number follows SSMS product identication. The nal letter of the part numberS=Steeler, A=SSMA distinguishing the two products.

Referenced Documents:The following documents are applicable for the manufacturing and design of STEELER INC. products.

1. AISI, North American Specication for the Design of Cold-Formed Steel Structural Members2001 Edition with 2004 Supplement

2. ASTM A370, Standar d Test Methods and Denitions for Mechanical Testing of Steel Products3. ASTM A1003, Standard Specication for Sheet Steel, Carbon, Metallic and Non-Metallic

Coating for Cold-Formed Framing Members.4. ASTM C645, Standard Specication for Nonstructural Steel Framing Members5. ASTM C754, Standard Specication for Installation of Steel Framing Members to Receive

Screw-Attached Gypsum Panel Products.6. ASTM C955, Standard Specication for Load-Bearing (Transverse and Axial) Steel Studs,

Runners (Tracks), and Bracing or Bridging for Screw Application of Gypsum Panel Productsand Metal Plaster Bases.

7. ASTM C1513, Standard Specication for Steel Tapping Screws for Cold-Formed SteelFraming Connections.

8. AWS D1.3, Structural Welding Code-Sheet Steel, American Welding Society.

DESIGN AND TECHNICAL INFORMATION

for the Design of Cold-Formed Steel Members.

3

Spc

o.c. 1 5 psf

in L/ 120 L/ 180 L/ 240 L/ 36012

162 S125-024 (50ksi) 162412

162 S137-024 (50ksi) 162412

162 S150-024 (50ksi) 162412

162 S162-024 (50ksi) 162412

250 S125-024 (50ksi) 162412

250 S137-024 (50ksi) 162412

250 S150-024 (50ksi) 162412

250 S162-024 (50ksi) 1624

TABLE 1 Non-bearing STEELER 24 mil S-Stud (50 ksi), Limiting Heights, ftID

Def. Coef. =Member

11.01 10.01

Lateral Loading

8.74

Part Number

12.6114.43 12.61 11.45 10.0115.88 13.88 12.61 11.0112.45 10.87 9.88 8.6314.25 12.45 11.31 9.8815.68 13.70 12.45 10.8712.17 10.63 9.66 8.4413.94 12.17 11.06 9.6615.34 13.40 12.17 10.6311.84 10.35 9.40 8.2113.56 11.84 10.76 9.4014.92 13.04 11.84 10.35

10.75 9.39 8.53 7.459.77 8.53 7.75 6.778.53 7.45 6.77 5.92

11.08 9.68 8.79 7.6810.06 8.79 7.99 6.988.79 7.68 6.98 6.10

11.34 9.90 9.00 7.8610.30 9.00 8.17 7.149.00 7.86 7.14 6.24

11.49 10.04 9.12 7.9710.44 9.12 8.29 7.249.12 7.97 7.24 6.33

2412

350 S125-024 (50ksi) 162412

350 S137-024 (50ksi) 162412

350 S150-024 (50ksi) 162412

350 S162-024 (50ksi) 162412

362 S125-024 (50ksi) 162412

362 S137-024 (50ksi) 162412

362 S150-024 (50ksi) 1624

11.01 10.01 8.7412.61

14.4816.5718.2420.8813.1515.0616.5718.9711.4913.1514.4816.01

15.61 14.20 12.90 11.2718.61 16.26 14.77 12.9020.48 17.89 16.26 14.2014.93 13.85 12.58 10.9918.14 15.85 14.40 12.58

17.45 15.85 13.8519.97

19.42 16.97 15.42 13.4717.65 15.42 14.01 12.2414.64 13.47 12.24 10.6919.92 17.40 15.81 13.8118.10 15.81 14.37 12.5515.31 13.81 12.55 10.9620.32 17.75 16.13 14.0918.46 16.13 14.65 12.8015.70 14.09 12.80 11.1820.56 17.96 16.32 14.2518.68 16.32 14.83 12.9515.75 14.25 12.95 11.31

4

Spc

o.c. 1 5 psf

in L/ 120 L/ 180 L/ 240 L/ 360

TABLE 1 Non-bearing STEELER 24 mil S-Stud (50 ksi), Limiting Heights, ftID

Def. Coef. =Member

Lateral Loading

Part Number12

362 S162-024 (50ksi) 162412

400 S125-024 (50ksi) 162412

400 S137-024 (50ksi) 162412

400 S150-024 (50ksi) 162412

400 S162-024 (50ksi) 1624

12600 S125-024 (50ksi) 16

2412

600 S137-024 (50ksi) 162412

600 S150-024 (50ksi) 16

6” STEELER 24 mil S-Studs (50 ksi) are not included in ICC-ES Report # ESR-2054.

14.9817.1518.8721.6013.6115.5817.1519.3211.8913.6114.9815.7815.3617.5819.3522.1513.9515.9717.5820.1312.1913.9515.3616.4915.6417.9019.7022.5514.2116.2617.9020.4912.4114.2115.6416.9115.8218.1119.9322.8114.3716.4518.1120.7312.5514.3715.8216.96

14.6516.7718.4621.1313.3115.2316.7719.1911.6313.3114.6516.06

29.35 25.64 23.29 20.3526.66 23.29 21.16 18.4922.38 20.35 18.49 16.1530.06 26.26 23.86 20.8427.31 23.86 21.68 18.9423.16 20.84 18.94 16.5430.60 26.73 24.29 21.2227.80 24.29 22.07 19.28600 S150-024 (50ksi) 16

2412

600 S162-024 (50ksi) 1624

Notes:1. Limiting heights are calculated values by determining least height from bending and deflection equations.2. Section properties are per 2007 NASPEC, North Americal Specification for cold-formed steel members.3. No reduction in lateral loads are used for bending and deflection limits.4. CFS Version 6.02 by RGS Software Inc. was used to determine member section properties.5. Effective moment of inertia (Ieff) without punchouts at the maximum applied moment was used for determining deflection limits.6. Members are consider fully braced; both flanges are braced by sheathing and therefore no bridging is required by design.7. If sheathing is only on one side, then bridging is required spaced at 48 inches on center.8. This Table also applies for Steeler Slotted N-Studs.9. Limiting heights are base only on stud properties.

27.80 24.29 22.07 19.2823.64 21.22 19.28 16.8430.87 26.97 24.50 21.4028.05 24.50 22.26 19.4523.72 21.40 19.45 16.99

5

Des

ign

Min

Tt

Area

Wt.

Ixrx

Iyry

JC

wr O

XO

Max

oIe

ffIx

eSx

eV

ayAe

inin

in2

lb/ft

in4

inin

4in

10-3

in4

in6

inin

k-in

in4

in4

in3

kin

2

162

S12

5-02

4(5

0ksi

)0.

0247

0.02

350.

108

0.36

70.

0501

0.68

10.

023

0.45

80.

0220

0.01

31.

350

-1.0

71.

334

0.04

740.

041

0.04

50.

160

0.06

3016

2S

137-

024

(50k

si)

0.02

470.

0235

0.11

70.

398

0.05

490.

685

0.03

10.

511

0.02

390.

020

1.50

8-1

.24

1.46

40.

0518

0.04

50.

049

0.16

00.

0691

162

S15

0-02

4(5

0ksi

)0.

0247

0.02

350.

125

0.42

40.

0593

0.68

90.

039

0.55

90.

0255

0.02

71.

648

-1.3

91.

543

0.05

560.

048

0.05

20.

160

0.07

2816

2S

162-

024

(50k

si)

0.02

470.

0235

0.13

10.

445

0.06

320.

695

0.04

70.

601

0.02

670.

032

1.76

7-1

.51

1.55

60.

0579

0.05

00.

052

0.16

00.

0730

250

S12

5-02

4(5

0ksi

)0.

0247

0.02

350.

130

0.44

10.

1327

1.01

20.

026

0.45

10.

0265

0.03

191.

453

-0.9

42.

197

0.12

670.

106

0.07

30.

229

0.06

4725

0S

137-

024

(50k

si)

0.02

470.

0235

0.13

90.

472

0.14

491.

022

0.03

60.

508

0.02

830.

0461

1.58

5-1

.10

2.40

60.

1376

0.11

70.

080

0.22

90.

0708

250

S15

0-02

4(5

0ksi

)0.

0247

0.02

350.

146

0.49

80.

1557

1.03

10.

046

0.55

80.

0299

0.06

071.

705

-1.2

42.

533

0.14

710.

124

0.08

50.

229

0.07

4525

0S

162-

024

(50k

si)

0.02

470.

0235

0.15

30.

519

0.16

511.

040

0.05

50.

602

0.03

110.

0734

1.81

1-1

.35

2.55

10.

1528

0.12

70.

085

0.22

90.

0747

350

S12

5-02

4(5

0ksi

)0.

0247

0.02

350.

154

0.52

50.

2882

1.36

60.

029

0.43

60.

0315

0.06

71.

657

-0.8

33.

216

0.27

940.

225

0.10

70.

274

0.06

5935

0S

137-

024

(50k

si)

0.02

470.

0235

0.16

40.

556

0.31

331.

384

0.04

00.

495

0.03

340.

095

1.76

5-0

.98

3.51

50.

3015

0.24

50.

117

0.27

40.

0720

350

S15

0-02

4(5

0ksi

)0.

0247

0.02

350.

171

0.58

20.

3350

1.39

90.

051

0.54

60.

0349

0.12

31.

866

-1.1

13.

699

0.31

990.

260

0.12

40.

274

0.07

5735

0S

162-

024

(50k

si)

0.02

470.

0235

0.17

70.

603

0.35

371.

4120

0.06

20.

592

0.03

620.

149

1.95

5-1

.22

3.72

20.

3314

0.26

60.

124

0.27

40.

0759

362

S12

5-02

4(5

0ksi

)0.

0247

0.02

350.

157

0.53

50.

3128

1.41

00.

030

0.43

40.

0321

0.07

31.

686

-0.8

23.

345

0.30

380.

243

0.11

20.

283

0.06

6036

2S

137-

024

(50k

si)

0.02

470.

0235

0.16

70.

566

0.33

981.

428

0.04

00.

493

0.03

400.

102

1.79

2-0

.96

3.65

60.

3277

0.26

50.

122

0.28

30.

0721

362

S15

0-02

4(5

0ksi

)0.

0247

0.02

350.

174

0.59

30.

3632

1.44

40.

052

0.54

50.

0356

0.13

31.

891

-1.0

93.

847

0.34

720.

280

0.12

80.

283

0.07

5836

2S

162-

024

(50k

si)

0.02

470.

0235

0.18

00.

614

0.38

321.

457

0.06

30.

590

0.03

680.

161

1.97

8-1

.20

3.87

10.

3596

0.28

70.

129

0.28

30.

0760

400

S12

5-02

4(5

0ksi

)0.

0247

0.02

350.

167

0.56

70.

3941

1.53

80.

030

0.42

80.

0340

0.09

11.

778

-0.7

83.

734

0.38

450.

302

0.12

50.

305

0.06

6340

0S

137-

024

(50k

si)

0.02

470.

0235

0.17

60.

598

0.42

741.

559

0.04

20.

487

0.03

590.

127

1.87

8-0

.93

4.07

80.

4145

0.32

90.

136

0.30

50.

0724

Mem

ber

ID D

esig

natio

n

TAB

LE 2

SE

CTI

ON

PR

OP

ER

TIE

S--S

TEE

LER

24

mil

S-S

tuds

Full

Prop

ertie

sTo

rsio

nal P

rope

rties

Effe

ctiv

e Pr

oper

ties

400

S13

7-02

4(5

0ksi

)0.

0247

0.02

350.

176

0.59

80.

4274

1.55

90.

042

0.48

70.

0359

0.12

71.

878

-0.9

34.

078

0.41

450.

329

0.13

60.

305

0.07

2440

0S

150-

024

(50k

si)

0.02

470.

0235

0.18

40.

624

0.45

601.

576

0.05

30.

539

0.03

750.

165

1.97

0-1

.05

4.29

00.

4375

0.34

80.

143

0.30

50.

0761

400

S16

2-02

4(5

0ksi

)0.

0247

0.02

350.

190

0.64

50.

4804

1.59

10.

065

0.58

50.

0387

0.19

92.

053

-1.1

64.

317

0.45

280.

356

0.14

40.

305

0.07

63

600

S12

5-02

4(5

0ksi

)0.

0247

0.02

350.

217

0.73

71.

0445

2.19

60.

031

0.38

00.

0442

0.22

52.

307

-0.6

07.

516

0.96

390.

866

0.25

10.

288

0.04

5460

0S

137-

024

(50k

si)

0.02

470.

0235

0.22

60.

768

1.12

162.

229

0.04

30.

439

0.04

610.

312

2.38

3-0

.72

8.04

61.

0356

0.92

90.

269

0.28

80.

0514

600

S15

0-02

4(5

0ksi

)0.

0247

0.02

350.

233

0.79

41.

1875

2.25

50.

056

0.49

10.

0476

0.40

12.

453

-0.8

38.

382

1.09

250.

974

0.28

00.

288

0.05

5260

0S

162-

024

(50k

si)

0.02

470.

0235

0.24

00.

815

1.24

272.

277

0.06

90.

536

0.04

890.

487

2.51

5-0

.92

8.43

91.

1217

0.99

40.

282

0.28

80.

0554

Not

e: S

ee n

otes

on

Tabl

e 3

for a

dditi

onal

info

rmat

ion. 6

” STE

ELE

R 2

4 m

il S

-Stu

ds (5

0 ks

i) ar

e no

t inc

lude

d in

ICC

-ES

Rep

ort #

ES

R-2

054.

6

Des

ign

Min

Tt

Area

Wt.

Ixrx

Iyry

JC

wr O

XO

Max

oIx

eSx

e(t)

Vay

Aein

inin

2lb

/ftin

4in

in4

in10

-3 in

4in

6in

ink-

inin

4in

3k

in2

162

T100

-024

(50k

si)

0.02

470.

0235

0.09

00.

305

0.04

60.

714

0.00

90.

323

0.01

80.

005

1.02

6-0

.661

0.97

70.

034

0.03

30.

644

0.04

816

2T1

25-0

24(5

0ksi

)0.

0247

0.02

350.

102

0.34

70.

055

0.73

40.

017

0.41

00.

021

0.00

91.

220

-0.8

841.

016

0.03

70.

034

0.64

40.

048

162

T150

-024

(50k

si)

0.02

470.

0235

0.11

40.

389

0.06

40.

750

0.02

80.

495

0.02

30.

014

1.43

1-1

.113

1.04

60.

039

0.03

50.

644

0.04

825

0T1

00-0

24(5

0ksi

)0.

0247

0.02

350.

111

0.37

90.

116

1.02

10.

011

0.30

90.

023

0.01

21.

209

-0.5

691.

790

0.09

00.

060

0.55

70.

049

250

T125

-024

(50k

si)

0.02

470.

0235

0.12

40.

421

0.13

71.

052

0.02

00.

399

0.02

50.

023

1.36

6-0

.774

1.86

20.

097

0.06

20.

557

0.05

025

0T1

50-0

24(5

0ksi

)0.

0247

0.02

350.

136

0.46

30.

158

1.07

80.

032

0.48

70.

028

0.03

71.

542

-0.9

891.

837

0.10

10.

061

0.55

70.

050

350

T100

-024

(50k

si)

0.02

470.

0235

0.13

60.

463

0.24

91.

353

0.01

20.

292

0.02

80.

027

1.46

9-0

.492

2.58

20.

184

0.08

60.

394

0.05

035

0T1

25-0

24(5

0ksi

)0.

0247

0.02

350.

148

0.50

50.

289

1.39

60.

022

0.38

10.

030

0.04

91.

599

-0.6

802.

574

0.19

30.

086

0.39

40.

051

350

T150

-024

(50k

si)

0.02

470.

0235

0.16

10.

547

0.32

91.

431

0.03

60.

471

0.03

30.

080

1.74

5-0

.880

2.56

70.

201

0.08

60.

394

0.05

136

2T1

00-0

24(5

0ksi

)0.

0247

0.02

350.

139

0.47

30.

270

1.39

30.

012

0.29

00.

028

0.02

91.

503

-0.4

842.

667

0.19

70.

089

0.38

00.

050

362

T125

-024

(50k

si)

0.02

470.

0235

0.15

20.

515

0.31

31.

438

0.02

20.

379

0.03

10.

053

1.63

1-0

.670

2.66

30.

207

0.08

90.

380

0.05

136

2T1

50-0

24(5

0ksi

)0.

0247

0.02

350.

164

0.55

70.

356

1.47

40.

036

0.46

90.

033

0.08

71.

774

-0.8

682.

658

0.21

60.

089

0.38

00.

051

400

T100

-024

(50k

si)

0.02

470.

0235

0.14

80.

505

0.34

01.

514

0.01

20.

284

0.03

00.

036

1.60

8-0

.461

2.73

40.

234

0.09

10.

344

0.05

140

0T1

25-0

24(5

0ksi

)0.

0247

0.02

350.

161

0.54

70.

392

1.56

20.

022

0.37

30.

033

0.06

61.

729

-0.6

422.

930

0.25

40.

098

0.34

40.

051

400

T150

-024

(50k

si)

0.02

470.

0235

0.17

30.

589

0.44

51.

602

0.03

70.

462

0.03

50.

109

1.86

5-0

.835

2.93

20.

264

0.09

80.

344

0.05

1

600

T100

-024

(50k

si)

0.02

470.

0235

0.19

80.

674

0.90

92.

140

0.01

20.

242

0.04

00.

089

2.17

9-0

.326

5.36

30.

661

0.17

90.

280

0.05

5 6

” STE

ELE

R 2

4 m

il T-

Trac

ks (5

0 ks

i) ar

e no

t inc

lude

d in

ICC

-ES

Rep

ort #

ES

R-2

054.

Mem

ber

ID D

esig

natio

n

TAB

LE 3

SE

CTI

ON

PR

OP

ER

TIE

S--S

TEE

LER

24

mil

T-Tr

acks

Full

Prop

ertie

sTo

rsio

nal P

rope

rties

Effe

ctiv

e Pr

oper

ties

600

T125

-024

(50k

si)

0.02

470.

0235

0.21

10.

717

1.02

42.

205

0.02

20.

326

0.04

30.

165

2.27

9-0

.479

5.47

40.

695

0.18

30.

280

0.05

560

0T1

50-0

24(5

0ksi

)0.

0247

0.02

350.

223

0.75

91.

140

2.26

00.

038

0.41

30.

046

0.27

12.

386

-0.6

455.

558

0.72

60.

186

0.28

00.

063

Lege

nd:

Not

es:

Max

o:A

llow

able

mom

ent c

apac

ity1.

Sec

tion

prop

ertie

s ar

e pe

r 200

7 N

AS

PE

C, N

orth

Am

eric

al S

peci

ficat

ion

for c

old-

form

ed s

teel

mem

bers

.Ix

:G

ross

mom

ent o

f ine

rtia

2. S

ectio

n pr

oper

ties

incl

ude

stan

dard

web

pun

chou

ts.

Ixe:

Effe

ctiv

e m

omen

t of i

nerti

a3.

Ste

eler

Slo

tted

Stu

d S

ectio

n P

rope

rties

N-S

tuds

are

the

sam

e as

S-S

tuds

Sxe

(t):

Effe

ctiv

e se

ctio

n pr

oper

ty (t

op)

4. M

inim

um b

ase

met

al th

ickn

ess

equa

ls 9

5% o

f des

ign

thic

knes

s.V

ay:

Allo

wab

le w

eb s

hear

cap

acity

5. F

or s

tand

ard

galv

aniz

ed c

oatin

g of

G40

, add

s 0.

0007

inch

es to

bas

e m

etal

thic

knes

sA

e:E

ffect

ive

area

T:D

esig

n th

ickn

ess

of b

ase

met

al.

t:M

inim

um b

ase

met

al th

ickn

ess

ksi:

kips

per

squ

are

inch

, kip

=100

0 lb

sIe

ff:E

ffect

ive

mom

ent o

f ine

rtia

with

out p

unch

outs

.

7

A B C R T Detail162 S125-024 (50ksi) 1.625 1.250 0.25 0.0814 0.0247 1162 S137-024 (50ksi) 1.625 1.375 0.31 0.0814 0.0247 1162 S150-024 (50ksi) 1.625 1.500 0.34 0.0814 0.0247 1162 S162-024 (50ksi) 1.625 1.625 0.34 0.0814 0.0247 1250 S125-024 (50ksi) 2.500 1.250 0.25 0.0814 0.0247 1250 S137-024 (50ksi) 2.500 1.375 0.31 0.0814 0.0247 1250 S150-024 (50ksi) 2.500 1.500 0.34 0.0814 0.0247 1250 S162-024 (50ksi) 2.500 1.625 0.34 0.0814 0.0247 1350 S125-024 (50ksi) 3.500 1.250 0.25 0.0814 0.0247 1350 S137-024 (50ksi) 3.500 1.375 0.31 0.0814 0.0247 1350 S150-024 (50ksi) 3.500 1.500 0.34 0.0814 0.0247 1350 S162-024 (50ksi) 3.500 1.625 0.34 0.0814 0.0247 1362 S125-024 (50ksi) 3.625 1.250 0.25 0.0814 0.0247 1362 S137-024 (50ksi) 3.625 1.375 0.31 0.0814 0.0247 1362 S150-024 (50ksi) 3.625 1.500 0.34 0.0814 0.0247 1362 S162-024 (50ksi) 3.625 1.625 0.34 0.0814 0.0247 1400 S125-024 (50ksi) 4.000 1.250 0.25 0.0814 0.0247 1400 S137-024 (50ksi) 4.000 1.375 0.31 0.0814 0.0247 1400 S150-024 (50ksi) 4.000 1.500 0.34 0.0814 0.0247 1400 S162-024 (50ksi) 4.000 1.625 0.34 0.0814 0.0247 1

600 S125-024 (50ksi) 6.000 1.250 0.25 0.0814 0.0247 3600 S137-024 (50ksi) 6.000 1.375 0.31 0.0814 0.0247 3600 S150-024 (50ksi) 6.000 1.500 0.34 0.0814 0.0247 3600 S162-024 (50ksi) 6.000 1.625 0.34 0.0814 0.0247 3

MemberID Designation

TABLE 4 STEELER 24 mil S-Stud DimensionsDimensions, in

TABLE 4 STEELER 24 il T T k Di i

6” STEELER 24 mil S-Studs (50 ksi) are not included in ICC-ES Report # ESR-2054.

A B R T Detail162 T100-024 (50ksi) 1.756 1.00 0.0814 0.0247 2162 T125-024 (50ksi) 1.756 1.25 0.0814 0.0247 2162 T150-024 (50ksi) 1.756 1.50 0.0814 0.0247 2250 T100-024 (50ksi) 2.631 1.00 0.0814 0.0247 2250 T125-024 (50ksi) 2.631 1.25 0.0814 0.0247 2250 T150-024 (50ksi) 2.631 1.50 0.0814 0.0247 2350 T100-024 (50ksi) 3.631 1.00 0.0814 0.0247 2350 T125-024 (50ksi) 3.631 1.25 0.0814 0.0247 2350 T150-024 (50ksi) 3.631 1.50 0.0814 0.0247 2362 T100-024 (50ksi) 3.756 1.00 0.0814 0.0247 2362 T125-024 (50ksi) 3.756 1.25 0.0814 0.0247 2362 T150-024 (50ksi) 3.756 1.50 0.0814 0.0247 2400 T100-024 (50ksi) 4.131 1.00 0.0814 0.0247 2400 T125-024 (50ksi) 4.131 1.25 0.0814 0.0247 2400 T150-024 (50ksi) 4.131 1.50 0.0814 0.0247 2

600 T100-024 (50ksi) 6.131 1.00 0.0814 0.0247 4600 T125-024 (50ksi) 6.131 1.25 0.0814 0.0247 4600 T150-024 (50ksi) 6.131 1.50 0.0814 0.0247 4

6” STEELER 24 mil T-Tracks (50 ksi) are not included in ICC-ES Report # ESR-2054.

ID Designation

TABLE 4 STEELER 24 mil T-Track DimensionsDimensions, inMember

8

9

Thick. Fu Design mils ksi T, in Shear Pullout Shear Pullout18 45 0.0188 61 34 65 3824 65 0.0247 132 64 142 7327 45 0.0283 112 51 120 5830 45 0.0312 130 56 139 6433 45 0.0346 152 62 162 7143 45 0.0451 226 81 241 9254 65 0.0566 250 146 333 16768 65 0.0713 250 184 333 21097 65 0.1017 250 262 333 300

118 65 0.1242 250 320 333 366

Notes:1. Above suggested values have been calculated using AISI 2001 Specifications & 2004 Suppement, per Section E4 Screw Connections: Pullout (Eq. E4.4.1-1), Shear (Eq. E4.3.1-1), Safety Factor Ω=3.02. Shear values are base on same thickness of both materials: t1=t2.

Fastener Nominal Tensile Shear Fastener Nominal Tensile Sheardia-tpi Dia., in Pts, lb Pss, lb dia. Dia., in Pts/Ω, lb Pss/Ω, lb6-20 0.140 1285 750 6-20 0.140 428 2508-18 0.160 1545 1000 8-18 0.160 515 33310-16 0.190 1936 1400 10-16 0.190 645 46712-14 0.210 2778 2000 12-14 0.210 926 6671/4-14 0.250 4060 2600 1/4-14 0.250 1353 867

Notes1. Pts, Pss: Mfgr Nom.Tension and Shear Strengths from ITW-Buildex Product Catalog, Teks Self-Drilling Fasteners, page 7

3. Screw Pullout Strengths for #6 & #8 screws are greater in 24-mil (50ksi) steel than in 30-mil material (33ksi).

Example Calculation

Screw Size #6Fu1= 65 ksiFu2= 65 ksi

t1= 0.0247 int2= 0.0247 ind= 0.140 inch Diameter Screw

For ASD, Safety Factor per E4: Ω= 3.00

E4.3.1 Connection Shear Limited by Tilting and BearingPns shalll be taken as the smallest of:Eq. E4.3.1-1: Pns=4.2*(t2

3*d)^0.5*Fu2 = 397 lbs: Pns/Ω= 132 lbsEq. E4.3.1-2: Pns=2.7*t1*d*Fu1 = 608 lbsEq. E4.3.1-3: Pns=2.7*t2*d*Fu2 = 608 lbs

E4.4.1 Pull-OutEq. E4.4.1-1: Pnot=0.85*tc*d*Fu = 191 lbs: Pnot/Ω= 64 lbs

tc= 0.0247 ind= 0.140 in

Fu= 65 ksi

TABLE 5 Screws--Allowable Pull-Out and Shear Values, lbs

Allow. Fastener Values 2.

2. Safety Factor: Ω=3.0

Fastener Nominal Strength Values 1.

#6 Screw #8 Screw

10

&

TABLE 6 Allowable Web Crippling Values, lbsDepth h Design Thick. Fy R Bottom Track Flange Width, N

in in T, in mils psi in 1.00 1.25 1.50 2.001.625 1.419 0.0188 18 33000 0.0843 55 60 64 711.625 1.413 0.0247 24 50000 0.0814 143 155 165 1841.625 1.409 0.0283 27 33000 0.0796 122 132 141 1571.625 1.406 0.0312 30 33000 0.0782 148 159 170 1882.500 2.294 0.0188 18 33000 0.0843 52 56 60 672.500 2.288 0.0247 24 50000 0.0814 136 147 157 1752.500 2.284 0.0283 27 33000 0.0796 117 126 135 1492.500 2.281 0.0312 30 33000 0.0782 141 152 162 1803.500 3.294 0.0188 18 33000 0.0843 49 53 57 643.500 3.288 0.0247 24 50000 0.0814 130 140 150 1673.500 3.284 0.0283 27 33000 0.0796 112 121 129 1433.500 3.281 0.0312 30 33000 0.0782 135 146 156 1733.625 3.419 0.0188 18 33000 0.0843 49 53 57 633.625 3.413 0.0247 24 50000 0.0814 129 139 149 1663.625 3.409 0.0283 27 33000 0.0796 111 120 128 1423.625 3.406 0.0312 30 33000 0.0782 135 145 155 1724.000 3.788 0.0247 24 50000 0.0814 127 137 146 1634.000 3.784 0.0283 27 33000 0.0796 109 118 126 1404.000 3.781 0.0312 30 33000 0.0782 133 143 153 169

6” STEELER 24 mil S-Studs (50 ksi) are not included in ICC-ES Report # ESR-2054.6.000 5.788 0.0247 24 50000 0.0814 117 126 135 1506.000 5.784 0.0283 27 33000 0.0796 102 110 117 1306.000 5.781 0.0312 30 33000 0.0782 124 134 143 158

Notes:1. Tables developed from NASPEC Web Crippling Eq. C3.4.1-1 & Table C3.4.1-2, 1. Tables developed from NASPEC Web Crippling Eq. C3.4.1 1 Table C3.4.1 2, 2. Flanges Fastened to Support3. Depth is outside dimension of Stud, A dimension4. 'h' is the flat dimension of the Stud Web, h=A-2*(T+R)

Coefficients from Table C3.4.1-2Ωw = 1.75 Φ= 90

C CR CN Ch4 0.14 0.35 0.02

Interior Wall Stud Reactions based on 5 psf lateral load, lbsSpacing Stud Heigth, ftin. .C. O 8 10 12 14 16 18 20 22 24

12 20 25 30 35 40 45 50 55 6016 27 33 40 47 53 60 67 73 8024 40 50 60 70 80 90 100 110 120

Notes:1. Interior Partition Wall Loading = 5 psf2. Interior Wall Stud Reactions must be less that Web Crippling Values.3. EXAMPLE Stud Height=24 feet, Reaction=120 lbs, Track Leg=1.00 inch, For 4" depth-24 mil stud: Web Crippling Value=127 lbs>=120 lbs therefore OK

11

Und

erw

riter

s La

bora

torie

s In

c. F

ire R

esis

tanc

e D

irect

ory

Sub

ject

: Sub

stitu

tion

of S

TEE

LER

24-

mil

Stu

ds fo

r UL

Gen

eric

Ste

el S

tuds

If th

e st

reng

th o

f the

ste

el s

tud

is g

reat

er th

an th

e ge

neric

ste

el s

tud

liste

d in

the

UL

Fire

Res

ista

nce

Dire

ctor

y th

en a

stro

nger

stu

d m

ay b

e su

bstit

uted

.Th

e st

reng

th o

f a s

teel

stu

d is

det

erm

ined

by

the

allo

wab

le m

omen

t cap

acity

(Max

o); a

larg

er M

axo

indi

cate

d a

stro

nger

stu

dTh

e Ta

ble

belo

w is

a p

artic

ial l

ist o

f UL

num

bers

sho

win

g th

e se

ctio

n pr

oper

ties

of t

he U

L 25

-MS

G s

tuds

.

A c

ompa

rison

of s

treng

th (M

axo)

con

firm

the

Ste

eler

24-

mil

Stu

d st

rong

er a

nd th

eref

ore

it m

ay b

e su

bstit

uted

for t

he U

L ge

neric

stu

d.

Lip

Des

ign

Min

Yie

ld

UL

Fire

Len.

Tt

Fy

Are

aW

t.Ix

rxIy

ryM

axo

Ixe

Sxe

(t)V

ayA

eN

oR

atin

gin

inin

ksi

in2

lb/ft

in4

inin

4in

k-in

in4

in3

kin

2

U41

12

Hr

250

G12

5-01

8x

0.37

50.

0188

0.01

7933

0.10

30.

351

0.10

551.

010

0.02

30.

476

1.35

50.

093

0.06

90.

131

0.06

20U

412

2 H

r16

2G

125-

018

x0.

250

0.01

880.

0179

330.

082

0.28

00.

0384

0.68

30.

017

0.45

90.

692

0.03

20.

035

0.09

70.

0492

U43

53

Hr o

r 4 H

r16

2G

125-

018

x0.

313

0.01

880.

0179

330.

085

0.28

70.

0390

0.68

00.

019

0.47

00.

764

0.03

40.

039

0.09

70.

0553

U46

51

Hr

362

G12

5-01

8x

0.37

50.

0188

0.01

7933

0.12

50.

423

0.24

921.

415

0.02

70.

462

2.06

40.

214

0.10

40.

163

0.06

29

Lege

nd:

Not

es:

G:

Gen

eric

stu

ds p

er U

L Fi

re R

ated

Wal

l Sys

tem

s1.

Sec

tion

prop

ertie

s ar

e pe

r 200

7 N

AS

PE

C, N

orth

Am

eric

al S

peci

ficat

ion

for c

old-

form

ed s

teel

mem

bers

.Ig

x:Fu

ll or

gro

ss m

omen

t of i

nerti

a2.

Sec

tion

prop

ertie

s in

clud

e st

anda

rd w

eb p

unch

outs

.Ix

e:E

ffect

ive

mom

ent o

f ine

rtia

3. M

inim

um b

ase

met

al th

ickn

ess,

t, e

qual

s 95

% o

f des

ign

thic

knes

s, T

.M

axo:

Allo

wab

le m

omen

t cap

acity

4. M

ater

ial s

treng

th F

y=33

ksi

, Fu=

45 k

si p

er A

STM

A65

3S

xe(t)

:E

ffect

ive

sect

ion

prop

erty

(top

)V

ay:

Allo

wab

le w

eb s

hear

cap

acity

Ae:

Effe

ctiv

e ar

ea

Tabl

e 7

Par

tial C

ompa

risio

n Li

st o

f UL

Num

bers

with

25-

MS

G (1

8-m

il) G

ener

ic W

all S

tuds

UL

Mem

ber

Iden

tific

atio

n

Full

Effe

ctiv

e

12

Now you have several new options to save money and time framing non-bearing walls with the Steeler Universal Stud. The figure above shows the limiting wall heights for both traditional non-load bearing 30 mil studs and the Steeler Universal Stud with 3 different flanges (1-1/2”, 1-3/8”, and 1-1/4”). The Steeler Universal Stud with 1-1/2” flange is nearly equivalent in wall height to the traditional 30 mil stud (16’ 0” compared with 16’ 7”) but costs less, has superior yield strength and allows for easier screw placement and clamping when installing gypsum board due to its wider flange. If your plans allow using Steeler Universal Studs with even smaller flanges (1-3/8” and 1-1/4”) for wall heights less than 15’ 7” or 14’ 8” respectively, you can save even more on material costs compared to traditional 30 mil studs. All Steeler Universal Studs provide superior acoustical performance with greater sound resilience due to the thinner 24 mil high tensile steel used compared to traditional thicker 30 mil steel used for interior non-bearing studs. The Steeler Universal stud is also easier to frame, cut and install gypsum with its higher 57 KSI strength steel. Start with your design plans and specified wall height to determine the appropriate flange width to use with the Steeler Universal Stud to achieve the least cost allowable wall height. Then use the matching Steeler Universal Track to complete the system and save significant time and money on your non-load bearing steel framed walls. Now you have many fast money-saving choices with the range of Steeler Universal Studs as alternatives to traditional drywall 20 gage 30 mil interior studs. The superior sound resilience will also increase customer satisfaction and overall structure quality. For more information please call Steeler, Inc at 800-275-2279, or visit WWW.STEELER.COM

13

INTRODUCING

STEELER EU- 25 Universal Stud 16 mil (33ksi)

®

1414

15

Spc

o.c. 1 5 psfin L/ 120 L/ 180 L/ 240 L/ 36012

162 S125-016 (50ksi) 162412

250 S125-016 (50ksi) 162412

350 S125-016 (50ksi) 162412

362 S125-016 (50ksi) 162412

400 S125-016 (50ksi) 162412

550 S125-016 (50ksi) 162412

600 S125-016 (50ksi) 1624

Design Example for Table:

Given: 362S125-016 CalculateMaxo = 1.549 k-in L = (8*Maxo/w)^0.5 = 12.45 ft

Ixe = 0.2078 in4 L = [(384*E*Ixe)/(120,180,240,360)*DC*5*w)]^(1/3) = 15.99 ftVay = 0.132 k L = 2*Vay/w = 39.72 ft

Load = 5 psf Minimum L = 12.45 ftSpc= 16 in

w= 6.67 plfE= 29500 ksi

L/X, X= 120DC= 1.0 DC=Deflection Coefficient

14.95 14.95 14.95 14.3118.31 18.31 18.31 16.3821.15 21.15 20.64 18.0314.24 14.24 14.24 13.3917.44 17.44 17.44 15.3320.14 20.14 19.31 16.8711.49 11.49 11.49 10.5014.07 14.07 13.75 12.0116.25 16.25 15.14 13.2210.16 10.16 10.16 9.6812.45 12.45 12.45 11.0914.37 14.37 13.97 12.209.97 9.97 9.97 9.4312.21 12.21 12.21 10.8014.09 14.09 13.60 11.888.25 8.25 8.25 7.3210.11 10.11 9.59 8.3811.67 11.62 10.56 9.226.44 6.44 6.03 5.277.88 7.59 6.90 6.039.10 8.36 7.59 6.63

Table for 16 mil (33ksi) STEELER Studs, Limiting Heights, ft Lateral LoadingMember Def. Coef. =

Identification

16

Des

ign

Min

.T

tA

rea

Wt.

Ixrx

Iyry

JC

wr O

X OM

axo

Ieff

Ixe

Sxe

(t)V

ayA

ein

inin

2lb

/ftin

4in

in4

in10

-3 in

4in

6in

ink-

inin

4in

4in

3k

in2

162

S12

5-01

60.

0172

0.01

630.

0771

0.26

200.

0355

0.67

840.

0161

0.45

710.

0076

0.00

881.

3549

-1.0

801

0.62

10.

0334

0.02

920.

0314

0.09

10.

0449

250

S12

5-01

60.

0172

0.01

630.

0921

0.31

320.

0942

1.01

140.

0188

0.45

160.

0091

0.02

201.

4603

-0.9

517

1.02

20.

0897

0.07

530.

0517

0.11

10.

0457

350

S12

5-01

60.

0172

0.01

630.

1093

0.37

160.

2049

1.36

910.

0210

0.43

770.

0108

0.04

671.

6657

-0.8

417

1.49

00.

1921

0.15

850.

0754

0.13

30.

0464

362

S12

5-01

60.

0172

0.01

630.

1115

0.37

890.

2224

1.41

250.

0212

0.43

580.

0110

0.05

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17

Depth h Design Min. Thick. Fy Rin in T, in t, in mils psi in 1.00 1.25 1.50 2.00

1.625 1.444 0.0155 0.0147 15 50000 0.0750 58 64 68 761.625 1.420 0.0172 0.0163 16 33000 0.0852 46 50 54 602.500 2.319 0.0155 0.0147 15 50000 0.0750 55 59 64 712.500 2.295 0.0172 0.0163 16 33000 0.0852 43 47 50 563.500 2.519 0.0155 0.0147 15 50000 0.0750 54 59 63 703.500 3.295 0.0172 0.0163 16 33000 0.0852 41 44 47 533.625 2.644 0.0155 0.0147 15 50000 0.0750 54 58 62 703.625 3.420 0.0172 0.0163 16 33000 0.0852 40 44 47 534.000 3.019 0.0155 0.0147 15 50000 0.0750 52 57 61 684.000 2.995 0.0172 0.0163 16 33000 0.0852 41 45 48 546.000 4.819 0.0155 0.0147 15 50000 0.0750 47 51 55 616.000 4.795 0.0172 0.0163 16 33000 0.0852 38 41 44 49

Notes:1. Tables developed from NASPEC Web Crippling Eq. C3.4.1-1 & Table C3.4.1-2, 2. Flanges Fastened to Support3. Depth is outside dimension of Stud, A dimension4. 'h' is the flat dimension of the Stud Web, h=A-2*(T+R), and with shoulders h=A-2*(T+R)-2*D5. Blanks indicate special web shoulders and web stiffeners are required.

Ww = 1.75 f = 90C CR CN Ch4 0.14 0.35 0.02

Spacingin. O.C. 8 9 10 12 14 16 18 20 22 24

12 20 23 25 30 35 40 45 50 55 6016 27 30 33 40 47 53 60 67 73 8024 40 45 50 60 70 80 90 100 110 120

Notes:1. Interior Partition Wall Loading = 5 psf2. Interior Wall Stud Reactions must be less that Web Crippling Values.3. EXAMPLE Stud Height=12 feet, Spacing 16" oc, Reaction=40 lbs from Table 10a For 4" depth-17 mil stud: Track Leg=1.00 inch, Web Crippling Value=45 lbs>=40 lbs therefore OK

Interior Wall Stud Reactions based on 5 psf lateral load, lbsStud Heigth, ft

Table for Allowable Web Crippling Values, lbsBottom Track Flange Width, N

Coefficients from Table C3.4.1-2

18

Thick. Fu Design Min.mils ksi T, in t, in Shear Pullout Shear Pullout Shear Pullout Shear Pullout Shear Pullout153. 65 0.0155 0.0147 66 40 70 46163. 45 0.0170 0.0162 52 30 56 35173. 45 0.0179 0.0170 56 32 60 3718 45 0.0188 0.0179 61 34 65 38 71 46 74 50 81 6024 65 0.0247 0.0235 132 64 142 7327 45 0.0283 0.0269 112 51 120 58 131 69 137 76 150 9030 45 0.0312 0.0296 130 56 139 64 151 76 159 84 174 9933 45 0.0346 0.0329 152 62 162 71 177 84 186 93 203 11043 45 0.0451 0.0428 226 81 241 92 263 109 277 121 302 14454 65 0.0566 0.0538 250 146 490 167 467 198 562 219 613 26168 65 0.0713 0.0677 250 184 333 210 467 249 667 276 866 32897 65 0.1017 0.0966 250 262 333 300 467 356 667 393 867 468118 65 0.1242 0.1180 250 320 333 366 467 435 667 480 867 572

Notes:1. Above suggested values are calculated using AISI STANDARD NASPEC 2007 Edition per Section E4 Screw Connections: E4.3 Shear, E4.4-1 Pull-Out, Safety Factor Ω=3.02. Shear values are base on same thickness of both materials: T1=T2.3. Thickness outside ASTM C645, Section 4.3, specification limits.

Fastener Nominal Tensile Shear Fastener Nominal Tensile Sheardia-tpi Dia., in Pts Pss dia. Dia., in Pts/Ω Pss/Ω6-20 0.140 1285 750 6-20 0.140 428 2508-18 0.160 1545 1000 8-18 0.160 515 33310-16 0.190 1936 1400 10-16 0.190 645 46712-14 0.210 2778 2000 12-14 0.210 926 6671/4-14 0.250 4060 2600 1/4-14 0.250 1353 867

Notes1. Pts, Pss: Mfgr Nom.Tension and Shear Strengths from ITW-Buildex Product Catalog, Teks Self-Drilling Fasteners, page 6

Table for Allowable Fillet Weld Strength, lbs/inThick. Design Fu/Fxx Nominal ASD Thick. Design Fu dw Nominal ASDmils T, in ksi Pn Pn/Ω mils T, in ksi in Pnov Pnov/Ω

153. 0.0155 65 756 248 153. 0.0155 65 0.250 378 126163. 0.0170 45 574 188 163. 0.0170 45 0.250 287 96173. 0.0183 45 618 203 173. 0.0183 45 0.250 309 10318 0.0188 45 635 208 18 0.0188 45 0.250 317 10624 0.0247 65 1204 395 24 0.0247 65 0.250 602 20127 0.0283 45 955 313 27 0.0283 45 0.250 478 15930 0.0312 45 1053 345 30 0.0312 45 0.250 527 17633 0.0346 45 1168 383 33 0.0346 45 0.3125 730 24343 0.0451 45 1522 499 43 0.0451 45 0.3125 951 31754 0.0566 65 2759 905 54 0.0566 65 0.3125 1725 57568 0.0713 65 3476 1140 68 0.0713 65 0.3125 2172 72497 0.1017 70 3775 1480 97 0.1017 65 0.3125 3099 1033118 0.1242 70 4610 1808 118 0.1242 65 0.3125 3784 1261

Notes: Notes:1. Welds are calculated per AISI Section E2.4 Fillet Welds 1. Pnov=1.5*T*dw*Fu: Eq. E4.4.2-1; Ω=3.0 Pn= Nominal Strength Capacity Pn=0.75*T*L*Fu for T<=0.10: Ω=3.05 (Eq. E2.4-2) 3. Thickness outside ASTM C645, Section 4.3, specification limits. Pn=0.75*tw*L*Fxx for T>0.10: Ω=2.55 (Eq. E2.4-4) L=Length (1 inch) T=Design Thickness; tw=Effective throat 0.707*T, inches Fu=Tensile strength of steel, ksi Fu=Fxx Tensile strength of electrode, ksi2. ASD: Allowable Strength Design3. Thickness outside ASTM C645, Section 4.3, specification limits.

Allow. Fastener Values 2., lbsFastener Nominal Strength Values 1., lbs

Table for Allowable Pull-Over, lbs

2. Safety Factor: Ω=3.0

2. Safety Factor: Ω=3.0

Table for Suggested Allowable Shear and Pull-Out Values for Screws, lbs#6 Screw #8 Screw #10 Screw #12 Screw 1/4 Screw

19

Gap (in) = 0.50 Loading (psf) = 5 Gap (in) = 0.625 Loading (psf) = 5Member Max. Stud Spacing Stud Ht. Member Max. Stud Spacing Stud Ht.

ID Force, lb in ft ID Force, lb in ft35 12 14.01 30 12 12.10

T200-030 35 16 10.51 T225-030 30 16 9.0735 24 7.01 30 24 6.0543 12 17.23 37 12 14.88

T200-033 43 16 12.92 T225-033 37 16 11.1643 24 8.62 37 24 7.4473 12 29.28 63 12 25.28

T200-043 73 16 21.96 T225-043 63 16 18.9673 24 14.64 63 24 12.64

175 12 69.86 151 12 60.33T200-054 175 16 52.40 T225-054 151 16 45.25

175 24 34.93 151 24 30.17

Gap (in) = 0.75 Loading (psf) = 5 Gap (in) = 1.00 Loading (psf) = 5Member Max. Stud Spacing Stud Ht. Member Max. Stud Spacing Stud Ht.

ID Force, lb in ft ID Force, lb in ft27 12 10.82 23 12 9.23

T250-030 27 16 8.12 T300-030 23 16 6.9227 24 5.41 23 24 4.6233 12 13.31 28 12 11.35

T250-033 33 16 9.98 T300-033 28 16 8.5133 24 6.66 28 24 5.6857 12 22.62 48 12 19.29

T250-043 57 16 16.96 T300-043 48 16 14.4757 24 11.31 48 24 9.64

135 12 53.97 115 12 46.03T250-054 135 16 40.48 T300-054 115 16 34.52

135 24 26.99 115 24 23.01

Notes:1. Moment capacity of track single leg: Ma=Pa*e=(Fy*beff*T2)/(SF*6); Safety Factor, SF=5/3 Solve for Pa=T2*Fy*beff/(10*e) or Solve for T: T=[10*P*e/(Fy*beff)]^0.5 (no stress increase for wind)2. Effective Width Equation: beff=Wstud+2*[(e+1.25)/(tan 30)] where e=1.5*Design Gap & Wstud=1.25"3. Ref: Rahman, N.A. March 2003. "Design of Single Deep Leg Track to Accommodate Vertical Deflections." Raleigh, NC: The Steel network, Inc.4. Above Top Deflection Track Thickness are recommended for STEELER Studs and Slotted Studs.

Given: CalculateGap = 0.50 in e=1.5*Gap= 0.75 inWstud = 1.25 in beff = 8.18 inDesign T= 0.0346 in w= 6.67 plfSafety Factor (5/3) = 1.67Fy= 33,000 psiStud spacing = 16 in o.c.Loading = 5 psf

Solve for Pa & Limiting heightMaximum Stud force: Pa=T2*Fy*beff/(10*e) = 43 lbsMaximum Stud height: L=2*Pa/w = 12.92 ft

Design Example for Table:

Table for 2 Inch Deep Leg Top Deflection Track Table for 2.25 Inch Deep Leg Top Deflection Track

Table for 2.50 Inch Deep Leg Top Deflection Track Table for 3.00 Inch Deep Leg Top Deflection Track

20

Member Max. Stud SpacingID Force, lb in 5 10 15 20 25 30

51 12 20.3 10.1 6.8 5.1 4.1 3.4C250-30 51 16 15.2 7.6 5.1 3.8 3.0 2.5

51 24 10.1 5.1 3.4 2.5 2.0 1.762 12 25.0 12.5 8.3 6.2 5.0 4.2

C250-33 62 16 18.7 9.4 6.2 4.7 3.7 3.162 24 12.5 6.2 4.2 3.1 2.5 2.1107 12 42.6 21.3 14.2 10.7 8.5 7.1

C250-43 107 16 32.0 16.0 10.7 8.0 6.4 5.3107 24 21.3 10.7 7.1 5.3 4.3 3.6260 12 60.0 52.0 34.7 26.0 20.8 17.3

C250-54 260 16 60.0 39.0 26.0 19.5 15.6 13.0(50 ksi) 260 24 52.0 26.0 17.3 13.0 10.4 8.7

427 12 60.0 60.0 56.9 42.7 34.2 28.5C250-68 427 16 60.0 60.0 42.7 32.0 25.6 21.3

(50 ksi) 427 24 60.0 42.7 28.5 21.3 17.1 14.2935 12 60.0 60.0 60.0 60.0 60.0 60.0

C250-96 935 16 60.0 60.0 60.0 60.0 56.1 46.7(50 ksi) 935 24 60.0 60.0 60.0 46.7 37.4 31.2

Notes: 1. Max. Stud Force is based on calculation: beff=3.00", e=1.25-T-R, Pn=2*Be*t 2*Fy/(4*e), Pa=2*Pn/SF, SF=1.672. Heights are limited to maximum lengths of 60.0 feet and minimum lengths of 8.00 feet.

Example:Mn=Pn*e/2 : Double Curvature MomentMn=Z*Fy, Z=beff*T^2/4Pn=2*Mn/e=2*Z*Fy/e=2*(beff*T^2)/(4*e)--Nominal strength capacity of one Leg

Given: Gap=0.625, Lateral=10psf, Spacing=16"ocT= 0.0451 in (43 mils) R= 0.0712 inBe= 3.00 in Load= 10.0 psfFy= 33000 psi Spacing= 16.0 in o.c.e= 1.13 in w= 13.3 plfSF= 1.67Calculate: Pn= 89 lbs--Nominal strength capacity of one Leg

Pa=2*Pn/SF= 107 lbs--Allowable capacity of two LegsL=2*Pa/w= 16.0 ft

Lateral wind load applied to stud, psfTable for STEELER C250 Slotted Track C250, Gap=0.625" Height Limits based on Thickness, ft.

21

22

23

24

Earn LEED Certification 2.1 and 2.2 With help from STEELER, INC. metal framing

STEELER, Inc supports the LEED program of the U.S. Green Building Council, which aims to improve the environmental and economic performance of both commercial and residential buildings. The LEED program, which stands for Leadership in Energy and Environmental Design, promotes the use of efficient established or advanced industry principles, practices, materials and standards. Steeler, Inc light gage metal framing products can contribute to achieving project LEED credits in several different areas evaluated for a particular project, including primarily Recycled Content (Credit 4.1 – for 1 point, and Credit 4.2 – for 1 point). Recycled steel used in the fabrication of Steeler cold-formed products complies with the Requirements for Environmental and Recycled Content Materials. Steel supplied for Steeler products contains 25-45% recycled steel, and according to the Steel Recycling Institute (SRI) steel overall is 65-70% recycled. Use of Steeler Inc steel framing products in your projects can help exceed the 10% and 20% goals for the amount of Steel Recycled Content Value based on the LEED formulas for the Materials and Resources Credit 4: Recycled Content. (LEED requires for Credit 4.1 “Use of materials with recycled content such that the sum of the post-consumer recycled content plus ½ of the pre-consumer content constitutes at least 10% of the total value of the materials used in the project.” LEED requires for Credit 4.2, using the same formula, “use of materials with recycled content such that … constitutes at least 20% of the total value of the materials in the project.”) Steeler, Inc. steel framing well exceeds 20% recycled content and can help earn these two Credits. Steel building products that can contribute to earning points towards LEED project certification include light gage steel framing, structural steel framing, steel channels, angles, rebar, steel roofing, siding, decking, doors and sashes, windows, ductwork, pipe, fixtures, steel hardware (e.g., hinges, handles, braces, screws, nails), culverts and drains. Please contact your local Steeler rep for assistance with your next LEED certified project and information on how Steeler CFS products can contribute points towards certification. (Information provided courtesy of The Steel Recycling Institute)

25

Steeler Inc. Lightweight Cold Formed Steel Framing Systems and Drywall Supplies

Steeler, Inc. supplies a full line of cold-rolled structural and non-structural steel framing products and accessories (including custom brake shapes, DWC, CRC, SRC, Slotted Track and Shaftwall systems) for commercial and residential construction. Steeler also distributes a wide range of drywall supplies through its branches across the western US and Canada. These include gypsum board, drywall finishing supplies, insulation, ceiling systems, stucco products, and many high quality fasteners and power tools.

Expedited Custom Orders

Steeler’s customer value advantage is its ability to expedite custom steel orders, from bid submission to manufacturing cold formed steel products to just-in-time deliveries with its own fleet of trucks, hand-stocked from its local branches. Steeler’s manufacturing facilities in Seattle, WA and Newark, CA (in the San Francisco Bay area) can produce over ½ million pounds/day of studs, track, floor joists, shaft wall systems, pony wall supports, slotted track, cold rolled channel, black track, slip track and custom brake shapes up to 32’ long. Steeler is committed to providing superior service and value to meet the project demands of General Contractors and Sub-Contractors all across the Western U.S. and Canada.

Product Innovation

Steeler exclusively offers its revolutionary Slotted Stud deflection solution, and the recently introduced SMOOTH PRODUCTS line. Both of these patented product lines provide significant cost savings in time, labor and material costs on your jobs. Steeler now introduces its Universal Stud line for further savings.

AISI, ASTM and LEED Specifications

Steeler Inc. is affiliated with the National Cold Formed Association, Light Gauge Steel Engineers Association, and is a Lifetime Member of the Association of the Wall and Ceiling Industry. All of Steeler’s framing products are manufactured from steel meeting AISI specifications and ASTM A653 or equivalent. Steeler’s steel and green gypsum products are highly recycled and can help your projects qualify for LEED certification and sustainable green designs. For more information on how Steeler can assist you, please contact your nearest Steeler branch, or call our corporate sales and marketing staff at 800-275-2279 (or you can visit our website at www.steeler.com and see what’s new at Steeler).

26

Brand name products and manufacturers you can rely on.

1-800-275-2279STEELER ® C.H. SHAFT WALL STUDS

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WOLVERINE SAFETY PRODUCTSWOLVERINE SAFETY PRODUCTSSteeler and Steeler, Inc. are registered trademarks of Steeler, Inc. Copyright 2007 Steeler, Inc. All Rights Reserved.All other product names and trademarks are property of their respective owner. June 23, 09

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