UC Bracing Gusset - LRFD

7/28/2019 UC Bracing Gusset - LRFD

1/13

SECTION PROPERTIES

1

Properties for Universal Bea

1 UB 1016x305x4872 UB 1016x305x438

3 UB 1016x305x393

4 UB 1016x305x349

5 UB 1016x305x314

6 UB 1016x305x272

7 UB 1016x305x249

8 UB 1016x305x222

9 UB 914x419x388

10 UB 914x419x343

11 UB 914x305x289

12 UB 914x305x253

13 UB 914x305x22414 UB 914x305x201

15 UB 838x292x226

16 UB 838x292x194

17 UB 838x292x176

18 UB 762x267x197

19 UB 762x267x173

20 UB 762x267x147

21 UB 762x267x134

22 UB 686x254x170

23 UB 686x254x152

24 UB 686x254x140

25 UB 686x254x125

26 UB 610x305x238

27 UB 610x305x179

28 UB 610x305x149

29 UB 610x229x140

30 UB 610x229x125

31 UB 610x229x113

32 UB 610x229x101

33 UB 533x210x122

34 UB 533x210x10935 UB 533x210x101

36 UB 533x210x92

37 UB 533x210x82

38 UB 457x191x98

39 UB 457x191x89

40 UB 457x191x82

41 UB 457x191x74

DesignationSl.

No


2/13

42 UB 457x191x67

43 UB 457x152x82

44 UB 457x152x74

45 UB 457x152x67

46 UB 457x152x60

47 UB 457x152x52

48 UB 406x178x74

49 UB 406x178x67

50 UB 406x178x60

51 UB 406x178x54

52 UB 406x140x46

53 UB 406x140x39

54 UB 356x171x67

55 UB 356x171x57

56 UB 356x171x51

57 UB 356x171x45

58 UB 356x127x39

59 UB 356x127x33

60 UB 356x165x54

61 UB 356x165x46

62 UB 356x165x40

63 UB 305x127x48

64 UB 305x127x42

65 UB 305x127x37

66 UB 305x102x33

67 UB 305x102x28

68 UB 305x102x25

69 UB 254x146x43

70 UB 254x146x37

71 UB 254x146x31

72 UB 254x102x28

73 UB 254x102x25

74 UB 254x102x22

75 UB 203x133x30

76 UB 203x133x25

77 UB 203x102x2378 UB 178x102x19

79 UB 152x89x16

80 UB 127x76x13

Properties for Universal Colu

1 UC 356x406x634


3/13

2 UC 356x406x551

3 UC 356x406x467

4 UC 356x406x393

5 UC 356x406x340

6 UC 356x406x287

7 UC 356x406x235

8 UC 356x368x202

9 UC 356x368x177

10 UC 356x368x153

11 UC 356x368x129

12 UC 305x305x283

13 UC 305x305x240

14 UC 305x305x198

15 UC 305x305x158

16 UC 305x305x137

17 UC 305x305x118

18 UC 305x305x97

19 UC 254x254x16720 UC 254x254x132

21 UC 254x254x107

22 UC 254x254x89

23 UC 254x254x73

24 UC 203x203x86

25 UC 203x203x71

26 UC 203x203x60

27 UC 203x203x52

28 UC 203x203x46

29 UC 152x152x37

30 UC 152x152x30

31 UC 152x152x23

Properties for W sections as

1 W44X335

2 W44X290

3 W44X262

4 W44X230

5 W40X593

6 W40X503

7 W40X431

8 W40X3979 W40X372

10 W40X362

11 W40X324

12 W40X297

13 W40X277

14 W40X249

15 W40X215

16 W40X199


4/13

17 W40X392

18 W40X331

19 W40X327

20 W40X294

21 W40X278

22 W40X264

23 W40X235

24 W40X211

25 W40X183

26 W40X167

27 W40X149

28 W36X800

29 W36X652

30 W36X529

31 W36X487

32 W36X441

33 W36X395

34 W36X361

35 W36X330

36 W36X30237 W36X282

38 W36X262

39 W36X247

40 W36X231

41 W36X256

42 W36X232

43 W36X210

44 W36X194

45 W36X182

46 W36X170

47 W36X160

48 W36X150

49 W36X135

50 W33X387

51 W33X354

52 W33X318

53 W33X291

54 W33X263

55 W33X241

56 W33X221

57 W33X201

58 W33X169

59 W33X152

60 W33X141

61 W33X130

62 W33X118

63 W30X391

64 W30X357

65 W30X326

66 W30X292

67 W30X261

68 W30X235

69 W30X211


5/13

70 W30X191

71 W30X173

72 W30X148

73 W30X132

74 W30X124

75 W30X116

76 W30X108

77 W30X99

78 W30X90

79 W27X539

80 W27X368

81 W27X336

82 W27X307

83 W27X281

84 W27X258

85 W27X235

86 W27X217

87 W27X194

88 W27X178

89 W27X16190 W27X146

91 W27X129

92 W27X114

93 W27X102

94 W27X94

95 W27X84

96 W24X370

97 W24X335

98 W24X306

99 W24X279

100 W24X250

101 W24X229

102 W24X207

103 W24X192

104 W24X176

105 W24X162

106 W24X146

107 W24X131

108 W24X117

109 W24X104

110 W24X103

111 W24X94

112 W24X84

113 W24X76

114 W24X68

115 W24X62116 W24X55

117 W21X201

118 W21X182

119 W21X166

120 W21X147

121 W21X132

122 W21X122


6/13

123 W21X111

124 W21X101

125 W21X93

126 W21X83

127 W21X73

128 W21X68

129 W21X62

130 W21X55

131 W21X48

132 W21X57

133 W21X50

134 W21X44

135 W18x311

136 W18x283

137 W18x258

138 W18x234

139 W18x211

140 W18x192

141 W18X175

142 W18X158143 W18X143

144 W18X130

145 W18X119

146 W18X106

147 W18X97

148 W18X86

149 W18X76

150 W18X71

151 W18X65

152 W18X60

153 W18X55

154 W18X50

155 W18X46

156 W18X40

157 W18X35

158 W16X100

159 W16X89

160 W16X77

161 W16X67

162 W16X57

163 W16X50

164 W16X45

165 W16X40

166 W16X36

167 W16X31

168 W16X26

169 W14X730

170 W14X665

171 W14X605

172 W14X550

173 W14X500

174 W14X455

175 W14X426


7/13

176 W14X398

177 W14X370

178 W14X342

179 W14X311

180 W14X283

181 W14X257

182 W14X233

183 W14X211

184 W14X193

185 W14X176

186 W14X159

187 W14X145

188 W14X132

189 W14X120

190 W14X109

191 W14X99

192 W14X90

193 W14X82

194 W14X74

195 W14X68

196 W14X61197 W14X53

198 W14X48

199 W14X43

200 W14X38

201 W14X34

202 W14X30

203 W14X26

204 W14X22

205 W12X336

206 W12X305

207 W12X279

208 W12X252

209 W12X230

210 W12X210

211 W12X190

212 W12X170

213 W12X152

214 W12X136

215 W12X120

216 W12X106

217 W12X96

218 W12X87

219 W12X79

220 W12X72

221 W12X65

222 W12X58223 W12X53

224 W12X50

225 W12X45

226 W12X40

227 W12X35

228 W12X30

229 W12X26

230 W12X22


8/13

231 W12X19

232 W12X16

233 W12X14

234 W10X112

235 W10X100

236 W10X88

237 W10X77

238 W10X68

239 W10X60

240 W10X54

241 W10X49

242 W10X45

243 W10X39

244 W10X33

245 W10X30

246 W10X26

247 W10X22

248 W10X19

249 W10X17

250 W10X15251 W10X12

252 W8X67

253 W8X58

254 W8X48

255 W8X40

256 W8X35

257 W8X31

258 W8X28

259 W8X24

260 W8X21

261 W8X18

262 W8X15

263 W8X13

264 W8X10

265 W6X25

266 W6X20

267 W6X15

268 W6X16

269 W6X12

270 W6X9

271 W6X8.5

272 W5X19

273 W5X16

274 W4X13


9/13

sheet of

PROJECT Job no Designed by:

CLEVELAND CLINIC- Abu Dhabi Checked by :

SUBJECT Approved by:

DESIGN OF GUSSET CONNECTION Reference : AISC-LRFD 13th

CONNECTION IDENTIFICATION: BFD1A

Bracing Member profile (M1)

D1 = mm r1 = mm Design Capacity - Summary

B1 = mm d1 = mm For Gusset Actual Allowable R

t1 = mm A1 = cm2 Block ShearT1 = mm Wt = kG/m Compression

Tension

Supporting Member (M2) Horizontal Shea

D2 = mm r2 = mm Vertical Shear

B2 = mm d2 = mm

t2 = mm A2 = cm2

T2 = mm Wt = kG/m

Design Input

Grade of bolt =

Shear strength of bolt ps = N/mm2

Ultimate strength of the Gusset plate Fu = N/mm

Yield strength of the Gusset plate Fy = N/mm2

Diameter of bolt d = mmDiameter of bolt hole dbh = mm

No of bolt rows nr = Nos

No of bolt columns nc = NosGusset whitmore length

Edge distance in Gusset plate Lehph = mm wl1 = mm

Pitch distance in the Gusset plate p = mm wl2 = mm

Gauge distance in the Gusset plate g = mm wl3 = mm

Total no bolts n = Nos

Thickness of Gusset plate tg = mm

Max Buckling length of the Gusset plate L = mm

width of the Gusset plate (whitmore section) w = mm (wl1 + wl2 + wl3)

Width of Gusset plate at beam interface Wa = mm

Depth of Gusset plate at column interface Da = mm

Member Forces

Bracing Member profile (M1) UC 356x406x287

Compressive Force C = kN

Tensile Force T = kN

Gusset plate to member M2

Max Horizontal shear force Hb = kN

Max Vertical shear force Vb = kN

(Forces refered from brace connection table)

Gusset plate to column

Max Horizontal shear force Hc = kN

Max Vertical shear force Vc = kN(Forces refered from brace connection table)

Weld Check (for Flange plate to Gusset plate )

Max Axial force to single Flange plate T1/C1 = kN

(Assumed force carried by member Flanges alone)

size of weld s1 = mm

Length of weld in the Flange plate to gusset Lw1 = mm Indicative sketch

(min length measured from Drwg)

Electrode classification number Fexx = N/mm2

Max Axial Forces transfer to Flange and Web

Maxaxial force from brace P = max(T,C)

= kNMax axial force transfer to single Flange alone FF = (Af/A1)*P

= {(399*36.5)/(366*10^2)}*4035

= kN

2683 kN1449 kN

294

394

Weld size

10mm9mm

294

982

1210

482.8

1605.57

4035

16

828

3920 kN2795 kN

1196 kN

3645 kN 4865 kN

4035 kN 4474 kN

834.9

291.7

399.0 290.2

22.6 366.036.5 287.1

UB 838x292x176

EVERSENDAI ENGINEERING LLC

17.8

761.7

224.0

175.9

UC 356x406x287

393.6 15.2

90

2

14.0

18.8

3

50

70

2018

10

360

Date

Flange plate to

Gusset

0

1449

2795

1461

6

4035

3645

331

. .

A325-X

2427

414

450

345

824 kN

b

a1

q

a1

b


10/13

sheet of




DESIGN OF GUSSET CONNECTION Reference : AISC-LRFD 13t


Date

25.4.10

Max axial force transfer to web alone FW = P-2*FF

= 4035-2*1605.57

= kN

Max Tension and Compression Forces to check Gusset plate k

Max Compressive Force C = kN

Max Tensile Force T = kN

50

Block shear Strength of the Gusset plate

Maximum Axial force to web T = kN

nc = nos Gusset Plate

nr = nos

Pitch distance p = mm

Gauge distance g = mm

Edge distance in shear face Leh,ph = mm

Gusset plate thick tg = mm

Ubs =

Yield strength of the plate Fy = N/mm2

Ultimate strength of the plate Fu = N/mm2

Safety Factor f =

Bolt diameter d = mm

dbh = mm

Block shear strength fRn = f{(0.6*Fu*Anv+Ubs*Fu * Ant)}

< f{(0.6*Fy*Agv+Ubs*Fu * Ant)}

Gross area subject to shear Agv = 2*{(nr-1)*g+Leh,ph} * tg

=Gross area subject to tension Agt = {(nc-1)*p} * tg

=

Net area subject to shear Anv = 2*{(nr-1)*g+Leh,p+0.5*dbh-nr*dbh } * tg

=

Net area subject to tension Ant = {(nc-1)*p+dbh - nc*dbh} * tg

=

Rn =

Available Block shear strength fRn = > kN safe Ratio :

Compressive strength of the Gusset Plate

Unsupported Length (between base L = mm kN

of gusset to C/L of top most bolt row)

Slenderness ratio = KL/r

width of the Gusset plate (at whitmore section) w = mm

Moment of Inertia (min) Imin = mm4

Area of Gusset plate (at whitmore section) Ag = mm2

Minimum radius of gyration rmin = (Imin/A)

=

Modulus of Elasticity of steel E = N/mm2

Max Compressive force to Gusset plate C = kN

K =

tg = mm

rmin = mmf =

Fy = N/mm2

Ag = mm2

345

0.5

16

1594.08

4.620.9

982

200000

331

4035

kN

2880 mm2

2544 mm2

824

70

15712

4.62

15712

0.69824

4035

50

16

24

27

0.75

1

345

450

2016 mm2

824

3840 mm

2

3

2

90

70

180

824

4035

335189

1195.56 kN

3645


11/13

sheet of




DESIGN OF GUSSET CONNECTION Reference : AISC-LRFD 13th


Date

25.4.10

KL/r = 0.5*331/4.62

= >

Flexural buckling stress, Fcr = Fy if (KL/r kN safe Ratio :0

Tension capacity of Gusset plate

Applied max Tensile force T = kN

C/S Area of Gusset plate Ag = (491+491)*16

= mm2

Shear lag factor U =

Effective C/S area of Gusset plate Ae = U*An

An = [(491+491)-(3*27)]*16

Ae = mm2

Tensile strength of Gusset plate PT = Lower of (Tensile yielding ,Tensile rupture) Cross section of Guss

Tensile strength of yielding: Rn = Fy*Ag f =

= 345*15712

= kN

fRn = kN

Tensile strength of rupture: Rn = Fu*Ae

Fu = N/mm2

Rn = Fu*Ae f =

= 450*14416

= kN

fRn = kN

Tension capacity of Gusset plate PT = kN > kN Safe Ratio :

Shear Capacity of Gusset Plate to Beam

Shear Strength of the Gusset plate Ps = Lower ( Shear Yielding, Shear Rupture)

Shear Yielding of the Gusset plate, fRn = f(0.6*Fy*Ag) f =

Gross area of gusset subject to shear Ag = 1210*16

= mm2

= (0.6*345*19360)*1

= kN

Shear Rupture of the Gusset plate, fRn = f(0.6*Fu*Anv) f =

Net area of gusset subject to shear Anv = mm2

(For gusset net area and gross area are same, s ince no holes)

= (0.6*450*19360)*0.75

fRn = kN

Shear Strength of Gusset plate Ps = kN > kN Safe Ratio :

0.90

0.7132795

0.75

0.753645

6487.2

4865.4

3920

3920

19360

19360

4008

450

5420.64

4878.576

316.4

4865.4

15712 491 4

3645

113.4

4970.8

14416

1

4035 0.904473.72

1535.9

35.83 25

(Hb)

1.00

0.75


12/13

sheet of




DESIGN OF GUSSET CONNECTION Reference : AISC-LRFD 13th E


Date

25.4.10

Shear Capacity of Gusset Plate to Column

Shear Strength of the Gusset plate Ps = Lower ( Shear Yielding, Shear Rupture)

Shear Yielding of the Gusset plate, fRn = f(0.6*Fy*Ag) f =

Gross area of gusset subject to shear Ag = 828*16

= mm2

= (0.6*345*13248)*1

= kN

Shear Rupture of the Gusset plate, fRn = f(0.6*Fu*Anv) f =

Net area of gusset subject to shear Anv = mm2

(For gusset net area and gross area are same, since no holes)

= (0.6*450*13248)*0.75

fRn = kN

Shear Strength of Gusset plate Ps = kN > kN Safe Ratio :

Local checks for Supporting member M2 (UB 838x292x176)

Check for supported member web yielding

(This check required for Tensile force only)

Yielding capacity for M2web fRn = f(Fy*Wa*t2)

Safety Factor f =

= (345*1210*14)*1

= kN > Vb, Safe

( kN)

Weld Check (for Flange plate to Gusset plate )

Max Axial force to single Flange plate T1/C1 = kN f =

size of weld s1 = mm

Length of weld in the Flange plate to gusset = mm (min length measured from Drwg)

Total Length of weld (4sides) Lw1 =

= mm

Allowable weld stress 0.6FEXX fw = Mpa

Size of weld required s2/f = T1/(0.707*Fw*Lw1)/f

2017.5*10^"3

(0.707*290*1440) /0.75

s2/f = mm < mm Safe Ratio :

(Vc)

1449 0.54

0.75

1.00

0.91

10

109.1

290.00

2683

4*360

5844.30 Ratio:

2018

0.25

1461.00

10

360

0.75

13248

1.0

2683

13248

2742

10

=

1440


13/13

Documents

UC Bracing Gusset - LRFD