fin plate to column flange - lrfd

7/28/2019 Fin Plate to Column Flange - LRFD

1/23

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


2/23


3/23

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


4/23

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


5/23

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


6/23

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


7/23

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


8/23

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


9/23

Column Rows Bolts Gauge Pitch Ext. distance Sum of r2

nc nr n g p r Er

1 2 2 50 50 25.00 1,250.0

1 3 3 50 50 50.00 5,000.0

1 4 4 80 80 120.00 32,000.0

1 5 5 70 70 140.00 49,000.0

1 6 6 75 75 187.50 98,437.5

2 2 4 30 30 21.21 1,800.0

2 3 6 60 60 67.08 19,800.0

2 4 8 70 70 110.68 58,800.0

2 5 10 70 70 144.31 110,250.0

2 6 12 100 75 252.80 366,875.0

3 2 6 30 30 33.54 4,950.0

3 3 9 70 75 102.59 63,150.0

3 4 12 70 75 129.03 118,500.0

3 5 15 70 75 158.82 203,250.0

3 6 18 70 75 190.39 324,750.0

4 2 8 70 75 117.82 66,050.0

4 3 12 70 75 132.50 123,575.0

4 4 16 70 75 153.89 210,500.0

4 5 20 70 75 179.60 336,625.0

4 6 24 100 80 277.31 892,000.05 2 10 150 75 167.71 168,750.0

5 3 15 100 80 188.68 #N/A

5 4 20 100 80 219.32 506,000.0

5 5 25 100 80 256.12 820,000.0

5 6 30 100 80 296.82 1,259,000.0

6 2 12 100 80 206.16

6 3 18 100 80 223.61

6 4 24 100 80 250.00

6 5 30 100 80 282.84

6 6 36 100 80 320.16


10/23

SHEET OF

Designed by: RBP

PROJECT: CLEVELAND CLINIC, ABU DHABI Checked by: KMK

SUBJECT: DESIGN OF CONNECTION DATE:

BEAM TO COLUMN - SHEAR CONNECTION USING FIN PLATE

INPUT DATA TO BE PROVIDED : Connection Identification SC-

Support

D = mm r = mm Weight = kG/m

B = mm D' = mm

tw = mm A = cm2

tf = mm n = mm

Connecting Member

D = mm r = mm Weight = kG/m

B = mm D' = mm

tw = mm A = cm2

tf = mm n = mm

Member End Reactions

UNFactored C = kN T = kN V = kN

C = kN T = kN V = kN

Connection Web

Grade of bolt =

Type of Connection =

Nominal Shear Strength of Bolt Fnv = M Pa

Nominal Tensile Strength of Bolt Fnt = M Pa

Nominal Strength of Weld Electrode material Use minimum E70 Electrode Fw = M Pa

Grade of material -Member = A Plate = AMinimum Tensile Strength -Member Fum = M Pa Plate Fup = M Pa

Minimum Yield Strength -Member Fym = M Pa Plate Fyp = M Pa

Diameter of bolt db = mm

Diameter of bolt hole dbh = mm

Nr of bolt columns nc =

Nr of bolt rows nr =

Spacing of bolt rows (pitch) p = mm

Spacing of bolt columns (gauge) g = mmHorizontal Edge distance for plate Leh,p = mm

Vertical End distance in plate at top Lev,pt = mm

Vertical End distance in plate at bottom Lev,pb = mm

Vertical End distance in member at top Lev,mt = mm

Vertical End distance in member at bottom Lev,mb = mm

Horizontal Edge distance for member Leh,m = mm

Distance between support & Connecting memb (setback) Sb = mm

Thickness of plate tp = mm

Thickness of reinforcement plate (doubler plate) twrp = mmNr of shear planes Ns =

Sum of square of 'r' for the bolt group e r2

= mm2

Minimum Bolt Pretension Tb = kN

Hole Factor for hsc =

Slip factor for m =

Size of weld sw = mm

Lenght of plate = mm Cope depth at top dct = mm

Width of plate = mm Cope depth at bottom dcb = mm

Thickness of plate = mm

EVERSENDAI ENGINEERING LLC

29-Jun-13

201.9

74.3

290

50

50

03

Grade 50

88.5

10

1

5

345

Grade 50

0

0

15

572

0 190

572450

414

Bearing Connection

450

345

285

70

0

A325-X

27

24

620

50

407.6

105.0

Standard Size Holes

94.6

0 0

14.5

9.0

25.0

0

15.2

290.2

374.6

374.7

0

6

Class A N.A.

380.0

190.4

10.0

457.0 10.2

UC 356x368x202

UB 457x191x74

16.5

27.0

257.0

0.0

45

88.5

N.A.

1

49000

1


11/23


12/23


SC-

Safe. Strength of one bolt = > Fb. ( )

Safe. Compression Strength of the plate = > Cw. ( )

Safe. Tensile Strength of the plate = > Tw. ( )

Safe. Compression Strength of the web = > Cw. ( )

Safe. Tensile Strength of the web = > Tw. ( )

Safe. Bearing Strength of the plate per bolt = > Fb. ( )

Safe. Bearing Strength of the web per bolt = > Fb. ( )

Safe. Shear Strength of the plate = > V. ( )

Safe. Shear Strength of the web = > V. ( )

Safe. Block Shear Strength of plate = > V. ( )

Safe. Block Shear Strength of web = > V. ( )

Safe. Axial Block Shear Strength of plate = > Fw,max. ( )

Safe. Axial Block Shear Strength of web = > Fw,max. ( )

Safe. Flexural Strength of the fin plate = > Mf. ( )

Since the beam is not Coped, this check is not required.

N.A. Flexural strength of the coped section = N.A. ( )

Safe. Weld strength for fillet of mm = kN > R. ( )

Interaction Check for Block Shear of plate

Interaction Check for Block Shear of web

Interaction Check for Fin plate

Lenght of plate Lp = mm

Width of plate Wp = mm

Thickness of plate tp = mm

Cope depth at top dnt = mm

Cope depth at bottom dnb = mm

0.57

0.49

0.53

N.A.

N.A.

0.41

kN 0.0

N.A.

N.A.

0.52

0.52

N.A.

184.78 kN

1277.09

kN

0.0

0.0

1179.90

826.875

0.00

0.0

285.0

10.0

17.10

285.0

75.1

285.0

285.0

kN.m.

0.574

75.1140.5 kN

3

kN.m

N.A.

0.23

0.52

kN

75.0

545.84

N.A.

N.A.

kN

586.85 kN

143.52 kN

75.1

kN

285.0

545.40

kN978.1

496.13 kN

0.0

0.41

0.23

6 700.37

380.0

105.0

0.27

0.27

0.0

728.33 kN 0.0

637.27 kN 0.0


13/23

Length of cope c = mmN.A.


14/23

EVERSENDAI ENGINEERING LLC Sheet of

PROJECT Job No Designed by

Date Checked by

SUBJECT Reference

DESIGN OF STEEL WORK CONNECTIONS SC- AISC 13th Edition


Connection identification SC-

Supporting member D1 = mm tw1 = mm r1 = mm

UC 356x368x202 B1 = mm tf1 = mm D'1 = mm

A1 = cm2 n = mm

Supported member D2 = mm tw2 = mm r2 = mm

UB 457x191x74 B2 = mm tf2 = mm D'2 = mmA2 = cm2 n = mm

Member End Actions

UnFactored UnFactored

Compressive force C = kN kN

Tensile force T = kN kN

Shear force V = kN kN

Web connection

Connection details

Grade of bolt = Bearing Connection

Grade of material Rolled sections = A Plates -

Diameter of bolt db =

Diameter of bolt hole dbh =

Area of one nominal bolt Ab =

Effective area of one bolt Abn =

Nr of bolt column nc =

Nr of bolt rows nr =

Nr of bolts n =

Spacing of bolt rows (pitch) p =

Spacing of bolt coumns (gauge) g =

Horizontal Edge distance for plate Leh,p =

Horizontal Edge distance for member Leh,m =

Vertical End distance in plate at top Lev,pt =Vertical End distance in plate at bottom Lev,pb =

Vertical End distance in member at top Lev,mt =

Vertical End distance in member at bottom Lev,mb =

Distance between support & Conn.member Sb = (setback)

Length of plate Lp =

Width of plate Wp =

Thickness of plate tp = ( 1 - mm plate )

Thickness of reinforcement twrp =

Total thickness of web tw =

Least thickness of connected parts t =

Nr of shear planes Ns =

Sum of square of 'r' for the bolt group e r2

=

452.4

mm

16.5

24.0 mm

1

374.6

50.0

374.7

0.0

27.0

1

49000.0

45.0

50.0

5

15.2

290.2

0.0

10.2

407.6

0.0

285.0

0.0

70.0

mm

50.0mmmm

mm380.0

0.0

mm2

5

0.0

457.0

03

257.0

mm2

mm2

25.0

190.0

27.0

572

361.9

mm

10.0

9.0

mm

mm9.0

105.0

mm

mm

mm

mm

mm

88.5 mm

mm15.0

88.5 mm

190.4 14.5

0.0

9.0

03

A325-X

CLEVELAND CLINIC

572A

94.6

10

KMKJun 29, 2013

RBP


15/23



Date Checked by

SUBJECT

Reference

DESIGN OF STEEL WORK CONNECTIONS SC- AISC 13th Edition03

CLEVELAND CLINIC

KMKJun 29, 2013

RBP

Force in web

Due to compressive force C Cw = C

=

Due to tensile force T Tw = T

=

Maximum axial force in web Fw,max =

Vertical shear V =

Shear in bolt due to V Fv = V/n

=

Eccentricity of V about c.g. of bolt group e = Sb+Leh,m+0.5*(nc-1)*g

=

Moment due to eccentricity Me = V*e Since the conneciton is flexible, Moment

= transfered to bolts.

Distance of outermost bolt from cg of b. group r = Sqrt(((nc-1)*g/2)2+((nr-1)*p/2)

2)

=

Sum of square of 'r' for all bolts e r2

=

Vertical shear per bolt due to V FVl = V/n

=

Horizontal shear per bolt due to Fv,max FHl = Fw,max/n

=

Maximum shear in bolt due to Me Fm = Me*r/Er2

=Vertical shear due to Fm FVm = Fm * cosq q =

=

Horizontal shear due to Fm FHm = Fm * sinq

=

Total vertical shear FV =

Total horizontal shear FH =

Resultant shear in bolt Fb =

Check for bolts

Nominal Shear Strength of Bolt Fnv =

Nominal Tensile Strength of Bolt Fnt =

Minimum Bolt Pretension Tb =

Shear Strength of one bolt *Ps = *(Ns*Fnv*Ab) where,

= =

Slip resistance of one bolt

(Slip at required strength level) PSL = N.A.

hsc =

Slip factor m =

Minimum Bolt Pretension Tb =

PSL =

Strength of one bolt *Ps = > Fb. Safe.

0.00

kN

kN

414.0

140.5

0.0

N.A.

1.0

N.A.

kN

140.5

N.A.

57.00

620.0

48.86

kN

kN

kN

48.86

kN

kN

kN

0.00

57.00

kN

M Pa

M Pa

75.07

0.0

kN

kN

kN

kN

48.86

60.0

285.0

49000.0

17.10

kN

N.A.

140.0

mm

kN.m

mm2

mm

kN

kN

57.0

0.0

90

0.75

kN


16/23



Date Checked by

SUBJECT

ReferenceDESIGN OF STEEL WORK CONNECTIONS SC- AISC 13th Edition03

CLEVELAND CLINIC

KMKJun 29, 2013

RBP

( )75.1


17/23



Date Checked by

SUBJECT Reference


CLEVELAND CLINIC

KMKJun 29, 2013

RBP

Check for connected plies

Rolled sections Plates

Grade of material = A Grade 50 = Grade

Minimum Tensile Strength Fum = Fup =

Minimum Yield Strength Fym = Fyp =

Slenderness ratio, KL/r = {K *L*sqrt(12)} / tp where, L = Leh,m + sb

= L = mm

For KL/r < 25, K =

Nominal compressive strength Pn = Fyp*Ag (E3.)

=

For KL/r > 25, Pn = Fcr*Ag

Elastic Buckling Critical Stress Fe =2*E/(KL/r)

2

=

4.71*sqrt(E/Fy) =

Flexural Buckling Stress Fcr = 0.658 (Fy/Fe) * Fy =

=

Compression Strength of the plate = Fcr*Ag

Ag = Lp*tp

=

Nominal compressive strength Pn =

Compressive strength of the plate *Pn = > Cw. Safe.

( )

Tensile Strength of the plate = Lower ( Tensile Yielding, Tensile Rupture)

Tensile Yielding of the plate *Rn = *(Fy*Ag) Where,

= =

Effective net area Ae = U*An < Ag

An = (Lp-nr*dbh)*tp

=

U =

Ae =

Tensile Rupture of the plate*

Rn =*

(Fu*Ae) Where,= =

Tensile Strength of the plate = > Tw. Safe.

( )

Compression Strength of the web *Pn = Limiting to Fy, since uncoped section,

Ag = (D2-dct-dcb)*tw Fcr =

=

Compression Strength of the web *Pn = > Cw. Safe.

( )

Tensile Strength of the web = Lower ( Tensile Yielding, Tensile Rupture)

Tensile Yielding of the web *Rn = *(Fy*Ag) Where,

= =

Effective net area Ae = U*An < Ag

An = (D2-dct-dcb-nr*dbh)*tw

kN

kN

kN

M Pa

1179.90

342.29

1311.00

113.40

10.39

0.0

mm2

0.90

0.0

kN

0.75

345.0

mm2

0.9

kN

0.0

0.5

0.9

3800

345.0

572

2450

1179.90

1300.68

18277.05

450.0

M Pa

kN

2450

mm2

1277.09

1277.1

826.875

1.0

4113

*(Fcr*Ag)

826.875

A 572

450.0 M P

345.0 M P

mm2

kN

M Pa

M Pa

kN

60.0

M Pa


18/23



Date Checked by

SUBJECT


CLEVELAND CLINIC

KMKJun 29, 2013

RBP

= mm2

2898


19/23



Date Checked by

SUBJECTReference


CLEVELAND CLINIC

KMKJun 29, 2013

RBP

U =

Ae =

Tensile Rupture of the web *Rn = *(Fu*Ae) Where,

= =

Tensile Strength of the web = > Tw. Safe.

( )

Bearing Strength of the plate per bolt *Rn

= *(1.5*Lc*t*Fu) Fb. Safe.

( )

Bearing Strength of the web per bolt *Rn = *(1.5*Lc*t*Fu) Fb. Safe.

( )

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

Shear Yielding of the plate *Rn = *(0.6*Fy*Ag) Where,

= =

Net Area subjected to shear Anv = (Lp-nr*dbh)*tp

=

Anv =

Shear Rupture of the plate *Rn = *(0.6*Fu*Anv) Where,

= =

Shear Strength of the plate V p = > V. Safe.

( )

Shear Strength of the web = Lower ( Shear Yielding, Shear Rupture)

Shear Yielding of the web *Rn = *(0.6*Fy*Ag) Where,

= =

Net Area subjected to shear Anv = (D2-dct-dcb-nr*dbh)*tw

=Anv =

Shear Rupture of the web *Rn = *(0.6*Fu*Anv) Where,

= =

Shear Strength of the web V w = > V. Safe.

( )

Block shear strength of Plate *Rn = {(0.6*Fu*Anv+Ubs*Fu * Ant)}* Where,

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

Gross area subject to shear Agv = {(nr-1)*p+Lev,pt} * tp

=

Gross area subject to tension Agt

= {(nc-1)*g+L

eh,p} * t

p=

Net area subject to shear Anv = {(nr-1)*p+Lev,pt+0.5*dbh - nr*dbh} * tp

=

mm2

kN

kN

kN

kN

3300

500

586.85

75.1

75.1

kN

285.0

mm2

mm2

kN

0.75

0.0

285.0

0.75

1.0

0.75

kN

1.0

2085

496.13

2898

496.125

851.4

31.5

2450

36.5

786.6

184.78

143.52

mm2

mm2

kN

2450

586.8

2898

mm2

mm2

kN

978.1

1.0

978.1

KN

2898

0.75

mm2


20/23

EVERSENDAI ENGINEERING LLC Sheet


Date Checked by

SUBJECTReference


CLEVELAND CLINIC

KMKJun 29, 2013

RBP

Net area subject to tension Ant = {(nc-1)*g+Leh,p+0.5*dbh - nc*dbh} * tp

=

Reduction Coefficient for block shear Ubs =

Block shear strength of plate = > V. Safe.

( )

Block shear strength of Beam Web *Rn = {(0.6*Fu*Anv+Ubs*Fu * Ant)}* Where,


Gross area subject to shear Agv = {(nr-1)*p+Lev,mt } * tw

=

Gross area subject to tension Agt = {(nc-1)*g+Leh,m} * tw

=

Net area subject to shear Anv = {(nr-1)*p+Lev,m t+0.5*dbh - nr*dbh} * tw

=

Net area subject to tension Ant = {(nc-1)*g+Leh,m+0.5*dbh - nc*dbh} * tw

=

Block shear strength of beam web = > V. Safe.

( )

Axial Block shear strength of Plate *Rn = {(0.6*Fu*Anv+Ubs*Fu * Ant)}* Where,


Gross area subject to shear Agv = {(nc-1)*g+Leh,p} * tp * 2

=

Gross area subject to tension Agt = {(nr-1)*p} * tp=

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

=

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

=

Reduction Coefficient for block shear Ubs =

Axial Block shear strength of plate = > Fw,max. Safe.

( )

Axial Block shear strength of Beam Web *Rn = {(0.6*Fu*Anv+Ubs*Fu * Ant)}* Where,


Gross area subject to shear Agv = {(nc-1)*g+Leh,m} * tw* 2

=Gross area subject to tension Agt = {(nr-1)*p } * tw

=

Net area subject to shear Anv = {(nc-1)*g+Leh,m+0.5*dbh - nc*dbh} * tw* 2

=

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

=

Axial Block shear strength of beam web = > Fw,max. Safe.

( )

Flexural Strength of the fin plate (F11)

Moment in fin plate Mf =

Plastic section modulus of the fin plate Zf = tp*(Lp2-p

2*nr*(nr

2-1)*dbh/Lp)/4

=

Elastic section modulus of the fin plate Sf = tp*d2/6

=

Yielding Lb*d/t2

0.08*E/Fy , Mn = Mp = Fy Zf < 1.6My

length between point that braced againts Lb = mm

1

3316.5

mm3

kN.m

0.0

mm2

365

kN

kN

mm2

0.0

mm2

285.0

285.0

mm2

256553

17.10

545.84

2223

283.5

mm2

mm2

1

545.40

405

60.0

171035

0.75

1000 mm2

2800 mm2

730 mm2

1720

728.33

0.75

810 mm2

2520 mm2

kN

0.75

567 mm2

1548 mm2

mm3

637.27 kN


21/23



Date Checked by

SUBJECT

Reference


CLEVELAND CLINIC

KMKJun 29, 2013

RBP

twist of cross section

depth of plate d = mm

thickness of plate t = mm

Lb*d/t2

=

Cb =

0.08*E/Fy =

Nominal Flexural Strength, Mn = 345 * 256552.6315 < 1.6My

=

Mn = Mp =

Lateral-Torsional Buckling

0.08*E/Fy < Lb*d/t2 1.9*E/Fy =

1.9*E/Fy =

My = Fy*Sf

=

Nominal Flexural Strength, Mn = Cb*{1.52-0.274(Lb*d/t2)*(Fy/E)}*My < Mp

=

Lb*d/t2

> 1.9*E/Fy

Nominal Flexural Strength, Mn = Fcr Sf < Mp

Fcr = 1.9E*Cb/(Lb*d/t2)

= Mpa

Mn = 1666.667 * 171035.087719298

Nominal Flexural Strength, Mn =

Nominal Flexural Strength, Mn =Flexural strength of fin plate *Mn = > Mf. Safe.

( )

Interaction check for Axial & Moment = (< 1 Safe)

Check for Coped beam

Cope depth at top dct =

Cope depth at bottom dcb =

Cope length c = (Assumed 15mm gap)

Since the beam is not Coped, this check is not required.

Design load V =

Eccentricity about the notched section e =

Moment at the Cope M' =

Depth of beam at coped section ho =

Breadth of flange B2' = =

Area of web at coped section Aw' = tw*ho

=

Area of flange at coped section Af' = tf2*(B2'-tw)

=

Distance of c.g. from soffit of the beam c1 = (Af*tf2/2+Aw*ho/2)/(Af+Aw)

=

M.I. of the coped section I' =

Extreme fibre distance h1 =

Sectional modulus at coped section Snet =

Flexure rupture strength for a beam = Mn /

coped at the top flange or both the =top and bottom flanges Mn = Fum Snet

Nominal rupture strength = #

0.9

cm3

mm

mm

cm4

mm2

2

1101.45

mm

0

228.50

142.2

1.67

mm

mm

kN.m.

285.0

mm2

0.23

59.01 kN.m

75.0083.33

1666.67

kN.m

kN.m

17.10

83.33

10.0

kN.m

kN.m

457.0

2630.3

190.4

380.0

N.A.

N.A.

0.0

0.0

88.51 kN.m

88.51 kN.m

46.4

1

228.0

0.0

88.51

N.A.

mm

mm

mm

kN

4113.0


22/23



Date Checked by

SUBJECT

Reference


CLEVELAND CLINIC

KMKJun 29, 2013

RBP

=

Flexural rupture strength Mn / =

Flexure local buckling strength for a beam = Mn /

coped at the top flange or both the =

top and bottom flanges Mn = Fcr Snet

Nominal rupture strength = #

= Poisson ration, n =

Available buckling stress Fcr = p2

E (tw/h1)2*f*k

for a beam coped at the top flange only 12(1-n^2)

Plate buckling model adjustment factor f = 2c / d when c/d < 1.0 c/d = N.A./457

= 1 + c/d when c/d > 1.0 =f = c/h1 = N.A./228.5

Plate bucking coefficient k = 2.2 (h1/c)^1.65 when c/h1 < 1.0 =

= 2.2 (h1/c) when c/h1 > 1.0

k =

Fcr = For c


23/23



Date Checked by

SUBJECT


CLEVELAND CLINIC

KMKJun 29, 2013

RBP

( )285.00

fin plate to column flange - lrfd

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