Splice Design - LRFD

7/28/2019 Splice Design - LRFD

1/22

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


2/22

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


3/22

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


4/22

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


5/22

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


6/22

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


7/22

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


8/22

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


9/22

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 70 50 70.00 9,800.0

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 70 180 114.02 68,200.0

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 80 188.68 292,000.0

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


10/22

SPLICE CONNECTION

Connection Identification MC 01

INPUT DATA:

Supporting member Weight = kG/mD = mm r = mm Ix = cm Sx = cm

B = mm D' = mm Iy

= cm Sy

= cm

tw = mm n = mm rx = cm Zx = cm

tf = mm A = cm ry = cm Zy = cm

Supported member Weight = kG/mD = mm r = mm Ix = cm Sx = cm

B = mm D' = mm Iy = cm Sy = cm

tw = mm n = mm rx = cm Zx = cm

tf = mm A = cm ry = cm Zy = cm

Member end actions

UNFactored C = kN T = kN Fy = kN My = kN.m

Fz = kN Mz = kN.m

Connection Flange Web

Grade of bolt ( F10T / HSFG / 8.8 ) = =Type of Connection = =

Nominal Shear Strength of Bolt nv = M Pa nv = M Pa

Nominal Tensile Strength of Bolt nt = M Pa nt = M PaNominal Strength of Weld Electrode material w = M Pa w = M Pa

Grade of material -Member = A Plate = A

Minimum 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 db = mmDiameter of bolt hole dbh = mm dbh = mm

Nr of bolt columns nc = nc =Nr of bolt rows nr = nr =Spacing of bolt rows (pitch) p = mm p = mmSpacing of bolt columns (gauge) g2 = mm g = mmSpacing of bolt columns (gauge) g1 = mmSpacing of bolt columns (gauge) g3 = mmHr. edge distance for member plate eh = mm eh = mmVertical End distance in plate at top ev,pt = mm ev,pt = mmVr. End distance in plate at bottom ev,pb = mm ev,pb = mmVertical End distance in member at top ev,mt = mm ev,mt = mmVr. End distance in member at bottom ev,mb = ev,mbSet back Sb = mm Sb = mmThickness of plate tp = mm tp = mmThk. of reinforcement plt. (doubler plt.) tfrp = mm twrp = mmNr of shear planes

s=

s=

Sum of square of 'r' for the bolt group e r = mm2 e r = mm2Minimum Bolt Pretension b = kN b = kNHole Factor for sc = sc =

Slip factor for m = m =

Edge distance for inside plate ei' = mm Depth of top cope =Edge distance for inside plate ei'' = mm Depth of bottom cope =Thickness of inside plate tip = mmWidth of plate wp = mm Depth of plate =Length of plate Lp = mm Length of plate =Thickness of plate (outside & inside) tp = mm Thickness of plate =

UC 356x368x202 201.9

UC 356x368x202 201.9

374.6

374.7

15.2

290.216.527.0

mm

mm

mm

mm

mm24.0

Grade 50

Standard Size Holes

Class B

16

02

374300

6

50

70

12

57.35

Slip Critical ConnectionSlip Critical Connection

3538.0

1264.016.19.6

66260.0

23690.0 3972.01920.0

3972.01264.0

0

0

1920.0

Jun 01, 2010

3538.0

60

0

0

50

0

10.5 0.5

40

57.35

5 5

82.3

82.3

345

780

260

290

24

2

27

6

450

345

4

24

2

27

0

1

290780

16.527.0

16.1

0

0

520

450

257.0

0.0

A490-X

0

257.0

0.0

374.6 15.2 66260.0374.7 290.2 23690.0

572572 Grade 50

520

9.6

A490-X

5820

60

60

360.0

475.0

16.0

257

70

50

290.0

175.0

58800

257

2

16

40

70

10 of 22


11/22

Connection Identification MC 01

FLANGESafe. Capacity of one bolt Pb = > Fb. ( )

Safe. Compression strength of the plate = > Cf,max. ( )Safe. Tensile strength of the plate = > Tf,max. ( )

Safe. Compression strength of the flange = > Cf,max. ( )Safe. Tensile strength of the flange = > Tf,max. ( )

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

Safe. Bearing strength of the flange per bolt = > Fb. ( )

Safe. Block shear strength of the beam flange = > Ff,max. ( )

Safe. Block shear strength of the flange plate = > Ff,max. ( )

Safe Interaction Check for Flange Plate

WEBSafe. Capacity of one bolt Pb = > 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 = > w. ( )Safe. Bearing strength of the plate per bolt = > Fb. ( )Safe. Bearing strength of the web per bolt = > Fb. ( )Safe. Shear strength of the plate p = > V. ( )Safe. Shear strength of the web w = > V. ( )

Safe. Block shear strength of plate = > V. ( )Safe. Block shear strength of beam web = > V. ( )Safe. Axial Block shear strength of plate = > Fw,max. ( )Safe. Axial Block shear strength of beam web = > Fw,max. ( )

Safe. Flexural strength of the fin plate = kN.m > Mf. ( )Safe Interaction Check for Fin PlateSafe Interaction Check for Block shear of Plate

Safe Interaction Check for Block shear of web

1,203.08 0.0

190.9

Jun 01, 2010

N.A.

154.7

0.02024.5 1237.90.61

0.63

2161.08 kN

415.76

1,214.70

N.A.

154.70.37321.98

kNkNkNkN

0.00.0N.A.

N.A. 884.52

1,077.71 0.0N.A.

kNkN

0.0N.A. 105.25

0.55

1474.22569.231

N.A.

246.8 kN

0.84 kN

246.8 kN

2,937.93 kN 0

2291.1

N.A.

2656.8

3,141.30

2291.1

3,658.67 kN

587.76

2291.10

kN

kN

190.9

190.9

kN

kN

kN

N.A.

2291.1

1237.9

4177.44 kN

154.7

0.0

0.862

0.84

0.79

0.32

0.32

0.77

0.86

0.86

0.48

2,902.29

591.30

0.63

kNkN

1237.91,704.04 kN 1237.91,817.64 kN0.68

0.73

0.84

0.46

0.53

11 of 22


12/22

EVERSENDAI ENGINEERING L.L.C Sheet of

PROJECT Job No Designed by

CLEVELAND CLINIC - ABU DHABI

Date Checked by

SUBJECT

ReferenceDESIGN OF STEEL WORK CONNECTIONS AISC - LRFD

SPLICE CONNECTION

Connection identification MC

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

UC 356x368x202 B2 = mm tf2 = mm D'2 = mm

A2 = cm2 n = mm

Member End Actions

Unfactored UNFactored

Compressive force C = kN kN

Tensile force T = kN kN

Shear force FY = kN kN

Bending moment My = kN.m kN.m

Lateral Shear force FZ = kN kN

Bending moment Mz = kN.m kN.m

Web connection

Connection details

Grade of bolt =Grade of material Rolled sections = A Grade 50 Plates - A

Grade 50

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 Columns (gauge) g =

Horizontal Edge distance for member / plate Leh =

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 =

Set back Sb =

Length of plate Lp =

Width of plate Wp =

Thickness of plate tp = ( 2 - mm plates )

Thickness of reinforcement twrp =

Total thickness of web tw =

A490-X

KMK

290.2

15.2

290.2

15.2

24.0

MC

mm

mm

mm

mm

572

mm

mm

mm

mm

0.0

0.0

0.0

01

27.0

0

0.0

352.9

mm

70.0

12

mm

0.0

0.0

0.0

16.5

mm

mm2

mm2

mm

mm

0.0

5820

257.0

01

0

0.0

374.6

175.0

22.5

0.0

4

8

27.0

5820

257.0

82.3

572

82.3

50.0

40.0

70.0

40.0

16.5

6.0

2

5.0

374.7

27.0

452.4

mm

mm

24.0

290.0

374.7

374.6

EVERSENDAI

12 of 22


13/22




Date Checked by

SUBJECT


KMK

MC 01

EVERSENDAI

Least thickness of connected parts t =

Nr of shear planes Ns =

Sum of square of 'r' for the bolt group Er2

=

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 force V =

Shear in bolt due to V Fv = V/n

=

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

=

Moment due to eccentricity Me = V*e

=

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 Er2

=

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

=

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,

= =

90.0 mm

0.0 kN

mm2

352.9

mm

kN

0.0 kN

0.00

1237.9

154.73

0.75

780.0

154.734

kN

kN

M Pa

kN

kN

kN

kN

kN

kN

mm2

mm

kN

kN

520.0

kN257.0

M Pa

22.5

2

58800.0

58800.0

1237.9

0.00

0.00

154.73

kN

0.00

110.7

0.00

kN.m

0.00

0.0

13 of 22


14/22




Date Checked by

SUBJECT


KMK

MC 01

EVERSENDAI

Slip resistance of one bolt

(Slip at required strength level) PSL = Ns*1.13*hsc*m*Tb*0.85

hsc =

Slip factor m =


PSL =

Capacity of one bolt Pb = > Fb. Safe.

( )

Check for connected plies

Rolled sections Plates

Grade of material = A Grade 50 = A Grade 50

Minimum Tensile Strength Fum = Fup =

Minimum Yield Strength Fym = Fyp =

Slenderness ratio, KL/r = K *L *sqrt(12) / tp where, L = (Leh,m + sb)*2

= 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 = p2*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 =

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

( )

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

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

Effective net area Ae = An < 0.85* AgAn = (Lp-nr*dbh)*tp

=

Ae =

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

= =

7830.43

113.40

2401.20

2357.33

338.70

6960

246.8

M Pa

kN

1474.2

110.0

0.5

0.90

kN

M Pa

450.0

4368

2161.08

4368

mm2

mm2

M Pa

345.0 M Pa

572

154.7

246.8

1.0

345.0

572

2161.08

0.50

450.0

15.877

257.0

0.0

0.90

0.75

kN

KN

M Pa

mm2

kN

M Pa

kN

kN

kN

14 of 22


15/22




Date Checked by

SUBJECT


KMK

MC 01

EVERSENDAI

Tensile Strength of the plate = > Tw. Safe.

( )

Compression Strength of the web = Fcr*AgAg = (D2-dct-dcb)*tw

=

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

( )

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

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

= =

Effective net area Ae = An < 0.85* AgAn = (D2-dct-dcb-nr*dbh)*tw

=

Ae =

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

= =

Tensile Strength of the web = > Tw. Safe.

( )

Bearing Strength of the plate per bolt = (1.5*Lc*tp*Fu)* < 3*d*tp*Fu*Where, Lc = mm = > Fb. Safe.

( )

Bearing Strength of the web per bolt = (1.5*Lc*tw*Fu)* < 3*d*tw*Fu*Where, Lc = mm = > Fb. Safe.

( )

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

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

= =

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

=Anv =

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

= =

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

( )

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

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

= =

2617.0

5998.5

26.5

mm2

kN

mm2

2569.231

5998.5

1474.2

kN

36.5

8428.5

321.98

2024.5

2024.5

kN

mm2

KN

4368

884.52

415.76

kN

kN

1440.72

884.52

4368

0.0

0.75

0.90

1237.9

1.0

0.75

kN

kN

154.7

mm2

154.7

1237.9

KN

mm2

kN

0.0

1.01744.7 kN

15 of 22


16/22




Date Checked by

SUBJECT


KMK

MC 01

EVERSENDAI

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

=

Anv =

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

= =

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

( )

Block shear strength of Plate = {(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+Leh} * tp=

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

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

Block shear capacity 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

=


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

( )

kN

mm2

1788.75 mm2

mm2

3732

1,214.70

5998.5

mm2

1214.7

5998.5

0.5

6000 mm2

2880

1908

1,203.08

mm2

mm2

2700 mm2

4450.5

6576.75

mm2

kN

kN

mm2

0.75

0.0

1237.9

0.0

0.75

0.75

0.0

1,077.71

3096

kN

mm2

1

0.75

5760 mm2

5040 mm2

3816 mm2

1817.64 kN

16 of 22


17/22




Date Checked by

SUBJECT


KMK

MC 01

EVERSENDAI

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*(Lp2-p

2*nr*(nr

2-1)*dbh/Lp)/6

=

Yielding Lb*d/t2

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

length between point that braced againts Lb = mm

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 * 340365.517< 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/FyNominal Flexural Strength, Mn = Fcr Sf < Mp

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

= Mpa

Mn = 6861.442 * 226910.344827586

Nominal Flexural Strength, Mn =


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

( )

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

117.43

117.43

78.28

6861.44

kN.m

105.25

24.0

290.0

116.94

kN.m117.43

kN.m

kN.m

1237.9

0.75

kN.m

0.9

0.00

0.00 kN.m

340366 mm3

110.0

0.84

1101.45

5400 mm2

1704.04

226910 mm3

116.94 kN.m

kN.m

55.4

1

46.4

kN

4725 mm2

3577.5

mm22902.5

mm2

17 of 22


18/22




Date Checked by

SUBJECT


KMK

MC 01

EVERSENDAI

Flange connection

Connection details

Grade of bolt =

Grade of material Rolled sections = A Grade 50 Plates - A

Grade 50

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 2 =

Spacing of bolt coumns (gauge) g 1 = g3 =

Vertical End distance in plate at top Lev,pt =

Vr. End distance in plate at bottom Lev,pb =

Vertical End distance in member at top Lev,mt =

Vr. End distance in member at bottom Lev,mb =

Hr. edge distance for member / plate Leh =

End distance in member e''' =

Set back Sb =

Width of plate bp = Width of plate inside bip = mm

Length of plate lp = Thk. of inside plate tip = mm

Thickness of plate tp = ( 2 - mm plates )

Thickness of reinforcement tfrp =

Gross thickness of flange tf =

Least thickness of connected parts t =

Nr of shear planes Ns =

Sum of square of 'r' for the bolt group Er2

=

Force in flanges

Due to compressive force C = C*Af2/A2

=

Due to moment Mz = Mz/ (D2-tf)

=

Due to tensile force T = T*Af2/A2

=

Force in compression flange Cf,max =

Force in tension flange Tf,max =

Maximum axial force in flanges Ff,max =

Horizontal Shear in each bolt FHf = Ff,max/n

=

Eccentricity of Fz about c.g. of bolt group e = Sb+Leh+0.5*(nr-1)*p

=

mm

mm

mm

mm

mm

260.0

27.0

16.0

0.0

360.0

57.4

5.0

A490-X

572

475.0

mm

mm

mm

57.4

mm

kN

mm

70.0

352.9 mm2

2

12

50.0

57.4

50.0

6

60.0

452.4

mm

mm2

24.0

27.0

2291.1

kN

374300.0

0.0

2

27.0

190.9

0.0

2291.1

0.0

0.0

kN

mm

mm

mm

mm

mm

mm

kN

mm2

572

16.0

240

0.0 mm

kN

240.0

kN

mm

16

mm

2291.1

kN

18 of 22


19/22




Date Checked by

SUBJECT


KMK

MC 01

EVERSENDAI

Moment in each flange due to My Mf = My*0.5

=

Moment due to lateral shear Me = Fz*e*0.5

=

Total moment Mf =

Distance of outermost bolt from cg of b. group r = Sqrt((g1+g2/2)2+((nr-1)*p/2)

2)

=

Sum of square of 'r' for all bolts Er2

=

Lateral shear per bolt due to Fz FVl = Fz/(2*n)

=

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

=

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

=

Horizontal shear due to Fm FHm = Fm * sinq

=

Lateral shear due to Fm FLm = Fm * cosq

=

Total horizontal shear FH =

Total lateral shear FL =

Resultant shear in bolt Fb =

Check for bolts

Nominal Shear Strength of Bolt Fnv =

Nominal Tensile Strength of Bolt Fnt =


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

= =

Slip resistance of one bolt

(Slip at required strength level) PSL = Ns*1.13*hsc*m*Tb*0.85

hsc =Slip factor m =Minimum Bolt Pretension Tb =

PSL =

Capacity of one bolt Pb = > Fb. Safe.

( )

Check for connected plies

Rolled sections Plates

Grade of material = A Grade 50 = A Grade 50

Minimum Tensile Strength Fum = Fup =

Minimum Yield Strength Fym = Fyp =

kN

kN

kN

KN

0.00

0.00

190.92

190.922

0.00

0.00

246.8

345.0

780.0

KN

257.0

kN257.0

520.0

352.9

kN

572

1.00.50

246.8

M Pa

0.00

0.00

0.00

kN.m

mm

kN

190.92 kN

572

kN

190.9

M Pa

kN

kN

218.0

374300.0

345.0 M Pa

450.0 M Pa 450.0

M Pa

M Pa

0.75

0.00

mm2

kN.m

kN.m

kN

19 of 22


20/22




Date Checked by

SUBJECT


KMK

MC 01

EVERSENDAI

Slenderness ratio, KL/r = K *L *sqrt(12) / tp where, L = (Leh,m + sb)*2

= 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 = p2*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 = bp*tp + bip*tip

=

Nominal compressive strength Pn =

Compression strength of the plate *Pn = > Cf,max. Safe.

( )

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

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

= =

Effective net area Ae = An < 0.85* AgAn = (bp-nc*dbh)*tp + (bip-nc*dbh)*tip

=

Ae =

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

= =

Tensile strength of the plate = > Tf,max. Safe.

( )

Compression strength of the flange = Fym*Ag

Ag = B2*tf

=

Compression strength of the flange *Pn = > Cf,max. Safe.

( )

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

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

= =

0

0.90

kN

10116.9

M Pa

113.40

0

0.90

2291.1

130.0

kN

2656.8 kN 0.75

3,141.30

3141.3

2656.8

mm2

7872

kN

kN

mm2

kN

2980.8 kN

2,937.93

14.073

3264.36

7872 mm2

0.5

3312.00 kN

0.90

340.04 M Pa

9966.94

9600 mm2

20 of 22


21/22




Date Checked by

SUBJECT


KMK

MC 01

EVERSENDAI

Effective net area Ae = An < 0.85* AgAn = (B2-nc*dbh)*tf2

=

Ae =

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

= =

Tensile Strength of the flange = > Tf,max. Safe.

( )

Bearing Strength of the plate per bolt = (1.5*Lc*tp*Fu)* < (3*d*tp

*Fu

)*

Where, Lc = mm = > Fb. Safe.

( )

Bearing Strength of the flange per bolt = (1.5*Lc*tf*Fu)* < (3*d*tf*Fu)*

Where, Lc = mm = > Fb. Safe.

( )

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


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

Gross area subject to tension Agt = {g1 +g3 +Lev,pt+Lev,pb} * tp=

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

Net area subject to tension Ant = (g1 +g3 +Lev,pt+Lev,pb+dbh - nc*dbh) * tp=


Block shear strength of the flange plate = > Ff,max. Safe.

( )

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


Gross area subject to shear Agv = {(nr-1)*p+Leh}* 2 * tf=

Gross area subject to tension Agt = {g1 +g3 +Lev,mt+Lev,mb} * tf=

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

Net area subject to tension Ant = (g1 +g3 +Lev,mt+Lev,mb+dbh - nc*dbh) * tf=

Block shear strength of the beam flange = > Ff,max. Safe.

( )

3096.9 mm2

14121 mm2

4177.44

22140 mm2

1

0.75

KN

0.75kN

2291.1

mm2

2291.1

2291.1

190.9

190.9

3200.0

0.75

KN

2,902.29

36.5

8599.365

mm2

2902.3

mm2

43.0

8658.9

587.76

591.30 KN

kN

mm2

26240

2336.0

KN

mm2

3,658.67

16736 mm2

2367.9 mm2

21 of 22


22/22




Date Checked by

SUBJECT


KMK

MC 01

EVERSENDAI

Moment capacity of the flange plate y

Moment in flange plate Mf = 37 0 0 36.5

Net section modulus of the flange plate Znet = Iyy-p / xmax tp

Net moment of inertia of the flange plt. Iyy-p = tip

47 0 47 140 46.5 0 46.5

Net section modulus of the flange plate Znet = y

Plastic section modulus of the fin plate Zf =

Elastic section modulus of the fin plate Sf =

Yielding Lb*d/t2

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

length between point that braced againts Lb = mm

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 * 853365.2 < 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 = 2078.632 * 568910.13



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

( )

Interaction check for Axial & Bending of Plate = < 1.0, Safe

233

568910 mm3

0.00 kN.m

853365 mm3

568910.13 mm3

102403824 mm4

130.0

360.0

16.0

kN.m

294.41 kN.m

46.4

294.41

182.8

0.9

253.24 kN.m

1101.4

196.27 kN.m

281.38 kN.m

2078.63

0.00

0.862

294.41 kN.m

281.38 kN.m

1

Splice Design - LRFD

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Transcript of Splice Design - LRFD