UC Bracing Gusset - LRFD

SECTION PROPERTIES1 Sl. No Designation Properties for Universal Beams 1 UB 1016x305x487 2 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 12 13 14 UB 914x305x289 UB 914x305x253 UB 914x305x224 UB 914x305x201 15 UB 838x292x226 16 UB 838x292x194 17 UB 838x292x176 18 19 20 21 UB 762x267x197 UB 762x267x173 UB 762x267x147 UB 762x267x134 22 23 24 25 UB 686x254x170 UB 686x254x152 UB 686x254x140 UB 686x254x125 26 UB 610x305x238 27 UB 610x305x179 28 UB 610x305x149 29 30 31 32 UB 610x229x140 UB 610x229x125 UB 610x229x113 UB 610x229x101 33 34 35 36 37 UB 533x210x122 UB 533x210x109 UB 533x210x101 UB 533x210x92 UB 533x210x82 38 39 40 41 UB 457x191x98 UB 457x191x89 UB 457x191x82 UB 457x191x74 42 UB 457x191x67 43 44 45 46 47 UB 457x152x82 UB 457x152x74 UB 457x152x67 UB 457x152x60 UB 457x152x52 48 49 50 51 UB 406x178x74 UB 406x178x67 UB 406x178x60 UB 406x178x54 52 UB 406x140x46 53 UB 406x140x39 54 55 56 57 UB 356x171x67 UB 356x171x57 UB 356x171x51 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 78 79 80 UB 203x102x23 UB 178x102x19 UB 152x89x16 UB 127x76x13 Properties for Universal Columns 1 UC 356x406x634 . 1 2 3 4 W44X335 W44X290 W44X262 W44X230 5 6 7 8 9 10 11 12 13 14 15 16 W40X593 W40X503 W40X431 W40X397 W40X372 W40X362 W40X324 W40X297 W40X277 W40X249 W40X215 W40X199 .2 3 4 5 6 7 UC 356x406x551 UC 356x406x467 UC 356x406x393 UC 356x406x340 UC 356x406x287 UC 356x406x235 8 9 10 11 UC 356x368x202 UC 356x368x177 UC 356x368x153 UC 356x368x129 12 13 14 15 16 17 18 UC 305x305x283 UC 305x305x240 UC 305x305x198 UC 305x305x158 UC 305x305x137 UC 305x305x118 UC 305x305x97 19 20 21 22 23 UC 254x254x167 UC 254x254x132 UC 254x254x107 UC 254x254x89 UC 254x254x73 24 25 26 27 28 UC 203x203x86 UC 203x203x71 UC 203x203x60 UC 203x203x52 UC 203x203x46 29 UC 152x152x37 30 UC 152x152x30 31 UC 152x152x23 Properties for W sections as per AISC Tabel 1. 17 18 19 20 21 22 23 24 25 26 27 W40X392 W40X331 W40X327 W40X294 W40X278 W40X264 W40X235 W40X211 W40X183 W40X167 W40X149 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 W36X800 W36X652 W36X529 W36X487 W36X441 W36X395 W36X361 W36X330 W36X302 W36X282 W36X262 W36X247 W36X231 W36X256 W36X232 W36X210 W36X194 W36X182 W36X170 W36X160 W36X150 W36X135 50 51 52 53 54 55 56 57 58 59 60 61 62 W33X387 W33X354 W33X318 W33X291 W33X263 W33X241 W33X221 W33X201 W33X169 W33X152 W33X141 W33X130 W33X118 63 64 65 66 67 68 69 W30X391 W30X357 W30X326 W30X292 W30X261 W30X235 W30X211 . 70 71 72 73 74 75 76 77 78 W30X191 W30X173 W30X148 W30X132 W30X124 W30X116 W30X108 W30X99 W30X90 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 W27X539 W27X368 W27X336 W27X307 W27X281 W27X258 W27X235 W27X217 W27X194 W27X178 W27X161 W27X146 W27X129 W27X114 W27X102 W27X94 W27X84 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 W24X370 W24X335 W24X306 W24X279 W24X250 W24X229 W24X207 W24X192 W24X176 W24X162 W24X146 W24X131 W24X117 W24X104 W24X103 W24X94 W24X84 W24X76 W24X68 W24X62 W24X55 117 118 119 120 121 122 W21X201 W21X182 W21X166 W21X147 W21X132 W21X122 . 123 124 125 126 127 128 129 130 131 132 133 134 W21X111 W21X101 W21X93 W21X83 W21X73 W21X68 W21X62 W21X55 W21X48 W21X57 W21X50 W21X44 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 W18x311 W18x283 W18x258 W18x234 W18x211 W18x192 W18X175 W18X158 W18X143 W18X130 W18X119 W18X106 W18X97 W18X86 W18X76 W18X71 W18X65 W18X60 W18X55 W18X50 W18X46 W18X40 W18X35 158 159 160 161 162 163 164 165 166 167 168 W16X100 W16X89 W16X77 W16X67 W16X57 W16X50 W16X45 W16X40 W16X36 W16X31 W16X26 169 170 171 172 173 174 175 W14X730 W14X665 W14X605 W14X550 W14X500 W14X455 W14X426 . 176 177 178 179 180 181 182 183 184 185 186 187 188 189 190 191 192 193 194 195 196 197 198 199 200 201 202 203 204 W14X398 W14X370 W14X342 W14X311 W14X283 W14X257 W14X233 W14X211 W14X193 W14X176 W14X159 W14X145 W14X132 W14X120 W14X109 W14X99 W14X90 W14X82 W14X74 W14X68 W14X61 W14X53 W14X48 W14X43 W14X38 W14X34 W14X30 W14X26 W14X22 205 206 207 208 209 210 211 212 213 214 215 216 217 218 219 220 221 222 223 224 225 226 227 228 229 230 W12X336 W12X305 W12X279 W12X252 W12X230 W12X210 W12X190 W12X170 W12X152 W12X136 W12X120 W12X106 W12X96 W12X87 W12X79 W12X72 W12X65 W12X58 W12X53 W12X50 W12X45 W12X40 W12X35 W12X30 W12X26 W12X22 . 231 232 233 W12X19 W12X16 W12X14 234 235 236 237 238 239 240 241 242 243 244 245 246 247 248 249 250 251 W10X112 W10X100 W10X88 W10X77 W10X68 W10X60 W10X54 W10X49 W10X45 W10X39 W10X33 W10X30 W10X26 W10X22 W10X19 W10X17 W10X15 W10X12 252 253 254 255 256 257 258 259 260 261 262 263 264 W8X67 W8X58 W8X48 W8X40 W8X35 W8X31 W8X28 W8X24 W8X21 W8X18 W8X15 W8X13 W8X10 265 266 267 268 269 270 271 W6X25 W6X20 W6X15 W6X16 W6X12 W6X9 W6X8.5 272 273 274 W5X19 W5X16 W4X13 . 6 399.2 mm A1 (M2) Member Forces Bracing Member profile sheet of Designed by: LSY Checked by : MMS Approved by: AISC-LRFD 13th Edition Job no Date 25.90 0.4.C) = 4035 kN = (Af/A1)*P = {(399*36.EVERSENDAI ENGINEERING LLC PROJECT CLEVELAND CLINIC.57 kN Indicative sketch mm mm 0.8 mm = 761.Summary For Gusset Actual Block Shear 824 kN Compression 4035 kN Tension 3645 kN Horizontal Shear 2795 kN 366.2 mm = 290.0 cm2 175.91 .10 Reference : N/mm2 = max(T.8 r1 d1 mm mm mm mm = Wt = Design Capacity .0 cm2 287.5)/(366*10^2)}*4035 = 1605.7 14.54 Weld size Diameter of bolt Diameter of bolt hole No of bolt rows No of bolt columns (M1) BFD1A UC 356x406x287 = 15.9 291.69 0.0 t1 = T1 = 22.5 Supporting Member D2 = B2 = t2 = T2 = 834.7 mm = 224.Abu Dhabi SUBJECT DESIGN OF GUSSET CONNECTION CONNECTION IDENTIFICATION: Bracing Member profile D1 = B1 = (M1) 393.8 Ratio 0.6 36.0 18.75 0.71 0.9 kG/m Wt = r2 d2 A2 mm mm mm mm Design Input Grade of bolt Shear strength of bolt Ultimate strength of the Gusset plate Yield strength of the Gusset plate = ps = Fu = Fy = Vertical Shear Flange plate to Gusset 1449 kN 2683 kN 9mm = = = = 24 27 2 3 mm mm Nos Nos Edge distance in Gusset plate Lehph = 50 mm Pitch distance in the Gusset plate Gauge distance in the Gusset plate Total no bolts Thickness of Gusset plate p g n tg = = = = 90 70 6 16 mm mm Nos mm Max Buckling length of the Gusset plate width of the Gusset plate (whitmore section) Width of Gusset plate at beam interface Depth of Gusset plate at column interface L w Wa Da = = = = 331 982 1210 828 mm mm mm mm Gusset whitmore length wl1 = 294 mm wl2 = wl3 = 394 294 (wl1 + wl2 + wl3) UC 356x406x287 = 4035 = 3645 kN kN Gusset plate to member M2 Max Horizontal shear force Max Vertical shear force Gusset plate to column Max Horizontal shear force Max Vertical shear force Hb = 2795 kN Vb = 1461 kN (Forces refered from brace connection table) b b C T q Hc = 0 kN Vc = 1449 kN (Forces refered from brace connection table) a1 a1 Weld Check (for Flange plate to Gusset plate ) Max Axial force to single Flange plate T1/C1 = 2018 (Assumed force carried by member Flanges alone) size of weld s1 = 10 Length of weld in the Flange plate to gusset Lw1 = 360 kN mm mm (min length measured from Drwg) Electrode classification number Fexx Max Axial Forces transfer to Flange and Web Maxaxial force from brace Max axial force transfer to single Flange alone P FF 10mm A325-X N/mm2 414 2 N/mm 450 N/mm2 345 d dbh nr nc Compressive Force Tensile Force Allowable 1196 kN 4474 kN 4865 kN 3920 kN = 482.1 kG/m UB 838x292x176 = 17. 10 Reference : FW = P-2*FF = 4035-2*1605.p+0.nc*dbh} * tg Rn = = fRn = Block shear strength Net area subject to shear Net area subject to tension Available Block shear strength 2016 mm2 1594.ph 824 kN Gusset Plate Gusset plate thick tg = 16 Yield strength of the plate Ultimate strength of the plate Ubs Fy Fu = = = 1 2 345 N/mm 2 450 N/mm f d dbh = = = 0.56 kN > 824 kN safe Ratio Compressive strength of the Gusset Plate Unsupported Length (between base of gusset to C/L of top most bolt row) L Slenderness ratio width of the Gusset plate (at whitmore section) w Moment of Inertia (min) Imin Area of Gusset plate (at whitmore section) Ag Minimum radius of gyration rmin = 331 mm = = = = = mm 4 mm mm2 KL/r 982 335189 15712 √(Imin/A) θ = 4.75 24 mm 27 mm Safety Factor Bolt diameter fRn Gross area subject to shear Agv = f{(0.62 200000 N/mm2 Modulus of Elasticity of steel E = Max Compressive force to Gusset plate C = K tg rmin = 0.ph} * tg Gross area subject to tension Agt = 3840 mm2 = {(nc-1)*p} * tg Anv = 2880 mm2 = 2*{(nr-1)*g+Leh.5*dbh-nr*dbh } * tg Ant = 2544 mm2 = {(nc-1)*p+dbh .5 = 16 = 4.57 = 824 kN Max Tension and Compression Forces to check Gusset plate 824 kN Max Compressive Force C = 4035 kN Max Tensile Force T = 3645 kN 180 50 Block shear Strength of the Gusset plate Maximum Axial force to web 70 T = nc nr = = 3 2 nos nos Pitch distance p = 90 mm Gauge distance Edge distance in shear face g = = 70 50 mm mm mm Leh.6*Fy*Agv +Ubs*Fu * Ant)} = 2*{(nr-1)*g+Leh.69 .EVERSENDAI ENGINEERING LLC PROJECT CLEVELAND CLINIC.6*Fu*Anv +Ubs*Fu * Ant)} < f{(0.9 Fy Ag = 345 = 15712 4035 4035 kN kN mm mm N/mm2 mm2 : 0.08 kN 1195.Abu Dhabi SUBJECT DESIGN OF GUSSET CONNECTION Max axial force transfer to web alone sheet of Designed by: LSY Checked by : MMS Approved by: AISC-LRFD 13th Edition Job no Date 25.4.62 f = 0. 8 kN = 4970.37*15712 Compressive strength of Gusset plate fPn fPn = 4970. Fe 4.5*331/4.71sqrt(E/Fy) 2 = *E/(KL/r) = 3.14^2*200000/(35.75 = Lower ( Shear Yielding.90 fRn Rn Fu Rn = = = = = = 345*15712 5420. Net area of gusset subject to shear Anv = 4008 kN = f(0.576 kN Fu*Ae N/mm2 450 16 Fu*Ae f = 0.4.75 = 3920 kN = 3920 kN fRn f = 0.4 kN kN kN > Safe Ratio : 0.6*Fu*Anv) mm2 = 19360 Shear Strength of Gusset plate fRn Ps = (0.62 35.10 Reference : KL/r Flexural buckling stress.83)^2 = 1535. Shear Rupture) = f(0.9 = 4473.6*Fy*Ag) f = 1.Abu Dhabi SUBJECT DESIGN OF GUSSET CONNECTION sheet of Designed by: LSY Checked by : MMS Approved by: AISC-LRFD 13th Edition Job no Date 25.877 Fe 2 25 if (KL/r <= 25) if (KL/r <= 4.Tensile rupture) Fy*Ag f = 0.71sqrt(E/Fy) if (KL/r > 4.658^(Fy/Fe))*Fy 0. since no holes) > 2795 (Hb) kN Safe Ratio : 0.72 kN > 4035 kN safe Ratio : 0.64 kN 4878.75 (For gusset net area and gross area are same.75 3645 kN 491 491 0 Cross section of Gusset plate = 450*14416 Tension capacity of Gusset plate Shear Capacity of Gusset Plate to Beam Shear Strength of the Gusset plate Shear Yielding of the Gusset plate.71*sqrt(E/Fy) Flexural buckling stress.6*345*19360)*1 Shear Rupture of the Gusset plate. Fcr Fcr Fcr Elastic critical buckling stress.6*450*19360)*0.2 = 4865.71*sqrt(200000/345) = 113.713 .4 = 316.83 > Fy (0.4 = 4865. Compressive strength of the Gusset Plate Fcr Pn = = = = = 0.EVERSENDAI ENGINEERING LLC PROJECT CLEVELAND CLINIC. Gross area of gusset subject to shear fRn PT Ps fRn Ag = 6487.4 = Fcr*Ag N/mm 2 = 316.00 = 1210*16 = 19360 mm2 = (0.90 0 Tension capacity of Gusset plate Applied max Tensile force C/S Area of Gusset plate Shear lag factor Effective C/S area of Gusset plate Tensile strength of Gusset plate Tensile strength of yielding: Tensile strength of rupture: T = 3645 kN 0 Ag = (491+491)*16 U Ae An Ae PT Rn = = = = = = = 15712 mm2 1 U*An [(491+491)-(3*27)]*16 14416 mm2 Lower of (Tensile yielding .9 = 4.81*0. 0 = (345*1210*14)*1 = 5844.75 (min length measured from Drwg) 2017.25 Weld Check (for Flange plate to Gusset plate ) Max Axial force to single Flange plate f size of weld T1/C1 = 2018 s1 = 10 Length of weld in the Flange plate to gusset Total Length of weld (4sides) Lw1 = 360 = 4*360 Allowable weld stress Size of weld required fw s2/f = 1440 mm = 290.10 Reference : Shear Capacity of Gusset Plate to Column Shear Strength of the Gusset plate Shear Yielding of the Gusset plate.30 kN > Vb. Shear Rupture) = f(0.707*Fw*Lw1)/f 0.6*450*13248)*0.6FEXX kN mm mm 10 10 = 0.00 Mpa = T1/(0.75 (For gusset net area and gross area are same.6*Fu*Anv) 2 mm = 13248 fRn = (0.4. since no holes) kN > 1449 kN Safe Ratio : 0.75 = 9.54 (Vc) Local checks for Supporting member M2 (UB 838x292x176) Check for supported member web yielding (This check required for Tensile force only) Yielding capacity for M2 web fRn = f(Fy*Wa*t2) Safety Factor f = 1. Gross area of gusset subject to shear Ps fRn Ag = Lower ( Shear Yielding.6*Fy*Ag) f = 1.1 mm < = s2/f 10 mm Safe Ratio : 0.Abu Dhabi SUBJECT DESIGN OF GUSSET CONNECTION sheet of Designed by: LSY Checked by : MMS Approved by: AISC-LRFD 13th Edition Job no Date 25.00 = 828*16 Shear Rupture of the Gusset plate. Safe ( 1461.91 .6*345*13248)*1 2742 kN f(0.5*10^"3 (0.75 = 2683 kN Ps = 2683 Shear Strength of Gusset plate 2 f = 0.00 kN) Ratio: 0. fRn = = = = Net area of gusset subject to shear Anv 13248 mm (0.EVERSENDAI ENGINEERING LLC PROJECT CLEVELAND CLINIC.707*290*1440) /0. Abu Dhabi SUBJECT DESIGN OF GUSSET CONNECTION Job no Date 25.10 Reference : sheet of Designed by: LSY Checked by : MMS Approved by: AISC-LRFD 13th Edition .EVERSENDAI ENGINEERING LLC PROJECT CLEVELAND CLINIC.4.