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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
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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
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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
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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
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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
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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
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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
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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
7/28/2019 UC Bracing Gusset - LRFD
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
7/28/2019 UC Bracing Gusset - LRFD
10/13
sheet of
PROJECT Job no Designed by:
CLEVELAND CLINIC- Abu Dhabi Checked by :
SUBJECT Approved by:
DESIGN OF GUSSET CONNECTION Reference : AISC-LRFD 13t
EVERSENDAI ENGINEERING LLC
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
7/28/2019 UC Bracing Gusset - LRFD
11/13
sheet of
PROJECT Job no Designed by:
CLEVELAND CLINIC- Abu Dhabi Checked by :
SUBJECT Approved by:
DESIGN OF GUSSET CONNECTION Reference : AISC-LRFD 13th
EVERSENDAI ENGINEERING LLC
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
7/28/2019 UC Bracing Gusset - LRFD
12/13
sheet of
PROJECT Job no Designed by:
CLEVELAND CLINIC- Abu Dhabi Checked by :
SUBJECT Approved by:
DESIGN OF GUSSET CONNECTION Reference : AISC-LRFD 13th E
EVERSENDAI ENGINEERING LLC
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
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