Member Design for Combined Stresses

Element 500-505
MOMENTS: X-X M max = -142.1kNm @ 4.20m
-150
Lx Eff = 4.200 m mx = .448
-100 Ly Eff = 4.200 m my = .403
Le Eff = 4.200 m mlt= .546
-50.0
Py = 275 MPa
.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00
Tension area factor (Ane/Ag) = 1.00
Flange class: 1 Web class : 1
50.0
Critical Load Case : C1

Section 254x146x43 I
MOMENTS: Y-Y M max = -.6700kNm @ 4.20m
-.600
BS 5950 : Part 1 : 2000
-.400 4.8.2 Tension members with moments
-.200 a) Local capacity check (Crit. pos.= 4.200 m)
.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00
Ft Mx My 4.42 142 .670
.200
---- + --- + --- = ---- + ---- + ---- = 0.94 OK
Pt Mcx Mcy 1510 156 30.4
.400
.600 b) Lateral torsional buckling under moments alone
mltMLT myMy 77.6 .270
AXIAL FORCE P max = -4.420kN @ 0.00m
------ + ---- = ---- + ---- = 0.88 OK
Mb Mcy 88.7 30.4
.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00

-1.00
Slenderness Ratio: L/r = 119 OK
-2.00
------------------------------------------------------------
-3.00

-4.00

Element 505-510 Evaluate current section

MOMENTS: X-X M max = -142.1kNm @ 0.00m
-150
Lx Eff = 4.200 m mx = .474
-100 Ly Eff = 4.200 m my = .403
Le Eff = 4.200 m mlt= .568
-50.0
Py = 275 MPa
.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00

Tension area factor (Ane/Ag) = 1.00

Flange class: 1 Web class : 1
50.0
Critical Load Case : C1

MOMENTS: Y-Y M max = -.7200kNm @ 0.00m

Section 254x146x43 I

-.600 BS 5950 : Part 1 : 2000

-.400 4.8.2 Tension members with moments
-.200 a) Local capacity check (Crit. pos.= 0.000 m)
.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00

Ft Mx My 4.47 142 .720

.200
---- + --- + --- = ---- + ---- + ---- = 0.94 OK
.400
Pt Mcx Mcy 1510 156 30.4
.600
b) Lateral torsional buckling under moments alone
mltMLT myMy 80.8 .290
AXIAL FORCE P max = -4.470kN @ 0.00m
------ + ---- = ---- + ---- = 0.92 OK
Mb Mcy 88.7 30.4
.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00

-1.00
Slenderness Ratio: L/r = 119 OK
-2.00
------------------------------------------------------------
-3.00

-4.00
 Element 501-506 Evaluate current section
MOMENTS: X-X M max = -153.0kNm @ 4.20m
-150
Lx Eff = 4.200 m mx = .446
-100 Ly Eff = 4.200 m my = .416
Le Eff = 4.200 m mlt= .539
-50.0 Py = 275 MPa
.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00
Tension area factor (Ane/Ag) = 1.00
Flange class: 1 Web class : 1
50.0
Critical Load Case : C1

MOMENTS: Y-Y M max = -.6200kNm @ 4.20m

Section 254x146x43 I
-.600
BS 5950 : Part 1 : 2000
-.400 4.8.3 Compression members with moments
-.200 4.8.3.2 Local capacity check (Crit. pos.= 4.200 m)
.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00
Fc Mx My .330 153 .620
---- + -- + ---- = ---- + ---- + ---- = 1.00 FAIL
.200 AgPy Mcx Mcy 1510 156 30.4
.400
4.8.3.3 Overall buckling check
4.8.3.3.1 Simplified approach
AXIAL FORCE P max = .3300kN @ 0.00m
Fc mxMx myMy .330 68.2 .258
-- + --- + ---- = ---- + ---- + ---- = 0.50 OK
.300 Pc PyZx PyZy 596 139 25.3
.250
.200
Fc mltMLT myMy .330 82.4 .258
--- + ------ + ---- = ---- + ---- + ---- = 0.94 OK
.150
Pcy Mb PyZy 596 88.7 25.3
.100
.050 4.8.3.3.2 More exact approach
.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00

Fc mxMx Fc myxMy .330 68.2 .330 .258

-- + ---(1+0.5--)+ 0.5---- = --- + ---(1+0.5---)+ 0.5---= 0.44 OK
Pcx Mcx Pcx Mcy 1430 156 1430 30.4

Fc mltMlt myMy Fc .330 82.4 .258

-- + ------ + ----(1+---) = ---- + ---- + ----(1.00)= 0.94 OK
Pcy Mb Mcy Pcy 596 88.7 30.4

mxMx(1+0.5Fc/Pcx) myMy(1+Fc/Pcy) 68.2 .258

---------------- + -------------- = ---- + ---- = 0.45 OK
Mcx(1-Fc/Pcx) Mcy(1-Fc/Pcy) 156 30.3

Slenderness Ratio: L/r = 119 OK

------------------------------------------------------------

Element 506-511 Evaluate current section

MOMENTS: X-X M max = -153.0kNm @ 0.00m
-150
Lx Eff = 4.200 m mx = .456
-100 Ly Eff = 4.200 m my = .414
Le Eff = 4.200 m mlt= .547
-50.0 Py = 275 MPa
.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00

Tension area factor (Ane/Ag) = 1.00

Flange class: 1 Web class : 1
50.0
Critical Load Case : C1

Section 254x146x43 I
MOMENTS: Y-Y M max = -.6900kNm @ 0.00m

-.600 BS 5950 : Part 1 : 2000

-.400 4.8.3 Compression members with moments
-.200 4.8.3.2 Local capacity check (Crit. pos.= 0.000 m)
.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00

Fc Mx My .340 153 .690

---- + -- + ---- = ---- + ---- + ---- = 1.01 FAIL
.200
AgPy Mcx Mcy 1510 156 30.4
.400
.600 4.8.3.3 Overall buckling check
4.8.3.3.1 Simplified approach
AXIAL FORCE P max = .3400kN @ 0.00m
Fc mxMx myMy .340 69.8 .286
.350 -- + --- + ---- = ---- + ---- + ---- = 0.52 OK
.300 Pc PyZx PyZy 596 139 25.3
.250
Fc mltMLT myMy .340 83.7 .286
.200
--- + ------ + ---- = ---- + ---- + ---- = 0.96 OK
.150 Pcy Mb PyZy 596 88.7 25.3
.100
.050 4.8.3.3.2 More exact approach
.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00

Fc mxMx Fc myxMy .340 69.8 .340 .286

-- + ---(1+0.5--)+ 0.5---- = --- + ---(1+0.5---)+ 0.5---= 0.45 OK
Pcx Mcx Pcx Mcy 1430 156 1430 30.4
 Fc mltMlt myMy Fc .340 83.7 .286
-- + ------ + ----(1+---) = ---- + ---- + ----(1.00)= 0.95 OK
Pcy Mb Mcy Pcy 596 88.7 30.4

mxMx(1+0.5Fc/Pcx) myMy(1+Fc/Pcy) 69.8 .286

---------------- + -------------- = ---- + ---- = 0.46 OK
Mcx(1-Fc/Pcx) Mcy(1-Fc/Pcy) 156 30.3

Slenderness Ratio: L/r = 119 OK

------------------------------------------------------------

Element 502-507 Evaluate current section

MOMENTS: X-X M max = -100.4kNm @ 4.20m
-100
-80.0
Lx Eff = 4.200 m mx = .400
Ly Eff = 4.200 m my = .413
-60.0
Le Eff = 4.200 m mlt= .468
-40.0
Py = 275 MPa
.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00
-20.0 Tension area factor (Ane/Ag) = 1.00
Flange class: 1 Web class : 1
20.0
40.0 Critical Load Case : C1

Section 254x146x43 I
MOMENTS: Y-Y M max = -.6100kNm @ 4.20m
-.600
BS 5950 : Part 1 : 2000
-.400
4.8.2 Tension members with moments
-.200 a) Local capacity check (Crit. pos.= 4.200 m)
.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00

Ft Mx My .280 100 .610

---- + --- + --- = ---- + ---- + ---- = 0.67 OK
.200
Pt Mcx Mcy 1510 156 30.4
.400
b) Lateral torsional buckling under moments alone
mltMLT myMy 47.0 .252
AXIAL FORCE P max = -.2800kN @ 0.00m
------ + ---- = ---- + ---- = 0.54 OK
Mb Mcy 88.7 30.4
.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00

-.050
Slenderness Ratio: L/r = 119 OK
-.100

-.150 ------------------------------------------------------------
-.200

-.250
 Element 507-512 Evaluate current section
MOMENTS: X-X M max = -100.4kNm @ 0.00m
-100
-80.0
Lx Eff = 4.200 m mx = .400
Ly Eff = 4.200 m my = .415
-60.0
Le Eff = 4.200 m mlt= .470
-40.0
Py = 275 MPa
.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00
-20.0
Tension area factor (Ane/Ag) = 1.00
Flange class: 1 Web class : 1
20.0
40.0 Critical Load Case : C1

Section 254x146x43 I
MOMENTS: Y-Y M max = -.6800kNm @ 0.00m
-.600 BS 5950 : Part 1 : 2000
-.400 4.8.2 Tension members with moments
-.200 a) Local capacity check (Crit. pos.= 0.000 m)
.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00
Ft Mx My .280 100 .680
---- + --- + --- = ---- + ---- + ---- = 0.67 OK
.200
Pt Mcx Mcy 1510 156 30.4
.400
.600 b) Lateral torsional buckling under moments alone
mltMLT myMy 47.1 .282
AXIAL FORCE P max = -.2800kN @ 0.00m
------ + ---- = ---- + ---- = 0.54 OK
Mb Mcy 88.7 30.4
.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00

-.050
Slenderness Ratio: L/r = 119 OK
-.100

-.150 ------------------------------------------------------------
-.200

-.250

Element 3-400 Evaluate current section

MOMENTS: X-X M max = 229.3kNm @ 4.80m

Lx Eff = 4.800 m mx = .763

.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

50.0
Ly Eff = 4.800 m my = .403
Le Eff = 4.800 m mlt= .757
100 Py = 275 MPa
Tension area factor (Ane/Ag) = 1.00
150
Flange class: 1 Web class : 1
200
Critical Load Case : C1

MOMENTS: Y-Y M max = 3.030kNm @ 0.00m

Section 457x191x67 I
-3.00
BS 5950 : Part 1 : 2000
-2.00
4.8.3 Compression members with moments
-1.00 4.8.3.2 Local capacity check (Crit. pos.= 4.800 m)
Fc Mx My 2.33 229 2.99
.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

---- + -- + ---- = ---- + ---- + ---- = 0.63 OK

1.00
AgPy Mcx Mcy 2350 404 50.5
2.00

3.00 4.8.3.3 Overall buckling check

4.8.3.3.1 Simplified approach
AXIAL FORCE P max = 2.330kN @ 0.00m
Fc mxMx myMy 2.33 175 1.22
-- + --- + ---- = ---- + ---- + ---- = 0.52 OK
2.00
Pc PyZx PyZy 966 358 42.1

1.50 Fc mltMLT myMy 2.33 174 1.22

--- + ------ + ---- = ---- + ---- + ---- = 0.88 OK
1.00 Pcy Mb PyZy 966 205 42.1
.500
4.8.3.3.2 More exact approach
.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

Fc mxMx Fc myxMy 2.33 175 2.33 1.22

-- + ---(1+0.5--)+ 0.5---- = --- + ---(1+0.5---)+ 0.5---= 0.45 OK
Pcx Mcx Pcx Mcy 2310 404 2310 50.5

Fc mltMlt myMy Fc 2.33 174 1.22

-- + ------ + ----(1+---) = ---- + ---- + ----(1.00)= 0.87 OK
Pcy Mb Mcy Pcy 966 205 50.5

mxMx(1+0.5Fc/Pcx) myMy(1+Fc/Pcy) 175 1.22

---------------- + -------------- = ---- + ---- = 0.46 OK
Mcx(1-Fc/Pcx) Mcy(1-Fc/Pcy) 404 50.4

Slenderness Ratio: L/r = 117 OK

------------------------------------------------------------
 Element 51-400 Evaluate current section
MOMENTS: X-X M max = -301.0kNm @ 0.00m
-300
Lx Eff = 4.200 m mx = .414
-200 Ly Eff = 4.200 m my = .450
-100
Le Eff = 4.200 m mlt= .440
.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00
Py = 275 MPa
Tension area factor (Ane/Ag) = 1.00
100 Flange class: 1 Web class : 1
200 Critical Load Case : C1

MOMENTS: Y-Y M max = 1.200kNm @ 0.00m

Section 457x191x67 I
-1.00
BS 5950 : Part 1 : 2000
-.500 4.8.3 Compression members with moments
4.8.3.2 Local capacity check (Crit. pos.= 0.000 m)
Fc Mx My 1.27 301 1.20
.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00

---- + -- + ---- = ---- + ---- + ---- = 0.77 OK

.500
AgPy Mcx Mcy 2350 404 50.5
1.00
4.8.3.3 Overall buckling check
4.8.3.3.1 Simplified approach
AXIAL FORCE P max = 1.270kN @ 0.00m
Fc mxMx myMy 1.27 125 .540
-- + --- + ---- = ---- + ---- + ---- = 0.36 OK
1.20
Pc PyZx PyZy 1170 358 42.1
1.00

.800 Fc mltMLT myMy 1.27 132 .540

--- + ------ + ---- = ---- + ---- + ---- = 0.58 OK
.600
Pcy Mb PyZy 1170 235 42.1
.400

.200 4.8.3.3.2 More exact approach

.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00

Fc mxMx Fc myxMy 1.27 125 1.27 .540

-- + ---(1+0.5--)+ 0.5---- = --- + ---(1+0.5---)+ 0.5---= 0.31 OK
Pcx Mcx Pcx Mcy 2320 404 2320 50.5

Fc mltMlt myMy Fc 1.27 132 .540

-- + ------ + ----(1+---) = ---- + ---- + ----(1.00)= 0.58 OK
Pcy Mb Mcy Pcy 1170 235 50.5

mxMx(1+0.5Fc/Pcx) myMy(1+Fc/Pcy) 125 .541

---------------- + -------------- = ---- + ---- = 0.32 OK
Mcx(1-Fc/Pcx) Mcy(1-Fc/Pcy) 404 50.4

Slenderness Ratio: L/r = 102 OK

------------------------------------------------------------
 Element 51-401 Evaluate current section
MOMENTS: X-X M max = -299.9kNm @ 0.00m
-300
Lx Eff = 4.200 m mx = .444
-200 Ly Eff = 4.200 m my = .455
Le Eff = 4.200 m mlt= .440
-100
Py = 275 MPa
.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00
Tension area factor (Ane/Ag) = 1.00
Flange class: 1 Web class : 1
100
Critical Load Case : C1

MOMENTS: Y-Y M max = -1.130kNm @ 0.00m

Section 457x191x67 I
-1.00 BS 5950 : Part 1 : 2000
4.8.3 Compression members with moments
-.500 4.8.3.2 Local capacity check (Crit. pos.= 0.000 m)
.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00
Fc Mx My 1.12 300 1.13
---- + -- + ---- = ---- + ---- + ---- = 0.76 OK
AgPy Mcx Mcy 2350 404 50.5
.500
4.8.3.3 Overall buckling check
4.8.3.3.1 Simplified approach
AXIAL FORCE P max = 1.120kN @ 0.00m
Fc mxMx myMy 1.12 133 .514
-- + --- + ---- = ---- + ---- + ---- = 0.39 OK
1.00 Pc PyZx PyZy 1170 358 42.1
.800
Fc mltMLT myMy 1.12 132 .514
.600 --- + ------ + ---- = ---- + ---- + ---- = 0.57 OK
Pcy Mb PyZy 1170 235 42.1
.400

.200 4.8.3.3.2 More exact approach

.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00

Fc mxMx Fc myxMy 1.12 133 1.12 .514

-- + ---(1+0.5--)+ 0.5---- = --- + ---(1+0.5---)+ 0.5---= 0.34 OK
Pcx Mcx Pcx Mcy 2320 404 2320 50.5

Fc mltMlt myMy Fc 1.12 132 .514

-- + ------ + ----(1+---) = ---- + ---- + ----(1.00)= 0.57 OK
Pcy Mb Mcy Pcy 1170 235 50.5

mxMx(1+0.5Fc/Pcx) myMy(1+Fc/Pcy) 133 .514

---------------- + -------------- = ---- + ---- = 0.34 OK
Mcx(1-Fc/Pcx) Mcy(1-Fc/Pcy) 404 50.4

Slenderness Ratio: L/r = 102 OK

------------------------------------------------------------
 Element 4-401 Evaluate current section
MOMENTS: X-X M max = 184.0kNm @ 4.49m
.500
Lx Eff = 4.800 m mx = .798
1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50
Ly Eff = 4.800 m my = .403
50.0 Le Eff = 4.800 m mlt= .790
Py = 275 MPa
100 Tension area factor (Ane/Ag) = 1.00
Flange class: 1 Web class : 1
150
Critical Load Case : C1

Section 457x191x67 I
MOMENTS: Y-Y M max = -3.180kNm @ 0.00m
-3.00
BS 5950 : Part 1 : 2000
-2.00 4.8.3 Compression members with moments
-1.00 4.8.3.2 Local capacity check (Crit. pos.= 4.800 m)
.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

Fc Mx My 2.44 183 3.14

---- + -- + ---- = ---- + ---- + ---- = 0.52 OK
1.00
AgPy Mcx Mcy 2350 404 50.5
2.00
3.00 4.8.3.3 Overall buckling check
4.8.3.3.1 Simplified approach
AXIAL FORCE P max = 2.440kN @ 0.00m
Fc mxMx myMy 2.44 147 1.28
2.50 -- + --- + ---- = ---- + ---- + ---- = 0.44 OK
Pc PyZx PyZy 966 358 42.1
2.00

1.50
Fc mltMLT myMy 2.44 145 1.28
--- + ------ + ---- = ---- + ---- + ---- = 0.74 OK
1.00 Pcy Mb PyZy 966 205 42.1
.500 4.8.3.3.2 More exact approach
.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

Fc mxMx Fc myxMy 2.44 147 2.44 1.28

-- + ---(1+0.5--)+ 0.5---- = --- + ---(1+0.5---)+ 0.5---= 0.38 OK
Pcx Mcx Pcx Mcy 2310 404 2310 50.5

Fc mltMlt myMy Fc 2.44 145 1.28

-- + ------ + ----(1+---) = ---- + ---- + ----(1.00)= 0.74 OK
Pcy Mb Mcy Pcy 966 205 50.5

mxMx(1+0.5Fc/Pcx) myMy(1+Fc/Pcy) 147 1.28

---------------- + -------------- = ---- + ---- = 0.39 OK
Mcx(1-Fc/Pcx) Mcy(1-Fc/Pcy) 404 50.4

Slenderness Ratio: L/r = 117 OK

------------------------------------------------------------