MasterSeries â MasterPort Lite Sample Output AWS
MasterSeries – MasterPort Lite Sample Output The following output is from the MasterPort Lite Design program.
Contents 2
Frame Geometry and Loading
3
Tabular Results Output
4
Bending Moment and Deflection Diagrams
5
Column Design to EC
6
Rafter Design to EC
© MasterSeries PowerPad
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MasterSeries Sample Output 3 Castle Street Carrickfergus County Antrim BT38 7BE
MasterPort Lite Job ref Sheet Made By Date Checked Approved
:Single Bay Portal : Calcs / 2 : GHB : 21 June 2015/ Version 2017.11 : ATW : MOG
Tel: 028 9036 5950
Frame Geometry - (Full Frame) - Front View
Load Diagram - 006 : Dead Plus Live Plus Wind On Gable (Ultimate) - All Groups Frame Geometry - (Full Frame) - Front View
© MasterSeries PowerPad
- My Project Title
MasterPort Lite
MasterSeries Sample Output 3 Castle Street Carrickfergus County Antrim BT38 7BE
Job ref Sheet Made By Date Checked Approved
:Single Bay Portal : Calcs / 3 : GHB : 21 June 2015/ Version 2017.11 : ATW : MOG
Tel: 028 9036 5950
Member Forces Ultimate (001 : 1.25 (Dead+Services) + 1.5 Live) Bending Maximum Axial Force Shear Force Moment Moment (kNm (kN) (kN) (kNm) @m)
Node End1 End2
Load Case No.
Maximum Deflection (mm@m)
1
5 7
114.601C 98.146C
146.239 -10.316
-690.802 334.235
339.341 @ 14.027
55.236 @ 10.407
2
6 7
114.601C 98.146C
146.239 -10.316
-690.802 334.235
339.341 @ 14.027
55.236 @ 10.407
3
1 3
164.578C 158.115C
-98.686 -98.686
0.000 -634.156
27.568 @ 4.048
4
2 4
164.578C 158.115C
-98.686 -98.686
0.000 -634.156
27.568 @ 4.048
5
3 5
158.115C 157.417C
-98.686 -98.686
-634.156 -690.802
27.568 @ 4.048
6
4 6
158.115C 157.417C
-98.686 -98.686
-634.156 -690.802
27.568 @ 4.048
Member Forces Ultimate (006 : Dead Plus Live Plus Wind On Gable (Ultimate)) Bending Maximum Node End1 Axial Force Shear Force Moment Moment (kNm End2 (kN) (kN) (kNm) @m)
Load Case No.
Maximum Deflection (mm@m)
1
5 7
51.830C 39.138C
82.702 -4.114
-392.181 200.480
201.946 @ 14.329
32.513 @ 10.407
2
6 7
51.830C 39.138C
82.702 -4.114
-392.181 200.480
201.946 @ 14.329
32.513 @ 10.407
3
1 3
94.828C 88.365C
-69.151 -45.053
0.000 -366.937
17.119 @ 3.984
4
2 4
94.828C 88.365C
-69.151 -45.053
0.000 -366.937
17.119 @ 3.984
5
3 5
88.365C 87.667C
-45.053 -42.901
-366.937 -392.181
17.119 @ 3.984
6
4 6
88.365C 87.667C
-45.053 -42.901
-366.937 -392.181
17.119 @ 3.984
1
Support Reactions Serviceability (002 : Dead + Services + Live (Service)) Node0 Node0 Node Rx → (kN) Ry ↑ (kN) Mz ↗ (kNm) Rx → (kN) Ry ↑ (kN) 82.254 120.862 -73.145 2 -82.254 120.862
Total
0.000
Node
Node 1 Total
241.725
Mz ↗ (kNm) 73.145
0.000
Support Reactions Serviceability (007 : Dead Plus Live Plus Wind On Gable (Serviceability)) Node0 Node0 Node Rx → (kN) Ry ↑ (kN) Mz ↗ (kNm) Rx → (kN) Ry ↑ (kN) Mz ↗ (kNm) 62.201 75.862 -49.970 2 -62.201 75.862 49.970 0.000
151.725
0.000
© MasterSeries PowerPad
- My Project Title
MasterSeries Sample Output 3 Castle Street Carrickfergus County Antrim BT38 7BE
MasterPort Lite Job ref Sheet Made By Date Checked Approved
:Single Bay Portal : Calcs / 4 : GHB : 21 June 2015/ Version 2017.11 : ATW : MOG
Tel: 028 9036 5950
Load Case 001 : 1.25 (Dead+Services) + 1.5 Live Bending Moment Diagram (Major Axis) - (Full Frame) - Front View
Load Case 002 : Dead + Services + Live (Service) Deflected Shape - (Full Frame) - Front View
© MasterSeries PowerPad
- My Project Title
MasterSeries Sample Output 3 Castle Street Carrickfergus County Antrim BT38 7BE
MasterPort Lite Job ref Sheet Made By Date Checked Approved
:Single Bay Portal : Calcs / 5 : GHB : 21 June 2015/ Version 2017.11 : ATW : MOG
Tel: 028 9036 5950
AXIAL WITH MOMENTS (MEMBER) Column 1 : Members 3 & 5 (N.1-N.5) Between 5.050 and 6.426 m, in Load Case 1 Member Loading and Member Forces Loading Combination : 1 UT + 1.25 D1 + 1.25 D2 + 1.5 L1 UT Spacing 06.000 [Multiply AllLoads] UT PartFix 20.00 +++ --- (Mt My Mz)
Member No. 1 5
Member Forces in Load Case 1 and Maximum Deflection from Load Case 2 Node Bending Maximum Axial Force Shear Force End 1 Moment Moment (kN) (kN) End 2 (kNm) (kNm) 164.578C -98.686 0.000 157.417C -98.686 -690.802
Maximum Deflection (mm @ m) 17.328 @ 4.177
Classification and Effective Area (EN 1993: 2006) Section (82.02 kg/m) Class = Fn(b/T,d/t,fy,N,My,Mz)
457x191 UB 82 [S 355] 5.98, 41.17, 355, 164.58, 690.8, 0
Auto Design Load Cases
1 & 5-6
(Axial: NonSlender)
Class 1
0.1 650.112 kN.m 3709.04 kN 0.042 1831.3 cm³ 650.112 kN.m 0.952
Low Shear
Local Capacity Check Vy.Ed/Vpl.y.Rd Mc.y.Rd = fy.Wpl.y/ γM0 Npl.Rd = Ag.fy/ γM0 n = NEd/Npl.Rd Wpl.N.y = Fn(Wpl.y, Avy,) MN.y.Rd = Wpl.N.y.fy/ γM0 (My.Ed/MN.y.Rd+(M_(z.Ed/MN.z.Rd)
98.686 / 986.1 = 355 x 1831.3/1 104.48 x 355/1 = 157.417 / 3709.04 = 1831.3, 48.112, 0.042 1831.3 x 355/1 (634.155/650.112)2+(0)1=
OK
OK
Compression Resistance N.b.Rd λy = √A.fy/Ncr Nb.y.Rd = Area.c.fy/ γM1 λz = √A.fy/Ncrz Nb.z.Rd = Area.c.fy/ γM1 Let = Kt.Lx λT = √A.fy/NcrT Nb.T.Rd= Area.c.fy/ γM1
√104.48x355/15673.3 104.48x0.928x355/10/1 = √104.48x355/20510.79 104.48x0.916x355/10/1 = 1x7 = √104.48x355/2545.78 104.48x0.474x355/10/1 =
0.487 3443.490 kN 0.426 3396.493 kN 7 1.207 1759.280 kN
Curve b
1.110 0.914 1 0.6
Not Loaded Table B.3 Table B.3 Table B.3
Curve a
Curve b
Equivalent Uniform Moment Factor C1 C1= fn(M1, M2, ~y) CmLT=Max(0.6+0.4~y, 0.4) Cmz=Max(0.6+0.4~y, 0.4) Cmy=Max(0.6+0.4~y, 0.4)
-498.5, -634.1, 0.786 M = -634.07, ~y = 0.786 M = 0, ~y = 1.000 M = -690.8, ~y = 0.000
Lateral Buckling Check M.b.Rd Le = 1.00 L Mcr = Fn(C1,Le,Iz,It,Iw,E) λLT = √ W.fy/Mcr cLT = Fn(λLT, λLT5950 ) cLT.mod = Fn(cLT,λLT,kc,f) Mb.Rd = c Wpl.y.fy ≤ Mc.y.Rd
1 x 1.376 = 1.110, 1.376, 1874, 69.21, 0.9201, 210000 √ 1831.3 x 355 / 5182.951 0.354, 0.369 1.000, 0.354, 0.756, 0.882 1.000 x 1831 x 355 ≤ 650.112 =
1.376 m 5182.951 kN.m 0.354 1.000 1.000 650.112 kN.m
Curve d 6.3.2.3
Buckling Resistance UN.y = NEd/(cy.NRk/γM1) UN.z = NEd/(cz.NRk/γM1) UM.y = My.Ed/(cLT.My.Rk/γM1) UM.z = Mz.Ed/(Mz.Rk/γM1)
164.578 / 3443.49 164.578 / 3396.493 634.155 / 650.112 0 / 107.885
0.048 0.048 0.975 0.000
OK OK OK OK
- My Project Title
© MasterSeries PowerPad
MasterSeries Sample Output 3 Castle Street Carrickfergus County Antrim BT38 7BE
MasterPort Lite Job ref Sheet Made By Date Checked Approved
:Single Bay Portal : Calcs / 6 : GHB : 21 June 2015/ Version 2017.11 : ATW : MOG
Tel: 028 9036 5950
kyy=Cmy{1+(λy-0.2)UN.y} kzz=Cmz{1+(2λz-0.6)UN.z} kyz=0.6 kzz kzy=0.6 kyy UNy+kyy.UM.y+kyz.UM.z UNz+kzy.UM.y+kzz.UM.z
0.048+0.608x0.975+0.607x0.000 0.048+0.365x0.975+1.012x0.000
0.608 1.012 0.607 0.365 0.641 0.404
OK OK
17.33 mm
OK
Deflection Check - Load Case 2 In-span δ ≤ Span/360
17.33 ≤ 7000 / 360
AXIAL WITH MOMENTS (MEMBER) Rafter 1 of Bay 1 : Member 1 (N.5-N.7) Between 12.600 and 14.400 m, in Load Case 5 Member Loading and Member Forces Loading Combination : 1 UT + 1.25 D1 + 1.25 D2 + 1.5 L1 UT Spacing 06.000 [Multiply AllLoads] D1 UDLY -000.350 [ kN/m ] D2 UDLY -000.200 [ kN/m ] L1 UDLY -000.600 [ kN/m ]
Member No. 1
5 7
Member Forces in Load Case 5 and Maximum Deflection from Load Case 2 Node Bending Maximum Axial Force Shear Force End 1 Moment Moment (kN) (kN) End 2 (kNm) (kNm) 114.175C 145.865 -685.168 339.733 97.720C -10.690 334.232 @ 14.027
Maximum Deflection (mm @ m) 37.796 @ 10.407
Classification and Effective Area (EN 1993: 2006) Section (74.18 kg/m) Class = Fn(b/T,d/t,fy,N,My,Mz)
406x178 UB 74 [S 355] 5.61, 37.94, 355, 114.17, 685.17, 0
Auto Design Load Cases
1 & 5-6
(Axial: NonSlender)
Class 1
0.012 532.784 kN.m 3354.75 kN 0.029 1500.8 cm³ 532.784 kN.m 0.395
Low Shear
Local Capacity Check Vy.Ed/Vpl.y.Rd Mc.y.Rd = fy.Wpl.y/ γM0 Npl.Rd = Ag.fy/ γM0 n = NEd/Npl.Rd Wpl.N.y = Fn(Wpl.y, Avy,) MN.y.Rd = Wpl.N.y.fy/ γM0 (My.Ed/MN.y.Rd+(M_(z.Ed/MN.z.Rd)
10.07 / 857.632 = 355 x 1500.8/1 94.5 x 355/1 = 97.72 / 3354.75 = 1500.8, 41.844, 0.029 1500.8 x 355/1 (334.828/532.784)2+(0)1=
OK
OK
Compression Resistance N.b.Rd λy = √A.fy/Ncr Nb.y.Rd = Area.c.fy/ γM1 λz = √A.fy/Ncrz Nb.z.Rd = Area.c.fy/ γM1 Let = Kt.Lx λT = √A.fy/NcrT Nb.T.Rd= Area.c.fy/ γM1
√94.5x355/2488.18 94.5x0.555x355/10/1 = √94.5x355/9886.52 94.5x0.846x355/10/1 = 1x15.083 = √94.5x355/1841.4 94.5x0.404x355/10/1 =
1.161 1861.847 kN 0.583 2837.235 kN 15.083 1.35 1354.161 kN
Curve b
1.014 1 1 0.4
Not Loaded Table B.3 Table B.3 Table B.3
Curve a
Curve b
Equivalent Uniform Moment Factor C1 C1= fn(M1, M2, ~y) CmLT=Max(0.6+0.4~y, 0.4) Cmz=Max(0.6+0.4~y, 0.4) Cmy=Max(0.1(1-~y) -0.8αs, 0.4)
328.8, 339.1, 0.970 M = 339.11, ~y = 0.970 M = 0, ~y = 1.000 Mh = -685.17, Ms = 119.64, ~y = -0.488, αs = -0.175
Lateral Buckling Check M.b.Rd Le = 1.00 L
1 x 1.8 =
1.8 m
© MasterSeries PowerPad
- My Project Title
MasterSeries Sample Output 3 Castle Street Carrickfergus County Antrim BT38 7BE
MasterPort Lite Job ref Sheet Made By Date Checked Approved
:Single Bay Portal : Calcs / 7 : GHB : 21 June 2015/ Version 2017.11 : ATW : MOG
Tel: 028 9036 5950
Mcr = Fn(C1,Le,Iz,It,Iw,E) λLT = √ W.fy/Mcr cLT = Fn(λLT, λLT5950 ) cLT.mod = Fn(cLT,λLT,kc,f) Mb.Rd = c Wpl.y.fy ≤ Mc.y.Rd
1.014, 1.800, 1546, 62.77, 0.6071, 210000 √ 1500.8 x 355 / 2112.568 0.502, 0.498 0.883, 0.502, 0.809, 0.934 0.883 x 1501 x 355 ≤ 532.784 =
2112.568 kN.m 0.502 0.883 0.883 470.578 kN.m
Curve b 6.3.2.3
Buckling Resistance UN.y = NEd/(cy.NRk/γM1) UN.z = NEd/(cz.NRk/γM1) UM.y = My.Ed/(cLT.My.Rk/γM1) UM.z = Mz.Ed/(Mz.Rk/γM1) kyy=Cmy{1+0.8UN.y} kzz=Cmz{1+(2λz-0.6)UN.z} kyz=0.6 kzz kzy= 1- {0.1/(CmLT-0.25)}UN.z UNy+kyy.UM.y+kyz.UM.z UNz+kzy.UM.y+kzz.UM.z
114.175 / 1861.847 114.175 / 2837.235 334.828 / 470.578 0 / 94.785
0.061+0.420x0.712+0.614x0.000 0.040+0.995x0.712+1.023x0.000
0.061 0.040 0.712 0.000 0.420 1.023 0.614 0.995 0.360 0.748
OK OK OK OK
37.8 mm
OK
OK OK
Deflection Check - Load Case 2 In-span δ ≤ Span/360
37.8 ≤ 15083 / 360
APPENDIX-BB STABILITY (MEMBER) : Rafter 1 of Bay 1 : Member 1 (N.5-N.7) Between 1.800 and 6.003 m, in Load Case 1 Member Loading and Member Forces Loading Combination : 1 UT + 1.25 D1 + 1.25 D2 + 1.5 L1 UT Spacing 06.000 [Multiply AllLoads] D1 UDLY -000.350 [ kN/m ] D2 UDLY -000.200 [ kN/m ] L1 UDLY -000.600 [ kN/m ] Lateral and Torsional Restraints Purlins @ 1.8, 3.6, 5.4, 7.2, 9, 10.8, 12.6, 14.4 and 15.083 m Stays @ 1.8 and 15.083 m
Node End 1 End 2
Member No. 1
5 7
Member Forces in Load Case 1 Bending Axial Force Shear Force Moment (kN) (kN) (kNm) 114.601C 146.239 -690.802 98.146C -10.316 334.235
Maximum Moment (kNm) 339.341 @ 14.027
Maximum Deflection (mm @ m) 0.000 @ 10.407
Classification and Effective Area (EN 1993: 2006) Section (74.18 kg/m) Class = Fn(b/T,d/t,fy,N,My,Mz)
406x178 UB 74 [S 355] 5.61, 37.94, 355, 114.6, 690.8, 0
Auto Design Load Cases
1 & 5-6
(Axial: NonSlender)
Class 1
Tension Side Lateral Restraint Spacing Check, Lm Lm = fn(NEd, A, C1, Wpl,y, IT) Lm < s
114.6, 94.5,1.28, 1500.8, 62.8 1.614
Contents 2
Frame Geometry and Loading
3
Tabular Results Output
4
Bending Moment and Deflection Diagrams
5
Column Design to EC
6
Rafter Design to EC
© MasterSeries PowerPad
- My Project Title
MasterSeries Sample Output 3 Castle Street Carrickfergus County Antrim BT38 7BE
MasterPort Lite Job ref Sheet Made By Date Checked Approved
:Single Bay Portal : Calcs / 2 : GHB : 21 June 2015/ Version 2017.11 : ATW : MOG
Tel: 028 9036 5950
Frame Geometry - (Full Frame) - Front View
Load Diagram - 006 : Dead Plus Live Plus Wind On Gable (Ultimate) - All Groups Frame Geometry - (Full Frame) - Front View
© MasterSeries PowerPad
- My Project Title
MasterPort Lite
MasterSeries Sample Output 3 Castle Street Carrickfergus County Antrim BT38 7BE
Job ref Sheet Made By Date Checked Approved
:Single Bay Portal : Calcs / 3 : GHB : 21 June 2015/ Version 2017.11 : ATW : MOG
Tel: 028 9036 5950
Member Forces Ultimate (001 : 1.25 (Dead+Services) + 1.5 Live) Bending Maximum Axial Force Shear Force Moment Moment (kNm (kN) (kN) (kNm) @m)
Node End1 End2
Load Case No.
Maximum Deflection (mm@m)
1
5 7
114.601C 98.146C
146.239 -10.316
-690.802 334.235
339.341 @ 14.027
55.236 @ 10.407
2
6 7
114.601C 98.146C
146.239 -10.316
-690.802 334.235
339.341 @ 14.027
55.236 @ 10.407
3
1 3
164.578C 158.115C
-98.686 -98.686
0.000 -634.156
27.568 @ 4.048
4
2 4
164.578C 158.115C
-98.686 -98.686
0.000 -634.156
27.568 @ 4.048
5
3 5
158.115C 157.417C
-98.686 -98.686
-634.156 -690.802
27.568 @ 4.048
6
4 6
158.115C 157.417C
-98.686 -98.686
-634.156 -690.802
27.568 @ 4.048
Member Forces Ultimate (006 : Dead Plus Live Plus Wind On Gable (Ultimate)) Bending Maximum Node End1 Axial Force Shear Force Moment Moment (kNm End2 (kN) (kN) (kNm) @m)
Load Case No.
Maximum Deflection (mm@m)
1
5 7
51.830C 39.138C
82.702 -4.114
-392.181 200.480
201.946 @ 14.329
32.513 @ 10.407
2
6 7
51.830C 39.138C
82.702 -4.114
-392.181 200.480
201.946 @ 14.329
32.513 @ 10.407
3
1 3
94.828C 88.365C
-69.151 -45.053
0.000 -366.937
17.119 @ 3.984
4
2 4
94.828C 88.365C
-69.151 -45.053
0.000 -366.937
17.119 @ 3.984
5
3 5
88.365C 87.667C
-45.053 -42.901
-366.937 -392.181
17.119 @ 3.984
6
4 6
88.365C 87.667C
-45.053 -42.901
-366.937 -392.181
17.119 @ 3.984
1
Support Reactions Serviceability (002 : Dead + Services + Live (Service)) Node0 Node0 Node Rx → (kN) Ry ↑ (kN) Mz ↗ (kNm) Rx → (kN) Ry ↑ (kN) 82.254 120.862 -73.145 2 -82.254 120.862
Total
0.000
Node
Node 1 Total
241.725
Mz ↗ (kNm) 73.145
0.000
Support Reactions Serviceability (007 : Dead Plus Live Plus Wind On Gable (Serviceability)) Node0 Node0 Node Rx → (kN) Ry ↑ (kN) Mz ↗ (kNm) Rx → (kN) Ry ↑ (kN) Mz ↗ (kNm) 62.201 75.862 -49.970 2 -62.201 75.862 49.970 0.000
151.725
0.000
© MasterSeries PowerPad
- My Project Title
MasterSeries Sample Output 3 Castle Street Carrickfergus County Antrim BT38 7BE
MasterPort Lite Job ref Sheet Made By Date Checked Approved
:Single Bay Portal : Calcs / 4 : GHB : 21 June 2015/ Version 2017.11 : ATW : MOG
Tel: 028 9036 5950
Load Case 001 : 1.25 (Dead+Services) + 1.5 Live Bending Moment Diagram (Major Axis) - (Full Frame) - Front View
Load Case 002 : Dead + Services + Live (Service) Deflected Shape - (Full Frame) - Front View
© MasterSeries PowerPad
- My Project Title
MasterSeries Sample Output 3 Castle Street Carrickfergus County Antrim BT38 7BE
MasterPort Lite Job ref Sheet Made By Date Checked Approved
:Single Bay Portal : Calcs / 5 : GHB : 21 June 2015/ Version 2017.11 : ATW : MOG
Tel: 028 9036 5950
AXIAL WITH MOMENTS (MEMBER) Column 1 : Members 3 & 5 (N.1-N.5) Between 5.050 and 6.426 m, in Load Case 1 Member Loading and Member Forces Loading Combination : 1 UT + 1.25 D1 + 1.25 D2 + 1.5 L1 UT Spacing 06.000 [Multiply AllLoads] UT PartFix 20.00 +++ --- (Mt My Mz)
Member No. 1 5
Member Forces in Load Case 1 and Maximum Deflection from Load Case 2 Node Bending Maximum Axial Force Shear Force End 1 Moment Moment (kN) (kN) End 2 (kNm) (kNm) 164.578C -98.686 0.000 157.417C -98.686 -690.802
Maximum Deflection (mm @ m) 17.328 @ 4.177
Classification and Effective Area (EN 1993: 2006) Section (82.02 kg/m) Class = Fn(b/T,d/t,fy,N,My,Mz)
457x191 UB 82 [S 355] 5.98, 41.17, 355, 164.58, 690.8, 0
Auto Design Load Cases
1 & 5-6
(Axial: NonSlender)
Class 1
0.1 650.112 kN.m 3709.04 kN 0.042 1831.3 cm³ 650.112 kN.m 0.952
Low Shear
Local Capacity Check Vy.Ed/Vpl.y.Rd Mc.y.Rd = fy.Wpl.y/ γM0 Npl.Rd = Ag.fy/ γM0 n = NEd/Npl.Rd Wpl.N.y = Fn(Wpl.y, Avy,) MN.y.Rd = Wpl.N.y.fy/ γM0 (My.Ed/MN.y.Rd+(M_(z.Ed/MN.z.Rd)
98.686 / 986.1 = 355 x 1831.3/1 104.48 x 355/1 = 157.417 / 3709.04 = 1831.3, 48.112, 0.042 1831.3 x 355/1 (634.155/650.112)2+(0)1=
OK
OK
Compression Resistance N.b.Rd λy = √A.fy/Ncr Nb.y.Rd = Area.c.fy/ γM1 λz = √A.fy/Ncrz Nb.z.Rd = Area.c.fy/ γM1 Let = Kt.Lx λT = √A.fy/NcrT Nb.T.Rd= Area.c.fy/ γM1
√104.48x355/15673.3 104.48x0.928x355/10/1 = √104.48x355/20510.79 104.48x0.916x355/10/1 = 1x7 = √104.48x355/2545.78 104.48x0.474x355/10/1 =
0.487 3443.490 kN 0.426 3396.493 kN 7 1.207 1759.280 kN
Curve b
1.110 0.914 1 0.6
Not Loaded Table B.3 Table B.3 Table B.3
Curve a
Curve b
Equivalent Uniform Moment Factor C1 C1= fn(M1, M2, ~y) CmLT=Max(0.6+0.4~y, 0.4) Cmz=Max(0.6+0.4~y, 0.4) Cmy=Max(0.6+0.4~y, 0.4)
-498.5, -634.1, 0.786 M = -634.07, ~y = 0.786 M = 0, ~y = 1.000 M = -690.8, ~y = 0.000
Lateral Buckling Check M.b.Rd Le = 1.00 L Mcr = Fn(C1,Le,Iz,It,Iw,E) λLT = √ W.fy/Mcr cLT = Fn(λLT, λLT5950 ) cLT.mod = Fn(cLT,λLT,kc,f) Mb.Rd = c Wpl.y.fy ≤ Mc.y.Rd
1 x 1.376 = 1.110, 1.376, 1874, 69.21, 0.9201, 210000 √ 1831.3 x 355 / 5182.951 0.354, 0.369 1.000, 0.354, 0.756, 0.882 1.000 x 1831 x 355 ≤ 650.112 =
1.376 m 5182.951 kN.m 0.354 1.000 1.000 650.112 kN.m
Curve d 6.3.2.3
Buckling Resistance UN.y = NEd/(cy.NRk/γM1) UN.z = NEd/(cz.NRk/γM1) UM.y = My.Ed/(cLT.My.Rk/γM1) UM.z = Mz.Ed/(Mz.Rk/γM1)
164.578 / 3443.49 164.578 / 3396.493 634.155 / 650.112 0 / 107.885
0.048 0.048 0.975 0.000
OK OK OK OK
- My Project Title
© MasterSeries PowerPad
MasterSeries Sample Output 3 Castle Street Carrickfergus County Antrim BT38 7BE
MasterPort Lite Job ref Sheet Made By Date Checked Approved
:Single Bay Portal : Calcs / 6 : GHB : 21 June 2015/ Version 2017.11 : ATW : MOG
Tel: 028 9036 5950
kyy=Cmy{1+(λy-0.2)UN.y} kzz=Cmz{1+(2λz-0.6)UN.z} kyz=0.6 kzz kzy=0.6 kyy UNy+kyy.UM.y+kyz.UM.z UNz+kzy.UM.y+kzz.UM.z
0.048+0.608x0.975+0.607x0.000 0.048+0.365x0.975+1.012x0.000
0.608 1.012 0.607 0.365 0.641 0.404
OK OK
17.33 mm
OK
Deflection Check - Load Case 2 In-span δ ≤ Span/360
17.33 ≤ 7000 / 360
AXIAL WITH MOMENTS (MEMBER) Rafter 1 of Bay 1 : Member 1 (N.5-N.7) Between 12.600 and 14.400 m, in Load Case 5 Member Loading and Member Forces Loading Combination : 1 UT + 1.25 D1 + 1.25 D2 + 1.5 L1 UT Spacing 06.000 [Multiply AllLoads] D1 UDLY -000.350 [ kN/m ] D2 UDLY -000.200 [ kN/m ] L1 UDLY -000.600 [ kN/m ]
Member No. 1
5 7
Member Forces in Load Case 5 and Maximum Deflection from Load Case 2 Node Bending Maximum Axial Force Shear Force End 1 Moment Moment (kN) (kN) End 2 (kNm) (kNm) 114.175C 145.865 -685.168 339.733 97.720C -10.690 334.232 @ 14.027
Maximum Deflection (mm @ m) 37.796 @ 10.407
Classification and Effective Area (EN 1993: 2006) Section (74.18 kg/m) Class = Fn(b/T,d/t,fy,N,My,Mz)
406x178 UB 74 [S 355] 5.61, 37.94, 355, 114.17, 685.17, 0
Auto Design Load Cases
1 & 5-6
(Axial: NonSlender)
Class 1
0.012 532.784 kN.m 3354.75 kN 0.029 1500.8 cm³ 532.784 kN.m 0.395
Low Shear
Local Capacity Check Vy.Ed/Vpl.y.Rd Mc.y.Rd = fy.Wpl.y/ γM0 Npl.Rd = Ag.fy/ γM0 n = NEd/Npl.Rd Wpl.N.y = Fn(Wpl.y, Avy,) MN.y.Rd = Wpl.N.y.fy/ γM0 (My.Ed/MN.y.Rd+(M_(z.Ed/MN.z.Rd)
10.07 / 857.632 = 355 x 1500.8/1 94.5 x 355/1 = 97.72 / 3354.75 = 1500.8, 41.844, 0.029 1500.8 x 355/1 (334.828/532.784)2+(0)1=
OK
OK
Compression Resistance N.b.Rd λy = √A.fy/Ncr Nb.y.Rd = Area.c.fy/ γM1 λz = √A.fy/Ncrz Nb.z.Rd = Area.c.fy/ γM1 Let = Kt.Lx λT = √A.fy/NcrT Nb.T.Rd= Area.c.fy/ γM1
√94.5x355/2488.18 94.5x0.555x355/10/1 = √94.5x355/9886.52 94.5x0.846x355/10/1 = 1x15.083 = √94.5x355/1841.4 94.5x0.404x355/10/1 =
1.161 1861.847 kN 0.583 2837.235 kN 15.083 1.35 1354.161 kN
Curve b
1.014 1 1 0.4
Not Loaded Table B.3 Table B.3 Table B.3
Curve a
Curve b
Equivalent Uniform Moment Factor C1 C1= fn(M1, M2, ~y) CmLT=Max(0.6+0.4~y, 0.4) Cmz=Max(0.6+0.4~y, 0.4) Cmy=Max(0.1(1-~y) -0.8αs, 0.4)
328.8, 339.1, 0.970 M = 339.11, ~y = 0.970 M = 0, ~y = 1.000 Mh = -685.17, Ms = 119.64, ~y = -0.488, αs = -0.175
Lateral Buckling Check M.b.Rd Le = 1.00 L
1 x 1.8 =
1.8 m
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Mcr = Fn(C1,Le,Iz,It,Iw,E) λLT = √ W.fy/Mcr cLT = Fn(λLT, λLT5950 ) cLT.mod = Fn(cLT,λLT,kc,f) Mb.Rd = c Wpl.y.fy ≤ Mc.y.Rd
1.014, 1.800, 1546, 62.77, 0.6071, 210000 √ 1500.8 x 355 / 2112.568 0.502, 0.498 0.883, 0.502, 0.809, 0.934 0.883 x 1501 x 355 ≤ 532.784 =
2112.568 kN.m 0.502 0.883 0.883 470.578 kN.m
Curve b 6.3.2.3
Buckling Resistance UN.y = NEd/(cy.NRk/γM1) UN.z = NEd/(cz.NRk/γM1) UM.y = My.Ed/(cLT.My.Rk/γM1) UM.z = Mz.Ed/(Mz.Rk/γM1) kyy=Cmy{1+0.8UN.y} kzz=Cmz{1+(2λz-0.6)UN.z} kyz=0.6 kzz kzy= 1- {0.1/(CmLT-0.25)}UN.z UNy+kyy.UM.y+kyz.UM.z UNz+kzy.UM.y+kzz.UM.z
114.175 / 1861.847 114.175 / 2837.235 334.828 / 470.578 0 / 94.785
0.061+0.420x0.712+0.614x0.000 0.040+0.995x0.712+1.023x0.000
0.061 0.040 0.712 0.000 0.420 1.023 0.614 0.995 0.360 0.748
OK OK OK OK
37.8 mm
OK
OK OK
Deflection Check - Load Case 2 In-span δ ≤ Span/360
37.8 ≤ 15083 / 360
APPENDIX-BB STABILITY (MEMBER) : Rafter 1 of Bay 1 : Member 1 (N.5-N.7) Between 1.800 and 6.003 m, in Load Case 1 Member Loading and Member Forces Loading Combination : 1 UT + 1.25 D1 + 1.25 D2 + 1.5 L1 UT Spacing 06.000 [Multiply AllLoads] D1 UDLY -000.350 [ kN/m ] D2 UDLY -000.200 [ kN/m ] L1 UDLY -000.600 [ kN/m ] Lateral and Torsional Restraints Purlins @ 1.8, 3.6, 5.4, 7.2, 9, 10.8, 12.6, 14.4 and 15.083 m Stays @ 1.8 and 15.083 m
Node End 1 End 2
Member No. 1
5 7
Member Forces in Load Case 1 Bending Axial Force Shear Force Moment (kN) (kN) (kNm) 114.601C 146.239 -690.802 98.146C -10.316 334.235
Maximum Moment (kNm) 339.341 @ 14.027
Maximum Deflection (mm @ m) 0.000 @ 10.407
Classification and Effective Area (EN 1993: 2006) Section (74.18 kg/m) Class = Fn(b/T,d/t,fy,N,My,Mz)
406x178 UB 74 [S 355] 5.61, 37.94, 355, 114.6, 690.8, 0
Auto Design Load Cases
1 & 5-6
(Axial: NonSlender)
Class 1
Tension Side Lateral Restraint Spacing Check, Lm Lm = fn(NEd, A, C1, Wpl,y, IT) Lm < s
114.6, 94.5,1.28, 1500.8, 62.8 1.614
