MasterSeries MasterPort Lite Sample Output

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1 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 Diagrams 5 Column Design to EC 6 Rafter Design to EC

2 Sheet : Calcs / 2 - Frame Geometry - (Full Frame) - Front View Load Diagram : Dead Plus Live Plus Wind On Gable (Ultimate) - All Groups Frame Geometry - (Full Frame) - Front View

3 Sheet : Calcs / 3 - Load Case No. End1 End2 Member Forces Ultimate (001 : 1.25 (Dead+Services) Live) Bending Axial Force Shear Force Moment (kn) (kn) (knm) Moment (mm@m) C C C C C C C C C C C C Load Case No. Member Forces Ultimate (006 : Dead Plus Live Plus Wind On Gable (Ultimate)) Bending End1 Axial Force Shear Force Moment Moment (knm End2 (kn) (kn) (mm@m) C C C C C C C C C C C C Support Reactions Serviceability (002 : Dead + Services + Live (Service)) 0 0 Rx (kn) Ry (kn) Mz (knm) Rx (kn) Ry (kn) Mz (knm) Total Support Reactions Serviceability (007 : Dead Plus Live Plus Wind On Gable (Serviceability)) 0 0 Rx (kn) Ry (kn) Mz (knm) Rx (kn) Ry (kn) Mz (knm) Total

4 Sheet : Calcs / 4 - Load Case 001 : 1.25 (Dead+Services) Live Bending Moment Diagram (Major Axis) - (Full Frame) - Front View Load Case 002 : Dead + Services + Live (Service) Deflected Shape - (Full Frame) - Front View

5 Sheet : Calcs / 5 - AXIAL WITH MOMENTS (MEMBER) Column 1 : Members 3 & 5 (N.1-N.5) Between and m, in Load Case 1 Member Loading and Member Forces Loading Combination : 1 UT D D L1 UT Spacing [Multiply AllLoads] UT PartFix (Mt My Mz) Member No. Member Forces in Load Case 1 and from Load Case 2 Bending Axial Force Shear Force End 1 Moment Moment (kn) (kn) End 2 (knm) (knm) m) C C Classification and Effective Area (EN 1993: 2006) Section (82.02 kg/m) 457x191 UB 82 [S 355] Class = Fn(b/T,d/t,fy,N,My,Mz) 5.98, 41.17, 355, , 690.8, 0 (Axial: Non- Auto Design Load Cases 1 & 5-6 Local Capacity Check Slender) Class 1 Vy.Ed/Vpl.y.Rd / = 0.1 Low Shear Mc.y.Rd = fy.wpl.y/ γm0 355 x / kn.m Npl.Rd = Ag.fy/ γm x 355/1 = kn n = NEd/Npl.Rd / = OK Wpl.N.y = Fn(Wpl.y, Avy,) , , cm³ MN.y.Rd = Wpl.N.y.fy/ γm x 355/ kn.m (My.Ed/MN.y.Rd+(M_(z.Ed/MN.z.Rd) ( / ) 2 +(0) 1 = OK Compression Resistance N.b.Rd λy = A.fy/Ncr x355/ Nb.y.Rd = Area.c.fy/ γm x0.928x355/10/1 = kn Curve a λz = A.fy/Ncrz x355/ Nb.z.Rd = Area.c.fy/ γm x0.916x355/10/1 = kn Curve b Let = Kt.Lx 1x7 = 7 λt = A.fy/NcrT x355/ Nb.T.Rd= Area.c.fy/ γm x0.474x355/10/1 = kn Curve b Equivalent Uniform Moment Factor C1 C1= fn(m1, M2, ~y) ,-634.1, Not Loaded CmLT=Max( ~y, 0.4) M = , ~y = Table B.3 Cmz=Max( ~y, 0.4) M = 0, ~y = Table B.3 Cmy=Max( ~y, 0.4) M = , ~y = Table B.3 Lateral Buckling Check M.b.Rd Le = 1.00 L 1 x = m Mcr = Fn(C1,Le,Iz,It,Iw,E) 1.110, 1.376, 1874, 69.21, , kn.m λlt = W.fy/Mcr x 355 / clt = Fn(λLT, λlt5950 ) 0.354, Curve d clt.mod = Fn(cLT,λLT,kc,f) 1.000, 0.354, 0.756, Mb.Rd = c Wpl.y.fy Mc.y.Rd x 1831 x = kn.m Buckling Resistance UN.y = NEd/(cy.NRk/γM1) / OK UN.z = NEd/(cz.NRk/γM1) / OK UM.y = My.Ed/(cLT.My.Rk/γM1) / OK UM.z = Mz.Ed/(Mz.Rk/γM1) 0 / OK

6 Sheet : Calcs / 6 - 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 x x OK UNz+kzy.UM.y+kzz.UM.z x x OK Check - Load Case 2 In-span δ Span/ / mm OK AXIAL WITH MOMENTS (MEMBER) Rafter 1 of Bay 1 : Member 1 (N.5-N.7) Between and m, in Load Case 5 Member Loading and Member Forces Loading Combination : 1 UT D D L1 UT Spacing [Multiply AllLoads] D1 UDLY [ kn/m ] D2 UDLY [ kn/m ] L1 UDLY [ kn/m ] Member No. Member Forces in Load Case 5 and from Load Case 2 Bending Axial Force Shear Force End 1 Moment Moment (kn) (kn) End 2 (knm) (knm) m) C C Classification and Effective Area (EN 1993: 2006) Section (74.18 kg/m) 406x178 UB 74 [S 355] Class = Fn(b/T,d/t,fy,N,My,Mz) 5.61, 37.94, 355, , , 0 (Axial: Non- Auto Design Load Cases 1 & 5-6 Local Capacity Check Slender) Class 1 Vy.Ed/Vpl.y.Rd / = Low Shear Mc.y.Rd = fy.wpl.y/ γm0 355 x / kn.m Npl.Rd = Ag.fy/ γm x 355/1 = kn n = NEd/Npl.Rd / = OK Wpl.N.y = Fn(Wpl.y, Avy,) , , cm³ MN.y.Rd = Wpl.N.y.fy/ γm x 355/ kn.m (My.Ed/MN.y.Rd+(M_(z.Ed/MN.z.Rd) ( / ) 2 +(0) 1 = OK Compression Resistance N.b.Rd λy = A.fy/Ncr 94.5x355/ Nb.y.Rd = Area.c.fy/ γm1 94.5x0.555x355/10/1 = kn Curve a λz = A.fy/Ncrz 94.5x355/ Nb.z.Rd = Area.c.fy/ γm1 94.5x0.846x355/10/1 = kn Curve b Let = Kt.Lx 1x = λt = A.fy/NcrT 94.5x355/ Nb.T.Rd= Area.c.fy/ γm1 94.5x0.404x355/10/1 = kn Curve b Equivalent Uniform Moment Factor C1 C1= fn(m1, M2, ~y) 328.8, 339.1, Not Loaded CmLT=Max( ~y, 0.4) M = , ~y = Table B.3 Cmz=Max( ~y, 0.4) M = 0, ~y = Table B.3 Cmy=Max(0.1(1-~y) -0.8αs, 0.4) Mh = , Ms = , ~y = , αs = Table B.3 Lateral Buckling Check M.b.Rd Le = 1.00 L 1 x 1.8 = 1.8 m

7 Sheet : Calcs / 7 - Mcr = Fn(C1,Le,Iz,It,Iw,E) 1.014, 1.800, 1546, 62.77, , kn.m λlt = W.fy/Mcr x 355 / clt = Fn(λLT, λlt5950 ) 0.502, Curve b clt.mod = Fn(cLT,λLT,kc,f) 0.883, 0.502, 0.809, Mb.Rd = c Wpl.y.fy Mc.y.Rd x 1501 x = kn.m Buckling Resistance UN.y = NEd/(cy.NRk/γM1) / OK UN.z = NEd/(cz.NRk/γM1) / OK UM.y = My.Ed/(cLT.My.Rk/γM1) / OK UM.z = Mz.Ed/(Mz.Rk/γM1) 0 / OK 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 x x OK UNz+kzy.UM.y+kzz.UM.z x x OK Check - Load Case 2 In-span δ Span/ / mm OK APPENDIX-BB STABILITY (MEMBER) : Rafter 1 of Bay 1 : Member 1 (N.5-N.7) Between and m, in Load Case 1 Member Loading and Member Forces Loading Combination : 1 UT D D L1 UT Spacing [Multiply AllLoads] D1 UDLY [ kn/m ] D2 UDLY [ kn/m ] L1 UDLY [ kn/m ] Lateral and Torsional Restraints 1.8, 3.6, 5.4, 7.2, 9, 10.8, 12.6, 14.4 and m 1.8 and m Member No. End 1 End 2 Axial Force (kn) Member Forces in Load Case 1 Shear Force (kn) Bending Moment (knm) Moment (knm) m) C C Classification and Effective Area (EN 1993: 2006) Section (74.18 kg/m) 406x178 UB 74 [S 355] Class = Fn(b/T,d/t,fy,N,My,Mz) 5.61, 37.94, 355, 114.6, 690.8, 0 (Axial: Non- Slender) Class 1 Auto Design Load Cases 1 & 5-6 Tension Side Lateral Restraint Spacing Check, Lm Lm = fn(ned, A, C1, Wpl,y, IT) 114.6, 94.5,1.28, , m Lm < s 1.614< Effect of tension side lateral restraints ignored Compression Resistance N.b.Rd λz = A.fy/Ncrz 94.5x355/ Nb.z.Rd = Area.c.fy/ γm1 94.5x0.399x355/10/1 = kn Curve b is = Fn(iy, iz, a) 170.0, 40.4, mm NcrT = Fn(E, Iz, It, Iw, Lt, a, is) 210, 1546, 63, 0.607, 4203, 0, kn λt = A.fy/NcrT 94.5x355/ 10 / Nb.T.Rd= Area.c.fy/ γm1 94.5x0.65x355/10/1 = kn Curve b Lateral Buckling Resistance Moment Mb Mcr0 = fn(lt, E, Iz, It, Iw) 4.203, 210, 1546, 62.77, kn.m Mcr = C1 Mcr kn.m

8 Sheet : Calcs / 8 - λlt = W.fy/Mcr x 355 / clt = Fn(λLT, ΦLT, β) 0.805, 0.565, Curve b clt.mod = Fn(cLT,λLT,kc,f) 0.722, 0.805, 0.809, Mb.Rd = c Wpl.y.fy x 1501 x kn.m Combined Axial and Bending 6.62 kzy 1- {0.1/(CmLT-0.25)} NEd/Nb,z,Rd NEd/Nb,z,Rd+kzy.My,Ed/Mb,Rd / x / = OK

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MasterSeries MasterPort Plus Sample Output

MasterSeries MasterPort Plus Sample Output The following output is from the MasterPort Plus Design program. Contents 2 Frame Geometry and Loading 4 Tabular Results Output support reactions and nodal deflections