new GB1107305 1 · 2011-07-07 · Calculations Prepared by JMS Consulting Engineers Ltd new...

Calculations Prepared by JMS Consulting Engineers Ltd new GB1107305 (1).doc

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Job ref : GB1107305

Sheet : Structure / 1 -

Made By : Beam-Designs - SR

Date : June 2011/

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Loading

Roof : Tiles = 0.65 kN/m2 Dead Live Plasterboard = 0.5 kN/m2 Rafters, felt, insulation etc . = 0.30 kN/m2

1.45 kN/m2/Cos 35 = 1.77 kN/m2

TOTAL = 1.77 kN/m2

Roof snow loading = 0.6*((60-35)/30)= 0.50 kN/m2 TOTAL = 0.50 kN/m2

Roof: Joists & boarding , finishes = 0.35 kN/m2

(flat) Plasterboard = 0.5 kN/m2 TOTAL = 0.85 kN/m2

Imposed = 0.75 kN/m2

TOTAL = 0.75 kN/m2

Floor: Joists & boarding = 0.25 kN/m2

Plasterboard = 0.5 kN/m2 TOTAL = 0.75 kN/m2

Imposed = 1.50 kN/m2

TOTAL = 1.50 kN/m2

Wall : 2.4m high, 100mm blockwork = 2.4*1.4 =3.36 kN/m Plasterwork both sides = 2.4*0.25*2 =1.2 kN/m TOTAL = 4.56 kN/m

2.4m high, studwork = 2.4*0.12 =0.29 kN/m Plasterwork both sides = 2.4*0.15*2 =0.72 kN/m TOTAL = 1.01 kN/m

2.7m high, cavity wall blockwork = 2.7*(2.1+1.4) =9.45 kN/m Plasterwork to one side = 2.4*0.25 =0.60 kN/m TOTAL = 10.05 kN/m Triangle: 2.7m high, cavity wall blockwork = 0.5*2.7*(2.1+1.4) =4.73 kN/m wall Plasterwork to one side = 0.5*2.4*0.25 =0.30 kN/m TOTAL = 5.03 kN/m



Job ref : GB1107305



Date : June 2011/

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First floor

Ridge Load to ridge Roof: 1.77*4.8 /2=4.25 0.5*4.8/2=1.2 Total 4.25 kN/m Dead 1.2 kN/m Live � C:\SIMAS\MASTERSERIES\GB1107305\BEAM NO9.$5

Beam 1

Ridge

Beam 1

Beam 1.1



Job ref : GB1107305



Date : June 2011/

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AXIAL WITH MOMENTS (MEMBER)

Ridge

Member 1 (N.1-N.2) @ Level 1 in Load Case 1

Member Loading and Member Forces Loading Combination : 1 UT + 1.35 D1 + 1.5 L1 D1 UDLY -004.250 ( kN/m ) L1 UDLY -001.200 ( kN/m )

Member Forces in Load Case 1 and Maximum Deflection from Load Case 3

Mem

ber

No.

Node

End1

End2

Axial

Force

(kN)

Shear

Force

(kN)

Bending

Moment

(kN.m)

Maximum

Moment

(kN.m @ m)

Maximum

Deflection

(mm @ m)

1 1 0.000C 20.872 0.000 27.655 11.912

2 0.000C -20.872 0.000 @ 2.650 @ 2.650

Classification and Effective Area (EN 1993: 2006) Class = Fn(b/T,d/t,fy,N,My,Mz) 8.54, 30.25, 275, 0, 27.65, 0 (Axial: Non-Slender) Class 1 Auto Design Load Cases 1

Moment Capacity Check M.c.y.Rd Vy.Ed/Vpl.y.Rd 0.002 / 203.402 = 0 Low Shear Mc.y.Rd = fy.Wpl.y/ γM0 275 x 257.7/1 70.868 kN.m My.Ed/Mc.y.Rd 27.651 / 70.868 = 0.390 OK

Equivalent Uniform Moment Factor C1 C1= fn(M1, M2, Mo, ψ,µ) 0.0, 0.0, 27.6, 0.857, 300.000 1.127 Uniform

Lateral Buckling Check M.b.Rd Le = 1.2L+2D 1.2 x 5.3 + 2 x 0.203 = 6.766 m Mcr= Fn(C1,Le,Iz,It,Iw,E) 1.127, 6.766, 308.5, 5.964, 0.02933, 210000 33.015 kN.m λLT= √ W.fy/Mcr √ 257.7 x 275 / 33.015 1.465 χLT= Fn(λLT, λLT5950 ) 1.465, 1.497 0.443 Curve b χLT.mod = Fn(χLT,λLT,kc,f) 0.443, 1.465, 0.942, 0.997 0.444 6.3.2.3 Mb.Rd = χ Wpl.y.fy≤ Mc.y.Rd 0.444 x 257.7 x 275 ≤ 70.868 = 31.469 kN.m My.Ed/Mb.Rd 27.651 / 31.469 0.879 OK

Deflection Check - Load Case 3 δ ≤ Span/360 11.91 ≤ 5300 / 360 11.91 mm OK

Section (25.09 kg/m) 203x133 UB 25 [Grade 43]

Consider Bearings

Max Load = 20.872 kN Assuming γm=3.5 fk=3.5 N/mm2 and Bearing Type 1 Required Bearing length = 20.872E3*3.5/(3.5*1.5)/100=139.147mm

Provide 215 long x 102.5 wide 1 Course Eng. Bwk Padstone



Job ref : GB1107305



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Beam 1 Load to beam 1 Roof: 1.77*4.8 /2=4.25 0.5*4.8/2=1.2 Roof: 0.85*2.5/2=1.06 0.75*2.5/2=0.94 (flat) Total 5.31 kN/m Dead 2.14 kN/m Live � C:\SIMAS\MASTERSERIES\IP10_552_09\GB1107305\BEAM NO6.$5


Beam 1

Member 1 (N.1-N.2) @ Level 1 in Load Case 1 Member Loading and Member Forces Loading Combination : 1 UT + 1.35 D1 + 1.5 L1 D1 UDLY -005.310 ( kN/m ) L1 UDLY -002.140 ( kN/m )


Mem

ber

No.

Node

End1

End2

Axial

Force

(kN)

Shear

Force

(kN)

Bending

Moment

(kN.m)

Maximum

Moment

(kN.m @ m)

Maximum

Deflection

(mm @ m)

1 1 0.000C 34.010 0.000 51.015 8.603

2 0.000C -34.010 0.000 @ 3.000 @ 3.000




Lateral Buckling Check M.b.Rd Le = 1.2L+2D 1.2 x 6 + 2 x 0.216 = 7.632 m Mcr= Fn(C1,Le,Iz,It,Iw,E) 1.127, 7.632, 2540, 80.25, 0.2497, 210000 290.899 kN.m λLT= √ W.fy/Mcr √ 798.8 x 265 / 290.899 0.853 χLT= Fn(λLT, λLT5950 ) 0.853, 0.819 0.787 Curve b χLT.mod = Fn(χLT,λLT,kc,f) 0.787, 0.853, 0.942, 0.971 0.811 6.3.2.3 Mb.Rd = χ Wpl.y.fy≤ Mc.y.Rd 0.811 x 798.8 x 265 ≤ 211.682 = 171.617 kN.m My.Ed/Mb.Rd 51.013 / 171.617 0.297 OK


Section (70.98 kg/m) 203x203 UC 71 [Grade 43]



Job ref : GB1107305



Date : June 2011/

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Consider Bearings

Max Load = 34.010 kN Assuming γm=3.5 fk=3.5 N/mm2 and Bearing Type 1 Required Bearing length = 34.010E3*3.5/(3.5*1.5)/100=226.733mm

Provide 330 long x 102.5 wide 2 Course Eng. Bwk Padstone

Beam 1.1 � C:\SIMAS\MASTERSERIES\GB1107305\NEW BEAM 2.$5





Mem

ber

No.

Node

End1

End2

Torque

Moment

(kN.m)

Shear

Force

(kN)

Bending

Moment

(kN.m)

Maximum

Moment

(kN.m @ m)

Maximum

Deflection

(mm @ m)

3 2 0.000 -7.396 -0.053 -3.091 0.605

4 0.000 7.461 0.000 @ 0.825 @ 0.825

Classification and Effective Area (EN 1993: 2006) Section (12.96 kg/m) 127x76 UB 13 [Grade 43] Class = Fn(b/T,d/t,fy,N,My,Mz) 5, 24.15, 275, 0, 3.09, 0 (Axial: Non-Slender) Class 1 Auto Design Load Cases 1



Lateral Buckling Check M.b.Rd Le = 1.00 L 1 x 1.65 = 1.65 m Mcr= Fn(C1,Le,Iz,It,Iw,E) 1.109, 1.650, 56.6, 2.851, 0.001982, 210000 44.946 kN.m λLT= √ W.fy/Mcr √ 84.2 x 275 / 44.946 0.718 χLT= Fn(λLT, λLT5950 ) 0.718, 0.736 0.861 Curve b χLT.mod = Fn(χLT,λLT,kc,f) 0.861, 0.718, 0.950, 0.975 0.883 6.3.2.3 Mb.Rd = χ Wpl.y.fy≤ Mc.y.Rd 0.883 x 84.2 x 275 ≤ 23.155 = 20.438 kN.m My.Ed/Mb.Rd 3.089 / 20.438 0.151 OK




Job ref : GB1107305



Date : June 2011/

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Ground floor

Load to beam 3 Roof: 2.5/2*0.85=1.06 2.5/2*0.75=0.94 (flat) Wall 10.05 Total 11.11 kN/m Dead 0.94 kN/m Live � C:\SIMAS\MASTERSERIES\GB1107305\NEW BEAM 3.$5


Beam 2

Members 1-2 (N.1-N.2) @ Level 1 in Load Case 1

Beam 2



Job ref : GB1107305



Date : June 2011/

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Member Loading and Member Forces Loading Combination : 1 UT + 1.35 D1 + 1.5 L1 Part 1 D1 UDLY -011.110 ( kN/m ) L1 UDLY -000.940 ( kN/m ) Part 2 D1 UDLY -011.110 ( kN/m ) L1 UDLY -000.940 ( kN/m )


Mem

ber

No.

Node

End1

End2

Axial

Force

(kN)

Shear

Force

(kN)

Bending

Moment

(kN.m)

Maximum

Moment

(kN.m @ m)

Maximum

Deflection

(mm @ m)

1 0.000C 18.038 0.000 -25.954 2.896

3 0.000C -25.719 0.000 @ 3.050 @ 5.150


Moment Capacity Check M.c.y.Rd Vy.Ed/Vpl.y.Rd 39.559 / 312.792 = 0.126 Low Shear Mc.y.Rd = fy.Wpl.y/ γM0 275 x 342.6/1 94.215 kN.m My.Ed/Mc.y.Rd -25.953 / 94.215 = 0.275 OK


Lateral Buckling Check M.b.Rd Le = 1.00 L 1 x 6.8 = 6.8 m Mcr= Fn(C1,Le,Iz,It,Iw,E) 1.127, 6.800, 275.2, 8.817, 0.01970, 210000 35.412 kN.m λLT= √ W.fy/Mcr √ 342.6 x 275 / 35.412 1.631 χLT= Fn(λLT, λLT5950 ) 1.631, 1.689 0.375 Curve b χLT.mod = Fn(χLT,λLT,kc,f) 0.375, 1.631, 0.942, 1.000 0.375 6.3.2.3 Mb.Rd = χ Wpl.y.fy≤ Mc.y.Rd 0.375 x 342.6 x 275 ≤ 94.215 = 35.348 kN.m My.Ed/Mb.Rd 25.955 / 35.348 0.734 OK


Section (19.04 kg/m) 2 No. 178x102 UB 19 [Grade 43]

Consider Bearings To The Left And Right Ends

Max Load = 25.719 kN Assuming γm=3.5 fk=3.5 N/mm2 and Bearing Type 1 Required Bearing length =25.719E3*3.5/(3.5*1.5)/100=171.46mm

Provide 330 long x 102.5 wide 2 Course Eng. Bwk

Consider Bearings On Internal Wall

Max Load = 54.825 kN Assuming γm=3.5 fk=3.5 N/mm2 and Bearing Type 1 Required Bearing length =54.825E3*3.5/(3.5*1.5)/100=365.5mm

Provide 440 long x 102.5 wide 2 Course Eng. Bwk



Job ref : GB1107305



Date : June 2011/

:


Lower ground floor

Post 2

Structure 1

Structure 2

Structure 3 Post 1

Post 1



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Date : June 2011/

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Structure 1 Structure 2

Beam 3

Beam 2

Beam 1

Beam 1

Beam 2

Structure 3

Beam 1

Beam 2

Beam 3



Job ref : GB1107305



Date : June 2011/

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Load to beam 1

Roof 5.0/2*1.41=3.525 5.0/2*2.0=5 Roof 0.85*1.84/2=0.78 0.75*1.84/2=0.69 (flat) Floor 2*(0.6/2+2.2/2)*0.5=1.4 2*(0.6/2+2.2/2)*1.5=4.2 Wall 2*10.05+5.03=25.13 Total 30.835 kN/m Dead 9.89 kN/m Live Load to beam 2 Roof 5.6/2*1.41=1.763 5.6/2*2.0=5.6 Wall 2*10.05=20.1 Total 21.863 kN/m Dead 5.6 kN/m Live

Steel Structure 1

� C:\SIMAS\MASTERSERIES\GB1107305\CONNECTIONS - RECOVERY 00.$5

MasterFrame : Graphics

Frame Geometry - (Full Frame) - 3D Front View



Job ref : GB1107305



Date : June 2011/

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Beam 1 � C:\SIMAS\MASTERSERIES\GB1107305\NEW GROUND FLOOR FRAME.$5


Beam 1




Mem

ber

No.

Node

End1

End2

Axial

Force

(kN)

Torque

Moment

(kN.m)

Shear Force

(kN)

Bending Moment

(kN.m)

Maximum Moment

(kN.m @ m)

Maximum

Deflection

(mm @ m) y-y z-z y-y z-z y-y z-z

8 0.00C -0.02 155.11 0.00 0.00 0.00 209.40 19.04 12 0.00C 0.00 -47.40 0.00 0.00 0.00 @ 2.700 @ 2.700

Classification and Effective Area (EN 1993: 2006) Section (73.08 kg/m) 254x254 UC 73 [Grade 43] Class = Fn(b/T,d/t,fy,N,My,Mz) 8.96, 23.29, 275, 0, 209.37, 0 (Axial: Non-Slender) Class 1 Auto Design Load Cases 1

Moment Capacity Check M.c.y.Rd Vy.Ed/Vpl.y.Rd 0.668 / 406.798 = 0.002 Low Shear Mc.y.Rd = fy.Wpl.y/ γM0 275 x 992.1/1 272.828 kN.m My.Ed/Mc.y.Rd 209.397 / 272.828 = 0.768 OK


Lateral Buckling Check M.b.Rd Le = (1.2L+2D+1.00 L)/2 (1.2 x 7.05 + 2 x 0.254 + 1.00 x 7.05)/2 = 8.009 m Mcr= Fn(C1,Le,Iz,It,Iw,E) 1.127, 8.009, 3915, 57.62, 0.5620, 210000 322.406 kN.m λLT= √ W.fy/Mcr √ 992.1 x 275 / 322.406 0.920 χLT= Fn(λLT, λLT5950 ) 0.920, 0.881 0.748 Curve b χLT.mod = Fn(χLT,λLT,kc,f) 0.748, 0.920, 0.942, 0.972 0.770 6.3.2.3 Mb.Rd = χ Wpl.y.fy≤ Mc.y.Rd 0.770 x 992.1 x 275 ≤ 272.828 = 210.040 kN.m My.Ed/Mb.Rd 209.397 / 210.04 0.997 OK



Beam 2 � C:\SIMAS\MASTERSERIES\IP10_552_09\GB1107305\NEW GROUND FLOOR FRAME.$5


Members 1 and 3 (N.2-N.8) @ Level 1 in Load Case 1



Job ref : GB1107305



Date : June 2011/

:


Member Loading and Member Forces Loading Combination : 1 UT + 1.35 D1 + 1.5 L1 Part 1 Part 2 D1 UDLY -021.863 ( kN/m ) L1 UDLY -005.600 ( kN/m )


Mem

ber

No.

Node

End1

End2

Axial

Force

(kN)

Torque

Moment

(kN.m)

Shear Force

(kN)

Bending Moment

(kN.m)

Maximum Moment

(kN.m @ m)

Maximum

Deflection


2 0.00C 0.00 125.00 0.00 0.00 0.00 68.65 2.78 9 0.00C 0.00 -75.37 0.00 0.00 0.00 @ 0.550 @ 0.898


Moment Capacity Check M.c.y.Rd Vy.Ed/Vpl.y.Rd 124.727 / 226.503 = 0.551 High Shear ρy= (2 Vy.Ed/Vpl.y.Rd - 1)² (2 x 124.727 / 226.503 - 1)² = 0.01 Wpl.y = Fn(Wpl.y, Av, ρy) 308.8, 14.27, 0.01 308.26 cm³ Mc.y.Rd = fy.Wpl.y/ γM0 275 x 308.26/1 84.772 kN.m My.Ed/Mc.y.Rd 68.662 / 84.772 = 0.810 OK


Lateral Buckling Check M.b.Rd Le = 1.00 L 1 x 2 = 2 m Mcr= Fn(C1,Le,Iz,It,Iw,E) 1.127, 2.000, 707.1, 19.18, 0.03984, 210000 410.054 kN.m λLT= √ W.fy/Mcr √ 308.8 x 275 / 410.054 0.455 χLT= Fn(λLT, λLT5950 ) 0.455, 0.439 0.979 Curve b χLT.mod = Fn(χLT,λLT,kc,f) 0.979, 0.455, 0.942, 0.978 1.000 6.3.2.3 Mb.Rd = χ Wpl.y.fy≤ Mc.y.Rd 1.000 x 308.8 x 275 ≤ 84.772 = 84.772 kN.m My.Ed/Mb.Rd 68.674 / 84.772 0.810 OK


Section (36.98 kg/m) 152x152 UC 37 + 270x8 Bottom Plate [Grade 43]

Beam 3 � C:\SIMAS\MASTERSERIES\GB1107305\NEW GROUND FLOOR FRAME.$5


Members 2 and 4 (N.5-N.10) @ Level 1 in Load Case 1



Job ref : GB1107305



Date : June 2011/

:


Member Loading and Member Forces

Loading Combination : 1 UT + 1.35 D1 + 1.5 L1 Part 1 Part 2


Mem

ber

No.

Node

End1

End2

Axial

Force

(kN)

Torque

Moment

(kN.m)

Shear Force

(kN)

Bending Moment

(kN.m)

Maximum Moment

(kN.m @ m)

Maximum

Deflection


5 0.05C 0.05 17.10 -0.02 -0.12 0.00 9.24 -0.01 0.04 11 0.04C 0.53 -186.97 0.22 -0.10 0.01 @ 0.550 @ 0.523 @ 0.347

� C:\SIMAS\M

Classification and Effective Area (EN 1993: 2006) Class = Fn(b/T,d/t,fy,N,My,Mz) 6.71, 15.45, 275, 0.05, 9.22, 0.01 (Axial: Non-Slender) Class 1 Auto Design Load Cases 1

Local Capacity Check Vy.Ed/Vpl.y.Rd 186.949 / 226.503 = 0.825 High Shear ρy= (2Vy.Ed/Vpl.y.Rd-1)² (2 x 186.949 / 226.503 - 1)² = 0.423 Sxx = Fn(Sxx, Avx, ρx) 308.8, 14.266, 0.423 286.628 cm³ Mc.y.Rd = fy.Wpl.y/ γM0 275 x 286.63/1 78.823 kN.m Vz.Ed/Vpl.z.Rd 0.221 / 563.829 = 0 Low Shear Mc.z.Rd = fy.Wpl.z/ γM0 275 x 139.6/1 38.39 kN.m Npl.Rd = Ag.fy/ γM0 47.11 x 275/1 = 1295.525 kN n = NEd/Npl.Rd 0.043 / 1295.525 = 0.000 OK Wpl.N.y = Fn(Wpl.y, Avy, n, ρy) 308.8, 14.266, 0, 0.423 286.63 cm³ MN.y.Rd = Wpl.N.y.fy/ γM0 286.63 x 275/1 78.823 kN.m Wpl.N.z = Fn(Wpl.z, Avz, n) 139.6, 35.512, 0 139.6 cm³ MN.z.Rd = Wpl.N.z.fy/ γM0 139.6 x 275/1 38.39 kN.m (My.Ed/MN.y.Rd)+(Mz.Ed/MN.z.Rd) (9.223/78.823)²+(0.004/38.39)1= 0.014 OK

Compression Resistance N.b.Rd λy= √A.fy/Ncr √47.11x275/127316.2 0.101 Nb.y.Rd = Area.χ.fy/ γM1 47.11x1x275/10/1 = 1295.525 kN Curve b λz= √A.fy/Ncr √47.11x275/40709.64 0.179 Nb.z.Rd = Area.χ.fy/ γM1 47.11x1x275/10/1 = 1295.525 kN Curve c

Equivalent Uniform Moment Factors C1, C.mLT, C.mz, and C.my C1= fn(M1, M2, Mo, ψ,µ) -0.1, 0.1, 2.4, -0.764, -23.099 1.149 Uniform CmLT=0.95+0.05αh(1+2ψ) Mh= -0.11, Ms= 2.44, ψ = -0.764, αs= -0.044 0.951 Table B.3 Cmz=Max(0.6+0.4ψ, 0.4) M = 0.01, ψ = -0.200 0.52 Table B.3 Cmy=0.95+0.05αh Mh= -0.12, Ms= 4.99, ψ = 0.839, αs= -0.025 0.949 Table B.3

Lateral Buckling Check M.b.Rd Le = 1.00 L 1 x 0.6 = 0.6 m Mcr= Fn(C1,Le,Iz,It,Iw,E) 1.149, 0.600, 707.1, 19.18, 0.03984, 210000 3628.704 kN.m λLT= √ W.fy/Mcr √ 308.8 x 275 / 3628.704 0.147 χLT= Fn(λLT, λLT5950 ) 0.147, 0.149 1.000 Curve d χLT.mod = Fn(χLT,λLT,kc,f) 1.000, 0.147, 0.942, 0.972 1.000 6.3.2.3 Mb.Rd = χ Wpl.y.fy≤ Mc.y.Rd 1.000 x 308.8 x 275 ≤ 78.823 = 78.823 kN.m

Buckling Resistance UN.y = NEd/(χy.NRk/γM1) 0.052 / 1295.525 0.000 OK UN.z = NEd/(χz.NRk/γM1) 0.052 / 1295.525 0.000 OK UM.y = My.Ed/(χLT.My.Rk/γM1) 9.223 / 78.823 0.117 OK UM.z = Mz.Ed/(Mz.Rk/γM1) 0.004 / 38.39 0.000 OK kyy=Cmy{1+(λy-0.2)UN.y} 0.949 kzz=Cmz{1+(2λy-0.6)UN.z} 0.520 kyz=0.6 kzz 0.312 kzy=0.6 kyy 0.569 UNy+kyy.UM.y+kyz.UM.z 0.000+0.949x0.117+0.312x0.000 0.111 OK UNz+kzy.UM.y+kzz.UM.z 0.000+0.569x0.117+0.520x0.000 0.067 OK



Job ref : GB1107305



Date : June 2011/

:




Post 1

Most dangerous case � C:\SIMAS\MASTERSERIES\GB1107305\CONNECTIONS - RECOVERY 00.$5

COLUMNS IN SIMPLE CONSTRUCTION


Classification and Properties (BS 5950: 2000) Section (30.03 kg/m) 152x152 UC 30 [Grade 43] Class = Fn(b/T,d/t,py,F,Mx,My) 8.13, 19.02, 275, 185.8, 0, 0 (Axial: Non-Slender) Plastic Auto Design Load Cases 1

Applied Factored Loads Fc=F+Fx1+Fx2+Fy1+Fy2+Fa 0+185.803+0+0+0+0 185.803 kN Mx=Fx1.ex1 186x179 33.222 kN.m

Compression Resistance Pc λx = Lex/rxx 100x1x2.4/6.76 = 35.5 OK Pcx = Area.pcx 38.26x255.487/10 = 977.495 kN Table 24 b λy = Ley/ryy 100x1x2.4/3.83 = 62.7 OK Pcy = Area.pcy 38.26x195.89/10 = 749.490 kN Table 24 c

Buckling Resistance Moment Mbs λLT = 0.5 (L/ryy) 0.5(100x2.4/3.83) 31.33 OK pb = Fn (py,λLT) 275, 31.33 275 N/mm² Table 16 Mbs = Sx.pb ≤ Mc 247.7 x 275 ≤ 68.118 = 68.118 kN.m

Columns in Simple Construction 4.7.7 Fc/Pc+Mx/Mbs+My/py.Zy 185.803/749.49+33.222/68.118+0/(275x73.43) 0.736 OK


Post 2 � C:\SIMAS\MASTERSERIES\GB1107305\NEW GROUND FLOOR FRAME.$5



Job ref : GB1107305



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Columns in Simple Construction


Column in Simple Construction check not support by EN 1993:2006. Capacities and components calcualted in accoradance with EN 1993 and design check presented according to BS 5950. Caution

Classification and Effective Area (EN 1993: 2006) Class = Fn(b/t,d/t,fy,N,My,Mz) 13.67, 13.67, 275, 47.395, 0, 0 (Axial: Non-Slender) Class 1 Auto Design Load Cases 1

Applied Factored Loads Fc=F+Fy1+Fy2+Fz1+Fz2+Fa 0+0+0+0+47.395+0 47.395 kN Mz=-Fz2.ez2 -47x150 7.109 kN.m

Compression Resistance N.b.Rd λy= √A.fy/Ncr √22.17x275/1162.9 0.724 Nb.y.Rd = Area.χ.fy/ γM1 22.17x0.836x275/10/1 = 509.893 kN Curve a λz= √A.fy/Ncr √22.17x275/1162.9 0.724 Nb.z.Rd = Area.χ.fy/ γM1 22.17x0.836x275/10/1 = 509.893 kN Curve a

Buckling Resistance Moment M.b.Rd λLT = 0.5 L / (iz.π. √ E/fy) 0.5x100x2.4/ (3.82x π x √ 210000/275) 0.44 χLT= Fn(λLT) 0.444 0.983 Curve b Mb.Rd = χ Wpl.y.fy≤ Mc.y.Rd 1.000 x 77.61 x 275 ≤ 21.343 = 21.343 kN.m

Columns in Simple Construction Fc/Nb.Rd+My/Mb.Rd+Mz/fy.Wel.z 47.395/509.893+0/21.343+7.109/(275x64.64) 0.493 OK

Section (17.4 kg/m) 100x100x6 SHS 17.4 [Grade 43]

Connections Beam 2 To Column � C:\SIMAS\MASTERSERIES\GB1107305\CONNECTIONS - RECOVERY 00.$5



Job ref : GB1107305



Date : June 2011/

:


EAVES JOINT AT : N.9 - LEVEL 1 : MEMBER 3 (N.8-N.9)

Beam to Column Flange End-Plated Connection to BS 5950

LOADING CASE 001 : DEAD PLUS LIVE (ULTIMATE)

Basic Data Applied Forces at Column/Left Rafter Interface Resultant Forces M, Fv, F 9.0 kNm, 73.3 kN, 8.0 kN Load directions Top of Joint in Tension, Rafter moving Down and in Compression. Design to BS 5950-1: 2000 and the SCI Green Book: Joints in Steel Construction : Moment Connections: SCI-P-207/95

Basic Dimensions Column-152x152UC30 [43] D=157.6, B=152.9, T=9.4, t=6.5, r=7.6, py=275 Beam-152x152UC37 [43] D=161.8, B=154.4, T=11.5, t=8.0, r=7.6, py=275 Bolts 16 mm Ø in 17 mm holes Grade 8.8 Bolts Plates S 275, Welds E 35 Rafter Capacities Mc, Fvc, Fc 84.9 kN.m, 213.6 kN, 1295.5 kN Fvc = 213.6 kN OK

Summary of Results (Unity Ratios) Moment Capacity 12.5 kNm (for 2 rows of bolts) (Modified Applied Moment Mm=8.4 kNm) 0.67 OK Moment Capacity 10.7 kNm (for the 1 rows of bolts required in the tension zone) 0.78 OK Shear Capacity 0.26 OK Flange Welds 0.19 0.19 OK Web Welds 0.20, 0.20, 0.33 0.33 OK

Step 1: Tension Zone Basics Beam bp, g, t, Sww, m, e, n 175.0, 90, 8.0, 6, 36.2, 42.5, 31.5 Column B, g, t, r, m, e, n 152.9, 90, 6.5, 7.6, 35.7, 31.5, 31.5 Bolt Capacity Pt' Table 2.1 and Appendix IV 87.9 kN Prmode3=Nb•Pt' 2•87.9 175.8 kN Eq 2.3

Plastic distribution Limit Tc< Ø/1.9•√(Uf/Pyc) 9.4 < 16/1.9•√(785.0/275) 9.4 <= 14.4 Plastic Tp< Ø/1.9•√(Uf/Pyp) 12.0 < 16/1.9•√(785.0/275) 12.0 <= 14.4 Plastic Classification Plastic Deformation occurs. Use Plastic distribution Eq 2.5; 2.6

BOLT ROW 1 Column Flange row 1 only m, e, ex 35.7, 31.5, 65.0 Le modes i, ii, v 224.1, 182.0, 156.0 156.0 mm T2.5: 6 Mp=Leff•tk•tk •py/4 156.0•9.4•9.4•275.0/4 947.6 kN.mm Prmode1=4•Mp/m 4•947.6/35.67 106.3 kN Eq 2.1 Prmode2=(2•Mp+n•Nb•Pt')/(m+n) (2•947.6 + 31.45•2•87.9)/(35.67 + 31.45) 110.6 kN Eq 2.2 Pr=min(Prmode1,2,3) min(106.3, 110.6, 175.8) 106.3 kN



Job ref : GB1107305



Date : June 2011/

:


Column Web Tension row 1 only Lt=min(0.87•g,L1)+min(0.87•g,L2) min(0.87•90, 65.0) + min(0.87•90, 77.9) 142.9 mm fig 2.17 Pt=Lt•tc•Pyc 142.9•6.5•275 255.5 kN Eq 2.4

End Plate row 1 only m, e, m2U, m2L, α 36.2, 42.5, 37.1, 0.0, 6.0 Le modes i, ii, iii 227.5, 197.9, 218.3 218.3 mm T2.5: 3 Mp=Leff•tk•tk •py/4 218.3•12.0•12.0•275.0/4 2160.8 kN.mm Prmode1=4•Mp/m 4•2160.8/36.20 238.8 kN Eq 2.1 Prmode2=(2•Mp+n•Nb•Pt')/(m+n) (2•2160.8 + 31.45•2•87.9)/(36.20 + 31.45) 145.6 kN Eq 2.2 Pr=min(Prmode1,2,3) min(238.8, 145.6, 175.8) 145.6 kN

Beam Web Tension row 1 only Lt=min(0.87•g,L1)+min(0.87•g,L2) min(0.87•90, 43.5) + min(0.87•90, 77.9) 121.4 mm fig 2.17 Ltenhanced=√(Lt•Lt+Ls•Ls) √(121.4•121.4 + 231.0•231.0) 261.0 mm fig 2.33 Pt=Lt•tb•Pyb 261.0•8.0•275 574.1 kN Eq 2.4 Potential resistance of Bolt Row 1 Pr1 106.3 kN Mode 1

BOLT ROW 2 Column Flange rows 1 to 2 combined Leff(Row 1)=Min(ex, ii/2) Min(65, 182/2) 65 mm Leff(Row 2)=(ii / 2) 182/2 91 mm Leff=Leff(Row 1)+P+Leff(Row 2) 65.0 + 50.0 + 91.0 206.0 mm Mp=Leff•tk•tk •py/4 206.0•9.4•9.4•275.0/4 1251.4 kN.mm T2.6: 5 & 1 Prmode1=4•Mp/m 4•1251.4/35.67 140.3 kN Eq 2.1 Prmode2=(2•Mp+n•Nb•Pt')/(m+n) (2•1251.4 + 31.45•4•87.9)/(35.67 + 31.45) 202.1 kN Eq 2.2 Pr=min(Prmode1,2,3) min(140.3, 202.1, 351.7) 140.3 kN Pr net=Pr-Pr1,1 140.3 - 106.3 34.1 kN

Potential Tension Capacity Sigma Pri 106.3 + 34.1 kN 140.3 kN

Step 2: Compression Zone Web Bearing n =min(5,2+0.6•Be/K) min(5, 2 + 0.6•157.6/17.0) 5.000 Web Bearing Pbw =(b1+n•k)•t•Pyb (48.3 + 5.0•17.0)•6.5•275 238.3 kN

Web Buckling Px mod=min(1,(ae+0.7•d)/(1.4•d)) min(1,(157.6 + 0.7•138.8)/(1.4•138.8)) 1.000 Px =Pbw•mod•25ε•t/√((b1+n•k)d) 238.3•1.00x25x1.00•6.5/√((48.3+5•17.0)x138.8) 284.7 kN

Beam Compression Beam Compression Zone Flange in Compression Utilising 40% OverStressing Total Area Flange 154.4•11.5 17.8 cm² Pcbeam 17.8•275•1.40 683.6 kN Eq 2.9

Step 3: Column Web Shear Pvweb=0.6•pyc•Av 0.6•275(6.5•157.6) 169.0 kN Eq 2.10

Potential Compression Capacity Pcmin Min(238.3, 284.7, 683.6) 238.3 kN OK

Step 4: Moment Capacity Fc=Min(Pri+N, Pc) min(140.3 + 8.0,238.3) 148.3 kN Fri=Fc-Axial 148.3 - 8.0 140.3 kN Shear Limit Fri=Min(Fri, Fq) min(140.3,169.0) 140.3 kN Pδ=Pri -Fri 140.3 - 140.3 0.0 kN

Final Bolt Forces and Moment Capacities Bolt row 2 Mc2=Pr2•h2 34.1•51.1 1.7 kN.m Bolt row 1 Mc1=Pr1•h1 106.3•101.1 10.7 kN.m Mc 12.5 kN.m Mm=M-N•Hn 9.0 - 8.0•75.2 8.4 kN.m OK Tension Bolts Only the first 1 rows are required to resist the applied moment The remaining rows shall be considered to be part of the shear zone. Mc' for 1 rows 10.7 10.7 kN.m Ft for 1 rows 106.3 106.3 kN Ftdesign=Ft •Mapp/Mc' 106.3•8.4/10.7 83.1 kN



Job ref : GB1107305



Date : June 2011/

:


Step 5: Shear Bolts Bolt Shear Capacity BSC=58.875, tg=21.4 58.9 kN Bearing Capacity-End Plate pb=460, edge=41.5, Ø=16, tk=12, kbs=1.00 88.3 kN Bearing Capacity-Column Flange pb=460, edge=41.5, Ø=16, tk=9.4, kbs=1.00 69.2 kN Bearing Capacity-Bolts pb=1000, Ø=16, tk=9.4 150.4 kN Pss=Min(bearing...,shear) Min(88.3, 69.2, 150.4, 58.9) 58.9 kN Pts Min(bearing...,0.4•shear) Min(88.3, 69.2, 150.4, 23.6) 23.6 kN V=Ns•Pss+Nt•Pts 4•58.9 + 2•23.6 283 kN OK

Step 7: Welds Flange Tension Weld Fapp=min(B•T•Py, Ftdesign) Min(154.4•11.5•275, 83.1) 83.1 kN FwCap=2•0.7•ts•L•Pyw 2•0.7•8•(154.4 - 2•8)•275 426.3 kN OK

Flange Compression Weld Direct Bearing assumed. No check required

Web Welds in Tension Zone Lwt=L-proj-T-root+1.73•g/2 65 - 10 - 11.5 - 7.6 + 1.73 90/2 113.8 mm Load per row Row1=K1•Fr1 (37/(36 + 37))•106 53.8 kN Total Load Ft 53.8 53.8 kN FwCap=2•0.7•ts•Lwt•Pyw 2•0.7•6•113.8•275 262.8 kN OK

Web Welds in Shear Zone Lws=D-(Tt+Tb )-rt-rb-Lwt 161.8 - 23.0 - 7.6 - 7.6 - 114 9.8 mm FwCap=2•0.7•ts•Lws•Pyw 2•0.7•6•9.8•220 18.2 kN Require More Shear Capacity Determining Residual Shear Capacity of Tension Zone Weld. Load per row Row1=K1•Fr1 (37/(36 + 37))•106 53.8 kN Total Load Ft 53.8 53.8 kN FwCap=2•0.7•ts•Lwt•Pyw 2•0.7•6•113.8•275 262.8 kN OK Tension Utilisation 53.8/262.8 0.20 Shear Utilisation Available Vut √(1 - 0.20²) 0.98 Residual Vt=pw(Vut•2•0.7•tw)•Lwt 220(0.98•2•0.7•6)•114 205.76 kN Total Shear Capacity=Vt+V 205.76 + 18.20 224.0 kN OK

Base Connection For Post 1 (Most Dangerous Case) � C:\SIMAS\MASTERSERIES\GB1107305\CONNECTIONS - RECOVERY 00.$5

BASE PLATE AT : N.6 - LEVEL 0



Job ref : GB1107305



Date : June 2011/

:


Base-Plate Connection to BS 5950


Basic Data Applied Forces at Interface Resultant Forces M, Fv, F Moment +0.0 kNm, Shear -0.4 kN, Axial +186.8 kN Forces taken from Support Reaction (Axial Compression)

Basic Dimensions Column: 152x152UC30 [43] D=157.6, B=152.9, T=9.4, t=6.5, r=7.6, py=275 Bolts 16 mm Ø in 17 mm holes Grade 8.8 Bolts Plates S 275, Welds E 35 Data grout, Fcu, Fcv, py, slope 15 N/mm², 25 N/mm², 0.35 N/mm², 275 N/mm², 30 deg to vertical Design to BS 5950-1: 2000 and the SCI Green Book: Joints in Steel Construction : Moment Connections: SCI-P-207/95 Column Capacities Mc, Fvc, Fc 68.1 kN.m, 169.0 kN, 1052.2 kN Fc = 1052.2 kN OK

Summary of Results (Unity Ratios) Concrete Pressure 0.28 OK Base-Plate thickness in Compression 0.63 OK Horizontal Shear 0.01 OK Flange & Web Welds 0.00 0.00 OK

Step 1: Base-Plate Pressure Allowable Pressure=0.60•Fcu 0.60•15 9.0 N/mm² Base ecc=M/F 0.0/186.8 0.0 mm Pressure Configuration Compression Only Proj, Xcc 61.2, 140.0 L Zones X1, X2, X3, X4, X5 0.0, 131.8, 16.4, 131.8, 0.0 W Zones Wstiff, Wflange, Wweb 0.0, 275.3, 128.9 Ac=x2•wf+x3•ww+x4•wf 131.80•275.30 + 16.40•128.90 + 131.80•275.30 746.8 cm² Conc Cap C=0.60•Fcu•Ac 0.60•15•74683.0 672.1 kN OK Pressure=P•1000/Ac 186.8•1000/74683 2.50 N/mm² OK

Step 2a: Plate Compression Bending e=L1 61.2 61.2 mm Mapp=p•e²/2 2.5•61.2²/2 4684 Nmm/mm tp=√(6•Mapp/py) √(6•4684/275) 10.1 mm OK Note: Axial Load Axial Using Elastic Modulus Zp (4.13.2.2)

Step 4: Shear Base Friction Friction Fr=0.30•Fc 0.30•+186.8 kN 56.0 kN

Bolt Bearing Bolt Shear Bs=Fn(ShrCap, tg) 58.9, 36 58.9 kN Concrete Bearing Cb=3•Ø²•0.4•Fcu 3•16²•0.4•15 (No Shear Reinf.) 4.6 kN Plate Bearing Pb=Fn(pb,e,Ø,t,kbs) 460, 35, 16, 16, 1.00 117.8 kN Bolt Bearing Bb=pb•Ø•tk 1000•16•16 256.0 kN Pss=Min(Bs, Cb, Pb, Bb)•nbs Min(58.9, 4.6, 117.8, 256.0) = 4.6•2 9.2 kN Pts=Min(Bsten, Cb, Pb, Bb)•nbt Min(58.9, 4.6, 117.8, 256.0) = 4.6•2, (no tension) 9.2 kN

Total Shear Capacity Total Cap=Fr+Pss+Pts 56.0 + 9.2 + 9.2 74.5 kN OK

Step 5: Flange & Web Welds Load dispersal Flanges resist Moment and Axial, Web resists Axial and Shear. Direct Bearing therefore design for tensile forces only. Areas A, Af, Aw 38.3, 2 x 14.4, 9.0 cm²

Flange Welds Fapp=F•Af/A 186.8•14.4/38.3 0.0 kN No Resultant Tensile Force



Job ref : GB1107305



Date : June 2011/

:


Web Welds Web weld load=Fv/(D-2(fw+T)) 0.4/(157.6 - 2(7 +9.4)) 0.00 kN/mm Fcap w=2•0.7•leg•Py 2•0.7•6•220 1.85 kN/mm OK

Base Connection For Post 2 � C:\SIMAS\MASTERSERIES\GB1107305\CONNECTIONS - RECOVERY 00.$5

BASE PLATE AT : N.7 - LEVEL 0

Base-Plate Connection to BS 5950


Basic Data Applied Forces at Interface Resultant Forces M, Fv, F Moment +0.0 kNm, Shear +0.0 kN, Axial +48.0 kN Forces taken from Support Reaction (Axial Compression)

Basic Dimensions Column: 100x100x6SHS [43] D=100.0, T=6.0, py=275 Bolts 16 mm Ø in 17 mm holes Grade 8.8 Bolts Plates S 275, Welds E 35 Data grout, Fcu, Fcv, py, slope 15 N/mm², 25 N/mm², 0.35 N/mm², 275 N/mm², 30 deg to vertical Design to BS 5950-1: 2000 and the SCI Green Book: Joints in Steel Construction : Moment Connections: SCI-P-207/95 Column Capacities Mc, Fvc, Fc 21.9 kN.m, 186.1 kN, 620.4 kN Fc = 620.4 kN OK

Summary of Results (Unity Ratios) Concrete Pressure 0.10 OK Base-Plate thickness in Compression 0.40 OK

Step 1: Base-Plate Pressure Allowable Pressure=0.60•Fcu 0.60•15 9.0 N/mm² Base ecc=M/F 0.0/48.0 0.0 mm Pressure Configuration Compression Only Proj, Xcc 65.0, 115.0 L Zones X1, X2, X3, X4, X5 0.0, 115.0, 0.0, 115.0, 0.0 W Zones Wstiff, Wflange, Wweb 0.0, 230.0, 230.0



Job ref : GB1107305



Date : June 2011/

:


Ac=x2•wf+x4•wf 115.00•230.00 + 115.00•230.00 529.0 cm² Conc Cap C=0.60•Fcu•Ac 0.60•15•52900.0 476.1 kN OK Pressure=P•1000/Ac 48.0•1000/52900 0.91 N/mm² OK

Step 2a: Plate Compression Bending e=L1 65.0 65.0 mm Mapp=p•e²/2 0.9•65.0²/2 1917 Nmm/mm tp=√(6•Mapp/py) √(6•1917/275) 6.5 mm OK Note: Axial Load Axial Using Elastic Modulus Zp (4.13.2.2)

Step 5: Flange & Web Welds Load dispersal Flanges resist Moment and Axial, Web resists Axial and Shear. Direct Bearing therefore design for tensile forces only. Areas A, Af, Aw 22.6, 2 x 5.6, 11.3 cm²

Flange Welds Fapp=F•Af/A 48.0•5.6/22.6 0.0 kN No Resultant Tensile Force

Web Welds No Shear or Resultant Axial Force in Web.



Job ref : GB1107305



Date : June 2011/

:


Steel Structure 2 � C:\SIMAS\MASTERSERIES\GB1107305\NEW GROUND FLOOR FRAME 2.$5

MasterFrame : Graphics

Frame Geometry - (Full Frame) - X+030 Y+133 Z+000

Load to beam 1 Floor 3.1/2*0.5=1.425 3.1/2*1.5=4.275



Job ref : GB1107305



Date : June 2011/

:


Roof 2.6/2*0.85=1.105 2.6/2*0.6=0.78 (flat) Wall 10.05 Total 12.58 kN/m Dead 5.055 kN/m Live

Load to beam 1 (From Upper Floor) Floor 6.0/2*0.5=1.5 6.0/2*1.5=4.5 Wall 10.05 Load from beam 1 6.42/3.7=1.735 18.059/3.7=4.88 Total 13.285 kN/m Dead 9.38 kN/m Live

Load to beam 2 Roof: 2.5/2*0.85=1.06 2.5/2*0.75=0.94 (flat) Wall 10.05 Total 11.11 kN/m Dead 0.94 kN/m Live

Beam 1 � C:\SIMAS\MASTERSERIES\GB1107305\NEW GROUND FLOOR FRAME 2.$5



Member Loading and Member Forces Loading Combination : 1 UT + 1.35 D1 + 1.5 L1 D1 UDLY -012.580 ( kN/m ) L1 UDLY -005.055 ( kN/m ) D1 PDLY -013.285 2.950 0.000 (kN,m,m) L1 PDLY -009.380 2.950 0.000 (kN,m,m)


Mem

ber

No.

Node

End1

End2

Axial

Force

(kN)

Torque

Moment

(kN.m)

Shear Force

(kN)

Bending Moment

(kN.m)

Maximum Moment

(kN.m @ m)

Maximum

Deflection


3 2 0.00C 0.00 -92.48 0.00 0.00 0.00 -164.60 17.20 4 0.00C 0.00 107.01 0.00 0.00 0.00 @ 3.418 @ 3.284


Moment Capacity Check M.c.y.Rd Vy.Ed/Vpl.y.Rd 2.661 / 471.33 = 0.006 Low Shear Mc.y.Rd = fy.Wpl.y/ γM0 265 x 1223.9/1 324.334 kN.m My.Ed/Mc.y.Rd 164.504 / 324.334 = 0.507 OK


Lateral Buckling Check M.b.Rd Le = 1.00 L 1 x 6.5 = 6.5 m Mcr= Fn(C1,Le,Iz,It,Iw,E) 1.127, 6.500, 4864, 102.3, 0.7166, 210000 597.565 kN.m λLT= √ W.fy/Mcr √ 1223.9 x 265 / 597.565 0.737 χLT= Fn(λLT, λLT5950 ) 0.737, 0.706 0.851 Curve b χLT.mod = Fn(χLT,λLT,kc,f) 0.851, 0.737, 0.942, 0.971 0.876 6.3.2.3



Job ref : GB1107305



Date : June 2011/

:


Mb.Rd = χ Wpl.y.fy≤ Mc.y.Rd 0.876 x 1224 x 265 ≤ 324.334 = 284.170 kN.m My.Ed/Mb.Rd 164.603 / 284.17 0.579 OK



Consider Bearings To The Lower End

Max Load = 106.76 kN Assuming γm=3.5 fk=3.5 N/mm2 and Bearing Type 1 Required Bearing length = 106.76E3*3.5/(3.5*1.5)/100=711.733

Provide 750 long x 102.5 wide 450 Deep Concrete Padstone

Beam 2 � C:\SIMAS\MASTERSERIES\IP10_552_09\GB1107305\NEW GROUND FLOOR FRAME 2.$5



Member Loading and Member Forces Loading Combination : 1 UT + 1.35 D1 + 1.5 L1 Part 1 D1 UDLY -010.050 ( kN/m ) Part 2 D1 UDLY -010.050 ( kN/m )


Mem

ber

No.

Node

End1

End2

Axial

Force

(kN)

Torque

Moment

(kN.m)

Shear Force

(kN)

Bending Moment

(kN.m)

Maximum Moment

(kN.m @ m)

Maximum

Deflection


1 0.00C 0.00 25.26 0.00 0.00 0.00 22.54 2.51 3 0.00C 0.00 -104.70 0.00 0.00 0.00 @ 1.794 @ 1.334

Classification and Effective Area (EN 1993: 2006) Class = Fn(b/T,d/t,fy,N,My,Mz) 11.19, 21.31, 275, 0, 22.54, 0 (Axial: Non-Slender) Class 3 Effective Properties Area=49.42(29.24) cm², Wpl.y=229.3(182) cm³, Wpl.z=207.4(80.2) cm³ Auto Design Load Cases 1

Moment Capacity Check M.c.y.Rd Vy.Ed/Vpl.y.Rd 0.599 / 158.276 = 0.004 Low Shear Mc.y.Rd = fy.Wel.y/ γM0 275 x 185.3/1 = 50.958 kN.m My.Ed/Mc.y.Rd 22.527 / 50.958 = 0.442 OK


Lateral Buckling Check M.b.Rd Le = 1.00 L 1 x 2.5 = 2.5 m Mcr= Fn(C1,Le,Iz,It,Iw,E) 1.120, 2.500, 1469, 8.939, 0.03979, 210000 353.405 kN.m λLT= √ W.fy/Mcr √ 229.3 x 275 / 353.405 0.380 χLT= Fn(λLT, λLT5950 ) 0.380, 0.451 1.000 Curve d



Job ref : GB1107305



Date : June 2011/

:


χLT.mod = Fn(χLT,λLT,kc,f) 1.000, 0.380, 0.945, 0.978 1.000 6.3.2.3 Mb.Rd = χ Wpl.y.fy≤ Mc.y.Rd 1.000 x 229.3 x 275 ≤ 50.958 = 50.958 kN.m My.Ed/Mb.Rd 22.539 / 50.958 0.442 OK


Section (38.8 kg/m) 152x152 UC 23 + 252.2x8 B Plate 38.8 [Grade 43]

Post 1 � C:\SIMAS\MASTERSERIES\GB1107305\NEW GROUND FLOOR FRAME 2.$5

COLUMNS IN SIMPLE CONSTRUCTION


Column in Simple Construction check not support by EN 1993:2006. Capacities and components calcualted in accoradance with EN 1993 and design check presented according to BS 5950. Caution

Classification and Effective Area (EN 1993: 2006) Section (30.03 kg/m) 152x152 UC 30 [Grade 43] Class = Fn(b/T,d/t,fy,N,My,Mz) 8.13, 19.02, 275, -0.49, 0, 0 (Axial: Non-Slender) Class 1 Auto Design Load Cases 1

Applied Factored Loads Fc=F+Fy1+Fy2+Fz1+Fz2+Fa -106.733+0+106.247+0+0+0 -0.487 kN My=-Fy2.ey2 -106x179 18.997 kN.m

Compression Resistance N.b.Rd λy= √A.fy/Ncr √38.26x275/6293.06 0.409 Nb.y.Rd = Area.χ.fy/ γM1 38.26x0.923x275/10/1 = 970.615 kN Curve b λz= √A.fy/Ncr √38.26x275/2020.08 0.722 Nb.z.Rd = Area.χ.fy/ γM1 38.26x0.711x275/10/1 = 748.235 kN Curve c

Buckling Resistance Moment M.b.Rd λLT = 0.5 L / (iz.π. √ E/fy) 0.5x100x2.4/ (3.83x π x √ 210000/275) 0.36 χLT= Fn(λLT) 0.361 1.000 Curve d Mb.Rd = χ Wpl.y.fy≤ Mc.y.Rd 1.000 x 247.7 x 275 ≤ 68.118 = 68.118 kN.m

Columns in Simple Construction Fc/Nb.Rd+My/Mb.Rd+Mz/fy.Wel.z -0.487/748.235+18.997/68.118+0/(275x73.43) 0.278 OK




Job ref : GB1107305



Date : June 2011/

:


Structure 3

Loads are the same or lower than on structure 1, so the members are the same.

Beam 1


Beam 2

Section (36.98 kg/m) 152x152 UC 37 + 275x8 Bottom Plate [Grade 43]

Beam 3


Posts




Job ref : GB1107305



Date : June 2011/

:


Pad Design

Pad 1 Axial Loaded, Square, Pad with Tension Steel Only

Pad Foundation Data Applied Forces Psrv=100 kN, Pult=135 kN, γ= 24 kN/m³, Surcharge = 1.5 kN/m²



Job ref : GB1107305



Date : June 2011/

:


Dimensions w=1.50 m, h=0.450 m, Col=0.280 m Covers Cbot=25 mm Grades fcu=35 N/mm², fy=500 N/mm² Tension Bars cc=200 mm, Dia=14 mm Soil SWP=100 kN/m²

Service Pressure Press=Psrv/w/w +Surcharge + γ•h 100/1.5/1.5+1.5+24•0.45 56.744 kN/m² < SWP OK

Resultant Design Forces Pressure=Pult/w/w 135/1.5/1.5 60 kN/m² Moments at column face Lmom=(w-Col)/2 (1.5-0.28)/2 0.61 m M=Pressure•Lmom

2/2 60•0.612/2 11.163 kN.m/m Shear at 1•d from column face d=h•1000-Cbot-1.5•Dia 0.45•1000-25-1.5•14 404 mm Lv1=max((w-Col)/2-d/1000,0) max((1.5-0.28)/2-404/1000,0) 0.206 m Vd1=Lv1•Pressure 0.206•60 12.36 kN/m Shear at 2•d from column face Lv2=max((w-Col)/2-2•d/1000,0) max((1.5-0.28)/2-2•404/1000,0) 0 m Vd2=Lv2•Pressure 0•60 0 kN/m

Bending Capacity per m width d=h•1000-Cbot-Dia-Dia/2 0.45•1000-25-14-14/2 404 mm Mbdd=M/(1000•d2) 11.163/(1000•4042) 0.068 N/mm² Cl 3.4.4.4 K=Mbdd/fcu 0.068/35 0.002 Cl 3.4.4.4 K'=0.156 0.156 K<K' OK z=d•(0.5+(0.25-K/0.9).5) 404•(0.5+(0.25-0.002/0.9).5) 403.1 mm z=Min(z,0.95•d) Min(403.1,0.95•404) 383.8 mm x=(d-z)/0.45 (404-383.8)/0.45 44.9 mm Asreq=M/(0.95•fy•z) 11.163/(0.95•500•383.8) 61 mm² Asprv=Βpi•Dia2/4•1000/cc Βpi•142/4•1000/200 770 mm² Asprv>Asreq OK

Shear Capacity per m width As%=100•Asprv/(1000•d) 100•770/(1000•404) 0.191 Critical shear stresses vcas=Min(As%,3), vcd=Max(400/d,1), vcfcu=(Min(fcu,40)/25) 1/3 vc=.79•(vcas)

1/3•(vcd) 1/4/1.25•vcfcu .79•(0.191) 1/3•(1) 1/4/1.25•1.118689 0.407 N/mm² Table 3.8

vd1=Vd1/d 12.36/404 0.031 N/mm² <2•vc OK vd2=Vd2/d 0/404 0 N/mm² < vc OK vmax=Min(5,0.8•fcu

1/2) Min(5,0.8•351/2) 4.733 >vd1 OK

Punching Shear Punching Perimeter at 1.5 • d from Column Face Side=Col+(d+d)/1000 0.28+(404+404)/1000 1.088 m Perim=4•Side 4•1.088 4.352 m Area=Side•Side 1.088•1.088 1.184 m² OutSide%=max((w2-Area)/w2,0) max((1.52-1.184)/1.52,0) 47.378 % Ppunching=Pult•OutSide% 135•47.378 63.96 kN vpunching=Ppunching/Perim/d 63.96/4.352/404 0.036 N/mm² < vc OK Punching Perimeter at Column Face OutSide%=(w2-Col2)/w2 (1.52-0.282)/1.52 96.516 % Ppunching=Pult•OutSide% 135•96.516 130.297 kN vpunching=Ppunching/Col/4/d 130.297/0.28/4/404 0.288 N/mm² < vmax OK

Dimensional checks As%=100•Asprv/1000/(h•1000) 100•770/1000/(0.45•1000) 0.171 % Asmin%=if(fy>250,.13,.24) if(500>250,.13,.24) 0.13 % < As% OK Asmax%=4 4 % > As% OK ccmax=Min(d•3,750) Min(404•3,750) 750 mm Cl 3.12.11.2.7 ccmod=Min(As%,1) Min(0.171,1) 0.171 mm Cl 3.12.11.2.7 ccbeam=Min(Min(70000/fy,300)/ccmod,750)Min(Min(70000/500,300)/0.171,750) 750 mm Table 3.28 ccmax=If(As%<=.3,ccmax,ccbeam) If(0.171<=.3,750,750) 750 mm > cc OK

��



Job ref : GB1107305



Date : June 2011/

:



Pad Foundation Data Applied Forces Psrv=135 kN, Pult=185 kN, γ= 24 kN/m³, Surcharge = 1.5 kN/m² Dimensions w=1.50 m, h=0.450 m, Col=0.280 m Covers Cbot=25 mm Grades fcu=35 N/mm², fy=500 N/mm² Tension Bars cc=200 mm, Dia=14 mm Soil SWP=100 kN/m²

Service Pressure Press=Psrv/w/w +Surcharge + γ•h 135/1.5/1.5+1.5+24•0.45 72.3 kN/m² < SWP OK

Resultant Design Forces Pressure=Pult/w/w 185/1.5/1.5 82.222 kN/m² Moments at column face Lmom=(w-Col)/2 (1.5-0.28)/2 0.61 m M=Pressure•Lmom

2/2 82.222•0.612/2 15.297 kN.m/m Shear at 1•d from column face d=h•1000-Cbot-1.5•Dia 0.45•1000-25-1.5•14 404 mm Lv1=max((w-Col)/2-d/1000,0) max((1.5-0.28)/2-404/1000,0) 0.206 m Vd1=Lv1•Pressure 0.206•82.222 16.938 kN/m Shear at 2•d from column face Lv2=max((w-Col)/2-2•d/1000,0) max((1.5-0.28)/2-2•404/1000,0) 0 m Vd2=Lv2•Pressure 0•82.222 0 kN/m




vd1=Vd1/d 16.938/404 0.042 N/mm² <2•vc OK vd2=Vd2/d 0/404 0 N/mm² < vc OK vmax=Min(5,0.8•fcu

1/2) Min(5,0.8•351/2) 4.733 >vd1 OK

Punching Shear Punching Perimeter at 1.5 • d from Column Face Side=Col+(d+d)/1000 0.28+(404+404)/1000 1.088 m Perim=4•Side 4•1.088 4.352 m Area=Side•Side 1.088•1.088 1.184 m² OutSide%=max((w2-Area)/w2,0) max((1.52-1.184)/1.52,0) 47.378 % Ppunching=Pult•OutSide% 185•47.378 87.649 kN vpunching=Ppunching/Perim/d 87.649/4.352/404 0.05 N/mm² < vc OK Punching Perimeter at Column Face OutSide%=(w2-Col2)/w2 (1.52-0.282)/1.52 96.516 % Ppunching=Pult•OutSide% 185•96.516 178.555 kN vpunching=Ppunching/Col/4/d 178.555/0.28/4/404 0.395 N/mm² < vmax OK

Dimensional checks As%=100•Asprv/1000/(h•1000) 100•770/1000/(0.45•1000) 0.171 %



Job ref : GB1107305



Date : June 2011/

:


Asmin%=if(fy>250,.13,.24) if(500>250,.13,.24) 0.13 % < As% OK Asmax%=4 4 % > As% OK ccmax=Min(d•3,750) Min(404•3,750) 750 mm Cl 3.12.11.2.7 ccmod=Min(As%,1) Min(0.171,1) 0.171 mm Cl 3.12.11.2.7 ccbeam=Min(Min(70000/fy,300)/ccmod,750)Min(Min(70000/500,300)/0.171,750) 750 mm Table 3.28 ccmax=If(As%<=.3,ccmax,ccbeam) If(0.171<=.3,750,750) 750 mm > cc OK

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Use 2.7m long 1.5m width and 4.5m deep foundation for both posts



Service Pressure Press=Psrv/w/w +Surcharge + γ•h 35/1/1+1.5+24•0.45 47.3 kN/m² < SWP OK

Resultant Design Forces Pressure=Pult/w/w 50/1/1 50 kN/m² Moments at column face Lmom=(w-Col)/2 (1-0.23)/2 0.385 m M=Pressure•Lmom

2/2 50•0.3852/2 3.706 kN.m/m Shear at 1•d from column face d=h•1000-Cbot-1.5•Dia 0.45•1000-25-1.5•14 404 mm Lv1=max((w-Col)/2-d/1000,0) max((1-0.23)/2-404/1000,0) 0 m Vd1=Lv1•Pressure 0•50 0 kN/m Shear at 2•d from column face Lv2=max((w-Col)/2-2•d/1000,0) max((1-0.23)/2-2•404/1000,0) 0 m Vd2=Lv2•Pressure 0•50 0 kN/m




vd1=Vd1/d 0/404 0 N/mm² <2•vc OK vd2=Vd2/d 0/404 0 N/mm² < vc OK vmax=Min(5,0.8•fcu

1/2) Min(5,0.8•351/2) 4.733 >vd1 OK



Job ref : GB1107305



Date : June 2011/

:


Punching Shear Punching Perimeter at 1.5 • d from Column Face Side=Col+(d+d)/1000 0.23+(404+404)/1000 1.038 m Perim=4•Side 4•1.038 4.152 m Area=Side•Side 1.038•1.038 1.077 m² OutSide%=max((w2-Area)/w2,0) max((12-1.077)/12,0) 0 % Ppunching=Pult•OutSide% 50•0 0 kN vpunching=Ppunching/Perim/d 0/4.152/404 0 N/mm² < vc OK Punching Perimeter at Column Face OutSide%=(w2-Col2)/w2 (12-0.232)/12 94.71 % Ppunching=Pult•OutSide% 50•94.71 47.355 kN vpunching=Ppunching/Col/4/d 47.355/0.23/4/404 0.127 N/mm² < vmax OK


��

Pad 4

Axial Loaded, Square, Pad with Tension Steel Only


Service Pressure Press=Psrv/w/w +Surcharge + γ•h 77/1/1+1.5+24•0.45 89.3 kN/m² < SWP OK

Resultant Design Forces Pressure=Pult/w/w 107/1/1 107 kN/m² Moments at column face Lmom=(w-Col)/2 (1-0.28)/2 0.36 m M=Pressure•Lmom

2/2 107•0.362/2 6.934 kN.m/m Shear at 1•d from column face d=h•1000-Cbot-1.5•Dia 0.45•1000-25-1.5•14 404 mm Lv1=max((w-Col)/2-d/1000,0) max((1-0.28)/2-404/1000,0) 0 m Vd1=Lv1•Pressure 0•107 0 kN/m Shear at 2•d from column face Lv2=max((w-Col)/2-2•d/1000,0) max((1-0.28)/2-2•404/1000,0) 0 m Vd2=Lv2•Pressure 0•107 0 kN/m

Bending Capacity per m width d=h•1000-Cbot-Dia-Dia/2 0.45•1000-25-14-14/2 404 mm Mbdd=M/(1000•d2) 6.934/(1000•4042) 0.042 N/mm² Cl 3.4.4.4 K=Mbdd/fcu 0.042/35 0.001 Cl 3.4.4.4 K'=0.156 0.156 K<K' OK z=d•(0.5+(0.25-K/0.9).5) 404•(0.5+(0.25-0.001/0.9).5) 403.6 mm z=Min(z,0.95•d) Min(403.6,0.95•404) 383.8 mm



Job ref : GB1107305



Date : June 2011/

:


x=(d-z)/0.45 (404-383.8)/0.45 44.9 mm Asreq=M/(0.95•fy•z) 6.934/(0.95•500•383.8) 38 mm² Asprv=Βpi•Dia2/4•1000/cc Βpi•142/4•1000/200 770 mm² Asprv>Asreq OK



vd1=Vd1/d 0/404 0 N/mm² <2•vc OK vd2=Vd2/d 0/404 0 N/mm² < vc OK vmax=Min(5,0.8•fcu

1/2) Min(5,0.8•351/2) 4.733 >vd1 OK

Punching Shear Punching Perimeter at 1.5 • d from Column Face Side=Col+(d+d)/1000 0.28+(404+404)/1000 1.088 m Perim=4•Side 4•1.088 4.352 m Area=Side•Side 1.088•1.088 1.184 m² OutSide%=max((w2-Area)/w2,0) max((12-1.184)/12,0) 0 % Ppunching=Pult•OutSide% 107•0 0 kN vpunching=Ppunching/Perim/d 0/4.352/404 0 N/mm² < vc OK Punching Perimeter at Column Face OutSide%=(w2-Col2)/w2 (12-0.282)/12 92.16 % Ppunching=Pult•OutSide% 107•92.16 98.611 kN vpunching=Ppunching/Col/4/d 98.611/0.28/4/404 0.218 N/mm² < vmax OK


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new GB1107305 1 · 2011-07-07 · Calculations Prepared by JMS Consulting Engineers Ltd new...

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