Quikport - Results

8/12/2019 Quikport - Results

1/34

N N

Dimensioned diagram (m.)

Skanska Technology LimitedMaple Cross HouseDenham WayMaple CrossRickmansworthWD3 6SW

Printed : 20/02/2014 Sheet : 1

Project : 12345 File : enFrame02

Title : Sports Hall

Designed : NT Checked : FM

Quikport XP - Portal frame design - Multi-span Release 7.14


2/34

203x203x60UC

S355 20

3x203x60UC

S355

356x1

71x45U

BS355

6000

6000

6708

1608

1800

1500

1500

300

9000

973 816

603

588




Title : Sports Hall




3/34

J1

J2

J3

J4

Joint numbers




Title : Sports Hall




4/34

M1

M2

M3

N B1 N B2Member numbers




Title : Sports Hall




5/34

Columnline1

203x203x60UC

S355

Rafter

356x17

1x45UB

S355

Co

lumnline2

203x2

03x60UC

S355

N NSections diagram




Title : Sports Hall




6/34


7/34

3.00

Loading diagram for load case: Removable dead




Title : Sports Hall




8/34

10.73

Loading diagram for load case: Imposed




Title : Sports Hall




9/34

5.72

Loading diagram for load case: Snow1 - Uniform load




Title : Sports Hall




10/34

10.54

12.99

14.26

8.41

Loading diagram for load case: Wind1 - Direction 0 deg


Printed : 20/02/2014 Sheet : 10


Title : Sports Hall




11/34

10.50

13.48

22.07

20.26



Printed : 20/02/2014 Sheet : 11


Title : Sports Hall




12/34

13.02

12.99

18.45



Printed : 20/02/2014 Sheet : 12


Title : Sports Hall




13/34

0.43

0.43

Loading diagram for load case: Notional


Printed : 20/02/2014 Sheet : 13


Title : Sports Hall




14/34

0.30

0.30

Loading diagram for load case: Notional snow


Printed : 20/02/2014 Sheet : 14


Title : Sports Hall




15/34

Steel

Group Serial Grade kg/m Bars m Tonne

1 - Column line 1 203x203x60UC S355 59.95 1 6.000 0.360

2 - Rafter 356x171x45UB S355 45.00 1 6.708 0.3023 - Column line 2 203x203x60UC S355 59.95 1 9.000 0.540

1.201 per frame

Joints

Name X Ym m

J1 0.000 0.000J2 0.000 6.000

J3 6.000 9.000J4 6.000 0.000

Members

Name Length Section group Ends Jointsm Left/low' Other

M1 6.000 Column line 1 Fix Fix J1 to 2M2 6.708 Rafter Fix Fix J2 to 3

M3 9.000 Column line 2 Fix Fix J4 to 3

Nominal bases

Name Joint % of column stiffness Actual base stiffness

ULS SLS Lcr ULS SLS LcrkN.m/Rad kN.m/Rad kN.m/Rad

B1-Nominal pin J1 Pin 20% 10% Pinned 1674.04 837.018B2-Nominal pin J4 Pin 20% 10% Pinned 1116.02 558.012

Load cases

Name Type

Permanent dead Permanent dead

Removable dead Removable deadImposed Imposed

Snow1 - Uniform load Snow

Wind1 - Direction 0 deg Wind

Wind2 - Direction 180 deg WindWind3 - Direction 90 deg WindNotional Notional imposed

Notional snow Notional snow

Load combination set: 'Eurocode 3'

Name Limit Factor Load case

Dead+Imposed ULS 1.35 Permanent dead

1.35 Removable dead1.50 Imposed0.00 Snow1 - Uniform load

0.00 Wind1 - Direction 0 deg0.00 Wind2 - Direction 180 deg0.00 Wind3 - Direction 90 deg0.00 Notional


Printed : 20/02/2014 Sheet : 15


Title : Sports Hall




16/34

Load combination set: 'Eurocode 3'

Name Limit Factor Load case

0.00 Notional snow

Uniformly distributed loads

Load case : Permanent deadName Member Value Direction

kN/m

L1 M2 0.44 Vertical Self weightL2 M1 0.59 Vertical Self weight

L3 M3 0.59 Vertical Self weightL4 M2 3.00 VerticalL5 M2 1.00 Vertical


Load case : Removable deadName Member Value Direction

kN/m

L6 M2 3.00 Vertical


Load case : ImposedName Member Value Direction

kN/m

L7 M2 10.73 Vertical


Load case : Snow1 - Uniform loadName Member Value Direction

kN/m

L8 M2 5.72 Vertical


Load case : Wind1 - Direction 0 degName Member Value Direction

kN/m

L9 M1 10.54 NormalL10 M3 12.99 Normal

Uniformly distributed loads over part of member

Load case : Wind1 - Direction 0 degName Member Value Start Finish Measured Direction

Distance Distance fromkN/m m m

L11 M2 14.26 0.000 2.012 Left end NormalL12 M2 8.41 2.012 6.708 Left end Normal


Printed : 20/02/2014 Sheet : 16


Title : Sports Hall




17/34


Load case : Wind2 - Direction 180 degName Member Value Direction

kN/m

L13 M3 10.50 Normal

L14 M1 13.48 Normal

Uniformly distributed loads over part of member

Load case : Wind2 - Direction 180 degName Member Value Start Finish Measured Direction

Distance Distance fromkN/m m m

L15 M2 22.07 4.696 6.708 Left end Normal

L16 M2 20.26 0.000 4.696 Left end Normal


Load case : Wind3 - Direction 90 deg

Name Member Value DirectionkN/m

L17 M1 13.02 NormalL18 M3 12.99 Normal

L19 M2 18.45 Normal

Point loads

Load case : Notional

Name Member Value Distance Measured DirectionkN m from

L20 M1 0.43 6.000 Bottom HorizontalL21 M3 0.43 9.000 Bottom Horizontal

Point loads

Load case : Notional snowName Member Value Distance Measured Direction

kN m from

L22 M1 0.30 6.000 Bottom Horizontal

L23 M3 0.30 9.000 Bottom Horizontal

Purlins and rails

Name Member Distance Measured Flange Hasm from stay

P1 M2 6.408 Left end Top NoP2 M2 4.908 Left end Top No

P3 M2 3.408 Left end Top NoP4 M2 1.608 Left end Top No

Haunches

Name Rafter Column Length Depthm m

H1 M2 M1 1.000 0.603H2 M2 M3 1.000 0.588


Printed : 20/02/2014 Sheet : 17


Title : Sports Hall




18/34

Forces - Linear elastic analysis

Loading combination: 'Dead+Imposed' of combination set: 'Eurocode 3'

Member Distance Measured Axial Sense Shear Moment

m from kN kN kN.m

M1 0.000 Bottom -87.59 Compression -5.45 -0.005.397 Bottom -83.31 Compression -5.45 -29.395.397 Bottom -83.31 Compression -5.45 -29.39

6.000 Bottom -82.83 Compression -5.45 -32.68

M2 0.000 Left end -41.91 Compression 71.65 -32.68

0.333 Left end -41.91 Compression 71.65 -8.800.333 Left end -41.91 Compression 71.65 -8.79

0.456 Left end -41.91 Compression 71.65 0.01

1.000 Left end -41.91 Compression 71.65 38.971.000 Left end -41.91 Compression 71.65 38.97

1.608 Left end -41.91 Compression 71.65 82.551.608 Left end -12.59 Compression 12.99 82.553.408 Left end -12.59 Compression 12.99 105.94

3.408 Left end 6.71 Tension -25.59 105.944.908 Left end 6.71 Tension -25.59 67.554.908 Left end 24.25 Tension -60.67 67.55

5.708 Left end 24.25 Tension -60.67 19.025.708 Left end 24.25 Tension -60.67 19.026.022 Left end 24.25 Tension -60.67 0.016.375 Left end 24.25 Tension -60.67 -21.43

6.375 Left end 24.25 Tension -60.67 -21.436.408 Left end 24.25 Tension -60.67 -23.45

6.408 Left end 36.52 Tension -85.22 -23.456.708 Left end 36.52 Tension -85.22 -49.02

M3 0.000 Bottom -99.71 Compression 5.45 0.00

8.412 Bottom -93.03 Compression 5.45 45.828.412 Bottom -93.03 Compression 5.45 45.82

9.000 Bottom -92.56 Compression 5.45 49.02


Printed : 20/02/2014 Sheet : 18


Title : Sports Hall




19/34

The out of plane stability checks applied by Quikport are summarised:-

Elastic PlasticUniform Tapering Uniform Tapering

Between 6.3.3 6.3.3 BB.3.1.1 BB.3.2.1restraints to Mcrref 1 Mcrref 1 and 2 (Lm) (Lm)compression or BB.3.1.1 or BB.3.2.1flange

Between 6.3.3 6.3.3 BB.3.1.1 BB.3.2.1restraints to Mcrref 1 Mcrref 1 and 2tension flange or BB.3.1.1 or BB.3.2.1

Lengths between 6.3.3 6.3.3 BB.3.1.2 BB.3.2.2lateral torsional Ncrref 2 Ncrref 2restraints with Mcrref 2 Mcrref 2intermediaterestraints to thetension flange

ref 1 - Access Steel SN003a-EN-EUref 2 - Charles King, SCI P164: Design of Steel Portal Frames for Europe, The Steel

Construction Institute, 2001

Checks applied between restraints to the tension flange are a requirement of BB.3.1.2 and ref 1

Quikport assumes all haunches to be three flanged. Where a hinge forms at the end of a haunch in arafter, the program first checks that the haunch remains elastic and if beneficial selects an elasticcheck.

Annex BB.3 of EN 1993-1-1:2005 is similar to BS5950-1 Annex G. However it covers only lengths thatcontain plastic hinges. For elastic lengths with intermediate restraints to the tension flange Quikportuses the methods described in ref 1 above.

In the checks to lengths that contain intermediate restraints to the tension flange, a virtual torsionalrestraint is assumed at points of contraflexure. This approach is described in section 5.5.5 ofBS5950-1:2000. Quikport's behaviour may be changed by adding a rafter stay in the lengthimmediately prior to the contraflexure.

Finally the program checks that a lateral torsional restraint is provided within h/2 of each hinge.See 6.3.5.2(4)B.

Note:in the application of all stability checks Quikport always assumes lateral torsional restraint at allmember ends including the column at the underside of the haunch. The designer should carefullyconsider whether this assumption is true for each member. In particular this may be a problem at theapex, when considering wind uplift and in elastic designs at the eaves in the column at the undersideof the haunch.


Printed : 20/02/2014 Sheet : 19


Title : Sports Hall




20/34

National Annex: UK National Annex

EN 1993-1-1: 2005 General rules and rules for buildings

3.2.1(1) fyand futaken from product standard

6.1(1) Partial factors

0 = 1.000 resistance of cross section1 = 1.000 resistance of members to instability2 = 1.100 resistance of cross-sections in tension fracture

6.3.2.3(1) For rolled sections, hot-finished and cold-formed hollow sections:_

LT,0 = 0.400 = 0.750

For welded sections_

LT,0 = 0.200 = 1.000

Table 6.5 taken from UK National Annex

6.3.3(5) Determination of interaction factors kyy, kyz, kzy, kzzFor doubly symmetrical sections use: Method 1 given in Annex AFor mono-symmetrical sections use: Method 2 given in Annex B

EN 1993-1-8: 2005 Design of joints

2.2(2) Partial factors

2 = 1.250 resistance of bolts2 = 1.250 resistance of welds2 = 1.250 resistance of plates in bearing3 = 1.250 slip resistance at ultimate limit state (Category C)3,ser = 1.100 slip resistance at serviceability limit state (Category B)u = 1.100 partial factor for tying resistance

EN 1992-1-1: 2004 Design of concrete structures - General rules and rules for buildings

C = 1.500 partial factor for concreteS = 1.150 partial factor for reinforcing steelcc = 1.000 is the coefficient taking account of long term effects on the compressive strength

and of unfavourable effects resulting from the way the load is applied

ct = 1.000 is the coefficient taking account of long term effects on the tensile strength andof unfavourable effects, resulting from the way the load is applied

CRd,c = 0.180/C as defined in 6.2.2(1)

EN 1994-1-1: 2004 Design of composite steel and concrete structures - General rulesand rules for buildings

V = 1.250 partial factor for design shear resistance of a headed stud


Printed : 20/02/2014 Sheet : 20


Title : Sports Hall




21/34


22/34

Detailed steel calculationsM1 - From (0.000,0.000) to (0.000,6.000) length = 6.000

Section group : Column line 1Section size : 203x203x60UC S355 t = 14.2 mm. fy= 355 N/mm

2.

Analysis - Linear elastic analysisCombination - 'Dead+Imposed' of Combination set: 'Eurocode 3'

Section classificationNc,Ed = 87.59 kN. Compression

= 0.814

Classification - Y axis bendingFlange = Class 1 Part subject to compression c/t=6.20 limit=7.32Flange = Class 1 Part subject to tension

Web = Class 1 = 0.58 Bending and compression c/t=17.11 limit=49.11Section = Class 1

PropertiesWpl,y = 656.1 cm

3. (6.13)

Plastic shear capacity - Y axisVy,Ed = 5.45 kN.Avy = 22.16 cm

2Clause 6.2.6(3)

Vc,y,Rd= Avy(fy/3)/0 = 454.14 kN. (6.18)

Vy,Ed = 0.01 Pass (6.17) < 0.5 Low shearVc,y,Rd

Moment and axial - Y axis 6.2.9.1(4)NEd< 0.25 Npl,Rd (6.33)

NEd< 0.5 hw tw fy/ 0 (6.34)

Axial force may be ignored in the calculation of the plastic resistance moment.

MN,y,Rd= My,Ed = 232.91 kN.m.

Combined capacity @ 5.397 'before' 6.2.9.1(6) (6.41)

My,Ed 29.39 = = 0.13 PassMN,y,Rd 232.91

Checking portion 0.000 to 5.397 m. Elastic

Lateral torsional bucklingWy = Wpl,y Class 1 cross section

Determine C1 from published tablesC1 = 1.69


Printed : 20/02/2014 Sheet : 22


Title : Sports Hall




23/34

Mcr = 467.44 kN.m. Access Steel SN003a-EN-EU

_LT = (Wy.fy/Mcr) = ( 656.1 x 355 x 0.001 / 467.44) = 0.706

_

Using Equation (6.57) : LT= 0.706 and buckling curve 'c' Rolled sections or equivalent weldedLT = 0.867

Flexural buckling 6.3.1.3

Ncrz =2E.I/Lcrz2 = 2 210 x 2065 x 104/ 53972 = 1469.20 kN._

= (A.fy/Ncrz) = ( 76.4 x 355 x 0.1 / 1469.20) = 1.36_

From Figure 6.4 using: = 1.36 and buckling curve 'c' (see Table 6.2)

z = 0.365Combined bending and axial compression Clause 6.3.3 and (6.62)

NEd My,Ed + kzy < 1.00 kzy = 0.989 from Annex Bz.NRk/ 1 LT.My.Rk/ 1

87.59 29.39

+ 0.989 = 0.23 Pass0.37 x 2711.25 / 1.00 0.87 x 232.91 / 1.00


Printed : 20/02/2014 Sheet : 23


Title : Sports Hall




24/34

M2 - From (0.000,6.000) to (6.000,9.000) length = 6.708Section group : RafterSection size : 356x171x45UB S355 t = 9.7 mm. fy= 355 N/mm

2.



= 0.814

Classification - Y axis bendingFlange = Class 2 Part subject to compression c/t=7.41 limit=8.14

Flange = Class 1 Part subject to tensionWeb = Class 1 = 0.53 Bending and compression c/t=44.51 limit=55.06Section = Class 2


3. (6.13)


2Clause 6.2.6(3)

Vc,y,Rd= Avy(fy/3)/0 = 549.11 kN. (6.18)

Vy,Ed

= 0.13 Pass (6.17) < 0.5 Low shearVc,y,Rd


NEd< 0.5 hw tw fy/ 0 (6.34)




My,Ed 105.94

= = 0.39 PassMN,y,Rd 274.99


Use BB.3.1.1

Calculate Lmusing: NEd= 0.00 kN. M1= 105.94 M2= 67.55 = 0.246 C1 = 1.57iz= 3.76 cm A = 57.3 cm

2 Wpl,y = 774.6 cm3It= 15.85 cm

4 fy= 355 N/mm2

38 izLm = = 1.587 m. (BB.5)


Printed : 20/02/2014 Sheet : 24


Title : Sports Hall




25/34

(..)> 1.500 m. Pass

Checking portion 6.022 to 6.708 m. Elastic intermediate tension flange restraints

Use SCI guide P164Calculate elastic critical torsional buckling force (tension flange restraints)is

2 = iy2+ iz

2+ a2 =199.552+ 34.52+ 300.72 = 131431 mm2

1 2E Iza2 2E IwNcrT = ( + + G It) = 41342.08 kN.

is2 Lt

2 Lt2

_

= (A.fy/NcrT) = ( 68.1 x 355 x 0.1 / 41342.08) = 0.24_From Figure 6.4 using: = 0.24 and buckling curve 'b' (see Table 6.2)z = 0.985

Calculate Cn

My,Ed Wel,y fyWpl,y R kN.m. cm3. kN.m. My,Ed/(fyWpl,y)

1 0.0 1211.3 430.0 0.0002 10.4 1365.2 484.7 0.0213 20.8 1560.5 554.0 0.0384 34.4 1787.4 634.5 0.054

5 49.0 2040.8 724.5 0.068S 49.0 2040.8 724.5 0.068E 49.0 2040.8 724.5 0.068

12

Cn = = 26.97 (BB.14) R1 +3R2 +4R3 +3R4 +R5 +2(RS - RE)

Calculate taper factorusing: h/tf= 52.1 hh= 0.339 hs= 0.393 Figure BB.6(b)Lh= 0.643 Ly= 0.330

3

c = 1 + (hh/hs - 1)2/3(Lh/Ly) = 1.088 (BB.17) (h/tf - 9)

Calculate the elastic critical moment (tension flange restraints)Mcr0 = is

2/ (2 a) NcrT = 9034.97 kN.m.Mcr = (Cn/ c

2) Mcr0 =205822.47 kN.m._

LT = (Wy.fy/Mcr) = ( 1259 x 355 x 0.001 /205822.47) = 0.047_

Using Equation (6.57) : LT= 0.047 and buckling curve 'b' Rolled sections or equivalent weldedLT = 1.000

Combined bending and axial compression NEd My,Ed


Printed : 20/02/2014 Sheet : 25


Title : Sports Hall




26/34

+ < 1.00

z.NRk/ 1 LT.My.Rk/ 1

Distance NEd NRk=A.fy My,Ed My,Rk =Wpl,y.fy Unity m. kN. kN. kN.m. kN.m.

6.022 0.00 2418.57 0.01 446.81 0.00 6.208 0.00 2418.57 11.32 555.59 0.02 6.458 0.00 2418.57 27.71 715.73 0.04 6.708 0.00 2418.57 49.02 892.37 0.05

Passed


Printed : 20/02/2014 Sheet : 26


Title : Sports Hall




27/34

M3 - From (6.000,0.000) to (6.000,9.000) length = 9.000Section group : Column line 2Section size : 203x203x60UC S355 t = 14.2 mm. fy= 355 N/mm

2.



= 0.814

Classification - Y axis bendingFlange = Class 1 Part subject to compression c/t=6.20 limit=7.32

Flange = Class 1 Part subject to tensionWeb = Class 1 = 0.59 Bending and compression c/t=17.11 limit=48.03Section = Class 1


3. (6.13)


2Clause 6.2.6(3)

Vc,y,Rd= Avy(fy/3)/0 = 454.14 kN. (6.18)

Vy,Ed

= 0.01 Pass (6.17) < 0.5 Low shearVc,y,Rd


NEd< 0.5 hw tw fy/ 0 (6.34)




My,Ed 45.82

= = 0.20 PassMN,y,Rd 232.91


Lateral torsional bucklingWy = Wpl,y Class 1 cross section

Determine C1 from published tablesC1 = 1.69Mcr = 275.20 kN.m. Access Steel SN003a-EN-EU_


Printed : 20/02/2014 Sheet : 27


Title : Sports Hall




28/34

LT = (Wy.fy/Mcr) = ( 656.1 x 355 x 0.001 / 275.20) = 0.920_

Using Equation (6.57) : LT= 0.920 and buckling curve 'c' Rolled sections or equivalent weldedLT = 0.748

Flexural buckling 6.3.1.3

Ncrz =2E.I/Lcrz2 = 2 210 x 2065 x 104/ 84122 = 604.69 kN._

= (A.fy/Ncrz) = ( 76.4 x 355 x 0.1 / 604.69) = 2.12_

From Figure 6.4 using: = 2.12 and buckling curve 'c' (see Table 6.2)z = 0.178

Combined bending and axial compression Clause 6.3.3 and (6.62)NEd My,Ed + kzy < 1.00 kzy = 0.941 from Annex Bz.NRk/ 1 LT.My.Rk/ 1

99.71 45.82

+ 0.941 = 0.45 Pass0.18 x 2711.25 / 1.00 0.75 x 232.91 / 1.00


Printed : 20/02/2014 Sheet : 28


Title : Sports Hall




29/34

End of steel calculations


Printed : 20/02/2014 Sheet : 29


Title : Sports Hall




30/34

N N

-87.59

-82.83

-41.91

+36.52

-41.91

-99.71

-92.56

Axial force diagram compression negative (kN.) - Linear elastic analysis



Printed : 20/02/2014 Sheet : 30


Title : Sports Hall




31/34

N N

5.45

5.45

71.6

5

85.22

85.22

5.45

5.45

Shear force diagram (kN.) - Linear elastic analysis



Printed : 20/02/2014 Sheet : 31


Title : Sports Hall




32/34

N N

32.68

32.68

49.02

105.94

49.02

Bending moment diagram (kN.m.) - Linear elastic analysis



Printed : 20/02/2014 Sheet : 32


Title : Sports Hall




33/34

N N

Unity=0.13

Class1

Unity=

0.39

Class2

U

nity=0.20

Class1

Member capacity diagram - Linear elastic analysis



Printed : 20/02/2014 Sheet : 33


Title : Sports Hall




34/34

N N

5.397

1.608

1.800

1.500

1.500

0.300

0.687

8.412

Member stability diagram - Linear elastic analysis



Printed : 20/02/2014 Sheet : 34


Title : Sports Hall


Documents

Quikport - Results