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Alan White Design
R0076/001
APOLLO CRADLES LTD X-BEAM CALCULATION TO BS EN 1999-1-1 DESIGN
CHECK CALCULATIONS
Alan N White B.Sc., M.Eng., C.Eng., M.I.C.E., M.I.H.T.
JUL 2012
Somerset House 11 Somerset Place GLASGOW G3 7JT Tel:0141 354
6579 Fax:0141 354 6549
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DESIGN REPORT
TABLE OF CONTENTS
TABLE OF CONTENTS
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1
INTRODUCTION
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2
EXECUTIVE SUMMARY
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2
DESIGN PHILOSOPHY
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2
ANALYSIS
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3
CONCLUSIONS
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3
CALCULATIONS4
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R0076-001-XBEAM TO EC DESIGN REPORT Page 2
INTRODUCTION
Alan White Design Ltd has been commissioned by APOLLO CRADLES
Ltd as consultants to provide design and detailed calculations to
allow the safe use and manufacture of the Aluminium X-beam as per
BS EN 1999-1-1.
The report investigates various lengths of X-Beams under various
loading conditions from which the minimum values are then used to
extrapolate an easy to read graph and table for allowable working
loads for the various loading methods.
This report is intended to provide the information necessary for
scrutinising verification authorities to discern the relevant
structural engineering aspects for this aluminium structure.
This report provides the details of the loading methods and
structural capacity of all members and their performance in the
structure. The results for each loading method for a 3m, 6m, 9m,
12m, 15m and 18m X-beams are given and summarised. The overall
recommended allowable values are then tabulated.
EXECUTIVE SUMMARY
The X-Beams can be used in a variety of methods and a variety of
locations and it is the responsibility of the contractor to ensure
that the recommended results from this report are a suitable
assumption for their usage of the system, all based upon restraint
to top & bottom booms at 1.0m c/c.
DESIGN PHILOSOPHY
The X-Beam is made up a top and bottom boom both using Alu
scaffold tubes, with Alu scaffold tubes verticals at 1m spacings.
These vertical are then braced using Alu rectangular hollow
sections in a 500mm wide X shape, with two of these brace systems
between each vertical.
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R0076-001-XBEAM TO EC DESIGN REPORT Page 3
ANALYSIS
Detailed structural analysis has been completed using STRAP
structural analysis software. This model was subjected to the worst
possible loading conditions to determine the structures expected
maximum stresses. This model has been used to identify the member
forces and deflections in the structure. Hand calculations have
been incorporated to check element capacities and the maximum
stresses were compared to the allowable stresses to verify the
safety of the structure.
CONCLUSIONS
The recommended allowable loadings for the X-Beam according to
BS EN 1999-1 are contained at the end of the report.
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R0076-001-XBEAM TO EC DESIGN REPORT Page 4
CALCULATIONS
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Project : Apollo X-beam to EurocodeElement : BriefJob Number :
R0076 By : eas Date:Jul-12Document No : 001 Checked :anw
Date:Jul-12
Brief The brief is to prepare calculated values for the capacity
of the Apollo 750mm deep X-BEAM to BS EN 1999-1-1.
The beams are manufactured from tube extrusions in aluminium
alloy6082 T6.
Alloy The alloy used is 6082 T6:
fo= 250 N/mm2
fu= 290 N/mm2
Layout The geometry of the beam is shown in the drawing
below:
DesignEurocode 9: Design of Aluminium structures EN
1999-1-1Alloy used is 6082 T6 throughout
STRAP ModelThe structure was analysed in STRAP structural
analysis program.(3m X-Beam shown below, larger spans are scaled
versions of below)
Top Boom Alu Scaffold Tube Diagonal RHS
Bottom Boom Alu Scaffold Tube
Page 1of 13
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Project : Apollo X-beam to EurocodeElement : BriefJob Number :
R0076 By : eas Date:Jul-12Document No : 001 Checked :anw
Date:Jul-12
Load Cases Images are shown of the 3m beam, loading for larger
spans is applied using the same methodology.
Load Case 1 Self WeightSelf weight of all members and rails
factored by 1.15 to account for all connections
Load Case 2 UDL10kN/m Load Applied to top boom over full length
of the X-Beam at node points
Load Case 3 Central Point Load10kN Point Load Applied to Centre
of Top Boom of the X-Beam
Load Case 4 Two Point Loads 2No 10kN point loads applied at
third points along the top boom of the X-Beam.
Page 2of 13
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Project : Apollo X-beam to EurocodeElement : BriefJob Number :
R0076 By : eas Date:Jul-12Document No : 001 Checked :anw
Date:Jul-12
Load Case 5 Three Point Loads3No 10kN Point Loads applied at
quarter points along the X-Beam
Load Case 6 End Shear10kN Point Load applied 1m from support
Load Combinations
Combination Number Load Cases
1 1+22 1+33 1+44 1+55 1+6
Above Combinations were checked for the following design
factors:
gD= 1.25gL= 1.50
Combination DescriptionUDL
Central Point LoadTwo Point Loads
Three Point LoadsEnd Shear
Page 3of 13
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Project : Apollo X-beam to EurocodeElement : Main Boom
CapacityJob Number : R0076 By : eas Date:Jul-12Document No : 001
Checked :anw Date:Jul-12
CHS Boom Layout
Boom 48.3 x 4.4 CHS
Section Properties A= 607 mm2
I= 147654 mm4
Wel= 6114 mm3
Wpl= 8254 mm3ry= 15.6 mm
for slenderness b= b/t b= 48.3 = 10.98 t = 4.4
e= sqrt(250/fo) fo= 250N/mm2 = 1.00
Class A, without welds, Internal parts b1= 11e = 11*1.0 =
11.00> 10.98
Section is class 1
Alan white design
Page 4of 13
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Project : Apollo X-beam to EurocodeElement : Main Boom
CapacityJob Number : R0076 By : eas Date:Jul-12Document No : 001
Checked :anw Date:Jul-12 Alan white design
Boom 48.3 x 4.4 CHS HAZThere is a HAZ at welded joint to the
diagonal brace
tboom= 4.40mmtdiagonal= 3.5mm
taverage= 3.95mm
All welds are TIG. As per EN 1999-1-1 6.1.6.3
bhaz = 30mm
Therefore HAZ extends 30mm from intersection of welded
materials
Page 5of 13
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Project : Apollo X-beam to EurocodeElement : Main Boom
CapacityJob Number : R0076 By : eas Date:Jul-12Document No : 001
Checked :anw Date:Jul-12 Alan white design
HAZ Section Layout
Take section shown as non-HAZ.
HAZ Section Properties A= 418 mm2
I= 92785 mm4
Wel= 3398 mm3
Wpl= 4587 mm3ry= 14.7 mm
Truss Boom Moment Capacity (6.2.5.1)
Mc,Rd = aWel fo / gM1a = Wpl/Wel (Table 6.4)
= 1.35Wel = 3.40 cm3
fo = 250 N/mm2gM1 = 1.1 (6.1.3)
= 1.35*3.40*250/1100Mc,Rd = 1.04 kNm
Truss Boom Shear Capacity (6.2.6)
VRd = Av fo/ 3gM1 Av= 0.6AAv= 0.6*418Av= 250.80 mm2
gM1= 1.1fo = 250 N/mm2
= 250.80*250/(SQRT(3)*1100)VRd = 32.91 kN
Page 6of 13
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Project : Apollo X-beam to EurocodeElement : Main Boom
CapacityJob Number : R0076 By : eas Date:Jul-12Document No : 001
Checked :anw Date:Jul-12 Alan white design
Truss Boom Axial Comp Capacity @ 1000mm (effective length of
beam between restraints)
Nb,Rd = k x Aeff fo /gM1 (6.3.1.1)k = xx = ru,haz fu / gM2
fo / gM1= (0.64*290/1.25)/(250/1.1)= 0.653
k= 0.653
Ncr = 2 EI / k2 L2 (Appendix I.3)E = 70,000 N/mm2I = 147,654
mm4
k = 0.50 (Table I.2)L = 1,000 mm
Ncr = ((PI()^2)*70000*147654)/((0.5^2)*(1000^2))= 408,040.24
N
= Aeff fo / Ncr (6.3.1.2)= 0.61 Aeff = 607 mm2
X = 1/ +2-2
= 0.5(1+(-o)+2) = 0.20 Table 6.6o= 0.10 Table 6.6 = 0.74
X = 0.87
Nb,Rd = k x Aeff fo /gM1Nb,Rd = 1*0.87*607*250/1100
= 120.02 kN
Page 7of 13
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Project : Apollo X-beam to EurocodeElement : Main Boom
CapacityJob Number : R0076 By : eas Date:Jul-12Document No : 001
Checked :anw Date:Jul-12 Alan white design
Truss Boom Axial Tension Capacity (6.2.3)
1. General yieldingNo,Rd = Ag fo /gM1
fo = 250N/mm2Ag = 607mm2
gM1 = 1.1 = 607*250/1100 = 137.95 kN
2. Local failureNu,Rd = Anet fu /gM2
fu = 290N/mm2Anet = ru,haz * A
= 0.64*607mm2
= 388.5mm2gM1 = 1.25
= 388.5*290/1250 = 90.13 kN
Page 8of 13
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Project : Apollo Box X-beam to EurocodeElement : Diagonal Member
CapacityJob Number : R0076 By : eas Date:Jul-12Document No : 001
Checked :anw Date:Jul-12
RHS-Oval Diagonal MemberDiagonal 38 x 19 x 3.25mm Oval
Section Properties A= 328 mm2I= 53341 mm4
Wel= 2807 mm3
Wpl= 3729 mm3ry= 7.0 mm
for slenderness b= b/t b= 38-2*3.25= 31.50
= 9.69 t = 3.25
e= sqrt(250/fo) fo= 250N/mm2 = 1.00
Class A, without welds, Internal parts b1= 11e = 11*1.0 =
11.00> 9.69
Diagonal Axial Comp Capacity @ 400mm (effective length of
beam)
Nb,Rd = k x Aeff fo /gM1 (6.3.1.1)k = xx = ru,haz fu / gM2
fo / gM1= (0.64*290/1.25)/(250/1.1)= 0.65
k= 0.65
Ncr = 2 EI / k2 L2 (Appendix I.3)E = 70,000 N/mm2I = 53,341
mm4
k = 0.50L = 400 mm
Ncr = ((PI()^2)*70000*53341)/((0.5^2)*(400^2))= 921,295.49 N
Section is class 1
Alan white design
19.00
38.003.25
Page 9of 13
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Project : Apollo Box X-beam to EurocodeElement : Diagonal Member
CapacityJob Number : R0076 By : eas Date:Jul-12Document No : 001
Checked :anw Date:Jul-12 Alan white design
= Aeff fo / Ncr (6.3.1.2)= 0.30 Aeff = 328 mm2
X = 1/ +2-2
= 0.5(1+(-o)+2) = 0.20 Table 6.6o= 0.10 Table 6.6 = 0.56
X = 0.89
Nb,Rd = 0.65*0.89*328*250/1100= 43.12 kN
Diagonal Axial Tension Capacity (6.2.3)
1. General yieldingNo,Rd = Ag fo /gM1
fo = 250N/mm2Ag = 328mm2
gM1 = 1.1 = 328*250/1100 = 79.55 kN
2. Local failureNu,Rd = Anet fu /gM2
fu = 290N/mm2Anet = ru,haz * A
= 0.64*328mm2
= 209.9mm2gM1 = 1.25
= 209.9*290/1250 = 48.70 kN
Page 10of 13
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Project : Apollo Box X-beam to EurocodeElement : Vertical
capacityJob Number : R0076 By : eas Date:Jul-12Document No : 001
Checked :anw Date:Jul-12
Vertical 48.3 x 4.4mm CHS
Vertical CHS Layout
Section Properties A= 607 mm2
I= 147654 mm4
Wel= 6114 mm3
Wpl= 8254 mm3ry= 15.6 mm
for slenderness b= b/t b= 48.3 = 10.98 t = 4.4
e= sqrt(250/fo) fo= 250N/mm2 = 1.00
Class A, without welds, Internal parts b1= 11e = 11*1.0 =
11.00> 10.98
Section is class 1
Alan white design
Page 11of 13
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Project : Apollo Box X-beam to EurocodeElement : Vertical
capacityJob Number : R0076 By : eas Date:Jul-12Document No : 001
Checked :anw Date:Jul-12 Alan white design
Vertical CHS Moment Capacity (6.2.5.1)
Mc,Rd = aWel fo / gM1a = Wpl/Wel (Table 6.4)
= 1.35Wel = 6.11 cm3
fo = 250 N/mm2gM1 = 1.1 (6.1.3)
= 1.35*6.11*250/1100Mc,Rd = 1.87 kNm
Mu,Rd = Wnet fu / gM2Wnet = Wel * u, haz
= 6.11*0.64= 3.91 cm3
fu = 290 N/mm2gM2 = 1.25 (6.1.3)
= 3.91*290/1250Mu,Rd = 0.91 kNm
MRd,x = 0.91 kNm lesser value of Mc,Rd / Mu,Rd
Vertical CHS Shear Capacity (6.2.6)
VRd = Av fo/ 3gM1 Av= 0.6AAv= 0.6*607Av= 364.20 mm2
gM1= 1.1fo = 250 N/mm2
= 364.20*250/(SQRT(3)*1100)VRd = 47.79 kN
Vertical CHS Axial Comp Capacity @ 750mm (effective length of
beam)
Nb,Rd = k x Aeff fo /gM1 (6.3.1.1)k = xx = ru,haz fu / gM2
fo / gM1= (0.64*290/1.25)/(250/1.1)= 0.65
k= 0.65
Ncr = 2 EI / k2 L2 (Appendix I.3)E = 70,000 N/mm2I = 147,654
mm4
k = 0.50L = 750 mm
Ncr = ((PI()^2)*70000*147654)/((0.5^2)*(750^2))= 725,404.87
N
Page 12of 13
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Project : Apollo Box X-beam to EurocodeElement : Vertical
capacityJob Number : R0076 By : eas Date:Jul-12Document No : 001
Checked :anw Date:Jul-12 Alan white design
= Aeff fo / Ncr (6.3.1.2)= 0.46 Aeff = 607 mm2
X = 1/ +2-2
= 0.5(1+(-o)+2) = 0.20 Table 6.6o= 0.10 Table 6.6 = 0.64
X = 0.79
Nb,Rd = 0.65*0.79*607*250/1100= 70.84 kN
Vertical CHS Axial Tension Capacity (6.2.3)
1. General yieldingNo,Rd = Ag fo /gM1
fo = 250N/mm2Ag = 607mm2
gM1 = 1.1 = 607*250/1100 = 137.95 kN
2. Local failureNu,Rd = Anetfu /gM2
fu = 290N/mm2Anet = A* ru,haz
= 607*0.64= 388.5mm2
gM1 = 1.25
= 388.5*290/1250 = 90.13 kN
Page 13of 13
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Project : Apollo X-beam to EurocodeElement : 3m X-Beam
ResultsJob Number : R0076 By : eas Date:Jul-12Document No : 001
Checked :anw Date:Jul-12
3m X-Beam Results
Alan white design
Page 1of 8
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Project : Apollo X-beam to EurocodeElement : 3m X-Beam Load
Combination 1Job Number : R0076 By : eas Date:Jul-12Document No :
001 Checked :anw Date:Jul-12
Load Comb.1 UDL load 10kN/m applied along beam
Element Action Formula Ultimate Calculated Factor
Boom Moment Mc,Rd 1.04 0.07 15.12Shear VRd 32.91 0.21
155.97Tension No,Rd 90.13 6.12 14.73Compression Nb,Rd 120.02 18.45
6.51Deflection d 30 0.96 31.25Combined (Ned/NRd)1.3 +
[(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00 4.86
Vertical Moment Mc,Rd 0.91 0.03 32.40Shear VRd 47.79 0.08
604.92Tension No,Rd 90.13 0.00 90132.00Compression Nb,Rd 70.84
12.03 5.89Combined (Ned/NRd)1.3 + [(Med,x/Mrd,x)1.7]0.6 < 1.0
1.00 5.18
Diagonal Tension No,Rd 48.70 6.84 7.12Compression Nb,Rd 43.12
12.75 3.38
Factor 3.38
3.00m Ra Rb
Max Moment= ML2/8
so for ultimate condition W= 1.5*10
15.00 kNapply factor from above
Wf= 15*3.38= 50.70 kN
so maximum moment is as above Ultimate Mu= Wf*3^2/8
= (50.7*3^2)/8= 57.04 kNm
and for allowable valueallowable max moment= 57.04/1.50
= 38.03 kNm
Moment values Ultimate 57.04 kNmAllowable 38.03 kNm
Alan white design
w w
Page 2of 8
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Project : Apollo X-beam to EurocodeElement : 3m X-Beam Load
Combination 2Job Number : R0076 By : eas Date:Jul-12Document No :
001 Checked :anw Date:Jul-12
Load Comb. 2 Point load 10kN load applied at midspan of beam
Element Action Formula Ultimate Calculated Factor
Boom Moment Mc,Rd 1.04 0.085 12.27Shear VRd 32.91 0.27
121.89Tension No,Rd 90.13 7.08 12.73Compression Nb,Rd 120.02 10.9
11.01Deflection d 30 0.77 38.96Combined (Ned/NRd)1.3 +
[(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00 6.35
Vertical Moment Mc,Rd 0.91 0.037 24.52Shear VRd 47.79 0.076
628.80Tension No,Rd 90.13 3 30.04Compression Nb,Rd 70.84 3.4
20.84Combined (Ned/NRd)1.3 + [(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00
12.31
Diagonal Tension No,Rd 48.70 5.17 9.42Compression Nb,Rd 43.12
8.9 4.85
Factor 4.85
W 1.5m
3.00m Ra Rb
Max Moment= ML/4
so for ultimate condition W= 1.50*10
= 15.00 kNapply factor from above
Wf= 15*4.85= 72.75 kN
so maximum moment is as above Ultimate Mu= Wf*3/4
= 72.75*3/4= 54.56 kNm
and for allowable valueallowable max moment= 54.56/1.50
= 36.37 kNm
Moment values Ultimate 54.56 kNmAllowable 36.37 kNm
Alan white design
Page 3of 8
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Project : Apollo X-beam to EurocodeElement : 3m X-Beam Load
Combination 3Job Number : R0076 By : eas Date:Jul-12Document No :
001 Checked :anw Date:Jul-12
Load Comb. 3 PL at third points 10kN load applied at each of the
two third points
Element Action Formula Ultimate Calculated Factor
Boom Moment Mc,Rd 1.04 0.08 12.42Shear VRd 32.91 0.25
134.32Tension No,Rd 90.13 7.16 12.59Compression Nb,Rd 120.02 21.36
5.62Deflection d 30 1.06 28.30Combined (Ned/NRd)1.3 +
[(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00 4.15
Vertical Moment Mc,Rd 0.91 0.03 33.60Shear VRd 47.79 0.06
746.70Tension No,Rd 90.13 0.00 90132.00Compression Nb,Rd 70.84 7.23
9.80Combined (Ned/NRd)1.3 + [(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00
8.00
Diagonal Tension No,Rd 48.70 9.01 5.40Compression Nb,Rd 43.12
9.39 4.59
Factor 4.15
1 W W 1
3.00m Ra Rb
Max Moment= ML/3
so for ultimate condition W= 1.50*10
15.00 kNapply factor from above
Wf= 15*4.15= 62.25 kN
so maximum moment is as above Ultimate Mu= Wf*3/3
= (62.25*3)/3= 62.25 kNm
and for allowable valueallowable max moment= 62.25/1.50
= 46.69 kNm
Moment values Ultimate 62.25 kNmAllowable 46.69 kNm
Alan white design
Page 4of 8
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Project : Apollo X-beam to EurocodeElement : 3m X-Beam Load
Combination 4Job Number : R0076 By : eas Date:Jul-12Document No :
001 Checked :anw Date:Jul-12
Load Comb. 4 PL at quarter points10kN load applied at each of
the three quarter points
Element Action Formula Ultimate Calculated Factor
Boom Moment Mc,Rd 1.04 0.10 10.33Shear VRd 32.91 0.35
95.39Tension No,Rd 90.13 7.11 12.68Compression Nb,Rd 120.02 21.61
5.55Deflection d 30 1.23 24.39Combined (Ned/NRd)1.3 +
[(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00 3.89
Vertical Moment Mc,Rd 0.91 0.05 18.51Shear VRd 47.79 0.12
401.59Tension No,Rd 90.13 5.98 15.08Compression Nb,Rd 70.84 6.96
10.18Combined (Ned/NRd)1.3 + [(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00
7.09
Diagonal Tension No,Rd 48.70 8.10 6.01Compression Nb,Rd 43.12
19.12 2.26
Factor 2.26
0.75 W 0.75 W 0.75 W 0.75
3.00m Ra Rb
Max Moment= ML/2
so for ultimate condition W= 1.50*10
15.00 kNapply factor from above
Wf= 15*2.26= 33.90 kN
so maximum moment is as above Ultimate Mu= Wf*L/2
= (33.9*3/2)= 50.85 kNm
allowable max moment= 50.85/1.5 = 33.90 kNm
Moment values Ultimate 50.85 kNmAllowable 33.90 kNm
Alan white design
Page 5of 8
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Project : Apollo X-beam to EurocodeElement : 3m X-Beam Load
Combination 5Job Number : R0076 By : eas Date:Jul-12Document No :
001 Checked :anw Date:Jul-12
Load Comb. 5 End Shear 10kN load applied at a 1.0m distance from
the support
Element Action Formula Ultimate Calculated Factor
Boom Moment Mc,Rd 1.04 0.062 16.83Shear VRd 32.91 0.18
182.83Tension No,Rd 90.13 5.66 15.92Compression Nb,Rd 120.02 12.22
9.82Deflection d 30 0.6 50.00Combined Axial (Ned/NRd)1.3 +
[(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00 6.70
Vertical Moment Mc,Rd 0.91 0.02 50.40Shear VRd 47.79 0.04
1165.58Tension No,Rd 90.13 0.00 90132.00Compression Nb,Rd 70.84
6.62 10.70Combined Axial (Ned/NRd)1.3 + [(Med,x/Mrd,x)1.7]0.6 <
1.0 1.00 9.22
Diagonal Tension No,Rd 48.70 6.17 7.89Compression Nb,Rd 43.12
6.36 6.78
Factor 6.70
W 1.0m
3.00m Ra Rb
Max Shear Rb= W*2/3
so for ultimate condition W= 1.50*10
15.00 kNapply factor from above
Wf= 15*6.70= 100.50 kN
so maximum shear is as above Ultimate Qu= Wf*2/3
= (100.5*2)/3= 67.00 kN
and for allowable valueallowable max shear= 67.0/1.50
= 44.67 kN
Shear values Ultimate 67.00 kNAllowable 44.67 kN
Alan white design
Page 6of 8
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Project : Apollo X-beam to EurocodeElement : 3m X-Beam
ResultsJob Number : R0076 By : eas Date:Jul-12Document No : 001
Checked :anw Date:Jul-12
Loadcase Ultimate AllowableNo. Moment Moment1 UDL 57.04 38.032
Point 54.56 36.373 Third 62.25 46.694 Quarter 50.85 33.90
Loadcase Ultimate AllowableNo. Shear Shear5 End Shear 67.00
44.67
Max Allowable Moment = 33 kNm
Max Allowable Shear = 44 kN
X-BEAM
Alan white design
Page 7of 8
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From 3m X-Beam Analysis with restraints to compression chord at
1.0m c/c
For simply supported Apollo single X-BEAM TO EUROCODE EN
1999-1
Allowable Bending Moment 33 kNmAllowable Shear 44 kN
Allowable loads for load distributionsType of Load
2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18Uniformly Distributed
load kN/m 44.0 29.3 16.5 10.6 7.3 5.4 4.1 3.3 2.6 2.2 1.8 1.6 1.3
1.2 1.0 0.9 0.8Total UDL kN 88.0 88.0 66.0 52.8 44.0 37.7 33.0 29.3
26.4 24.0 22.0 20.3 18.9 17.6 16.5 15.5 14.7Single point load (mid
Point) kN 66.0 44.0 33.0 26.4 22.0 18.9 16.5 14.7 13.2 12.0 11.0
10.2 9.4 8.8 8.3 7.8 7.3Two point loads (third points) Each kN 44.0
33.0 24.8 19.8 16.5 14.1 12.4 11.0 9.9 9.0 8.3 7.6 7.1 6.6 6.2 5.8
5.5Three point loads ( quarter points) Each kN 29.3 22.0 2.0 13.2
11.0 9.4 8.3 7.3 6.6 6.0 5.5 5.1 4.7 4.4 4.1 3.9 3.7
Notes: 1. Above allowable loads may be increased by 1.11 for
wind loading only2. This table is provided as a guide only and
assume all loads are applied at nodes. All scaffolds and structures
should
be checked by a qualified structural engineer. Loads indicated
in italics and shaded are limited by shear.3. Maximum capacity of a
point load mid way between nodes is 15kN but overall buckling of
the top chord should be
checked if loads are placed other than at restrained loads.
Compression chord restraint required at 1m c/c
Clear span (m)
Alan white design
Page 8of 8
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Project : Apollo X-beam to EurocodeElement : 6m X-Beam
ResultsJob Number : R0076 By : eas Date:Jul-12Document No : 001
Checked :anw Date:Jul-12
6m X-Beam Results
Alan white design
Page 1of 8
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Project : Apollo X-beam to EurocodeElement : 6m X-Beam Load
Combination 1Job Number : R0076 By : eas Date:July-12Document No :
001 Checked :anw Date:July-12
Load Comb. 1 UDL load 10kN/m applied along beam
Element Action Formula Ultimate Calculated Factor
Boom Moment Mc,Rd 1.04 0.42 2.50Shear VRd 32.91 4.57 7.20Tension
No,Rd 90.13 31.31 2.88Compression Nb,Rd 120.02 91.72 1.31Deflection
d 60 10.28 5.84Combined (Ned/NRd)1.3 + [(Med,x/Mrd,x)1.7]0.6 <
1.0 1.00 0.92
Vertical Moment Mc,Rd 0.91 0.08 11.48Shear VRd 47.79 0.21
225.42Tension No,Rd 90.13 0.53 170.06Compression Nb,Rd 70.84 24.92
2.84Combined (Ned/NRd)1.3 + [(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00
2.66
Diagonal Tension No,Rd 48.70 20.46 2.38Compression Nb,Rd 43.12
29.74 1.45
Factor 0.92
6.00m Ra Rb
Max Moment= ML2/8Loads indicated in italics and shaded are
limited by shear.so for ultimate condition
W= 1.5*1015.00 kN
apply factor from above
Wf= 15*0.92= 13.80 kN
so maximum moment is as above Ultimate Mu= Wf*L2/8
= (13.8*6^2)/8= 62.10 kNm
and for allowable valueallowable max moment= 62.10/1.50
= 41.40 kNm
Moment values Ultimate 62.10 kNmAllowable 41.40 kNm
Alan white design
w w
Page 2of 8
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Project : Apollo X-beam to EurocodeElement : 6m X-Beam Load
Combination 2Job Number : R0076 By : eas Date:July-12Document No :
001 Checked :anw Date:July-12
Load Comb. 2 Point load 10kN load applied at midspan of beam
Element Action Formula Ultimate Calculated Factor
Boom Moment Mc,Rd 1.04 0.07 14.69Shear VRd 32.91 0.18
179.83Tension No,Rd 90.13 13.86 6.50Compression Nb,Rd 120.02 29.62
4.05Deflection d 60 3.14 19.11Combined (Ned/NRd)1.3 +
[(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00 3.34
Vertical Moment Mc,Rd 0.91 0.02 45.36Shear VRd 47.79 0.06
853.37Tension No,Rd 90.13 0.02 4506.60Compression Nb,Rd 70.84 6.22
11.39Combined (Ned/NRd)1.3 + [(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00
9.55
Diagonal Tension No,Rd 48.70 5.04 9.66Compression Nb,Rd 43.12
5.21 8.28
Factor 3.34
W 3.0m
6.00m Ra Rb
Max Moment= ML/4Loads indicated in italics and shaded are
limited by shear.so for ultimate condition
W= 1.50*10= 15.00 kN
apply factor from above
Wf= 15*3.34= 50.10 kN
so maximum moment is as above Ultimate Mu= Wf*L/4
= 50.10*6/4= 75.15 kNm
and for allowable valueallowable max moment= 75.15/1.50
= 50.10 kNm
Moment values Ultimate 75.15 kNmAllowable 50.10 kNm
Alan white design
Page 3of 8
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Project : Apollo X-beam to EurocodeElement : 6m X-Beam Load
Combination 3Job Number : R0076 By : eas Date:July-12Document No :
001 Checked :anw Date:July-12
Load Comb. 3 PL at third points 10kN load applied at each of the
two third points
Element Action Formula Ultimate Calculated Factor
Boom Moment Mc,Rd 1.04 0.096 10.87Shear VRd 32.91 0.258
127.55Tension No,Rd 90.13 14.7 6.13Compression Nb,Rd 120.02 43.55
2.76Deflection d 60 4.89 12.27Combined (Ned/NRd)1.3 +
[(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00 2.31
Vertical Moment Mc,Rd 0.91 0.038 23.87Shear VRd 47.79 0.108
442.49Tension No,Rd 90.13 0.001 90132.00Compression Nb,Rd 70.84
6.87 10.31Combined (Ned/NRd)1.3 + [(Med,x/Mrd,x)1.7]0.6 < 1.0
1.00 7.71
Diagonal Tension No,Rd 48.70 9.7 5.02Compression Nb,Rd 43.12
10.03 4.30
Factor 2.31
2 W W 2
6.00m Ra Rb
Loads indicated in italics and shaded are limited by shear.Max
Moment= ML/3
so for ultimate condition W= 1.50*10
15.00 kNapply factor from above
Wf= 15.00*2.31= 34.65 kN
so maximum moment is as above Ultimate Mu= Wf*L/3
= (34.65*6)/3= 69.30 kNm
and for allowable valueallowable max moment= 69.3/1.50
= 46.20 kNm
Moment values Ultimate 69.30 kNmAllowable 46.20 kNm
Alan white design
Page 4of 8
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Project : Apollo X-beam to EurocodeElement : 6m X-Beam Load
Combination 4Job Number : R0076 By : eas Date:July-12Document No :
001 Checked :anw Date:July-12
Load Comb. 4 PL at quarter points10kN load applied at each of
the three quarter points
Element Action Formula Ultimate Calculated Factor
Boom Moment Mc,Rd 1.04 0.103 10.13Shear VRd 32.91 0.298
110.43Tension No,Rd 90.13 21.14 4.26Compression Nb,Rd 120.02 61.47
1.95Deflection d 60.00 6.8 8.82Combined (Ned/NRd)1.3 +
[(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00 1.70
Vertical Moment Mc,Rd 0.91 0.075 12.09Shear VRd 47.79 0.181
264.03Tension No,Rd 90.13 3.34 26.99Compression Nb,Rd 70.84 10.1
7.01Combined Axial (Ned/NRd)1.3 + [(Med,x/Mrd,x)1.7]0.6 < 1.0
1.00 4.80
Diagonal Tension No,Rd 48.70 14.86 3.28Compression Nb,Rd 43.12
18.34 2.35
Factor 1.70
1.5 W 1.50 W 1.50 W 1.5
6.00m Ra Rb
Loads indicated in italics and shaded are limited by shear.Max
Moment= ML/2
so for ultimate condition W= 1.50*10
15.00 kNapply factor from above
Wf= 15.00*1.70= 25.50 kN
so maximum moment is as above Ultimate Mu= Wf*L/2
= (25.5*6)/2= 76.50 kNm
and for allowable valueallowable max moment= 76.50/1.50
= 51.00 kNm
Moment values Ultimate 76.50 kNnAllowable 51.00 kNm
Alan white design
Page 5of 8
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Project : Apollo X-beam to EurocodeElement : 6m X-Beam Load
Combination 5Job Number : R0076 By : eas Date:July-12Document No :
001 Checked :anw Date:July-12
Load Comb. 5 End Shear 10kN load applied at a 1.0m distance from
the support
Element Action Formula Ultimate Calculated Factor
Boom Moment Mc,Rd 1.04 0.08 13.91Shear VRd 32.91 0.17
198.25Tension No,Rd 90.13 6.92 13.02Compression Nb,Rd 120.02 15.75
7.62Deflection d 60.00 1.83 32.79Combined (Ned/NRd)1.3 +
[(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00 5.31
Vertical Moment Mc,Rd 0.91 0.02 50.40Shear VRd 47.79 1.04
45.86Tension No,Rd 90.13 0.10 901.32Compression Nb,Rd 70.84 5.52
12.83Combined (Ned/NRd)1.3 + [(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00
10.74
Diagonal Tension No,Rd 48.70 6.43 7.57Compression Nb,Rd 43.12
6.62 6.51
Factor 5.31
W 1.0m
6.00m Ra Rb
Loads indicated in italics and shaded are limited by shear.Max
Shear Rb= W*5/6
so for ultimate condition W= 1.50*10
15.00 kNapply factor from above
Wf= 15.0*5.31= 79.65 kN
so maximum shear is as above Ultimate Qu= Wf*5/6
= (79.62*5)/6= 66.35 kN
and for allowable valueallowable max shear= 66.35/1.50
= 44.23 kN
Shear values Ultimate 66.35 kNAllowable 44.23 kN
Alan white design
Page 6of 8
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Project : Apollo X-beam to EurocodeElement : 6m X-Beam
ResultsJob Number : R0076 By : eas Date:July-12Document No : 001
Checked :anw Date:July-12
Loadcase Ultimate AllowableNo. Moment Moment1 UDL 62.10 41.402
Point 75.15 50.103 Third 69.30 46.204 Quarter 76.50 51.00
Loadcase Ultimate AllowableNo. Shear Shear5 End Shear 66.35
44.23
Max Allowable Moment = 41 kNm
Max Allowable Shear = 44 kN
X-BEAM
Alan white design
Page 7of 8
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From 6m X-Beam Results with restraint to compression chord at
1.0m c/c:
For simply supported Apollo single X-BEAM TO EUROCODE EN
1999-1Allowable Bending Moment 41 kNmAllowable Shear 44 kN
Allowable loads for load distributions
Type of Load2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18
Uniformly Distributed load kN/m 44.0 29.3 20.5 13.1 9.1 6.7 5.1
4.0 3.3 2.7 2.3 1.9 1.7 1.5 1.3 1.1 1.0Total UDL kN 88.0 88.0 82.0
65.6 54.7 46.9 41.0 36.4 32.8 29.8 27.3 25.2 23.4 21.9 20.5 19.3
18.2Single point load (mid Point) kN 82.0 54.7 41.0 32.8 27.3 23.4
20.5 18.2 16.4 14.9 13.7 12.6 11.7 10.9 10.3 9.6 9.1Two point loads
(third points) Each kN 44.0 41.0 30.8 24.6 20.5 17.6 15.4 13.7 12.3
11.2 10.3 9.5 8.8 8.2 7.7 7.2 6.8Three point loads ( quarter
points) Each kN 29.3 27.3 20.5 16.4 13.7 11.7 10.3 9.1 8.2 7.5 6.8
6.3 5.9 5.5 5.1 4.8 4.6
Notes: 1. Above allowable loads may be increased by 1.11 for
wind loading only2. This table is provided as a guide only and
assume all loads are applied at nodes. All scaffolds and structures
should
be checked by a qualified structural engineer. Loads indicated
in italics and shaded are limited by shear.3. Maximum capacity of a
point load mid way between nodes is 15kN but overall buckling of
the top chord should be
checked if loads are placed other than at restrained loads.
Compression chord restraint required at 1m c/c
Clear span (m)
Alan white design
Page 8of 8
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Project : Apollo X-beam to EurocodeElement : 9m X-Beam
ResultsJob Number : R0076 By : eas Date:Jul-12Document No : 001
Checked :anw Date:Jul-12
9m X-Beam Results
Alan white design
Page 1of 8
-
Project : Apollo X-beam to EurocodeElement : 9m X-Beam Load
Combination 1Job Number : R0076 By : eas Date:Jul-12Document No :
001 Checked :anw Date:Jul-12
Load Comb. 1 UDL load 10kN/m applied along beam
Element Action Formula Ultimate Calculated Factor
Boom Moment Mc,Rd 1.04 0.45 2.33Shear VRd 32.91 4.53 7.26Tension
No,Rd 90.13 71.55 1.26Compression Nb,Rd 120.02 212.40
0.57Deflection d 90 70.60 1.27Combined (Ned/NRd)1.3 +
[(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00 0.48
Vertical Moment Mc,Rd 0.91 0.14 6.53Shear VRd 47.79 0.38
127.10Tension No,Rd 90.13 0.00 90132.00Compression Nb,Rd 70.84
14.87 4.76Combined (Ned/NRd)1.3 + [(Med,x/Mrd,x)1.7]0.6 < 1.0
1.00 3.00
Diagonal Tension No,Rd 48.70 1.76 27.67Compression Nb,Rd 43.12
34.73 1.24
Factor 0.48
9.00m Ra Rb
Max Moment= ML2/8Loads indicated in italics and shaded are
limited by shear.so for ultimate condition
W= 1.5*1015.00 kN
apply factor from above
Wf= 15*0.48= 7.20 kN
so maximum moment is as above Ultimate Mu= Wf*9^2/8
= (7.2*9^2)/8= 72.90 kNm
and for allowable valueallowable max moment= 72.9/1.50
= 48.60 kNm
Moment values Ultimate 72.90 kNmAllowable 48.60 kNm
Alan white design
w w
Page 2of 8
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Project : Apollo X-beam to EurocodeElement : 9m X-Beam Load
Combination 2Job Number : R0076 By : eas Date:Jul-12Document No :
001 Checked :anw Date:Jul-12
Load Comb. 2 Point load 10kN load applied at midspan of beam
Element Action Formula Ultimate Calculated Factor
Boom Moment Mc,Rd 1.04 0.085 12.27Shear VRd 32.91 0.205
160.53Tension No,Rd 90.13 24.1 3.74Compression Nb,Rd 120.02 44.28
2.71Deflection d 90.00 13.9 6.47Combined (Ned/NRd)1.3 +
[(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00 2.32
Vertical Moment Mc,Rd 0.91 0.034 26.68Shear VRd 47.79 0.072
663.73Tension No,Rd 90.13 3.44 26.20Compression Nb,Rd 70.84 3.52
20.12Combined (Ned/NRd)1.3 + [(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00
12.50
Diagonal Tension No,Rd 48.70 5.03 9.68Compression Nb,Rd 43.12
8.99 4.80
Factor 2.32
W 4.5m
9.00m Ra Rb
Max Moment= ML/4Loads indicated in italics and shaded are
limited by shear.so for ultimate condition
W= 1.50*10= 15.00 kN
apply factor from above
Wf= 15*2.32= 34.80 kN
so maximum moment is as above Ultimate Mu= Wf*9/4
= 34.80*9/4= 78.30 kNm
and for allowable valueallowable max moment= 78.3/1.50
= 52.20 kNm
Moment values Ultimate 78.30 kNmAllowable 52.20 kNm
Alan white design
Page 3of 8
-
Project : Apollo X-beam to EurocodeElement : 9m X-Beam Load
Combination 3Job Number : R0076 By : eas Date:Jul-12Document No :
001 Checked :anw Date:Jul-12
Load Comb. 3 PL at third points 10kN load applied at each of the
two third points
Element Action Formula Ultimate Calculated Factor
Boom Moment Mc,Rd 1.04 0.119 8.77Shear VRd 32.91 0.307
107.20Tension No,Rd 90.13 22.05 4.09Compression Nb,Rd 120.02 65.7
1.83Deflection d 90.00 22.34 4.03Combined (Ned/NRd)1.3 +
[(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00 1.58
Vertical Moment Mc,Rd 0.91 0.04 22.68Shear VRd 47.79 0.111
430.53Tension No,Rd 90.13 0.33 273.13Compression Nb,Rd 70.84 6.83
10.37Combined (Ned/NRd)1.3 + [(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00
7.63
Diagonal Tension No,Rd 48.70 9.8 4.97Compression Nb,Rd 43.12
10.22 4.22
Factor 1.58
3 W W 3
9.00m Ra Rb
Loads indicated in italics and shaded are limited by shear.Max
Moment= ML/3
so for ultimate condition W= 1.50*10
15.00 kNapply factor from above
Wf= 15.00*1.58= 23.70 kN
so maximum moment is as above Ultimate Mu= Wf*9/3
= (23.7*9)/3= 71.10 kNm
and for allowable valueallowable max moment= 71.10/1.50
= 47.40 kNm
Moment values Ultimate 71.10 kNmAllowable 47.40 kNm
Alan white design
Page 4of 8
-
Project : Apollo X-beam to EurocodeElement : 9m X-Beam load
Combination 4Job Number : R0076 By : eas Date:Jul-12Document No :
001 Checked :anw Date:Jul-12
Load Comb. 4 PL at quarter points10kN load applied at each of
the three quarter points
Element Action Formula Ultimate Calculated Factor
Boom Moment Mc,Rd 1.04 0.137 7.61Shear VRd 32.91 0.391
84.17Tension No,Rd 90.13 33.55 2.69Compression Nb,Rd 120.02 86.67
1.38Deflection d 90.00 19.36 4.65Combined Axial (Ned/NRd)1.3 +
[(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00 1.22
Vertical Moment Mc,Rd 0.91 0.058 15.64Shear VRd 47.79 0.163
293.18Tension No,Rd 90.13 3.92 22.99Compression Nb,Rd 70.84 10.17
6.97Combined Axial (Ned/NRd)1.3 + [(Med,x/Mrd,x)1.7]0.6 < 1.0
1.00 5.16
Diagonal Tension No,Rd 48.70 14.54 3.35Compression Nb,Rd 43.12
15.13 2.85
Factor 1.22
2.25 W 2.25 W 2.25 W 2.25
9.00m Ra Rb
Loads indicated in italics and shaded are limited by shear.Max
Moment= ML/2
so for ultimate condition W= 1.50*10
15.00 kNapply factor from above
Wf= 15.00*1.22= 18.30 kN
so maximum moment is as above Ultimate Mu= Wf*9/2
= (18.3*9)/2= 82.35 kNm
and for allowable valueallowable max moment= 82.35/1.50
= 54.90 kNm
Moment values Ultimate 82.35 kNmAllowable 54.90 kNm
Alan white design
Page 5of 8
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Project : Apollo X-beam to EurocodeElement : 9m X-Beam Load
Combination 5Job Number : R0076 By : eas Date:Jul-12Document No :
001 Checked :anw Date:Jul-12
Load Comb. 5 End Shear 10kN load applied at a 1m distance from
the support
Element Action Formula Ultimate Calculated Factor
Boom Moment Mc,Rd 1.04 0.071 14.69Shear VRd 32.91 0.207
158.98Tension No,Rd 90.13 8.91 10.12Compression Nb,Rd 120.02 18.71
6.41Deflection d 90.00 3.13 28.75Combined (Ned/NRd)1.3 +
[(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00 4.78
Vertical Moment Mc,Rd 0.91 0.023 39.44Shear VRd 47.79 0.054
884.98Tension No,Rd 90.13 0.15 600.88Compression Nb,Rd 70.84 6.64
10.67Combined (Ned/NRd)1.3 + [(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00
9.90
Diagonal Tension No,Rd 48.70 8.24 5.91Compression Nb,Rd 43.12
8.53 5.06
Factor 4.78
W 1.0m
9.00m Ra Rb
Loads indicated in italics and shaded are limited by shear.Max
Shear Rb= W*8/9
so for ultimate condition W= 1.50*10
15.00 kNapply factor from above
Wf= 15.00*4.78= 71.70 kN
so maximum shear is as above Ultimate Qu= Wf*8/9
= (71.7*8)/9= 63.73 kN
and for allowable valueallowable max shear= 63.73/1.50
= 42.49 kN
Shear values Ultimate 63.73 kNAllowable 42.49 kN
Alan white design
Page 6of 8
-
Project : Apollo X-beam to EurocodeElement : 9m X-Beam
ResultsJob Number : R0076 By : eas Date:Jul-12Document No : 001
Checked :anw Date:Jul-12
Loadcase Ultimate AllowableNo. Moment Moment1 UDL 72.90 48.602
Point 78.30 52.203 Third 71.10 47.404 Quarter 82.35 54.90
Loadcase Ultimate AllowableNo. Shear Shear5 End Shear 63.73
42.49
Max Allowable Moment = 47 kNm
Max Allowable Shear = 42 kN
X-BEAM
Alan white design
Page 7of 8
-
From 9m X-Beam Results with restraint to compression chord at
1.0m c/c:
For simply supported Apollo single X-BEAM TO EUROCODE EN
1999-1Allowable Bending Moment 47 kNmAllowable Shear 42 kN
Allowable loads for load distributions
Type of Load2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18
Uniformly Distributed load kN/m 42.0 28.0 21.0 15.0 10.4 7.7 5.9
4.6 3.8 3.1 2.6 2.2 1.9 1.7 1.5 1.3 1.2Total UDL kN 84.0 84.0 84.0
75.2 62.7 53.7 47.0 41.8 37.6 34.2 31.3 28.9 26.9 25.1 23.5 22.1
20.9Single point load (mid Point) kN 84.0 62.7 47.0 37.6 31.3 26.9
23.5 20.9 18.8 17.1 15.7 14.5 13.4 12.5 11.8 11.1 10.4Two point
loads (third points) Each kN 42.0 42.0 35.3 28.2 23.5 20.1 17.6
15.7 14.1 12.8 11.8 10.8 10.1 9.4 8.8 8.3 7.8Three point loads (
quarter points) Each kN 28.0 28.0 23.5 18.8 15.7 13.4 11.8 10.4 9.4
8.5 7.8 7.2 6.7 6.3 5.9 5.5 5.2
Notes1. Above allowable loads may be increased by 1.11 for wind
loading only2. This table is provided as a guide only and assume
all loads are applied at
restrained nodes. All scaffolds and structures should be checked
by a qualified structural engineer.3. Maximum capacity of a point
load mid way between nodes is 15kN but
overall buckling of the top chord should be checked if loads are
placed other than at restrained loads.
Clear span (m)
Alan white design
Page 8of 8
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Project : Apollo X-beam to EurocodeElement : 12m X-Beam
ResultsJob Number : R0076 By : eas Date:Jul-12Document No : 001
Checked :anw Date:Jul-12
12m X-Beam Results
Alan white design
Page 1of 8
-
Project : Apollo X-beam to EurocodeElement : 12m X-Beam Load
Combination 1Job Number : R0076 By : eas Date:Jul-12Document No :
001 Checked :anw Date:Jul-12
Load Comb. 1 UDL load 10kN/m applied along beam
Element Action Formula Ultimate Calculated Factor
Boom Moment Mc,Rd 1.04 0.58 1.79Shear VRd 32.91 4.94 6.66Tension
No,Rd 90.13 127.89 0.70Compression Nb,Rd 120.02 381.38
0.31Deflection d 120 213.81 0.56Combined (Ned/NRd)1.3 +
[(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00 0.28
Vertical Moment Mc,Rd 0.91 0.34 2.66Shear VRd 47.79 0.87
54.87Tension No,Rd 90.13 7.83 11.52Compression Nb,Rd 70.84 62.73
1.13Combined (Ned/NRd)1.3 + [(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00
0.85
Diagonal Tension No,Rd 48.70 77.03 0.63Compression Nb,Rd 120.02
90.78 1.32
Factor 0.28
12.00m Ra Rb
Max Moment= ML2/8Loads indicated in italics and shaded are
limited by shear.so for ultimate condition
W= 1.5*1015.00 kN
apply factor from above
Wf= 15*0.28= 4.20 kN
so maximum moment is as above Ultimate Mu= Wf*12^2/8
= (4.2*12^2)/8= 75.60 kNm
and for allowable valueallowable max moment= 75.6/1.50
= 50.40 kNm
Moment values Ultimate 75.60 kNmAllowable 50.40 kNm
Alan white design
w w
Page 2of 8
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Project : Apollo X-beam to EurocodeElement : 12m X-Beam Load
Combination 2Job Number : R0076 By : eas Date:Jul-12Document No :
001 Checked :anw Date:Jul-12
Load Comb. 2 Point load 10kN load applied at midspan of beam
Element Action Formula Ultimate Calculated Factor
Boom Moment Mc,Rd 1.04 0.104 10.03Shear VRd 32.91 0.244
134.87Tension No,Rd 90.13 30.55 2.95Compression Nb,Rd 120.02 63.69
1.88Deflection d 120.00 21.33 5.63Combined (Ned/NRd)1.3 +
[(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00 1.65
Vertical Moment Mc,Rd 0.91 0.021 43.20Shear VRd 47.79 0.058
823.95Tension No,Rd 90.13 0.48 187.78Compression Nb,Rd 70.84 5.98
11.85Combined (Ned/NRd)1.3 + [(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00
9.79
Diagonal Tension No,Rd 48.70 5.11 9.53Compression Nb,Rd 120.02
5.43 22.10
Factor 1.65
W 6.0m
12.00m Ra Rb
Max Moment= ML/4Loads indicated in italics and shaded are
limited by shear.so for ultimate condition
W= 1.50*10= 15.00 kN
apply factor from above
Wf= 15*1.65= 24.75 kN
so maximum moment is as above Ultimate Mu= Wf*L/4
= 24.75*12/4= 74.25 kNm
and for allowable valueallowable max moment= 74.25/1.50
= 49.50 kNm
Moment values Ultimate 74.25 kNmAllowable 49.50 kNm
Alan white design
Page 3of 8
-
Project : Apollo X-beam to EurocodeElement : 12m X-Beam Load
Combination 3Job Number : R0076 By : eas Date:Jul-12Document No :
001 Checked :anw Date:Jul-12
Load Comb. 3 PL at third points 10kN load applied at each of the
two third points
Element Action Formula Ultimate Calculated Factor
Boom Moment Mc,Rd 1.04 0.14 7.35Shear VRd 32.91 0.36
91.41Tension No,Rd 90.13 29.43 3.06Compression Nb,Rd 120.02 88.17
1.36Deflection d 120.00 34.10 3.52Combined Axial (Ned/NRd)1.3 +
[(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00 1.19
Vertical Moment Mc,Rd 0.91 0.04 22.12Shear VRd 47.79 0.11
422.91Tension No,Rd 90.13 0.81 111.27Compression Nb,Rd 70.84 6.79
10.43Combined Axial (Ned/NRd)1.3 + [(Med,x/Mrd,x)1.7]0.6 < 1.0
1.00 7.61
Diagonal Tension No,Rd 48.70 9.86 4.94Compression Nb,Rd 120.02
10.40 11.54
Factor 1.19
4 W W 4
12.00m Ra Rb
Loads indicated in italics and shaded are limited by shear.Max
Moment= ML/3
so for ultimate condition W= 1.50*10
15.00 kNapply factor from above
Wf= 15.00*1.19= 17.85 kN
so maximum moment is as above Ultimate Mu= Wf*L/3
= (17.85*12)/3= 71.40 kNm
and for allowable valueallowable max moment= 71.4/1.50
= 47.60 kNm
Moment values Ultimate 71.40 kNmAllowable 47.60 kNm
Alan white design
Page 4of 8
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Project : Apollo X-beam to EurocodeElement : 12m X-Beam Load
Combination 4Job Number : R0076 By : eas Date:Jul-12Document No :
001 Checked :anw Date:Jul-12
Load Comb. 4 Load at quarter points10kN load applied at each of
the three quarter points
Element Action Formula Ultimate Calculated Factor
Boom Moment Mc,Rd 1.04 0.175 5.96Shear VRd 32.91 0.469
70.17Tension No,Rd 90.13 46.52 1.94Compression Nb,Rd 120.02 127.58
0.94Deflection d 120.00 47 2.55Combined (Ned/NRd)1.3 +
[(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00 0.84
Vertical Moment Mc,Rd 0.91 0.06 15.12Shear VRd 47.79 0.167
286.16Tension No,Rd 90.13 0.89 101.27Compression Nb,Rd 70.84 10.06
7.04Combined Axial (Ned/NRd)1.3 + [(Med,x/Mrd,x)1.7]0.6 < 1.0
1.00 5.15
Diagonal Tension No,Rd 48.70 14.61 3.33Compression Nb,Rd 120.02
15.36 7.81
Factor 0.84
3 W 3 W 3 W 3
12.00m Ra Rb
Loads indicated in italics and shaded are limited by shear.Max
Moment= ML/2
so for ultimate condition W= 1.50*10
15.00 kNapply factor from above
Wf= 15.00*0.84= 12.60 kN
so maximum moment is as above Ultimate Mu= Wf*12/2
= (12.6*12)/2= 75.60 kNm
and for allowable valueallowable max moment= 75.6/1.50
= 50.40 kNm
Moment values Ultimate 75.60 kNmAllowable 50.40 kNm
Alan white design
Page 5of 8
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Project : Apollo X-beam to EurocodeElement : 12m X-Beam Load
Combination 5Job Number : R0076 By : eas Date:Jul-12Document No :
001 Checked :anw Date:Jul-12
Load Comb. 5 End Shear 10kN load applied at a 1.0m distance from
the support
Element Action Formula Ultimate Calculated Factor
Boom Moment Mc,Rd 1.04 0.07 14.29Shear VRd 32.91 0.21
153.78Tension No,Rd 90.13 8.83 10.21Compression Nb,Rd 120.02 19.88
6.04Deflection d 120.00 5.77 20.80Combined (Ned/NRd)1.3 +
[(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00 4.53
Vertical Moment Mc,Rd 0.91 0.02 37.80Shear VRd 47.79 0.06
838.40Tension No,Rd 90.13 0.16 563.33Compression Nb,Rd 70.84 6.90
10.27Combined Axial (Ned/NRd)1.3 + [(Med,x/Mrd,x)1.7]0.6 < 1.0
1.00 8.50
Diagonal Tension No,Rd 48.70 8.57 5.68Compression Nb,Rd 120.02
8.92 13.46
Factor 4.53
W 1.0m
12.00m Ra Rb
Loads indicated in italics and shaded are limited by shear.Max
Shear Rb= W*8/9
so for ultimate condition W= 1.50*10
15.00 kNapply factor from above
Wf= 15.0*4.53= 67.95 kN
so maximum shear is as above Ultimate Qu= Wf*11/12
= (67.95*11)/12= 62.29 kN
and for allowable valueallowable max shear= 62.29/1.50
= 41.53 kN
Shear values Ultimate 62.29 kNAllowable 41.53 kN
Alan white design
Page 6of 8
-
Project : Apollo X-beam to EurocodeElement : 12m X-Beam
ResultsJob Number : R0076 By : eas Date:Jul-12Document No : 001
Checked :anw Date:Jul-12
Loadcase Ultimate AllowableNo. Moment Moment1 UDL 75.60 50.402
Point 74.25 49.503 Third 71.40 47.604 Quarter 75.60 50.40
Loadcase Ultimate AllowableNo. Shear Shear5 End Shear 62.29
41.53
Max Allowable Moment = 47 kNm
Max Allowable Shear = 41 kN
X-BEAM
Alan white design
Page 7of 8
-
From 12m X-Beam Results with restraint to compression chord at
1.0m c/c:
For simply supported Apollo single X-BEAM TO EUROCODE EN
1999-1Allowable Bending Moment 47 kNmAllowable Shear 41 kN
Allowable loads for load distributionsType of Load
2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18Uniformly Distributed
load kN/m 41.0 27.3 20.5 15.0 10.4 7.7 5.9 4.6 3.8 3.1 2.6 2.2 1.9
1.7 1.5 1.3 1.2Total UDL kN 82.0 82.0 82.0 75.2 62.7 53.7 47.0 41.8
37.6 34.2 31.3 28.9 26.9 25.1 23.5 22.1 20.9Single point load (mid
Point) kN 82.0 62.7 47.0 37.6 31.3 26.9 23.5 20.9 18.8 17.1 15.7
14.5 13.4 12.5 11.8 11.1 10.4Two point loads (third points) Each kN
41.0 41.0 35.3 28.2 23.5 20.1 17.6 15.7 14.1 12.8 11.8 10.8 10.1
9.4 8.8 8.3 7.8Three point loads ( quarter points) Each kN 27.3
27.3 23.5 18.8 15.7 13.4 11.8 10.4 9.4 8.5 7.8 7.2 6.7 6.3 5.9 5.5
5.2
Notes: 1. Above allowable loads may be increased by 1.11 for
wind loading only2. This table is provided as a guide only and
assume all loads are applied at nodes. All scaffolds and structures
should
be checked by a qualified structural engineer. Loads indicated
in italics and shaded are limited by shear.3. Maximum capacity of a
point load mid way between nodes is 15kN but overall buckling of
the top chord should be
checked if loads are placed other than at restrained loads.
Compression chord restraint required at 1m c/c
Clear span (m)
Alan white design
Page 8of 8
-
Project : Apollo X-beam to EurocodeElement : 15m X-Beam
ResultsJob Number : R0076 By : eas Date:Jul-12Document No : 001
Checked :anw Date:Jul-12
15m X-Beam Results
Alan white design
Page 1of 8
-
Project : Apollo X-beam to EurocodeElement : 15m X-Beam Load
Combination 1Job Number : R0076 By : eas Date:Jul-12Document No :
001 Checked :anw Date:Jul-12
Load Comb. 1 UDL load 10kN/m applied along beam
Element Action Formula Ultimate Calculated Factor
Boom Moment Mc,Rd 1.04 0.76 1.38Shear VRd 32.91 5.56 5.92Tension
No,Rd 90.13 200.37 0.45Compression Nb,Rd 120.02 598.65
0.20Deflection d 150 343.21 0.44Combined Axial (Ned/NRd)1.3 +
[(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00 0.18
Vertical Moment Mc,Rd 0.91 0.26 3.52Shear VRd 47.79 0.71
67.79Tension No,Rd 90.13 5.50 16.39Compression Nb,Rd 70.84 53.64
1.32Combined (Ned/NRd)1.3 + [(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00
1.02
Diagonal Tension No,Rd 48.70 63.01 0.77Compression Nb,Rd 43.12
75.3 0.57
Factor 0.18
15.00m Ra Rb
Max Moment= ML2/8Loads indicated in italics and shaded are
limited by shear.so for ultimate condition
W= 1.5*1015.00 kN
apply factor from above
Wf= 15*0.18= 2.70 kN
so maximum moment is as above Ultimate Mu= Wf*15^2/8
= (2.70*15^2)/8= 75.94 kNm
and for allowable valueallowable max moment= 75.94/1.50
= 50.63 kNm
Moment values Ultimate 75.94 kNmAllowable 50.63 kNm
Alan white design
w w
Page 2of 8
-
Project : Apollo X-beam to EurocodeElement : 15m X-Beam Load
Combination 2Job Number : R0076 By : eas Date:Jul-12Document No :
001 Checked :anw Date:Jul-12
Load Comb. 2 Point load 10kN load applied at midspan of beam
Element Action Formula Ultimate Calculated Factor
Boom Moment Mc,Rd 1.04 0.088 11.85Shear VRd 32.91 0.197
167.05Tension No,Rd 90.13 41.14 2.19Compression Nb,Rd 120.02 79.06
1.52Deflection d 150.00 41.17 3.64Combined (Ned/NRd)1.3 +
[(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00 1.39
Vertical Moment Mc,Rd 0.91 0.034 26.68Shear VRd 47.79 0.072
663.73Tension No,Rd 90.13 3.67 24.56Compression Nb,Rd 70.84 3.54
20.01Combined (Ned/NRd)1.3 + [(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00
12.46
Diagonal Tension No,Rd 48.70 5.18 9.40Compression Nb,Rd 43.12
9.06 4.76
Factor 1.39
W 7.5m
15.00m Ra Rb
Max Moment= ML/4Loads indicated in italics and shaded are
limited by shear.so for ultimate condition
W= 1.50*10= 15.00 kN
apply factor from above
Wf= 15*1.39= 20.85 kN
so maximum moment is as above Ultimate Mu= Wf*15/4
= 20.85*15/4= 78.19 kNm
and for allowable valueallowable max moment= 78.19/1.50
= 52.13 kNm
Moment values Ultimate 78.19 kNmAllowable 52.13 kNm
Alan white design
Page 3of 8
-
Project : Apollo X-beam to EurocodeElement : 15m X-Beam Load
Combination 3Job Number : R0076 By : eas Date:Jul-12Document No :
001 Checked :anw Date:Jul-12
Load Comb. 3 PL at third points 10kN load applied at each of the
two third points
Element Action Formula Ultimate Calculated Factor
Boom Moment Mc,Rd 1.04 0.166 6.28Shear VRd 32.91 0.414
79.49Tension No,Rd 90.13 36.98 2.44Compression Nb,Rd 120.02 110.94
1.08Deflection d 150.00 66.04 2.27Combined (Ned/NRd)1.3 +
[(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00 0.96
Vertical Moment Mc,Rd 0.91 0.041 22.12Shear VRd 47.79 0.113
422.91Tension No,Rd 90.13 0.81 111.27Compression Nb,Rd 70.84 6.79
10.43Combined (Ned/NRd)1.3 + [(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00
7.61
Diagonal Tension No,Rd 48.70 9.86 4.94Compression Nb,Rd 43.12
10.4 4.15
Factor 0.96
5 W W 5
15.00m Ra Rb
Loads indicated in italics and shaded are limited by shear.Max
Moment= ML/3
so for ultimate condition W= 1.50*10
15.00 kNapply factor from above
Wf= 15.00*0.96= 14.40 kN
so maximum moment is as above Ultimate Mu= Wf*L/3
= (14.40*15)/3= 72.00 kNm
and for allowable valueallowable max moment= 72/1.50
= 48.00 kNm
Moment values Ultimate 72.00 kNmAllowable 48.00 kNm
Alan white design
Page 4of 8
-
Project : Apollo X-beam to EurocodeElement : 15m X-Beam Load
Combination 4Job Number : R0076 By : eas Date:Jul-12Document No :
001 Checked :anw Date:Jul-12
Load Comb. 4 Load at quarter points10kN load applied at each of
the three quarter points
Element Action Formula Ultimate Calculated Factor
Boom Moment Mc,Rd 1.04 0.208 5.02Shear VRd 32.91 0.554
59.40Tension No,Rd 90.13 63.86 1.41Compression Nb,Rd 120.02 164.26
0.73Deflection d 150.00 93.39 1.61Combined (Ned/NRd)1.3 +
[(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00 0.66
Vertical Moment Mc,Rd 0.91 0.064 14.17Shear VRd 47.79 0.169
282.77Tension No,Rd 90.13 4.55 19.81Compression Nb,Rd 70.84 9.96
7.11Combined (Ned/NRd)1.3 + [(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00
5.09
Diagonal Tension No,Rd 48.70 14.64 3.33Compression Nb,Rd 43.12
15.57 2.77
Factor 0.66
3.75 W 3.75 W 3.75 W 3.75
15.00m Ra Rb
Loads indicated in italics and shaded are limited by shear.Max
Moment= ML/2
so for ultimate condition W= 1.50*10
15.00 kNapply factor from above
Wf= 15.00*0.66= 9.90 kN
so maximum moment is as above Ultimate Mu= Wf*L/2
= (9.9*15)/2= 74.25 kNm
and for allowable valueallowable max moment= 74.25/1.50
= 49.50 kNm
Moment values Ultimate 74.25 kNmAllowable 49.50 kNm
Alan white design
Page 5of 8
-
Project : Apollo X-beam to EurocodeElement : 15m X-Beam
Combination 5Job Number : R0076 By : eas Date:Jul-12Document No :
001 Checked :anw Date:Jul-12
Load Comb. 5 Load at END points10kN load applied at 1.0m
distance from the support
Element Action Formula Ultimate Calculated Factor
Boom Moment Mc,Rd 1.04 0.075 13.91Shear VRd 32.91 0.22
149.59Tension No,Rd 90.13 8.83 10.21Compression Nb,Rd 120.02 20.91
5.74Deflection d 150.00 9.79 15.32Combined (Ned/NRd)1.3 +
[(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00 4.34
Vertical Moment Mc,Rd 0.91 0.025 36.28Shear VRd 47.79 0.059
809.98Tension No,Rd 90.13 0.18 500.73Compression Nb,Rd 70.84 7.08
10.01Combined (Ned/NRd)1.3 + [(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00
8.26
Diagonal Tension No,Rd 48.70 8.83 5.51Compression Nb,Rd 43.12
9.13 4.72
Factor 4.34
W 1.0m
15.00m Ra Rb
Loads indicated in italics and shaded are limited by shear.Max
Shear Rb= W*8/9
so for ultimate condition W= 1.50*10
15.00 kNapply factor from above
Wf= 15.0*4.34= 65.10 kN
so maximum shear is as above Ultimate Qu= Wf*14/15
= (65.10*14)/15= 60.76 kN
and for allowable valueallowable max shear= 60.76/1.50
= 40.51 kN
Shear values Ultimate 60.76 kNAllowable 40.51 kN
Alan white design
Page 6of 8
-
Project : Apollo X-beam to EurocodeElement : 15m X-Beam
ResultsJob Number : R0076 By : eas Date:Jul-12Document No : 001
Checked :anw Date:Jul-12
Loadcase Ultimate AllowableNo. Moment Moment1 UDL 75.94 50.632
Point 78.19 52.133 Third 72.00 48.004 Quarter 74.25 49.50
Loadcase Ultimate AllowableNo. Shear Shear5 End Shear 60.76
40.51
Max Allowable Moment = 48 kNm
Max Allowable Shear = 40 kN
X-BEAM
Alan white design
Page 7of 8
-
From 15m X-Beam Results with restraint to compression chord at
1.0m c/c:
For simply supported Apollo single X-BEAM TO EUROCODE EN
1999-1Allowable Bending Moment 48 kNmAllowable Shear 40 kN
Allowable loads for load distributionsType of Load
2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18Uniformly Distributed
load kN/m 40.0 26.7 20.0 15.4 10.7 7.8 6.0 4.7 3.8 3.2 2.7 2.3 2.0
1.7 1.5 1.3 1.2Total UDL kN 80.0 80.0 80.0 76.8 64.0 54.9 48.0 42.7
38.4 34.9 32.0 29.5 27.4 25.6 24.0 22.6 21.3Single point load (mid
Point) kN 80.0 64.0 48.0 38.4 32.0 27.4 24.0 21.3 19.2 17.5 16.0
14.8 13.7 12.8 12.0 11.3 10.7Two point loads (third points) Each kN
40.0 40.0 36.0 28.8 24.0 20.6 18.0 16.0 14.4 13.1 12.0 11.1 10.3
9.6 9.0 8.5 8.0Three point loads ( quarter points) Each kN 26.7
26.7 24.0 19.2 16.0 13.7 12.0 10.7 9.6 8.7 8.0 7.4 6.9 6.4 6.0 5.6
5.3
Notes: 1. Above allowable loads may be increased by 1.11 for
wind loading only2. This table is provided as a guide only and
assume all loads are applied at nodes. All scaffolds and structures
should
be checked by a qualified structural engineer. Loads indicated
in italics and shaded are limited by shear.3. Maximum capacity of a
point load mid way between nodes is 15kN but overall buckling of
the top chord should be
checked if loads are placed other than at restrained loads.
Compression chord restraint required at 1m c/c
Clear span (m)
Alan white design
Page 8of 8
-
Project : Apollo X-beam to EurocodeElement : 18m X-Beam
ResultsJob Number : R0076 By : eas Date:Jul-12Document No : 001
Checked :anw Date:Jul-12
18m X-Beam Results
Alan white design
Page 1of 8
-
Project : Apollo X-beam to EurocodeElement : 18m X-Beam Load
Combination 1Job Number : R0076 By : eas Date:Jul-12Document No :
001 Checked :anw Date:Jul-12
Load Comb. 1 UDL load 10kN/m applied along beam
Element Action Formula Ultimate Calculated Factor
Boom Moment Mc,Rd 1.04 0.97 1.08Shear VRd 32.91 6.29 5.23Tension
No,Rd 90.13 288.92 0.31Compression Nb,Rd 120.02 864.18
0.14Deflection d 180 703.15 0.26Combined (Ned/NRd)1.3 +
[(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00 0.13
Vertical Moment Mc,Rd 0.91 0.34 2.66Shear VRd 47.79 0.87
54.87Tension No,Rd 90.13 7.83 11.52Compression Nb,Rd 70.84 62.73
1.13Combined (Ned/NRd)1.3 + [(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00
0.85
Diagonal Tension No,Rd 48.70 77.03 0.63Compression Nb,Rd 43.12
90.78 0.48
Factor 0.13
18.00m Ra Rb
Max Moment= ML2/8Loads indicated in italics and shaded are
limited by shear.so for ultimate condition
W= 1.5*1015.00 kN
apply factor from above
Wf= 15*0.13= 1.95 kN
so maximum moment is as above Ultimate Mu= Wf*18^2/8
= (1.95*18^2)/8= 78.98 kNm
and for allowable valueallowable max moment= 78.98/1.50
= 52.65 kNm
Moment values Ultimate 78.98 kNmAllowable 52.65 kNm
Alan white design
w w
Page 2of 8
-
Project : Apollo X-beam to EurocodeElement : 18m X-Beam Load
Combination 2Job Number : R0076 By : eas Date:Jul-12Document No :
001 Checked :anw Date:Jul-12
Load Comb. 2 Point load 10kN load applied at midspan of beam
Element Action Formula Ultimate Calculated Factor
Boom Moment Mc,Rd 1.04 0.139 7.50Shear VRd 32.91 0.309
106.50Tension No,Rd 90.13 47.72 1.89Compression Nb,Rd 120.02 99.18
1.21Deflection d 180.00 71.34 2.52Combined (Ned/NRd)1.3 +
[(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00 1.08
Vertical Moment Mc,Rd 0.91 0.028 32.40Shear VRd 47.79 0.061
783.42Tension No,Rd 90.13 0.75 120.18Compression Nb,Rd 70.84 5.72
12.38Combined (Ned/NRd)1.3 + [(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00
9.55
Diagonal Tension No,Rd 48.70 5.26 9.26Compression Nb,Rd 43.12
5.73 7.53
Factor 1.08
W 9.0m
18.00m Ra Rb
Max Moment= ML/4Loads indicated in italics and shaded are
limited by shear.so for ultimate condition
W= 1.50*10= 15.00 kN
apply factor from above
Wf= 15*1.08= 16.20 kN
so maximum moment is as above Ultimate Mu= Wf*L/4
= 16.20*18/4= 72.90 kNm
and for allowable valueallowable max moment= 72.90/1.50
= 48.60 kNm
Moment values Ultimate 72.90 kNmAllowable 48.60 kNm
Alan white design
Page 3of 8
-
Project : Apollo X-beam to EurocodeElement : 18m X-Beam Load
Combination 3Job Number : R0076 By : eas Date:Jul-12Document No :
001 Checked :anw Date:Jul-12
Load Comb. 3 PL at third points 10kN load applied at each of the
two third points
Element Action Formula Ultimate Calculated Factor
Boom Moment Mc,Rd 1.04 0.19 5.46Shear VRd 32.91 0.47
70.02Tension No,Rd 90.13 44.73 2.02Compression Nb,Rd 120.02 134.14
0.89Deflection d 180.00 113.62 1.58Combined (Ned/NRd)1.3 +
[(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00 0.80
Vertical Moment Mc,Rd 0.91 0.05 18.51Shear VRd 47.79 0.12
415.56Tension No,Rd 90.13 1.28 70.42Compression Nb,Rd 70.84 6.72
10.54Combined (Ned/NRd)1.3 + [(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00
7.26
Diagonal Tension No,Rd 48.70 9.97 4.88Compression Nb,Rd 43.12
10.75 4.01
Factor 0.80
6 W W 6
18.00m Ra Rb
Loads indicated in italics and shaded are limited by shear.Max
Moment= ML/3
so for ultimate condition W= 1.50*10
15.00 kNapply factor from above
Wf= 15.00*0.80= 12.00 kN
so maximum moment is as above Ultimate Mu= Wf*L/3
= (12*18)/3= 72.00 kNm
and for allowable valueallowable max moment= 72/1.50
= 48.00 kNm
Moment values Ultimate 72.00 kNmAllowable 48.00 kNm
Alan white design
Page 4of 8
-
Project : Apollo X-beam to EurocodeElement : 18m X-Beam Load
Combination 4Job Number : R0076 By : eas Date:Jul-12Document No :
001 Checked :anw Date:Jul-12
Load Comb. 4 Load at quarter points10kN load applied at each of
the three quarter points
Element Action Formula Ultimate Calculated Factor
Boom Moment Mc,Rd 1.04 0.245 4.26Shear VRd 32.91 0.566
58.14Tension No,Rd 90.13 71.42 1.26Compression Nb,Rd 120.02 195.02
0.62Deflection d 180.00 155.21 1.16Combined (Ned/NRd)1.3 +
[(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00 0.56
Vertical Moment Mc,Rd 0.91 0.074 12.26Shear VRd 47.79 0.186
256.93Tension No,Rd 90.13 4.87 18.51Compression Nb,Rd 70.84 9.9
7.16Combined (Ned/NRd)1.3 + [(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00
4.89
Diagonal Tension No,Rd 48.70 14.69 3.31Compression Nb,Rd 43.12
18.86 2.29
Factor 0.56
4.5 W 4.50 W 4.50 W 4.5
18.00m Ra Rb
Loads indicated in italics and shaded are limited by shear.Max
Moment= ML/2
so for ultimate condition W= 1.50*10
15.00 kNapply factor from above
Wf= 15.00*0.56= 8.40 kN
so maximum moment is as above Ultimate Mu= Wf*L/2
= (8.4*18)/2= 75.60 kNm
and for allowable valueallowable max moment= 75.6/1.50
= 50.40 kNm
Moment values Ultimate 75.60 kNmAllowable 50.40 kNm
Alan white design
Page 5of 8
-
Project : Apollo X-beam to EurocodeElement : 18m X-beam Load
Combination 5Job Number : R0076 By : eas Date:Jul-12Document No :
001 Checked :anw Date:Jul-12
Load Comb. 5 End Shear 10kN load applied at a 1.0m distance from
the support
Element Action Formula Ultimate Calculated Factor
Boom Moment Mc,Rd 1.04 0.077 13.55Shear VRd 32.91 0.227
144.97Tension No,Rd 90.13 7.51 12.00Compression Nb,Rd 120.02 21.73
5.52Deflection d 180.00 15.72 11.45Combined (Ned/NRd)1.3 +
[(Med,x/Mrd,x)1.7]0.6 < 1.0 1.00 4.19
Vertical Moment Mc,Rd 0.91 0.007 129.59Shear VRd 47.79 0.013
3676.07Tension No,Rd 90.13 0.2 450.66Compression Nb,Rd 70.84 0.77
92.00Combined Axial (Ned/NRd)1.3 + [(Med,x/Mrd,x)1.7]0.6 < 1.0
1.00 58.53
Diagonal Tension No,Rd 48.70 6.11 7.97Compression Nb,Rd 43.12
6.36 6.78
Factor 4.19
W 1.0m
18.00m Ra Rb
Loads indicated in italics and shaded are limited by shear.Max
Shear Rb= W*8/9
so for ultimate condition W= 1.50*10.0
15.00 kNapply factor from above
Wf= 15.00*4.19= 62.85 kN
so maximum shear is as above Ultimate Qu= Wf*17/18
= (62.85*17)/18= 59.36 kN
and for allowable valueallowable max shear= 59.36/1.50
= 39.57 kN
Shear values Ultimate 59.36 kNAllowable 39.57 kN
Alan white design
Page 6of 8
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Project : Apollo X-beam to EurocodeElement : 18m X-Beam
ResultsJob Number : R0076 By : eas Date:Jul-12Document No : 001
Checked :anw Date:Jul-12
Loadcase Ultimate AllowableNo. Moment Moment1 UDL 78.98 52.652
Point 72.90 48.603 Third 72.00 48.004 Quarter 75.60 50.40
Loadcase Ultimate AllowableNo. Shear Shear5 End Shear 59.36
39.57
Max Allowable Moment = 48 kNm
Max Allowable Shear = 39 kN
X-BEAM
Alan white design
Page 7of 8
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From 18m X-Beam Results with restraint to compression chord at
1.0m c/c:
For simply supported Apollo single X-BEAM TO EUROCODE EN
1999-1Allowable Bending Moment 48 kNmAllowable Shear 39 kN
Allowable loads for load distributionsType of Load
2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18Uniformly Distributed
load kN/m 39.0 26.0 19.5 15.4 10.7 7.8 6.0 4.7 3.8 3.2 2.7 2.3 2.0
1.7 1.5 1.3 1.2Total UDL kN 78.0 78.0 78.0 76.8 64.0 54.9 48.0 42.7
38.4 34.9 32.0 29.5 27.4 25.6 24.0 22.6 21.3Single point load (mid
Point) kN 78.0 64.0 48.0 38.4 32.0 27.4 24.0 21.3 19.2 17.5 16.0
14.8 13.7 12.8 12.0 11.3 10.7Two point loads (third points) Each kN
39.0 39.0 36.0 28.8 24.0 20.6 18.0 16.0 14.4 13.1 12.0 11.1 10.3
9.6 9.0 8.5 8.0Three point loads ( quarter points) Each kN 26.0
26.0 24.0 19.2 16.0 13.7 12.0 10.7 9.6 8.7 8.0 7.4 6.9 6.4 6.0 5.6
5.3
Notes: 1. Above allowable loads may be increased by 1.11 for
wind loading only2. This table is provided as a guide only and
assume all loads are applied at nodes. All scaffolds and structures
should
be checked by a qualified structural engineer. Loads indicated
in italics and shaded are limited by shear.3. Maximum capacity of a
point load mid way between nodes is 15kN but overall buckling of
the top chord should be
checked if loads are placed other than at restrained loads.
Compression chord restraint required at 1m c/c
Clear span (m)
Alan white design
Page 8of 8
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Project : Apollo X-beam to EurocodeElement : Overall X-Beam
ResultsJob Number : R0076 By : eas Date:Jul-12Document No : 001
Checked :anw Date:Jul-12
Overall X-Beam Results
Alan white design
Page 1of 3
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Overall Graded Results for Allowable Working Loads on an
X-Beam
For simply supported Apollo X-BEAM with a compression chord
restraint at 1m intervalsTest Results
3 6 9 12 15 18Allowable Moment 33 41 47 47 48 48Allowable Shear
(Load on Vertical) 44 44 42 41 40 39
Extrapolated Allowable loads for load distributions
Type of Load2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18
Uniformly Distributed load kN/m 44.0 29.3 20.5 13.1 9.1 6.7 5.1
4.6 3.8 3.1 2.6 2.3 2.0 1.7 1.5 1.3 1.2Total UDL kN 88.0 88.0 82.0
65.6 54.7 49.2 45.4 41.8 37.6 34.2 31.3 29.5 27.4 25.6 24.0 22.6
21.3Single point load (mid Point) kN 66.0 44.0 41.0 32.8 27.3 23.4
23.5 20.9 18.8 17.1 15.7 14.8 13.7 12.8 12.0 11.3 10.7Two point
loads (third points) Each kN 44.0 33.0 30.8 24.6 20.5 17.6 17.6
15.7 14.1 12.8 11.8 11.1 10.3 9.6 9.0 8.5 8.0Three point loads (
quarter points) Each kN 29.3 22.0 20.5 16.4 13.7 11.7 11.8 10.4 9.4
8.5 7.8 7.4 6.9 6.4 6.0 5.6 5.3
Span(m)
Clear span (m)
Alan white design
Page 2of 3
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For simply supported Apollo X-BEAM with a compression chord
restraint at 1m intervals Alan white design
Graph Summary of Allowable Working Loads for an X-Beam to BS EN
1999-1-1
0.0
10.0
20.0
30.0
40.0
50.0
60.0
70.0
80.0
90.0
100.0
0 5 10 15 20
Load
ing
(kN
)
Length of X-Beam
X-Beam Loading Capacity to BS EN 1999-1
Total UDL
Single point load (midPoint)
Two point loads (thirdpoints)
Three point loads (quarter points)
Alan white design
Page 3of 3
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PROJECT
:
CLIEN
T:
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wing
no
File
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ved
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wn
Date
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ouse
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Scale
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Alan white design
Revisio
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APOLLO
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X-BEAM
Ge
ne
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ent
2/08/02a
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Not
to S
cale
F0021/003
GA003
Prelim
inary
A
3000
500500
750
48.3
dia 4
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Alum
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alloy 6082
T6 tube
38 by
19 by
3.5
thick Alu
miniu
m alloy
6082 T6
extruded
RHS
Elevatio
nE
nd Ele
vation
500500
500500
38 by
19 by
3.5
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6082 T6
extruded
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split a
nd w
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to full
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brace
C:\Users\Euan\AppData\Local\pdfMachine\Microsoft Word -
R0076-001-XBEAM TO EC DESIGN
REPORT.pdfINTRODUCTIONC:\Users\Euan\AppData\Local\pdfMachine\SUMMARY.xls.pdfC:\Users\Euan\AppData\Local\pdfMachine\SUMMARY.xls.pdfC:\Users\Euan\AppData\Local\pdfMachine\R0076
Apollo 3m X-Beam to Eurocode
Calc.xls.pdfC:\Users\Euan\AppData\Local\pdfMachine\R0076 Apollo 6m
X-Beam to Eurocode
Calc.xls.pdfC:\Users\Euan\AppData\Local\pdfMachine\R0076 Apollo 9m
X-Beam to Eurocode Calc -
Copy.xls.pdfC:\Users\Euan\AppData\Local\pdfMachine\R0076 Apollo 12m
X-Beam to Eurocode
Calc.xls.pdfC:\Users\Euan\AppData\Local\pdfMachine\R0076 Apollo 15m
X-Beam to Eurocode
Calc.xls.pdfC:\Users\Euan\AppData\Local\pdfMachine\R0076 Apollo 18m
X-Beam to Eurocode
Calc.xls.pdfC:\Users\Euan\AppData\Local\pdfMachine\SUMMARY.xls.pdf