Independent Design Check (1)
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Transcript of Independent Design Check (1)
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C & V ENGINEERING PTE LTDProject Consultant Engineers GST Reg. No. 198202518K
Maxwell House, # 09-04/05. 20, Maxwell Road, Singapore 069113
Tel: 62260828 Fax: 62225645Email : [email protected] Website : www.cvconslt.com
CERT NO FS 500171
ISO 9001 : 2008
CERT NO FS 500171
ISO 9001 : 2008
ERSS DESIGN CALCULATION FOR THE
CONSTRUCTION OF NEW DRAIN FROM CH090
(MC02) TO CH 030(MC01)
DATE: MAY 2013
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C & V ENGINEERING PTE LTDProject Consultant Engineers GST Reg. No. 198202518K
Maxwell House, # 09-04/05. 20, Maxwell Road, Singapore 069113
Tel: 62260828 Fax: 62225645Email : [email protected] Website : www.cvconslt.com
CERT NO FS 500171
ISO 9001 : 2008
CERT NO FS 500171
ISO 9001 : 2008
2. CONTENTS
1. Cover Sheet 1
2 Contents 2
3. Design Information 3
4. Design Summary 3
5. Analyses & Design 4-46
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C & V ENGINEERING PTE LTDProject Consultant Engineers GST Reg. No. 198202518K
Maxwell House, # 09-04/05. 20, Maxwell Road, Singapore 069113
Tel: 62260828 Fax: 62225645Email : [email protected] Website : www.cvconslt.com
CERT NO FS 500171
ISO 9001 : 2008
CERT NO FS 500171
ISO 9001 : 2008
3. DESIGN INFORMATION
3.1 Codes of Practice & References
a. BS 5950 - 1: 2000 Structural use of steel work in buildings
b. LTA. Civil Design Criteria
c. BS8002:1994 Earth retaining structures
3.2 Loads
a. Surcharge load 25.0 kN/m2
4 .DESIGN SUMMARY
Plaxis professional V 8.5 is used to simulate site condition. The software is capable to
model the soil and structure interaction in a realistic sequence of operations as actually
adopted at site.
A two dimensional plane- strained condition is assumed and the soil characterization
is simulated using the Mohr-Coulomb model.
Drained and Undrained conditions are analyzed.
Analysis showed that the system is stable during stages of excavation.
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PLAXIS - Finite Element Code for Soil and Rock Analyses
Project description : MC02-(CH 090)-MC 01 CH 030)
User name : C & V Engrg Pte Ltd
Project name : 290413-Drained
Output : Soil and Interfaces Info - Mohr-Coulomb
ID
1
Name
1 st layer
Type
Drained
unsat
[kN/m3]
19.0
sat
[kN/m3]
19.0
kx
[m/s]
0.0000
ky
[m/s]
0.0000
[ - ]
0.30
[
2 2nd layer Drained 16.0 16.0 0.0000 0.0000 0.30
3 3rd layer Drained 19.0 19.0 0.0000 0.0000 0.30
4 4 th layer Drained 19.0 19.0 0.0000 0.0000 0.30
5 5 th layer Drained 19.5 19.5 0.0000 0.0000 0.30
6 Compacted filll Drained 19.0 19.0 0.0000 0.0000 0.30
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PLAXIS - Finite Element Code for Soil and Rock Analyses
Project description : MC02-(CH 090)-MC 01 CH 030)
User name : C & V Engrg Pte Ltd
Project name : 290413-Drained
Output : Soil and Interfaces Info - Mohr-Coulomb
ID
1
[ ]
0.0
Eincr
[kN/m3]
0.0
cincr
[kN/m3]
0.0
yref
[m]
0.0
T-Strength
[kN/m2]
0.0
Rinter
[ - ]
1.00
2 0.0 0.0 0.0 0.0 0.0 1.00
3 0.0 0.0 0.0 0.0 0.0 1.00
4 0.0 0.0 0.0 0.0 0.0 1.00
5 0.0 0.0 0.0 0.0 0.0 1.00
6 0.0 0.0 0.0 0.0 0.0 1.00
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PLAXIS - Finite Element Code for Soil and Rock Analyses
Project description : MC02-(CH 090)-MC 01 CH 030)
User name : C & V Engrg Pte Ltd
Project name : 290413-Drained
Output : Material data sets - Plates
ID
1
Name
FSP III
Type
Elastic
EA
[kN/m]
3.92E6
EI
[kNm2/m]
34400.0
w
[kN/m2]
1.5
[ - ]
0.30
Mp
[kNm/m]
1E15
Np
[kN/m]
1E15
2 200mm RC Elastic 5.6E6 18700.0 0.0 0.00 1E15 1E15
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Version 8.5.0.1133
Plaxis 8.5
Finite Element Code for Soil and Rock Analyses
PLAXISProject description
Project name Step Date User name
MC02-(CH 090)-MC 01 CH
290413-Drained 52 04/30/13 C
A AAA
Deformed mesh
Extreme total displacement 15.40*10-3
m
(displacements at true scale)
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Version 8.5.0.1133
Plaxis 8.5
Finite Element Code for Soil and Rock Analyses
PLAXISProject description
Project name Step Date User name
MC02-(CH 090)-MC 01 CH
290413-Drained 52 04/30/13 C
Horizontal displacements (Ux)
Extreme Ux 9.85*10-3
m
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Version 8.5.0.1133
Plaxis 8.5
Finite Element Code for Soil and Rock Analyses
PLAXISProject description
Project name Step Date User name
MC02-(CH 090)-MC 01 CH
290413-Drained 52 04/30/13 C
Vertical displacements (Uy)
Extreme Uy -1.35*10-3
m
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Version 8.5.0.1133
Plaxis 8.5
Finite Element Code for Soil and Rock Analyses
PLAXISProject description
Project name Step Date User name
MC02-(CH 090)-MC 01 CH
290413-Drained 52 04/30/13 C
Bending moments
Extreme bending moment -77.94 kNm/m
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Version 8.5.0.1133
Plaxis 8.5
Finite Element Code for Soil and Rock Analyses
PLAXISProject description
Project name Step Date User name
MC02-(CH 090)-MC 01 CH
290413-Drained 52 04/30/13 C
Shear forces
Extreme in plane shear force -43.55 kN/m
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Version 8.5.0.1133
Plaxis 8.5
Finite Element Code for Soil and Rock Analyses
PLAXISProject description
Project name Step Date User name
MC02-(CH 090)-MC 01 CH
290413-Drained 52 04/30/13 C
Horizontal displacements (Ux)
Extreme Ux 2.88*10-3
m
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Version 8.5.0.1133
Plaxis 8.5
Finite Element Code for Soil and Rock Analyses
PLAXISProject description
Project name Step Date User name
MC02-(CH 090)-MC 01 CH
290413-Drained 52 04/30/13 C
Shear forces
Extreme in plane shear force -12.32 kN/m
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Version 8.5.0.1133
Plaxis 8.5
Finite Element Code for Soil and Rock Analyses
PLAXISProject description
Project name Step Date User name
MC02-(CH 090)-MC 01 CH
290413-Drained 52 04/30/13 C
Bending moments
Extreme bending moment 4.69 kNm/m
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PLAXIS - Finite Element Code for Soil and Rock Analyses
Project description : MC02-(CH 090)-MC 01 CH 030)
User name : C & V Engrg Pte Ltd
Project name : 290413-Drained
Output : Drained.035 - Node-to-node Anchor info
Node-to-node Node X Y F |Fmax,comp| |Fmax,tens|
Anchor [m] [m] [m] [kN/m] [1012
kN/m] [1012
kN/m]
1 931 -1.750 29.800 -55.846 250.000 250.000
1717 1.750 29.800 -55.846 250.000 250.000
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Plaxis - Finite Element Code for Soil and Rock Analyses
Project description : MC02-(CH 090)-MC 01 CH 030)
User name : C & V Engrg Pte Ltd
Project name : 290413-Drained.PLX
Output : Calculations list
Identification Phase no. Start from Calculation Loading input Time Water First Last Log info
Initial phase 0 N/A N/A N/A 0.00 0 N/A
SC 1 0 Plastic analysis Staged construction 0.00 1 1 14 No errors.
SP 2 1 Plastic analysis Staged construction 0.00 2 15 19 No errors.
EX 1 3 2 Plastic analysis Staged construction 0.00 3 20 26 No errors.
ST 1 4 3 Plastic analysis Staged construction 0.00 4 27 29 No errors.
Ex 2 5 4 Plastic analysis Staged construction 0.00 5 30 35 No errors.
BC 6 5 Plastic analysis Staged construction 0.00 6 36 42 No errors.
BF 7 6 Plastic analysis Staged construction 0.00 7 43 49 No errors.
St removal 8 7 Plastic analysis Staged construction 0.00 8 50 52 No errors.
FOS 9 8 Phi/c reduction Incremental multipliers 0.00 8 53 152 No errors.
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Version 8.5.0.565
Plaxis 8.5
Finite Element Code for Soil and Rock Analyses
PLAXISProject description
Project name Date User name
MC02-(CH 090)-MC 01 CH
290413-Drained... 04/30/13
0 40 80 1200.8
1.2
1.6
2
2.4
2.8
Step
Sum-Msf
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Version 8.5.0.1133
Plaxis 8.5
Finite Element Code for Soil and Rock Analyses
PLAXISProject description
Project name Step Date User name
MC02-(CH 090)-MC 01 CH
020513-Undrained 38 04/30/13 C
A AAA
Deformed mesh
Extreme total displacement 11.86*10-3
m
(displacements at true scale)
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PLAXIS - Finite Element Code for Soil and Rock Analyses
Project description : MC02-(CH 090)-MC 01 CH 030)
User name : C & V Engrg Pte Ltd
Project name : 020513-Undrained
Output : Soil and Interfaces Info - Mohr-Coulomb
ID
1
Name
1 st layer
Type
UnDrained
unsat
[kN/m3]
19.0
sat
[kN/m3]
19.0
kx
[m/s]
0.0000
ky
[m/s]
0.0000
[ - ]
0.30
[
2 2nd layer UnDrained 16.0 16.0 0.0000 0.0000 0.30
3 3rd layer UnDrained 19.0 19.0 0.0000 0.0000 0.30
4 4 th layer UnDrained 19.0 19.0 0.0000 0.0000 0.30
5 5 th layer UnDrained 19.5 19.5 0.0000 0.0000 0.30
6 Compacted filll Drained 19.0 19.0 0.0000 0.0000 0.30
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PLAXIS - Finite Element Code for Soil and Rock Analyses
Project description : MC02-(CH 090)-MC 01 CH 030)
User name : C & V Engrg Pte Ltd
Project name : 020513-Undrained
Output : Soil and Interfaces Info - Mohr-Coulomb
ID
1
[ ]
0.0
Eincr
[kN/m3]
0.0
cincr
[kN/m3]
0.0
yref
[m]
0.0
T-Strength
[kN/m2]
0.0
Rinter
[ - ]
1.00
2 0.0 0.0 0.0 0.0 0.0 1.00
3 0.0 0.0 0.0 0.0 0.0 1.00
4 0.0 0.0 0.0 0.0 0.0 1.00
5 0.0 0.0 0.0 0.0 0.0 1.00
6 0.0 0.0 0.0 0.0 0.0 1.00
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Version 8.5.0.1133
Plaxis 8.5
Finite Element Code for Soil and Rock Analyses
PLAXISProject description
Project name Step Date User name
MC02-(CH 090)-MC 01 CH
020513-Undrained 38 04/30/13 C
Horizontal displacements (Ux)
Extreme Ux 9.38*10-3
m
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Version 8.5.0.1133
Plaxis 8.5
Finite Element Code for Soil and Rock Analyses
PLAXISProject description
Project name Step Date User name
MC02-(CH 090)-MC 01 CH
020513-Undrained 38 04/30/13 C
Vertical displacements (Uy)
Extreme Uy -326.91*10-6
m
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Version 8.5.0.1133
Plaxis 8.5
Finite Element Code for Soil and Rock Analyses
PLAXISProject description
Project name Step Date User name
MC02-(CH 090)-MC 01 CH
020513-Undrained 38 04/30/13 C
Bending moments
Extreme bending moment -81.06 kNm/m
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Version 8.5.0.1133
Plaxis 8.5
Finite Element Code for Soil and Rock Analyses
PLAXISProject description
Project name Step Date User name
MC02-(CH 090)-MC 01 CH
020513-Undrained 38 05/02/13 C
Shear forces
Extreme in plane shear force -54.10 kN/m
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Version 8.5.0.1133
Plaxis 8.5
Finite Element Code for Soil and Rock Analyses
PLAXISProject description
Project name Step Date User name
MC02-(CH 090)-MC 01 CH
020513-Undrained 38 04/30/13 C
Horizontal displacements (Ux)
Extreme Ux 694.18*10-6
m
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Version 8.5.0.1133
Plaxis 8.5
Finite Element Code for Soil and Rock Analyses
PLAXISProject description
Project name Step Date User name
MC02-(CH 090)-MC 01 CH
020513-Undrained 38 04/30/13 C
Shear forces
Extreme in plane shear force 7.74 kN/m
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PLAXIS - Finite Element Code for Soil and Rock Analyses
Project description : MC02-(CH 090)-MC 01 CH 030)
User name : C & V Engrg Pte Ltd
Project name : 020513-Undrained
Output : Undrained.021 - Node-to-node Anchor info
Node-to-node Node X Y F |Fmax,comp| |Fmax,tens|
Anchor [m] [m] [m] [kN/m] [1012
kN/m] [1012
kN/m]
1 931 -1.750 29.800 -65.978 250.000 250.000
1717 1.750 29.800 -65.978 250.000 250.000
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Version 8.5.0.565
Plaxis 8.5
Finite Element Code for Soil and Rock Analyses
PLAXISProject description
Project name Date User name
MC02-(CH 090)-MC 01 CH
020513-Undrain... 04/30/13
0 40 80 1201
1.5
2
2.5
3
3.5
4
4.5
Step
Sum-Msf
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Check for Sheet Pile
Use Sheet Pile FSP III
Z= 1340 cm3
/m A= 76.42 cm2
py = 275.00 N/mm2
D= 125 mm
Ix= 16800 cm4/m t= 13 mm
Moment
From The design out Put
M = 81.06 kNm/m
Factored Mmax = 113.484 kNm
Mc = pyZ
= 122.83 kNm OK
Shear
From The design out Put
Fv = 54.1 kN/m
Factored = 75.74 kN
Shear capacity = 0.6pyAv
= 268.13 kN OK
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CHECK FOR BASE HEAVE
q= 25 kN/m
D= 3.5
m
B= 3.5 m
Factor of Safety for base heave FSB= Nc Cu
( D+q)
D/B= 1.00
B/L= 0.00
Nc= 6.3
Cu= 100 kN/m2
= 19 kN/m3
Hence FSB= 6.89
> 1.5 OK
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CADS Piled Wall Suite Version 3.09Design of embedded retaining walls and cofferdams
Page NoAnalysis
ProjectFile Name
EngineerDate
1
er 420.pws
02/05/2013
Pile geometry
Pile top LevelPile LengthPile toe levelActive ground slope
103.57
96.50
mmmDegrees (To horizontal)
Soils and ground water initial data
Initial Ground Water level 102
TopLevel
mDescription
BulkDens
kN/m3
Sat'Dens
kN/m3
YoungMod
kN/m2
YoungInc.
kN/m3Side
CuC'
kN/m2Phi
Deg
WallShearRatio
KaKp
KacKpc
103.50 soil 1 19.00 21.00 8000 0 Act 1 30 .50 .29 1.32Pas 30 .50 4.63
101.00 soil 2 16.00 16.00 3000 0 Act 10 20 .49 1.40Pas 35 3.69
100.00 soil3 19.00 19.00 6500 0 Act 1 30 .33 1.15Pas 35 3.69
93.50 soil4 19.00 19.00 18000 0 Act 5 30 .33 1.15Pas 35 3.69
Construction sequence
StageRef Stage Type
Level orAngle
m/deg.Load
kN(/m)Offset
mWidth
mLength
m
1 Active surcharge 103.50 25.0 .0 .0 .02 A Passive side excavation 102.80 .0 .0 .0 .0
3 Insert prop 103.20 .0 .0 .0 .04 A Passive side excavation 100.00 .0 .0 .0 .0
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CADS Piled Wall Suite Version 3.09Design of embedded retaining walls and cofferdams
Page NoAnalysis
ProjectFile Name
EngineerDate
2
er 420.pws
02/05/2013
Code of practice
Code of practice or reference documentClass of work being undertaken
Application of pressures for stabilityFOS on moments (stability check)Factor on Tan(Phi) values (all calcs)Factor on Cohesion values (all calcs)FOS on embedment (stability check)Correction factor on cantilever embedment
Temporary works
Not applicable for FOS=1 on moments1.01.01.01.01.2
Wall analysis detail options
Nominal Phi for load distributionDepth of water filled tension cracksDensity of waterMinimum equivalent fluid densityContinuity model for wall analysis
30.0.0
10.05.0
DegreesmkN/m3kN/m3
Pins at second and lower props
Deflection parameters
Wall moment of inertiaWall Youngs modulus
50000210000000
cm4/mkN/m2
Properties for prop at 103.2Prop/Tie cross sectional areaProp/Tie Youngs modulusProp/Tie lengthProp/Tie spacingWaling moment of inertiaWaling Youngs modulusProp/Tie preloadInitial lack of fit
200210000000
10.06.0
00.0
cm2 eachkN/m2mm
kNmm
Waling deflection not includedWaling deflection not included
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CADS Piled Wall Suite Version 3.09Design of embedded retaining walls and cofferdams
Page NoAnalysis
ProjectFile Name
EngineerDate
3
er 420.pws
02/05/2013
Stage ref.Stage type
4Passive side excavation
103.5
100
soil 1
soil 2
soil3
25 kN/m2
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CADS Piled Wall Suite Version 3.09Design of embedded retaining walls and cofferdams
Page NoAnalysis
ProjectFile Name
EngineerDate
4
er 420.pws
02/05/2013
Tabular results from analysis of stage ref 4
CalcLevel
m
ActiveVert
kN/m2
ActiveEarth
kN/m2
ActiveWaterkN/m2
Pas'Vert
kN/m2
Pas'Earth
kN/m2
Pas'WaterkN/m2
TotalNett
kN/m2
Bend.MomentkNm/m
ShearForcekN/m
Defl'tmm
PropForcekN/m
FOS
103.50 25.0 6.0 6.0 0 0 1.7103.20 30.7 7.6 7.6 .3 -2.0 2.2 34.2103.20 30.7 7.6 7.6 .3 32.1 2.2103.00 34.5 8.7 8.7 -5.9 30.5 2.5102.80 38.3 9.8 9.8 -11.8 28.6 2.8102.80 38.3 9.8 9.8 -11.9 28.6 2.8102.00 53.5 14.3 14.3 -31.1 19.0 3.9101.87 55.0 14.7 1.3 1.3 14.7 -33.5 17.0 4.1101.00 64.5 17.5 10.0 10.0 17.5 -42.4 3.1 5.1101.00 64.5 17.6 10.0 10.0 17.6 -42.4 3.1 5.1100.00 70.5 20.6 20.0 20.0 20.6 -36.3 -16.0 5.8100.00 70.5 22.3 20.0 20.0 22.3 -36.3 -15.9 5.8100.00 70.5 22.4 20.0 .1 20.0 22.3 -36.3 -16.0 5.899.00 79.5 25.3 30.0 9.0 33.2 30.0 -7.9 -14.2 -23.2 6.4 .3798.00 88.5 28.3 40.0 18.0 66.5 40.0 -38.1 0 0 7.0 1.0097.00 97.5 31.3 50.0 27.0 99.7 50.0 -68.3 0 0 7.6 1.6596.50 102.0 32.8 55.0 31.5 116.3 55.0 -83.5 0 0 7.8 1.95
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CADS Piled Wall Suite Version 3.09Design of embedded retaining walls and cofferdams
Page NoAnalysis
ProjectFile Name
EngineerDate
5
er 420.pws
02/05/2013
Graphical results from analysis of stage ref 4Active Earth + Nett Water kN/m2 Passive Earth Pressures
Nett Pressures (Shown in thin line) kN/m2
103
102
101
100
99
98
97
-200 2000
-200 2000
Deflection diagram (mm)
103
102
101
100
99
98
97
-10 100
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CADS Piled Wall Suite Version 3.09Design of embedded retaining walls and cofferdams
Page NoAnalysis
ProjectFile Name
EngineerDate
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er 420.pws
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Graphical results from analysis of stage ref 4 continued
Bending Moment Diagram (kNm/m)
103
102
101
100
99
98
97
-50 500
Shear Force Diagram (kN/m)
103
102
101
100
99
98
97
-50 500
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CADS Piled Wall Suite Version 3.09Design of embedded retaining walls and cofferdams
Page NoAnalysis
ProjectFile Name
EngineerDate
7
er 420.pws
02/05/2013
Graphical plot of envelope from selected construction stagesBending Moment Envelope
103
102
101
100
99
98
97
-50 500
Shear Force Envelope
103
102
101
100
99
98
97
-50 500
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CADS Piled Wall Suite Version 3.09Design of embedded retaining walls and cofferdams
Page NoAnalysis
ProjectFile Name
EngineerDate
8
er 420.pws
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Table of envelope for wall forces
CalcLevel
m
BendingMinimum
kNm/m
BendingMaximum
kNm/m
ShearMinimum
kN/m
ShearMaximum
kN/m
PropForcekN/m
103.50103.20 .3 -2.0 34.2103.20 .3 -2.1 32.1103.00 -5.9 .9 -3.7 30.5102.80 -11.8 1.8 -5.5 28.6102.80 -11.9 1.8 -5.5 28.6102.00 -31.1 2.3 19.0101.87 -33.5 21.0101.00 -42.4 3.1101.00 -42.4 3.1100.00 -36.3 -16.0100.00 -36.3 -15.9100.00 -36.3 -16.099.00 -14.2 -23.298.0097.0096.50
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CADS Piled Wall Suite Version 3.09Design of embedded retaining walls and cofferdams
Page NoAnalysis
ProjectFile Name
EngineerDate
9
er 420.pws
02/05/2013
Structural design of wall
Wall section properties
Sheet pile section ref LX8
Wall material properties
Yield stress of steelBending Stress RatioAllowable bending stressAllowable shear stress
2751.50183109
N/mm2
N/mm2N/mm2
Wall structural design checks
Check descriptionRequired Provided
or Limit or Actual Units
Max. bending momentBS449, Allowable stress check
42 151 kNm/m
Min. section modulusBS449, Allowable stress check
233 830 cm3/m
Maximum shear forceBS449, Allowable stress check
32 450 kN/m
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CADS Piled Wall Suite Version 3.09Design of embedded retaining walls and cofferdams
Page NoAnalysis
ProjectFile Name
EngineerDate
10
er 420.pws
02/05/2013
Typical cross section through wallScale 1 to 50
96.50m
103.5m
soil 1
100.00m
soil3
102.00m102.00m
soil 2
soil3
103.20m
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DESIGN OF WALES Use 250 x250 x 66.5 kg/m UC
Maximum span of the wales (one strut fail) L 1 = 4.00 m
Based on the analysis, Load on wales P1 = 65.67 kN/mFrom BS 5950 table 2, partial factor for load = 1.40
Factored load = 91.94 kN/m
Factored Moment (continuous over suppor M2 = P1 x L12/8 = 183.88 kNm
For 250 x250 x 66.5 kg/m UC
D = 248.00 mm b / T = 9.39
B = 249.00 mm d / t = 15.10
T = 13.00 mm D / T = 19.08
t = 8.00 mm rx = 10.89 cm
d = 190.00 mm ry = 6.29 cm
A = 84.70 cm2
u = 0.85
Sx = 883.00 cm x = 16.50
Sy = 408.00 cm Ix = 9931.00 cm
Zx = 801.00 cm Iy = 3348.00 cm
Zy = 269.00 cm r = 16.00 mm
design strength py = 275.00 N/mm
= [ 275 / py]0.5
= 1.00
For the selected section, b/T < 10 and d/t < 80
Hence the section is classified as Compact
Check for moment
Moment capacity of the Compact section Mcx = py * Sx
Mcx = 242.83 kNm
But not greater than 1.2 py Zx = 264.33 kNm
Hence the moment capacity Mcx = 242.83 kNm
> 183.88 kNm
Check for lateral torsional buckling
Assume the compression flange of the walers is restrained by the sheetpile wall
and the concrete fill with in the flanges. Hence LTB need not to be checked.
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DESIGN OF STRUTS
The struts are designed for the bending due to it's self weight & accidental impact
load and the axial force.It is assumed that the when the strut fails, there is no accidental impact load on that strut
Hence the strut is designed for two cases
Case 1 Bending due to self weight and axial load from double span of waler load
Case 2 Bending due to self weight & accidental impact load and axial load from
single span waler load
Case - 1
Axial Force on strut
Span of the struts L2 = 3.50 m
Spacing between the struts s1 = 4.00 m
s2 = 0.00 m
Axial force on the struts F = P1 x (s1 + s2)
= 262.68 kN
From BS 5950 table 2, partial factor for load = 1.40
Factored load = 367.75 kN
Moment due to self weight
Self weight of the strut w = 0.66 kN/m
From BS 5950 table 2, partial factor for load = 1.40
Factored load = 0.92 kN/m
Moment due to self weight M = w L2
/ 8
= 1.41 kNm
For 250 x250 x 66.5 kg/m UC
D = 248.00 mm b / T = 9.39
B = 249.00 mm d / t = 15.10
T = 13.00 mm D / T = 19.08
t = 8.00 mm rx = 10.89 cm
d = 190.00 mm ry = 6.29 cm
A = 84.70 cm2
u = 0.85
Sx = 883.00 cm x = 16.50
Sy = 408.00 cm Ix = 9931.00 cm
Zx = 801.00 cm Iy = 3348.00 cm
Zy = 269.00 cm3
r = 16.00 mm
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design strength py = 275.00 N/mm2
= [ 275 / py]0.5
= 1.00
For the selected section, b/T < 10 and d/t < 80Hence the section is classified as Compact
Moment capacity of the struts
Moment capacity about minor axis Mcy = py * Zy
= 73.98 kNm
Moment capacity about major axis Mcx = py * Sx
= 242.83 kNm
But not greater than 1.2 py Zx = 264.33 kNm
Hence moment capacity about major axis = 242.83
< 264.33
The max strut span is 3.5 m.
So Lx = 3.50 m x= 32.14
Ly = 3.50 m y= 55.64
Axial load capacity of the struts
Slenderness of the member = 55.64From BS 5950 table 24c, compressive strength pc = 212.00 N/mm
Compression resistance of the member Pc = pc * Ag
Pc = 1795.64 kN
For combined bending and axial force
[Fc / Pc] + [M / Mcy]+[M2 / Mcx] = 0.98
< 1.00
Case - 2
Axial Force on strut
Span of the struts L2 = 3.50 m
Spacing between the struts s1 = 4.00 m
s2 = 0.00 m
Axial force on the struts F = P1 x (s1 + s2)
= 262.68 kN
From BS 5950 table 2, partial factor for load = 1.60
Factored load = 420.29 kN
Moment due to self weight
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Self weight of the strut w = 0.66 kN/m
From BS 5950 table 2, partial factor for load = 1.40
Factored load = 0.92 kN/mMoment due to self weight M1 = w L / 8
= 1.41 kNm
Moment due to accidental impact load
Consider an impact load of 20.0 kN at the mid span of the strut
Moment due to impact load M2 = P L / 4
= 28.00 kNm
Total moment M = 29.41 kNm
For 250 x250 x 66.5 kg/m UC
D = 248.00 mm b / T = 9.39
B = 249.00 mm d / t = 15.10
T = 13.00 mm D / T = 19.08
t = 8.00 mm rx = 10.89 cm
d = 190.00 mm ry = 6.29 cm
A = 84.70 cm2
u = 0.85
Sx = 883.00 cm3
x = 16.50
Sy = 408.00 cm Ix = 9931.00 cm
Zx = 801.00 cm Iy = 3348.00 cm
Zy = 269.00 cm r = 16.00 mm
design strength py = 275.00 N/mm
= [ 275 / py].
= 1.00
For the selected section, b/T < 10 and d/t < 80
Hence the section is classified as Compact
Moment capacity of the struts
Moment capacity about minor axis Mcy = py * Zy
= 73.98 kNm
The max strut span is 3.5 m.
So Lx = 3.50 m x= 32.14
Ly = 3.50 m y= 55.64
Axial load capacity of the struts
Slenderness of the member = 55.64
From BS 5950 table 24c, compressive strength pc = 212.00 N/mm
Compression resistance of the member Pc = pc * Ag
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Pc = 1795.64 kN
For combined bending and axial force
[Fc / Pc] + [M / Mcy] = 0.63< 1.00
