Strut Design Sheet

Typical Strutting Calculation

Straight Strut

AECOM SINGAPORE PTE LTDDESIGN OF SINGLE AND COMPOUND STRUTS WITH ROLLED STEEL SECTION IN ACCORDANCE TO BS5950 : PART 1 : 2000 Version 6.0 updated on 24-05-2011

TITLE OF PROJECT : DESIGNED BY : CWT

DESIGN SECTION : STRUCTURAL CAPACITY OF TWIN LACED STRUT OF STEEL S355 (Grade 50B) CHECKED BY :

SECTION REF. : STRUT CAPACITY DATE : 30-07-2012

Assumptions made :

1) The benevolent effects of splay (knee strut) is not taken into account.

2) Recommended as per CIRIA Special Publication 95 and CIRIA C517,

a) Allow for eccentricity of axial load due to connection is taken to be approximately

10% of overall dimension of strut in the vertical plane.

b) Accidental loading is considered in the design of proposed temporary strutting system.

=> The accidental loading is assumed as per DC/16/12 Section 16.10 = 50 kN in any direction.

c) Thermal load due to the temperature effects is considered in the design of proposed temporary strutting system.

=> The temperature difference is assumed as per DC/16/12 Section 16.10 = +/- 10 Degrees Celsius.

Proposed laced strut section =

SUMMARY OF DESIGN INFORMATION

Design (SLS) load (Normal) = 720 kN/m Proposed effective length, Lxx = 11.50 metres

Design (SLS) load (Redundancy) = 1020 kN/m Proposed effective length, Lyy = 10.00 metres

Proposed strutting interval, Ls = 6.000 metres Distance between laced section = 1000 mm

The incidence angle of strut, = 0.000 Degrees Lacing Pitch, L1 = 2340 mm

Number of struts per laced section = 2 per compound lace section

SUMMARY OF DESIGN

Interactive Relationship : Local Interactive Relationship

0.53 + 0.183 + 0 = 0.712 OK! Proposed Strut Stiffness, EA = 7.79E+06 kN

Overall Interactive Relationship

0.823 + 0.17 + 0 = 0.993 OK!

0.69 + 0.197 + 0 = 0.886 OK!

1. PROPERTIES OF PROPOSED STRUT SECTION

Proposed section depth, D = 431.0 mm per strut Section root radius, r = 10.2 mm per strut

Proposed section width, B = 264.8 mm per strut Depth between the fillets, d = 360.6 mm per strut

Section flange thickness, T = 25.0 mm per strut Proposed sectional area, Ag = 19000.0 mm2 per strut

Section web thickness, t = 14.9 mm per strut Proposed section mass, Ms = 148.8 kg/m per strut

A) PROPERTIES OF PROPOSED SINGLE STRUT SECTION

Section moment of inertia, Ixx = 6.18E+08 mm4 per strut Section moment of inertia, Iyy = 7.75E+07 mm

4 per strut

Section plastic modulus, Sxx = 3.25E+06 mm3 per strut Section plastic modulus, Syy = 8.99E+05 mm

3 per strut

Section elastic modulus, Zxx = 2.87E+06 mm3 per strut Section elastic modulus, Zyy = 5.86E+05 mm

3 per strut

Section radius of gyration, rxx = 180.0 mm per strut Section radius of gyration, ryy = 63.90 mm per strut

KLANG VALLEY MRT PROJECT (SBK LINE) - MERDEKA STATION

, incidence angle

of strut

Soil Load

Direction

Strut Force

Direction

Lacing Pitch,

L1

406x260x148.8kg/mSteel S275

Steel S355

B) PROPERTIES OF PROPOSED DOUBLE LACED STRUT SECTION

Section moment of inertia, Ixx = 1.24E+09 mm4 per lace section Section moment of inertia, Iyy = 9.66E+09 mm

4 per lace section

Section plastic modulus, Sxx = 6.49E+06 mm3 per lace section Section plastic modulus, Syy = 1.89E+07 mm

3 per lace section

Section elastic modulus, Zxx = 5.74E+06 mm3 per lace section Section elastic modulus, Zyy = 1.53E+07 mm

3 per lace section

Section radius of gyration, rxx = 1.80E+02 mm per lace section Section radius of gyration, ryy = 504.1 mm per lace section

Proposed sectional area, Ag = 38000 mm2 per lace section

2. MATERIAL PROPERTIES AND SECTION CLASSIFICATION

Section design strength, y = 345.0 N/mm2 Elastic modulus of Steel, Esteel = 205.0 kN/mm

2

Value of epsilon, = [ 275/py ] 0.5 = 0.893

r1 = Fc/d x t x yw = 1.000

r2 = Fc/Ag x yw = 0.550

Outstand element of compression flange, b/T Web subject to Axial Compression and Bending (Generally)

Plastic = 8.035 Plastic = 35.71

Compact = 8.928 Compact = 35.71

Semi-compact = 13.39 Semi-compact = 51.01

Proposed section actual b/T = 5.296 Flange is Plastic. Proposed section actual d/t = 24.20 Web is Plastic.

Hence, the proposed section is Non-slender, hence no reduction for design strength.

Section is classified as Class 1 &2 Section web reduced strength, y' = 345.0 N/mm2

(Clause 3.6.5)

3. LOADING INFORMATIONS AND CALCULATIONS

3.1 AXIAL LOAD

3.1.1 Excavation Load 3.1.2 Temperature Load

Axial Strut Force, Fc (Normal) = 4320.0 kN Thermal coeff. of expansion, = 1.20E-05 per Degree Celsius

Axial Strut Force, Fc (Redundancy) = 6120.0 kN Degree of restraint against wall = 0.800

Variation in strut temperature, T = 10.00 Degree Celsius

Temperature Load, FT = 747.8 kN

3.2 BENDING ABOUT MAJOR AXIS, Mx

3.2.1 Bending due to self-weight, Mx1

Self weight of proposed strut = 3.0 kN/m

Mx1 = 49.2 kNm

3.2.2 Bending due to imposed load, Mx2

Imposed load onto section, w = 1.5 kN/m

Mx2 = 49.6 kNm

3.2.3 Bending due to eccentricity waler to strut connection, Mx3

The minimum strut eccentricity, 1 = 43.10 mm

Mx3a (Normal) = 186 kNm Mx3a (Redundancy) = 264 kNm

3.2.4 Bending due to deflection induced by selfweight (P-delta effect)+ imposed load, Mx4

Self weight + imposed load onto section, Pv,s = 5.976 kN/m per lace section

Strut deflection, 2=5wL4/384EI = 5.37 mm

strut capacity 2X406X260X148.8

Allowable deflection based on L/1000 = 12 mm 2< L/1000, No need to consider P-delta effect

Mx4 (Normal) = 0 kNm Mx4 (Redundancy) = 0 kNm

3.2.5 Bending due to accidental load, Mx5

Accidental load in major directions, Facc,x = 50.00 kN

Mx5 = 143.8 kNm

3.3 BENDING ABOUT MINOR AXIS, My


Accidental load in minor directions, Facc,y = 50.00 kN

Mx6 = 125.0 kNm

4 SUMMARY OF LOADING INFORMATIONS

4.1 Load factors (ULS)

Load Combs (ULS) Excavation Temperature Mx1 Mx2 Mx3 Mx4 Mx5 My1

LC1 : Normal Working Conditions 1.40 1.20 1.40 1.60 1.40 1.40 0.00 0.00

LC2a: Accidental Load (x-direction) 1.05 1.05 1.05 0.50 1.05 1.05 1.05 0.00

LC2b: Accidental Load (y-direction) 1.05 1.05 1.05 0.50 1.05 1.05 0.00 1.05

LC3 : Redundancy (1-strut Failure) 1.05 1.05 1.05 0.50 1.05 1.05 0.00 0.00

4.2 Factored Loadings (ULS)


LC1 : Normal Working Conditions 6048 897 69 79 261 0 0 0

LC2a: Accidental Load (x-direction) 4536 785 52 25 196 0 151 0

LC2b: Accidental Load (y-direction) 4536 785 52 25 196 0 0 131

LC3 : Redundancy (1-strut Failure) 6426 785 52 25 277 0 0 0

4.3 SUMMARY OF FORCES

Compound: Axial Mx My Single: Axial Mx My

LC1 : Normal Working Conditions 6945 409 0 3473 204 0

LC2a: Accidental Load (x-direction) 5321 423 0 2661 211 0

LC2b: Accidental Load (y-direction) 5321 272 131 2661 136 66

LC3 : Redundancy (1-strut Failure) 7211 353 0 3606 177 0

5. LACED STRUT SECTION CAPACITY CHECK

LACED SINGLE

Compression resistance, Pc = 13110 kN 6555 kN

Section moment capacity, Mcx = 2240 kNm 1120 kNm

Section moment capacity, Mcy = 5267 kNm 5267 kNm

I) LOCAL CAPACITY CHECK AS PER CLAUSE 4.8.3.3.1

The Interaction expression : Fc/Pc + Mx / Mcx + My / Mcy < 1.0

Fc/Pc Mx/Mcx My/Mcy

LC1 : Normal Working Conditions = 0.530 0.183 0.000 0.712 OK!

LC2a: Accidental Load (x-direction) = 0.406 0.189 0.000 0.595 OK!

LC2b: Accidental Load (y-direction) = 0.406 0.121 0.025 0.552 OK! 0.712LC2b: Accidental Load (y-direction) = 0.406 0.121 0.025 0.552 OK! 0.712

LC3 : 1-strut Failure = 0.550 0.158 0.000 0.708 OK! LC1 governs!

II) THE OVERALL BUCKLING CHECK AS PER CLAUSE 4.8.3.3.1

A) SECTION COMPRESSIVE STRENGTH (CLAUSE 4.7.4)

Based on BS5950-1:2000, Section 4.7.8 (g) Laced Strut Requirement

The strut slenderness, yy = 19.84

Lacing slenderness, c = 36.62

CHECK: c <50 36.62

The strut slenderness, xx 63.75 Design Strut Slenderness, yy = 51.27 *(max( yy, 1.4 c)

The Robertson constant, = 5.500 The Robertson constant, = 5.500

The limiting slenderness, LO = 15.32 The limiting slenderness, LO = 15.32

The section Perry factor, = 0.266 The section Perry factor, = 0.198

Section Euler strength, pE = 497.9 N/mm2 Section Euler strength, pE = 770 N/mm

2

The value of strength = 487.7 N/mm2 The value of strength = 633.5 N/mm

2

Compressive strength, pcx = 230.6 N/mm2 Compressive strength, pcy = 265.1 N/mm

2

Compression resistance, Pcx (Laced) = 8762 kN Compression resistance, Pcy (Laced) = 10072 kN

Compression resistance, Pcx (Single) = 4381 kN Compression resistance, Pcy (Single) = 5036 kN

B) SECTION BENDING STRENGTH (CLAUSE 4.3.6.7)

The equivalent slenderness, LT = u ( w) 0.5

where

For Class 1 Plastic or Class 2 Compact cross sections, w = 1.00

For Class 3 Semi-compact cross section, If Mb = pbZx in Clause 4.3.6.4, where w = Zx/Sx

If Mb = pbZx in Clause 4.3.6.4, where w = Zx/Sx

For Class 4 Slender cross section, w = Zx,eff / Sx

The value of parameter w = 0.884

Section torsional index, x = 17.24

Section buckling parameter, u = 0.887

The value of slenderness, /x = 2.974

Section slenderness factor, = 0.913

Equivalent slenderness, LT,y = 39.01

The limiting slenderness, LO = 30.63

The Robertson constant, LT = 7.00

Section Perry coefficient, LT = 0.059

Section Euler strength, pE = 1329 N/mm2

The value of strength LT = 876 N/mm2 The moment coefficient, mLT = 1.000

Section bending strength, pb = 320.2 N/mm2 The moment coefficient, mx = 0.950

Buckling resistance moment,Mb = 2079 kNm The moment coefficient, my = 0.900

The Interaction Expression : Fc/Pc + mxMx / Mcx + myMy / PyZy < 1.0 -------------------- Equation (1)

For Major axis In-plane Buckling = Fc/Pc mxMx/PyZx myMy/PyZy


Curve (c) Curve (c)



LC2b: Accidental Load (y-direction) = 0.607 0.131 0.002 0.740 OK! 0.993


III) THE LATERAL TORSIONAL BUCKLING CHECK AS PER CLAUSE 4.8.3.3.1

The Interaction Expression : Fc/Pcy + mLTMx / Mb + myMy / PyZy < 1.0 -------------------- Equation (2)

For Lateral-Torsional Buckling = Fc/Pcy mLTMx/Mb myMy/PyZy










Assumptions made :
















SUMMARY OF DESIGN




0.828 + 0.17 + 0 = 0.998 OK!

0.695 + 0.198 + 0 = 0.893 OK!








4 per strut


3 per strut


3 per strut



, incidence angle

of strut

Soil Load

Direction

Strut Force

Direction

Lacing Pitch,

L1


Steel S355

B) PROPERTIES OF PROPOSED TRIPLE LACED STRUT SECTION


4 per lace section


3 per lace section


3 per lace section





2


r1 = Fc/d x t x yw = 1.000

r2 = Fc/Ag x yw = 0.830








(Clause 3.6.5)


3.1 AXIAL LOAD









Mx1 = 73.8 kNm



Mx2 = 74.4 kNm












Mx5 = 143.8 kNm




Mx6 = 125.0 kNm





















LACED SINGLE






Fc/Pc Mx/Mcx My/Mcy










CHECK: c <50 36.62






2


2


2





where





















Curve (c) Curve (c)






Assumptions made :
















SUMMARY OF DESIGN




0.796 + 0.182 + 0 = 0.978 OK!

0.796 + 0.204 + 0 = 0.999 OK!








4 per strut


3 per strut


3 per strut



, incidence angle

of strut

Soil Load

Direction

Strut Force

Direction

Lacing Pitch,

L1


Steel S355



4 per lace section


3 per lace section


3 per lace section





2


r1 = Fc/d x t x yw = 1.000

r2 = Fc/Ag x yw = 0.641





Proposed section actual b/T = 6.506 Flange is Plastic. Proposed section actual d/t = 38.30 Web is Semi-compact.


Section is classified as Class 3 Section web reduced strength, y' = 345.0 N/mm2

(Clause 3.6.5)


3.1 AXIAL LOAD









Mx1 = 59.2 kNm



Mx2 = 49.6 kNm







strut capacity 2X610X305X179





Mx5 = 143.8 kNm




Mx6 = 125.0 kNm





















LACED SINGLE






Fc/Pc Mx/Mcx My/Mcy










CHECK: c <50 33.10






2


2


2





where





















Curve (c) Curve (c)






Assumptions made :
















SUMMARY OF DESIGN




0.795 + 0.202 + 0 = 0.997 OK!

0.795 + 0.2 + 0 = 0.995 OK!








4 per strut


3 per strut


3 per strut



, incidence angle

of strut

Soil Load

Direction

Strut Force

Direction

Lacing Pitch,

L1


Steel S355



4 per lace section


3 per lace section


3 per lace section





2


r1 = Fc/d x t x yw = 1.000

r2 = Fc/Ag x yw = 0.915





Proposed section actual b/T = 6.506 Flange is Plastic. Proposed section actual d/t = 38.30 Web is Slender.

Hence, the proposed section is Slender.


(Clause 3.6.5)


3.1 AXIAL LOAD









Mx1 = 88.8 kNm



Mx2 = 74.4 kNm












Mx5 = 143.8 kNm




Mx6 = 125.0 kNm





















LACED SINGLE






Fc/Pc Mx/Mcx My/Mcy










CHECK: c <50 33.10






2


2


2





where





















Curve (c) Curve (c)






Assumptions made :
















SUMMARY OF DESIGN




0.809 + 0.188 + 0 = 0.997 OK!

0.801 + 0.18 + 0 = 0.981 OK!








4 per strut


3 per strut


3 per strut



, incidence angle

of strut

Soil Load

Direction

Strut Force

Direction

Lacing Pitch,

L1


Steel S355



4 per lace section


3 per lace section


3 per lace section





2


r1 = Fc/d x t x yw = 1.000

r2 = Fc/Ag x yw = 0.668








(Clause 3.6.5)


3.1 AXIAL LOAD









Mx1 = 79.7 kNm



Mx2 = 49.6 kNm












Mx5 = 143.8 kNm




Mx6 = 125.0 kNm





















LACED SINGLE






Fc/Pc Mx/Mcx My/Mcy










CHECK: c <50 30.23






2


2


2





where





















Curve (c) Curve (c)






Assumptions made :
















SUMMARY OF DESIGN




0.81 + 0.189 + 0 = 0.998 OK!

0.802 + 0.18 + 0 = 0.982 OK!








4 per strut


3 per strut


3 per strut



, incidence angle

of strut

Soil Load

Direction

Strut Force

Direction

Lacing Pitch,

L1


Steel S355



4 per lace section


3 per lace section


3 per lace section





2


r1 = Fc/d x t x yw = 1.000

r2 = Fc/Ag x yw = 1.003








(Clause 3.6.5)


3.1 AXIAL LOAD









Mx1 = 119.6 kNm



Mx2 = 74.4 kNm












Mx5 = 143.8 kNm




Mx6 = 125.0 kNm





















LACED SINGLE






Fc/Pc Mx/Mcx My/Mcy










CHECK: c <50 30.23






2


2


2





where





















Curve (c) Curve (c)






Assumptions made :
















SUMMARY OF DESIGN




0.795 + 0.203 + 0 = 0.998 OK!

0.789 + 0.187 + 0 = 0.976 OK!








4 per strut


3 per strut


3 per strut



, incidence angle

of strut

Soil Load

Direction

Strut Force

Direction

Lacing Pitch,

L1


Steel S355



4 per lace section


3 per lace section


3 per lace section





2


r1 = Fc/d x t x yw = 1.000

r2 = Fc/Ag x yw = 0.671








(Clause 3.6.5)


3.1 AXIAL LOAD









Mx1 = 112.7 kNm



Mx2 = 49.6 kNm












Mx5 = 143.8 kNm




Mx6 = 125.0 kNm





















LACED SINGLE






Fc/Pc Mx/Mcx My/Mcy










CHECK: c <50 29.62






2


2


2





where





















Curve (c) Curve (c)






Assumptions made :
















SUMMARY OF DESIGN




0.805 + 0.194 + 0 = 0.999 OK!

0.799 + 0.179 + 0 = 0.978 OK!








4 per strut


3 per strut


3 per strut



, incidence angle

of strut

Soil Load

Direction

Strut Force

Direction

Lacing Pitch,

L1


Steel S355



4 per lace section


3 per lace section


3 per lace section





2


r1 = Fc/d x t x yw = 1.000

r2 = Fc/Ag x yw = 1.009








(Clause 3.6.5)


3.1 AXIAL LOAD









Mx1 = 169.1 kNm



Mx2 = 74.4 kNm












Mx5 = 143.8 kNm




Mx6 = 125.0 kNm





















LACED SINGLE






Fc/Pc Mx/Mcx My/Mcy










CHECK: c <50 29.62






2


2


2





where





















Curve (c) Curve (c)






Assumptions made :
















SUMMARY OF DESIGN




0.794 + 0.205 + 0 = 0.999 OK!

0.787 + 0.186 + 0 = 0.973 OK!








4 per strut


3 per strut


3 per strut



, incidence angle

of strut

Soil Load

Direction

Strut Force

Direction

Lacing Pitch,

L1


Steel S355



4 per lace section


3 per lace section


3 per lace section





2


r1 = Fc/d x t x yw = 1.000

r2 = Fc/Ag x yw = 0.672








(Clause 3.6.5)


3.1 AXIAL LOAD









Mx1 = 137.2 kNm



Mx2 = 49.6 kNm












Mx5 = 143.8 kNm




Mx6 = 125.0 kNm





















LACED SINGLE






Fc/Pc Mx/Mcx My/Mcy










CHECK: c <50 29.10






2


2


2





where





















Curve (c) Curve (c)






Assumptions made :
















SUMMARY OF DESIGN




0.794 + 0.205 + 0 = 0.999 OK!

0.795 + 0.179 + 0 = 0.974 OK!








4 per strut


3 per strut


3 per strut



, incidence angle

of strut

Soil Load

Direction

Strut Force

Direction

Lacing Pitch,

L1


Steel S355



4 per lace section


3 per lace section


3 per lace section





2


r1 = Fc/d x t x yw = 1.000

r2 = Fc/Ag x yw = 1.010








(Clause 3.6.5)


3.1 AXIAL LOAD









Mx1 = 205.8 kNm



Mx2 = 74.4 kNm












Mx5 = 143.8 kNm




Mx6 = 125.0 kNm





















LACED SINGLE






Fc/Pc Mx/Mcx My/Mcy










CHECK: c <50 29.10






2


2


2





where





















Curve (c) Curve (c)






Assumptions made :
















SUMMARY OF DESIGN




0.8 + 0.199 + 0 = 0.999 OK!

0.793 + 0.179 + 0 = 0.972 OK!








4 per strut


3 per strut


3 per strut



, incidence angle

of strut

Soil Load

Direction

Strut Force

Direction

Lacing Pitch,

L1


Steel S355



4 per lace section


3 per lace section


3 per lace section





2


r1 = Fc/d x t x yw = 1.000

r2 = Fc/Ag x yw = 1.010








(Clause 3.6.5)


3.1 AXIAL LOAD









Mx1 = 225.7 kNm



Mx2 = 74.4 kNm












Mx5 = 143.8 kNm




Mx6 = 125.0 kNm





















LACED SINGLE






Fc/Pc Mx/Mcx My/Mcy










CHECK: c <50 28.85






2


2


2





where





















Curve (c) Curve (c)



Diagonal Strut



DESIGN SECTION : STRUCTURAL CAPACITY OF TWIN LACED STRUT OF STEEL S355 (Grade 50B) CHECKED BY : LKW

SECTION REF. : DIAGONAL STRUT CAPACITY DATE : 30-07-2012

Assumptions made :
















SUMMARY OF DESIGN




0.787 + 0.211 + 0 = 0.997 OK!

0.709 + 0.235 + 0 = 0.944 OK!








4 per strut


3 per strut


3 per strut



, incidence angle

of strut

Soil Load

Direction

Strut Force

Direction

Lacing Pitch,

L1


Steel S355



4 per lace section


3 per lace section


3 per lace section





2


r1 = Fc/d x t x yw = 1.000

r2 = Fc/Ag x yw = 0.588





Proposed section actual b/T = 6.506 Flange is Plastic. Proposed section actual d/t = 38.30 Web is Semi-compact.



(Clause 3.6.5)


3.1 AXIAL LOAD









Mx1 = 96.7 kNm



Mx2 = 81.0 kNm







DS capacity 2X610X305X179





Mx5 = 183.8 kNm




Mx6 = 183.8 kNm





















LACED SINGLE






Fc/Pc Mx/Mcx My/Mcy










CHECK: c <50 33.10






2


2


2





where





















Curve (c) Curve (c)






Assumptions made :
















SUMMARY OF DESIGN




0.795 + 0.204 + 0 = 0.999 OK!

0.7 + 0.195 + 0 = 0.895 OK!








4 per strut


3 per strut


3 per strut



, incidence angle

of strut

Soil Load

Direction

Strut Force

Direction

Lacing Pitch,

L1


Steel S355



4 per lace section


3 per lace section


3 per lace section





2


r1 = Fc/d x t x yw = 1.000

r2 = Fc/Ag x yw = 0.598








(Clause 3.6.5)


3.1 AXIAL LOAD









Mx1 = 130.2 kNm



Mx2 = 81.0 kNm












Mx5 = 183.8 kNm




Mx6 = 183.8 kNm





















LACED SINGLE






Fc/Pc Mx/Mcx My/Mcy










CHECK: c <50 30.23






2


2


2





where





















Curve (c) Curve (c)






Assumptions made :
















SUMMARY OF DESIGN




0.793 + 0.205 + 0 = 0.998 OK!

0.705 + 0.189 + 0 = 0.894 OK!








4 per strut


3 per strut


3 per strut



, incidence angle

of strut

Soil Load

Direction

Strut Force

Direction

Lacing Pitch,

L1


Steel S355



4 per lace section


3 per lace section


3 per lace section





2


r1 = Fc/d x t x yw = 1.000

r2 = Fc/Ag x yw = 0.606








(Clause 3.6.5)


3.1 AXIAL LOAD









Mx1 = 184.2 kNm



Mx2 = 81.0 kNm












Mx5 = 183.8 kNm




Mx6 = 183.8 kNm





















LACED SINGLE






Fc/Pc Mx/Mcx My/Mcy










CHECK: c <50 29.62






2


2


2





where





















Curve (c) Curve (c)






Assumptions made :
















SUMMARY OF DESIGN




0.807 + 0.192 + 0 = 0.999 OK!

0.719 + 0.174 + 0 = 0.893 OK!








4 per strut


3 per strut


3 per strut



, incidence angle

of strut

Soil Load

Direction

Strut Force

Direction

Lacing Pitch,

L1


Steel S355



4 per lace section


3 per lace section


3 per lace section





2


r1 = Fc/d x t x yw = 1.000

r2 = Fc/Ag x yw = 0.609








(Clause 3.6.5)


3.1 AXIAL LOAD









Mx1 = 224.2 kNm



Mx2 = 81.0 kNm












Mx5 = 183.8 kNm




Mx6 = 183.8 kNm





















LACED SINGLE






Fc/Pc Mx/Mcx My/Mcy










CHECK: c <50 29.10






2


2


2





where





















Curve (c) Curve (c)






Assumptions made :
















SUMMARY OF DESIGN




0.793 + 0.206 + 0 = 0.999 OK!

0.707 + 0.187 + 0 = 0.894 OK!








4 per strut


3 per strut


3 per strut



, incidence angle

of strut

Soil Load

Direction

Strut Force

Direction

Lacing Pitch,

L1


Steel S355



4 per lace section


3 per lace section


3 per lace section





2


r1 = Fc/d x t x yw = 1.000

r2 = Fc/Ag x yw = 0.914








(Clause 3.6.5)


3.1 AXIAL LOAD









Mx1 = 336.3 kNm



Mx2 = 121.6 kNm












Mx5 = 183.8 kNm




Mx6 = 183.8 kNm





















LACED SINGLE






Fc/Pc Mx/Mcx My/Mcy










CHECK: c <50 29.10






2


2


2





where





















Curve (c) Curve (c)



Waler

Waler Capacity Table

Straight Waler

Section

No

Weight

(kg/m)Lxx (m) Lyy (m)

Normal,

(kN/m)

Redundancy,

(kN/m)

1 W18 406 X 260 X 148.8 2 3 1620 2160

2 W18 400 X 400 X 172.0 2 3 1390 1860

3 W18 610 X 305 X 179.0 2 3 2300 3070

4 W18 610 X 324 X 241.1 2 3 3050 4070

5 W18 610 X 324 X 341.0 2 3 4210 5610

Diagonal Waler

Section

No

Weight

(kg/m)Lxx (m) Lyy (m)

Normal,

(kN/m)

Redundancy,

(kN/m)

1 W18 406 X 260 X 148.8 2.5 3 1250 1670

2 W18 400 X 400 X 172.0 2.5 3 1110 1490

3 W18 610 X 305 X 179.0 2.5 3 1820 2430

4 W18 610 X 324 X 241.1 2.5 3 2440 3250

5 W18 610 X 324 X 341.0 2.5 3 3360 4490

6 W18 610 X 324 X 415.0 2.5 3 4180 5570

1. Forces shown are at 0.99 capacity

2. Forces are in increment of 10s

No.

Proposed Waler Sizes Proposed Waler Arrangement

Nominal Size

2 No. Waler

No.

Proposed Waler Sizes Proposed Waler Arrangement 2 No. Waler

Nominal Size


Waler (Straight Strut)

MAUNSELL CONSULTANTS (SINGAPORE) PTE LTDDESIGN OF WALERS WITH ROLLED STEEL SECTION IN ACCORDANCE TO BS5950 : PART 1 : 1990/2000 Version 3.0 (A) updated on 31-12-2006

TITLE OF PROJECT : KL METRO SBK LINE - MERDEKA STATION (DD STAGE) DESIGNED BY : CWT

DESIGN SECTION : STRUCTURAL CAPACITY OF 406x260x148.8kg/m of STEEL S355 (Grade 50B) CHECKED BY : LKW

SECTION REF. : Waler Capacity (With axial force from splay) DATE : 30-07-12

Assumptions made :

1) The waling should be continuous over two or more supports and shall be designed for a maximum bending moment of wL2/8, where w is the waling

load per unit length and L is the horizontal waler spacing.

2) The notional moment in y-y axis is taken to be =10 kN/m.

Proposed waler section = Number of waling beam, N =

SUMMARY OF INPUTS

Design (SLS) load (Basic) = 1620.0 The load factor (Base case), = 1.400

Design (SLS) load (Exception) = 2160.0 kN/m The load factor (Exception), = 1.050

Ultimate design waling load, Pu = 1134.0 kN/m

Proposed effective length, Lxx = 2.000 metres The effective length factor, xx = 1.000

Proposed effective length, Lyy = 3.000 metres The effective length factor, yy = 1.000


Steel S355Double Walers


Tributary width from splay load = 2.000 metres

Interactive Relationship : Local Interactive relationship

0.348 + 0.609 + 0.041 = 0.998 OK!

1. MEMBER PROPERTIES (SINGLE WALING SECTION)

Proposed section depth, D = 431.0 mm Proposed section root radius, r = 10.20 mm

Proposed section width, B = 264.8 mm The depth between the fillets, d = 360.6 mm

Section flange thickness, T = 25.00 mm The proposed sectional area, Ag = 18917 mm2

Section web thickness, t = 14.90 mm The proposed section mass, Ms = 148.8 kg/m

Section moment of inertia, Ixx = 6.15E+08 mm4 Section moment of inertia, Iyy = 7.75E+07 mm

4

Section plastic modulus, Sxx = 3.23E+06 mm3 Section plastic modulus, Syy = 8.98E+05 mm

3

Section elastic modulus, Zxx = 2.85E+06 mm3 Section elastic modulus, Zyy = 5.85E+05 mm

3

Section radius of gyration, rxx = 180.3 mm Section radius of gyration, ryy = 63.99 mm

2. MATERIAL PROPERTIES


2

3. SECTION CLASSIFICATION r1 = Fc/d x t x yw = 0.306

Value of epsilon, = [ 275/py ] 0.5 = 0.893 r2 = Fc/Ag x yw = 0.174

Outstand element of compression flange, b/T Web subject to compression throughout, d/tOutstand element of compression flange, b/T Web subject to compression throughout, d/t





Hence, the proposed section is Non-slender, hence no reduction for design strength. (Clause 3.6.5)

Section web reduced strength, y' = 345.0 N/mm2

4. LOADING ONTO THE WALING BEAMS

BENDING MOMENT AND SHEAR FORCE DUE TO WALING LOAD

Moment due to waling load, M = 567.0 kNm Moment due to waling load, M = 10.00 kNmMoment due to waling load, Mx = 567.0 kNm Moment due to waling load, My = 10.00 kNm

Shear due to the waling load, F = 1247.4 kN

Axial force onto waling beam, P = 2268 kN (Sufficient shear connectors needed to be provided)

5. MOMENT AND SHEAR CAPACITY CHECK

(A) SHEAR CAPACITY CHECK (AS PER CLAUSE 4.2.3)

Proposed waler shear area, Av = 6422 mm2

Available shear capacity, Fc = 1329.3 kN

Modulus reduction factor, = 0.769 High shear load, a reduction in proposed section moment capacity !

Plastic modulus of shear area = 6.92E+05 mm3

(B) MOMENT CHECK (AS PER CLAUSE 4.2.5 and 4.2.6)

Moment capacity Mc = ySv = 930.3 kNm, for plastic or compact sections as per Clause 4.2.5 and 4.2.6

Moment capacity, Mc = yZ = - kNm, for semi-compact section

Moment capacity Mc = yrZ = - kNm, for slender section

6) LOCAL CAPACITY CHECK AS PER CLAUSE 4.8.3.2

Compression resistance, Pc = 6526 kN

Section moment capacity, Mcx = 930.3 kNm

Section moment capacity, Mcy = 242.2 kNm

The Interaction expression : Fc/Pc + Mx / Mcx + My / Mcy < 1.0 The Interaction expression : Fc/Pc + Mx / Mcx + My / Mcy < 1.0

= Fc / Pc + Mx / Mcx + My / Mcy

= 0.348 0.609 0.041

= 0.998 OK!

7) DEFLECTION CHECK

Allowable beam deflection, = 10.00 mm

Waling beam deflection, = 1.874 mm OK!

Waler 2x406x260x148.8





Assumptions made :





SUMMARY OF INPUTS


Design (SLS) load (Exception) = 1860.0 kN/m (Governing load) The load factor (Exception), = 1.050









0.264 + 0.484 + 0.022 = 0.769 OK!







4


3


3




2







Proposed section actual b/T = 9.52 Flange is Semi-compact. Proposed section actual d/t = 24.15 Web is Plastic.















Moment capacity Mc = ySv = - kNm, for plastic or compact sections as per Clause 4.2.5 and 4.2.6

Moment capacity, Mc = yZ = 1008.9 kNm, for semi-compact section








= 0.264 0.484 0.022

= 0.769 OK!

7) DEFLECTION CHECK



Waler 2x400x400x172





Assumptions made :





SUMMARY OF INPUTS











0.414 + 0.552 + 0.033 = 0.998 OK!







4


3


3




2































= 0.414 0.552 0.033

= 0.998 OK!

7) DEFLECTION CHECK



Waler 2x610x305x179





Assumptions made :





SUMMARY OF INPUTS











0.404 + 0.531 + 0.022 = 0.956 OK!







4


3


3




2































= 0.404 0.531 0.022

= 0.956 OK!

7) DEFLECTION CHECK



Waler 2x610x324x241.1





Assumptions made :





SUMMARY OF INPUTS

Design (SLS) load (Basic) = 4210.0 (Governing load) The load factor (Base case), = 1.400










0.407 + 0.526 + 0.015 = 0.948 OK!







4


3


3




2































= 0.407 0.526 0.015

= 0.948 OK!

7) DEFLECTION CHECK



Waler 2x610x324x341


Waler (Diagonal Strut)




SECTION REF. : DIAGONAL WALER CAPACITY (With axial force from splay) DATE : 30-07-12

Assumptions made :





SUMMARY OF INPUTS









Maximum diagonal spacing = 1.750 metres


0.235 + 0.717 + 0.041 = 0.993 OK!







4


3


3




2































= 0.235 0.717 0.041

= 0.993 OK!

7) DEFLECTION CHECK



DWaler 2x406x260x148.8





Assumptions made :





SUMMARY OF INPUTS











0.185 + 0.606 + 0.022 = 0.813 OK!







4


3


3




2































= 0.185 0.606 0.022

= 0.813 OK!

7) DEFLECTION CHECK



DWaler 2x400x400x172





Assumptions made :





SUMMARY OF INPUTS











0.287 + 0.674 + 0.033 = 0.993 OK!







4


3


3




2































= 0.287 0.674 0.033

= 0.993 OK!

7) DEFLECTION CHECK








Assumptions made :





SUMMARY OF INPUTS











0.283 + 0.662 + 0.022 = 0.966 OK!







4


3


3




2































= 0.283 0.662 0.022

= 0.966 OK!

7) DEFLECTION CHECK



DWaler 2x610x324x241.1





Assumptions made :





SUMMARY OF INPUTS











0.285 + 0.657 + 0.015 = 0.958 OK!







4


3


3




2































= 0.285 0.657 0.015

= 0.958 OK!

7) DEFLECTION CHECK








Assumptions made :





SUMMARY OF INPUTS











0.29 + 0.665 + 0.012 = 0.967 OK!







4


3


3




2































= 0.290 0.665 0.012

= 0.967 OK!

7) DEFLECTION CHECK





Splay

Splay Capacity Table

Section

No

Weight

(kg/m)

Lxx

(m)

Lyy

(m)

Spacing

(m)

Angle

(deg.)

1 W18 406 X 260 X 148.8 2.83 2.83 6 45 250 360

2 W18 400 X 400 X 172.0 2.83 2.83 6 45 380 510

3 W18 610 X 324 X 241.0 2.83 2.83 6 45 520 700

4 W18 610 X 324 X 341.0 2.83 2.83 6 45 750 1000

5 W18 610 X 324 X 415.0 2.83 2.83 6 45 940 1240

6 W18 610 X 324 X 455.0 2.83 2.83 6 45 1000 1360

Notes:

1. Forces shown are at 0.99 capacity

2. Forces are in increment of 10s

No.

Proposed Splay Sizes Proposed Splay arrangement

Nominal Size

Normal,

(kN/m)

Redundancy,

(kN/m)

AECOM PTE LTDDESIGN OF KNEE STRUTS WITH ROLLED STEEL SECTION IN ACCORDANCE TO BS5950 : PART 1 : 2000 Version 3.0 (A) updated on 31-12-2006

TITLE OF PROJECT : KLANG VALLEY MRT PROJECT (SBK LINE) - MERDEKA STATION DESIGNED BY : CWT


SECTION REF. : SPLAY CAPACITY REVISION : - DATE : 30-07-12

Proposed knee strut section = 406x260x148.8kg/mSteel S275

Steel S355

Splay 406x260x148.8

Proposed knee strut section =

SUMMARY OF INPUTS

Design axial (SLS) load (Basic) = 250.0 kN/m Proposed effective length, Lxx = 2.830 metres

Design (SLS) load (Exception) = 360.0 kN/m (Governing load) Proposed effective length, Lyy = 2.830 metres

Tributary spacing of strut, Ls = 6.000 metres The incidence angle of strut, = 45.00 Degrees


0.514 + 0.166 + 0.184 = 0.864 OK!



Steel S355


0.626 + 0.188 + 0.184 = 0.998 OK!

0.626 + 0.186 + 0.184 = 0.996 OK!

1. PROPERTIES OF PROPOSED KNEE STRUT SECTION

Proposed section depth, D = 431.0 mm per strut Section moment of inertia, Ixx = 6.15E+08 mm4 per strut

Proposed section width, B = 264.8 mm per strut Section moment of inertia, Iyy = 7.75E+07 mm4 per strut

Section flange thickness, T = 25.00 mm per strut Section plastic modulus, Sxx = 3.23E+06 mm3 per strut

Section web thickness, t = 14.90 mm per strut Section elastic modulus, Zxx = 2.85E+06 mm3 per strut

Section root radius, r = 10.20 mm per strut Section plastic modulus, S = 8.77E+05 3


Steel S355

Section root radius, r = 10.20 mm per strut Section plastic modulus, Syy = 8.77E+05 mm3 per strut

Depth between the fillets, d = 360.6 mm per strut Section elastic modulus, Zyy = 5.85E+05 mm3 per strut

Proposed sectional area, Ag = 18917 mm2 per strut Section radius of gyration, rxx = 180.3 mm

Proposed section mass, Ms = 148.8 kg/m per strut Section radius of gyration, ryy = 63.99 mm



2


r1 = Fc/d x t x yw = 1.000

r2 = Fc/Ag x yw = 0.514


Steel S355

r2 = Fc/Ag x yw = 0.514

Outstand element of compression flange, b/T Web subject to compression throughout, d/t







(Clause 3.6.5)

3. LOADING INFORMATION


Steel S355


Thermal coeff. of expansion, = 1.20E-05 per Degree Celsius

Degree of restraint against wall = 0.300


The load factor (Basic), = 1.400

The load factor (Exception), = 1.050

The load factor (temp), = 1.200

Load Combinations Strut Load Thermal L.


Steel S355

Load Combinations

(3 Load Cases)

Strut Load

(kN)

Thermal L.

(kN)

LC1 : 1.4xSL = 2970 0.000

LC2 : 1.2xSL + 1.2xTL = 2546 167.5

LC3 : 1.05xEL+ 1.05xTL = 3207 146.6 Total ultimate (ULS) load, Pult = 3354 kN

A) BENDING MOMENT DUE TO SELF-WEIGHT AND ECCENTRICITY B) BENDING MOMENT DUE TO ACCIDENTAL LOAD

Imposed load onto section = 0.500 kN/m Assumed accidental load, Pa = 50.00 kN

Service load onto section, Pv,s = 1.988 kN/m per section Moment from accidental load,My = 37.14 kNm

Ultimate load onto section, Pv,u = 2.087 kN/m per section

Strut deflection, = 5wL4/384EI = 0.013 mm


Steel S355

Strut deflection, 1 = 5wL4/384EI = 0.013 mm


Total eccentricity, ecc,T = 1+ 2 = 43.11 mm

Moment due to eccentricity, M1 = 144.60 kNm

Moment due to the strut wt, M2 = 2.886 kNm

Moment from accident load, M3 = 37.14 kNm

Total moment, Mx = M1+ M2 + M3 = 184.6 kNm


Steel S355

Splay 406x260x148.8

4. DESIGN OF KNEE STRUT / SPLAY AND ITS CONNECTION

A) LOCAL CAPACITY CHECK AS PER CLAUSE 4.8.3.3.1




The Interaction Expression : Fc/Pc + Mx / Mcx + My / Mcy < 1.0


= 0.514 0.166 0.184

Curve (c) Curve (c)

Splay 406x260x148.8

= 0.514 0.166 0.184

= 0.864 OK!

B) OVERALL CAPACITY CHECK AS PER CLAUSE 4.8.3.3.1

I) SECTION COMPRESSIVE STRENGTH (CLAUSE 4.7.4)

The strut slenderness, xx = 15.70 The strut slenderness, yy = 44.22



Section Euler strength, pE = 8213 N/mm2 Section Euler strength, pE = 1035 N/mm

2


The value of strength = 4287 2 The value of strength = 772 2

Curve (c) Curve (c)

The value of strength = 4287 N/mm2 The value of strength = 772 N/mm

2


2

Compression resistance, Pcx = 6512 kN Compression resistance, Pcy = 5354 kN

II) SECTION BENDING STRENGTH (CLAUSE 4.3.6.7)


where





Curve (c) Curve (c)





Section bending strength, pb = 308.2 N/mm2 The moment coefficient, mLT = 1.000

Buckling resistance moment,Mb = 995.0 kNm The moment coefficient, mx = 1.000

The moment coefficient, my = 1.000


For Major axis In-plane Buckling = F / P + m M / P Z + m M / P Z

Curve (c) Curve (c)

For Major axis In-plane Buckling = Fc / Pc + mxMx / PyZx + myMy / PyZy

= 0.626 0.188 0.184

= 0.998 OK!


For Lateral-Torsional Buckling = Fc / Pcy + mLTMx / Mb + myMy / PyZy

= 0.626 0.186 0.184

= 0.996 OK!

Curve (c) Curve (c)

Splay 406x260x148.8






Steel S355

Splay 400x400x172


SUMMARY OF INPUTS





0.636 + 0.203 + 0.096 = 0.935 OK!



Steel S355


0.686 + 0.203 + 0.096 = 0.985 OK!

0.686 + 0.203 + 0.096 = 0.985 OK!








Steel S355







2


r1 = Fc/d x t x yw = 1.000

r2 = Fc/Ag x yw = 0.636


Steel S355

r2 = Fc/Ag x yw = 0.636








(Clause 3.6.5)



Steel S355










Steel S355

Load Combinations

(3 Load Cases)

Strut Load

(kN)

Thermal L.

(kN)

LC1 : 1.4xSL = 4514 0.000

LC2 : 1.2xSL + 1.2xTL = 3869 190.0








Steel S355









Steel S355

Splay 400x400x172








= 0.636 0.203 0.096

Curve (c) Curve (c)

Splay 400x400x172

= 0.636 0.203 0.096

= 0.935 OK!







2



Curve (c) Curve (c)


2


2




where





Curve (c) Curve (c)










Curve (c) Curve (c)


= 0.686 0.203 0.096

= 0.985 OK!



= 0.686 0.203 0.096

= 0.985 OK!

Curve (c) Curve (c)

Splay 400x400x172






Steel S355

Splay 610x324x241


SUMMARY OF INPUTS





0.612 + 0.172 + 0.096 = 0.88 OK!



Steel S355


0.701 + 0.194 + 0.096 = 0.991 OK!

0.701 + 0.18 + 0.096 = 0.977 OK!








Steel S355







2


r1 = Fc/d x t x yw = 1.000

r2 = Fc/Ag x yw = 0.612


Steel S355

r2 = Fc/Ag x yw = 0.612








(Clause 3.6.5)



Steel S355










Steel S355

Load Combinations

(3 Load Cases)

Strut Load

(kN)

Thermal L.

(kN)

LC1 : 1.4xSL = 6177 0.000

LC2 : 1.2xSL + 1.2xTL = 5295 271.5








Steel S355









Steel S355

Splay 610x324x241








= 0.612 0.172 0.096

Curve (c) Curve (c)

Splay 610x324x241

= 0.612 0.172 0.096

= 0.880 OK!







2



Curve (c) Curve (c)


2


2




where





Curve (c) Curve (c)










Curve (c) Curve (c)


= 0.701 0.194 0.096

= 0.991 OK!



= 0.701 0.180 0.096

= 0.977 OK!

Curve (c) Curve (c)

Splay 610x324x241






Steel S355

Splay 610x324x341


SUMMARY OF INPUTS





0.638 + 0.177 + 0.068 = 0.884 OK!



Steel S355


0.726 + 0.203 + 0.068 = 0.997 OK!

0.726 + 0.184 + 0.068 = 0.978 OK!








Steel S355







2


r1 = Fc/d x t x yw = 1.000

r2 = Fc/Ag x yw = 0.638


Steel S355

r2 = Fc/Ag x yw = 0.638








(Clause 3.6.5)



Steel S355










Steel S355

Load Combinations

(3 Load Cases)

Strut Load

(kN)

Thermal L.

(kN)

LC1 : 1.4xSL = 8910 0.000

LC2 : 1.2xSL + 1.2xTL = 7637 382.8








Steel S355









Steel S355

Splay 610x324x341








= 0.638 0.177 0.068

Curve (c) Curve (c)

Splay 610x324x341

= 0.638 0.177 0.068

= 0.884 OK!







2



Curve (c) Curve (c)


2


2




where





Curve (c) Curve (c)










Curve (c) Curve (c)


= 0.726 0.203 0.068

= 0.997 OK!



= 0.726 0.184 0.068

= 0.978 OK!

Curve (c) Curve (c)

Splay 610x324x341






Steel S355

Splay 610x324x415


SUMMARY OF INPUTS





0.648 + 0.18 + 0.055 = 0.882 OK!



Steel S355


0.733 + 0.209 + 0.055 = 0.996 OK!

0.733 + 0.186 + 0.055 = 0.973 OK!








Steel S355







2


r1 = Fc/d x t x yw = 1.000

r2 = Fc/Ag x yw = 0.648


Steel S355

r2 = Fc/Ag x yw = 0.648








(Clause 3.6.5)



Steel S355










Steel S355

Load Combinations

(3 Load Cases)

Strut Load

(kN)

Thermal L.

(kN)

LC1 : 1.4xSL = 11167 0.000

LC2 : 1.2xSL + 1.2xTL = 9571 467.5








Steel S355









Steel S355

Splay 610x324x415








= 0.648 0.180 0.055

Curve (c) Curve (c)

Splay 610x324x415

= 0.648 0.180 0.055

= 0.882 OK!







2



Curve (c) Curve (c)


2


2




where





Curve (c) Curve (c)










Curve (c) Curve (c)


= 0.733 0.209 0.055

= 0.996 OK!



= 0.733 0.186 0.055

= 0.973 OK!

Curve (c) Curve (c)

Splay 610x324x415






Steel S355

Splay 610x324x455


SUMMARY OF INPUTS





0.65 + 0.18 + 0.049 = 0.88 OK!



Steel S355


0.734 + 0.211 + 0.049 = 0.994 OK!

0.734 + 0.186 + 0.049 = 0.969 OK!








Steel S355







2


r1 = Fc/d x t x yw = 1.000

r2 = Fc/Ag x yw = 0.650


Steel S355

r2 = Fc/Ag x yw = 0.650








(Clause 3.6.5)



Steel S355










Steel S355

Load Combinations

(3 Load Cases)

Strut Load

(kN)

Thermal L.

(kN)

LC1 : 1.4xSL = 11879 0.000

LC2 : 1.2xSL + 1.2xTL = 10182 511.1








Steel S355









Steel S355

Splay 610x324x455








= 0.650 0.180 0.049

Curve (c) Curve (c)

Splay 610x324x455

= 0.650 0.180 0.049

= 0.880 OK!







2



Curve (c) Curve (c)


2


2




where





Curve (c) Curve (c)










Curve (c) Curve (c)


= 0.734 0.211 0.049

= 0.994 OK!



= 0.734 0.186 0.049

= 0.969 OK!

Curve (c) Curve (c)

Splay 610x324x455


Runner Beam

Summary On Runner Force for Merdeka Station

Strut LayerStrut Level

(mRL)Strut Size

No. of

Strut

Single Strut

Weight (kg/m)

Spacing

(m)

Plaxis Strut

Force (kN/m)

Angle of strut

inclination,

(deg)

Strut Force

(kN)

Length of strut

considered for

load on runner

(m)

2.5% Vertical

Restraint (kN)

Total Strut weight

+ 1.5 kN/m*Lx

strut (kN)

Total Vertical

Load on runner,

kN

S1 45.2 2X610X305x179kg/m 2 178 6 556.0 0 3340 12 84 79 162

S2 39.3 2X610X324X415kg/m 2 415 6 1387.0 0 8325 12 208 136 344

S3 33.3 3X610X324X415kg/m 3 415 6 2572.0 0 15435 12 386 203 589

S4 27.5 3X610X324X455kg/m 3 455 6 2871.0 0 17230 12 431 218 649

S5 22.5 3X610X324X415.0kg/m 3 415 6 2134.0 0 12805 12 320 203 524

S6 19 2X610X324X415kg/m 2 415 6 1404.0 0 8425 12 211 136 346

Proposed Runner SizeLx of

Runner (m)

Ly of

Runner (m)

No. of

Runner

Beam

Single

Runner

Weight

(kg/m)

Total Runner

Weight + 1.5

kN/m

construction load

(kN/m)

Total Load to

King Post (kN)

2.5% Lateral

Restraint (kN)

No. of struts to

Strong Bay

Intermediate

lateral restraint

reduction factor

Axial Load to

Single Runner

Beam (kN)

Max. SF

to Single

Runner

(kN)

Max. BM

to Single

Runner

(kNm)

2xUC400x400x172 8 8 2 172 6.44 213.74 84 3 0.73 91

2xUC400x400x172 8 8 2 172 6.44 395.25 208 3 0.73 228

2xUC400x400x172 8 8 2 172 6.44 640.80 386 3 0.73 423

2xUC400x400x172 8 8 2 172 6.44 700.07 431 3 0.73 472 337.16 350.04

2xUC400x400x172 8 8 2 172 6.44 575.05 320 3 0.73 351

2xUC400x400x172 8 8 2 172 6.44 397.75 211 3 0.73 231

Max (SLS) 472 337 350

Max (ULS) 661 472 490

input into RB spreadsheet

Assumed runner beam is simply supported at both ends at king post (safe assumption)

Strut layer considered 4

Number of runner 2

Strut Load on single runner, P1 324.3 kN Max. Design SF 337.155 kN

Strut Load on single runner, P2 324.3 Kn Max. Design BM 350.035 kNm

Nearest distance to KP, X 1 m

Length of Runner Beam, L 8

S/W + 1.5kN/m of single runner 3.22 kN/m

Reaction R1 337.155 kN

Reaction R2 337.155 kN

SF Profile

333.935

337.155

9.7

-9.7

4 m -333.9

-337.155

BM Profile

335.545 335.545

350.035

P1 P2

X

Calculation for Max. BM if the above SF & BM profiles are not true

Max. SF 337.155 kN

Max. BM 350.035 kNm

MAUNSELL CONSULTANTS (SINGAPORE) PTE LTDDESIGN OF STEEL MEMBER WITH ROLLED STEEL SECTION IN ACCORDANCE TO BS5950 : PART 1 : 2000 Version 3.0 updated on 31-12-2006

TITLE OF PROJECT : KLANG VALLEY MRT PROJECT (BLUE LINE) - MERDEKA STATION DESIGNED BY : ASMS

DESIGN SECTION : STRUCTURAL CAPACITY OF 400x400x172.0kg/m of Steel S355 (Grade 50B) CHECKED BY : LKW

SECTION REF. : SECTION T3-T3 SS3 RUNNER BEAM DATE : 18/07/2012

Proposed runner beam section =

SUMMARY OF INPUTS

Ultimate (ULS) design load, Pult = 661.0 kN Interactive Relationship :


Steel S355

Curve (c) Curve (c)

RB Design T3-T3

ult Interactive Relationship :

Ultimate (ULS) shear load, Fs = 472.0 kN Local Interactive Relationship

Induced beam moment (ULS) = 490.0 kNm 0.089 + 0.452 + 0 = 0.541 OK!

Proposed effective length, Lxx = 8.000 metres

Proposed effective length, Lyy = 8.000 metres Overall Interactive Relationship

r1 = Fc/d x t x yw = 0.469 0.162 + 0.452 + 0 = 0.614 OK!

r2 = Fc/Ag x yw = 0.089 0.162 + 0.596 + 0 = 0.758 OK!

1. PROPERTIES OF PROPOSED RUNNER BEAM SECTION







Steel S355

Curve (c) Curve (c)







2







Steel S355

Curve (c) Curve (c)




(Clause 3.6.5)



Moment due to self-weight, M1 = 19.26 kNm Assumed accidental load, Pa = 0.000 kN

Bending moment in x-x axis, Mx = 509.3 kNm Moment from accidental load,My = 0.000 kNm



Proposed beam shear area, Av = 5200 mm2


Steel S355

Curve (c) Curve (c)

Proposed beam shear area, Av = 5200 mmAvailable shear capacity, Fc = 1076.4 kN

Modulus reduction factor, = - Low shear load, no reduction in moment capacity.

Plastic modulus of shear area = - mm3










Steel S355

Curve (c) Curve (c)




= 0.089 0.452 0.000

= 0.541 OK!

6) OVERALL CAPACITY CHECK AS PER CLAUSE 4.8.3.3.1


The beam slenderness, xx = 45.83 The beam slenderness, yy = 78.28



2



Steel S355

Curve (c) Curve (c)










= 0.162 0.452 0.000

= 0.614 OK!


Steel S355

Curve (c) Curve (c)

= 0.614 OK!



= 0.162 0.596 0.000

= 0.758 OK!


Steel S355

Curve (c) Curve (c)

RB Design T3-T3

Strut Design Sheet

Documents

Transcript of Strut Design Sheet