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2.2 Materials

Structural Steel

All structural steel members shall comply with BS EN 10025 and BS EN 10210

Steel grade

S275

a Hence a OK! Failure,please try again! if :

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ú16 mm

Thickness

U.t 430 MPa * :

Ultimate Tensile Strength

E.s 205000 MPa * :

Elasticity modulus

Design strength in bending

p.y 275 MPa * :

p.s 158.7 MPa * :

Design strength in shear = 0.577Ys

p.be 460 MPa * :

Design strength in bearing

ρ.s 78.5 kN * m 3 -^* :

Density of steel

Poission ratio

0.3

All welding to be complied with BS EN 1011-1

Steel grade

S275

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Design strength for Fillet Weld

p.w 220 MPa * :

Aluminium work

Aluminium section to be grade 6063-T5, complied with BS EN 755-2 and BS EN 573-3, design to BS 8118

Aluminium alloy grade

6063 - T5

3003 - H14

6061 - T6

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Limiting Bending stress

p.oT5 110 MPa * :

p.oH14 125 MPa * :

p.oT6 240 MPa * :

Limiting Axial Stress

p.aT5 130 MPa * :

p.aH14 135 MPa * :

p.aT6 260 MPa * :

Limiting Shear Stress

p.vT5 65 MPa * :

p.vH14 75 MPa * :

p.vT6 65 MPa * :

Design strength in bearing

p.bT5 152.5 MPa * :

p.bH14 135 MPa * :

p.bT6 250 MPa * :

Modulus of elasticity

E.a 70000 MPa * :

E.a 70000 MPa * :

E.a 70000 MPa * :

ρ.a 27.1 kN * m 3 -^* :

ρ.a 27.1 kN * m 3 -^* :

ρ.a 27.1 kN * m 3 -^* :

Density of aluminium

Poission ratio

0.36

0.36

0.36

Aluminium plate to be grade 3003-H14 complied with BS EN 485-2 and BS EN 573-3, design to BS 8118: 1991

Aluminium weld stud to be grade 5754-H12 (AlMg3) complied with BS EN 485-2 and BS EN 573-3

Stainless steel bolts or screws

All stainless steel bolts or screws to be grade A2 or A4 complied to BS EN ISO 3506 - 1: 2009

Class

70 (blot)

70 (screw)

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Ultimate Tensile Strength,

U.bt 700 MPa * :

U.bt 700 MPa * :

0.2% Proof stress ,

p.0.2 450 MPa * :

p.0.2 450 MPa * :

Allowalbe tensile stress ,

p.bt 360 MPa * :

p.st 350 MPa * :

Allowalbe shear stress ,

p.bs 280 MPa * :

p.ss 280 MPa * :

Allowalbe bearing stress ,

p.bb 805 MPa * :

p.sb 805 MPa * :

w.f 4.22 kPa * :

w.s 2.96 kPa * :

w.u 2.74 kPa * :

w.d 1.9 kPa * :

4.0 Alum cladding

4.1 Check for 3mm alum panel

Section peroperties

Loading width

b 1000 mm * :

Shear strength,

p.vH14 MPa 75

Modulus of Elasticity for steel,

E.a MPa 70000

Bending strength,

p.oH14 MPa 125

Panel thickness,

t 3 mm * :

A b t * : mm 2^3000

Area,

I.x b t 3^* 12 / : mm 4^2250

Moment of inertia,

Elastic modulus,

Z.x b t 2^* 6 / : mm 3^1500

Section capacity

γ.m 1.2 :

Material factor,

V.r 0.5 0.8 * p.vH14 γ.m / * b * t * : kN 75

Low shear capacity

M.r p.vH14 γ.m / Z.x * : kN m * 0.09

Moment capacity

Loading & Force

Design wind load

w.s kPa 2.96

Load factor,

γ.L 1.4 :

Case 1, middle bay

Case 2, cantilever bay

Span

s 300 mm * :

Cantilever length,

L 150 mm * :

Shear,

V.1 γ.L w.s * b * s 2 / * :

V.2 γ.L w.s * b * s 2 / * :

V.1 kN 0.62

V.2 kN 0.62

Check Shear,

V.1 V.r <

V.1 V.r < OK. Fail! if OK.

V.2 V.r <

V.2 V.r < OK. Fail! if OK.

Max. moment

M.1 0.125 γ.L w.s * b * * s 2^* :

M.2 0.5 γ.L w.s * b * * L 2^* :

M.1 kN m * 0.05

M.2 kN m * 0.05

Check moment,

M.1 M.r <

M.1 M.r < OK. Fail! if OK.

M.2 M.r <

M.2 M.r < OK. Fail! if OK.

D.f1 b w.s * s 4^* 185 E.a * I.x * / :

D.f2 b w.s * L 4^* 8 E.a * I.x * / : mm 1.19

Deflection

(continuous beams),

(cantilever beam)

D.f1 mm 0.82

D.f2 mm 1.19

Defelction limit,

D.li1 s 120 / : mm 2.5

D.li2 L 120 / : mm 1.25

Check deflection,

D.f1 D.li1 <

D.f1 D.li1 < OK. Fail! if OK.

D.f1 D.li2 <

D.f2 D.li2 < OK. Fail! if OK.

4.2 Check for alum stiffener and it's fixing

4.2.1 Check for alum stiffener for type 1

Section peroperties

Modulus of Elasticity for steel,

E.a MPa 70000

A.v 2 27.96 * mm * 3.5 * mm * : mm 2^195.72

Shear area,

I.x 97957.841 mm 4^* :

Moment of inertia,

Z.x I.x 17.788 mm * / : mm 3^5506.96

Elastic modulus,

Section capacity

Material factor,

γ.m 1.2 :

V.r 0.5 0.8 * p.vT6 γ.m / * A.v * : kN 4.24

Low shear capacity

M.r p.vT6 γ.m / Z.x * : kN m * 0.3

Moment capacity

Loading & Force

Wind load,

Dead load,

Wind pressure

w.s kPa 2.96

Loading width
(spacing of stiffener)

w.b 300 mm * :

Uniform loading

q.w w.s w.b * :

Self weigth of
dead load

q.d 27.1 kN * m 3 -^* 571.7 3300 * + (* mm 2^* :

q.w kN m 1 -^* 0.89

q.d kN m 1 -^* 0.04

q.k q.w q.d + : kN m 1 -^* 0.93

Combination (dead &wind)

Distance between supports

L 525 mm * 200 mm * + 235 mm * + : mm 960

D.li L 120 / : mm 8

Defelction limit,

Load factor,

γ.L 1.4 :

Reaction (shear)
at support

V 0.5 γ.L * q.k * L * :

V kN 0.62

Check Shear,

V V.r <

V V.r < OK. Fail! if OK.

M 0.125 γ.L q.k * * L 2^* : kN m * 0.15

Max. moment

Check moment,

M M.r <

M M.r < OK. Fail! if OK.

D.f 5 q.k * L 4^* 384 E.a * I.x * / : mm 1.5

Deflection (simply beams)

Check deflection,

D.f D.li <

D.f D.li < OK. Fail! if OK.

CG. coordinate

a) Check for M5 s.s. screw A4-70, at the break joint of of alum. stiffener

x.i 13222 * - 4 / : 7.75 -

y.i 13222 * - 4 / : 7.75 -

Length,

L.1 235 mm * :

V.by1 V q.k L.1 * - 2 / : kN 0.2

Shear on each bolt

M.t V L.1 * 0.5 γ.L q.k * L.1 2^* * - : kN m * 0.11

Torsion moment at bolts

Shear on each bolt
due to torsion

V.bxt 0.5 M.t * 15 mm * / : kN 3.69

Resultant shear
on each bolt

V.b V.bxt 2^V.by1 2^+ sqrt : kN 3.69

Tensile area of s.s. screw

A.b 14.2 mm 2^* :

Allowalbe shear stress

p.ss MPa 280

Shear capacity of s.s. screw

V.cb p.ss A.b * : kN 3.98

V.cb V.b > Hence OK!

Check for the bearing of capacity of the connected element

Thickness,

t 3 mm * :

Diameter

d.f 5 mm * :

Material factor

γ.m 1.2

Limit stress of connected ply

p.a p.bT6 : MPa 250

(grade 6061-T6)

Material factor of alum

γ.m 1.2 :

Dist. Form centre of hole
to the adjacent edage

e.d 10 mm * :

Nominal diameter of fastener

d.f mm 5

Thickness of alum connected part

t 3 mm * :

d.f t / 1.67

c.1 2 :

B.RP c.1 d.f * t * p.a γ.m / * e.d t * p.a γ.m / * Min : kN 6.25

Bearing capacity

B.RP V.b > Hence OK!

b) Check for 2nos 3mm steel. plate, at the corner of alum. Stiffener

Section properties

Thickness

t 3 mm * :

Breadth,

b 28 mm * :

Shear at corner GMS. plate

V.p V 2 / : kN 0.31

Allowalbe bending stres

p.y MPa 275

A.v 0.9 t * b 2 d.f * - (* : mm 2^48.6

Shear area

Low shear capacity

V.c 0.6 p.s * A.v * : kN 4.63

V.c V.p > Hence OK!

M.p M.t 2 / : kN m * 0.06

Moment at corner GMS. plate

Z.x t b 2^6 / * 2 t * d.f 2^6 / * - : mm 3^367

Elastic modulus,

Moment capacity

M.cp p.y Z.x * : kN m * 0.1

M.cp M.p > Hence OK!

4.2.2 Check for connection that fixing alum stiffener to steel member (type 1)

Loading width

w.b 300 mm * :

Wind load

Dead load

Sideward wind

Upward wind

Downward wind

Self weigth of dead load

w.s kPa 2.96

w.u kPa 2.74

w.d kPa 1.9

q.d 27.1 kN * m 3 -^* 571.7 3300 * + (* mm 2^* :

Uniform load

q.ws w.s w.b * :

q.wu w.u w.b * :

q.wd w.d w.b * :

q.ws kN m 1 -^* 0.89

q.wu kN m 1 -^* 0.82

q.wd kN m 1 -^* 0.57

q.d kN m 1 -^* 0.04

Loading length

L.1 235 mm * :

L.2 200 mm * :

L.3 525 mm * :

Sideward wind

Upward wind & Dead load

Downward wind &Dead load

F.zu q.wu L.1 2 / * q.d L.1 L.2 + L.3 + 2 / * - :

F.zd q.wd L.3 2 / * q.d L.1 L.2 + L.3 + 2 / * + :

Reaction,

F.y q.ws 0.5 * L.2 * :

F.y kN 0.09

F.zu kN 0.08

(not critical)

F.zd kN 0.17

(critical)

a ) Check for M5 s.s screw connecting the alum stiffener to alum. angle

(critical)

A.b 12.5 mm 2^* :

Tensile area of s.s. screw,

V.bc p.ss A.b * : kN 3.5

Shear capacity of s.s. screw,

Tensile capacity of s.s. screw,

N.bc p.st A.b * : kN 4.38

Loading for each screw of group screw 1

F.by 1.4 F.y 2 / * : kN 0.06

F.bz 1.4 F.zd 2 / * : kN 0.12

Shear,

Resultant shear

F.bs F.by 2^F.bz 2^+ sqrt : kN 0.13

Loading for each screw of group screw 2

(critical)

Reaction,

F.by 1.4 F.y 2 / * : kN 0.06

F.bz 1.4 F.zd 2 / * : kN 0.12

Resultant shear

F.bs F.by : kN 0.06

Check Shear

F.bs V.bc <

F.bs V.bc < OK. Fail! if OK.

F.bt F.bz F.bs 4315 / * + : kN 0.3

Tension,

Check for the bearing of capacity of the connected element

Thickness,

t 3 mm * :

Diameter

d.f 5 mm * :

Material factor

γ.m 1.2

Limit stress of connected ply

p.a p.bT5 : MPa 152.5

(grade 6063-T5)

Material factor of alum

γ.m 1.2 :

Dist. Form centre of hole
to the adjacent edage

e.d 7.5 mm * :

Nominal diameter of fastener

d.f mm 5

Thickness of alum connected part

t 3 mm * :

d.f t / 1.67

c.1 2 :

B.RP c.1 d.f * t * p.a γ.m / * e.d t * p.a γ.m / * Min : kN 2.86

Bearing capacity

B.RP F.bs > Hence OK!

Pull out from the base element

Design strength of the element

p.vT5 MPa 65

The diameter of the fastener

d.f mm 5

Thickness of element
(remote from the screw head)

t.1 3 mm * :

P.t1 d.f π * t.1 2 / * p.vT5 γ.m / * : kN 1.28

Pull out resistance capacity

Check pullout

F.bt P.t1 <

F.bt P.t1 < OK. Fail! if OK.

Combination

k.1 F.bs V.bc / F.bt N.bc / + : 0.09

Combined tensile & shear loads

Check combination

k.1 1.4 <

k.1 1.4 < OK. Fail! if OK.

b) Check for 3mm thk. aluminium angle, L=30mm

Section properties

Material factor of alum

γ.m 1.2 :

Section width

w 30 mm * :

t.a 3 mm * :

Thickness of alum. plate

V.c 0.5 0.8 * p.vH14 γ.m / * w * t.a * : kN 2.25

Low shear capacity,

M.c p.oH14 γ.m / w * t.a 2^4 / * : kN m * 0.007

Moment capacity,

Loading & force

Shear,

v 2 F.bs * : kN 0.12

Check shear,

v V.c <

v V.c < OK. Fail! if OK.

Local bending moment,

M 1.4 F.y * 43 * mm * : kN m * 0.01

Check moment,

M M.c <

M M.c < OK. Fail! if OK.

c ) Check for M5 s.s screw connecting the alum plate to GMS angle

A.b 12.5 mm 2^* :

<==

Tensile area of s.s. screw,

V.bc p.ss A.b * : kN 3.5

Shear capacity of s.s. screw,

Tensile capacity of s.s. screw,

N.bc p.st A.b * : kN 4.38

Loading & force

F.bz 1.4 F.zd * : kN 0.24

Shear,

F.bs F.bz : kN 0.24

Resultant shear

Check Shear

F.bs V.bc <

F.bs V.bc < OK. Fail! if OK.

Tension,

F.bt 1.4 F.y * F.bz 427 / * + : kN 1.54

Check for the bearing of capacity of the connected element

Thickness,

t 3 mm * :

Diameter

d.f 5 mm * :

Material factor

γ.m 1.2

Limit stress of connected ply

p.a p.bH14 : MPa 135

(grade 3003 H14

Material factor of alum

γ.m 1.2 :

Dist. Form centre of hole
to the adjacent edage

e.d 7 mm * :

Nominal diameter of fastener

d.f mm 5

Thickness of alum connected part

t 3 mm * :

d.f t / 1.67

c.1 2 :

B.RP c.1 d.f * t * p.a γ.m / * e.d t * p.a γ.m / * Min : kN 2.36

Bearing capacity

B.RP F.bs > Hence OK!

Pull out from the base element

Design strength of the element

p.y 275 MPa * :

The diameter of the fastener

d.f mm 5

Thickness of element
(remote from the screw head)

t.1 5 mm * :

P.t1 0.65 d.f * t.1 * p.y * : kN 4.47

Pull out resistance capacity

Check pullout

F.bt P.t1 <

F.bt P.t1 < OK. Fail! if OK.

Combination

k.1 F.bs V.bc / F.bt N.bc / + : 0.42

Combined tensile & shear loads

Check combination

k.1 1.4 <

k.1 1.4 < OK. Fail! if OK.

d) Check 3mm thk Alum. Panel local moment (L=110mm @300 c/c)

Loading & Force

Reaction load

R.y 1.4 F.y * : kN 0.12

R.z 1.4 F.zd * : kN 0.24

Resultant shear

V R.y 2^R.z 2^+ sqrt : kN 0.27

Local moment,

M R.y 50 * mm * R.z 41.5 * mm * + : kN mm * 16.02

Section properties

Dimension of section

t 3 mm * :

L 110 mm * :

Section area

A.s t L * : mm 2^330

S.a L t 2^* 4 / : mm 3^247.5

Z.a L t 2^* 6 / : mm 3^165

Plastic modulus

Elastic modulus

Moment capacity

M.c p.oH14 γ.m / S.a Z.a Min * : kN mm * 17.19

M.c M > Hence OK!

Shear capacity

V.c p.vH14 γ.m / A.s * : kN 20.62

V.c V > Hence OK!

e) Check for M1: 50x50x5mm GMS angle

Section classification

ε 275 MPa * p.y / sqrt : 1

Design strength

p.y 275 MPa * :

Parameter,

Width of angle,

b 50 mm * :

Depth of angle,

d 50 mm * :

Thickness of angle

t 5 mm * :

Limit ratio, b/t

β.f b t - ε t * / : 9

β.f 15 ≤

β.f 9 ≤ Flage is plastic. 9 β.f < (β.f 10 ≤ (& Flage is compact. 10 β.f < (β.f 15 ≤ (& Flage is semi-compact. Flage is slender. if Flage is plastic.

Limit ratio, b/t

β.w d t - ε t * / : 9

β.w 10 ≤

β.w 9 ≤ Web is plastic. 9 β.w < (β.w 10 ≤ (& Web is compact. 10 β.w < (β.w 15 ≤ (& Web is semi-compact. Web is slender. if Web is plastic.

Section properties

p.s p.y 3 sqrt / : MPa 158.77

p.y 275 MPa * :

Design strength

Shear strength

ε 275 MPa * p.y / sqrt : 1

Modulus of elasticity,

E 205000 MPa * :

Parameter,

Area,

A 480 mm 2^* :

Mass ,

m.a 0.0377 kN * m 1 -^* :

Width of angle,

b 50 mm * :

Depth of angle,

d 50 mm * :

Thickness of angle

t 5 mm * :

Radius of gyration,

r.v 0.973 cm * :

Moment of inertia,

I.x 5.43 cm 4^* :

Z.x 1.19 cm 3^* :

Section modulus

Moment of inertia,

I.y 5.43 cm 4^* :

Section modulus

Z.y 1.19 cm 3^* :

Compressive strength

Design strength

p.y MPa 275

Robertson constant,

α 5.5 :

E MPa 2.05 105^*

Modulus of elasticity,

Radius of gyration,

r.y 12 mm * :

Length,

L 500 mm * :

Effective length,

L.E 1.2 L * 2 d * + : 0.7 m *

λ L.E r.y / : 58.33

Slenderness,

λ.0 0.2 π 2^E p.y / * sqrt * : 17.15

Limit slenderness,

η 0.001 α * λ λ.0 - (* 0 Max : 0.23

P.E π 2^E λ 2^/ * : MPa 594.59

ϕ.c 0.5 p.y η 1 + (P.E * + (* : MPa 502.13

p.c P.E p.y * ϕ.c ϕ.c 2^P.E p.y * - sqrt + / : MPa 204.44

Compressive buckling strength,

Section capacity

Shear capacity

A.v 0.9 d * t * : mm 2^225

Shear area

Low shear capacity

V.c 0.6 p.s * 0.9 * A * : kN 41.15

T.c p.s b t 3^* d t - (t 3^* + (* 1.74 t t / 3 nthroot * 3 * t * / : kN m * 0.07

Torsion capacity

Bending capacity

Tensile capacity

N.t p.y A * : kN 132

Compressive capacity

N.c p.c A * : kN 98.13

b t / 10

b t / 15 <

M.cx 0.8 1350 ε * L.E r.v 1 -^* - 1625 ε * / Min p.y * Z.x * : kN m * 0.26

Buckling moment capacity

M.cy 0.8 1350 ε * L.E r.v 1 -^* - 1625 ε * / Min p.y * Z.y * : kN m * 0.26

Buckling moment capacity

Loading & Force

Length,

L 500 mm * :

Load factor,

γ.L 1.4 :

Sideward wind

Downward wind &Dead load

q.wy q.ws : kN m 1 -^* 0.89

q.dz F.zd 0.3 m * / m.a + : kN m 1 -^* 0.6

Uniform load

(Item 4.2.2)

Reaction (shear)

V.wy 0.5 γ.L * q.wy * L * :

V.dz 0.5 γ.L * q.dz * L * :

V.wy kN 0.31

V.dz kN 0.21

M.wy 0.125 γ.L * q.wy * L 2^* :

M.dz 0.125 γ.L * q.dz * L 2^* :

Max. moment

M.wy kN m * 0.04

M.dz kN m * 0.03

Check for deflection

Deflection at mid-span,

δ.wy 5 q.wy * L 4^* 384 E * I.y * / : mm 0.06

δ.dz 5 q.dz * L 4^* 384 E * I.x * / : mm 0.04

Check deflection

δ.wy L 180 / 20 mm * Min <

δ.wy L 180 / 20 mm * Min < OK. Fail! if OK.

δ.dz L 360 / 3 mm * Min <

δ.dz L 360 / 3 mm * Min < OK. Fail! if OK.

Check for factor forces

Shear

V.z V.dz : kN 0.21

V.z V.c <

V.z V.c < OK. Fail ! if OK.

V.y V.wy : kN 0.31

V.y V.c <

V.y V.c < OK. Fail ! if OK.

Resultant shear

V V.z 2^V.y 2^+ sqrt : kN 0.38

V V.c <

V V.c < OK. Fail ! if OK.

Moment

M.y M.wy : kN m * 0.04

M.y M.cy <

M.y M.cy < OK. Fail ! if OK.

M.z M.dz : kN m * 0.03

M.z M.cx <

M.z M.cx < OK. Fail ! if OK.

Axial Force

F.x 0 kN * :

Check for combination

k F.x N.c / M.z M.cx / + M.y M.cy / + : 0.25

k 1 <

k 1 < OK. Fail ! if OK.

d) Check for anchor bolt FAZII R 10 / 20 @500 c/c

R.y 2 V.wy * γ.L / : kN 0.44

R.z 2 V.dz * γ.L / : kN 0.3

Unfactor reaction,

Loading & Force

Tension

T.z R.z : kN 0.3

Shear,

V.y R.y : kN 0.44

Eccentric,

e.y 83 mm * :

e.z 67 mm * :

Moment,

M.z V.y e.y * T.z e.z * + : kN m * 0.057

RC. thickness

> 200 mm

Min. edge distance

60 mm *

Calculated anchorage depth

60 mm *

According to the analysis by Fischer, the anchor bolts and the concrete strength are satisfactory. Utilization of anchorage for tension is 55.3% and for shear is 14.9%. Utilization of tension-shear combination is 49.1%. Refer to appendix A for the full report.

h) Check for angle bracket

From appendix page A2

Loading & force

Shear

V.y 3 kN * :

(appendix page A2)

Moment

M.y V.y 22.5 * mm * : kN 0.07 m *

(appendix page A2)

Section peroperties

Section width

w 200 mm * :

t.a 5 mm * :

Thickness of bracket

Low shear capacity,

V.c 0.6 0.9 * p.s * w 12 mm * - (* t.a * : kN 80.59

Moment capacity,

M.c p.y w 12 mm * - (* t.a 2^4 / * : kN m * 0.323

Check for strength of bracket

Load factor

γ.L 1.4 :

v γ.L V.y * : kN 4.2

Check shear,

v V.c <

v V.c < OK. Fail! if OK.

Local bending moment,

M γ.L M.y * : kN m * 0.094

Check moment,

M M.c <

M M.c < OK. Fail! if OK.

Check for compression of RC.

Max.. concrete compressive stress

σ.c 3.6 MPa * :

Design strength of rc.

f.cu 45 MPa * :

Allowable compressive stress

p.cs 0.6 f.cu * : MPa 27

p.cs σ.c > Hence OK!

4.2.3 Check for alum stiffener for type 2

Section peroperties

Modulus of Elasticity for steel,

E.a MPa 70000

Area,

A 357.335 mm 2^* :

A.v 2 27.96 * mm * 3.5 * mm * : mm 2^195.72

Shear area,

Moment of inertia,

I.x 97957.841 mm 4^* :

Z.x I.x 17.788 mm * / : mm 3^5506.96

Elastic modulus,

Section capacity

Material factor,

γ.m 1.2 :

V.r 0.5 0.8 * p.vT6 γ.m / * A.v * : kN 4.24

Low shear capacity

Compressive capacity,

N.r p.bT6 A * : kN 89.33

M.r p.vT5 γ.m / Z.x * : kN m * 0.3

Moment capacity

Loading & Force

Distance between supports

L 1007.5 mm * :

D.li L 120 / : mm 8.4

Defelction limit,

Load factor,

γ.L 1.4 :

Wind load,

Dead load,

Wind pressure

w.s kPa 2.96

Loading width
(spacing of stiffener)

w.b 300 mm * :

Uniform loading

q.wy w.s w.b * :

Self weigth of
dead load

q.dz 27.1 kN * m 3 -^* 571.7 3300 * + (* mm 2^* :

q.wy kN m 1 -^* 0.89

q.dz kN m 1 -^* 0.04

Reaction (shear)
at support

V.y 0.5 γ.L * q.wy * L * :

N.z γ.L q.dz * L * :

V.y kN 0.63

N.z kN 0.06

N.z N.r <

Check Shear,

V.y V.r <

N.z N.r < OK. Fail! if OK.

V.y V.r < OK. Fail! if OK.

Max. moment

M 0.125 γ.L q.k * * L 2^* : kN m * 0.16

Check moment,

M M.r <

M M.r < OK. Fail! if OK.

Combination,

k N.z N.r / M M.r / + : 0.55

k 1 <

k 1 < OK. Fail! if OK.

D.f 5 q.w * L 4^* 384 E.a * I.x * / : mm 1.74

Deflection (simply beams)

Check deflection,

D.f D.li <

D.f D.li < OK. Fail! if OK.

a) Check for notch section at end support

Reaction at support,

R.y V.y : kN 0.63

Length

L.1 50 mm * :

Max. bending moment

M R.y L.1 * : kN m * 0.03

Moment resistance
of notch section

M.r p.oT6 γ.m / 9519.3493 14.3092 / * mm 3^* : kN m * 0.13

M.r M > Hence OK!

b) Check for 2nos M5 S.S.Screw connect the alum. stiffener to alum. angle

F.sy V.y 2 / : kN 0.31

F.sz N.z 2 / : kN 0.03

Factor shear load

Resultant shear

F.s F.sy 2^F.sz 2^+ sqrt : kN 0.31

Section properties of Screw

A.e 0.7 π 4 / * d 2^* : mm 2^1374.45

Dimension of screw

d 5 mm * :

Efffe. area

Shear strength

p.ss MPa 280

Shear capacity

V.c p.ss A.e * : kN 384.85

V.c F.s > Hence OK!

Check for the bearing of capacity of the connected element

Thickness,

t 3 mm * :

Diameter

d.f 5 mm * :

Material factor

γ.m 1.2

Limit stress of connected ply

p.a p.bH14 : MPa 135

(grade 3003 H14

Material factor of alum

γ.m 1.2 :

Dist. Form centre of hole
to the adjacent edage

e.d 10 mm * :

Nominal diameter of fastener

d.f mm 5

Thickness of alum connected part

t 3 mm * :

d.f t / 1.67

c.1 2 :

B.RP c.1 d.f * t * p.a γ.m / * e.d t * p.a γ.m / * Min : kN 3.38

Bearing capacity

B.RP F.s > Hence OK!

c) Check for 2nos M5 S.S.Screw connect the alum. angle to alum. panel edge

F.bs V.y 2 / : kN 0.31

Factor shear load

F.bt N.z 2 / F.s 10 * mm * 10 mm * / + : kN 0.34

Tension,

Section properties of Screw

Dimension of screw

d 5 mm * :

Efffe. area

A.e 0.7 π 4 / * d 2^* : mm 2^13.74

Shear strength

p.ss MPa 280

Shear capacity

V.c p.ss A.e * : kN 3.85

V.c F.bs > Hence OK!

Check for the bearing of capacity of the connected element

Thickness,

t 3 mm * :

Diameter

d.f 5 mm * :

Material factor

γ.m 1.2

Limit stress of connected ply

p.a p.bT5 : MPa 152.5

(grade 6063-T5

Material factor of alum

γ.m 1.2 :

Dist. Form centre of hole
to the adjacent edage

e.d 10 mm * :

Nominal diameter of fastener

d.f mm 5

Thickness of alum connected part

t 3 mm * :

d.f t / 1.67

c.1 2 :

B.RP c.1 d.f * t * p.a γ.m / * e.d t * p.a γ.m / * Min : kN 3.81

Bearing capacity

B.RP F.bs > Hence OK!

Pull out from the base element

Design strength of the element

p.vT5 MPa 65

The diameter of the fastener

d mm 5

Thickness of element
(remote from the screw head)

t.1 mm 5

P.t d π * t.1 2 / * p.vT5 γ.m / * : kN 2.13

Pull out resistance capacity

Check pullout

F.bt P.t <

P.t F.bt > Hence OK!

d) Check for 1nos M5 S.S.Screw connect the alum. panel edge to GMS angle

Factor shear load

F.bs N.z : kN 0.06

F.bt V.y V.y 21 * mm * 7 mm * / + : kN 2.51

Tension,

Section properties of Screw

A.e 0.7 π 4 / * d 2^* : mm 2^13.74

Dimension of screw

d 5 mm * :

Efffe. area

Shear strength

p.ss MPa 280

Shear capacity

V.c p.ss A.e * : kN 3.85

V.c F.bs > Hence OK!

Check for the bearing of capacity of the connected element

Thickness,

t 3 mm * :

Diameter

d.f 5 mm * :

Material factor

γ.m 1.2

Limit stress of connected ply

p.a p.bH14 : MPa 135

(grade 3003-H14)

Material factor of alum

γ.m 1.2 :

Dist. Form centre of hole
to the adjacent edage

e.d 7 mm * :

Nominal diameter of fastener

d.f mm 5

Thickness of alum connected part

t 3 mm * :

d.f t / 1.67

c.1 2 :

B.RP c.1 d.f * t * p.a γ.m / * e.d t * p.a γ.m / * Min : kN 2.36

B.RP F.bs > Hence OK!

Bearing capacity

Pull out from the base element

Design strength of the element

p.be MPa 460

The diameter of the fastener

d mm 5

Thickness of element
(remote from the screw head)

t.1 mm 5

P.t d π * t.1 2 / * p.be * : kN 18.06

Pull out resistance capacity

Check pullout

F.bt P.t <

P.t F.bt > Hence OK!

e) Check for M1: 50x50x5mm GMS angle

Section classification

ε 275 MPa * p.y / sqrt : 1

Design strength

p.y 275 MPa * :

Parameter,

Width of angle,

b 50 mm * :

Depth of angle,

d 50 mm * :

Thickness of angle

t 5 mm * :

Limit ratio, b/t

β.f b t - ε t * / : 9

β.f 15 ≤

β.f 9 ≤ Flage is plastic. 9 β.f < (β.f 10 ≤ (& Flage is compact. 10 β.f < (β.f 15 ≤ (& Flage is semi-compact. Flage is slender. if Flage is plastic.

Limit ratio, b/t

β.w d t - ε t * / : 9

β.w 10 ≤

β.w 9 ≤ Web is plastic. 9 β.w < (β.w 10 ≤ (& Web is compact. 10 β.w < (β.w 15 ≤ (& Web is semi-compact. Web is slender. if Web is plastic.

Section properties

p.s p.y 3 sqrt / : MPa 158.77

p.y 275 MPa * :

Design strength

Shear strength

ε 275 MPa * p.y / sqrt : 1

Modulus of elasticity,

E 205000 MPa * :

Parameter,

Area,

A 480 mm 2^* :

Mass ,

m.a 0.0377 kN * m 1 -^* :

Width of angle,

b 50 mm * :

Depth of angle,

d 50 mm * :

Thickness of angle

t 5 mm * :

Radius of gyration,

r.v 0.973 cm * :

Moment of inertia,

I.x 5.43 cm 4^* :

Z.x 1.19 cm 3^* :

Section modulus

Moment of inertia,

I.y 5.43 cm 4^* :

Section modulus

Z.y 1.19 cm 3^* :

Compressive strength

Design strength

p.y MPa 275

Robertson constant,

α 5.5 :

E MPa 2.05 105^*

Modulus of elasticity,

Radius of gyration,

r.y 12 mm * :

Length,

L 500 mm * :

Effective length,

L.E 1.2 L * 2 d * + : 0.7 m *

λ L.E r.y / : 58.33

Slenderness,

λ.0 0.2 π 2^E p.y / * sqrt * : 17.15

Limit slenderness,

η 0.001 α * λ λ.0 - (* 0 Max : 0.23

P.E π 2^E λ 2^/ * : MPa 594.59

ϕ.c 0.5 p.y η 1 + (P.E * + (* : MPa 502.13

p.c P.E p.y * ϕ.c ϕ.c 2^P.E p.y * - sqrt + / : MPa 204.44

Compressive buckling strength,

Section capacity

Shear capacity

A.v 0.9 d * t * : mm 2^225

Shear area

Low shear capacity

V.c 0.6 p.s * 0.9 * A * : kN 41.15

T.c p.s b t 3^* d t - (t 3^* + (* 1.74 t t / 3 nthroot * 3 * t * / : kN m * 0.07

Torsion capacity

Bending capacity

Tensile capacity

N.t p.y A * : kN 132

Compressive capacity

N.c p.c A * : kN 98.13

b t / 10

b t / 15 <

M.cx 0.8 1350 ε * L.E r.v 1 -^* - 1625 ε * / Min p.y * Z.x * : kN m * 0.26

Buckling moment capacity

M.cy 0.8 1350 ε * L.E r.v 1 -^* - 1625 ε * / Min p.y * Z.y * : kN m * 0.26

Buckling moment capacity

Loading & Force

Length,

L.1 992.5 mm * :

L.2 1007.5 mm * :

L 500 mm * :

Load factor,

γ.L 1.4 :

Wind load

Dead load

q.dz 27.1 kN * m 3 -^* 571.7 3300 * + (* mm 2^* L.1 L.2 + (* 2300 * mm * / :

q.wy w.s 0.5 L.1 L.2 + (* * :

q.wy kN m 1 -^* 2.96

q.dz kN m 1 -^* 0.13

Reaction (shear)

V.wy 0.5 γ.L * q.wy * L * :

V.dz 0.5 γ.L * q.dz * L * :

V.wy kN 1.04

V.dz kN 0.05

Max. moment

M.wy 0.125 γ.L * q.wy * L 2^* :

M.dz 0.125 γ.L * q.dz * L 2^* :

M.wy kN m * 0.13

M.dz kN m * 0.01

Check for deflection

Deflection at mid-span,

δ.wy 5 q.wy * L 4^* 384 E * I.y * / : mm 0.22

δ.dz 5 q.dz * L 4^* 384 E * I.x * / : mm 0.01

Check deflection

δ.wy L 180 / 20 mm * Min <

δ.wy L 180 / 20 mm * Min < OK. Fail! if OK.

δ.dz L 360 / 3 mm * Min <

δ.dz L 360 / 3 mm * Min < OK. Fail! if OK.

Check for factor forces

Shear

V.z V.dz : kN 0.05

V.z V.c <

V.z V.c < OK. Fail ! if OK.

V.y V.wy : kN 1.04

V.y V.c <

V.y V.c < OK. Fail ! if OK.

Resultant shear

V V.z 2^V.y 2^+ sqrt : kN 1.04

V V.c <

V V.c < OK. Fail ! if OK.

Moment

M.y M.wy : kN m * 0.13

M.y M.cy <

M.y M.cy < OK. Fail ! if OK.

M.z M.dz : kN m * 0.01

M.z M.cx <

M.z M.cx < OK. Fail ! if OK.

Axial Force

F.x 0 kN * :

Check for combination

k F.x N.c / M.z M.cx / + M.y M.cy / + : 0.53

k 1 <

k 1 < OK. Fail ! if OK.

f) Check for 2nos. M6 bolts

Factor shear load

F.bs 2 V.wy * 2 / : kN 1.04

Tension,

F.bt1 2 V.dz * m.a L * + : kN 0.11

F.bt2 F.bt1 44.5 17.5 / * : kN 0.28

F.bt F.bt1 2 / F.bt2 2 / + : kN 0.2

Section properties of Screw

A.e 0.7 π 4 / * d 2^* : mm 2^1374.45

Dimension of screw

d 6 mm * :

Efffe. area

Shear strength

p.ss MPa 280

Shear capacity

V.c p.ss A.e * : kN 384.85

V.c F.bs > Hence OK!

Check for connection part bearing

For steel of grade S275,

Allowalbe bearing stress:

p.be MPa 460

Minimum tensile strength

U.t MPa 430

Thickness,

t 5 mm * :

For slot holes

k.bs 0.7 :

Diameter

d 6 mm * :

End distance

e 25 mm * :

Distance between the holes

L.c 150 mm * :

Min. tensile strength

U.s 430 MPa * :

Min. tensile strength of the bolt.

U.b 700 MPa * :

B.R 0.5 k.bs * e * t * p.be * 1.5 L.c * t * U.s * 2 d * t * U.b * Min :

Bearing capacity

B.R kN 20.12

B.R F.bs > Hence OK!

g) Check for anchor bolt FAZII R 10 / 20 @500 c/c

R.y 2 V.wy * γ.L / : kN 1.48

R.z 2 V.dz * γ.L / : kN 0.07

Unfactor reaction,

Loading & Force

Tension

T.y R.y : kN 1.48

V.z R.z : kN 0.07

Eccentric,

e.z 90 mm * :

Moment,

M.z V.z e.z * m.a L * e.z * + : kN m * 0.008

RC. thickness

200 mm *

Min. edge distance

100 mm *

Calculated anchorage depth

60 mm *

According to the analysis by Fischer, the anchor bolts and the concrete strength are satisfactory. Utilization of anchorage for tension is 21.8% and for shear is 0.8%. Utilization of tension-shear combination is 18.3%. Refer to appendix B for the full report.

h) Check for angle bracket

From appendix page B2

Loading & force

Shear

V.y 1.2 kN * :

(appendix page B2)

Moment

M.y V.y 23.3 * mm * : kN 0.03 m *

(appendix page B2)

Section peroperties

Section width

w 200 mm * :

t.a 5 mm * :

Thickness of bracket

Low shear capacity,

V.c 0.6 0.9 * p.s * w 12 mm * - (* t.a * : kN 80.59

Moment capacity,

M.c p.y w 12 mm * - (* t.a 2^4 / * : kN m * 0.323

Check for strength of bracket

Load factor

γ.L 1.4 :

v γ.L V.y * : kN 1.68

Check shear,

v V.c <

v V.c < OK. Fail! if OK.

Local bending moment,

M γ.L M.y * : kN m * 0.039

Check moment,

M M.c <

M M.c < OK. Fail! if OK.

Check for compression of RC.

Max.. concrete compressive stress

σ.c 0.8 MPa * :

Design strength of rc.

f.cu 45 MPa * :

Allowable compressive stress

p.cs 0.6 f.cu * : MPa 27

p.cs σ.c > Hence OK!

4.3 Check for alum. louver and it's fixing

Check for local buckling, about y axis

Limiting stress,

p.oT6 MPa 240

Parameter,

ε 250 MPa * p.oT6 / sqrt : 1.02

Width of outstand element,

b 10 mm * :

Thickness of outstand element

t 2 mm * :

β b t ε * / : 4.9

Slenderness parameter,

β 6 ≤ Outstand flange element is compact . 6 β < (β 7 ≤ (& Outstand flange element is semi-compact . 7 β < (Flage is slender. if Outstand flange element is compact .

Depth of internal element,

d 57 mm * :

Thickness of outstand element

t 2 mm * :

Slenderness parameter ,

β 0.35 d * t ε * / : 9.77

β 18 ≤ Internal web element is compact . 18 β < (β 22 ≤ (& Internal web element is semi-compact . 22 β < (Internal web element is slender. if Internal web element is compact .

Thus overall section is compact.

Section properties

A.v 57 mm * 2 * mm * : mm 2^114

Area,

A 178.7 mm 2^* :

Effective area,

Z.x 1053.6 mm 3^* :

Z.y 1872.8 mm 3^* :

Elastic Modulus

I.x 26664.8 mm 4^* :

I.y 47352.0 mm 4^* :

Moments of inertia

Section capacity

V.c 0.5 0.8 * p.vT6 γ.m / A.v * * : kN 2.47

Low shear capacity

M.c p.oT6 γ.m / Z.x * : kN m * 0.21

Moment resistance

Loading and force

Max. span

L 950 mm * 15 mm * - : 0.94 m *

Load width,

b 24.5 mm * 25.5 mm * + : mm 50

q.wy w.f b * : kN m 1 -^* 0.21

Wind load on louvre blade

V V.c < Hence OK!

Reaction (shear),

V 0.5 γ.L q.wy * * L * : kN 0.14

M 0.125 γ.L q.wy * * L 2^* : kN m * 0.032

Moment,

M M.c < Hence OK!

δ.w 5384 / q.wy L 4^* E.a I.x * / * : mm 1.12

Deflection at mid-span

Deflection limit

δ.li L 120 / : mm 7.79

δ.w δ.li < Hence OK!

Check for lateral torsional buckling

Length between supports,

L 0.94 m *

Effective length,

L.e 1.2 L * 2 d * + : 1.24 m *

S.u 3180 mm 3^* :

I.v 764.3026 mm 4^* :

Plastic modulus,

Moment of inertia,

J 205.33 mm 4^* :

Torsion constant,

Modulus of Elasticity,

E.a MPa 70000

Modulus of Rigidity,

G 26600 MPa * :

Warping factor,

H 1 cm 6^* :

M.cr π E.a I.v * G * J * sqrt * 1 π 2^E.a * H * L.e 2^G * J * / + sqrt * L.e 1 -^* :

Elastic critical
uniform moment,

M.cr 45.21 J *

λ π E.a S.u * M.cr / sqrt * :

Lateral torsional buckling
slenderness,

λ 220.44

Stress axis value of p·

p.1 p.oT6 : MPa 240

λ' λ p.1 E.a / sqrt * π 1 -^* :

λ' 4.11

λ'.1 0.6 :

c 0.1 :

Φ 0.5 1 c λ' / + 1 c λ'.1 * - λ' 2^/ + (* :

Φ 0.54

N Φ 111 λ' 2^Φ 2^* / - sqrt - (* :

N 0.06

Lateral torsional buckling stress,

p.s N p.1 * : MPa 13.91

Moment resistance to
lateral torsional buckling,

M.Rx p.s S.u * γ.m / : kN m * 0.037

M M.Rx < Hence OK!

a) Check for 2 nos. #8 x19 s.s. self-tapping screw

V.by V 2 / : kN 0.07

Wind load to each screw

Shear area

A.b 6.83 mm 2^* :

Shear resistance

V.bc p.bs A.b * : kN 1.91

V.by V.bc < Hence OK!

b) Check for M6 s.s. bolt (500mm c / c)

Length,

s.1 500 mm * :

L 0.94 m *

Wind load on the screw

F.wy 0.5 γ.L w.f * * s.1 * L * :

F.wy kN 1.38

Shear load to bolt

V.b F.wy : kN 1.38

A.b 6.83 mm 2^* :

Shear area

V.b V.bc < Hence OK!

Shear resistance

V.bc p.sb A.b * : kN 5.5

Check for the bearing of capacity of the connected element

Thickness of alum connected part

t 3 mm * :

Nominal diameter of fastener

d.f 6 mm * :

Material factor

γ.m 1.2

Limit stress of connected ply

p.a p.bT5 : MPa 152.5

(grade 6063-T5)

Material factor of alum

γ.m 1.2 :

Dist. Form centre of hole
to the adjacent edage

e.d 20 mm * :

d.f t / 2

c.1 2 :

B.RP c.1 d.f * t * p.a γ.m / * e.d t * p.a γ.m / * Min : kN 4.58

Bearing capacity

B.RP V.b > Hence OK!

c) Check for 50x3mm alum bar

Check for local buckling, about y axis

Limiting stress,

p.oT5 MPa 110

Parameter,

ε 250 MPa * p.oT5 / sqrt : 1.51

Depth of internal element,

d 50 mm * :

Thickness of outstand element

t 3 mm * :

g 1 :

(for peak compression at toe)

β d t ε * / : 11.06

Slenderness parameter ,

β 6 ≤ Outstand element is compact . 6 β < (β 7 ≤ (& Outstand element is semi-compact . 7 β < (Outstand element is slender. if Outstand element is slender.

Thus overall section is slender

For the slender element,

β 11.06

β 49 <

β 49 ≤ Shear buckling need NOT be checked Shear buckling should be checked ! if Shear buckling need NOT be checked

k.L 11 β / 28 β 2^/ - : 0.77

Local buckling factor,

for \[REGION[ea9a2a8595a24678b5a78a5f851e9780]]\

β 7 12.1 ltlt

Section properties

Area,

A 150 mm 2^* :

Z.x 1250 mm 3^* :

Z.y 75 mm 3^* :

Elastic Modulus

I.x 31250 mm 4^* :

I.y 112.5 mm 4^* :

Moments of inertia

Section capacity

V.c 0.5 0.8 * p.vT5 γ.m / A * * : kN 3.25

Low shear capacity

M.c p.oT5 γ.m / Z.x * : kN m * 0.11

Moment resistance

Loading and force

Max. span

L 500 mm * :

Load width,

b 950 mm * 2 / : 0.48 m *

q.wy w.f b * : kN m 1 -^* 2

Wind load on alum. bar

V V.c < Hence OK!

Reaction (shear),

V 0.5 γ.L q.wy * * L * : kN 0.7

M 0.125 γ.L q.wy * * L 2^* : kN m * 0.088

Moment,

M M.c < Hence OK!

δ.w 5384 / q.wy L 4^* E.a I.x * / * : mm 0.75

Deflection at mid-span

δ.li L 120 / : mm 4.17

δ.w δ.li < Hence OK!

Deflection limit

d) Check for 50x6mm GMS plate

ε 275 MPa * p.y / sqrt : 1

Design strength,

p.y MPa 275

Parameter,

Depth of section

d 50 mm * :

Thickness

t 6 mm * :

β.w d t ε * / : 8.33

Limiting ratio, d / t

β.w 8 ≤ Section is plastic . 8 β.w < (β.w 9 ≤ (& Section is compact . 9 β.w < (β.w 15 ≤ (& Section is semi-compact. Section is sender. if Section is compact .

Section properties

Area,

A 300 mm 2^* :

Z.x 2500 mm 3^* :

S.x 3750 mm 3^* :

Elastic Modulus

Plastic modulus,

I.x 62500 mm 4^* :

I.y 900 mm 4^* :

Moments of inertia

Section capacity

V.c 0.6 0.9 * p.s A * * : kN 2.25

Low shear capacity

M.c 1.2 p.y * Z.x * p.y S.x * Min : kN m * 0.82

Moment resistance

Axial force capacity

N.c p.y A * : kN 82.5

Loading and force

s 500 mm * :

L 140 mm * :

Length,

Load width,

b 950 mm * :

Wind load

Sideward wind

Downward wind

Wind load
on GMS plate

F.wy w.f b * s * :

F.wz w.f b * 50 * mm * :

Reaction

R.wy F.wy : kN 2

Reaction

R.wz F.wz : kN 0.2

Mooment

M.wz F.wz L * : kN m * 0.03

Dead load

Louver

27.1 kN * m 3 -^* 178.7 * mm 2^* b * s 45 mm * / * kN 0.051

27.1 kN * m 3 -^* 150 * mm 2^* 2 * s * kN 0.004

alum bar

P.dz1 0.051 0.004 + (kN * 1.5 * : kN 0.08

P.dz2 78.5 kN * m 3 -^* 300 * mm 2^* L * : 3.3 N *

GMS plate

Shear,

F.dz P.dz1 P.dz2 + : kN 0.09

Moment,

M.dz P.dz1 L * P.dz2 0.5 * L * + : kN m * 0.012

Combination case

Tension

R.y γ.L F.wy * : kN 2.81

R.y N.c < Hence OK!

Shear,

R.z γ.L F.wz F.wz + (* : kN 0.56

R.z V.c < Hence OK!

M.z M.c < Hence OK!

Moment,

M.z γ.L M.wz M.dz + (* : kN m * 0.06

k R.y N.c / M.z M.c / + : 0.1

Combination

k 1 < Hence OK!

e) Check for 2nos 5mm fillet weld connecting GMS plate to GMS SHS

Loading and force

Tension,

R.y kN 2.81

Shear,

R.z kN 0.56

Moment,

M.z kN 0.06 m *

Properties for unit throat thickness of fillet weld (effective length)
Breadth, B = 6 mm
Height, D = 40 mm \[REGION[b2f38165ee064b7389aa9c365b352433]]\
Area, A = 2 D = 80 mmÀ
Moment of inertia, I¼ = DÁ / 6 = 10667 mmÂ
Moment of inertia, I½ = BÀ D / 2 = 720 mmÂ
Shear load, V¼ = 0 kN Moment, M¼ = 0.06 kNm
Shear load, V½ = 0.56 kN Moment, M½ = 0 kNm
Tensile load, N = 2.81 kN
Leg length of fillet weld, t = 5 mm
Shear stress, æ¼ = V¼ / (0.7 t A) = 0 N/mmÀ
Shear stress, æ½ = V½ / (0.7 t A) = 2 N/mmÀ
Tensile stress, å = N / (0.7 t A) = 10.04 N/mmÀ
Tensile stress, å¼ = M¼ D / (2 I¼) / (0.7 t) = 32.14 N/mmÀ
Tensile stress, å½ = M½ B / (2 I½) / (0.7 t) = 0 N/mmÀ
Resultant , f» = [æ¼À + æ½À + (å + å¼ + å½)À]ÈÉÃ
= 42.23 N/mmÀ
ú 220 N/mmÀ O.K.

4.4 Check for end joint (alum cladding or alum. louver)

Loading and force

Factor force

R.y kN 2.81

R.z kN 0.56

4.4 .1) Check for 65x50x5mm, 75x50x5mm GMS angle

By camparison, GMS angle size of 65x50x5mm GMS angle is smaller and critical. Thus GMS angle 65x60x5mm GMS angle would be used to checking.

Section classification

Design strength

p.y 275 MPa * :

Parameter,

ε 275 MPa * p.y / sqrt : 1

Width of angle,

b 50 mm * :

Depth of angle,

d 65 mm * :

Thickness of angle

t 5 mm * :

Limit ratio, b/t

β.f b ε t * / : 10

β.f 15 ≤

β.f 9 ≤ Flage is plastic. 9 β.f < (β.f 10 ≤ (& Flage is compact. 10 β.f < (β.f 15 ≤ (& Flage is semi-compact. Flage is slender. if Flage is compact.

Limit ratio, b/t

β.w d ε t * / : 13

β.w 10 ≤

β.w 9 ≤ Web is plastic. 9 β.w < (β.w 10 ≤ (& Web is compact. 10 β.w < (β.w 15 ≤ (& Web is semi-compact. Web is slender. if Web is semi-compact.

Section properties

Modulus of elasticity,

E 205000 MPa * :

c d t - : mm 60

a b t - : mm 45

y d 2^a t * + 2 b c + (* / : mm 20.23

x b 2^c t * + 2 b c + (* / : mm 12.73

k a b * c * d * 4 b c + (* / : mm 3^19943.18

A t b c + (* : mm 2^550

Section area,

I.x 13 / t d y - (3^* b y 3^* + a y t - (3^* - (* : mm 4^2.35 105^*

Moment of inertia,

I.y 13 / t b x - (3^* d x 3^* + c x t - (3^* - (* : mm 4^1.22 105^*

Moment of inertia,

Z.x d y - y ≤ I.x y / I.x d y - / if : mm 3^5238.79

Section modulus

\[REGION[fc79ef305f474d9d8992b0f8b7dbd11c]]\ =

Z.x

Z.y b x - x ≤ I.y x / I.x b x - / if : mm 3^6292.94

Section modulus

\[REGION[fc79ef305f474d9d8992b0f8b7dbd11c]]\ =

Z.y

r.x I.x A / sqrt : mm 20.65

Radius of gyration,

r.y I.y A / sqrt : mm 14.88

Radius of gyration,

Buckling Resistance Moment:

Refer to Clause 8.3.5.3

Length,

L 500 mm * :

Effective length,

L.E 1.2 L * 2 d * + : 0.73 m *

λ L.E r.y / : 49.07

Slenderness,

Bucking parameters for the section:

ν 0.9 :

0.9 for hotrolled sections and 1.0 for welded sections

β.w 1.0 :

1.0 for Class 1 plastic section and Class 2 compact section

x d t / : 13

Conservatively as d/t

v 1 0.05 λ x / (2^* + (0.25 -^: 0.87

Slenderness factor,

β 452195021022 mat : 452195021022 mat

λ.LT ν v * λ * β.w sqrt * : 38.6

Equivalent slenderness for flexural-torsional buckling;

p.b β 1 col β 2 col λ.LT linterp : 230.51

Bending strength refer to The Structure Use of the Steel 2011,table 8.3a

p.b 211.83 MPa * :

Web Shear capacity

A.v 2 d * t * : mm 2^650

Section area

V.c p.b 3 sqrt / A.v * : kN 79.5

Shear resistance

Low shear resistance

0.6 V.c * kN 47.7

V V.c <

V V.c < OK. Fail ! if OK.

Moment capacity

M.cx 1.2 p.b * Z.x * : kN m * 1.33

M.x M.cx <

M.x M.cx < OK. Fail ! if #

Moment capacity

M.cy 1.2 p.b * Z.y * : kN m * 0.8

M.y M.cy <

M.y M.cy < OK. Fail ! if #

k.m M.x M.cx / M.y M.cy / + :

k.m 1 <

k.m 1 < OK. Fail ! if #

Comibination

Section properties

p.s p.y 3 sqrt / : MPa 158.77

Design strength

p.y MPa 275

Shear strength

ε 275 MPa * p.y / sqrt : 1

Modulus of elasticity,

E 205000 MPa * :

Parameter,

A 479 mm 2^* :

m.a 3.76 kg m / * :

Area,

Mass ,

Width of angle,

b 40 mm * :

Depth of angle,

d 60 mm * :

Thickness of angle

t 5 mm * :

Radius of gyration,

r.v 0.86 cm * :

Mono-symmetry index,

ψ.a 6.34 :

Equivalent slenderness coefficient,

ϕ.a 4.11 :

I.x 17.2 cm 4^* :

Z.x 4.25 cm 3^* :

Moment of inertia,

Section modulus

Moment of inertia,

I.y 6.11 cm 4^* :

Section modulus

Z.y 2.02 cm 3^* :

Compressive strength

Design strength

p.y MPa 275

Robertson constant,

α 5.5 :

E MPa 2.05 105^*

Modulus of elasticity,

Radius of gyration,

r.y 1.2 cm * :

Effective length,

L.E 1000 mm * :

λ L.E r.y / : 83.33

Slenderness,

λ.0 0.2 π 2^E p.y / * sqrt * : 17.15

Limit slenderness,

η 0.001 α * λ λ.0 - (* 0 Max : 0.36

P.E π 2^E λ 2^/ * : MPa 291.35

ϕ.c 0.5 p.y η 1 + (P.E * + (* : MPa 336.2

p.c P.E p.y * ϕ.c ϕ.c 2^P.E p.y * - sqrt + / : MPa 154.79

Compressive buckling strength,

Bending buckling strength

λ.v L.E r.v / : 116.28

Slenderness,

v.a 1 4.5 ψ.a λ.v / * (2^+ 4.5 ψ.a λ.v / * + sqrt (1 -^: 0.88

Slenderness factor,

λ.LT 2.25 v.a * ϕ.a λ.v * sqrt * : 43.05

P.E π 2^E λ.LT 2^/ * : MPa 1091.8

α.LT 7 :

λ.L0 0.4 π 2^E p.y / * sqrt * : 34.31

For weld sections,

For rolled sections,

η.LT λ.LT λ.L0 ≤ η.LT 0 : λ.LT λ.L0 2 λ.L0 * ltle η.LT 0.002 α.LT * λ.LT λ.L0 - (* : λ.LT 2 λ.L0 * 3 λ.L0 * ltle η.LT 0.002 α.LT * λ.L0 * : 3 λ.L0 * λ.LT < η.LT 0.001 α.LT * λ.LT λ.L0 - (* : if 11 line :

η.LT 0.001 α.LT * λ.LT λ.L0 - (* 0 Max : 0.06

η.LT 0.06

η.LT λ.LT λ.L0 ≤ η.LT 0 : λ.LT λ.L0 2 λ.L0 * ltle η.LT 0.002 α.LT * λ.LT λ.L0 - (* : λ.LT 2 λ.L0 * 3 λ.L0 * ltle η.LT 0.002 α.LT * λ.L0 * : 3 λ.L0 * λ.LT < η.LT 0.001 α.LT * λ.LT λ.L0 - (* : if 11 line :

η.LT 0.12

Perry factor,

ϕ.LT 0.5 p.y η.LT 1 + (P.E * + (* : MPa 750.18

p.b P.E p.y * ϕ.LT ϕ.LT 2^P.E p.y * - sqrt + / : MPa 237.81

Bending buckling strength,

Section capacity

Shear capacity

A.v 0.9 D * t * : mm 2^#

Shear area

Low shear capacity

V.c 0.6 p.s * 0.9 * A * : kN 41.07

T.c p.s b t 3^* d t - (t 3^* + (* 1.74 t t / 3 nthroot * 3 * t * / : kN m * 0.07

Torsion capacity

Bending capacity

Tensile capacity

N.t p.y A * : kN 131.72

Compressive capacity

N.c p.c A * : kN 74.15

M.cx p.b Z.x * : kN m * 1.01

Buckling moment capacity

M.cy p.b Z.y * : kN m * 0.48

Flexural check

Length ,

L 350 mm * :

Dead load

q.d 0.2 0.35 / kN m / * : kN m / 0.57

Uniform dead load

Shear

V.dz 0.5 q.d * L * : kN 0.1

Moment

M.dy 0.125 q.d * L 2^* : kN m * 0.01

Axial force

F.z 0 kN * :

Wind load

Wind pressure

w.k 2.77 kPa * :

Wind y

q.w w.k 0.5 * m * : kN m / 1.38

Uniform wind load

Shear

V.wy 0.5 q.w * L * : kN 0.24

Moment

M.wz 0.125 q.w * L 2^* : kN m * 0.02

Check for factor forces

Shear

V.z 1.4 V.dz * : kN 0.14

V.z V.c <

V.z V.c < OK. Fail ! if OK.

V.y 1.4 V.wy * : kN 0.34

V.y V.c <

V.y V.c < OK. Fail ! if OK.

Resultant shear

V V.z 2^V.y 2^+ sqrt : kN 0.37

V V.c <

V V.c < OK. Fail ! if OK.

Moment

M.y 1.4 M.dy * : kN m * 0.01

M.y M.cy <

M.y M.cy < OK. Fail ! if OK.

M.z 1.4 M.wz * : kN m * 0.03

M.z M.cx <

M.z M.cx < OK. Fail ! if OK.

Check for combination

k F.z N.c / M.z M.cx / + M.y M.cy / + : 0.05

Combination

k 1 <

k 1 < OK. Fail ! if OK.