Mullion Analysis - Copy

Project Name: ___________   ___________ 

Calveston Calveston Resort Resort ___   ___  Window Wall Calcs Calcs

 _ 

Typical Window Panel : 1014mm x 2608mm (Wind Load 6.40kPa) Load Data Wind Pressure

P

=

6.4  kPa

Width of Panel

a

=

1014  mm

Length of Panel

L

=

2608  mm

Uniformly Distributed Load

w = P a w = 6

(Refer to Appendices for Formula Used)

N mm

Result Data •

Required Flexural Strength,

Mau = 4.37  kN  m

 Analysis Soft ware ware Output Result

•

Required Flexural Strength,

Mab = 4.37  kN  m

 Analysis Soft ware ware Output Result

•

Required Shear Strength,

Va

7.82 7.82 kN

 Analysis Soft ware ware Output Result

Reference Number:

=

Prepared By: Romil Sampayo

Checked By: Joenel Tajonera

Date Prepared: October 29, 2015

Project Name: ___________ 

Calveston Resort ___  Window Wall Calcs

 _ 

Material Data

Aluminum Member :

6063-T6

Dimension Unsupported Length, Unsupported Length for bending,

Typical Mullion Section Lu = 2608  mm Lb = 2608  mm

Material Properties 69600  MPa

Modulus of Elasticity (),

E

Tensile ultimate strength,

Ftu

=

205  MPa

Tensile yield strength,

Fty

=

170  MPa

Compressiv e yield strength,

Fcy

=

170  MPa

Shear ultimate strength,

Fsu

=

130  MPa

=

Section Properties 2

Cross-sectional area,

 Ag = 1444  mm

Shear area,

 Av

Moment of Inertia about x-axis,

Ix

Moment of Inertia about y-axis,

I y = 384190 mm

Modulus of Elasticity (steel),

Est := 200GPa

Steel Insert Height,

h := 50mm

Steel Insert Width,

b := 5mm

=

=

2

419  mm

4

3353335 mm 4

3

Moment of Inertia about x-axis (steel insert),

I xst :=

bh

12

4

=

52083  mm

=

521  mm

3

Moment of Inertia about y-axis (steel insert), Total Moment of Inertia with Steel,

I yst :=

b h 12

I xtot := I x

+

I xst 

4

Est E

Est I ytot := I y + Iyst E Extreme Fiber Distance

x e = 29  mm

Extreme Fiber distance

ye = 94  mm

Radius of Gyration about x-axis

r x

Radius of Gyration about y-axis

r y = 16  mm

Section modulus

Sc

=

Torsion constant

J

3372459 mm

Reference Number:

=

=

4

=

3503000 mm

=

385687 mm

4

48  mm

3

125956 mm

Prepared By: Romil Sampayo

4

Checked By: Joenel Tajonera

Date Prepared: October 29, 2015

Project Name: ___________ 

Calveston Resort ___  Window Wall Calcs

 _ 

Check for Deflection Maximum deflection,

max = 13.8  mm

 Analysis Software Output Result

Δ

  Lu

 

limit = min 175 , 19mm    

Δ

Δ

limit

=

15  mm

> Δmax

OK

Δ

Deflection Ratio,

max

Δ

=

< 0.90 N OT OK

0.93

limit

Actual Stresses Maximum Bending Stress at the Support •

Bending moment on mullion,

Mmu = Mau

•

Maximum stress due to bending

f mu =

Mmu Sc

;

Mmu

;

f mu

=

=

4.37  kN  m

34.67 MPa

Maximum Bending Stress at Unbraced Segment ; Mmb

4.37  kN  m

•

Bending moment on mullion,

Mmb = Mau

•

Maximum stress due to bending

Mmu f mb = Sc

;

f mb

=

34.67 MPa

Vm = Va

;

Vm

=

7.82 kN

=

Maximum Shear Stress •

Shear stress on mullion,

Vm

•

Stress due to shear force

Reference Number:

f vm =  Av

Prepared By: Romil Sampayo

;

f vm = 18.6635  MPa

Checked By: Joenel Tajonera

Date Prepared: October 29, 2015

Project Name: ___________ 

Calveston Resort ___  Window Wall Calcs

 _ 

Structural Check

Allowable Bending Stress for 6063-T6

Aluminum,

Compression i n Beams, extreme fiber, gross section Tubular shapes Slenderness limit, Section Slenderness, Since

 Allowable Stress,

(ADM2005 Sec.3.4.11, page I-A-33) S1

S= S1

;

130

=

Lb

;

r y

<

S

<

S

=

Lb = 2608  mm

576

r y = 16  mm

S2

 

1

 Bc ny

Fb =

(Table 2-23 Sec.3.4.11, page VII-71)

S2 = 2434

−

 

Lb  Sc

1.6  Dc 

Fb = 91  MPa

0.5  Cb 

>

f mb

=

  Iy J

(Table 2-23 Sec.3.4.11, page VII-71)

 

35  MPa

OK

Compression i n Beams, uniform compression, gross section Flat element supported on one edge Element B

(ADM2005 Sec.3.4.15, page I-A-33)

Slenderness Limit,

(Table 2-23 Sec.3.4.15, page VII-71)

Section Slenderness, Since  Allowable Stress,

S1

=

S= S1

;

7

b = 19 mm

b

;

t

<

S2 = 12

S

<

S

=

9.5

b 

Fb = 95  MPa

>

f mb

=

35  MPa

Flat element supported on both edges Element C Slenderness Limit,

S1

Section Slenderness,

S=

Since  Allowable Stress,

S1

=

Fb =

23

;

S2 = 40

;

S

(Table 2-23 Sec.3.4.16, page VII-71) b = 23 mm

t S 1

<

=

7.67

t

=

3  mm

S2

 

b 

 B − 1.6  Dp  ny   p t  

Fb = 103  MPa

Reference Number:

OK (ADM2005 Sec.3.4.16, page I-A-34)

b

>

2  mm

(Table 2-23 Sec.3.4.15, page VII-71)

 B − 5.1  Dp  ny   p t  

Fb =

=

S2

 

1

t

>

Prepared By: Romil Sampayo

f mb

=

35  MPa

Checked By: Joenel Tajonera

OK

Date Prepared: October 29, 2015

Project Name: ___________ 

Calveston Resort ___  Window Wall Calcs

 _ 

Compression in Beam elements, bending in own plane, gross section Flat element supported on both edges Element A Slenderness Limit, S1 = 22 Section Slenderness, Since

 Allowable Stress,

S= S1

(ADM2005 Sec.3.4.18, page I-A-35) ;

h = 77 mm

h

;

t S

>

(Table 2-23 Sec.3.4.18, page VII-71)

S2 = 26

<

S

=

25.67

t

=

3  mm

S2

1.3Fcy

Fb =

ny

Fb = 124  MPa

Allowable Shear Stress for 6063-T6

>

f mb

=

35  MPa

OK

Aluminum,

Shear in elements, gross section Unstiffened flat elements supported on both edges Element A

(ADM2005 Sec.3.4.20, page I-A-36)

Slenderness Limit,

S1

(Table 2-23 Sec.3.4.20, page VII-71)

Section Slenderness,

S=

Since  Allowable Stress,

S1

39

=

h t

>

;

S2 = 78

;

S

=

h = 63 mm

21

t S

<

=

3  mm

S2

Fty

Fsm =

3  ny

Fsm = 59  MPa

>

f vm = 18.6635  MPa OK

Stress Ratio, Limit to 0.90 or 90% ratio Bending Stress Ratio, f mb Fb Shear Stress Ratio,

f vm Fsm

=

=

0.28

<

0.90

0.31

<

0.90

OK

OK

Conclusion:

Fr om the above analysi s result, 6063-T6 Mullion S ection is not satis factory.

Reference Number:

Prepared By: Romil Sampayo

Checked By: Joenel Tajonera

Date Prepared: October 29, 2015