Window Calculation.pdf

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Structural Engineering

Structural Engineering Calculat

Calculation

ion

Window Calculations

Analysis of Window Panel and Aluminum Frame

D

Daatte e PPrreeppaarreedd :: MMaarrcch h 0033, , 22001177 R

Reeffeerreenncce e NNoo.. :: R

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Design Criteria Design Criteria

Standards and Specifications Standards and Specifications

Amer

American ican Society for TSociety for Testing and esting and Materials: AMaterials: ASTM E130STM E130 0-20040-2004 , "Standard Practice for Deter, "Standard Practice for Determining Loadmining Load Resistance of Glass in Buildin

Resistance of Glass in Buildin gsgs Australian Standard:

Australian Standard: AS 1288-1994AS 1288-1994 , "G, "Glass in Buildlass in Build ings-ings-Selection anSelection an d Installation"d Installation" Aluminum Desig

Aluminum Design Mann Man ual: ADual: ADM 20M 20 05, "Specifications and 05, "Specifications and Guidelines for Aluminum Structures"Guidelines for Aluminum Structures" Amer

American Architectural ican Architectural Manufacturers Association: AAMA TIManufacturers Association: AAMA TIR-A9-R-A9-91, 91, "Metal "Metal Curtain Curtain WWall all FastenersFasteners"" Materials

Materials

Structural M

Structural M embersembers::

Monolithic Glass Unit Monolithic Glass Unit Framing Members:

Framing Members: Aluminum Extr

Aluminum Extrusion 6usion 6 063-T5063-T5 Fasteners:

Fasteners:

Stainless Steel Screw: AAMA TIR-A9-91 Stainless Steel Screw: AAMA TIR-A9-91 Sealant: AS Sealant: ASTM C 1TM C 1 401-02401-02 Design Loads Design Loads Dead Load Dead Load

Self weight of all structural members Self weight of all structural members Weight of glass infill

Weight of glass infill Wind Load

Wind Load F

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Design Criteria Design Criteria

Standards and Specifications Standards and Specifications

Amer

American ican Society for TSociety for Testing and esting and Materials: AMaterials: ASTM E130STM E130 0-20040-2004 , "Standard Practice for Deter, "Standard Practice for Determining Loadmining Load Resistance of Glass in Buildin

Resistance of Glass in Buildin gsgs Australian Standard:

Australian Standard: AS 1288-1994AS 1288-1994 , "G, "Glass in Buildlass in Build ings-ings-Selection anSelection an d Installation"d Installation" Aluminum Desig

Aluminum Design Mann Man ual: ADual: ADM 20M 20 05, "Specifications and 05, "Specifications and Guidelines for Aluminum Structures"Guidelines for Aluminum Structures" Amer

American Architectural ican Architectural Manufacturers Association: AAMA TIManufacturers Association: AAMA TIR-A9-R-A9-91, 91, "Metal "Metal Curtain Curtain WWall all FastenersFasteners"" Materials

Materials

Structural M

Structural M embersembers::

Monolithic Glass Unit Monolithic Glass Unit Framing Members:

Framing Members: Aluminum Extr

Aluminum Extrusion 6usion 6 063-T5063-T5 Fasteners:

Fasteners:

Stainless Steel Screw: AAMA TIR-A9-91 Stainless Steel Screw: AAMA TIR-A9-91 Sealant: AS Sealant: ASTM C 1TM C 1 401-02401-02 Design Loads Design Loads Dead Load Dead Load

Self weight of all structural members Self weight of all structural members Weight of glass infill

Weight of glass infill Wind Load

Wind Load F

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GL

(5)

Su

Subjbjecect:t: GlGlasass As Ananalylysisis (s (80800x0x14140000mmm)m) Type:

Type: Monolithic 6FTMonolithic 6FT

IItetemm:: MMononololiiththic ic GlGlasass ws w/ 4/ 4--sisidedes Cs Conontitinunuouous Ss Supuppoportrt

Minimum Thickness, t

Minimum Thickness, tminmin == ((5 5 * * DDP P * * AA) ) ^ ^ ((1 1 / / 11..88)) iin n mmmm

M

Maaxxiimmuum m DDeefflleeccttiioonn == t t * * eexxpp((r r 00 + r + r 11 * x + r * x + r 22 * x * x22)) iinnmmmm

L

Liimmiittiinng g AAssppeecct t RRaattiioo == 88..998 8 / / tt0.20.2 for glass thickness < 6mmfor glass thickness < 6mm =

= 4499..334 * 4 * ((0.0.2 * 2 * tt1.61.6 + 1.9) / t + 1.9) / t22 for glass thickness > 6mmfor glass thickness > 6mm Where:

Where:

DP

DP == DesDesigign Pn Preressussure re dedepenpends ds on on ththe te typype oe of gf glalassss A

A == AArreea oa of f tthhe ge gllasass ps paannee, i, in mn m22 tt == Thickness of the glass pane, in mmThickness of the glass pane, in mm r

r 00 == 0.553 - 3.83*AR + 1.11*AR 0.553 - 3.83*AR + 1.11*AR 22 - 0.0969*AR - 0.0969*AR 33

r

r 11 == -2.29 + 5.83*AR - 2.17*AR -2.29 + 5.83*AR - 2.17*AR 22 + 0.2067*AR + 0.2067*AR 33

r

r ₂₂ == 1.485 - 1.908*AR + 0.815*AR 1.485 - 1.908*AR + 0.815*AR 22 - 0.0822*AR - 0.0822*AR 33 x

x == ln {ln [WL * Aln {ln [WL * A22 / (E * t / (E * t44)]})]} AR

AR == Aspect Ratio, a/bAspect Ratio, a/b WL

WL == Wind Load, in kPaWind Load, in kPa E

E == Modulus of Elasticity of glass, in kPaModulus of Elasticity of glass, in kPa

Data Given: Data Given: 800800 G Gllaasss s WWiiddtthh, , bb == 880000 mmmm G Gllaasss s HHeeiigghhtt, , aa == 11440000 mmmm W

Wiinnd d PPrreessssuurree, , WPWP == 44 kkPPaa T

Tyyppe e oof f SSuuppppoorrtt == 4--ssiid4 deed d ccoonnttiinnuuoouus s ssuuppppoorrtt C

Coonnssttrruuccttiioonn == MMoonnoolliitthhiicc T

Tyyppe e oof f ggllaassss == TTeemmppeerreed d

Result: Result:

D

Deessiiggn n PPrreessssuurree, , DDPP == 11..6600 kkPPaa Minimum Thickness, t

Minimum Thickness, t_min_min == 33..44 mmmm A

Alllloowwaabblle e DDeefflleeccttiioonn,, == 1133..3333 mmmm ((LL//660 0 oor r 2200mmmm)) L

Liimmiittiinng g AAssppeecct t RRaattiioo == 66..2288

Conclusion: Conclusion:

D

Deessiiggn n TThhiicckknneessss, , tt == 66..00 mmmm OK OK

M

Maaxxiimmuum m DDeefflleeccttiioonn == 88..9999 mmmm OK OK

A

Assppeecct t RRaattiioo, , AARR == 11..7755 OK OK

Note: Note:

Reference Number:

Reference Number: Prepared By:Prepared By: CChheecckkeed d BByy:: DDaatte e PPrreeppaarreedd:: R

RSS MMaarrcchh33,,22001177

As per the results of analyses above, the proposed glass type and thickness of glass is adequate to sustain the As per the results of analyses above, the proposed glass type and thickness of glass is adequate to sustain the lateral load.

lateral load.

The following formulae were used to calculate the minimum thickness, the deflection, and the aspect ratio of the glass The following formulae were used to calculate the minimum thickness, the deflection, and the aspect ratio of the glass pane under a given static wind pressure in accordance with ASTM E1300 and AS 1288.

pane under a given static wind pressure in accordance with ASTM E1300 and AS 1288.

1400 1400

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Verification of Deflection by ASTM E1300-04 (X1)

q = 4 kPa

A = 1120000 mm2

NFL = 2.45 from Annex A-1 Chart from page 503 onwards

GTF = 2.5 LR = 6.125 E = 71700000 kPa t = 6.0 mm Aspect Ratio, AR = 1.75 non-dimensional load, q = 54.00 ln(q) = 3.99

ŵ ₌ _2.30 _{from the FIG. X1.1 page 550}

Glass Deflection, w = 13.80 mm Check with Max. Calculated Deflection above

Calculation of Actual Stress of Designed Thickness of Glass by AS1288

Design Stress = 38 MPa for thickness less than or equal 6mm Actual Stress in Glass = 12.07 MPa

Calculation of Actual Stress of Designed Thickness of Glass by ASTM E-1300

Design Stress = 93.1 MPa X8.2 on page 554

Actual Stress in Glass = 29.56 MPa

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Typical Window Panel : 1750mm x 1400mm (Wind Load 4kPa) Load Data

Wind Pressure P =4 kPa

Width of Panel a =0.5 4200 mm

a = 875 mm

Unsupported Length L = 300 mm

Uniformly Distributed Load w =P a

w 3.5 N

mm 

=

Result Data

Required Flexural Strength,

• _Mau w L

2

 8

= (Assumed as uniformly distributed load) Mau 0.04 kN m=   Maximum moment within

unsupported span Required Flexural Strength,

• _Mab w L

2

 8

= (Assumed as uniformly distributed load) Mab 0.04 kN m=   Maximum moment within

(9)

Material Data

; Dimension

Unsupported Length, _{Lu 300 mm}= 

Unsupported Length for bending, _{Lb 300 mm}= 

Material Properties

Compressive modulus of elasticity, E =69600 MPa Tensile ultimate strength, _{Ftu 150 MPa}= 

Tensile yield strength, _{Fty 110 MPa}= 

Compressiv e yield strength, _{Fcy 110 MPa}= 

Shear ultimate strength, _{Fsu 90 MPa}= 

Section Properties

Cross-sectional area, _{Ag 151 mm}=  2

Shear area, _{Av 151 mm}=  2

Moment of Inertia about x-axis, _{Ix 60727 mm}=  4

Moment of Inertia about y-axis, _{Iy 12746 mm}=  4

Extreme Fiber Distance _{xe 22 mm}= 

Extreme Fiber distance _{ye 30 mm}= 

Radius of Gyration about x-axis _{r x 20 mm}= 

Radius of Gyration about y-axis _{r y 9 mm}= 

Section modulus of beam _{Sc 2028 mm}=  3

Torsion constant J = 63016 mm 4

Actual Stresses

Maximum Bending Stress at the Support

Bending moment on male mullion, _{Mmu Mau}= ; _{Mmu 0.01 kN m}=  

Maximum stress due to bending

• _f mu Mmu

Sc

= ; _{f mu 7.12 MPa}= 

Maximum Bending Stress at Unbraced Segment Bending moment on male mullion,

• _{Mmb Mau}₌ _{; Mmb 0.01 kN m}₌  

• _f mb Mmu

Sc

= ; _{f mb 7.12 MPa}= 

Maximum Shear Stress

Vm Va= ; _{Vm 0.53 kN}= 

f vm Vm Av

= _{f vm 3.4723 MPa}= 

Stress due to shear force

•

Shear stress on male mullion,

• A lu mi nu m Me m be r : 6063- T5 V e rti cal Pe ri me te r REGIONS --- Area: 151.1951 Perimeter: 245.8343 Bounding box: X: -15.9281 -- 22.0719 Y: -29.9522 -- 20.0478 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 60726.9597 Y: 12745.5710

Product of inertia: XY: 10726.5390 Radii of gyration: X: 20.0411

Y: 9.1814

Principal moments and X-Y directions about centroid: I: 10456.7665 along [0.2087 0.9780] J: 63015.7641 along [-0.9780 0.2087]

C

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Structural Check

Allowable Tensile Stress for 6063-T5 Aluminum,

Tension in Beams, extreme fiber, net section (ADM2005 Sec.3.4.2, page I-A-26)

Flat element in uniform tension (Table 2-23 Sec.3.4.2, page VII-70)

Fmu min Fty

ny Ftu kt nu ,









:= OK Fmu 67 MPa=  > f mu 7 MPa= 

Allowable Bending Stress for 6063-T5 Aluminum, Compression i n Beams, extreme fiber, gross section

> _{f mb 7 MPa}= 

S1 138= ; S2 3832= (Table 2-23 Sec.3.4.11, page VII-71)

Lb 300 mm=  Section Slenderness, S Lb r y = ; S = 43 r y 9 mm=  Since _{S1 S}< < S2 Allowable Stress, _Fb 1 ny Bc 1.6 Dc  Lb Sc  0.5 Cb  Iy J  −











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

Fb 67 MPa=  > f mb 7 MPa= 

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

Element B

Slenderness Limit, _{S1 8}= ; S2 16= (Table 2-23 Sec.3.4.15, page VII-71)

b =11.5 mm S b t = ; S = 8.21 Section Slenderness, t = 1.4 mm Since _{S1 S}< < S2

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

Allowable Stress, _Fb 1 ny Bp 5.1 Dp b t  −









 = Fb 66 MPa=  Slenderness limit,

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

OK

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

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Flat element supported on both edge

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









 = Fb 67 MPa=  > f mb 7 MPa=  OK

Compression in Beam elements, bending in own plane, gross section

Flat element supported on both edges (ADM2005 Sec.3.4.18, page I-A-35)

Element C

h =47.04 mm Section Slenderness, S h t = ; S = 33.6 t = 1.4 mm Since _{S1 S}< > S2 Allowable Stress, _Fb k2c Bbr E   ny 0.29



_

h_t



_

= Fb 91 MPa=  > f mb 7 MPa= 

Allowable Shear Stress for 6063-T5 Aluminum, Shear in elements, gross section

Unstiffened flat elements supported on both edges (ADM2005 Sec.3.4.20, page I-A-36) Element A

h =47.04 mm Section Slenderness, S h t = ; S = 33.6 t = 1.4 mm Since _{S1 S}> < S2

Allowable Stress, _Fsm Fty

3 ny =

OK Fsm 38 MPa=  > f vm 3.4723 MPa= 

(12)

Stress Ratio, Limit to 0.90 or 90% ratio Tensile Stress Ratio,

OK f mu

Fmu =0.11 < 0.90

Bending Stress Ratio,

OK max f mu f mb

(

,

)

min Fmu Fb

(

,

)

0.11

= < 0.90

Shear Stress Ratio,

f vm

(13)

Material Data

A lu mi nu m Me m be r : 6063- T5 V e rti cal P an el F ram e Dimension REGIONS --- Area: 220.2969 Perimeter: 359.6496 Bounding box: X: -26.5638 -- 25.7362 Y: -19.9457 -- 30.0543 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 69562.5645 Y: 25931.6560

Y: 10.8495

Principal moments and X-Y directions about centroid: I: 23807.9197 along [0.2106 0.9776] J: 71686.3008 along [-0.9776 0.2106] A B C Unsupported Length, _{Lu 300 mm}= 

Material Properties

Section Properties

Actual Stresses

Bending moment on male mullion, _{Mmu Mau}= ; _{Mmu 16.54J}=

• _f mu Mmu

Sc

= ; _{f mu 7.14 MPa}= 

• _{Mmb Mau}₌ ; Mmb 16.54J=

• _f mb Mmu

Sc

= ; _{f mb 7.14 MPa}= 

• _{Vm Va}₌ _; _{Vm 0.53 kN}= 

f vm Vm Av

= _{f vm 2.3831 MPa}= 

(14)

Structural Check

Fmu min Fty

ny Ftu kt nu ,









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

Slenderness limit, _{S1 138}= ; S2 3832= (Table 2-23 Sec.3.4.11, page VII-71)











OK Fb 67 MPa=  > f mb 7 MPa= 

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









 = Fb 43 MPa=  > f mb 7 MPa=  OK

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Flat element supported on one edge

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

Allowable Stress, _Fb 1 ny Bp 5.1 Dp  b t  −









 = Fb 49 MPa=  > f mb 7 MPa=  OK Compression in Beam elements, bending in own plane, gross section

Flat element supported on both edges

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



_

h_t



_

= OK Fb 91 MPa=  > f mb 7 MPa= 

3 ny =

OK Fsm 38 MPa=  > f vm 2.3831 MPa= 

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OK f mu

Fmu =0.11 < 0.90

OK max f mu f mb

(

,

)

min Fmu Fb

(

,

)

0.11

= < 0.90

Shear Stress Ratio,

OK f vm

(17)

Material Data

Aluminum Member : 6063-T5 Vertical Moulding Frame Dimension B A REGIONS --- Area: 64.0045 Perimeter: 123.4229 Bounding box: X: -10.1685 -- 9.3315 Y: -12.7345 -- 18.9655 Centroid: X: 0.0000 Y: 0.0733 Moments of inertia: X: 7860.4918 Y: 1861.7072

Product of inertia: XY: -1526.2318 Radii of gyration: X: 11.0820

Y: 5.3933

Principal moments and X-Y directions about centroid: I: 1495.7075 along [0.2332 -0.9724] J: 8226.1473 along [0.9724 0.2332]

Material Properties

Section Properties

Actual Stresses

• _f mu Mmu

Sc

= ; _{f mu 7.14 MPa}= 

• _{Mmb Mau}₌ _{; Mmb 16.54J}₌

• _f mb Mmu

Sc

= ; _{f mb 7.14 MPa}= 

• _{Vm Va}₌ ; _{Vm 0.53 kN}= 

f vm Vm Av

= ; _{f vm 2.3831 MPa}= 

(18)

Structural Check

Fmu min Fty

ny Ftu kt nu ,



























 = Fb 43 MPa=  > f mb 7 MPa=  OK

(19)









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



_

h_t



_

= OK Fb 87 MPa=  > f mb 7 MPa= 

Unstiffened flat elements supported on both edges (ADM2005 Sec.3.4.20, page I-A-36) Element B

3 ny =

OK Fsm 38 MPa=  > f vm 2.3831 MPa= 

(20)

OK f mu

Fmu =0.11 < 0.90

OK max f mu f mb

(

,

)

min Fmu Fb

(

,

)

0.11

= < 0.90

Shear Stress Ratio,

OK f vm

Fsm = 0.06 < 0.90

Conclusion:

(21)

Typical Window Panel : 1750mm x 1400mm (Wind Load 4kPa) Load Data

Wind Pressure P =4 kPa

Width of Panel a =0.5 4200 mm

a = 700 mm

Unsupported Length L = 583 mm

Uniformly Distributed Load w =P a

w 2.8 N

mm 

=

Result Data

Required Flexural Strength,

• _Mau w L

2

 8

= (Assumed as uniformly distributed load) Mau 0.12 kN m=   Maximum moment within

unsupported span Required Flexural Strength,

• _Mab w L

2

 8

= (Assumed as uniformly distributed load) Mab 0.12 kN m=   Maximum moment within

unbraced segment Required Shear Strength,

• _Va w L

 2

= (Assumed as uniformly distributed load)

(22)

Material Data Dimension

Material Properties

Section Properties

Scy 578 mm= 3

Actual Stresses (Wind Load)

• _f mu Mmu

Sc

= ; _{f mu 21.51 MPa}= 

• _{Mmb Mau}₌ _{; Mmb 0.04 kN m}₌   Mmu A lu mi nu m Me m be r : 6063- T5 Ho ri zo ntal P e ri me te r REGIONS --- Area: 151.1951 Perimeter: 245.8343 Bounding box: X: -15.9281 -- 22.0719 Y: -29.9522 -- 20.0478 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 60726.9597 Y: 12745.5710

Y: 9.1814

Principal moments and X-Y directions about centroid: I: 10456.7665 along [0.2087 0.9780] J: 63015.7641 along [-0.9780 0.2087]

C

(23)

Structural Check (Wind Load)

Fmu min Fty

ny Ftu kt nu ,









:= OK Fmu 67 MPa=  > f mu 22 MPa= 

> _{f mb 22 MPa}= 

S1 138= ; S2 3832= (Table 2-23 Sec.3.4.11, page VII-71)











Fb 67 MPa=  > f mb 22 MPa= 

Element B









 = Fb 66 MPa=  Slenderness limit,

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

OK

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

(24)

Flat element supported on both edge









 = Fb 67 MPa=  > f mb 22 MPa=  OK

Compression in Beam elements, bending in own plane, gross section Flat element supported on both edges



_

h_t



_

= Fb 91 MPa=  > f mb 22 MPa= 

h =47.04 mm Section Slenderness, S h t = ; S = 33.6 t = 1.4 mm Since _{S1 S}> < S2 OK

(25)

OK f mu

Fmu =0.32 < 0.90

OK max f mu f mb

(

,

)

min Fmu Fb

(

,

)

0.32

= < 0.90

Shear Stress Ratio,

f vm

Fsm = 0.14 < 0.90

Dead Load

Required Flexural Strength under dead load,

Density of Glass ρ_glass 2500

kg m3 = Gravity Force g 9.81 m s2 = Thickness of Glass _{tg 6 mm}=  Panel Width b= 1750 mm Panel Height h= 1400 mm

Volume of Glass _{Vglass 14700000 mm}=  3

Total Dead Load DL=_Vglassρ_glassg ; DL= 360 N

Point Load P =0.5 DL ; P = 180.2 N

Location of Setting Block a b 4

= ; a =438 mm

Maximum Bending Moment _{Ma P a} Iy IT









 = ; _{Ma 0.01 kN m}=  

Maximum Bending Stress _f by Ma Scy

= ; _{f by 10.5 MPa}= 

Maximum Shear Force _{Vsy P}= ; _{Vsy 180N}=

Maximum Shear Stress _f vy Vsy

Av

= ; _{f vy 1 MPa}= 

(26)

Actual Stresses (Dead Load)

• _f mu Mmu

Sc

= ; _{f mu 21.51 MPa}= 

• _{Mmb Mau}₌ _{; Mmb 0.04 kN m}=  

• _f mb Mmu

Sc

= ; _{f mb 21.51 MPa}= 

• _{Vm Va}₌ _; _{Vm 0.82 kN}= 

f vm Vm Av

= _{f vm 5.3983 MPa}= 

•

; Structural Check (Dead Load)

Fmu min Fty

ny Ftu kt nu ,









:= OK Fmu 67 MPa=  > f mu 22 MPa= 

Lb 583 mm=  Section Slenderness, S Lb r y = ; S = 83 r y 9 mm=  Since _{S1 S}< < S2 





(27)

Compression i n Beams, uniform compression, gross section Flat element supported on both edge









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

S1 25= S2 33= h =22.07 mm Section Slenderness, S h t = ; S = 15.76 t = 1.4 mm Since _{S1 S}< > S2 Allowable Stress, _Fb k2c Bbr E   ny 0.29



_

h_t



_

= OK Fb 87 MPa=  > f mb 22 MPa= 

3 ny =

OK Fsm 38 MPa=  > f vm 5.3983 MPa= 

(28)

OK f mu

Fmu =0.32 < 0.90

OK max f mu f mb

(

,

)

min Fmu Fb

(

,

)

0.32

= < 0.90

Shear Stress Ratio,

OK f vm

(29)

Material Data A lu mi nu m Me m be r : 6063- T5 Ho ri zo nta l P an el Fra me Dimension REGIONS --- Area: 220.2969 Perimeter: 359.6496 Bounding box: X: -26.5638 -- 25.7362 Y: -19.9457 -- 30.0543 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 69562.5645 Y: 25931.6560

Y: 10.8495

Principal moments and X-Y directions about centroid: I: 23807.9197 along [0.2106 0.9776] J: 71686.3008 along [-0.9776 0.2106] A B C Unsupported Length, _{Lu 300 mm}= 

Material Properties

Section Properties

Scy 976 mm= 3

• _f mu Mmu

Sc

= ; _{f mu 21.58 MPa}= 

• _{Mmb Mau}₌ ; Mmb 49.96J=

• _f mb Mmu

Sc

= ; _{f mb 21.58 MPa}= 

• _{Vm Va}₌ _; _{Vm 0.82 kN}= 

f vm Vm Av

= _{f vm 3.705 MPa}= 

(30)

Fmu min Fty

ny Ftu kt nu ,









:= OK Fmu 67 MPa=  > f mu 22 MPa= 



















 = Fb 43 MPa=  > f mb 22 MPa=  OK

(31)

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











_

h_t



_

= OK Fb 91 MPa=  > f mb 22 MPa= 

3 ny =

OK Fsm 38 MPa=  > f vm 3.705 MPa= 

(32)

OK f mu

Fmu =0.32 < 0.90

OK max f mu f mb

(

,

)

min Fmu Fb

(

,

)

0.32

= < 0.90

Shear Stress Ratio,

OK f vm

Fsm = 0.1 < 0.90

Dead Load

kg m3 = Gravity Force g 9.81 m s2 = Thickness of Glass _{tg 6 mm}=  Panel Width b = 1750 mm Panel Height h = 1400 mm

= ; a= 438 mm









 = ; _{Ma 0.01 kN m}=  

Maximum Bending Stress _f by Ma

Scy

= ; _{f by 12.64 MPa}= 

(33)

Structural Check (Dead Load)

Fmu min Fty

ny Ftu kt nu ,









:= OK Fmu 67 MPa=  > f mu 22 MPa= 











Compression i n Beams, uniform compression, gross section Flat element supported on both edge

b =47.6 mm S b t = ; S = 34 Section Slenderness, t = 1.4 mm Since _{S1 S}< < S2









 = Fb 62 MPa=  > f mb 22 MPa=  OK

(34)



_

h_t



_

= OK Fb 87 MPa=  > f mb 22 MPa= 

3 ny =

OK Fsm 38 MPa=  > f vm 3.705 MPa= 

(35)

OK f mu

Fmu =0.32 < 0.90

OK max f mu f mb

(

,

)

min Fmu Fb

(

,

)

0.32

= < 0.90

Shear Stress Ratio,

OK f vm

(36)

Material Data A lu mi nu m Me m be r : 6063- T5 Ho ri zo nta l Mo ul di ng F ram e Dimension B A REGIONS --- Area: 64.0045 Perimeter: 123.4229 Bounding box: X: -10.1685 -- 9.3315 Y: -12.7345 -- 18.9655 Centroid: X: 0.0000 Y: 0.0733 Moments of inertia: X: 7860.4918 Y: 1861.7072

Product of inertia: XY: -1526.2318 Radii of gyration: X: 11.0820

Y: 5.3933

Principal moments and X-Y directions about centroid: I: 1495.7075 along [0.2332 -0.9724] J: 8226.1473 along [0.9724 0.2332]

Material Properties

Section Properties

Scy 976 mm= 3

• _f mu Mmu

Sc

= ; _{f mu 21.58 MPa}= 

• _{Mmb Mau}₌ _{; Mmb 49.96J}₌

(37)

Fmu min Fty

ny Ftu kt nu ,









:= OK Fmu 67 MPa=  > f mu 22 MPa= 



















 = Fb 43 MPa=  > f mb 22 MPa=  OK

(38)











_

h_t



_

= OK Fb 87 MPa=  > f mb 22 MPa= 

h =28.03 mm Section Slenderness, S h t = ; S = 20.02 t = 1.4 mm Since _{S1 S}> < S2 Fty

(39)

OK f mu

Fmu =0.32 < 0.90

OK max f mu f mb

(

,

)

min Fmu Fb

(

,

)

0.32

= < 0.90

Shear Stress Ratio,

OK f vm

Fsm = 0.1 < 0.90

Dead Load

kg m3 = Gravity Force g 9.81 m s2 = Thickness of Glass _{tg 6 mm}=  Panel Width b= 1750 mm Panel Height h= 1400 mm

= ; a =438 mm









 = ; _{Ma 0.01 kN m}=  

Maximum Bending Stress _f by Ma Scy

= ; _{f by 12.64 MPa}= 

Maximum Shear Force _{Vsy P}= ; _{Vsy 180N}=

Maximum Shear Stress _f vy Vsy

Av

(40)

Actual Stresses (Dead Load)

• _f mu Mmu

Sc

= ; _{f mu 21.58 MPa}= 

• _{Mmb Mau}₌ _{; Mmb 49.96J}=

• _f mb Mmu

Sc

= ; _{f mb 21.58 MPa}= 

• _{Vm Va}₌ _; _{Vm 0.82 kN}= 

f vm Vm Av

= ; _{f vm 3.705 MPa}= 

(41)

Structural Check (Dead Load)

Fmu min Fty

ny Ftu kt nu ,









:= OK Fmu 67 MPa=  > f mu 22 MPa= 



















 = Fb 41 MPa=  > f mb 22 MPa=  OK

(42)



_

h_t



_

= OK Fb 87 MPa=  > f mb 22 MPa= 

3 ny =

OK Fsm 38 MPa=  > f vm 3.705 MPa= 