CW SAMPLE

1. CW-2A/CW-2

For CW-2a and CW-2 the difference lies on the size of middle glass panel. The bigger glass size is considered on the verification for CW-2A/CW-2.

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1.1. MULLION DESIGN

1.1.1. FORCE DISTRIBUTION

CURTAIN WALL FORCE DISTRIBUTION

AXIAL FORCES ON MULLION

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SHEAR ON MULLION

BENDING ON MULLION

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Deflection of Mullion = 14.23mm < L/300 + 5 = 3100/300 + 5 = 15.33mm

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1.1.2. SECTION PROPERTIES

Material properties (Alloy 6063-T6)

E = 70000 Mpa Modulus of Elasticity

G = 26600 Mpa Shear Modulus

= 2710 Kg/m3 Density of Aluminum

= 160 Mpa Limiting Stress for bending and overall yielding

= 95 Mpa Limiting Stress for Shear

= 175 Mpa Limiting Stress for local capacity

Dimension Properties b = 60 mm Profile Width

d = 125 mm Profile Depth

bf = 54 mm Flange width

tf = 6 mm Flange thickness

dw = 104 mm Web Depth

tw = 3 mm Web Thickness

gr = 0.45 Stress gradient coefficient, figure 4.2

Cx = 30 mm Distance from neutral y-axis to extreme fiber

Cy = 78 mm Distance from neutral x-axis to extreme fiber

Ix = 325.31 cm4 Moment of Inertia at major axis.

Iy = 74.42 cm4 Moment of inertia at minor axis.

Zx = 41.71 cm3 Elastic Section modulus of inertia at major axis.

Zy = 24.81 cm3 Elastic Section modulus of inertia at minor axis.

A = 14.2 cm2 Cross-sectional area.

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Section Classification and Local Buckling

√

= 1.25

Fully Compact

Semi-Compact

Slender

Slender limit Constant

= 27.5

= 22.5

Limit for a semi compact section

Limit for a fully compact section

= 15.6

Web Slenderness limit

Element isfully Compact

= 4.05

Flange element is fully compact

Therefore the Section is compact

Check for bending Moment Resistance for Mullion without reinforcement

Material Factor Table 3.3 BS 8118.

My = 3.98KN.m Maximum factored bending moment.

Factored Moment Resistance at major axis with reduction due

to slenderness.

My< MRX Section is Okay.

Check for bending Moment Resistance for Mullion with reinforcement



Mym =


to slenderness.

Mym< MRX Section is Okay.

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Check for Shear Resistance

Fully compact section

Slender

√

= 1.25 Slender limit Constant

Section is fully compact

Vmax = 11.87 KN Factored Shear Force

Shear on mullion Vm =

Nw = 2 Number of Webs

Effective Shear area of a mullion

Factored Shear Load Resistance

Vm< V Section is Okay

Check for Tension Resistance


Tmax= 5.45 KN Maximum factored Tension Force.

Tension on mullion Tm =

Factored Tension Resistance at major axis.

Tmax< Section is Okay.

Check for Axial - Bending Resistance

Section is Okay.

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REINFORECEMENT SECTION PROPERTIES (FW 60+ 324 320) Material properties (Alloy 6063-T6)







Dimension Properties

b = 53 mm Profile Width


bf = 26 mm Flange width

tf = 3 mm Flange thickness

dw = 87 mm Web Depth

tw = 3 mm Web Thickness

gr = 0.45 Stress gradient coefficient, figure 4.2


Cy = 54 mm Distance from neutral x-axis to extreme fiber

Ix = 125.80 cm4 Moment of Inertia at major axis.

Iy = 18.60 cm4 Moment of inertia at minor axis.

Zx = 23.30 cm3 Elastic Section modulus of inertia at major axis.

Zy = 14.31 cm3 Elastic Section modulus of inertia at minor axis.

A = 10.73 cm2 Cross-sectional area.

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√

= 1.25

Fully Compact

Semi-Compact

Slender

Slender limit Constant

= 27.5

= 22.5

Limit for a semi compact section

Limit for a fully compact section

= 13.05

Web Slenderness limit

Element isfully Compact

= 3.9

Flange element is fully compact

Check for bending Moment Resistance for Mullion Reinforcement



Myr =


to slenderness.

Myr< MRX Section is Okay.

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Slender

√



Vmax = 11.87 KN Factored Shear Force

Shear on Reinf.,Vr =




Vmax< V Section is Okay

Check for Tension Resistance


Tmax= 5.45 KN Maximum factored Tension Force.

Tension on Reinf.,Tr =

Factored Tension Resistance at major axis.

Tr< Section is Okay.

Check for Axial - Bending Resistance

Section is Okay.

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1.2. TRANSOM DESIGN

Transom shall be designed on the maximum panel size against 3.3KPa Wind Pressure.

Transom Load distribution

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TRANSOM PROPERTIES (FW 60+ 320 480) Material properties (Alloy 6063-T6)







Dimension Properties

A = 12.13cm2 Cross-sectional area.

Iy = 270.93 cm4 Moment of Inertia at minor axis.

Ix = 71.30 cm4 Moment of inertia at major axis.


Cy = 30mm Distance from neutral x-axis to extreme fiber

b = 60 mm Profile Width


bf 1= 54 mm Element width for Mode 1*

bf 2= 52 mm Element width for Mode 2*

tf = 2.1 mm Flange width

dw= 125.8 mm Web Depth

tw = 3.1 mm Profile Web thickness

gr = 0.45 Stress gradient coefficient figure 4.2 in appendix

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1.2.1. LOAD ANALYSIS

Wind Load

W = 3.3 x (1.0 + 0.49) = 4.92 KN/m Wind load value on transom.

Wf = 4.92 x 1.2 =5.90 KN/m Factored wind load

Dead Load

For typical curtain wall:

Typical Length of transom.

Maximum Glass panel height.

Unit Weight of Glass.

Thickness of Glass without air space

Location of setting block.

DLg = Weight of Glass panel at each glazing support

DLg =

= 53.55 Kg = 0.53 KN

Load factor

DLfg= KN Factored weight of glass.

DLft = Factored weight of Transom.

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DEAD LOAD DIAGRAM

WIND LOAD DIAGRAM

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1.2.2. DESIGN

Vw = 5.90x2/2 = 5.9 KN Maximum shear due to wind load on the transom.

Moment due to Wind load on transom.

Vd = 0.024x2.1/2 + 1.30 = 1.33 KN Shear due to dead load on the transom.

Moment due to Dead load

Check for Deflection

∆y=

= 6.48 mm Normal Deflection to the plane of glass.

∆yallowable = L/200 = 10 mm Normal Deflection Allowed

∆y< ∆yallowable Section is Okay

∆z=

= 0.18 mm Normal Deflection to the plane of glass.

∆Zallowable = min (L/500; 3.0 mm) = 3 mm Normal Deflection Allowed

∆z< ∆Zallowable Section is Okay

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Fully Compact

Semi-Compact

Slender

√


= 27.5 Limit for a semi compact section for internal element (Mode 1)

= 22.5 Limit for a fully compact section for internal element (Mode1)

= 8.75 Limit for a semi compact section for outstand element (Mode2)

= 7.5 Limit for a fully compact section for outstand elements (Mode2)

= 11.57< Flange slenderness parameter Mode 1, fully compact element

= 10.89< Flange slenderness parameter Mode 2, slender

= 17.85 Web slenderness parameter, fully compact element

Check for Bending moment resistance


Md = 0.12 x 1.2 = 0.144KN.m Maximum factored bending moment parallel to plane.

Mw = 2.95 x 1.2 = 3.54KN.m Maximum factored bending moment normal to plane.

Factored Moment Resistance at major axis.

Factored Moment Resistance at major axis.

Md<MRd

Mw <MRw

Section is Okay

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Web Element


Slender

√


Section is Compact

Vw= 5.9 KN Factored Shear Force



(

)


Vrw = 43.28 KN Flange Element


Slender

√



Vd= 1.33 KN Factored Shear Force

Nf = 2 Number of flanges (considering both of 2.1 mm



SHEAR CHECK

Section is Okay

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1.3. MULLION ANCHORAGE VERIFICATION

1.3.1. REACTIONS ON POINTS OF SUPPORT

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1.3.2. TOP BRACKET VERIFICATION

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Thread and Nuts Design:

Q, Shear on bolt = √10.592 + 2.982= 11.00 KN

Use M12 Grade 8.8 threaded rod with nut on both sides of shear capacity = 375 N/mm2:

Ps (for double shear plane of bolts) = 2 x Shear Capacity x Effective shear area = 2 x 375x (0.74 x 3.14 x

122/4) = 62.74 KN> 11.00 KN.

Mullion Checking Against Bearing (BS 8118):

Q/2 = 5.5 KN

Bearing strength of mullion = min (BRP1; BRP2)

BRP1 = c x df x t x Pa / 1.2

c = 2 where df/t < 10

df = Nominal bolt diameter = 12 mm.

t = mullion thickness + thickness of reinforcement = 3.1 + 2.9 = 6 mm.

Pa = Limiting Stress of Alloy 6063-T6 (BS 8118-table 4.1) = 175Mpa.

BRP1 =21KN.

BRP2 = e x t x Pa / 1.2

e= edge distance = 34 mm

BRP2 = 29.75 KN.

Therefore Bearing strength of the mullion = 21 KN >5.5 KN …….. Accepted

Steel Bracket Thickness:

Tbolt =Applied tension on one bolt =

+

= 15.63 KN.

√

Anchors Design:

Strength of bolt will be computed in Fischer Software.

SAMPLE D

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CW SAMPLE

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Transcript of CW SAMPLE