Design Calculations for Aluminium Profile-13795

DESIGN CALCULATIONS FOR THE CANOPY

DESIGN CALCULATION

FOR

Cornish Metal Aluminium IndustriesPROPOSED GLAZING SYSTEM

DESIGN CALCULATIONS FOR THE ALUMINIUM PROFILES

I.General

1. Design Philosophy

The purpose of this calculation is to design Aluminium Glazing Structure for its integrity, strength and stability verification. The result of this conclusion is that the structure considered adequate in meeting the required of design criteria.

2. Unit of Measurement

Unit of measurement in design shall be in Metric system.

II.Design Calculations

1. Design Code and reference:

BS 8118 Part 1:1991: Structural use of Aluminium. Code of practice for design

Wind loads as per CP3 chapter V - 1972

2. Materials

Aluminium Alloy profile Sec No. 13795 of Alloy 6063 T6 for both Mullion & Transom panelsThe modulus of elasticity of Aluminium E = 70000 MPa

Ultimate Bending stress Po - = 160 MPa = 160 N/mm2Ultimate Tensile Stress Pa = 185 MPa = 185 N/mm2Ultimate Shear Stress Pv = 0.6X Po = 0.6X160 = 96 MPa = 96 N/mm23. Loading

Dead Load Self weight is considered

Wind loads (WL) calculated as per CP3: ch.V

Basic wind speed assumed as 45 m/s.

Basic wind speed V = 45.0 m/sec

4. Load Combinations

Ultimate load factors are considered.

5. Design Method

The wind load calculations are done prior to check the aluminium profiles against the wind loads.

Wind load calculations:

Wind loads (WL) calculated as per CP3: ch.V

Basic wind speed V = 45.0 m/sec

Design wind speed Vs = V x S1 x S2 x S3

Where,

Topography factor, S1 = 1.0

For the calculation of S2, ground roughness, building size and height above ground, factor S2 = 0.69, as per CP3: Chapter V: Part 2, Clause 4 (Surface with large and frequent obstructions; i.e. City Centre), class B for 15m average height as per the attached sheets for the wind loads see appendix A.

Statistical factor, S3 = 1.0

Design wind speed Vs = 45.0 x 1.0 x 0.69 x 1.0

Design wind speed Vs = 31.05 m/sec

Wind pressure q = k Vs2K constant = 0.613

Wind pressure q = 0.613 x (31.05)2Wind pressure q = 591 N/m2 or 0.591 KN/m2Referring to the attached sheets appendix A, and to a slope of 0o,

The maximum and minimum pressure co-efficients are, Cp = +0.7, and -0.8, Since 0.7 is less than 0.8 and considering the large co-efficients to calculate the maximum wind pressure acting on the surface either upwards or downwards to resist the ultimate wind load by the structure.

Maximum Wind Pressure (suction) = Cp X q

Maximum Wind Pressure (suction) = -0.80 X 0.591

Maximum Wind Pressure (suction) = 0.473 KN/m2The structural calculations for the attached sketch are divided into three categories which as follows:

A) Design Calculations for the Mullion Aluminium Profile Section 13795B) Design Calculations for the Transom Aluminium Profile Section 13795C) Design Calculations for the Anchor Bolt Connected between the angle and the concrete surface M10-100mm Anchor bolt

(A) DESIGN CALCULATIONS FOR THE MULLION ALUMINIUM PROFILE SECTION 13795Design of Aluminium Sections (Mullions panels):

The Aluminium profile used for Mullion and Transom panels are same i.e. 13795 aluminium profile used but only the difference is the transom panels are of maximum length of 1.20 m connected between the Mullions, where as the Mullion is considered to be supported at slabs 1.20m.

Hence, only the Mullion is to be checked for the moment of resistance, shear resistance and deflection.

Spacing between the Mullions = 1.20 m c/c

Maximum wind load on Mullion = 1.20 X 0.473Maximum wind load on Mullion = 0.5676 KN/m

Maximum Bending Moment due to wind load for a span of 1.20 m

B.M (max) = w l2 /8

B.M (max) = 0.5676 X (1.20)2 /8

B.M (max) = 0.102KNm

The section used is 13795 from Gulf Extrusions (attached sheet)

The Moment of resistance of the Mullion section must be larger than above value.

Calculation of Moment of Resistance (MR)

MR = Z X PoZ = Sectional Modulus

The section used is 13795 from Gulf Extrusions and the sectional modulus Zxx = 23.537 cm3, as per attached sheet

Z = 23537 mm3MR = 23537 X 160MR = 3.76 KNm which is greater than the 1.596KNm

The Moment of Resistance is greater than the Maximum Bending moment.

Check for shear resistance

d/t < 49 for section to be compact

d/t = 99 / 3 = 33

49 = 49 X 1.508 = 73.8

Hence the section used is compact.

Maximum Shear force Vmax = wl/2

Maximum Shear force Vmax = 0.6906 X 4.30 / 2

Maximum Shear force Vmax = 1.485 KN

Shear resistance = Av X Pv / YmShear resistance = (2X3X55) X 96 / 1.2 - Surface area is considered under shear stress

Shear resistance = 26.4 KN and it is greater than the maximum shear force.

Hence the above section is safe to use as Mullions

Check for Deflection:

= 5 WL4 / (384 EI)

Note: for long term deflection un-factored load is considered.

< L / 175

E = 70000 MPa

W = 0.8 X 0.6906 = 0.552 KN/m

Since the Mullion is supported at a distance of 4.0m from the bottom,

Span = 4300mm

I xx = 1466373.19 mm4 as per the attached data for Profile 13795 section.

= 5 X (0.552 X 4.30 X 1000) X (4300)3 /(384 X 70000 X 1466373.19)

= 23.94 mmL/175 = 4300 / 175

L/175 = 24.57 mm

< 24.57mm

Hence the deflection is less than the permissible values.

(B) DESIGN CALCULATIONS FOR THE TRANSOM ALUMINIUM PROFILE SECTION 13795Design of Aluminium Sections (Transom panels):

The Aluminium profile used for Transom panels are same i.e. 13795 aluminium profile used but only the difference is the transom panels are of maximum length of 1.460 m connected between the Mullions with a distance of 1.50m.

Hence, only the Transom is to be checked for the moment of resistance, shear resistance and deflection.

Maximum clear span of Transom is considered for checking the Aluminium profile, hence clear span is considered 1.460 m.

Maximum wind load on Transom = 0.473 x 1.50 = 0.71 KN/m

Maximum Bending Moment due to wind load for a span of 1.460 m

B.M (max) = w l2 /8

B.M (max) = 0.71 X (1.460)2 /8

B.M (max) = 0.19KNm

The section used is 13795 from Gulf Extrusions (attached sheet)

The Moment of resistance of the Mullion section must be larger than above value.

Calculation of Moment of Resistance (MR)

MR = Z X PoZ = Sectional Modulus

The section used is 13795 from Gulf Extrusions and the sectional modulus

Zxx = 23.537 cm3, as per attached sheet

Z = 23537 mm3MR = 23537 X 160

MR = 3.76 KNm which is greater than the 0.190KNm

The Moment of Resistance is greater than the Maximum Bending moment.

Check for shear resistance

d/t < 49 for section to be compact

d/t = 99 / 3 = 33

49 = 49 X 1.508 = 73.8

Hence the section used is compact.




Shear resistance = Av X Pv / YmShear resistance = (2X3X55) X 96 / 1.2 - Surface area is considered under shear stress

Shear resistance = 26.40 KN and it is greater than the maximum shear force.

Hence the above section is safe to use as Mullions

Check for Deflection:

= 5 WL4 / (384 EI)

Note: for long term deflection un-factored load is considered.

< L / 175

E = 70000 MPa

W = 0.8 X 0.710 = 0.568 KN/m

I xx = 1466373.19 mm4 as per the attached data for Profile 13795 section.

= 5 X (0.568 X 1.460 X 1000) X (1460)3 /(384 X 70000 X 1466373.19)

= 0.328 mmL/175 = 1460 / 175

L/175 = 8.34 mm

< 8.34 mm

Hence the deflection is less than the permissible values.

(C) DESIGN CALCULATIONS FOR THE ANCHOR BOLT CONNECTED BETWEEN THE ANGLE AND THE CONCRETE SURFACE M10 ANCHOR BOLT

Design of Anchor bolt 10mm dia see attached the anchor bolt values:




The above shear force will be resisted by the tensile force of the anchor bolt

Tension capacity of the Anchor bolt (6.7 KN) under safe working loads is more than the factored Shear force (1.081 KN) acting.

Hence, M-10 Anchor bolts are safe enough to resist the Shear force.

Conclusion:

All Aluminium profiles are structurally sufficient and meet its intended purpose.

Revision 0 dated 28/01/2015

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Design Calculations for Aluminium Profile-13795