Project Name Structural Calculation for Coping

Transcription

1 Project Name Structural Calculation for Coping Presented to: Client Logo Revision Generated by Date Reviewed by Date Comment 0 PN JP Incorporated in England No

2 INDEX: 1.0 Introduction & Loadings Page Structural Materials Page Overview Page Coping Verification Page Z-Section Bracket Verification Page Incorporated in England No Page 2

3 1.0 METHOD OF ANALYSIS The following structural analysis of a coping with support brackets, as per provided drawings is carried out manually and with licensed STAAD PRO FEA software using linear analysis. The software results have been checked by hand calculation for accuracy and safety. Dead Load: The dead load supported by the assessed components is not relevant for the component design. Wind Load: The design wind load for the coping here is 1.57kN/m 2 obtained from provided information. Snow Load: Conservatively a snow Load of 1.0kN/m 2 has been considered here. 2.0 Structural Materials Aluminium 1050 H14 Bending and overall yielding (po) 85N/mm 2 Local tension/compression (pa) 105N/mm 2 Aluminium properties Density: 2710kg/m 3 Young s Modulus: 70kN/mm² Co-efficient of linear thermal expansion: 23 x 10-6 per o C Steel S280CR Bending and overall yielding (po) 280N/mm 2 Local tension/compression (pa) 290N/mm 2 Steel properties Density: 7850kg/m 3 Young s Modulus: 205kN/mm² Co-efficient of linear thermal expansion: 12 x 10-6 per o C Incorporated in England No Page 3

4 3.0 Drawing Extract/Overview 4.0 Coping Assessment Structural Model The coping is modelled as folded shell element with a geometry as per drawing in 2.0mm thick Aluminium 1050 H4 with a modelled length for verification purpose of 1100mm. The fixing to the brackets is via 5.5mm self-tapping stainless steel 500mm centres Max Long Term Loading There is a snow load as area load of 1.0kN/m2 assigned to the sloped top of the coping as shown. Incorporated in England No Page 4

5 Max Short Term Loading The wind load is assigned as 3no area loads of 1.57kN/m2 to the top, the back and the front as shown. Max Max Load The max deflection is < 10mm Max Stress in Long term Loading The max stress is: >20.5N/mm 2 < 85N/mm2 so ok The utilisation ratio of < 25% verifies the SLS over ULS load factoring safely. Incorporated in England No Page 5

6 Max Stress in shrot Term Loading The max stress is: 22.5N/mm2 < 85N/mm2 so ok The utilisation ratio of < 30% verifies the SLS over ULS load factoring safely. Max Fixings The max tensile force at a screw is: <31N The max shear force is: <110N The tensile capacity of a 5.5mm stainless steel screw is min: 2500N > 31N so ok. The shear capacity of a 5.5mm stainless steel screw is min: 2000N > 110N so ok. The very low utilisation ratios here verify the SLS over ULS factoring safely. Use 5.5mm self-drilling stainless steel screw. Incorporated in England No Page 6

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8 5.0 Zed Section Support Verification Strutural Model Bracket The Bracket is modelled as a Zed Section from shell element with 2.0mm thickness and steel properties assigned as shown on the left. The fixing are 500mm centres Loading The worst case reaction at wind suction as obtained from the Coping assessment above are assigned to the connection points at the top flange of the Z section as shown on the left. Max Stresses in the bracket The Max Stress at short term loading is >105N/mm 2 <280N/mm 2 so Ok. The utilisation ration of < 50% verifies the SLS over ULS Load Factoring safely. Incorporated in England No Page 8

9 Max Fixings The max tensile force at a screw is N The max shear force is N The tensile capacity of a 5.5mm stainless steel screw is a min: 2500N> N so ok The shear Capacity of a 5.5mm stainless steel screw is min 2000N > 212N so ok. Safety factor >20>12 SLS The very low utilisation ratios here verify the SLS over ULS factoring safely. Use 5.5mm stainless steel Screw Incorporated in England No Page 9

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