Project: GREATER CAIRO METRO LINE 3 - PHASE (4B) Calculation Sheet for ACP of the Station Calculation Sheet For Curtain Wall Egypt Technical Office CONTENTS 1) General Information. 2) Codes and References. 3) Materials. 4) Loading. 5) Calculations. 1) General Information: Project: GREATER CAIRO METRO LINE 3 - PHASE (4B) Location: Cairo, Egypt 2) Codes and References: a.AISC 360-10. b. Egyptian Code for loading. 3) Materials: Aluminum Composite Cladding ACP panel 4 mm thickness 4) Loading: General load factor = 1 5) Calculations. SAP2000 2.2 4.4 8/28/19 3:57:04 6.6 8.8 11.0 13.2 15.4 SAP2000 v16.0.0 - File:panel - 3-D View - KN, mm, C Units 17.6 19.8 22.0 24.2 26.4 28.6 30.8 SAP2000 57.1 57.1 8/28/19 3:57:50 57.1 57.1 57.1 57.1 57.1 57.1 57.1 57.1 SAP2000 v16.0.0 - File:panel - Area Uniform (wind) (GLOBAL - Y) - Kgf, m, C Units 57.1 57.1 57.1 57.1 SAP2000 -35.0 -35.0 8/28/19 3:58:54 -35.0 -35.0 -35.0 -35.0 -35.0 -35.0 -35.0 -35.0 -35.0 SAP2000 v16.0.0 - File:panel - Area Uniform (WIND SUCT) (GLOBAL - Y) - Kgf, m, C Units -35.0 -35.0 -35.0 Cladding Panel analysis 4 sided simply supported(1.795*1.40)m Pressure on panel q=0.35 KN/m2 in case of suction and 0.56 KN/m2 in case of comp. Thickness of panel t=4 mm Width of panel b=1.40 m Length of panel a=1.795 m a/b=1.28 Modulus of elasticity E=5770 ksi=39782.75 mpa Allowable of bending stress = 90.829 Mpa Strength of aluminum skin Effective thickness of panel teff =0.157 in =3.988 mm Stress check Stress = =25.8 MPa < fb=90.83 mpa (safe). Stress deflection: Def. actual = α* (qb4 /Et3)=13.10 mm Def allowable = b/60=23.33mm Safe deflection Calculations Maximum Panel Stress Maximum Panel Deflection: 2 2 Vmax = E w* b / T Equal 4 3 ymax = (-D w* b ) / ( EACM* T ACM) W = Uniform Load (psi) b = Smallest Panel Dimension (in.) a/b = Ratio of Largest Panel Dimension to Smallest Panel Dimension (Always >=1) Simple Supports All Four Sides Simple Supports a sides Fixed Supports b sides Fixed Supports a sides Simple Supports b sides Fixed Supports All Four Sides a/b E D h 1 1.2 1.4 1.6 1.8 2 0.2874 0.3762 0.4530 0.5172 0.5688 0.6102 0.7500 0.0444 0.0616 0.0770 0.0906 0.1017 0.111 0.1421 E D 0.4182 0.5208 0.5988 0.6540 0.6912 0.7146 0.7500 0.0210 0.0349 0.0502 0.0658 0.0800 0.0922 0.0922 E D 0.4182 0.4646 0.4860 0.4968 0.4971 0.4973 0.5000 0.0210 0.0243 0.0262 0.0273 0.0280 0.0283 0.0285 E D 0.3078 0.3834 0.4356 0.4680 0.4872 0.4974 0.5000 0.0138 0.0188 0.0226 0.0251 0.0267 0.0277 0.0284