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1 Axial Engineering Group, Inc. <br /> 7147 Woodley Avenue <br />j Van Nuys, CA 91406 <br />I 818-902-0200 <br />Title : CATALINA Job# 212-013 <br />Engineer: LQ <br />Project Desc. PROPOSED NEW.OFFICE BUILDING <br />Wood Beam <br />iiZZ#'.3RVV'0600574r <br />Printed: 27 JUL 2012,11 40AM <br />Filp X \2012 PRA,jECTSU#2711.1(.italind\Calib,\Calutiiia <br />i . ENERLALE, INC 148.1 2111 1, Build¢; 12,1 14, Vei h 12 <br />:{01,1 <br />Description :81VI#3-HEADER @ TOWER <br />Material Properties Calculations per NDS 2005, ASCE 7-05 <br />Analysis Method : Allowable Stress Design Fb - Tension 2900 psi E . Modulus of Elasticity <br />Load Combination 2007 CBC & ASCE 7-05 Fb-Compr 2900 psi Ebend- xx 2000 ksi <br />Fc - Prll 2900 psi Eminbend - xx 1016.535 ksi <br />Wood Species : iLevel Truss Joist.Fc - Perp 750 psi <br />Wood Grade ' : Parallam PSL 2.OE Fv 290 psi <br />Ft 2025 psi Density 32.21 pcf <br />Beam Bracing Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase <br />D(1.58) Lr(1)D(1.58)0®136) Lr(0.36) <br />D(0.36) Lr(0.36) <br />D(1.14) Lr(0.71) <br />0 + I <br />211 5.25x20 <br />Span = 18.0 ft <br />Applied Loads , ,1 - , Service loads entered. Load Factors will be applied for calculations. <br />, <br />Beam self weight calculated and added to loads <br />Load for Span Number 1 <br />Uniform Load : D= 1.140, Lr= 0.710 ksf, Extent= 3.0 -->> 15.0 ft, Tributary Width = 1.0 ft, (roof) <br />Uniform Load :D= 0.020, Lr 7 0.020 ksf, Extent = 0.0 -->> 3.0 ft, Tributary Width = 18.0 ft, C lower roof) <br />Uniform Load : D= 0.020, Lr = 0.020 ksf, Extent = 15.0 ->> 18.0 ft, Tributary Width = 18.0 ft, (lower roof) <br />Point Load : D·= 1.580, Lr= 1.0 k @ 3.0 ft, (F©<N GT#2) <br />Point Load: D=1.580, Lr=1.Ok@15.Oft, (FU<NGT#2) <br />*DESIGMS.UMMARY - · 1 ill c 5 Ii{Design OK: r*:%4-t- -- --ti= v --=i-I i---t- -m_.75===L=- A=1-- <br />0.731 :1Maximum Bending Stress Ratio =0.928 1 Maximum Shear Stress Ratio <br />Section used for this span 5.25x20 Section used for this span ·5.25x20 · <br />fb : Actual = 2,692.50 psi fv : Actual = 212.10 psi <br />FB : Allowable = 2,900.00 psi Fv : Allowable = 290.00 psi <br />Load Combination +D+Lr+H Load Combjnation +D+Lr+H <br />Location of maximum on span = 9.000ft Location*of maximum onspan = 16.380ft <br />Span # where maximum occurs = Span # 1 Span # where maximum occurs =Span # 1 <br />Maximum Deflection <br />Max Downward L+Lr+S Deflection 0.255 in Ratio =846 <br />Max Upward L+Lr+S Deflection 0.000 in· Ratio =0 <360 <br />Max Downward Total Deflection 0.662 in Ratio =326 <br />Max Upward Total Deflection 0.000 in Ratio =0 <240 <br />·Maximum'Forces & Stresses'for Load Combinations <br />Load Combination Max Stress Ratios ' Moment Values Shear Values <br />Segment Length . Span# M V Cd C FN Cr . Cm Ct CL M fb Fb V N Fv <br />+D+Lr41 0.00 0.00 .0.00 0..00 <br />Length = 18.0 ft 1 0.928 0.731 1.000 1.000 1.000 1.000 1.000 1.000 78.53 2,692.50 2900.00 14.85 212.10 290.00 <br />F OGeraii N.aximumb-etlection; - Unfactored Loads i <br />, Load Combination Span Max. "-" Dell Location in Span Load Combination .Max. "4' Defl Location in Span <br />D+Lr + ' 1 0.6620 9.090 ' 0.0000 0.000 <br />r 94Etic@Reddic)ns * Unfad--oled I Support notation:Far left is#1 Values in KIPS <br />- <br />load Combination Support 1 Support 2 <br />Overall MAXimum 16.051 16.051