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&-4 1 Axial Engineering Group, Inc. <br />* 7251 Owensmouth AvenueFC*] Suite 4 <br />818.902.0200 <br />1 E#54 f 818.902.0232 <br />Title : CATALINA Job# 212-013 <br />Engineer: · LQ <br />Project Desc.: PROPOSED NEW OFFICE BUILDING <br />1 ·/ email: info@aeq-inc.net <br />,Wood Beam . 1 <br />Description :BM#4-HEADER <br />CODEREFERENCES <br />Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 <br />Load Combination Set: 2007 CBC & ASCE 7-05 <br />Material Properties <br />Analysis Method : Allowable Stress Design Fb - Tension <br />Load Combination 2007 CBC & ASCE 7-05 Fb-Compr <br />Fc - Prll <br />Wood Species : iLevel Truss Joist Fc - Perp <br />Wood Grade :Parallam PSL 2.OE Fv <br />. Ft <br />Beam Bracing : Beam is Fully Braced against lateral-torsion buckling <br />D(0.1) <br />5.25x14.0 <br />pan = 18.0 ft <br />Isit?t# 2KWF060057.47.409:94?34%iR¢NS <br />(0.4) 6(0.2D <br />S <br />PrintedJ 25 OCT 2012, 145PM <br />* i File X \2012-PROJECTS\212-013 Catalina\Calcs\Catalina 668 <br />-, ENERCALC, INC 1983-2012, Build_.612926, Ve;612926 <br />1#ISE®%;Pimmet-#03.:.MA'.Mml,=lili¢14(44{01•10[10 <br />2,900.0 psi E : Modulus of Elasticity <br />2,900.0 psi Ebend- xx 2,000.Oksi <br />2,900.0 psi Eminbend - xx 1,016.54ksi <br />750.0 psi <br />290.0 psi <br />2,025.0 psi Density 32.210 pcf <br />4 1-1=* <br />. I <br />14) <br />19¢f <br />Apblied-tdids <br />Beam self weight calculated and added to loads <br />Uniform Load :D= 0.020, Lr = 0.0170 ksf, Tributary Width = 20.0 ft, (Roof) <br />Uniform Load : D = 0.10, Tributary Width = 1.0 ft, (wall) <br />.Service loads entered. Load Factors will be applied for calculations. <br />r PEW-GN #UM-MARy- <br />Maximum Bending Stress Ratio <br />Section used for this span <br />fb : Actual <br />FB : Allowable <br />Load Combination <br />Location of maximum on span <br />Span # where maximum occurs <br />= 0.83Z 1 <br />5.25*14.0 <br />= 2,427.00 psi <br />= 2,900.00 psi <br />+D+Lr+H <br />= 9.0Q0ft <br />- Span # 1 <br />Maximum Shear Stress Ratio <br />Section used for this span <br />fv : Actual <br />Fv : Allowable <br />Load Combination <br />Location of·maximum on span <br />Span # where maximum occurs <br />#**30@sidrit·OK.9 t,il- <br />= 0.475 : 1 <br />5.25x14.0 <br />= 137.79 psi <br />- 290.00 psi <br />+D+Lr+H <br />= 16.883 ft <br />= · Span # 1 <br />Maximum Deflection <br />Max Downward L+Lr+S Deflection 0.336 in Ratio =642 <br />Max Upward L+Lr+S Deflection 0.000 in Ratio =0 <360 <br />Max Downward Total Deflection .0.847 in Ratio =254 <br />Max Upward Total Deflection 0.000 in Ratio =0 <240 <br />E-Maximum Forces & Stresses for Load Combinations i <br />Load Combination Max Stress Ratios Moment Values Shear·Values <br />Segment Length Span # M V Cd CFN Ci Cr Crn 'Ct CL M fb F'b V fv F'v <br />.+D+Lr+H 0.00 -0.00 0.00 0.00. <br />Length = 18.0 ft 1 0.837 0.475 1.00 1.00 1.00 1.00 1.00 1.00 1.00 .34.69 2,427.00 2900.00 6.75 137.79 290.00 <br />f3O-Mepail Maximum Deflections . <br />Load Combination <br />D+Lr <br />Unfactored Loads -i - + 1 <br />Span Max"-° Defl Location in Span Load Combination Max. '+" Defl Location in Span <br />1 0.8474 9.066 0.0000 0.000 <br />--Vertical Reactions, Untactored .Support notation : Far left is #1 Values in KIPS <br />Load Combination . ,Support 1 Support 2 <br />Overall MAXimum 7.708 7.708 <br />1 <br />1