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<br />Axial Engineering Group, Inc.
<br />j 7251 Owensmouth Avenue
<br /> Suite 4
<br />i p: 818.902.0200
<br /> f. 818.902.0232
<br />! email: info@aeg-inc.net
<br />1
<br />Multiple Simple Beam · .-.
<br />.
<br />Title : CATALINA Job # 212-013
<br />Engineer: LQ
<br />Project Desc.: PROPOSED NEW OFFICE BUILDING
<br />Printed 25 OCT 2012. 1:45PM
<br />, - - , Filef X \20122PROJECTS\212-013 Citalika\Caldstitilina eG-6
<br />.=-.ENEREME,INC. 123-2212,8-uild619.:76,Ver6129.26
<br />11:imI*M2RImlttaciNIMMill/[4®1:{•ll
<br />Description : Girder Truss Model
<br />[Wood Beam Design : f,Girder Truss Model GT*l
<br />- - - Calculations per 2005 NDS,1862009 CBC 2010,-ASCE 7-05
<br />BEAM Size :3.5x16.0, Parallam, Fully Unbraced
<br />Using Allowable Stress Design with 2009 IBC & ASCE 7-05 Load Combinations, Major Axis Bending
<br />Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.OE
<br />Fb - Tension ·2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi
<br />Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend - « 1,016.54 ksi
<br />Density 32.210 pcf
<br />Applied Loads
<br />Beam self weight calculated and added to loads
<br />Unif Load: D = 0.0250, Lr = 0.020 k/ft, Trib= 4.0 ft
<br />Design Summary
<br />Max fb/Fb Ratio =0.605: 1
<br />fb : Actual :1,516.14·psi at 14.000 ft in Span # 1 D(0.10) Lr(0.080)
<br />+ + 0 1,Fb : Allowable :2,507.31 psi
<br />Load Comb :+D+Lr+H u.. ·.:...( .,,-4.(·. f. r.· =·. <I·=yi·---: ,· j 'f:,?,11.--.1- l:',/.14..fi"I/· ('1·.'Ot.-"·( Ff:?.:·,1-2*1*XW!4're-n
<br />Max fv/FvRatio =0.181.1 E x28.0 ft, 3.5x16.0fv : Actual :65.46 psi at 26.693 ft in Span # 1
<br />Fv : Allowable :362.50 psi
<br />Load Comb :+D+Lr+H
<br />Max Reactions (k) Q L Lr .S . W E H Max Deflections
<br />-
<br />Left Support 1.58 1.12 Downward L+Lr+S 0.466 in Downward Total 1.120 in
<br />Right Support 1.58 1.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in
<br />Live Load Defl Ratio 721 >360 Total Defl Ratio 299 >180
<br />[Wood Beam Design : l93-#2 flCaldulations per 2005. NDS, IBC ¢009;'§B¢ 2010, ASCE 720¢
<br />BEAM Size:3.5x20, Parallam, Fully Unbraced
<br />Using Allowable Stress Design with 2009 IBC & ASCE 7-05 Load Combinations, Major Axis Bending
<br />Wood Species : iLevel Tess Joist Wood Grade : Parallam PSL 2.OE
<br />Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi
<br />Fb - Compr .2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend -=1,016.54 ksi
<br />Density 32.210 pcf
<br />Applied Loads
<br />Beam self weight calculated and added to loads
<br />Unif Load: D = 0.0250, Lr = 0.020 1(/ft, Trib= 2.0 fl
<br />Point: D= 1.580, Lr= 1.120 k @9.OR
<br />Design Summary
<br />Max fb/Fb Ratio =0.974 · 1
<br />fb : Actual :1,616.02 ps( at 11.640 ft in Span # 1 D(0.050) Lr(0.040)
<br />Fb : Allowable : 1,659.28 psi • • • 1
<br />Load Comb :+D+Lr+H 1.- 1% :t.{'.f.':f:r....f .:·{1>.t 24.p. 0:j.. 4..1(11%il...Ii)71644:Mii irey
<br />Max fv/FvRatio =0.222:1 X B36.0 ft, 3.5x20fv : Actual :80.61 psi at 0.000 ft in Span # 1
<br />Fv : Allowable :362.50 psi
<br />Load Comb:+D+Lr+H
<br />Max Reactions (k) Q L L[ 2 2 E H Max Deflections
<br />Left Support 2.37 1.56 Downward L+Lr+S 0.607 in Downward Total *1.537 in
<br />Right Support 1.58 1.00 Upward L+Lr+S 0.000 in Upward Total 0.000 in
<br />Live Load. Defl Ratio 712 >360 Total-Defl Ratio 281 >180
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