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Axial Engineering Group, Inc.
<br />7251 Owensmouth Avenue
<br />Suite 4
<br />p: 818.902.0200
<br />f: 818.902.0232
<br />email: info@aeg-inc.net
<br />Multiple Simple Be#nit <, 7 .1 0
<br />Title : CATALINA Job # 212-013
<br />Engineer: LQ
<br />Project Desc.: PROPOSED NEW OFFICE BUILDING
<br />Printed: 25 OCT 2012, 1:45PM
<br />1. .: .· yrFOK w.. 7 rR · 1.1 ...File: R'\2012-PROJECTS\212-0TJ Citalina\Calc®all
<br />··L·' .- ·.'··09 <.it l.,· I ..;'- ·· .ENERCALC, INC:,1983-201bBuild:6.12.9.26,·*:6.
<br />2 [e,[C':417474*FR©**89%861*4.J C.:3 2»921/4.442*94%}11==
<br />Design Summary °C°·EAMiR·080)
<br />Max fb/Fb Ratio =0.235 :1 I, D<0 640).1(0040) "
<br />fb : Actual :849.24 psi at 2.500 ft in Span # 1 416¥F,9,4:ahlpie4«=-99 4 :94-137*€49.3Fb : Allowable :3,610.13 psi :9.*.-¥.yLI,=. 2·-4.y·'1*%•..:U#.1 '<,<' 74.1 1 17 - -f·Ur.J,•2..
<br />Load Comb :+D+Lr+H
<br />Max fv/FvRatio =0.169: 1
<br />fv : Actual :61.43 psi at 4.567 ft in Span # 1
<br />Fv : Allowable : .362.50 psi 5.0 ft, 3.5x5.25Load Comb:+D+Lr+H
<br />Max Reactions (10 Q L L[ S XY E H Max Deflections
<br />Left Support 0.61 0.30 Downward L+Lr+S 0.020 in Downward Total 0.061 in
<br />Right Support 0.61 0.30 Upward L+Lr+S 0.000 in Upward Total 0.000 in
<br />Live Load Defl Ratio 2985 >360 Total Defl Ratio 983 >180
<br />Wood Beam Design : GT-#6
<br />- -- - T - ---- - , Calculation€iier 20¢Nt),·'IB(*20092CBC 2010, AS¢E{7-0®
<br />BEAM Size :3.5x5.25, 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 290.0 psi Ebend- )0<2,000.0 ksi
<br />Fb-Compr 2,900.0 psi Fc - Perp 750.0 psi 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 = 0.020, Lr = 0.020 kjft, Trib= 2.0 ft
<br />Unif Load: D = O.10 Idft, Trib= 1.0 ft
<br />Unif Load: D = 0.0250, Lr = 0.020 Wft, 0.0 to 4.0 ft, TAb= 4.0 ft
<br />Point: D = 0.610, Lr = 0.30 k @ 4.0 ft
<br />Design Summary
<br />Max fb/Fb Ratio =0.832: 1
<br />fb : Actual :2,995.04 psi at 4.000 ft in Span # 1
<br />Fb: Allowable :3,600.12 psi
<br />Load Comb :+D+Lr+H
<br />Max fv/FvRatio =0.355: 1
<br />fv : Actual :128.66 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 2 2 XY E
<br />Left Support 1.18 0.55
<br />Right Support 0.98 0.39
<br />.[Wdod Beam Design GT-0 -__ -_
<br />£ 1
<br />Fv
<br />Ft
<br />t
<br />H
<br />D(0.10) Lr(0.080)
<br />¥ V
<br />¥ I· Dio.oEW,?3040)
<br />Ai-----414,-,t-2i2**12 ' ' 1it>ido,
<br />8.0 ft, 3.5x5.25
<br />Max Deflections
<br />Downward L+Lr+S 0.154 in Downward Total 0.501 in
<br />Upward L+Lr+S 0.000 in Upward Total 0.000 in
<br />Live Load Defi Ratio 624 >360 Total Defl Ratio 191 >180
<br />Calculatior€ie7-26ijiND-1, IBC 2-069, Ci¢31610, ASCE 7-05 i
<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 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- a 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 />Beath self weight calculated and added to loads
<br />Unif Load: D = 0.020, Lr = 0.020 k/ft, Trib= 2.0 ft
<br />Unif Load. ·D = 0.050 k/ft, 0.0 to 9.0 ft, Trib= 1.0 ft
<br />Point: D = 1.120, Lr = 0.550 k @ 9.0 ft
<br />Design Summary
<br />Max fb/Fb Ratio =0.781 :1 '
<br />fb : Actual :1 ,. i at 13.080 ft in Span # 1 0(0:050) " 0(1.,T"°,D(0.040) Lr(0.040)Fb : Allowable : . *
<br />Load Comb :+D+Lr+H :. i 3-:I_.r ,4),29·*4.2- - -2.: '-'il- - 2.3.:-t ....·n-2.-.*
<br />Max fv/FvRatio =0.186:1
<br />fv : Actual. :67.30 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 w & !3
<br />Left Support 2.24 1.13
<br />Right Support 1.34 0.86
<br />Wood Beam Design : GL #2
<br />36.0.ft, 3.5x20
<br />Max Deflections
<br />Downward L+Lr+S 0.463 in Downward Total 1.256 in
<br />Upward L+Lr+S 0.000 in Upward Total 0.000 in
<br />Live Load Defl Ratio 932 >360 Total Defl Ratio 343 >180
<br />---
<br />1 1
<br />-- Calculations per 206*NDS-, IB(5266§,CBC-2610-AStE 7-05
<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 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.Oksi
<br />Fb-Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi
<br />Density 32.210 pcf
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