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1 Axial Engineering Group, Inc.'51'.2>1 7251 Owensmouth Avenue
<br /> Suite 4
<br />-2,-.-8, r-#17
<br /> K>d p: 818.902.0200
<br />818.902.0232--<5- email: info@aeg-inc.net
<br />-1.. 1& 9.2 /*%* ,..:Mtijti*51.-dii5kiki#rr;'] 6.,1·D i',ir :, 4,
<br />Title : CATALINA Job # 212-013
<br />Engineer:LQ
<br />Project Desc.: PROPOSED NEW OFFICE BUILDING
<br />Printed: 25 OCT 2012, 1·45PM
<br />i "' , ' f 7 ,; ··'. , · '• ,·.' File X \20 12 PROJECTS\,2 12 OIl CalalitiA\Call,o\Cd|dlina -· rF kil·' i.'·' .9 2 ...:.0,i . ,·'' i.v'r EN,#RCAL-C, INC_'1983-2012,"Bulldb'-1,2926,·Ver-§12 9
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<br />1 Wood Beam Design LGY--43,
<br />- 1- 1 Cilcdlations p*200*NDS,MIB¢32009*CBC 2010, AS81-7-05 I9 / * . ..I-//,2·.*.a·/·2*·d.,-·.I..'t=%Aut;:4#I
<br />BEAM Size:5.25x22, 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 2.0E
<br />Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv ' . 290.0 psi Ebend- xx 2,000.0 ksi Density 32.210 pcf
<br />Fb-Compr 2,900.0 psi Fc - Perp.750.0 psi Ft 2,025.0 psi Eminbend - ¤ 1,016.54 ksi
<br />Applied Loads
<br />Beam self weight calculated and added to loads
<br />Unif Load: D = 0.020, Lr = 0.020 k/ft, Trib= 2.0 ft
<br />Unjf Load: D = 0.10 k/ft, 9.0 to 36.0 ft, Trib= 1.0 ft
<br />Unif Load: D = 0.0250, Lr = 0.020 k/ft, 9.0 to 36.0 fl Trib= 4.0 ft
<br />Point: D - 1.580, Lr = 1.120 k @ 9.0 ft
<br />Design Summary 1
<br />Max fb/Fb Ratio =0.852; 1
<br />fb : Actual :2,343.72 psi at 19.067 ft in Span # 1
<br />Fb : Allowable :2,750.75 psi
<br />Load Comb:+D+Lr+H 11..., 01:
<br />Max fv/FvRatio =0.263:1 - X
<br />fv : Actual :95.24 psi at 0.000 ft in Span # 1
<br />Fv : Allowable :362.50 psi
<br />Load Comb: .+D+Lr+H
<br />D(0.;01'0.040) L., 1080)
<br />*
<br />1. * * .-*434%43*:t:,4,316<14 jifAN®di*Wit:*1.'·7 .·f.VE)' ·4.4Gjit#%42·*1.,Gil
<br />X
<br />40.0 ft, 5.25x22
<br />Max Reactions (k) D L L[ S w Z H Max Deflections
<br />Left Support 4.90 2.61 Downward L+Lr+S:0.851.in Downward Total 2.575 in
<br />Right Support 4.71 2.27 Upward L+Lr+S 0.000 in Upward Total 0.000 in
<br />Live Load Defl Ratio .563 >360 Total Defi Ratio 186 >180
<br />NoodtBeani'Design :f GT- #4
<br />, i . .., r.i t. i-<52.- CA'16-0fiti87iKWE¢045 NDS;-1.Bt 2009, CBC 20101ASCE 7.405,
<br />BEAM Size :5.25x20, 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 Density 32.210 pcf
<br />Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi
<br />Applied Ldads
<br />It
<br />Beam self weight calculated and added to loads
<br />Unif Load: D = 0.0250, Lr = 0.020 kjft, Trib= 4.0 ft
<br />Unif Load.D= 0.050 Idft, Trib= 1.0 ft
<br />Design Summary
<br />Max fb/Fb Ratio =0.597; 1
<br />fb : Actual :1,738.19 psi at 20.000 ft in Span # 1
<br />Fb : Allowable ·:2,909.86 psi
<br />Load Comb:+D+Lr+H Ulpt
<br />00 96?f?8)000;
<br />3.-;1·-f!*Nli-·0441 -.LI.·,·. ..4
<br />Max fv/FvRatio =0.184:1 3 40.0 ft, 5.25x20
<br />fv : Actual :66.63 psi at 38.400 ft in Span # 1
<br />Fv : Allowable :362.50 psi
<br />Load Comb: ,+D+Lr+H
<br />Max Reactions (10 Q L L[ S MY & ' H Max Deflections
<br />Left Support 3.47 1.60 . Downward L+Lr+S 0.662 in Downward Total 2.097 in
<br />Right Support 3.47 1.60 Upward L+Lr+S 0.000 in Upward Total 0.000 in
<br />Live Load Defl Ratio 725.>360 Total Defl Ratio -228 >180
<br />Wood Beam Design : i GT-#5
<br />/ 0 -=-Calculations per. 20*NES, IBC 2009, CB€-20107*SCE 7-05)
<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 2.0E
<br />Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- =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 />.
<br />Applied Loads -
<br />Beam self weight calculated and added to loads
<br />Unif Load: D = 0.020, Lr = 0.020 k/ft, Trib= 2.0 fl
<br />Unif Load: D - 0.10 kift, Trib= 1.0 ft
<br />Unif Load: D·= 0.0250. Lr = 0.020 k/ft. Trib= 4.0 ft
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