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COMPANY PROJECT <br /> CG Engingeering <br /> 250 4th Ave South Suite 200 <br /> WoodWorksEdmonds, 98020 <br /> _.cgengineering.cam <br /> Dec.7,2023, <br /> 1:28 FLUSH eed16X12 HF'i+2(CANT.) <br /> SOFTWARE FOR WOOD DESIGN <br /> Design Check Calculation Sheet <br /> WoodWorks Sizer 2023 <br /> Loads: <br /> Load Type aistribvtion Pat- Location ift) Magnitude Unit <br /> tern Start Fuld Start End <br /> DG Dead Full Area No 17.0018.25') P5f <br /> BL Snow Full At Yes 25.00(8.251) psf <br /> LL Live Full Area Ye= 10.00(8.2S') pat <br /> Sell-wet ht Dead Full UDL No 15.0 plf <br /> Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths fin): <br /> 195' <br /> 13 1 18.333' <br /> Unfacto=ed: <br /> Dead a 2024 176 <br /> Live 440 .84 727 <br /> Snow 1120 3074 1026 <br /> Factored[ <br /> Oplift -805 <br /> Total 2016 5368 24DI <br /> Bearing: <br /> Capacity <br /> Seam 12D31 13320 13320 <br /> Support 14002 14002 14002 <br /> Des ratio <br /> Beam 0.17 0.40 0.11 <br /> support D.14 0.36 0.11 <br /> Load comb 123 421 424 <br /> Length 3.50 3.50 3.50 <br /> Min req'd 0.59 1.34•• 0.50" <br /> Ch 1.00 1.11 2.21 <br /> Cb min 1.00 1.26 1.15 <br /> Cb support <br /> F.sup $75 SIS 515 <br /> 'Minimum bearing lengtt setting used:112"forinterior supports <br /> "Mlnlmum bearing length governed bythe requiredvAddr cfthe s pporfing--.her, <br /> FLUSH BM1 <br /> Timber-soft,D.Fir-L,No.2,6x12(5-1127x11-112') <br /> Supports:An-Timber-soft Column,Hem-Fir No.2 <br /> Total length:19.63%Clear span:12.813',2.063.3.875';Volume=8,6 cu.IL;Beam or stringer <br /> Lateral support top-2'-0 bottom-V O(n); <br /> This section PASSES the design code check. <br /> Analysis vs.Allowable Stress and Deflectionusing NOS 201a <br /> Criterion Anal sis value Desi Value Unit Anai sin/Deli n <br /> Shear Yv- 59 rv' 195 psifv Fv <br /> acnding(+) fb 490 rb' 1005 at fb/Fb` 0.49 <br /> [sending(-) fb" 649 Fb' 1005 psi fb/Fb` 0.66 <br /> Deflaciicn: <br /> Inte=Son Live 0.08 <L/999 0.43•. L/360 Sn 0.18 <br /> Total 0.14 <L/999 0.65 L/240 1n 0.21 <br /> Cant il. Live 0.03-<L/999 0.27 L/180 in 0.13 <br /> Total 0.06 L/819 0.40- L/120 in 0.15 <br /> Additional Data: <br /> FACTORS: F/£(psi) CO CM Ct CL Cr Cf. Cr cf" Ci LC4 <br /> rv' 170 1.15 1.00 1.00 - 1.00 1.00 3 <br /> rb'+ $75 1.15 1.00 1.00 0.998 1.No - 1.00 1.00 1.00 3 <br /> Fb'- 675 1.15 1.00 1.00 0.998 1.000 - 1.00 1.00 1.00 21 - <br /> Fcp' 625 1.00 1.00 » - - - 1.00 1.00 <br /> &' 1.3 taillion 1.00 1.01) - - - 1.00 1.00 23 <br /> Arlin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 23 <br /> CRITICAL LOAD COMBINATIONS <br /> Shear :LC 43 -D+0.75(L+S) <br /> Sending(+): LC 43 D+0.751L+in <br /> 'ending(-): LC 421 D+0.751L+in (pattern: XXS) <br /> Doflect£ont LC 423- (ltvo) <br /> Lc 023- (total) <br /> Bearing : Support 1-LC 423-D+0.151L+S) (pattern:XaX) <br /> Support 2 LC 42L D+0.75(L+S) :pattern: XXs) <br /> Suppose 3-LC 424 D+0.751L+S) (pattern: sXX) <br /> Support 3-LC 419 D+0.7S(L+S) (patternt Xa5) <br /> D-dead L-live S-snow ) <br /> All LC's are listed in the Analysis output <br /> Load patterns: 3-S/2, X-L+S or L+Lr, -no Pat tart load in this span <br /> Load combinations; ASO Basic from ASCE 7-16 2.4 <br /> CALCULATIONS: <br /> V max-291S,v design-2508 II4DS 3.4.3.1(a)) Ilse; M(+) -4952 ibs-ft; M(-) -6557 lbs-ft <br /> EX- 906.17406 lb-ln^2 <br /> •Live° deflection is due to all non-dead loads Ilive, wind, snow..) <br /> Total deflection-1.00 permanent+-live- <br /> Let <br /> eral:Lability(+): Lu-2.00, Le- 3.75' RB-4.1 <br /> Lateral ctability(-): Lu-2.00 Le- 3.75' RB 4.1 <br /> Design Notes: <br /> 1.Analysis and design are in accordance with the ICC Intematienal Building Code(IBC2021)and the National Design Specification(NDS 2018),using Allowable Stress Design(ASO).Design values are from the NDS Supplement <br /> 2.Please verify that the default deflection limits are appropriate foryeur apptIca5on. <br /> 3.Continuous or Oa`tlevered Beams:NOS Clause 42.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans. <br /> 4.Sawn)umber bending members shall be laterally supported according to the provislons of NOS Clause 4.4.1. <br /> Page 6 <br />