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MEMBER REPORT FAILED <br /> Floor,UB-03 EQ <br /> 1 piece(s)5 1/2"x 16 1/2"24F-V4 DF Glulam <br /> A,. t..t,1111..c 14:0 IL, Y v L � �« �1 1"f.il U:.y N, <br /> *resolved by hoiddown <br /> Overall Length:21' <br /> l 1 + <br /> 0 0 <br /> All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. <br /> Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor <br /> 1.0 D+0.525 E+0.75 L+0.75 S(All Member Type:Flush Beam <br /> Member Reaction(Ibs) 9785 @ 4" 15194(4.25") Passed(64%) -- Spans) Building Use:Residential <br /> Shear(Ibs) 6456 @ 1'10" 18437 Passed(35%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC 2018 <br /> Design Methodology:ASD <br /> Pos Moment(Ft-Ibs) 44363 @ 10'3 7/8" 55387 Passed(80%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) <br /> Neg Moment(Ft-Ibs) -7119 @ 12'2" 59401 Passed(12%) 1.60 0.6 D-0.7 E(All Spans) <br /> Live Load Defl.(in) 0.760 @ 10'5 3/4" 0.508 Failed(L/321) 1.0 D+0.525 E+0.75 L+0.75 S(All <br /> Spans) <br /> Total Load Defl.(in) 1.124 @ 10'5 13/16" 1.017 Failed(L/217) 1.0 D+0.525 E+0.75 L+0.75 S(All <br /> Spans) <br /> • Deflection criteria:LL(L/480)and TL(L/240). <br /> •Allowed moment does not reflect the adjustment for the beam stability factor. deflection no <br /> •Critical positive moment adjusted by a volume factor of 0.96 that was calculated using length L=20'4". considered for <br /> •Critical negative moment adjusted by a volume factor of 0.96 that was calculated using length L=20'4". <br /> •The effects of positive or negative camber have not been accounted for when calculating deflection. overstrength <br /> •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. <br /> •Applicable calculations are based on NDS. <br /> Bearing Length Loads to Supports(Ibs) <br /> Supports Total Available Required Dead Floor Live Snow Seismic Total Accessories <br /> 1-Column-DF 5.50" 4.25" 2.74" 3115 2885 2755 4740/-4740 13495/- 1 1/4"Rim Board <br /> 4740 <br /> 2 Beam GLB 5.50" 5.50" 2.64" 3033 2461 2755 4740/-4740 12989/ Blocking <br /> 4740 <br /> •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed, <br /> •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. <br /> Lateral Bracing Bracing Intervals Comments <br /> Top Edge(Lu) 20'11"o/c <br /> Bottom Edge(Lu) 20'11"o/c <br /> •Maximum allowable bracing intervals based on applied load. <br /> ForteWEB Software Operator lob Notes 5/6/2022 7:15:14 PM UTC <br /> Kelsi Bonner <br /> BTL Engineering ForteWEB v3.2,Engine:V8.2.0.17, Data:V8.1.0.16 <br /> (931)581-9272 <br /> kelsi.bonner@btleng.net Weyerhaeuser File Name: Peterson Garage-Everett <br /> U2.9 Page 1/2 <br />