3121 TULALIP AVE 2026-02-05 - Laserfiche WebLink

Tim Garrison P.E. ;_-N„ r,€-try j ProBoam lrnoortent:Notches end misses/Ore not cosidered.Dynamic loading notconsidnred.Compliant with 2012-2003 IBC.All designs should be checked by a competent professional. Job 116008 sp....I euppmto(Not.,gash a,d silty.r any,not anon) Member 1.D. 39b j -- Other Crib. 2/2/2016 y `9' 2 4 e B 10 1I2 Type? I9npk span,filly brace: 1.1 Left Cantilever Span 1 So en 2 Soen 3 Rloht Cantilever Tot Member Length Lenlh of Spans: 11.O0 ft 11.00 ft Allowable Deflection,Main Spans Live Only,U I rode ldnlmun-Normal:L/350 a 1/240 I i I 360 -_-I=0.37 In Total,Ul _240 __ =0.55 in r N/A I=0.00 In Total,Li; __N/A __ =0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 I Mem True Len:11.00 R Add Self Weight? Yes-Self weight will be added to epgled DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? I No `.' Increase Roof DL for pitch? No CI Roof Pitch , 0 0:12 y( Live Dead Snow THb.Width Live Dead Snow Uniform Ld.2 40 psf 15 psf 1 1.00 R 40.0 lb/ft 15.0 lb/ft Tot Unlf Load 40.0 Ib/ft 15.0 Ibfft - Point Loads Meesuned horn left end of member.Member Total Length=11 1/. Uve Dead Snow Trib.Width THb Length Live Dead Snow Location Polo Load 4 2,100 lb 1,091 lb 6.00 ft Loads 300 Pahl lads we 1f10 wale 200-11 100, ' 0 r.. . - _ ---._- '. ...I -10D 2 4 6 B 10 1rL I Glu Lam Ca1Cd Member Results For 5 x 7,5 Solutions Using Self Weight of Engrd(3)1.75 x 725 2.0E LVL,9.7 pit !Mac mamradurers 1.v I Load Duration %Overdesign 2.5 x 10.5 5 x 7.5 8.75 x 9 I Moisture 1 Neripn Dry-1e% I.'I 15 u rs I V I I Snow:1.15 I v I Pos Bending 12A% 3 x 10.5 5.125 x 7.5 Press Treated?[No,Not P.T. '3,I 121F-V4,DF/DF l e I Neg Bendng NA 3.125 x 9 6.75 x 7.5 Temp Cond.I too deg r a les 1.1 Fb Pos 2.760 psi Fv 305 psi Shear 263.% Fb Neg 2,105 psi Fcp 650 psi Spen(s)Defl'n 0.9% Allow Poe Mom 10.780 ft-lb 1 175.78 ina4 Cantilevers)Defl'n NA Allow Neg More-8,224 ft-lb E 1,800 ksi Cale'd member OK by: 0.9% Allow Shear 7,619 lb El 316,406 ksi Conto0ing criteria Is: Deft-Span Red Bearing io:ma t support 2 Support 3 Support 4 Sell Wt 9.59 pif Cand%Of Um Load Duration:1.16Snow For5x7.5 1.50 In 1.50 in - - Engineered Lumber Calc'd Brand I Tna]dst 1.1 Results For(311.75 x 7.25 2.0E Solutions Using Self Weight of Engrd(3)1.75 x 7152.0E LVL,9.7 pif Calc'd Member I(3)1.75 x 7.25 2.0E LVL I.I M 3.5x 11.251.3E LSL 3.5X 20 2.2E PSL Load Duration I snow:i.ls j.I %Overdeslgn 1.75 x 141.55E LSL 7 x 20 2.2E PSL Repetitive Use? I ire I w I Pos Bending 24.3% 3.5 x 9251.55E LSL • Fb Pos 3,109 psi Fv 328 psi Neg Benda NA 1.75 x 11.875 2.0E LVL - Fb Neg 3,092 psi Fcp 750 psi Sheer 296.7% (2)1.75 x 9.25 2.0E LVL 3.5 x 9.25 Plus PSL,Levi Allow Pas Mom.11,917 R-lb E 2,000 ksl Spar(s)De9'n 6.3% (3)1.75 x 7.25 2.0E LVL 525 x 9.25 Plus PSL,Lev1 Allow Neg Mom.-11,851 ft-lb El 333,443 ksl Cant(s)Den NA (4)1.75 a 725 2.0E LVL 3.5 x 11.875 Plus PSI,,Lev2 Allow Shear 8,317 lb Calc'd member OK by: 6.3% 3.5 x 9.25 2.0E PSL 525 x 9.25 Plus PSI.,Lev2 1166.72 i004 Controlling criteria is: DeI-Span 525 x 9.252.0E PSL 3.5 x 11.675 Plus PSL,Lev3 Self Wt 9.73 p6 Cord's Of Use:Load Duratlos:1.15Sror 7x9.252.0E PSL 5.25x 9.25 Pars PSL,Lev3 Support 1 Support 2 Support 3 Support4 _ Req'd Bearing For(3)1.75 x 7.25 2.0E LVL 1.50 in 1.50 In - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support I Support 2 Support 3 5upoorl A Max Total 1,BO6lb 2,0971b O ft-lb O ft-lb 0 ft-lb 0 ft-lb Min Total 632 lb 731 lb - • 0 ft-lb 0 ft-lb 0 ft-Iti 0 ft-lb Min Load Case Defections Lt Canfvr Span 1 Sean 2 Span 3 Rt Cantivr Max Up Defl 0-000 In Allowed 0.550 in 0.550 in 0.550 in Max Dn Deft -0.517 in Allowed 0.550 in 0.550 in 0.550 in ProBeam_v7_0_WC.xls