710 N BROADWAY GREENSHIELDS INDUSTRIAL SUPPLY 2025-08-21

Temperature Factor C(,D = 1 NDS 2018,Table 233 Incising Factor Ct,t, = 1 NDS2018.04.38 Adjusted Shear Strength F; = 67 psi. NDS 2018,Tab'e 4.3.1 Applied Shear Stress f„ = 54.4 psi Bearing(NDS 2018 3.10) I - -- -- - --- ------ -- -- Wet Service Factor cm,l = 1 NDS 2018 Supp!ement Temperature Factor Ct,I = 1 NDS 2018,Tab'e 233 Incising Factor Ci,I = 1 NDS 2018.C14.38 Base Bearing Strength F,,l/Ct,= 565 psi NDS 2018,Table 43.1 Linear Base Bearing Resistance R1/Ct,et,=4310lbf/in Bearing Strength per Support BR= NDS 2018,C1110A Location(fl)_ B_e_a_ring length(y rn) Bearing Area Factor Q I-Aflowati.le Bearing Load R'pb) Governing Reaction R pn) n Mtn Bearing Utilizatio Length(in) Type 0.88 3 1.13 14 500 3360 0.231 0.693 I'm 4.88 3 1.13 14 500 1360 0.093 5 0.281 Int Deflections I -- --- - -- Live/short-term deflections per span hableST = Span Length L(e) Span Type Deflection 6(in) Deflect)on Limit A,;,n(in) _ me ecunUtAs_aUon6/Ali„ Deflection RatioL/ 0.88 Cant 0.00285 0.0587 0.0485 3710 4 Int -0.00356 0.133 0.0267 13500 0.45 Cant 0.001081 0.03 0.0361 4990 Long-term Deflections per Span habtel,T= Span Length L(it) 5 an T Deflection 6(in) Deflection Urnit A,,,,,(in) Deflection UtHisation6/A1ia Deflection Ratio L/ 0.88 Cant 0.00305 0.088 0.0347 3460 4 Int -0.00382 0.2 0.0191 12 600 0.45 Cant 0.00117 0.045 0.026 4620 -- I Comments Assumptions 1.Axial load is assumed to be negligible.This is a particularly important point for inclined beams,in which axial load is by definition non- zero;it is left to the engineer to verify that the axial load is,in fact,negligible. 2.Shear is conservatively taken at the absolute highest location,instead of distance d as allowed per code. 3.When more than one ply is provided in weak axis bending,full composite action is assumed(must be checked separately) 4.Members are straight,prismatic(not-tapered)and not notched 5.For impact live loads,the wood is conservatively assumed to be treated(Cd=1.6) 6.When flitch plates are used:shear and bearing are assumed 100%carried by wood,flitch plates don't affect C_L calculation,and steel is conservatively assumed to creep the same as wood for long term deflection 7.I-Joists are fully braced and all holes are within manufacturer limits. 8.Bearing is not considered at point loads. 9.All glulam beams are assumed to include at least four laminations,and if there are multiple pieces across the width,these are edge- bonded. 10.When shear deflections are explicitly considered,we make use of an approximation as defined here:https:Hsupport.clearcalcs.com/ article/198-shear-deflection-in-us-and-canada-wood-beam-calculators 11.In weak axis multi-ply beam bending,the plies are assumed to act non-compositely. 12.Two-ply I-joists are assumed to meet all detailing requirements and blocking is to be added where required. g V.. ho 604� 35a,1� G' 1Uf1aL i Greenfield Rev 3 Page 52 of 52