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INegative Bending(NDS 2018 2.3) I <br /> Governing Duration Factor-Negative CD b= 0.9 NDS2018,C1 212 <br /> Bending <br /> NDS 2018,o 33se <br /> Fully Braced Allowable Negative Moment MI = 19 200 tb•ft <br /> Equivalent Moment Factor Calculation- =C0 At•JCTR14,021 33 3•abk _ <br /> Negative Bending - --— - J <br /> Span Length L f�) Span Type AlaximuM Moment AI,,;,,Ot R) I Q1 fGomenl Ala Ub n) I Q2 Moment,Vp Ub-tt) Q3 Moment Afc Qb @) M Mod.Factor Cy <br /> 192 1440 —1,14 <br /> Int 1920 l 14401 1920 <br /> l l k-factor:AWC TR142.1.3.4 Load eccfnlnoty fact.,:A14C TR14 <br /> Governing Buckling Moment Calculation- _ 2.,.3.3 Gu:amng bu<kl,ng 1.3.1 A1'f TR142.1.3.26eam <br /> -rcrTJable — slabd ty rador:n\v TR,4 2-t.3.1 <br /> Negative Bending - <br /> Span Length L(in) Span Type k-Factor k Load Eccentricity Factor C,. I Governing Buckling hlomen[Ah Ub R) I Beam Stability Factor Cy I (W-RO l <br /> 192I Intl 1.72I <br /> 0.855 596001 0.978 <br /> Governing Beam Stability Factor-Negative Ci = 0.978 AWC TR14,Cl 2.134 <br /> Bending <br /> Adjusted Bending Strength-Negative = 135 N052018,Tab:e4 3 t <br /> r- 0 psi <br /> Bending <br /> Applied Bending Stress-Negative Bending fe = 0 psi <br /> Shear Design(NDS 2018 3.4) I <br /> f105 2018.Table 2 3 2 <br /> Governing Duration Factor CD = 1 <br /> NDS 2018 Supplement <br /> Wet Service Factor cm" = 1 <br /> NDS 2018,Tab:x 2 3 3 <br /> Temperature Factor C(,, = 1 <br /> _ tJDS 2018,Cl 4.3 8 <br /> Incising Factor C;,, — 1 <br /> F' = 170 psi NDS 2018.Tab'e 4.3.1 <br /> Adjusted Shear Strength o <br /> Applied Shear Stress ft, = 90.5 psi <br /> IBearing(NDS 2018 3.10) I <br /> Wet Service Factor <br /> CAf,-L = <br /> 1 NDS201SSupp!ement <br /> ND5 2018,Table 2.3 3 <br /> Temperature Factor C(,I = 1 <br /> ND5 2018,C14.3.8 <br /> Incising Factor C',I = 1 <br /> - NDS 2018,tab'e 4 3.1 <br /> Base Bearing Strength F�l/Cb= 625 psi <br /> Linear Base Bearing Resistance Rl/CA=34401bf/in <br /> Bearing Strength per Support <br /> BR= Noszo,R Cl l ID4 <br /> Location(tt) I Bearing Length(&(in) I Bearing Area Factor Ce I Al!owable Bearing Load le Oh) Governing Reaction R(Ib) Utilization Min_Bearing Length(in) Type <br /> 1 13 700 i 4480 l 0.32,6 1.3 Ext <br /> 16 I 4 1 I 137001 44801 0.326 1.3 I Ext <br /> IDeflections I <br /> Live/short-term deflections per span aTableST = <br /> Span Length L(a) I Span Type Deflection,f pu) I Deflection Limit Al.,U�1 Deflection Utilization S/ 6 I Deflection Ratio Lf <br /> 16 I Intl -0.409 I 0.533 I 0.7.766 I 470 <br /> Long-term Deflections per Span hableLT = <br /> Span Length` L Ut) I Span Type I Deflection d(io) I Deflection Limit Ali.(in) Deflection Utilisation 6/A1;.,, Deflection Ratio L/I 16 Int .0.433I 0.81 0.541I 443 <br /> I Comments I <br /> H° E� <br /> Assumptions ' <br /> 1.Axial load is assumed to be negligible.This is a particularly important point for inclined beams,in which axial load is by deffnitio 6ivJw <br /> _. <br /> 3 zoi�. <br /> zero;it is left to the engineer to verify that the axial load is,in fact,negligible. v/ <br /> 2.Shear is conservatively taken at the absolute highest location,instead of distance d as allowed per code. ��• 1tL <br /> Greenfield Rev 3 Page 27 of 52 <br />