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Wood Beam (ASD) (version 199) — Deck Joist <br />Created with ClearCalcs.com <br />Client:Author:Huy Nguyen Date:Jun 12, 2025 <br />Project:1721 N Spurgeon St Job #: <br />Address:Subject: B1 <br />References:NDS 2018 (ASD) <br />Summary <br />Member 2x4 D.Fir-L No. 1 <br />Moment Utilization -0.205 kipft / 0.37 kipft <br />Shear Utilization 0.246 kip / 0.611 kip <br />Bearing Utilization 0.148 kip / 31.4 kip <br />Minimum Bearing Length (End <br />Supports) <br />Governing Live / Short-Term <br />Deflection -0.0275 in (L/1817) <br />Governing Long-Term Deflection -0.0325 in (L/1537) <br />Governing Long-Term Deflection <br />Key Properties <br />Beam Plan Length <br />Continuous Bracing for Lateral <br />Torsional Buckling <br />Loads <br />Center-to-Center Spacing (= <br />tributary width) <br />Design Conditions <br />International Building Code (IBC) 2021 <br />Member Properties <br />Cross-Sectional Area <br />Strong Axis Moment of Inertia <br />Section Modulus <br />Base Allowable Bending Stress <br />Base Allowable Shear Stress <br />Base Perpendicular Compression <br />Allowable Stress <br />True Modulus of Elasticity <br />Apparent Modulus of Elasticity <br />Modulus of Elasticity for <br />Deflections <br />Elastic Modulus (NDS 2018 2.3) <br />Adjusted Modulus of Elasticity <br />Section Bending (NDS 2018 2.3) <br />Size Factor <br />Incising Factor <br />Positive Bending (NDS 2018 2.3) <br />Governing Duration Factor - <br />Positive Bending <br />Governing Beam Stability Factor - <br />Positive Bending <br />Adjusted Bending Strength - <br />Positive Bending <br />Negative Bending (NDS 2018 2.3) <br />Governing Duration Factor - <br />Negative Bending <br />Governing Beam Stability Factor - <br />Negative Bending <br />Adjusted Bending Strength - <br />Negative Bending <br />Shear Design (NDS 2018 3.4) <br />Governing Duration Factor <br />Adjusted Shear Strength <br />Bearing (NDS 2018 3.10) <br />Base Bearing Strength <br />Comments <br />PASS <br />d= <br />3 <br />. <br />5 <br />i <br />n <br />b=1.5in <br />PrimaryLoading <br />55%M/ <br />M′=M/ <br />M' <br />= <br />M /M =′ <br />40%V/ <br />V′=V/ <br />V' <br />= <br />V /V =′ <br />0%R/ <br />R′=R/ <br />R' <br />= <br />R/R =′ <br />ℓb,min,end=\ell_{b,min,end} <br />= <br />ℓ =b,min,end 0.2350.2350.235 in\mathrm{in}in <br />20%δST=\delta_{ST} <br />= <br />δ =ST <br />16%δLT=\delta_{LT} <br />= <br />δ =LT <br />δLT=\delta_{LT} <br />= <br />δ =LT −0.0325-0.0325−0.0325 in\mathrm{in}in <br />Reactions: <br />DistancefromLeftofBeam(ft) <br />0.0 1.0 2.0 3.0 4.0 <br />Bearing:50inFactMax:0.148kipFactMin:0.0136kipD:0.0227kipL:0.125kip <br />NoBearingFactMax:0.246kipFactMin:0.0227kipD:0.0379kipL:0.208kip <br />FactMax:-0.0189kip-inFactMin:-0.205kip-inD:-0.0316kip-inL:-0.174kip-in <br />LX=L_X <br />= <br />L =X 4.174.174.17 ft\mathrm{ft}ft <br />Top Braced <br />DistancefromLeftofBeam(ft) <br />0.0 1.0 2.0 3.0 4.0 <br />Self-weight <br />0 4.17ft <br />D:1.21plf <br />FloorLoad <br />LW:1.33ft|D:10psf,L:60psf0 4.17ft <br />D:13.3plfL:80plf <br />s=s <br />= <br />s =16 in\mathrm{in}in <br />A=A <br />= <br />A =5.25 in2\mathrm{in^2}in2 <br />Ixx=I_{xx} <br />= <br />I =xx 5.365.365.36 in4\mathrm{in^4}in4 <br />S=S <br />= <br />S =3.06 in3\mathrm{in^3}in3 <br />Fb=F_b <br />= <br />F =b 100010001000psi\mathrm{psi}psi <br />Fv=F_v <br />= <br />F =v 180180180psi\mathrm{psi}psi <br />Fc⊥=F_{c\perp} <br />= <br />F =c⊥625625625psi\mathrm{psi}psi <br />Etrue=E_{true} <br />= <br />E =true 1.70×1061.70×10^{6}1.70 × 106 psi\mathrm{psi}psi <br />Eapp=E_{app} <br />= <br />E =app 1.70×1061.70×10^{6}1.70 × 106 psi\mathrm{psi}psi <br />E=E <br />= <br />E =1.70 × 106 psi\mathrm{psi}psi <br />E′=E' <br />= <br />E =′1.53×1061.53×10^{6}1.53 × 106 psi\mathrm{psi}psi <br />CF,b=C_{F,b} <br />= <br />C =F ,b 1.51.51.5 <br />C =i,b 111 <br />C =D,b <br />+111 <br />C =L <br />+111 <br />F =b <br />′+146614661466psi\mathrm{psi}psi <br />CD,b−=C_{D,b} <br />^- <br />= <br />C =D,b <br />−111 <br />C =L <br />−0.9890.9890.989 <br />F =b <br />′−145114511451psi\mathrm{psi}psi <br />CD=C_{D} <br />= <br />C =D 111 <br />F =v <br />′175175175psi\mathrm{psi}psi <br />Fc⊥′/ <br />Cb=F_{c\perp}'/ <br />C_b <br />= <br />F /C =c⊥′b 419419419psi\mathrm{psi}psi