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4 , . 1 <br /> a 4 ' , <br /> it-4 IN-ti A-ATJ PROJECT: Colby Building-Typical Stud PAGE: <br /> CLIENT: DESIGN BY: <br /> ti`rRr-c-`rr-u %.L i'N:(.rNr:r<rx.; JOB NO.: DATE: REVIEW BY: <br /> Wood Post, Wall Stud, or King Stud Design Based on NDS 2015 _ <br /> INPUT DATA DESIGN SUMMARY <br /> HEIGHT H= 12 ft USE: 1-2"x 4" DOUGLAS FIR-LARCH Stud <br /> Effective Length(NDS 3.7) Le,x-x= 13 ft,(strong axis bending) <br /> Le,y-y= 0.5 ft,(weak axis bending) 1.CHECK VERTICAL LOADS: fe<Fc'? <br /> 105 psi < 205 psi [Satisfactory] <br /> AXIAL LOAD Poc= 300 lbs 1 AT <br /> PLC= 250 lbs )sem( 2.CHECK BENDING LOADS: fb<Fy'? <br /> Total P= 550 lbs c"J/7,.(� 494 psi < 1336 psi [Satisfactory] <br /> OJ( OF. P4_,aniE <br /> LATERAL LOAD w= 7 pit <br /> )4<, <br /> 3.CHECK INTERACTION: (2-.--1-1-( 1 If"`<1 ? <br /> F= 1 Ibs,at 0.25 ft,from bottom F,. 1-f�/F, Fr,. <br /> Max Section M= 126 ft-lbs,at 6.00 ft from bottom 0.996 < 1 [Satisfactory] <br /> Max Section V= 43 at bottom end <br /> SPECIES(1=DFL,2=SP,3=LSL,4=PSL) 1 DOUGLAS FIR-LARCH 4.CHECK SHEAR LOADS: fv<Fv? <br /> GRADE(1.2,3,4,5,or 6) 6 Stud 12 psi < 288 psi [Satisfactory] <br /> SECTION 1 pcs,b= 2 in 5.MAXIMUM HORIZONTAL DEFLECTION <br /> h= 4 in 0.44 in,at 6,00 ft from bottom <br /> ( H 1330 ) <br /> WET IDRY?(1=DRY,2=WET) 1 DRY <br /> ANALYSIS <br /> COLUMN BASIC DESIGN STRESSES: 1 P <br /> COMPRESSIVE STRESS Fe= 850 psi <br /> MODULUS OF ELASTICITY E= 1400 ksi <br /> BENDING STRESS(X-Axis) Fbx= 700 psi <br /> SHEAR STRESS(X-Axis) F5= 180 psi ' yy <br /> 1 <br /> COLUMN PROPERTIES: <br /> STANDARD DRESSED SIZE dy= 3.50 in <br /> dx= 1.50 in <br /> AREA A = 5.25 in2 F <br /> SECTION PROPERTIES Abt.x-x Sx= 3.06 a �r-. <br /> Ix= 5.36 in4 <br /> LENGTH-DEPTH RATIO Le,x-x I dy= 44.6 <br /> Le y_y I dx= 4.0 <br /> ADJUSTMENT FACTORS: Fbx' Fc' Fv' E' <br /> DURATION(NDS 2.3.2) CD 1.60 1.60 1.60 MODULUS OF ELASTICITY E.m n= 510 ksi <br /> MOISTURE FACTOR CM 1.00 1.00 1.00 1.00 COLUMN PARAMETER c = 0.80 <br /> TEMPERATURE FACTOR Ct 1.00 1.00 1.00 1.00 BEAM PARAMETER Re= 20.295 <50 <br /> INCISING FACTOR Ci 1.00 1,00 1.00 1.00 <br /> SIZE FACTOR CF 1.50 1.15 1.00 BUCKLING VALUES <br /> FLAT USE FACTOR C15 FcE = 211 psi FbE= 1486 psi <br /> COLUMN STABILITY Cp 0.131 F0*= 1564 psi Ft;= 1932 psi <br /> REPETITIVE(1.15 or 1.0) Cr 1.15 <br /> BEAM STABILITY CL 0.69 <br /> ADJUSTED PROPERTIES: <br /> MODULUS OF ELASTICITY E'= 1400 ksi AXIAL STRESS F0'= 205 psi <br /> BENDING STRESS(X-Axis) FLA'= 1336 psi SHEAR STRESS F5'= 288 psi <br /> ACTUAL STRESSES: <br /> AXIAL STRESS fc = 104.8 psi SHEAR STRESS fv = 12 psi <br /> BENDING STRESSES fbx= 494.2 psi <br /> 33 5) <br />