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Plans (11) paaQe Project James R.Zachrison Location:WALL1 .�': James R.Zachrison,Consulting Engineer Wall 14995 SE Amisigger Road [2015 International Building Code(2015 NDS)jryr:---."Boring,OR. 97009 1.5 IN x 5.5IN x 12.75 FT @ 160.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 1/1/2020 7.36:07 PM Section Adequate By:70.4% Controlling Factor:Combined Stress Factor DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only: Defl= 0.34 IN=U446 ., Live Load Deflection Criteria: U180 GJT U r?. ?ocA VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 0 lb y ` Dead Load: Vert-DL-Rxn= 136 lb B Total Load: Vert-TL-Rxn= 136 lb HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top= 122 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom= 122 lb WALL DATA Total Stud Length: 12.75 ft Wall Dead Weight: 8 psf Unbraced Length(X-Axis)Lx: 12.75 ft Unbraced Length(Y-Axis)Ly: 0 ft Stud End Condition-K(e): 1 1235• w Axial Load Duration Factor 1.00 Lateral Load Duration Factor(Wind/Seismic) 1.60 STUD PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 1350 psi Fc'= 579 psi Cd=1.60 Cf=1.10 Cp=0.24 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 2153 psi Cd=1.60 CF=1.30 Cr-1.15 CI=1.00 Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 2153 psi Cd=1.60 CF=1.30 Cr-1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi A Stud Section(X-X Axis): dx= 5.5 in WALL LOAD CALCULATOR Stud Section(Y-Y Axis): dy= 1.5 in Live Load Dead Load Tributary Width Area: A= 8.25 in2 Load Tracker: LL= 0 pif DL= 0 plf Section Modulus(X-X Axis): Sx= 7.56 in3 Roof: LL= 25 psf DL= 15 psf TA= 0 ft Section Modulus(Y-Y Axis): Sy= 2.06 in3 Upper Floor: LL= 40 psf DL= 15 psf TA= 0 ft Slenderness Ratio: Lex/dx= 27.82 Upper Floor Height: 0 ft Ley/dy= 0 Middle Floor: LL= 40 psf DL= 15 psf TA= 0 ft Middle Floor Height: 0 ft Stud Calculations(Controlling Case Only): Calculated Load: LL= 0 plf DL= 102 plf Controlling Load Case:Axial Dead Load and Lateral loads(D+W or E) Actual Compressive Stress: Fc= 16 psi MIAL LOADING Allowable Compressive Stress: Fc'= 579 psi Live Load: PL= 0 plf Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Dead Load: PD= 102 plf Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 102 plf Moment Due to Lateral Loads(X-X Axis): Mx= 390 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb LATERAL LOADING (Dy Face) Bending Stress Lateral Loads Only(X-X Axis): Fbx= 619 psi Uniform Lateral Load: wL-Lat= 14 psf Allowable Bending Stress(X-X Axis): Fbx'= 2153 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 2153 psi Combined Stress Factor: CSF= 0.3 NOTES • Page Project: - -- tk�-�James R.Zachnson Location:WALL1 ,i, , ,� James R.Zachrison.Consulting Engineer c 7 ) Wall ``- ' 14995 SE Amisigger Road �, [2015 International Building Code(2015 NDS)] ---- Boring,OR. 97009 (2)1.5INx5.5INx11.67FT@480.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 1/1/2020 7:40:03 PM Section Adequate By:57.0% Controlling Factor:Combined Stress Factor CAUTIONS Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only: Dell= 0.36 IN=U388 Z. ) Z "I ,�,-n, ?!`j' '.CU 5 Live Load Deflection Criteria: U180 • VERTICAL REACTIONS Je 5(17 E t Live Load: Vert-LL-Rxn= 0 lb t id- /jw,c� Dead Load Vert-DL-Rxn= 373 lb Total Load: Vert-TL-Rxn= 373 lb HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top= 336 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom= 336 lb WALL DATA Total Stud Length: 11.67 ft Wall Dead Weight: 8 psf Unbraced Length(X-Axis)Lx: 11.67 ft Unbraced Length(Y-Axis)Ly: 0 ft I Stud End Condition-K(e): 1 11.67 Axial Load Duration Factor 1.00 Lateral Load Duration Factor(Wind/Seismic) 1,60 STUD PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 1350 psi Fc'= 681 psi Cd-1.60 Cf=1.10 Cp=0.29 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1872 psi Cd=1.60 CF=1.30 Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1872 psi Cd=1.60 CF=1.30 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi A Stud Section(X-X Axis): dx= 5.5 in WALL LOAD CALCULATOR Stud Section(Y-Y Axis): dy= 3 in Live Load Dead Load Tributary Width Area: A= 16-5 in2 Load Tracker: LL= 0 plf DL= 0 plf Section Modulus(X-X Axis): Sx= 15.13 in3 Roof: LL.= 25 psf DL= 15 psf TA= 0 ft Section Modulus(Y-Y Axis): Sy= 4.13 in3 Upper Floor: LL= 40 psf DL= 15 psf TA= 0 ft Slenderness Ratio: Lex/dx= 25.46 Upper Floor Height: 0 ft Ley/dy= 0 Middle Floor: LL= 40 psf DL= 15 psf TA= 0 ft Middle Floor Height: 0 ft Stud Calculations(Controlling Case Only): Calculated Load: LL= 0 plf DL= 93.4 plf Controlling Load Case:Axial Dead Load and Lateral loads(D+W or E) Actual Compressive Stress: Fc= 23 psi AXIAL LOADING Allowable Compressive Stress: Fc'= 681 psi Live Load: PL= 0 plf Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Dead Load: PD= 93 plf Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 93 plf Moment Due to Lateral Loads(X-X Axis): Mx= 981 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb LATERAL LOADING (Dy Face) Bending Stress Lateral Loads Only(X-X Axis): Fbx= 778 psi Uniform Lateral Load: wL-Lat= 14 psf Allowable Bending Stress(X-X Axis): Fbx'= 1872 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1872 psi Combined Stress Factor: CSF= 0.43 NOTES 1 Project: a 't, .. Page — James R.Zachrison 41111 Location:WALL1 4 James R.Zachrison,Consulting Engineer Wall 14995 SE Amisigger Road [2015 International Building Code(2015 NDS)] :;. -- Boring,OR. 97009 1.5INx5.5INx10.33FT@42O.0 #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 1/2/2020 9:33:44 AM Section Adequate By:40.6% Controlling Factor:Combined Stress Factor DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only Defl= 0.39 IN=U319 Live Load Deflection Criteria: U180 • VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 0 lb B = -7 tA'r -- Dead Load' Vert-DL-Rxn= 289 lb Total Load: Vert-TL-Rxn= 289 lb ;160 _ A vco HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top= 260 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom= 260 lb WALL DATA Total Stud Length: 10.33 ft Wall Dead Weight: 8 psf Unbraced Length(X-Axis)Lx: 10.33 ft Unbraced Length(Y-Axis)Ly: 0 ft Stud End Condition-K(e): 1 10.33• Axial Load Duration Factor 1 00 Lateral Load Duration Factor(Wind/Seismic) 1.60 STUD PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 1350 psi Fc'= 845 psi Cd=1.60 Cf=1.10 Cp=0.36 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1872 psi Cd=1.60 CF=1.30 C1=1.00 * Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1872 psi —4. Cd=1.60 CF=1.30 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi A Stud Section(X-X Axis): dx= 5.5 in WALL LOAD CALCULATOR Stud Section(Y-Y Axis): dy= 1.5 in Live Load Dead Load Tributary Width Area: A= 8.25 in2 Load Tracker. LL= 0 plf DL= 0 plf Section Modulus(X-X Axis): Sx= 7.56 in3 Roof: LL.= 25 psf DL= 15 psf TA= 0 ft Section Modulus(Y-Y Axis): Sy= 2.06 in3 Upper Floor: LL= 40 psf DL= 15 psf TA= 0 ft Slenderness Ratio: Lex/dx= 22.54 Upper Floor Height: 0 ft Ley/dy= 0 Middle Floor: LL= 40 psf DL= 15 psf TA= 0 ft Middle Floor Height: 0 ft Stud Calculations(Controlling Case Only): Calculated Load: LL= 0 plf DL= 82.6 plf Controlling Load Case:Axial Dead Load and Lateral loads(D+W or E) Actual Compressive Stress: Fc= 35 psi AXIAL LOADING Allowable Compressive Stress: Fc'= 845 psi Live Load: PL= 0 plf Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Dead Load. PD= 83 plf Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 83 plf Moment Due to Lateral Loads(X-X Axis): Mx= 672 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= I 0 ft-lb LATERAL LOADING (Dy Face) Bending Stress Lateral Loads Only(X-X Axis): Fbx= 1067 psi Uniform Lateral Load: wL-Lat= 14 psf Allowable Bending Stress(X-X Axis): Fbx'= 1872 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1872 psi Combined Stress Factor: CSF= 0.59 NOTES 1 ; ... 1- 1-- .1., ,. ...... ..-,, \}' 1 =-., ,fr •-•- , . ....... , '• = . - ., .! , : 1 .• II) ' ..•‘;'',A:''..:,:. I ' -:-7...--'''' -'''"":. - --' ••"!' •;!. .-. • ., ,. .... • ,,, ...LU • ! ....: ..... -t.,--*,..,',,,:: 'i.,4..*:,..' r , , ...-,.. - ' -- - r.„,.....„„,....._ rr, rrr . . .,...,„...,,_ . r rr•r.,.. .. ,. .. .1 .. . . . . _ ,, _ . ,..., . : r„,.., . . , . „.. . 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