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Specifications 311 - 10440 View Terrace Deck- Loads th 2 Dead Load ft 16 ft 2 lb 5 ft 16 ft 2 Floor System ft2 lb lb ft ft CreatedPIC rose, See wttw.mathcad.cmnfor more �nfmnm��on. 311 10440 SW View Terrace, Tigard, OR Engineering Report 10/11/2019 Page 2 of 8 ` Project:311 10440 View Deck Terrace StruCalc Version 10.0.1.6 10/11/2019 10:03:04 AM page Location:Beams Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] °f 5.5 IN x 9.5 IN x 11.08 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:17.5% Controlling Factor:Moment Location:Joist Floor Joist [2015 International Building Code(2015 NDS)] 1.51N x 5.5 IN x 8.58 FT @ 160.C. #2-Douglas-Fir-Larch-Dry Use Section Adequate By:4.5% Controlling Factor:Deflection Location:Columns Column [2015 International Building Code(2015 NDS)] 3.5 INx3.5INx8.33FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:71.1% Location:Square Footing Footing [2015 International Building Code(2015 NDS)] Footing Size:1.5 FT x 1.5 FT x 10.00 IN Section Footing Design Adequate 311 10440 SW View Terrace, Tigard, OR Engineering Report 10/11/2019 Page 3 of 8 • Project:311 10440 View Deck Terrace StruCalc Version 10.0.1.6 10/11/2019 10:03:04 AM page Location:Beams Uniformly Loaded Floor Beam of [2015 International Building Code(2015 NDS)] 5.5 IN x 9.5 IN x 11.08 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:17.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.11 IN L/1167 Dead Load 0.11 in Total Load 0.22 IN L/599 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 951 lb 951 lb Dead Load 902 lb 902 lb Total Load 1853 lb 1853 lb Bearing Length 0.54 in 0.54 in w BEAM DATA Center Span Length 11.08 ft Unbraced Length-Top 0 ft 11.08 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 0 psf Bending Stress: Fb= 875 psi Fb'= 875 psi Floor Dead Load FDL= 26 psf 0 psf Cd=1.00 CF=1.00 Floor Tributary Width FTW= 4.3 ft 0 ft Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Wall Load WALL= 40 plf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi BEAM LOADING Comp. to Grain: Fc- = 625 psi Fc- = 625 psi Beam Total Live Load: wL= 172 plf Controlling Moment: 5133 ft-lb Beam Total Dead Load: wD= 152 plf 5.54 ft from left su Beam Self Weight: BSW= 11 plf pport Total Maximum Load: wT= 334 plf Created by combining all dead and live loads. Controlling Shear: 1594 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 70.39 in3 82.73 in3 Area(Shear): 14.06 in2 52.25 in2 Moment of Inertia(deflection): 157.46 in4 392.96 in4 Moment: 5133 ft-lb 6032 ft-lb Shear: 1594 lb 5922 lb NOTES 311 10440 SW View Terrace, Tigard, OR Engineering Report 10/11/2019 Page4of8 Project:311 10440 View Deck Terrace StruCalc Version 10.0.1.6 10/11/2019 10:03:04 AM Page Location:Joist Floor Joist of [2015 International Building Code(2015 NDS)] 1.5 IN x 5.5 IN x 8.58 FT ©16 O.C. #2-Douglas-Fir-Larch-Dry Use Section Adequate By:4.5% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.20 IN L/527 Dead Load 0.08 in Total Load 0.27 IN L/376 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 229 lb 229 lb Dead Load 92 lb 92 lb Total Load 321 lb 321 lb Bearing Length 0.34 in 0.34 in SUPPORT LOADS A Live Load 172 plf 172 plf Dead Load 69 plf 69 plf 8.58 ft Total Load 241 plf 241 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Center Base Values Adiusted Span Length 8.58 ft Bending Stress: Fb= 900 psi Fb'= 1346 psi Unbraced Length-Top 0 ft Cd=1.00 CF=1.30 Cr-1.15 Unbraced Length-Bottom 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=1.00 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi JOIST LOADING Comp.L to Grain: Fc- = 625 psi Fc-1'= 625 psi Uniform Floor Loading Center Controlling Moment: 687 ft-lb Live Load LL= 40 psf 4.29 Ft from left support of span 2(Center Span) Dead Load DL= 16 psf Created by combining all dead loads and live loads on span(s)2 Total Load TL= 56 psf Controlling Shear: 288 Ib TL Adj.For Joist Spacing wT= 74.7 plf At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 6.13 in3 7.56 in3 Area(Shear): 2.4 in2 8.25 in2 Moment of Inertia(deflection): 19.89 in4 20.8 in4 Moment: 687 ft-lb 848 ft-lb Shear: -288 lb 990 lb NOTES 311 10440 SW View Terrace, Tigard, OR Engineering Report 10/11/2019 Page 5 of 8 Project:311 10440 View Deck Terrace StruCalc Version 10.0.1.6 10/11/2019 10:03:05 AM page Location:Columns Column of [2015 International Building Code(2015 NDS)] 3.5 IN x 3.5 IN x 8.33 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:71.1% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 951 lb Dead Load: Vert-DL-Rxn= 924 lb Total Load: Vert-TL-Rxn= 1875 lb COLUMN DATA Total Column Length: 8.33 ft B Unbraced Length(X-Axis)Lx: 8.33 ft Unbraced Length(Y-Axis)Ly: 8.33 ft Column End Condition-K(e): 1 4 Axial Load Duration Factor 1.00 €g COLUMN PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted j ! Compressive Stress: Fc= 1350 psi Fc'= 530 psi Cd=1.00 Cf=1.15 Cp=0.34 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1350 psi ' I Cd=1.00 CF=1.50 8.33 Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1350 psi Cd=1.00 CF=1.50 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Column Section(X-X Axis): dx= 3.5 in Column Section(Y-Y Axis): dy= 3.5 in 1; Area: A= 12.25 in2 Section Modulus(X-X Axis): Sx= 7.15 in3 Section Modulus(Y-Y Axis): Sy= 7.15 in3 Slenderness Ratio: Lex/dx= 28.56 — Ley/dy= 28.56 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 153 psi Live Load. PL= 951 lb" Allowable Compressive Stress: Fc'= 530 psi Dead Load: PD= 902 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 22 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 1875 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-Ib *Load obtained from Load Tracker.See Summary Report for details. Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1350 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1350 psi Combined Stress Factor: CSF= 0.29 NOTES 311 10440 SW View Terrace, Tigard, OR Engineering Report 10/11/2019 Page 6 of 8 Project:311 10440 View Deck Terrace StruCalc Version 10.0.1.6 10/11/2019 10:03:05 AM page Location:Square Footing Footing of [2015 International Building Code(2015 NDS)] Footing Size:1.5 FT x 1.5 FT x 10.00 IN Section Footing Design Adequate CAUTIONS *Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Fc= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 1.5 ft Length: L= 1.5 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 8 in COLUMN AND BASEPLATE SIZE Column Type: Wood 1-4 in 1 Column Width: m= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 833 psf Effective Allowable Soil Bearing Pressure:Qe= 1375 psf Required Footing Area: Areq= 1.36 sf 10 in Area Provided: A= 2.25 sf Baseplate Bearing: Bearing Required: Bear= 2630 lb T Allowable Bearing: Bear-A= 37400 lb Beam Shear Calculations(One Way Shear): a in Beam Shear: Vu1 = 146 lb 1 Allowable Beam Shear: Vc1 = 5280 lb Punching Shear Calculations(Two Way Shear): I 1.5 ft Critical Perimeter: Bo= 48 in Punching Shear: Vu2= 1461 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 28090 lb Live Load: PL= 951 lb* Bending Calculations: Dead Load: PD= 924 lb* Factored Moment: Mu= 5918 in-lb Total Load: PT= 1875 lb* Nominal Moment Strength: Mn= 26400 in-lb Ultimate Factored Load: Pu= 2630 lb NOTES Footing plus soil above footing weight: Wt= 181 lb *Load obtained from Load Tracker.See Summary Report for details. 311 10440 SW View Terrace, Tigard, OR Engineering Report 10/11/2019 Page 7 of 8 • Pageo d Tracker Summary StruCalc Version 10.0.1.6 10/10/2019 3:44:10 PM igen A111114Z)3 m351N4031. De 3TT c..2 -Douglas-Fir-Larch-Dry Use Axial Load Beams Reaction A:LL= 951 lbs DL= 902 lbs TL= 1853 lbs of Square Footing Footing-Size: 1.5 FT x 1.5 FT x 10.00 IN Footing Load Columns Reaction A:LL= 951 lbs DL= 924 lbs TL= 1875 lbs 311 10440 SW View Terrace, Tigard, OR Engineering Report 10/11/2019 Page 8 of 8 •