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Specifications (25) ftROWELL ENGINEERING, LLC Building Relationships,Engineering Solutions July 31, 2019 Project: Remodel Project 9720 SW Lakside Dr. Tigard, OR 97224 Project No: R-19-039 Subject: Gravity Analysis Discussion: Column calculations have been attached.A single 2x6 trimmer is adequate to support the gravity loads from the beams of the previous letter(dated 7-24-19). The trimmer is to be attached to a cripple stud above the header with a MST28 strap, which will allow the trimmer to act as a full height stud. Questions or comments regarding this letter are to be addressed to Stephanie Ashley at stephaniea@rowelleng.com Regards, Todd Rowell P.E. Rowell Engineering LLC ,`010 PR 0,e4-6, 4c? ��GINF•9;0:0, 5 7•E f / REG 1 , 22, \N >, O �C6 T. RO' - I EXPIRES: DEC. 31, ?,Q RowellEngineering.com • 503.254.6292 • toddr@rowelleng.com 10570 SE Washington St. • STE 212 • Portland, OR 97216 page Project:R-19-039 Lakeside Remodel-7 L Remodeling — Stephanie / Location:COL1 • Rowell Engineering 5 rn . Column - 10570 SE Washington St of N ... [2015 International Building Code(2015 NDS)] Portland,OR 97227 1.5 IN x 5.5 IN x 8.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 7/30/2019 9:50:52 AM Section Adequate By:46.2% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 2520 lb Dead Load: Vert-DL-Rxn= 2155Ib Total Load: Vert-TL-Rxn= 4675 lb COLUMN DATA B Total Column Length: 8 ft Unbraced Length(X-Axis)Lx: 8 ft - Unbraced Length(Y-Axis)Ly: 0 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 1350 psi Fc'= 1053psi Cd=1.00 Cf=1.10 Cp=0.71 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1170 psi Cd=1.00 CF=1.30 s rt Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1170 psi Cd=1.00 CF=1.30 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Column Section(X-X Axis): dx= 5.5 in Column Section(Y-Y Axis): dy= 1.5 in Area: A= 8.25 in2 Section Modulus(X-X Axis): Sx= 7.56 in3 Section Modulus(Y-Y Axis): Sy= 2.06 in3 Slenderness Ratio: Lex/dx= 17.45 Le /d = 0 — A A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 567psi Live Load: PL= 2520 lb Allowable Compressive Stress: Fc'= 1053 psiDead Load: PD= 2141 lb• Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-Ib Column Self Weight: CSW= 14 Ib Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lbTotal Axial Load: PT= 4675 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'= 1170 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1170 psi Combined Stress Factor: CSF= 0.54 NOTES Project:R-19-039 Lakeside Remodel-T L Remodeling page --- Stephanie Location:COL1 Rowell Engineering Column S�{I� ;, g Bering / `I;i%--'d 10570 SE Washington St of [2015 International Building Code(2015 NDS)] '1-"" . . Portland,OR 97227 1.5 IN x 5.5 IN x 8.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 7/30/2019 9:50:54 AM Section Adequate By:46.2% VMD DIAGRAM • page Project:R-19-039 Lakeside Remodel-T L Remodeling —— Stephanie Location:COL2 SlfUt;iG' Rowell Engineering Column `, 10570 SE Washington St of (2015 International Building Code(2015 NDS)) Portland,OR 97227 1 5 IN x 5.5 IN x 8.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 7/30/2019 9:51:00 AM Section Adequate By:41.6% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 2625 lb Dead Load: Vert-DL-Rxn= 2444 lb Total Load: Vert-TL-Rxn= 5069 lb COLUMN DATA Total Column Length: 8 ft Unbraced Length(X-Axis)Lx: 8 ft --- Unbraced Length(Y-Axis)Ly: 0 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch ease Values Adjusted Compressive Stress: Fc= 1350 psi Fe= 1053 psi Cd=1.00 Cf=1.10 Cp=0.71 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1170 psi Cd=1.00 CF=1.30 8 ft Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1170 psi Cd=1.00 CF=1.30 Modulus of Elasticity: E= 1600 ksi E°= 1600 ksi Column Section(X-X Axis): dx= 5.5 in Column Section(Y-Y Axis): dy= 1.5 in Area: A= 8.25 in2 Section Modulus(X-X Axis): Sx= 7.56 in3 Section Modulus(Y-Y Axis): Sy= 2.06 in3 Slenderness Ratio: Lex/dx= 17.45 Ley/dy= 0 — A A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 614 psi Live Load: PL= 2625 lb Allowable Compressive Stress: Fc'= 1053 psi Dead Load: PD= 2430 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 14 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-Ib Total Axial Load: PT= 5069 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb *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'= 1170 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1170 psi Combined Stress Factor: CSF= 0.58 NOTES page Project:R-19-039 Lakeside Remodel-T L Remodeling — Stephanie Location:COL2 SfpUa Rowell Engineering J/ Column .` _.-'; 10570 SE Washington St of [2015 International Building Code(2015 NDS)] Portland,OR 97227 1.5 IN x 5.5 IN x 8.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 7/30/2019 9:51:02 AM Section Adequate By:41.6% VMD DIAGRAM itRoWE LL ENGINEERING, LLC Building Relationships,Engineering Solutions July 24, 2019 Project: Remodel Project 9720 SW Lakside Dr. Tigard, OR 97224 Project No: R-19-039 Subject: Gravity Analysis Discussion: Two beams are required to be analyzed and sized for gravity: 1. The header beam above the New(3)48"x 45"window opening. 2. The header beam above the 10'opening for a new door. Recommendation: Calculations for the beams have been attached. 1. It is required that a 4x 12 beam be installed as a header at the new window opening. 2. It is required that a 3 %2 x 10 ''A Glu-Lam 24F-V4 beam be installed as a header above the new door opening. Questions or comments regarding this letter are to be addressed to Stephanie Ashley at stephaniea@rowelleng.com Regards, Todd Rowell P.E. .<010.1PROFFS GIN , Rowell Engineering LLC c�,�' �� • S I' •8 PE r // 0 EG0 �. 22, ' I EXPIRES: DEC.31,.1,d I RowellEngineering.com • 503.254.6292 • toddr@rowelleng.com 10570 SE Washington St. • STE 212 • Portland, OR 97216 page Project:R-19-039 Lakeside Remodel-T L Remodeling — Stephanie P 5 epCak_ Rowell Engineering 10570 SE Washington St or Portland,OR 97227 StruCalc Version 10.0.1.6 7/24/2019 12:44:11 PM Location:MB2 Multi-Loaded Multi-Span Beam [2015 International Building Code(2015 NDS)] 3.51N x 10.51N x 10.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 17.1% Controlling Factor:Moment Location:MB1 Multi-Loaded Multi-Span Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 11.25 IN x 12.0 FT(4+4+4) #2-Douglas-Fir-Larch-Dry Use Section Adequate By:254.7% Controlling Factor:Shear Project:R-19-039 Lakeside Remodel-T L Remodeling — page 7 Stephanie Location:MB2p it Rowell Engineering Multi-Loaded Multi-Span Beam 10570 SE Washington St of [2015 International Building Code(2015 NDS)] "' Portland,OR 97227 3.5 IN x 10.5 IN x 10.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 7/24/2019 12:44:13 PM Section Adequate By:17 1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.19 IN L/617 Dead Load 0.18 in Total Load 0.37 IN L/321 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:U180 REACTIONS A Live Load 2625 lb 2625 lb Dead Load 2430 lb 2430 lb Total Load 5055 lb 5055 lb Bearing Length 2.22 in 2,22 in BEAM DATA Center Span Length 10 ft Unbraced Length-Top 0 ft soft — Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.15 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.18 Notch Depth 0.00 Uniform Live Load 525 plf Uniform Dead Load 478 plf MATERIAL PROPERTIES Beam Self Weight 8 plf 24F-V4-Visually Graded Western Species Total Uniform Load 1011 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2760 psi Cd=1.15 Shear Stress: Fv= 265 psi Fv'= 305 psi Cd=1.15 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp..-I-to Grain: Fc- = 650 psi Fc-L'= 650 psi Controlling Moment: 12637 ft-lb 5.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -4246 lb 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: Req'd Provided Section Modulus: 54.94 in3 64.31 in3 Area(Shear): 20.9 in2 36.75 in2 Moment of Inertia(deflection): 189.53 in4 337.64 in4 Moment: 12637 ft-lb 14792 ft-lb Shear: -4246 lb 7466 lb NOTES VMD DIAGRAM 6000 5055lbs @Oft 3000— Shear(Ibs) 0 .. ....:... -3000 -6000 -5055 lbs @ 10 ft 20000 12637 ft-lbs @ 5 ft 10000 Moment(ft-Ib) 0 -10000 -20000 -0.4 -0.2 Deflection(In) 0 0.2 0.4 0.374 in @ 5 ft 10ft page Project:R-19-039 Lakeside Remodel-T L Remodeling — — Stephanie Location:MB1 Vill , Rowell Engineering Multi-Loaded Multi-Span Beam10570 SE Washington St of [2015 International Building Code(2015 NDS)] .,-. .. Portland,OR 97227 3.5 IN x 11.25 IN x 12.0 FT(4+4+4) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 7/24/2019 12:44:16 PM Section Adequate By:254.7% Controlling Factor:Shear DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0.00 IN L/MAX 0.00 IN L/MAX 0.00 IN UMAX Dead Load 0.00 in 0.00 in 0.00 in Total Load 0.01 IN L/8444 0.00 IN UMAX 0.01 IN U8444 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A B C D Live Load 945 lb 2520 lb 2520 lb 945 lb Dead Load 778 lb 2141 lb 2141 lb 778 lb Total Load 1723 lb 4661 lb 4661 lb 1723 lb Bearing Length 0.79 in 2.13 in 2.13 in 0.79 in w w w BEAM DATA Left Center Right Span Length 4 ft 4 ft 4 ft Unbraced Length-Top O ft O ft O ft Y Unbraced Length-Bottom 4 ft 4 ft 4 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Left Center Right MATERIAL PROPERTIES Uniform Live Load 525 plf 525 plf 525 plf #2-Douglas-Fir-Larch Uniform Dead Load 478 plf 478 plf 478 plf Base Values Adiusted Beam Self Weight 9 plf 9 plf 9 plf Bending Stress: Fb= 900 psi Fb'= 1129 psi Total Uniform Load 1012 plf 1012 plf 1012 plf Cd=1.15 Ct=0.99 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-L to Grain: Fc--L= 625 psi Fc- L'= 625 psi Controlling Moment: -1758 ft-lb Over right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Controlling Shear: -1532 lb At a distance d from the right support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s)1,2 Comparisons with required sections: Read Provided Section Modulus: 18.69 in3 73.83 in3 Area(Shear): 11.1 in2 39.38 in2 Moment of Inertia(deflection): 8.85 in4 415.28 in4 Moment: -1758 ft-lb 6944 ft-lb Shear: -1532 lb 5434 lb NOTES VMD DIAGRAM 3000 2198 lbs @ 4 ft 1500 Shear(Ibs) 0 `�+r -1500 -3000 -2463 lbs @ 4 ft 2000 1239 ft-lbs @ 10 ft 1000 Moment(ft-lb) 0 -1000 -2000 -1758 ft-lbs @ 8 ft -0.01 -0.002 in @ 6 ft 0 Deflection(in) 0 0 0.01 0.006 in@10.1ft Oft Oft 4ft sc az, r ' _ ENGINEERING, LLC JULOF1 G ZOIC Building Relationships,Engineering Solutions BUILDING DIVISION July 16, 2019 Project: Remodel Project 9720 SVV Lakside Dr. Tigard, OR 97224 Project No: R-19-039 Subject: Lateral Analysis for Larger Openings The project residence is being remodeled as shown in the attached floor plan. Part of the remodel added larger windows in the back wall of the residence, reducing the lateral strength of the structure. The attached calculations show that the remaining wall is adequate to resist the design lateral loads from wind and seismic. No additional hardware or sheathing is required. Questions or comments regarding this letter are to be addressed to me. Regards, `F,V PROFe8 Todd Rowell P.E. <Z' V-GItVE '9 �2y 58367PE Rowell Engineering LLC OREGON T°et. 22 •• v� °°o , T. RON' EXPIRES: DEC. 31, RowellEngineering.com o 503.254.6292 ° toddr@rowelleng.com 10570 SE Washington St. STE 212 o Portland, OR 97216