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REVIEWED BLD2022-1172+Structural_Analysis_or_Calculations+9.1.2022_2.04.17_PM+3086607m NO 011 • info@?b2engineers.com 425-318-7047(0) 425-318-0031(C) RECEIVED Sep 02 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT .....,...,..,.....,.. REVIEWED BY CITY OF EDMONDS c BUILDING DEPARTMENT: BLD2022-1172 SHARON STOCKER CONDO REMODEL 1110 5TH AVE S, UNIT 401, EDMONDS, WA 98020 STRUCTURAL CALCULATIONS PROJECT NO: 22138 DATE:08/10/22 PREPARED BY: BASRI BASRI PE, SE )esign Criteria International Building Code (IBC) 2018 American Society of Civil Engineers (ASCE) 7-16 1 of 4 3roject Description Interior remodel of the top floor unit include removal of (2) interior stud walls. (1) of the walls found to be load - bearing. Structural design of new beams and columns to replace existing load -bearing wall. Please see attached calculations for your reference � �Y�\ B 4 PF WAS o 0 Q- �.A �'QL 43789 �Oc cTURA L G�� `SS/ONAL EN� Project: SHARON STOCKER CONDO Location: RB-1 Roof Beam [2015 International Building Code(2015 NDS)] (2)1.5INx9.25INx8.OFT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 46.3% 2 of 4 page Dennis StruCalc 9.0 StruCalc Version 10.2.1.0 8/10/2022 10:40:55 AM °f Controlling Factor: Moment CAUTIONS . Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center Live Load 0.07 IN L/1434 Dead Load 0.03 in Total Load 0.10 IN L/951 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 920 lb 920 lb Dead Load 467 lb 467 lb Total Load 1387 lb 1387 lb Bearing Length 0.74 in 0.74 in BEAM DATA Span Length 8 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 1 :12 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 900 psi Fb' = 1139 psi Cd=1.15 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 -1= 625 psi Fc - -L = 625 psi Controlling Moment: 2774 ft-lb 4.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -1137 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 29.24 in3 42.78 in3 Area (Shear): 8.24 in2 27.75 in2 Moment of Inertia (deflection): 37.45 in4 197.86 in4 Moment: 2774 ft-lb 4059 ft-lb Shear: -1137lb 3830lb LOADING DIAGRAM a ROOF LOADING Side One: Roof Live Load: ILL = 25 psf Roof Dead Load: DL = 12 psf Tributary Width: TW = 9.2 ft Side Two: Roof Live Load: ILL = 0 psf Roof Dead Load: DL = 0 psf Tributary Width: TW = 0 ft Wall Load: WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 8 ft Beam Self Weight: BSW = 6 plf Beam Uniform Live Load: wL = 230 plf Beam Uniform Dead Load: wD_adj = 117 plf Total Uniform Load: wT = 347 plf Project: SHARON STOCKER CONDO Location: RB-2 Roof Beam [2015 International Building Code(2015 NDS)] ( 3 ) 1.5 IN x 9.25 IN x 18.3 FT #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 16.1% 3 of 4 page Dennis StruCalc 9.0 StruCalc Version 10.2.1.0 8/10/2022 10:40:55 AM °f Controlling Factor: Moment CAUTIONS . Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center Live Load 0.40 IN L/546 Dead Load 0.25 in Total Load 0.65 IN L/337 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 452 lb 468 lb Dead Load 312 lb 320 lb Total Load 764 lb 788 lb Bearing Length 0.27 in 0.28 in BEAM DATA Span Length 18.3 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 1 :12 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #1 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 1000 psi Fb' = 1455 psi Cd=1.15 CF=1.10 Cr-1.15 Shear Stress: Fv = 180 psi Fv' = 207 psi Cd=1.15 Modulus of Elasticity: E = 1700 ksi E' = 1700 ksi Comp. -L to Grain: Fc -1= 625 psi Fc - -L = 625 psi Controlling Moment: 6698 ft-lb 9.15 ft from left support Created by combining all dead and live loads Controlling Shear: -781 lb At a distance d from support. Created by combining all dead and live loads Comparisons with required sections: Read Provided Section Modulus: 55.25 in3 64.17 in3 Area (Shear): 5.66 in2 41.63 in2 Moment of Inertia (deflection): 211.25 in4 296.79 in4 Moment: 6698 ft-lb 7780 ft-lb Shear: -781 lb 5744lb LOADING DIAGRAM 18.3 ft ROOF LOADING Side One: Roof Live Load: ILL = 0 psf Roof Dead Load: DL = 0 psf Tributary Width: TW = 0 ft Side Two: Roof Live Load: ILL = 0 psf Roof Dead Load: DL = 0 psf Tributary Width: TW = 0 ft Wall Load: WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 18.3 ft Beam Self Weight: BSW = 9 plf Beam Uniform Live Load: wL = 0 plf Beam Uniform Dead Load: wD_adj = 9 plf Total Uniform Load: wT = 9 plf POINT LOADS - CENTER SPAN Load Number One Live Load 920 lb Dead Load 467 lb Location 9.3 ft . Load obtained from Load Tracker. See Summary Report for details. Project: SHARON STOCKER CONDO 4 of 4 page Dennis Location: P-1 StruCalc 9.0 Column StruCalc Version 10.2.1.0 8/10/2022 10:40:56 AM °f [2015 International Building Code(2015 NDS)] (2)1.5INx3.5INx8.OFT Stud - Hem -Fir - Dry Use Section Adequate By: 29.4% CAUTIONS . Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 920 lb Dead Load: Vert-DL-Rxn = 483 lb Total Load: Vert-TL-Rxn = 1403 lb COLUMN DATA Total Column Length: 8 ft Unbraced Length (X-Axis) Lx: 0 ft Unbraced Length (Y-Axis) Ly: 8 ft Column End Condition-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES Stud - Hem -Fir Base Values Adjusted Compressive Stress: Fc = 800 psi Fc' = 189 psi Cd=1.00 Cf=1.05 Cp=0.23 Bending Stress (X-X Axis): Fbx = 675 psi Fbx' = 743 psi Cd=1.00 CF=1.10 Bending Stress (Y-Y Axis): Fby = 675 psi Fby' = 743 psi Cd=1.00 CF=1.10 Modulus of Elasticity: E = 1200 ksi E' = 1200 ksi Column Section (X-X Axis): dx = 3.5 in Column Section (Y-Y Axis): dy = 3 in Area: A = 10.5 in2 Section Modulus (X-X Axis): Sx = 6.13 in3 Section Modulus (Y-Y Axis): Sy = 2.63 in3 Slenderness Ratio: Lex/dx = 0 Ley/dy = 32 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 134 psi Allowable Compressive Stress: Fc' = 189 psi Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-lb Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb 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' = 743 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 743 psi Combined Stress Factor: CSF = 0.71 LOADING DIAGRAM B 8ft A AXIAL LOADING Live Load: PL = 920 lb Dead Load: PD = 467 lb' Column Self Weight: CSW = 16 lb Total Axial Load: PT = 1403 lb . Load obtained from Load Tracker. See Summary Report for details.