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APPROVED BLD2023-0157+Calculations+2.8.2023_11.16.55_AM+33584843/4" APA PLYWOOD FLOOR IMPORTANT NOTES FOR CONTRACTOR: SHEATHING WITH 10d NAILS AT 1. PROVIDE TEMPORARY SHORING AS 6" EDGE & BLOCKING NAILING NECCESSARY PRIOR TO DEMOLITION WORKS AND 10d AT 12" FIELD NAILING 2. NOTIFY ENGINEER OF ANY DISCREPANCY 1 IN COMPARISON WITH STRUCTURAL REPLACE EXISTING DAMAGED POST S-1 DOCUMENTS AND FIELD CONDITIONS WITH NEW 4X4 POST, REUSE EXISTING HARDWARE OR REPLACE WITH NEW SIMILAR ALTERNATIVE LU LLJw PROVIDE (2)1.75X5.5 LVL 1.8E (OR BETTER) I _UNDER STUD WALLS PARALEL TO JOISTS N z AND FOR STAIR SUPPORT (DB-1) U k Q k Y REPLACE EXISTING DAMAGED 2X6 JOISTS LO U (SISTERED TO EXISTING 2X8 JOISTS WITH NEW m 2X6 JOISTS (BOTH SIDES) @ 16" O.C. (DJ-1) 1 k i k k 11 1 k i k k 11 1 k k II I k EXISTING 2X8 JC ISTS @ 16" O.C. TO R MAIN II II II EXISTING BEAM TO REMAIN UPPER FLOOR U 1/4" = 1'-0" FOR DIMENSIONAL LUMBER: PROVIDE (2)WSV3S SCREWS @ 16" O.C. (BOTH SIDES) Lu 0 FOR LVL MEMBERS: o w — EXISTING JOIST LU PROVIDE (2)SDS25412 SCREWS @ 16" O.C. (BOTH SIDES) z Q 3 1/2" MIN END H2.5 TIE AT EACH JOIST o DISTANCE f - - - - - - - - - - - - - - Z 16" +/_ w w �U) 2'- 6" CANTILEVER 5' - 0" BACKSPAN w m0 Z n Section 1.1 3/4" = 1'-0" ------------------------------------------ - - - - -. = The following documentation shall be available on ' site for the building inspector: x❑ COE APPROVED ARCHITECTURAL PLAN SET ' : ❑ COE APPROVED STRUCTURAL PLAN SET ❑ COE REVIEWED CALCULATION PACKET ENERGY CREDIT WORKSHEET ❑ SITE PLAN ; ❑ CIVIL PLAN i ■ CITY OF EDMONDS BUILDING DEPARTMENT 2021 ; CITY OF EDMONDS BUILDING DIVISION APPROVED PLAN 02/10/2023 Eri n C%t� WALL SHEATHING NOTE: WHERE SHEATHING IS APPLIED TO BOTH SIDES OF WALL, OFFSET PANEL EDGES TO FALL ON DIFFERENT STUDS. 16d @ 6" O.C. EXISTING GUARDRAIL TO REMAIN / V`ti WATER -PROOFING AND WALL CAP BY OTHERS — REPLACE EXISTING DAMAGED STUD WALL W/ NEW 2X6 STUD WALL @ 16" O.C. -7—PROVIDE 1/2" PLY OR OSB WALL SHEATHING (BOTH SIDES) W/ 10d @ 6" AT EDGES AND 10d @ 12" FIELD NAILING (PANELS SHALL BE STAGGERED WITH OPPOSITE SIDE) 2X6 RIM 0/1 BOARD 2'-6" CANTILEVER - -III- -.III Section 1 BACKSPAN PROVIDE 2X SHIM UNDER CANT. JOISTS EXISTING STUD WALL TO REMAIN EXISTING ROOF — _[ — — FRAMING TO REMAIN EXISTING UPPER DECK FRAMING TO REMAIN EXISTING STUD WALL TO REMAIN REPLACE EXISTING DECK SHEATHING IF REQUIRED, SEE PLAN FOR FLOOR SHEATHING SIZE AND NAILING SISTER NEW JOIST PER PLAN EXISTING FLOOR JOISTS TO REMAIN X 1.1\ S-1 EXISTING BEAM TO REMAIN EXISTING SLAB ON GRADE TO REMAIN EXISTING FOUNDATION WALL WITH FOOTING TO REMAINI III III III III III III Ill Ill Ill III � IMPORTANT NOTES ON DRAWING REVIEW. FIELD VERIFICATION. TEMPORARY SHORING AND WATERPROOFING: 1. CONTRACTOR MUST REVIEW STRUCTURAL DRAWINGS PRIOR TO CONSTRUCTION & NOTIFY DESIGN TEAM/OWNER OF ANY DISCREPANCY IN COMPARISON WITH ARCHITECTURAL DOCUMENTS OR FIELD CONDITIONS. 2. IN REMODEL/RETROFIT PROJECTS, CONTRACTOR MUST FIELD VERIFY & NOTIFY DESIGN TEAM/OWNER OF EXISTING MECHANICAL, PLUMBING, AND ELECTRICAL LINES THAT MAY INTERFERE WITH STRUCTURAL WORK PRIOR TO CONSTRUCTION. STRUCTURAL DRAWINGS MAY NOT REFLECT ALL EXISTING FRAMING CONDITIONS DUE TO LIMITED AVAILABLE INFORMATION. 3. CONTRACTOR IS SOLELY RESPONSIBLE IN PROVIDING PROPER TEMPORARY SHORING PRIOR TO REMOVING ANY STRUCTURAL ELEMENTS. 4. ENGINEER IS NOT RESPONSIBLE FOR WATERPROOFING SYSTEM OR DETAILS. CONTRACTOR/OWNER SHALL CONSULT WITH QUALIFIED PROFESSIONALS AS REQUIRED LEGEND AND NOTES PREPARED FOR CHERMAK CONSTRUCTION INC. www.b2engineers.com 10600 WOODINVILLE DR BOTHELL, WA 98011 (425) 318-0031 info@b2engineers.com Project Contact: Principal: BB Engineer: AL �.■.� �FL\ Bq yPy OF WAS/y o Q- �fj �QG 43789 X, URA L ENGNG�C�� SS/ONAL E DEVI-PAGE DECK REPAIR 509 6TH AVE S, EDMONDS, WA 98020 DRAWING SIZE 18112411 ISSUE DATE 02-07-23 ISSUED FOR PERMIT PROJECT NO.22324 DESIGNER AL REVISION SCHEDULE NO. DATE DESCRIPTION RECEIVED Feb 08 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2023-0157 FRAMING PLAN AND DETAILS S-1 1 /4" = 1'-0" Copyright b2 Structural Engineers 2008 1 of 4 m r • info@?b2engineers.com 425-318-7047(0) 425-318-0031(C) DEVI-PAGE DECK REPAIR 509 6TH AVE S, EDMONDS, WA 98020 STRUCTURAL CALCULATIONS PROJECT NO: 22324 DATE:02/06/23 PREPARED BY: BASRI BASRI PE, SE Desian Criteria International Building Code (IBC) 2018 American Society of Civil Engineers (ASCE) 7-16 Project Description Repair of existing deck include replacement of existing water damaged wood members with new members of the same size. Please see attached calculations for your reference. Live Load and Other Structural Criteria Roof Snow (psf) 25 Residential Live Load (psf) 40 Balcony, Deck and Platform Live Load (psf) 60 Office Live Load (psf) 50 Garage Live Load (psf) 40 with 3000# point load Retail, Corridor, Walkway Live Load (psf) 100 Allowable Soil Bearing Pressure (psf) 1500 (assumed) Soil Active Pressure (pcf) 35 (assumed) �, Bq of wAg�y7 s'p 43789 o�� CrURA L ENG�G� SS�ONAL E 2 of 4 3/4" APA PLYWOOD FLOOR SHEATHING WITH 10d NAILS AT 6" EDGE & BLOCKING NAILING AND 10d AT 12" FIELD NAILING REPLACE EXISTING WATER -DAMAGED POST WITH NEW 4X4 POST, REUSE EXISTING HARDWARE OR REPLACE WITH NEW SIMILAR ALTERNATIVE ry w w J_ N ~ Z Q_ U Q II o CO CO II m I II I II I II I II I II II I II 1 S-1 EXISTING 2X8 JC ISTS 10, 16" O.C. TOR MAII II II IIlim ii 11 11 1 IILU1Id:4r_1ki111ikiIQIII = ;Ii]:Zdi]z1119:LT41ti1 1. PROVIDE TEMPORARY SHORING AS NECCESSARY PRIOR TO DEMOLITION WORKS 2. NOTIFY ENGINEER OF ANY DISCREPANCY IN COMPARISON WITH STRUCTURAL DOCUMENTS AND FIELD CONDITIONS PROVIDE (2)1.75X5.5 LVL 1.8E (OR BETTER) UNDER STUD WALLS PARRALEL TO JOISTS AND FOR STAIR SUPPORT (DB-1) F _7____7F_ II II II II I I REPLACE EXISTING WATER -DAMAGED 2X6 JOISTS (SISTERED TO EXISTING 2X8 JOISTS @ 16" O.C.) WITH NEW (2)2X6 JOISTS @ 16" O.C. II II II II II II II II II II II II II II II EXISTING BEAM TO REMAIN Project: DEVI PAGE REMODEL Location: DB-1 Multi -Span Floor Beam [2015 International Building Code(2015 NDS)] ( 2 ) 1.75 IN x 5.5 IN x 7.5 FT (2.5 + 5) 1.8E-2600F - APA EWS LVL Stress Classes Section Adequate By: 3.0% Controlling Factor: Deflection DEFLECTIONS Left Center Live Load 0.03 IN 2L/2122 0.01 IN L/4671 Dead Load 0.15 in -0.03 in Total Load 0.18 IN 2L/330 -0.04 IN L/1475 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/320 REACTIONS A B Live Load 449 lb 200 lb Dead Load 1956 lb -15 lb Total Load 2405 lb 185 lb Uplift (1.5 F.S) 0 lb -64 lb Bearing Length 0.98 in 0.08 in BEAM DATA Left Center Span Length 2.5 ft 5 ft Unbraced Length -Top 0 ft 0 ft Unbraced Length -Bottom 0 ft 5 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES 1.8E-2600F - APA EWS LVL Stress Classes Base Values Adjusted Bending Stress: Fb = 2600 psi Fb' = 2844 psi Cd=1.00 C/=0.99 CF=1.10 Shear Stress: Fv = 285 psi Fv' = 285 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Comp. -L to Grain: Fc -1= 700 psi Fc - -L = 700 psi Controlling Moment: -1892 ft-lb Over left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 1, 2 Controlling Shear: -1241 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: Rea'd Provided Section Modulus: 7.98 in3 17.65 in3 Area (Shear): 6.53 in2 19.25 in2 Moment of Inertia (deflection): 47.12 in4 48.53 in4 Moment: -1892 ft-lb 4183 ft-lb Shear: -1241 lb 3658lb 3 of 4 Page Alex StruCalc 9.0 StruCalc Version 10.2.1.0 2/6/2023 9:47:49 AM °f 2.5 FLOOR LOADING Left Center Floor Live Load FLL = 60 psf 60 psf Floor Dead Load FDL = 15 psf 15 psf Floor Tributary Width Side One TW1 = 1.3 ft 1.3 ft Floor Tributary Width Side Two TW2 = 0 ft 0 ft Wall Load WALL = 500 plf 100 plf BEAM LOADING Left Center Reduced Floor Live Load 60 psf 60 psf Total Live Load 80 plf 80 plf Total Dead Load 520 plf 120 plf Beam Self Weight 6 plf 6 plf Total Load 605 plf 205 plf Project: DEVI PAGE REMODEL Location: DJ-1 Floor Joist [2015 International Building Code(2015 NDS)] (2 ) 1.5 IN x 5.5 IN x 7.5 FT (2.5 + 5) @ 16 O.C. Stud - Hem -Fir - Dry Use Section Adequate By: 123.4% Controlling Factor: Deflection 4 of 4 page Alex StruCalc 9.0 StruCalc Version 10.2.1.0 2/6/2023 9:47:50 AM °f CAUTIONS . Properly connect sheathing to double joists/rafters or fully laminate to transfer dia DEFLECTIONS Left Center Live Load 0.05 IN 2L/1210 0.02 IN L/2662 Dead Load 0.03 in 0.00 in Total Load 0.07 IN 2L/804 0.02 IN L/3083 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 450 lb 200 lb Dead Load 173 lb 18 lb Total Load 623 lb 218 lb Uplift (1.5 F.S) 0 lb -38 lb Bearing Length 0.51 in 0.18 in SUPPORT LOADS A B Live Load 338 plf 150 plf Dead Load 130 plf 14 plf Total Load 467 plf 164 plf MATERIAL PROPERTIES Stud - Hem -Fir Base Values Adjusted Bending Stress: Fb = 675 psi Fb' = 772 psi Cd=1.00 CI=0.99 CF=1.00 Cr=1.15 Shear Stress: Fv = 150 psi Fv' = 150 psi Cd=1.00 Modulus of Elasticity: E = 1200 ksi E' = 1200 ksi Comp. -L to Grain: Fc -1= 405 psi Fc -1' = 405 psi Controlling Moment: -413 ft-lb Over left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 1, 2 Controlling Shear: 288 lb At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 1, 2 Comparisons with required sections: Rep d Provided Section Modulus: 6.41 in3 15.13 in3 Area (Shear): 2.88 in2 16.5 in2 Moment of Inertia (deflection): 18.62 in4 41.59 in4 Moment: -413 ft-lb 973 ft-lb Shear: 288lb 1650lb forces. LOADING DIAGRAM 1 �2.5ft 5ft JOIST DATA Left Center Span Length 2.5 ft 5 ft Unbraced Length -Top 0 ft 0 ft Unbraced Length -Bottom 0 ft 0 ft Floor sheathing applied to top of joists -top of joists fully braced. Floor Duration Factor 1.00 JOIST LOADING Uniform Floor Loading Left Center Live Load ILL = 60 psf 60 psf Dead Load DL = 15 psf 15 psf Total Load TL = 75 psf 75 psf TL Adj. For Joist Spacing wT = 100 plf 100 plf Wall Loading Wall One Live Load (1 to Joists): L1 = 0 plf 0 plf Dead Load ( -L to Joists):D1 = 30 plf 0 plf Load Location X1 = 0 ft 0 ft