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REVIEWED BLD2022-1702+Calculations+12.4.2022_10.50.37_AM+3250729RECEIVED Dec 15 2022 BLD2022-1702 W 1 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Matthews Residence ..............................................Deck Reconstruction BY Structural Calculations CITY OF EDMONDS BUILDING DEPARTMENT B Jon Conner P.E. S.E. Y > > •.•.•.•••••.•.•.•.•.•••••.•.•.•.•••••.•.•.•.•. Lakeview Structural Engineering Design Criteria: 17140 Sea Lawn Dr, Edmonds WA 98026 Lateral Loading parameters: Wind Load: N/A Seismic Load: N/A Other design values used: Occupancy Category: Residential Structural System: Wood framed shear walls Concrete: 2500psi with 40,000psi reinforcing Structural Timber: DFL #2 or better Glulam: 24F-V4 DF/DF Snow Loads: 25 psf Live Loads: Deck: 60 psf T)Pnd T .nndc- Concrete: 150 pcf. Deck dead load: 10 psf Design Codes and References: 2018 IBC, IRC for load calculations and general design criteria ASCE 7-16 for load calculations and general design criteria Concrete: ACI 318 — 14 Timber: ANSI / AF&PA NDS-2018 for Wood Construction 21 /2022 KEVIEW RUCTURAL G RING 206.914.9536 LakeviewSE@Outlook.com Matthews Deck Remodel Structural Calculations KEVIEW RUCTURAL 17140 Sea Lawn Dr Deck Structural Calculations - Deck reconstruction - DF-L No 2 or better structural members, 24F-V4 DF/DF Glulam members - 60 psf deck live load, 25 psf snow load Gravity Load Distribution Ld:=10 LS := 25 4 := 60 w ,:=Ld+LI=70 wi2:=Ld+0.75 •L,+0.75 •LS=73.75 wu := max (WO , w z) = 74 Size Deck Joists: wdj :_ (wu) • 1.33 = 98 ld/ :=16 2 12 • wdi • ldj Mdj := = 37666 8 VdJ := 2!LLlL = 785 2 Jdi:= ld� • 12 =0.533 360 CD:=1.15 C,.:=1.15 Sdi := Md' = 31.645 900•C,-CD 5•wdi•1dj4 •1728 I�h� :_ = 169 384.1.6. 10' • Jdi By: J. Conner, PE, SE Page 1 Deck dead load (psf) includes framing & decking Snow load (psf) Deck live load (psf) Load combo #1 (psf) Load combo #2 (psf) Design load (psf) Max load to joists (plf) Max span (ft) Max moment to header (in-Ibs) Max beam shear (Ibs) Limit deflections to L/360 (in) Load duration factor Repetitive member fact Required section modulus based on stresses (in^3) MOI required for deflections (in^4) Use 2x12 @ 16" o.c. (Sx= 32 inA3, Ix = 178 inA4) Matthews Deck Remodel Structural Calculations :TV IEW ��. RUCTURAL '+ Size Deck Beam: Wdb/ := wu • ( la' / = 590 Max load to edge beam (plf) 2 ldb/ := 10.5 Max span (ft) 2 Mdbl:= 8 8 12 • Wd• ldbl = 97571 Max moment (In-Ibs) V Wdbl •'dbl db/:= 2 = 3098 Max beam shear (Ibs) d ldbl • 12 = 0.263 Limit deflections to L/360 (in) db/ := 480 _ Mdb1 _ sdb' 2400. 1.15 35 Required section modulus based on stresses (in^3) 4 Idb/ := 5 •Wdbl • ldbl • 1728 = 341 MOI required for deflections (in^4) 384. 1.8.10' •ddbl Use min 3.5"x12" Glulam beam (Sx= 84 inA3, Ix = 504 inA4) Size Deck Beam: Wdb2:=Wu • (2) =184 Max load to edge beam (plf) ldbz := 12.5 Max span (ft) z M 12 • Wdb2 • ldb2 = 43213 Max moment (in-Ibs) db2:= 8 V Wdb2 •'db2 =1152 Max beam shear (Ibs) dbz := 2 d dbz :__360 'db2• 12 =0.417 Limit deflections to L/360 (in) _ Mdb2 _ sdbz 16 2400. 1.15 Required section modulus based on stresses (in A3) 4 Idb2:= 5 •Wdb2 •'dbz .1728 =214 MOI required for deflections (in A4) 384.1.8.10' •ddbl Use min 3.5"x12" Glulam beam (Sx= 84 in^3, Ix = 504 in^4) By: J. Conner, PE, SE Page 2 Matthews Deck Remodel Structural Calculations KEVIEW RUCTURAL Chek deck support columns for compression - DFL-2 4x4 posts (minimum) le := 8 CF:= 1.1 Fps:=1350 • CF=1485 Emin := 580000 0.822 • Emi,, F,E:= 2 = 225344 le 5.5 c := 0.8 z 1 + FcE 1 + FcE F'cE C Fcs — Fcs — F°s = 0.999 P 2•c 2•c c F, := F,s • Cp =1483 Pc := 2 Vdbl = 6195 Pc = 505.7 3.5.3.5 _ _ P, A` 9 1500 4.13 Effective column length (ft) Size factor Nominal allowable compressive stress (psi) Min modulus (psi) Factor for solid sawn lumber Column stability factor Allowable stress (psi) Total load to column (Ibs) Actual compressive stress (psi) Minimum 4x4 DFL-2 columns OK for deck supports Area of footing required (sq ft) Use 24 in square post footings A = 4 sq ft - OK Mfig:= 1500. 1.252 =1172 2 1.6 • Mfig AS*0.117 4.1000.4 Max moment in footing (ft-Ibs) Rebar required in ftg (in A2/ft) Use #4 @ 12" o.c. ea way, centered in 8" thick footing (As = 0.4 inA2/ft) By: J. Conner, PE, SE Page 3