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REVIEWED BLD-BLD2021-0706+Structural_Calculations+5.21.2021_2.45.33_PM+2210998REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT Ford Residence Addition Structural Calculations Calculated by Jon Conner, P.E., S.E. Lakeview Structural Engineering May 16, 2021 Index to Calculations BLD2021-0706 Description ISubcategory Page RECEIVED May 25 2021 CITY OF EDMOND:; DEVELOPMENT S ERV CES DEPARTMENT Design Criteria General i Seismic II -III Gravity Analysis Roof Gravity Load Distribution 1 Sheathing & Roof Framing 2-3 Headers & Overhang 4 Floor support 5 Lateral Analysis Wind & Diaphragm 6-7 Seismic 8 Roof Diaphragm 9 Shear Walls 10-11 Load Transfer to Foundation 12 OyAl Katie and Daniel Ford Residence Structural Calculations By Jon Conner, P.E., S.E. Lakeview Structural Engineering Design Criteria: Geotechnical parameters: IBC Minimum frost depth: 18-inches below adjacent final grade Maximum Net Bearing: 1500 psf. Add 1/3 for seismic or wind. Site Class: D Other loading parameters: Wind Load: 100MPH, Exposure C Roof Snow Load: 25 psf non -reducible Seismic Load: Sds = 1.0249, Shc = 0.554g Other design values used: Occupancy Category: Residential Structural System: Wood framed shear walls Concrete: 2500psi with 40,OOOpsi reinforcing Structural Timber: DFL #2 or better Dead Loads: Concrete: 150 pcf. 2x6 exterior walls: 12 psf Roof dead load: Total dead load = 12 psf. Includes: Roofing: 1.5 psf, 5/8-inch sheathing: 2.0 psf, Trusses or Joists: 2.0 psf; Insulation: 0.5 psf; one layer of 5/8 inch Gypboard: 3.0 psf; Miscellaneous mechanical: 3 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 L1TC Hazards by Location Search Information Ieles Sequim Marysville 0 Address: 22422 96th Ave W, Edmonds, WA 'ii7 dteuFverett 392 ft Coordinates: 47.79529480000001,-122.3618974 -- Lfvood Elevation: 392 ft Timestamp: 2021-05-16T20:11:28.689Z Redmond Seattle Hazard Type: Seismic o Reference ASCE7-16 r1 Map data ©2021 Google Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.28 MCER ground motion (period=0.2s) St 0.449 MCER ground motion (period=1.Os) SMS 1.536 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SDg 1.024 Numeric seismic design value at 0.2s SA SDI * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s FV * null Site amplification factor at 1.0s CRg 0.911 Coefficient of risk (0.2s) CRt 0.896 Coefficient of risk (1.0s) PGA 0.543 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.652 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.28 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.405 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.066 Factored deterministic acceleration value (0.2s) S1 RT 0.449 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.502 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.828 Factored deterministic acceleration value (1.0s) PGAd 0.727 Factored deterministic acceleration value (PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. 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Ford Residence Addition Structural Calculations Ford Addition Structural Calculations - 22422 96th Ave W, Edmonds - Rear 17 ft x 26 ft addition Gravitv Load Distribution - Roof to outer walls Overhang := 2 Overhang (ft) Use 1/2 of covered patio span 1:= 52 Length of structure (ft) w:= 22 Width of structure (ft) Ld := 10 Roof dead load (psf) including 1.5 psf roofing, 2.0 psf sheathing, 2.0 psf trusses, 0.5 psf insulation, 3.0 psf gypboard and 3.0 psf miscellaneous equipment ps:= 25 Roof snow load (psf) Lw := (Ld + ps�' `� + Overhang)= 455 Max load to exterior walls from roof (plf) 2 Roof Sheathing Design - IBC Table 2304.8(5) - Limit snow load deflections to L/240 Lr:= 2.5 + ps = 27.5 Max total load to sheathing (psf) t := 0.469 Panel thickness (in) Eply := 1.0.106 Plywood MOE (psi) 1plY :— 0.103 Moment of inertia for 3/8" panel (in"4/ft) Sjoist 2 Joist spacing (ft) joist* 12 = 0.1 Max allowable plywood deflection (in) snow, — 240 5• Lr S'oist4' 1728 A — ply 3 84• E = 0.096 Max deflection under full snow loads (in) � ply l ly Use min 15/32" sheathing over joists spaced 24" o.c. tl By: J. Conner, PE, SE Ford Addition Structural Calcs.xmcd 5/16/2021 Ford Residence Addition Structural Calculations Size ridge beam over livina room: lr:= 17.5 Max span (ft) wr:= (Ld + Ps). = 385 Uniform load to ridge (plf) 2 2 12• (wr)• I r 2 Mr := = 176859 Max moment tojoists (in-Ibs) 8 Vr:= O. (w2 lr = 3369 Max beam shear (Ibs) 2 1 if 12 Or: = 0.438 Limit deflections to L/300 (in) Fb := 2400 Allowable bending stress for DFL (psi) CD := 1.15 Load duration factor for snow loads CF := 1.0 Size Factor (NDS Table 4A) M r Sr := = 64.079 Required section modulus based on stresses (in^3) Fb• CD• CF 5• (wr)• 1r4.1728 Ir:= = 1032 Moment of inertia required for deflections (in^4) 384- 1.8-106. Ar Use 5.5"x13.5" GLB (S = 1128 in^3, I = 167 in^4) Check existing roof Joists: 2x6 24" o.c. Irje := 10.5 Max span (ft) 12 (Ld + ps)2• Irje2 Mrje :_ = 11576 Max moment to joists (in-Ibs) 8 2 Ld + s ' lr'e p Vrje :_ = 368 Max beam shear (Ibs) 2 lr•e 12 Arje :_ = 0.35 Limit deflections to L/300 (in) 360 Fb := 900 Allowable bending stress for Glulam (psi) CD := 1.15 Load duration factor for snow loads CF := 1.3 Cr:= 1.15 Size Factor (NDS Table 4A) Sr,e Mrje _ 7.481 Required section modulus based on stresses (in^3) Fb'CD'CF'Cr 4. I. (PS)- lr•e1728 Irje :_ = 12.209 Moment of inertia required for deflections (in^4) 384- 1.6-106. Orje Existing 2x6's OK (S = 7.56 in^3, I = 20.8 in^4) 2 By: J. Conner, PE, SE Ford Addition Structural Calcs.xmcd 5/16/2021 Ford Residence Addition Structural Calculations Proposed roof ioists: lrJ := 17 Max span (ft) 12(Ld + 8 ps)2• lr•2 MrJ :_ = 30345 Max moment to joists (in-Ibs) 2(Ld+ PS). Irj VrJ :_ = 2 595 Max beam shear (Ibs) lr•• 12 Arj :_ = 0.567 Limit deflections to L/300 (in) 360 Fb := 900 Allowable bending stress for Glulam (psi) CD := 1.15 Load duration factor for snow loads CF := 1.0 Cr:= 1.15 Size Factor (NDS Table 4A) Sri := Mri = 25.495 Required section modulus based on stresses (in^3) Fb' CD' CF• Cr 5•(ps)•lr•4.1728 IrJ :_ = 51.817 Moment of inertia required for deflections (in^4) 384.1.6. 106. Arj Use 2x12's @ 24" o.c (S = in^3, I = 20.8 in^4) Beam over dinin_p room: lbl := 10 Max span (ft) `�'bl :_ (Ld + Ps). C 4 + 2 � = 367.5 Uniform load to ridge (plf) 12. w 2 bJ 1 bl MbI _( = 55125 Max moment to joists (in-Ibs) 8 Vbl :_ = 1838 Max beam shear (Ibs) 2 lbl' 12 Abl:= = 0.25 Limit deflections to L/300 (in) 480 Fb := 2400 Allowable bending stress for DFL (psi) CD := 1.15 Load duration factor for snow loads CF := 1.0 Size Factor (NDS Table 4A) Sbl Mbl = 19.973 Required section modulus based on stresses (in^3) Fb• CD- CF 5' (wbJ 1b14. 1728 Moment of inertia required for deflections (in^4) Ibl := 6 = 184 Use (3) 2x10 (S = 64 in^3, I = 297 in^4) 384.1.8. 10 •'AbI Or 3.5"x9" glulam 3 By: J. Conner, PE, SE Ford Addition Structural Calcs.xmcd 5/16/2021 Ford Residence Addition Structural Calculations Check headers: Existina headers OK by inspection IhI := 8 Max span (ft) whl :_ (Ld + Ps).( 17 — 298 Uniform load (plf) 2 2 12(whl)' lhl Mh l :_ = 28560 Max moment to joists (in-Ibs) 8 "'h 1' Ih 1 Vhl :_ = 1190 Max beam shear (Ibs) 2 Ihl' 12 Ahl := = 0.267 Limit deflections to L/300 (in) 360 Mhl Shl •_ = 27 594 Required section modulus based on stresses (in^3) 900• CD 4 5• whl' 1h1' 1728 Ihl = 64.26 Moment of inertia required for deflections (in^4) 6 384• l.fr 10.Oh1 Use min (3) 2x8 headers (S = 39 in^3, I =143 in^4) Check overhana beams: lb2 := 20 Max span (ft) 4 wb2:= (Ld + Ps). 2 = 70 12• w 1 2 Mb2 _ b2�' b2 = 42000 Max moment to joists (in-Ibs) 8 Vb2 :_ �wb 2� lb2 = 700 Max beam shear (Ibs) Ab2 := Ib2 12 = 0.667 Limit deflections to L/300 (in) 360 Sb2 := Mb2 = 15.217 Required section modulus based on stresses (in^3) 2400• CD 5' (�'b2)' 1b24' 1728 Ib2 :_ = 210 Moment of inertia required for deflections (in^4) 384.1.8.106. Ab2 Use 3.5x9" GLIB (S = 47 in"3, I = 212 in^4) 4 By: J. Conner, PE, SE Ford Addition Structural Calcs.xmcd 5/16/2021 Size floor support beam: 1b3:= 4 wb3 wr + 8.12 + (Ld + 40). w 2 = 1031 12-(wI,-I)' lh-I 2 Mb3:=8 = 24744 Vb3 :— 2062 2 lb3.12 Ab3 = 0.133 360 Mb3 Sb3 :_ = 23.907 900• CD 5' (wb3)' 1b34' 1728 1b3 . = 384.1.6.106. Ab3 Vb3.2 Apad:= = 2.749 1500 By: J. Conner, PE, SE Ford Residence Addition Structural Calculations Max span (ft) Load to beam (plf) Max moment to joists (in-Ibs) Max beam shear (Ibs) Limit deflections to L/300 (in) Required section modulus based on stresses (in^3) = 27.837 Moment of inertia required for deflections (in^4) Use (2) 2x8's under existing wall (S = 26.8 in^3, I = 95 in^4) Use 24" diameter composite footing pads below 44 posts every 4 feet under the wall. (A= 3.14 sq ft) 5 Ford Addition Structural Calcs.xmcd 5/16/2021 Ford Residence Addition Structural Calculations Lateral Analysis -Wind - ASCE 7-16 Ch 28: Simplified Procedure - Existing shear wall between house and garage remains solid - Check added loads from addition Imo,:= 1.0 Importance factor pitch := 4 Roof rise in 12" Vs := 100 Basic wind speed (mph) 26.5-1 Exp :_ 11C11 Exposure C (Assumed) 1 = 52 Building width without roof overhang (ft) w = 22 Building length without roof overhang (ft) OH := 2 Typical roof overhang (ft) h:= 8 WaI height(1) hp := 12.25 = 12.25 Total building height to roof peak (ft) h +h hr:= p2 = 10.125 Mean roof height above grade (ft) hroof 4.25 Roof profile height (ft) K1 := 0 K2 := 1 K3 := 1 Topographic factors for wind speed-up effect- Figure 26.8-1 a := 1.21 Adjustment for building height -ASCE 7 Figure 28.6-1 K1 := 0 K2 := 1 K3 := 1 Topographic factors for wind speed-up effect- Figure 26.8-1 Kzt:= (1 + K1•K2•K3)2 Kzt= 1 Simplified design wind pressure for structure zonesAthru H -ASCE 7 fig 6-2 P s30 = (21 —6 13 —3.5 —19.1 —12.8 —13.3 —9.8) (negative implies uplift) Adjusted design wind pressures for zones Ps:_ )'KAIv;Ps30 AthruH A B C D E F G H Ps = (25.41 —7.26 15.73 —4.235 —23.111—15.488—16.093—11.858 ) N By: J. Conner, PE, SE Ford Addition Structural Calcs.xmcd 5/16/2021 al := 0.10•w a2:= 0.4•hr a:= a3 if a3 < a2 n a3 < al a2 if a2 < a3 n a2 < a1 al if al < a2 n al < a3 3 if a, < 3 v a2 < 3 v a3 < 3 Transverse "wind.jpg" Transverse loadina: To roof level Ford Residence Addition Structural Calculations a3:= 0.04•w a = 3 1� Width of Zones and B (ft) L,I yitu„-0, wtroof Ps (2 a) hp + PS [1 — (2 a)] hp = 5366 Trans�rse wind load to roof 0, 0 2 0, 2 2 Wtrmin 16• h + hroof Al = 6864 Min transverse load to roof (Ibs) 2 wtroof ma4wtroof, Wtrmin) = 6864 Design load to roof (Ibs) Eoh := 24.1 Max uplift load at roof overhangs (psf) Wuplift 0.6• Ps • W — Eoh OH + 0.6• C12• W _ —122 Max uplift (plf) at Zone E minus 0,4 2 2) 12 psf Truss DL Use Simpson H1 for roof hold downs. OK for 425 Ibs uplift ea = 212 plf @ 24" o.c., 220 plf in plane shear, 82 plf out of plane shear rA By: J. Conner, PE, SE Ford Addition Structural Calcs.xmcd 5/16/2021 Ford Residence Addition Structural Calculations Lateral Analysis -Seismic -ASCE 7-16,12.8 Equivalent Lateral Force Procedure OC := 2 Risk Category from Table 1.5-1 (residential) Sds := 1.024 2 SdI :_ — 0.449. 1.85 = 0.554 3 IE:= 1.0 DC := "D" R:= 6.5 Ct:= 0.02 x:= 0.75 T : = Cf hrx T = 0.114 TL:= 6 Cmax ** _ SdI• IE if T <_ TL T• R Shc' TL' 1E if T > TL T2. R Sds• IE Sds• IE Cs := if < Cmax R R Cmax otherwise MCE ground motion 0.2 and 1.0 second accelerations based on site location (g) Seismic Importance Factor from Table 1.5-2 Seismic design category from 11.6-1 & 2 Response Modification factor Table 12.2-1 (Light frame wood walls) Parameters used to calc fundamental period - Table 12.8-2 Approximate Fundamental Period (sec) Long -period transition period, sec (Fig.22-12) Cmax = 0.75 Maximum Value of response coefficient Cs = 0.158 Seismic Response Coefficient Cmin 0.044• Sds IE = 0.045 Minimum response coeff. Rom, := 12• (w + 2. OH). (1 + 2. OH) = 17472 Roof weight for 12 psf DL and 2' roof overhang (Ibs) Wes,:= 10• h• (21 + 2w) = 11840 Ww Vroof CS Rom, + = 3685 Seismic load to roof level (Ibs) 2 J Seismic loads do not govern. Use wind loads for diaphragm and shear wall design E: By: J. Conner, PE, SE Ford Addition Structural Calcs.xmcd 5/16/2021 Ford Residence Addition Structural Calculations Roof diaphragm design (AWC - SDPWS2015 table 4.2C unblocked diaphragm 0.6Wtroof vmax = 94 Max in -plane diaphragm shear (plf) over walls 2• w Check out of plane loading on wall: h R :=P •2=63 top s0 2 2 Toe nail truss to top plate to resist load: Zp : = 99 Reaction at top of wall due to wind (plf) 16d lateral design value (Ibs) Use min 15/32" sheathing grade panels w/ 8d nails @ 6" o.c. over blocking and at supported panel edges, 12" o.c. field. OK for 252 plf any configuration Transfer diaphragm shear to top pbtewith Simpson H1 (OKfor 440 Ibs each = 220 plf) Use (2) 16d toenails, ea truss to top plate or Simpson H1 for total out of plane capacity 321 > 128 Ibs perjoist By: J. Conner, PE, SE Ford Addition Structural Calcs.xmcd 5/16/2021 Ford Residence Addition Structural Calculations Shear Walls: Perforated shea r wal Is AFPA special proAsions, 4.3 (d := 0.5 ASD reduction factor per 4.3.3 Rear walls are mostly open, take all shear in existin_p back exterior wall 11 := 25.9 = 25.9 Total length of south wall (ft) 30 0.6Wtroof' 41 v1 2.11 = 58 20 p1 := 1 = 0.772 1 Col := 0.72 °1 :_ (COI. 730 = 263 Uniform Shear load to south wall (plf) Percent of full -height sheathing Capacity adjustment factor Min 3/8" sheathing, 8d nails @ 6" o.c. at panel edges, OK for 263 plf Check Chord Forces at panels: South wall w1 := 10• h• 11 + 12 W• 11 = 3781 Weight of wall & roof resisting uplift (Ibs) 4 0.5.0.6• Wtrooi h — 0.5.0.6• w1.11 TC 1 :_ Tension/Compression in panel chords Co 1.11 (Ibs) Subtract weight of walVroof Weight of roof and walls sufficient to resist uplift. Hold downs not required Other walls OK by inspection Ti] By: J. Conner, PE, SE Ford Addition Structural Calcs.xmcd 5/16/2021 Gable end wall 12:= w=22 0.6Wtroof v2 : = 2 12 = 94 16 p2 := 1 = 0.618 1 Co2:= 0.83 v2:_ (4Co2.730 = 303 Ford Residence Addition Structural Calculations Total length of south wall (ft) Uniform Shear load to south wall (plf) Percent of full -height sheathing Capacity adjustment factor Min 3/8" sheathing, 8d nails @ 6" o.c. at panel edges, OK for 303 plf Check Chord Forces at panels: South wall w2 := 12• hr 12 = 2673 Weight of wall & roof resisting uplift (Ibs) 0.5.0.6• Wuoof h — 0.5.0.6• w2.12 TC2 :_ Tension/Compression in panel chords CoT 12 (Ibs) Subtract weight of wallYroof Weight of roof and walls sufficient to resist uplift. Hold downs not required Other walls OK by inspection Use beam over dining room as drag strut 0.6• Wtroof Tmax :_ • 10 = 936 2.12 Max tension (Ibs) Use CS16 strap w/ 13" end lengths. OK for 1705 Ibs tension By: J. Conner, PE, SE 11 Ford Addition Structural Calcs.xmcd 5/16/2021 Ford Residence Addition Structural Calculations Transfer Shear loads to Foundation: 1/2"Anchor Bolt Capacity: NDS Table 11 E Zp := 650 Bolt design value for 6" embedment depth (Ibs) CD:= 1.6 Load duration factor Zp• CD = 1040 Allowable load (Ibs) S:= 48 Bolt spacing (in) 0.6• Wtroof v:= = 226 Max shear at end wall (plf) ` o2`2 Z • CD• 12 C := P = 260 Capacity based on bolt spacing (plf) S Use 1 /2" anchor bolts @ 48 ft o.c. all around (OK for 260 plf) Use Simpson A34 @ 24" o.c. rim joist to sill plate (OK for 262 plf) Check soil bearing pressure: Amax Lam, + 12• (h) = 551 Wconc 100.4 = 400 Pmax + Wconc 0-max:_ = 634 1.5 Max gravity load to foundation walls (plf) Max weight of concrete walls (plf) Max soil bearing pressure (psf) Use min 18" wide footings. Allowable =1,500 psf By: J. Conner, PE, SE 12 Ford Addition Structural Calcs.xmcd 5/16/2021