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REVIEWED-RESUB1 BLD2022-0871+Structural_Analysis_or_Calculations+11.6.2022_9.52.31_AM+3205354TRUCTURAL NCINEERINC RESUB Nov 07 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2022-0871 ................................................. REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT: Lula Samuel Residence STRUCTURAL CALCULATIONS Calculated by Jon Conner, P.E., S.E. Lakeview Structural Engineering Revised 10/16/2022 Index to Calculations 15827 70th Ave W, Edmonds WA 98026 Description Subcategory Page Design Criteria General i-Iv Gravity Load Distribution Roof Load Distribution 1 Roof framing 2 REVISED 2nd Floor Framing 3-4 REVISED 1st Floor Framing 4-6 Lateral Analysis Wind 7-9 Seismic 10 Roof Diaphragm & Load Transfer 11 Shear Walls 12-13 Load Transfer to Foundation 14 10/16/2022 Lula Samuel Residence Structural Calculations By Jon Conner, P.E., S.E. Lakeview Structural Engineering Design Criteria: 15827 701" Ave W, Edmonds WA 98026 Lateral Loading_ parameters: Wind Load: 100MPH, Exposure B (Suburban) Seismic Load: Sds = 1.064 g, Shc = 0.574 g Soil Site Class: D Other design values used: Occupancy Category: Single Family Residential Structural System: Wood framed shear walls Concrete: 2500psi with 40,OOOpsi reinforcing (or better) Structural Timber: DFL #2 or better Glulam: 24F-V4 DF/DF Framing timber: SPF or Hem Fir Stud grade Snow Load: 25 psf Live Loads: Floors: 40 psf Decks: 60 psf Dead Loads: Concrete: 150 pcf. 2x6 exterior walls: 12 psf 2x4 partition walls: 8 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 A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 8 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. ATCHazards by Location Search Information i ales Address: Sequim 15827 70th Ave W, Edmonds, WA 98026, USA Marysville Wh 374 ft ett Coordinates: 47.8547694,-122.3274692 -01 Islan o v Elevation: 374 ft Timestamp: 2022-08-16TO1:09:54.205Z Hazard Type: Seismic Seattle °Redmord 0 Reference ASCE7-16 GO le g Map data ©2022 Google Report a map error Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.33 MCER ground motion (period=0.2s) St 0.473 MCER ground motion (period=1.Os) SMS 1.596 Site -modified spectral acceleration value SMt * null Site -modified spectral acceleration value SDS 1.064 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 CRS 0.903 Coefficient of risk (0.2s) CRt 0.894 Coefficient of risk (1.0s) PGA 0.572 MCER peak ground acceleration FpGA 1.2 Site amplification factor at PGA PGAM 0.686 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.33 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.473 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 3.078 Factored deterministic acceleration value (0.2s) S1 RT 0.473 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.529 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 1.345 Factored deterministic acceleration value (1.0s) PGAd 1.098 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. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. 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ATCHazards by Location Search Information Address: 15827 70th Ave W, Edmonds, WA 98026, USA Coordinates: 47.8547694,-122.3274692 Elevation: 374 ft Ti mestam p: 2022-08-16T01:09:16.434Z Hazard Type: Wind ASCE 7-16 ASCE 7-10 MRI 10-Year 67 mph MRI 10-Year MR125-Year 73 mph MR125-Year MRI 50-Year 78 mph MRI 50-Year MRI 100-Year 83 mph MRI 100-Year Risk Category I 92 mph Risk Category I Risk Category 11 97 mph Risk Category 11 Risk Category III 105 mph Risk Category III -IV Risk Category IV 108 mph i ales Sequim Marysville Wh 374 ft ett Islan o v Seattle IRedmord 0 Go gle Map data ©2022 Google, Report a map error ASCE 7-05 72 mph ASCE 7-05 Wind Speed 79 mph 85 mph 91 mph 100 mph 110 mph 115 mph 85 mph 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. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility Lula Samuel Residence Structural Calculations Lula Samuel Residence Structural Calculations - 15827 70th Ave W, Edmonds WA - Re -build 2 story residence over basement - 2x6 stud walls @ 16" o.c. bearing walls, 2x4 @ 16" non -bearing walls (IBC Table 2308.9.1) - Hem fir Stud walls, DF-L No 2 or better structural members, 24F-V4 DF/DF Glulam members Overhang := 2 Overhang lb:=42 Length of home (ft) wb:=40 Width of home (ft) Ld:=12 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 P,h:=25 Roof snow load (psf) Lf:=40 Floor live load (psf) Ldeck:=60 Deck live load (psf) h2:= 8 Height of 2nd floor walls (ft) hi :=11 Height of 1 st floor walls (ft) wii2:=Ld•h2=96 Weight of 2nd floor walls (plf) wiil :=Ld • h1=132 Weight of main floor walls (plf) Roof Plywood Thickness Lr := 3.5 +psh = 28.5 Total roof load (psf) Use 7/16" sheathing grade panels 24/0 span rating. OK for 30 psf live load, 40 psf total load. - OK By: J. Conner, PE, SE Page 1 Lula Samuel Residence Structural Calculations ETRUCTURAL C Roof Framina: Joists Ili:=15.667 Beam span (ft) w,,j:= (Ld+psh) • (2) =74 Max uniform load to beam (plf) WYJ•1C12 =2270 Max moment (ft-Ibs) 8 • lY' W `' V, .— = 579.7 Max shear (Ibs) 2 l� • 12 '' 4,j:= =0.8 Max deflection (in) 240 5•w •14 •1728 rl fj 1 := Y' = 80 384. 1.6.106 •d,i MOI required (in^4) M.•12 `1 Sri =20.8 Section modulus required (in^3) 900.1.15.1.15.1.1 Use 2x10 Roof joists @ 24" o.c. (I = 99 in^4, Sx = 21.4 in^3), 2nd Floor headers: slider IN := 10 Beam span (ft) Wh1:= (Ld+Psh) 15.67 • +Overhang =364 Max uniform load to beam (plf) 2 z Why • lhr Mh1:= =4549 Max moment (ft-Ibs) 8 lhl • 12 4h]:= =0.3 Max deflection (in) 480 5 •Wh1.1h14 •1728 IYeq:= =205 MOI required (in^4) 384.1.6.106 •Jhl Mhl • 12 SYeq:= =52.7 Section modulus required (in^3) 900. 1.15 Use (2) 2x12 over slider (I = 356 in14, Sx = 63 in^3), 2nd Floor headers: back wall lh2:= 6 Beam span (ft) Wh2:= (Ld+Psh) • 16.52 +Overhang =379 Max uniform load to beam (plf) z Wh2 • 1h2 Mh2 := =1707 Max moment (ft-Ibs) 8 lh2• 12 4h2:= =0.2 Max deflection (in) 360 1 5 • Wh2.1h24 • 1728 h2 384. 1.6.106 •Jh2 = 35 MOI required (in^4) Sh2:= M1,2• 12 =20 Section modulus required (in^3) 900. 1.15 Use (2) 2x8 DFL2 up to 6 ft (I = 95in^4, Sx = 26 in^3) By: J. Conner, PE, SE Page 2 Lula Samuel Residence Structural Calculations K E VIE W TRUCTURAL C 2nd Floor Framing: Floor joists lfj2 :=16.5 wj)2:= (Ld+Lf) • 1.33 = 69 M = WJ2•'fj22 =2354 �2 8 Vf2 := Wfj2 • lfj2 = 570.6 df2—lf2.12=0.6 . 360 5•w•2•l•24 •1728 I .j �' = 131 384.1.6. 106 •4#2 S .:— Mfg • 12 = 27.3 �2 900.1.15 2nd Floor Framing: Deckioists ldj :=15.5 wdj :_ (Ld + 0.75 psh + 0.75 • Ldeck) • 1.33 = 101 Mdj := wdl • ldj = 3026 O Vdj := wd' • ldi = 780.8 2 44' ldj • 12 0.5 360 5•wd� •ldi 4 •1728 I = 158 df .:— 384.1.6.106•4d SdJ Mdj • 12 30.5 QM . 1 1 G. 1 1 5— Cantilever condition ldj, := 6 wdjc :_ (Ld + 0.75 psh + 0.75 • Ld,,k) • 1.33 = 101 2 Mdjc := 1 �d'` • ld'` =1813 2 Vdj, := wdjc • ldjc = 604.5 A* :_ ldj, • 12 = 0.2 360 Wdjc • ldj,4 • 1728 Id = 88 8.1.6.10' •ddjc Sdj� :_ Mdl,•12 l=18.3 900.1.15.1.15 By: J. Conner, PE, SE Beam span (ft) Max uniform load to beam (plf) Max moment (ft-Ibs) Max shear (Ibs) Max deflection (in) MOI required (in^4) Section modulus required (in^3) Use 2x12 @ 16" o.c. (I = 178 in14, Sx = 32 in^3), Beam span (ft) Max uniform load to beam (plf) Max moment (ft-Ibs) Max shear (Ibs) Max deflection (in) MOI required (in^4) Section modulus required (in^3) use zxiz L iti" o.c. (i = i ib In"4, SX = jz In".5), cantilever length (ft) Max uniform load (plf) Max moment (ft-Ibs) Max shear (Ibs) Max deflection (in) MOI required (in^4) Section modulus required (in^3) Use 2x12 @ 16" o.c. (I = 178 in^4, Sx = 32 in^3), Page 3 2nd Floor Framing: Floor beams I := 19.25 ffi Lula Samuel Residence Structural Calculations Beam span (ft) wfbl '— d (L +Lf) 16 2 7.5 + (Ldpsh + ) • 16 +2 7.5 =1046 Max uniform load to beam If (p ) z( wfhl • ljbl Mfbl :-- = 48439 Max moment (ft-Ibs) 8 W17,I • lam' Max shear (Ibs) V = �� =10065.3 2 4 — >b1 lfw • 12 = 0.6 Max deflection in ( ) 360 5 • w/t l • 1fh14 •1728 -Itbl _ = 2797 384. 1.8.106 • d1b, ^ MOI required (in4 ) Mfbl • 12 = 242.2 ��� 2400 2nd Floor Framina: Floor beams Section modulus required (in^3) Use 5.5"x19.5" GLB (I = 3398 in^4, Sx = 348 in^3), IN := 19.25 ( Beam span (ft) wfbz:= (Ld+Lf) z( 25 � + (Ld+psh)• I 25 + (Ld+0.75 •psh+0.75 •Lde,k) • 2 =940 plf Mfbz := N'fhz • lfbz = 43530 \ 1 Max moment (ft-Ibs) 8 V — W1752 • lfH = 9045.1 Max shear (Ibs) %b2 2 djb2 ( _ lfh2. 12 =0.6 Max deflection (in) 360 [ 5.1 �fH • 1fh24 •1728 = 2514 �� required MOI re in4 384.1.8.106 •d�bz q ( ) Mfb2. 12 = 217.6 ��� 2400 1st Floor headers lh3 := 8 • wh3:_ (Ld+0.75 •psh+0.75 •Ldeck) 16.5 2 +6 =1079 2 M Wh3 • 1h3 = 8636 h3'— g lh3.12 dh3 :— 0.2 480 1 5 • WO .1h34 • 1728 = 276 h3'— 384. 1.8.106 •dh3 Mh3. 12 Sh3 : — 43 2400 By: J. Conner, PE, SE Section modulus required (in^3) Use 5.5"x19.5" GLB (I = 3398 in^4, Sx = 348 in^3), Beam span (ft) Max uniform load to beam (plf) Max moment (ft-Ibs) Max deflection (in) MOI required (in^4) Section modulus required (in^3) Use 3.5"x10.5" GLB (I = 337 in^4, Sx = 64 in^3) Page 4 Lula Samuel Residence Structural Calculations 1st Floor headers lh4 := 6 16.5 Who:= (Ld+0.75'hsh+0.75'Ldeck� 2 +6 =1079 Mh4°- Wh4 1h42 _ 4857 _ 0 lh4' 12 dh4 :— 0.2 480 1 5 ' Wh4' 1h44 ' 1728 =131 h4'- 384. 1.6. 106 'dh4 M14' 12 Sh4 56 900.1.15 1st Floor headers lh5 := 5 Wh5:= • (Ld+Lf) 16 =416 2 z N hs' lh5 M h5'- =1300 8 lh5' 12 4h5 : — 0.1 480 5 ' Why' 1h54 ' 1728 I h5'- = 29 384. 1.6. 106 'dhs Mh5. 12 Shy:_ 15 900. 1.15 1st Floor Framina: Floor ioists lfil :=16.5 Wjj1:= (Ld+Lf) ' 1.33 = 69 z WJ2 lfj2 M �1 = =2354 8 Vfl := wfj2 � lf2 = 570.6 2 4f1:= lf2.12 = 0.6 360 5•w•2•l•24.1728 �' I �1:= .j = 131 384.1.6. 106 •4#2 S.:— �1 Mf2' 12 =27.3 900.1.15 By: J. Conner, PE, SE Beam span (ft) Max uniform load to beam (plf) Max moment (ft-Ibs) Max deflection (in) MOI required (in^4 Section modulus required (in^3) Use (2) 2x12 DFL2 up to 6 ft (I = 356 in14, Sx = 63 in^3) Beam span (ft) Max uniform load to beam (plf) Max moment (ft-Ibs) Max deflection (in) MOI required (in^4) Section modulus required (in^3) Use (2) 2x8 DFL2 up to 5 ft (I = 95 in^4, Sx = 26 in^3) Beam span (ft) Max uniform load to beam (plf) Max moment (ft-Ibs) Max shear (Ibs) Max deflection (in) MOI required (in^4) Section modulus required (in^3) Use 2x12 @ 16" o.c. (I = 178 in14, Sx = 32 in^3), Page 5 1st Floor Framina: Floor beams 1jb3:= 10.5 Wfb3 :_ (Ld+Lf) 2 = 624 z( Wfb3 • lfb3 M fb3 _ = 8600 8 Vfb3 := WIH • lf3 = 3276 2 4j63 � IA3.12 — 0.4 360 5 • w�3.1fb34 •1728 Ifb3 '_ = 271 384.1.8.106 •4jb3 5�3 Mfb3. 12 = 43 2400 Lula Samuel Residence Structural Calculations Beam span (ft) Max moment (ft-Ibs) Max shear (Ibs) Max deflection (in) MOI required (in^4) Section modulus required (in^3) Use 3.5"x10.5" GLB (I = 337 in^4, Sx = 64 in^3), Check existina support posts for compression - DFL-2 4x4 posts in the basement CD:= 1.0 le := 9 CF:= 1.5 FPS := 1350 • CD • CF = 2025 E n := 580000 �, 0.822 • En,rn = 178049 cE °— 2 l� 5.5 c := 0.8 r lFF2 1+I F`E I FcF C _ ` F�.r J _ FCsP 2•c c Fc := Fps • Cp = 2020 Pc := 2 • Vfb3 = 6552 P� = 534.9 3.5.3.5 Existing 4x4 posts OK By: J. Conner, PE, SE Load duration factor 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) Page 6 Lula Samuel Residence Structural Calculations K E V I E W TRUCTURAL C Lateral Analvsis - Wind - ASCE 7-16 Ch 28: Envelope Procedure IW:=1.0 Importance factor pitch := 0.5 Roof rise in 12" V3s:=100 3 second gust wind speed (mph) Exp:=`B" Exposure B (Suburban) lb=42 Building length without roof overhang (ft) Wb=40 Building width without roof overhang (ft) OH:=2 Typical roof overhang (ft) h2=8 2nd story wall height (ft) h1=11 Main floor wall height (ft) h :=25 Total building height to roof peak (ft) h,.:=12 Mean roof height above 2nd floor (ft) h,.00f:=3.25 Roof profile height (ft) �:=1.0 Adjustment for building height -ASCE 7 Figure 28.6-1 KJ := 0 K2 :=1 K3 :=1 Topographic factors for wind speed-up effect - Figure 26.8-1 K,:= (1 +KJ •K2•K3)z K,=1 Simplified design wind pressure for structure zones A thru H - ASCE 7 fig 6-2 Ps30:= [ 15.9 —8.2 10.5 —4.9 —19.1 —10.8 —13.3 —8.4 ] (negative implies uplift) Adjusted design wind pressures for Ps:-- �'KZr•h 'Psso zones A thru H A B C D E F G H Ps=[15.9-8.210.5-4.9-19.1-10.8-13.3-8.4] a1:=0.10•wb a2:=0.4•h,, a3:=0.04•wb a:= if a3<a2Aa3<a1 a3 if a2<a3Aa2<a1 a=3 11 a2 if a1<a2Aa1<a3 11 al if a1<3Va2<3Va3<3 11 3 By: J. Conner, PE, SE Width of Zones A and B (ft) Page 7 Lula Samuel Residence Structural Calculations "%, ind.jpg" Transverse Loadina: to roof diaphraam. back side of buildin Wtr._P, 0,0 .(2.a).�h2+hroo1+PS •(lb—(2•a))•�h2+hroof.)=2663 2 o,z 2 Wtmin :=16 - 2 + hroof� • lb = 4872 Wtroof:=max (Wtr, Wtmi,) =4872 2nd Floor diaphragm loads: Wet:=Ps •(2•a)•�h2+h1�+PS •(lb—(2•a))- +h1�=4497 °'0 2 2 0,22 2 W2tm;,, :=16 • h2 + h1 • lb = 6384 2 2 Wt2 := max (W2t , W2tmtn) = 6384 By: J. Conner, PE, SE .Q. 0 wi ya.un RX Trans load to roof (Ibs) Min trans load to roof (Ibs) Design roof load (Ibs) Trans load to 2nd floor (Ibs) Min trans load to 2nd flr (Ibs) Design 2nd floor load (Ibs) '.r- Lula Samuel Residence Structural Calculations Check Wind Uplift: Wplft:=�Wb 0.6•PS Lb w_ +0.6•�12-_ =14 0,5, 2 2 Max uplift (plf) at Zone E minus 12 psf Truss DL Simpson H1's installed at 24" o.c. OK for 222 plf uplift, 220 plf in plane, 82 plf out of plane Check reaction at tor) of wall: Rtop :- 0.6 • Pso o . h2 + hroof = 54 2 Use H1's @ 24" o.c., Out of plan capacity = 82 plf --->OK Add (2) 16d toe nails ea truss to top plate, OK for 99 plf. Total out of plane capacity = 181 plf By: J. Conner, PE, SE Max reaction at top of wall to transfer to trusses (plf) Page 9 Lula Samuel Residence 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 := 1.064 Shc := 0.473.1.82. 2 = 0.574 3 IE:= 1.0 DC := "D" R := 6.5 Ct:=0.02 x:=0.75 T:=C,-hx T=0.2 TL:=6 Cmax := if T < TL = 0.4 Shc ' IE T•R if T> TL Cs :_ Sdd ' TL ' IE TZ • R 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) Maximum Value of response coefficient if 'Sd,' IE < C,nax = 0.2 Seismic Response Coefficient sR.rr Cori,,:=0.044•Sds•IE=0.047 Minimum response coeff R,,,:= 12. 1520=18240 Roof weight for 12 psf DL and 2' roof overhang (Ibs) W2,v := 12 • (2 • Wb + 2 • lb) • h2 + 8 • h2 • (80) = 20864 Approx weight of 2nd floor walls (interior and exterior (Ibs) W,,, :=12 • (2 • Wb + 2 • lb) • hl + 8 • hl • (75) = 28248 Approximate weight of 1 st floor walls (interior and exterior (Ibs) W2l :=12.1232 = 14784 Weight of 2nd floor (Ibs) V,.jo CS - �R_+ W2,`,4693 Seismic load to roof level (Ibs) 2 1l V2:= CS • W2 , + Will + W2 J = 6440 Seismic load to 2nd floor level (Ibs) 2 2 Seismic loads govern. Use seismic loads for diaphragm and shear walls By: J. Conner, PE, SE Page 10 Roof Diaphragm Loads: W2 := Wb = 40 lz:=lb=42 Roof,,.— 0.7•Vroof=41 — 2 . w2 0.7 • V,.f Roof := h _ 39 2 - Sheathing perAWC- SDPWS Lula Samuel Residence Structural Calculations Upper floor width (ft) Upper floor length (ft) Load to roof diaphragm (width) (plf) Max load to longitudinal diaphragm (length) plf - 7/16" sheathing grade panels, unblocked diaphragm, 8d nails @ 6" O.C. boundaries and panel edges, 12" o.c. field. OK FOR 230 PLF Seismic Transfer to walls with Simpson H1 @ 24 o.c. OK for 220 plf By: J. Conner, PE, SE Page 11 Lula Samuel Residence Structural Calculations 2nd floor Shear Walls: Perforated shear walls AFPA special provisions. 4.3 ¢d:= 0.5 ASD resistance factor per 4.3.3 End walls: South wall lea := 24.5 0.7 • Vvoof — v2a . 2 . l2a _ 67 P2a := 18= 0.7 12, Cola := 0.77 V2 :_ Od - Cola • 520 = 200 Total length of wall (ft) Uniform Shear load to end wall, 2nd floor (plf) 0.6 factor for ASD loading Percent of full -height sheathing Capacity adjustment factor 3/8" sheathing w/ 8d nails @ 6" o.c. edges, 12" field. OK for 200 plf (reduced) Other shear walls OK by inspection 0.7 • Vroa f V2amax'— 119 2.18 • Co2a Max shear transfer to 1 st floor wall (plf) Simpson A34 @ 48" o.c.. rim joist to top plate OK for 119 PLF > 67 plf Check Chord Forces at panels: w2a :=12 • 12a • (h2) = 2352 Weight of wall (resists overturning) (Ibs) 0.7.0.5•V,aaf•(h2)-0.6.0.5•w2a'l2a TC2a:= =-299 Max Tension (Ibs) 18 •Cola No net uplift, use Simpson CS16 w/ 14" end lengths for redundancy (OK for 1705 Ibs) Other walls OK by inspection By: J. Conner, PE, SE Page 12 Lula Samuel Residence Structural Calculations FTRUCTURAL - 1st floor Shear Walls: Perforated shear walls AFPA special provisions. 4.3 South Wall: h,:=wb=40 Total length of wall (ft) 0.7•V,°°� +0.7•V via:= ` 2 =97 Uniform Shear load to south wall, 1st floor (plf) 2•11, PI' := 23 =0.6 Percent of full -height sheathing lra Col,:=0.83 Capacity adjustment factor V.:_ ¢d • Co,, • 520 = 216 Shear wall capacity (plf) 3/8" sheathing, 8d nails @ 6" o.c. at panel edges, OK for 216 plf (reduced) 0.6 • Vr„f+ 0.6 • Vz — vra,,,ax °_ —175 Max shear transfer to foundation (plf) 2.23•C,,, See below for shear transfer to foundation Check Chord Forces at panels: w,, :=12 • l,, • (hl) = 5280 TC .— 0.7.0.5 • V,,,f• (hl + hz) + 0.7.0.5 • Vz • hl — 0.6.0.5 • (wl,) • l,, = _385 Tension/ �a 23 • Cola Compression in panel chords (lbs) No net uplift. Additional hold downs not required Other walls OK by inspection. By: J. Conner, PE, SE Page 13 Lula Samuel Residence Structural Calculations Transfer Shear loads to Foundation: 112" Anchor Bolt Capacity: NDS Table 11 E ts:= 1.5 Zp := 650 ©:= 1.6 Zp • CD = 1040 S:= 48 Side member Thickness (in) Bolt design value for 6" embedment depth (Ibs) Load duration factor Allowable load (Ibs) Bolt spacing (in) C:= Zp • CD • 12 C= 260 Capacity based on bolt spacing (plf) S vlamax= 175 Typical shear (plf) use 1/2" AB @ 48" o.c. all around (OK for 260 plf > 175 plf) Embed 6" min into stem wall with Simpson SET-3G epoxy Check Soil Bearing: bfrg:=1.33 wfrg:=150•bfg•.67+150.0.5. 1.5=246.2 wftg + wwl + Wwz + wh3 Wf:= =1168 bfg By: J. Conner, PE, SE Footing width (ft) Footing weight (plf) Max soil bearing pressure (psf) Existing 16" wide spread footings OK. 1500 psf bearing capacity assumed Page 14