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REVIEWED BLD2022-0046+Structural_Calculations+1.14.2022_1.12.59_PM+2622079JLJNASH & ASSOCIATES REVIEWED ARCHITECTS BY CITY OF EDMONDS RECEIVED Jan 24 2022 BLD2022-0046 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 8003 203RD ST SW PLAN 3110 STRUCTURAL CALCULATIONS 12871 REGISTERED ARCHITECT / _ AYNEJOHNSON SI'ATF OF WASHINGTON 2018 IBC FEB 1, 2021 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH-ARCHITECTS. COM CLIENT: NASH&ASSOCIATES BEAM DESIGN DATA PROJECT: AxCHITECTS DATE: NAME: Roof Loads: LL 25 #/sf DL 15 #/sf Total 40 #/sf Unless Noted Otherwise Floor Loads: LL 40 #/sf DL 10 #/sf Total 50 #/sf Deck Loads: LL 60 #/sf DL 10 #/sf Total 70 #/sf Soil• 1500 PSF Min. Concrete: Per IBC 18 Masonry. Per IBC 18 Steel• Per IBC 16 Wood: Per IBC 18 Nailing: Per IBC 18 4" Beam: Douglas Fir #2 fv = 180 fb = 900 PSI E = 1,600,000 6" Beam: Douglas Fir #2 fv = 170 fb = 875 PSI E = 1,300,000 Joists & Hem Fir #2 Rafters: fv = 150 fb = 850 PSI E = 1,300,000 Glu—Lam Beams: fv = 240 PSI fb = 2,400 PSI (reduced by size factor, CF*IQ) E = 1,800,000 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM PLAN 3110 BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 PLAN 3110 BEDROOM TWO RB-1 Date: 1 /28/14 etect►on 4x 10 DF-L #2 Lu = 0.0 Ft Condifians NDS 2005 Min Bearing Area R1= 1.5 in2 R2= 4.5 in (1.5) DL Defl= 0.02 in Data Beam Span 5.0 ft Reaction 1 LL 558 # Reaction 2 LL Beam Wt per ft 7.87 # Reaction 1 TL 964 # Reaction 2 TL Bm Wt Included 39 # Maximum V 2817 # Max Moment 2522# Max V (Reduced) 2349 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Attabute Section (16 Shear in TL Defl Vny LL Defl Actual 49.91 32.38 0.03 0.02 Critical 28.02 19.57 0.25 0.17 Status OK OK OK OK Ratio 56% 60% 14% 10% Values Adiustmenfs 1618 # 2817 # Fb si Fv(psi) E(psi x mil).Fc! (psi) Reference Values 900 180 1.6 _ 625 Ad usted Values 1080 180 1.6 625 CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1400 B = 2502 4.0 100 H = 160 0 4,0 375 1 = 600 4.0 5.0 H Pt loads: C_ Z-\, R1 = 964 R2 = 2817 SPAN =5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3110 PLAN 3110 R B-2 selection Condifions Data Attributes Actual Critical Status Ratio Values 6.,SListments BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 BEDROOM FOUR Date: 1 /28/14 L4x 10 DF-L #2 Lu = 0.0 Ft NDS 2005 Min Bearing Area R1= 2.7 in2 R2= 4.4 in' (1.5) DL Defl= 0.03 in Beam Span 5.0 ft Reaction 1 LL 960 # Reaction 2 LL 1590 # Beam Wt per ft 7.87 # Reaction 1 TL 1679 # Reaction 2 TL 2748 # Bm Wt Included 39 # Maximum V 2748 # Max Moment 4282'# Max V (Reduced) 2280 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LLActual Defl L / >1000 Section (in'j She in'L_TL Defl (in) LL Defl 49.91 32.38 0.05 0.03 47.58 19.00 0.25 0.17 OK OK OK OK 95% 59°% 21 % 15% Fb (psi) Fv(psi E (psi x mil) Fc L (psi) Reference Values 900 180 _ 1.6 625 Adiusted Values 1080 180 1.6 625 CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads End Point LL Point TL Distance Par Unif LL Par Unif TL Start 1500 B = 2708 3.0 100 H = 160 0 3.0 375 1 = 600 3.0 5.0 I H -71 Pt loads: L R1 = 1679 R2 = 2748 SPAN = 5 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3110 PLAN 3110 B-1 le Lion Condition Attributes Actual Critical Status Ratio u Adluslmants BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 DEN/GUEST 4x 10 DF-L #2 NDS 2005 Min Fearing Area Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl LL Max Defl Section in:') 49.91 40.86 OK 82% Reference Values Adjusted Values Date: 1/28/14 Lu = 0.0 Ft R1= 2.7 in R2= 6.6 in' (1.5) DL Defl= 0.04 in 6.0 ft Reaction 1 LL 1021 # Reaction 2 LL 2412 # 7.87 # Reaction 1 TL 1687 # Reaction 2 TL 4107 # 47 # Maximum V 4107 # 3677'# Max V (Reduced) 3307 # L / 240 TL Actual Defl L / 868 L / 360 LL Actual Defl L / >1000 Shear [in') TL Defl in} LL Defi 32.38 0.08 0.04 27.56 0.30 0.20 OK OK OK 85% 28% 21% Fb jpsi) Fv (psi) E (psi x mll) Fcl (psr) 900 180 1.6 625 1080 180 1.6 625 CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft L Point LL Point TL Distance Par Unif LL Par Unif TL 1618 B = 2817 5.0 240 H = 380 615 1 = 1030 1.00 Start End 0 5.0 50 6.0 Pt loads:. R1 = 1687 R2 = 4107 SPAN =6FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3110 BeamChek v2011 licensed to: Michael Johnson Reg # 7992-664W PLAN 3110 GREAT ROOM B-2 Date: 1 /28/14 Selection 5-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Condrtfans NDS 2005 Min Bearing Area R1= 7.3 inz R2= 12.8 in' (1,5). DL Defl= 0,04 in Recom Camber= 0.06 in Data Beam Span 6.0 ft Reaction 1 LL 2942 # Reaction 2 LL 5163 # Beam Wt per ft 13.08 # Reaction 1 TL 4715 # Reaction 2 TL 8320 # Bm Wt Included 78 # Maximum V 8320 # Max Moment 8946'# Max V (Reduced) 7827 # TL Max Defl L / 240 TL Actual Defl L / 853 LL Max Defl L / 360 LL Actual Defl L / >1000 Att ibutes Secllon (in') Shear jn�_ TL Defl (in) LL Defl Actual ( 94.17 53.81 0.08 0.04 Critical 44.74 48.92 0.30 0.20 Status OK OK OK OK Ratio 48% 91 % 28% 22% Fb psi) Fv [psi) E (psi x mil) Fc-1 (psi) Values Reference Values 2400 240 _ 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Load Uniform LL: 125 Uniform TL: 200 =A Paint LL Point TL Distance Par Unif LL Par Unif TL Start Eind 3800 B = 6257 5.0 655 H = 1030 0 5.0 280 1 = 350 5.0 6.0 L Uniform Load A f Pt loads: I _® R1 = 4715 R2 = 8320 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3110 BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 PLAN 3110 GREAT ROOM B-3 Date: 1 /28/14 Selection [ 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2005 _ Min Bearing Area R1= 3.3 in2 R2= 3.3 in' (1.5) DL Defl= 0.03 in Data Beam Span 6.0 ft Reaction 1 LL 1335 # Reaction 2 LL Beam Wt per ft 7.87 # Reaction 1 TL 2064 # Reaction 2 TL Bm Wt Included 47 # Maximum V 2064 # Max Moment 3095'# Max V (Reduced) 1533 # TL Max Defl L / 240 TLActual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (WI Sh_ ear CW) TL Defl Qn) LL Deft Actual 49.91 32.38 0.06 0.04 Critical 34.39 12.78 0.30 0.20 Status OK OK OK OK Ratio 69% 39% 21% 18% Fb (psi)__ Fv (psi) E sl x mil) Fc.L (psi) Values Reference Values 900 180 1.6 625 Adiusted Values 1080 180 1.6 625 Add-sftnsnf5 CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress Cm Wet Use 1.00 CI Stability 1.0000 N/A 1.00 1.00 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 445 Uniform TL: 680 = A 1.00 Uniform Load A R1 = 2064 R2 = 2064 SPAN =6FT Uniform and partial uniform loads are Ibs per lineal ft. 1335 # 2064 # PLAN 3110 BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 PLAN 3110 COVERED PATIO B-4 Date: 1 /28/14 5 1 ivn 15-118x 15 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 4,1 in' R2= 4,9 in' (1.5) DL Defl= 0.25 in Recom Camber= 0.37 in Data Beam Span 20.5 ft Reaction 1 LL 1538 # Reaction 2 LL 1538 # Beam Wt per ft 18.68 # Reaction 1 TL 2651 # Reaction 2 TL 2651 # Bm Wt Included 383 # Maximum V 2651 # Max Moment 13589'# Max V (Reduced) 2328 # TL Max Defl L / 240 TL Actual Defl L / 514 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in'j Shear (in'), TL Defi in) LL Defl Actual 192.19 76.88 0.48 0.23 Critical 69.31 14.55 1.03 0.68 Status OK OK OK OK Ratio 36% 19% 47% 34% Fb (pe Values Reference Values 2400 Adjusted Values AdlsaslmenCv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use Cl Stability Fv (psi) E (psi x mil) Fsl 240 1.8 650 0.980 1.00 1.00 1.00 N/A 1.00 1.00 1.00 1.00 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 150 Uniform TL: 240 = A Uniform Load A R1 = 2651 R2 = 2651 SPAN = 20.5 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3110 PLAN 3110 B-5 5_ eleCtipn Conditions BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 DINING ROOM 5-1/8x 12 GLB 24F-V4 DF/DF NDS 2005 Date: 1 /28114 T Lu=0.0Ft Min Bearing Area R1= 4.6 in' R2= 4.6 in (1.5) DL Defl= 0.08 in Recom Camber= 0.11 in Data Beam Span 13.0 ft Reaction 1 LL 23404 Reaction 2 LL 2340 # Beam Wt per ft 14.94 # Reaction 1 TL 3022 # Reaction 2 TL 3022 # Bm Wt Included 194 # Maximum V 3022 # Max Moment 98224 Max V (Reduced) 2557 # TL Max Defl L / 240 TL Actual Defl L / 624 LL Max Defl L / 360 LL Actual Defl L / 897 Attributes Section Oil Shear (ins) TL Defl (in) LL Defl Actual 123.00 61.50 0.25 0.17 Critical 49.11 15.98 0.65 0.43 Status OK OK OK OK Ratio 40% 26% 38% 40% Fb (psi) Iry (psi) E (psi x m1l) Fe 1 (psi) Values Reference Values 2400 240 1 A 650 Adjusted Values 2400 240 1.8 650 d'u tments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 360 Uniform TL: 450 = A Uniform Load A R1 = 3022 R2 = 3022 SPAN = 13 FT Uniform and partial uniform loads are Ibs per lineal ft. ��d�E�Zir PLAN 3110 B-6 selection Can itronS Attributes Actual Critical Status Ratio Values A MLIrrients BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 DEN Date: 1 /28/14 5-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft NDS 2005 Min Bearing Area R1= 9.2 in2 R2= 5.1 in (1.5) DL Defl= 0.07 in Recom Camber= 0.11 in Beam Span^ 6.0 ft Reaction 1 LL 1641 # Reaction 2 LL 1641 # Beam Wt per ft 11.21 # Reaction 1 TL 5978 # Reaction 2 TL 3312 # Bm Wt Included 67 # Maximum V 5978 # Max Moment 8805'# Max V (Reduced) 4723 # TL Max Defl L / 240 TL Actual Defl L / 636 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in-) Shear (Inn TL Defl (in) LL Defl 69.19 46.13 0.11 0.04 44.02 29.52 0.30 0.20 OK OK OK OK 64% 64% 38% 21% Fb (psi) Fv si E (psi x trtil} Fc (psi) Reference Values 2400 240 1.8 650 Adfusted Vatues 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loa Uniform LL: 100 Uniform TL: 240 =A Point LL Point TL Distance B = 3200 0.5 2682 C = 4583 3.0 _ Uniform Load A Pt loads: R1 = 5978 R2 = 3312 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3110 PLAN 3110 8-7 se/0060n Conditions Attributes Actual Critical Status Ratio BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 DINING ROOM 4x 10 DF-L #2 NDS 2005 Min Bearing Area Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl Section (in') 49.91 42.39 OK 85% Values Reference Values Adjusted Values Aft—slMnts CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use Cl Stability Date: 1/28/14 Lu = 0.0 Ft R1= 4.1 in R2= 4.1 in (1.5) DL Defl= 0.04 in 6.0 ft Reaction 1 LL 1635 # Reaction 2 LL 7.87 # Reaction 1 TL 2544 # Reaction 2 TL 47 # Maximum V 2544 # 3815'# Max V (Reduced) 1890 # L / 240 TL Actual Defl L / 914 L / 360 LL Actual Defl L / >1000 Shear (in* TL Defl [any LL Defl 32.38 0.08 0.04 15.75 0.30 0.20 OK OK OK 49% 26% 21 % Fb (psi) Fv (psi) E si x mil Fc1(ps�� 900 180 1.6 625 1080 180 1.6 625 1.200 1.00 1.00 1.00 N/A 1.00 1.00 1.00 1.00 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 545 Uniform TL: 840 = A Uniform Load A R1 =2544 R2 = 2544 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. 1635 # 2544 # J PLAN 3110 BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 DINING ROOM B-8 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Conditions NDS 2005 Min Bearing Area R1= 5.2 inz R2= 5.2 inz (1.5 Data Beam Span 8.0 ft Reaction 1 LL Beam Wt per ft 6.83 # Reaction 1 TL Bm Wt Included 55 # Maximum V Max Moment 6775'# Max V (Reduced) TL Max Defl L / 240 TL Actual Defl LL Max Defl L / 360 LLActual Defl Attfibutes Section din') Shear.in TL Defl (in) Actual 42.19 28.13 0.27 Critical 33.87 17.20 0.40 Status OK OK OK Ratio 80% 61 % 67% Values Reference Values Ad'usted Values Adiustmen,Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use Cl Stability Fb (psi) Fv (psi) 2400 240 2400 240 1.000 1.00 1.00 1.00 Date: 1 /29/14 Lu = n.n Ft DL Defl= 0.12 in Recom Camber= 0.18 in 2180 # Reaction 2 LL 2180 # 3387 # Reaction 2 TL 3387 # 3387 # 2752 # L / 357 L/654 LL Defl 0.15 0.27 OK 55% psi x mil) Fc L (p5i� 1.8 650 N/A 1.00 1.00 1.00 1.00 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 545 Uniform TL: 840 = A Uniform Load A R1 = 3387 R2 = 3387 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3110 BeamChek v2011 licensed to: Michael Johnson Rep # 7992-66428 PLAN 3110 GARAGE GB-1 S@ 4CI +fin 5-1/8x 21 GLB 24F-V4 DF/DF Conditions NDS 2005 Min Searing Area R1= 12.1 in2R2= 12.5 in (1.° Date Beam Span 20.5 ft Reaction 1 LL Beam Wt per ft 26.15 # Reaction 1 TL Bm Wt Included 636 # Maximum V Max Moment 45260'# Max V (Reduced) TL Max Defl L / 240 TL Actual Defl LL Max Defl L / 360 LLActual Defl Attributes Section (in') Shear (in) TL Defl in) Actual 376.69 107.63 0.60 Critical 238.75 48.84 1.03 Status OK OK OK Ratio 63% 45% 59% Date: 1 /28/14 Lu = 0.0 Ft DL Defl= 0.29 in Recom Camber= 0.44 in 3833 # 7860 # 8106 # 7814 # L/407 L / 789 LL Defl 0.31 0.68 OK 46% Reaction 2 LL 5867 # Reaction 2 TL 8106 # Fb (psi) Fv (psi) E(psi x mil) FC 1 si Values Reference Values 2400 240 1.8 650 Adjusted Values 2275 240 1.8 650 Arlf4-goy,ts Cv Volume 0.948 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Distance Point TL Par Unif LL Par Unif TL Start End B = 2000 4.0 500 H = 740 4.0 6.0 C = 1800 6.0 600 1 = 700 6.0 20.5 I Pt loads: [] ❑C R1 = 7860 R2 = 8106 SPAN = 20.5 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3110 PLAN 3110 GB-2 SOW r icon_ 5-1/8x 13-1/2 GLB 24F-V4 DF/DF Conditions NDS 2005 BeamChek v2011 licensed toy Michael Johnson Reg # 7992-66428 GARAGE Date: 1 /28114 y Lu=0.0Ft Min Bearing Area R1= 2.9 in2 R2= 2.9 in (1.5) DL Defl= 0.13 in Recom Camber= 0.19 in Data Beam Span 16.0 ft Reaction 1 LL 1100 # Reaction 2 LL 1100 # Beam Wt per ft 16.81 # Reaction 1 TL 1895 # Reaction 2 TL 1895 # Bm Wt Included 269 # Maximum V Max Moment 8778'# Max V (Reduced) TL Max Defl L / 240 TL Actual Defl LL Max Defl L / 360 LL Actual Defl Attributes Section din') shear QW) TL Defl (in) Actual 155.67 69.19 0.25 Critical 43.89 10.60 0.80 Status OK OK OK Ratio 28% 15% 31 % Fb (psi) Fv (psi) Values f Reference Values 2400 240 Adiusted Values 2400 Arf'us�tmen Cv Volume 1.000 Cd Duration 1.00 Cr Repetitive 1.00 Ch Shear Stress Cm Wet Use 1.00 Cl Stability 1.0000 1.00 1895 # 1696 # L/764 L / >1000 LL Defl 0.12 0.53 OK 23% E (psi x mil) 1.8 1.8 N/A 1.00 1.1 Rb = 0.00 Le = 0.00 Ft Fc L (psi) 650 650 L s _ Uniform LL: 100 Uniform TL: 160 = A Par Unif LL Par Unif TL Start End 100 H=160 5.0 11.0 0 Uniform Load A J R1 = 1895 R2 = 1895 SPAN = 16 FT Uniform and partial uniform loads are Ibs per lineal ft. CLIENT: NASH-ASSOCIATES WIND AND 5E15MIG DESIGN DATA PROJECT: ARCxITEr Y; PER 2015 IBG DATE: NAME: WIND DESIGN GRITERIA DESIGN PER ASGE 7-10 I. NOMINAL/ULTIMATE WIND SPEED V/05d / Vult 85/110 mph 2. R15K GATEGORY 11 1.00 3. WIND EXPOSURE CATEGORY "B" 4. INTERNAL PRE55URE COEFFIGENT +/-55 5. COMPONENTS AND CLADDING DESIGN PRE +/- 16 p5f BUILDINGS, 5TRUGTURE5, AND PARTS THEREOF SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH 5TRENGTH DESIGN, LOAD, AND RESISTANCE FACTOR DE516N, ALLOWABLE 5TRE55 DESIGN, EMPIRICAL DE516N OR CONVENTIONAL CONSTRUCTION METHODS, A5 PERMITTED BY THE APPLICABLE MATERIAL CHAPTER, SECTION 1604.1 BUILDINGS, 5TRUCTURE5, AND PARTS THEREOF, SHALL BE DESIGNED TO WITHSTAND WIND LOADS AS DEFINED IN SECTION 160q AND ASCE 7-10 IMPLIFIED METHOD TO BE USED FOR HIND DE51614 PER A5GE 7-10, 5EGTION 27.5 (BUILDINry HEIGHT 15 LESS THAN 160 FIST) 110 MPH ULTIMATE WIND SPEED USE Iq.6 P5F PER TABLE 27.6.1 "EXPOSURE B" WOOD DE51GN PER SECTIONS 2504-2506. 5TRUGTURE5 USING WOOD SHEAR WALLS AND DIAPHRAGMS TO RE515T WIND, SEISMIC, AND ALL OTHER LATERAL LOAD5 SHALL BE DE516NED AND CONSTRUCTED IN ACCORDANCE WITH AF d PA 5DPW5 AND PROVISIONS OF SECTIONS 2305-2506 5EISMIG DESIGN DATA DESIGN PER ASCE 7-10/SEGTION 1615 I. SEI5MIG IMPORTANCE FACTOR le 1.00 2. SHORT PERIOD ACCELERATION 55 1.66 *see footnote at bottom of page 3. 1 SECOND AGGELERATION 51 0."I48 *see footnote at bottom of page 4. SITE GLASS D (default class per IBC) 5. SPECTRAL RESPONSE COEFFICIENT 509 OA72 *see footnote at bottom of page 6. SPECTRAL RESPONSE GOEFFIGENT 5w 0.748 *see footnote at bottom of page 7. SEISMIC DE516N GATEGORY D 8. 5EI5MIG FORGE RE515TING SYSTEM PLYWOOD SHEAR WALLS q. DESIGN BASE SHEAR (see seismic calculations) 10. SEISMIC RESPONSE COEFFICIENT Cs 0.15 11. RESPONSE MODIFICATION FACTOR R 6.5 12. ANALY515 PROCEDURE EQUIVALENT LATERAL FORGE 15. R15K CATEGORY II THE ANGHORAGE OF WALLS SUPPORTING CONSTRUCTION SHALL BE BE DESIGNED IN ACCORDANCE WITH A50E 7-10, 5EGTION 12.11.2 IN 5TRUGTURE5 A5516NED TO 5E15MIG DESIGN GATEGORY G-F, COLLECTOR ELEMENTS AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DESIGNED TO RE515T MAXIMUM EFFECTS AS SPECIFIED IN A5GE 7-10, SECTION 12.10.2.1 BASE SHEAR V= (F 5D5/R) IN ANCHOR BOLTS: 5/8" DIA X 1011, A307 OR BETTER W/ 7" MIN. EMBEDMENT. V= 1104#/BOLT ' PER U565, THE MAXIMUM 51 IN THE STATE OF WA51-IINGTON 15 0.748. ALL SEISMIC DE516N VALUES USED IN THI5 ANALY515 ARE BASED UPON TH15 NUMBER. SINGE 5,15 LE55 THAN 0.75, THEN USE SEISMIC CATEGORY D IF R15K GATEGORY 15 I, 11, OR III 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM Asa 9 �5J �2r2> 1ihid am i X Z 4 Iz Z � W N I =9 L FFI 0 ,, h Id 11 NASH-ASSOCIATES LATERAL CALCULATIONS CLIENT: PROJECT: WIND WORKSHEET DATE:. 55 MPH/110 MPH= NOMINALALTIMATE WIND SPEED NAME: 19.6 P5F- EXP05URE "B" FRONT ELEVATION LEFT ELEVATION REAR ELEVATION RIGHT ELEVATION i LOCATION TOTAL SHEAR FORCE (#) W x H x (see chart for wind pressure SHEAR WALL UNIT SHEAR SHEAR WALL 0 specified height) LENGTH (ft) (#/it) TYPE 1 U%' ZSkR k f ai ukld 23,5� leg / q/_(r ZO p I""-Z Sx a k t 9, u n_ 30 ! 6(7 �--_ zZ� 6 yx� k c 50&( C_ Z'> 1114,f"Z/(2sxS)(l?r6J 4gill0 Z I 3ov .3 Pl, 3 ZM/4-W 1?5eel �l Q, (6114 c1f g zo 3�1 Z fg pi-cr r C�UW� KX1 q4� -I'5 Z8Z I � F 11 44 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW. NASH—ARCHITECTS. COM /�I CLIENT: NASH & ASSOCIATES SEISMIC ANALYSIS PROJECT: ARCfff7'F,CTS DATE: NAME: - Weight of Building: Roof Assembly: Asphalt Shingles - 2.00 #/ft Cedar Shakes - 2.25 #/ft Tile - 9.50 #/ft Felt - 1/2" Plywood - 0.15 #/ft 1.50 #/ft Felt - 1/2 Plywood - 0.15 #/It 1.50 #/ft Felt - 1/2" Plywood - 0.15 #/it 1.50 #/ft Trusses ® 24" o.c. - 1.75 #/ft Trusses ® 24' o.c. - 1.75 #/ft Trusses ® 24' o.c. 1.75 #/ft R-38 Insulation - 1/2" GWB 2.35 #/ft R-30 Insulation - 2.25 #/ft R-30 Insulation - 2.25 #/ft Ceiling - 2.00 #/ft 1/2" GWB Ceiling - 2.00 #/ft 1/2" GWB Ceiling - 2.00 #/ft Total 9.75 #/ft Total 9.90 #/ft Total 17.90 #/ft Use 10.00 #/ft Use 10.00 #/ft Use 18.00 #/ft 1st & 2nd Floor Assembly: Caret / Pad - 0.50 #/ft 3/4' T&G Plywood - 2.50 #/fL 2x10 ® 16 ' o, c. - 2.30 #/ft 1/2" GWB Ceiling - 2,00 #/It Total 7.30 #/ft Use 10.00 #/ft Interior Wall Assembly: 1/2" GWB - 2.00 #/ft 2X4 ® 16" o.c. - 1.10 #/ft 1/2" GWB - 2.00 #/ft Total 5.10 #/ft Use am #/ft Hardwood - 2.50 #/ft 3/4" T&G Plywood - 2.50 #/ft 2x10 ® 16' o.c. - 2.30 #/ft 1/2" GWB Ceiling - 2.00 #/ft Total 9.30 #/ft Use 10.00 #/ft Exterior Wall Assembly: 3/4" Wood Siding - 2.30 #/ft 1/2" Plywood - 1.50 #/ft 2x6 @ 16" o.c' - 1.37 #/f t R-21 Insulation - 2.10 #/ft 1/2" GWB - 2.00 #/It Total 9.27 #/ft Use 10.00 #/ft 4" Brick Veneer - + 3.20 #/ft 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW. NASH- ARCHITECTS. COM i CLIENT: NASH -ASSOCIATES SEISMIC ANALYSIS PROJECT:- �ticltr'rt crs DATE: NAME: 2 SEISMIC: V = (C.) (Wdl) (plywood) --I 2nd Level: Q(� /} Roof: (Asphalt / Cedar Shake) 10#/ft X_ ��/50 sf or (Tile) 18#/ft X _ _ _ sf Exterior Walls: L x 10#/sf x 1/2 (h) 10-7 it<U .F y (E2) Interior Walls: L x 8#/sf x 1/2 (h) 70OX TOTAL: 1st Level• Roof: (1st Floor Roof) 10#/ft X 300 sf = 3000 2nd Floor. 10#/ft X 62 sf = 170 Z n Exterior Walls: (E2) ++ L x 10#/sf x 1/2 (h) �y�� 7geo� - Zo4rklok�e7` (ED Interior Walls: (I + L x 8#/sf x 1//2 (h) 7 Z t1 TOTAL' _ Sa 5 0) v t: Basemen 1st Floor: 10#/ft X _ _ sf =. Exterior Walls: (E1) + L x 10#/sf x 1/2 (h) Interior Walls: (I1) + L x 8#/sf x 1/2 (h) TOTAL: _ 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW. NASH—ARCHITECTS. COM NASH & ASSOCIATES SEISMIC ANALYSIS ARCIIITECTS BASE SHEAR: BASE SHEAR V= (F SM/W w V= F (AIZ/6.5= .14G 3 LEVEL 2: Wdl 32 ► 7 _ # x 0.149 = ql 7) LEVEL 1: Wdl x 0.149 = 7112. TOTAL:- Wdl x 0.149 = ,( `( (V) CLIENT: PROJECT_ DATE: NAME: Level Dead Load (Wdl) Hei ht (h5 Moment (Wdl)(h) Shear C Story Fx = [ Wdl h)] V Wdl)}({h) Remarks �a�6► � 2 5��v►� f D qi q7� «) '137 Total �. 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW. NASH—ARCHITECTS. COM i 137 LEVEL LINE LINE LINE SHEAR SHEAR TOTAL P > 1 WALL LENGTH#/ft) Vmax SEISMIC WIND SHEAR WALL HEIGHT OVER TURNING HOLD — DOWN SHEAR z > Z ABOVE V / 1.4 FORCE REQ'd WALL x loll �� a o z im � � f 2 Z 3,3i 30 10 Cc(7 r 6r r16r 2062� CIO 2 313 3 / n' 3 If Is7 / a6 zoo 383cn a l Z Z,g 2S'r� tvm I,�� r� 6r 3 g 3� s�3 it N Z, 3 3 27� 2[8 �C A3 Z12 1 ,?q ZS(o CA O z n e� r' co i I i i i NASH & ASSOCIATES A ItC FfITECTS SEISMIC ANALYSIS Redundancy Factor (p)-. 1. Maximum allowable wall shear for p<=1 Vumax = (2)(Vaccstory)/Ab 1/2 Cf Zos6 3 2. Maximum actual shear Vmax = Largest seismic wall shear r sZ `I `1 33'7 3. p = 2 - [ 2(Vacc story) /(Vumax) (Ab 1/2) Z_ Z<rz SZCC�s 3 0 6vv �niv� CLIENT: PROJECT: DATE: NAME- 5 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW. NASH—ARCHITECTS. COM