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REVIEWED BLD2024-0134+Structural_Calculations+1.30.2024_2.24.41_PM+4029173NASH & ASSOCIATES ARCHITECTS RECEIVED BLD2024-0134 Feb 07 2024 ............................. REVIEWED CITY OF EDMONDS By DEVELOPMENT SERVICES CITY OF EDMONDS DEPARTMENT 2 BUILDING DEPARTMENT' PLAN 3110 STRUCTURAL CALCULATIONS 12111 REGISTERED ARCHITECT / AYNEJOHNSON TATE OF WASHINGTON 2018 IBC FEB 1, 2021 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH-ARCHITECTS. COM iNASAIC CLIENT: H-ASSOCIATES BEAM DESIGN DATA PROJECT: HITECTS DATE: NAME: Roof Loads: LL 25 #/sf DL 15 #/sf Total 40 #/s1 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 PLAN 3110 RB-1 Selection Conditions Data Attributes Actual Critical Status Ratio BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 BEDROOM TWO 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 28.02 OK 56% Values Reference Values Adiusted Values Date: 1 /28/14 Lu=0.OFt R1= 1.5 in R2= 4.5 in (1.5) DL Defl= 0.02 in 5.0 ft Reaction 1 LL 558 # Reaction 2 LL 7.87 # Reaction 1 TL 964 # Reaction 2 TL 39 # Maximum V 2817 # 2522'# Max V (Reduced) 2349 # L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 Shear (in2) TL Defl (in) LL Defl 32.38 0.03 0.02 19.57 0.25 0.17 OK OK OK 60% 14% 10% Fb (psi) Fv (psi) E (psi x mil) 900 180 1.6 Fc I 625 625 1618 # 2817 # Adjustments CF Size Factor Cd Duration 1.200 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 Point LL Point TL Distance Per Unif LL Par Unif TL Start End 1400 B = 2502 4.0 100 H = 160 0 4,0 375 1 = 600 40 5.0 0 H Pt loads: B R1 = 964 R2 = 2817 SPAN =5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3110 i3eamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 PLAN 3110 BEDROOM FOUR R B-2 Selection 1 4x 10 DF-L #2 Conditions NDS 2005 Min Bearing Area Data Beam Span Beam Wtper ft Bm Wt Included Max Moment TL Max Defl LL Max Defl Attributes Section (Ind Actual 49.91 Critical 47.58 Status OK Ratio 95% Values Reference Values Adjusted Values &1justments CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use Cl Stability Date: 1 /28/14 Lu = 0.0 Ft R1= 2.7 in R2= 4.4 in (1.51 DL Defl= 0.03 in 5.0 ft Reaction 1 LL 960 # Reaction 2 LL 1590 # 7.87 # Reaction 1 TL 1679 # Reaction 2 TL 2748 # 39 # Maximum V 2748 # 4282'# Max V (Reduced) 2280 # L 1240 TL Actual Defl L / >1000 L / 360 LLActual Defl L / >1000 Shear (n� TL Defl (1n) LL Defl 32.38 0.05 0.03 19.00 0.25 0.17 OK OK OK 59°% 21 % 15% Fb (psi) Fv (psi) E (psi x mfl Fc L (psi) 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 1.0000 Rb = 0.00 Le = 0.00 Ft Loads [ Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1500 B = 2708 3.0 100 H = 160 0 3.0 375 1 = 600 3.0 5.0 I H Pt loads: B 0 R1 = 1679 R2 = 2748 SPAN = 5 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3110 BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 PLAN 3110 DEN/GUEST B-1 Date: 1/28/14 le ion 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 2.7 in2 R2= 6.6 W (1.5) DL Defl= 0.04 in Data Beam Span 6.0 ft Reaction 1 LL 1021 # Reaction 2 LL 2412 # Beam Wt per ft 7.87 # Reaction 1 TL 1687 # Reaction 2 TL 4107 # Bm Wt Included 47 # Maximum V 4107 # Max Moment 3677'# Max V (Reduced) 3307 # TL Max Defl L / 240 TL Actual Defl L / 868 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section in') Shear On") TL Defl (in) LL Defl Actual 49.91 32.38 0.08 0.04 Critical 40.86 27.56 0.30 0.20 Status OK OK OK OK Ratio 82% 85% 28% 21 % Fb �91) Fv(psi) E (psi x miq Fcl (psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1080 180 1.6 625 Ad'u� stments 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 Unf TL Start End 1618 B = 2817 5.0 240 H = 380 0 5.0 615 1 = 1030 5.0 6.0 L� 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 # 7992-66428 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 Conditions 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 Attributes Section in' Shear (ink 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 L (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adiuslments 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: 125 Uniform TL: 200 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 3800 B = 6257 5.0 655 H = 1030 0 5.0 280 1 = 350 5.0 6.0 Uniform Load A Pt loads: I _ B -� 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 Re4 # 7992-66428 PLAN 3110 GREAT ROOM B-3 Date: 1 /28/14 selection l 4x 10 DF-L #2 Lu = 0.0 Ft Condition 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 (inj _Shear (fn� TL Deft (in) LL Defl 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 (ps) Fv (psi) E psi x mil)Fcl (psi Values Reference Values 900 180 1.6 625 Adjusted Values 1080 180 1.6 625 AJustments CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use CI Stability 1.200 1.00 1.00 1.00 N/A 1.00 1.00 1.( 1.0000 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 PLAN 3110 B-4 selection Conditions Data Attributes Actual Critical Status Ratio Values gslm n s Loads BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 COVERED PATIO 5-118x 15 GLB 24F-V4 DF/DF NDS 2005 Date: 1 /28/14 Lu=0.OFt I Min Bearing Area R1= 4,1 in' R2= 4.1 in (1.5) DL Defl= 0.25 in Recom Camber= 0.37 in 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 Section (inj Shear (In') TL Defl (in) LL Defl 192.19 76.88 0.48 0.23 69.31 14.55 1.03 0.68 OK OK OK OK 36% 19% 47% 34% Fb(psi) Fv si) _ E si x mi I) Fcl (psi) Reference Values 2400 240 1.8 650 Adjusted Values 2353 240 1.8 650 Cv Volume 0.980 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 Uniform LL: 150 Uniform TL: 240 = A Uniform Load A 0 R1 = 2651 R2 = 2651 SPAN = 20.5 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3110 PLAN 3110 B-5 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads 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 Lu = 0.0 Ft Min Bearing Area R1= 4.6 in' R2= 4.6 in2 (1.5) DL Defl= 0.08 in Recom Camber= 0.11 in Beam Span 13.0 ft Beam Wt per ft 14.94 # Bm Wt Included 194 # Max Moment 9822# TL Max Defl L / 240 LL Max Defl L / 360 Section (in3) Shear (in') 123.00 61.50 49.11 15.98 OK OK 40% 26% Fb (psi) Reference Values 2400 Adjusted Values 2400 Cv Volume 1.000 Cd Duration 1.00 Cr Repetitive 1.00 Reaction 1 LL 2340 # Reaction 2 LL Reaction 1 TL 3022 # Reaction 2 TL Maximum V 3022 # Max V (Reduced) 2557 # TL Actual Defl L / 624 LLActual Defl L/897 TL Defl (in) LL Defl 0.25 0.17 0.65 0.43 OK OK 38% 40% Fv (psi) E (psi x mil) Fc1-(psi) 240 1A 650 240 1.8 650 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 Uniform LL: 360 Uniform TL: 450 = A Uniform Load A 0 R1 = 3022 R2 = 3022 SPAN = 13 FT Uniform and partial uniform loads are Ibs per lineal ft. 2340 # 3022 # ��d�E�Zir PLAN 3110 B-6 Selection Conditions Attributes Actual Critical Status Ratio Values Adjustments 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 Beam Wt per ft 11.21 # Reaction 1 TL Bm Wt Included 67,1 Maximum V Max Moment 8805'# Max V (Reduced) TL Max Defl L / 240 TL Actual Defl LL Max Defl L / 360 LL Actual Defl Section (m `) Shear (in2) TL Defl (in) 69.19 46.13 0.11 44.02 29.52 0.30 OK OK OK 64% 64% 38% Fb (psi) Fv (psi) Reference Values 2400 240 Adjusted Values_ 2400 240 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A 1641 # Reaction 2 LL 1641 # 5978 # Reaction 2 TL 3312 # 5978 # 4723 # L/636 L / >1000 LL Defl 0.04 0.20 OK 21% E (psi x ind) FC.! 1.8 650 1.8 650 Cm Wet Use 1.00 1.00 1.00 L,i waonny 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 100 Uniform TL: 240 = A Point LL Point TL Distance B = 3200 0.5 2682 C = 4583 3.0 1.00 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 B-7 BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 DINING ROOM Selection 4x 10 DF-L #2 Conditions NDS 2005 Min Bearing Area R1= 4.1 in R2= 4.1 in Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl Section (inl 49.91 42.39 OK 85% Reference Values Adjusted Values CF Size Factor Cd Duration Cr Repetitive Date: 1/28/14 Lu = 0.0 Ft 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 (in2) TL Defl (In)_ 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 (psi x mil) Fcl (psi 900 180 1.6 625 1080 _ 180 1.6 625 1.200 1.00 1.00 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 Uniform LL: 545 Uniform TL: 840 = A 1.00 I� Uniform Load A L - — R1 = 2544 R2 = 2544 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. 1635 # 2544 # PLAN 3110 SeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 DINING ROOM B-8 Date: 1 /29/14 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions_ NDS 2005 Min Bearing Area R1= 5.2 inz R2= 5.2 in (1.5) DL Defl= 0.12 in Recom Camber= 0.18 in Data Beam Span 8.0 ft Reaction 1 LL 2180 # Reaction 2 LL 2180 # Beam Wt per ft 6.83 # Reaction 1 TL 3387 # Reaction 2 TL 3387 # Bm Wt Included 55 # Maximum V 3387 # Max Moment 6775'# Max V (Reduced) 2752 # TL Max Defl L / 240 TL Actual Defl L / 357 LL Max Defl L / 360 LL Actual Defl L / 654 At0butes Section (iM_ Shear in TL Defl (in) LL Defl Actual 42.19 28.13 0.27 0.15 Critical 33.87 17.20 0.40 0.27 Status OK OK OK OK Ratio 80% 61 % 67% 55% Fb (psi Fv (psi) E (psi x mil) Fc L (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Ad juslments 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: 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 PLAN 3110 GB-1 Selection Condition Date Attributes Actual Critical Status Ratio Values 8-dius1171ents BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 GARAGE Date: 1 /28/14 5-1/8x 21 GLB 24F-V4 DF/DF _ Lu = 0.0 Ft NDS 2005 Min Bearing Area R1= 12.1 in R2= 12.5 in (1.5) DL Defl= 0.29 in Recom Camber= 0.44 in Beam Span 20.5 ft Reaction 1 LL 3833 # Reaction 2 LL 5867 # Beam Wt per ft 26.15 # Reaction 1 TL 7860 # Reaction 2 TL 8106 # Bm Wt Included 636 # Maximum V 8106 # Max Moment 45260'# Max V (Reduced) 7814 # TL Max Defl L / 240 TL Actual Defl L / 407 LL Max Defl L / 360 LLActual Defl L / 789 Section QW) Shear (in TL_Defl (119) LL Defl_ 376.69 107.63 0.60 0.31 238.75 48.84 1.03 0.68 OK OK OK OK 63% 45% 59% 46% Fb (psi) -Fv (psi) E (psi x mil) Fol (psi) Reference Values 2400 240 1.8 650 Adlusted Values 2275 240 1.8 650 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 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Point TL Distance 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: [] 1Cfl R1 = 7860 R2 = 8106 SPAN = 20.5 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3110 BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 PLAN 3110 GARAGE GB-2 Date: 1 /28114 Selection 5-1/8x 13-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 2.9 inz R2= 2.9 inz (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 Beam Wt per ft 16.81 # Reaction 1 TL 1895 # Reaction 2 TL Bm Wt Included 269 # Maximum V 1895 # Max Moment 8778 '# Max V (Reduced) 1696 # TL Max Defl L / 240 TL Actual Defl L / 764 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section OW) Shear (irk TL Defl (in) LL DOActual 155.67 69.19 0.25 0.12 Critical 43.89 10.60 0.80 0.53 Status OK OK OK OK Ratio 28% 15% 31 % 23% Values Adjustments Reference Values Adiusted Values Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use Cl Stability Fb (psi) Fv (psi) E (psi x mil) Fc L (ps)) 2400 240 1.8 650 2400 240 1.8 650 1.000 1.00 1.00 1.00 N/A 1.00 1.00 1.1 1.0000 Rb = 0.00 Le = 0.00 Ft 1100 # 1895 # Las _ Uniform LL: 100 Uniform TL: 160 = A Par Unif LL Par Unif TL Start End -71 100 H=160 5.0 11.0 O Uniform Load A R1 = 1895 R2 = 1895 SPAN = 16 FT Uniform and partial uniform loads are Ibs per lineal ft. NASH & ASSOCIATES WIND AND 5E15MIG DESIGN DATA ARCxITEC] S PER 2015 IBG WIND DESIGN GRITERIA DE516N PER ASGE 7-10 I. NOMINAL/ULTIMATE WIND 5PEED V/asd / Vult 85/110 mph 2. R15K GATE60RY 11 1.00 3. WIND EXPOSURE CATEC70RY "B" 4. INTERNAL PRE55URE COEFFICENT +/-55 5. GOMPONENT5 AND CLADDING DE516N PRE +/- 16 psf CLIENT: PROJECT: DATE: N.NF: BUILDIN65, 5TRUCTURE5, AND PART5 THEREOF 5HALL BE DE516NED AND GON5TRUGTED IN ACCORDANCE WITH 5TREN&TH DE516N, LOAD, AND RE515TANCE FACTOR DE516N, ALLOWABLE 5TRESS DE516N, EMPIRICAL DE516N OR CONVENTIONAL CONSTRUCTION METHODS, A5 PERMITTED BY THE APPLICABLE MATERIAL CHAPTER, SECTION 1604.1 BUILDIN65, 5TRUCTURE5, AND PART5 THEREOF, SHALL BE DESIGNED TO WITHSTAND WIND LOADS A5 DEFINED IN SECTION 160q AND ASCE 7-10 SIMPLIFIED METHOD TO BE U5ED FOR WIND DE51614 PER A5GE 7-10, 5EGTION 27.5 (BUILDING HE16HT 15 LE55 THAN 160 FEET) 110 MPH ULTIMATE WIND 5PEED U5E Iq.6 P5F PER TABLE 27.6.1 "EXP05URE B" WOOD DE51614 PER SECTIONS 2504-2506. 5TRUGTURE5 U51N6 WOOD SHEAR WAL1-5 AND DIAPHRAGMS TO RE515T WIND, SEISMIC, AND ALL OTHER LATERAL LOAD5 SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH AF d PA 5DPW5 AND PROV151ON5 OF 5ECTION5 2305-2506 5EISMIG DESIGN DATA DE516N PER ASGE 7-10/SEGTION 1615 I. 5EI5MIG IMPORTANCE FACTOR le 1.00 2. SHORT PERIOD ACCELERATION 55 1.66 *see footnote at bottom of page 3. 1 5EGOND ACCELERATION 51 0.-145 *see footnote at bottom of page 4. 51TE GLA55 D (default class per IBC) 5. 5PEGTRAL RE5PON5E COEFFICIENT 509 OA-12 *see footnote at bottom of page 6. SPECTRAL RESPON5E COEFFIGENT 5w 0.748 *see footnote at bottom of page 7. 5EISMIG DE516N GATEC70RY D 8. 5EI5MIG FORGE RESISTING SY5TEM PLYWOOD SHEAR WALL5 9. DESIGN BA5E SHEAR (see seismic calculations) 10. 5EI5MIG RESPON5E COEFFICIENT Cs 0.15 II. RE5PON5E MODIFICATION FACTOR R 6.5 12. ANALY515 PROCEDURE EQUIVALENT LATERAL FORGE 15. R15K CATE6ORY II THE ANGHORA&E OF WALL5 5UPPORTIN6 CON5TRUGTION 5HALL BE BE DE516NED IN ACCORDANCE WITH A50E 7-10, SECTION 12.11.2 IN STRUGTURE5 A5516NED TO 5EI5MIG DESIGN GATEGORY G-F, COLLECTOR ELEMENT5 AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DESIGNED TO RE515T MAXIMUM EFFECTS A5 5PEGIFIED IN A5GE 7-10, SECTION 12.10.2.1 BASE SHEAR V= (F 5D5/R) W ANCHOR BOLTS, 5/8" DIA X 10", A307 OR BETTER W/ 7" MIN. EMBEDMENT. V= 1104*/130LT * PER U565, THE MAXIMUM 51 IN THE 5TATE OF WA51-IINGTON 15 0.748. ALL 5EI540 DE516N VALUE5 U5ED IN THI5 ANALY515 ARE BASED UPON THI5 NUMBER. 51NCE 5,15 LE55 THAN 0.75, THEN U5E 5EI5MIG CATEGORY D IF R15K CATE60RY 15 I, 11, OR III 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM Asa 9 �5J �2r2> 1ihid 1, E-lrl or h -/Ci am �1h-�d N� .. W N t � ` X2c22Cz� �, � /, 2-rd �►2-Id �2 1 � �J 0 l LrIV IN sp01 J NASH-ASSOCIATES LATERAL CALCULATIONS PIENT: R PROJECT: - WIND WORIGSHEET AItCIIITP,CTS DATE: 55 MPH/110 MPH= NOMINALNLTIMATE WIND SPEED NAME: 19.6 P5F- EXP05URE "B" FRONT ELEVATION LEFT ELEVATION REAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE (#) SHEAR UNIT SHEAR W x H x (see chart for wind pressure WALL. SHEAR WALL ® specified height) LENGTH (ft) (#/1t) TYPE /U%' ZSkR k fair�l ukld 23,5� leg / 9/-(r zip L2 1 K Q A (g, 6-) 13KCA v q, � z So&t 70 /iLt•��i(Z S X'i r (0 o - Z I 3ov .3 P/, 3Z,WW C75e"Pt A-( '?, ( g zo 3� Zfg �3uaxla��l �Z2�,3 5�to 11 44 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 W". NASH-ARCHITECTS. COM /1 f NASH & ASSOCIATES ARCEfiTEC 1'S Weight_ of Building: Roof Assembly: Asphalt Shingles - 2.00 #/ft Felt - 0.15 #/ft 1/2" Plywood - 1.50 #/ft Trusses ® 24" o.c. - 1.75 #/ft R-38 Insulation - 2.35 #/ft 1/2" GWB Ceiling - 2.00 #/ft Total 9.75 #/ft Use 10.00 #/ft. 1st & 2nd Floor Assembly: Caret / Pad - 0.50 #/ ft 3/4' T&G Plywood - 2.50#/ft 2x10 @ 16' o.c. - 2.30 # /fI 1/2" GWB Ceiling - 2.00 #/ft 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 8.00 #/ft SEISMIC ANALYSIS I CLIENT: PROJECT: DATE: NAME: Cedar Shakes - 2.25 #/ft Tile - 9.50 #/ft Felt - 0.15 #/ft Felt - 0.15 #/ft 1/2" Plywood - 1.50 #/ft 1/2" Plywood - 1.50 #/ft Trusses ® 24" o.c. - 1.75 #/ft Trusses ® 24" o.c. 1.75 #/ft R-30 Insulation - 2.25 #/ft R-30 Insulation - 2.25 # /ft 1/2" GWB Ceiling - 2.00 #/ft 1/2" GWB Ceiling - 2.00 #/ft Total 9.90 #/ft Total 17.90 #/ft Use 10.00 #/ft Use 18.00 #/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 0 16" o.c. - 1.37 #/ft R-21 Insulation - 2.10 #/ft 1/2" GWB - 2.00 #/ft 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 NASH & ASSOCIATES ARCHI'FECTS SEISMIC ANALYSIS CLIENT: PROJECT: DATE: NAME. 2 SEISMIC: V = (C.) (Wdl) (plywood) 2nd Level: Roof: (Asphalt / Cedar Shake) 10#/ft X sf or (Tile) 18#/ft X sf Exterior Walls: L x 10#/sf x 1/2 (h) ICl-7 i-(0.�y 77JU� —(E2) Interior Walls: L x 8#/sf x 1/2 (h) 67 ZQG/ Al aa � �I/ (� TOTAL: = 37,7b 0 1st Level• Roof: (1st Floor Roof) 10#/ft X 300 _ sf = 3 0 0 0 2nd Floor. 10#/ft X �1 i5 2 sf = 170 Z n Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) 7gg)U�- ZOyktOkl e'er Interior Walls: (I 0+ L x 8#/sf x 1/2 (h) 7 Z t1 TOTAL: _ 560 Basement: 1st Floor: 10#/ft X Exterior Walls: (E1) + L x 10#/sf x 1/2 (h) Interior Walls: (I1) + L x 8#/sf x 1/2 (h) TOTAL: = -sf = 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW. NASH—ARCHITECTS. COM BASE SHEAR: Le YI: SEISMIC ANALYSIS 3 BASE SHEAR V= (F SM/W w V= F (AIZ/6.5= .14G LEVEL 2: Wdl 32 7 # x 0.149 = LEVEL 1: Wdl x 0.149 = 71 I -L TTOTAL:- / Wdl # x 0.149 = ,( ` ( (V) CLIENT: PROJECT: DATE: NAME: :vel Dead Load (Wdl) He' ht (h� Moment (Wdl Shear Stor Fx = [(Wdl)(h)TV (Wdl)(h) Remarks I 2 (�, (0 2 1 fD tal 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW. NASH—ARCHITECTS. COM r37 LINE LINE LEVEL LINE SHEA7;; R SHEAR TOTAL P > 1 WALL LENGTH Vmax OVER HOLD — SEISMIC WIND WALL SHEAR HEIGHT TURNING DOWN SHEAR Z �. ABOVE V / 1.4 FORCE REQ'd WALL con x _ o� 2 z Cam] �] % 7 3/3 � / � / / zO Icn 0 2 A b6 r�6r Z4 lq zg6 2 3r3 3, 3 —7 x a � � ?,�g 3► � � Z3 D�� 383 3 176 Z zsy j tvm /,1� r�6� 3 S 3� s� 3 p N i 13 2, S 3 3/ 2'7, S6 r � D A lr<05 7j it Z12�� zs(o � co com I a x � cc >✓ I y CCD m NASH & ASSOCIATES AItCFfITTCT SEISMIC ANALYSIS 5 Redundancy Factor (p): 1. Maximum allowable wall shear for p<=1 Vumax = (2)(Vaccstory)/Ab 1/2 ZosG 0S 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 CLIENT: PROJECT: n ATF- NAME: 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW. NASH—ARCHITECTS. COM