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REVIEWED BLD2021-1719+Structural_Calculations+12.21.2021_1.17.05_PM+2586038NASH & ASSOCIATES BLD2021-1719 LOT 2 ARCHITECTS RECEIVED U) Dec 28 2021 ~ U) ................................................ CITY OF EDMONDS REVIEWED DEVELOPMENT SERVICES DEPARTMENT BY CITY OF EDMONDS Q Co BUILDING DEPARTMENT ^p' ` V ................................................ N ti PLAN 3232 STRUCTURAL CALCULATIONS 125'71 RE615TERED ARGHITEGT FMIGi+ YNE JOIiN5O 5TATE OF WA91iIN6TON 2018 IBC FEB 1, 2021 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH-ARCHITECTS. COM 1NASH CLIENT: - ASSOCIATES BEAM DESIGN DATA PROJECT: ARCIIITI"CTS 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 80 #/sf DL 10 #/sf Total 70 #/sf Soil• 1500 PSF Min. Concrete: Per IBC 18 Masonry. Per IBC 18 Steel: Per IBC 18 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, CFOKI) E = 1,800.000 8003 118th AVE NE Kirkland, WA 98033 (426) 828-4117 WWW NASH—ARCHITECTS.COM PLAN 3232 BeamChek v2014 licensed to: Nash Jones Anderson Architects Reg # 6464-622 RB-1 Date: 8110/15 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 2.2 in2 R2= 2.2 in (1.5) DL Defl= 0.04 in Data Beam Span 6.0 ft Reaction 1 LL 864 # Reaction 2 LL 864 # Beam Wt per ft 6.17 # Reaction 1 TL 1398 # Reaction 2 TL 1398 # Bm Wt Included 37 # Maximum V 1398 # Max Moment 2098 '# Max V (Reduced) 1117 # TL Max Defl L / 240 TL Actual Defl L / 792 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Actual Critical Status Ratio Values Adjustments Loads _Section (in') Shear (io TL Defl (in) LL Defl 30.66 25.38 0.09 0.05 21.52 9.31 0.30 0.20 OK OK OK OK 70% 37% 30% 24% Fn (pSQ Fv(psi) t(psi xmil) FCL i Reference Values 900 180 1.6 625 Adjusted Values 1170 180 1.6 625 CF Size Factor 1.300 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: 288 Uniform TL: 460 = A Uniform Load A �, f.. . R 1 = 1398 R2 = 1398 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3232 BeamChek v2014 licensed to: Nash Jones Anderson Architects Reg # 6464-622 RB-2 Date: 8/10/15 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 1.6 in2 R2= 1.6 in (1.5) DL Defl= 0.06 in Recom Camber= 0.09 in Data Beam Span 9.0 ft Reaction 1 LL 621 # Reaction 2 LL 621 # Beam Wt per ft 6.83 # Reaction 1 TL A ri i Actual Critical Status Ratio Values Adfusiments Loads Bm Wt Included 62 # Maximum V Max Moment 2297'# Max V (Reduced) TL Max Defl L / 240 TL Actual Defl LL Max Defl L / 360 LL Actual Defl 1021 # Reaction 2 TL 1021 # 1021 # 851 # L / 923 L / >1000 Section (W) Shear (ins) TL DO (in) LL Defl 42.19 28.13 0.12 0.06 11.48 5.32 0.45 0.30 OK OK OK OK 27% 19% 26% 20% ro.(ps1/ rV (psi) t tpsl x mn) r-c-L Reference Values 2400 240 1.8 650 Adjusted Values 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 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 138 Uniform TL: 220 = A Uniform Load A Z R1=1021 R2=1021 SPAN = 9 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3232 BeamChek v2014 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-1 Date: 8/10/15 Se/80119P 5-1/a-xi 8 GLB 24F-V4 DFIDF Lu = 0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 8.1 in' R2= 8.5 in' (1.5) DL Defl= 0.25 in Recom Camber= 0.37 in Data Beam Span 19.0 ft Reaction 1 LL 3136 # Reaction 2 LL 3286 # Beam Wt per ft 22.42 # Reaction 1 TL 5275 # Reaction 2 TL 5535 # Bm Wt Included 426 # Maximum V 5535 # Max Moment 28864 W Max V (Reduced) 4811 # TL Max Defl L / 240 TL Actual Defl L / 471 LL Max Defl L / 360 LL Actual Defl L / 956 Attributes Actual Critical Status Ratio Values Adiustments Section (in') Shear (in') TL Defl (in) LL Defl 276.75 92.25 0.48 0.24 148.80 30.07 0.95 0.63 OK OK OK OK 54% 33% 51% 38% Fb si Fv(psi) E(psi x mil) Fol(psi) Reference Values 2400 240 1.8 650 Adjusted Values 2328 240 1.8 650 Cv Volume 0.970 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: 288 Uniform TL: 460 = A Point LL Paint TL Distance 950 B = 1644 11.0 Uniform Load A Pt loads: R1 = 5275 1 R2 = 5535 SPAN =19FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3232 BearnChek v2014 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-2 Date: 8/10/15 Selection 8-314x 18 GLB 24F-V4 DF1DF Lu = 0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 9.2 in2R2= 16.8 in2 (1.5) DL Defl= 0.31 in Recom Camber= 0.47 in Data Beam Span 20.0 ft Reaction 1 LL 3412 # Reaction 2 LL 6120 # Beam Wt per ft 38.27 # Reaction 1 TL 5963 # Reaction 2 TL 10895 # Bm Wt Included 765 # Maximum V 10895 # Max Moment 59474# Max V (Reduced) 9517 # TL Max Defl L / 240 TL Actual Defl L / 405 LL Max Defl L 1360 LL Actual Defl L / 861 Attributes Section in' Shear inTL DO (in) LL DA Actual 472.50 157.50 0.59 0.28 Critical 325.10 59.48 1.00 0.67 Status OK OK OK OK Ratio 69% 38% 59% 42% Value A&-slments Fb (psQ Fv l E(psi x mii Fc -L(psi) Reference Values 2400 240 1.8 650 Adjusted Values 2195 240 1.8 650 Cv Volume 0.915 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 4362 B = 7462 11.5 80 H = 100 0 11.5 500 1 = 880 11.5 20.0 l H Pt loads R1 = 5963 R2 = 10895 SPAN = 20 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3232 BeamChek v2014 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-3 Date: 8/10/15 Selection 5-1/Bx 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 6.3 inz R2= 9.4 in' .(1.5) DL Defl= 0.06 in Recom Camber= 0.09 in Data Beam Span 6.0 ft Reaction 1 LL 2817 # Reaction 2 LL 3955 # Beam Wt per ft 11.21 # Reaction 1 TL 4121 # Reaction 2 TL 6109 # Bm Wt Included 67 # Maximum V 6109 # Max Moment 10788'# Max V (Reduced) 5576 # TL Max Defl L / 240 TL Actual Defl L / 557 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Actual Critical Status Ratio Section (in') Shear (in') TL Defl (in) LL Defl 69.19 46.13 0.13 0.07 53.94 34.85 0.30 0.20 OK OK OK OK 78% 76% 43% 35% Fb (p! Values Reference Values 2400 Adjusted Values 2400 AdiuSlm nls Cv Volume 1.000 Cd Duration 1.00 Cr Repetitive 1.00 Ch Shear Stress Cm Wet Use 1.00 Cl Stability 1,0000 Loads Point LL _ Point TL 3412 B = 5963 Pt loads: R1 = 444121 Fv (psi) E (psi x 240 1.8 240 1.8 1.00 N/A 1.00 1.00 Rb = 0.00 Le = 0.00 Ft Uniform LL: 560 Distance 4.0 Uniform TL: 700 =A Fc L 650 650 1 Uniform Load A J R2 = 6109 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3232 BeamChek v2014 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-4 Date: 8/10/15 5electio 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 3.4 inz R2= 3.4 in? (1.5) DL Defl= 0.02 in Data Beam Span 6.0 ft Reaction 1 LL 1680 # Reaction 2 LL 1680 # Beam Wt per ft 7.87 # Reaction 1 TL 2124 # Reaction 2 TL 2124 # Bm Wt Included 47 # Maximum V 2124 # Max Moment 3185'# Max V (Reduced) 1578 # TL Max Defl L / 240 TL Actual Defl L / > 1000 LL Max Defl L / 360 LLActual Defl L / >1000 Attributes Actual Critical Status Ratio Values AcMistments Loads Section (ink Shear (in') TL Defl (in) LL DO 49.91 32.38 0.06 0.04 35.39 13.15 0.30 0.20 OK OK OK OK 71% 41% 21% 22% Fb Si Fv s E .s€ x mil Fc! € Reference Values 900 180 1.6 625 Adjusted 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 Uniform LL: 560 Uniform TL: 700 = A Uniform Load A R1 = 2124 R2 = 2124 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft, PLAN 3232 BeamChek v2014 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-5 Date: 8/10/15 Seleoi 5-1/8x 15 GLIB 24F-V4 DF1DF Lu = 0.0 Ft Conditions NDS 2012 Data min tseanng Area K1= 11.4 1n- Kz= ii.4 in- (1.5)uu uen= u.ia in Kecom L;amoer= u.zz in Beam Span 15.25 ft Reaction 1 LL 5795 # Reaction 2 LL 57954 Beam Wt per ft 18.68 # Reaction 1 TL 7386 # Reaction 2 TL 7386 # Bm Wt Included 285 # Maximum V 7386 # Max Moment 28160'# Max V (Reduced) 6175 # TL Max Defl L / 240 TL Actual Defl L / 364 LL Max Defl L / 360 LL Actual Defl L / 514 Attributes Section in' Shear in TL Defl in LL Defl Actual 192.19 76.88 0.50 0.36 Critical 140.80 38.60 0.76 0.51 Status OK OK OK OK Ratio 73% 50% 66% 70% Values Adjustments Loads Fb (pSQ Fv(psi) E(psi x mil FC-L ipsil Reference Values 2400 240 1.8 650 Adjusted Values 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 Uniform LL: 760 Uniform TL: 950 = A Uniform Load A -1 ZN, ; R1 = 7386 R2 = 7386 SPAN =15.25FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3232 BeamChek v2014 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-6 Date: 8/10/15 Selection 4x 10 DF-L #2 Lu = 0.0 Ft 1 Conditions NDS 2012 _ T Min Bearing Area R1= 4.3 inz R2= 4.3 inz (1.5) DL Defl= 0.05 in Data Beam Span 6.0 ft Reaction 1 LL 1500 # Reaction 2 LL 1500 # Beam Wt per ft 7.87 # Reaction 1 TL 2664 # Reaction 2 TL 2664 # Bm Wt Included 47 # Maximum V 2664 # Max Moment 3995 W Max V (Reduced) 1979 # TL Max Defl L / 240 TL Actual Defl L / 844 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section in Shear (inj TL Deflin LL Defl Actual 49.91 32.38 0.09 0.04 Critical 44.39 16.49 0.30 0.20 Status OK OK OK OK Ratio 89% 51% 28% 20% Values Adiustments Loads Fb(psi) Fv si E(psi x mil) Fc!(psi) Reference Values 900 180 1.6 625 Adjusted 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 Uniform LL: 500 Uniform TL: 880 =A Uniform Load A R1 = 2664 R2 = 2664 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3232 BeamChek v2014 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GB-1 Date: 8/10/15 Selection 5-1/8x 24 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 23.5 inZ R2= 22.4 in' (1.5) DL Defl= 0.34 in Recom Camber= 0.51 in Data Beam Span 20.0 ft Reaction 1 LL 8465 # Beam Wt per ft 29.89 # Reaction 1 TL 15250 # Bm Wt Included 598 # Maximum V 15250 # Max Moment 75513'# Max V (Reduced) 12430 # TL Max Defl L / 240 TLActual Defl L / 382 LL Max Defl L / 360 LL Actual Defl L / 841 Attributes Actual Critical Status Ratio Reaction 2 LL 8085 # Reaction 2 TL 14592 # Section in' Shear inr TL Defl in LL Defl 492.00 123.00 0.63 0.29 402.70 77.69 1.00 0.67 OK OK OK OK 82% 63% 63% 43% Fb Value I Reference Values 2400 Adiustntents Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use Cl Stability Fv (psf) E (psi x mil} Fc1. 240 1.8 650 240 1.8 650 0,938 1.00 1.00 1.00 N/A 1.00 1.00 1.00 1.0000 Rb = 0.00 Le = 0.00 Ft 1.00 Loads Uniform LL: 780 Uniform TL: 1380 = A Point LL_ Point TL Distance _ 950 B = 1644 6.0 Uniform Load A Pt loads: R1 = 15250 R2 = 14592 SPAN = 20 FT Uniform and partial uniform loads are Ibs per lineal ft. CLIENT: NASH & ASSOCIATES W I ND AND 5E 15M I G DE51 GN DATA PROJECT: n ii c 1 i i T F C 11, S PER 2018 1 BG DATE: NAME: WIND DESIGN GRITERIA DESIGN PER A5GE 7-16 I. NOMINAL/ULTIMATE WIND SPEED V/asd / Vult e5/110 mph 2. R15K CATEGORY 11 1.00 3. WIND EXPOSURE CATEGORY "B" 4. INTERNAL FRE55LRE COEFFIGENT +/-55 5. COMPONENTS AND CLADDING DESIGN PRESSURE +/- 16 psf BUILDINGS, STRUCTURES, AND PARTS THEREOF SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH STRENGTH DE516N, LOAD, AND RESISTANCE FACTOR DESIGN, ALLOWABLE STRESS DESIGN, EMPIRICAL DESIGN OR CONVENTIONAL CONSTRUCTION METHODS, AS PERMITTED BY THE APPLICABLE MATERIAL CHAPTER, SECTION 1604.1 BUILDINGS, STRUGTURE5, AND PARTS THEREOF, SHALL BE DESIGNED TO WITHSTAND WIND LOADS AS DEFINED IN SECTION 160q AND ASGE -7-16 MIND DE-516N PER FART 2 "ENCLOSED SIMPLE DIAPHRAGM BUILDINC75 PER ASGE'7-16, SECTION 2-1.4 (BUILDING HEIGHT 15 LE55 THAN 160 FEET)- SIMPLIFIED METHOD 110 MPH ULTIMATE WIND SPEED USE Iq.6 PSF PER TABLE 21.5.1 "EXPOSURE B"- 110 MPH (L/B- .05/1= Iq.6 ph- PAGE 285) WOOD DESIGN PER SECTIONS 2304-2306. 5TRUGTURE5 USING WOOD SHEAR WALLS AND DIAPHRAGMS TO RESIST WIND, SEISMIC, AND ALL OTHER LATERAL LOADS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH AF 4 PA 5DPW5 AND PROVISIONS OF SECTIONS 2505-2506 5EISMIG DESIGN DATA DESIGN PER ASGE 7-16/CHAPTER 11 I. SEISMIC IMPORTANCE FACTOR le 1.00 2. SHORT PERIOD ACCELERATION 55 IS 'see footnote at bottom of page 0=1.0) 3. 1 SECOND ACCELERATION 51 0.748 'see footnote at bottom of page 4. 51TE GLASS D (default class per IBC and section 11.4.3) 5. SPECTRAL RESPONSE GOEFFIGENT 508 O.q 72 Osee footnote at bottom of page 6. SPECTRAL RESPONSE COEFFICIENT Sp 0.748 'see footnote at bottom of page 7. SEISMIC, DESIGN CATEGORY D (per table 11.6-1 AND table 11.6-2) 8. SEISMIC FORGE RESISTING SYSTEM PLYWOOD SHEAR WALL5 q. DESIGN BASE SHEAR (see selsmic calculations) 10. SEISMIC RESPONSE GOEFFIGENT Gg 0.13 11. RESPONSE MODIFICATION FACTOR R 6.5 12. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORGE 13. RISK CATEGORY 11 (table 1.5-1) THE ANCHORAGE OF WALLS SUPPORTING GON5TRUGTION SHALL BE BE DESIGNED IN AGGORDANGE WITH ASGE -7-16, SECTION 12.14 IN STRUCTURES ASSIGNED TO SEISMIC DE516N GATEGORY G-F, COLLECTOR ELEMENTS AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DESIGNED TO RESIST MAXIMUM EFFECTS AS SPECIFIED IN ASGE 1-16, 5EGTION 12.14 BASE SHEAR V= (F 5,,/R) W ANCHOR 13OLT5: 5/8" DIA X 10", A307 OR BETTER W/ -1" MIN. EMBEDMENT. V= 1104#/BOLT " PER U565, THE MAXIMUM 51 IN THE STATE OF WA514INGTON 15 0.74&. ALL SEISMIC DESIGN VALUES USED IN TH15 ANALY515 ARE BASED UPON THI5 NUMBER. SINGE 5115 LE55 THAN 0.15, THEN USE SEISMIC CATEGORY D IF R15K CATEGORY 15 I, 11, OR III 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH— ARCHITECTS. COM 9LE Q3ZI3/`O� ets9 ��J`d21b'9 ZS�^c '1lf101 9bLl �addn 9'obl NIVIq .*,/I 'WTV--v 9ZLO44 7Yblalbw � NOI.L%V^9-1;2 1NOle� awoc R1f311b'J3�3 1�3-! X2(?) 11 z "ll , o i i-L u 14 1 Y ^t V, � 1 1Y JCL It) 2-1d W4 r d` �t Z 3 P,& pk & -M T 3 "m T3 -rS Ts -r3 T3 IF sr '2 y ZN 1 0 NASH-ASSOCIATES LATERAL CALCULATIONS CLIENT: PROJECT: ARCT[I'1"LC'rS WIND WORKSHEET DATE: 85 MPH/110 MPH= NOMINALNLTIMATE WIND SPEED NAME: 1a.6 P5F FRONT ELEVATION LEFT ELEVATION _ RFAR ELEVATION _ RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE (#) W x H x (see chart for wind pressure SHEAR WALL UNIT SHEAR SHEAR WALL 0 specified height) LENGTH (ft) (#/ft) TYPE IUD Sk 6.V 4r C* Z�kgkla,G 3?93 I� • 3 ag Pi• dl 3vp 0x xr a�� p- 311---- y076 _ �O u� (Wo XIg,61 ZZZ 2y i..?srxaxig,l-�a3s2 38t, P-P, C-1) qa ? Z 333 41 (76 yq)(1 9W (a 4 4 97 sz�z r Z6 ?03 p/ �►� 966 Z. z i ,sl Y05 A 60Y4XI9,C) 4767 Z _sga7 ►Z 'I e? 2 1/ 11 4 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 Z �Zk WWW. NASH— ARCHITECTS. COM NASH & ASSOCIATES ARCIII'IECTS Weight of Building: SEISMIC ANALYSIS 1 CLIENT: PROJECT: DATE: NAME: Roof Assembly. Asphalt Shingles - 2.00 #/ft Cedar Shakes - 2.25 #/ft Tile - 9.50 #/ft Felt - 0.15 #/ft Felt - 0.15 #/ft Felt - 0.15 #/ft 1/2" Plywood - 1.50 #/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 Trusses ® 24" o.c. - 1.75 #/ft R-38 Insulation - 2.35 #/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 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 #/ft 2x10 0 16" o.c. - 2.30 #/ft 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 Hardwood - 2.50 #/ft 3/4" T&G Plywood - 2.50 #/ft 2x10 0 16" o.c. - 2.30 #/ft 1/2" GWB Ceiling - 2.00 #/ft Total 9.30 #/ft Use 10.00 #/ft Exterior Wall Assembly - Wood 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 p, /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 CLIENT: NASH & ASSOCIATES SEISMIC ANALYSIS PROJECT - A, R t I I f f E C I DATE: NAME: 2 SEISMIC: V = (Ce) (Wdl) (Plywood) 2nd Level: Roof: (Asphalt / Cedar Shake) 10#/ft X _ I q O or (Tile) 18#/ft X sf sf Q = - [��'i CO - Exterior Walls: L x 10# sf x 1/2 (h) / vzklpk q 7 Z $(, - (E2) Interior Walls: 1, x 8#/sf x 1/2 (h) 14Qk7J k —(I� i i TOTAL = 312(,g 0- 1st Level: Roof: 2nd Floor: (1st Floor Roof) 10#/ft X Zoo 10#/ft X _L7g1 & sf sf = 2.6o O Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) '7 Z '�a} ZOO k/o f L%% ! [} cE1) Interior Walls: (I2) + L x 8#/sf x 1/2 (h) TOTAL: = u K SV 796040 xx Basement: 1st Floor: 10#/ft X sf = Exterior Walls: (El) + 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 ARCIIITLCTS SEISMIC ANALYSIS 3 BASE SHEAR: BASE SHEAR V= (F 5DS/R) W V= F (A-72)/65= .14q LEVEL 2: Wdl 311-7 # x 0.149 = _/^` "7 7— LEVEL 1: Wdl Y612 # x 0.149 = (O V TOTAL- Wd# x 0.149 = L iO 2 (V) CLIENT: PROJECT: DATE: NAME: Level Dead Load (Wdl) Hei ht (h� Moment (Wdl)(h) Shear ® StaV Fx = [(Wdl)(hV Remarks 3�,� (Wdl)(h 60G&2J 2 Ig �a � �. �2 o? Cr G(0 kb,Z qbz 1 10 -0 5+ � 10 3Z, Total U 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW. NASH— ARCHITECTS. COM 71 ,KZ Z r z LEVEL LINE LINE SHEAR LINE SHEAR TOTAL P > 1 WALL LENGTH Vmax SEISMIC �#eft) WIND SHEAR WALL HEIGHT OVER TURNING HOLD— DOWN REQ'd SHEAR WALL ABOVE FORCE r o Fo r o� 2 I 3� [rZ zj 0. 2 3i24 oe l 32 5��36 2 3 11 wm 3tof S SF�d�y a 2 Z�(o 1r�i �(r2Z Z ZOtt c( Z�tq 40tl � o r 3 b� Z 1 260 S l 10 9 ►�27 s�� r 3 2-7 NP7 u Ct L4(4cf CD m m ' r r f N .�i Oo O N z .21 `3 m cc NASH&ASSOCIATES CLIENT: SEISMIC ANALYSIS PROJECT: _ rt c r i ITr, c 1� s DATE: NAME: 5 Redundancy Factor (p� 1. Maximum allowable wall shear for p<=1 Vumax = (2)(Vaccstory)/Ab 1/2 2. Maximum actual shear Vmax = Largest seismic wall shear 3. p = 2—[2(Vaccstory)/(Vumax)(Ab 1/2) soy Cuf� z o� w(Np rr 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW. NASH— ARCHITECTS. COM