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APPROVED-BLD2020-1128+Structural_Calculations+10.20.2020_3.49.16_PMRECEIVED = REE.....,.,.....,VIEWW....,.,ED ,.,.....,.,.....,: NASH & ASSOCIATES BY Oct 27 2020 CITY OF EDMONDS ARCHITECTS CITY OF EDMONDS BUILDING DEPARTMENT DEVELOPMENT SERVICES ' DEPARTMENT..................�.�.....�.�.......�.....�. BLD2020-1128 PLAN 3134 EDMONDS, WA BEAM, LATERAL and SEISMIC CALCULATIONS 12871 REGISTERED ARCHITECT AYNE JOHNSON S ATE OF WASHINGTON 2015 IBC FEBRUARY 2020 SELECT HOMES 7TH AVE S.P. 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM NASH & ASSOCIATES ARCHITECTS BEAM CALCULATIONS 2015 IBC 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM CLIENT: N4:&ASSOCIATES BEAM DESIGN DATA PROJECT: ARCHI'I•ECI'S PER 2015 IBC 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 2015 Masonry. Per IBC 2015 Steel! Per IBC 2015 Wood: Per IBC 2015 Nailing: Per IBC 2015 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•KI) E = 1,800,000 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 i-�-- WWW. NASH—ARCHITECTS. COM PLAN 3134 BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464422 RB-1 Date: 2/25/20 Selection 6x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 4.2 in2 R2= 4.2 in (1.5) DL Defl= 0.06 in Data Beam Span 7.5 ft Reaction 1 LL 1594 # Reaction 2 LL Beam Wt per ft 12.7 # Reaction 1 TL 2598 # Reaction 2 TL Bm Wt Included 95 # Maximum V 2598 # Max Moment 4871 '# Max V (Reduced) 2049 # TL Max Defl L / 240 TL Actual Defl L / 783 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Actual Critical Status Ratio I 1594 # 2598 # Section (in3) Shear (in") TL Defl (in) LL Defl 82.73 52.25 0.12 0.06 66.80 18.08 0.38 0.25 OK OK OK OK 81% 35% 31% 24% Values Reference Values Adjusted Values Adjustments CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use Cl Stability Loads Fb (ps 875 875 Fv (psi) E (psi x mil) Fc 170 1.3 625 170 1.3 625 1.000 1.00 1.00 1.00 N/A 1.00 1.00 1.00 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 425 Uniform TL: 680 = A iiiK1111 Uniform Load A R 1 = 2598 R2 = 2598 SPAN = 7.5 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3134 BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464-622 DINING RB-2 Date: 2/25/20 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 4.2 in2 R2= 4.2 in2 (1.5) DL Defl= 0.11 in Recom Camber= 0.16 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 8.0 ft Reaction 1 LL 1700 # Reaction 2 LL Beam Wt per ft 6.83 # Reaction 1 TL 2747 # Reaction 2 TL Bm Wt Included 55 # Maximum V 2747 # Max Moment 5495'# Max V (Reduced) 2232 # TL Max Defl L / 240 TL Actual Defl L / 436 LL Max Defl L / 360 LL Actual Defl L / 839 1700 # 2747 # Section in' Shear(in) TL Defl in LL Defl 42.19 28.13 0.22 0.11 27.47 13.95 0.40 0.27 OK OK OK OK 65% 50% 55% 43% rD sl rV sl t kesi x mll rc I Reference Values 2400 240 1.8 650 Ad'usted 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: 425 Uniform TL: 680 = A Uniform Load A R1 = 2747 R2 = 2747 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3134 BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464-622 GUEST RM. RB-3 Date: 2/25/20 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 3.3 in' R2= 3.3 in (1.5) DL Defl= 0.03 in Data Attributes Actual Critical Status Ratio Beam Span 6.0 ft Reaction 1 LL 1275 # Reaction 2 LL 1275 # Beam Wt per ft 7.87 # Reaction 1 TL 2064 # Reaction 2 TL 2064 # Bm Wt Included 47 # Maximum V 2064 # Max Moment 3095 W Max V (Reduced) 1533 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (in`) TL Defi (in) LL Defl 49.91 32.38 0.06 0.03 34.39 12.78 0.30 0.20 OK OK OK OK 69% 39% 22% 17% Values Reference Values Adjusted Values Adjustments CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use Cl Stability Fb (p(p. 900 1080 Fv (psi) E (psi x mil) Fc L 180 1.6 625 180 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: 425 Uniform TL: 680 = A Uniform Load A J� R1 = 2064 R2 = 2064 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3134 BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464-622 CVRD.PORCH RB-4 Date: 2/25/20 Selection 4x 12 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Data Attributes Actual Critical Status Ratio Values Adjustments Loads Min hearing Area K1= 4.4 In` KZ= 4.4 In` t1 .51 uL ueti= u.u5 in Beam Span 8.0 ft Reaction 1 LL 1700 # Reaction 2 LL 1700 # Beam Wt per ft 9.57 # Reaction 1 TL 2758 # Reaction 2 TL 2758 # Bm Wt Included 77 # Maximum V 2758 # Max Moment 5517'# Max V (Reduced) 2112 # TL Max Defl L / 240 TL Actual Defl L / 844 LL Max Defl L / 360 LL Actual Defl L / >1000 Section Cin' Shear W TL Defl in LL Defl 73.83 39.38 0.11 0.06 66.87 17.60 0.40 0.27 OK OK OK OK 91% 45% 28% 22% Fb (psi) Fv(psi) E(psi x mil) Fc_(psi) Reference Values 900 180 1.6 625 Adjusted Values 990 180 1.6 625 CF Size Factor 1.100 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: 425 Uniform Load A Uniform TL: 680 = A R1 = 2758 R2 = 2758 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3134 BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464-622 W.I.C. & MASTER BATH RB-5 Date: 2/25/20 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.7 in2 R2= 2.7 in (1.5) DL Defl= 0.03 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 5.0 ft Reaction 1 LL 1063 # Reaction 2 LL 1063 # Beam Wt per ft 6.17 # Reaction 1 TL 1715 # Reaction 2 TL 1715 # Bm Wt Included 31 # Maximum V 1715 # Max Moment 2144'# Max V (Reduced) 1301 # TL Max Defl L / 240 TL Actual Defl L / 930 LL Max Defl L / 360 LL Actual Defl L / >1000 section in' Shear inz TL Defl in LL Defl 30.66 25.38 0.06 0.03 21.99 10.84 0.25 0.17 OK OK OK OK 72% 43% 26% 20% Fb(psi) Fv (psi) E(psi x mil Fc(psi) 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 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 425 Uniform TL: 680 = A Uniform Load A �i 0 R1=1715 R2=1715 SPAN = 5 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3134 BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464-622 CVRD. PATIO DB-1 Date: 2/25/20 Selection 5-1/8x 10-1/2 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 3.5 in' R2= 3.5 in (1.5) DL Defl= 0.12 in Recom Camber= 0.17 in Data Beam Span 15.5 ft Reaction 1 LL 1860 # Reaction 2 LL Beam Wt per ft 13.08 # Reaction 1 TL 2271 # Reaction 2 TL Bm Wt Included 203 # Maximum V 2271 # Max Moment 8801 W Max V (Reduced) 2015 # TL Max Defl L / 240 TL Actual Defl L / 399 LL Max Defl L / 360 LL Actual Defl L / 532 Attributes Actual Section in' Shear in') TL Defl 94.17 53.81 0.47 Critical 44.01 12.59 0.78 Status OK OK OK Ratio 47% 23% 60% Fb Values Reference Values 2400 Adjusted Values 2400 Adjustments Cv Volume 1.000 Cd Duration 1.00 Cr Repetitive 1.00 Ch Shear Stress Loads Fv (pssij E 240 240 1.00 N/A Cm Wet Use 1.00 1.00 1.00 LL Defl 0.35 0.52 OK 68% )Si x mil) Fc 1 1.8 650 1.8 650 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 240 Uniform TL: 280 = A 1.00 Uniform Load A R1 = 2271 R2 = 2271 SPAN =15.5FT Uniform and partial uniform loads are Ibs per lineal ft. 1860 # 2271 # PLAN 3134 BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464-622 MEDIA/ BONUS RM. B-1 Date: 2/25/20 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 4.4 inz R2= 4.4 in' (1.5) DL Defl= 0.06 in Recom Camber= 0.08 in Data Beam Span 8.0 ft Reaction 1 LL 2320 # Reaction 2 LL 2320 # Beam Wt per ft 6.83 # Reaction 1 TL 2847 # Reaction 2 TL 2847 # Bm Wt Included 55 # Maximum V 2847 # Max Moment 5695'# Max V (Reduced) 2313 # TL Max Defl L / 240 TL Actual Defl L / 443 LL Max Defl L / 360 LL Actual Defl L / 594 Attributes Section in3 Shear inj TL Defl in LL Defl Actual 42.19 28.13 0.22 0.16 Critical 28.47 14.46 0.40 0.27 Status OK OK OK OK Ratio 67% 51 % 54% 61 % Values Adiustments Reference Values Adjusted Values Fb(psi) 2400 2400 Fv ipsi 240 240 E(psi x mil 1.8 1.8 Fc!(psi) 650 650 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 Loads Uniform LL: 240 Uniform TL: 280 =A Par Unif LL Par Unif TL Start End 340 H = 425 0 8.0 H Uniform Load A Z R1 = 2847 R2 = 2847 SPAN =8FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3134 BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464-622 BEAM NEAR STAIRS B-2 Date: 2/25/20 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Data ivun tseanng Area K-1= u.4 in- Kz= u.o m- t1.a Beam Span 9.0 ft Reaction 1 LL Beam Wt per ft 7.87 # Reaction 1 TL Bm Wt Included 71 # Maximum V Max Moment 1125'# Max V (Reduced) TL Max Defl L / 240 TL Actual Defl LL Max Defl L / 360 LL Actual Defl §1WR14iF-K1A1rrr. 160 # Reaction 2 LL 200 # 245 # Reaction 2 TL 297 # 297 # 291 # L / > 1000 L / >1000 Attributes Section (in:'L Shear in TL Defl (in) LL Defl Actual 49.91 32.38 0.04 0.03 Critical 12.50 2.43 0.45 0.30 Status OK OK OK OK Ratio 25% 7% 9% 8% Values Adjustments _ Fb(psi) Fv(psi) E (psi x mil) Fc I si 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 Loads Point LL Point TL Distance 360 B = 471 5.0 Pt loads: ©_ d R1 = 245 R2 = 297 SPAN = 9 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3134 BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464-622 MEDIA/ BONUS RM. B-3 Date: 2/25/20 Selection 6-3/4x 13-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 10.4 in2 R2= 10.4 in2 (1.5) DL Defl= 0.15 in Recom Camber= 0.23 in Data Attributes Actual Critical Status Ratio Beam Span 15.5 ft Reaction 1 LL 5270 # Reaction 2 LL 5270 # Beam Wt per ft 22.14 # Reaction 1 TL 6759 # Reaction 2 TL 6759 # Bm Wt Included 343 # Maximum V 6759 # Max Moment 26192'# Max V (Reduced) 5778 # TL Max Defl L / 240 TL Actual Defl L / 369 LL Max Defl L / 360 LL Actual Defl L / 526 Section(in*) Shear in2 TL Defl (in) LL Defl 205.03 91.13 0.50 0.35 132.14 36.11 0.78 0.52 OK OK OK OK 64% 40% 65% 69% Fb(psi) Fv(psi E si x mil Fc 1 Values Reference Values 2400 240 1.8 650 Adjusted Values 2379 240 1.8 650 Adiustments Cv Volume 0.991 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 Loads Uniform LL: 680 Uniform TL: 850 =A R1 = 6759 Uniform Load A R2 = 6759 SPAN =15.5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3134 BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464-622 BDRM. #2 B-4 Date: 2/25/20 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 1.8 in2 R2= 1.8 in (1.5) DL Defl= 0.02 in Data Attributes Actual Critical Status Ratio Values Ad justments Loads Beam Span 8.0 ft Reaction 1 LL 880 # Reaction 2 LL 880 # Beam Wt per ft 7.87 # Reaction 1 TL 1131 # Reaction 2 TL 1131 # Bm Wt Included 63 # Maximum V 1131 # Max Moment 2263'# Max V (Reduced) 913 # TL Max Defl L / 240 TL Actual Defl L / > 1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section(in') Shear W TL Defl in LL Defl 49.91 32.38 0.08 0.05 25.14 7.61 0.40 0.27 OK OK OK OK 50% 24% 20% 21% ro sij ry [psE} t(psi x mu �-c(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: 220 Uniform TL: 275 = A Uniform Load A Z\ R1=1131 R2=1131 SPAN =8FT Uniform and partial uniform loads are Ibs per lineal ft. NASH & ASSOCIATES ARCHITECTS LATERAL & SEISMIC CALCULATIONS 2015 IBC 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM NASH & ASSOCIATES ARCHITECTS WIND AND SEISMIC DESIGN DATA PER 2015 IBC WIND DESIGN CRITERIA DESIGN PER ASCE 7-10 1. NOMINAL/ULTIMATE WIND SPEED 2. RISK CATEGORY 3. WIND EXPOSURE CATEGORY 4. INTERNAL PRESSURE COEFFICENT 5. COMPONENTS AND CLADDING DESIGN PRESSURE CLIENT: PROJECT: DATE: NAME: V/asd / Vult 85/110 mph II 1.00 "B" +/-55 +/— 16 psf BUILDINGS, STRUCTURES, AND PARTS THEREOF SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH STRENGTH DESIGN, 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, STRUCTURES, AND PARTS THEREOF, SHALL BE DESIGNED TO WITHSTAND WIND LOADS AS DEFINED IN SECTION 1609 AND ASCE 7-10 IMPLIFIED METHOD TO BE USED FOR WIND DESIGN PER ASCE 7-10, SECTION 27.5 BUILDING HEIGHT IS LESS THAN 160 FEET) 110 MPH ULTIMATE WIND SPEED USE 19.6 PSF PER TABLE 27.6.1 "EXPOSURE B" WOOD DESIGN PER SECTIONS 2304-2306. STRUCTURES USING WOOD SHEAR WALLS AND DIAPHRAGMS TO RESIST WIND, SEISMIC, AND ALL OTHER LATERAL LOADS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH AF & PA SDPWS AND PROVISIONS OF SECTIONS 2305-2306 SEISMIC DESIGN DATA DESIGN PER ASCE 7-10/SECTION 1613 1. SEISMIC IMPORTANCE FACTOR 2. SHORT PERIOD ACCELERATION 3. 1 SECOND ACCELERATION 4. SITE CLASS 5. SPECTRAL RESPONSE COEFFICIENT 6. SPECTRAL RESPONSE COEFFICIENT 7. SEISMIC DESIGN CATEGORY 8. SEISMIC FORCE RESISTING SYSTEM 9. DESIGN BASE SHEAR 10. SEISMIC RESPONSE COEFFICIENT 11. RESPONSE MODIFICATION FACTOR 12. ANALYSIS PROCEDURE 13. RISK CATEGORY Ie 1.00 Ss 1.66 'see footnote at bottom of page S 1 0.748 *see footnote at bottom of page D (default class per IBC) See 0.972 *see footnote at bottom of page S a 0.748 *see footnote at bottom of page D PLYWOOD SHEAR WALLS (see seismic calculations) Ce 0.13 R 6.5 EQUIVALENT LATERAL FORCE II THE ANCHORAGE OF WALLS SUPPORTING CONSTRUCTION SHALL BE BE DESIGNED IN ACCORDANCE WITH ASCE 7-10, SECTION 12.11.2 IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C—F, COLLECTOR ELEMENTS AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DESIGNED TO RESIST MAXIMUM EFFECTS AS SPECIFIED IN ASCE 7-10, SECTION 12.10.2.1 BASE SHEAR V= (F SDS /R) W ANCHOR BOLTS: 5/8" DIA X 10", A307 OR BETTER W/ 7" MIN. EMBEDMENT. V= 1104#/BOLT • PER USGS, THE MAXIMUM IS IN THE STATE OF WASHINGTON IS 0.748. ALL SEISMIC DESIGN VALUES USED IN THIS ANALYSIS ARE BASED UPON THIS NUMBER. SINCE, S IS LESS THAN 0.75, THEN USE SEISMIC CAT'EC D IF RISK CATEGORY IS 1, II, OR 111 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 LI WWW. NASH—ARCHITECTS. COM MAO Psf WEST M-OVATION rn.s• NIMEMICCCZ�� ---In = = �� �7-w � SOUTH IELIEVATION A B C D U 1 GONG. 11 maw Lim HoLzVO"N S A-HEEX -E MARK Ho1_vorw STRAP PASTEFELS WOOD MBI�i THIGK7aMBft/JF'f_GIffS ANGFIOR REGIIIFL� T-1 STHD14/14 RJ 24-16d SI « 2-40txe 5TLD5 FIP/'SPP T-2 M5T40 (S4)-16d STVD5 T-5 M5TA 16 (26)-10d !2l 2X412X& 5TVDS T-4 I MSTG4065 (so)-IOd T1S HD'1B f5)_ 5/4" l° Mi N. OFFrP SSTH.26 ('I/0•) MIN. 34-"1/e• EMBEDF�Idf I LMA1 LOWER "LOOK A B c D o � m HOLEMOOHN xHEDULU MARK HOL >O~ 6TRA..P FASTEIIEWS WOOD I`ERAEU i THIG10�C55/S 1'5 ANCHOR RKill 8 T-1 STFD14A4 RJ 24-16d SINXMRS 41F5PF T-2 MST445 (aj4)-16d /2X6 S. T-3 MSTA96 (26)-IOd(21 6TJD9 T-4 MSTG4eO5 (96)-IOd HFP�Pr `••v o��. 5-1/2' MIN. DF5P 55TH26 (T/H°) MIN. 24-7/8• EM®EDI@If MAIN FLOOR LNA�S�H CLJENT: & ASSOCIATES LATERAL DESIGN DATA PROTECT: 1 .R C. I i I T F? C; T �N PER IBC 2015 DATE: NAME: 1 SHEAR UNIT SHEAR LINE LEVEL TOTAL SHEAR FORCE (#) WALL SHEAR WALL LENGTH (ft) (#/ft) TYPE W H P Abv. A 2 21.5 x 9 x 19.6 + 0 = 3792.6 15 252.8 P14' 1 21.5 x 10 x 19.6 + 3792.6 = 8006-6 19 421.4 P 1-3" B 2 27 x 9 x 19.6 + 0 = 4762.8 10.5 453.E P1-2" 1 27 x 10 x 19.E + 4762.8 = 10055 17 591.5 P24' C 2 20 x 9 x 19.6 + 0 = 3528 27 130.7 D 2 9 x 9 x 19.6 + 0 = 1587.6 3 529.2 P1-. 1 2 17.5 x 9 x 19.6 + 0 = 3087 51 60.5 - 2 2 17.5 x 9 x 19.6 + 0 = 3087 40 T7.2 - 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 YM NASH—ARCHITECTS. COM PER 2015 1 BG GENERAL NOTES: SEE PLANS TO DETERMINE THE DIFFERENT DE516NATOR5 FOR SHEAR WALL MATERIALS, NAILING, ANGHOR BOLTS, AND HOLDOINN5, LOCATE HOLDOWN5 A5 CL05E AS P0551BLE TO THE END OF THE DE516NATED WALL. ALL HOLDOINN5, ANCHOR BOLTS, WASHERS, 4 NAILS IN CONTACT WITH P.T. WOOD TO BE HOT DIPPED FALVANIZED. PI = ONE SIDE PLYWOOD P2 = TWO 51DE5 PLYWOOD NAIL SPACING SILL OPTIONAL BASE MARK 7/I6" TOP 4 BTM. NGHORS BLK6. PLATE SIMP50N MA5APi PLATE ;�NGHOR HEM FIR #2 VALUE PLYWD. ED&E5 FIELD PLATES �P.UII REQ'D. BOLTS ANCHORS NAILING (#/LF) PI -roll 8d roll 12" 6" 18" O.G. 2x4 5/8" ® 48" ® 48" 4 ENDS (2) Ibd ® 10" 240 PI-4" ad 4" 12" 4" Iro" O.G. 2x4 5/8" ® 32" ® 30" 4 ENDS (2) Ibd ® -I" 349 PI-3" ** 8d 3" 12" 3" 14" O.G. (2) 2x4/6 5/8" ® 24" ® 24" 4 ENDS (2) Ibd ® 5" 450 PI-2" ** ad 2" 12" 2" 12" O.G. (2) 2x4/6 3/4" ® 24" ® 18" 4 ENDS (2) Ibd ® 5" 585 P2-b" ** 8d b" 12" 6" 10" O.G. (2) 2x4/6 5/8" ® 24" WA (2) Ibd ® 5" 450 P2-4" ** Sd 4" 12" 4" 8" O.G. (2) 2x4/6 3/4" ® 20" WA (5) Ibd ® 5" 700 P2-3" ** 8d 3" 12" 3" 8" O.G. (2) 2x4/6 3/4" ® Ib" WA (4) Ibd ® 5" QOO P2-2" ** ad 2" 12" 2" 1 8" O.G. (2) 2x4/6 3/4" ® 12" WA (4) Ibd ® 4" 1170 **NOTE: WALLS WITH UNIT SHEAR OF 350#/ft. OR GREATER SHALL HAVE FRAMING MEMBERS (STUDS 4 PLATES) ABUTTING PANELS NOT LESS THAN 3X MEMBERS OR (2) 2X MEMBERS PER IBC 2015 AND 5DPNS-2015 PER SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC, CHAPTER 4.3.7.1 #4 EXPEGTION; (2) 2X MEMBERS ARE OK IN LIEU OF 3X MEMBERS STITCH NAIL DOUBLE STUDS AND PLATES T06ETHER WITH Ibd NAILS ® 12" O.G. 5TAGERRED ON THE STUD FACE I. USE POWER -DRIVEN STEEL STUDS AND NAILS BY HILTY OR RAM5ET WHERE APPLICABLE. 2. PLYWOOD MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. 3. SOLID BLOCK WITH J015T UNDER INTERIOR SHEAR WALL5. SHEAR WALL NOTES 7/16" 055 OR PLYWOOD 5HEATHIN6 - USE 8d COMMON OR GALVANIZED NAILS. BLOCK ALL PANEL E06E5. LONG DIMEN51ON5 OF PLYWOOD MAY BE INSTALLED VERTICALLY. NAIL ® 12" O.G. TO ALL INTERMEDIATE STUDS. WHERE 3" NAIL SPAGIN6 IS SPECIFIED AT PANEL EDGES, USE 1-1/2" 8d SHORT NAILS OR 3X 5TUD5 WITH 5d COMMON NAILS. FOR 2" NAIL 5PAGIN6, USE 3X STUDS AND STAGGER PANELS. WHERE PLYWOOD 15 2 SIDES OF WALL, JOINTS TO FALL ON 5EPARATE STUDS ON EACH SIDE. FLOOR PLYWOOD - USE ad COMMON NAILS ® 10" O.G. AT INTERMEDIATE SUPPORTS, 6" O.G. AT ALL PANEL ED6E5 AND 4" O.G. AT ALL SHEAR WALL5, UNLESS OTHERAI5E SHOvgN ON PLANS. FLOOR JOISTS - J0I5T PARRALLEL TO FLOOR OPENINGS AND EXTERIOR WALLS SHALL BE GROSS BLOCKED AT 48" O.G. ® EDGES W/ (4) IOd NAILS FOR THE FIRST BAY. 3" x 3" x 1/4" SQUARE WA5HER5 AT ALL ANCHOR BOLTS. PLATE WASHERS TO BE INSTALLED WITHIN 1/2" OF SHEATHING 7/16" 055 OR PLYWOOD SHEATHING - STAPLE SCHEDULE ALLOWABLE SHEAR VALUES WITH HEM FIR #2 5TUD5 2" 16 6A. STAPLES ® 15 GA. STAPLES ® 14 6A. STAPLES 3" O.G. - 280 #/ft. 4" O.G. - 280#/ft. 4" O.G. - 303#/ft. 2" O.G. - 360#/ ft. 2-1/2" O.G. - 430#/ft. 3" O.G. - 340#/ft. 4" O.G. AND IOd NAILS 2" O.G. - 504#/ft. ® 6" O.G. - 620#/ft. FIELD SPAGIN6: 12" O.G. NAILS 4 STAPLES. HOLDOWN5 - INSTALL 5IMP50N HOLDOWN5 OR U5P HOLDOWN5 AT THE END OF SHEAR WALL5 WHEN SHOWN ON DRAWINGS. PER PLAN, 51MP50N 5TH014 OR U5P 5TADI4 SIMPSON M5T36 OR LISP M5TI36 51MP50N M5T48 OR U5P K5T248 51MP50N HDUB OR U5P TDXIO 06" ANCHOR BOLT MIN. 51MP50N M5TG48B3 OR U5P M5TGB4B3 24" EMBEDMENT, 3" BOLT INTO (3) 2x4(6)) CLIENT: NASH&ASSOCIATES SEISMIC ANALYSIS PROJECT: R C H I T E C T S PER IBC 2015 DATE: NAME: Weight of Building: Roof Assembly - Asphalt Shingles - Felt - 1/2" Plywood - Trusses ® 24" o.c. R-38 Insulation - 1/2" GWB Ceiling - 2.00 #/ft 0.15 #/ft 1.50 #/ft - 1.75 #/ft 2.35 #/ft 2.00 #/ft Cedar Shakes - Felt - 1/2" Plywood - Trusses ® 24" o.c. R-30 Insulation - 1/2" GWB Ceiling - 2.25 #/ft 0.15 #/ft 1.50 #/ft - 1.75 #/ft 2.25 #/ft 2.00 #/ft Tile - 9.50 #/ft Felt - 0.15 #/ft 1/2" Plywood - 1.50 #/ft Trusses ® 24" o.c. - 1.75 #/ft R-30 Insulation - 2.25 #/ft 1/2" GWB Ceiling - 2.00 #/ft Total Use 9.75 #/ft 10.00 #/ft Total Use 9.90 #/ft 10.00 #/ft Total 17.90 #/ft Use 18.00 #/ft 1st & 2nd Floor Assembly: Caret / Pad - 3/4 T&G Plywood - 2x10 ® 16" o.c. -- 1/2" GWB Ceiling - 0.50 #/ft 2.50 #/ft 2.30 #/ft 2.00 #/ft Hardwood - 3/4" T&G Plywood 2x10 ® 16' o.c. - 1/2" GWB Ceiling - 2.50 #/ft - 2.50 #/ft 2.30 #/ft 2.00 #/ft Total 7.30 #/ft Total 9.30 #/ft Use 10.00 #/ft Use 10.00 #/ft Interior Wall Assembly. Exterior Wall Assembly: 1/2" GWB - 2X4 ® 16" o.c. - 1/2" GWB - Total Use 2.00 #/ft 1.10 #/ft 2.00 #/ft 5.10 #/ft 8.00 #/ft 3/4" Wood Siding - 1/2" Plywood -- 2x6 0 16" o.c. - R-21 Insulation - 1/2" GWB - 2.30 #/ft 1.50 #/ft 1.37 #/ft 2.10 #/ft 2.00 #/ft Total 9.27 #/ft Use 10.00 #/ft 4" Brick Veneer - + 3.20 #/ft 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH-ARCHITECTS. COM :NA��SIH CLIENT: & ASSOCIATES SEISMIC ANALYSIS PER IBC 2015 PROJECT: DATE: ARCHITECTS NAME: 2 2nd Level: Roof: Asphalt / Cedar Shake 10 #/ft x 2414 SF = 24140 Tile 18 #/ft x SF = 0 L 1/2 (h) Exterior Walls: 220 x 10 #/SF x 4.5 = 9900 (E2) Interior Walls: 130 x 8 #/SF x 4.5 = 4680 (12) Total: = 38720 or 38.7 k 1st Level: Roof: Asphalt / Cedar Shake 10 #/ft x -1106 SF = -11060 2nd Floor: 18 #/ft x 2414 SF = 43452 L 1/2 (h) (E2) Exterior Walls: 220 x 10 #/SF x 4.5 + 9900 = 19800 (E1) (12) Interior Walls: 85 x 8 #/SF x 4.5 + 4680 = 7740 (11) Total: = 59932 or 59.9 k 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM CLIENT: NASH&ASSOCIATES SEISMIC ANALYSIS PROJECT: ARCHITECTS PER IBC 2015 DATE: NAME: 5 Redundancy Factor (p): 1. MA)MIUM ALLOWABLE WALL SHEAR FOR P<=1 VUMAX = (2)(VACCSTORY)/AB'/E 2( 12.8 ) 25.6 Vumax = = 36.2 = 0.7 1308 2. MAM[UM ACTUAL SHEAR VUMAX = LARGEST SEISMIC WALL SHEAR 0.7 > 0.357 3. P = 2—[2(VACCSTOR7)/(VUMAX)(AB'/*) P = 2 [ 2 ( 12.8 ) ] = 1 ( 0.7 36.2 ) 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM