Loading...
REVIEWED BLD-BLD2021-0009+Structural_Calculations+1.4.2021_2.59.43_PM+1972686NASH & ASSOCIATES ARCHITECTS BEAM CALCULATIONS 2015 IBC 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWWP. NASH—ARCHITECTS. COM PLAN 3029 RB-1 Selection Conditions Data Attributes Actual Critical Status Ratio Values AJuj tments Loads BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464-622 BDRM. #4 Date: 4/27/20 4x 8 DF-L #2 Lu = 0.0 Ft NDS 2015 Min Bearing Area R1= 1.5 in2 R2= 1.5 in2 (1.5) DL Defl= 0.03 in Beam Span 6.0 ft Reaction 1 LL 564 # Reaction 2 LL Beam Wt per ft 6.17 # Reaction 1 TL 918 # Reaction 2 TL Bm Wt Included 37 # Maximum V 918 # Max Moment 1378'# Max V (Reduced) 734 # 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 30.66 25.38 0.06 0.03 14.13 6.11 0.30 0.20 OK OK OK OK 46% 24% 20% 15% 564 # 918 # Fb(psi) Fv(psi) E si x nail Fc I(psi) Reference Values 900 180 1.6 625 Ad'usted 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: 188 Uniform TL: 300 =A Uniform Load A R1 =918 R2=918 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3029 BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464-622 BDRM. #2 RB-2 Date: 4/27/20 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 4.0 in2 R2= 4.0 in (1.5) DL Defl= 0.04 in Data Beam Span 6.0 ft Reaction 1 LL 1539 # Reaction 2 LL 1539 # Beam Wt per ft 7.87 # Reaction 1 TL 2484 # Reaction 2 TL 2484 # Bm Wt Included 47 # Maximum V 2484 # Max Moment 3725 '# Max V (Reduced) 1845 # TL Max Defl L / 240 TL Actual Defl L / 927 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Actual Critical Status Ratio Values Adjustments Loads Section in' Shear in TL Defl ins LL Defl 49.91 32.38 0.08 0.04 41.39 15.38 0.30 0.20 OK OK OK OK 83% 48% 26% 20% Fb(psi) Fv(Psi) E(psi x mil Fc i Reference Values 900 180 1.6 625 Adjusted Values 1080 180 1.6 625 CIF 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: 513 Uniform TL: 820 = A I Uniform Load A 17 R1 = 2484 R2 = 2484 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3029 BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464-622 MASTER BDRM. R B-3 Date: 4/27/20 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 3.1 in R2= 3.1 in (1.5) DL Defl= 0.06 in Data Attributes Actual Critical Status Ratio Values Adfustments Loads Beam Span 6.0 ft Reaction 1 LL 1200 # Reaction 2 LL 1200 # Beam Wt per ft 6.17 # Reaction 1 TL 1938 # Reaction 2 TL 1938 # Bm Wt Included 37 # Maximum V 1938 # Max Moment 2908 '# Max V (Reduced) 1548 # TL Max Defl L / 240 TL Actual Defl L / 572 LL Max Defl L / 360 LL Actual Defl L / > 1000 Section in' Shear inz TL Defl in LL Defl 30.66 25.38 0.13 0.07 29.82 12.90 0.30 0.20 OK OK OK OK 97% 51% 42% 33% Fb(psi) Fv (psi) E(psi x mil Fc(psi) Reference Values 900 180 1.6 625 Ad'usted 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: 400 Uniform TL: 640 = A Uniform Load A Z R1 = 1938 R2 = 1938 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3029 BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464-622 CVRD. PATIO B-1 Date: 4/27/20 Selection (2) 1-3/4x 18 1.9E TJ Microllam LVL Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 8.2 in2 R2= 8.1 in' (1.5) DL Defl= 0.04 in Data Beam Span 10.0 ft Reaction 1 LL 3965 # Reaction 2 LL 3965 # Beam Wt per ft 16.19 # Reaction 1 TL 6137 # Reaction 2 TL 6093 # Bm Wt Included 162 # Maximum V 6137 # Max Moment 11720'# Max V (Reduced) 5544 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section(in*) Shear inz TL Defl (in) LL Defl Actual 189.00 63.00 0.08 0.05 Critical 57.16 29.18 0.50 0.33 Status OK OK OK OK Ratio 30% 46% 16% 14% Values Adjustments Fb(psi) Fv &i E(psi x mil Fc(psi) Reference Values 2600 285 2.0 750 Adjusted Values 2461 285 2.0 750 CF Size Factor 0.946 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: 280 Uniform TL: 350 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1539 B = 2484 2.5 513 H = 900 0 2.5 1539 C = 2484 8.5 513 1 = 900 8.5 10.0 H Uniform Load A _ Pt loads: R1 = 6137 R2 = 6093 SPAN = 10 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3029 BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464-622 GREAT RM. B-2 Date: 4/27/20 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 5.0 in2 R2= 5.0 in (1.5) DL Defl= 0.03 in Data Attributes Actual Critical Status Ratio Beam Span 5.0 ft Reaction 1 LL 1983 # Reaction 2 LL 1983 # Beam Wt per ft 7.87 # Reaction 1 TL 3145 # Reaction 2 TL 3145 # Bm Wt Included 39 # Maximum V 3145 # Max Moment 3931 '# Max V (Reduced) 2175 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Sectionfin") Shear (W) TL Defl (in) LL Defl 49.91 32.38 0.06 0.03 43.68 18.13 0.25 0.17 OK OK OK OK 88% 56% 24% 19% Fb (psi) Fv (psi) E (psi x miq Values Reference Values 900 180 1.6 Adjusted Values 1080 180 1.6 FcI 625 625 Adjustments 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 Uniform LL: 280 Uniform TL: 350 = A Par Unif LL Par Unif TL Start End H = 80 0 5.0 513 1 = 820 0 5.0 I H Uniform Load A R1 =3145 R2=3145 SPAN =5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3029 BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464-622 GREAT RM. B-3 Date: 4/27/20 Selection 3-1/8x 9 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 5.6 in2 R2= 5.6 in (1.5) DL Defl= 0.03 in Recom Camber= 0.05 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 5.0 ft Reaction 1 LL 2383 # Reaction 2 LL 2383 # Beam Wt per ft 6.83 # Reaction 1 TL 3642 # Reaction 2 TL 3642 # Bm Wt Included 34 # Maximum V 3642 # Max Moment 4553'# Max V (Reduced) 2549 # TL Max Defl L / 240 TL Actual Defl L / 824 LL Max Defl L / 360 LL Actual Defl L / >1000 Section in' Shear (in 2) TL Defl in LL Defl 42.19 28.13 0.07 0.04 22.76 15.93 0.25 0.17 OK OK OK OK 54% 57% 29% 24% Fb(psi) Fv (psi) E(psi x mil Fc I(psi)_ 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 Loads Uniform LL: 440 Uniform TL: 550 =A Par Unif LL Par Unif TL Start End H = 80 0 5.0 513 1 = 820 0 5.0 I H Uniform Load A R1 = 3642 R2 = 3642 SPAN =5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3029 BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464-622 DINING B-4 Date: 4/27/20 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 3.8 in2 R2= 6.5 in (1.5) DL Defl= 0.04 in Recom Camber= 0.06 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 6.0 ft Reaction 1 LL 1815 # Reaction 2 LL 2865 # 6.83 # Reaction 1 TL 2440 # Reaction 2 TL 4219 # 41 # Maximum V 4219 # 4909'# Max V (Reduced) 3224 # L / 240 TL Actual Defl L / 665 L / 360 LL Actual Defl L / >1000 Section in' Shear (inj TL Deflon).LL Defl 42.19 28.13 0.11 0.07 24.55 20.15 0.30 0.20 OK OK OK OK 58% 72% 36% 33% Fb(psi) Fv (psi) E(psi x mil FC l Si 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 Loads Uniform LL: 480 Uniform TL: 600 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1200 B = 1938 4.5 H = 80 4.5 6.0 400 1 = 640 4.5 6.0 I H �.._ Uniform Load A Pt loads: �] R1 = 2440 R2 = 4219 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3029 BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464-622 GARAGE GB-1 Date: 4/27/20 Selection (2) 1-3/4x 18 1.9E TJ Microllam LVL Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 4.9 in' R2= 5.2 in' (1.5) DL Defl= 0.02 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 9.5 ft Reaction 1 LL 2322 # Reaction 2 LL 2476 # Beam Wt per ft 16.19 # Reaction 1 TL 3670 # Reaction 2 TL 3916 # Bm Wt Included 154 # Maximum V 3916 # Max Moment 8732'# Max V (Reduced) 2513 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / > 1000 Section W Shear in2 TL Defl in LL Defl 189.00 63.00 0.05 0.03 42.59 13.23 0.48 0.32 OK OK OK OK 23% 21% 11% 9% Fb(psi) Fv(psi) E (sp i x miI) FC(psi) Reference Values 2600 285 2.0 750 Agusted Values 2461 285 2.0 750 CF Size Factor 0.946 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: 300 Uniform TL: 375 = A Par Unif LL Par Unif TL Start End �H=80 0 9.5 188 1 = 300 0 9.0 513 J = 820 9.0 9.5 0 I H Uniform Load A R1 = 3670 R2 = 3916 SPAN = 9.5 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3029 BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464-622 GARAGE GB-2 Date: 4/27/20 Selection 5-1/4x 18 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 3.8 in2 R2= 11.8 in' (1.5) DL Defl= 0.22 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 20.0 ft Reaction 1 LL 1674 # Reaction 2 LL 5200 # Beam Wt per ft 29.53 # Reaction 1 TL 2846 # Reaction 2 TL 8818 # Bm Wt Included 591 # Maximum V 8818 # Max Moment 33084'# Max V (Reduced) 7774 # TL Max Defl L / 240 TL Actual Defl L / 551 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (W) Shear (iW) TL Defl (in) LL Defl 283.50 94.50 0.44 0.22 143.21 40.21 1.00 0.67 OK OK OK OK 51% 43% 44% 32% Fb si Fv (psi) E(psi x mil Fc I(psi) Reference Values 2900 290 2.2 750 Adjusted Values 2772 290 2.2 750 CF Size Factor 0.956 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: 53 Uniform TL: 66 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 3335 B = 5439 15.5 H = 80 15.5 20.0 1016 C = 1614 15.5 325 1 = 520 15.5 20.0 L ' I 0 Uniform Load A Pt loads: R1 = 2846 R2 = 8818 SPAN = 20 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3029 BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464-622 GARAGE DR. HEADER GB-3 Date: 4/27/20 Selection 5-1/4x 16 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 16.6 in R2= 15.6 in (1.5) DL Defl= 0.16 in Data Attributes Actual Critical Status Ratio Values AdAdustments Beam Span 16.0 ft Reaction 1 LL 7966 # Reaction 2 LL 7487 # Beam Wt per ft 26.25 # Reaction 1 TL 12473 # Reaction 2 TL 11704 # Bm Wt Included 420 # Maximum V 12473 # Max Moment 24971 '# Max V (Reduced) 10067 # TL Max Defl L / 240 TL Actual Defl L / 477 LL Max Defl L / 360 LL Actual Defl L / 800 Section Qn1') Shear (in`) TL Defl (in) LL Defl _ 224.00 84.00 0.40 0.24 106.69 52.07 0.80 0.53 OK OK OK OK 48% 62% 50% 45% Fb(psi) Fv(psi) E(psi x mil) Fc! si Reference Values 2900 290 2.2 750 Adjusted Values 2809 290 2.2 750 CF Size Factor 0.969 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 5200 B = 8818 1.0 400 H = 500 1.0 15.0 4653 C = 7939 15.0 H Pt loads: R1 = 12473 R2 = 11704 SPAN =16FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3029 GB-4 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464-622 GARAGE 5-1/4x 18 2.0E TJ Parallam W.S. PSL NDS 2015 Min Bearing Area R1= 3.6 in2R2= 10.6 in (1.5 Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 20.0 ft Reaction 1 LL 29.53 # Reaction 1 TL 591 # Maximum V 31357'# Max V (Reduced) L / 240 TL Actual Defl L / 360 LL Actual Defl Date: 4/27/20 Lu = 0.0 Ft DL Defl= 0.21 in 1604 # Reaction 2 LL 2735 # Reaction 2 TL 7939 # 7226 # L / 580 L / >1000 4653 # 7939 # Section [ink Shear in2 TL Defl (in) LL Defl 283.50 94.50 0.41 0.20 135.73 37.37 1.00 0.67 OK OK OK OK 48% 40% 41% 31% Fb (-Psi) Fv (psi) E psi x mil Fc(psi) Reference Values 2900 290 2.2 750 Adjusted Values 2772 290 2.2 750 CF Size Factor 0.956 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: 53 Uniform TL: 66 =A Point LL Point TL Distance Par Unif LL Par Unif TL Stall End 3335 B = 5439 15.5 H = 80 15.5 20.0 1016 C = 1614 15.5 188 1 = 300 15.5 20.0 �.J H Uniform Load A Pt loads: R1 = 2735 R2 = 7939 SPAN = 20 FT Uniform and partial uniform loads are Ibs per lineal ft. NASH&ASSOCIATES WIND AND SEISMIC DESIGN DATA ARCHITECTS PER 2015 IBC WIND DESIGN CRITERIA DESIGN PER ASCE 7-10 I. NOMINAL/ULTIMATE WIND SPEED 2. RISK CATEGORY 3. WIND EXPOSURE CATEGORY 4. INTERNAL PRESSURE COEFFICENT 5. COMPONENTS AND CLADDING DESIGN PRESSURE V/asd / Vult II CLIENT: PROJECT: DATE: NAME: 86/110 mph 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 BUIMINGS, STRUCTURES, AND PARTS THEREOF, SHALL BE DESIGNED TO WITHSTAND WIND LOADS AS DEFINED IN SECTION 1609 AND ASCE 7-10 i IPLWMD 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) S a 0.972 *see footnote at bottom of page Sol 0.748 *see footnote at bottom of page D PLYWOOD SHEAR WALLS (see seismic calculations) Ca 0.13 R 8.5 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 i S 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 CATE( D IF RISK CATEGORY IS 1, II, OR 111 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM IT-V IQ.6 psf Iq.b p5f 1 2216• 7R.C) 7' ELEVATION R16HT MLAEVATION 1016• T A B C O N N ,-V MAIN PLOOK HOLDDOWN SCHEDULE MARK HOLDOWN/ FASTENERS WOOD MEMBER ANCHOR STRAP THICKNESS/SPECIES REQUIRED T-I 5THDI4/14 RJ 24-16d SINKER (2) 2X4/2X6 STUDS HF/5PF T-2 MST45 (B4)-16d (2) 2X4/2X6 STUDS HF/SPF T-5 M5TA56 (26)-IOd �2) 2X4/2X6 5TUD5 HF/SPF 4F7B9 (3g)-IOd la+/SPF tT- LH-1- (g)_ g/q. -I/2" MIN 55TMIN. 28 DF/SP MIN. 24-1-7/ 7/l.. EMBEDMENT A B C h m = � UPPER PL-oom HOLODOM SCHEDULE MARK HOLDOINN/ STRAP FASTENERS WOOD MEMBER THICKNESS/SPECIES ANCHOR REOU'RED T-1 STHD14/14 RJ 24-Ibd SINKER (2) 2X4/2X6 STUDS HF/SPF T-2 MST465 (34)-16d (2) 2X4/2X6 STUDS HF/SPF T-3 M5TA36 (26)-IOd (2) 2X4/2X6 STUDS HF/SPF T-4 M5TC45B3 (3H)-IOd T-5 HD7B (3)- 3/4" 3-1/2" MIN. DF/SP 55TB211 (7/511) MIN. 24-7/8" EMBEDMENT 5Hr=AR BALL 50H=%Lr= PER 2015 18G GENERAL NOTES: SEE PLANS TO DETERMINE THE DIFFERENT DE516NATOR5 FOR SHEAR WALL MATERIALS, NAILING, ANCHOR BOLTS, AND HOLDOWNS. LOCATE HOLDOWN5 AS CL05E AS POSSIBLE TO THE END OF THE DE516NATED WALL. ALL HOLDOWN5, ANCHOR BOLTS, WA514ER5, 4 NAILS IN CONTACT WITH P.T. WOOD TO BE HOT DIPPED GALVANIZED. PI = ONE 51DE PLYWOOD P2 = TWO 51DE5 PLYWOOD NAIL 5PAGINCG SILL OPTIONAL BASE MARK 7/Ib" TOP 4 BTM. ANCHORS BLKCG. PLATE 5IMP50N MA5AP PLATE HEM FIR #2 VALUE PLYWD. Ep S FIFi n PLATES . II REQ'D. ANCHOR BOLT ANGHOR5 NAILING (#/LF) PI-b" 8d 6" 12" 6" 18" O.G. 2x4 5/8" ® 48" ® 48" d ENDS (2) I6d ® 10" 240 PI-4" 8d 4" 12" 4" I6" O.G. 2x4 5/8" ® 32" ® 30" 8 ENDS (2) Ibd ® -I" 344 PI-3" ** ad 3" 12" 3" 14" O.G. (2) 2x4/6 5/8" ® 24" ® 24" 4 ENDS (2) Ibd ® 5" 450 PI-2" ** 8d 2" 12" 2" 12" O.G. (2) 2x4/6 3/4" ® 24" m IV' 4 ENDS (2) I6d ® 5" 585 P2-6" ** 8d 6" 12" b" 10" O.G. (2) 2x4/6 5/5" ® 24" N/A (2) Ibd ® 5" 450 P2-4" ** ad 4" 12" 4" 8" O.G. (2) 2x4/6 3/4" ® 20" N/A (3) Ibd ® 5" 700 P2-3" ** 8d 3" 12" 3" 8" O.G. (2) 2x4/b 3/4" ® I6" N/A (4) Ibd ® 5" QOO P2-2" ** ad 2" 12" 2" 8" O.G. (2) 2x4/6 3/4" ® 12" N/A (4) Ibd ® 4" 1170 **NOTE: WALLS WITH UNIT SHEAR OF 350#/ft. OR GREATER SHALL HAVE FRAMING MEMBERS (5TUD5 d PLATES) ABUTTING PANELS NOT LE55 THAN 3X MEMBERS OR (2) 2X MEMBERS PER IBG 2015 AND 5DPW5-2015 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 5TUD5 AND PLATES TOGETHER WITH Ibd NAILS ® 12" O.G. 5TA6ERRED ON THE STUD FACE I. USE POWER -DRIVEN STEEL STUDS AND NAILS BY HILTY OR RAMSET WHERE APPLICABLE. 2. PLYWOOD MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. 3. SOLID BLOCK WITH J015T UNDER INTERIOR SHEAR WALLS. SHEAR WALL NOTES 7/I6" 05B OR PLYWOOD 5HEATHIN6 - USE 8d COMMON OR GALVANIZED NAILS. BLOCK ALL PANEL EDOE5. LONG DIMENSIONS OF PLYWOOD MAY BE INSTALLED VERTICALLY. NAIL ® 12" O.G. TO ALL INTERMEDIATE STUDS. WHERE 3" NAIL 5PAGIN6 15 5PEGIRED AT PANEL EDGES; USE 1-1/2" 8d SHORT NAILS OR 3X STUDS WITH 8d COMMON NAILS. FOR 2" NAIL 5PACIN6, USE 3X 5TUD5 AND STArv&ER PANELS. WHERE PLYWOOD 15 2 SIDES OF WALL, JOINTS TO FALL ON SEPARATE STUDS ON EACH 5IDE. FLOOR PLYWOOD - USE 8d COMMON NAILS ® 10" O.G. AT INTERMEDIATE 5UPPORT5, b" O.G. AT ALL PANEL E06E5 AND 4" O.G. AT ALL SHEAR WALL5, UNLESS OTHERWISE SHOWN ON PLANS. FLOOR JOISTS - J015T PARRALLEL TO FLOOR OPENINGS AND EXTERIOR WALLS SHALL BE GRO55 BLOCKED AT 45" O.G. ® EDGES W/ (4) IOd NAILS FOR THE FIRST BAY. 3" x 3" x 1/4" SQUARE WA5HER5 AT ALL ANCHOR BOLTS. PLATE WA5HER5 TO BE INSTALLED WITHIN 1/2" OF SHEATHING 7/16" 05B OR PLYWOOD 5HEATHIN6 - STAPLE SCHEDULE ALLOWABLE SHEAR VALUES WITH HEM FIR #2 STUDS 2" 16 6A. 5TAPLE5 ® 15 &A. STAPLES ® 14 6A. 5TAPLE5 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 5PAGIN6: 12" O.G. NAILS 4 5TAPLE5. HOLDOWNS - INSTALL 5IMP50N HOLDOWN5 OR U5P HOLDOWN5 AT THE END OF SHEAR WALL5 WHEN SHOWN ON DRAWINGS. PER PLAN, SIMP50N 5THD14 OR U5P 5TAP14 51MP50N M5T36 OR U5P M5TI3b SIMPSON M5T48 OR U5P K5T248 51MP50N HDUB OR U5P TDXIO (76" ANCHOR BOLT MIN. 51MP50N M5TG48B3 OR U5P M5TGB4133 24" EMBEDMENT, 3" BOLT INTO (3) 2x4(6)) CLIENT: NASH & ASSOCIATES SEISMIC ANALYSIS PROJECT: A R C H I 'I' E C I' 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 - 9.60 #/ft Felt - 0.15 #/ft 1/2" Plywood - 1.50 #/ft Trusses 0 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: C7et / Pad - 3/4' T&G Plywood - 2x10 0 16" o.c. - 1/2" GWB Ceiling - 0.50 #/ft 2.50 #/ft 2.30 #/ft 2.00 #/ft Hardwood - 2.50 #/ft 3/4" T&G Plywood - 2.50 #/ft 2x10 @ 16" o.c. - 2.30 #/f t 1/2" GWB Ceiling - 2.00 #/ft Total Use 7.30 #/ft 10.00 #/ft Total Use 9.30 #/ft 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 ® 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