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Plan2997-StructuralCalcsNASH & ASSOCIATES ARCHITECTS PLAN 2997 BEAM, LATERAL AND SEISMIC CALCULATIONS 12871 REGISTERED ARCHITECT / I AEL WAYNE JOHNSON STATE OF WASHINGTON PURSER S. P. LOT 2, EDMONDS WA 2015 IBC JULY 1, 2016 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM CLIENT: NASH-ASSOCIATES BEAM DESIGN DATA PROJECT: ARCHITECTS 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 15 Masonry: Per IBC 15 Steel: Per IBC 15 Wood: Per IBC 15 Nailing: Per IBC 15 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 WWW. NASH—ARCHITECTS. COM PLAN 2997 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 RB-1 Date: 1/11/18 Selection 3-1/8x 9 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 3.7 in2 R2= 3.7 in (1.5) DL Defl= 0.09 in Recom Camber= 0.14 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 8.0 ft Reaction 1 LL 1500 # Reaction 2 LL 1500 # Beam Wt per ft 6.83 # Reaction 1 TL 2427 # Reaction 2 TL 2427 # Bm Wt Included 55 # Maximum V 2427 # Max Moment 4855'# Max V (Reduced) 1972 # TL Max Defl L / 240 TL Actual Defl L / 493 LL Max DO L / 360 LL Actual DO L / 951 Section in' Shear in2 TL Defl in LL Defl 42.19 28.13 0.19 0.10 24.27 12.33 0.40 0.27 OK OK OK OK 58% 44% 49% 38% rD (pss) ry tpsi) t tpsi x mu] rc! 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: 375 Uniform TL: 600 = A Uniform Load A R1 = 2427 R2 = 2427 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2997 BeamChek v2016 licensed to: Nash Jones Anderson Architects Req # 6464-622 RB-2 Date: 1/11/18 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.9 in2 R2= 2.9 in' (1.5) DL Defi= 0.03 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 6.0 ft Reaction 1 LL 1125 # Reaction 2 LL 1125 # Beam Wt per ft 7.87 # Reaction 1 TL 1824 # Reaction 2 TL 1824 # Bm Wt Included 47 # Maximum V 1824 # Max Moment 2735 W Max V (Reduced) 1355 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max DO L / 360 LL Actual Defl L / >1000 Section (in') Shear ins TL DO in LL Defl 49.91 32.38 0.06 0.03 30.39 11.29 0.30 0.20 OK OK OK OK 61% 35% 19% 15% rD tpsi] ry (psi) t (psi x m113 rc! 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: 375 Uniform TL: 600 = A Uniform Load A 0 R1 = 1824 R2 = 1824 SPAN =6FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2997 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 RB-3 Date: 1 /11 /18 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.9 in R2= 2.9 in (1.5) DL Defl= 0.06 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 6.0 ft Reaction 1 LL 1125 # Reaction 2 LL 1125 # Beam Wt per ft 6.17 # Reaction 1 TL 1818 # Reaction 2 TL 1818 # Bm Wt Included 37 # Maximum V 1818 # Max Moment 2728 '# Max V (Reduced) 1452 # TL Max Defl L / 240 TL Actual Defl L / 609 LL Max Defl L / 360 LL Actual DO L / >1000 Section in' Shear in') TL DO (in) LL Defl 30.66 25.38 0.12 0.06 27.98 12.10 0.30 0.20 OK OK OK OK 91% 48% 39% 31% 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 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 375 Uniform TL: 600 = A Uniform Load A 1 R1=1818 R2=1818 SPAN =6FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2997 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 RB-4 Date: 1/11/18 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditrons NDS 2015 Min Bearing Area R1= 2.9 in2 R2= 2.9 in2 (1.5) DL Defl= 0.03 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 6.0 ft Reaction 1 LL 1125 # Reaction 2 LL 1125 # Beam Wt per ft 7.87 # Reaction 1 TL 1824 # Reaction 2 TL 1824 # Bm Wt Included 47 # Maximum V 1824 # Max Moment 2735'# Max V (Reduced) 1355 # TL Max DO L / 240 TL Actual DO L / >1000 LL Max Defl L / 360 LL Actual DO L / >1000 Section (in') Shear (iW) TL DO (in) LL Defl 49.91 32.38 0.06 0.03 30.39 11.29 0.30 0.20 OK OK OK OK 61% 35% 19% 15% ro SQ ry sl t(psi x ma rc!(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: 375 Uniform TL: 600 = A Uniform Load A R1 = 1824 R2 = 1824 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2997 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-1 Date: 1/11/18 Selection 5-1/8x 15 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 4.8 in2 R2= 4.8 in' (1.5) DL Defl= 0.08 in Recom Camber= 0.13 in Data Beam Span 14.0 ft Reaction 1 LL 1960 # Reaction 2 LL 1960 # Beam Wt per ft 18.68 # Reaction 1 TL 3141 # Reaction 2 TL 3141 # Bm Wt Included 262 # Maximum V 3141 # Max Moment 10993 '# Max V (Reduced) 2580 # TL Max Defl L / 240 TL Actual DO L / 948 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section in' Shear (in-'} TL Defl in LL Defl Actual 192.19 76.88 0.18 0.09 Critical 54.96 16.12 0.70 0.47 Status OK OK OK OK Ratio 29% 21 % 25% 20% Values Adiustments Loads 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 Uniform LL: 280 Uniform TL: 430 = A Uniform Load A R1 =3141 R2=3141 SPAN = 14 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2997 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-2 Date: 1 /11 /18 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 in (1.5) DL Defl= 0.08 in Recom Camber= 0.13 in Data Beam Span 8.0 ft Reaction 1 LL 1920 # Reaction 2 LL 1920 # Beam Wt per ft 6.83 # Reaction 1 TL 2747 # Reaction 2 TL 2747 # Bm Wt Included 55 # Maximum V 2747 # Max Moment 5495'# Max V (Reduced) 2232 # TL Max Defl L / 240 TL Actual Defl L / 451 LL Max DO L / 360 LL Actual Defl L / 743 Attributes Section in3 Shear ins TL Defl (in) LL DO Actual 42.19 28.13 0.21 0.13. Critical 27.47 13.95 0.40 0.27 Status OK OK OK OK Ratio 65% 50% 53% 48% Values Adiustments Fb si Fv(psi) E(psi x mil Fc!(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: 480 Uniform TL: 680 = A Uniform Load A _ R1 = 2747 R2 = 2747 SPAN =8FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2997 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-3 Date: 1 /11 /18 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 6.8 in' R2= 6.4 in2 (1.5) DL Defl= 0.08 in Recom Camber= 0.12 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 6.0 ft Reaction 1 LL 2713 # Reaction 2 LL 2707 # Beam Wt per ft 6.83 # Reaction 1 TL 4410 # Reaction 2 TL 4179 # Bm Wt Included 41 # Maximum V 4410 # Max Moment 7555 W Max V (Reduced) 3798 # TL Max DO L / 240 TL Actual Defl L / 414 LL Max Defl L / 360 LL Actual Defl L / 787 Section (W) Shear in') TL Defl in LL Defl 42.19 28.13 0.17 0.09 37.78 23.74 0.30 0.20 OK OK OK OK 90% 84% 58% 46% Fb(psi) Fv(psi) E(psi x mil Fc!(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 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL star[ End 1500 B = 2427 4.0 780 H = 1280 0 4.0 400 1 = 500 4.0 6.0 I H Pt loads: z R1 = 4410 R2 = 4179 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2997 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-4 Date: 1 /11 /18 Selection 3-1/8x 9 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 3.2 in2 R2= 6.6 in (1.5) DL Defl= 0.05 in Recom Camber= 0.07 in Data Attributes Actual Critical Status Ratio Values Adiustrnents Beam Span 6.0 ft Reaction 1 LL 1507 # Reaction 2 LL 2823 # Beam Wt per ft 6.83 # Reaction 1 TL 2112 # Reaction 2 TL 4316 # Bm Wt Included 41 # Maximum V 4316 # Max Moment 5279'# Max V (Reduced) 3501 # TL Max Defl L / 240 TL Actual DO L / 639 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (W) Shear (W) TL DO (in) LL Defl 42.19 28.13 0.11 0.07 26.40 21.88 0.30 0.20 OK OK OK OK 63% 78% 38% 33% _ Fb(psi) Fv(psi) E(psi x mil Fc 1(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 CI Stability 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 = 2427 4.5 320 H = 400 0 4.5 695 1 = 1080 4.0 6.0 I H Pt loads: R1 =2112 R2=4316 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2997 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GB-1 Date: 1/11/18 Selection 5-1/8x 18 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 8.0 in2 R2= 8.0 in2 (1.5) DL Defl= 0.20 in Recom Camber= 0.29 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 18.5 ft Reaction 1 LL 3145 # Reaction 2 LL 3145 # Beam Wt per ft 22.42 # Reaction 1 TL 5202 # Reaction 2 TL 5202 # Bm Wt Included 415 # Maximum V 5202 # Max Moment 24061 '# Max V (Reduced) 4359 # TL Max DO L / 240 TL Actual Defl L / 562 LL Max Defl L / 360 LL Actual DO L / >1000 Section (W) Shear (inz) TL Defl (in) LL Defl 276.75 92.25 0.40 0.20 123.70 27.24 0.93 0.62 OK OK OK OK 45% 30% 43% 32% ru 51 ry si t kpS1 x mil) rc s9 Reference Values 2400 240 1.8 650 Adjusted Values 2334 240 1.8 650 Cv Volume 0.973 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: 340 Uniform TL: 540 = A Uniform Load A R1 = 5202 R2 = 5202 SPAN = 18.5 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2997 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GB-2 Date: 1/11/18 Selection 5-1/8x 18 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 4.8 in2 R2= 4.8 in (1.5) DL Defl= 0.02 in Recom Camber= 0.04 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 11.0 ft Reaction 1 LL 1870 # Reaction 2 LL Beam Wt per ft 22.42 # Reaction 1 TL 3093 # Reaction 2 TL Bm Wt Included 247 # Maximum V 3093 # Max Moment 8507 W Max V (Reduced) 2250 # TL Max DO L / 240 TL Actual Defl L / >1000 LL Max DO L / 360 LL Actual Defl L / >1000 1870 # 3093 # Section in' SheaLttL TL Defl in LL DO 276.75 92.25 0.05 0.02 42.53 14.06 0.55 0.37 OK OK OK OK 15% 15% 9% 7% Fb Reference Values 2400 Adjusted Values 2400 Fv (psi) E (psi x mil) Fc L 240 1.8 650 240 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 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 340 Uniform TL: 540 = A 1.00 Uniform Load A R1 = 3093 R2 = 3093 SPAN = 11 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2997 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GB-3 Date: 1 /11 /18 Selection 3-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.6 in2 R2= 2.6 in (1.5) DL Defl= 0.23 in Recom Camber= 0.34 in Data Beam Span 16.0 ft Reaction 1 LL 1000 # Reaction 2 LL 1000 # Beam Wt per ft 9.11 # Reaction 1 TL 1673 # Reaction 2 TL 1673 # Bm Wt Included 146 # Maximum V 1673 # Max Moment 6692 '# Max V (Reduced) 1464 # TL Max Defl L / 240 TL Actual Defl L / 421 LL Max Defl L / 360 LL Actual Defl L / 845 Attributes Section (in') Shear (inz) TL Defl (in) LL Defl Actual 75.00 37.50 0.46 0.23 Critical 33.46 9.15 0.80 0.53 Status OK OK OK OK Ratio 45% 24% 57% 43% Values Adjustments Loads rD kPsi) ry (psi) t tpsl x mi Reference Values 2400 240 1.8 Adjusted Values 2400 240 1.8 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 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 125 Uniform TL: 200 = A rc 1 650 650 i 91TO Uniform Load A R1 = 1673 R2 = 1673 SPAN = 16 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2997 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GB-4 Date: 1 /11 /18 Selection 4x 12 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 1.5 inz R2= 1.5 in (1.5) DL Defl= 0.03 in Data Attributes Actual Critical Status Ratio Values Ad justments Loads Beam Span 9.0 ft Reaction 1 LL 563 # Reaction 2 LL 563 # Beam Wt per ft 9.57 # Reaction 1 TL 943 # Reaction 2 TL 943 # Bm Wt Included 86 # Maximum V 943 # Max Moment 2122'# Max V (Reduced) 747 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section QW) Shear (W). TL DO in LL DO 73.83 39.38 0.06 0.03 25.72 6.22 0.45 0.30 OK OK OK OK 35% 16% 12% 9% Fb(psi) Fv(psi) E(psi x mil Fc !(psi)_ Reference Values 900 180 1.6 625 Values 990 180 1.6 625 0'usted 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 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 125 Uniform TL: 200 = A Uniform Load A R1 = 943 R2 = 943 SPAN = 9 FT Uniform and partial uniform loads are Ibs per lineal ft. CLIENT: NASH & ASSOCIATES WIND AND 5E 15M I G DE516N DATA PROJECT: A R C H I T E C T S PER 2015 I BG DATE: NAME. WIND DESIGN CRITERIA DES16N PER A50E 1-10 I. NOMINALIULTIMATE WIND SPEED V/asd / Vult 85/110 mph 2. R15K CATE60RY II 1.00 3. WIND EXPOSURE CATEGORY "B" 4. INTERNAL PRE55IRE COEFFICENT +/-55 5. COMPONENTS AND CLADDING DESIGN PRESSURE +/- 16 psf BUILDINGS, STRUCTURES, AND PARTS THEREOF SHALL BE DE516NED AND CONSTRUCTED IN ACCORDANCE WITH STRENGTH DE516N, LOAD, AND RESISTANCE FACTOR DE516N, ALLOWABLE 5TRE55 DESIGN, EMPIRICAL 0E516N OR CONVENTIONAL CONSTRUCTION METHODS, A5 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 160q AND ASCE 7-10 5iMPLi1I1 D11 ME&HTTHOD TO TMUSEND6FDOR HIND DESIGN PER A56E '7-10, SECTION 275 (BUILD110 MPH ULTIMATE WIND SPEED USE 19.6 P5F PER TABLE 2-7.6.1 'SXPOSURE B" WOOD DESIGN PER SECTIONS 2504-2506. 5TR IGTURE5 USING WOOD SHEAR WALLS AND DIAPHRAGMS TO RESIST WIND, SEISMIC, AND ALL OTHER LATERAL LOADS SHALL BE DE516NED AND CONSTRUCTED IN ACCORDANCE WITH AF 4 PA 5DPW5 AND PROVISIONS OF SECTIONS 2505-2506 5E15MIG DE516N DATA DE516N PER ASCE 1-10/SECTION 1613 I. SEISMIC IMPORTANCE FACTOR le 1.00 2. SHORT PERIOD ACCELERATION 59 1.66 'see footnote at bottom of page 3. 1 SECOND ACCELERATION 51 0.748 *see footnote at bottom of page 4. SITE CLA65 D (default Mass per IBC) 5. SPECTRAL RESPONSE COEFFICENT 500 OA-72 *see footnote at bottom of page 6. SPECTRAL RESPONSE COEFFICENT Sp 0.148 *see footnote at bottom of page 'I. SEISMIC DM16N CATEGORY D 8. SEISMIC FORGE RE515TIN6 SYSTEM PLYWOOD SHEAR WALLS a. DESIGN BASE SHEAR (see seismic calculations) 10. SEISMIC RESPONSE COEFFICENT CIS 0.13 11. RESPONSE MODIFICATION FACTOR R 65 12. ANALY515 PROCEDURE EQUIVALENT LATERAL FORGE 15. R15K CATE60RY II THE ANCHORAGE OF WALLS SUPPORTING CONSTRUCTION SHALL BE BE DESIGNED IN ACCORDANCE WITH ASCE "1-10, SECTION 12.112 IN 5TRUCTURE5 A5516NED TO 5EI5MIC DESIGN CATEGORY C-F, COLLECTOR ELEMENTS AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DE516NED TO RE515T MAXIMUM EFFECTS AS SPECIFIED IN ASGE '1-10, SECTION 12.102.1 BASE SHEAR V= (F 5DS/I) W ANCHOR BOLTS: 5/8" DIA X 1011, A307 OR BETTER W/ 1" MIN. EMBEDMENT. V= 1104#/BOLT • PER US65, THE MAXIMUM 51 IN THE STATE OF WASHIN6TON 15 0.-145. ALL SEISMIC DE516N VALUES USED IN THI5 ANALY515 ARE BASED UPON THIS NUMBER. SINGE 51 15 LE55 THAN 0.15, THEN USE SEISMIC CATEGORY D IF R15K CATEGORY 15 I, II, OR III 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH-ARCHITECTS. COM Q v �� -JSd 9 , b ) . I 5 .4S►hl ,19 -1 d ,.6)-ld r 0 r 0 .<ZIL) x2t2) II E lc1 Iii-Id lNA5H & A55OCTATLS LATERAL CALCULATIONS CLIE".- PROJECT: WIND WORKSHEET DATE: ARCHITECTS 85 MPH/I1O MPH= NOMINALNLTIMATE WIND SPEED NAME: 19.6 P5F FRONT ELEVATION LEFT ELEVATION RI+;1lR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE (#) 1P x H x (sea chart for grind pressure SHEAR WALL UNIT SHEAR SHEAR WALL rm specified height) LENGTH (ft) (#/ft) TYPE I V 1 �X�ixl Zvi l I 2 S� ll(v C)- 3.SY 9 x1916 l 7/ S � y 70 P <t) ZX Z 3 8 M5 ' 11 Cy Aup zr�7 7� POP )aG1 �-- /yl 5 r 067 GVP C_Y)eq)<1q16) (A's YA x 1cf, 2q NASH & ASSOQATES LATERAL CALCULATIONS cLlErrr. PROJECT: WIND WORKSHEET DATE: ARCHITECTS 85 MPH/I10 MPH= NOMINAWLTIMATE WIND SPEED NEE: 19.6 PSF FRONT ELEVATION LEFT ELEVATION REAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE (#) W x H x (see chart for mind pressure SHEAR WALL UNIT SHEAR SHEAR WALL 0 specified height) LENGTH (ft) (#/ft) TYPE 2117 yZ314 GY010 ef,�1f388� � CM �/ZXa Z � 3S3 I�� .� k(Q,%� lZ 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWVP. NASH—ARCHITECTS. COM CLIENT: NASH-ASSOCIATES SEISMIC ANALYSIS PROJECT: A R C E I I 'i' l C T S DATE: NAME: 1 Weight of Buildin Roof Assembly - Asphalt Shingles - Felt - 1/2" Plywood - Trusses ® 24" o.c. R-36 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 - Carpet / Pad - 3/4T&G Plywood - 2x10 ® 18' 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 #/ft 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 ® 1611o.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 CLIENT: NASH&ASSOCIATES SEISMIC ANALYSIS PROJECT. ARCHI'TF{CTS DATE: NAME: 2 SEISMIC: V = (C,) (WO (Plywood) 2nd Level: Roof: (Asphalt / Cedar Shake) 10#/ft X Z sf or (Tile) 18#/ft X sf = 72 = Exterior Walls: L x /10#/,sff x 1/2 (h) 0S6 Interior Walls: L x B /sf x 1/2 (h) IQk9�-� TOTAL 1st Level: Roof. (1st Floor Roof) 10#/ft X sf = Wo 2nd Floor: 10#/ft X sf = Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) & S?v 0 4- I g 0 k I p kVt r 701 O (E1) Interior Walls: (I 0+ L x 8#/sf x 1/2ex ) 5,76 0 fi 100 xcf,r cI1) TOTAL = 1 N q 0 75bga Basement: lot Floor: 10#/ft X sf = Exterior Walls: (E1) + L x 10#/sf x 1/2 (h) Interior Walls: 01) + L x 4/sf x 1/2 (h) TOTAL _ 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM !�� x VEL LINE LINE SHEAR LINE SHEAR ABOVE TOTAL P > 1 WALL LENGTH Vmax SEIS I�� (#�f WIND SHEAR WALL HEIGHT OVER TURNING FORCE HOLD— DOWN REQ d SHEAR WALL � m� v 11A co(J 2 3(l q / 3 �% QJ ' 3700 ormfi o ll 79 � u f3 3� 1 3il 1N,3 21L4 Irgycy �3 78 lot zoo q 1072 5f0v, �a � 2 7t�7 3�1 5►67 20 193 353 r 1-7-7 swr m z � SZ 301 a ?763 106,*► w A u� 01 2 2 S 7 3S3 �sfyd � cm M L Z,� i 2 23b z3� 2Sg5 s`G,v � o 1 NASH&ASSOQATES SEISMIC ANALYSIS CLIENT: PROJECT: R R f; H I'l' E C'1' S DATE. NAME: 5 Redundant Factor 1. Maximum allowable wall shear for p<=1 Vumax = (2)(yaccstory)/Ab 1/2 911 3 Ll Za33