The URL can be used to link to this page

REVIEWED BLD-BLD2021-0644+Structural_Calculations+5.10.2021_10.39.00_AM+2187326NASH & ASSOCTATFS BLD2021-0644 ARCHITECTS RECEIVED M22021 CITYTY E OF DMONDS ADDRESS: DEVELOPMENT SERVICES .................... .......................... DEPARTMENT REVIEWED 1008 WALNUT BY CITY OF EDMONDS BUILDING DEPARTMENT SELECT HOMES PLAN 3029 STRUCTURAL CALCULATIONS 125-7 I TEF2ED W,1^Rx-H1TI=-CT A71011 50 STATE OP W05HINOTON 2018 IBC FEB 1, 2021 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH- ARCHITECTS. COM ri 7 ;ARC CLIENT: H -ASSOCIATES BEAM DESIGN DATA PROJECT: HITECT'S 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 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, CF+KI) E = 1,800,000 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH— ARCHITECTS. COM PLAN 3029 Data AWribute Actual Critical Status Ratio Values Adiustrnenis Loads BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464-622 BDRM. #4 Date:4/27/20 8 0 #2 Lu=0.0Ft l NDS 2015 Min Bearing Area R1= 1.5 in2 R2= 1.5 in {1.5j DL Defl= 0.03 in Beam Span 6.0 ft Reaction 1 LL 564 # Reaction 2 LL 564 # Beam Wt per ft 6.17 # Reaction 1 TL 918 # Reaction 2 TL 918 # 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 ins 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% Ft) si Fv si]�E psi x mil Fc _ si Reference Values 900 180 1.6 625 Adjusted Values 1170 180 1.6 625 CIF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A _Cm Wet Use 1.00 1.06 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 RB-2 Selection Condition Data BeamChek v2018 licensed to: Nash & Associates Architects Rep # 6464-622 BDRM. #2 Date: 4/27/20 �4x 10 7DF-L #2 Lu = 0.0 Ft NDS 2015 Min Bearing Area R1= 4.0 in2 R2= 4.0 in' (1.5) DL Defl= 0.04 in Beam Span 6.0 ft Reaction 1 LL 1539 # Reaction 2 LL Beam Wt per ft 7.87 # Reaction 1 TL 2484 # Reaction 2 TL Bm Wt Included 47 # Maximum V 2484 # Max Moment 3725'# Max V (Reduced) 1845 # TL Max Defl L / 240 TLActual Defl L / 927 LL Max Defl L / 360 LLActual Defl L / >1000 Attributes Section (rn1 Shear in TL Defl dill LL Defl Actual 49.91 32.38 0.08 0.04 Critical 41.39 15.38 0.30 0.20 Status OK OK OK OK Ratio 83% 48% 26% 20% Fb(psi) Fv (psi) Values Adjustments Reference Values Ad'usted Values 900 1080 180 180 CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Loads CI Stability 1.0000 E_ fpsi x mil) Fc! 1.6 625 1.6 625 Rb=0.00 Le=0.00Ft Uniform LL: 513 Uniform TL: 820 = A Uniform Load A R 1 = 2484 R2 = 2484 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. 1539 # 2484 # PLAN 3029 BeamChek v2018 licensed to: Nash 8 Associates Architects Reg # 6464-622 MASTER BDRM. RB-3 Date: 4/27/20 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Condition NDS 2015 Data Min Bearing Area R1= 3.1 in R2= 3.1 in (1.5) DL Defl= 0.06 in 1200 # 1938 # Attn6u s Section €n' Shear inz TL Defl LL Defl Actual 30.66 25.38 0.13 0.07 Critical 29.82 12.90 0.30 0.20 Status OK OK OK OK Ratio 97% 51 % 42% 33% Beam Span 6.0 ft Reaction 1 LL Beam Wt per ft 6.17 # Reaction 1 TL Bm Wt Included 37 # Maximum V Max Moment 2908 '# Max V (Reduced) TL Max Deft L / 240 TLActual Defl LL Max Defl L / 360 LL Actual Defl 1200 # Reaction 2 LL 1938 # Reaction 2 TL 1938 # 1548 # L / 572 L/>1000 Fb [psi) Fv(psi) E s€ x mill) Fcl sc Values Reference Values 900 180 1.6 625 Adjusted Values 1170 180 1.6 625 ML41MOnts 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 Loads Uniform LL: 400 Uniform TL: 640 =A Uniform Load A R1 = 1938 R2 = 1938 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3029 B-1 Selection Conditions Data Attributes Actual Critical Status Ratio Value A&-sLfaonts SeamChek v2018 Licensed to: Nash & Associates Architects Reg # 6464-622 CVRD. PATIO Date: 4/27/20 (2) 1-3/4x 18 1.9E TJ Microllam LVL Lu = 0.0 Ft NDS 2015 Min Bearing Area R1= 8.2 in' R2= 8.1 in (1.5) DL Defl= 0.04 in Beam Span 10.0 ft Reaction 1 LL 3965 # Reaction 2 LL Beam Wt per ft 16.19 # Reaction 1 TL 6137 # Reaction 2 TL 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 Section in' Shear in TL Defl in LL Defl 189.00 63.00 0.08 0.05 57.16 29.18 0.50 0.33 OK OK OK OK 30% 46% 16% 14% _ Fb (psi) Fv (psi) E (psi x mil) Fc I (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 1539 B = 2484 2.5 513 H = 900 1539 C = 2484 8.5 513 1 = 900 F H Uniform Load A Pt loads; �1 - - R1 = 6137 R2 = 6093 SPAN = 10 FT Uniform and partial uniform loads are Ibs per lineal ft. 3965 # 6093 # Start End 0 2.5 8.5 10.0 PLAN 3029 BeamChek v2018 license_ d 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 Condltions NDS 2015 Min Bearing Area R1= 5.0 in2 R2= 5.0 in' (1.5) DL Defl= 0.03 in Data 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 Attribute Section (Inj Shear in; TL Deft in LL Defl Actual 49.91 32.38 0.06 0.03 Critical 43.68 18.13 0.25 0.17 Status OK OK OK OK Ratio 88% 56% 24% 19% Fb [psi] Fv {psi) E(psi x mil Fc I sI Values Reference Values 900 180 1.6 625 Adjusted Values 1080 _ 180 1.6 625 A-djOtments 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 Satection _ F-1/8_x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft 1 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 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 W Max V (Reduced) 2549 # TL Max Defl L / 240 TL Actual Defl L / 824 LL Max Defl L / 360 LL Actual Defl L / >1000 Att ihutes Section W Shearon ) TL Deb inj LL Deft Actual 42.19 28.13 0.07 0.04 Critical 22.76 15.93 0.25 0.17 Status OK OK OK OK Ratio 54% 57% 29% 24% Fb (psi) Fv (psi) E (psi x mil FC (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 9dnn 9dn 1 A am Adjystments Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use Cl Stability 1.000 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: 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 z R1 = 3642 R2 = 3642 SPAN = 5 FT 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 Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl Attributes Section Actual 42.19 Critical 24.55 Status OK Ratio 58% Values Adfusfinents 6.0 ft Reaction 1 LL 1815 # Reaction 2 LL 2865 # 6.83 # Reaction 1 TL 2440 # Reaction 2 TL 4219 # 41 # Maximum V 4909'# Max V (Reduced) L / 240 TL Actual Defl L / 360 LL Actual Defl Shear (in) _TL Def3 n). 28.13 0.11 20.15 0.30 OK OK 72% 36% 4219 # 3224 # L/665 L / > 1000 LL Defl 0.07 0.20 OK 33% Fb(psi) Fv(psi) E(psi x mil) Fc-L(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: 600 = A Point LL Point TL Distance Par Unif LL Par Unif TL Stan 1200 B = 1938 4.5 H = 80 4.5 400 1 = 640 4.5 Ft H Uniform Load A Pt loads: R1 = 2440 R2 = 4219 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. End 6.0 6.0 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 in2 R2= 5.2 in (1.5) DL Defl= 0.02 in Data Atf►ibutes Actual Critical Status Ratio Values A&stments Beam Span 9.5 ft Reaction 1 LL Beam Wt per ft 16.19 # Reaction 1 TL Bm Wt Included 154 # Maximum V Max Moment 8732# Max V (Reduced) TL Max Defl L / 240 TL Actual Defl LL Max Defl L / 360 LL Actual Defl Section in' Shear in TL Defl in 189.00 63.00 0.05 T 42.59 13.23 0.48 OK OK OK 23% 21% 11% Reference Values Adjusted Values CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use CI Stability =b (psi) Fv (pt 2600 285 2461 285 0.946 1.00 1.00 1.00 N/A 1.00-- 1.00 1.0000 Rb = 0.00 2322 # Reaction 2 LL 2476 # 3670 # Reaction 2 TL 3916 # 3916 # 2513 # L / > 1000 L/>1000 LL Defl 0.03 0.32 OK 9% E(psi x mil Fcl 2.0 750 2.0 750 Le = 0.00 Ft 1.00 _ Uniform LL: 300 Uniform TL: 375 =A Par Unif LL Par UnifTL Start End H = 80 0 9.5 188 1 = 300 0 9.0 513 J = 820 9.0 9.5 I H Uniform Load A d 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 Sete i 5-114x 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 inz (1.5) DL Defl= 0.22 in Data Athibute 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 28464 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 irr') Shear (inj 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(psi) Fv(psi) E s1 x mil Fc1(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 CI 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 Pt loads: /L R 1 = 2846 Uniform Load A d 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 selec ion 5-1/4x 16 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Can i ons NDS 2015 Min Bearing Area R1= 16.6 in' R2= 15.6 in (1.5) DL Defl= 0.16 in Data 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 LLActual Defl L / 800 Attributes Actual Critical Status Ratio Section (inj Shear (Ins 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% Values Reference Values Adjusted Values A&strnents CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use Fb (j si)_ 2900 2809 0.969 1.00 1.00 Fv (psi)E ,(psi x mil) Fc L 290 2.2 750 290 2.2 750 1.00 N/A 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: 0 R1 = 12473 R2 = 11704 SPAN =16FT Uniform and partial uniform loads are Ibs per lineal ft_ PLAN 3029 BeamChek v2018licensed to: Nash & Associates Architects Reg # 6464-622 GARAGE G" Date: 4/27/20 So -logo 5-1/4x 18 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions NDS 2015 _ Min Bearing Area R1= 3.6 in'R2= 10.6 inz (1,5) DL Defl= 0.21 in Data Beam Span 20.0 ft Reaction 1 LL 1604 # Reaction 2 LL 4653 # Beam Wt per ft 29.53 # Reaction 1 TL 2735 # Reaction 2 TL 7939 # Bm Wt Included 591 # Maximum V 7939 # Max Moment 31357'# Max V (Reduced) 7226 # TL Max Defl L / 240 TL Actual Defl L / 580 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (W) Shear in' TL Defl in LL Defl Actual 283.50 94.50 0.41 0.20 Critical 135.73 37.37 1.00 0.67 Status OK OK OK OK Ratio 48% 40% 41 % 31 % _ - Fb [ijs)_ -Fv psi E (psi x mil) FGl gpsi) Values Reference Values 2900 290 2.2 750 Adjusted Values 2772 _ 29_0 2.2 750 Adiustments 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 15.5 188 1 = 300 15.5 20.0 17 l 1 -H-1 Uniform Load A Pt loads: h R1 = 2735 R2 = 7939 SPAN = 20 FT Uniform and partial uniform loads are Ibs per lineal ft. CLIENT: NASH -ASSOCIATES WIND AND SE 15M I G DE51 GN DATA PROJECT: A R C IT IT E C T S PER 2015 1 BG DATE: NAME: WIND DE51ON GRITERIA DESIGN PER ASCE 1-10 I. NOMINAL/ULTIMATE WIND SPEED V/asd / Vult 55/110 mph 2. RISK CATEGORY 11 1.00 3. WIND EXP05URE CATEGORY "B" 4. INTERNAL PRESSURE COEFFICIENT +/-55 5. COMPONENTS AND GLADDING DESIGN PRE55URE +/- 16 psf BUILDINGS, 5TRUGTURE5, AND PARTS THEREOF SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH 5TRENGTH DE516N, LOAD, AND RESISTANCE FACTOR DESIGN, ALLOWABLE 5TRE55 DESIGN, EMPIRICAL DESIGN OR CONVENTIONAL GON51RXTION METHODS, AS PERMITTED BY THE APPLIGABLE MATERIAL CHAPTER, SECTION 1604.1 BUILDINGS, STRUCTURES, AND PARTS THEREOF, SHALL BE DESIGNED TO WITHSTAND WIND LOADS A5 DEFINED IN SECTION 160q AND A5GE 1-10 51MPL.IFIED METHOD TO BE USED FOR HIND DESIGN PER A5GE 1-10, SECTION 21.5 (BUILDING HEIGHT 15 LE55 THAN 1&0 FEET) 110 MPH ULTIMATE WIND SPEED USE Iq.6 P5F PER TABLE 21.6.1 "EXPOSURE B" WOOD DE515N PER 5ECTION5 2504-2506. STRUCTURES U51NG WOOD SHEAR WALL5 AND DIAPHRAGMS TO RE515T WIND, SEISMIC, AND ALL OTHER LATERAL LOADS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH AF d PA 50PW5 AND PROVISIONS OF SECTIONS 2305-2306 5E15MIG DE516N DATA DESIGN PER A5GE 1-10/SEGTION 1615 I. 5EI5MIG IMPORTANCE FACTOR le 1.00 2. SHORT PERIOD ACCELERATION 55 1.66 'see footnote at bottom of page 3. 1 SECOND ACCELERATION 51 0.148 'see footnote at bottom of page 4. 51TE GLASS D (default class per IBC) 5. SPECTRAL RESPONSE GOEFFIGENT 5vo OA72 "see footnote at bottom of page 6. SPECTRAL RESPONSE COEFFICIENT So, 0.148 *see footnote at bottom of page 1. SEISMIC DESIGN GATEGORY D 8. SEISMIC FORGE RESISTING 5Y5TEM PLYWOOD SHEAR WALLS q. DESIGN BASE SHEAR (see selsmic calculations) 10. SEISMIC RESPONSE COEFFIGENT Gg 0.15 11. RESPONSE MODIFICATION FACTOR R 65 12. ANALY515 PROCEDURE EQUIVALENT LATERAL FORGE 13. R15K CATEGORY II THE ANCHORAGE OF WALL5 SUPPORTING CONSTRUCTION SHALL BE BE DESIGNED IN ACCORDANCE WITH A5GE 1-10, 5EGTION 12.112 IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C-F, COLLECTOR ELEMENTS AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DESIGNED TO RE515T MAXIMUM EFFECTS AS SPECIFIED IN A5GE 1-10, SECTION 12.102.1 BASE SHEAR V= (F= 5vs/R) W ANCHOR BOLTS: 5/8" DIA X 10", A301 OR BETTER W/ 1" MIN. EMBEDMENT. V= 1104#/BOLT " PER U565, THE MAXIMUMS, IN THE STATE OF WA5HINGTON 15 0.14&. ALL SEISMIC DESIGN VALUES USED IN THI5 ANALY515 ARE BASED UPON THIS NUMBER. 51NGE 5I 15 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 � B C PRONT ELEVATION 3 2 26W -T- R16HT ELEVATION 1 231 i 3 A B C u� as y O �� 4 R.ATB Irl Irl III Irl Irl ICI III III I11 r--.--------------- I I I I I I MAIN RLa0M HOLDDOINN SCHEDULE MARK HOLDONN/ FASTENL--RS WOOD MEMBER ANGHpR STRAP THICKNESS/SPEGIE5 R - RFn T•I STHDI4/14 RJ 24-16d SINKER �) 2X4/2— STUDS HF/SPF T-2 MST413 (94)-16d 1(2)/52PF/2X6 STUDS T-3 M5TA36 ('6)_IO�y (2) 2X4/2 X6 5TU05 HF/SPF T-4 M5TG40B5 (38)-IOd w/5PP T-5 HD-fB (3)_ 5/4'' 3-1/2" MIN 55TB29 (7/5") DF/SP MIKL 24-1/5" EMBEDMENT A B � u� u� m � j �25' _ �J 20.5' _ UPPER PL.Oom HOLODOWN SCHEDULE MARK HOL—HW FASTENERS HOOP MEMaER ANCHOR 5TRAP THICKNESS/SVEGIES R IR p T-1 STHDI4/14 RJ 24-16d SINKER (2) 2X4/2X6 STUDS HF/SFF T-2 M5T4b (34)-16d M2 2X4/2X6 STUC25 I•n/5PF T-3 M51A36 (26)-lod (2) 2X4/2X6 5T 05 HF/SPF T-4 MSTG48B3 (3H)-lad Hp� T-5 Hp7B (3)_ 3/4' /2r IN- 'SS"fB7$ R7$"7 pF/SP 19 MIN. 24-�/ T EMBEDMENT �jjNASH - ASSOCIATES ARCHI f'E( TS CLIENT: LATERAL DESIGN DATA PROJECT: DATE: NAME: 1 SHEAR UNIT SHEAR LINE LEVEL TOTAL SHEAR FORCE (#) WALL SHEAR WALL LENGTH (ft) (#/ft) TYPE W H P Abv. A 2 17 x 7 x 19,6 + 0 = 2332.4 35.5 65.7 1 17 x 10 x 19.6 + 2332.4 = 5664.4 28 2022 B 2 22.5 x 7 x 19B + 0 = 3087 16.5 187.1 P1$" 1 22.5 x 10 x 19.6 + 3087 = . 7497 20 374.9 P13" C 2 10.5 x 7 x 19.6 + 0 = 1440:6 18 80 1 10.5 x 10 x %& + 1440.6 = 3498.6 22.5 155.5 P1-6" 1 2 10.5 x 7 x 19.6 + 0 = 1440;6 25 57A - 1 10.5 x 10 x 19.6 + 1440.6 = 3498k 7 499.8 PIZ 2 2 26 x 7 x %6 + 0 = 3567;2 13 274.4 P14" '• 26 x 10 x 19.6 + 3567,2 = 8%3:2 23 376.7 P13" 3 2 10.5 x 7 x 19; 6+ 0 = 1446.6 11.5 125.3 - 1 10.5 x 10 x 19.6 + 1440.6 = 34986 9 388,7 P141 8003 118th Ave. NE. Kirkland, WA 98033 (425) , 828-4117 WWW. NASH-ARCHITECTS. COM NASH&ASSOCIATES SEISMIC ANALYSIS ARCHITECTS Redundancy Factor (p)_ 1. MAXIMUM ALLOWABLE WALL SHEAR FOR P<=1 VUMAX = (2)(VACCSTORY)/AB'A 2. MAXIMUM V11m = 3. P = 2—[2 2( 9.9 ) 19.8 Vumax = = 43.9 = 0.5 1927 0.5 0.357 P = 2 [ 2( 9.9 ) ] = 1 ( 0.5 " 43,9 ) 5 - - -- C CLIENT: PROJECT: DATE: NAMR. 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM