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REVIEWED BLD2022-1087+Structural_Calculations+8.15.2022_1.22.42_PM+3051166NASH & ASSOCIATES ARCHITECTS RECEIVED BLD2022-1087 Aug 18 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ................................................ REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT; PLAN 3065 STRUCTURAL CALCULATIONS RE615TERED ARGHITEGT MI YTIE STATE OP HASHINOTON 2018 IBC FEB 1, 2021 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 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 3065 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-1 Selection 5-1/6x 9 GLB 24F-V4 DF/DF Conditions NDS 2015 Data Attributes Actual Critical Status Ratio Values Adiustments Date: 10/22/18 Lu = 0.0 Ft Min Bearing Area R1= 7.9 in' R2= 6.7 in (1.5) DL Defl= 0.05 in Recom Camber= 0.08 in Beam Span 6.0 ft Reaction 1 LL 3098 # Reaction 2 LL 2623 # Beam Wt per ft 11.21 # Reaction 1 TL 5143 # Reaction 2 TL 4377 # Bm Wt Included 67 # Maximum V 5143 # Max Moment 7195'# Max V (Reduced) 4144 # TL Max DO L / 240 TL Actual DO L / 707 LL Max DO L / 360 LL Actual Defl L / >1000 Section 1n3) Shear (in') TL Defl (in) LL DO — 69.19 46.13 0.10 35.97 25.90 0.30 OK OK OK 52% 56% 34% 0.05 0.20 OK 26% Fb (pE!l Fv si 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 Unifonn LL: 795 Uniform TL: 1320 = A Point LL Point TL Distance 950 B = 1532 1.5 Uniform Load A Pt loads; R1 = 5143 R2 = 4377 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3065 B-2 Selection Conditions Data Attributes Actual Critical Status Ratio BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 Date: 10/22/18 4x 10 DF-L #2 Lu = 0.0 Ft NDS 2015 Min Bearing Area R1= 3.1 in' R2= 3.1 in' (1.5) DL DO= <0.01 in. Beam Span 3.0 ft Reaction 1 LL 1230 # Reaction 2 LL Beam Wt per ft 7.87 # Reaction 1 TL 1932 # Reaction 2 TL Bm Wt Included 24 # Maximum V 1932 # Max Moment 1449'# Max V (Reduced) 939 # 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 49.91 32.38 0.01 <0.01 16.10 7.83 0.15 0.10 OK OK OK OK 32% 24% 5% 4% Fb (psi Fv (psi) E (psi x mil) Fc I Reference Values 900 180 1.6 625 Adjusted Values 1080 180 1.6 625 Adjustments 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 Loads 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 820 Uniform TL: 1280 = A Uniform Load A l._ R1 = 1932 R2 = 1932 SPAN =3FT Uniform and partial uniform loads are Ibs per lineal ft. 1230 # 1932 # PLAN 3065 v2018 licensed to: Nash and Associates Architects Reg # 6464-622 B-3 Date: 8/15/22 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Data Attributes Actual Critical Status Ratio ivun rseanng Area K-i= n.a in- Kz= o.s in- k1.5) uL uen= u.ut in Kecom camper= u.-i-i in Beam Span 6.0 ft Reaction 1 LL 2400 # Reaction 2 LL 2400 # Beam Wt per ft 6.83 # Reaction 1 TL 4071 # Reaction 2 TL 4071 # Bm Wt Included 41 # Maximum V 4071 # Max Moment 6106 '# Max V (Reduced) 3053 # TL Max Defl L / 240 TL Actual DO L / 517 LL Max DO L / 360 LL Actual DO L / >1000 Section ins Shear inz TL Defl in LL DO 42.19 28.13 0.14 0.07 30.53 19.08 0.30 0.20 OK OK OK OK 72% 68% 46% 34% Fb [psi Values Reference Values 2400 Adjusted Values 2400 Adiustments Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Fv (psij E (psi x mil} Fc I 240 1.8 650 240 1.8 650 1.000 1.00 1.00 1.00 N/A 1.00 1.00 1.00 1.00 Loads Uniform LL: 800 Uniform TL: 1350 = A Uniform Load A R1 = 4071 R2 = 4071 SPAN =6FT Uniform and partial uniform loads are Ibs per lineal ft. 5.0I Selection Conditions Data Attributas Actual Critical Status Ratio values Adustmanrs Loads BeamChek v2012 licensed to: Kulshan Design Reg # 4009-67690 GUEST ROOM 4x 10 DF-L #2 NDS 2005 Min Bearing Area R1= 2.4 in R2= 2.4 in2 Beam Span 5.0 ft Reaction 1 LI Beam Wt per ft 7.87 # Reaction 1 TI Bm Wt Included 39 # Maximum V Max Moment 1900'# Max V (Redui TL Max Defl L / 240 TL Actual Dei LL Max Defl L / 360 LL Actual Def Section Orf"j Shear (in'} TL Defl LI 49.91 32.38 0.03 21.11 8.76 0.25 OK OK OK 42% 27% 10% Fb(psi) Fv i Reference Values 900 180 Adjusted Values 1080 180 CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress Cm Wet Use Cl Stability Date: 11 /01 /13 Lu = 0.0 Ft (1.5) DL Defl= <0.01 in. 1200 # Reaction 2 LL 1200 # 1520 # Reaction 2 TL 1520 # 1520 # ed) 1051 # L/>1000 L/>1000 LL Defl 0.02 0.17 OK 11% E psi x mil) Fc I (psi) 1.6 625 1.6 625 N/A 1.00 1.00 1.00 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 480 Uniform TL: 600 = A 1.00 _ Uniform Load A R1 = 1520 R2 = 1520 SPAN = 5 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3065 GB-1 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-522 Date: 10/22/18 5-1/8x 16-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft NDS 2015 — — Min Bearing Area R1= 8.3 inZ R2= 8.3 in' (1.5) DL Defl= 0.17 in Recom Camber= 0.25 in Beam Span 19.0 ft Reaction 1 LL 4180 # Reaction 2 LL 4180 # Beam Wt per ft 20.55 # Reaction 1 TL 5420 # Reaction 2 TL 5420 # Bm Wt Included 390 # Maximum V 5420 # Max Moment 25746 '# Max V (Reduced) 4636 # TL Max Defl L / 240 TL Actual Defl L / 423 LL Max Defl L / 360 LLActual Defl L / 611 Section .QW) Shear (€ ) TL Defl (in) LL Defl 232.55 84.56 0.54 0.37 131.57 28.97 0.95 0.63 OK OK OK OK 57% 34% 57% 59% Fb s€ Fv(psi) E si x mil Fc!(psi) Reference Values 2400 240 1.8 650 Adjusted Values 2348 240 1.8 650 Cv Volume 0.978 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: 440 Uniform TL: 550 = A Uniform Load A R1 = 5420 R2 = 5420 SPAN =19FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3065 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GB-2 Date: 10/22/18 Selection 5-1/8x 16-1/2 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= 0.03 in Data Beam Span 11.0 ft Reaction 1 LL 2420 # Reaction 2 LL 2420 # Beam Wt per ft 20.55 # Reaction 1 TL 3138 # Reaction 2 TL 3138 # Bm Wt Included 226 # Maximum V 3138 # Max Moment 8630 '# Max V (Reduced) 235411 TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in-') Shear W TL Defl (in) LL Defl Actual 232.55 84.56 0.06 0.04 Critical 43.15 14.71 0.55 0.37 Status OK OK OK OK Ratio 19% 17% 11 % 11 % Fb(psi) Fv(psi) E i x mil Fc 1 si Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 ACSIFT,rits 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 Uniform Load A r R1 = 3138 R2 = 3138 SPAN = 11 FT Uniform and partial uniform loads are Ibs per lineal ft- PLAN 3065 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GBH Date: 10/22/18 Selection 5-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 4.7 in' R2= 4.7 in (1.5) DL Defl= 0.11 in Recom Camber= 0.16 in Data Beam Span 11.0 ft Reaction 1 LL 2420 # Reaction 2 LL 2420 # Beam Wt per ft 11.21 # Reaction 1 TL 3087 # Reaction 2 TL 3087 # Bm Wt Included 123 # Maximum V 3087 # Max Moment 8488'# Max V (Reduced) 2666 # TL Max DO L / 240 TL Actual Defl L / 362 L� L Max DO L / 360 LL Actual Defl L / 511 Attributes Section in' Shear ins TL Defl in LL DO Actual 69.19 46.13 0.36 0.26 Critical 42.44 16.66 0.55 0.37 Status OK OK OK OK Ratio 61 % 36% 66% 70% Fb(psi) Fv(psi) E i x mil Fes, i Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments 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 Uniform Load A R1 = 3087 R2 = 3087 SPAN = 11 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2012 licensed to: Kulshan Design Reg # 4009-67690 GARAGE - DR. HDR. GB-4 Date: 10/28/13 Selection 3-1/Bx 19 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 8.4 in2 R2= 8.4 in2 (1.5) DL Defl= 0.24 in Recom Camber= 0.36 in Data Beam Span 16.3 ft Reaction 1 LL 3403 # Reaction 2 LL 34590 Beam Wt per ft 13.67 # Reaction 1 TL 5459 # Reaction 2 TL 5466 # Bm Wt Included 223 # Maximum V 5466 # Max Moment 23838'# Max V (Reduced) 4711 # TL Max Defl L / 240 TL Actual Defl L / 379 LL Max Defl L / 360 LL Actual Defl L / 716 A_ linbufes Section inn ^Shear W TL Defl in LL Defl Actual 168.75 56.25 0.52 0.27 Critical 119.19 29.44 0.81 0.54 Status OK OK OK OK Ratio 71 % 52% 63% 50% Fb i Values Reference Values 2400 Adjusted Values 2400 Fv i E (psi x mil) Fc L (psi) 240 1.8 650 240 1.8 650 Ajustments 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 - f Point LL Point TL Distance Par Unif LL Par Unif TL Start End 837 B = 1414 5.5 310 H = 485 0 5.5 400 1= 613 5.5 16.3 H Pt loads: ti R1 = 5459 R2 = 5466 SPAN =16.3FT Uniform and partial uniform loads are Ibs per lineal ft, PLAN 3065 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 DB-1 Date: 10/22/18 Selection 5-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions N DS 2015 Min Bearing Area R1= 4.2 inZ R2= 4.2 inZ (1.5) DL Defl= 0.11 in Recom Camber= 0.16 in Data Attributes Actual Critical Status Ratio Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl Section mr') 123.00 40.95 OK 33% Values Reference Values Adjusted Values Adjustments Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use Loads Cl Stability 12.0 ft Reaction 1 LL 1500 # 14.94 # Reaction 1 TL 2730 # 179 # Maximum V 2730 # 8189'# Max V (Reduced) 2275 # L ! 240 TL Actual Defl L / 737 L / 360 LL Actual Defl L / >1000 Shear (irV) TL Defl (in) LL Defl 61.50 0.20 0.09 14.22 0.60 0.40 OK OK OK 23% 33% 22% Reaction 2 LL 1500 # Reaction 2 TL 2730 # Fb si Fv (psi) E (psi x mil) Fc I (psi) 2400 240 1.8 650 2400 240 1.8 650 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: 250 Uniform TL: 440 = A 1.00 Uniform Load A R1 = 2730 R2 = 2730 SPAN =12FT Uniform and partial uniform loads are Ibs per lineal ft. CLIENT: NASH & ASSOCIATES WIND AND 5E15MIG DESIGN DATA PROJECT - PER 2015 1BG DATE: AIR (A I ITE CT S NAME: WIND DESIGN GRITERIA DE516N PER A5GE 7-16 I. NOMINAL/ULTIMATE WIND SPEED V/asd / Vult 55/110 mph 2. R15K CATEGORY II 1.00 3. WIND EXPOSURE CATEGORY "B" 4. INTERNAL PRE55URE GOEFFIGENT +/-55 5. COMPONENTS AND CLADDING DESIGN PRESSURE +/- 16 psf BUILDING5, STRUCTURES, AND PARTS THEREOF SHALL BE DE516NED AND CONSTRUCTED IN ACCORDANCE WITH STRENGTH DESIGN, LOAD, AND RE515TANGE FACTOR DE516N, ALLOWABLE 5TRE55 DE516N, EMPIRICAL DE516N OR CONVENTIONAL CONSTRUCTION METHODS, AS PERMITTED BY THE APPLICABLE MATERIAL CHAPTER, SECTION 1604.1 BUILDINGS, 5TRLICTURE5, AND PARTS THEREOF, SHALL BE DESIGNED TO WITH5TAND WIND LOADS AS DEFINED IN SECTION 160ci AND A5GE 7-16 WIND DE516N PER PART 2 "ENCLOSED SIMPLE DIAPHRAGM BiJILDIN65 PER A5GE 7-16, 5EGTION 27.4 (BUILDING HEIGHT 15 LE55 THAN 160 FEET)- SIMPLIFIED METHOD 110 MPH ULTIMATE WIND SPEED USE 19.6 P5F PER TABLE 27.5.1 "EXP05URE B"- 110 MPH (L/B- .05/1= 19.6 ph- PAGE 288) WOOD DE516N PER SECTIONS 2504-2506. STRUCTURES U51N6 WOOD SHEAR WALLS AND DIAPHRA6M5 TO RESIST WIND, SEI5MIG, AND ALL OTHER LATERAL LOADS SHALL BE DE5I6NED AND CONSTRUCTED IN ACCORDANCE WITH AF 4 PA 5DPW5 AND PROV151ON5 OF SECTIONS 2505-2506 5E15MIG DESIGN DATA DE516N PER A5GE 1-16/CHAPTER 11 I. 5E15MIG IMPORTANCE FACTOR le 1.00 2. SHORT PERIOD ACCELERATION 55 IS *see footnote at bottom of page (D=1.0) 3. 1 SECOND ACCELERATION 51 0.745 'see footnote at bottom of page 4. 51TE GLA55 D (default class per IBG and section 11.4.3) 5. SPECTRAL RESPONSE GOEFFIGENT 50, O.cI72 *see footnote at bottom of page 6. 5PEGTRAL RESPONSE GOEFFIGENT `-SDI 0.748 *see footnote at bottom of page 7. 5E15MIG DE516N GATEGORY D (per table 11.6-1 AND table 11.6-2) 8. 5EI5MIG FORGE RE515TING SYSTEM PL.YINOOD 51 BAR WALLS q. DESIGN BASE SHEAR (see selsmlc calculatlons) 10. SEI5MIG RESPONSE GOEFFIGENT Gs 0.15 11. RESPONSE MODIFICATION FACTOR R 6.5 12. ANALY515 PROCEDURE EQUIVALENT LATERAL FORGE 15. RISK GATEC70RY II (table 1.5-1) THE ANGHORA6E OF WALLS 5UPPORTIN6 CONSTRUCTION SHALL BE BE DESIGNED IN ACCORDANCE WITH A5GE 7-16, SECTION 12.14 IN STRUCTURES A5516NED TO 5E15MIG DE51614 CATEGORY G-F, COLLECTOR ELEMENTS AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DESIGNED TO RE515T MAXIMUM EFFECTS AS SPECIFIED IN ASGE 7-I6, SECTION 12.14 BASE SHEAR V= (P 5vs/W W ANCHOR BOLTS: 5/8" DIA X IO", A307 OR BETTER W/ 7" MIN. EMBEDMENT. V= 1104#/BOLT " PER U565, THE MAXIMUM SI IN THE STATE OF WA51-1INOTON 15 0.748. ALL 5EI5MIG DE516N VALUES USED IN TH15 ANALY515 ARE BASED UPON THI5 NUMBER. SINGE 5115 1 E55 THAN 0.75, THEN USE SEISMIG GATEGORY D IF R15K GATEGORY 15 1, II, OR 111 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH- ARCHITECTS. COM S�Q� `'yid f� 3 C,4-- rti^� c 0 x .J� i NASH & ASSOCIATES A R[_ II ITFr"Tti LATERAL CALCULATIONS CLIENT: WIND WORKSHEET PROJECT_ DATE: 85 MPH/110 MPH= NOMINAL/ULTIMATE WIND SPEED NAME: Iq.b P5F- EXPOSURE "B" FRONT ELEVATION LEFT ELEVATION REAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE (#) SHEAR UNIT W x H x (see chart for wbid pressure WALL SHEAR 0 specified height) LENGTH (ft) (#/ft) C4 Z 7 z , SHEAR WALL TYPE FdZ P/6ir Z r 11644 N.E_ 80th St, Kirkland, WA 98033 (425) 828-4117 Fag (425) 822-191B WWW. NASH— ARCHITECTS. COM NASH , ASSOCIMS LATERAL CALCULATIONS -- WIND WORKSHEET B5 MPH/110 MPH= rvuMINAL/ULTIMATE WIND SPEED 19.6 P5F- EXPOSURE "B" FRONT ELEVATION LEFT ELEVATION REAR ELEVATION RIGHT ELEVATION CLIENT: PROJECT: DATE: NAME: LOCATION TOTAL SHEAR FORCE (#) SHEAR UNIT W x H x (sec chart for wind pressure WALL SHEAR 0 specified height) LENGTH (ft) (#/ft) 1 7X 1/10 7 - .N �( R 4- 1-3 7 �� 10 9q 02 3 /3 Alt r (ax-i p SHEAR 7 WALL TYPE �7 - &ct'? zl9 e4 /-I/- y ® l 11644 N.E. Both St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-191B WWW. NASH—ARCHITECTS. COM NASH & ASSOCIATES 1\RCII1TE'.CTS Weight of Buildin Roof Assembly: Asphalt Shingles - 2.00 #/ft Felt - 0.15 #/fl 1/2" Plywood - 1.50 #/fL Trusses ® 24" o.c. - 1.75 #/fL R-38 Insulation - 2.35 #/ft 1/2" GWB Ceiling - 2.00 #/fL Total 9.75 #/ft Use 10.00 #/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 #/It 1/2" GWB Ceiling - 2.00 #/ft Total 7.30 #/ft Use 10.00 #/ft Interior (Pall Assembly: 1/2" GWB - 2.00 #/ft 2K4 9 16" o.c. - 1.10 #/ft 1/2" GWB - 2.00 #/ft Total 5.10 #/ft Use 8.00 #/ft 11644 N.E. BOth St. SEISMIC ANALYSIS Cedar Shakes - 2.25 #/ft Felt - 0.15 #/ft 1/2" Plywood - 1.50 #/ft Trusses ® 24" o,c. - 1.75 #/fL R-30 Insulation - 2.25 #/ft 1/2" GWB Ceiling - 2,00 #/ft Total 9.90 #/ft Use 10,00 #/ft Hardwood - 2.60 #/ft 3/4" T&G Plywood - 2.50 #/fL 2x10 6 16 o.c. - 2.30 #/ft 1/2" GWB Ceiling - 2.00 #/ft Total 9.30 #/ft Use 10,00 #/ft Exterior Wall Assembly: 3/4" Wood Siding - 2.30 #/ft 1/2" Plywood - 1.50 #/ft 2x6 ® 16" o.c. 1.37 #/ft R-21 Insulation - 2.10 #/ft 1/2" GWB - 2.00 #/fL Total 9.27 #/ft Use 10.00 #/ft 4" Brick Veneer - + 3.20 #/ft l: CLIENT: PROJECT: DATE; NAME: i Tile - 9,50 (j/n. Felt - 0.15 #/ft 1/2" Plywood - 1.50 #/ft Trusses ® 24" o.c. - 1.75 /I/ft R-30 Insulation - 2.26 #/ft 1/2" GWB Ceiling - 2.00 #/ft Total 17.90 #/ft Use 18.00 #/ft Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW. NASH-ARCHITECTS. COM NASH & ASSOCIATES AKciil'rECTs SEISMIC: V = (C,) (Wdl) (Plywood) 2nd Level: SEISMIC ANALYSIS r, CLIENT: PROJECT: 141" 3 06.S DATE: NAME: r; Roof: or (Asphalt / Ce(iar 8halce) 10#/ft X_ E_fl sf = i SD (Tile) 18#/ft. X -Sr = Exterior Walls, 1. x 104/sf x 1/2 (h) Interior Walls: L x 8#/sf x 1/2 (h) f 7�,� ,Y % TOTAL: - 3�F3 1st Level: Roof: (1st Floor Roof) 10#/ft X sf r 2nd Floor: 10#/ft X sf f Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) / 20 E f Interior Walls: (I� + L x 8#11sf x 1/2 (h) �i�Pa�`3� 310 (Il) TO TAL: E3� S ent: 1st 10#/ft X sf = Exterior Walls: (E 1 + L x 10 f x 1/2 Interior Walls: (IIs x 1/2 (h)-- � 1 TOTAL: 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW. NASH-ARCHITECTS. COM NASH & ASSOCIATES ARC 'C P. C'i S BASE SHEAR: _ - -- - CLIENT: ` SEISMIC ANALYSIS PROJECT: DATE: NAME: 3 BASE SHEAR V= (F 5r7s /W W V= F (. IZ16.5= .144 LEVEL 2: Wdl? ` j x 0.149 = LEVEL 1: Wdl `i 4 �] x 0.149 = 1 t g1 17 TOTAL Wdl !pf % # x O.149 =_ ��/ (V) Level 'Dead Load' I (Wdl) Total / �►7 Hei ht Moment "44- "4 (Wdl)(h) Fx = [ Wdl}(Wdl)((h} ' (h) i - OWN 5a3 I, q Remarks 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW. NASH- ARCHITECTS. COM s3 v, CD r I � z �J 0 x°' z�II [[ ZRI 'v i c [�a �co H � v I m m I G cn co N N I r m LINE SHEAR LINE SHEAR TOTAL p > I WALL LENGTH Vmax SEI/SM WIND SHEAR WALL HEIGHT OVER HOLD — TURNING I DOWN REQ'd SHEAR WALL ABOVE V/1.4 FORCE I2 /ae-(� ,4 5� 1 g Ag /3y&f SAid(G( 1.3 itil ll�3lloa q Zo 3 r-� �7llS� ► L� � � f � ��7 �°17 LDS l I �105 � N �� � I I it J