The URL can be used to link to this page

2520 Beam Calculations NASH & ASSOCIATES ARCHITECTS a�� THE AMITY PLAN 2520 BEAM, LATERAL and SEISMIC C ALC ULATIO NS 25�2 REGISTERED � ARCHIT GAR H MAS NASH STATE O�WASHINGTON ,r-,<__,- � � � �..�, � ; _ � � .��,. �� 2012 IBC DEC. 2014 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 wwv�r.Nash—Architects.com REVISED 7/29/04 CLIENT: NASH ffiASSOCIA'I�s BE.AM DESIGN DATA PRO�cT: ARCHITECTS DATE: NADdE: Y Roof Loads: LL 25#/sf DL 15 #/sf Total 40#/sf Uniess Noted Otherwise Floar Loads: LL 40#/sf DL 10 #/sf Total 50#/sf Deck I�oads: LL 60#/sf DL 10 #/sf Total 70#/sf SoiI: 1500 PSF Min. Concrete: Per IBC i2 Masonry: Per IBC 12 SteeL• Per IHC 12 Wood: Per LBC 12 Nailing: Per IBC 12 4° Beam: Douglas Fir #2 . fv = 180 fb = 90Q P5I E = 1,600,000 6" Beam: Dou�las Fir #2 fv = 180 fb = 900 PSI E = 1>600>000 Joists & Hem F'ir #2 Rafters: fv = 75 fb = 850 PSI E = 1,30Q000 Glza.—Laffi Beam.s: fv = 165 PSI fb = 2,400 PSI (reduced bp size factor, C�'•HI) E = 1,800,000 . I 11844 N_E. 80th St. K�.rkland, WA 98033 (425) 8�8-4117 Fax (425} 322-1918 � WWW.NASH—ARCHITECTS.COM THE AMITY PLAN 2520 BeamChek v2014/icensed to:NASH&ASSOCIATES ARCHITECTS Reg#6464-622 • UPPERFOYER RB-1 Date: 12/08/14 Selection 5-1/8x 12 GLB 24F-V4 DF/DF Lu=0.0 Ft � Conditions NDS 2012 Min Bearing Area R1=5.9 inz R2=5.9 in2 (1.5) D�Defl= 0.13 in Recom Camber-0.19 in Data Beam Span 12.0 ft Reaction 1 LL 2328# Reaction 2 LL 2328# Beam Wt per ft 14.94# Reaction 1 TL 3810# Reaction 2 TL 3810# Bm Wt Included 179# Maximum V 3810# Max Moment 11429'# Max V(Reduced) 3175# TL Max Defl L/240 TL Actual Defl L/541 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in3 Shear inz TL Defl in LL Defl Actual 123.00 61.50 0.27 0.14 Critical 57.15 19.84 0.60 0.40 Status OK OK OK OK Ratio 46% 32% 44% 34% Fb si Fv si E si x mil Fc� si Values Reference Values 2400 240 1.8 650 Ad'usted 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 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft - Loads Uniform LL:388 Uniform TL: 620 =A Uniform Load A 0 � R1 =3810 R2=3810 SPAN = 12FT Uniform and partial uniform loads are Ibs per lineal ft. THE AMITY PLAN 2520 BeamChek v2014 licensed to:NASH&ASSOCIATES ARCHITECTS Reg#6464-622 • BEDROOM TWO RB-2 Date: 12/08/14 Selection 4x 8 DF-L#2 Lu=0.0 Ft , Conditions NDS 2012 Min Bearing Area R1=2.5 in2 R2=2.5 in1 (1.5) DL Defl= 0.03 in Data Beam Span 5.0 ft Reaction 1 LL 970# Reaction 2 LL 970# Beam Wt per ft 6.17# Reaction 1 TL 1565# Reaction 2 TL 1565# Bm Wt Included 31 # Maximum V 1565# Max Moment 1957'# Max V(Reduced) 1187# TL Max Defl L/240 TLActual Defl L/>1000 LL Max Defl L!360 LL Actual Defl L/>1000 Attributes Section in3 Shear in2) TL Defl in LL Defl Actual 30.66 25.38 0.06 0.03 Critical 20.07 9.89 0.25 0.17 Status OK OK OK OK Ratio 65% 39% 24% 18% Fb si Fv si E si x mil Fc� si Va/ues Reference Values 900 180 1.6 625 Ad�usted Values 1170 180 1.6 625 Adjustments 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 - Loads Uniform LL:388 Uniform TL: 620 =A Uniform Load A � 0 R1 = 1565 R2= 1565 SPAN=5 FT Uniform and partial uniform loads are Ibs per lineal ft. THE AMITY PLAN 2520 BeamChek v20141icensed to:NASH&ASSOCIATES ARCHITECTS Reg#6464-622 - BEDROOM THREE RB-3 Date: 12/09/14 + Selection 4x 8 DF-L#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=0.6 in2 R2=0.6 in2 (1.5) DL Defl= <0.01 in. Data Beam Span 5.5 ft Reaction 1 LL 275# Reaction 2 LL 275# Beam Wt per ft 6.17# Reaction 1 TL 402# Reaction 2 TL 402# Bm Wt Included 34# Maximum V 402# Max Moment 553'# Max V(Reduced) 314# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in3 Shear inZ TL Defl in LL Defl Actual 30.66 25.38 0.02 0.01 Critical 5.67 2.61 0.28 0.18 Status OK OK OK OK Ratio 18% 10% 7% 6% Fb si Fv si E si x mil Fc� si Values Reference Values 900 180 1.6 625 Ad'usted Values 1170 180 1.6 625 Adiustments 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 • Loads Uniform LL: 100 Uniform TL: 140 =A Uniform Load A � � R1 =402 R2=402 SPAN =5.5FT Uniform and partial uniform loads are Ibs per lineal ft. THE AMITY PLAN 2520 BeamChek v20141icensed to:NASH&ASSOCIATES ARCHITECTS Reg#6464-622 ' DINING ROOM g_� Date: 12/08/14 , Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=3.9 in2 R2=3.9 in2 (1.5) DL Defl= 0.04 in Data Beam Span 6.0 ft Reaction 1 LL 1560# Reaction 2 LL 1560# Beam Wt per ft 7.87# Reaction 1 TL 2424# Reaction 2 TL 2424# Bm Wt Included 47# Maximum V 2424# Max Moment 3635'# Max V(Reduced) 1801 # TL Max Defl L/240 TL Actual Defl L/931 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in') Shear in TL Defl in LL Defl Actual 49.91 32.38 0.08 0.04 Critical 40.39 15.01 0.30 020 Status OK OK OK OK Ratio 81% 46% 26% 21% Fb si Fv si E si x mil Fc� si Values Reference Values 900 180 1.6 625 Ad'usted Values 1080 180 1.6 625 Adiustments 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 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft - Loads Uniform LL:320 Uniform TL: 400 =A Par Unif LL Par Unif TL Start End H=80 0 6.0 200 I =320 0 6.0 I H Uniform Load A � 0 R1 =2424 R2=2424 SPAN=6FT Uniform and partial uniform loads are Ibs per lineal ft. THE AMITY PLAN 2520 BeamChek v2014 licensed to:NASH&ASSOCIATES ARCHITECTS Reg#6464-622 • KITCHEN B_2 Date: 12/08/14 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 1.3 inz R2= 1.3 in2 (1.5) DL Defl= <0.01 in. Data Beam Span 4.0 ft Reaction 1 LL 640# Reaction 2 LL 640# Beam Wt per ft 7.87# Reaction 1 TL 816# Reaction 2 TL 816# Bm Wt Included 31 # Maximum V 816# Max Moment 816'# Max V(Reduced) 501 # TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in3 Shear in TL Defl in LL Defl Actual 49.91 32.38 0.01 <0.01 Critical 9.06 4.18 0.20 0.13 Status OK OK OK OK Ratio 18% 13% 4% 4% Fb si Fv si E si x mil Fc� si Values Reference Values 900 180 1.6 625 Ad'usted Values 1080 180 1.6 625 Adiustments 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 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft � Loads Uniform LL:320 Uniform TL: 400 =A Uniform Load A 0 0 R1 =816 R2=816 SPAN=4 FT Uniform and partial uniform loads are Ibs per lineal ft. THE AMITY PLAN 2520 BeamChek v2014 licensed to:NASH&ASSOCIATES ARCHITECTS Reg#6464-622 � NOOK B-3 Date: 12/08/14 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=2.0 inZ R2=2.0 in2 (1.5) DL Defl= 0.01 in Data Beam Span 6.0 ft Reaction 1 LL 960# Reaction 2 LL 960# Beam Wt per ft 7.87# Reaction 1 TL 1224# Reaction 2 TL 1224# Bm Wt Included 47# Maximum V 1224# Max Moment 1835'# Max V(Reduced) 909# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in3 Shear inz TL Defl in LL Defl Actual 49.91 32.38 0.04 0.03 Critical 20.39 7.58 0.30 0.20 Status OK OK OK OK Ratio 41% 23% 12% 13% Fb si Fv si E si x mil Fc� si Values Reference Values 900 180 1.6 625 Ad'usted Values 1080 180 1.6 625 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 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft � Loads Uniform LL:320 Uniform TL: 400 =A Uniform Load A 0 0 R1 = 1224 R2= 1224 SPAN=6 FT Uniform and partial uniform loads are Ibs per lineal ft. THE AMITY PLAN 2520 BeamChek v2014 licensed to:NASH&ASSOCIATES ARCHITECTS Reg#6464-622 � FAMILY ROOM B-4 Date: 12/08/14 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=2.0 in2 R2=2.0 inz (1.5) DL Defl= 0.01 in Data Beam Span 6.0 ft Reaction 1 LL 960# Reaction 2 LL 960# Beam Wt per ft 7.87# Reaction 1 TL 1224# Reaction 2 TL 1224# Bm Wt Inciuded 47# Maximum V 1224# Max Moment 1835'# Max V(Reduced) 909# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in3 Shear in TL Defl in LL Defl Actual 49.91 32.38 0.04 0.03 Critical 20.39 7.58 0.30 0.20 Status OK OK OK OK Ratio 41% 23% 12% 13% Fb si Fv si) E si x mil Fc� si Values Reference Values 900 180 1.6 625 Ad'usted Values 1080 180 1.6 625 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 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft � Loads Uniform LL:320 Uniform TL: 400 =A Uniform Load A � 0 R1 = 1224 R2= 1224 SPAN=6FT Uniform and partial uniform loads are Ibs per lineal ft. THE AMITY PLAN 2520 BeamChek v2014 licensed to:NASH&ASSOCIATES ARCHITECTS Reg#6464-622 � DEN B-5 Date: 12/08/14 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=3.0 in2 R2=3.0 inz (1.5) DL Defl= 0.02 in Data Beam Span 5.0 ft Reaction 1 LL 1070# Reaction 2 LL 1070# Beam Wt per ft 7.87# Reaction 1 TL 1895# Reaction 2 TL 1895# Bm Wt Included 39# Maximum V 1895# Max Moment 2368'# Max V(Reduced) 1310# 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 49.91 32.38 0.04 0.02 Critical 26.31 10.92 0.25 0.17 Status OK OK OK OK Ratio 53% 34% 15% 10% Fb si Fv si E si x mil Fc� si Values Reference Values 900 180 1.6 625 Ad'usted Values 1080 180 1.6 625 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 � CI Stability 1.0000 Rb=0.00 Le=0.00 Ft - Loads Uniform LL:40 Uniform TL: 50 =A Par Unif LL Par Unif TL Start End H=80 0 5.0 388 I =620 0 5.0 I H Uniform Load A 0 0 R1 = 1895 R2= 1895 SPAN =5FT Uniform and partial uniform loads are Ibs per lineal ft. THE AMITY PLAN 2520 BeamChek v2014 licensed to:NASH&ASSOC/ATES ARCHITECTS Reg#6464-622 • DINING ROOM B-6 Date: 12/08/14 Selection 5-1/8x 12 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=9.3 in2 R2=9.3 inZ (1.5) DL Defl= 0.17 in Recom Camber-0.26 in Data Beam Span 11.0 ft Reaction 1 LL 3548# Reaction 2 LL 3548# Beam Wt per ft 14.94# Reaction 1 TL 6022# Reaction 2 TL 6022# Bm Wt Included 164# Maximum V 6022# Max Moment 16561 '# Max V(Reduced) 4927# TL Max Defl L/240 T�Actual Defl L!389 LL Max Defl L/360 LLActual Defl L/803 Attributes Section in' Shear inZ TL Defl in LL Defl Actual 123.00 61.50 0.34 0.16 Critical 82.81 30.80 0.55 0.37 Status OK OK OK OK Ratio 67% 50% 62% 45% Fb si Fv si E si x mil Fc� si Values Reference Values 2400 240 1.8 650 Ad'usted 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 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:320 Uniform TL: 400 =A Par Unif LL Par Unif TL Start End H=80 0 11.0 325 I =600 0 11.0 I H Uniform Load A � � R1 =6022 R2=6022 SPAN= 11 FT Uniform and partial uniform loads are Ibs per lineal ft. THE AMITY PLAN 2520 BeamChek v2014 licensed to:NASH&ASSOCIATES ARCHITECTS Reg#6464-622 • FOYER B_7 Date: 12/08/14 Selection 5-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=4.7 in2 R2=3.8 inZ (1.5) DL Defl= 0.08 in Recom Camber=0.13 in Data Beam Span 7.0 ft Reaction 1 LL 559# Reaction 2 LL 611 # Beam Wt per ft 13.08# Reaction 1 TL 3046# Reaction 2 TL 2476# Bm Wt Included 92# Maximum V 3046# Max Moment 7985'# Max V(Reduced) 2824# TL Max Defl L/240 TL Actual Defl L/885 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in' Shear in2 TL Defl in LL Defl Actual 94.17 53.81 0.09 0.01 Critical 39.92 17.65 0.35 0.23 Status OK OK OK OK Ratio 42% 33% 27% 5% Fb si Fv si E si x mil Fc� si Values Reference Values 2400 240 1.8 650 Ad'usted Values 2400 240 1.8 650 Adiustments 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 TL Distance Par Unif LL Par Unif TL Start End B=3810 3.0 150 H=240 0 3.0 180 I =225 3.0 7.0 I H Pt loads: ❑B � 0 R1 =3046 R2=2476 SPAN=7 FT Uniform and partial uniform loads are Ibs per lineal ft. THE AMITY PLAN 2520 BeamChek v2014 licensed to:NASH&ASSOCIATES ARCHITECTS Reg#6464-622 � FRONTPORCH PB-1 Date: 12/08/14 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 1.5 inz R2= 1.5 in2 (1.5) DL Defl= 0.09 in Data Beam Span 11.0 ft Reaction 1 LL 550# Reaction 2 LL 550# Beam Wt per ft 7.87# Reaction 1 TL 923# Reaction 2 TL 923# Bm Wt Included 87# Maximum V 923# Max Moment 2539'# Max V(Reduced) 794# TL Max Defl L/240 TL Actual Defl L/735 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in' Shear inZ TL Defl in LL Defl Actual 49.91 32.38 0.18 0.09 Critical 28.21 6.62 0.55 0.37 Status OK OK OK OK Ratio 57% 20% 33% 24% Fb si Fv si E si x mil Fc� si Values Reference Values 900 180 1.6 625 Ad'usted Values 1080 180 1.6 625 Adiustments 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 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft - Loads Uniform LL: 100 Uniform TL: 160 =A Uniform Load A 0 0 R1 =923 R2=923 SPAN= 11 FT Uniform and partial uniform loads are Ibs per lineal ft. THE AMITY PLAN 2520 BeamChek v2014 licensed to:NASH&ASSOCIATES ARCHITECTS Reg#6464-622 - GARAGE GB-1 Date: 12/08/14 Selection (2)2x 12 DF-L#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 1.3 in2 R2=2.0 in2 (1.5) DL Defl= 0.07 in Data Beam Span 11.5 ft Reaction 1 LL 570# Reaction 2 LL 801 # Beam Wt per ft 8.2# Reaction 1 TL 826# Reaction 2 TL 1273# Bm Wt Included 94# Maximum V 1273# Max Moment 3167'# Max V(Reduced) 1171 # TL Max Defl L/240 TL Actual Defl L/887 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in3 Shear in2 TL Defl in LL Defl Actual 63.28 33.75 0.16 0.09 Critical 42.23 9.76 0.58 0.38 Status OK OK OK OK Ratio 67% 29% 27% 23% Fb si Fv si E si x mil Fc� si Values Reference Values 900 180 1.6 625 Ad'usted Values 900 180 1.6 625 Adiustments CF Size Factor 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 Uniform LL:80 Uniform TL: 100 =A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 275 6=414 8.5 H =80 8.0 10.0 88 I= 140 8.0 10.0 0 0 Uniform Load A Pt loads: 0 0 0 R1 =826 R2= 1273 SPAN = 11.5FT Uniform and partial uniform loads are Ibs per lineal ft. THE AMITY PLAN 2520 BeamChek v2014 licensed to:NASH&ASSOCIATES ARCHITECTS Reg#6464-622 � GARAGE GB-2 Date: 12/08/14 Selection (2)2x 72 DF-L#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 1.3 inZ R2=2.0 in2 (1.5) DL Defl= 0.07 in Data Beam Span 11.5 ft Reaction 1 LL 570# Reaction 2 LL 801 # Beam Wt per ft 8.2# Reaction 1 TL 826# Reaction 2 TL 1273# Bm Wt Included 94# Maximum V 1273# Max Moment 3167'# Max V(Reduced) 1171 # TL Max Defl L/240 TL Actual Defl L/887 LL Max Defl L/360 LL Actual Defl L/>1000 Attribufes Section in3 Shear in2 TL Defl in LL Defl Actual 63.28 33.75 0.16 0.09 Critical 42.23 9.76 0.58 0.38 Status OK OK OK OK Ratio 67% 29% 27°/a 23% Fb si Fv si E si x mil Fc� si Values Reference Values 900 180 1.6 625 Ad'usted Values 900 180 1.6 625 Adjustments CF Size Factor 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 Uniform LL:80 Uniform TL: 100 =A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 275 6=414 8.5 H=80 8.0 10.0 88 I = 140 8.0 10.0 0 0 Uniform Load A Pt loads: � � 0 R1 =826 R2= 1273 SPAN= 11.5FT Uniform and partial uniform loads are Ibs per lineal ft. THE AMITY PLAN 2520 BeamChek v20141icensed to:NASH&ASSOClATES ARCHITECTS Reg#6464-622 • GARAGE GB-3 Date: 12/09/14 Selection 5-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=2.2 in2 R2=3.3 in2 (1.5) DL Defl= 0.23 in Recom Camber=0.34 in Data Beam Span 13.0 ft Reaction 1 LL 656# Reaction 2 LL 854# Beam Wt per ft 13.08# Reaction 1 TL 1448# Reaction 2 TL 2114# Bm Wt inciuded 170# Maximum V 2114# Max Moment 7980'# Max V(Reduced) 2015# TL Max Defl L/240 TL Actuai Defl L/488 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in3 Shear in2 TL Defl in LL Defl Actual 94.17 53.81 0.32 0.09 Critical 39.90 12.59 0.65 0.43 Status OK OK OK OK Ratlo 42% 23% 49% 21% Fb si Fv si E si x mil Fc� si Values Reference Values 2400 240 1.8 650 Ad'usted Values 2400 240 1.8 650 Adiustments 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 Uniform LL:80 Uniform TL: 100 =A Point TL Distance Par Unif LL Par Unif TL Start End B= 1142 8.0 H=80 8.0 10.5 188 I =300 8.0 10.5 0 0 Uniform Load A Pt loads: 0 � 0 R1 = 1448 R2=2114 SPAN= 13FT Uniform and partial uniform loads are Ibs per lineal ft. THE AMITY PLAN 2520 BeamChek v2014 licensed to:NASH&ASSOCIATES ARCHITECTS Reg#6464-622 � GARAGE Gg� Date: 12/08/14 Selection 5-1/8x 18 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=8.7 in2 R2=9.5 inz (1.5} DL Defl= 0.18 in Recom Camber-0.27 in Data Beam Span 19.0 ft Reaction 1 LL 4197# Reaction 2 LL 4439# Beam Wt per ft 22.42# Reaction 1 TL 5665# Reaction 2 TL 6206# Bm Wt Included 426# Maximum V 6206# Max Moment 29317'# Max V(Reduced) 5385# TL Max Defl L/240 TL Actual Defl L/468 LL Max Defl L/360 LL Actual Defl L/747 Attributes Section in3 Shear in TL Defl in LL Defl Actual 276.75 92.25 0.49 0.31 Critical 151.13 33.66 0.95 0.63 Status OK OK OK OK Ratio 55% 36% 51% 48% Fb si Fv si E si x mil Fc� si Values Reference Values 2400 240 1.8 650 Ad'usted Values 2328 240 1.8 650 Adjustments Cv Volume 0.970 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:420 Uniform TL: 525 =A Point LL Point TL Distance 656 B= 1470 13.0 Uniform Load A Pt loads: � 0 0 R1 =5665 R2=6206 SPAN = 19FT Uniform and partial uniform loads are Ibs per lineal ft. THE AMITY PLAN 2520 BeamChek v2014 licensed to:NASH&ASSOCIATES ARCHITECTS Reg#6464-622 - GARAGE GB-5 Date: 12/08/14 Selection 5-1/8x 18 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=6.1 inz R2=5.7 in2 (1.5) DL Defl= 0.02 in Recom Camber-0.02 in Data Beam Span 11.0 ft Reaction 1 LL 3204# Reaction 2 LL 2996# Beam Wt per ft 22.42# Reaction 1 TL 3987# Reaction 2 TL 3687# Bm Wt Included 247# Maximum V 3987# Max Moment 10779'# Max V(Reduced) 3166# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in3 Shear in2 TL Defl in LL Defl Actual 276.75 92.25 0.06 0.04 Critical 53.90 19.79 0.55 0.37 Status OK OK OK OK Ratio 19% 21% 11% 12% Fb si Fv si E si x mil Fc� si Values Reference Values 2400 240 1.8 650 Ad'usted Values 2400 240 1.8 650 Adiustments 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 Uniform LL:460 Uniform TL: 525 =A Point LL Point TL Distance 570 B=826 2.0 570 C=826 7.0 Uniform Load A Pt loads: ❑B � 0 � R1 =3987 R2=3687 SPAN= 11 FT Uniform and partial uniform loads are Ibs per lineal ft. THE AMITY PLAN 2520 BeamChek v2014 licensed to:NASH&ASSOC/ATES ARCHITECTS Reg#6464-622 � GARAGE GB-6 Date: 12/08/14 Selection 5-1/8x 15 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=4.7 in2 R2=6.4 in2 (1.5) DL Defl= 0.15 in Recom Camber-0.22 in Data Beam Span 16.0 ft Reaction 1 LL 2134# Reaction 2 LL 2561 # Beam Wt per ft 18.68# Reaction 1 TL 3083# Reaction 2 TL 4151 # Bm Wt Included 299# Maximum V 4151 # Max Moment 14943'# Max V(Reduced) 3752# TL Max Defl L/240 TL Actual Defl L/599 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in3 Shear in2 TL Defl in LL Defl Actual 192.19 76.88 0.32 0.17 Critical 74.71 23.45 0.80 0.53 Status OK OK OK OK Ratio 39% 31% 40% 32% Fb si Fv si E si x mil Fc� si Values Reference Values 2400 240 1.8 650 Ad�usted 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 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft � Loads Uniform LL:240 Uniform TL: 300 =A Point LL Point TL Distance 854 B=2135 12.0 Uniform Load A Pt loads: � � 0 R1 =3083 R2=4151 SPAN = 16FT Uniform and partial uniform loads are Ibs per lineal ft. THE AMITY PLAN 2520 BeamChek v2014 licensed to:NASH&ASSOCIATES ARCHITECTS Reg#6464-622 GARAGE GB-7 Date: 12/08/14 Selection 3-1/8x 12 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=4.3 in2 R2=3.1 inz (1.5) DL Defl= 0.03 in Recom Camber-0.04 in Data Beam Span 8.0 ft Reaction 1 LL 1931 # Reaction 2 LL 1431 # Beam Wt per ft 9.11 # Reaction 1 TL 2807# Reaction 2 TL 2012# Bm Wt Included 73# Maximum V 2807# Max Moment 4761 '# Max V(Reduced) 1887# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in' Shear in2 TL Defl in LL Defl Actual 75.00 37.50 0.08 0.05 Critical 23.80 11.79 0.40 0.27 Status OK OK OK OK Ratio 32% 31% 19% 17% Fb si Fv si E si x mil Fc� si Values Reference Values 2400 240 1.8 650 Ad�usted Values 2400 240 1.8 650 Adiustments 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 Uniform LL:220 Uniform TL: 275 =A Point LL Point TL Distance 801 B= 1273 0.5 801 C= 1273 5.0 Uniform Load A Pt loads: ❑B ❑� � 0 R1 =2807 R2=2012 SPAN =8FT Uniform and partial uniform loads are Ibs per lineal ft. . THE AMITY PLAN 2520 BeamChek v2014 licensed to:NASH&ASSOCIATES ARCHITECTS Reg#6464-622 THEAMITY DINING ROOM C-1 Prepared by: Date: 12/09/14 Selection (4)2x 4 Hem-Fir#2 Nailed Built-Up Wood Column Conditions NDS 2012, Using values for 2x and 4x solid sawn, Dimension Lumber. Laminate built-up nailed columns per NDS 15.3.3.1 or per local code. Data Load 9832# Column Area 21.0 inZ Kf 1.00 Actual Height 8.0 ft le d1 Effective Ht 96 in c 0.80 Unbraced L1 8.0 ft le d2 Effective Ht 96 in KcE 0.30 Unbraced L2 8.0 ft Ke Buckling Mode 1.0 FcE 519 Attributes and Values Controlling d is 3.5 inches Fc�� (psi) E(psi x mil) Reference Values 1300 1.3 le/d psi Area (in2) Adjusted Values 475 1.3 Actual 27 468 21.0 CF Size Factor 1.15 Critical 50 475 20.71 Cd Duration 1.00 Status OK OK OK Cm Wet Use 1.00 1.00 Ratio 54% 99% 99% Cp Stability 0.32 Note:A wood plate under this column must have an Fc value, perpendicular to the grain,greater than 468 psi. NASH &ASSOC�A�"ES ARCHITECTS LATERAL Sc S EIS MIC C ALC ULATIO NS �01� IB� 11644 N.E. 80th St. Kirkiand> PTA 98033 (425) 828-4117 Fag (425) 822-1918 WW W.NASH—ARCHITECTS.CQDd � _ _ CI.IENT: NASH&ASSOCIATES WIND AND SEISMIC DESIGN DATA PROJECT: r1RCHITECTS PER 2012 I�C DATE: I NAME: ', WIND DESIGN CRITERIA DESIGN PER ASCE 7-10 1. NOMINAL/ULTIMATE WIND SPEED V/asd / Vult 85/110 mph 2. RI.SK CATEGORY II 1.00 3. WII�TD EXPOSURE CATEGORY °B" 4. II+iTERNAL PAESSURE COEFFICENT +/-55 5. COMPONENTS AND CLADDING DESIGN PRESSURE +/— 16 psf BUILDINGS, STRUCTURES. AND PARTS TF�REOF SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH S'1'RENGTH DESIGN, LOAD, AND RESISTANCE FACTOR DESIGN, ALLOWABLE STRESS DESIGN, EMPIRICAL DESIGN OR CONVENTIONAL CONSTRUCTION METHODS, AS PERMITTED BY THE APPLiCABLE MATERIAL CHAP'1'ER, SEC'I'ION 1604_1 BUILDINGS, STRUCTURES, AND PARTS THEREOF> SHALL BE DESIGNED TO WITHSTAND WIND LOADS AS DEF'INED IN SECTION 1609 AND ASCE 7-10 SIMPLIF'IED METHOD TO BE USED FOR WIND DESIGN PER ASCE 7-10, SECTION 27.5 (BUILDING HEIGHT IS LESS THAN 160 FEET) 110 MPH ULTIMAZ'E �PIND SPEED USE 19.6 PSF PER TABLE 27.6_1 "EXPOSURE B" WOOD DESIGN PER SECTIONS 2304-2306. STRUCTURES USIlVG WOOD SHEAR WAr•i� AND DIAPHRAGMS TO RESIST WiND, SEISMIC, AND ALL 0'1'HEA LATERAL LOADS SHALL HE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH AF & PA SDP�IS AND PROVISIONS OF SECTIONS 2305-2306 SEISMiC DESIGN DATA DESIGN PER ASCE 7-10/SEC1'ION 1613 1_ SEISMIC IMPORTANCE FACTOft Ie 1.00 2. SHORT PERIOD ACCELERATION Ss 1.66 'see footnote at bottom of page 3. 1 SECOND ACCELERATION S 1 4.748 'see footnote at bottom of page 4. STTE CLASS D (default class per IBC} 5. SPEC.TRAL ftESPONSE COEF'FICIENT S� 0.972 'see footnote at bottom of page 6. SPECTRAL RESPONSE COEFFICIENT S� 0.748 isee footn.ote at bottom of gage 7. SEISMIC DESIGN CATEGQRY D 8_ SEISMIC FORCE RESIS'TIIVG SYSTEM PLYDPOOD SHEAR WALLS 9. BESIGN BASE SHEAR (see seismic calculatians) 10. SELSMIC RESPONSE COEFFICIENT Cg 0.13 11. RESPONSE MODIFICATION FACTQR R 6.5 12. ANALYSIS PROCEDURE EQUNALENT LATERAL FORCE 13. RISK CATEGORY II T'HE ANCHORAGE OF WALIS SUPPOBTING CONSTRUC`I'ION SHALL BE BE DESIGNED IN ACCOADANCE WiTH ASCE 7-10, SECTION 12.11.2 IN S'IRUCTURES ASSIGNED TO SEI5MIC DESIGN CA'I'EGORY C—F, COLLECTOR ELEMENTS AND TI-�IR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DESIGNED TO RESIST MA�fiT11M EF'FECTS AS SPECIFIED IN ASCE 7-10, SECTION 12.10.2.1 BASE SI�AR V!F �S /g)'R ANCHOR BOLTS: 5/8" DIA X 10", A307 OR BETTER �V'/ 7" MIN. E�BEDMENT. V= I104#/BOLT � PER USGS, THE MA�MUM�S IN TI� STATE OF WASHINGTON IS 0.748. ALL SEISMIC DESIGN VALUES USED IN THIS APIALYSIS ARE BASED UPON THIS NUMBER. SINCE� S IS LESS 'I'HAN 0.75, TF�N USE SEISMIC CATEGO D IF RISK CATEGORY IS 1, II, OR 111 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 W�KW.NASH—ARCHITECTS.COM � 1 2 3 . � N � � <S <ST <Sr <s <S� �s� �p0 �F-� �Q? �p? ',�oe yo@ yo8 �'08 yo@ o y ��Q ��p �p R �P R � � � i vR-4�. � Pt-4 PI-4 Ph4 Ri• A �8 15' 45' 35' 4' 35' i o o �� r--------� � �� I I I I I I I I I I I � I I � I I � � F � � � I � I I ' I I I I �� II I I L ___J \ � � � � � � � �� I � � . f � �r� � O � S� %+� �� 2�.s� - — — � o ��0 ��° B ' b' T' � ry fl�� ry Sry �� Ty � bm_` iR O O°,P °�P I Q� I � 0 s„ yt'r H�i SFEP�R Y14LL ABV. � // .qS///////// ////////// —— 2 L-I � �h �� r __"� �-- -----� i i i i i i i i i i i i i i i i i i � i � �� r_____ —� r__ LI I ' LI I I I Sry �- -----J i I-- J I °o I I c 4.5' �� y� ��.o �, ��.o is�� rsi2xs ° (3)2x'S (3)2x'S M�I 1� ��OO� 1 2 3 � o � A231 �� '� 3� � � � i i o � i i i i i i i i i a0 i � i i i i i i n i i i i i � '� -----� i i i i i --- i ----------i . i i i i i i i i i i i i i i i B �3 aa ° � � P O o �� 3 LI �, _______ 'ys PF+P� 0'� �c I a 0 LI �e3 i 2`y2 s� � � I I I � I I i � ' D � a � � - � 4, ba �P 4' 4 � 12' �'y UPi°�1¢ PLOOR 3 2 1 14'-9• �'-0' S'3' � IG.6 sf — — — — \ — — — — — — — — — — — — — — — — — — — — — — — — — R�,41Q EL��/?�TION A B C i4�a• �s�-o� io�1r• — — — — — � — — — — — — — — — — — — — — — — — — — — — — — — — — ❑❑ — I�� — — — LE�T �L��?.TIO1�1 CLIENT_ NAS�&ASSOC��s ��RAL DESI�N DATA PROJECT. 2�RCHITECTS PER IBC 12 DATE: NAME: SHEAR UNIT SHEAR LINE LEVEL TOTAL SHEAR FORCE (#) WALL SHEAR WALL LENGTH (ft) (#/ft) TYPE W H P Abv. A 2 14 x 8.5 x + = 23 � � 1 14 x 9.5 x +� ' = 18 ,,, � B 2 25 x 8.5 x + = 13 � 1 25 x 9.5 x +� = 27.5 '�' „ �� . � �"" � ' C 2 10.5 x 8.5 x +�_ �2 �� 1 10.5 x 9.5 x + = 4.5 "`' p �,' 1 2 5 x 8.5 x + = 8 � � 1 5 x 9.5 x + = 23 �u''� �� 2 2 20 x 8.5 x + = 20 ; � � 1 20 x 9.5 x + = 18.5 �� "� 3 2 14.5 x 8.5 x +� = 42 ti"� ,' ' ' 1 14.5 x 9.5 x + = 44 '� ' � 11�44 N.E_ 8�th St. Kirkiand, VPA 98033 (425} 828-4117 Fax (425) 822-1918 �rww Nash—Architects.com RE�IISED 7-3-2013 CAPECOD',DWG�,,BLOCKS\STRUCTURAL\CALC-SHEETS-IRC09 P�R I BG 20I2 D�-re, G�N�iz?�L 1�1OT�5 S�� PLRNS TO DETERMINE ThIE DIP��iZENT DESIGNP�TORS FOR SH�AR WALL MP�I'�fZIP�LS, N?�ILING, P�NGHOR BOLTS, Ri�lD I-fOLDOWNS_ LOGP�TE HOLDOWNS ,4S GLOSE A5 POSSIBLE TO THE END � OP THE DESIGN�TED YVt�LL_ ,4LL FfOLDOWNS, A�NGFfOR BOLTS, W,45NERS, ff Nfi�ILS It�I GONTAGT WITH P.T_ WOOD TO BE HOT DIPP�D G,4LYt�NIZED. � PI = ON� SID� PLYWOOD P2 = TWO SIDES PLYWOOD NPcfL SP,4GING SILL ��SE H�#Z D�#2 MA�RK �n6" TOP � BTM. BLKG. pL�-� p(�� /ALUE V,hLU� PLYWD. EDG�S FfEL,D PL/�TES R�Q'D. P�NGHOR BOLTS NA�ILfNG (#/LF) (#/L�) PI-6" Sd 6" !2" 6" 2x4 5/8" � 48" (2) 16d � ID" 223 2�5 PI-4" 8c1 4" 12" 4" 2x4 5/8" � 32" (2) 16c1 � �f" 32� 3Q� PI-3" *'� Sd 3" 12" 3" 3x4 5/8" � 24" (2) 16d � 5" 418 50� PI-2" *" 8d 2" 12" 2" 3x4 3/4" � 24" (2) 16d � 5" 544 6�70 P2-6" "'� 8d 6" 12" 6" 3x4 5/8" � 24" (2) 16d � 5" 446 510 P2-4" *" 8d 4" 12" 4" 3x4 3/4" � 20" (3) fbd � 5" 650 �QO P2-3" '�� 8d 3" 12" 3" 3x4 3/4" � 16" (4) 16c# � 5" 836 1010 P2-2" "* Sd 2" 12" 2" 3x4 3/4" � l2" (4) 16d � 4" {088 II?O "NOTE: W,4Ll..S WITH UNIT SH�f�R O� 351#/ft. OR GR�f�T�R 5�-tA�LL H,4V� rRP�MiN6 NI�MBERS (STUDS � PLf�TES) �BtJTTING PP�N�LS NOT L.ESS THAN 3X M�MB�RS (P�R ISG 2012 TA�BL� 2306.3) OR DOUSL� 2x (PER IBG 2012 - S�GTION 2306.3 footnote f). �X �R,4MING WILL BE NOTED ON PLP�N_ *�NO'i"�: HEM-�IR VALU�S �+P�VE B�N P�D_IUS'f�D �GGORIKG TO fBG TABL� 23063 Footnote a_(3) - SP�GI�IG GR,�VITY P�DJUSTM�NT �AGTOfiZ = [I-(OS-5G)];56 �OR H�M-�IR = .43 PER ,h��PI�; [I-(OS-.43)] _ .Q3 I. US� POl^l�R-DR(VEN STEEL 5TUD5 ,4ND N�ILS BY ttILTY OR RI-�MS�T W!-t�R� f4PPLlGflBL�. 2_ PLYWOOD MA�Y B� lNSTRLL�D EITH�R HOtZIZONTRLLY OR VERTIG�L.LY. � 3. 50LID BLOGK tNIT{-t JOIST UNDER INTERIOR SH�P�R WP�LLS. S{-+�P�R 1�(�LL NOT�S 7/fb" OSB OR PLYWOOD 5!-}�A�THING - U5� 8d GOMMON OR GALV,4NIZ�D NRILS_ BLOGK P�LL PP�N�L �DG�S_ LONG DINt�NSIONS O� PLYWOOD M�tY BE INSTRLLED YERTlG�cLLY_ N,4{L � 12" O.G. TO ,4LL INTERMEDIP�T� 5TUD5. WH�RE 3" Nf�iL SPRGING IS SP�GIPIED AT PA�N�L �DGES, U5E I-I/2" 8d SHORT N�ILS OR 3X STUDS WITH IOd GOMMON NP�ILS. �Oi�Z 2" N,41L SPA�GING, USE 3X STUDS fkND STf4GG�R PP�NELS. 1^IH�R� PLYWOOD IS 2 51DE5 O� W,4LL, JOINTS TO P,4LL OA! S�P?�RP�TE STUDS ON EP�Gi-I SIDE. FLOOR PLYWOOD - USE 8cl GOMMON NP�ILS � 10" O.G. A�T INTERMEDIRTE SUPPORTS, 6" O.G. �T ,4LL P,4N�L EDGES A�ND 4" O_G. ,4T ,4LL SH�P�iZ WP�LLS, UNLESS OTf-I�RWIS� SHOWN ON PLP�NS. �LOOR JOISTS - JOIST PARR�kLL�L TO �LOOR OP�NINGS AND �XTERfOR WP�LLS SH,4LL B� GROSS BLOGK�D ,4T 48" O.G_ � �DG�S W/ (4) IOd N,41L5 POR TFf� FIRST BAY. 3" x 3" x V4" SQUI�R� WP�5F�1�R5 P�T 1-4LL /�NGi-IOR BOLTS. ST��''L� SGH�DULE 7/16" OSS OR PLYWOOD SHEA�Ti�ING A�LLOW�48L� SH�,4R Y,4LU�5 li2 16 gage STP�PL�S - D� #2 STUDS I� 16 gage 5T,4PLE5 - f-f� #2 5TUD5 6" o.c. - 1�5 #/ft. 6" o.c_ - 127 #/ft. 4" o.�. - 230 #/ ft. 4" o.c. - 188 #/ ft_ 3" o.c. - 3f0 #/ ft_ 3" o.c. - 254 #/ ft. Z" o.c_ - 3a5 #/ ft_ 2" o.c. - 323 #! ft_ � FIELD SPA�GING: 12" O.G_ N,41L5 � STAPLES. F+OLDOWNS - INST,4LL SIMi�SON I�OLDOWNS OR �QUIV�L�NT P�T TH� �ND O� SH�f�R WP�LLS WHEN Si-IOWN ON DRAWIN65_ TO P�TT�4G�t U5E 2X OR 3X HF #2 GOhISTRUGTION GR�4DE5 f�5 S{-f�,4}Z WP�LL BOUh(D,4RY ELEMENTS. HOLDOWi�tS �R� ONLY REQUIRED WI-{ERE SHOWN ON PL/�NS. I � CLIENT: NASx&A,SSOC�'�s SEISMIC ANALYSIS PROJECT: ARCHITECTS pER IBC 12 DATE: NAME: i Weight of Builcling: Roof Assembly. Asphalt Shingles - 2.00#/ft Cedar Shakes - 2.25#/ft Tile - 9.50#/ft Felt - 0.15 #/ft Felt - 0.15 #/ft Felt - 0.15 #/ft 1/2" Plpwood - 1.50 #/ft 1/2" Plyvs*ood - i.50 #/ft 1/2° Plywood - 1.50 #/ft I Trusses (�? 24" o.c. - 1.75 #/fE Trusses C� 24" o.c. - 1.75 #/ft Trusses C� 24" o.c. - 1.75 #/ft ! R-38 Insulation - 2.35#/ft R-30 Insulation - 2.25#/ft R-30 In.sulation - 2.25#/ft i/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/ft I/2" GWB Ceiling - 2.00#/ft Totai 9.75#/ft Total 9.90#/ft Total 17.90#/ft Use 10.40#/ft Use IO.QO#/ft Use 18.40#/ft lst & 2nd Floor 9ssembly. Car�et / Pad - 0.5Q#/ft Hardwood - 2.50#/ft 3/4' T&G Plywood - 2_50#/ft 3/4" T&G Plywood - 2.50#/ft 2g1.0 � 16" o_c. - 2.30#/ft 2x10 � 16" o.c. - 2.30#/ft i/2" GWB Ceiling - 2.OQ#/ft 1/2" GWB Ceili.n.g - 2.00#/ft Total 7_3Q#/ft Total 9.30#/ft Use 10.00#/ft Use 10.Q0#/ft Interior Wall Assembly: E�erior WaII Assembly: i/2" �WB,- 2.00#/ft 3/4" Wood Sidin.g - 2.30#/ft 2X4 � 16 0.�. - 1.10 #/ft 1/2" Plpwood - 1.50 #/ft i/2" GWB - 2.00#/ft 2x6 � 16" o.c. - 1.37 #/ft Total 5.10 #/ft R-21 Insulation - 2.10 #/ft Use 8.00#/ft 1/2„ �� - 2.00#/ft Total 9.27#/ft Use 10_00#/ft 4" Brick Veneer - + 3.20#/ft 11644 N.E. SOth St. Kirklan.d, VV'A 98C33 (425) 828-4117 Fax (425) 822-1918 �PP1W.NASH-ARCHITECTS.C0� CLIENT= � NASH&ASSOCCI�TES SE�SMIC ANALYSIS ��°�cT: dRCHITECTS pER IBC 2012 DATE: NAME: 2 2nd Level: Roof: Asphalt/Cedar Shake 10 #/ft x �370 SF = 137t?0 Tile 18 #tfit x �<' SF = 0 � � 1/2 h) Exterior Walls: 0 x x = (E2) I Interior Walis: 0 x x - �12� Total: _ � ''� , � I'„ or , � + �; k 1 st LeveL Roof: Asphalt/Cedar Shake 10 #Ift x 55 SF = 550 " 2nd Floor: 18 #!ft x 1395 SF = 25'fi 10;� � � 1/2(h) + (E2� _ (E�) Exterior Walls: 0 x x (12) Interior Walls: 0 x � x + ��; _ (11) Total: _ � 4, �'' or k �� r 11644 N.E. 80ti�. St. K'ir�al.and, WA 98033 (425} 828-4117 Fa� (425) 622-1918 P�6Y',NASH—ARCHITECTS.COI� RE�/ISED O1-06-12 CAPECOD\DWG\BLOCKS',STRUCTURAL�CALC-SHEET5-[RC09 CLIENT: �TASx��sso��s S EiS 14iIC �tALYS IS PRO TECT: A R C H I T E C T S PER IBC 2012 DATE: NAd�: 3 Wdl Cs V ' LEVEL 2: 13.7 x d.'{3 = 1.8 LEVEL 1: 25.7 x Q.13 — 3.3 TOTAL: 3J.4 x 4.13 = 5.1 SHEAR @ STORY DEAD LOAD MOMENT REMARKS LEVEL �Wd�� HIGHT(h) �Wd��h� Fx= [(Wdi)(h)�V/ [(Wdl)(h)] ALPHA NUMERIC 2 13.7 18 246.6 52% 2.b5 3 0.9 3 0.9 1 25.7 9 231.3 48% 2.45 3 0.8 3 0.8 TOTAL 39.4 477.9 100°l0 5.1 . � � � 1154� N_E. 80t1o. St. Kirkland> PTA 98033 (425) 826-4117 Fag (425) 822-1918 W'�TW.NAS�I—ARC'rII'i'ECTS.COM REVISED 01-06-12 CAPECOD\DWG\BLOCKS\,STRUCTURAL��,CALC-SHEETS-IRC09 CLIENT: ' NASH�ASSO�A'�'ES S EIS M�� ANA�,YS IS PROJECT: A R C H I T E C T S PER IBC 2012 DATE: NAME: 4 QJ �r ^rt ih r'�s d J ^�Y <`sD d � � � , , , � , , � � � .-- � c�t �- tU �C r- •-- � � cL a a. a � � � ri �r C4 M W M CO t�- Ut CV CV �!' � IX> G4 W CSS CO 0..1 O CV CO �' Z � M oO O �- T' � � � (Y 'V' � V Cd V O � � � 6> tx? � r- CO �f' O � O N N t� C^� c- � �.. O .- CO h- 'V' V � ti � � � � � � r F- f--- J F- t� � � � C33 ff� J F- O Cl C3 G7 G? Q Q � ¢ � �p 0p CO � CO CU 's = 's = V 1`� N h- 'C1' M ci' ci' U? r t9 l[3 Q � � C4 � � c- O � V CQ � z Q 1��- � CV � oJ e- Q CT tV `ci' O CU �t? � � = N M Oa M � . Z � r M r r � � � � � h- Cf O t+} (S7 CO CO 6� V �' CV Cf3 �p �►' (�- tC� tD N N �f' 4f) CO M �- � � � M M X `..� . X ...�'� c� C3 �- m U .— � � ` v c� oa v cv cs> � � -. rn rn u> r� �n > � } rn cs� r. r- rn r� } � ] c� co � r- v c� M � lit W (t? t!3 � c0 tSl tt� M kC� ci" M t'7 N c0 O iV � � � �,,, � (1( �y ct � � N �- � N �S' N �- Q � Q � � 'sw 'sw _1 J 0 � � /� A a � a ti r- r- r; r� r. � o� rn rn rn rn rn Q .- �- r- �- r- �- et ci o 0 o co 0 ~U' O E- t- rn rn rn rn rn a� o o a o 0 0 � Q > ci o ra o ci a w d > Zwp zw0 J = Crl _.I Z �l , C!) 'S CA Q � m � w co a� csa rn c3� a� a�s rn � � Q ci ci o 0 0 0 � +� o o ci o ci c+ j zw zu� � z � S � � w w � Z Q m U � N M Z Q C� U � N C'7 _1 J J J . � � � N W W J J 11Fi4�4 N.E. 80th St. Kirkland, WA 98033 (425) 828-4-117 �'ag (425) 822-1918 W'1�fW.NAS�I-ARCHITECTS.CO&I � REVISED 01-06-12 CAPECOD��,DWG\BLQCKS\STRUCTURAL`,CALC—SKEETS—IRC09 CLIENT: " I�AS�ffi1�SS�C��s SE�S�iiC �NALYS�S ��o�cT. ARCHITECTS pII2 �C 2012 DATE: . NAME: 5 Red.undancy Factor (p): 1. �iaxim,um alic�wable �vall shear far p�=1 Vumax = (2}{�aecst�riY)�Ab ��' z{ s_� > �oz Vumax = = 33.5 = 0.3 i �'� 1125 � �. �ta�irr3.urn act�al shear 'Vmax = Larg�st s�ismie wail shear p_3 ? 0.357 � 3, p = �—[�{VaccstorY`�/{Vumax}(Ab �:"��} P = 2 - [ 2( 5.1 ) � = T ( Q.3 ' 33.5 ) I � l � � 11644- N'_E. 8flth St. Ki�k�.an.d, �t'� 98{333 (425} 828-411? �'a� (4-25) 52�-1918 'N�'N'.I�TAa^�—L�tCrII'T�CTS.C OM RE�/ISED 01-06-12 CAPECOD` D'NG �BLOCKS\,STRUCTURAL\C�1LC—SHEETS—IRC09 � _