REVIEWED-BLD2023-0292+Structural_Calculations+3.7.2023_3.34.19_PM+3407209......REVIEWED
RECEIVED
NASH & ASSOCIATES BY
CITY OF EDMONDS
3/13/23;
ARCHITECTS ? BUILDING DEPARTMENT
CITY OF EDMONDS...............................................
DEVELOPMENT
SERVICES DEPARTMENT BLD2023-0292
PLAN 3232
STRUCTURAL CALCULATIONS
128,1
j \\I RE615TERED
}11 ARGHITEGT
MIGH L YNE
.fOVIN90
STATE OF W0-9HINOTON
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:
ARCIIITI"CTS
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 80 #/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, CFOKI)
E = 1,800.000
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW NASH—ARCHITECTS.COM
PLAN 3232
RB-1
Selection
Conditions
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Loads
BeamChek v2014 licensed to: Nash Jones Anderson Architects Reg # 6464-622
Date: 8110/15
4x 8 DF-L #2 Lu = 0.0 Ft
NDS 2012
Min Bearing Area R1= 2.2 in2 R2= 2.2 in2 (1.5) DL Defl= 0.04 in
Beam Span
6.0 ft
Reaction 1 LL
864 # Reaction 2 LL 864 #
Beam Wt per ft
6.17 #
Reaction 1 TL
1398 # Reaction 2 TL 1398 #
Bm Wt Included
37 #
Maximum V
1398 #
Max Moment
2098 '#
Max V (Reduced)
1117 #
TL Max Defl
L / 240
TL Actual Defl
L / 792
LL Max Defl
L / 360
LL Actual Defl
L / >1000
Section (in')
Shear (W)
TL Defl (in)
LL Defl
30.66
25.38
0.09
0.05
21.52
9.31
0.30
0.20
OK
OK
OK
OK
70%
37%
30%
24%
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: 288 Uniform TL: 460 = A
Uniform Load A
0
R 1 = 1398 R2 = 1398
SPAN = 6 FT
Uniform and partial uniform loads are Ibs per lineal ft.
R B-2
Selection
Conditions
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Loads
PLAN 3232
BeamChek v2014 licensed to: Nash Jones Anderson Architects Reg # 6464-622
Date: 8/10/15
3-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft
NDS 2012
Min Bearing Area R1= 1.6 in2 R2= 1.6 in (1.5) DL Defl= 0.06 in Recom Camber= 0.09 in
Beam Span
9.0 ft
Reaction 1 LL
Beam Wt per ft
6.83 #
Reaction 1 TL
Bm Wt Included
62 #
Maximum V
Max Moment
2297'#
Max V (Reduced)
TL Max Defl
L / 240
TL Actual Defl
LL Max Defl
L / 360
LL Actual Defl
621 # Reaction 2 LL 621 #
1021 # Reaction 2 TL 1021 #
1021 #
851 #
L / 923
L / >1000
Section in
Shear (in2j
TL Defl in
LL Defl
42.19
28.13
0.12
0.06
11.48
5.32
0.45
0.30
OK
OK
OK
OK
27%
19%
26%
20%
ro (psi)
ry (psi)
t (psi x mn)
M-L
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
Uniform LL: 138 Uniform TL: 220 = A
Uniform Load A
R1=1021 R2=1021
SPAN = 9 FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 3232
BeamChek v2014 licensed to: Nash Jones Anderson Architects Reg # 6464-622
B-1
Date: 8/10/15
le i n
5-1/8x 18 GLB 24F-V4 DFIDF
Lu = 0.0 Ft
Conditions
NDS 2012
Min Bearing Area
R1= 8.1 in'
R2= 8.5 in' (1.5) DL Defl= 0.25 in Recom Camber= 0.37 in
Data
Beam Span
19.0 ft
Reaction 1 LL
3136 # Reaction 2 LL 3286 #
Beam Wt per ft
22.42 #
Reaction 1 TL
5275 # Reaction 2 TL 5535 #
Bm Wt Included
426 #
Maximum V
5535 #
Max Moment
28864 W
Max V (Reduced)
4811 #
TL Max Defl
L / 240
TL Actual Defl
L / 471
LL Max Defl
L / 360
LL Actual Defl
L / 956
Attributes
Section (in')
Shear (ink
TL Defl (in)
LL Defl
Actual
276.75
92.25
0.48
0.24
Critical
148.80
30.07
0.95
0.63
Status
OK
OK
OK
OK
Ratio
54%
33%
51 %
38%
Fb(psi)
Fv(psi) E(psi
x mil Fcl i
Reference Values
2400
240
1.8 650
Values
Adiusted 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
Cl Stability
1.0000 Rb = 0.00 Le = 0.00 Ft
oads
Uniform LL: 288 Uniform TL: 460 = A
Point LL
Point I
Distance
950
B = 1644
11.0
Uniform Load A
Pt loads:
R1 = 5275 R2 = 5535
SPAN =19FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 3232
BearnChek v2014 licensed to: Nash Jones Anderson Architects Reg # 6464-622
B-2 Date: 8/10/15
Selection 8-314x 18 GLB 24F-V4 DF1DF Lu = 0.0 Ft
Conditions NDS 2012
Min Bearing Area R1= 9.2 in2R2= 16.8 in2 (1.5) DL Defl= 0.31 in Recom Camber= 0.47 in
Beam Span
20.0 ft
Reaction 1 LL
3412 # Reaction 2 LL 6120 #
Beam Wt per ft
38.27 #
Reaction 1 TL
5963 # Reaction 2 TL 10895 #
Bm Wt Included
765 #
Maximum V
10895 #
Max Moment
59474#
Max V (Reduced)
9517 #
TL Max Defl
L / 240
TL Actual Defl
L / 405
LL Max Defl
L 1360
LL Actual Defl
L / 861
Attributes
Section in3)
Shear (in')
TL Defl (in)
LL Defl
Actual
472.50
157.50
0.59
0.28
Critical
325.10
59.48
1.00
0.67
Status
OK
OK
OK
OK
Ratio
69%
38%
59%
42%
Value
Adiuslments
Fb(psi)
Fv(psi)
E(psi x mil
Fc I(psi)
Reference Values
2400
240
1.8
650
Adjusted Values
2195
240
1.8
650
Cv Volume
0.915
Cd Duration
1.00
1.00
Cr Repetitive
1.00
Ch Shear Stress
N/A
Cm Wet Use
1.00
1.00
1.00
1.00
Cl Stability
1.0000
Rb = 0.00
Le = 0.00 Ft
Loads
Point LL Point TL Distance Par Unif LL Par Unif TL Start End
4362 B = 7462 11.5 80 H = 100 0 11.5
500 1 = 880 11.5 20.0
Pt loads
R 1 = 5963
L
FBI
J
R2 = 10895
SPAN = 20 FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 3232
BeamChek v2014 licensed to: Nash Jones Anderson Architects Reg # 6464-622
B-3 Date: 8/10/15
Selection 5-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft
Conditions NDS 2012
Min Bearing Area R1= 6.3 inz R2= 9.4 inz (1.5) DL Defl= 0.06 in Recom Camber= 0.09 in
Data Beam Span
6.0 ft
Reaction 1 LL
2817 # Reaction 2 LL 3955 #
Beam Wt per ft
11.21 #
Reaction 1 TL
4121 # Reaction 2 TL 6109 #
Bm Wt Included
67 #
Maximum V
6109 #
Max Moment
10788'#
Max V (Reduced)
5576 #
TL Max Defl
L / 240
TL Actual Defl
L / 557
l LL Max Defl
L / 360
LL Actual Defl
L / >1000
Attributes
Actual
Critical
Status
Ratio
Section (in')
Shear (in2)
TL Defl (in)
LL Defl
69.19
46.13
0.13
0.07
53.94
34.85
0.30
0.20
OK
OK
OK
OK
78%
76%
43%
35%
Fb(psi) Fv ;
Values Reference Values 2400 240
Adjusted Values 2400 240
Adjustments
I 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
Cl Stability
1,0000 Rb = 0.00
Lo
Uniform LL: 560
Point LL Point TL
Distance
3412 B = 5963
4.0
E (psi x mil) Fc L
1.8 650
1.8 650
1.00 1.00
Le = 0.00 Ft
Uniform TL: 700 =A
Uniform Load A
Pt loads: n
R1 =4121 R2=6109
SPAN = 6 FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 3232
BeamChek v2014 licensed to: Nash Jones Anderson Architects Reg # 6464-622
B-4
Date: 8/10/15
Selection
4x 10 DF-L #2
Lu = 0.0 Ft
Conditions
NDS 2012
Min Bearing Area
R1= 3.4 inz
R2= 3.4 in? (1.5) DL Defl= 0.02 in
Data
Beam Span
6.0 ft
Reaction 1 LL
1680 # Reaction 2 LL 1680 #
Beam Wt per ft
7.87 #
Reaction 1 TL
2124 # Reaction 2 TL 2124 #
Bm Wt Included
47 #
Maximum V
2124 #
Max Moment
3185'#
Max V (Reduced)
1578 #
TL Max Defl
L / 240
TL Actual Defl
L / > 1000
LL Max Defl
L / 360
LLActual Defl
L / >1000
Attributes
Section (in')
Shear (inj
TL Defl (in)
LL Defl
Actual
49.91
32.38
0.06
0.04
Critical
35.39
13.15
0.30
0.20
Status
OK
OK
OK
OK
Ratio
71 %
41 %
21 %
22%
Fb(psi)
Fv(psi)
E(psi x mil Fcl(psi)
Reference Values
900
180
1.6 625
values
Adjusted 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
Cl Stability
1.0000
Rb = 0.00 Le = 0.00 Ft
Loads
Uniform LL: 560 Uniform TL: 700 = A
Uniform Load A
R1 = 2124 R2 = 2124
SPAN = 6 FT
Uniform and partial uniform loads are Ibs per lineal ft,
PLAN 3232
BeamChek v2014 licensed to: Nash Jones Anderson Architects Reg # 6464-622
B-5 Date: 8/10/15
Selection 5-1/8x 15 GLIB 24F-V4 DF1DF Lu = 0.0 Ft
Conditions NDS 2012
Min Bearing Area 131= 11.4 inZ R2= 11.4 in (1.5) DL Defl= 0.15 in Recom Camber= 0.22 in
Data Beam Span 15.25 ft Reaction 1 LL 5795 # Reaction 2 LL 57954
Beam Wt per ft 18.68 # Reaction 1 TL 7386 # Reaction 2 TL 7386 #
Bm Wt Included 285 # Maximum V 7386 #
Max Moment 28160'# Max V (Reduced) 6175 #
TL Max Defl L / 240 TL Actual Defl L / 364
LL Max Defl L / 360 LL Actual Defl L / 514
Attributes Section (in') Shear (in') TL Defl (in) LL Defl
Actual 192.19 76.88 0.50 0.36
Critical 140.80 38.60 0.76 0.51
Status OK OK OK OK
Ratio 73% 50% 66% 70%
Values
Adjustments
Fb(psi)
Fv(psi)
E(psi x mil
Fc(psi)
Reference Values
2400
240
1.8
650
Adiusted 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: 760 Uniform TL: 950 = A
Uniform Load A
z
R1 = 7386 R2 = 7386
SPAN =15.25FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 3232
BeamChek v2014 licensed to: Nash Jones Anderson Architects Reg # 6464-622
B-6
Date: 8/10/15
Selection
4x 10 DF-L #2
Lu = 0.0 Ft
Conditions
NDS 2012
Min Bearing Area
R1= 4.3 inz
R2= 4.3 inz (1.5)
DL Defl=
0.05 in
Data
Beam Span
6.0 ft
Reaction 1 LL
1500 #
Reaction 2 LL
Beam Wt per ft
7.87 #
Reaction 1 TL
2664 #
Reaction 2 TL
Bm Wt Included
47 #
Maximum V
2664 #
Max Moment
3995 W
Max V (Reduced)
1979 #
TL Max Defl
L / 240
TL Actual Defl
L / 844
1500 #
2664 #
Attributes
Section (inj
Shear in
TL Defl in LL Defl
Actual
49.91
32.38
0.09
0.04
Critical
44.39
16.49
0.30
0.20
Status
OK
OK
OK
OK
Ratio
89%
51%
28%
20%
Fb(psi)
Fv(psi)
E(psi x mil
Fc(psi)
Values
Reference Values
900
180
1.6
625
Adiusted 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
Cl Stability
1.0000 Rb
= 0.00
Le = 0.00 Ft
Loads
Uniform LL: 500
Uniform TL: 880 =A
Uniform Load A
R1 = 2664 R2 = 2664
SPAN = 6 FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 3232
BeamChek v2014 licensed to: Nash Jones Anderson Architects Reg # 6464-622
GB-1 Date: 8/10/15
Selection 5-1/8x 24 GLB 24F-V4 DF/DF Lu = 0.0 Ft
Conditions NDS 2012
Min Bearing Area R1= 23.5 inZ R2= 22.4 in' (1.5) DL Defl= 0.34 in Recom Camber= 0.51 in
Data
Attributes
Actual
Critical
Status
Ratio
Beam Span
20.0 ft
Reaction 1 LL
8465 # Reaction 2 LL 8085 #
Beam Wt per ft
29.89 #
Reaction 1 TL
15250 # Reaction 2 TL 14592 #
Bm Wt Included
598 #
Maximum V
15250 #
Max Moment
75513'#
Max V (Reduced)
12430 #
TL Max Defl
L / 240
TLActual Defl
L / 382
LL Max Defl
L / 360
LL Actual Defl
L / 841
Section (in')
Shear (in')
TL Defl (in)
LL DO
492.00
123.00
0.63
0.29
402.70
77.69
1.00
0.67
OK
OK
OK
OK
82%
63%
63%
43%
Fib(psi) Fv(psi) E(psi x millFcl
Value Reference Values 2400 240 1.8 650
Adjusted Values 2250 240 1.8 650
Adiustments Cv Volume 0,938
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
Loa Uniform LL: 780 Uniform TL: 1380 = A
Point LL Point TL Distance
950 B = 1644 6.0
Uniform Load A
Pt loads:
R1 = 15250 R2 = 14592
SPAN = 20 FT
Uniform and partial uniform loads are Ibs per lineal ft.
CLIENT:
NASH & ASSOCIATES
W I ND AND 5E 15M I G DE51 GN DATA
PROJECT:
PER 2018 I BG
DATE:
A ii c> i i T F C 11, S
NAME;
WIND DESIGN GRITERIA
DESIGN PER ASGE 7-16
I. NOMINAL/ULTIMATE WIND SPEED V/asd / Vult e5/110 mph
2. R15K CATEGORY 11 1.00
3. WIND EXPOSURE CATEGORY "B"
4. INTERNAL FRE55LRE COEFFICIENT +/-55
5. COMPONENTS AND CLADDING
DESIGN PRESSURE +/- 16 psf
BUILDINGS, STRUCTURES, AND PARTS THEREOF SHALL BE DESIGNED AND
CONSTRUCTED IN ACCORDANCE WITH STRENGTH DE516N, LOAD, AND RESISTANCE
FACTOR DESIGN, ALLOWABLE STRESS DESIGN, EMPIRICAL DESIGN OR CONVENTIONAL
CONSTRUCTION METHODS, AS 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 16Oq AND ASGE -7-16
WIND DESIGN PER PART 2 "ENCLOSED SIMPLE DIAPHRAGM BUILDINGS PER ASGE'7-16, SECTION 27.4
(BUILDING HEIGHT 15 LE55 THAN 160 FEET)- SIMPLIFIED METHOD
110 MPH ULTIMATE WIND SPEED
USE Iq.6 PSF PER TABLE 21.5.1 "EXPOSURE B"- 110 MPH (L/B- .05/1= Iq.6 ph- PAGE 285)
WOOD DESIGN PER SECTIONS 2304-2306. STRUCTURES USING WOOD SHEAR WALLS
AND DIAPHRAGMS TO RESIST WIND, SEISMIC, AND ALL OTHER LATERAL LOADS SHALL
BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH AF 4 PA SDPWS AND PROVISIONS
OF SECTIONS 2505-2506
5EISMIG DESIGN DATA
DESIGN PER ASGE 7-16/CHAPTER 11
I. SEISMIC IMPORTANCE FACTOR le 1.00
2. SHORT PERIOD ACCELERATION 55 IS "see footnote at bottom of page 0=1.0)
3. 1 SECOND ACCELERATION 51 0.748 'see footnote at bottom of page
4. 51TE GLASS D (default class per IBC and section 11.4.3)
5. SPECTRAL RESPONSE GOEFFIGENT 508 O.q 72 Osee footnote at bottom of page
6. SPECTRAL RESPONSE COEFFICIENT Sp 0.748 'see footnote at bottom of page
7. SEISMIC, DESIGN CATEGORY D (per table 11.6-1 AND table 11.6-2)
8. SEISMIC FORGE RESISTING SYSTEM PLYWOOD SHEAR WALLS
q. DESIGN BASE SHEAR (see selsmic calculations)
10. SEISMIC RESPONSE COEFFIGENT Gg 0.13
11. RESPONSE MODIFICATION FACTOR R 6.5
12. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORGE
13. RISK CATEGORY 11 (table 1.5-1)
THE ANCHORAGE OF WALLS SUPPORTING CONSTRUCTION SHALL BE BE
DESIGNED IN AGGORDANGE WITH ASCE -7-16, SECTION 12.14
IN STRUCTURES ASSIGNED TO SEISMIC DE516N CATEGORY G-F, COLLECTOR ELEMENTS
AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DESIGNED TO RESIST
MAXIMUM EFFECTS AS SPECIFIED IN ASGE 1-16, 5ECTION 12.14
BASE SHEAR V= (F 5,,/R) W
ANCHOR BOLTS: 5/8" DIA X 10", A3O7 OR BETTER W/ -1" MIN. EMBEDMENT. V= 11O4#/BOLT
' PER U565, THE MAXIMUM 51 IN THE STATE OF WASHINGTON 15 0.74&. ALL SEISMIC DESIGN VALUES USED
IN TH15 ANALY515 ARE BASED UPON THIS NUMBER. SINGE 5115 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
FRONT ELEVATION
fl SCHMAL MOTTO 6GA4G. 1/4• - V-O•
MAIN
14436
UPPER
I-f,:Nf6
TOTAL
3282
GARAGE
64B
COVERED
3'76
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311
LATERAL CALCULATIONS
NASH ASSOCIATES
CLIENT:
PROJECT_
- WIND WORKSHEET
A R C I-[ I I" L C 'r S
DATE:
_
85 MPH/110 MPH= NOMINALALTIMATE WIND
SPEED
NAIVE:
1a.6 P5F
FRONT ELEVATION LEFT ELEVATION
REAR ELEVATION RIGHT ELEVATION
LOCATION
TOTAL SHEAR FORCE (#)
W x H x (see chart for wind pressure
SHEAR
WALL
UNIT
SHEAR
SHEAR
WALL
0 specified height)
LENGTH (ft)
(#/ft)
TYPE
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lla44 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918
C Z I?k
WWW. NASH- ARCHITECTS. COM
NASH & ASSOCIATES
ARCIII'IECTS
Weight of Building:
SEISMIC ANALYSIS
1
CLIENT:
PROJECT:
DATE:
NAME:
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" Plywood -
1.50 #/ft
1/2" Plywood -
1.50 #/ft
1/2" Plywood -
1.50 #/ft
Trusses ® 24" o.c.
- 1.75 #/ft
Trusses® 24" o.c.
- 1.75 #/ft
Trusses ® 24" o.c.
- 1.75 #/ft
R-38 Insulation -
2.35 #/ft
R-30 Insulation -
2.25 #/ft
R-30 Insulation -
2.25 #/ft
1/2" GWB Ceiling -
2.00 #/ft
1/2" GWB Ceiling -
2.00 #/ft
1/2" GWB Ceiling -
2.00 #/ft
Total
9.75 #/ft
Total
9.90 #/ft
Total
17.90 #/ft
Use
10.00 #/ft
Use
10.00 #/ft
Use
18.00 #/ft
1st & 2nd Floor Assembly:
Caret / Pad 0.50 #/ft
3/4' T&G Plywood - 2.50 #/ft
2x10 ® 16" o.c. - 2.30 #/ft
1/2" GWB Ceiling - 2.00 #/ft
Total 7.30 #/ft
Use 10.00 #/ft
Interior Wall Assembly:
1/2" GWB -
2.00 #/ft
®�" o.c. -
#/ft
1X4
2.00
--00 #/ft
Total
5.10 #/ft
Use
8.00 #/ft
Hardwood - 2.50 #/ft
3/4" T&G Plywood - 2.50 #/ft
2x10 0 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 0 16" o.c.
1.37 #/ft
R-21 Insulation -
2.10 #/ft
1/2" GWB -
2.00 #/ft
Total
9.27 #/ft
Use
10.00 #/ft
4" Brick Veneer -
+ 3.20 #/ft
11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918
WWW. NASH-ARCHITECTS. COM
CLIENT:
NASH & ASSOCIATES
SEISMIC ANALYSIS
PROJECT-
ARc ii 1 ['F,C rS
DATE:
NAME:
2
SEISMIC:
V = (C.) (Wdl)
(Plywood)
2nd Level:
Roof:
(Asphalt / Cedar Shake) 10#/ft X I ' q O
sf
Q
or
(Tile) 18#/ft X-
sf
=
Exterior Walls:
L x 10# sf x 1/2 (h)
v7k(0It y
Interior Walls:
1, x B#/.sf x 1/2 (h)
I(4Ok q k�
TOTAL•
1st Level:
Roof:
(1st Floor Roof) 10#/ft X 2 00
sf
= ZbCa
2nd Floor:
10#/ft X 1'7
sf
Exterior Walls:
(E2) + L x 10#/sf x 1/2 (h)
7 Z'1O'L ZOO k/o f oer
Interior Walls:
(I2) + L x 8#/sf x 1/2 (h)
xx
&,Igo �-//O A VI,,ku,
U 0-0
TOTAL: =
? �CJ"L 0
Basement:
1st Floor:
10#/ft X
sf
=
Exterior Walls:
(El) + L x 10#/sf x 1/2 (h)
Interior Walls:
(I1) + L x 8#/sf x 1/2 (h)
TOTAL• —
11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117
Fax (425) 822-1918
WWW. NASH— ARCHITECTS. COM
NASH&ASSOCIATES SEISMIC ANALYSIS
ARCIIITLCTS
BASE SHEAR:
BASE SHEAR V= (F 5DS/R) W
V= F (A-72)/65= .14q
LEVEL 2: Wdl 31 1-7 _/ x 0.149 = _/^`' 7 ?—
LEVEL 1: Wdl_(&(2 N x 0.149 = (O V
TOTAL- Wdl_!l� J/ x 0.149 = 1 iG 2 (V)
CLIENT:
PROJECT:
DATE:
NAME:
Level
Dead Load
(Wdl)
He',ht
He
(h�
Moment
(Wdl)(h)
Shear ®Stor
Fx = [(Wdl)(h)TV
Remarks
(Wdl)(h)
60G&
2
ID
kbiz
10
Total
U
I a3Z,
11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918
WWW. NASH— ARCHITECTS. COM
,KZ
I?
LEVEL
LINE
LINE LINE
SHEAR SHEAR TOTAL
WALL
P > 1 LENGTH
Vmax
SE SEISMIC
(##�ft)
WIND
SHEAR
WALL OVER HOLD—
HEIGHT TURNING DOWN
REQ'd
SHEAR
WALL
r
z
ABOVE
FORCE
r
o
I z
0
2
3
�� °v� l l
� 00
2
3i24
3.1 / I
120
Zoe
j 32S-r�36
2
7
00CIO
1
3 /�
! Z 1
2
S l
Zo
9
► �27
OWW q
w �
13 2-
ND1
z
L4(4Cf
o�3
CD
mI
0
CDco
m
i
� i
NASH & ASSOCIATES
ARCIIITECTS
Redundancy Factor (p):
SEISMIC ANALYSIS
1. Maximum allowable wall shear for p<=1
Vumax = (2)(Vaccstory)/Ab 1/2
2. Maximum actual shear
Vmax = Largest seismic wall shear
3. p = 2-[2(Vaccstory)/(Vumax)(Ab 1/2)
soy Cuf�
CLIENT:
PROJECT:
DATE:
NAME:
11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918
WWW. NASH- ARCHITECTS. COM