REVIEWED BLD BLD2021-0286+Structural_Calculations+2.23.2021_3.06.32_PM+2060553��NASIH & ASSOCIATES
ARCHITECTS
PLAN 3277
STRUCTURAL CALCULATIONS
12871 REGISTERED
ARCHITECT
l� EL WAYNE JOHNSON
STATE OF WASHINGTON
2018 IBC
FEB 1, 2021
8003 118th AVE NE Kirkland, SPA 98033 (425) 828-4117
1P1P1Y.NASH-ARCHITECTS. COM
CLIENT:
NASH & ASSOCIATES
BEAM DESIGN DATA
PROJECT:
ARCHITECTS
DATE:
NAME:
Roof Loads:
LL 25 #/sf
DL 15 #/sf
Total 40 #r/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 3277
BeamChek v2014 licensed to: Nash Jones Anderson Architects
Reg # 6464-622
RB-1
Date: 12/08/14
Selection
4x 8 DF-L #2
_
Lu = 0.0 Ft 77-71
Conditions
NDS 2012
Min Bearing Area
R1= 2.B in2
R2= 2.8 in' (1.5) DL Defl= 0.05 in
Data
Beam Span
6.0 ft
Reaction 1 LL
1089 #
Reaction 2 LL 1089 #
Beam Wt per ft
6.17 #
Reaction 1 TL
1758 #
Reaction 2 TL 1758 #
Bm Wt Included
37 #
Maximum V
1758 #
Max Moment
2638'#
Max V (Reduced)
1404 #
TL Max Defl
L / 240
TL Actual Defl
L / 630
LL Max Defl
L / 360
LL Actual Defl
L / > 1000
Attributes
Section Sin'}
Shear (in)
TL Defl jin)
LL Defl
Actual
30.66
25.38
0.11
0.06
Critical
27.05
11.70
0.30
0.20
Status
OK
OK
OK
OK
Ratio
88%
46%
38%
30%
Fb(psi)
Fv si
E(psi x mil
Fc i
Values
Reference Values
900
180
1.6
625
Adjusted Values
1170
180
1.6
625
Arl�t►s�rne�?ts
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: 363 Uniform TL: 580 = A
Uniform Load A�
R1 = 1758 R2 = 1758
SPAN = 6 FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 3277
BeamChak v2014 licensed to: Nash Jones Anderson ArcnitecM Reg # 6464-622
B-1
Date: 12/08/14
Selection
5-1/8x 16-1/2 GLB 24F-V4 DF/DF
Lu = 0.0 Ft
Conditions
NDS 2012
_ _
Min Bearing Area
R1= 12.0 in2 R2= 12.0 in (1.5) DL Defl= 0.18 in Recom Camber- 0.28 in
Data
Beam Span
15.5 ft
Reaction 1 LL
5293 # Reaction 2 LL 5293 #
Beam Wt per ft
20.55 #
Reaction 1 TL
7832 # Reaction 2 TL 7832 #
Bm Wt Included
319 #
Maximum V
7832 #
Max Moment
30348#
Max V (Reduced)
6442 #
TL Max Defl
L / 240
TL Actual Defl
L / 422
LL Max Defl
L / 360
LL Actual Defl
L / 725
Attributes
Section in' Shear Ins TL Defl in)
LL Defl
Actual
232.55
84.56
_
0.44
0.26
Critical
151.96
40.26
0.78
0.52
Status
OK
OK
OK
OK
Ratio
65%
48%
57%
50%
Fb si
Fv(psi) E(psi
x mil Fcl i
Values
Reference Values
2400
240
1.8 650
Adiusted Values
2396
240
1.8 650
Adiuslments
Cv Volume
0.999
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: 683 Uniform TL: 990 = A
F- Uniform Load A
L
R1 = 7832 R2 = 7832
SPAN =15.5FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 3277
Data
A11tibutes
Actual
Critical
Status
Ratio
Values
A&Vmen s
Loads
BeamChek v2014 licensed to: Nash Jones Anderson Architects Reg # 6464-622
Date: 12/08/14
5-1/8x 12 GLB 24F-V4 DFIDF Lu = 0.0 Ft
NDS 2012
Min Bearing Area R1= 2.0 inz R2= 2.0 in' (1.5) DL Defl= 0.10 in Recom Camber= 0.14 in
Beam Span 15.0 ft Reaction 1 LL 750 # Reaction 2 LL 750 #
Beam Wt per ft 14.94 # Reaction 1 TL 1312 # Reaction 2 TL 1312 #
Bm Wt Included 224 # Maximum V 1312 #
Max Moment 4920 '# Max V (Reduced) 1137 #
TL Max Defl L / 240 TLActual Defl L / 990
LL Max Defl L / 360 LL Actual Defl L / >1000
Section (i_n' Shear in' TL Defl JjqL LL Def]
123.00 61.50 0.18 0.09
24.60 7.11 0.75 0.50
OK OK OK OK
20% 12% 24% 17%
Fb i
Fv i
E(psi x mil)
Fc I si
Reference Values
2400
240
1.8
650
Ad'usted 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: 100 Uniform TL: 160 =A
Uniform Load A
R1=1312 R2=1312
SPAN = 15 FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 3277
BearnChek v2014 licensed to: Nash Jones Anderson Architects Reg # 6464-622
B-3 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= 5.0 in2 R2= 4.6 inz (1.5) DL Defl= 0.13 in Recom Camber= 0.20 in
Data
Beam Span
11.0 ft
Reaction 1 LL
1674 # Reaction 2 LL 1551 #
Beam Wt per ft
14.94 #
Reaction 1 TL
3281 # Reaction 2 TL 2986 #
Bm Wt Included
164 #
Maximum V
3281 #
Max Moment
11839'#
Max V (Reduced)
2971 #
TL Max Defl
L / 240
TL Actual Defl
L / 577
LL Max Defl
L / 360
LL Actual Defl
L / >1000
Attributes
Section (in")
Shear (In']
TL Defl in
LL Defl
Actual
123.00
61.50
0.23
0.10
Critical
59.20
18.57
0.55
0.37
Status
OK
OK
OK
OK
Ratio
48%
30%
42%
26%
Values
Adjustments
_
Fb (pSQ
Fv(psi
E(psi x mil
Fc! S
Reference Values
2400
240
1.8
650
Ad'usted 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
1650 B = 3023 7.0 225 H = 440 0 7.0
L H
Pt loads: B
R1 = 3281 R2 = 2986
SPAN = 11 FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 3277
BeamChek v2014 licensed to: Nash Jones Anderson Architects Reg # 6464-622
B-4
Date: 12/08/14
Selection
4x 10 DF-L #2
Lu = 0.0 Ft
Conditions
NDS 2012
Min Bearing Area
R1= 3.3 inz
R2= 3.3 in' (1.5)
DL Defl= 0.04 in
Data
Beam Span
8.0 ft
Reaction 1 LL
1600 # Reaction 2 LL 1600 #
Beam Wt per ft
7.87 #
Reaction 1 TL
2031 # Reaction 2 TL 2031 #
Bm Wt Included
63 #
Maximum V
2031 #
Max Moment
4063#
Max V (Reduced)
1640 #
TL Max Deft
L / 240
TL Actual Defl
L / 686
LL Max Defl
L / 360
LL Actual Defl
L / 963
Attributes
Actual
Critical
Status
Ratio
Section in'
Shear in
TL Defl in
LL Defl
49.91
32.38
0.14
0.10
45.14
13.67
0.40
0.27
OK
OK
OK
OK
90%
42%
35%
37%
Values Reference Values
Adjusted Values
Adustments CIF Size Factor
Cd Duration
Cr Repetitive
Ch Shear Stress
Cm Wet Use
Cl Stability
Loads
Fb (psi)
Fv (psi)
E (psi x
900
180
1.6
1080
180
1.6
1.200
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: 400 Uniform TL: 500 = A
625
1.00
Uniform Load A
R1 = 2031
R2 = 2031
SPAN = 8 FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 3277
BeamChek v2014 licensed to: Nash Jones Anderson Architects
Reg # 6464-622
B-5
Date: 12/08/14
selection
3-1/8x 12 GLB 24F-V4 DF/DF
Lu = 0.0 Ft
Conailt'gns
NDS2012
Min Bearing Area
R1= 4.6 inZ
R2= 5.3 in (1.5) DL Defl= 0.07 in Recom Camber= 0.10 in
Data
Beam Span
8.0 ft
Reaction 1 LL
2020 #
Reaction 2 LL 1660 #
Beam Wt per ft
9.11 #
Reaction 1 TL
3011 #
Reaction 2 TL 3461 #
Bm Wt Included
73 #
Maximum V
3461 #
Max Moment
6881 '#
Max V (Reduced)
3102 #
TL Max Defl
L / 240
TLActual Defl
L / 758
LL Max Defl
L / 360
LL Actual Defl
L 1 >1000
Attributes
Section W
Shear (Inj
TL Defl in)
LL Defl
Actual
75.00
37.50
0.13
0.06
Critical
34.40
19.39
0.40
0.27
Status
OK
OK
OK
OK
Ratio
46%
52%
32%
22%
Fb(psi)
Fv (psi) E (psi x mil)
FC L (psi)
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
Point TL Distance Par Unif LL Par Unif TL Start End
B = 1800 6.0 520 H = 650 0 6.0
280 1 = 350 6.0 8.0
I
N _
Pt loads:
R1 = 3011 R2 = 3461
SPAN = 8 FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 3277
BearnChek v2014 licensed to: Nash Jones Anderson Architects Reg # 6464-622
GB-1 Date: 12/08/14
selectr'on 3-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft
Conditions NDS 2012
Data
Min bearing Area K1= b.0 In` K1= 6.0 In` (1.0) UL Uetl= U.U9 In Kecom Camber= 0.14 in
Beam Span
11.0 ft
Reaction 1 LL
3080 # Reaction 2 LL 3080 #
Beam Wt per ft
9.11 #
Reaction 1 TL
3900 # Reaction 2 TL 3900 #
Bm Wt Included
100 #
Maximum V
3900 #
Max Moment
10725 W
Max V (Reduced)
3191 #
TL Max Defl
L / 240
TL Actual Defl
L / 415
LL Max Defl
L / 360
LL Actual Defl
L / 581
Attributes
Section in'
Shear in'
TL DO (Iti}
Actual
75.00
37.50
0.32
Critical
53.63
19.94
0.55
Status
OK
L72%
OK
OK
Ratio
53%
58%
Values
AAdius[rn n
Loads
LL Defl
0.23
0.37
OK
62%
Fb(psi)
Fv(psi)
E i 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: 560 Uniform TL: 700 = A
Uniform Load A
R1 = 3900 R2 = 3900
SPAN = 11 FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 3277
GB-2
Selection
BeamChek v2014 licensed to: Nash Jones Anderson Architects Reg # 6464-622
Date: 12/08/14
5-1/8x 15 GLB 24F-V4 DF/DF Lu = 0.0 Ft
Conditions
NDS 2012
Min Bearing Area
R1= 10.1 in R2= 10.0 inz (1.5) DL Defl= 0.08 in Recom Cambe-0.13 in
Data
Beam Span
11.5 ft
Reaction 1 LL
4387 # Reaction 2 LL 4387 #
Beam Wt per ft
18.68 #
Reaction 1 TL
6534 # Reaction 2 TL 6507 #
Bm Wt Included
215 #
Maximum V
6534 #
Max Moment
16577'#
Max V (Reduced)
5186 #
TL Max Defl
L / 240
TL Actual Defl
L / 706
LL Max Defl
L / 360
LLActual Defl
L / >1000
Attributes
Section in' _
Shear ins
TL Defl in
LL Defl
Actual
192.19
76.88
0.20
0.11
Critical
82.88
32.41
0.58
0.38
Status
OK
OK
OK
OK
Ratio
43%
42%
34%
29%
Values I Reference Values
Adjusted Values
6&stments
Cv Volume
Cd Duration
Cr Repetitive
Ch Shear Stress
Cm Wet Use
Cl Stability
Fb tpsg
2400
2400
1.000
1.00
1.00
Fv psi E (psi x mild Fcl
240 1.8 650
240 1.8 650
1.00
N/A
1.00 1.00 1.00 1.00
1.0000 Rb = 0.00 Le = 0.00 Ft
Dads
Uniform LL: 400
Uniform TL: 500 = A
Point LL
Point T1. Distance
Par Unif LL Par Unif TL
Start
End
1089
B = 1758 2.5
363 H = 560
0
2.5
1089
C = 1758 8.5
1 = 80
2.5
8.5
363 J = 560
8.5
11.5
J
_ I
H
Uniform Load A
Pt loads: B
ZN
R1 = 6534 R2 = 6507
SPAN =11.5FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 3277
BeamChek v2014 licensed to: Nash Jones Anderson Architects Reg # 6464-622
GB-3 Date: 12/08/14
Ski-er,on 5-1/8x 15 GLB 24F-V4 DF/DF Lu = 0.0 Ft
Conditions NDS 2012
Min Bearing Area R1= 8.3 in' R2= 8.3 in' (1.5) DL Defl= 0.24 in Recom Camber- 0.35 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adios/rnen1,5
Beam Span
16.0 ft
Reaction 1 LL
Beam Wt per ft
18.68 #
Reaction 1 TL
Bm Wt Included
299 #
Maximum V
Max Moment
23566'#
Max V (Reduced)
TL Max Defl
L / 240
TL Actual Defl
LL Max Defl
L / 360
LL Actual Defl
3450 # Reaction 2 LL 3750 #
5399 # Reaction 2 TL 5399 #
5399 #
4751 #
L / 378
L / 708
Section (n'.
Shear (in')
TL Defl_ in
LL Defl
192.19
76.88
0.51
0.27
117.83
29.69
0.80
0.53
OK
OK
OK
OK
61 %
39%
63%
51 %
Fb(psi)
Fv(psi)
E si 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 TL Distance Par Unif LL Par UnifTL Start End
B = 1500 6.0 400 H = 500 0 6.0
480 1 = 600 6.0 16.0
1
H
Pt loads:
l
R1 = 5399 R2 = 5399
SPAN =16FT
Uniform and partial uniform loads are Ibs per lineal ft.
CLIENT
H - ASSOCIATES
;ASIR
7
W I ND AND 5E 15M I G DE51 GN DATA
PROJECT:
C I I I T I C T S
PER 2015 1 BG
DATE:
NAW-
WIND DESIGN GRITERIA
DESIGN PER A5GE 7-10
I. NOMINAL/ULTIMATE WIND SPEED V/asd / Vult 85/110 mph
2. R15K CATEGORY II 1.00
3. WIND EXPOSURE CATEGORY "B"
4. INTERNAL PRESSURE GOEFFIGENT +/-55
5. COMPONENTS AND CLADDING
DE516N PRE55!RE +/- 16 psf
BUILDIN65, 5TRUGTURE5, AND PARTS THEREOF SHALL BE DESIGNED AND
CONSTRUCTED IN ACCORDANCE WITH STRENGTH DESIGN, LOAD, AND RESISTANCE
FACTOR DESIGN, ALLOWABLE 5TRE55 DESIGN, EMPIRICAL DESIGN OR GONVENTIONAL
GON57RUGTION METHODS, A5 PERMITTED BY THE APPLICABLE MATERIAL CHAPTER, SECTION 1604.1
BUILDINGS, 5TRUGTURE5, AND PARTS THEREOF, SHALL BE DESIGNED TO WITHSTAND WIND LOADS
AS DEFINED IN 5EGTION 1609 AND A50E 7-10
51MPLIFIED METHOD TO BE U5ED FOR WIND DESIGN PER ASGE 7-10, SECTION 27.5
(BUILDING HEIGHT 15 LESS THAN 160 FEfT)
110 MPH ULTIMATE WIND SPEED
USE 19.6 PSF PER TABLE 27.6.1 "EXPOSURE B"
WOOD 1?E51GN PER 5EGTION5 2304-2306. 5TRUGTURE5 USING WOOD SHEAR WALLS
AND DIAPHRAGMS TO RE515T WIND, SEISMIC,, AND ALL OTHER LATERAL LOADS SHALL
BE DESIGNED AND GON5TRUGTED IN AC40RDANGE WITH AF 4 PA 50PW5 AND PROVISIONS
OF SECTIONS 2305-2506
5E15MIG DESIGN DATA
DESIGN PER A5GE 7-10/5ECTION 1615
I. SEISMIC IMPORTANCE FACTOR le 1.00
2. SHORT PERIOD ACCELERATION 55 1.66 "see footnote at bottom of page
5.1 SECOND AGGELERATION 51 0.748 "see footnote at bottom of page
4. SITE GLASS D (default class per IBC)
5. SPECTRAL RESPONSE GOEFFIGENT 5vs OA-12 'see footnote at bottom of page
6. 5PEGTRAL RESPONSE COEFFICIENT 50, 0.748 *see footnote at bottom of page
7. SEISMIC, DESIGN CATEGORY D
8. SEISMIC, FORGE RESISTING SYSTEM PLYWOOD SHEAR WALLS
a. DESIGN BASE SHEAR (see seismic calculations)
10. SEISMIC RESPONSE GOEFFIGENT Gg 0.13
11. RESPONSE MODIFICATION FACTOR R 6.5
12. ANALYSIS PROGEDURE EQUIVALENT LATERAL FORGE
15. R15K CATEGORY II
THE ANCHORAGE OF WALLS SUPPORTING CONSTRUCTION SHALL BE BE
DESIGNED IN AGGORDANGE WITH ASGE 7-10, 5EGTION 12.11.2
IN STRUCTURES ASSIGNED TO SEISMIC DE516N CATEGORY C-F, GOLLEGTOR ELEMENTS
AND THEIR GONNEGTION5 TO VERTICAL ELEMENTS SHALL BE DESIGNED TO RE515T
MAXIMUM EFFECTS A5 SPECIFIED IN A5GE 7-10, SECTION 12.102.1
BASE SHEAR V= (F= 5D5/R) W
ANCHOR BOLT5: 5/8" DIA X 10", A307 OR BETTER W/ 7" MIN. EMBEDMENT. V= 1104#/BOLT
• PER U565, THE MAXIMUM 5i IN THE STATE OF WA514I146TON 15 0.748. ALL SEISMIC, DESIGN VALUES USED
IN THIS ANALY515 ARE BASED UPON TH15 NUMBER. SINGE 5115 LE55 THAN 0.75, THEN USE SEISMIC GATEGORY
D IF R15K CATEGORY 15 I, 11, OR III
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW NASH—ARCHITECTS.COM
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LATERAL CALCULATIONS
CLIENT.
�-ASSOCIATES W11dD WORKSHEETPROJECT:
CTS
DATE:,
&5 MPH/110 MPH= NOMINALNLTIMATE WIND SPEED
NAtM[F;
Icib 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
_ lilp
9t
1399
-76
own —
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Zk�r k 19► �
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11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918
WWW. NASH—ARCHITECTS. COM
ASSOCIATES
;JF NASH& LATERAL CALCULATIONS
CLIENT:
yND WORKSHEET
1\1tCHITLC
PROJECT:
DATE:
85 MPH/110 MPH= NOMINALALTIMATE WIND
SPEED
NAME:
IC1.6 P5F
FRONT ELEVATION LEFT ELEVATION
REAR ELEVATION RIGHT ELEVATION
LOCATION TOTAL SHEAR FORCE (fit}
SHEAR
UNIT
SHEAR
W x H x (see chart for wind pressure
0 specified height)
WALL
LENGTH (ft)
SHEAR
(#/ft)
WALL
TYPE
4 sits
q+►
/y�
57/
PA?1/
•�
S6G 3
A 5'
11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117
Fax (425) 822-1918
WWW. NASH—ARCHITECTS. CO
NASH & ASSOCIATES
Weight of Building:
CLIENT:
SEISMIC ANALYSIS PROJECT:
DATE:
NAME:
i
Roof Assembly
Asphalt Shingles -
2.00 #/it
Cedar Shakes -
2.25 #/ft
Tile -
9.50 #/ft
Felt -
0.15 #/it
Felt -
0.15 #/ft
Felt -
0.15 #/ft
1/2" Plywood -
1.50 #/it
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 #/it
Trusses ® 24" o.c.
- 1.75 #/ft
R-38 Insulation -
2.35 #/It
R-30 Insulation -
2.25 #/ft
R-30 Insulation -
2.25 #/ft
1/2" GWB Ceiling -
2.00 #/it
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 #/it
Use
10.00 #/ft
Use
10.00 #/ft
Use
18.00 #/it
let & 2nd Floor Assembly.
Carpet / Pad 0.50 #/ft
3/4' T&C Plywood - 2.50 #/ft
2x10 0 16" o.c. - 2.30 #/it
1/2" GWB Ceiling - 2.00 #/ft
Total 7.30 #/it
Use 10.00 #/ft
Interior Wall Assembly.
1/2" GWB -
2.00 #/ft
2X4 ® 16" o.c. -
1.10 #/ft
1/2" GWB -
2.00 #/it
Total
5.10 #/it
Use
8.00 #/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 #/it
Total
9.30 #/ft
Use
10.00 #/ft
Exterior Wall Assembly.
3/4" Wood Siding -
2.30 #/ft
1/2" Plywood -
1.50 #/it
2x6 0 16" O.C.
1.37 #/it
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.IIITEC DATE:
NAME:
2
1
SEISMIC:
V = (C-) (WO (plywood)
2nd Level:
L c
Roof: (Asphalt / Cedar Shake) 10#/ft X ! SQ sf = o 12
°r (Tile) 18#/ft X sf =
Exterior Walls: L x 10#/sf x 1/2 (h)
Interior Walls: L x 8#/sf x 1/2 (11)
?owD (1�
ZZOxB�
TOTAL: - 3u IV If
1st Level:
Roof: (1st Floor Roof) 10#/ft X 333 sf = 3 331D_ _
2nd Floor: 10#/ft X 7&:— sf = _10 7(00
Exterior Walls: (E2) + L x 10#/sf x 1/2 (h)
■ as
Syov�- 210 xjo kq,r (E1)
Interior Walls: (I + L x 8#/sf x 1/2 (h)
00 0-
TOTAL: 9060
Basement:
1st Floor. 10#/ft X .- _ _ sf =
Exterior Walls: (E1) + 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
CLIENT: _
NASH&ASSOCIATES SEISMIC ANALYSIS PROJECT:
rARCI1TTP,CI'S DATE:
NAME:
BASE SHEAR:
BASE SHEAR V= (E 5V5/R) W
V= F (.9"12)/b.5= .14q
3
LEVEL 2: Wdl ♦4�
-1
#
x 0.149 = tO
LEVEL 1: Wdl __J`1 &
.5
#
.#
x 0.149 = /1 6
TOTAL: Wdl 56"
4
#
x 0.149 = M45M (V)
Level
i
Dead Load
(Wdl)
He* ht
(h
Moment
(Wdl)(h)
Shear 0 Star
Fx = [(Wdl (h)TV
(Wdl)}(h)
Remarks
2
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110
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Total
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1143, Z
11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918
WWW. NASH—ARCHITECTS. COM
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✓
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LINE
LINE
SHEAR
LINE
SHEAR
TOTAL P > 1
WALL
LENGTH
Vmax
SEISMIC
(#/ft)
WIND
SHEAR
WALL
HEIGHT
OVER
TURNING
HOLD—
DOWN
SHEAR
WALL
ABOVE
FORCE
REQ'd
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--
NASH & ASSOCIATES CLIENT:..
Axcf1lTLcTs SEISMIC ANALYSIS PROJECT:
_.
DATE:
NAME:
Redundancy Factor
1. Maximum allowable wall shear for p<=1
Vumax = (2)(Vaccstory)/Ab 1/2
at gs"p
�- . --- . S'y 43
Z27$ �'Tr?2
2. Maximum actual shear
Vmax = Largest seismic wall shear
,ski . ,Sf-f0
3. p = 2—[2(Vaccstory)/(Vumax)(Ab 1/2)
Z' 1(1?,4-7 ) 7
1sw3(V?r17)
110'f4 A.Z. OULn JL. Wrkland, VITA 96033 (425) 828-4117 Fax (425)
WWW NASH—ARCHITECTS.COM