4 Unit- StructuralNASH & ASSOCIATES
ARCHITECTS
SELECT HOMES
82nd PLACE TOWNHOMES
BEAM, LATERAL AND
SEISMIC CALCULATIONS
12871
REGISTERED
CHITECT
IC14AEL WAYNE JOHNSON
STATE 01 WASHINGTON
2015 IBC
JULY 1, 2016
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW. NASH-ARCHITECTS. COM
PLAN 1482
BeamChek v2018 licensed to: Nash and Associates Architects Reg # 6464-622
B-1
Date: 4/21 /20
Selection
4x 10 DF-L #2
Lu = 0.0 Ft
Conditions
NDS 2015
Min Bearing Area
R1= 3.1 in
R2= 3.1 in (1.5)
DL Defl=
0.02 in
Data
Beam Span
6.0 ft
Reaction 1 LL
1320 # Reaction 2 LL 1320 #
Beam Wt per ft
7.87 #
Reaction 1 TL
1914 #
Reaction 2 TL 1914 #
Bm Wt Included
47 #
Maximum V
1914 #
Max Moment
TL Max Defl
LL Max Defl
2870'#
L / 240
L / 360
Max V (Reduced)
TL Actual Defl
LL Actual DO
1422 #
L / >1000
L / >1000
Attributes
Section in'
Shear inz
TL Defl in
LL Defl
Actual
j 49.91
32.38
0.06
0.03
Critical
31.89
11.85
0.30
0.20
Status
OK
OK
OK
OK
Ratio
64%
37%
19%
17%
Values
Adjustments
Reference Values
Adjusted Values
Fb i
900
1080
Fv(psi)
180
180
E(psi x mil)
1.6
1.6
Fc!(psi)
625
625
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: 440 Uniform TL: 630 = A
Uniform Load A
R1=1914 R2=1914
SPAN = 6 FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 1482
BeamChek v2018 licensed to: Nash and Associates Architects Reg # 6464-622
GB-1 Date: 4/21 /20
Selection 5-1/8x 15 GLB 24F-V4 DF/DF Lu = 0.0 Ft l
Conditions NDS 2015
Min Bearing Area R1= 8.2 in2 R2= 9.6 in (1.5) DL Defl= 0.25 in Recom Camber= 0.37 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Beam Span
Beam Wt per ft
Bm Wt Included
Max Moment
TL Max Defl
LL Max DO
16.0 ft
Reaction 1 LL
3200 # Reaction 2 LL 3200 #
18.68 #
Reaction 1 TL
5315 # Reaction 2 TL 6264 #
299 #
Maximum V
6264 #
21772'#
Max V (Reduced)
5453 #
L / 240
TL Actual Defl
L / 403
L / 360
LL Actual Defl
L / 846
Section in')
Shear in2
TL Defl in
LL Defl
192.19
76.88
0.48
0.23
108.86
34.08
0.80
0.53
OK
OK
OK
OK
57%
44%
60%
43%
Fb psi
Fv(psi)
E(psi x mil
Fe 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 Uniform LL: 400 Uniform TL: 630 = A
Point TL ❑istance
B = 1200 14.33
Uniform Load A
Pt loads:
R1 = 5315 R2 = 6264
SPAN =16FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 1759
RB-1
Selection
Conditions
Data
BeamChek v2018licensed to: Nash and Associates Architects Reg # 6464-622
Date: 4/21 /20
4x 10 DF-L #2 Lu = 0.0 Ft
NDS 2015
Min Bearing Area R1= 3.7 in2 R2= 3.7 in2 (1.5) DL Defl= 0.03 in
Beam Span
6.0 ft
Reaction 1 LL
1425 # Reaction 2 LL 1425 #
Beam Wt per ft
7.87 #
Reaction 1 TL
2304 # Reaction 2 TL 2304 #
Bm Wt Included
47 #
Maximum V
2304 #
Max Moment
3455 '#
Max V (Reduced)
1712 #
TL Max Defl
L / 240
TL Actual Defl
L / 999
LL Max Defl
L / 360
LL Actual Defl
L / >1000
Attributes
Section W Shear (in")
TL Defl (iri)
LL Defl
Actual
49.91 32.38
0.07
0.04
Critical
38.39 14.26
0.30
0.20
Status
OK OK
OK
OK
Ratio
77% 44%
24%
19%
Values
Adjustments
Loads
Fb (psi)
Fv(psi)
E(psi x mil
Fc!(psi)
Reference Values
900
180
1.6
625
Adjusted Values
1080
180
1.6
625
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
Uniform LL: 475 Uniform TL: 760 = A
Uniform Load A
0
R1 = 2304 R2 = 2304
SPAN =6FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 1759
BeamChek v2018 licensed to: Nash and Associates Architects
Reg # 6464-622
B-1
Date: 4/21 /20
Selection
4x 12 DF-L #2
Lu = 0.0 Ft
Conditions
NDS 2015
Min Bearing Area
R1= 1.3 in2
R2= 1.3 in (1.5)
DL Defl= 0.08
in
Data
Beam Span
13.0 ft
Reaction 1 LL
488 #
Reaction 2 LL 488 #
Beam Wt per ft
F
9.57 #
Reaction 1 TL
842 #
Reaction 2 TL 842 #
Bm Wt Included
124 #
Maximum V
842 #
Max Moment
2737'#
Max V (Reduced)
721 #
TL Max Defl
L / 240
TL Actual Defl
L / >1000
LL Max Defl
L / 360
LL Actual Defl
L / >1000
Attributes
_ Section in'} Shear {in'}
TL Defl in
LL Defl
Actual
73.83
39.38
0.15
0.07
Critical
33.18
6.01
0.65
0.43
Status
OK
OK
OK
OK
Ratio
45%
15%
23%
17%
Fb(psi)
Fv(psi)
E(psi x mil)
Fc
Values
Reference Values
900
180
1.6
_(psi)
625
Adjusted Values
990
180
1.6
625
Adjustments
CF Size Factor
Cd Duration
1.100
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: 75
Uniform TL: 120 = A
Uniform Load A
R1 = 842 R2 = 842
SPAN = 13 FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 1759
B-2
Selection
Conditions
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
BeamChek v2018 licensed to: Nash and Associates Architects Rea # 6464-622
4x 10 DF-L #2
NDS 2015
Date: 4/21 /20
Lu = 0.0 Ft
Min Bearing Area R1= 2.9 in2 R2= 2.9 in' (1.5) DL Defl= 0.03 in
Beam Span
6.0 ft
Reaction 1 LL
Beam Wt per ft
7.87 #
Reaction 1 TL
Bm Wt Included
47 #
Maximum V
Max Moment
2735 '#
Max V (Reduced)
TL Max Defl
L / 240
TL Actual Defl
LL Max Defl
L / 360
LL Actual Defl
Section in'
Shear (inn)
TL Defl (in)
49.91
32.38
0.06
30.39
11.29
0.30
OK
OK
OK
61%
35%
19%
1185 #
1824 #
1824 #
1355 #
L / > 1000
L / > 1000
LL Defl
0.03
0.20
OK
16%
Reaction 2 LL
Reaction 2 TL
rD si
ry si
t kpsi x mu
rc L
Reference Values
900
180
1.6
625
Adiusted Values
1080
180
1.6
625
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
Uniform LL: 395 Uniform TL: 600 = A
Uniform Load A
Z\
Z
R1 = 1824
R2 = 1824
SPAN =6FT
Uniform and partial uniform loads are Ibs per lineal ft.
1185 #
1824 #
PLAN 1759
B-3
BeamChek v2018 licensed to: Nash and Associates Architects Reg # 6464-622
Date: 4/21 /20
Selection
5-1/8x 15 GLB 24F-V4 DF/DF
Lu = 0.0 Ft
Conditions
NDS 2015
Min Bearing Area
R1= 13.8 in2R2= 13.8 in (1.5)
DL Defl=
0.19 in Recom Camber= 0.28 in
Data
Beam Span
13.0 ft
Reaction 1 LL
5655 #
Reaction 2 LL 5655 #
Beam Wt per ft
18.68 #
Reaction 1 TL
8961 #
Reaction 2 TL 8961 #
Bm Wt Included
243 #
Maximum V
8961 #
Max Moment
29125 '#
Max V (Reduced)
7238 #
TL Max Defl
L / 240
TL Actual Defl
L / 386
LL Max Defl
L / 360
LL Actual Defl
L / 725
Attributes
Section (WL
Shear in')
TL Defl in
LL Defl
Actual
192.19
76.88
0.40
0.22
Critical
145.62
45.24
0.65
0.43
Status
OK
OK
OK
OK
Ratio
76%
59%
62%
50%
Values
A diustments
Fb (psi)
Fv si
E(psi x mil
Fc!(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: 870 Uniform TL: 1360 = A
Uniform Load A
Z
1
R1 = 8961 R2 = 8961
SPAN =13FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 1759
B-4
Selection
Conditions
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
BeamChek v2018 licensed to: Nash and Associates Architects Reg # 6464-622
Date: 4/21 /20
5-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft
NDS 2015
Min Bearing Area R1= 7.7 in2 R2= 7.7 in (1.5) DL Defl= 0.08 in Recom Camber= 0.12 in
Beam Span
8.0 ft
Reaction 1 LL
3000 # Reaction 2 LL 3000 #
Beam Wt per ft
13.08 #
Reaction 1 TL
5012 # Reaction 2 TL 5012 #
Bm Wt Included
105 #
Maximum V
5012 #
Max Moment
10025 '#
Max V (Reduced)
3916 #
TL Max Defl
L / 240
TL Actual Defl
L / 617
LL Max DO
L / 360
LL Actual Defl
L / >1000
Section in'
Shear In
TL Defl in
LL DO
94.17
53.81
0.16
0.08
50.12
24.47
0.40
0.27
OK
OK
OK
OK
53%
45%
39%
29%
rD 51
rV Si
t(PSI x mnl
fC(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: 750 Uniform TL: 1240 = A
Uniform Load A
R1 = 5012 R2 = 5012
SPAN =8FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 1759
BeamChek v2018licensed to: Nash and Associates Architects Rea # 6464-622
GB-1
Date: 4/21 /20
Selection
8-3/4x 18 GLB 24F-V4 DF/DF
Lu = 0.0 Ft
Conditions
NDS 2015
Min Bearing Area
R1= 20.9 in R2= 13.1 in (1.5)
DL Defl=
0.29 in Recom Camber= 0.44 in
Data
Beam Span
19.0 ft
Reaction 1 LL
8211 #
Reaction 2 LL 5527 #
Beam Wt per ft
38.27 #
Reaction 1 TL
13584 #
Reaction 2 TL 8535 #
Bm Wt Included
727 #
Maximum V
13584 #
Max Moment
62621 '#
Max V (Reduced)
11487 #
TL Max Defl
L / 240
TL Actual Defl
L / 380
LL Max DO
L / 360
LL Actual Defl
L / 744
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Section in'
Shear in?
TL Defl in
LL Defl
472.50
157.50
0.60
0.31
340.55
71.79
0.95
0.63
OK
OK
OK
OK
72%
46%
63%
48%
Fb (psi]
Fv (psi)
E (psi x mil)
Reference Values
2400
240
1.8
Adjusted Values
2207
240
1.8
Cv Volume
Cd Duration
Cr Repetitive
Ch Shear Stress
Cm Wet Use
Cl Stability
Loads
Point LL Point TL
2613 B = 4242
C = 1200
0.919
1.00 1.00
1.00
N/A
1.00 1.00 1.00
1.0000 Rb = 0.00 Le = 0.00 Ft
Fc L
650
1.00
Distance Par Unif LL Par Unif TL Start End
7.5 870 H = 1360 0 7.5
7.5 400 1 = 500 7.5 19.0
� 1
� Ia -
Pt loads: 17
R1 = 13584 R2 = 8535
SPAN =19FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 1759
BeamChek v2018 licensed to: Nash and Associates Architects Reg # 6464-622
GB-2 Date: 4121 /20
Selection 5-1/8x 15 GLB 24F-V4 DF/DF Lu = 0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 2.5 in2 R2= 3.4 inz (1.5) DL Defl= 0.18 in Recom Camber= 0.27 in
Data
Beam Span
16.0 ft
Beam Wt per ft
18.68 #
Bm Wt Included
299 #
Max Moment
9567 '#
TL Max Defl
L / 240
LL Max Defl
L / 360
Reaction 1 LL 375 # Reaction 2 LL 825 #
Reaction 1 TL 1618 # Reaction 2 TL 2181 #
Maximum V
2181 #
Max V (Reduced)
1870 #
TL Actual Defl
L / 845
LL Actual DO
L / >1000
Attributes
Section in')
Shear in2
TL DO if
LL Defl
Actual
192.19
76.88
0.23
0.05
Critical
47.84
11.69
0.80
0.53
Status
OK
OK
OK
OK
Ratio
25%
15%
28%
9%
Values
Adiustments
Fb(psi)
Fv si
E(psi x mil
Fc!(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
Point TL Distance Par Unif LL Par Unif TL Start End
B = 1200 6.0 120 H = 230 6.0 16.0
H
Pt loads:
R1=1618 R2=2181
SPAN =16FT
Uniform and partial uniform loads are Ibs per lineal ft.
CLIENT
NASH -ASSOCIATES
WIND AND 5E15MIG DE516N DATA
PROJECT:
PER 2015 1 BG
DATR
A R (: I I ITE C T S
PLAN 1402.
NAME:
WIND DE516N GRITERIA
DESIGN PER ASGE 7-10
I. NOMINAL/ULTIMATE WIND SPEED V/asd / Vult 85/110 mph
2. R15K GATEGORY 11 1.00
3. WIND EXPOSURE GATEGORY "B"
4. INTERNAL PRESSURE GOEFFIGENT +/-55
5. GOMPONENT5 AND GLADDING
DESIGN PRE55LRE +/- 16 psf
BUILDINGS, STRUCTURES, AND PARTS THEREOF SHALL 13E DESIGNED AND
GON5TRUGTED IN AGGORDANGE WITH STRENGTH DESIGN, LOAD, AND RE515TANGE
FACTOR DESIGN, ALLOWABLE 5TRE55 DESIGN, EMPIRIGAL DE516N OR CONVENTIONAL
GON5TRUGTION METHODS, AS PERMITTED BY THE APPLIGABLE MATERIAL CHAPTER, SECTION 1604.1
BUILDINGS, STRUGTURE5, AND PARTS THEREOF, SHALL 13E DESIGNED TO WITHSTAND WIND LOADS
AS DEFINED IN SECTION 160q AND A50E 7-10
9IMMPLIFI(BUILDIN2 METHOD
IGHT 15 TO BE USED6HAN O �TNO 7 7.5 DESIGN PER A5CE -10, 5EGTION 2
110 MPH ULTIMATE WIND SPEED
USE Iq.6 P5F PER TABLE 27.6.1 "EXPOSURE B"
WOOD DE516N PER SECTIONS 2304-2506. 5TRUCTURE5 U51NG WOOD SHEAR WALL5
AND DIAPHRAGMS TO RESIST WIND, 5E15MIG, AND ALL OTHER LATERAL LOADS SHALL
BE DESIGNED AND CON5TRUGTED IN ACCORDANCE WITH AF 4 PA 5DPW5 AND PROVISIONS
OF 5EGTION5 2305-2306
5EISMIG DE516N DATA
DE51614 PER ASGE 7-10/5EGTION 1615
I. SEISMIC IMPORTANCE FACTOR le 1.00
2. 5HORT PERIOD ACCELERATION 5s 1.66 'see footnote at bottom of page
3.1 5EGOND ACGELERATION 51 0.748 'see footnote at bottom of page
4. 51TE GLA55 D (default class per IBC,)
5. 5PEGTRAL RESPONSE GOEFFIGENT Sae OA72 *see footnote at bottom of page
6. SPECTRAL RESPONSE GOEFFIGENT 5„ 0.748 ■see footnote at bottom of page
7. SEISMIC DESIGN CATEGORY D
8. 5E15MIG FORGE RESISTING SYSTEM PLYWOOD SHEAR WALLS
q. DESIGN BASE SHEAR (see selsmlc calculations)
10. SEISMIC RESPONSE GOEFFIGENT Gs 0.15
11. RESPONSE MODIFICATION FACTOR R 6.5
12. ANALY515 PROGEDURE EQUIVALENT LATERAL FORGE
15. RISK GATEGORY II
THE ANCHORAGE OF WALL5 SUPPORTING CONSTRUCTION SHALL BE BE
DE516NED IN AGGORDANCE WITH ASCE 7-10, 5EGTION 12.11.2
IN STRUCTURES A55167NED TO SEISMIC DE516N CATEGORY C-F, COLLECTOR ELEMENTS
AND THEIR GONNEGTION5 TO VERTICAL ELEMENTS SHALL BE DE516NED TO RE515T
MAXIMUM EFFECTS AS SPECIFIED IN A5GE 7-10, 5EGTION 12.102.1
BASE SHEAR V= (F= 5D5 /R) W
ANGHOR BOLT5: 5/8" DIA X 10", A307 OR BETTER W/ 7" MIN. EMBEDMENT. V= 1104#/BOLT
• PER U565, THE MAXIMUM 51 IN THE STATE OF WA5HINGTON 15 0.748. ALL SEISMIC, DESIGN VALUES USED
IN TH15 ANALY515 ARE BASED UPON THI5 NUMBER. SINGE 5115 LE55 THAN 0.75, 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
lq l (p P SF-
STONE VENEER
INSTALL PER MFD
SPEGIFIGATIONS
TREATED PLYWOO
ALL AREAS WITH
I'
pl. 4 ri p 1� el
pl.,dt If
(ZI Zk
45l
25
3' Pilo
pl-(00
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91-1,1
(OM Z C
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NASH -
ASSOCIATES
LATERAL
CALCULATIONS
CLIENT:
PROJECT.
ARCHITECTS
WIND WORKSHEET
DATE:
85 MPH/110 MPH= NOMINALNLTIMATE WIND SPEED
NAME:
1a.6 P5F
FRONT ELEVATION LEFT ELEVATION
REAR ELEVATION RIGHT ELEVATION
LOCATION
TOTAL SHEAR FORCE (0)
W z H z (see chart tar wind pressure
SHEAR
WALL
UNIT
SHEAR
SHEAR
WALL
® specified height)
LENGTH (ft) (#/ft)
TYPE
1 t/
_�irf !� ]r 1 A• b �
35
P/- (9
N
6
446
p1.-2�!
CU
Oic# k(*1,6)
cz�tx
Y
M
A l a it 14. 4-c S(o
2 5
133
333�
q b
�_6,ieq
r ,G I
k t ?0-l�
ZS S
PP 1-4''
(ELI 4.7q-1 01
3.3S2
Ig
l�J�
P1.6,I
CM
(-7XC4U(4t-&N -HOI1
7,311,
S
.Zv
8003 118th AVE NE Kirkland, WA 98033
(425) 828-4117
CZ) ZX
Lo —
WWW. NASH—ARCHITECTS. COM
NASH & ASSOCIATES
ARCHITECTS
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 -
L50 #/ft
1/2" Plywood -
1.50 #/ft
1/2" Plywood -
1.50 #/ft
Trusses 0 24" o.c.
- 1.75 #/ft
Trusses W 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.
lot & 2nd Floor Assembly:
Caret / Pad - 0.50 #/ft
3/4 T&G Plywood - 2.50 #/ft
2X10 0 18" 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
2X4 ® 16" o.c. -
1.10 #/ft
1/2" GWB -
2.00 #/ft
Total
5.10 #/ft
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 #/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
2x8 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
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW. NASH-ARCHITECTS. COM j
NASH 1, ASSOCIATES
SEISMIC ANALYSIS
CLIENT:
PROJECT:
1 RCIIITECTS
DATE:
NAME:
2
SEISMIC:
V = (C. ) (WO (Plywood)
2nd Level•
Roof: (Asphalt / Cedar Shake) 10#/ft X Q 1 � sf = ��
or (Tile) 18#/ft X sf =
Exterior Walls: L x 10#/sf x 1/2 (h)
13 3 V1 a 04 S3 2 6 (E�
Interior Walls: L x 8#/sf x 1/2 (h) �U O
/So kSA-
TOTAL• _ s
1st Level•
Roof: (1st Floor Roof) 10#/ft X sf =
2nd Floor: 10#/ft X 6714 _ sf =
Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) l r 30
S3?0 + 133WOkv/rr (El)
Interior Walls: (I p) + L x 8#/sf x 1/2 (h) /►
q
q too `d k Sit Ali ' (O (I1)
TOTAL _ ��"f 7Z�%Sr
Basement:
let Floor. 10#/ft X sf =
Exterior Walls: (El) + L x 10#/sf x 1/2 (h)
Interior Walls: (I1) + L x B#/sf x 1/2 (h)
TOTAL: _
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WW1P NASH—ARCHITECTS.COM
Vmax
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NASH & ASSOCIATES WIND AND SE 15MI G DE51 GN DATA
ARC11ITV. CTS PER 2015 IBG
IA// /7 5 q'
WIND DESIGN CRITERIA
DESIGN PER A5GE 7-10
I. NOMINAL/ULTIMATE WIND SPEED V/asd / Vult
85/110 mph
2. RISK GATEGORY II
1.00
3. WIND EXP05LRE CATEGORY
"B"
4. INTERNAL PRF55URE COEFFIGENT
+/-55
5. COMPONENTS AND GLADDING
DESIGN PRESSURE
+/- 16 psf
CLIENT:
PROJECT:
DATE:
BUILDING5, 5TRUGTURE5, AND PARTS THEREOF SHALL BE DE516NED AND
CONSTRUCTED IN ACCORDANCE WITH STRENGTH DE516N, LOAD, AND RE515TANCE
FACTOR DESIGN, ALLOWABLE STRESS DESIGN, EMPIRICAL DESIGN OR CONVENTIONAL
GON5TRIJGTION METHODS, AS PERMITTED BY THE APPLICABLE MATERIAL CHAPTER, SECTION 1604.1
BUILDINGS, STRUCTURES, AND PARTS THEREOF, SHALL BE DESIGNED TO WIT1i5TAND WIND LOADS
AS DEFINED IN SECTION 160cl AND A50E l-10
SIMPLIFIED METHOD TO @!r USED FOR WIND DESIGN PER ASGE 1-10, SECTION 2-7.5
(BUILDING HEIGHT 15 LE55 THAN 160 FAT)
110 MPH ULTIMATE WIND SPEED
USE 101h PSF PER TABLE 21.6.1 "EXPOSURE B"
WOOD DESIGN PER SECTIONS 2504-2506. STRUCTURES USING WOOD SHEAR WALL5
AND DIAPHRAGMS TO RE515T WIND, SEISMIC, AND ALL OTHER LATERAL LOADS SHALL
BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH AF 4 PA 5DPW5 AND PROVISIONS
OF SECTIONS 2305-2306
5E15MIG DESIGN DATA
DE516N PER A5GE 7-10/SECTION 1613
I. SEISMIC IMPORTANCE FACTOR
le
1.00
2. 5HORT PERIOD ACCELERATION
55
I.66 "see footnote at bottom of
page
5.1 SECOND ACCELERATION
51
0.748 "see footnote at bottom of
page
4. 51TE CLA55
D (default class per IBG)
5. SPECTRAL RESPONSE COEFFICENT
So,
OA-12 'see footnote at bottom of
page
6. SPECTRAL RESPONSE COEFFICENT
5a
0.148 *see footnote at bottom of
page
'7. SEISMIC DE516N CATEGORY
D
8. SEISMIC FORGE RESISTING SYSTEM
PLYWOOD SHEAR WALL5
q. DESIGN BASE SHEAR
(see selsmlc calculations)
10. SEISMIC RESPONSE GOEFFICENT
Cs
0.15
II. RESPONSE MODIFICATION FACTOR
R
6.5
12. ANALY515 PROCEDURE
EQUIVALENT LATERAL FORGE
13. R15K GATEGORY
II
THE ANGHORAGE OF WALL5 5UPPORTING CON57RUGTION SHALL BE BE
DESIGNED IN ACCORDANCE WITH A5GE -1-10, SECTION 12.112
IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C-F, COLLECTOR ELEMENTS
AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DE516NED TO RE515T
MAXIMUM EFFEGT5 A5 SPECIFIED IN A5GE -7-10, SECTION 12.102.1
BASE SHEAR V= (F 5DS/W ►4
ANCHOR BOLTS. 5/8" DIA X 10", A30-1 OR BETTER W/ -1" MIN. EMBEDMENT. V= 1104#/BOLT
* PER U565, THE MAXIMUM 5� IN THE STATE OF WA5HINGTON 15 0.748. ALL SEISMIC DESIGN VALUES USED
IN THI5 ANALY515 ARE BASED UPON THI5 NUMBER. SINGE 5,15 LE55 THAN 0.15, THEN USE SEISMIC CATEGORY
D IF R15K GATEGORY 15 I, II, OR III
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW. NASH—ARCHITECTS. COM
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ASSOCIATES
LATERAL CALCULATIONS
CLIENT`
PROJEC1%
ARCHITECTS
WIND WORKSHEET
DATE.
85 MPH/110 MPH= NOMINALAJLTIMATE WIND SPEED
NAME.
Iq.6 PSP
FRONT ELEVATION LEFT ELEVATION
REAR ELEVATION RIGHT ELEVATION
LOCATION
TOTAL SHEAR FORCE (#)
W z H z (see chart for wind pressure
SHEAR
WALL
UNIT
SHEAR
SHEAR
WALL
IS specified height)
oe—
LENGTH (ft) (#/ft)
TYPE
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8003 118th AVE NE Kirkland,
WA 98033
(425) 828-4117
(71
WWW. NASH-ARCHrrECTS. COM
CLIENT:
NASH & ASSOCIATES
SEISMIC ANALYSIS
PROJECT:
ARCHITECT'S
DATE.
NAME:
1
Weight of Building:
Roof Assembly.
Asphalt Shingles - 2.00 #/ft
Felt - 0.15 #/ft
1/2" Plywood - 1.50 #/ft
Trusses ® 24" o.c. - 1.75 #/ft
R-38 Insulation - 2.35 #/ft
1/2" GWB Ceiling - 2.00 #/it
Cedar Shakes -
Felt -
1/2" Plywood -
Trusses ® 24" o.c.
R-30 Insulation -
1/2" GWB Ceiling -
2.25 #/ft
0.15 #/it
1.50 #/ft
- 1.75 #/it
2.25 #/ft
2.00 #/ft
Tile - 9.50 #/it
Felt - 0.15 #/ft
1/2" Plywood - 1.50 #/ft
Trusses 90 24" o.c. - 1.75 #/ft
R-30 Insulation - 2.25 #/ft
1/2" GWB Ceiling - 2.00 #/ft
Total
Use
9.75 #/ft
10.00 #/ft
Total
Use
9.90 #/ft
10.00 #/ft
Total 17.90 #/ft
Use 18.00 #/ft
lot & 2nd Floor Assembly:
Caret / Pad -
3/4 T&G Plywood -
21d0 QD 18" o.c. -
1/2" GWB Ceiling -
0.50 #/it
2.50 #/ft
2.30 #/ft
2.00 #/ft
Hardwood -
3/4" T&G Plywood
2x10 ® 16' o.c. -
1/2" GWB Ceiling -
2.50 #/ft
- 2.50 #/ft
2.30 #/ft
2.00 #/ft
Total
Use
7.30 #/ft
10.00 #/ft
Total
Use
9.30 #/ft
10.00 #/ft
Interior Wall Assembly.
Exterior Wall Assembly:
1/2" GWB -
2X4 ® 16" o.c. -
1/2" GWB -
Total
Use
2.00 #/it
1.10 #/it
2.00 #/ft
5.10 #/ft
8.00 #/ft
3/4" Wood Siding -
1" Plywood -
/2
2x6 @ 18 O.C. -
R-21 Insulation -
1/2" GWB -
2.30 #/ft
1.50 #/ft
1.37 #/ft
2.10 #/ft
2.00 #/ft
Total
9.27 #/ft
Use
10.00 #/ft
4" Brick Veneer -
+ 3.20 #/ft
8003 118th
AVE NE
Kirkland, WA 98033 (425) 828-4117
WWW. NASH-ARCHITECTS.
COM
CLIENT`
NASH -ASSOCIATES
SEISMIC ANALYSIS
PROJECT -
AIR C FI IT E C TS
DATE:
NAME:
2
SEISMIC:
V = (C,) (WO (Plywood)
2nd Level
Roof:
(Asphalt / Cedar Shake) 10#/ft X % K sf
h
= yNy
or (Tile) 18#/ft X sf
=
Exterior Walls:
L x 10#/sf x 1/2 (h)
Q
699
l ZNx0O � If
7 7
(E2�
Interior Walls:
L x 8#/sf x 1/2 (h)
/
TOTAL _ (J
1st Level•
Roof:
(1st Floor Roof) 10#/ft X sf =
2nd Floor:
10#/ft X I Q14id _sf =
4
Exterior Walls:
(E2) + L x 10#/sf x 1/2 (h)
Ha(yU�_ /NK WOJt er
t4g0
(E1)
Interior Walls:
(I2) + L x 8#/sf x 1/2 (h)
&
YKa }- sexr
cI1)
TOTALfy = 2 SZ O NG
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: _
8003
118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW. NASH—ARCHITECTS. COM
Vmax
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