REVIEWED BLD2021-0645+Structural_Calculations+5.10.2021_11.02.01_AM+2187451NASH & ASSOCIATES.,.,.,.,.,.,.,.,.,.,.,.,.,.,.,.,.,.,.,.,.,.,.,�
REVIEWED
ARCHITECTS BY
CITY OF EDMONDS
BUILDING DEPARTMENT
RECEIVED ..,.....,.....,.....,.....,.,.....,.....,.....,.
May 26 2021
DEVELOPMENTTSERVICES
CITY OFEADDRESS.
DEPARTMENT
1000 WALNUT
BLD2021-0645
PLAN 3112
STRUCTURAL CALCULATIONS
120-7 I
REG STEREO
ARCH I TEGT
MIGH EL YNE JOHN50N
STATE OF WA5HINGTON
2018 IBC
FEB 1, 2021
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW. NASH—ARCHITECTS. COM
CLIENT:
NASA & ASSOCIATES
BEAM DESIGN DATA
PROJECT:
ARCHITECTS
DATE:
NAME:
Roof Loads:
LL 25 #/sf
DL 15 #/sf
Total 40 #/sf
Unless Noted
Otherwise
Floor Loads:
LL 40 #/sf
DL 10 #/sf
Total 50 #/sf
Deck Loads:
LL 60 #/sf
DL 10 #/sf
Total 70 #/sf
Soil: 1500 PSF Min.
Concrete: Per IBC 18
Masonry: Per IBC 18
Steel: Per IBC 18
Wood: Per IBC 18
Nailing: Per IBC 18
4" Beam: Douglas Fir #2
fv = 180
fb = 900 PSI
E = 1,600,000
6" Beam: Douglas Fir #2
fv = 170
fb = 875 PSI
E = 1,300,000
Joists & Hem Fir #2
Rafters: fv = 150
fb = 850 PSI
E = 1,300,000
Glu—Lam Beams:
fv = 240 PSI
fb = 2,400 PSI (reduced by size factor, CF*KI)
E = 1,800,000
8003 118th AVE
NE Kirkland, WA 98033 (425) 828-4117
WWW. NASH— ARCHITECTS. COM
BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428
_
MASTER BEDROOM
RB-1
Date: 6/18/13
Selection
3-1/8x 9 GLB 24F-V4 DF/DF
Lu = 0.0 Ft
Conditions
NDS 2005
Min Bearing Area
R1= 4.0 in2
R2= 4.0 in (1.5) DL Defl= 0.07 in Recom Camber= 0.10 in
Data
Beam Span
7.0 ft
Reaction 1 LL 1621 # Reaction 2 LL 1621 #
Beam Wt per ft
6.83 #
Reaction 1 TL 2614 # Reaction 2 TL 2614 #
Bm Wt Included
48 #
Maximum V 2614 #
Max Moment
4574'#
Max V (Reduced) 2054 #
TL Max Defl
L / 240
TL Actual Defl L / 599
LL Max Defl
L / 360
LL Actual Defl L / >1000
Attributes
Section (InD
Shear m TL Defl in
LL Defl
Actual
42.19
28.13 0.14
0.07
Critical
22.87
12.84 0.35
0.23
Status
OK
OK OK
OK
Ratio
54%
46% 40%
31 %
Fb (psi) Fv (psi.)
E (psi x mil) FC 1
Values
Reference Values
2400 240
1.8 650
Adjusted 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
Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft
Loads Uniform LL: 463 Uniform TL: 740 = A
Uniform Load A
C- -- 1
-' Z11
R 1 = 2614 R2 = 2614
SPAN =7FT
Uniform and partial uniform loads are Ibs per lineal ft.
BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428
COVERED PATIO
B-1
Date: 6/18/13
Selection
4x 12 DF-L #2
Lu = 0.0 Ft
Conditions
NDS 2005
Min Bearing Area
R1= 1.9 in2
R2= 1.9 in' (1.5) DL Defl= 0.09 in
Data
Beam Span
13.0 ft
Reaction 1 LL
813 #
Reaction 2 LL
Beam Wt per ft
9.57 #
Reaction 1 TL
1200 #
Reaction 2 TL
Bm Wt Included
124 #
Maximum V
1200 #
Max Moment
3899'#
Max V (Reduced)
1027 #
TL Max Defl
L / 240
TL Actual Defl
L / 754
LL Max Defl
L / 360
LL Actual Defl
L / > 1000
Attributes
Section (in')
Shear (ink
TL Defl (in)
LL Defl
Actual
73.83
39.38
0.21
0.12
CriticE
F47.26
8.56
0.65
0.43
Status
OK
OK
OK
OK
Ratio
64%
22%
32%
28%
Fb (psi)
_Fv (Psi)
E (psi x mil)
F_ c(psi
Values
Reference Values
900
180
1.6
625
Adjusted Values
990
180
1.6
625
Ad-Lstments CF Size Factor
Cd Duration
Cr Repetitive
Ch Shear Stress
Cm Wet Use
Cl Stability
Loads
R1 = 1200
1.100
1.00 1.00
1.00
N/A
1.00 1.00
"I.000U KD = U.UU Le = u.uu ri
Uniform LL: 125
Uniform Load A
Uniform TL: 175 = A
R2 = 1200
SPAN =13FT
Uniform and partial uniform loads are Ibs per lineal ft.
813#
1200 #
BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428
DINING ROOM
B-2
Date: 6/18/13
Selection 4x 10 DF-L #2 Lu = 0.0 Ft
Conditions NDS 2005
Min Bearing Area R1= 2.1 in R2= 2.1 in (1.5) DL Defl= 0.05 in
Data Beam Span 8.0 ft Reaction 1 LL 800 # Reaction 2 LL 800 #
Beam Wt per ft 7.87 # Reaction 1 TL 1311 # Reaction 2 TL 1311 #
Bm Wt Included 63 # Maximum V 1311 #
Max Moment 2623'# Max V (Reduced) 1059 #
TL Max Defl L / 240 TL Actual Defl L / 984
LL Max Defl L / 360 LL Actual Defl L / >1000
Attributes Section 00 Shear to TL Defl in LL Defl
Actual 49.91 32.38 0.10 0.05
Critical 29.14 8.82 0.40 0.27
Status OK OK OK OK
Ratio 58% 27% 24% 19%
Values
Adiustments
Loads
Reference Values
i Adjusted Values
CF Size Factor
Cd Duration
Cr Repetitive
Ch Shear Stress
Cm Wet Use
Cl Stability
Fb (psi)
Fv (psi)
E (psi x mil)
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: 200 Uniform TL: 320 = A
Fc L (ILsi)_
625
625
1.00
Uniform Load A
1
R1=1311 R2=1311
SPAN =8FT
Uniform and partial uniform loads are Ibs per lineal ft.
BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428
DINING ROOM
B-3 Date: 6/18/13
Selection 3-1/8x 9 GLIB 24F-V4 DF/DF Lu = 0.0 Ft
Conditions NDS 2005
Data
Attributes
Actual
Critical
Status
Ratio
Nun Gearing Area Kl= 4.0 In` KL= 4.0 In` (1.5) uL uerl= u.1Z In Kecom uamner= u.-id In
Beam Span
8.0 ft
Reaction 1 LL
1400 # Reaction 2 LL 1400 #
Beam Wt per ft
6.83 #
Reaction 1 TL
2587 # Reaction 2 .TL 2587 #
Bm Wt Included
55 #
Maximum V
2587 #
Max Moment
5175'#
Max V (Reduced)
2102 #
TL Max Defl
L / 240
TL Actual Defl
L / 448
LL Max Defl
L / 360
LL Actual Defl
L / >1000
Section in'
Shear in
TL Defl in
LL Defl
42.19
28.13
0.21
0.09
25.87
13.14
0.40
0.27
OK
OK
OK
OK
61%
47%
54%
35%
Fb ��
Values
Reference Values
2400
Ad'usted Values
2400
Adjustments
Cv Volume
1.000
Cd Duration
1.00
Cr Repetitive
1.00
Ch Shear Stress
Cm Wet Use
1.00
Fv (ps
240
240
1.00
N/A
1.00
E (psi x mil) Fc I
1.8 650
1 R ASS
1.00 1.00
Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft
Loads Uniform LL: 350 Uniform TL: 640 = A
R1 = 2587
Uniform Load A
R2 = 2587
SPAN =8FT
Uniform and partial uniform loads are Ibs per lineal ft.
BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428
GREAT ROOM
B-4
Date: 7/15/13
Selection
3-1/8x 10-1/2 GLB 24F-V4 DF/DF
Lu = 8.0 Ft
Conditions
NDS 2005
Min Bearing Area
R1= 8.6 in2
R2= 8.6 in (1-5)
DL Defl= 0.08 in Recom Camber= 0.12 in
Data
Beam Span
8.0 ft
Reaction 1 LL
3684 # Reaction 2 LL
3684 #
Beam Wt per ft
7.97 #
Reaction 1 TL
5566 # Reaction 2 TL
5566 #
Bm Wt Included
64 #
Maximum V
5566 #
Max Moment
7138'#
Max V (Reduced)
4316 #
TL Max Defl
L / 240
TL Actual Defl
L / 460
LL Max Defl
L / 360
LL Actual Defl
L / 762
Attributes
Section in'
Shear fln
TL Defl in
LL Defl
Actual
57.42
32.81
0.21
0.13
Critical
36.93
26.98
0.40
0.27
Status
OK
OK
OK
OK
Ratio
64%
82%
52%
47%
_
Fb (psi)
Fv (psi)
E (psi x mil Fc-(psi)
Values
Reference Values
2400
240
1.8 650
Adjusted Values
2319
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
Cl Stability
0.9663 Rb = 14.22 Le =
15.67 Ft
Loads
Point LL
Point TL
Distance
Par Unif LL
Par Unif TL Start
End
1621
B = 2614
1.0
863
H = 1420 0
1.0
1621
C = 2614
7.0
400
1 = 500 1.0
7.0
863
J = 1420 7.0
8.0
H
Pt loads: FBI CC
R1 = 5566 R2 = 5566
SPAN = 8 FT
Uniform and partial uniform loads are Ibs per lineal ft.
BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428
MUDROOM
B-5
Date: 7/15/13
Selection
5-1/8x 12 GLB 24F-V4 DF/DF
Lu = 6.0 Ft
Conditions
NDS 2005
Min Bearing Area
R1= 8.4 in2 R2= 13.7 inz (1.5) DL Defl= 0.04 in Recom Camber= 0.06 in
Data
Beam Span
6.0 ft
Reaction 1 LL
3134 # Reaction 2 LL 5217 #
Beam Wt per ft
14.94 #
Reaction 1 TL
5450 # Reaction 2 TL 8935 #
Bm Wt Included
90 #
Maximum V
8935 #
Max Moment
16539'#
Max V (Reduced)
8280 #
TL Max Defl
L / 240
TL Actual Defl
L / 874
LL Max Defl
L / 360
LLActual Defl
L / >1000
Attributes
Section in' Shear in TL Defl in LL Defl
Actual
123.00
61.50
0.08
0.04
Critical
83.37
51.75
0.30
0.20
Status
OK
OK
OK
OK
Ratio
68%
84%
27%
20%
Values
Adjustments
Fb(psi)
Fv(psi)
E(psi x mil).Fc1(psi)
Reference Values
2400
240
1.8
650
Adjusted Values
2380
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
0.9918
Rb = 8.23
Le = 12.36 Ft
Loads Uniform LL: 350 Uniform TL: 640 = A
Point LL Point TL Distance
6251 B = 10455 4.0
Uniform Load A
Pt loads:
R 1 = 5450 R2 = 8935
SPAN =6FT
Uniform and partial uniform loads are Ibs per lineal ft.
BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428
DINING ROOM
B-GT
Date: 6/18/13
Selection
3-1/8x 18 G_LB 24F-V4 DF/DF
Lu = 0.0 Ft
Conditions
NDS 2005
Min Bearing Area
R1= 9.4 in2
R2= 9.4 in (1.5)
DL Defl= 0.13 in Recom Camber= 0.20 in
Data
Beam Span
16.0 ft
Reaction 1 LL
4800 # Reaction 2 LL 4800 #
Beam Wt per ft
13.67 #
Reaction 1 TL
6109 # Reaction 2 TL 6109 #
Bm Wt Included
219 #
Maximum V
6109 #
Max Moment
24437'#
Max V (Reduced)
4964 #
TL Max Defl
L / 240
TL Actual Defl
L / 422
LL Max Defl
L / 360
LL Actual Defl
L / 594
Attributes
Section (in')
Shear (ins}
TL Defl (in)
LL Defl
Actual
168.75
56.25
0.46
0.32
Critical
122.19
31.02
0.80
0.53
Status
OK
OK
OK
OK
Ratio
72%
55%
57%
61 %
Values
Adjustments
Loads
Fb (psi)
Fv(psi)
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
CI Stability
1.0000
Rb = 0.00
Le = 0.00 Ft
Uniform LL: 600 Uniform TL: 750 =A
Uniform Load A
0
R1 = 6109 R2 = 6109
SPAN =16FT
Uniform and partial uniform loads are Ibs per lineal ft.
BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428
GARAGE
GB-1
Date: 6/18/13
Selection
3-1/8x 10-1/2 GLB 24F-V4 DF/DF
Lu = 0.0 Ft
Conditions
NDS 2005
Min Bearing Area
R1= 3.0 inz
R2= 3.0 in (1.5) DL Defl= 0.07 in Recom Camber= 0.11 in
Data
Beam Span
11.0 ft
Reaction 1 LL
1540 # Reaction 2 LL 1540 #
Beam Wt per ft
7.97 #
Reaction 1 TL
1969 # Reaction 2 TL 1969 #
Bm Wt Included
88 #
Maximum V
1969 #
Max Moment
5414'#
Max V (Reduced)
1656 #
TL Max Defl
L / 240
TL Actual Defl
L / 549
LL Max Defl
L / 360
LL Actual Defl
L / 778
Attributes
Section (in')
Shear (inn
TL Defl (in)
LL Defl
Actual
57.42
32.81
0.24
0.17
Critical
27.07
10.35
0.55
0.37
Status
OK
OK
OK
OK
Ratio
47%
32%
44%
46%
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
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
Cl Stability
1.0000
Rb = 0.00 Le = 0.00 Ft
Loads
Uniform
LL: 280 Uniform
TL: 350 =A
Uniform Load A ]
R1 = 1969 R2 = 1969
SPAN =11 FT
Uniform and partial uniform loads are Ibs per lineal ft.
BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428
GARAGE
GB-2
Date: 6/18/13
Selection
3-1/8x 12 GLB 24F-V4 DF/DF
Lu = 0.0 Ft
Conditions
NDS 2005
Min Bearing Area
R1= 2.0 in2
R2= 1.9 in (1.5) DL Defl= 0.44 in Recom Camber= 0.67 in
Data
Beam Span
16.0 ft
Beam Wt per ft
9.11 #
Reaction 1 TL 1298 # Reaction 2 TL 1248 #
Bm Wt Included
146 #
Maximum V 1298 #
Max Moment
4895'#
Max V (Reduced) 1189 #
TL Max Defl
L / 240
TL Actual Defl L / 432
Attributes
Actual
Critical
Status
Ratio
Values
A ftstments
Section_(in'
Shear (in')
TL Defl (in)
75.00
37.50
0.44
24.47
7.43
0.80
OK
OK
OK
33%
20%
56%
Fb (psi)
Fv (psi)
Reference Values
2400
240
Adjusted Values
2400
240
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
E(psi x
1.8
1.8
1KIT11
CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft
Fc L (psi)
650
650
1.00
Loads Uniform TL: 100 = A 77-71
Point TL Distance
B = 400 3.0
C = 400 12.0
Uniform Load A
Pt loads: 10 Id
d
R1 = 1298 R2 = 1248
SPAN =16FT
Uniform and partial uniform loads are Ibs per lineal ft.
CLIENT:
NASH , ASSOCIATES
4ARCHITECTS
WIND AND SEISMIG DES I ON DATA
PROJECT:
PER 2018 IBC,
DATE:
NAME:
WIND DESIGN GRITERIA
DE516N PER A5GE 7-16
I. NOMINAL/ULTIMATE WIND SPEED V/asd / Vult 85/110 mph
2. RI5K GATE60RY II 1.00
3. WIND EXPOSURE GATE60RY "B"
4. INTERNAL PRESSURE GOEFFIGENT +/-55
5. GOMPONENTS AND GLADDIN6
OE516N PRE55URE +/- 16 psf
BUILDINGS, STRUCTURES, AND PARTS THEREOF SHALL BE DESIGNED AND
GON5TRUGTED IN AGGORDANGE WITH STRENGTH DESIGN, LOAD, AND RE515TANGE
FAGTOR DE516N, ALLOWABLE STRESS DE51611, EMPIRIGAL DESIGN OR GONVENTIONAL
GON5TRUGTION METHODS, AS PERMITTED BY THE APPLICABLE MATERIAL GHAPTER, 5EGTION 1604.1
BUILDINGS, STRUCTURES, AND PARTS THEREOF, SHALL BE DE516NED TO WITHSTAND WIND LOADS
AS DEFINED IN 5EGTION 1609 AND A5GE 7-I6
WIND DESIGN PER PART 2 "ENGL05ED SIMPLE DIAPHRAGM BUILDINGS PER A5GE 7-16, SECTION 27.4
(BUILDING HEIGHT 15 LE55 THAN 160 FEET)- SIMPLIFIED METHOD
110 MPH ULTIMATE WIND SPEED
USE IG.6 P5F PER TABLE 27.5.1 "EXPOSURE B"- 110 MPH (L/B- .05/1= I9.(b ph- PAGE 25b)
WOOD DESIGN PER 5EGTION5 2304-2306. 5TRUGTURE5 U51N6 WOOD SHEAR WALLS
AND DIAPHRAGMS TO RE515T WIND, 5EI5MIG, AND ALL OTHER LATERAL LOADS SHALL
BE DE516NED AND GON5TRUGTED IN AGGORDANGE WITH AF 4 PA 5DPW5 AND PROVISIONS
OF 5ECTION5 2505-2306
SEISMIG DESIGN DATA
DE516N PER A5CE 7-16/CHAPTER II
I. SEISMIG IMPORTANGE FACTOR le 1.00
2. SHORT PERIOD AGGELERATION Ss 1.5 *see footnote at bottom of page (D=1.0)
3. 1 SECOND ACCELERATION Si 0.74b *see footnote at bottom of page
4. SITE GLASS D (default class per IBG and section 11.4.3)
5. SPECTRAL RESPONSE GOEFFIGENT 505 OA72 *see footnote at bottom of page
6. 5PEGTRAL RESPONSE GOEFFIGENT 5a 0.748 '*see footnote at bottom of page
7. SEISMIG DESIGN GATEGORY D (per table 11.6-1 AND table 11.6-2)
5. SEISMIG FORGE RE515TIN6 SYSTEM PLYWOOD SHEAR WALLS
a. DESIGN BASE SHEAR (see seismic calculations)
10. 5EI5MIC RESPONSE GOEFFIGENT G5 0.13
11. RESPONSE MODIFIGATION FACTOR R 6.5
12. ANALY515 PROCEDURE EQUIVALENT LATERAL FORGE
13. R15K GATEGORY II (table 1.5-1)
THE ANGHORA6E OF WALLS SUPPORTING GON5TRUGTION SHALL BE BE
DE516NED IN AGGORDANGE WITH A5GE 7-I6, SECTION 12.14
IN STRUCTURES A5516NED TO 5EI5MIG DE516N GATEGORY G-F, GOLLEGTOR ELEMENTS
AND THEIR GONNEGTION5 TO VERTIGAL ELEMENTS SHALL BE DE516NED TO RE515T
MAXIMUM EFFEGT5 AS 5PEGIFIED IN A5GE 7-16, 5EGTION 12.14
BASE SHEAR V = (F 5 D5 /R) W
ANGHOR BOLTS: 5/8" DIA X 10", A307 OR BETTER W/ 7" MIN. EMBEDMENT. V= 1104#BOLT
PER U565, THE MAXIMUM 51 IN THE STATE OF NA514INC7TON IS 0.745. ALL SEISMIG DE516N VALUES USED
IN THIS ANALY515 ARE BASED UPON THI5 NUMBER. SINGE 5115 LE55 THAN 0.75, THEN USE SEISMIG GATE6ORY
D IF RISK GATEGORY 15 1, II, OR III
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW. NASH- ARCHITECTS. COM
sd J ,p I
14-9 1d t,-9-id
CLIENT:
PROJECT:
NASH & ASSOCIATES
LATERAL CALCULATIONS
WIND WORKSHEET
DATE:
ARCHITECTS
55 MPH/110 MPH= NOMINALNLTIMATE WIND SPEED
NAME:
19b P5P- EXPOSURE "B"
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
3Sz�
/7 f
�
3sz
3--
�dn 1
&faro
/7
RX�9r(
Cu� xRXl�r��I
3r�s
e 3
z tfg
3SZ
-7�s4,
'2
3/3
191-yll
7os
C16
/53
Pl—&(r
14
mely Cfc-1<0
13/Vd/1�
8 b 2 0
� �, 2S
3
Pl 2'/
k r� k Rr 6 -y 3 17
cZ3 -
11644 N.E. 80th St. Kirkland, WA 98033
(425) 828-4117 Fax (425) 822-1918
WWW. NASH—ARCHITECTS. COM
LATERAL CALCULATIONS
CLIENT:
7
NASH ASSOCIATE$
PROJECT:
WIND WORKSHEET
DATE:
ARCHITECTS
85 MPH/110 MPH= NOMINALNLTIMATE WIND SPEED
NAME:
Iq.6 P5F- EXPOSURE "B°
FRONT ELEVATION LEFT ELEVATION
REAR ELEVATION RIGHT ELEVATION
LOCATION TOTAL SHEAR FORCE (#) SHEAR UNIT SHEAR
W x H x (see chart for grind pressure WALL SHEAR WALL
0 specified height) LENGTH (ft) (#/ft) TYPE
bJVXV4j o y a K 4,C2> Z
�S 6
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:
ARCHITECTS
DATE:
NAME -
Weight of Building:
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 - 1.60 #/ft
Trusses ® 24" o.c.
- 1.75 #/ft
Trusses 0 24" o.c.
- 1.75 #/ft
Trusses 0 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
Hardwood -
2.50 #/ft
3/4' T&G Plywood -
2.50 #/ft
3/4" T&G Plywood
- 2.50 #/ft
2x10 ® 16" o.c. -
2.30 #/ft
2x10 0 16' o.c. -
2.30 #/ft
1/2" GWB Ceiling -
2.00 #/ft
1/2" GWB Ceiling -
2.00 #/ft
Total
7.30 #/ft
Total
9.30 #/ft
Use
10.00 #/ft
Use
10.00 #/ft
Interior Wall Assembly:
Exterior Wall Assembly:
1/2" GWB -
2.00 #/ft
3/4" Wood Siding -
2.30 #/ft
2X4 ® 16" o.c. -
1.10 #/ft
1/2" Plywood -
1.50 #/ft
1/2" GWB -
2.00 #/ft
2x6 0 16 o.c. -
1.37 #/ft
Total
5.10 #/ft
R-21 Insulation -
2.10 ft
�/ft
Use
8.00 #/ft
1/2" GWB-
2.00
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
1NAS
CLIENT:
H & ASSOCIATES
SEISMIC ANALYSIS
PROJECT:
ARCHITECTS
DATE:
NAME:
2
SEISMIC:
V = (C,) (Wdl) (plywood)
2nd Level:
Roof: (Asphalt /Cedar Shake) 10#/ft X �C7 � �sf = 1 gOO?5
or (Tile) 18#/ft X sf =
Exterior Walls: L x 10#/sf x 1/2 (h) / 2OD
(E2)
Interior Walls: L x 8#/sf x 1/2 (h)
TOTAL: — O
1st Level:
Roof: (1st Floor Roof) 10#/ft X I Lf d sf = + 4 0 O
2nd Floor: 10#/ft X (D R to sf =
Exterior Walls: (E2) L x 10#/sf x 1/2 (h)
('SS Lf 0
/+/ (E1)
l2 00'� 'I q2.KIf7,\L4l y—
Interior Walls: (I 2) + L x 8#/sf x 1/2 (h)
9
TOTAL: _ '� 4 2 u
F-15 S Z Z�
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 _
I
11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 622-1918
WWW. NASH—ARCHITECTS. COM
L
CLIENT: _
NASH & ASSOCIATES SEISMIC ANALYSIS PROJECT:
ARCHITECTS DATE:
NAME:
BASE SHEAR:
BASE SHEAR V= (F 5V5/W W
V= F (A-12Y6.5= .14q
2 A Z
at b `
LEVEL 2: Wdl #E
x 0.149 =
LEVEL 1: Wdl V 4 0 Z #
x 0.149 =
TOTAL:- Wdl / #
x 0.149 = � 2 G% (V)
Level
Dead Load
(Wdl)
Hei ht
(h�
Moment
(Wdl)(h)
Shear @ Stor
Fx = [(Wdl)(h)l'V
Remarks
(Wdl) (h)
311 z
2
f�
�, 2g
�� z C�► zK�
16
z/ Z
1
I�
Total
% S S
%by 3,( 6
11644 N.E. 60th St. Kirkland, WA 98033 (425) 628-4117 Fax (425) 622-1916
WWW.NASH—ARCHITECTS. COM
x
LEVEL
LEVEL
LINE
LINE
SHEAR
LINE
SHEAR
TOTAL
P > 1
WALL
LENGTH
Vmax
SEISMIC
(#/ft)
WIND
SHEAR
WALL
HEIGHT
OVER
TURNING
HOLD -
DOWN
SHEAR
WALL
z�l
ABOVE
V / 1.4
FORCE
REQ d
x
x
o
�1�
3� r�
7. f'
l7�(!
ZG
8
IbOg
,r►s�y
2
Z
3r ti�l
3� r
q Z
16
C
o
Z
(� S
r� 5
aZ
(p
2(
s-r
8
r
Z
JF
31, V1
3<1
fq
IG S2
��'1St it
$
2
j
10
f
[
a
1
24
3' j
o2
va
ZKq
r%$
313
28 17
sib
1
a
Z
l qb
(o21
v&
g 'f
15 3
co
A
. �z
i� s�
Z ��r
I Z1
1�1
qp3
�
K3H�
Koh
c�
�
25�
�$5
3u3
q
3ob�
sy�d
v
1�6y
(� S-,
jkqb
5
��,Z�
�� pr
r
co
`°1)2
/
,vZ
I
��
4
rS(
spyoP
z a oz
z
m
`
l
NASH&ASSOCIATES
SEISMIC ANALYSIS
CLIENT:
PROJECT:
ARCHITECTS
DATE:
NAME:
5
Redundant Factor
L Maximum allowable wall shear for p<=1
Vumax = (2)(Vaccstory)/Ab 1/2
2. Maximum actual shear
Vmax = Largest seismic wall shear
500 ...,'q&o
3. p = 2—[2(Vaccstory)/(Vumax)(Ab 1/2)
z
VV
11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918
WWfM1C NASH-ARCHITECTS. COM