REVIEWED BLD2021-1075+Structural_Calculations+8.3.2021_3.02.00_PM+2337107r
NASH & ASSOCIATES
ARCHITECTS BLD2021-1075
J
+.IN. .■ MINI MINI .■.■.■.■.■ MIN ■.■. In. .■ NON ■ NON ■.OIL RECEIVED �
REVIEWED �
Aug 09 2021
BY� ■
CITY OF EDMONDS
CITY OF E D M O N D S ■ DEVELOPMENT SERVICES /1
DEPARTMENT
■
BUILDING DEPARTMENT
C)
N
ADAMANT HOMES
00
PLAN 703
STRUCTURAL CALCULATIONS
� 128-1I
\\7 REGISTERED
ARGhI I TECT
MICH L YNE JOHNSON
STATE OF NASHINGTON
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:
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
PLAN 703
BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622
RB-1
Date: 9/11 /18
Selection
4x 10 DF-L #2
Lu = 0.0 Ft
Conditions
NDS 2015
Min Bearing Area
R1= 1.8 in
R2= 1.8 in (1.5)
DL Defl= 0.01 in
Data
Beam Span
5.5 ft
Reaction 1 LL
688 # Reaction 2 LL 688 #
Beam Wt per ft
7.87 #
Reaction 1 TL
1122 # Reaction 2 TL 1122 #
Bm Wt Included
43 #
Maximum V
1122 #
Max Moment
1542 '#
Max V (Reduced)
807 #
TL Max DO
L / 240
TL Actual DO
L / > 1000
LL Max Defl
L / 360
LL Actual DO
L / >1000
Attributes
Section in'
Shear in'
TL DO in
LL Defl
Actual
49.91
32.38
0.03
0.01
Critical
17.14
6.73
0.28
0.18
Status
OK
OK
OK
OK
Ratio
34%
21 %
10%
8%
Values
Adjustments
Loads
Fb(psi)
Fv(psi)
E(psi x mil
Fc!(psi)
Reference Values
900
180
1.6
625
Ad'usted 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: 250 Uniform TL: 400 = A
Uniform Load A
R1 = 1122 R2 = 1122
SPAN =5.5FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 703
BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622
RB-2 Date: 9/11 /18
Selection 4x 10 DF-L #2 Lu = 0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 2.0 in2 R2= 2.9 in2 (1.5) DL Defl= 0.05 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Beam Span
7.0 ft
Reaction 1 LL
746 # Reaction 2 LL 1104 #
Beam Wt per ft
7.87 #
Reaction 1 TL
1245 # Reaction 2 TL 1825 #
Bm Wt Included
55 #
Maximum V
1825 #
Max Moment
3634 '#
Max V (Reduced)
1510 #
TL Max Defl
L / 240
TL Actual Defl
L / 892
LL Max Defl
L / 360
LL Actual Defl
L / >1000
Section (in'}
Shear (in')
TL_Defl in
LL Defl
49.91
32.38
0.09
0.05
40.38
12.59
0.35
0.23
OK
OK
OK
OK
81%
39%
27%
20%
Fb(psi)
Fv(psi)
E(psi x mil
Fc l(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
Loads
Point LL Point TL Distance Par Unif LL Par Unif TL Start End
700 B = 1175 4.0 100 H = 160 0 4.0
250 1 = 400 4.0 7.0
I
H
Pt loads: I
R1 = 1245 R2 = 1825
SPAN =7FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 703
BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622
B-1
Date: 9/11 /18
Selection
5-1/8x 15 GLB 24F-V4 DF/DF
Lu = 0.0 Ft
Conditions
NDS 2015
Min Bearing Area
R1= 11.6 in
R2= 8.1 in (1.5) DL Defl= 0.14 in Recom Camber= 0.21 in
Data
Beam Span
12.5 ft
Reaction 1 LL 4598 # Reaction 2 LL 3214 #
Beam Wt per ft
18.68 #
Reaction 1 TL 7572 # Reaction 2 TL 5265 #
Bm Wt Included
234 #
Maximum V 7572 #
Max Moment
22675'#
Max V (Reduced) 6161 #
TL Max DO
L / 240
TL Actual DO L / 531
LL Max Defl
L / 360
LL Actual Defl L / >1000
Attributes
Actual
Critical
Status
Ratio
Section (in')
Shear (in')
TL DO (in)
LL DO
192.19
76.88
0.28
0.14
113.37
38.51
0.63
0.42
OK
OK
OK
OK
59%
50%
45%
34%
Fb (psi) Fv (psi) E (psi x mil) Fc L
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: 430 = A
Point LL Point TL Distance Par Unif LL Par Unif TL Start End
1600 B = 2889 4.5 425 H = 680 0 4.5
100 1 = 160 4.5 12.5
I
H
Uniform Load A
Pt loads: B�
R1 = 7572 R2 = 5265
SPAN = 12.5 FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 703
BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622
B-2
Date: 9/11 /18
Selection
4x 10 DF-L #2
Lu = 0.0 Ft
Conditions
NDS 2015
Min Bearing Area
R1= 3.9 in
R2= 3.9 in (1.5)
DL Defl= 0.02 in
Data
Beam Span
6.0 ft
Reaction 1 LL
1920 # Reaction 2 LL 1920 #
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 / >1000
LL Max DO
L / 360
LL Actual Defl
L / >1000
Attributes
Section (ml)
Shear (in2)
TL Defl (in)
LL Defl
Actual
49.91
32.38
0.07
0.05
Critical
40.39
15.01
0.30
0.20
Status
OK
OK
OK
OK
Ratio
81 %
46%
23%
25%
Values
Adiustments
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
Loads Uniform LL: 640 Uniform TL: 800 = A
Uniform Load A
f
R1 = 2424 R2 = 2424
SPAN = 6 FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 703
BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622
B-3 Date: 9/11 /18
Selection 5-1/8x 9 GLIB 24F-V4 DF/DF Lu = 0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 7.3 in2 R2= 6.1 in2 (1.5) DL Defl= 0.05 in Recom Camber= 0.08 in
Data
Beam Span
6.0 ft
Beam Wt per ft
11.21 #
Bm Wt Included
67 #
Max Moment
8659 '#
TL Max Defl
L / 240
LL Max Defl
L / 360
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Reaction 1 LL
2971 #
Reaction 1 TL
4718 #
Maximum V
4718 #
Max V (Reduced)
3802 #
TL Actual Defl
L / 666
LL Actual Defl
L / >1000
Reaction 2 LL 2484 #
Reaction 2 TL 3938 #
Section (in')
Shear OrD
TL Defl tin)
LL Defl
69.19
46.13
0.11
0.06
43.29
23.76
0.30
0.20
OK
OK
OK
OK
63%
52%
36%
28%
Fb(psi)
Fv(psi)
E(psi x mil
Fe-L (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: 380 Uniform TL: 530 = A
Point LL Point TL Distance Par Unif LL Par Unif TL Start End
1600 B = 2889 3.0 425 H = 680 0 3.0
100 1 = 160 3.0 6.0
I7771
H
Uniform Load A
Pt loads
Z
R1 = 4718 R2 = 3938
SPAN = 6 FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 703
BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622
B-4 Date: 9/11 /18
Selection 3-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft
_Conditions NDS 2015
Min Bearing Area R1= 6.9 in' R2= 6.9 in (1.5) DL Defl= 0.11 in Recom Camber= 0.16 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
Beam Span
8.0 ft
Reaction 1 LL
2820 # Reaction 2 LL 2820 #
Beam Wt per ft
7.97 #
Reaction 1 TL
4472 # Reaction 2 TL 4472 #
Bm Wt Included
64 #
Maximum V
4472 #
Max Moment
8944 W
Max V (Reduced)
3494 #
TL Max Defl
L / 240
TL Actual Defl
L / 427
LL Max Defl
L / 360
LL Actual DO
L / 803
Section in'
Shear in')
TL DO (in)
LL Defl
57.42
32.81
0.22
0.12
44.72
21.84
0.40
0.27
OK
OK
OK
OK
78%
67%
56%
45%
Fb(psi)
Fv(psi)
E (psi -i 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
Uniform LL: 705 Uniform TL: 1110 = A
Uniform Load A
R1 = 4472 R2 = 4472
SPAN = 8 FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 703
BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622
B-5 Date: 9/11 /18
Selection 5-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 7.8 in' R2= 7.8 in (1.5) DL Defl= 0.11 in Recom Camber= 0.16 in
Data
Beam Span
12.5 ft
Reaction 1 LL
4000 # Reaction 2 LL 4000 #
Beam Wt per ft
14.94 #
Reaction 1 TL
5093 # Reaction 2 TL 5093 #
Bm Wt Included
187 #
Maximum V
5093 #
Max Moment
15917 W
Max V (Reduced)
4278 #
TL Max Defl
L / 240
TL Actual Defl
L / 403
LL Max Defl
L / 360
LL Actual DO
L / 568
Attributes
Section (irr`}
Shear (inr)
TL Defl-Cm)
LL Defl
Actual
123.00
61.50
0.37
0.26
Critical
79.58
26.74
0.63
0.42
Status
OK
OK
OK
OK
Ratio
65%
43%
60%
63%
Values
Adlustrnents
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: 640 Uniform TL: 800 = A
+� Uniform Load A _
R1 = 5093 R2 = 5093
SPAN = 12.5 FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 703
BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622
B-6
Date: 9/11 /18
Selection
4x 10 DF-L #2
Lu = 0.0 Ft
Conditions
NDS 2015
Min Bearing Area
R1= 4.5 inZ
R2= 4.5 in (1.5) DL Defl= 0.02 in
Data
Beam Span
5.0 ft
Reaction 1 LL
1763 # Reaction 2 LL 1763 #
Beam Wt per ft
7.87 #
Reaction 1 TL
2795 # Reaction 2 TL 2795 #
Bm Wt Included
39 #
Maximum V
2795 #
Max Moment
3493 '#
Max V (Reduced)
1933 #
TL Max DO
L / 240
TL Actual DO
L / >1000
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
0.05
0.03
Critical
38.81
16.11
0.25
0.17
Status
OK
OK
OK
OK
Ratio
78%
50%
20%
16%
Values
Adiustments
Fb si
Fv(psi)
E(psi x mil
Fc!(psi)
Reference Values
900
180
1.6
625
Ad'usted_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
Loads Uniform LL: 705 Uniform TL: 1110 = A
Uniform Load A
R1 = 2795 R2 = 2795
SPAN = 5 FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 703
BeamChek v2016 licensed to: Nash Jones Anderson Architects
Reg # 6464-622
GB-1
Date: 9/11/18
Selection
6-3/4x 18 GLB 24F-V8 DF/DF
Lu = 0.0 Ft Lu @OH
Conditions
NDS 2015, Overhang
Min Bearing Area
R1= 5.7 in2R2= 10.7 in (1.5) DL Defl= 0.30
in.
Data
Beam Span
21.0 ft
Reaction 1 LL
1918 #
Reaction 2 LL
3432 #
Beam Wt per ft
29.52 #
Reaction 1 TL
3676 #
Reaction 2 TL
6957 #
Bm Wt Included
664 #
Maximum V
6343 #
Overhang Length
1.5 ft
Max Moment
32411 '#
Max V (Reduced)
5729 #
Total Beam Length
22.5 ft
TL Max Defl
L / 240
TL Actual Defl
L / 477
OH TL Actual Defl
L / 294
LL Max Defl
L / 360
LL Actual Defl
L / >1000
OH LL Actual Defl
L / 688 s
Attributes
Section in'
Shear in'
TL Defl in
LL Defl
OH TL Defl OH LL Defl
Actual
364.50
121.50
0.53
0.23
-0.12
-0.05
Critical
173.47
35.80
1.05
0.70
0.15
0.10
Status
OK
OK
OK
OK
OK
OK
Ratio
48%
29%
50%
33%
82%
52%
Fb (psi)
Fv(psi)
E(psi x mil
Fc - si
Values
Reference Values
2400
240
1.8
650
Ad'usted Values
2242
240
1.8
650
rustments
AO
Cv Volume
0.934
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
i
Cl Stability @ OH
1.0000
Rb = 0.00 Le = 0.00 Ft
Loads
Point LL
Point TL
Distance
Par Unif LL
Par Unif TL
Start_
End
700
B = 1175
14.0
330
H = 560
6.0
14.0
650
C = 1084
17.0
160
1 = 380
14.0
21.0
160
K = 380 (OH) 0
1.5
I
H 0
Pt loads: I ! C�
R1 = 3676 R2 = 6957
BACKSPAN = 21 FT OH = 1.5 FT
Uniform and partial uniform loads are Ibs per lineal ft. Overhanging load distances are from R2.
PLAN 703
BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622
GB-2 Date: 9/11 /18
Selection 5-1/8x 18 GLB 24F-V4 DF/DF Lu = 0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 12.6 in2R2= 16.2 in' (1.5) DL Defl= 0.25 in Recom Camber= 0.37 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Beam Span
16.0 ft
Reaction 1 LL
5521 # Reaction 2 LL 6671 #
Beam Wt per ft
22.42 #
Reaction 1 TL
8204 # Reaction 2 TL 10504 #
Bm Wt Included
359 #
Maximum V
10504 #
Max Moment
44224'#
Max V (Reduced)
9495 #
TL Max Defl
L / 240
TL Actual Defl
L / 359
LL Max Defl
L / 360
LL Actual Defl
L / 668
Section (in')
Shear (ins)
TL Defl (in)
_
LL Defl
276.75
92.25
0.53
0.29
224.09
59.35
0.80
0.53
OK
OK
OK
OK
81%
64%
67%
54%
Fb(psi)
Fv-(Psi)
E(psi x mil
Fc!(psi)
Reference Values
2400
240
1.8
650
Adjusted Values
2368
240
1.8
650
Cv Volume
0.987
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
3432 B = 6959 11.0 560 H = 740 0 11.0
520 1 = 650 11.0 16.0
I
I -I
Pt loads:
d
R1 = 8204 R2 = 10504
SPAN =16FT
Uniform and partial uniform loads are Ibs per lineal ft.
CLIENT:
NASH & ASSOCIATES
WIND AND SE I SM I G DESIGN DATA
PROJECT:
PER 2018 IBC,
DATE:
ARCHITECTS
NAME:
WIND DESIGN GRITERIA
DE51ON PER A5GE 1-16
1. NOMINAL/ULTIMATE WIND SPEED V/osd / Vult 55/110 mph
2. R15K GATEC70RY 11 1.00
3. WIND EXPOSURE GATE60RY "B"
4. INTERNAL PRESSURE GOEFFIGENT +/-55
5. COMPONENTS AND GLADDIN6
DE516N PRESSURE +/- 16 psf
BUILDINGS, STRUCTURES, AND PARTS THEREOF SHALL BE DESIGNED AND
CONSTRUCTED IN ACCORDANCE WITH STRENGTH DESIGN, LOAD, AND RESISTANCE
FACTOR DE516N, ALLOWABLE 5TRE55 DESIGN, EMPIRICAL DE516N OR CONVENTIONAL
CONSTRUCTION METHODS, A5 PERMITTED BY THE APPLICABLE MATERIAL CHAPTER, SECTION 1604.1
BUILDIN65, STRUCTURES, AND PARTS THEREOF, SHALL BE DE5I6NED TO WITH5TAND WIND LOADS
AS DEFINED IN SECTION 1604 AND A5GE 7-Ib
WIND DE516N PER PART 2 "ENCLOSED SIMPLE DIAPHRAGM BUILDIN65 PER A5GE 7-I6, SECTION 27.4
(BUILDING HE16HT 15 LE55 THAN 160 FEET)- SIMPLIFIED METHOD
110 MPH ULTIMATE WIND SPEED
USE IcI.b P5F PER TABLE 27.5.1 "EXPOSURE B"- 110 MPH (L/B- .05/1= Iq.(o ph- PAGE 288)
WOOD DE516N PER SECTIONS 2304-2306. STRUCTURES U51N6 WOOD SHEAR WALLS
AND DIAPHRA6M5 TO RESIST WIND, SEISMIC, AND ALL OTHER LATERAL LOADS SHALL
BE DE516NED AND CONSTRUCTED IN ACCORDANCE WITH AF t PA 5DPW5 AND PROVI510N5
OF SECTIONS 2305-2506
SEISMIC, DESIGN DATA
DE516N PER A5GE 7-I6/CHAPTER II
I. SEISMIC IMPORTANCE FACTOR le 1.00
2. SHORT PERIOD ACCELERATION 55 1.5 *see footnote at bottom of page (D=1.0)
3. 1 SECOND ACCELERATION 51 0.74& *see footnote at bottom of page
4. 51TE CLASS D (default class per IBG and section 11.4.3)
5. SPECTRAL RESPONSE GOEFFIGENT 50S OA72 *see footnote at bottom of page
6. SPECTRAL RESPONSE GOEFFIGENT 50I 0.748 *see footnote at bottom of page
7. SEISMIC DE516N GATE6ORY D (per table 11.6-1 AND table 11.6-2)
8. SEISMIC FORGE RESI5TIN6 SYSTEM PLYWOOD SHEAR WALLS
Q. DESIGN BASE SHEAR (see seismic calculations)
10. SEISMIC RESPONSE GOEFFIGENT CS 0.13
II. RESPONSE MODIFICATION FACTOR R 6.5
12. ANALY515 PROCEDURE EQUIVALENT LATERAL FORGE
13. RISK GATE6ORY 11 (table 1.5-1)
THE ANGHORA6E OF WALL5 5UPPORTIN6 CONSTRUCTION SHALL BE BE
DE516NED IN ACCORDANCE WITH A5GE 7-16, SECTION 12.14
IN STRUCTURES ASSIGNED TO SEISMIC DESIGN GATE60RY G-F, GOLLEGTOR ELEMENTS
AND THEIR CONNECTIONS TO VERTIGAL ELEMENTS SHALL BE DE516NED TO RESIST
MAXIMUM EFFECTS A5 SPECIFIED IN A50E 7-Ib, SECTION 12.14
BASE SHEAR V= (F 5D5/R) W
ANCHOR BOLTS: 5/8" DIA X 10", A507 OR BETTER W/ 7" MIN. EMBEDMENT. V= 1104#/130LT
* PER U565, THE MAXIMUM 51 IN THE STATE OF NA5HIN6TON 15 0.746. ALL SEI5MIG DESIGN VALUES USED
IN THIS ANALY515 ARE BASED UPON THIS NUMBER. SINGE 51 15 LESS THAN 0.75, THEN USE SEISMIC GATE60RY
D IF RISK GATE60RY 15 I, II, OR 111
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW. NASH-ARCHITECTS. COM
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NASH &
ASSOCIATES
LATERAL CALCULATIONS
CLIENT:
PROJECT:
4 ARCHITECTS
WIND WORKSHEET
:
DATE:
85 MPH/110 MPH= NOMINALNLTIMATE WIND SPEED
NAME:
14.6
PSP
FRONT ELEVATION LEFT ELEVATION
REAR ELEVATION RIGHT ELEVATION
LOCATION
TOTAL SHEAR FORCE (#)
W s H a (see chart for wind pressure
SHEAR
WALL
UNIT
SHEAR
SHEAR
WALL
0 specified height)
LENGTH (ft)
(#/ft)
TYPE
SUP16xSx1q1&
31
2vP
3 �
y3 r
y q
Z
Z6 /
7Z
1r 7
ZZ
s3
Z76
ix O k l Gt (a I
3l�
1 Y 7
121- 6 "
�M
r le(l 1-E-�r�6
y7o
ZS q
Al-q rl
8003 118th AVE NE Kirkland, WA 98033
(425) 828-4117
WWW. NASH—ARCHITECTS. COM
1JAsx t LATERAL CALCULATIONS pRo� HIND IFORESHEET
ARCHITECTS DATE:
85 t~10 MPH= NOMINALA)L.TiMATE WIND SPEED NAME
14.6 PSF
FRONT ELEVATION LEFT ELEVATION
REAR ELEVATION RIGHT ELEVATION
LOCATION
W z H � chart for wind pressure
0 specified height)
N3�R
LENGTH (ft)
UNIT
SHEAR
(#/ft)
SHEAR
WALL
TYPE
22XClx �� 1 fi �1�?9
C � Cl 7X of AlY q G) ->L
Pi- 3r�
3 .S Z
r
7' J
2C j�
8003 118th AVE NE IGrkland. WA 98033 (425) 828-4117
WWW NASH—ARCETrECTS.COM
CLIENT.
NASH&ASSOCIATES
SEISMIC ANALYSIS
PROJECT:
ARCHITECTS
DATE:
NAME:
1
Weight of Building:
Roof Assembly -
Asphalt Shingles -
Felt -
1/2" Plywood -
Trusses ® 24" o.c.
R-38 Insulation -
1/2" GWB Ceiling -
2.00 #/ft
0.15 #/ft
1.50 #/ft
- 1.75 #/ft
2.35 #/ft
2.00 #/ft
Cedar Shakes -
Felt -
1/2" Plywood -
Trusses ® 24" o.c.
R-30 Insulation -
1/2" GWB Ceiling -
2.25 #/ft
0.15 #/ft
1.50 #/ft
- 1.75 #/ft
2.25 #/ft
2.00 #/ft
Tile - 9.50 #/ft
Felt - 0.15 #/ft
1/2" Plywood - 1.50 #/ft
Trusses ® 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
1st & 2nd Floor Assembly -
Car et / Pad -
3/4' T&G Plywood -
2x10 @ 16 o.c. -
1/2" GWB Ceiling -
0.50 #/ft
2.50 #/ft
2.30 #/ft
2.00 #/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
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 #/ft
1.10 #/ft
2.00 #/ft
5.10 #/ft
8.00 #/ft
3/4" Wood Siding -
1/2" Plywood -
2x6 ® 16 o.c. -
R-21 Insulation -
1/2" GWB -
Total
Use
2.30 #/ft
1.50 #/ft
1.37 #/ft
2.10 #/ft
2.00 #/ft
9.27 #/ft
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:
ARCHITECTS
DATE:
NAME:
2
SEISMIC:
V = (C-) (Wdl) (plywood)
2nd Level:
/;
n
Roof:
(Asphalt /Cedar Shake) 10#/it X sf
=
°r (Tile) 18#/ft X sf
=
Exterior Walls:
L x 10#/sf x 1/2 (h)
/GZ x(dX&(
6
�' (E2)
Interior Walls:
L x 8#/sf x 1/2 (h)
TOTAL: _ 3 3 cl O O
1st Level•
Roof:
(1st Floor Roof) 10#/ft X sf
=
2nd Floor:
10#/ft X sf
=
Exterior Walls:
(E2) + L x 10#/sf x 1/2 (h)
23b
7�Sa4- l9ox(o
cE1)
Interior Walls:
(I � + Lx 8#/sf x 1/2 (h)
7
TOTAL:
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: _
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWYIr NASH—ARCHPI'ECTS.COM
NASH & ASSOCIATES
ARCHITECTS
BASE SHEAR:
LEVEL 2:
LEVEL 1:
TOTAL
SEISMIC ANALYSIS
3
BASE SHEAR V= (P 5D5/R) ►"i
V= F (.912)/6.5= .149
Wdl 3, # x 0.149 = " I / Cf `T
Wdl 51 " # x 0.149 = (
Wdl -1 (O # x 0.149 = �!I (V)
CLIENT:
PROJECT.
DATE:
NAME-
Level
Dead Load
(Wdl)
He* ht
(h
Moment
(Wdl)(h)
Shear 0 Sto
Fx = [(Wdl)(h} f V
Remarks
(Wdl) (h)
�67
0
r Z
(.7
U
(D
i
�6
Total
lot
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW. NASH-ARCHrrECTS. COM
�
LINE
LINE
WALL
Vmax
SEISMIC
FLEVEL
LINE
SHEAR
SHEAR
TOTAL
P > 1
LENGTH
(#eft)
WIND
SHEAR
WALL
HEIGHT
OVER
TURNING
HOLD- SHEAR
DOWN
REQ'd ' WALL
�
z
ABOVE
FORCE
2
%
3co 3s
n
2
Z
3�3r
3�3r
Z�
�2q
72
0
r
m
2
T�
2�22
�
Z-�Z
(2•T
1?7
2 -76
2
C-
l
(
25-K
3,3�
5, y
30
1,?6
a
a
�
Z
Z.sK
3t3f
51 q
21y
CLIENT:
NASH -ASSOCIATES
SEISMIC ANALYSIS
PROJECT:
ARCHITECTS
DATE:
NAME:
6
Redundancy Factor (p):
1. Maximum allowable wall shear for p<=1
Vumax = (2)(Vaccstory)/Ab 1/2
1Z(2
2. Maximum actual shear
Vmax = Largest seismic wall shear
o S3 7 = ) 37 /
3. p = 2-[2(Vaccstory)/(Vumax)(Ab 1/2)
z.
6ov�j
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW. NASH-ARCHrrECTS. COM