REVIEWED BLD BLD2020-0893+Structural_Calculations+8.25.2020_10.12.41_AMSTATE
13engineerin
PO BOX 952 LYNNWOOD, WA 98046
T. (206) 280-4715 F. (206) 834-6261
SERVICES@UPST8.COM
STRUCTURAL CALCULATIONS
Client: DAVID HARRIS
Project Name: EDMONDS DUPLEX
Scope of Work: LATERAL DESIGN OF A (2)-STORY DUPLEX
Upstate Job#: 1132
Date: 12/22/2019
Location: 21022 74TH AVE W - EDMONDS
NOT VALID WITHOUT A WET SIGNATURE
JOB # 1132
Andrew M. Gahan, PE
12/22/2019 21022 74th Ave W - Google Maps
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ATCHazards by Location
ATC Hazards by Location
Search Information
Coordinates:
47.808242,-122.333309
Elevation:
411 ft
Ti m esta m p:
2019-12-23TO2:31:16.407Z
Hazard Type:
Seismic
Reference
IBC-2015
Document:
Risk Category:
II
Site Class:
D
Basic Parameters
files
ioi-5equim Marysville
0
Yi h..r...., . r.. _
is 411 ft rett
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""..
Name
Value
Description
SS
1.274
MCER ground motion (period=0.2s)
S1
0.498
MCER ground motion (period=1.Os)
SMs
1.274
Site -modified spectral acceleration value
SM1
0.748
Site -modified spectral acceleration value
SIDS
0.85
Numeric seismic design value at 0.2s SA
SD1
0.499
Numeric seismic design value at 1.0s SA
Additional Information
Name
Value
Description
SDC
D
Seismic design category
Fa
1
Site amplification factor at 0.2s
FV
1.502
Site amplification factor at 1.0s
CRS
0.98
Coefficient of risk (0.2s)
CR1
0.947
Coefficient of risk (1.0s)
PGA
0.517
MCER peak ground acceleration
FpGA
1
Site amplification factor at PGA
PGAM
0.517
Site modified peak ground acceleration
TL
6
Long -period transition period (s)
SsRT
1.274
Probabilistic risk -targeted ground motion (0.2s)
https://hazards.atcou ncil.org/#/seismic?lat=47.808242&ing=-122.333309&add ress=
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12/22/2019 ATC Hazards by Location
SsUH 1.3 Factored uniform -hazard spectral acceleration (2% probability of
exceedance in 50 years)
SsD 1.651 Factored deterministic acceleration value (0.2s)
S1 RT 0.498 Probabilistic risk -targeted ground motion (1.0s)
S1 UH 0.526 Factored uniform -hazard spectral acceleration (2% probability of
exceedance in 50 years)
S1 D 0.661 Factored deterministic acceleration value (1.0s)
PGAd 0.635 Factored deterministic acceleration value (PGA)
The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building
code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before
proceeding with design.
Disclaimer
Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services.
While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility
or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without
competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does
not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge
in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the
report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of
this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the
building site described by latitude/longitude location in the report.
https://hazards.atcouncil.org/#/seismic?lat=47.808242&ing=-122.333309&address= 2/2
Lateral Analysis IBC2015
UPSTATE JOB#: 1132
Description: EDMONDS DUPLEX
Engineer: amg
Governing Code: 2015 International Building Code all references in right margin are 2015
IBC unless specifically noted otherwise. [Page numbers]
1603.1 General Design Criteria [353]-
Roof
Walls
Floors
Snow
Partitions
Live Load (psf)
25
1 40
25
Dead Load (psf)
15
10
1 10
10
1603.1.4 Wind Design Criteria [3541
1. Nominal/Ultimate Wind Speed Vasd/V„it 85/110 mph F 1609 3(3) [3721
2. Risk Category 11 1.00 ASCE 7 T 6-1 [77j
3. Wind Exposure Category "B" 1609.4[3731
4. Internal Pressure Coefficient +/- 55 ASCE 7F26.11-1 [2581
5. Components and Cladding design pressure +/- 16 psf ASCE 7 30.2.2[3161
1603.1.5 Earthquake Design Data [3541
1. Seismic Importance Factor
2. Short Period Acceleration
2. 1-Second Accelleration
3. Site Class
4. Spectral response coefficient
4. Spectral response coefficient
5. Seismic Design Category
6. Seis. Force Resisting System
7. Design Base Shear
8. Seismic Response Coefficient
9. Response Modification Factor
10. Analysis Procedure
11. Risk Category
Table of Contents
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
le
1.00
ASCE 7 T 1.5-2[51
SS
1.274
USGS Seismic Design Map Online
S i
0.498
USGS Seismic Design Map Online
D
ASCE 7 T 20.3-1 [204]
SDS
0.85
EQ 16-39 [387]
S pi
0.50
EQ 16-40 [387]
D
T1613.3.5(1) and (2) [398]
A.15.
ASCE 7 T 12.2-1 [73]
11301 Ibs
CS 0.13
R 6.5
Equivalent Lateral Force
11
General Lateral Design Criteria
Determination of Wind Forces
Determination of Seismic Forces
Allowable Stress Design Loads
Shear walls in the Front to Rear Direction
Shear walls in the Side to Side Direction
Shear flow calculations
Appendix
ASCE 7 EQ 12.8-2 [891
ASCE 7 T 12.2-1 [73J
ASCE 7 T 12.6-1 [88]
ASCE 7 T 11.6-2[691
Version 7.0 Pg 0.1
Wind Design (MWFRS - Simplified Envelope Procedure) IBC 2015
Part 2 Wind Load Method ASCE 7 28.1.1 (2) 1297
Nominal/Ultimate Wind Speed 85/ 110
Wind Exposure Category B
Height & Exposure Adjustment 1- 1.00
Topographic Factor KA = 1.00
Wind Pressures ASCE 7 28.6.3 [3027
Ps =1 Kt 1PS30
mph 1609.3 [3731, F1609.3(3) [3721
1609.4 [3731
ASCE 7 F 28.6-1 [304]
ASCE 7 F 26.8-1 [2521
Minimum pressures shall not be less than assuming the pressures for
zones A and C equal +16 psf, B & D equal +8 psf, while zones E, F, G, & H all equal zero.
Roof Pitch 5.5 :12 or 24.624 degrees
Ridge Elevation 26.5 ft
Eave Height 19 ft
Mean Roof Height, h 22.75 ft
Zone Pressures, (),)(PM) ASCE 7 F 28.6-1 [3041
ASCE 7 EQ 28.6-1 [3061
ASCE 7 28.6.4 [3061
ASCE 7 26.2 [2431
110
Horizontal Pressures
Vertical Pressures
Overhangs
0
A
B
C
D
E
F
G
H
EOH
GOH
1
24.10
13.90
17.40
4.00
-10.70
-14.60
-7.70
-11.70
-19.90
-17.00
2
0.00
0.00
0.00
0.00
-4.10
-7.90
-1.10
-5.10
0.00
0.00
Horizontal Zones Areas & Forces, Fx ASCE 7 F 28.6-1 [3031
End zone distance, 2a, where "a" equals the smaller of 10 percent of least horizontal
dimension (l.h.d.) or 0.4h, but not less than either 4 percent of lhd or 3 feet.
D
F x- � (p sx-X)
x = A
Diaphragm (x = 2)
l.h.d. (ft) = 40
a (ft) = 4 Areas
2a (ft) = 8 Forces
Diaphragm (x =1)
l.h.d. (ft) = 40
a (ft) = 4 Areas
2a (ft) = 8 Forces
Front to Rear
A
B
C
D
96
108
231
60
F. = 8074
Fxmin = 4950
Front to Rear
A
B
C
D
152
0
228
0
FX= 7630
Fxmin= 3800
Side to Side
A
B
C
D
88
104PF.m!i.
126
FX = 8246=
5580
Side to Side
A
B
C
D
152
0
304
0
F, = 8953
Fxmin = 4560
Version 7.0 Pg 1.1
Seismic Design IBC 2015
Site Clasification. Criteria Selection. & Minimum Design Lateral Force
Risk Category
11
ASCE 7 T 6-1 [77]
Seismic Importance Factor
I,
1.00
ASCE 7 T 1. 5-2 [5]
Seismic Design Category
D
T1613.3.5(1) and (2) [398]
Site Class
D
ASCE 7 T 20.3-1 [204]
Short Period Acceleration
Ss
1.274
F1613.3.1(1) [388-9]
1-Second Acceleration
Sl
0.498
USGS Seismic Design Maps Online
Seis. Force Resisting System
A.15.
ASCE 7 T 12.2-1 [73]
Response Modification Factor
R
6.5
ASCE 7 T 12.2-1 [73]
Design Spectral Response Acceleration Parameters
Site Coeffiecient, Fa 1.0 T1613.3.3(1) [387]
Site Coeffiecient, Fv 1.6 T1613.3.3(2) [3871
Substitute equations 16-37 & 16-38 into 16-39 & 16-40 respectively,
S DS = 3 F a' S s SDs = 0.85 EQ 16-39 [387]
2
S p y= 3 F V• S 1 SDI = 0.50 EQ 16-40 [387]
Simplified analysis, Seismic base shear ASCE 7 12.14.8 [1087
V = (F SDs/R) W Where: F=1.1 for (2)-story ASCE 7EQ 12.14-11 [108]
Vertical Distribution, Forces at each level ASCE 7 12.14.8 [1087
F. = (wx/W) V FX = 0.144 x wx ASCE 7 EQ 12.14-12 [1091
F.ffertive seismic weight 9- Fareec (1hc1 nt T.PvP] v
Diaphragm (x = 2)
FX = 6365
roof area (ftz)
floor area (ftz)
story height (ft)
wall length (ft)
WX
2142
0
8.1
300
weight (lbs)
32130
0
12150
44280
Diaphragm (x = 1)
FX = 5805
roof area (ft')
floor area (ftz)
story height (ft)
wall length (ft)
WX
40
1900
9
1 192
weight (lbs)
600
19000
8640
40390
Version 7.0 Pg 2.1
Allowable Stress Design Loads For Wood IBC 2015
Design shall be in accordance with Sections 2304-2306.
Structures using wood shear walls and diaphragms to resist
wind, seismic and other lateral loads shall be designed and
constructed in accordance with AF&PA SDPWS and provisions
of Sections 2305 - 2306.
Design per Alternative Basic Load Combinations 1605.3.2 [3597
For worse case effect with wind load, L & S shall be zero.
Equations 16-18, 16-19and 16-20 become,
D +ww
0.6
Where co equals 1.3, W equals F x of the respective diaphragm, and
D shall be multiplied by two-thirds.
For worse case effect with seismic load, L & S shall be zero.
Equation 16-22 controls,
0.9 D + E/1.4 , substitute ASCE 7 EQ 12.14-5 for E
0.9 D +
pQE-0.2SDSD
1.4
(0.9-0.14 SDS) D+ P QE
1.4
, simplify & arrange variables
Where QE equals FX of the respective diaphragm.
2301.2 [473]
2305.1 [4881
1605.1 [3571
1605.3.2 [3591
1605.1 [3571
ASCE 7 12.14.3.1.3 (7), EQ 12.14-5 [1041
Principle of Mechanics
Sum the forces in the horizontal direction, diaphragms and shearwalls shall resist,
Wind Design Loads, 1.3 Fx
For KA = 1.00
Front to Rear
Side to Side
Diaphragm
Force (lbs)
Force (lbs)
x = 2
6298
6432
x =1
5952
6983
Seismic Design Loads, (p/1.4) FX
p = 1.3
Diaphragm
Force (lbs)
x = 2
5910
x = 1
5391
EQ 16-22
ASCE 7 12.3.4 [831
Version 7.0 Pg 3.1
Allowable Stress Design Loads For Wood - cont.
Sum the moments about the base of a shearwall, overturning shall resist,
(v•w)•h - 2 3 2 D•2 + P•w1 for wind
(v • w) • h - � 0. 9 - 0.14 S D S / D • 2 + P • w for seismic
Where, v = shear per linear foot of shearwall
w = width of shearwall
h - height of shearwall
D = resisting dead load centered over shearwall
P = resisting dead load at end of shearwall
Free Body Diagram of a ShearWall
I
C
(V x IN)
SUM MOwEWS
ABOUT CORNER
Version 7.0 Pg 3.2
_Tributary
loads
Wind Seis
.:
40.00 1 11
__mmmm____-
Wind Seis
2015 SDPWS SEISMIC MAX
Wind Seis
2015 SDPWS SEISMIC MAX
Wind Seis
2015 SDPWS SEISMIC MAX
Version 7.0 Pg 4.1
_Tributary
loads
Wind Seis
1487.93 1347.68
VT(x) [Ibs] 3062.4 2825.16
• 11 36.00
2015 SDPWS SEISMIC MAX
__mmmm____-
__MMMN____-
1 1
mmwmmmm=m-
1 1
m®®..m_®_-
__....____-
__....____-
__....____-
Wind Seis
1 , . 1
' '
2015 SDPWS SEISMIC MAX
__....____-
__....____-
__....____Wind
-
Seis
2015 SDPWS SEISMIC MAX
Wind Seis
2015 SDPWS SEISMIC MAX
Version 7.0 Pg 4.2
Wall Line
Level
(x)
4
o
q�
Segment
Tributary loads
Wind
Seismic
Width
Height
wr
wra
wf
wfa
T(x)
T(x+l)
T(x)
T(x+l)
Seis max
A
2
S-S
Wind Seis
VD(x+l) [lbs]
% 25% 25%
VD(x) [lbs] 1608.05 1477.48
VT(x) [lbs] 1608.05 1477.48
L 21.75 21.75
n 74 68
2015 SDPWS SEISMIC MAX 86
TMAX(X) [lbs] 98
3.19
8.1
2
4
98
-33
86
3.19
8.1
2
4
98
-33
86
9.00
8.1
20
4
-932
1 -1232
3.19
8.1
2
4
98
-33
86
3.19
8.1
2
4
98
-33
86
B
2
S-S
Wind Seis
VD(x+l) [lbs]
% 50% 50%
VD(x) [1bs] 3216.1 2954.95
VT(x) [lbs] 3216.1 2954.95
L 21.00 21.00
n 153 141
2015 SDPWS SEISMIC MAX
TMAx(x) [1bs] 467 240
10.50
8.1
2
4
467
240
10.50
8.1
2
4
467
240
C
2
S-S
Wind Seis
VD(x+l) [lbs]
% 25% 25%
VD(x) [lbs] 1608.05 1477'48
VT(x) [lbs] 1608.05 1477.48
L 27.34 27.34
n 59 54
2015 SDPWS SEISMIC MAX 69
TMAX(x) [lbs] 171 82
3.17
8.1
171
82
69
21.00
8.1
-313
-481
3.17
8.1
171
82
69
D
2
S-S
Wind Seis
VD(x+l) [lbs]
%
VD(x) [lbs]
VT(x) [lbs]
L
n
2015 SDPWS SEISMIC MAX
TMAX(X) [lbs]
Version 7.0 Page5.1
Wall Line
Level
(x)
4
o
q�
Segment
Tributary loads
Wind
Seismic
Width
Height
wr
wra
wf
wfa
T(x)
T(x+l)
T(x)
T(x+l)
Seis max
A
1
S-S
Wind Seis
VD(x+l) [lbs] 1608.05 1477.48
% 25% 25%
VD(x) [1bs] 1745.8 1347.68
VT(x) [lbs] 3353.84 2825.16
L 8.00 8.00
n 419 353
2015 SDPWS SEISMIC MAX 618
TMAx(x) [lbs] 2821 2226
2.00
7
2821
98
2226
618
2.00
7
2821
98
2226
618
2.00
7
2821
98
2226
618
2.00
7
2821
98
2226
618
B
1
S-S
Wind Seis
VD(x+l) [lbs] 3216.1 2954.95
% 50% 50%
VD(x) [1bs] 3491.59 2695.36
VT(x) [lbs] 6707.69 5650.31
L 49.00 49.00
n 137 115
2015 SDPWS SEISMIC MAX 173
TMAX(x) [1bs] 770 500
3.00
9
7
1
770
500
173
9.00
9
7
1
448
125
12.50
9
7
1
728
467
147
240
12.50
9
7
1
728
467
147
240
9.00
9
7
1
448
125
3.00
9
7
1
770
500
173
C
F 1
s-s
Wind Seis
VD(x+l) [1bs] 1608.05 1477.48
% 25% 25%
VD(x) [1bs] 1745.8 1347.68
VT(x) [lbs] 3353.84 2825.16
L 19.33 19.33
n 174 146
2015 SDPWS SEISMIC MAX 263
TMAx(x) [1bs] 1386 994
2.50
9
1386
171
994
82
263
2.50
9
1386
171
994
82
263
9.33
9
1180
171
754
82
2.50
9
1386
171
994
82
263
2.50
9
1386
171
994
82
263
D
F 1
s-S
Wind Seis
VD(x+l) [lbs]
%
VD(x) [lbs]
VT(x) [lbs]
L
n
2015 SDPWS SEISMIC MAX
TMAX(x) [lbs]
Version 7.0 Page5.2
Shear wall Summary
SheetingMJ
Wind
1 - 2nd
2 - 2nd
3 - 2nd
4-2nd
A - 2nd
B - 2nd
C-2nd
D - 2nd
1-1st
2- 1 st
3-1st
4 - 1 st
A - 1st
B-1st
C - 1 st
D - 1st
28
52
49
64
53
86
109
141
42
69
61
78
49
63
299
618
98
173
124
263
1
1
1
1
1
1
1
5
1
2
Shear Transfer
Wind
I Seismic
1
2
1
1
1
1
6
1
2
39
37
85
78
69
63
419
353
137
115
174
146
SW-1 SW-2 SW-3 RSW
Sheathing 260 350 511 511
Shear Flow 155 275 450 450
Shear Transfer Connectors - CD = 1.6, Hem -Fir
Overturning Values
Wind Seismic
Connector
Z (lbs)
16d Nails (Common: 3.5"x0.162")
195.2 lbs
2015 NDS TIIN [105]
15.1 1 8.5
5.2
5.2
0.0
0.0
16d Slant Nails (v<150p1fl
160 lbs
2015 NDS TIIN [105]
12.4 7.0
4.3
4.3
0.0
0.0
Simpson A35 Clip
510 lbs
Current Simpson Guide
39.5 22.3
13.6
13.6
0.0
0.0
Simpson H1 Truss Connector
415 lbs
Current Simpson Guide
32.1 1 18.1
11.1
11.1
0.0
0.0
Simpson LTP4 Clip (x 0.64 overtop 1/2" sheeting)
500 lbs
Current Simpson Guide
38.7 1 21.8
13.3
13.3
0.0
0.0
1 /2" Diameter Anchor Bolts (2x)
912 lbs
2015 NDS TI LE [931
70.6 1 39.8
24.3
24.3
0.0
0.0
5/8" Diameter Anchor Bolts (2x)
1328 lbs
2015 NDS TILE [931
102.8 1 57.9
35.4
35.4
0.0
0.0
5/8" Diameter Anchor Bolts (3x)
1664 lbs
2015NDS THE [931
Page6.1
naineerin
(1) Simpson or equal. Locate at end of shearwall u.n.o. Install
per manufacturer recommendations for foundation minimum end
distance and embedment, deepen foundation as required.
(2) Construct cripple wall same as shearwall (SW) above, and
gable -end same as shearwall (SW) below.
(3) Requires 3x or (2) 2x foundation sill plate
(4) Threaded rod and coupler as required.
(5) Common nails, LINO: 8&0.131"x2'/2', 10d=0.148"x3",
12d=0.148"x3'/4", 16d=0.162"x3'h", 16d sinker=0.148"x3'/4'.
(6) Install H1's on all trusses/rafters, A35's at 24"o/c on gables &
rim joist (or solid blkg) to top plate (sill plate at fdn) u.n.o.; When
specified spacing is less than 24"o/c, install A35's at roof solid
blk'ing to SW top plate, and install H1 or H2.5 on all
trusses/rafters. LTP4, LTP5 or LS50 can be substituted for A35.
Conn. per Simpson Strong -Tie or equal.
(7) Minimum 3x or dbl-2x stud lam'd w/ (2)-16d @ 6" o/c at
abutting panel edges.
(8) Anchor bolts shall be embedded at least 7" into concrete;
there shall be a minimum of two bolts per piece with one bolt
located not more than 12" or less than seven bolt diameters from
each end of the piece. 2x min PT, u.n.o.
HOLDOWN SCHEDULE Date: 12/22/2019
Job #: 1132
MARK
HOLDOWN /
STRAP *(1)
FASTENERS TO
(2)-STUDS MIN U.N.O.
FOUNDATION
ANCHOR *(1)(4)
COMMENTS
T-1
STHD14/14RJ
(38)/(30) - 16d
N/A
SHEARWALL SCHEDULE Date: 12/22/2019
Job #: 1132
SHEATHING - APPLY TO
SHEATHING EDGE NAILS *(5)
ROOF TO TOP PLATE,
MARK
BASE PLATE
SILL PLATE ANCHORS w/
*(2)
2x HF STUDS @ 16"o/c
ALL EDGES BLOCKED
NAILS *(5)
FLOOR TO TOP PLATE
3" x 3" x 1/4" WASHERS *(8)
U.N.O. BELOW *(9)
(do not penetrate past flush)
& SILL PLATE *(6)
SW-1
7/16" OSB
8d @ 6" o/c (12" o/c field)
16d @ 12 " o/c
HI or
5/8" Ox10" AB's @ 60 " o/c
A35 24 " o/c
SW-2
7/16" OSB
8d @ 4" o/c (12" o/c field)
16d @ 8 " o/c
A35 @ 16 " o/c
5/8"Ox10" AB's @ 48 " o/c
SW-3
7/16" OSB *(7)
8d @ 3" o/c (12" o/c field)
16d @ 4 " o/c
A35 @ 12 " o/c
5/8" Ox10" AB's @ 16 " o/c
RSW
7/16" OSB *(7)
8d @ 3" o/c (12" o/c field)
SEE DETAIL 1
UPSTATE
engineering
PO BOX 952 LYNNWOOD, WA 98046
T. (206) 280-4715 F. (206) 834-6261
SERVICES@UPST8.COM
General Structural Notes — Unless Noted Otherwise
GENERAL ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION, OR
OTHER GOVERNING CODE, AS REQUIRED BY LOCAL JURISDICTION.
DESIGN LOADS SEE ENGINEERING PACKET FOR DESIGN LOADS.
INSPECTIONS NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR INSPECTIONS
REQUIRED BY LOCAL JURISDICTION.
FOUNDATIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 2000 PSF BEARING CAPACITY. BOTTOM OF EXTERIOR
FOOTING SHALL BE V-6" MINIMUM BELOW OUTSIDE FINISHED GRADE.
COMPACTED FILL SHOULD CONSIST OF PREDOMINATELY WELL -GRADED, GRANULAR SOIL, FREE OF ORGANIC
MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8" LOOSE LIFTS AND COMPACTED TO A MINIMUM OF
95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D-1557 TEST
PROCEDURES.
CONCRETE f'c = 2500 PSI MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6.0
GALLONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SLUMP IS 4". SEGREGATION OF MATERIALS TO BE
PREVENTED.
REINFORCING STEEL #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS, AND #3 AND #4 BARS SHALL BE
GRADE 40, IN ACCORDANCE WITH ASTM A-615. LAP SPLICES 32 BAR DIAMETERS. WELDED WIRE FABRIC SHALL
CONFORM TO ASTM A-185 AND SHALL BE 6X6 — W1.4 X W1.4. LAP ONE FULL MESH AT SPLICES.
TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS:
BEAMS AND POSTS (4x_AND GREATER)
JOISTS / STUDS (2x_):
GLUE LAMINATED BEAMS (GLB)
DF-L#2
HF#2 / STUD
24F-V4 (24F-V8 AT CANTILEVERS)
2x_ TIMBER SHALL BE KILN DRIED. GRADES SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN LUMBER",
LATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I. AND THE IBC. ALL
CONNECTIONS PER IBC TABLE 2304.10.1.
ROOF DIAPHRAGM INSTALL MINIMUM 1/2" CDX PLYWOOD (32/16) OR 7/16" OSB SHEATHING. NAIL ALL SUPPORTED
EDGES AND BOUNDARIES WITH 8d AT 6" O.C, AND INTERIOR SUPPORTS WITH 8d AT 12" O.C.; BLOCKING NOT
REQUIRED.
FLOOR DIAPHRAGM INSTALL MINIMUM 23/32" T&G STURD-I-FLOOR (24oc) SHEATHING. GLUE AND NAIL ALL
SUPPORTED EDGES AND BOUNDARIES WITH 10d AT 6" O.C.; AND INTERIOR SUPPORTS WITH 10d AT 12" O.C.,
BLOCKING NOT REQUIRED.
MISCELLANEOUS THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. THE CONTRACTOR
SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENINGS
HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. PRE -FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER
MANUFACTURER'S RECOMMENDATIONS.
WIND DESIGN CRITERIA:
NOMINAL WIND SPEED — 85 MPH RISK CATEGORY II
ULTIMATE WIND SPEED — 110 MPH IMPORTANCE, I = 1.0
WIND EXPOSURE, B KzT = 1.00
SEISIMIC DESIGN CRITERIA:
EQUIVALENT LATERAL FORCE PROCEDURE
IMPORTANCE, le = 1.0
Ss =
1.274
SITE CLASS, D
S, =
0.498
SEISMIC DESIGN CAT., D
Sys
= 0.85
SEIS. FORCE RES. SYS, A.15.
SD1
= 0.50
DESIGN BASE SHEAR = 11301 Ibs
Cs
= 0.13
RISK CATEGORY 11
R =
6.5
cYi
x
0
2x TOP PLATE
HEADER PER PLAN
.-,
EXTEND OVER
=
SHEARWALL
X
APA RATED SHTG
Q
PER SW SCHED -
75
HOLDOWN
PER PLAN
(2) 5/8" 0 A.B.
EMBED 7" MIN
CONC SLAB —
CONT FTG W/
(2) #4 TOP
& BOT
WIDTH PER PLAN
(1'-6" MIN.)r
RAISED SHEAR WALL
NAIL SHTG TO
HEADER @ 3" OC EW
(2) 3x STUDS UNO
NAIL SHTG TO
EACH STUD
8d NAILS @ 3" OC
ALL PLATES
HEADERS & STUDS
(3) 2x PLATES
NAIL SHTG
TO EACH PLATE
8" CONC STEM WALL
(2) #4 VERT EA FACE
#3 TIES @ 8" O.C.
18" MIN.
(RSW) NTS
BOUNDARY NAILING
PER PLAN
RF SHEATHING
PER PLAN
MANUFACTURED TRUSS
PER PLAN
16d PER SW SCHED
BASE PLATE NAILING
SHEAR WALL
PER PLAN
A35 PER SW SCHED
TOP PLATE CONN
16d PER SW SCHED
BASE PLATE NAILING
2x AS REQ'D
(2X12 MAX)
ROOF TRUSS PARALLEL
TO SHEAR WALL NTS
ROOF SHEATHING
STRUCTURAL NC
SHEAR V
BELOW PER PLAN
all mo:1cl[el:lol[el:odgkill
'RUSS BLOCKING PER
4FR. OR FIELD BUILD 2X4'S
NI TP 39 @ ALL CORNERS
PRE -FABRICATED
TRUSSES PER PLAN
-E
-ION PER
ROOF TRUSS PERPENDICULAR
TO SHEAR WALL NTS
WALL FRAMING/DECK
RAIL ABOVE
BASEPLATE NAILING PEF
SW SCHED OR DECK RAII
CONNECTION PER PLAP
RIM JOIST PER PLAN
FLR FRAMING PER PLAP
SHEAR WALL PER PLAN
SHEAR TRANSFER AT
-FIT SOLID
G W/ EDGE NAILING
UCTURAL NOTES
18" OC
CANTILEVERED FLRT JOISTS NTS
2X BLOCKING OR
FLOOR JOIST PER PLAN
W/ EDGE NAILING FROM
r7' ^^m 71APHRAGM
R SW SCHEDULE
FRAMING PER PLAN
6yaaF_1ZAT1%110»:»WTI ►1
SHEAR TRANSFER TO
INTERIOR SHEAR WALL NTS
sVc_1 5v[_1 5V4-1 5V4_1
1132
F-DMONDS DUpLr)C
Uppr-1z FL001Z
LATP-lzAL DF-5rrrN
T1 'r1 T1 Ti1 T1 T1 T1 T1
1132
F-DMOND5 DUpL-F-x
LOI4F-x FLOOIK
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