REVIEWED-RESUB 1-Structural CalculationsCONTACT: Vincent Sessa
JOB TITLE: Taylor ADU
SITE 18703 79th Place West
ADDRESS: Edmunds, WA 98026
RESUB
STRUCTURAL CALCULATIONS Feb 082023
CITY OF EDMONDS
DEVELOPMENT SERVICES
IBC 2018 DEPARTMENT
BLD2021-1409
YTa for ADU .......... REVIEWED.........
BY
Residential Proiect CITY OF EDMONDS
BUILDING DEPARTMENT
20174
February 7, 2023
SHEETS: 1 Cover
2 Lateral Design Values
3-5 Lateral Load Calculations
SESSA Engineering Services, LLC 6-8 Lateral Load Keyplans
18703 79th Place West 9-21 Plan Reprints
Edmonds, WA 98026
425-681-9611
Structural Design (2018 IBC)
TAYLOR ADU-LATERAL 2/7/2023
Gravity Design Loads (IBC 1606, 1607, 1608)
Description
I.D.
Dead Loads (D)
Live
Load
(L)
Snow Load (S) (ASCE 7-16 Chap. 7)
I = 1.0 pf= 0.7CQC�Ipg
p g = OpsfC ,= 1.1 p f = 23 psf
CQ = 1.2
Pitch
Material �
Spc.
(in.)
D
(sfl
Material z
Spc.
(in.)
D z
s
Material ;
Spc.
(in.)
D 3
s
Material .r
Spc.
(in.)
D 4
s
Materials
Spc.
(in.)
D 5
s
D (psf)
L/L
s
Drift Surcharges
Un-
bal
Slope
S
(PsLff
Flat
Sloe
Used
Wb
h
Xd
Wd
Drift
Slide
1
Roof Load
RS
3 : 12
15.0
20.0
25.0
2
Floor Load
FS
10.0
40.0
3
Wall
WS
10.0
4
Deck
DS
10.0
60.0
5
6
7
8
9
10
Lumber Strengths (psi)
Fi,
F,
F,,
F,l
F,
E
Joist/Rafters
Hem -Fir #2
850
525
150
405
1300
1.30
Beams and Headers
4" Nominal Doug -Fir #2
900
575
180
625
1350
1.60
6" Nominal Doug -Fir #1
1350
675
170
625
925
1.60
Posts
4" Nominal Doug -Fir #1
1000
675
180
625
1500
1.70
6" Nominal Doug -Fir #1
1200
950
170
625
1000
1.60
Studs Hem -Fir Stud
675
400
150
405
800
1.20
Laminated Strand Lumber (LSL)
1.3 E
1700
400
680
1400
1.30
1.55 E
2325
310
400
2050
1.55
Microllam (LVL)
1.9 E
2600
1555
285
750
2510
1.90
Parallel Strand Lumber (PSL)
2.0 E
2900
2025
290
750
2900
2.00
P.T. 2.0 E
2175
191
465
2059
1.78
Glu-Laminated Timbers
24F-V4
2400
1100
240
650 1
1650
1.80
APA Rated Sheathing
Max Span with
Span Rating
Design Loads (in)
Roof 5/8" Ply
40/20
24.0
Wall 15/32" Ply
24/0
16.0
Floor (T&G) 3/4 Ply
48/24
24.0
d Loads (IBC 1609.1.1)
(7-16) Chap 27 Directional Procedure
3 Second Gust =
110
mph
Exposure Category =
B
Sect. 26.7.3
Mean Roof Height =
11.0
ft
Kd =
0.85
ft
Table 26.6-1
KZ, =
1.00
Eq 26.8.1
Kh =
0.70
Table 27.3-1
q h =
18.4
lb/ft2
Eq 27.3-1
* G =
0.85
Sec. 26.9
p = q h (GCP -GCp ,)
Eq 27.4-1
(7-16) Sec. 12.14 Simplified Alternative for Simple Bearing Wall Systems
Spectral Response Acceleration, Ss =
130.30
Site Class = D
Table 20.3-1
Site Coefficient, F,, =
1.00
Table 11.4-1
Height Coefficient, F =
1.00
Sec. 12.14.8.1
Maximum Spectral Response Acceleration, Smrs =
130.3
Equation 11.4-1
5%Damped Design Spectral Response Acceleration, Sos =
86.9
Equation 11.4-3
Seismic Design Category =
E
Table 11.6-1
Default Response Modification Coefficient, R =
6.50
Table 12.14-1
Deflection
Limits IBC Table 1604.3
L
Sor W
D +L
Roof
Plaster
360
360
240
Nonplaster
240
240
180
None
180
180
120
Floor
360
240
Walls
240
z
Rg✓,
RESUB
Feb 08 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Panel Analysis TAYLOR ADU-LATERAL 2/7/2023
Panel
Design Loads
Panel Shears
Holdown Options
Grid #
c
Q
Materials
^
on
•,�
x
Individual Panel Lengths
Shear Panel Adjustments
Wind
(lb)
Seismic
(lb)
Wind
Seismic
Post Loads
Anchor Bolt Holdowns
Tie Strap Holdowns
Wall
Size
Nail
Size
Panel Type
S.G.
#1
(ft)
#2
(ft)
#3
(ft)
#4
(ft)
#5
(ft)
#6
(ft)
Perforated Panel
S.G.
Act.
(lb/ft)
Allowable
Allowable
Uplift
(lb)
2/3
Dead
(lb)
Net
(lb)
Model
Post
Cap.
(lb)
Wood to
Concrete
Wood to
Wood
y
Z
;�
b
3
o
�0
Co
CSG
Type
Base
(lb/ft)
Cap.
(lb/ft)
Act.
(lb/ft)
Type
Base
(lb/ft)
Cs
Cap.
(lb/ft)
Grade
Size
Model
(lb)
Model
(lb)
Defaults (Dflt.)
Default
2x6l
8d
15/32" Ply
0.4
SPF
2-2x
1M
8.0
25.0
0.93
941
1,059
38
P1-6
365
339
42
P1-6
260
242
339
339
2M
8.0
20.0
0.93
1,501
1,294
75
P1-6
365
339
65
P1-6
260
242
601
601
3M
8.0
17.0
0.93
557
492
33
P1-6
365
339
29
P1-6
260
242
262
262
AM
8.0
4.5
4.5
4.5
0.93
562
570
42
P1-6
365
339
42
P1-6
260
242
338
338
BM
8.0
18.5
14.0
4.0
0.93
1,466
1,208
40
P1-6
365
339
33
P1-6
260
242
321
321
CM
8.0
3.0
2.5
2.5
6.5
0.93
564
1,068
39
PI-6
365
339
74
P1-6
260
0.63
151
589
589
DEVEI
OPMENT SERVICES
Main Wind Force Resisting Svstem TAYL°RADU-LATERAL 2/7/2023
Grid
#
�,
o
Cd w
Grid #
for
Load
Above
L
(ft)
B
(ft)
Proj.
Area
a
(ft)
Surface
Direction
Surface
Type
Roof Angle
Pressure Coefficients
Design Pressure
Design Load
- -
Min. Design Load
Load used
for Design
F
(lb )
Pitch
9
(Deg)
--
Cn
(Fig 27.4.1)
External
GCP,
(Table 26.11-1)
Internal
p
(Eq 6-17)
(psf)
Tributary Total
F F
(lb) (lb)
Tributary
F
(lb)
Total
F
(lb)
1M
42.0
10.0
60
Windward
Roof
2.5
11.8
0.40
-0.18
6.3
376
1568
480
880
941
42.0
10.0
40
Windward
Wall
2.5
11.8
0.80
-0.18
12.5
502
400
42.0
10.0
60
Leeward
Roof
2.5
11.8
-0.60
0.18
9.4
564
42.0
10.0
40
Leeward
Wall
2.5
11.8
-0.20
0.18
3.1
125
2M
42.0
21.0
120
Windward
Roof
2.5
11.8
0.40
-0.18
6.3
753
2502
960
1800
1501
42.0
21.0
84
Windward
Wall
2.5
11.8
0.80
-0.18
12.5
1054
840
42.0
21.0
54
Leeward
Roof
2.5
11.8
-0.60
0.18
9.4
508
42.0
21.0
40
Leeward
Wall
2.5
11.8
-0.30
0.18
4.7
188
3M
42.0
11.0
60
Windward
Roof
2.5
11.8
0.40
-0.18
6.3
376
928
480
920
557
42.0
11.0
44
Windward
Wall
2.5
11.8
0.80
-0.18
12.5
552
440
AM
44.0
12.0
72
Windward
Wall
0.80
-0.18
12.5
903
937
720
720
562
44.0
12.0
10
Leeward
Wall
-0.22
0.18
3.4
34
BM
44.0
22.0
176
Windward
Wall
0.80
-0.18
12.5
2208
2443
1760
1760
1466
44.0
22.0
50
Leeward
Windward
Wall
-0.30
0.18
4.7
235
CM
44.0
10.0
60
Wall
0.80
-0.18
12.5
753
941
600
600
564
44.0
10.0
60
Leeward Wall
-0.20
0.18
3.1
188
RESUB
Feb 08 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
y�R�:
Seismic Calculations TAYLORADU-LATERAL 2/7/2023
Spectral Response Acceleration, SS = 130.30
Maximum Spectral Response Acceleration, S ajs = 1.31
Site Class =
D
5%Damped Design Spectral Response Acceleration, SDS =
0.87
Site Coefficient, Fu =
1.00
Default Response Modification Coefficient, R =
6.50
Height Coefficient, F =
1.00
Seismic Design Category =
D
Direction
Loads
Eq.12.4-3
Eq.5
Eq.16-52
Grid
#
Load
Type
Level (On
Areas
ft2
Code
Sect. Fctr. no R Live Dead w x Fxd
_
Q E
E= p Q E
0.7*E
E m= �o Q E
Yh
page)
( )
(lb/ft2) (lb/ft2) (lb) FSDS/R (lb)
(lb)
P used
(lb)
(lb)
(lb)
I
RS
Main Floor FB
528
15.0 7920 0.134 1058
1058
1.30
1376
1059
2M
RS
Main Floor
FB
645
15.0
9675
0.134
1293
1293
1.30
1681
1294
3M
RS
Main Floor
FB
245
15.0
3675
0.134
491
491
1.30
638
492
AM
RS
Main Floor
LR
284
15.0
4260
0.134
569
569
1.30
740
570
BM
RS
Main Floor
LR
602
15.0
9030
0.134
1207
1207
1.30
1569
1208
CM
RS
Main Floor
LR
532
15.0
7980
0.134
1066
1066
1.30
1386
1068
RESUB
Feb 08 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
1%2" PLYWOOD or %6" ORIENTED STRAND BOARD
SHEAR WALL SCHEDULE 1,2,3,4,8,9
MARK
NOTES
PANEL NAILING
I SILL PLATE to FOUNDATION
IBOTTOM PLATE
to SUBFLOOR
EAVE BLKNG
to TOP PLATE
RAFTER/JOIST
to TOP PLATE
I EDGE
I FIELD
I 1Y2" Sill Plate
3" Sill Plate
P1-6
—
j8d ® 6"
8d ® 12"
%"O A.B. at 48"
1 Y8"0 A.B. at 48"
2 16d at 14"
LTP4 RBC at 22"
A35 at 21"
P11-4
—
18d ® 4"
8d ® 12"
%"0 A.B. at 21"
1 %,"0 A.B. at 48
2 16d at 10
LTP4 RBC at 15"
A35 at 14"
P2-4
5,6,7
8d @ 4"
8d ® 12"1
NA7
6 "0 A.B. at 27
2 16d at 5"
LTP4 RBC at 8"
A35 at 7"
P1-3
5
8d ®3
8d ® 12"
%"0 A.B. at 16"
5 "0 A.B. at 42"
2 16d at 8"
LTP4 RBC at 12"
A35 at 11"
P2-3
5,6,7
8d ® 3"
8d ® 12"
NAT
6 O A.B. at 21"
2 16d at 4"
LTP4 RBC at 5"
A35 at 6"
P1-2
5
8d 2"
Sd ®12"
NAB
s "0 A.B. at 32"
2 16d at 6"
LTP4 RBC at 9"
A35 at 8"
P2-2
5,6,7
8d ® 2"
8d ® 12"
NAB
a "0 A.B. at 16"
2 16d at 3"
LTP4 RBC at 4"
A35 at 4"
SHEAR WALL SCHEDULE
NO SCALE
A B
HDU2 TO 6.5' 2.5' 2.5' 3.0'
FNDN P1-6 P1-6 P1-6 P1-6 FNDN
TO
(SST816)
1 F---- (SSTB16)
NEW BEDROOM NEW KITCHEN/
LIVING ROOM
a
TOP OF NEW SUB
EL 0'-0' TYPICAL
HDU2 TO
14.0' FNDN C 8
P1-6 (SST816)
d � � TO EXIST. FRAMING 3020 HS
FNDN TO 18.5 .... HDU�TO V
DN
(SSTB16) P1-6 (SSTB16) ❑
s-te�
F
EXISTING GARAGE
TOP OF EXSTING CLOSET
SLAB EL (-)0'-I-
CN
o a
NEW SHOP/ EXERCISE
TOP OF NEW SUB
EL. 01-V
4.5' 96' EXISTING DOOR 96' EXISTING DOOR
P1-6
EXISTING FLOOR OVERHANG
-
---------�
�/ --- tj 4.5' HDU2 TO FNDN
FNDNDU2 TO P1-6 O (SSTB16)
(SSTB16)1 HDU2 TOt
HDU2 TOFNDN FNDN(SSTB16)(SSTB16)NEW EXISTING EXISTING BASEMENT (DAYLIGHT)
B HOUSE 1 HOUSE
4.5'
P1-6 C
1 2 3
SHEAR WALL FLOOR PLAN
SCALE: Y4" = 1'-0"
1. ALL EXTERIOR WALLS TO BE P1-6, UNLESS NOTED OTHERWISE.
2. ALL PANELS EDGES BACKED with 2" NOMINAL or WIDER FRAMING.
3. P1 INDICATES PLYWOOD ON SIDE OF SHEAR WALL ONLY, P2 INDICATES PLYWOOD ON BOTH SIDES.
4. PLATE CONNECTIONS and SPACING SHALL OCCUR FOR FULL LENGTH OF DESIGNATED PANEL, UNLESS NOTED OTHERWISE.
5. FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3" NOMINAL
MEMBER. NAIL SPACING OF 2" o.c. SHALL HAVE THE NAILS STAGGERED PER CBC TABLE 2306.4.1, FOOTNOTE E.
6. PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS.
7. SILL PLATE SHALL NOT BE LESS THAN SINGLE 3" NOMINAL MEMBER FOR SHEAR LOAD GREATER THAN 600 PLF.
8. 8d NAILING TO BE MINIMUM DIAMETER OF 0.131 ".
GALVANIZED NAILS REQUIRED FOR ALL PRESSURE TREATED LUMBER. GALVANIZED NAILS SHALL BE NOT DIPPER OR TUMBLED.
9. ALL ANCHOR BOLTS TO HAVE 3"x3"xY4" PLATE WASHER.
EXISTING
DOOR
01-24-2006 LateralTable—la
LEGEND
DENOTES HOLDOWN LOCATION
V (USE SIMPSON HDU2,
o UNLESS NOTED OTHERWISE)
DENOTES TIE STRAP LOCATION
(USE SIMPSON CMSTCI6 EL = 27",
FOR WALL TO WALL. T
STHD14 FOR WALL TO FOUNDATION.
STHD14RJ FOR WALL OVER FLOOR
TO FNDN. UNLESS NOTED OTHERWISE.)
4.0' ' SHEAR WALL LENGTH
P1-4 ,—SHEAR WALL CALLOUT PER SCHEDULE
TIE
EPDXY ALL
THREADED
HDU2
%"xl6'
HDU4
%'x16"
HDU5
%-xl6"
HDU8
36'x24'
HDO8
%"x24"
HDO11
1'x30'
TIE DOWN NOTES:
ALL TIE DOWNS TO DOUBLE 2x_
STUDS FOR HDU2, HDU4 & HDU5.
ALL TIE DOWNS TO TRIPLE 2x-
STUDS FOR HDU8, HDQ8 & HDQ11.
v
�ESUB
Feb 08 2023
CITY OF EDMONDS
EVELOPMENT SERVICE
ADUIREMODEL
SHEET:
S-6A
- - ...
BOTTOM OF NEW TRUSS EL. (y S-0.TQ' - -.._.� _: _: _..
_.. _.._�
EXIS WOO"
EXIS .TN00'WI
_ -
EXISTNG DOOR
OM
5lDELI(7i1'S/ TRANSOM
EX
NEW ROOF
TOP OF NEW WNDO'NS
- _ _
_
i
4
TOP GF NEW SLAB EL 7-0'
9T EXISTWG DOOR
:A' EXISTWG DOOR
-------------
NEW HOUSE EXISTNG HOUSE
SCALE:1/4' = T-0'
EXISTING ROOF -�
SCALE: 1l4' = l'-0'
-41
4v
EXISTING ROCF
NEW ROOF NEW WALL:
S'.DBNG TO MATCH
WRH EXISTING SIONG
72
BOTTOM OF NEW TRUSS EL N B-0.1l2' 2.6 r
&.F
TOP OF NEW SLAB EL 0'1i
m
r -
EXISTING ROOF
`d s -
NEW HOUSE - EXISTING HOUSE
EXISTNG HOUSE NEW HOUSE
RIGHT ELEVATION
%14
SCALE: 1/4' = l'-0'
EXISTING ROOF
EXISTING WALL
' - -- - ----- --- -
1:EVY FLASMY G
-
hti --
ATION
SCALE: 1/4' =1'-0'
44
VENT
NEW ROOF
RESUB
Feb 08 2023
CITY OF EDMONDS
DEVELOPMENT SERVICE
DEPARTMENT
to
12
2.5 BOTTOM - NEW TRUSS
TOP JF NEW WkAOWS
mao
4 I TOP- NEW SLAB E- -
611L
7I
�07
�
F,.s .o z
ROOF PLAN
SCALE: tra" =1'd)'
F-15
7-450
RESUB
Feb 08 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT