APPROVED ENG BLD PLN-RESUB 2 -PLAN SET+4.27.2022CONSTRUCTI N
ENTRANCE O
II I4ILTER FENCE AND
ONSTRUCTION
E I \\ OWNER/CONTRACTOR RESPONSIBLE FOR LOCATING
EN C I \ ALL ON SITE UTILITIES. RELOCATION/REVISION TO ANY
\ UTILITIES MAY REQUIRE A SEPERATE PERMIT.
O �- \ \
EXISTIN I
DOWN POUT I
DRAI TO
I I NEW ECK
I I o I
fJ ,
Sheet Index
A1.1 Site Plan + Notes
A2.1 Lower Floor Plan
TREE-7- - \ \ A2.2 Upper Floor Plan
\ A2.3 Roof Plan
A3.1 Elevations
A3.2 Elevations + Window Schedule
- I � A4.1 Wall Details
80.0' EN I_
I - S1.0 Structural Notes
� O
II S2.0 Foundation Plans
S2.1 Upper Floor Framing Plans
EXISTING Jo-
IASPHALT S3.0 Structural Details
DRIVEWAY C �s
26' " I 8'
ISTING I 80
DOWNSPOUT I °'
I - I cp XIST.CONC.
I ' DRAINS TO '
33 - louse to PL DRIVEWAY A
SPLASH BLOCK ' WALKWAY -
E 0.5 E 1209.8 = o EL. 210
B o0
-- - - - - - -- p
0 - - -
I I, NEW DECK W/ cal I I
NEW ADDITION a�
\ II/
NEW - - J
DOWNSPOUT
DRAINS To
a = SPLASH LOCKS
------- I
3 6 J
II
I �
I
EM ORY STOCK PILE. EXISTING
I NOTE; TO BE COVERED DOWNSPOUT
I WITHIN 24 HRS. DRAINS TO
I SPLASH BLOCK
I
I
�II
1
NOTE:
INSTALL AND MAINTAIN ALL TESC MEASURES ACCORDING TO APPROVED
PLANS, CITY OF EDMONDS STANDARD DETAILS, AND ALL OTHER
MEASURES THAT MAY BE REQUIIRED DURING CONSTRUCTION.
NOTE:
ALL DISTURBED AREAS TO BE COMPOST AMENDED
PER 2014 SWMMWW BMP T.5.13.
NOTE:
FILTER SOCKS WILL BE ADDED TO ANY CATCH BASINS DOWNSTREAM FROM
CONSTRUCTION SITE. CITY STANDARD DETAIL ER-902.
NOTE:
USE ORANGE PROTECTIVE FENCING TO PLACE TO PROTECT TREE DRIP LINES AND
OTHER AREAS THAT REQUIRE LOW IMPACT FOR GROUND WATER INFILTRATION.
AVERAGE GRADE, DRAINAGE AND SITE
2 ROTECTION PLAN
A1.1
NEW LIVING SPACE N
FOOTING BELOW
DRAIN TO
DRYWELL
I o
EXISTING SHEDR
TO BE REMOVED
NEW CONC. 20
PATIO AND a-)
WALKWAY
11.8 (SEE 1/A2.1)
D
SCALE 1/16" = 1'-0"
0 16 32
O O I O
CLOSEST
PATIO CAN
BE
-8"
I
I
SET�K
II
EXISTING
lo SINGLE
b FAMILY
- HOME
IJ� I
�_'RlMOVE
EXIST
N PAT 110
ItL21�+1
aw
\X�iSS
� F
CO
LU
of
Record of Short Subdivision
Recording # (709160402 \
Includes easements )
EL 210.0
®1
7'-2"
IL ROOF
_4
EAVES
I EXTERIOR
WALLS
EL. 211
29'-2 /
I I . SANITARY
EWER Eq M NT _ / I
�I
Record of Short Subdivision
Recording # 7709160402
Includes easements)
I of
OWNER/CONTRACTOR IS RESPONSIBLE FOR
EROSION CONTROL AND DRAINAGE
ALL DISTURBED SOILS SHALL BE
COMPOST AMENDED PER CITY OF
EDMONDS STANDARD DETAIL SD-642 OR
APPROVED EQUAL.
APPROVED BY PLANNING
lz,�e
May 06 2022
SITE PLAN
ENGINEERING DIVISION
APPROVED AS NOTED
05/11 /2022
NO STORMWATER MANAGEMENT SYSTEM
REQUIRED AT THIS TIME. IF NEW AND/OR
REPLACED IMPERVIOUS SURFACE EQUALS
2000SQFT OR GREATER, A STORMWATER
MANAGMEMENT SYSTEM MAY BE REQUIRED
PER CITY CODES AND STANDARDS
Zone RS-12 Corner
Flag
Setbacks:
Required
Actual
Front
25'
66'
Sides
10'
10'
Rear
25'
73'-4"
Other
-------------
25
22'-10"
Height
SCALE 1/16" = 1'-0"
0 16 32
O O I O
General Notes
1. All new work, including Mechanical and Electrical work shall comply
with the 2018 International Residential Code, and respective trades
codes, latest edition in effect.
2. All workmanship shall be performed in a manner commensurate with a
standard of craftmanship expected of journeymen construction
personnel.
3. Do not scale drawings. Written dimensions govern.
4. Dimensions at new construction are to face of finish or face of
concrete unless noted otherwise.
5. Dimensions at existing construction are to face of finish unless noted
otherwise.
6. All smoke detecters shall be hard wired.
7. Insulate with high density batt insulation when existing walll and ceiling
cavity is opened during construction.
Code Notes cont.
Impervious Surface
Existing House 1660 SF
Existing Walks 160 SF
Existing Driveway concrete 420 SF
Existing Driveway asphalt 1265 SF
Existing Patio, deck and
shed to be removed 1520 SF
New Additon 655 SF
New Patio 1180 SF
Replace section of exist
concrete Driveway 60 SF
Repace and New Total 1895 SF
Averaae Grade Calculation - see 2/A1
A = 210.5
B = 209.8
C = 213.6
D = 211.8
AVERAGE GRADE = 211.4
APPROVED
PLANS MUST BE
ON JOB SITE
City of Edmonds
Building Department
APPROVED Plans
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
City
Of Edmonds
Building Department
Work
ADDITION AND DECK
Address
7622 175TH ST SW
----------------------------------------------
Owner
ROBERSON
---------------------------------------------------------------
Approved Date'
Building Official
Permit Number
BLD2022-0066
Project Information
Applicant
Shauna Roberson
Owner
Shauna Roberson
Aaent of owner and main contact
Loren Hill
206-910-7438
Loren.Hill@gmail.com
Assessors Parcel Number
Property Description
SEC 07 TWP 27 RGE 04W 80FT OF E 271.60FT OF S1/2 S1/2 NE1/4SE1/4 EXC
N 1 OFT & EXC S 118.23FT THOF AKA LOT A OF CITY OF ED SP REC AFN
7709160402
Property Address
7622 175TH ST SW
EDMONDS, WA
98026
Project Description
Add Lower floor addition to existing house. The scope to include new bedroom,
expanded family room, powder room, storage room and 3/4 bath.
Record of Short Subdivision
Recording # 7709160402 ( Includes easements )
Code Notes
Zoning:
Set back:
Front Yard
Side Yard
Rear
Lot Coverage allowed
Existing House and eaves
New addition + Deck
Remove Shed
Total lot coverage =
Building Height Allowed
Height Calculations:
Average Grade = 210.6'
Max Height = 235.6'
Lot Size
RS-12
25 Feet
10 Feet
25 Feet
35 percent of total lot area
1,602 SF
1,065 SF
(130) SF
2.407/10.019 = 24%
25 Feet
A=210.0', B=209.8, C=211.6', D=211.1'
15,246 SF
x
Building Area:
Existing
Heated:
Upper Floor Area:
1588 SF
Lower Floor Area:
884 SF
Proposed New Lower Area
715 SF
Unheated:
Attached Garage:
572 SF
Building Code:
Regulating Code:
2018 IRC as amended by the State of Washington
and the City of Edmonds
2018 Washington State Energy Code
Edmonds Community Development
Code Title 19
Occupancy:
R-3, Single Family Residence
Construction Type:
V-N
Seismic Zone:
3
Wind Exposure:
Exposure B
Energy/Mechanical:
Energy Code Compliance:
New construction will adhere to 2018 Washington State Energy Code.
When porttions of existing interior
cavities are opened, best effort will be used to comply
with Energy Code
Energy Credit:
Option 1.3 = 0.5 credit
Option 3.2 = 1.0 credit
Bosch Model B0VA-60HDN1-M18M = HSPF of 9.5
Option 4.1 = 0.5 credit
Option 5.3 -�= 1.0 credit
Bradford White RE2H80T10 �
i
Building Envelope:
Ceiling: (vaulted) R-38
Ceiling: (attics) R-49
Exterior Walls: R-21
Below -Grade Wall R-10/15/21 Int. + TB
Under Slab -on -grade: R-10
Floors over Unconditioned Space: R 38
Window and Door Headers insulated min. R-10 ��-
Mechanical Ventilation:
New whole -house ventilation system to be installed using a Lifebreath HRV
intergrated with heating ducts and control system that complies with
M1505.4.1 through M1505.4.4
Exterior Doors:
Doors with raised sill U-Factor= 0.20 per manufacturer.
Glazing: See window schedule
O �^
o,�00
a
Q�
V) oLd ho_
N O�
M W
J Ln V)
RESUB
Apr 27 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
J
W
IO�cc
W 04
CD
W co
LU
� � Q
Z = uj
OHo
Cl) Z
ti O
LU r �
G
m N LU
O cN
ti
Z
N
N
N
N
N
N
0
LU
m
co
It
0
0�
U
0
�
0
�
0
0-
010
N
Z LU
Q ~
J O
a0,6Z
W W
�_ Q
U
V
Al
■
0
N
N
N
10
N
1
A2.1
I
I
F--I—
--- ---I
I
co
I
REMOVE
REMOVE
I
EXISTING
I
II
SHED
�
I
II
LL--
I
— —�
—Lu
IZ
I�
NEW CONCRETE
AT EXISTING
IPATIO
AREA
O
of
a
O
LL
I
d-
I
I
Y
C) -
iT
ui
0
o=
w
co
I
'
Y
>J
W
H
W
U
z
O
U
w
z
i�
N
5'-0"
26'-5 1 /2"
REPLACE EXISTING ASPHALT
1'-6" 16'-0" W/ CONC.
42'-5 1 /2"
16'-0"
81-7
N i ® 50 CFM
0
0
NEW
BATH
�N
0
N
w
z
C.4
co
wo
Of
w �:
6'-0"
NEW DOOR
5'-0"
ROLL -UP INSULATEED DOOR
U-VALUE = 0.08
VERIFY WITH MANUF. THAT
MEETS IRC 302.5
NEW
STORAGE
SQ,
3'_0"
NEW DOOR:
20 MIN FIRE RATED W/
SELF CLOSER AND
SMOKE GASKET
EGRESS WINDOW
SILL HT TO BE NO
MORE THAN
44" ABOVE FLOOR
NEW
BEDROOM
11'-7"
. ITZ
RM —
Sb
io
N
NEW
DOOR
suo
NOTE:
WINDOW HEAD HT
IS 6'-8"
4'-0" I 16'-0"
3'-6"
0
�U®
Lo
o
N
NEW
REMOVE
WALL
EXPANDED
FAMILY ROOM
NEW CONCRETE
PATIO NEW EXTERIOR STAIRS �--�--
W/ (3) 2X12 PT STRINGERS
12R@7" IC
10 T @ 10"
SEE HANDRAIL NOTE
LOWER FLOOR
32'-4"
q I UP
M
� N
PLAN BOTTOM LANDING
OF STAIRS IS AT
PATIO
3'-0"
N
0
.z
0
Lo
CD
J
Q
O Q
O
p m
Q
O O
~ N
J �
>J �
06
H
w Q
Q m
J N
z
EXISTING
GARAGE
FURNACE
NOTE:
INTERCONNECT NEW
CO AND SD WITH EXIST.
INTERCONNECTION
EXISTING
BEDROOM
EXISTING SMOKE DETECT WIT
HEAT DETECTOR CONNECTED
TO SMOKE ALARM
S
EXISTING
STORAGE
suo UP
LAUNDRY
EXISTING
BATH
EXISTING
BEDROOM
m
�I
HANDRAIL NOTE:
ALL HANDRAILS SHOULD COMPLY WITH R311.7.8
HANDRAILS SHOULD BE 34" DIRECTLY
ABOVE TREAD NOSE UNLESS NOTED OTHERWISE
ALL HANDRAILS SHALL START AT
LEAST DIRECTLY ABOVE TOP RISER,
AND EXTEND TO AT LEAST THE TOP OF THE
LOWEST RISER AND HANDRAIL ENDS MUST
RETURN TO ADJACENT WALLS
HANDRAILS TO BE CONTINOUS AT ALL STAIR
FLIGHTS. ENDS OF HANDRAILS TO TERMINATE
INTO WALL WITH SAFETY TERMINAL.
HANDRAIL GRIP CROSS SECTION TO BE
1 1/4"-2" DIA. AND AT 1 1/2" FROM WALL AND
COMPLY WITH R311.7.8.5
GUARD RAIL NOTE:
ALL GUARD RAILS TO MINIMUM 36" WITH
ANY OPENINGS WIDER THEN 4"
BOTH GUARD RAIL AND HANDRAIL TO BE
PRE MANUFACTURED BY
AGS STAINLESS RAILING SYSTEMS
SCALE 1/4" = 1'-0"
0 4 8
O O 1 O
L
0
0 j w
a m
a
V) oLa
ho_
N O�
M W
J Ln cn
RESUB
Apr 27 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
J
W
O W O
W CO
W
� � Q
Z = to
OHo
i/) Lo Z
ti O
W r m
G
m N W
O c4
w
ti
z
�
L
N
N
N
N
O
of
w
m
O
+�
U
0)
H
w
0
a_0-
U
0
a
cl)
W
�Oa
0 J J
JLa
A2.1
i■ DECK CONSTRUCTION TO CONSIST OF APPROVED ■
WOODS OF NATURAL RESISTANCE TO DECAY OR I
I BE TREATED WOOD AND LABELED ACCORDINGLY. ■
■ I RC R317.1 & R317.2
I■ Hardware and fasteners in contact with ■
preservative -treated wood shall be of I
■ hot -dipped zinc galvanized steel, ■
Istainless steel, silicon bronze or copper. I
In the absence of manufacturer's recommendations
I■ a minimum of ASTM A 653 type G185 zinc -coated ■
galvanized steel, or equivalent, shall be used. I
■ IRC R317.3.1 IBC 2304.10.5.1 ■
N
1 \ UPPER FLOOR PLAN
A2.2
AA,-nlv
SCALE 1/4" = 1'-0"
0 4 8
O O I O
7
I
o �^
0
o,�00
a
aM
V) oLLj
Lo_
[V F- O�
M W 0
J Ln V)
RESUB
Apr 27 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
J
300
W U)
W 04
o
W co
W
� � Q
Z=C
OHo
C/) Lr)Z
WtiO
LV r 2
c
m N W
O cal
ti
Z
N
L6
N
N
(D
N
N
O
w
m
O
N
LL
0CD a_U
0
a
w0Z
a��
DLLa
X
O
O
mn
D
r
m
- A
CD C)
2
isk)
■
ROOF
PLAN Alcorrections
Project ROBERSON
Permit
1.5.21
3.16.22
DRAFT
12.9.21
R 0 B E R S 0 N
7622 175TH
EDMONDS,
O
m
D
REMODEL
D0o
M
STREET
SW
MJ°N)C
C
WA
98026
?`U)
M�
o
NIm
LGH STUDIO
5319 2ND AVE NVV
SEATTLE, WA 98107
(206) 910-7438
1
A3.1
0o
co
N_
r
80
EXISTING
COVERED
PORCH
i
EAST ELEVATION
MAX. HT ALLOWED
RIDGE HEIGHT
2
A3.1
NEW CONSTRUCTION
NORTH ELEVATION
RIDGE HEIGHT
N
I.
MAX. HT ALLOWED
RIDGE HEIGHT
SECOND FLOOR
AVERAGE GRADE ELEV. 211.4'
NEW BASEMENT ADDITION
z
O
U
U)
z
O
w
z
SCALE 1/4" = 1'-0"
0 4 8
O O I O
SCALE 1/4" = 1'-0"
0 4 8
O O I O
o �^
0
o,�00
a
am
V) 0 LLj
[V F— O�
M W o
J Ln cn
RESUB
Apr 27 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
J
W
a cc
W 04
o
W co
W
� � Q
Z = uj
OHo
C/) Lr)Z
WtiO
W r �
0
m N W
O 04
o� to
ti
Z
O
w
m
_
N
L
N
N
+�
O
U
U
4%
O
E
0
L
U
a
Z
O
F-
Q
W
J
W
A3ml
1
A3.2
EAST ELEVATION
SCALE 1 /4" = 1'-0"
0 4 8
O O I O
WINDOW SCHEDULE
EGRESS
AFETY GLASS
LOCATION
DESCRIPTION
TYPE
SIZE WxH - FRAME
AREA SF -
U-VALE NFRC
ID.
VGA
W1
A3.1
MV ES Low E
AWNING
2'-6" X 3'-0"
7.5
0.28
W2
A3.1
MV ES Low E
SLIDER
5'-0" X 3'-0"
15
0.28
W3
A3.1
MV ES Low E
PATIO SLIDER
6'-0" X 7'-0"
42
0.28
Si
A4
MV ES Low E
SLIDER
4'-0" X 3'-0"
12
0.28
SG
S2
A4
MV ES Low E
PICTURE
4'-0" X 3'-0"
12
0.28
SG
TOTAL VGA=
88.5
x .28 = 24.78 UA
DOOR
D1
A3.1
OVERHEAD
ROLL UP
5'-0" X 7'-0"
KEY:
MV ES Low E= Marvin Window Low E1 Essential (Fiberglass)
EXIST. = EXISTING WINDOWS
GL. BLK = GLASS BLOCK
S = SOUTH
W = WEST
N = NORTH
E = EAST
EGRESS = MEETS CODE EGRESS REQ.
SG = SAFETY GLASS
2
A3.2
WINDOW SCHEDULE
0 4 8
0 0 I 0
o �o
o,�00
Q M
Q
77 z�a'
V n w r o
J Ln V)
RESUB
Apr 27 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
J
w V)
a to
OWN
O
woo
w Q/
Z = V)
OHo
cf) Lc)Z
WHO
w��
0
m N W
O c-4
ti
Z
O
IY
w
C0
O
N
N
N
—
N
N
N
U)
O
O
cn
O
O
U
Q%
0
D-
E
a
L
U
L
U
Z
O
F—
Q
w
J
w
A3m2
!DECK CONSTRUCTION TO CONSIST OF APPROVED
WOODS OF NATURAL RESISTANCE TO DECAY OR I
IBE TREATED WOOD AND LABELED ACCORDINGLY.
I RC R317.1 & R317.2
— - — - — - — - — - — - — - — - — - —
I■ Hardware and fasteners in contact with ■
preservative -treated wood shall be of I
■ hot -dipped zinc galvanized steel, ■
Istainless steel, silicon bronze or copper. I
In the absence of manufacturer's recommendations
■ a minimum of ASTM A 653 type G185 zinc -coated ■
I galvanized steel, or equivalent, shall be used. I
■ I RC R317.3.1 IBC 2304.10.5.1 ■
� ... - — - — - — - — - — - — - — - J
MANUFACTURED RAILING SYSTEM
BY AGS STAINLESS WITH CABLE INFIL.
6" S SHAPE GUTTER
2x HARDI FACIA
PROVIDE SOLID BLOCKING
AT GUARD RAIL POSTS
HARDI SOFFIT
TYP. NEW EXTERIOR WALL
CONSTRUCTION:
- FIBER CEMENT SIDING
(VERIFY)
- BLDG PAPER
- 1/2" PLYWOOD SHEATHING
(PER PANEL SCHEDULE)
- 2X4 STUDS (2) WALLS @ 16
- R-21 BATT INSUL.
(R-15 BATT + R-5 RIDGID @
- 1/2 GWB
CONCRE
SLAB
NEW 4"F
DRAIN SI
GRAVEL.
TO STOP
DISCHAF
TYP. DECK ROOF
CONSTRUCTION
- MEMBRANE, GLUE DOWN WATERPROOF,
WALKABLE SHEET SURFACE1
-3/4" PLY SHEATHING
-RAFTERS PER STRUCT
-R-10 AIR -IMPERMEABLE INSULATION (SPRAY FOAM)
-R-35 BATT INSULATION MIN. (DEPTH WILL VARY WITH
SLOPE OF ROOF. NO AIR CAVITY BETWEEN GWB AND
PLY SHEATHING)
-5/8 GWB
NOTE:
INSTAL 2" OF R-10 AIR -IMPERMEABLE INSULATION
IN DIRECT ONCTACT WITH UNDERSIDE OF ROOF
SHEATHING IN ALL AREA OF UNVENTED ROOF
0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - -
0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - ---
------
-----------------------------
0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - -
0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - -
1 \ WALL SECTION
A4.1
TYP. BASEMENT FLOOR
CONSTRUCTION:
- FIN. FLOOR
- 4" CONC. PER STRUCT.
- R-10 RIGID INSUL.
- 6 MIL. MOISTURE BARRIER
- STRUCTURAL FILL
TAPER SLAB FOR THERMAL
BREAK
SCALE 1 /4" = 1'-0"
0 4 8
O O I O
o �o
o,�00
Q M
Q
77 z�a'
V n w r o
J Ln V)
RESUB
Apr 27 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
J
W
0�_co
OWN
0
W oo
W
� � Q
Z=C
OHo
Cf) Z
W O
W 2
m N W
O C-4
ti
Z
O
a'
LLI
m
o
_
N
L6
V_
N
N
CIS
U)
C:
O
�
U
Q%
0
d-
�
E
0-
U
L
U
J_
Q
H
W
0
J
J
A4m 1
GENERAL STRUCTURAL NOTES
(THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE PLANS)
CRITERIA
1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE
DRAWINGS, SPECIFICATIONS, THE INTERNATIONAL BUILDING CODE (2018 EDITION),
& BUILDING DEPARTMENT MODIFICATIONS TO THE INTERNATIONAL BUILDING CODE.
2. DESIGN LOADING CRITERIA:
FLOOR LIVE LOAD (RESIDENTIAL). . . . . . . . . . .40 PSF
FLOOR LIVE LOAD (BALCONY AND DECK) . . . . . . . .60 PSF
ROOF SNOW LOAD (Pf) . . . . . . . . . . . . . . . . 25 PSF
3101111
BASIC WIND SPEED (3-SECOND GUST) . . . . . . . .110 MPH
WIND IMPORTANCE FACTOR (Iw). . . . . . . . . . . . .1.0
WIND EXPOSURE . . . . . . . . . . . . . . . . . . . . B
TOPOGRAPHICAL FACTOR (Kzt). . . . . . . . . . . . .1.00
EARTHQUAKE:
LAT. / LONG . . . . . . . . . . . . . . 47.840 /-122.337
SEISMIC IMPORTANCE FACTOR (Ie) . . . . . . . . . . .1.0
SEISMIC USE GROUP . . . . . . . . . . . . . . . . . . . I
MAPPED SPECTRAL RESPONSE (Ss/Si) . . . . . . 1.31g/0.51g
SPECTRAL RESPONSE COEF. (SDS/SD1). . . . . .0.87g/0.51g
SEISMIC FORCE RESISTING SYSTEM:. . .PLYWOOD SHEAR WALLS
DESIGN BASE SHEAR. . . . . . . 2.15k
SEISMIC RESPONSE COEFICIENT (Cs) . . . . . . . . .0.160
SEISMIC DESIGN CATEGORY . . . . . . . . . . . . . . . D
RESPONSE MODIFICATION FACTOR (R). . . . . . . . . . 6.5
ANALYSIS PROCEDURE . . . . . . EQUIVALENT LATERAL FORCE
REFERENCE: OSHPD SEISMIC DEISGN TOOL
3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL
DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS
AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY
DISCREPANCIES PRIOR TO CONSTRUCTION.
4. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CON-
DITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CON-
STRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST
VERIFIED. CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL ADJACENT
UNDERGROUND UTILITIES PRIOR TO COMMENCING EXCAVATION. THE CONTRACTOR SHALL
BRING ALL CONFLICTS AND DISCREPANICES TO THE ATTENTION OF THE ARCHITECT
AND STRUCTURAL ENGINEER.
5. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY
DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION
AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES. EXISTING
REINFORCING SHALL BE RETAINED UNDAMAGED WHERE NOTED ON THE PLANS.
DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING
STRUCTURE. LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON
EXISTING FLOOR SYSTEMS TO 40 PSF. ALL NEW OPENINGS THROUGH EXISTING
CONCRETE OR MASONRY WALLS, SLABS AND BEAMS SHALL BE ACCOMPLISHED BY SAW
CUTTING WHEREVER POSSIBLE.
6. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND
STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN
ACCORDANCE WITH THE PLANS.
7. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE
METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK.
THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL
AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE
SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CON-
TRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE,
CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES OF THE OWNER, CON -
CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE.
8. SPECIAL INSPECTION OF THE FOLLOWING TYPES OF CONSTRUCTION SHALL BE
PROVIDED IN ACCORDANCE WITH SECTIONS 110 AND 1704 OF THE INTERNATIONAL
BUILDING CODE AND THE PROJECT SPECIFICATIONS BY A QUALIFIED TESTING
AGENCY DESIGNATED BY THE ARCHITECT, AND RETAINED BY THE BUILDING OWNER.
THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE
FURNISHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS.
A. STRUCTURAL STEEL FABRICATION AND ERECTION (INCLUDING FIELD WELDING
AND HIGH -STRENGTH FIELD BOLTING)
B. EXPANSION BOLTS AND THREADED EXPANSION INSERTS
C. EPDXY GROUTED INSTALLATIONS
9. SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE
ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF
THESE ITEMS.
A. STRUCTURAL STEEL
B. GLUED LAMINATED MEMBERS
C. PLYWOOD WEB JOISTS
APPROVED SETS OF ALL SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE
BUILDING DEPARTMENT.
0 i
GEOTECHNICAL
10. FOUNDATION NOTES: ALLOWABLE SOIL PRESSURE AND LATERAL EARTH PRESSURE ARE
ASSUMED AND THEREFORE MUST BE VERIFIED BY A QUALIFIED SOILS ENGINEER. IF
SOILS ARE FOUND TO BE OTHER THAN ASSUMED, NOTIFY THE STRUCTURAL ENGINEER
FOR POSSIBLE FOUNDATION REDESIGN.
FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH AT LEAST 18" BELOW ADJACENT
FINISHED GRADE. UNLESS NOTED OTHERWISE, FOOTINGS SHALL BE CENTERED BELOW
COLUMNS OR WALLS ABOVE. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE
DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE.
ALLOWABLE SOIL PRESSURE . . . . . . . . . . 2,000 PSF
LATERAL EARTH PRESSURE . . . . . . . . . . . 35 PCF
CONCRETE
11. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORD-
ANCE WITH IBC SECTION 1905 AND ACI 301. CONCRETE SHALL ATTAIN A 28-DAY
STRENGTH OF F'C = 2,500 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5-1/2
SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRODUCE A
SLUMP OF 5" OR LESS.
THE MINIMUM AMOUNTS OF CEMENT AND MAXIMUM AMOUNTS OF WATER MAY BE CHANGED
IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE STRUCTURAL ENGINEER AND
THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CON-
CRETE. THE CONCRETE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT,
FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CE-
MENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN
ACCORDANCE WITH IBC 1905.1.3. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF
RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH
CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY
FOR SPECIFIED PERFORMANCE.
ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR -
ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO ASTM C260, C494, AND
C618. TOTAL AIR CONTENT SHALL BE IN ACCORDANCE WITH TABLE 19.3.2.1 OF THE
ACI 318.
12. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1),
GRADE 60, FY = 60,000 PSI. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185.
13. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORD-
ANCE WITH ACI 318. LAP ALL CONTINUOUS REINFORCEMENT 40 BAR DIAMETERS
OR 2'-0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTER-
SECTIONS. LAP CORNER BARS 40 BAR DIAMETERS OR 2'-0" MINIMUM. LAP
ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS.
14. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS:
A. FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE . . .3"
B. ALL OTHER SURFACES . . . . . . . . . . . . . . . . 1 1/2"
ANCHORAGE
15. EXPANSION BOLTS INTO CONCRETE AND GROUTED MASONRY UNITS SHALL BE
"STRONG -BOLT" ANCHORS AS MANUFACTURED BY THE SIMPSON COMPANY AND
INSTALLED IN STRICT ACCORDANCE WITH ICC ESR 1771, INCLUDING MINIMUM
EMBEDMENT REQUIREMENTS.
16. EPDXY -GROUTED ITEMS SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH
"SET-XP" HIGH STRENGTH EPDXY AS MANUFACTURED BY THE SIMPSON COMPANY
AND INSTALLED IN STRICT ACCORDANCE WITH ICC ESR 2508.
17. TITEN HD ANCHORS SPECIFIED ON THE DRAWINGS SHALL CONSIST OF "TITEN HD"
HEAVY DUTY SCREW ANCHORS AS MANUFACTURED BY THE SIMPSON COMPANY AND
INSTALLED IN STRICT ACCORDANCE WITH ICC ESR 2713.
STEEL
18. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON
THE LATEST EDITIONS OF THE RISC SPECIFICATIONS AND CODES:
A. SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS (RISC 360)
B. CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES (RISC 303)
C. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490
BOLTS. BOLTS IN SHEAR OR BEARING TYPE CONNECTIONS NEED ONLY BE
TIGHTENED TO THE SNUG TIGHT CONDITION PER SECTION 8(C).
19. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING MINIMUM STANDARDS.
PLATES, ANGLES, AND CHANNELS SHALL CONFORM TO ASTM A36, FY = 36 KSI.
WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, FY = 50 KSI. STEEL
PIPE SHALL CONFORM TO ASTM A53, TYPE E OR S, GRADE B, FY = 35 KSI.
SQUARE OR RECTANGULAR STRUCTURAL TUBING SHALL CONFORM TO ASTM A500,
GRADE B, FY = 46 KSI. ANCHOR BOLTS AND CONNECTION BOLTS SHALL CONFORM
TO ASTM A307. THREADED ROD AND STUDS SHALL CONFORM TO ASTM A36.
20. ALL WELDING SHALL BE IN CONFORMANCE WITH AISC AND AWS STANDARDS AND SHALL
BE PERFORMED BY WABO CERTIFIED WELDERS USING E70XX ELECTRODES. ONLY
PREQUALIFIED WELDS (AS DEFINED BY AWS) SHALL BE USED.
WOOD
21. FRAMING LUMBER SHALL BE KILN DRIED OR MC-15, AND GRADED AND MARKED IN CON-
FORMANCE WITH WCLIB STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 17,
LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS:
JOISTS: (2X MEMBERS) HEM -FIR NO. 2
MINIMUM BASE VALUE, FB = 850 PSI
(3X & 4X MEMBERS) DOUGLAS FIR NO. 1
MINIMUM BASE VALUE, FB = 1000 PSI
STRUCTURAL LIGHT FRAMING:
DOUGLAS
FIR
NO. 2
(INCL.
3X AND 4X POSTS)
MINIMUM
BASE
VALUE,
FB
= 900 PSI
BEAMS
AND STRINGERS:
DOUGLAS
FIR
NO. 1
(INCL.
6X AND LARGER)
MINIMUM
BASE
VALUE,
FB
= 1350 PSI
POSTS
AND TIMBERS:
DOUGLAS
FIR
NO. 1
(6X6 AND LARGER )
MINIMUM
BASE
VALUE,
FC
= 1000 PSI
STUDS,
PLATES & MISC. FRAMING:
DOUGLAS
FIR
OR HEM -FIR
STANDARD GRADE
2X6 STUDS AND PLATES: HEM -FIR NO.3/ STUD GRADE
2X AND 3X T & G DECKING HEM -FIR COMMERICAL DEX,
MINIMUM BASE VALUE, FB = 1350 PSI
22. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM AND
AITC STANDARDS. EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND
SHALL BE ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE. ALL SIMPLE
SPAN AND CANTILEVERED BEAMS SHALL BE ALASKA YELLOW CEDAR COMBINATION
20E-V12, FB = 2,000 PSI, FV = 265 PSI. CAMBER ALL SIMPLE SPAN GLULAM BEAMS
TO 3,500' RADIUS, UNLESS SHOWN OTHERWISE ON THE PLANS.
23. ENGINEERED LUMBER MEMBERS SHALL BE MANUFACTURED UNDER A PROCESS BY THE
NATIONAL RESEARCH BOARD. EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING
THE NAME AND PLANT NUMBER OF THE MANUFACTURER, THE GRADE, THE NATIONAL
RESEARCH BOARD NUMBER, AND THE QUALITY CONTROL AGENCY. ALL LUMBER SHALL
BE MANUFACTURED IN ACCORDANCE WITH THE APPROPRIATE NER REPORT AND GLUED
WITH A WATERPROOF ADHESIVE MEETING THE REQUIREMENTS OF ASTM D2559 WITH ALL
GRAIN PARALLEL WITH THE LENGTH OF THE MEMBER.
PSL
FB
= 2900
PSI
E
= 2000
KSI
FV
= 290
PSI
NER-292
LSL
FB
= 2250
PSI
E
= 1500
KSI
FV
= 285
PSI
NER-481
LVL
FB
= 2600
PSI
E
= 1800
KSI
FV
= 285
PSI
NER-126
DESIGN SHOWN ON PLANS IS BASED ON LUMBER MANUFACTURED BY THE WEYERHAUSER
CORPORATION. ALTERNATE MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND
APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. ALTERNATE JOIST
HANGERS AND OTHER HARDWARE MAY BE SUBSTITUTED FOR ITEMS SHOWN PROVIDED
THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. ALL JOIST
HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH MEMBERS
PROVIDED.
ALL PROPOSED HOLE SIZES AND LOCATIONS SHALL BE SUBMITTED TO THE STRUCTURAL
ENGINEER FOR APPROVAL TWO WORKING DAYS PRIOR TO DRILLING HOLES.
24. PREFABRICATED PLYWOOD WEB JOIST DESIGN SHOWN ON PLANS IS BASED ON JOISTS
MANUFACTURED BY THE WEYERHAUSER CORPORATION AND SHALL BE FURNISHED AND
INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S PUBLISHED SPECIFICATIONS.
ALL NECESSARY BRIDGING, BLOCKING, BLOCKING PANELS, STIFFENERS, ETC., SHALL
BE DETAILED AND FURNISHED BY THE MANUFACTURER. SUBMIT SHOP DRAWINGS TO
THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION.
ALTERNATE PLYWOOD WEB JOIST MANUFACTURERS MAY BE USED SUBJECT TO REVIEW
AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. ALTERNATE JOIST
HANGERS AND OTHER HARDWARE MAY BE SUBSTITUTED FOR ITEMS SHOWN PROVIDED
THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. ALL JOIST
HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH PLYWOOD WEB
JOIST PROVIDED.
ALL HOLES SHALL CONFORM TO THE MANUFACTURERS SPECIFICATIONS. IF THREE OR
FEWER HOLES ARE PROPOSED FOR A SINGLE JOIST, HOLES SHALL CONFORM TO THE
WEYERHAUSER ILEVEL TJI ALLOWABLE HOLE CHART. IF MORE THEN THREE HOLES ARE
PROPOSED FOR ONE SINGLE JOIST, ALL HOLE SIZES AND LOCATIONS SHALL BE SUB-
MITTED TO THE STRUCTURAL ENGINEER FOR APPROVAL TWO WORKING DAYS PRIOR TO
DRILLING HOLES.
25. PLYWOOD SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL II,
EXTERIOR GLUE IN CONFORMANCE WITH APA STANDARDS. ORIENTED STRAND
BOARD OF EQUIVALENT THICKNESS, EXPOSURE RATING AND SPAN RATING MAY BE
USED IN LIEU OF PLYWOOD.
A. ROOF SHEATHING SHALL BE 1/2" (NOM.) WITH SPAN RATING 24/0.
B. FLOOR SHEATHING SHALL BE 3/4" (NOM.) WITH SPAN RATING 40/20.
C. WALL SHEATHING SHALL BE 1/2" (NOM.) WITH SPAN RATING 24/0.
REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING.
26. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE -
TREATED WITH AN APPROVED PRESERVATIVE OR (2) LAYERS OF ASPHALT IMPREGNATED
BUILDING PAPER SHALL BE PROVIDED BETWEEN UNTREATED WOOD AND CONCRETE OR
MASONRY. ALL WOOD EXPOSED TO WEATHER WITHOUT THE ADEQUATE PROTECTION OF
A ROOF OR EAVE SHALL BE AN APPROVED WOOD OF NATURAL RESISTANCE TO DECAY
OR PRESSURE TREATED. SUCH MEMBERS INCLUDE HORIZONTAL MEMBERS SUCH AS
GIRDERS, JOISTS, AND DECKING; OR VERTICAL MEMBERS SUCH AS POSTS, POLES,
AND COLUMNS.
27. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE"
BY SIMPSON COMPANY, AS SPECIFIED IN THEIR MOST RECENT CATALOG. EQUIVALENT
DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC
APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF
FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN
ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE CONNECTOR STRAPS
CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER.
ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS
UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. UN-
LESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. ALL SHIMS SHALL BE SEA-
SONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. HANGERS
IN DIRECT CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL BE EITHER STAINLESS
STEEL (SST300), POST HOT -DIPPED GALVANIZED(HDG) OR GALVANIZED WITH A MINI-
MUM OF 1.850Z ZINC PER SQUARE INCH (ZMAX). UNLESS NOTED OTHERWISE, ALL
LUMBER JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "LUS" SERIES JOIST
HANGERS, AND ALL TJI JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "ITT"
OR " I UT" SERIES JOIST HANGERS.
28. NAILS - NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING
SPECIFICATIONS:
SIZE LENGTH DIAMETER
6D 2" 0. 113"
8D 2-1/2" 0. 131"
10D 3" 0. 148"
12D 3-1/4" 0. 148"
16D 3-1/2" 0. 162"
IF CONTRACTOR PROPOSES THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT
NAIL SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION)
FOR REVIEW AND APPROVAL. NAILS SHALL BE DRIVEN FLUSH TO FACE OF
SHEATHING WITH NO COUNTERSINKING PERMITTED.
29. WOOD FRAMING NOTES --THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN:
A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED
TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE. MINIMUM
NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.10.1 OF
THE INTERNATIONAL BUILDING CODE. UNLESS NOTED OTHERWISE, ALL NAILS
SHALL BE COMMON. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS
WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. PROVIDE WASHERS UNDER
THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD.
B. WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE
2X4 STUDS @ 16" O.C. AT INTERIOR WALLS AND 2X6 @ 16" O.C. AT EXTERIOR
WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS
AND AT EACH SIDE OF ALL OPENINGS. TWO 2X8 HEADERS SHALL BE PROVIDED
OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR WOOD COL-
UMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. WALLS SHALL
HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END NAIL TOP PLATE
TO EACH STUD WITH TWO 16D NAILS, AND TOENAIL OR END NAIL EACH STUD TO
BOTTOM PLATE WITH TWO 16D NAILS. FACE NAIL DOUBLE TOP PLATE WITH 16D
AT 12" O.C. AND LAP MINIMUM 4'-0" AT JOINTS AND PROVIDE SIX 16D NAILS
AT 4" O.C. EACH SIDE OF JOINT. ALL STUD WALLS SHALL HAVE THEIR LOWER
WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH 16D NAILS AT 12" O.C.
STAGGERED OR BOLTED TO CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS (WITH
7" MINIMUM EMBEDMENT) @ 4'-0" O.C. UNLESS INDICATED OTHERWISE. INDIVI-
DUAL MEMBERS OF BUILT-UP POSTS SHALL BE NAILED TO EACH OTHER WITH
16D @ 12" O.C. STAGGERED. REFER TO THE PLANS AND SHEAR WALL SCHEDULE
FOR REQUIRED SHEATHING AND NAILING. WHEN NOT OTHERWISE NOTED, PROVIDE
GYPSUM WALLBOARD ON INTERIOR SURFACES NAILED TO ALL STUDS, TOP AND
BOTTOM PLATES AND BLOCKING WITH NAILS AT 7" O.C. USE 5D COOLER NAILS
FOR 1/2" GWB AND 6D COOLER NAILS FOR 5/8" GWB. WHEN NOT OTHERWISE
NOTED, PROVIDE 1/2" (NOM.) APA RATED SHEATHING (SPAN RATING 24/0) ON
EXTERIOR SURFACES NAILED AT ALL PANEL EDGES (BLOCK UNSUPPORTED EDGES),
TOP AND BOTTOM PLATES WITH 8D @ 6" O.C. AND TO ALL INTERMEDIATE STUDS
AND BLOCKING WITH 8D @ 12" O.C. ALLOW 1/8" SPACING AT ALL PANEL EDGES
AND ENDS.
C. FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS AROUND ALL OPENINGS IN
FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING AT ALL
BEARING POINTS. TOENAIL JOISTS TO SUPPORTS WITH TWO 16D NAILS. ATTACH
TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH METAL JOIST HANGERS IN
ACCORDANCE WITH TIMBER CONNECTOR NOTE. NAIL ALL MULTI -JOIST BEAMS TO-
GETHER WITH 16D @ 12" O.C. STAGGERED. UNLESS OTHERWISE NOTED ON THE
PLANS, ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH STRENGTH AXIS
PERPENDICULAR TO SUPPORTS AND NAILED WITH 8D NAILS @ 6" O.C. TO FRAMED
PANEL EDGES AND OVER STUD WALLS AS SHOWN ON PLANS AND @ 12" O.C. TO
INTERMEDIATE SUPPORTS. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED
BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR
SHEATHING EDGES SHALL HAVE APPROVED TONGUE -AND -GROOVE JOINTS OR SHALL
BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL
EDGES AND ENDS OF ALL ROOF AND FLOOR SHEATHING. TOENAIL BLOCKING TO
SUPPORTS WITH 16D @ 12" O.C. UNLESS OTHERWISE NOTED. AT BLOCKED FLOOR
AND ROOF DIAPHRAGMS PROVIDE FLAT 2X BLOCKING AT ALL UNFRAMED PLYWOOD
PANEL EDGES AND NAIL WITH EDGE NAILING SPECIFIED.
Harriott Valentine Engineers Inc.
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel 206 624 4760 fax 206 447 6971
www.harriottvalentine.com
RESUB
Apr 27 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
3/16/22
Project Contact
Kevin Tsuchida
tel 206 624 4760 ex. 22
fax 206 447 6971
ksuchida@harriottvalentine.com
Project Architect
LGH Studio
515 Stewart St, Suite 515
Seattle. WA 98101
Project
Roberson Remodel
7622 175th St SW
Edmonds, WA 98026
Issue Date
Issue Description
01/05/2021
Permit Set
03/16/2022
Corrections Set 10
Building Department Approval
Drawing Title
GENERALSTRUCTURAL
NOTES
Drawing Number
S 1 0
J
w
0
2
w
z
O
co
00
TYPICAL
4" THICK SLAB REINF. W/
W2.942.9 6x6 W.W.M. CTR'D.
RIGID INSUL. PER ARCH'L.
—x x x x x x—
SHEARWALL PER PLAN
—'
24" SQ PAD 3
FOOTING ,ZO`��' S2.0
PER 5/S2.0
24" SQ PAD -
FOOTING
,ZO`�� PER 5/S2.0
-
24" SQ PAD
FOOTING
PER 5/S2.
HV
Harriott Valentine Engineers Inc.
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel 206 624 4760 fax 206 447 6971
SLAB-
- - - - - - - - 6 MIL VAPOR BARRIER
°° ° o°°°OOo°�° °° 000 °Oo°�
8° °� °oa8° ooa° °oa8�`------------
���\��\��\��\\�\��\��\\�\��\��\\� 4" FREE -DRAINING
#4 @ 16"oc VERT.
(CENTERED)
r
ISEE
________
- , ti--------
--
NOTE 1
_ ________
- - - - - - - - - - - - - - - - - - ---------
www.harrlottvalentlne.com
GRANULAR FILL
26 P.T. PLATE WITH
#4 @ 10"oc HORIZ.
-;
5/8" 0 ANCHOR BOLTS PER
[(2) AT TOP OF WALL]
l
CONTROL JOINT FORMER
SW SCHEDULE (@ 48'oc
CONTROL
JOINT
CONSTR.
JOINT
—x x x% °x x x— "ZIP STRIP" 11/2" DEEP
o 0000- - (JOINT MAY BE SAW -CUT
°�'°°°�°OO°°AT CONTRACTOR'S OPTION
)fye. a8�a °a8 )
CUT ALT. WIRES AT JOINT
2nd POUR 1st POUR
-- PLASTIC JOINT KEY
"MEADOW BURKE"
—x x x x x x— STOP REINF. 1" CLEAR OF
o0 - o�000°°oQ o 0o°g-o°o0°00Q� JOINT EACH SIDE
8 °°o° °°O08 °°o ° °°O08 °
ELSEWHERE) SLAB -ON -GRADE
Z II PER 2/S2.0
%
/, /'//\\/�/�\\/�\\/// x x x x x x x
° °Oo°�
°� g� o°
1 °ao °°° / / /r %
°
° o°�
(2) #4 CONT.
= j
`L
-
I I
_ J 1
24 SQ PAD
FOOTING
PER 4/S2.0
-
L — -1
RES U 6
Apr 27 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
�\��\��\��\�X \�/\��\��
DRAINAGE PER
I
1
ARCHITECTURAL
5" 6" 5"
-
l
SLAB —ON —GRADE (INSULATED)
I
l
3 /4" - 1 ' - 0" 2
3/4" = 1 ' — 0"
3
I
I I
SLAB —ON —GRADE
I
_ I
PER 2/S2.0
F_
(PLAN VIEW)
I
1
I I
1
F--1 1_ l
I l
r,J -
-------------------------------------------I
----------------- --------------------------_------
�;; F---------------- F- --
COLUMN PER PLAN
12"0 PLINTH, REINF. WITH
COLUMN PER PLAN
------------------------------------------------------J
24" SQ PAD �L — ���t I
POERTING 4/S2.0 1
I
l
(6) #4 VERT. AND TIES
(PRESSURE -TREATED)
I
I
l
3) #4 EACH WAY
BOTTOM
ABA SERIES POST BAS
SLAB -ON -GRADE
#3 X @ 3"oc
ABA SERIES POST BASE
3 I
2.o
j l
I
I l i
�L,: L
Ilk
� F •
w
PER 2/S2.0
(3) #4 EACH WAY
1
BOTTOM
-�
I
I
I
-
I
I I
SEE NOTE 1
I
I I i
i
39:,-;
� ��n. tip'
3/16/22
x x x x x x x x x x x x x x
°o
O° p°o
°0 o8�o°
o
�
Z
c0
Project Contact
Kevin Tsuchida
tel 206 624 4760 ex. 22
fax 206 447 6971
ktsuchlda@harnottvalenUne.com
DIMENSION PER PLAN
DIMENSION PER PLAN
L_ — — — —
O&
— — — — — — — — — — — —
I
"
I`JI 1
Project Architect
LGH Studio
515 Stewart St, Suite 515
Seattle, WA 98101
3/4" = 1'-0" 4
3/4" = 1'-0"
S20
Project
Roberson Remodel
24" SQ PAD
J
7622 175th St SW
Edmonds, WA 98026
FOOTING
1 FOUNDATION
52.0 scale: 1/4" = 1'-0"
PER 5/S2.0
PLAN
_
I
I
I I
I I I
Issue Date Issue Description
01/05/2021 Permit Set
03/16/2022 Corrections Set 1Q
I
I
I I I
I I I
Building Department Approval
FOUNDATION PLAN NOTES
1. WHERE NEW CONCRETE WALLS OR FOOTING
ABUT EX. CONCRETE, PROVIDE DOWELS #4 x
2'-0" TO MATCH HORIZ. REINFORCING, EMBED
5" IN EPDXY GROUT.
LEGEND
2. SEE 9/S3.0 FOR TYPICAL HOLDOWN
REQUIREMENTS AT CONCRETE WALLS AND
SPAN
FOOTINGS.
❑
COLUMN BELOW
� > EXTENT
X
SX. SECTION DETAIL
NEW STRUCTURAL WALL
EXISTING STRUCTURAL WALL
Drawing Title
FOUNDATION PLAN
NEW CONCRETE WALL
(FB) FLUSH BEAM
NOTEH EXISTING FRAMING MEMBERS AS INDICATED ON THIS PLAN ARE
Drawing Number
EXISTING CONCRETE WALL ASSUMED FOR DESIGN PURPOSES ONLY. HARRIOTT VALENTINE ENGINEERS
(PT) PRESSURE —TREATED SHALL NOT BE HELD LIABLE FOR LOCATION/ SIZE OF EXISTING MEMBERS
—
3/4" 1'-0" 6
-
—
3/4" 1'-0"
-
COLUMN ABOVE y��
ALL —THREAD HOLDOWN AT AS CALLED ON THIS PLAN. EXISTING MEMBERS SHALL BE VERIFIED AND
END OF SHEARWALL ABOVE REPORTED TO STRUCTURAL ENGINEER OF RECORD PRIOR TO CONSTRUCTION.
SZO
J
W
0
O
2
w
Z
O
CO
w
m
01
■L
EX. WALL PER PLAN
FLOOR SHEATHING
NAILING PER PLAN
TAPERED SLEEPERS —
(SLOPE PER ARCH'L.)
RC CLIPS
TJI PER PLAN w/
HANGER PER SCHEDULE
13/4" LVL LEDGER w/
3/4"0 THRU-BOLTS TOP
AND BOTTOM @ Coc
SHEARWALL PER PLAN -
EX. RIM
A35 PER SW SCHEDULE
EX. JOISTS PER PLAN
3/4" = 1'-0"
° — — — — — — -FL CR- SHEATH ING —
° — — — — — — -RAILING PER PLAN —
A3 PER SW SCHEDULE
GUARDRAIL
AND DECK ° — — — — — — _T ERED SLEEPERS —
ATTACHMENT PER ° — — — — — (S P€ PER ARCH'L
MANUFACTURER °
Mil -7
TJI's PER PLAN
BLOCK w/ 11/4"
LSL RIM BOARD
SHEARWALL PER PLAN
2
EX. WALL PER PLAN
TJI PER PLAN w/
HANGER PER SCHEDULE
BLOCK WEB BOTH SIDES
AND ATTACH w/ 3/4" 0
THRU-BOLTS TOP AND
BOTTOM @ Coc
FLOOR SHEATHING NAILING
NAILING PER PLAN
PROVIDE CONTINUOUS
LSL 11/4" OVER SW
RC CLIPS
PLATE NAILING PER
SHEARWALL SCHEDULE
FLOOR SHEATHING
NAILING PER PLAN
EX. JOISTS PER PLAN
HANGER PER SCHEDULE
WF PER PLAN w/
2x NAILER ABOVE
ATTACHED w/ 3/4" 0
THRU-BOLTS @ 32"oc
3/4" = 1'-0"
(3) 10d BOX EACH
SIDE OF BLOCKING
TJI's PER PLAN
4
GL 51/8x15 20E—V12
`
S2.
Q
SW1 (2)2x8
+KAG�ti
V`
X
J
N
Cl-
PROVIDE CMST14 ----,,
FROM BEAM TO TOP
PLATE BOTH SIDES
OF WF BEAM
117/8" TJI 110
@ 12"oc
r
3
CD
Q
X
N
TJI's PER PLAN
(BEAR 13/4" MIN.) A35 PER SW SCHEDULE
-10d BOX EACH SIDE
OF TJI TO PLATE - 10d BOX EACH SIDEJ BLOCK ONE BAY FULL LVL 13 4x117 8 FB
DRIVE NAILS 11/2" MIN. OF TJI TO PLATE -DEPTH @ 48"oc w/ - o
�0 co
FROM END OF TJI LSL 11/4" RIMBOARD D
SHEARWALL PER PLAN - FIT TIGHT TO TJI's SW2
3/4" 1 ' — 0" 3 /4" 1 ' — 0"
LSL 11/4x117/8 (STRUCTURAL FASCIA) 117/8"
= 4 = � 4 TJI 110
S2.T @ 16"oc
!DECK CONSTRUCTION TO CONSIST OF APPROVED
WOODS OF NATURAL RESISTANCE TO DECAY OR I
I BE TREATED WOOD AND LABELED ACCORDINGLY.
1 RC R317.1 & R317.2
Hardware and fasteners in contact with
I preservative -treated wood shall be of I
■ hot -dipped zinc galvanized steel, ■
Istainless steel, silicon bronze or copper. I
In the absence of manufacturer's recommendations
a minimum of ASTM A 653 type G185 zinc -coated
I galvanized steel, or equivalent, shall be used. I
■ IRC R317.3.1 IBC 2304.10.5.1 ■
. - ... - ... - ... - .... J
3/4" = 1'-0"
WF BEAM PER PLAN
r
3/16
SIDE PLATES 3/16% 21/2"
w/ (2) 5/8"0 THRU-BOLTS
WOOD COLUMN PER PLAN
WF BEAM BEARING ON WOOD COLUMN
6 3/4" = 1'-0" 7
MAIN FLOOR
FRAMING PLAN
1 BASEMENT WALLS
S2.1 scale: 1/4" = 1'-0"
FRAMING PLAN NOTES
1. SW__ INDICATES SHEARWALL TYPE PER
SCHEDULE 8/S3.0. REFER TO DETAILS FOR
TYPICAL SHEARWALL CONSTRUCTION. SEE
ARCHITECTURAL DRAWINGS FOR ADDITIONAL
WALL INFORMATION.
2. REFER TO GENERAL STRUCTURAL NOTES FOR
FLOOR OR ROOF SHEATHING TYPE, THICKNESS,
AND NAILING.
3. COLUMNS SHALL BE DOUBLE STUD MINIMUM,
UNLESS NOTED OTHERWISE. SEE 11/S3.0.
4. AT ALL SHEARWALLS PROVIDE DOUBLE TOP
PLATES AND SPLICE PER 12/S3.0.
5. CSINDICATES COILED STRAP TYPE PER
SCHEDULE 10/S3.0. REFER TO DETAILS FOR
TYPICAL STRAP ASSEMBLY.
I LSL
114x117 8
GL 5�/8x15 2OF—
O U
o
C.0
® 411��
EX. 2x10
@ 16"oc
EX. 2x10 I
@ 16"oc `
LJ
-------- Al ---------'
Harriott Valentine Engineers Inc.
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel 206 624 4760 fax 206 447 6971
www.harriottvalentine.com
RESUB
Apr 27 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
3/16/22
Project Contact
Kevin Tsuchida
tel 206 624 4760 ex. 22
fax 206 447 6971
ksuchida@harriottvalentine.com
Project Architect
LGH Studio
515 Stewart St, Suite 515
Seattle, WA 98101
Project
Roberson Remodel
7622 175th St SW
Edmonds, WA 98026
Issue Date
Issue Description
01/05/2021
Permit Set
03/16/2022
Corrections Set 1Q
Building Department Approval
LEGEND
HANGER SCHEDULE
SPAN
MEMBER
HANGER
FACE NAILING
CAPACITY
❑
COLUMN BELOW
(FLAT ONLY)
(Cd = 1.0)
e >
EXTENT
NEW STRUCTURAL WALL
117/$" TJI 110
HU11
16d COMMON
2820 lb
Drawing Title
X
2x10
LUS28
10d COMMON
945 lb
MAIN FLOOR
SX.
SECTION DETAIL
EXISTING STRUCTURAL WALL
FRAMING PLAN
NEW CONCRETE WALL
(FB)
FLUSH BEAM
NOTEH EXISTING FRAMING MEMBERS AS INDICATED ON THIS PLAN ARE
EXISTING CONCRETE WALL
ASSUMED FOR DESIGN PURPOSES ONLY. HARRIOTT VALENTINE ENGINEERS
Drawing Number
(PT)
PRESSURE —TREATED
SHALL NOT BE HELD LIABLE FOR LOCATION/ SIZE OF EXISTING MEMBERS
COLUMN ABOVE
�
ALL—THRIFIED
END OFSHEARWALLOW N AT
ARWALLABOVE
AS CALLED N AND
REPORTED TOSTRUCTU AL ENGINEER OFTHIS PLAN. EXISTING MRECORD BERS HPRIOR ALL ETOECONSTRUCTION.
S2m 1
J
w
0
w
Z
O
C0
w
m
■ TA
SHEARWALL PER PLAN
(2) STUDS MIN. — REFER
TO PLAN FOR LOCATIONS
WHERE BUILT—UP POST
CONSISTS OF MORE STUDS
HOLDOWN PER PLAN W/
SCREWS PER MFR. SPECS.
(OR NAILS SIMILAR)
CONCRETE STEMWALL PER
PLAN (6" MIN. THICKNESS)
----------------- ----------------- J_______+________1_________________L_________________L---------
----; ---- --- ------ --------------
PROVIDE ALL —THREAD AND --it------ ----- ------ -
HEX NUT OR HEADED BOLT II
AND EMBED PER SCHEDULE II
II
NOTE: PROVIDE 5" END DISTANCE MIN.
0
W
mcD
Z
W J AND CENTER ON STEMWALL WIDTH
HOLDOWN CAST INTO FOOTING
SHEARWALL PER PLAN
Ixl
II
II
II
Ixl
IL
a
AT EX. CONC. WALL
PROVIDE ALL —THREAD
AND EMBED IN EPDXY
GROUT PER SCHEDULE
a
d II d a
°a II
o�
m�
W w NOTE:
PROVIDE 5" END
DISTANCE MIN.
AND CENTER ON
STEMWALL WIDTH
(2) STUDS MIN. — REFER
TO PLAN FOR LOCATIONS
WHERE BUILT—UP POST
CONSISTS OF MORE STUDS
HOLDOWN PER PLAN W/
SCREWS PER MFR. SPECS.
(OR NAILS SIMILAR)
CONCRETE STEMWALL PER
PLAN (6" MIN. THICKNESS)
HOLDOWN EMBEDDED IN EPDXY GROUT
HOLDOWN SCHEDULE (NOT ALL USED ON PLANS)
MARK
FASTENERS
TO STUDS'
ANCHOR
DIA.2
EMBEDMENT LENGTH
SSTBS
EPDXY'
CAST—IN4
LTT19
(8)
10d x 3" NAILS
5/8"
N/A
N/A
SSTB16
LTT20B
(10)
10d x
3" NAILS
5/8"
N/A
N/A
SSTB16
HDU2
(6)
1/4"0 x
21/2" SCREWS
5/8"
loll
N/A
SSTB16
HDU4
(10)
1/4" 0 x
21/2" SCREWS
5/8"
N/A
4"
SSTB20
HDU5
(14)
1/4" 0 x
21/2" SCREWS
5/8"
N/A
N/A
SSTB24
HDU8
(20)
1/4" 0 x
21/2" SCREWS
7/8"
N/A
N/A
SSTB28
1. 10d AND 12d DIAMETER = 0.148"; 16d DIAMETER = 0.162". SCREWS SHALL
BE SIMPSON "SDS" TYPE SCREWS, INSTALL PER SIMPSON RECOMMENDATIONS.
2. PROVIDE A36 OR A307 ALL —THREAD AT EPDXY AND CAST —IN ANCHORS.
3. PROVIDE SIMPSON "SET—XP" EPDXY PER GENERAL STRUCTURAL NOTES.
SPECIAL INSPECTION IS REQUIRED.
4. AT CAST —IN ANCHORS PROVIDE HEAVY HEX NUT AT BOTTOM OF ALL —THREAD.
HOOKED J—BOLT MAY BE USED FOR LTT HOLDOWNS.
5. AT 3x SILL PLATES, PROVIDE LONGER SSTBL MODELS.
3/4" = 1'-0"
60;
SHEATHING PER SW
SCHEDULE
ONE-SIDED Fo-1
SHEARWALL
SHEATHING PER SW
SCHEDULE
TWO-SIDED Oo STAGGER ANCHORS
SHEARWALL AT TWO—SIDED
SHEARWALLS
x
Q
ANCHOR BOLT WITH PLATE SHEATHING PER SW
WASHER PER SW SCHEDULE SCHEDULE
(0.229% 3" SQUARE)
TYPICAL SHEARWALL ANCHOR BOLT PLACEMENT
1-1/2" = 1 ' — 0" 2
SHEARWALL SCHEDULE (NOT ALL USED ON PLANS)
MARK
SHEATHING'
STUDS AT
ABUTTING
PANEL
EDGES2
PANEL EDGE
NAILING3,4
RIM JOIST OR BLOCKING TO
TOP PLATE
BOTTOM PLATE ATTACHMENT
SOLID RIM
TJI RIM
BOTTOM PLATE TO ANCHOR BOLT
RIM JOIST BELOW' TO CONCRETES
SILL PLATE
AT FOUND.
SW1
15/32"
CDX
PLYWOOD
2x
8d
@ Coc
A35
@ 24"oc
16d
@ Coc
16d
@ Coc
5/8" 0
@ 48"oc
2x
SW2
15/32"
CDX
PLYWOOD
2x
8d
@ 4"oc
A35
@ 15"oc
16d
@ 4"oc
16d
@ 4"oc
5/8" 0
@ 32"oc
2x
SW3
15/32"
CDX
PLYWOOD
3x
8d
@ 3"oc
A35
@ 12"oc
N/A
— USE
SOLID
RIM
16d
@ 3"oc
5/8" 0
@ 16"oc
2x
SW4
15/32"
CDX
PLYWOOD
3x
8d
@ 2"oc
A35
@ Toc
N/A
— USE
SOLID
RIM
16d
@ 2"oc
5/8" 0
@ 12"oc
2x
SW5
15/32"
CDX
PLYWOOD BOTH SIDES
3x
8d
@ 3"oc
A35
@ Coc
N/A
— USE
SOLID
RIM
(2)
ROWS 16d
@ 3"oc
5/8" 0
@ 12"oc
3x
SW6
15/32"
CDX
PLYWOOD BOTH SIDES
3x
8d
@ 2"oc
A35
@ 41/2"oc
N/A
— USE
SOLID
RIM
(2)
ROWS 16d
@ 2"oc
5/8" 0
@ 12"oc
3x
1. WALL SHEATHING SHALL CONSIST OF APA RATED PLYWOOD WITH SPAN RATING 24/0. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF PANELS. 7/16" APA RATED
SHEATHING (OSB) MAY BE USED IN PLACE OF 15/32" CDX.
2. STUDS AT ABUTTING PANEL EDGES MAY CONSIST OF (2)2x STUDS IN PLACE OF 3x STUDS — NAIL (2)2x STUDS TOGETHER WITH BOTTOM PLATE ATTACHMENT NAILING.
3. BLOCK ALL PANEL EDGES W/ 2x4 FLAT, ATTACH W/ PANEL EDGE NAILING. TWO STUDS MINIMUM ARE REQUIRED AT EACH END OF ALL SHEARWALLS. END STUDS SHALL
RECEIVE PANEL EDGE NAILING. INTERMEDIATE STUDS SHALL BE 2x STUDS. NAIL SHEATHING TO INTERMEDIATE FRAMING MEMBERS WITH 8d @ 12"oc.
4. 8d NAILS SHALL BE 0.131" DIAMETER x 21/2" (COMMON). 16d NAILS SHALL BE 0.135" DIAMETER x 31/2" (BOX).
5. ANCHORS TO CONCRETE SHALL CONSIST OF CAST —IN —PLACE ANCHOR BOLTS, EXPANSION BOLTS, EPDXY GROUTED ALL —THREADS, OR TITEN HD HEAVY DUTY SCREW ANCHORS.
CAST —IN —PLACE ANCHOR BOLTS HAVE A 7" EMBED AND SHALL BE J—BOLTS OR SHALL HAVE A HEX NUT AT THE BOTTOM END. EXPANSION BOLTS SHALL HAVE 5" EMBED AND
SHALL NOT BE USED AT STEM WALL LOCATIONS WITH EDGE DISTANCE LESS THAN 5" (INSTEAD, USE EPDXY GROUTED ALL —THREADS OR TITEN HD ANCHORS). EPDXY GROUTED
ANCHORS SHALL HAVE 5" EMBED AND 21/2" MIN. EDGE DISTANCE. TITEN HD ANCHORS SHALL HAVE 31/2" EMBED AND 13/4" MIN. EDGE DISTANCE. AT ALL ANCHOR BOLTS,
PROVIDE STEEL PLATE WASHERS THAT ARE A MINIMUM OF 0.229" (3 GAUGE) x 3"x 3" (SIMPSON BP5/8-3 OR SIMILAR). PLACE BOLTS PER ANCHOR BOLT PLACEMENT DETAIL.
Harriott Valentine Engineers Inc.
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel 206 624 4760 fax 206 447 6971
www.harriottvalentine.com
RESUB
Apr 27 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
SHEARWALL PER PLAN
PANEL EDGE NAILING
PER SW SCHEDULE
BLOCKING (OR JOIST)
PER FLOOR AND ROOF
DETAILS
BOTTOM PLATE NAILING
PER SW SCHEDULE
—
SHEARWALL PER
PLAN
II
II
II
� II.•
W
o
PROVIDE
HALF OF SPECIFIED
NAILING TO MATCH -- --
NAILING TO MATCH
JOISTS PER PLAN
W
NAILS IN
EACH END LENGTH
BOTTOM PLATE NAILING
BOTTOM PLATE NAILING
(DIR. VARIES)
I I
__1L _
I I
T
I I
_U
I I••
L
� ,
PER SW SCHEDULE
PER SW SCHEDULE
�,�
�� V.ALt �.
o
Q
O� *A,'
PANEL EDGE NAILING
FULL DEPTH BLOCKING
TOP PLATE CONNECTION
II
II
II
1I II
II
SHEARWALL PER PLAN
PER SW SCHEDULE
(OR RIM AT EXTERIOR)
PER SW SCHEDULE
%
____
---F7
_
TIF
___
--n
_
—_T7--
PANEL EDGE NAILING
379='.�
TT
SHEARWALL PER PLAN
NAILING TO MATCH
BLOCK ALL PANEL EDGES
PER SW SCHEDULE
s'kxvAL
Z
o
A PIROVIDE
15/8" MIN. END
BOTTOM PLATE NAILING
3/16/22
Z
DISTANCE
FOR NAILS
PER SW SCHEDULE
ANCHOR BOLTS & WASHERS
SHEARWALL PER
PLAN
W
SILL PLATE PER SW
PER SW SCHEDULE
Project Contact
SCHEDULE
Kevin Tsuchida
PANEL EDGE NAILING
PER SW SCHEDULEfax
tel 206 624 4760 ex. 22
971
ktsucO6 447h da@ harriottvalentine.com
TYPICAL STRAP HOLDOWN AT FLOOR
STRAP SCHEDULE (NOT ALL USED)
MARK
END LENGTH
NAILS
NAIL SPACING
CMST12
44"
(98)
1Od
x 3"
13/4"
CMST14
34"
(76)
10d
x 3"
13/4"
CMSTC16
25"
(58)
12d
x 31/4"
11/2"
CS14
19"
(36)
8d
x 21/2"
21/16"
CS16
14"
(26)
8d
x 21/2"
21/16"
CS18
12"
(22)
8d
x 21/2"
21/16"
CS20
9"
(16)
8d
x 21/2"
21/16"
CS22
8"
(14)
8d
x 21/2"
21/16"
1. 10d AND 12d DIAMETER = 0.148"; 8d DIAMETER = 0.131 ".
2. USE HALF OF THE REQUIRED NAILS IN EACH MEMBER
BEING CONNECTED (i.e. IN EACH END LENGTH).
3/4" = 1'-0"
INTERSECTING
NON—SHEARWALL
EL EDGE NAILING
SW SCHEDULE
TYPICAL SHEARWALL INTERSECTIONS
TYPICAL DOUBLE TOP PLATE
'LAN
MULTI —STUD PER PLAN WITH
NAILING PER GEN. NOTES
TYPICAL MULTIPLE -STUD POST CONSTRUCTION
10 3/4" = 1'-0" 11
a
a
TYPICAL SHEARWALL SECTION
3/4" = 1'-0"
6'-0" MIN. BETWEEN SPLICES
Project Architect
LGH Studio
515 Stewart St, Suite 515
Seattle. WA 98101
Project
8 Roberson Remodel
7622 175th St SW
Edmonds, WA 98026
(8) 16d @ 4"oc STAGGERED
EACH SIDE OF SPLICE
(16d @ 12"oc ELSEWHERE)
CENTER SPLICE OVER S
TU D
TYPICAL TOP PLATE SPLICE CONSTRUCTION
3/4" = 1'-0" 12
Issue Date
Issue Description
01/05/2021
Permit Set
03/16/2022
Corrections Set Q
Building Department Approval
Drawing Title
STRUCTURAL DETAILS
Drawing Number
SIO
J
W
0
0
w
z
0
w