APPROVED BLD-BLD2021-0977+Architectural_Plan+7.14.2021_7.08.53_PM+2301276GENERAL NOTES
S
w o
o2
z
J
V)
z
0
0
o-
w
J
W
m
z
U)
ry
0
L�
0
Y
z
Q
E
0
to
O
I
N
O
N
LO
w
w
a
0
0
J
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 WINDOW ADDITION
Address 9022 202ND PL SW
Owner GRAHAM
Approved Date 08/16/2021
Building Official
Permit Number BLD2021-0977
1.0 GENERAL
THE STRUCTURE HAS BEEN DESIGNED TO RESIST CODE -REQUIRED VERTICAL AND
LATERAL FORCES AFTER THE CONSTRUCTION OF ALL STRUCTURAL ELEMENTS HAS
BEEN COMPLETED. STABILITY OF THE STRUCTURE PRIOR TO COMPLETION IS THE
SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR. THIS RESPONSIBILITY
INCLUDES BUT IS NOT LIMITED TO JOBSITE SAFETY; ERECTION MEANS, METHODS,
AND SEQUENCES; TEMPORARY SHORING, FORMWORK, AND BRACING; USE OF
EQUIPMENT AND CONSTRUCTION PROCEDURES.
CONTRACTOR IS TO VERIFY ALL DIMENSIONS AND SITE CONDITIONS PRIOR TO STARTING
WORK. THE ENGINEER IS TO BE NOTIFIED OF ANY DISCREPANCIES. CHANGES, OMISSIONS,
OR SUBSTITUTIONS ARE NOT PERMITTED WITHOUT WRITTEN APPROVAL OF THE ENGINEER.
ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2018
EXISTING INTERNATIONAL BUILDING CODE (IBC) AND/OR 2018 INTERNATIONAL
RESIDENTIAL CODE (IRC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING
OFFICIAL OR APPLICABLE JURISDICTION.
2.0 DESIGN CRITERIA
A. VERTICAL LOADS
1. LIVE LOADS
ROOF (SNOW) Is = 1.0 25 PSF
FLOORS (RESIDENTIAL) 40 PSF
2. DEAD LOADS
ROOF 15 PSF
FLOORS (RESIDENTIAL) 12 PSF
B. LATERAL LOADS:
LATERAL FORCES ARE TRANSMITTED BY DIAPHRAGM ACTION OF THE
FLOORS TO SHEAR WALLS. LOADS ARE THEN TRANSFERRED TO THE
FOOTINGS, WHERE ULTIMATE DISPLACEMENT IS RESISTED BY PASSIVE
PRESSURE OF EARTH AND SLIDING FRICTION OF EARTH. OVERTURNING
IS RESISTED BY THE DEAD LOAD OF THE STRUCTURE.
1. WIND:
EXPOSURE B
BASIC WIND SPEED = 100 M.P.H. (3 SECOND GUST, ULTIMATE).
IMPORTANCE FACTOR, Iw = 1.0
Kzt = 1.39
SIMPLE DIAPHRAGM BUILDING, ENCLOSED
2. SEISMIC:
SEISMIC DESIGN CATEGORY = D
IMPORTANCE FACTOR, IE = 1.0 OCCUPANCY CATEGORY II
MAPPED SPECTRAL RESPONSE COEFFICIENTS, Ss=1.29 AND
S1=0.455
SPECTRAL RESPONSE COEFFICIENTS, SDs=1.032 AND SD1=0.571
RESPONSE MODIFICATION FACTOR R=6.5
SEISMIC RESPONSE COEFFICIENT Cs=0.159 (ULTIMATE STRENGTH)
C. FOUNDATION DESIGN CRITERIA::
FOUNDATION DESIGN CRITERIA:
SOIL BEARING PRESSURE: 1500 PSF (ASSUMED) ITS THE CONTRACTORS
RESPONSIBILITY TO VERIFY THAT THE SITE SOILS PROVIDE THE MINIMUM
BEARING CAPACITY.
ALL FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH OR COMPACTED
"STRUCTURAL BACKFILL". AREAS OVER -EXCAVATED SHALL BE BACKFILLED
WITH "STRUCTURAL BACKFILL".
3.0 FOUNDATION
CONCRETE: SHALL BE MADE WITH PORTLAND CEMENT ASTM C-150 TYPE II OR
TYPE I AND SHALL BE READY -MIXED PER ASTM C-94. MINIMUM CONCRETE
STRENGTH SHALL BE F'C = 2500 PSI UNLESS OTHERWISE NOTED. AT VERTICAL
AND HORIZONTAL EXPOSED SURFACES, MINIMUM CONCRETE STRENGTH SHALL BE F'C
= 3000PSI AND SHALL CONTAIN A MINIMUM OF 5% AIR ENTRAINMENT TO A
MAXIMUM OF 7% FOR DURABILITY PURPOSES ONLY. SPECIAL INSPECTION OF THE
CONCRETE IS NOT REQUIRED PER 2018 IBC 1705.3
METAL REINFORCEMENT: REINFORCING SHALL CONFORM TO ASTM A-615, GRADE 60
SPLICES SHALL BE 24 BAR DIAMETERS OR 18" MINIMUM UNLESS NOTED OTHERWISE
ON DETAILS. PROVIDE CORNER BARS FOR ALL HORIZONTAL BARS IN FOOTING AND
WALLS.
FOUNDATION PLATE OR SILL BOLTING SHALL BE PER IBC CHAPTER 23. ALL
FOUNDATION PLATES OR SILLS SHALL BE BOLTED TO CONCRETE OR MASONRY WITH
MINIMUM 1/2" NOMINAL DIAMETER ANCHOR BOLTS EMBEDDED AT LEAST 7" AND
SPACED NOT MORE THAN 6 FEET APART. THERE SHALL BE A MINIMUM OF TWO
BOLTS PER PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12 INCHES OR LESS
THAN 4 INCHES FROM EACH END OF EACH PIECE. 3" x 3" x 0.229" WASHERS ARE
REQUIRED AT ALL ANCHOR BOLTS PER AF&PA SDPWS-2015 SECTION 4.3.6.4.3 THE
PLATE WASHER ARE PERMITTED TO HAVE A DIAGONAL SLOT WITH A CUT WASHER PER
IBC 2308.3.2. FOR SHEAR WALL TYPES W3 AND GREATER THE PLATE WASHER MUST
EXTEND TO WITHIN 1/2" OF THE EDGE OF THE BOTTOM PLATE ON SIDES) WITH
SHEATHING.
WHERE ANCHOR BOLTS ARE MISSED, USE SIMPSON TITEN HD ANCHOR SAME
DIAMETER AND SPACING AS SHOWN ON S1.0 AND 4" MIN EMBEDMENT INTO
CONCRETE WITH 1/4"x3"x3" WASHER. OPTIONAL TO USE SIMPSON SET-XP EPDXY
WITH THREADED ANCHOR BOLT AND SAME DIAMETER AND SPACING AS SHOWN ON
S1.0, 4" MIM EMBEDMENT. INSTALL SIMPSON PRODUCTS PER MFR
RECOMMENDATIONS.
WHERE REQUIRED PER IRC R406.1, FOUNDATION WALLS SHALL BE DAMP PROFFED
AROUND THE ENTIRE PERIMETER USING A METHOD THAT IS APPROVED BY THE
BUILDING DEPARTMENT.
ANCHOR BOLTS, BARS, AND RODS ARE TO CONFORM TO ASTM A307, CARBON
STEEL BOLTS, STUDS, & THREADED ROD 60000 PSI TENSILE STRENGTH".
CAST -IN -PLACE COLD -FORM STEEL CONNECTORS IN CONCRETE FOR LIGHT FRAME
CONSTRUCTION ARE TO BE SIMPSON STRONG -TIE AS SPECIFIED IN THE CURRENT
SIMPSON STRONG -TIE ICC ES REPORT.
CAST -IN -PLACE ANCHOR BOLTS ARE TO BE 'SB' AND 'SSTB' BY SIMPSON
STRONG -TIE AS SPECIFIED IN THE CURRENT CATALOG AND ICC REPORT.
CONCRETE COVER OVER REBAR FOR CONCRETE CAST AGAINST EARTH AND EXPOSED
TO EARTH IS 3 INCHES AND 2 INCHES FOR CONCRETE CAST IN FORMS AND EXPOSED
TO EARTH, WEATHER, OR BASEMENT INTERIOR.
PROVIDE APPROPRIATE BLOCK -OUTS IN FOOTINGS OR WALLS FOR PLUMBING AND
ELECTRICAL STUB -OUTS.
RECEIVED
Jul 16 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
4.0 CARPENTRY
ALL 2x FRAMING LUMBER SHALL BE STUD GRADE HEM -FIR FOR STUDS AND STANDARD
OR BETTER FOR PLATES UNLESS OTHERWISE NOTED ON THE DRAWINGS OR BELOW. ALL
2" LUMBER SHALL BE KILN DRIED (KD) OR SURFACE DRIED (SD). EACH PIECE OF LUMBER
SHALL BEAR THE STAMP OF THE WEST COAST LUMBER INSPECTION BUREAU (WCLIB) OR
WESTERN WOOD PRODUCTS ASSOCIATION (WWPA) SHOWING GRADE MARK OR APPROVED
EQUAL. OTHER MATERIALS SHALL BE AS SHOWN BELOW:
MEMBER
SPECIES
6x BEAMS & HEADERS
#2 HEM FIR
2x & 4x JOISTS, PURLINS & HEADERS
#2 HEM FIR
6x POSTS & COLUMNS
#2 HEM FIR
4x COLUMNS
#2 HEM FIR
2x STUDS
STUD GRADE HEM FIR
MINIMUM FASTENING SCHEDULE FOR CONSTRUCTION SHALL BE PER IRC TABLE
R602.3 (1) UNLESS SPECIFIED OTHERWISE BY THE ENGINEER OF RECORD. SEE
STRUCTURAL DETAILS FOR REQUIREMENTS.
PLYWOOD/OSB SHEATHING: EACH SHEET SHALL BEAR THE TRADEMARK OF THE
AMERICAN PLYWOOD ASSOCIATION. ALL GRADING AND INSTALLATION SHALL CONFORM
TO MOST CURRENT VERSION OF PS2 FOR OSB. USE THICKNESS AND NAILING AS
SHOWN ON THE DRAWINGS. SHEATHING SHALL HAVE EXPOSURE RATING AS
APPROPRIATE PER THE CONTRACTOR'S CONSTRUCTION AND WEATHER CONDITIONS
SPECIFIED BY CONTRACTOR. EXCEPT AS OTHERWISE SHOWN OR NOTED, PROVIDE
0.131" DIA P-NAILS OR 8d COMMON NAILS AT 6" ON CENTER @ SUPPORTED PANEL
EDGES AND 0.131" DIA P-NAILS OR 8d COMMON NAILS AT 12" ON CENTER ON OTHER
SUPPORTING MEMBERS FOR WALLS AND ROOFS. FOR FLOORS, USE THE SAME SPACING
PATTERN AS STATED FOR WALLS OR ROOF EXCEPT USE 0.148" DIA P-NAILS OR 10d
COMMON NAILS.
NOTE: EQUIVALENT RATED PLYWOOD MAY BE USED IN LIEU OF OSB CALLED OUT. ALL
THICKNESS AND GRADING SHALL CONFORM TO PS1 OR PS2. SHEATHING SHALL HAVE
EXPOSURE RATING AS APPROPRIATE PER THE CONTRACTOR'S CONSTRUCTION AND
WEATHER CONDITIONS SPECIFIED BY CONTRACTOR.
ROOF DIAPHRAGM: 1/2" MIN OSB (MIN PANEL INDEX = 24/16), WITH 0.131" DIA
P-NAILS OR 8d COMMON NAILS AT 6" O.C. AT SUPPORTED PANEL EDGES AND AT 12"
O.C. AT FIELD TYPICAL UNLESS NOTED OTHERWISE ON PLAN. USE PLY -CLIPS
INSTALLED PER MANUFACTURER'S GUIDELINES AND APA GUIDELINES.
FLOOR DIAPHRAGM: 3/4" TONGUE AND GROOVE OSB (MIN PANEL INDEX = 32/16),
WITH 0.148" DIA P-NAILS OR 10d COMMON NAILS AT 6" O.C. AT SUPPORTED PANEL
EDGES AND AT 12" O.C. AT FIELD TYPICAL UNLESS NOTED OTHERWISE ON PLAN.
SHEATHING SHALL BE GLUE -NAILED TO FRAMING WITH APPROVED ADHESIVE PER THE
ARCHITECT. FIELD NAILING SHALL BE 6" O.C. AT ALL INTERIOR SHEARWALL LOCATIONS
INSTEAD OF TYPICAL 12" O.C. SPACING.
I -JOISTS: SHALL BE TJI BY WEYERHAEUSER, OR PRE -APPROVED EQUAL, AS
INDICATED ON THE STRUCTURAL DRAWINGS. I -JOISTS SHALL BE MANUFACTURED IN
ACCORDANCE WITH A CURRENT ICC ES REPORT AND APPROVED SHOP AND
INSTALLATION DRAWINGS.
MANUFACTURED BEAMS & HEADERS: SHALL BE MICROLLAM (LVL), PARALLAM (PSL),
OR TIMBERSTRAND (LSL) BY WEYERHAEUSER, OR APPROVED EQUAL, AS INDICATED
ON THE STRUCTURAL DRAWINGS. MEMBERS SHALL BE MANUFACTURED IN
ACCORDANCE WITH A CURRENT ICC ES REPORT AND APPROVED SHOP AND
INSTALLATION DRAWINGS.
GLUED LAMINATED BEAMS (GLB): GLUED LAMINATED BEAMS SHALL BE PER A190.1,
AMERICAN NATIONAL STANDARDS FOR STRUCTURAL GLUED LAMINATED TIMBER. USE
BALANCED GRADE OF DF 24F-V4, FB-2,400 PSI, FV=240 PSI. FOR CANTILEVERED
OR MULTISPAN BEAMS USE DF 24F-V8.
FRAMING CONNECTORS: SHALL HAVE ICC ES APPROVAL AND BE MANUFACTURED
BY SIMPSON COMPANY, OR PRE -APPROVED EQUAL. PROVIDE MAXIMUM SIZE AND
QUANTITY OF NAILS OR BOLTS PER MANUFACTURER, EXCEPT AS NOTED OTHERWISE.
ALL LUMBER HARDWARE THAT IS IN CONTACT WITH TREATED LUMBER IN A
PROTECTED ENVIRONMENT INCLUDING BUT NOT LIMITED TO CLIPS, HANGERS,
NAILS ..... (EXCEPT ANCHOR BOLTS) SHALL BE HOT DIPPED GALVANIZED. ALL LUMBER
HARDWARE THAT IS IN CONTACT WITH TREATED LUMBER IN AN EXPOSED
ENVIRONMENT SHALL BE STAINLESS STEEL.
PRE-ENGINEERED ROOF TRUSSES: ALL PREFABRICATED WOOD ROOF AND FLOOR
TRUSSES SHALL BE DESIGNED BE OR UNDER THE DIRECT SUPERVISION OF A
LICENSED PROFESSIONAL ENGINEER REGISTERED IN THE STATE WHERE THE
STRUCTURE IS LOCATED. THE TRUSS SHOP DRAWINGS SHALL BEAR THE STAMP OF
THAT ENGINEER. ALL NECESSARY BRIDGING, BLOCKING, PRE -NOTCHED PLATES,
HANGERS, ETC. SHALL BE DETAILED OR SPECIFIED, AND FURNISHED BY THE
MANUFACTURER. ALL PERMANENT BRACING FOR TRUSSES SHALL BE DETAILED AND
DESIGNED BY THE TRUSS SUPPLIER. THE TRUSS MANUFACTURER SHALL VERIFY
ALL SETBACKS, DIMENSIONS, AND BEARING POINTS PRIOR TO FABRICATION.
MAXIMUM ALLOWABLE DEFLECTIONS SHALL BE AS FOLLOWS:
ROOF TOTAL LOAD SPAN/240 OR 1.5"
ROOF LIVE LOAD SPAN/360 OR 1"
TRUSSES SHALL BE DESIGNED FOR THE SPANS AND CONDITIONS SHOWN ON THE
PLANS AND SHALL BE FURNISHED AND INSTALLED IN CONFORMANCE WITH THE
MANUFACTURER'S PUBLISHED SPECIFICATIONS. ADDITIONAL CONCENTRATED LOADS
FROM MECHANICAL UNITS, AND MISCELLANEOUS EQUIPMENT, ETC. SHALL BE
ACCOUNTED FOR/COORDINATED WITH THE SUB -CONTRACTORS, ARCHITECT AND
TRUSS ENGINEER. ALTERATION OF THE TRUSS LAYOUT INDICATED ON THE PLANS
MAY REQUIRE SUPPORTING STRUCTURAL AND FOUNDATION CHANGES, THEREFORE
PRIOR APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER IS REQUIRED.
TRUSSES SHALL NOT BE FIELD ALTERED PRIOR TO WRITTEN APPROVAL OF THE
ENGINEER OF RECORD DESIGNING THE TRUSSES.
5.0 PRESERVATIVE TREATMENT
A. PRESERVATIVE TREATMENTS
ALL EXPOSED FRAMING LUMBER, PLYWOOD AND DECK MATERIALS SHALL BE
PRESSURE TREATED PER AWPA SPECIFICATION P-5 OR OTHER APPROVED
TREATMENT.
ACZA PRESERVATIVE TREATMENT SHALL NOT BE PERMITTED EXCEPT WHERE
HARDWARE (INCLUDING NAILS) IN CONTACT WITH THE TREATED PRODUCT IS
COMPOSED ENTIRELY OF STAINLESS STEEL MATERIAL. STAINLESS STEEL
HARDWARE SUBSTITUTED FOR HDG PRODUCTS SHALL MEET OR EXCEED THE
STRENGTH AND PERFORMANCE OF THE SUBSTITUTED HDG PRODUCT ORIGINALLY
SPECIFIED.
B. GALVANIZATION OF HARDWARE (EXPOSED OR IN CONTACT WITH PRESERVATIVE
TREATED WOOD)
PROTECTED ENVIRONMENT
ALL HARDWARE (HANGERS, NAILS, BOLTS, LAG SCREWS, FLASHING ETC
BE HOT -DIP GALVANIZED (HDG) TO A MINIMUM COATING LEVEL OF G185
(1.85oz/ft2 OF ZINC) WHEN IN CONTACT WITH PRESERVATIVE TREATED
WOOD CONTAINING PRODUCTS SUCH AS, BUT NOT LIMITED TO; CCA, ACQ,
OR CBA. HDG PRODUCTS SHALL CONFORM TO THE FOLLOWING ASTM
STANDARDS AS APPLICABLE; ASTM A653, ASTM A123, AND ASTM A153.
WHEN USING STAINLESS STEEL OR HOT -DIP GALVANIZED CONNECTORS,
THE CONNECTORS AND FASTENERS SHALL BE OF THE SAME MATERIAL.
2. EXPOSED ENVIRONMENT
ALL HARDWARE (INCLUDING CONNECTORS) IN CONTACT WITH PRESSURE
TREATED WOOD IN AN EXPOSED OR POTENTIAL TO BE EXPOSED
ENVIRONMENT (HAVING POTENTIAL FOR WIND BLOWN RAIN TO REACH)
SHALL BE STAINLESS STEEL.
z
O
U
D
Ln
z
O
U
O
LL
H-
O
z
J
�
z
O
z
o
w
O
_
LL
Ln
(n
J
Q
w
O
z
cnm
LU , r,
UN
LL
rn
LL = 't 0
pcn0y
U-) < 0 cm
0 7
0 "' M
= -0 LO
0O N
0
30
W 1-1 c a_
QMru= ci
J LnJd n
�
z
z Z
gE
�
0
-w
�
w
~"
U
W z
>
=1�
Ul a
J
O
W z
•N
T W
MzF
W U
a)ZW
I -I
WE
rr
QW
(D
�a
�z
Cc$K
r1
U
L
aC6o
J �
a
U
N
0
N
0
W
M
C
V
�
V
4
Q
o
N
a�
�
N
N
uv%rft
m
�o
0
W
Z
C7
ow
{�G0 W '< >
V A
03
,0 21009998
ISTER�
�SS�ONAL
511312021
JOB NUMBER:
21.00116
SHEET 1 OF 2
sizo
c�
z
J
i)
z
0
U
D_
W
J
W
m
z
U)
o-
O
w
O
Y
Z
Q
H
E
O
d1
I
N
O
N
Lo
W
w
a
0
O
J
0_
W
N
0
Q
0
\
r2
GENERAL CONTRACTOR TO PROVIDE
SHORING UNDER ROOF FRAMING /
STRUCTURE PRIOR TO REMOVAL OF
EXISTING HEADERS AND SUPPORTING
STUDS
z
O
U
D
(E) RAFTERS &Ln
CEILING FRAMING
zz
U
O
B
w
O
o'
LLI
z
O
z
O
o LL
w
Ln
(N) HEADER PER
w
PLAN
o
m
00
z
OL
I cn
U L,
(E) FLOOR JOISTS
LL O�
O U) 000 U
cm
U-) Q O
0 . 3: M i
0U) M
= -0
B
N
O C
W o o
3
c 2
Qrnru
J LnJa
Cross section at Door - A -A
zu
SCALE 1 /4"=V-0"
g
a�
—w
� a
zX
w
cd
>�
LU
W z ��
Ul a
a
J �"
` � � � �m
T
z •N Uw
ww
w
W O zF
c; Z
M U ^ w
W 1(�ll w z
w
Q(D
• �Z
K U
cdF
r1 Ln w
a�o
J �
,y a
U
ti
N
0
W M
H
C
V
�
V
GENERAL CONTRACTOR TO PROVIDE
4
�O
o
NLU
SHORING UNDER FLOOR AND ROOF
FRAMING / STRUCTURE PRIOR TO
REMOVAL OF EXISTING HEADERS AND
O
N
a
Q
SUPPORTING STUDS
z
N
(E) ROOF FRAMING
o
O
CID
O
G
G
W
w
Z
�
GENERAL CONTRACTOR TO
VERIFY ALL DIMENSION SHOWN
z
o w
ON PLAN
Q
L�
LEGEND
L.�
0
m
L(E)
DBL TOP PLATE
(E) = EXISTING
w
�
Z
(N) = NEW
B
O
FH = FULL HEIGHT
It
(E) WALL STUDS
B = BEARING
Lu
c Lo
FF =FLUSH FRAMED
+tK
(E) 1ST FLOOR JOISTS
& SHEATHING
01,E
N 3-IL2x7-1 2
WA'
PSL 2.0E
�Po
(E) DOOR & WALL SEGMENT
B
TO BE REMOVED FOR (N)
,0 21009998
OPENING
AREA OF NEW DOOR REPLACMENT°.��
ISTER�
�SS�ONAL
(E) CONIC STEMWALLV
ADD (N)2x4 STUDS IN
& FOOTING
FLOOR CAVAITY TO MATCH
NUMBER OF STUDS ABOVE
A
A
511312021
(6) STUDS MIN
RECEIVED
JOB NUMBER:
Jul 16 2021
CITY E
^/
L 1, 00116
DEVELOPMENT SERVICES
M T SERVICES
DEPARTMENT
Proposed Window Addition
- Elevation B-B
Existing
Roof Framing
- Partial Plan
SHEET 2 OF 2
SCALE 1/4"=1'-0"
SCALE 1/4"=1'-0"
S2mO
�
0
(N)3-1/2x7-1/2
PSL 2.0E
10'-8"
(2)2x4 BRG STUDS
& (4)2x4 FH STUDS
EA SIDE OF OPNG