APPROVED BLD2023-0129+Architectural_Plan+1.31.2023_2.23.58_PM+3343717DENCE
20906 WOODLAKE DRIVE
EDMONDS, WA 98026
OWNER
KATHY OARD
20906 WOODLAKE DRIVE
EDMONDS, WA 98026
(425)774-0764
KW0456@CO MCAST. N ET
CONSULTANTS
STRUCTURAL ENGINEER
CG ENGINEERING
250 4TH AVE S, SUITE 200
EDMONDS, WA 98020
425.778.8500 FAX 778.5536
CONTACT: GREG GUILLEN, PE, SE
LEGAL DESCRIPTION
WOODLAKE BLK 000 D-00 - LOT 6 SUBJ ESE PUD & GEN TEL
PARCEL NUMBER
00637700000600
PROPERTY INFORMATION
TOTAL LOT AREA = 8,110 SQFT
EX BUILDING FOOTPRINT = 1,752 SQFT
PROPOSED BUILDING FOOTPRINT = NOT TO CHANGE
TOTAL IMPERVIOUS SURFACE = NOT TO CHANGE
SCOPE OF WORK
EXISTING BEAMS BELOW THE HOME HAVE SOME DRY ROT, AND SEVERAL MEMBERS
WILL NEED TO BE REPLACED BECAUSE OF THIS. THERE IS ALSO ONE MEMBER
UNDER THE HOME AT THESE THAT WILL NEED TO BE REPLACED DUE TO DRY ROT.
NOTE:
SITE PLAN HAS BEEN PREPARED BASED ON
FIELD MEASUREMENTS & COUNTY RECORDS &
IS NOT A SURVEY, PROPERTY LINES ARE
APPROXIMATE. THE CONTRACTOR SHALL
VERIFY ALL DIMENSIONS & UTILITY LOCATIONS.
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Zone
Corner
Flag
Setbacks: Required
Actual
:20-'-.22'4'
Front
--
-- -----;
23'N
Sides__
12-14a°5.
Rear
-----------�
Other
ex
Height
Nothing in the permit approval process shall be
interpreted as allowing or permitting the maintenance
of any currently existing illegal, nonconforming or
unpermitted building, structure or site condition which
is outside the scope of the permit application, regardless
of whether such building, structure or condition is
shown on the site plan or drawing. Such building,
structure or condition may be the subject of a separate
enforcement action.
Ai
APPROVED BY PLANNING
Feb 10 2023
_------- — �360t--
SITE PLAN
SCALE: 1" = 10'-0"
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* = PROJECT SITE
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
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ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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DESIGN: BEL
DRAWN: ATD & LVW
PLANS MUST F CHECK: GAG
JOB NO: 22123.10
DATE: 06/ 1 0/22
ON JO SITE r— I
f yr tamonas
Buildina DeDartment
DRY ROT REPAIR UNDER HOUSE
----------------------------
20906 WOODLAKE DR
---------------------------
-------------------------
OARD
Approved Date 02/09/2023
Building Official rElrll/
Permit Number' BLD2023-0129
RECEIVED
Feb 01 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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SHEET:
STRUCTURAL NOTES
O G
(THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS)
CODE
ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS,
SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2018 EDITION. SPECIFICATIONS AND STANDARDS
WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION.
DESIGN LOADS
DEAD LOADS:
ROOF 15 PSF
FLOOR 15 PSF
PARTITIONS 20 PSF
LIVE LOADS:
ROOF (SNOW LOAD) 25 PSF
RESIDENTIAL 40 PSF
DECK 60 PSF
STATEMENT OF SPECIAL INSPECTIONS
STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED.
SHOP DRAWINGS
SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL
ENGINEER FOR REVIEW PRIOR TO FABRICATION:
1wel Iffifill2LTA IFleolw[el01
SHOP DRAWINGS SHALL BE REVIEWED, REVISED AS REQUIRED FOR FIELD CONDITIONS, AND DATE STAMPED BY THE
CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER. CONTRACTOR SHALL PROVIDE (3) SETS OF SHOP DRAWINGS FOR
ENGINEER'S REVIEW. ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER.
ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND CONTRACT
DOCUMENTS. MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE CONTRACTOR FROM
COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. THE CONTRACTOR REMAINS RESPONSIBLE FOR
DETAILS AND ACCURACY, FOR CONFORMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS, FOR
SELECTING FABRICATION PROCESSES, FOR TECHNIQUES OF ASSEMBLY, AND FOR PERFORMING THE WORK IN A SAFE
MANNER.
ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS IMPOSED
ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL
CONNECTIONS TO THE BASIC STRUCTURE. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF THE
LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED & SIGNED BY A PROFESSIONAL ENGINEER
REGISTERED IN THE SAME STATE AS THE PROJECT.
FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE PROJECT
ARCHITECT, ENGINEER OF RECORD, AND CONTRACTOR HAVE BEEN RECEIVED.
FOUNDATIONS: SPREAD FOOTINGS
SOILS REPORT: REPORT NO: NOT AVAILABLE AT TIME OF DESIGN
PREPARED BY:
DATED:
ALLOWABLE SOIL PRESSURE: 2000 PSF (ASSUMED; TO BE FIELD VERIFIED DURING CONSTRUCTION)
LATERAL EARTH PRESSURE:
UNRESTRAINED:
RESTRAINED:
PASSIVE:
COEFFICIENT OF FRICTION
35 PCF + ANY APPLICABLE SURCHARGE
50 PCF + ANY APPLICABLE SURCHARGE
300 PCF
0.35
FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR 12" OF COMPACTED STRUCTURAL FILL AS REQUIRED AND
AT LEAST 18" BELOW ADJACENT EXTERIOR GRADE. ANY FOOTING ELEVATIONS SHOWN IN THE DRAWINGS
REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY. ACTUAL FOOTING ELEVATIONS ARE SUBJECT TO SITE
CONDITIONS AND MUST THEREFORE BE ESTABLISHED BY THE CONTRACTOR. FOOTINGS SHALL BE CENTERED BELOW
COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE.
IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED GRANULAR
MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE
THAN 10% FINES (PASSING THE #200 SIEVE).
FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE (12") INCHES IN LOOSE
THICKNESS AND COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM
TEST METHOD D1557.
BACKFILL BEHIND ALL RETAINING WALLS WITH WELL -DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE
DRAINAGE. PROVIDE DAMPPROOFING AT EXTERIOR FACE OF ALL FOUNDATION WALLS EXPOSED TO EARTH PER
ARCHITECTURAL SPECIFICATIONS.
EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE OWNER.
IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE STRUCTURAL
ENGINEER FOR POSSIBLE FOUNDATION REDESIGN.
CONCRETE
ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH CHAPTER 26 OF
ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS
(ACI 301).
ALL CONCRETE SHALL BE STONE -AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS
PER CUBIC FOOT.
CONCRETE STRENGTHS AT 28 DAYS (fc) AND MIX CRITERIA SHALL BE AS FOLLOWS:
MAXIMUM
MIN CEMENT
TYPE OF CONSTRUCTION
f'c*
WATER/CEMENT
CONTENT PER CUBIC
MAXIMUM
SHRINKAGE STRAIN
RATIO
YARD
FOOTINGS
3000 PSI
0.55
5 1/2 SACK
N/A
THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS
SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING
ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE
AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP, CONCRETE YIELD, AND
SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 26 OF ACI 318.
ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN ACCORDANCE
WITH ACI 318 TABLE 19.3.3.1 FOR MODERATE EXPOSURE CLASS F1.
*PROVIDE f'c SPECIFIED IN TABLE FOR DURABILITY REQUIREMENTS. 2500 PSI CONCRETE MEETS STRENGTH
REQUIREMENTS, THEREFORE SPECIAL INSPECTION IS NOT REQUIRED.
REINFORCING STEEL
REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (Fy
= 60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED
SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL
PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE
SUBMITTED.
CONCRETE COVER ON REINFORCING
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"
NON -SHRINK GROUT
NON -SHRINK GROUT SHALL BE CEMENT -BASED WITH A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI WHEN
TESTED IN ACCORDANCE WITH ASTM C-109. GROUT SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH
THE MANUFACTURER'S RECOMMENDATIONS.
STRUCTURAL STEEL
STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC
"SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", LATEST
EDITION.
PLATES, ANGLES, CHANNELS, AND RODS SHALL CONFORM TO ASTM A36, Fy = 36 KSI.
CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC
MANUAL OF STEEL CONSTRUCTION.
UNLESS SPECIFIED AS STAINLESS STEEL, ALL STEEL MEMBERS, SHAPES, BOLTS, AND ACCESSORIES EXPOSED TO
WEATHER SHALL BE HOT DIP GALVANIZED.
LUMBER
ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED. ALL LUMBER SHALL BE IN ACCORDANCE WITH WWPA
GRADING RULES, KILN -DRIED TO MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS:
SIZE CLASSIFICATION
SPECIES
GRADE
Fb (PSI)
Fc (PSI)
SLEEPERS
DOUG-FIR
STUD
700
-
LIGHT FRAMING (STUDS)
HEM -FIR
STUD
675
800
2x JOISTS AND PLANKS
HEM -FIR
#2
850
-
PLATES AND BLOCKING
HEM -FIR
#2
850
-
6x AND LARGER BEAMS AND
STRINGERS
DOUG-FIR
#2
875
-
4x AND SMALLER BEAMS AND
STRINGERS
HEM -FIR
#2
850
-
ALL POSTS AND TIMBERS
DOUG-FIR
#1
1200
1000
REFER TO PLAN NOTES, SCHEDULES, AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS.
UNLESS NOTED OTHERWISE IN THE PLANS, ALL WOOD AND WOOD -BASED MEMBERS EXPOSED TO WEATHER OR IN
CONTACT WITH CONCRETE, MASONRY, OR WITHIN 8" OF SOIL SHALL BE PRESERVATIVE -TREATED BY
VACUUM -PRESSURE IMPREGNATION IN ACCORDANCE WITH AWPA STANDARD U1.
NAILS, BOLTS, AND METAL CONNECTORS FOR WOOD
ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS (NDS) FOR
WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.10.1 NAILING
SCHEDULE. ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL
MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES:
NAIL
SHANK 0
MIN LENGTH
8d COMMON
0.1310
2 1/2" SHANK
10d COMMON
0.1480
3" SHANK
12d COMMON
0.1480
3 1/4" SHANK
16d COMMON
0.1620
3 1/2" SHANK
10d BOX NAILS MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING
MEMBERS MAY BE NAILED WITH 16d SINKERS (0.148" 0 x 3 1/4"), BUT ONLY 16d COMMON NAILS SHALL BE USED
WHERE 16d NAILS ARE INDICATED IN THIS DRAWING SET. ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS
ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION.
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. LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR THE
SHANK AND THREADED PORTIONS PER NDS 12.1.4.2.
CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, CATALOG
TO BE THE LATEST EDITION, OR ENGINEER APPROVED EQUAL. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE
WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED
BY THE MANUFACTURER. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS,
SCREWS, OR BOLTS IN EACH MEMBER.
INSTALL SOLID BLOCKING AT ALL BEARING POINTS. ALL SHIMS SHALL BE SEASONED, DRIED, AND THE SAME GRADE
(MINIMUM) AS MEMBERS CONNECTED.
GALVANIZATION
UNLESS NOTED OTHERWISE, STEEL CONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED
ACCORDING TO THE FOLLOWING TABLE:
GALVANIZATION
UNTREATED
WOOD
CCA-C
SBX
ACQ-C
ACQ-D
CBA-A
CA-B
OTHER
BORATE
ACZA
OTHER PT
WOOD
G90
X
X
X
G 185
X
X
X
X
X
X
HDG
X
X
X
X
X
X
STT300
X
X
X
X
X
X
X
X
G90 = 0.90 OZ. OF ZINC PER SQUARE FOOT OF AREA
G185 = 1.85 OZ. OF ZINC PER SQUARE FOOT OF AREA
HDG = HOT DIP GALVANIZED
SST300 = TYPE 316L STAINLESS STEEL
EXISTING BUILDING
CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING
DEPICTED IN THE DRAWINGS, AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE
REDESIGN.
CONTRACTOR RESPONSIBLE FOR COMPLETELY SEALING ALL AREAS WHERE EXISTING ROOF MATERIAL IS
PENETRATED OR REMOVED. PROVIDE WATER PROOFING AS REQUIRED BY THE ARCH.
LEGEND
DEFINITION
SYMBOL
NO
DEFINITION
SYMBOL
—
— — — —IIIIII
DIRECTION OF
FRAMING
EXTENT OF
FRAMING
NATIVE SOIL==�=�=�
GRANULAR FILL
COLUMNS
STRUCTURAL STEEL
COLUMN BEARING
ON BEAM
P
RATED SHEATHING
BEAM CONTINUOUS
OVER SUPPORT
CONCRETE WALL
e
SHEAR WALL
(SEE SCHEDULE)
SWX
O
COLUMN MARK
(SEE SCHEDULE)
FOOTING MARK
(SEE SCHEDULE)
BEARING STUD
WALL
NON -BEARING
STUD WALL
HOLDOWN MARK
(SEE SCHEDULE)
BEARING STUD
SHEAR WALL
HANGER MARK
(SEE SCHEDULE)
O
NON -BEARING
STUD SHEAR WALL
CMU WALL_T
FLAG NOTE
(SEE PLAN NOTES)
STEEL MOMENT
FRAME CONN.
P,V
ABBREVIATIONS
(A)
ABOVE
ANCHOR BOLT
HORIZ
HORIZONTAL
AB
KIP
KING POST
ALT
ALTERNATE
ARCHITECT
KSI
KIPS PER SQUARE INCH
ARCH
MECH
MECHANICAL
(B)
BELOW
MF
MOMENT FRAME
BLKG
BLOCKING
NS
NEAR SIDE
ON CENTER
BM
BEAM
OC
BOT
BOTTOM
OPP
OPPOSITE
PLATE
BTWN
BETWEEN
PL
CJP
COMPLETE JOINT PENETRATION
PLCS
PLACES
POUNDS PER SQUARE INCH
CLR
CLEAR
PSI
CIVIL)
CONCRETE MASONRY UNIT
PSF
POUNDS PER SQUARE FOOT
COL
COLUMN
P/T
POSTTENSIONED
CONC
CONCRETE
PT
PRESSURE TREATED
CONN
CONNECTION
REINF
REINFORCING
CONT
CONTINUOUS
REQ'D
REQUIRED
DBL
DOUBLE
SCHED
SCHEDULE
DET
DETAIL
SIM
SIMILAR
DIM
DIMENSION
SOG
SLAB ON GRADE
EA
EACH
STD
STANDARD
ELEV
ELEVATION
SW
SHEAR WALL
EXIST
EXISTING
TOC
TOP OF CONCRETE
EXP
EXPANSION
TOS
TOP OF STEEL
FLR
FLOOR
TOW
TOP OF WALL
TYPICAL
FDN
FOUNDATION
TYP
FTG
FOOTING
FAR SIDE
UNO
UNLESS NOTED OTHERWISE
FS
VFY
VERIFY
FH
GLB
FULL HEIGHT
GLUE -LAMINATED BEAM
VIF
VERT
VERIFY IN FIELD
VERTICAL
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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DESIGN: BEL
II CHECK: GAG III
JOB NO: 22123.10
DATE: 06/10/2211
RECEIVED
Feb 01 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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EXIST 10"0 CONIC FOUNDATION
REMOVE EXISTING 4x10 & REPLACE W/ PT 412 HF#2.
PROVIDE BUILT UP NAILER AT DECK TO MATCH
EXISTING/MAINTAIN LEVELNESS. NOTCH BEAM (2) 2X RIM
I
DECK IS 49" ABOVE GRADE
AT HIGHEST LOCATION EXIST I
2x6 @ 16" OCI
PRIOR TO INSTALLATION OF 1
NEW PT 4x12 BEAM REMOVE 1
00 oo
EXISTING BRACKETS (4 PLACES) 1
AS REQUIRED. PROVIDE NEW
ANGLE SEAT PER DETAIL 2 x x
EXTERIOR DECK
APPROX T-6"
ABOVE GRADE
CONTRACTOR TO PROVIDE TEMP
SHORING AS REQUIRED PRIOR TO
REPLACEMENT OF BEAM
FOUNDATION PLAN
EXTERIOR DECK
APPROX T-6"
ABOVE GRADE
I
�2� I
I
I
EXIST
2x10 @ 16" OC
VAULTED
LIVING ROOM
EXISTING (2) 2X RIM TO BE REMOVED & REPLACED
W/ TREATED LIKE KIND
CONTRACTOR TO PROVIDE TEMP SHORING AS
REQUIRED PRIOR TO REPLACEMENT OF BEAM, TYP.
REMOVE EXISTING 4x10 AND REPLACE W/ TREATED
LIKE KIND. PROVIDE BUILT UP NAILER AT DECK TO
MATCH EXISTING. NOTCH BEAM AT (2) 2X RIM.
CANTILEVER BEAM 14" PAST EXISTING
POST OR EXTENT OF EXIST WOOD ROT
PT 4x4 HF#2 W/ V-0" x V-0" CONCRETE PIER BLOCK.
PROVIDE SIMPSON COLUMN CAP CCQ44SDS2.5
CONTRACTOR TO PROVIDE TEMP SHORING
AS REQ'D PRIOR TO REPLACEMENT OF BEAM
6x12 OUTRIGGER PORTION TO MATCH
ADJACENT EXISTING BEAM DIMENSIONS.
ONLY CUT BACK TO FACE OF SIDING
REMOVE EXISTING BEAM AND REPLACE
W/ 6x12 WESTERN CEDAR #1 (FB = 975.0 PSI)
FOUNDATION PLAN NOTES: 2'-0" 0 2'-0" 4'-0"
ELEVATION
SCALE: 1/2" = V-0"
1'-0" 0 2'-0"
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0
in
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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09128/ 22
1.
CONTACT ENGINEER IF ANY OTHER AREAS OF DRY ROT IS DISCOVERED DURING CONSTRUCTION.
Y
AiCEEVIDE
SIMPSON H1 CLIP FOR EVERY OTHER JOIST AT NEW/REPLACED BEAMS.
3.
- - - - - - INDICATES TEMPORARY SHORING.
DESIGN:
BEL
4.
EXISTING DECK RAILING HEIGHT IS 39" ABOVE WOOD DECK WITH 4x4 POSTS @ 4'-0" OC. SCOPE OF WORK
INVOLVES REPLACEMENT OF DRY ROTTED MEMBERS WITH LIKE KIND AND ADDITION OF PIER BLOCK FOOTINGS
DRAWN:
ATD & LVW
CHECK:
GAG
AS NEEDED.
5.
NO WORK WILL BE DONE TO THE EXISTING GUARDRAILS FOR THE DECK. ALL WORK IS BELOW THE DECK.
JOB NO:
221 23.1 0
DATE:
06/ 1 0/22
L6 x 6 x 3/8 x 0'-8" W/ (2)
1/2" 0 x 4" LAG SCREW
W/ 2" END DISTANCE
NON -SHRINK GROUT
NOTE:
VERIFY THICKNESS AT
EACH POLE FOOTING
EXIST JOIST OF HOUSE
EXIST FLOORING
SIMPSON H1
EA JOIST
BEAM PER PLAN
ROUTER BM AS REQUIRED
FOR BOLT HEAD
LEVELING NUT
1/2"0 F1554 GR36
ANCHOR ROD SET IN HILTI
HIT-HY 200 W/ 4" EMBED
EXIST CONC
POLE FOOTING
NOTCH BOTTOM OF BEAM
AS REQUIRED TO MAINTAIN
EXISTING FLOOR LEVEL.
LENGTH OF NOTCH TO
MATCH WIDTH OF
CONCRETE FOUNDATION
L6 x 6 x 3/8 x 0'-8" W/ (2)
1/2"0 x 4" LAG SCREW
W/ 3" END DISTANCE
w w
Lu =
w �
U Lu
ON
w w
0 0
Q Q
mm
po [V
N `i
EXIST JOIST
EXIST FLOORING
SIMPSON H1
EA JOIST
BEAM PER PLAN. RIP DEPTH
/
AT SUPPORT ONLY TO FIT
BETWEEN EXIST JOIST AND
-
ANGLE
m
ROUTER BM AS REQUIRED
FOR BOLT HEAD
5/8" DIA TITEN HD ANCHOR
W/ MIN 4" EMBEDMENT
EXIST CONIC
POLE FOOTING
Lf
In
Q
RECEIVED
Feb 01 2023
CITY E O
DEVELOPMENT
SERVICES
DEPARTMENT 0
Lf
n
1
I
Co
Ld
0
N
U
La
00Z
C)
Q
0
Z
J
Q
0
O
Ld
La
50
w
/�
0
Z
0
p
O
Lf
O
0
Q
Q
O
N
w
O
1
Ld
SHEET:
S2ml
SECTION
SCALE: 1 1/2" = V-0"
SECTION
SCALE: 1 1/2" = V-0"
ELEVATION
SCALE: 1 1/2" = V-0"