APPROVED PLN_BLD BLD2022-0463+Architectural_Plan+4.12.2022_3.57.30_PM+2798303STARK RES
DENCE
FOUNDATION REPAIR
133 SUNSET AVE N
EDMONDS, WA 98020
OWNER
SUSAN STARK
133 SUNSET AVE N
EDMONDS, WA 98020
425.478.8892
CONTACT: JSUSANSTARK@GMAIL.COM
CONSULTANTS
STRUCTURAL ENGINEER
CG ENGINEERING
250 4TH AVE S, SUITE 200
EDMONDS, WA 98020
425.778.8500 FAX 778.5536
CONTACT: DENNIS TITUS, PE, SE
LEGAL DESCRIPTION
EDMONDS PLAT OF BLK 013 D-00 - LOT 5 EXC ANY PTN THOF LY WITHIN BNRR R/W
PARCEL NUMBER
00434401300500
PROPERTY INFORMATION
TOTAL LOT AREA = 4,792 SQFT
EX BUILDING FOOTPRINT = 1,910 SQFT
PROPOSED BUILDING FOOTPRINT = NOT TO CHANGE
TOTAL IMPERVIOUS SURFACE = NOT TO CHANGE
SCOPE OF WORK
STABILIZE EXISTING FOUNDATION WITH PIN PILES & HELICAL ANCHORS.
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.
SOIL/GEOTECH ENGINEER
ASSOCIATED EARTH SCIENCES, INC.
911 5TH AVE
KIRKLAND, WA 98033
425.827.7701
CONTACT: STEPHEN A. SIEBERT, PE
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.
SITE PLAN
SCALE: 1" = V-0"
AREA OF WORK.
UNDERPIN EXISTING
FOUNDATION W/ HELICAL
ANCHORS OR PIN PILES
APPROVED BY PLANNING
4714OL'"
Jul 25 2022
VICINITY MAP
NTS = PROJECT SITE
10 0 5 10
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W Dayton St Dayton St
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Dayton St
Rell St
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ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
APPROVED
PLANS MUST BE
ON JOB SITE
Special Inspection progress reports provided by
a qualified inspection firm shall be provided to the
City.
Helical Pile Installation
Pin Pile Installation
Epoxy Anchorage.
City Of Edmonds
Building Department
Work FOUNDTION STABILIZATION
Address 133 SUNSET AVE N
Owner STARK
-----------------------------
Approved Date ; 05/02/2022
-------------------
Building Official Erie CA�feir
-------------------------------------------------=
-----------------------------------------
.
Permit Number; BLD2022-0453
O C I
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
04/08/22
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DESIGN:
DMT
DRAWN:
LVW
CHECK:
DMT
JOB NO: 22046.10
DATE:
04/08/22
RECEIVED
Apr 18 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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STRUCTURAL NOTES
O C
(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.
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.
DESIGN LOADS WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, Fy = 50 KSI.
DEAD LOADS: PLATES, ANGLES, CHANNELS, AND RODS SHALL CONFORM TO ASTM A36, Fy = 36 KSI.
ROOF 15 PSF
FLOOR 15 PSF STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE B, Fy = 46 KSI.
LIVE LOADS: STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B, Fy = 35 KSI.
ROOF (SNOW LOAD) 25 PSF
FLOOR 40 PSF BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N. BOLTS SHALL BE 3/4"0 MINIMUM, LINO
DECK 60 PSF ANCHOR BOLTS SHALL CONFORM TO ASTM A307.
(LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.11). CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC
MANUAL OF STEEL CONSTRUCTION.
STATEMENT OF SPECIAL INSPECTIONS
UNLESS SPECIFIED AS STAINLESS STEEL, ALL STEEL MEMBERS, SHAPES, BOLTS, AND ACCESSORIES EXPOSED TO
SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE. THE CONTRACTOR SHALL SUBMIT A WEATHER SHALL BE HOT DIP GALVANIZED.
WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF
WORK IN ACCORDANCE WITH SECTION 1704.4 OF THE IBC. WELDING
FREQUENCY AND DISTRIBUTION OF REPORTS - INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY WELDING SHALL CONFORM TO AWS "STRUCTURAL WELDING CODE", LATEST EDITION. ALL WELDING SHALL BE
SPECIAL INSPECTOR. STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS DONE WITH 70 KSI LOW HYDROGEN ELECTRODES. WHERE NOT CALLED OUT, MINIMUM FILLET WELD SIZE SHALL BE
SHALL BE DISTRIBUTED TO THE CONTRACTOR, ARCHITECT, ENGINEER AND BUILDING OFFICIAL. PER TABLE 5.8 IN AWS D1.1, LATEST EDITION.
SPECIAL INSPECTION
OPERATION
CONT
PERIODIC
REMARKS
SOILS
PIPE PILING INSTALLATION
X
PILING REFUSAL VERIFICATION
X
EPDXY ANCHORS
X
HELICAL PILE INSTALLATION
X
NOTE:
ALL ITEMS MARKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17. SPECIAL
INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER. THE
ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL
RESULTS. ANY INSPECTION FAILING TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT
TO THE ATTENTION OF THE DESIGN TEAM.
FOUNDATIONS: PIN PILES
SOILS REPORT: REPORT NO: 20210191EO01
PREPARED BY: ASSOCIATED EARTH SCIENCES, INC.
DATED: 11/02/2021
ALLOWABLE PILE CAPACITY:
PASSIVE EARTH PRESSURE:
LATERAL EARTH PRESSURE:
UNRESTRAINED
RESTRAINED:
10 TONS
200 PCF
35 PCF + ANY APPLICABLE SURCHARGE
35 PCF + 10 PSF * WALL HEIGHT
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.
2" 0 PIPE PILING INSTALLATION
2" XS PIPE SHALL CONFORM TO ASTM A53 GRADE A OR B, FY = 30 KSI (MIN)
PILES SHALL BE DRIVEN THROUGH LOOSE MATERIAL & BEAR IN COMPETENT DENSE SOIL AS DETERMINED BY THE
GEOTECHNICAL SPECIAL INSPECTOR. PILES SHALL HAVE A MINIMUM OVERALL EMBEDMENT OF 20 FEET OR AS
DETERMINED ADEQUATE BY THE GEOTECHNICAL SPECIAL INSPECTOR. PILES SHALL NOT EXCEED A MAXIMUM
EMBEDMENT DEPTH OF 30 FEET.
PIPE PILING SHALL BE DRIVEN INTO THE SUBGRADE TO A POINT OF REFUSAL BY MEANS OF A PNEUMATIC HAMMER
OR OTHER SIMILAR HYDRAULIC HAMMER SYSTEM. THE PNEUMATIC HAMMER SHOULD WEIGH AT LEAST 140
POUNDS. REFUSAL SHALL BE DEFINED AS 1" OR LESS OF PENETRATION DURING 1 MINUTE OF SUSTAINED DRIVING.
PIPE SECTIONS SHALL BE CONNECTED WITH INTERNAL SLIP COUPLINGS.
THE CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE
UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. IT IS
THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY ALL UTILITIES WHICH MAY BE
AFFECTED BY THE IMPLEMENTATION OF THESE DRAWINGS. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR
ANY AND ALL DAMAGE TO UNDERGROUND UTILITIES RESULTING FROM THEIR OPERATION.
ROUND SHAFT HELICAL ANCHOR INSTALLATION
HELICAL ANCHORS SHAFT SHALL CONFORM TO ASTM A500 WITH MIN Fy = 65KS1.
REFER TO ANCHOR SCHEDULE FOR MINIMUM SHAFT DIAMETER AND ANCHOR LOADING.
ALL ANCHORS SHALL PENETRATE THROUGH THE LOOSE SOIL & EMBED INTO DENSE SOIL. THE DEPTH OF THE DENSE
SOIL SHALL BE DETERMINED BY THE GEOTECHNICAL ENGINEER. ANCHORS SHALL HAVE A MINIMUM EMBEDMENT
DEPTH OF 8 FT BELOW BOTTOM OF FOOTING OR AS APPROVED BY THE GEOTECHNICAL SPECIAL INSPECTOR. THE
ANCHOR INSTALLATION AND LOAD TESTING SHALL BE CONTINUOUSLY MONITORED BY THE GEOTECHNICAL
ENGINEER.
REFER TO THE ANCHOR LOADING SCHEDULE FOR ANCHOR CAPACITIES. ANCHOR CAPACITIES SHALL BE VERIFIED
DURING INSTALLATION TO 200% OF THE ALLOWABLE CAPACITY. THE STRUCTURAL ENGINEER SHOULD BE
CONTACTED IF THE ALLOWABLE PILE CAPACITY IS NOT ACHIEVED.
ANCHORS SHALL BE COATED FOR CORROSION PROTECTION. COATING MAY BE HOT DIP GALVANIZED OR THERMAL
PLASTIC COATING.
A MINIMUM OF 3% OR AT LEAST (1) ANCHOR SHALL BE TESTED IN ACCORDANCE WITH ASTM STD D1143.
WHERE ANCHORS HAVE MULTIPLE FLIGHTS OF HELICES THE HELICES SHALL BE SEPARATED BY A MINIMUM OF 3
HELIX DIAMETERS.
WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR
APPROVED BY STRUCTURAL ENGINEER. WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED USING
LOW HYDROGEN ELECTRODES. WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING E70XX
ELECTRODES. SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED BARS. WELDING WITHIN 4" OF
COLD BENDS IN REINFORCING BARS IS NOT PERMITTED.
ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO) CERTIFIED WELDERS.
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.
GENERAL
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, CIVIL, ELECTRICAL, AND
MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND
CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE
ATTENTION OF THE ARCHITECT BEFORE PROCEEDING.
CONTRACTOR TO SEE ARCHITECTURAL, CIVIL, ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION
OF PIPE, VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS.
CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL
PERMANENT SUPPORT AND STIFFENING ARE INSTALLED.
CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL
ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS
ONLY WILL NOT SATISFY THIS REQUIREMENT.
DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT
SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF
CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL
ENGINEER.
LEGEND
DEFINITION
SYMBOL
DEFINITION
SYMBOL
DIRECTION OF
FRAMING
pplp,
NATIVE SOIL
EXTENT OF
FRAMING
GRANULAR FILL
STRUCTURAL STEEL
COLUMNS
COLUMN BEARING
ON BEAM
P
RATED SHEATHING
BEAM CONTINUOUS
OVER SUPPORT
d'b
SHEAR WALL
(SEE SCHEDULE)
SWX
CONCRETE WALL
COLUMN MARK
(SEE SCHEDULE)
BEARING STUD
WALL
NON -BEARING
STUD WALL
BEARING STUD
SHEAR WALL
FOOTING MARK
(SEE SCHEDULE)
O
O
HOLDOWN MARK
(SEE SCHEDULE)
HANGER MARK
(SEE SCHEDULE)
NON -BEARING
STUD SHEAR WALL
41
FLAG NOTE
(SEE PLAN NOTES)
CMU WALL�:Xxxxxx
STEEL MOMENT
FRAME CONN.
�V
ABBREVIATIONS
(A)
ABOVE
ANCHOR BOLT
HORIZ
KIP
HORIZONTAL
KING POST
AB
ALT
ALTERNATE
KSI
KIPS PER SQUARE INCH
ARCH
ARCHITECT
MECH
MECHANICAL
(B)
BELOW
MF
MOMENT FRAME
BLKG
BM
BLOCKING
BEAM
INS
NEAR SIDE
ON CENTER
OC
BOT
BOTTOM
OPP
OPPOSITE
PLATE
BTWN
BETWEEN
PL
CJP
COMPLETE JOINT PENETRATION
PLCS
PLACES
POUNDS PER SQUARE INCH
CLR
CLEAR
PSI
CMU
CONCRETE MASONRY UNIT
PSF
POUNDS PER SQUARE FOOT
COL
COLUMN
P/T
POST TENSIONED
CONC
CONCRETE
PT
PRESSURE TREATED
CONN
CONNECTION
REINF
REINFORCING
CONT
CONTINUOUS
REQ'D
REQUIRED
SCHEDULE
DBL
DOUBLE
SCHED
DET
DETAIL
SIM
SIMILAR
SLAB ON GRADE
DIM
DIMENSION
SOG
EA
EACH
STD
STANDARD
SHEAR WALL
ELEV
ELEVATION
SW
EXIST
EXISTING
TOC
TOP OF CONCRETE
TOP OF STEEL
EXP
EXPANSION
TOS
FLR
FLOOR
FOUNDATION
TOW
TOP OF WALL
FDN
TYP
TYPICAL
FTG
FOOTING
FAR SIDE
UNO
UNLESS NOTED OTHERWISE
FS
VFY
VERIFY
FH
FULL HEIGHT
VIF
VERIFY IN FIELD
VERTICAL
GLIB
GLUE -LAMINATED BEAM
VERT
EXIST ����q�RE�LEV�ATI�ONS1 SCALE: 1/8
5'-0" 0 5'-0" 10'4"
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
0�/ 08/ 22
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II DESIGN: DMT III
II DRAWN: LVW III
II CHECK: DMT II
JOB NO: 22046.10
DATE: 04/08/22
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LOWER LEVEL PLAN
SCALE: 1/4" = V-0"
PILE PLAN NOTES
1. CONTRACTOR SHALL VERIFY PILE LOCATIONS WITH EXISTING BUILDING CONDITIONS & APPROVED
STRUCTURAL DRAWINGS.
2. ALL PILES, ANCHORS, & BRACKETS SHALL BE GALVANIZED.
3. PILE CONTRACTORS SHALL DISCUSS WITH OWNERS THEIR EXPECTATION FOR LIFTING THE STRUCTURE DURING
BIDDING PROCESS.
4. VERTICAL PILES SHALL HAVE A MINIMUM EMBEDMENT OF 20 FT OR AS APPROVED BY THE GEOTECHNICAL
SPECIAL INSPECTOR.
5. ALL PILES SHALL BE INSTALLED TO AN ULTIMATE LOAD OF 2 TIMES THE DESIGN LOAD.
6. ALL PILE INSTALLATIONS & LOAD TESTS SHALL BE OBSERVED BY THE GEOTECHNICAL SPECIAL INSPECTOR.
7. MINIMUM INSTALLATION TORQUE IS BASED ON KT VALUE PROVIDED. CONTRACTOR SHALL VERIFY KT & MAX
TORQUE BASED ON THE MANUFACTURER'S RECOMMENDATIONS.
PILE &
ANCHOR SCHEDULE
PILE
TYPE
DESIGN LOAD
PILE SHAFT
HELIX CONFIGURATION
MIN INSTALL TORQUE
MAX INSTALL TORQUE
KT
NOTES
P1-P24
2" 0 PIN PILE
6.OK
2" STD PIPE
-
-
-
-
-
H1-H11
PIPE HELICAL PILE
14.01<
2 7/8" x 0.203" PIPE HELIX
DOUBLE HELIX (8", 10")
3,100 FT#
5,500 FT#
9
LOCI< OFF SNUG TIGHT ONLY
H12-H15
PIPE HELICAL PILE
13.0K
2 7/8" x 0.203" PIPE HELIX
DOUBLE HELIX (8", 10")
2,800 FT#
5,500 FT#
9
LOCK OFF SNUG TIGHT ONLY
H16-H20
PIPE HELICAL PILE
14.0K
2 7/8" x 0.203" PIPE HELIX
DOUBLE HELIX (8", 10")
3,100 FT#
5,500 FT#
9
LOCI< OFF SNUG TIGHT ONLY
NOTES:
1. CONTRACTOR SHALL VERIFY HELIX CONFIGURATION CAPABLE OF DEVELOPING THE DESIGN LOADS.
2. MIN INSTALL TORQUE ASSUMES Kt = 9.0 IF A PILE WITH A DIFFERENT Kt VALUE IS USED MIN INSTALL TORQUE SHALL BE ADJUSTED.
3. MIN INSTALL TORQUE INCLUDES A FACTOR OF SAFETY OF 2.0.
4. ALL PILES SHALL INSTALLED TO TWICE THE DESIGN LOAD.
2'-0" 0 2'-0"
3
4'-0"
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
04/08/22
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DESIGN: DMT
DRAWN: LVW
CHECK: DMT
JOB NO: 22046.10
DATE: 04/08/22
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EXIST FOUNDATION
CHIP OUT PORTION OF FTG
TO INSTALL ANGLE DIRECTLY
BENEATH STEM WALL
1/2"0 THREADED ROD W/ 4"
MIN EMBED INTO FTG W/ HILTI
HIT HY 200 INJECTION
ADHESIVE. ALTERNATELY 1/2" 0
EXPANSION ANCHORS MAY BE
USED W/ 4" MIN EMBED —
L6x6x3/4x12"LONG
TYPICAL DETAIL
SCALE: 1 1/2" = V-0"
CONSTRUCTION SEQUENCE NOTES:
1. JACK EXISTING STRUCTURE FROM
PILE AFTER REFUSAL IS COMPLETED
& CRITERIA MET.
2. TIGHTEN NUTS AFTER PORTION OF
HOUSE LEVELED.
3. REMOVE JACK & TOP PL & REMOVE
EXCESS THREADED ROD.
JACK NOT SHOWN FOR CLARITY
PL 1 x 4 x 0'-9" W/ 15/16" 0
I I HOLES TO ALIGN W/ 1" ES
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NOTE:
TOP PL & THREADED
ROD NOT SHOWN FOR
CLARITY
EXIST FOUNDATION
5/8" 0 LONG SLOTTED
HOLES
1" EXTRA STRENGTH
PIPE x 4" LONG, TYP
TS5 x 3 x 1/4 x 8" LONG
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1/4 /TYP
1/4 �\
L6 x 6 x 3/4 x 12" LONG
TYPICAL DETAIL
SCALE: 1 1/2" = V-0"
EXISTING GRADE
SECTION
SCALE: 1" = V-0"
REPLACE EXIST SLAB
ON GRADE AS REQ'D
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FOR INFORMATION NOT
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OUT REFER TO DETAIL 1
fl
EXIST DECK FRAMIN
SIMPSON ABU POST BA5
W/ EXPANSION ANCHO
PVC SLEEV
3/4" 0 THREADED RO
PL1/2x6x0'-E
(2) #4 EA WAY BO
CAP PL 1/4 x 4 x 0'-z
PIPE PILE PER PLA
SECTION
SCALE: 1" = V-0"
-OUNDATION
-vv LL �; EPDXY INTO
EXIST FTG W/ SIMPSON
SET-XP & 4" MIN EMBED
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
04/08/22 1
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JOB NO: 22046.10
DATE: 04/08/22
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