APPROVED PLN_BLD BLD2021-1665+Architectural_Plan+12.8.2021_12.43.59_PM+2560474BRUBAKER RESIDENC
FOUNDATION REPAIR
9712 242ND PL SW
EDMONDS, WA 98020
OWNER
TERIANNE BRUBAKER
P.O. BOX 745
DEER PARK, WA 99006
509.385.5292
BRUBAKER.TERIANNE@ GMAIL.COM
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
FORSHEES FIRDALE VILLAGE 5 BLK 000 D-00 - LOT II
PARCEL NUMBER
00450300001100
PROPERTY INFORMATION
TOTAL LOT AREA = 9,583 SQFT
EX BUILDING FOOTPRINT = 2,428 SQFT
PROPOSED BUILDING FOOTPRINT = NOT TO CHANGE
TOTAL IMPERVIOUS SURFACE = NOT TO CHANGE
GEOTECHNICAL ENGINEER
NELSON GEOTECHNICAL ASSOCIATES, INC
17311-135TH AVE NE, SUITE A-500
WOODINVILLE, WA 98072
425.486.1669
KHALED M. SHAWISH
SCOPE OF WORK
STABILIZE THE EXISTING CONCRETE FOUNDATION WITH 2"0 PIN PILES WHERE SETTLEMENT HAS
OCCURRED.
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.
SITE PLAN
SCALE: 1" = 10'
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.
APPROVED BY PLANNING
4
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ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
APPROVED
PLANS MUST BE
ON JOB SITE
Special Inspection required for:
Pin Pile Installation
Retro Fit anchorage
City Of Edmonds
Building Department
Work r FOUNDATION REPAIR
Address 9712 242ND PL SW
----------------------------------------
Owner BRUBAKER
--------------------------
Approved Date ; 01/03/2022
Building Official Erg C'a4^te4'
Permit Number BLD2021-1665
----------------------------------------------
C C
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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JOB NO: 21363.10
DATE:
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CITY OF EDMONDS
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STRUCTURAL NOTES GENERAL SHORING NOTES IC.�
(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 12 PSF
FLOOR 12 PSF
LIVE LOADS:
ROOF (SNOW LOAD) 25 PSF
RESIDENTIAL 40 PSF
DECKS 60 PSF
(LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.11).
STATEMENT OF SPECIAL INSPECTIONS
SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE. THE CONTRACTOR SHALL SUBMIT A
WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF
WORK IN ACCORDANCE WITH SECTION 1704.4 OF THE IBC.
STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED.
FREQUENCY AND DISTRIBUTION OF REPORTS - INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY
SPECIAL INSPECTOR. STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS
SHALL BE DISTRIBUTED TO THE CONTRACTOR, ARCHITECT, ENGINEER AND BUILDING OFFICIAL.
SPECIAL INSPECTION
OPERATION
CONT
PERIODIC
REMARKS
SOILS
PIPE PILING INSTALLATION
X
PILING REFUSAL VERIFICATION
X
CONCRETE
ADHESIVE ANCHORS
X
IF REO'D
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: NOT AVAILABLE DURING DESIGN
ALLOWABLE PILE CAPACITY: 6,000 LBS
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.
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 10 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.
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
SHR IN STRAIN
RATIO
YARD
ALL CONCRETE
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.
MINIMUM LAPS AND EMBEDMENT
UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED
BELOW:
f'c = 3000 PSI
DEVELOPMENT LENGTH
LAP SPLICE
BAR
TENSION
COMPRESSION
TENSION
COMPRESSION
SIZE
TOP BARS
OTHER
BARS
ALL BARS
TOP BARS
OTHER
BARS
ALL BARS
#3
22
17
9
28
22
12
#4
29
22
11
37
29
15
#5
36
28
14
47
36
19
#6
43
33
17
56
43
23
#7
63
48
20
81
63
27
#8
72
1 55
22
93
1 72
30
NOTE:
1. ALL LENGTHS ARE IN INCHES.
2. ALL LAP SPLICES ARE CLASS B.
3. "TOP BARS" ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF
CONCRETE IS CAST IN THE MEMBER BELOW THE BAR.
CONCRETE COVER ON REINFORCING
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"
CONCRETE EXPOSED TO EARTH AND WEATHER:
#6 BARS AND LARGER 2"
#5 BARS AND SMALLER 1 1/2"
CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
SLABS, WALLS AND JOISTS 3/4"
COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1 1/2"
CONCRETE GENERAL NOTES
PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER
TABLE, OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP.
PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS
OF NOT MORE THAN 400 SQUARE FEET EACH. AREAS TO BE AS SQUARE AS PRACTICAL AND HAVE NO ACUTE
ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT.
ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO
POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED
BEYOND JOINT.
UNLESS INDICATED OTHERWISE, REINFORCE AROUND OPENINGS GREATER THAN 12" IN EITHER DIRECTION WITH (2)
#5 EACH SIDE AND (1) #5 x 4'-0" DIAGONAL AT EACH CORNER. EXTEND BARS 2'-0" BEYOND EDGE OF OPENING. IF
2'-0" IS UNAVAILABLE, EXTEND AS FAR AS POSSIBLE AND HOOK. HOOK ALL REINFORCING INTERRUPTED BY
OPENINGS.
BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR
APPROVED BY THE STRUCTURAL ENGINEER.
PROVIDE 3/4" CHAMFER AT ALL CORNERS UNLESS NOTED OTHERWISE.
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.
STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE B, Fy = 46 KSI.
STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B, Fy = 35 KSI.
BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N. BOLTS SHALL BE 3/4"0 MINIMUM, UNO
ANCHOR BOLTS SHALL CONFORM TO ASTM A307.
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.
WELDING
WELDING SHALL CONFORM TO AWS "STRUCTURAL WELDING CODE", LATEST EDITION. ALL WELDING SHALL BE
DONE WITH 70 KSI LOW HYDROGEN ELECTRODES. WHERE NOT CALLED OUT, MINIMUM FILLET WELD SIZE SHALL BE
PER TABLE 5.8 IN AWS D1.1, LATEST EDITION.
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.
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.
(THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS).
TEMPORARY SHORING
CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN TEMPORARY SHORING AND
BRACING IN ADDITION TO SHORING SHOWN ON THESE PLANS AS NECESSARY TO PROTECT WORKERS, EXISTING
BUILDINGS, STREETS, WALKWAYS, UTILITIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND
EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE
FOR REMOVAL OF ANY TEMPORARY SHORING AND BRACING, AS REQUIRED.
LEGEND
DEFINITION
SYMBOL DEFINITION
SYMBOL
DIRECTION OF
FRAMING
NATIVE SOIL
. III— —III—III—
EXTENT OF
FRAMING
lift
GRANULAR FILLNOMM
COLUMNS
STRUCTURAL STEEL
COLUMN BEARING
ON BEAM
P
RATED SHEATHING
BEAM CONTINUOUS
OVER SUPPORT
�
SHEAR WALL
(SEE SCHEDULE)
SWX
CONCRETE WALL
COLUMN MARK
(SEE SCHEDULE)
BEARING STUD
WALL
FOOTING MARK
(SEE SCHEDULE)
O
NON -BEARING
STUD WALL
(
J
HOLDOWN MARK
(SEE SCHEDULE)
BEARING STUD
SHEAR WALL
HANGER MARK
(SEE SCHEDULE)
O
NON -BEARING
STUD SHEAR WALL
FLAG NOTE
(SEE PLAN NOTES)
CMU WALL�:XXXZZ3
STEEL MOMENT
FRAME CONN.
y /—
�V
ABBREVIATIONS
(A)
ABOVE
GLB
GLUE -LAMINATED BEAM
AB
ANCHOR BOLT
HORIZ
HORIZONTAL
ALT
ALTERNATE
KIP
KING POST
ARCH
ARCHITECT
KSI
KIPS PER SQUARE INCH
(B)
BELOW
L
ANGLE
BD
BAR DIAMETER
MECH
MECHANICAL
BLKG
BLOCKING
MF
MOMENT FRAME
BM
BEAM
MTL
METAL
BOT
BOTTOM
INS
NEAR SIDE
BRNG
BEARING
OC
ON CENTER
BTWN
BETWEEN
OPP
OPPOSITE
CJP
COMPLETE JOINT PENETRATION
PL
PLATE
CLR
CLEAR
PLCS
PLACES
CMU
CONCRETE MASONRY UNIT
PSI
POUNDS PER SQUARE INCH
COL
COLUMN
PSF
POUNDS PER SQUARE FOOT
CONC
CONCRETE
CONNECTION
P/T
POST TENSIONED
CONN
PT
PRESSURE TREATED
CONT
CONTINUOUS
REINF
REINFORCING
COORD
COORDINATE
REQ'D
REQUIRED
DBL
DOUBLE
SCHED
SCHEDULE
SIMILAR
DIET
DETAIL
SIM
DIA
DIAMETER
SOG
SLAB ON GRADE
DIM
DIMENSION
STD
STANDARD
DIR
DIRECTION
STIFF
STIFFENER
EA
EACH
STL
STEEL
ELEV
ELEVATION
EACH SIDE
SYMM
SYMMETRICAL
SHEARWALL
ES
SW
EX
EXISTING
TOC
TOP OF CONCRETE
EXP
EXPANSION
TOS
TOP OF STEEL
FLR
FLOOR
FOUNDATION
TOW
TOP OF WALL
FDN
TYP
TYPICAL
FTG
FOOTING
FAR SIDE
UNO
UNLESS NOTED OTHERWISE
FS
VERT
VERTICAL
GC
GENERAL CONTRACTOR
WF
WIDE FLANGE
ELEV 0'-0".o
MAIN FLOOR LEVEL SURVEY
SCALE: 1/8" = V-0"
UPPER FLOOR LEVEL SURVEY
SCALE: 1/8" = V-0"
5'-0" 0 5'-0"
5'-0" 0 5'-0"
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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DATE: 1 2/03/21
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Dec 29 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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CHIP OUT EXIST FTG AS REQ'D TO ANCHOR
PILE BRACKET TO EXIST FOUNDATION, TYP
(11) PILES @ 3'-6" OC MAX
35'-0"
INSTALL PILE PER DET
2/S2.1 & 3/S2.1,TYP
2'-6"
05 06 U 8 09 10 11 12 13 �4)
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FOUNDATION PLAN
SCALE: 1/4" = V-0"
FOUNDATION PLAN NOTES:
1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS & NOTIFY ALL PARTIES OF ANY DISCREPANCIES..
2. REFER TO GEOTECHNICAL REPORT FOR PIN PILE EMBEDMENT & ADDITIONAL INSTALLATION
REQUIREMENTS NOT REFERENCED HERE.
3. VERIFY LOCATION OF EXTERIOR UTILITIES PRIOR TO PILE DRIVING.
4. "S1" INDICATES 6" STRUCTURAL SLAB W/ #5 LONGITUDINAL BARS @ 6" OC & #4 TRANSVERSE
TEMPERATURE BARS @ 16" OC.
4
(8) PILES @ 2'-6" OC MAX
17'-6"
15 16 17 18 19 )20) 21 22
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PATCHED W/ SIKADUR
5 CRACK SEALANT, TYP
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(8) PILES @ 4'-0" OC MAX 1
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-- 2- - 33---34---35 -- 36 -- 37----38--- 39 --I
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PROVIDE (2) PILES
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2'-0"
4
AT INTERFACE OF NEW &
EXIST CONC, PROVIDE 44
x 3'-0" LONG DOWELS @
18" OC. CENTER DOWELS
WITHIN EXIST SLAB &
EMBED 4" USING
SIMPSON SET XP EPDXY
2'-0" 0 2'-0" 4'-0"
EXIST WALL
FRAMING
II
EXIST GRADE
ry�
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 -
i�
L6 x 6 x 3/4 x 12" LONG
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7/8"o THREADED ROD
3
1" EXTRA STRENGTH
\PIPE x 4" LONG
TS5 x 3 x 1/4 x 8" LONG
PIPE PILE PER PLAN
CONSTRUCTION SEQUENCE NOTES:
1. INSTALL PIPE PILE.
2. TIGHTEN NUTS AFTER ANGLE SEATS TO FOUNDATION.
TYPICAL STABILIZATION DETAIL
SCALE: 1 1/2" = V-0"
SLAB REINFORCING PER
FOUNDATION PLAN NOTES,
CENTERED IN SLAB
STRUCTURAL SLAB PER PLAN
NOTES & STRUCTURAL NOTES
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5/8"0 LONG SLOTTED
HOLES
1" ES PIPE x 4" LONG, TYP
TS5 x 3 x 1/4 x 8" LONG
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PIPE PILE PER PLAN
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TYPICAL DETAIL
3 SCALE: 1 1/2"
LAPPED PER
STRUCTURAL NOTES
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SPACED TO MATCH SLAB REINF,
EMBEDDED 4" W/ SIMPSON SET-XP
EPDXY & LAPPED W/ SLAB REINF
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W/ GEOFOAM AS REQ'D (2) #3 CLOSED STIRRUP 1
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PIPE PILE I j ADD SPACER AS 6��
NECESSARY TO
PER PLAN I I 8" (3) #4 9"
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BELOW SLAB
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SECTION
SCALE: 1" = V-0"
THICKENED EDGE SLAB
GRADE BEAM WITH (2) #5
CONT BARS, TOP & BOTTOM
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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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CHECK:
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JOB NO: 21363.10
DATE:
1 2/03/21
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Dec 29 2021
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