APPROVED BLD-BLD2022-1079+Architectural_Plan+8.12.2022_1.49.36_PM+3048232PETERSON RES
DE'NCE
FOUNDATION REPAIR
9216 SIERRA ST
EDMONDS, WA 98020
OWNER
EMILY PETERSON
9216 SIERRA ST
EDMONDS, WA 98020
916.710.1920
CONTACT: EMILY.HERSHBURDICK@GMAIL.COM
LEGAL DESCRIPTION
SIERRA HIGHLANDS BLK 000 D-00 - LOT 7
PARCEL NUMBER
572800000700
PROPERTY INFORMATION
TOTAL LOT AREA
EX BUILDING FOOTPRINT
PROPOSED BUILDING FOOTPRINT
TOTAL IMPERVIOUS SURFACE
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
= 14,810 SQFT
= 2,072 SOFT
= NOT TO CHANGE
= NOT TO CHANGE
SCOPE OF WORK
STABILIZE EXISTING FOUNDATION WITH PIN PILES.
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" = 20'
SCOPE OF WORK UNDERPIN
EXISTING FOUNDATIONS
USING PIN PILES
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VICINITY MAP
NTS = PROJECT SITE
iAS-DEFINED BY THE SIGNED SPECIAL
j INSPECTION AGREEMENT THE
j FOLLOWING ITEMS WILL REQUIRE
j SPECIAL INSPECTIONS FOR THIS
PROJECT:
-EPDXY j
-PIPE PILING INSTALLATION
-PILING REFUSAL VERIFICATION
I
I I
j PLEASE HAVE ALL REPORTS AND
j DOCUMENTATION AVAILABLE FOR
j INSPECTOR AT TIME OF INSPECTION.
I
L---------------------------------
APPROVED
PLANS MUST BE
ON JOB SITE
ALL WORK SUBJECT I
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
City Of Edmonds
Building Department
Work FOUNDATION STABILIZATION
---------------------------------------------
Address 9216 SIERRA ST
-------------------------------------
------------------------------------
Owner PETERSON
------------------------------------
Approved Date ,,��ii 09/01 /2022
Building Official l re'Alf /5100x�m/
Permit Number BLD2022-1079
C3�J
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
06/17/22 1
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DESIGN: BEL
DRAWN: JEG
CHECK: DMT
JOB NO: 20317.10
DATE: 06/ 1 7/22
RECEIVED
Aug 18 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARThAFNT
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STRUCTURAL NOTES
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(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
LIVE LOADS:
ROOF (SNOW LOAD) 25 PSF
FLOOR 40 PSF
DECK 60 PSF
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.
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
EPDXY
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.
IN PIS
SOILS REPORT: NOT AVAILABLE AT TIME OF DESIGN
ALLOWABLE PILE CAPACITY: 3 TONS (ASSUMED)
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 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
SHRINKAGE STRAIN
RATIO
YARD
SLABS ON GRADE
3000 PSI
0.55
5 1/2 SACK
N/A
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.
WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. LAP
WELDED WIRE FABRIC 12" AT SIDES AND ENDS.
REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH ACI SP-66 AND ACI
318, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS
SHALL BE PER SCHEDULE.
MECHANICAL SPLICING OF REINFORCING BARS, WHERE INDICATED ON THE DRAWINGS, SHALL BE BY AN ICBO
APPROVED SYSTEM, SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BAR, AND SHALL BE
INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.
REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING
EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN
HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL
ENGINEER. REFER TO CHAPTER 25 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS.
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
55
22
93
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 GENERAL NOTES
VERTICAL BARS SHALL START FROM TOP OF FOOTING. HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE
NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS. IN ADDITION, THERE SHALL BE A
HORIZONTAL BAR AT A MAXIMUM OF 3" FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS.
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.
SEE ARCHITECTURAL DRAWINGS AND MECHANICAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF
OPENINGS IN CONCRETE WALLS, FLOORS AND ROOF. 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.
SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE AND
OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS EXCEPT AS
NOTED.
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.
WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, Fy = 50 KSI.
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 OARS 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
NATIVE SOIL
l I m I m I m 11=1
EXTENT OF
FRAMING
GRANULAR FILL
COLUMNS
STRUCTURAL STEEL
COLUMN BEARING
ON BEAM
P
RATED SHEATHING
BEAM CONTINUOUS
OVER SUPPORT
ell�
SHEAR WALL
(SEE SCHEDULE)
SWX
CONCRETE WALL
C
BEARING STUD
WALL
NON -BEARING
STUD WALL
COLUMN MARK
(SEE SCHEDULE)
cl
O
FOOTING MARK
(SEE SCHEDULE)
HOLDOWN MARK
(SEE SCHEDULE)
BEARING STUD
SHEAR WALL
HANGER MARK
(SEE SCHEDULE)
O
NON -BEARING
STUD SHEAR WALL
CMU WALL
FLAG NOTE
(SEE PLAN NOTES)
�V
STEEL MOMENT
FRAME CONN.
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ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
06117122
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DESIGN:
BEL
DRAWN:
JEG
CHECK:
DMT
JOB NO: 20317.10
DATE: 06/ 1 7/22
RECEIVED
Aug 18 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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ENGINEERING
250 4TH AVE. S., SUITE 200
3 EDMONDS, WASHINGTON 98020
S3.1 FOUNDATION PLAN NOTES: PHONE (425) 778-8500
1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, WALL LOCATIONS, AND CONCRETE ROUGH OPENINGS AND FAX (425) 778-5536
P24 P23NOTIFY ALL PARTIES OF ANY DISCREPANCIES.
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Aug 18 2022
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DEVELOPMENT SERVICES
DEPARTMENT
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ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
06/17/22
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DRAWN: JEG
CHECK: DMT
JOB NO: 20317.10
DATE:
06/ 1 7/22
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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 —
L6 x 6 x 3/4 x 12" 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
I I
PIPE BELOW, TYP
I I
I I 7/8"0 THREADED ROD
1" EXTRA STRENGTH
I I PIPE x 4" LONG
I I X
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I TS5 x 3 x 1/4 x 8" LONG
I I
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I I PIPE PILE PER PLAN
I I
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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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TYPICAL DETAIL
SCALE: 1 1/2" = V-0"
DOWEL + EPDXY INTO
EXIST FOUNDATION
W/ SIMPSON SET-XP &
4" MIN EMBED
SECTION
SCALE: 1" = V-0"
EXIST HOUSE
FOUNDATION
3/4"0 THREADED ROD
TO TIE BACK TO HOUSE
FOUNDATION
DF SHIMS
AS REQ'D
PVC SLEEVE °
8"
go
COLUMN PER PLAN
ABU POST BASE
V-4" x 1'-4" FTG W/ (2)
#4 EA WAY TOP & BOT
TO GRADE
1=\ ELEV
6"
8"
PL 3/8" x 6" x 0'-6"
(3) #4 BARS
PER PILE
STEEL PIPE PILING
PER PLAN AND
STRUCTURAL NOTES
link,
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
06117122 1
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DESIGN: BEL
DRAWN: JEG
CHECK: DMT
JOB NO: 20317.10
DATE: 06/ 1 7/22
RECEIVED
Aug 18 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
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