APPROVED BLD BLD2025-0175+PLANS +2.5.2025_9.03.05_AM+4746556VAN DYKE RES
RETAINING
10103 243RD PL SW
EDMONDS, WA 98020
OWNER
RUTH VAN DYKE
10103 243RD PL SW
EDMONDS, WA 98020
206.546.0351
VANDYKER6@GMAIL.COM
CONSULTANTS
STRUCTURAL ENGINEER
CG ENGINEERING
250 4TH AVE S, SUITE 200
EDMONDS, WA 98020
425.778.8500 FAX 778.5536
CONTACT: JOSH MADISON, EIT
LEGAL DESCRIPTION
RICHMOND PARK HOMES BILK 000 D-00 - ALL LOT 26
PARCEL NUMBER
00554900002600
PROPERTY INFORMATION
TOTAL LOT AREA
EX BUILDING FOOTPRINT
PROPOSED BUILDING FOOTPRINT
TOTAL IMPERVIOUS SURFACE
= 10,019 SQFT
= 1,828 SQFT
= NOT TO CHANGE
= NOT TO CHANGE
SCOPE OF WORK
REPLACE EXISTING CRAWLSPACE WOOD RETAINING WALLS WITH CONCRETE RETAINING WALLS.
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.
DE'NCE
WALL
EXIST HEDGE
SITE PLAN
SCALE: 1" = 10'
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240th St SW 240th St SW
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NW 203rd St
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VICINITY MAP
NTS = PROJECT SITE
EXIST
LANDSCAPING
10 0 5 10
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
LOT LINE STAKES MUST
BE IN PLACE AT
TIME OF FOUNDATION
INSPECTION
APPROVED
PLANS MUST BE
ON JOB SITE
City Of Edmonds
Building Department
Work CRAWLSPACE ACCESS
-------------------------------------------
Address 10103 243RD PL SW
---------------------------------------------
---------------------------------------------
Owner ; VAN DYKE
------------------- -----------
Approved Date 02/21/2025
------------------
-------------------------------
Building Official:
-------------------
Permit Number BLD2025-0175
C C
ENGINES RING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
01/ 11/ 25
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DESIGN:
JDM
DRAWN:
JEG
CHECK:
DMT
JOB NO: 24453.10
DATE:
O 1 / 17/25
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SHEET: RECEIVED
2/5/25
CITY OF EDMONDS
DEVELOPMENT
SERVICES DEPARTMENT
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STRUCTURAL NOTES
(THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS)
0
ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS,
SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2021 EDITION. SPECIFICATIONS AND STANDARDS
WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION.
STATEMENT OF SPECIAL INSPECTIONS
SPECIAL INSPECTIONS ARE NOT REQUIRED.
STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED.
FOUNDATIONS: SPREAD FOOTINGS
SOILS REPORT:
ALLOWABLE SOIL PRESSURE:
LATERAL EARTH PRESSURE:
UNRESTRAINED:
RESTRAINED:
PASSIVE:
COEFFICIENT OF FRICTION
REPORT NOT AVAILABLE AT TIME OF DESIGN
1500 PSF
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
WALLS
4000 PSI
0.45
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.
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.
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 = 2500 PSI
DEVELOPMENT LENGTH
LAP SPLICE
BAR
TENSION
COMPRESSION
TENSION
COMPRESSION
SIZE
TOP BARS
OTHER BARS
ALL BARS
TOP BARS
OTHER BARS
ALL BARS
#3
24
18
9
30
23
12
#4
31
24
12
41
31
15
#5
39
30
15
51
39
19
#6
147
36
18
61
47
23
#7
68
53
21
89
68
27
#8
78
60
24
102
78
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
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.
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.
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.
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.
GENERAL
STRUCTURAL DRAWINGS SHALL BE USED 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 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 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 STRUCTURAL ENGINEER.
LEGEND
DEFINITION
SYMBOL
DEFINITION
NATIVE SOIL
GRANULAR FILL
SYMBOL
DIRECTION OF
FRAMING
EXTENT OF
FRAMING
I I �
— — — — —
COLUMNS
COLUMN BEARING
ON BEAM
BEAM CONTINUOUS
OVER SUPPORT
CONCRETE WALL
P
STRUCTURAL STEEL
RATED SHEATHING
SHEAR WALL
(SEE SCHEDULE)
SWX
0
COLUMN MARK
(SEE SCHEDULE)
BEARING STUD
WALL
FOOTING MARK
(SEE SCHEDULE)
O
NON -BEARING
STUD WALL
BEARING STUD
SHEAR WALL
NON -BEARING
STUD SHEAR WALL
HOLDOWN MARK
(SEE SCHEDULE)
HANGER MARK
(SEE SCHEDULE)
FLAG NOTE
(SEE PLAN NOTES)
OO
zvvvvvAl
CMU WALL
STEEL MOMENT
FRAME CONN.
�V
ABBREVIATIONS
(A)
AB
ALT
ABOVE
ANCHOR BOLT
ALTERNATE
HORIZ
HORIZONTAL
KING POST
KIPS PER SQUARE INCH
MECHANICAL
MOMENT FRAME
NEAR SIDE
ON CENTER
OPPOSITE
KIP
KSI
ARCH
ARCHITECT
MECH
(B)
BELOW
MF
BLKG
BLOCKING
NS
BM
BOT
BEAM
BOTTOM
OC
OPP
BTWN
CJP
BETWEEN
COMPLETE JOINT PENETRATION
PL
PLATE
PLCS
PLACES
CLR
CIVIL)
CLEAR
PSI
POUNDS PER SQUARE INCH
CONCRETE MASONRY UNIT
PSF
POUNDS PER SQUARE FOOT
COL
COLUMN
P/T
POSTTENSIONED
CONIC
CONCRETE
PT
PRESSURE TREATED
CONN
CONNECTION
CONTINUOUS
DOUBLE
DETAIL
REINF
REINFORCING
REQUIRED
SCHEDULE
SIMILAR
SLAB ON GRADE
STANDARD
SHEAR WALL
TOP OF CONCRETE
TOP OF STEEL
TOP OF WALL
CONT
REQ'D
DBL
DIET
SCHED
SIM
DIM
DIMENSION
SOG
EA
EACH
STD
ELEV
EXIST
EXP
FLR
ELEVATION
EXISTING
EXPANSION
FLOOR
SW
TOC
TOS
TOW
FDN
FTG
FOUNDATION
FOOTING
FAR SIDE
FULL HEIGHT
GLUE -LAMINATED BEAM
TYP
TYPICAL
UNO
UNLESS NOTED OTHERWISE
FS
VFY
VERIFY
FH
VIF
VERIFY IN FIELD
GLB
VERT
VERTICAL
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
r' 15 M.
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01/ Il/ 25
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DESIGN: JDM
DRAWN: JEG
CHECK: DMT
JOB NO: 24453.10
DATE: 01 / 17/25
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CITY OF EDMONDS
DEVELOPMENT
SERVICES DEPARTMENT
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PARTIAL FOUNDATION PLAN
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FINISHED GRADE
VARIES
O Oo 010 0° o°O
(2) #4 BARS °p0 000
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#4 @ 10" OC HORIZ co °°°
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0 1 1/2 00,0
"S" BARS 11 CLR
BACKFILL W/ FREE
COMPACTED 0 0°°°4' DRAINING MATERIAL
BACK FILL o�°co
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FINISHED GRADE . O 00
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"V "F" BARS
#4 @ 12" OC #4 @ 12" OC
"S" BARS T11 }11 611
RETAINING WALL SECTION
SCALE: 3/4" = V-0"
KY FOOTING
XIST
V W/ HILTI
i 4" EMBED, TYP
NE\
B'
C
CON
2
RETAINING
WALL
SCHEDULE
WALL GEOMETRY
WALL REINFORCING
WALL
MAX
"T"
"B"
IT,
"D"
"S" BARS
"F" BARS
TYPE
"H"
1
4'-0"
1'-0"
8"
12"
#4 @ 12"
NOT REQ'D
2
6'-0"
V-6"
1'-7"
8"
12"
#4 @ 10"
NOT REQ'D
3
T-0"
1 1'-9"
1 2'-0"
1 8"
1 12"
#4 @ 9" EDGE
NOT REQ'D
NOTES:
1. FOUNDATION SHALL BEAR ON UNDISTURBED NATIVE SOIL.
2. NOTE THAT THE 4' AND 6' TALL RETAINING WALLS HAVE REINFORCEMENT CENTERED IN
WALL. ALTERNATE HOOK DIRECTION INTO FOOTING EVERY OTHER BAR.
AT LOCATIONS WHERE REBAR IS
EXPOSED, CHIP OUT CONCRETE
1/2" BEHIND BARS AND PACK
SIKATOP 123 PLUS BEHIND BARS.
BARS SHALL BE CLEANED AND FREE
OF ANY DUST OR CORROSION
EXISTING CONCRETE WALL
PARTIAL MAIN FLOOR FRAMING PLAN
SCALE: 1/4" = V-0"
CIVAT(1D 1 10 DI I IC DA-rrui AI/_ l%AnDTAD
TYP COLUMN & WALL SPALLING SECTION REPAIR
8"
rvl=lnl/ nl KIX/%A/AlI
(2) #4
#4 @ 12" OC
#4 @ 10" OC
FULL LENGTH
OF WALL
DRILL & EPDXY W/
HILTI HIT-HY 200
& 6" EMBED
SECTION
SCALE: 1" = V-0"
NOTE: 18" EXTENSION TO
IF CONC SIDE WALL OR END EXTEND UNDER DECK
WALL IS PRESENT, PROVIDE PRE -MANUFACTURED
DOWELS FROM CONC WALL HATCH
TO MATCH THE #4 @ 12
SECTION
"nII
CORNER BARS x Q
MAY BE SUBSTITUTED FOR
1 Lr\\.L YLI\1 1-11ml VV IJIVL L/\l.Ll 1
AS OTHERWISE NOTED OR SHOWN
TYPICAL CONCRETE WALL REINFORCING DETAIL
SCALE: NTS
#4 CONT
DOWEL & EPDXY INTO
RETAINING WALL W/
HILTI HIT-HY 200
#4 @ 12"
EA V
NOTE:
IF CONC SIDE WALL OR END
WALL IS PRESENT, PROVIDE
DOWELS FROM CONC WALL
TO MATCH THE #4 @ 12
TYPICAL CONCRETE STAIR SECTION
SCALE: 1" = V-0"
EXIST DECK
4"0 PERFORATED PVC PIPE PER
LOCAL CODES WITH 6" OF 3/4"-1"
WASHED ROCK ALL AROUND,
WRAPPED IN NON -WOVEN
GEOTEXTILE FABRIC. SLOPE TO
DRAIN 1/8" PER V-0" MIN. TURN
DOWN PERFORATIONS AS SHOWN
811
CONC RETAINING ro \0)�0 0� 0
WALL PER PLAN C D O 0 O
00 000
0° O°
00 0 0
O
D 0 00
LINE OF MAX EXCAVATION.
IF SOIL IS OVER EXCAVATED,
REPLACE WITH LEAN MIX 1
CONCRETE.
FIRM BEARING SOIL
OR COMPACTED
STRUCTURAL FILL
TYPICAL FOOTING DRAIN
C GI
ENGINES RING,
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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01/ Il/ 25
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DESIGN:
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DRAWN:
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CHECK:
DMT
JOB NO: 24453.10
DATE:
01 /17/25
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SHEET:
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2/5/25
CITY OF EDMONDS
DEVELOPMENT
SERVICES DEPARTMENT
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SCALE: 1" = V-0"
SCALE: 1/2" = 1'41
SCALE: 1" = V-0"