REV1 APPROVED BLD ENG BLD2024-0452+Building_or_Construction_Plan+10.16.2024_7.10.16_AM+4562319JOHNSTON RES
WALL REPAIR
17134 TALBOT ROAD
EDMONDS, WA 98026
OWNER
LISA JOHNSTON
17134 TALBOT ROAD
EDMONDS, WA 98026
623.760.6552
SAMLIJOHN@AOL.COM
CONSULTANTS
STRUCTURAL ENGINEER GEOTECH ENGINEER SURVEYOR
CG ENGINEERING NELSON GEOTECHNICAL ASSOCIATES, INC PACIFIC COAST SURVEYS, INC.
250 4TH AVE S, SUITE 200 17311 135TH AVE NE, SUITE A-500 P.O. BOX 13619
EDMONDS, WA 98020 WOODINVILLE, WA 98072 MILL CREEK, WA 98082
425.778.8500 FAX 778.5536 425.486.1669 425-512-7099
CONTACT: GREG GUILLEN, PE, SE CONTACT: LEE BELLAH, LG CONTACT: DARREN J. RIDDLE, PLS
LEGAL DESCRIPTION
PARCEL A:
THAT PORTION OF GOVERNMENT LOT 2 AND 3 IN SECTION 7, TOWNSHIP 27 NORTH,
RANGE 4 EAST, W.M., IN SNOHOMISH COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS:
BEGINNING AT THE EAST QUARTER CORNER OF SAID SECTION 7; NORTH 01°11'45" EAST
437.35 FEET; THENCE NORTH 45'43'10" WEST 185 FEET THE TRUE POINT OF BEGINNING;
THENCE NORTH 45°43'10" WEST 292.43 FEET;
THENCE ALONG THE GOVERNMENT MEANDER LINE NORTH 46' 02'45" EAST 50 FEET;
THENCE SOUTH 45°43'10" EAST 293.43 FEET SOUTH 44°16'50" WEST 50 FEET TO THE TRUE
POINT OFF BEGINNING;
EXCEPT THE GREAT NORTHERN RAILWAY RIGHT-OF-WAY
PARCEL B:
ALL THE TIDELAND LOT 3 IN FRONT OF, ADJACENT TO OR ABUTTING UPON THAT PORTION
OF GOVERNMENT LOTS 2 AND 3, DESCRIBED AS FOLLOWS:
THAT PORTION OF GOVERNMENT LOTS 2 AND 3 IN SECTION 7, TOWNSHIP 27 NORTH,
RANGE 4 EAST, W.M., IN SNOHOMISH COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS:
THENCE ALONG THE EAST LINE OF SAID SECTION 7, NORTH 01°11'45" EAST 437.35 FEET;
THENCE WEST 1013.86 FEET;
THENCE NORTH 45°43'10" WEST 185 FEET TO THE TRUE POINT OF BEGINNING;
THENCE NORTH 45°43'10" 292.43 FEET;
THENCE ALONG THE GOVERNMENT MEANDER LINE NORTH 46°02'45" EAST 50 FEET;
THENCE SOUTH 45°43'10" EAST 292.43 FEET;
THENCE SOUTH 44°16'50" WEST 50 FEET TOT THE POINT OF BEGINNING.
SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON.
PARCEL NUMBER
27040700104300
PROPERTY INFORMATION
TOTAL LOT AREA = 11,934 SQFT
EX BUILDING FOOTPRINT = 1,700 SQFT
PROPOSED BUILDING FOOTPRINT = NOT TO CHANGE
TOTAL IMPERVIOUS SURFACE = NOT TO CHANGE
SCOPE OF WORK
STABILIZE EXISTING CONCRETE RETAINING WALL WITH
PIPE PILES AND TIEBACK ANCHORS AND EXTEND WALL.
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250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
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FILTER FABRIC MATERIAL 36" MIN WIDE
ROLLS. USE STAPLES OR WIRE RINGS TO
ATTACH FABRIC TO WIRE. JOINTS IN FILTER
DESIGN:
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FABRIC SHALL BE SPLICED AT POSTS. FILTER FABRIC
DRAWN:
JCP
2"x2" BY 14 GA. WIRE MATERIAL
FABRIC OR EQUIVALENT 2"x2" BY 14 GA WIRE
CHECK:
GAG
JOB
NO:
23306.10
FABRIC OR EQUIV IF
STANDARD STRENGTH
DATE:
03/1 8/24
FABRIC IS USED
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6"x6" MIN TRENCH
BURY BOTTOM OF FILTER BACKFILLTRENOCH / WITH
NATIVE SOIL OR 34"
MATERIAL z
6"x6" TRENCH WASHED ROCK
- -
6' MAX 00
6", TYP
2"x4" WOOD POSTS, STANDARD 2"x4" WOOD POST ALT:
OR BETTER OR EQUAL STEEL FENCE POSTS
ALTERNATE: STEEL FENCE POSTS
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SILT FENCE NOTES:
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1. THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID
USE OF JOINTS. WHEN JOINTS ARE NECESSARY, FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY AT A SUPPORT
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POST, WITH A MINIMUM 6 INCH OVERLAP, AND BOTH ENDS SECURELY FASTENED TO THE POST.
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2. THE SILT FENCE SHALL BE INSTALLED TO FOLLOW THE CONTOURS (WHERE FEASIBLE). THE FENCE POSTS SHALL BE
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SPACED A MAXIMUM OF 6 FEET APART AND DRIVEN SECURELY INTO THE GROUND (MINIMUM OF 18 INCHES).
3. A SHALLOW TRENCH SHALL BE EXCAVATED, ROUGHLY 6 INCHES WIDE AND 6 INCHES DEEP, UPSLOPE AND ADJACENT
TO THE WOOD POSTS TO ALLOW THE LOWER EDGE OF THE FILTER FABRIC TO BE SECURED WITH GRAVEL.
4. WHEN FILTER FABRIC NOT AS STRONG AS MIRAFI 70OX IS USED, A WIRE MESH SUPPORT FENCE SHALL BE FASTENED
SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY-DUTY WIRE STAPLES AT LEAST 1 INCH LONG, TIE WIRES
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OR HOG RINGS. THE WIRE MESH SHALL EXTEND INTO THE SHALLOW TRENCH A MINIMUM OF 4 INCHES AND SHALL
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NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE.
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5. THE MIRAFI 70OX FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE, AND AT LEAST 18 INCHES OF THE FABRIC
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SHALL BE BURIED IN THE SHALLOW TRENCH. THE FILTER FABRIC SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE
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THE ORIGINAL GROUND SURFACE AND SHALL NOT BE STAPLED TO TREES.
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6. WHEN EXTRA -STRENGTH FILTER FABRIC (MIRAFI 70OX OR EQUAL) AND FOUR (4') POST SPACING IS USED, THE WIRE
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MESH SUPPORT FENCE MAY BE ELIMINATED. IN SUCH A CASE, THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY TO
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THE POSTS WITH ALL OTHER PROVISIONS OF NOTE 5 APPLYING.
7. THE TRENCH SHALL BE BACKFILLED WITH NATIVE SOIL OR 3/4" -1.5" WASHED ROCK.
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8. FILTER FABRIC FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE
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UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED. THE NEWLY DISTURBED AREAS RESULTING FROM SILT FENCE
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REMOVAL SHALL BE IMMEDIATELY SEEDED AND MULCHED, OR OTHERWISE PERMANENTLY STABILIZED TO THE
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SATISFACTION OF THE CIVIL INSPECTOR.
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9. SILT FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED
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RAINFALL. ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY.
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10.MAINTENANCE: ANY DAMAGED OR CLOGGED FENCE SHALL BE REPAIRED/REPLACED IMMEDIATELY. SEDIMENT MUST
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BE REMOVED WHEN THE SEDIMENT DEPTH IS 6 INCHES OR GREATER. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL
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OF THE FENCE, THEY MUST BE INTERCEPTED AND CONVEYED TO A SEDIMENT TRAP OR POND.
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SHEET:
SILT FENCE
2
SCALE: 1/2" = V-0"
STRUCTURAL NOTES
(THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS)
CODE CONCRETE STRUCTURAL STEEL
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
SOIL LOADS:
REFER TO PRESSURE DIAGRAM ON DETAIL 1.
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 USED
EXPANSION ANCHORS
X
IF USED
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.
SHOP DRAWINGS
NOT REQUIRED
FOUNDATIONS: PIN PILES
SOILS REPORT: REPORT NO: NGA 1449123
PREPARED BY: NELSON GEOTECHNICAL ASSOCIATES, INC
DATED: 06/26/2023
ALLOWABLE PILE CAPACITY: 3 TONS
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.
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.
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
GRADE BEAM
3000 PSI
0.52
5 1/2 SACK
N/A
WALLS
3000 PSI
0.52
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 Pc 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 COVER ON REINFORCING
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"
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 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
DIRECTION OF
FRAMING
SYMBOL
DEFINITION
NATIVE SOIL
GRANULAR FILL
STRUCTURAL STEEL
RATED SHEATHING
SHEAR WALL
(SEE SCHEDULE)
SYMBOL
I I m=l�m=l�m=l�m=l��
— — — — —
EXTENT OF
FRAMING
COLUMNS
COLUMN BEARING
ON BEAM
BEAM CONTINUOUS
OVER SUPPORT
CONCRETE WALL
BEARING STUD
WALL
P
SWX
O
COLUMN MARK
(SEE SCHEDULE)
FOOTING MARK
(SEE SCHEDULE)
NON -BEARING
STUD WALL
HOLDOWN MARK
(SEE SCHEDULE)
BEARING STUDVv
SHEAR WALL
NON -BEARING
STUD SHEAR WALL
CMU WALL
HANGER MARK
(SEE SCHEDULE)
FLAG NOTE
(SEE PLAN NOTES)
STEEL MOMENT
FRAME CONN.
O
XXXXXX4
�V
ABBREVIATIONS
(A)
ABOVE
ANCHOR BOLT
ALTERNATE
ARCHITECT
BELOW
BLOCKING
BEAM
HORIZ
HORIZONTAL
KING POST
AB
KP
ALT
ARCH
KSI
KIPS PER SQUARE INCH
MECHANICAL
MOMENT FRAME
NEAR SIDE
ON CENTER
OPPOSITE
PLATE
PLACES
POUNDS PER SQUARE INCH
MECH
(B)
MF
BLKG
BM
NS
OC
BOT
BTWN
BOTTOM
OPP
BETWEEN
PL
CJP
CLR
COMPLETE JOINT PENETRATION
PLCS
CLEAR
PSI
CMU
CONCRETE MASONRY UNIT
PSF
POUNDS PER SQUARE FOOT
POSTTENSIONED
COL
COLUMN
P/T
CONC
CONCRETE
PT
PRESSURE TREATED
CONN
CONNECTION
REINF
REINFORCING
CONT
CONTINUOUS
REQ'D
REQUIRED
DBL
DET
DOUBLE
DETAIL
SCHED
SIM
SCHEDULE
SIMILAR
SLAB ON GRADE
STANDARD
SHEAR WALL
DIM
DIMENSION
SOG
EA
EACH
STD
ELEV
ELEVATION
SW
EXIST
EXISTING
TOC
TOP OF CONCRETE
TOP OF STEEL
TOP OF WALL
TYPICAL
EXP
EXPANSION
TOS
FLR
FLOOR
TOW
FDN
FOUNDATION
TYP
FTG
FOOTING
UNO
UNLESS NOTED OTHERWISE
FS
FAR SIDE
VFY
VERIFY
FH
FULL HEIGHT
VIF
VERIFY IN FIELD
GLB
GLUE -LAMINATED BEAM
VERT
VERTICAL
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ENGINES RING,
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
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FAX (425) 778-5536
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DESIGN: BTJ
DRAWN: JCP
CHECK: GAG
JOB NO: 23306.10
DATE: 03/1 8/24
CONCRETE EXPOSED TO EARTH AND WEATHER: Q
#6 BARS AND LARGER 2" a -
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#5 BARS AND SMALLER 1 1/2" 2� i
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CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
SLABS, WALLS AND JOISTS 3/4" ANCI
COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1 1/2" PER P
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.
8H PSF
SUF
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PIPE PILES PER
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CONCRETE BELOW THE P6 H1
EXISTING SECTION OF WALL O F O
TO PREVENT SOIL SLOUGHING P7 H6'
— CONTRACTOR TO VERIFY THE
DEPTH AND LOCATION OF THE
EXISTING STORM DRAIN
HELICAL TIEBACK
PER SCHEDULE, TYP
DOWEL & EPDXY REINF INTO /' NG �p �� 0.8'
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SITE AREA
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EXISTING SIDE SEWER CLEANOUT AND �, 2 7040 700104300
PIPE; CONTRACTOR TO VERIFY
i LOCATION AND ELEVATION PRIOR TO \ G�
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i� WITHIN T OF PROPOSED ANCHOR
PATH, CONTACT THE STRUCTURAL \ \ ROOF PEAK=104.40'
ENGINEER FOR REDESIGN � \ \ � `r0\ \\ FINISH FLOOR--
83.76'
RETAINING WALL PLAN
SCALE: 1" = 10'
RETAINING WALL PLAN NOTES
1. CONTRACTOR SHALL CALL THE ENGINEERING INSPECTION LINE TO SET UP A PRECONSTRUCTION MEETING
PRIOR TO ANY SITE WORK.
2. EXCAVATION SHALL NOT REMAIN UNLAGGED OVERNIGHT.
3. PILES WITH THE Q SYMBOL SHALL BE BATTERED PILES.
PILE AND TIEBACK SCHEDULE
PILE
TYPE
DESIGN LOAD
PILE SHAFT
HELIX CONFIGURATION
MIN INSTALL TORQUE
MAX INSTALL TORQUE
NOTES
H1-H6
HELICALTIEBACK
8.7K
RS2875.203
TRIPLE HELIX (8", 1011, 1211)
1,933 FT#
7,000 FT#
-
P1-P9
2"0 PIPE PILE
6.OK
2" 0 XS PIPE
-
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P10-P12
2"0 PIPE PILE
6.OK
2" 0 XS PIPE
-
-
-
6VAH BATTERED
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 AND ANCHORS SHALL BE INSTALLED TO TWICE THE DESIGN LOAD.
10 0 5 10 20
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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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(2) 1/2" 0 THREADED RODS W/
4" MIN EMBED INTO FTG W/
SIMPSON SET-XP ADHESIVE.
ALTERNATELY 1/2"0
EXPANSION ANCHORS MAY BE
USED W/ 4" MIN EMBED
TYPICAL DETAIL
SCALE: 1 1/2" = V-0"
1"0 STD PIPE x V-6" LONG
ATTACHED TO 1 x 4 x 0'-11" PL
W/ (2) 7/8"0 THREADED RODS
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EXPANSION BOL 1
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(1) @ EA ANGLE
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= 4
EXISTING NOTE:
CONCRETE FOR NOTES & INFO NOT
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EDMONDS, WASHINGTON 98020
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DRAWN:
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CHECK:
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LOCAL CODES WITH 6" OF 3/4"-1"
WASHED ROCK ALL AROUND,
WRAPPED IN NON -WOVEN
JOB NO:
23306.10
GEOTEXTILE FABRIC. SLOPE TO
DRAIN 1/8" PER V-0" MIN. TURN
DATE:
03/1 8/24
DOWN PERFORATIONS AS SHOWN
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