APPROVED BLD APRVD WC3-BLD2022-0527 Westgate Station II - Shoring Design PlansGENERAL SHORING NOTES
(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.
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.
SPECIAL INSPECTION
OPERATION
CONT
PERIODIC
REMARKS
SOILS
PILE INSTALLATION
X
GEOTECH ENGINEER
GRADING AND EXCAVATION
X
GEOTECH ENGINEER
ANCHOR INSTALLATION
X
GEOTECH ENGINEER
ANCHOR TESTING
X
GEOTECH ENGINEER
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
SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL
ENGINEER FOR REVIEW PRIOR TO FABRICATION:
1. SOLDIER PILES 3. GROUT MIX DESIGN
2. ANCHORS 4. CONCRETE MIX
SHOP DRAWINGS SHALL BE REVIEWED, REVISED AS REQUIRED FOR FIELD CONDITIONS, AND DATE STAMPED BY THE
CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER. CONTRACTOR SHALL PROVIDE (3) SETS OF SHOP DRAWINGS FOR
ENGINEER'S REVIEW. ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER.
ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND CONTRACT
DOCUMENTS. MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE CONTRACTOR FROM
COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. THE CONTRACTOR REMAINS RESPONSIBLE FOR
DETAILS AND ACCURACY, FOR CONFORMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS, FOR
SELECTING FABRICATION PROCESSES, FOR TECHNIQUES OF ASSEMBLY, AND FOR PERFORMING THE WORK IN A SAFE
MANNER.
ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS IMPOSED
ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL
CONNECTIONS TO THE BASIC STRUCTURE. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF THE
LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED & SIGNED BY A PROFESSIONAL ENGINEER
REGISTERED IN THE SAME STATE AS THE PROJECT.
FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE PROJECT
ARCHITECT, ENGINEER OF RECORD, AND CONTRACTOR HAVE BEEN RECEIVED.
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 BARS IS NOT PERMITTED.
ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO) CERTIFIED WELDERS.
UTILITY LOCATION/EXISTING CONDITIONS
THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED BY OTHERS BY
FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE
ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY
VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER
UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. CG
ENGINEERING ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES
AND SITE FEATURES PRESENTED ON THESE DRAWINGS.
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.
CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK
AND SHALL NOTIFY THE ENGINEER OF ANY DISCREPANCIES.
IF THE ACTUAL FIELD VERIFIED LOCATION OF UTILITIES COULD RESULT IN A CONFLICT WITH THE SHORING, THE
ENGINEER SHALL BE NOTIFIED IMMEDIATELY.
PRIOR TO CONSTRUCTION, CONTRACTOR SHALL VERIFY THAT OVERHEAD OBSTRUCTIONS, INCLUDING ELECTRICAL
LINES, DO NOT INTERFERE WITH USE OF THE CONTRACTOR'S DRILLING EQUIPMENT.
COORDINATE AND ARRANGE FOR ALL UTILITY RELOCATIONS AND/OR SERVICE INTERRUPTIONS WITH THE AFFECTED
OWNERS AND APPROPRIATE UTILITY COMPANIES. INTERRUPTIONS TO EXISTING UTILITIES SHALL BE MADE ONLY
WITH THE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES AND WITH A MINIMUM 48 HOURS
ADVANCE NOTICE.
EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE REPAIRED AT
CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING.
NE 1/4, SECTION 36, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M.
EROSION AND SEDIMENTATION CONTROL
ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE
PREVENTION OF ON -SITE EROSION AFTER THE COMPLETION OF CONSTRUCTION.
THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF STREETS WILL
NOT BE ALLOWED WITHOUT PRIOR APPROVAL.
REFER TO CIVIL DRAWINGS FOR ADDITIONAL EROSION CONTROL INFORMATION.
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.
FOUNDATIONS: SOLDIER PILES
SOILS REPORT: REPORT NO: 1156720
PREPARED BY: NELSON GEOTECHNICAL ASSOCIATES
DATED: APRIL 14, 2020
REFER TO SOIL PRESSURE DIAGRAMS ON THIS SHEET FOR DESIGN EARTH PRESSURES.
ALLOWABLE GROUTED ANCHOR COHESION IN COMPETENT SOIL = 1500 PSF
CONCRETE/GROUT
ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF CHAPTER 19 OF THE INTERNATIONAL BUILDING
CODE. CONCRETE STRENGTHS SHALL BE VERIFIED BY 28-DAY STANDARD CYLINDER TESTS, UNLESS APPROVED
OTHERWISE. GROUT STRENGTHS SHALL BE VERIFIED BY 2-INCH CUBE TESTS PER ASTM C109.
CONCRETE MIX DESIGNS SHALL CONFORM TO THE UNIFORM BUILDING CODE. COMPRESSIVE STRENGTH AT 28 DAYS
SHALL BE AS FOLLOWS:
SOLDIER PILE CONCRETE
ABOVE GRADE: LEAN CONCRETE f'c = 500 PSI
BELOW GRADE: LEAN CONCRETE f'c = 2500 PSI
GROUTED ANCHOR
GROUTED ANCHOR f'c = 3000 PSI MIN
GROUTED ANCHORS
GROUTED ANCHORS SHALL BE MANUFACTURED BY DYWIDAG SYSTEMS INTERNATIONAL OR ENGINEER APPROVED
EQUAL. ANCHORS SHALL BE FACTORY DOUBLE CORROSION PROTECTED. REFER TO ANCHOR SCHEDULE FOR
GROUTED DIAMETER AND ANCHOR ROD DIAMETER.
ANCHOR RODS SHALL CONFORM TO ASTM A722, fu = 150 KSI
ALL ANCHORS SHALL BE LOCKED OFF PER THE ANCHOR SCHEDULE
PILE CORROSION PROTECTION
PILES SHALL BE PAINTED TO PROTECT AGAINST CORROSION. BEFORE APPLYING PAINT PILES SHALL BE CLEAN AND
FREE OF RUST OR DEBRIS. PAINTING SHALL CONSIST OF AN ORGANIC ZINC PRIMER COAT NOT LESS THAN 2.5 MILS
DRY FILM THICKNESS. TOP COAT SHALL CONSIST OF AN EPDXY PAINT NOT LESS THAN 3.0 MILS DRY FILM THICKNESS.
PILES SHALL BE PAINTED TO T-0" BELOW GRADE MINIMUM.
ANY SCUFF MARKS OR SCRATCHES THAT OCCUR DURING CONSTRUCTION SHALL BE REPAIRED WITH A FIELD
APPLIED EPDXY PAINT.
TIMBER LAGGING/SAWN LUMBER
SAWN LUMBER SHALL CONFORM TO GRADING AND DRESSING RULES, WEST COAST LUMBER INSPECTION BUREAU
(WCLIB), LATEST EDITION. LUMBER SHALL BE THE GRADE LISTED BELOW:
ALL LAGGING SHALL BE TREATED WITH ACZA WOOD PRESERVATIVE TREATMENT WITH 0.4 LBS/CU FT. ANY LAGGING
FIELD CUT SHALL HAVE ACZA TREATMENT FIELD APPLIED TO THE CUT END.
4x LAGGING SHALL HAVE A MINIMUM ALLOWABLE BENDING STRESS Fb = 900 PSI. 6x AND 8x LAGGING SHALL HAVE
A MINIMUM ALLOWABLE BENDING STRESS, Fb = 875 PSI
ANCHOR TESTING
EACH GROUND ANCHOR SHALL BE TESTED. THE MAXIMUM TEST LOAD SHALL NOT EXCEED THE MANUFACTURER
RECOMMENDED MAXIMUM LOAD. TENDON ANCHORS SHALL BE LOADED SIMULTANEOUSLY TO THE ENTIRE
TENDON. STRESSING OF A SINGLE ELEMENT OF MULTI -ELEMENT TENDONS WILL NOT BE PERMITTED.
A DIAL GAUGE OR VERNIER SCALE CAPABLE OF MEASURING TO 0.001 INCHES SHALL BE USED TO MEASURE THE
GROUND ANCHOR MOVEMENT. THE MOVEMENT MEASURING DEVICE SHALL HAVE A MINIMUM TRAVEL EQUAL TO
THE THEORETICAL ELASTIC ELONGATION OF THE TOTAL ANCHOR LENGTH AT THE MAXIMUM TEST LOAD PLUS 1
INCH. THE DIAL GAUGE OR VERNIER SCALE SHALL BE SUPPORTED INDEPENDENT OF THE JACKING SYSTEM &
RETAINED STRUCTURE & SHALL BE ALIGNED SO THAT ITS AXIS IS WITHIN 5° FROM THE AXIS OF THE GROUND
ANCHOR.
A HYDRAULIC JACK OR RAM SHALL BE USED TO APPLY THE TEST LOAD. THE JACK & PRESSURE GAUGE SHALL BE
CALIBRATED BY AN INDEPENDENT TESTING LABORATORY AS A UNIT. THE PRESSURE GAUGE SHALL BE GRADUATED
IN 100 PSI INCREMENTS OR LESS. THE RAM TRAVEL OF THE JACK SHALL NOT BE LESS THAN THE THEORETICAL
ELASTIC ELONGATION OF THE TOTAL ANCHOR LENGTH AT THE MAXIMUM TEST LOAD PLUS 1 INCH. THE JACK SHALL
BE INDEPENDENTLY SUPPORTED & CENTERED OVER THE ANCHOR SO THAT THE ANCHOR DOES NOT CARRY THE
WEIGHT OF THE JACK.
ANCHOR LOAD TEST
AT LEAST (2) ANCHOR SHALL BE PERFORMANCE TESTED TO 200% OF THE DESIGN LOAD. ANCHORS TO BE TESTED
SHALL BE SELECTED BY THE GEOTECHNICAL ENGINEER. ADDITIONAL ANCHOR TESTS MAY BE REQUIRED AT THE
REQUEST OF THE GEOTECHNICAL SPECIAL INSPECTOR. CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLATION OF
WHALERS IF REQUIRED TO LIMIT PILE DEFLECTION DURING TESTING. THE PERFORMANCE TEST SHALL BE
COMPLETED BY INCREMENTALLY LOADING THE GROUND ANCHOR IN ACCORDANCE WITH THE FOLLOWING TABLE.
ANCHOR LOADING
ANCHOR UNLOADING
LOAD
HOLD TIME
LOAD
HOLD TIME
ALIGNMENT LOAD
1 MINUTE
175% DESIGN LOAD
UNTIL STABLE
25% DESIGN LOAD
5 MINUTES
150% DESIGN LOAD
UNTIL STABLE
50% DESIGN LOAD
5 MINUTES
125% DESIGN LOAD
UNTIL STABLE
75% DESIGN LOAD
5 MINUTES
100% DESIGN LOAD
UNTIL STABLE
100% DESIGN LOAD
5 MINUTES
75% DESIGN LOAD
UNTIL STABLE
125% DESIGN LOAD
5 MINUTES
50% DESIGN LOAD
UNTIL STABLE
150% DESIGN LOAD
5 MINUTES
25% DESIGN LOAD
UNTIL STABLE
175% DESIGN LOAD
5 MINUTES
ALIGNMENT LOAD
UNTIL STABLE
200% DESIGN LOAD
60 MINUTES
THE ALIGNMENT LOAD (AL) SHOULD BE THE MINIMUM LOAD REQUIRED TO ALIGN THE TESTING APPARATUS &
SHOULD NOT EXCEED 5% OF THE DESIGN LOAD. DIAL GAUGES SHOULD BE SET TO ZERO AFTER THE ALIGNMENT
LOAD HAS BEEN APPLIED.
A CREEP TEST SHALL BE PERFORMED DURING THE 200% DL HOLD TIME. ANCHOR MOVEMENT DURING THE CREEP
TEST SHALL BE MEASURED & RECORDED AT 1, 2, 3, 5, 6, 10, 20, 30, 40, 50 & 60 MINUTES OF ELAPSED TIME FROM
WHEN THE LOAD INCREMENT WAS APPLIED.
ANCHOR PROOF TEST
ALL OTHER ANCHORS SHALL BE PROOF TESTED TO 130% OF THE DESIGN LOAD BY INCREMENTALLY LOADING THE
ANCHORS IN ACCORDANCE WITH THE FOLLOWING SCHEDULE. AT LOAD INCREMENTS OTHER THAN THE MAXIMUM
TEST LOAD THE LOAD SHALL BE HELD LONG ENOUGH TO OBTAIN A STABLE READING.
ANCHOR LOADING
LOAD
HOLD TIME
25% DESIGN LOAD
UNTIL STABLE
50% DESIGN LOAD
UNTIL STABLE
75% DESIGN LOAD
UNTIL STABLE
100% DESIGN LOAD
UNTIL STABLE
130% DESIGN LOAD
10 MINUTES
THE ALIGNMENT LOAD (AL) SHOULD BE THE MINIMUM LOAD REQUIRED TO ALIGN THE TESTING APPARATUS &
SHOULD NOT EXCEED 5% OF THE DESIGN LOAD. DIAL GAUGES SHOULD BE SET TO ZERO AFTER THE ALIGNMENT
LOAD HAS BEEN APPLIED.
THE MAXIMUM TEST LOAD SHALL BE HELD PER THE SCHEDULE. THE LOAD HOLD PERIOD SHALL START AS SOON AS
THE MAXIMUM TEST LOAD IS APPLIED & THE ANCHOR MOVEMENT SHALL BE RECORDED AT 1, 2, 3, 5, 6, & 10
MINUTES. IF THE TOTAL ANCHOR MOVEMENT EXCEEDS 0.04 INCHES, THE MAXIMUM TEST LOAD SHALL BE HELD
FOR AN ADDITIONAL 50 MINUTES & ANCHOR MOVEMENT SHALL BE RECORDED AT 20, 30, 50 & 60 MINUTES. IF
ANCHOR FAILS IN CREEP, RETESTING WILL NOT BE ALLOWED.
ACCEPTABLE ANCHOR TESTS
A LOAD TESTED OR PROOF TESTED ANCHOR WITH A 10 MINUTE HOLD CREEP TEST IS CONSIDERED ACCEPTABLE
WHEN: THE ANCHOR CARRIES THE MAXIMUM TEST LOAD WITH LESS THAN 0.04" OF MOVEMENT BETWEEN THE 1
& 10 MINUTE READINGS.
A LOAD TEST OR PROOF TESTED ANCHOR WITH A 60 MINUTE HOLD CREEP TEST IS CONSIDERED ACCEPTABLE
WHEN: THE ANCHOR CARRIES THE MAXIMUM TEST LOAD WITH LESS THAN 0.08" OF MOVEMENT PER LOG CYCLE
OF THE TIME & THE CREEP RATE IS LINEAR OR DECREASING.
IN ADDITION TO THE ABOVE, A TESTED ANCHOR SHALL NOT EXPERIENCE A PULLOUT FAILURE AT THE MAXIMUM
TEST LOAD. A PULLOUT FAILURE IS DEFINED AS THE LOAD AT WHICH ATTEMPTS TO INCREASE THE TEST LOAD
RESULT IN CONTINUED PULLOUT MOVEMENT OF THE TEST ANCHOR.
ANCHORS THAT HAVE CREEP RATES GREATER THAN SPECIFIED CAN BE INCORPORATED IN THE FINISHED WORK AT A
LOAD EQUAL TO 1/2 OF THE FAILURE LOAD. THE FAILURE LOAD IS THE MAXIMUM LOAD CARRIED BY THE ANCHOR
AFTER THE LOAD HAS BEEN ALLOWED TO STABILIZE FOR 10 MINUTES.
IF AN ANCHOR FAILS, THE CONTRACTOR SHALL BE RESPONSIBLE TO MODIFY THE DESIGN AND/OR THE
INSTALLATION METHODS USED IN CONSTRUCTION. ANY MODIFICATIONS BY THE CONTRACTOR THAT REQUIRE
CHANGES TO THE STRUCTURE SHALL HAVE PRIOR APPROVAL PER THE ENGINEER.
PROCEDURE/CONSTRUCTION SEQUENCING:
PRECONSTRUCTION MEETING
CONTRACTOR SHALL CALL THE ENGINEERING INSPECTION LINE TO SET UP A PRECONSTRUCTION MEETING
PRIOR TO ANY SITE WORK.
CONCRETE PLACEMENT
CONCRETE SHALL NOT BE ALLOWED TO FREE -FALL TO THE BOTTOM OF THE DRILLED HOLE, BUT SHALL EITHER
BE TREMIED OR PUMPED INTO THE HOLE.
LAGGING
TIMBER LAGGING SHALL BE INSTALLED AT SHORING WALLS. VOIDS BETWEEN LAGGING AND SOIL SHALL BE
BACKFILLED IMMEDIATELY AFTER LAGGING INSTALLATION. DRAINAGE BEHIND THE WALL MUST BE
MAINTAINED. IT IS THE CONTRACTOR'S RESPONSIBILITY TO LIMIT THE AMOUNT OF EXPOSED SOIL WITHOUT
LAGGING TO AVOID LOSS OF SOIL. NO MORE THAN 4 FEET OF EXCAVATION SHALL BE EXPOSED BEFORE
INSTALLING LAGGING.
EXCAVATIONS SHALL NOT REMAIN UNLAGGED OVERNIGHT.
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.
Secial Insections reuired for thisro!ect:
8H PSI
SUI
AC
PRESS
45
PASSIVE EARTH
PRESSURE = 200
PCF OVER 2 PILE
DIA INCLUDES A
1.5 FACTOR OF
SAFETY
EARTH PRESSURE DIAGRAM (NO TIEBACI
SCALE: NTS
2
ANCHOR PER OPLAN
8H PSF SEISMICSURCHARGE(PERMANENT)
45 PCF ACTIVE
PRESSURE65
ACTIVE CATCHMENT
WALL PRESSURE100 PCF
PCF AT REST II II PASSIVE EARTH
II II PRESSURE = 200
PRESSURE PCF OVER 2 PILE
DIA INCLUDES A
1.5 FACTOR OF
SAFETY
EARTH PRESSURE DIAGRAM (1 TIEBACK)
SCALE: NTS
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■ . The following documentation shall be available on
■
site for the building inspector:
• SPCCIAL INSPCCTION ■ ■ ■
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OPERATION
SOILS
CONT
PERIODIC
REMARKS
SHORWG
X
GEOTECH ENGINEER
I XCAVATION & I -ILL
X
GEOTECH ENGINEER
CONCRETE
REINFORCING PLACEMENT
x
ANCHOR BOLTS
x
HOLDOWN PLACEMENT
X
CONCRETE TEST SPECIMENS
x
CONCRETE PLACEMENT
x
ADHESIVE ANCHORS
x
IF USED
EXPANSION ANCHORS
X
IF USED
EMBEDDED PLATES
I x
NOTE:
ALL ITEMS MARKED WITH AN "X- SHALL BE INSPECTED IN ACCORDANCE WJTH IBC CHAPTER 17, SPECIAL
IN P I P R F 1 A Y R T
5 ECT ON SHALL BE PE ME BY A OVALJ JED TESTING AGENCY DESIGNATED B THE OWNER, HE
ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL
RESULTS. ANY INSPECTION FAILING TO MEET THE PROTECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGH'
TO THE ATTENTION OF THE DESJGN TEAM
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
APPROVED
PLANS MUST BE
ON JOB SITE
■
'■ 0 COE APPROVED ARCHITECTURAL PLAN SET ■
• ■ ■
0 COE APPROVED STRUCTURAL PLAN SET ;
■
[:]COE REVIEWED CALCULATION PACKET
■
1 ' ENERGY CREDIT WORKSHEET
- SITE PLAN -
■
■
1 : � CIVIL PLAN -
■ Shoring Design plan sheets
CITY OF EDMONDS BUILDING DEPARTMENT 2021 ■
16
BLD2022-0527
PLAN REVIEW ACCEPTANCE
FOR COMPLIANCE WITH THE APPLICABLE
CONSTRUCTION CODES IDENTIFIED BELOW.
® BUILDING ® STRUCTURAL
❑ MECHANICAL ❑ PLUMBING
❑ ELECTRICAL ®ENERGY
® ACCESSIBILITY ❑ FIRE
PLAN REVIEW ACCEPTANCE OF DOCUMENTS
DOES NOT AUTHORIZE CONSTRUCTION TO
PROCEED IN VIOLATION OF ANY FEDERAL,
STATE, OR LOCAL REGULATIONS.
BY:_41a� � ' )ATE:11/1512023
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CITY OF EDMONDS
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
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EX. l
EASE
NO. .
8 SAN. SEWER
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III 340 PROPOSED BUILDING FFE
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—P5
P4— — — I - P cJ
TYP W/O
TIEBACKS
P3 a
y
(P1 a
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SHORING PLAN
SCALE: 1" = 10'
10
0 5 10
PLAN REVIEW ACCEPTANCE
FOR COMPLIANCE WITH THE APPLICABLE
CONSTRUCTION CODES IDENTIFIED BELOW.
® BUILDING ® STRUCTURAL
❑ MECHANICAL ❑ PLUMBING
❑ ELECTRICAL ® ENERGY
® ACCESSIBILITY ❑ FIRE
PLAN REVIEW ACCEPTANCE OF DOCUMENTS
DOES NOT AUTHORIZE CONSTRUCTION TO
PROCEED IN VIOLATION OF ANY FEDERAL,
STATE, OR LOCAL REGULATIONS.
BY: _/�a<���' )ATE:11 /15/2023
WEi i cuAJ I cuut cuwSULTANTS, INC.
la
20
RECEIVED
6/l/2022
CITY OF EDMONDS
DEVELOPMENT
SERVICES DEPARTMENT
= (> 4m
ENGINEERING,
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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ON L
W 28122
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DESIGN: CCC
DRAWN: ATD
CHECK: MTM
JOB NO: 19440.10
DATE: 03/28/22
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SHEET:
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