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STRUCTURAL NOTES
<br />(THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS)
<br />CODE
<br />FOUNDATIONS: SOLDIER POLES
<br />ANCHOR TESTING
<br />ALL MATERIALS, WORKMANSHIP; DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS,
<br />SOILS REPORT: REPORT NO: 945216
<br />EACH GROUND ANCHOR SHALL BE TESTED. THE MAXIMUM TEST LOAD SHALL NOT EXCEED THE MANUFACTURER
<br />SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION, SPECIFICATIONS AND STANDARDS
<br />PREPARED BY: NELSON GEOTECHNICAL ASSOICATES
<br />RECOMMENDED MAXIMUM LOAD. TENDON ANCHORS SHALL RE LOADED SIMULTANEOUSLY TO THE ENTIRE
<br />WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION.
<br />DATED: 02/19/2016
<br />TENDON. STRESSING OF A SINGLE ELEMENT OF MULTI -ELEMENT TENDONS WILL NOT BE PERMITTED.
<br />DESIGN LOADS
<br />SOLDIER PILE DESIGN PARAMETERS:
<br />A DIAL GAUGE OR VERNIER SCALE CAPABLE OF MEASURING TO 0.001 INCHES SHALL BE USED TO MEASURE THE
<br />GROUND ANCHOR MOVEMENT. THE MOVEMENT MEASURING DEVICE SHALL HAVE A MINIMUM TRAVEL EQUAL TO
<br />REFER TO PRESSURE DIAGRAM
<br />SOIL ADHESION: 1500 PSF
<br />THE THEORETICAL ELASTIC ELONGATION OF THE TOTAL ANCHOR LENGTH AT THE MAXIMUM TEST LOAD PLUS 1
<br />STATEMENT ®F SPECIAL INSPECTIONS
<br />LATERAL EARTH PRESSURES: REFER TO STRUCTURAL NOTES
<br />INCH. THE DIAL GAUGE OR VERNIER SCALE SHALL BE SUPPORTED INDEPENDENT OF THE JACKING SYSTEM &
<br />RETAINED STRUCTURE & SHALL BE ALIGNED SO THAT ITS AXIS IS WITHIN 5® FROM THE AXIS OF THE GROUND
<br />EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE OWNER,
<br />ANCHOR.
<br />SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE. THE CONTRACTOR SHALL SUBMIT A
<br />IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE, NOTIFY THE STRUCTURAL
<br />WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF
<br />ENGINEER FOR POSSIBLE FOUNDATION REDESIGN,
<br />A HYDRAULIC JACK OR RAM SHALL BE USED TO APPLY THE TEST LOAD. THE JACK & PRESSURE GAUGE SHALL BE
<br />WORK IN ACCORDANCE WITH CHAPTER 1704.4 OF THE IBC.
<br />CALIBRATED BY AN INDEPENDENT TESTING LABORATORY AS A UNIT. THE PRESSURE GAUGE SHALL BE GRADUATED
<br />FREQUENCY AND DISTRIBUTION OF REPORTS -INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY
<br />ANCHOR/GROUT
<br />IN 100 PSI INCREMENTS OR LESS. THE RAM TRAVEL OF THE JACK SHALL NOT BE LESS THAN THE THEORETICAL
<br />SPECIAL INSPECTOR. STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS
<br />ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF CHAPTER 19 OF THE INTERNATIONAL BUILDING
<br />ELASTIC ELONGATION OF THE TOTAL ANCHOR LENGTH AT THE MAXIMUM TEST LOAD PLUS 1 INCH. THE JACK SHALL
<br />BE INDEPENDENTLY SUPPORTED & CENTERED OVER THE ANCHOR SO THAT THE ANCHOR DOES NOT CARRY THE
<br />SHALL BE DISTRIBUTED TO THE CONTRACTOR, ARCHITECT, ENGINEER AND BUILDING OFFICIAL,
<br />CODE. CONCRETE STRENGTHS SHALL BE VERIFIED BY 28-DAY STANDARD CYLINDER TESTS, UNLESS APPROVED
<br />WEIGHT OF THE JACK.
<br />OTHERWISE. GROUT STRENGTHS SHALL BE VERIFIED BY 2-INCH CUBE TESTS PER ASTM C109.
<br />SPECIAL INSPECTION
<br />ANCHOR LOAD TEST
<br />CONCRETE MIX DESIGNS SHALL CONFORM TO THE UNIFORM BUILDING CODE. COMPRESSIVE STRENGTHI AT 28 DAYS
<br />SHALL BE AS FOLLOWS:
<br />AT LEAST (2) ANCHOR SHALL BE PERFORMANCE TESTED TO 200% OF THE DESIGN LOAD. ANCHORS TO BE TESTED
<br />SHALL BE SELECTED BY THE GEOTECHMCAL ENGINEER. ADDITIONAL ANCHOR TESTS MAY BE REQUIRED AT THE
<br />GROUTED ANCHOR
<br />REQUEST OF THE GEOTECHNICAL SPECIAL INSPECTOR. CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLATION OF
<br />GROUTED ANCHOR f'c = 3000 PSI MIN
<br />WHALERS IF REQUIRED TO LIMIT PILE DEFLECTION DURING TESTING. THE PERFORMANCE TEST SHALL BE
<br />GROUTED ANCHORS
<br />COMPLETED BY INCREMENTALLY LOADING THE GROUND ANCHOR IN ACCORDANCE WITH THE FOLLOWING TABLE.
<br />ANCHOR TESTING X GEOTECH ENGINEER ALLOWABLE ANCHOR LOADS = PER SCHED
<br />SHOP & FIELD WELDING
<br />SINGLE PASS FILLET WELDS:5 5�16" X GROUTED ANCHORS SHALL BE MANUFACTURED BY DYWIDAG SYSTEMS INTERNATIONAL OR ENGINEER APPROVED
<br />EQUAL. ANCHORS SHALL BE FACTORY DOUBLE CORROSION PROTECTED. REFER TO ANCHOR SCHEDULE FOR
<br />FILLET WELDS > 5/16" X GROUTED DIAMETER AND ANCHOR ROD DIAMETER.
<br />PARTIAL & COMPLETE PENETRATION X ANCHOR RODS SHALL CONFORM TO ASTM A722, fu = 150 KSI
<br />OTHER WELDING X ALL ANCHORS SHALL BE LOCKED OFF PER THE ANCHOR SCHEDULE
<br />NOTE:
<br />ALL ITEMS MARKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17. SPECIAL STRUCTURAL STEEL
<br />INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER. THE
<br />ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC
<br />RESULTS. ANY INSPECTION FAMNG TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT "SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", LATEST
<br />TO THE ATTENTION OF THE DESIGN TEAM. EDITION.
<br />SHAPES SHALL CONFORM TO ASTM A992, Fy = 50 KSL
<br />ANCHOR LOADING
<br />ANCHOR UNLOADING
<br />LOAD
<br />HOLD TIME
<br />LOAD
<br />HOLD TIME
<br />ALIGNMENT LOAD
<br />1 MINUTE
<br />175% DESIGN LOAD
<br />UNTIL STABLE
<br />25% DESIGN LOAD
<br />5 MINUTES
<br />150% DESIGN LOAD
<br />UNTIL STABLE
<br />50% DESIGN LOAD
<br />5 MINUTES
<br />125% DESIGN LOAD
<br />UNTIL STABLE
<br />75% DESIGN LOAD
<br />5 MINUTES
<br />100% DESIGN LOAD
<br />UNTIL STABLE
<br />100% DESIGN LOAD
<br />5 MINUTES
<br />75% DESIGN LOAD
<br />UNTIL STABLE
<br />125% DESIGN LOAD
<br />5 MINUTES
<br />50% DESIGN LOAD
<br />UNTIL STABLE
<br />150% DESIGN LOAD
<br />5 MINUTES
<br />25% DESIGN LOAD
<br />UNTIL STABLE
<br />175% DESIGN LOAD
<br />5 MINUTES
<br />ALIGNMENT LOAD
<br />UNTIL STABLE
<br />200% DESIGN LOAD
<br />60 MINUTES
<br />SIoOP DRAWINGS
<br />PLATES, ANGLES, AND RODS SHALL CONFORM TO ASTM A36, Fy = 36 KSI.
<br />THE ALIGNMENT LOAD (AL) SHOULD BE THE MINIMUM LOAD REQUIRED TO ALIGN THE TESTING APPARATUS &
<br />SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL
<br />SHOULD NOT EXCEED 5% OF THE DESIGN LOAD. DIAL GAUGES SHOULD BE SET TO ZERO AFTER THE ALIGNMENT
<br />ENGIINEER FOR REVIEW PRIOR TO FABRICATION:
<br />STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE B, Fy = 46 KSI.
<br />LOAD HAS BEEN APPLIED.
<br />1. DRIVEN SOLDIER PILES 2. GROUTED ANCHORS
<br />STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B, Fy = 35 KSI.
<br />A CREEP TEST SHALL BE PERFORMED DURING THE 200% DL HOLD TIME. ANCHOR MOVEMENT DURING THE CREEP
<br />TEST SHALL BE MEASURED & RECORDED AT 1, 2, 3, 5, 6, 10, 20, 30, 40, 50 & 60 MINUTES OF ELAPSED TIME FROM
<br />SHOP DRAWINGS SHALL BE REVIEWED, REVISED AS REQUIRED FOR FIELD CONDITIONS, AND DATE STAMPED BY THE
<br />BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N. BOLTS SHALL BE 3J4"° MINIMUM, UNO
<br />WHEN THE LOAD INCREMENT WAS APPLIED.
<br />CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER. CONTRACTOR SHALL PROVIDE (3) SETS OF SHOP DRAWINGS FOR
<br />ANCHOR BOLTS SHALL CONFORM TO ASTM A307.
<br />ENGINEER'S REVIEW. ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER.
<br />ACCEPTABLE ANCHOR TESTS
<br />ENGINEER'S
<br />ENGINEERS SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND CONTRACT
<br />CONTRACTOR SHALE PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC
<br />A LOAD TESTED OR PROOF TESTED ANCHOR WITH A 10 MINUTE HOLDCREEPTEST IS CONSIDERED ACCEPTABLE
<br />DOCUMENTS. MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE CONTRACTOR FROM
<br />MANUAL OF STEEL CONSTRUCTION.
<br />WHEN: THE ANCHOR CARRIES THE MAXIMUM TEST LOAD WITH LESS THAN 0.04" OF MOVEMENT BETWEEN THE 1
<br />COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. THE CONTRACTOR REMAINS RESPONSIBLE FOR
<br />ALL STEEL MEMBERS, SHAPES, BOLTS, AND ACCESSORIES EXPOSED TO WEATHER SHALL BE PRIMED AND PAINTED.
<br />& 10 MINUTE READINGS.
<br />DETAILS AND ACCURACY, FOR CONFORMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS, FOR
<br />SELECTING FABRICATION PROCESSES, FOR TECHNIQUES OF ASSEMBLY, AND FOR PERFORMING THE WORK IN A SAFE
<br />WELDING
<br />A LOAD TEST OR PROOF TESTED ANCHOR WITH A 60 MINUTE HOLD CREEP TEST IS CONSIDERED ACCEPTABLE
<br />MANNER.
<br />WHEN: THE ANCHOR CARRIES THE MAXIMUM TEST LOAD WITH LESS THAN 0,08" OF MOVEMENT PER LOG CYCLE
<br />WELDING SHALL CONF0?M°TO AWS STRUCTURAL WELDING CODE", LATEST EDITION. ALL WELDING SHALL BE
<br />OF THE TIME & THE CREEP RATE IS LINEAR OR DECREASING.
<br />ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS IMPOSED
<br />DONE WITH 70 KSI LOW HYDROGEN ELECTRODES. WHERE NOT CALLED OUT, MINIMUM FILLET WELD SIZE SHALL BE
<br />ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL
<br />PER TABLE 5.R IN AWS D1.1, LATEST EDITION.
<br />IN ADDITION TO THE ABOVE, A TESTED ANCHOR SHALL NOT EXPERIENCE A PULLOUT FAILURE AT THE MAXIMUM
<br />CONNECTIONS TO THE BASIC STRUCTURE. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF THE
<br />TEST LOAD. A PULLOUT FAILURE IS DEFINED AS THE LOAD AT WHICH ATTEMPTS TO INCREASE THE TEST LOAD
<br />LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED & SIGNED BY A PROFESSIONAL ENGINEER
<br />WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR
<br />RESULT IN CONTINUED PULLOUT MOVEMENT OF THE TEST ANCHOR.
<br />REGISTERED IN THE SAME STATE AS THE PROJECT.
<br />APPROVED BY STRUCTURAL ENGINEER. WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED USING
<br />LOW HYDROGEN ELECTRODES.. WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING E70XX
<br />ANCHORS THAT HAVE CREEP RATES GREATER THAN SPECIFIED CAN BE INCORPORATED IN THE FINISHED WORK AT A
<br />FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE PROJECT
<br />ELECTRODES. SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED BARS. WELDING WITHIN 4" OF
<br />LOAD EQUAL TO 1/2 OF THE FAILURE LOAD. THE FAILURE LOAD IS THE MAXIMUM LOAD CARRIED BY THE ANCHOR
<br />ARCHITECT, ENGINEER OF RECORD, AND CONTRACTOR HAVE BEEN RECEIVED.
<br />COLD BENDS IN REINFORCING BARS IS NOT PERMITTED.
<br />AFTER THE LOAD HAS BEEN ALLOWED TO STABILIZE FOR 10 MINUTES.
<br />PILING INSTALLATION
<br />ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO) CERTIFIED WELDERS.
<br />IF AN ANCHOR FAILS, THE CONTRACTOR SHALL BE RESPONSIBLE TO MODIFY THE DESIGN AND/OR THE
<br />INSTALLATION METHODS USED IN CONSTRUCTION. ANY MODIFICATIONS BY THE CONTRACTOR THAT REQUIRE
<br />REFERENCE PLAN FOR ANY BAITER PILES REQUIRED.
<br />PILE CORROSION PROTECTION
<br />CHANGES TO THE STRUCTURE SHALL HAVE PRIOR APPROVAL PER THE ENGINEER.
<br />STEEL PILING SHALL BE DRIVEN INTO THE SUBGRADE TO A POINT OF REFUSAL BY MEANS OF A TRACTOR MOUNTED
<br />PILES SHALL BE PAINTED TO PROTECT AGAINST CORROSION. BEFORE APPLYING PAINT PILES SHALL BE CLEAN AND
<br />PROCEDURE/CONSTRUCTION SEQUENCING:
<br />HAMMER W/ AN ENERGY RATING OF 1500 FT -LB, WITH REFUSAL BEING DEFINED AS 1 INCH OR LESS OF
<br />FREE OF RUST OR DEBRIS. PAINTING SHALL CONSIST OF AN ORGANIC ZINC PRIMER COAT NOT LESS THAN 2.5 MILS
<br />PENETRATION DURING 15 SECONDS OF SUSTAINED DRIVING.
<br />DRY FILM THICKNESS. TOP COAT SHALL CONSIST OF AN EPDXY PAINT NOT LESS THAN 3.0 MILS DRY FILL THICKNESS.
<br />PRECONSTRUCTION MEETING
<br />UTILITY LOCATION/EXISTING CONDITIONS
<br />PILES SHALL BE PAINTED TO 2°-0" BELOW GRADE MINIMUM.
<br />_III-1 I I-1 I I -
<br />CONTRACTOR SHALL CALL THE ENGINEERING INSPECTION LINE TO SET UP A PRECONSTRUCTION MEETING
<br />ANY SCUFF MARKS OR SCRATCHES THAT OCCUR DURING CONSTRUCTION SHALL BE REPAIRED WITH A FIELD
<br />PRIOR TO ANY SITE WORK. 60 PCF
<br />THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED BY OTHERS BY
<br />APPLIED EPDXY PAINT.
<br />FIELD SURVEYOR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE
<br />CONCRETE PLACEMENT
<br />ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY
<br />TIMBER LAGGING/SAWN LUMBER
<br />VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER
<br />CONCRETE SHALL NOT BE ALLOWED TO FREE -FALL TO THE BOTTOM OF THE DRILLED HOLE, BUT SHALL EITHER
<br />UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. CG
<br />SAWN LUMBER SHALL CONFORM TO GRADING AND DRESSING RULES, WEST COAST LUMBER INSPECTION BUREAU
<br />BE TREMIED OR PUMPED INTO THE HOLE.
<br />ENGINEERING ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES
<br />(CLIB), LATEST EDITION. LUMBER SHALL BE THE GRADE LISTED BELOW:
<br />AND SITE FEATURES PRESENTED ON THESE DRAWINGS.
<br />LAGGING
<br />CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE
<br />ALL LAGGING SHALL BE TREATED WITH ACZA WOOD PRESERVATIVE TREATMENT WITH THE LEVELS LISTED BELOW.
<br />ANY LAGGING FIELD CUT SHALL HAVE ACZA TREATMENT FIELD APPLIED TO THE CUT END.
<br />TIMBER LAGGING SHALL BE INSTALLED AT SHORING WALLS. VOIDS BETWEEN LAGGING AND SOIL SHALL BE
<br />UNDERGROUND UTILITIES LOCATION SERVICE (1-600-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION.
<br />BACKFILLED IMMEDIATELY AFTER LAGGING INSTALLATION. DRAINAGE BEHIND THE WALL MUST BE
<br />CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK
<br />AND SHALL NOTIFY THE ENGINEER OF ANY DISCREPANCIES.
<br />MAINTAINED. IT IS THE CONTRACTOR'S RESPONSIBILITY TO LIMIT THE AMOUNT OF EXPOSED SOIL WITHOUT
<br />LAGGING TO AVOID LOSS OF SOIL. NO MORE THAN 4 FEET OF EXCAVATION SHALL BE EXPOSED BEFORE
<br />INSTALLING LAGGING. PASSIVE EARTH
<br />PRESSURE = 60 PCF
<br />IF THE ACTUAL FIELD VERIFIED LOCATION OF UTILITIES COULD RESULT IN A CONFLICT WITH THE SHORING, THE EXCAVATIONS SHALL NOT REMAIN UNLAGGED OVERNIGHT. OVER 2 PILE D A
<br />ENGINEER SHALL BE NOTIFIED IMMEDIATELY. INCLUDES A 1.5
<br />FACTOR OF SAFETY
<br />PRIOR TO CONSTRUCTION, CONTRACTOR SHALL VERIFY THAT OVERHEAD OBSTRUCTIONS, INCLUDING ELECTRICAL
<br />LINES, DO NOT INTERFERE WITH USE OF THE CONTRACTOR'S DRILLING EQUIPMENT.
<br />COORDINATE AND ARRANGE FOR ALL UTILITY RELOCATIONS AND/OR SERVICE INTERRUPTIONS WITH THE AFFECTED
<br />OWNERS AND APPROPRIATE UTILITY COMPANIES. INTERRUPTIONS TO EXISTING UTILITIES SHALL BE MADE ONLY
<br />WITH THE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES AND WITH A MINIMUM 48 HOURS EARTH PRESSURE DIAGRAM
<br />ADVANCE NOTICE.
<br />SCALE: NTS
<br />EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE REPAIRED AT
<br />CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING.
<br />EROSION AND SEDIMENTATION CONTROL
<br />ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE
<br />PREVENTION OF ON -SITE EROSION AFTER THE COMPLETION OF CONSTRUCTION.
<br />THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF STREETS WILL
<br />NOT BE ALLOWED WITHOUT PRIOR APPROVAL.
<br />REFER TO CIVIL DRAWINGS FOR ADDITIONAL EROSION CONTROL INFORMATION.
<br />TEMPORARY SHORING
<br />CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN TEMPORARY SHORING AND
<br />BRACING IN ADDITION TO SHORING SHOWN ON THESE PLANS AS NECESSARY TO PROTECT WORKERS, EXISTING
<br />BUILDINGS, STREETS, WALKWAYS, UTILITIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND
<br />EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE
<br />FOR REMOVAL OF ANY TEMPORARY SHORING AND BRACING, AS REQUIRED.
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