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<br /> � RAL N TES � �
<br /> STRUCT �1 O
<br /> (THESE NOTES ARE TYPICAL UNL�;S NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERI� '
<br /> CODE FOUNDATIONS: SOLDIER PILES ANCHOR LOAD TEST 250 4TH AVE. S., SUITE 200
<br /> EDMONDS, WASHINGTON 98020
<br /> ALL MATERIALS, WORKMANSHIP, DESIGN,AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SOILS REPORT: REPORT N0: 12084 AT LEAST(2)ANCHOR SHALL BE PERFORMANCE TESTED TO 200%OF THE DESIGN LOAD.ANCHORS TO BE TESTED PHONE (425� 778-8500
<br /> SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. SPECIFICATIONS AND STANDARDS PREPARED B`f: GEOTECH CONSULTANTS, INC. SHALL BE SELECTED BY THE GEOTECHNICAL ENGINEER.ADDITIONAL ANCHOR TESTS MAY BE REQUIRED AT THE FAX (425� 778-5536 , •
<br /> WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. DATED: OS/10/2012 REQUEST OF THE GEOTECHNICAL SPECIAL INSPECTOR. CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLATION OF
<br /> WHALERS IF REQUIRED TO LIMIT PILE DEFLECTION DURING TESTING.THE PERFORMANCE TEST SHALL BE
<br /> DESIGN LOADS SOLDIER PILE DESIGN PARAMETERS: COMPLETED BY INCREMENTALLY LOADING THE GROUND ANCHOR IN ACCORDANCE WITH THE FOLLOWING TABLE. :
<br /> REFER TO PRESSURE DIAGRAM LATERAL EARTH PRESSURES: REFER TO STRUCTURAL NOTES ANCHOR LOADING ANCHOR UNLOADING
<br /> STATEMENT OF SPECIAL INSPECTIONS EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE OWNER. LOAD HOLD TIME LOAD HOLD TIME � '
<br /> SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE.THE CONTRACTOR SHALL SUBMIT A IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE, NOTIFY THE STRUCTURAL ALIGf�IMENT LOAD 1 MINUTE
<br /> WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF Q ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. ,
<br /> 50% DESIGN LOAD 5 MINUTES 150% DESIGN LOAD UNTIL STABLE
<br /> WORK IN ACCORDANCE WITH CFI�PTER 1704.4 OF THE IBC. HELICAL ANCHOR INSTALLATION
<br /> 100% DESIGN LOAD 5 MINUTES 100% DESIGN LOAD UNTIL STABLE
<br /> FREQUENCY AND DISTRIBUTION dF REPORTS- INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY REFER TO SCHEDULE FQR HELICAL ANCHOR SHAFT DIAMETER& HELIX CONFIGURATIONS. 1S0% DESIGN LOAD 5 MINUTES 50% DESIGN LOAD UNTIL STABLE
<br /> SPECIAL INSPECTOR. STRUCTURAL-OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS ,
<br /> SHALL BE DISTRIBUTED TO THE CC�NTRACTOR,ARCHITECT, ENGINEER AND BUILDING OFFICIAL. ALL ANCHORS SHALL PENETRATE THROUGH THE LOOSE SOIL& EMBED INTO DENSE SOIL.THE DEPTH OF THE DENSE 200% DESIGN LOAD 60 MINUTES ALIGNMENT LOAD UNTIL STABLE �
<br /> SOIL SHALL BE DETERMINED BY THE GEOTECHNICAL ENGINEER.ANCHORS SHALL HAVE A MINIMUM EMBEDMENT Ig M. ?,
<br /> SPECIAL INSPECTION DEPTH AS APPROVED BY THE GEOTEC�iNICAL SPECIAL INSPECTOR.THE ANCHOR INSTALLATION AND LOAD TESTING THE ALIGN.iViENT LOAD (AL)SHOULD BE THE MINIMUM LOAD REQUIRED TO ALIGN THE TESTING APPARATUS& ,�o� �rAs j.?�L •
<br /> SHALL BE CONTINUOUSLY MONITORED BY THE GEOTECHNICAL ENGINEER. SHOUL�J NOT EXCEED 5%OF THE DESIGN LOAD. DIAL GAUGES SHOULD BE SET TO ZERO AFTER THE ALIGNMENT q�cy o �1�.�tJi
<br /> OPERATION CONT PERIODIC REMARKS LOAD HAS BEEN APPLIED. �,�' .. •
<br /> REFER TO THE ANCHOR LOADING SCHEDULE FOR ANCHOR CAPACITIES.ANCHOR CAPACITIES SHALL BE VERIFIED � `
<br /> SOILS DURING INSTALLATION TO 200%OF THE ALLOWABLE CAPACITY.THE STRUCTURAL ENGINEER SHOULD BE A CREEP TEST SHALL BE PERFORMED DURINGTHE 200% DL HOLD TIME.ANCHOR MOVEMENT DURING THE CREEP '
<br /> PILE INSTALLATION X GEOTECH ENGINEER CONTACTED IF THE ALLOWABLE PILE CAPACITY IS NOT ACHIEVED. TEST SHALL BE MEASURED &, RECORDED AT 1, 2, 3, 5, 6, 10, 20, 30, 40, 50 &60 MINUTES OF ELAPSED TIME FROM O �yp� _
<br /> WHEN`rHE LOAD INCREMENT WAS APPLIED. �, L F�'�1.
<br /> ANCHOR INSTALLATION X GEOTECH ENGINEER ANCHORS SHALL BE COATED FOR CORROSION PROTECTION. COATING MAY BE HOT DIP GALVANIZED OR THERMAL SI�NAL
<br /> ANCHOR TESTING X GEOTECH ENGINEER PLASTIC COATING. ACCEP`S"ABLE ANCHOR TESTS
<br /> SHOP & FIELD WELDING A MINIMUM OF 3%OR AT LEAST(1)�NCHOR SHALL BE TESTED IN ACCORDANCE WITH ASTM STD D 1143-81. A LOAD TE�TED OR PROOF TESTED ANCHOR WITH A 10 MINUTE HOLD CREEP TEST IS CONSIDERED ACCEPTABLE OZ/ZO/I9
<br /> WHEN:THf ANCHOR CARRIES THE MAXIMUM TEST LOAD WITH LESS THAN 0.04" OF MOVEMENT BETWEEN THE 1
<br /> SINGLE PASS FILLET WELDS<_ 5/16�� X WHERE ANCHORS HAVE MULTIPLE FL�GHTS OF HELICES THE HELICES SHALL BE SEPARATED BY A MINIMUM OF 3 & 10 MINUTE READWGS. • �
<br /> FILLET WELDS> 5/16" X HELIX DIAMETERS.
<br /> A LOAd TEST OR PROOF TESTED ANCHOR WITH A 60 MINUTE HOLD CREEP TEST IS CONSIDERED ACCEPTABLE
<br /> PARTiAL&COMPLETE PENETRATION X STRUCTURAL STEEL WHEN:THC ANCHOR CARRIES THE MAXIMUM TEST LOAD WITH LESS THAN 0.08° OF MOVEMENT PER LOG CYCLE '
<br /> OTHER WELDING X OF THE TIME &THE CREEP RATE IS LINEAR OR DECREASING. . �
<br /> STRUCTURAL STEEL DESIGN, FABRICA"fION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC
<br /> NOTE: "SPECIFICATION FOR THE DESIGN, FAE3RICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", LATEST IN ADDITION TO THE ABOVE,A TESTED ANCHOR SHALL NOT EXPERIENCE A PULLOUT FAILURE AT THE MAXIMUM •
<br /> ALL ITEMS MARKED WITH AN "X"SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17. SPECIAL EDITION. TEST LOAD.A PULLOUT FAILURE IS DEFINED AS THE LOAD AT WHICH ATTEMPTS TO INCREASE THE TEST LOAD
<br /> INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER.THE RESULT IN CONTINUED PULLOUT MOVEMENT OF THE TEST ANCHOR. `�
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<br /> ARCHITECT, STRUCTURAL ENGINEER,AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL SHAPES SHALL CONFO�M TO ASTM A992, Fy=50 KSL N �
<br /> RESULTS.ANY INSPECTION FAILII`JG TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT ANCHO�tS'll-IAT HAVE CREEP RATES GREATER THAN SPECIFIED CAN BE INCORPORATED IN THE FINISHED WORK AT A - .
<br /> TO THE AnENTION OF THE DESI�N TEAM. PLATES,ANGLES,AND ltODS SHALL CONFORM TO ASTM A36, Fy=36 KSI. LOAD EQU�1L TO 1/2 OF THE FAILURE LOAD.THE FAILURE LOAD IS THE MAXIMUM LOAD CARRIED BY THE ANCHOR Q �
<br /> AFTER 1 HE I,OAD HAS BEEN ALLOWED TO STABILIZE FOR 10 MINUTES. � n-
<br /> SH�P DRAWINGS STRUCTURAL TUBING<,HALL CONFORM TO ASTM A500 GRADE B, Fy=46 KSL z � �
<br /> IF AN P.I`!C!-IOR FAILS,THE CONTRACTOR SHALL BE RESPONSIBLE TO MODIFY THE DESIGN AND/OR THE
<br /> SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL
<br /> STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B, Fy=35 KSi. INSTALLATION METHODS USED IN CONSTRUCTION.ANY MODIFICATIONS BY THE CONTRACTOR THAT REQUIRE � _ �"
<br /> CHANGES TO THE STRUCTURE SHALL HAVE PRIOR APPROVAL PER THE ENGINEER. � N w
<br /> ENGINEER FOR REVIEW PRIOR TO hABRICATION: ~ °
<br /> BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N. BOLTS SHALL BE 3/4"�b MINIMUM, UNO U � �
<br /> 1. DRIVEN SOLDIER PILES 2. HELICAL ANCHORS ANCHOR BOLTS SHALL CONFORM TO ASTM A307. PROCEQURE/CONSTRUCTION SEQUENCING: � . �
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<br /> SHOP DRAWINGS SHALL BE REVIEWED, REVISED AS REQUIRED FOR FIELD CONDITIONS,AND DATE STAMPED BY THE CONTRACTOR SHALL PROVIDE CONNE:CTION ADIUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC PRECONSTF�UCTION MEETING � n- U � .
<br /> CONTRACTOR PRIOR TO REVIEW ksY THE ENGINEER. CONTRACTOR SHALL PROVIDE (3)SETS OF SHOP DRAWINGS FOR MANUAL OF STEEL CONSTRUCTION.
<br /> ENGlNEER'S REVIEW.ALLOW TWU WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER. CONTRACT(JR SHALL CALL THE ENGINEERING INSPECTION LINE TO SET UP A PRECONSTRUCTION MEETING
<br /> ALL STEEL MEMBERS, SHAPES, BOLTS, AND ACCESSORIES EXPOSED TO WEATHER SHALL BE PRIMED AND PAINTED. PRIOR TO P�NY SITE WORK. w � � .
<br /> ENGINEER'S SHOP DRAWWG REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND CONTRACT
<br /> DOCUMENTS. MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE CONTRACTOR FROM WELDING CONCRETE PLACEMENT � � �
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<br /> COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS.THE CONTRACTOR REMAINS RESPONSIBLE FOR V�lELDING SHALL CONFORM TO AWS "STRUCTURAL WELDING CODE", LATEST EDiTION.ALL WELDING SHALL BE CONCRE'TE SHALL NOT BE ALLOWED TO FREE-FALL TO THE BOTTOM OF THE DRILLED HOLE, BUT SHALL EITHER O O
<br /> DETAILS AND ACCURACY, FOR CONFORMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS, FOR DONE WITH 70 KSI LOW HYDROGEN ELECTRODES. WHERE NOT CALLED OUT, MINIMUM FILLET WELD SIZE SHALL BE BE TRE1�91Ef)OR PUMPED INTO THE HOLE. �
<br /> SELECTING FABRICATION PROCESSES, FOR TECHNIQUES OF ASSEMBLY,AND FOR PERFORMING THE WORK IN A SAFE Y
<br /> MANNER. PER TABLE 5.8 IN AWS D1.1, LATEST E�ITION. �
<br /> LAGGING Q �
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<br /> ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY�TNEr S IS��R LOADS IMPOSED WELDING OF REINFORCING BARS SHA,LL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR '
<br /> ON THE BASIC STRUCTURE.THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL APPROVED BY STRUCTURAL ENGINEE�i. WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED USING TIMBER Lt,G.GING SHALL BE INSTALLED AT SHORING WALLS. VOIDS BETWEEN LAGGING AND SOIL SHALL BE DESIGN: BTJ . �
<br /> CONNECTIONS TO THE BASIC STRUCTURE. SHOP DRAWWGS SHALL INDICATE MAGNITUDE AND DIRECTION OF THE LOW HYDROGEN ELECTRODES.WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFOR�JlED USING E70XX BACK�ILf_ED IMMEDIATELY AFTER LAGGING INSTALLATION. DRAINAGE BEHIND THE WALL MUST BE ,
<br /> LOADS IMPOSED ON TNE BASIC STRUCTURE AND SHALL BE STAMPED & SIGNED BY A PROFESSIONAL ENGINEER ELECTRODES. SEE REINFORCING NOTE:S FOR MATERIAL REQU�REMENTS OF WELDED BARS. WELDING WITHIN 4" OF MAINTAiNED. IT IS THE CONTRACTOR'S RESPONSIBILITY TO LIMIT THE AMOUNT OF EXPOSED SOIL WITHOUT DRAWN: JCP . y
<br /> REGISTERED IN THE SAME STATE AS THE PROJECT. COLD BENDS IN REINFORCING BARS 15 NOT PERMITfED. LAGGING TO AVOID LOSS OF SOIL. NO MORE THAN 4 FEET OF EXCAVATION SHALL BE EXPOSED BEFORE
<br /> INSTALLIN(� LAGGING. CHECK: DMT
<br /> FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE PROJECT ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO) CERTIFIED WELDERS. ,
<br /> ARCHITECT, ENGINEER OF RECORD,AND CONTRACTOR HAVE BEEN RECEIVED. EXCAVATIUNS SHALL NOT REMAIN UNLAGGED OVERNIGHT. JOB NO: 18415.1 0
<br /> PILE CORROSION PROTECTION
<br /> DATE: O 1/31/19
<br /> PILING INSTALLATION
<br /> PILES SHALL BE PAINTED TO PROTECT AGAINST CORROSION. BEFORE APPLYING PAINT PILES SHALL BE CLEAN AND
<br /> REFERENCE PLAN FOR ANY BATTER PILES REQUIRED. FREE OF RUST OR DEBRIS. PAINTING SHALL CONSIST OF AN ORGANIC ZINC PRIMER COAT NOT LESS THAN 2.5 MILS �
<br /> DRY FILM THICKNESS.TOP COAT SHAL.L CONSIST OF AN EPDXY PAINT NOT LESS THAN 3.0 MILS DRY FILM THICKNESS.
<br /> STEEL PILWG SHALL BE DRIVEN INTO THE SUBGRADE TO A POINT OF REFUSAL BY MEANS OF A TRACTOR MOUNTED PILES SHALL BE PAINTED TO 2'-0" BELfJW GRADE MINIMUM.
<br /> HAMMER W/AN ENERGY RATING OF 1500 FT-LB, WITH REFUSAL BEING DEFINED AS 1 INCH OR LESS OF ANY SCUFF MARKS OR SCRATCHES THAT OCCUR DURING CONSTRUCTION SHALL BE REPAIRED WITH A FIELD '
<br /> PENETRATION DURWG 15 SECON�S OF SUSTAINED DRIVING. , "
<br /> APPLIED EPDXY PAINT.
<br /> UTILITY LOCATION/EXISTING CONDITIONS ,
<br /> TIMBER LAGGING/SAWN LUMBER
<br /> THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED BY OTHERS BY
<br /> FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE SAWN LUMBER SHALL CONFORM TO GRADING AND DRESSING RULES, WEST COAST LUMBER INSPECTION BUREAU
<br /> ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY (WCLIB), LATEST EDITION. LUMBER SHALL BE THE GRADE LISTED BELOW:
<br /> VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER ALL LAGGING SHALL BE TREATED WITH ACZA WOOD PRESERVATIVE TREATMENT WITH THE LEVELS LISTED BELOW.
<br /> UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. CG
<br /> ENGINEERING ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES ANY LAGGING FIELD CUT SHALL HAVE ACZA TREATMENT FIELD APPLIED TO THE CUT END.
<br /> AND SITE FEATURES PRESENTED ON THESE DRAWINGS. �
<br /> SIZE SPECIES GRADE Fb (PSI) AC2A TREATMENT
<br /> CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE 4x12 HF #2 850 0.4 LBS/CU FT
<br /> UNDERGROUND UTIUTIES LOCATION SERVICE (1-800-424-5555)AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. �
<br /> CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK ANCHOR TESTING v , '
<br /> AND SHALL NOTIFY THE ENGINEER OF ANY DISCREPANCIES. / /� W
<br /> EACH GROU��D ANCHOR SHALL BE TE5TED.THE MAXIMUM TEST LOAD SHALL NOT EXCEED THE MANUFACTURER _ _ _ _ _ 0 v , � �
<br /> IF THE ACTUAL FIELD VERIFIED LOCATION OF UTILITIES COULD RESULT IN A CONFLICT WITH THE SHORING,THE RECOMMENDED MAXIMUM LOAD.TENDON ANCHORS SHALL BE LOADED SIMULTANEOUSLY TO THE ENTIRE � I I I-1 I I-1 I I I I I-1 W O
<br /> ENGINEER SHALL BE NOTIFIED IMMEDIATELY. TENDON. STRESSING OF A SINGLE ELEMENT OF MULTI-ELEMENT TENDONS WILL NOT BE PERMIl-T'ED. I I I—I�I I I I � �
<br /> PRIOR TO CONSTRUCTION, CONTRACTOR SHALL VERIFY THAT OVERHEAD OBSTRUCTIONS, INCLUDING ELECTRICAL A DIAL GAUGE OR VERNIER SCALE CAPABLE OF MEASURING TO 0.001 INCHES SHALL BE USED TO MEASURE THE o � � � 45 PCF m M O Z �
<br /> LINES, DO NOT INTERFERE WITH USE OF THE CONTRACTOR'S DRILLING EQUIPMENT. GROUND ANCHOR MOVEMENT.THE IVIOVEMENT MEASURING DEVICE SHALL HAVE A MINIMUM TRAVEL EQUAL TO �
<br /> THE THEORETICAL ELASTIC ELONGATI�ON OF THE TOTAL ANCHOR LENGTH AT THE MAXIMUM TEST LOAD PLUS 1 O O Z
<br /> COORDINATE AND ARRANGE FOR ALL UTILITY RELOCATIONS AND/OR SERVICE INTERRUPTIONS WITH THE AFFECTED INCH.THE DIAL GAUGE OR VERNIER SCAIE SHALL BE SUPPORTED INDEPENDENT OF THE JACKING SYSTEM & �,LJ N V
<br /> OWNERS AND APPROPRIATE UTILITY COMPANIES. INTERRUPTIONS TO EXISTING UTILITIES SHALL BE MADE ONLY RETAINED STRUCTURE &SHALL BE ALIGNED SO THAT ITS AXIS IS WITHIN 5° FROM THE AXIS OF THE GROUND � Z
<br /> WITH THE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES AND WITH A MINIMUM 48 HOURS ANCHOR. PASSIVE EARTH J � �
<br /> ADVANCE NOTICE. PRESSURE= 350 PCF Q N a
<br /> A HYDRAULIC JACK OR RAM SHALL BE USED TO APPLY THE TEST LOAD.THE JACK& PRESSURE GAUGE SHALL BE OVcR 2 PILE DIA 8H PSF SEISMIC W Y Q �/ �•L•-
<br /> EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE REPAIRED AT CALIBRATED BY AN INDEPENDENT TESTING LABORATORY AS A UNIT.THE PRESSURE GAUGE SHALL BE GRADUATED (ULTIMATE) SURCHARGE V = O �
<br /> CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING. IN 100 PSI INCREMENTS OR LESS.THE RAM TRAVEL OF THE JACK SHALL NOT BE LESS THAN THE THEORETICAL Z � � �
<br /> ELASTIC ELONGATION OF THE TOTAL ANCHOR LENGTH AT THE MAXIMUM TEST LOAD PLUS 1 INCH.THE JACK SHALL W ^ �. Z '
<br /> EROSION AND SEDIMENTATION CONTROL BE INDEPENDENTLY SUPPORTED&CENTERED OVER THE ANCHOR SO THAT THE ANCHOR DOES NOT CARRY THE (� � N
<br /> WEIGHT OF THE JACK. ' — � U
<br /> ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE (n ~ �
<br /> PREVENTION OF ON-SITE EROSION AFTER THE COMPLETION OF CONSTRUCTION. '
<br /> EARTH PRESSURE DIAGRAM � M � � �
<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. SCALE: NTS O w �--- Z �
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<br /> REFER TO CIVIL DRAWINGS FOR ADDITIONAL EROSION CONTROL INFORMATION. �
<br /> TEMPORARY SHORING
<br /> SHEET:
<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 NECESSARYTO PROTECT WORKERS, EXISTIN6 .
<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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