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INSPECTION ITEMS
<br />CONTINUOUS
<br />PERIODIC
<br />TESTING
<br />COMMENTS
<br />SOIL AND FOUNDATIONS (IBC 1705.6)
<br />SITE PREPARATION, EXCAVATION AND GRADING
<br />X
<br />GEOTECH
<br />DEWATERING
<br />GEOTECH
<br />SOIL NAILS
<br />X
<br />X
<br />GEOTECH
<br />SHORING PILES (VERTICAL ELEMENTS AND BRACING)
<br />X
<br />GEOTECH
<br />SUBSURFACE DRAINAGE
<br />FILL PLACEMENT AND COMPACTION
<br />X
<br />GEOTECH
<br />FIELD VERIFICATION OF BEARING CAPACITY
<br />X
<br />GEOTECH
<br />CORROSION PROTECTION
<br />X
<br />GEOTECH
<br />CONCRETE CONSTRUCTION (IBC 1705.3 AND 1705.12.1)
<br />REINFORCEMENT
<br />X
<br />EMBEDDED ITEMS
<br />X
<br />PREPARATION OF TEST SPECIMENS
<br />X
<br />X
<br />CONCRETE PLACEMENT INCLUDING SHOTCRETE
<br />X
<br />X
<br />WELDING (IBC 1705.2.2.1 AND AWS D1.1)
<br />NOTE4
<br />COMPLETE AND PARTIAL PENETRATION
<br />X
<br />X
<br />NOTE 5
<br />MULTIPASS FILLET WELD
<br />X
<br />I
<br />-
<br />SINGLE -PASS FILLET > 5/16"
<br />X
<br />_
<br />SINGLE=PASS FILLET <5/16"
<br />X
<br />WELDED HEADED STUDS AND DBA'S
<br />X
<br />NOTE 6
<br />EMBEDDED PLATE
<br />X
<br />INSPECTION SCHEDULE NOTES:
<br />(
<br />1.
<br />ITEMS MARKED WITH AND "X" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17 BY A CERTIFIED SPECIAL INSPECTOR FROM AN AGENCY
<br />APPROVED BY THE JURISDICTION.
<br />2.
<br />SPECIAL INSPECTION SHALL NOT REQUIRED FOR WORK IN AN APPROVED FABRICATOR'S PER IBC 1704.2.5.2. VERIFY APPROVAL WITH JURISDICTION
<br />PRIOR TO FABRICATION.
<br />3.
<br />CONTINUOUS SPECIAL INSPECTION REQUIRES THE INSPECTOR SHALL BE ONSITE AT ALL TIMES AND THAT WORK REQUIRING SPECIAL INSPECTION IS
<br />PERFORMED. PERIODIC SPECIAL INSPECTION SHALL ALLOW INSPECTION AT THE INTERVALS NECESSARY TO CONFORM THAT WORK REQUIRING
<br />SPECIAL INSPECTION IS IN COMPLIANCE WITH THE REQUIREMENTS.
<br />4.
<br />ALL WELDS SHALL BE VISUALLY INSPECTED.
<br />\=
<br />5.
<br />ALL COMPLETE PENETRATION WELDS SHALL BE TESTED ULTRASONICALLY.
<br />6.
<br />PERIODIC SPECIAL INSPECTION SHALL BE ALLOWED FOR SHOP WELDING OF ASTM A706 REINFORCEMENT NO.5 OR SMALLER USED FOR EMBEDDED
<br />ITEMS, PROVIDED THAT; THE MATERIALS AND THE QUALIFICATIONS OF WELDING PROCEDURES AND WELDERS ARE VERIFIED PRIOR TO THE START OF
<br />WORK, THAT PERIODIC INSPECTIONS ARE MADE OF WORK IN PROGRESS, AND THAT A VISUAL INSPECTION OF ALL WELDS IS MADE PRIOR TO
<br />SHIPMENT OF SHOP WELDED ITEMS.
<br />7.
<br />THE SPECIAL INSPECTOR SHALL PROVIDE THE BUILDING OFFICIAL, OWNER, ARCHITECT, ENGINEER OF RECORD, AND CONTRACTOR WITH COPIES OF
<br />ALL REPORTS AND TEST RESULTS (IBC 1704.2.4)
<br />8.
<br />RE: BUILDING STRUCTURAL DRAWINGS FOR REQUIREMENTS FOR BUILDING. THIS SCHEDULE COVERS SHORING ONLY.
<br />Ili Conflict t
<br />CAUTION:
<br />THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH
<br />OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE
<br />UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION.
<br />THIS SHALL INCLUDE CALLING UTILITY LOCATE AT 1-300-424-5555 AND THEN POTHOLING
<br />ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY
<br />VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE
<br />PLANS ARE BASED UPON THE UNVERIFIED PUBLIC I".FORMATION AND ARE SUBJECT TO VARIAT10 1
<br />RESOLVE ANY PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION.
<br />001 ®GENERAL () 004 MONITORING ALI CONTROL ) 00603 © SUBMITTALS )
<br />EXCAVATION,
<br />I THE WORK SHALL INCLUDE STAGED LIFT EXC O DRILLIN
<br />G G SOIL NAIL HOLES TO THE
<br />THE OWNER SHALL PROVIDE FOR MONITORING AND QUALITY CONTROL OF ALL SOIL NAIL THE FOLLOWING SUBMITTALS SHALL BE PROVIDED TO THE ARCHITECT AND ENGINEER OF
<br />SPECIFIED LENGTH AND INDICATED ORIENTATION INDI O C ON THE PLANS; PROVIDING, PLACING WALLS, ADJACENT GROUND SURFACES AND BUILDINGS OR STRUCTURES AS FOLLOWS: RECORD. -
<br />AND GROUTING THE STEEL BARS (NAIL TENDONS) IN THE DRILLED HOLES; PLACING (NOTE: RE. SHORING DRAWINGS, BY OTHERS, FOR REQUIREMENTS AT SHORING PILES.) 1 A DETAILED CONSTRUCTION SEQUENCE NARRATIVE AND PLANNED START -OF -WORK D,
<br />DRAINAGE ELEMENTS; PLACING SHOTCRETE REINFORCEMENT; APPLYING SHOTCRETE
<br />FACING OVER THE REINFORCEMENT; ATTACHING BEARING PLATES AND NUTS AND THE GEOTECHNICAL ENGINEER OF RECORD SHALL PROVIDE FULL TIME OBSERVATION 2.METHODS OF EXCAVATING TO THE STAGED LIFTS AND EXCAVATION EQUIPMENT TYPE:
<br />PERFORMING NAIL TESTING. MONITORING OF THE EXCAVATION, SOIL NAIL INSTALLATION; VERIFICATION NAIL AND PROOF
<br />NAIL TESTING. A COMPLETE & ACCURATE RECORD SHALL KEPT OF ALL NAIL DEPTHS, 3.ORIvLiNG METHODS AND EQUIPMENT.
<br />THE TERM "SOIL NAIL" AS USED IN THESE NOTES IN INTENDED AS A GENERIC TERM AND QUANTITY OF NAIL GROUT PER NAIL, AND ANY UNUSUAL CONDITIONS ENCOUNTERED.
<br />REFERS TO A DEFORMED REINFORCING BAR GROUTED INTO A DRILLED HOLE INSTALLED 4.NAIL GROUT AND SHOTCRETE MIX DESIGN INCLUDING: BRAND AND TYPE OF PORTLANI
<br />IN ANY TYPE OF GROUND. A QUALIFIED TESTING LABORATORY SHALL PERFORM SOIL NAIL GROUT AND SHOTCRETE CEMENT; SOURCE, GRADATION AND QUALITY OF ALL AGGREGATES; PROPORTIONS OF MI)
<br />WEIGHT AND WATER -CEMENT RATIO; MANUFACTURER AND BRAND NAME OF ALL
<br />COMPRESSIVE TESTING. NAIL GROUT SHALL. BE TESTED AT A FREQUENCY OF 50 CUBIC YARDS I
<br />ADMIXTURES WHERE ALLOWMPREiVE ED - CO
<br />1 - C REQUIREMENTS OF GROUT PLACED OR ONCE PER WEEK, WHICHEVER OCCURS FIRST. GROUT CUBES OR ( ), SS STRENGTH TEST RESULTS (PER AASHTO
<br />CYLINDERS SHALL BE BROKEN AT 3 AND 28 DAYS. T1061 ASTM C109) VERIFYING THE SPECIFIED MINIMUM 3-AND 28-DAY COMPRESSIVE `
<br />STRENGTHS. PREVIOUS TEST RESULTS FOR THE SAME MIX COMPLETED WITHIN ONE YEA
<br />ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 2015 INTERNATIONAL BUILDING OF THE START OF WORK MAY BE SUBMITTED FOR VERIFICATION OF THE REQUIRED
<br />CODE, AS AMENDED BY THE LOCAL JURISDICTION. PRECONSTRUCTION BASELINE SURVEY: A LICENSED SURVEYOR (NOT THE CONTRACTOR) COMPRESSIVE STRENGTHS.
<br />HIRED BY THE OWNER, SHALL ESTABLISH BENCHMARKS AT THE DIRECTION OF THE
<br />GEOTECHNICAL ENGINEER OF RECORD PRIOR TO COMMENCEMENT OF EXCAVA I ION.
<br />5.NAIL GROUT PLACEMENT PROCEDURES AND EQUIPMENT
<br />00101 ® MONITORING POINTS SHALL BE PLACED ALONG THE TOP OF WALL NO MORE THAN EVERY 20 Q
<br />FEET AND STATIONARY BENCH MARKS SHALL BE SET AT LEAST 40 FEET AWAY FROM THE 6.SOIL NAIL TESTING METHODS AND EQUIPMENT INCLUDING: DETAILS OF THE JACKING
<br />ALL EASEMENTS, IF REQUIRED, SHALL BE THE RESPONSIBILITY OF THE OWNER. MONITORING POINT. THE SURVEY SHALL HAVE AN ACCURACY OF 0.01 FEET. A VISUAL AND FRAME AND BRACING; DETAILS SHOWING METHODS OF ISOLATING TEST NAILS DURING
<br />PHOTOGRAPHIC SURVEY SHALL BE MADE OF ADJACENT BUILDINGS AND SETTLEMENT
<br />j SENSITIVE STRUCTURES PRIOR TO EXCAVATION AND CONSTRUCTION. SHOTCRETE APPLICATION (I.E. METHODS TO PREVENT BONDING OF THE SOIL BAR AND TH
<br />00200 - I L ( ) SHOTCRETE DURING TESTING); DETAILS SHOWING METHODS OF GROUTING THE UNBONDI
<br />CONSTRUCTION SURVEY MONITORING: VERTICAL AND HORIZONTAL DISPLACEMENTS OF THE LENGTHS OF TEST NAILS AFTER COMPLETION OF TESTING; EQUIPMENT LIST.
<br />DESIGN LOADS FOR THE SHORING SYSTEM ARE AS SPECIFIED IN THE GEOTECHNICAL SHORING WALLS AND BENCHMARK MONITORING POINTS SHALL BE MONITORED DURING
<br />REPORT: CONSTRUCTION. THE SURVEY SHALL HAVE AN ACCURACY OF 0.01 FEET. THE SURVEY SHALL 7.IDENTIFICATION NUMBER AND CERTIFIED CALIBRATION RECORDS FOR EACH LOAD CEL
<br />INCLUDE VERIFICATION OF THE INITIAL WALL LIFT FOR PLACEMENT TOLERANCE AND AND TEST JACK PRESSURE GAUGE TO BE USED. CALIBRATION RECORDS SHALL INCLUDE:
<br />PREPARED BY: GEOTECH CONSULTANTS, INC. SUBSEQUENT LIFTS IF REQUESTED BY THE GENERAL CONTRACTOR. THE FREQUENCY OF THE DATE TESTED, DEVICE IDENTIFICATION NUMBER; AND THE CALIBRATION RESULTS.
<br />REPORT NO. JN 19152 SURVEY MONITORING SHALL DEPEND ON THE AMOUNT OF TOTAL MOVEMENT OBSERVED TO THESE RECORDS SHALL BE CERTIFIED FOR ACCURACY OF AT LEAST TWO PERCENT OF TF
<br />DATED JUNE 6, 2019 DATE AT EACH LOCATION. FOR DISPLACEMENTS LESS THAN'/2 INCH, THE MONITORING APPLIED CERTIFICATION LOADS BY A QUALIFIED INDEPENDENT TESTING LABORATORY
<br />AND ARE AS INDICATED PER THE SOIL NAIL PARAMETERS ON THIS SHEET. POINTS SHALL BE SHALL BE SURVEYED TWICE EVERY WEEK DURING THE CONSTRUCTION WITHIN 90 DAYS PRIOR TO SUBMITTAL.
<br />ALL SOIL NAILS ARE FOR TEMPORARY SUPPORT ONLY. PERIOD. IF THE TOTAL MOVEMENT HAS EXCEEDED "/ INCH AT A MONITORING POINT,
<br />MEASUREMENTS SHALL INCREASE TO THREE TIMES A WEEK DURING THE CONSTRUCTION &CERTIFIED STEEL MILL TEST REPORTS FOR NAIL BARS SPECIFYING THE ULTIMATE
<br />PERIOD. HOWEVER, AFTER EXCAVATION IS COMPLETE, IF WALL MOVEMENTS INDICATE LITTLE STRENGTH, YIELD STRENGTH, ELONGATION AND COMPOSITION.
<br />OR NO MOVEMENT AT ANY MONITORING POINT, THEN MONITORING FREQUENCY MAY BE
<br />3 ®I�TIL1Tl T TIE SPECIAL CONDITIONS Q ) REDUCED BY THE GEOTECHNICAL ENGINEER OF RECORD. SURVEY MONITORING SHALL 9.MANUFACTURER CERTIFICATIONS FOR THE SOIL NAIL CENTRALIZERS AND SOIL NAIL Bf
<br />CONTINUE UNTIL THE PERMANENT BUILDING STRUCTURE, INCLUDING FLOOR SLABS, IS COUPLERS.
<br />STABILITY AND EROSION PROTECTION OF EXISTING AND CUT SLOPES, AND THE COORDINATION COMPLETED UP TO FINAL GRADES AND AS SUCH TIME THAT THE GEOTECHNICAL ENGINEER
<br />OF THE EXCAVATION, SHORING AND OTHER WORK WITH ALL UTILITIES AND ADJACENT OF RECORD DETERMINE NO FURTHER MOVEMENT WILL OCCUR AND AFTER REVIEW AND 10.ENG'INEERING DATA FOR THE GEOCOMPOSITE DRAIN STRIP INCLUDING MANUFACTUREI°
<br />PROPERTIES SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. APPROVAL OF CITY DPD. CERTIFICATE OF COMPLIANCE AND INSTALLATION INSTRUCTIONS.
<br />ALL SIDE SEWERS SHALL BE FIELD LOCATED AND PERMANENTLY OR TEMPORARILY PLUGGED REPORTSSURVEY MONITORING RESULTS SHALL BE TRANSMITTED TO THE GEOTECHNICAL 11.DETAILED CONSTRUCTION DRAINAGE CONTROL PLAN ADDRESSING ALL ELEMENTS
<br />:
<br />DURING CONSTRUCTION. LOCATE AND DISCONNECT ALL UNDERGROUND POWER AND NECESSARY TO DIVERT, CONTROL AND DISPOSE OF SURFACE WATER.
<br />COMMUNICATION LINES PRIOR TO DRILLING & EXCAVATION. CONTRACTOR SHALL VERIFY ENGINEER, THE SHORING ENGINEER AND GENERAL CONTRACTOR WITHIN 24 HOURS OF EACH
<br />OVERHEAD CLEARANCES PRIOR TO MOBILIZATION AND CONSTRUCTION. SURVEY. THE GEOTECHNICAL ENGINEER OF RECORD SHALL REVIEW THE SURVEY DATA AND
<br />PROVIDE A WEEKLY EVALUATION REPORT OF WALL PERFORMANCE AND ALL RELATED 060 - F ( )
<br />UTILITIES REFERENCED ON THE PLANS SHALL BE FOR INFORMATIONAL PURPOSES ONLY. GEOTECHNICAL REPORTS AND SHORING MONITORING RESULTS TO THE SHORING INSTALLER,
<br />INDICATED UTILITY LOCATIONS ARE ESTIMATED BASED ON INFORMATION AVAILABLE AT THE THE SHORING STRUCTURAL ENGINEER, DPD AND SDOT FOR REVIEW. THE GEOTECHNICAL
<br />TIME OF DESIGN. SEGMENTS OF ABANDONED UTILITIES TO BE REMOVED HAVE NOT BEEN ENGINEER SHALL NOTIFY THE SHORING ENGINEER, THE GENERAL CONTRACTOR, DPD AND THE NAILS HAVE NOT BEEN DESIGNED TO SUPPORT ADDITIONAL LOADS (SUCH AS FROM
<br />SHOWN ON THE PLANS. THE CONTRACTOR SHALL VERIFY THE EXACT ELEVATION, LOCATION SDOT, IMMEDIATELY AND DIRECTLY IF ANY UNUSUAL OR SIGNIFICANTLY INCREASED FORMWORK AND SURCHARGES FROM CONCRETE PUMP TRUCKS, BAKER TANKS,ETC.)
<br />AND SIZE OF ALL UNDERGROUND UTILITIES OR STRUCTURES PRIOR TO NAIL INSTALLATION. I MOVEMENT OCCURS. BEHIND THE WALL OTHER THAN THOSE INDICATED ON THESE DRAWINGS. ADDITIONAL
<br />THE NAILS SHALL BE NO CLOSER THAN 3 FEET TO ANY UTILITY, UNLESS OTHERWISE SHOWN. LOADS MUST BE REVIEWED AND APPROVED BY THE GEOTECHNICAL ENGINEER AND
<br />CONSTRUCTION MONITORING: THE GENERAL CONTRACTOR SHALL OBSERVE THE SHORING DESIGN ENGINEER.
<br />CONDITIONS ABOVE THE SHORING AND SOIL NAIL WALLS ON A DAILY BASIS FOR SIGNS OF
<br />(VIDEO NOTES) STABILITY AND EROSION PROTECTION OF EXISTING & CUT SLOPES, AND THE GROUND OR BUILDING MOVEMENTS. THE GEOTECHNICAL ENGINEER AND SHORING 00607 - CONSTRUCTION REI T
<br />COORDINATION OF THE EXCAVATION, SHORING AND OTHER WORK WITH ALL UTILITIES AND ENGINEER SHALL BE IMMEDIATELY NOTIFIED IF SIGNS OF MOVEMENT SUCH AS: NEW CRACKS )
<br />ADJACENT PROPERTIES IS THE RESPONSIBILITY OF THE CONTRACTOR: IN STRUCTURES, INCREASED SIZE OF OLD CRACKS OR SEPARATION OF JOINTS IN
<br />STRUCTURES, FOUNDATIONS, STREETS OR PAVED AND UNPAVED SURFACES ARE OBSERVED. SITE SAFETY: ALL WORK SHALL BE PERFORMEDIN ACCORDANCE WITH APPLICABLE STANDAI
<br />ALL SIDE SEWERS CROSSING INTO THE EXCAVATION SHALL BE FIELD LOCATED PRIOR TO THE SURVEYOR AND GENERAL CONTRACTOR SHALL NOTIFY THE GEOTECHNICAL ENGINEER
<br />DRILLING AND EXCAVATION AND PERMANENTLY OR TEMPORARILY PLUGGED DURING OF RECORD, BUILDING STRUCTURAL ENGINEER, SHORING STRUCTURAL ENGINEER AND CITY
<br />CONSTRUCTION. ACTIVE SIDE SEWERS AND OTHER UTILITIES ON ADJACENT PROPERTY SHALL DPD IMMEDIATELY AND DIRECTLY, IF MORE THAN 0.5 INCH OF DISPLACEMENT OCCURS
<br />BE MAINTAINED IN OPERATING CONDITION DURING CONSTRUCTION LOCATE AND DISCONNECT BETWEEN ANY TWO CONSECUTIVE READINGS. AT THAT TIME, THE SHORING ENGINEER AND 00604 - EXCAVATION (SN)
<br />ALL UNDERGROUND POWER AND COMMUNICATION LINES CROSSING INTO THE EXCAVATION I GEOTECHNICAL ENGINEER OF RECORD SHALL DETERMINE THE CAUSE OF THE
<br />AREA PRIOR TO DRILLING & EXCAVATION. CONTRACTOR SHALL VERIFY OVERHEAD DISPLACEMENT AND DEVELOP REMEDIAL MEASURES NECESSARY TO LIMIT THE TOTAL
<br />CLEARANCES PRIOR TO MOBILIZATION AND CONSTRUCTION. MOVEMENTS TO 1 INCH. ALL EARTHWORK AND CONSTRUCTION ACTIVITIES SHALL IMPLEMENT THE DISPOSAL SITE FOR EXCAVATION SPOILS, INCLUDING FACILITY NAME AND ADDRESS SHAI
<br />BE PROVIDED TO THE SDPD SITE DEVELOPMENT INSPECTOR AT THE PRECONSTRUCTION
<br />UTILITIES REFERENCED ON THE PLANS ARE FOR INFORMATIONAL PURPOSES ONLY. INDICATED THESE REMEDIAL MEASURES IMMEDIATELY AS DIRECTED. MEETING.
<br />UTILITY LOCATIONS ARE ESTIMATED BASED ON INFORMATION AVAILABLE AT THE TIME OF DRILLING AND EXCAVATION OPERATIONS SHALL BE IMMEDIATELY SUSPENDED IF GROUND
<br />DESIGN. SEGMENTS OF ABANDONED UTILITIES TO BE REMOVED HAVE NOT BEEN SHOWN ON EXCAVATION TO THE FINAL FACE OF THE EXCAVATION LIFT SHALL BE COMPLETED USING
<br />THE PLANS. THE CONTRACTOR SHALL POTHOLE OR USE OTHER MEANS TO VERIFY THE EXACT SUBSIDENCE IS OBSERVED, IF THE SHORING OR SOIL NAIL WALLS ARE ADVERSELY AFFECTED, PROCEDURES THAT ADDRESS THE FOLLOWING:
<br />LOCATION, DEPTH OF BURRIAL (TOP AND BOTTOM OF UTILITY) AND WIDTH OF ALL O ADJAC T�STRUC ES AR MAGED A RES OF THE LING CAVA (1) PREVENTION OF GROUND LOSS, SWELLING, AND AIR SLAKING, OR LOOSENING.
<br />UNDERGROUND UTILITIES OR STRUCTURES TO ENSURE ADEQUATE CLEARANCE FROM SOIL PERAT \ (2) MINIMIZATION OF SOIL BEARING SUPPORT DEGRADATION BELOW THE OVERLYING
<br />ANCHORS PRIOR TO SHORING AND TIEBACK INSTALLATION. THE TIEBACKS SHALL BE NO -PORTIONS OF THE SOIL NAIL WALL AND BELOW THE SOIL NAILS CURRENTLY BEING INSTALLEI
<br />CLOSER THAN FIVE FEET AND SHALL NOT BE INSTALLED ABOVE ANY EXISTING UTILITY AND 00405 - SPCIAL INSPECTION ) ) PREVENTION OF PREMATURE LOSS OF SOIL MOISTURE AT THE FACE.
<br />FACILITIES. HORIZONTAL LOCATION AND VERTICAL PROFILE FOR EACH UTILITY AND FACILITIES () REDUCTION OF THE POTENTIAL FOR SHOTCRETE OVERAGES.
<br />SHALL BE DETERMINED AT A MINIMUM OF EVERY 50 FEET ALONG THE UTILITY LINE AND AT �; CONTINUOUS OBSERVATION BY THE GEOTECHNICAL ENGINEER OR GEOTECHNICAL
<br />EVERY JUNCTION STRUCTURE AND CHANGE OF ALIGNMENT. / INSPECTOR IS REQUIRED FOR THE SHORING SYSTEM INSTALLATION INCLUDING FULL TIME; XCAVATION SHALL PROCEED NO MORE THAN 6 FEET OF UNSUPPORTED EARTH EXPOSED AT
<br />l CONTINUOUS OBSERVATION MONITORING OF THE EXCAVATION, SOIL NAIL INSTALLATION; NY ONE TIME, PER GEOTECHNICAL ENGINEER. EXPOSED NATIVE GROUND SHALL NOT HAVE
<br />A VIDEO INSPECTION AND RECORDING OF THE EXISTING SEWER AND STORM LINES IN THE VERIFICATION NAIL AND PROOF NAIL TESTING. A COMPLETE & ACCURATE RECORD SHALL A TEMPORARY UNSUPPORTED CUT HEIGHT GREATER THAN THE VERTICAL NAIL SPACING
<br />RIGHT F WAY PUS THE REQUIRED REINFORCING
<br />O A IS REQUIRED TO DOCUMENT THE CONDITION PRIOR TO AND UPON Q NG LAP LENGTH UNLESS ALTERNATIVE METHODS P Q U O COMPLETIOfNI KEPT OF ALL NAIL DEPTHS, QUANTITY OF NAIL GROUT PER NAIL, AND ANY UNUSUAL O S ROPOSEG
<br />OF THE SHORING CONSTRUCTION. A COPY OF PRE -PROJECT CONDITION SHALL BE SENT TO CONDITIONS ENCOUNTERED. Y THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING THE INTEGRITY OF THE
<br />THE CITY DOT PRIOR TO THE PRECONSTRUCTION MEETING AND POST PROJECT CONDITION... ` THE CONTRACTOR SHALL PROVIDE TESTING EQUIPMENT THAT HAS BEEN CALIBRATED IN THE XPOSED CUT FACE.
<br />PAST 60 DAYS. MEASUREMENTS OF ANCHOR MOVEMENT SHALL BE OBTAINED WITH
<br />00301 - DRAINAGE CONTROL (SN) EQUIPMENT ACCURATE TO 0.001 INCH. TER A LIFT IS EXCAVATED, THE CUT SURFACE SHALL BE GLEANED ®FALL LOSE MATERIAL
<br />UD AND OTHER FOREIGN MATTER THAT COULD PREVENT OR REDUCE SHOTCRETE BOND.
<br />THE CONTRACTOR SHALL TAKE MEASURES TO CONTROL ALL SURFACE WATER RUNOFF FLO SPECIAL INSPECTION SHALL BE PERFORMED BY A QUALIFIED SPECIAL INSPECTOR. SPECIAL UBSEQUENT EXCAVATION LIFTS SHALL NOT BE ADVANCED UNTIL NAIL INSTALLATION
<br />AND FLOWS FROM EXISTING SUBSURFACE DRAINAGE FEATURES INCLUDING PERCHED INSPECTION IS REQUIRED FOR SHORING WELDING. A QUALIFIED TESTING LABORATORY SHALL (I CLUDING BEARING PLATE AND NUT), REINFORCED SHOTCRETE PLACEMENT AND NAIL
<br />WATER. SUCH WATER SHALL BE CAPTURED INDEPENDENTLY OF THE WALL DRAINAGE PERFORM SOIL NAIL GROUT AND SHOTCRETE COMPRESSIVE TESTING. NAIL GROUT SHALL BE TESTING FOR THE PRECEDING LIFTS ARE COMPLETE AND ACCEPTABLE TO THE
<br />NETWORK AND CONVEYED TO AN OUTFALL STRUCTURE OR STORM SEWER. IN NO CASE TESTED AT A FREQUENCY OF EVERY 50 CUBIC YARDS OF GROUT PLACED OR ONCE PER WEEK, GEOTECHNICAL ENGINEER. EXCAVATION FOR SUBSEQUENT EXCAVATION LIFTS SHALL NOT B
<br />SHALL THE CONTRACTOR ALLOW THE SOIL NAIL WALL SYSTEM TO BE EXPOSED TO WHICHEVER OCCURS FIRST. GROUT CUBES OR CYLINDERS SHALL BE BROKEN AT 3 DAYS �QCCOMPLISHED UNTIL THE NAIL GROUT AND SHOTCRETE OF THE PRECEDING LIFTS HAVE
<br />HYDROSTATIC PRESSURES OR ALLOW SURFACE WATER TO FLOW INTO THE EXCAVATION. (PRIOR TO ANCHOR TESTING) AND 28 DAYS. REFERENCE THE SPECIAL INSPECTION AND ACHED 100 PERCENT OF THEIR 3-DAY MINIMUM STRENGTHS.
<br />TESTING SCHEDULE.
<br />THE REGIONAL GROUNDWATER TABLE HAS BEEN DETERMINED TO BE BELOW THE LOWEST ��XCAVATION TO THE FINAL WALL EXCAVATION FACE AND APPLICATION OF THE SHOTCRETE
<br />LEVEL OF EXCAVATION BASED ON THE GEOTECHNICAL SITE INVESTIGATION. �/ SHALL BE COMPLETED BY THE END OF THE WORK SHIFT. EXTENSION OF THE FACE EXPOSUR
<br />MATERIALS TIME, UP TO 24 HOURS, MAY OCCUR IF APPROVED BY THE GEOTECHNICAL ENGINEER, AND IF
<br />0
<br />UPON SUBSTANTIAL COMPLETION OF THE WORK, SURFACE WATER CONTROL PIPES OR ) TEST CUTS FOR EACH MATERIAL TYPE DEMONSTRATE THAT THE UNSUPPORTED FINAL
<br />CONDUITS SHALL BE REMOVED FROM THE: SITE. ALTERNATIVELY, PIPES OR CONDUITS SHALL EXCAVATION FACE WILL BE STABLE OVER THE PROPOSED EXTENSION OF EXPOSURE TIME..
<br />BE FULLY GROUTED OR EQUIVALENT SUCH THAT THE MIGRATION OF FINE PARTICLES NAIL TENDONS: EXTENSIONS TO THE FACE EXPOSURE TIME SHALL BE REVIEWED ON A REGULAR BASIS AND
<br />THROUGH THE PIPE OR CONDUIT IS PREVENTED. NAIL TENDONS SHALL BE DYWIDAG BARS SIZE PER SCHEDULE, WITH A YIELD STRENGTH REVISED AS NEEDED BY THE GEOTECHNICAL ENGINEER. PLASTIC SHEETING MAY BE NEEDEE
<br />NOT LESS THAN 75 KSI AND SHALL CONFORM TO ASTM A-615. NAILS SHALL BE CONTINUOUS, AND SHALL BE PROPERLY ANCHORED TO REDUCE FACE DEGRADATION RESULTING FROM
<br />WITHOUT SPLICES OR WELDS, THREADED A MINIMUM OF 6 INCHES ON ONE END, NEW, CHANGES IN SOIL MOISTURE.
<br />STRAIGHT, UNDAMAGED, AS SHOWN ON THE PLANS. IF THREADS ARE CUT INTO A
<br />00302 a PRE -CONSTRUCTION MEETI ( ) REINFORCING BAR, THE NEXT LARGER BAR DESIGNATION FROM THAT SHOWN ON THE COBBLERS, BOULDERS, RUBBLE OR DEBRIS THAT ARE ENCOUNTERED AT THE SOIL FACE
<br />PLANS SHALL BE USED. ALL PERMANENT NAIL TENDONS SHALL BE EPDXY COATED, DURING EXCAVATION AND THAT STICK OUT FROM THE SOIL FACE SHALL BE THE
<br />CONFORMING TO ASTM A775 OR ASTM A934. CONTRACTORS RESPONSIBILITY. THE CONTRACTOR SHALL BE RESPONSIBLE FOR
<br />A PRE -CONSTRUCTION MEETING WITH THE BUILDING OFFICIAL AND DOT SHALL BE REQUIRED CONSTRUCTING THE SHOTCRETE TEMPORARY FACING AND/OR THE FINISH STRUCTURAL
<br />PRIOR TO THE START OF SHORING INSTALLATION. THE CONTRACTOR SHALL BE RESPONSIBLE BAR COUPLERS: FACING TO THE SPECIFIED MINIMUM THICKNESS INDICATED ON THE PLANS. THE CONTRACTO
<br />FOR SETTING UP THE MEETING AND COORDINATING WITH THE SUBCONTRACTORS. ATTENDEES BAR COUPLERS SHALL DEVELOP THE FULL ULTIMATE TENSILE STRENGTH OF THE BAR, AS SHALL DETERMINE IF REMOVAL OF FACE PROTRUSIONS IS REQUIRED TO ACCOMPLISH THIS
<br />SHALL INCLUDE REPRESENTATIVES OF THE OWNER, GENERAL CONTRACTOR, EXCAVATION AND CERTIFIED BY THE MANUFACTURER. CONSTRUCTION. THE CONTRACTOR SHALL NOTIFY THE GEOTECHNICAL ENGINEER OF THE
<br />SHORING SUBCONTRACTORS, THE GEOTECHNICAL ENGINEER OF RECORD, SURVEYORS, PROPOSED MITIGATION OF FACE PROTRUSIONS AT LEAST 24 HOURS PRIOR TO START OF THE
<br />SHORING STRUCTURAL ENGINEER, AND CIVIL ENGINEER, ETC. GROUT: WORK.
<br />THE GROUT SHALL BE A NEAT OR FINE AGGREGATE / CEMENT MIXTURE WITH A MINIMUM 3
<br />DAY COMPRESSIVE STRENGTH OF 2,000 PSI, A MINIMUM 28 DAY COMPRESSIVE STRENGTH SHOULD THE REMOVAL OF FACE PROTRUSIONS RESULT IN VOIDS BEYOND THE FINISH FACE
<br />OF 4,000 PSI PER ASTM C-109, AND A MINIMUM CEMENT CONTENT OF 6 SACKS PER CUBIC LINE, THE CONTRACTOR SHALL DETERMINE THE APPROPRIATE BACKFILLING METHOD AND
<br />YARD, OR OTHER APPROVED MIX DESIGN SHALL SUBMIT TO THE GEOTECHNICAL ENGINEER SUCH METHOD(S) AT LEAST 24 HOURS
<br />PRIOR TO THE START OF WORK.
<br />CEMENT.- ASTM C-150, TYPE I, II, 111, OR V.
<br />OPEN CUTS:
<br />FINE AGGREGATE: SLOPE PROTECTION IN THE FORM OF CLEAR PLASTIC, SHOTCRETE OR OTHER COVERAGE
<br />CLEAN, NATURAL SAND PER ASTM C-33. ARTIFICIAL OR MANUFACTURED SAND SHALL BE SHALL BE PROVIDED AS REQUIRED TO PREVENT SLOUGHING AND EROSION OF OPEN CUT
<br />ACCEPTABLE, PROVIDED IT IS SUITABLE FOR PUMPING IN ACCORDANCE WITH ACI 304, SLOPES. CLEAR PLASTIC SHALL HAVE A MINIMUM THICKNESS OF 6-MIL AND SHALL MEET THE
<br />SECTION 4.2.2. REQUIREMENTS OF WSDOT / APWA SECTION 9-14.5. PLASTIC SHEETING SHALL BE
<br />OVERLAPPED AT LEAST 12 INCHES. CONTRACTOR SHALL MONITOR SLOPES FOR ANY SIGNS
<br />CENTRALIZERS: OF DISTRESS AND TAKE CORRECTIVE ACTIONS AS REQUIRED BY THE GEOTECHNICAL
<br />CENTRALIZERS SHALL BE FABRICATED FROM PLASTIC, STEEL OR MATERIAL ENGINEER.
<br />NON -DETRIMENTAL TO THE NAIL STEEL. WOOD SHALL NOT BE USED. THE CENTRALIZERS
<br />SHALL PROVIDE A MINIMUM OF 0.5 INCH OF GROUT COVER OVER THE BAR. THE CUT SHOWN ON THE ELEVATIONS ARE THE STEEPEST ALLOWED. CUTS MAY BE FLATTENED
<br />CENTRALIZERS SHALL BE SIZED TO ACCOMPLISH THE FOLLOWING: POSITION THE NAIL BAR FROM THOSE SHOWN, BUT SHALL NOT BE STEEPENED OR ELIMINATED WITHOUT THE
<br />WITHIN 2 INCHES OF THE CENTER OF THE DRILL HOLE, ALLOWS TREMIE PIPE INSERTION TO GEOTECHNICAL ENGINEER'S APPROVAL. SURFACE DRAINAGE AROUND THE EXCAVATION
<br />THE BOTTOM OF THE DRILL HOLE, AND ALLOWS GROUT TO FREELY FLOW UP THE DRILL SHALL BE CONTROLED BY THE GENERAL CONTRACTOR TO PREVENT WATER FROM FLOWING
<br />HOLE. INTO THE EXCAVATION.
<br />NUTS AND PLATES:
<br />NUTS SHALL BE FURNISHED BY THE: MANUFACTURER OF THE BAR OR SHALL BE DESIGNED
<br />FOR USE WITH THE NAIL BAR. THE NUTS SHALL BE FITTED, WHERE REQUIRED; WITH A
<br />SPECIAL WASHER OR SPHERICAL SEAT SUCH THAT THE NUT WILL BEAR UNIFORMLY ON THE
<br />PLATE. NUTS SHALL CONFORM TO AASHTO M-291 GRADE B. BEARING PLATES SHALL BE
<br />THE SIZE SPECIFIED ON PLANS, AND SHALL CONFORM TO AASHTO M-183 / ASTM A-36. ONCE
<br />A SUFFICIENT THICKNESS OF SHOTCRETE HAS BEEN PLACED, THE PLATE SHALL BE WET
<br />SET TO BEAR AGAINST THE SHOTCRETE AND THE NUT SHALL BE PLACED ON THE NAIL AND
<br />HAND TIGHTENED AGAINST THE PLATE.
<br />GEOCOMPOSITE DRAIN STRIPS:
<br />REFER TO GEOCOMPOSITE DRAINS ON THIS SHEET.
<br />PERIMETER DRAINS:
<br />REFER TO MECHANICAL SPECIFICATIONS.
<br />REINFORCING BARS:
<br />DEFORMED REINFORCING BARS SHALL BE ASTM A-615, GRADE 60. SIZE SHALL BE AS
<br />SPECIFIED ON THE PLANS. ALL WELDABLE REBAR SHALL BE ASTM A-706, GRADE 60.
<br />WELDED WIRE FABRIC:
<br />WELDED WIRE FABRIC (W.W.F.) FOR TEMPORARY SOIL NAIL WALLS SHALL BE ASTM A-185,
<br />6X&VV2.9 X W2.9, UNLESS NOTED OTHERWISE. SEE DETAILS FOR REINFORCING AT
<br />PERMANENT CONCRETE FACING AT SHORING AND PERMANENT SOIL NAIL WALLS.
<br />00800 ® NAILA TL TI ( )
<br />NAIL INSTALLATIONS
<br />0300
<br />FILL
<br />GLACIAL TILL
<br />OUTVIWASH
<br />KNIT
<br />SOIL UNIT WEIGHT
<br />125
<br />140
<br />135
<br />PCF
<br />FRICTION ANGLE
<br />30
<br />40
<br />33
<br />DECREES
<br />ALLOWABLE COHESION
<br />50
<br />100
<br />50
<br />PSF
<br />ALLOWABLE BOND
<br />1000
<br />2000
<br />1000
<br />PSF
<br />LOAD TRANSFER
<br />1570
<br />3140
<br />1570
<br />PLF
<br />m
<br />3e
<br />g,
<br />ire
<br />TWO SUCCESSFUL VERIFICATION TESTS SHALL BE PERFORMED IN EACH IDENTIFIED SOIL
<br />UNIT PRIOR TO, OR DURING PRODUCTION NAIL INSTALLATION. THE LOCATION OF THE TESTS
<br />°
<br />SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER OF RECORD.
<br />NAILS SMALL BE INSTALLED PRIOR TO THE APPLICATION OF SHOTCRETE AT THE LOCATION
<br />AND TO THE LENGTHS INDICATED ON THE PLANS.
<br />©CLARK I BARNES
<br />NAIL TENDONS:
<br />NAIL TENDONS SHALL BE PROVIDED AS INDICATED ON THE SCHEDULES INCLUDED IN THE
<br />PLANS. EACH NAIL TENDON SHALL BE FITTED WITH CENTRALIZERS. NAIL TENDONS SHALL BE
<br />INSERTED INTO THE DRILL HOLE TO THE REQUIRED LENGTH WITHOUT DIFFICULTY AND IN
<br />SUCH A MANNER AS TO THE PREVENT DAMAGE TO THE DRILL HOLE. TENDONS THAT CANNOT
<br />BE FULLY INSERTED TO THE DESIGN LENGTH SHALL BE REMOVED FROM THE DRILL HOLE AND
<br />THE DRILL HOLE SHALL BE CLEANED SUFFICIENTLY TO ALLOW UNOBSTRUCTED INSTALLATION
<br />OF THE TENDON
<br />CENTRALIZERS:
<br />CENTRALIZERS SHALL BE SPACED NO FARTHER THAN 10 FEET ON CENTER AND WITHIN 1.5
<br />FEET FROM THE TOP AND BOTTOM OF DRILL HOLE WITH AT LEAST TWO CENTRALIZERS PER
<br />BAR.
<br />GROUT:
<br />GROUT EQUIPMENT SHALL PRODUCE A UNIFORMLY MIXED GROUT FREE OF LUMPY AND
<br />UNDISPERSED CEMENT. A POSITIVE DISPLACEMENT GROUT PUMP SHALL BE USED. THE
<br />a)
<br />PUMP SHALL BE EQUIPPED WITH A PRESSURE GAUGE THAT CAN MEASURE AT LEAST TWICE
<br />BUT NO MORE THAN THREE TIMES THE INTENDED GROUT PRESSURE. THE GROUTING
<br />EQUIPMENT SHALL BE SIZED TO ENABLE THE ENTIRE NAIL TO BE GROUTED IN ONE
<br />CONTINUOUS OPERATION
<br />NO PORTION OF THE NAIL HOLE SHALL BE LEFT OPEN FOR MORE THAN 60 MINUTES PRIOR TO
<br />GROUTING UNLESS OTHERWISE APPROVED BY THE GEOTECHNICAL ENGINEER OF RECORD.
<br />THE GROUT SHALL BE INJECTED AT THE LOWEST POINT OF EACH DRILL HOLE THROUGH
<br />00
<br />GROUT TUBES, OR DRILL RODS WITH THE DRILL HOLE FILLED IN ONE CONTINUOUS
<br />OPERATION. THE GROUT SHALL BE PLACED AFTER INSERTION OF THE NAIL. COLD JOINTS IN
<br />THE GROUT PLACEMENT SHALL BE ALLOWED FOR CONSTRUCTION OF PROOF TEST NAILS.
<br />THE CONDUIT DELIVERING THE GROUT SHALL BE KEPT BELOW THE SURFACE OF THE GROUT
<br />AS THE CONDUIT IS WITHDRAWN. THE GROUTING CONDUIT SHALL BE WITHDRAWN AS THE
<br />NAIL HOLE IS FILLED IN A MANNER THAT PREVENTS THE CREATION OF VOIDS. THE SPACE
<br />BETWEEN THE TOP OF THE GROUT AND THE TOP OF THE DRILL HOLE SHALL BE FILLED WITH
<br />SHOTCRETE.
<br />IF THE GROUTING OF ANY NAIL IS SUSPENDED FOR MORE THAN 30 MINUTES OR IF THE
<br />QUALITY OF THE GROUT PLACEMENT RESULT IN A NAIL THAT DOES NOT SATISFY THE
<br />Uj
<br />REQUIREMENTS OF THE SPECIFICATION, THEN THE STEEL AND GROUT SHALL BE REMOVED
<br />g
<br />FROM THE HOLE, DISPOSED OF AND REPLACED WITH FRESH GROUT AND UNDAMAGED STEEL.
<br />a)
<br />GROUT TESTING:
<br />REFER TO MATERIALS AND MONITORING AND QUALITY CONTROL ON THIS SHEET.
<br />TOLERANCES:
<br />BARS SHALL BE CENTERED WITHIN 2 INCHES OF THE CENTER OF THE DRILL HOLE.
<br />INDIVIDUAL NAILS SHALL BE POSITIONED PLUS OR MINUS 6 INCHES FROM THE DESIGN
<br />LOCATIONS SHOWN ON THE PLANS UNLESS NOTED OTHERWISE IN THE NAIL SCHEDULE.
<br />LOCATION TOLERANCES SHALL BE CONSIDERED APPLICABLE TO ONLY ONE NAIL AND NOT
<br />CUMULATIVE OVER LARGE WALL AREAS. THE NAIL DECLINATION SHALL BE PLUS OR MINUS 3
<br />DEGREES OF THAT SHOWN IN THE PLANS. THE ORIENTATION OF THE NAILS IN PLAN (SPLAY
<br />ANGLE) SHALL BE WITHIN PLUS OR MINUS 3 DEGREES. NAILS THAT ENCOUNTER
<br />UNANTICIPATED OBSTRUCTIONS DURING DRILLING SHALL BE RELOCATED.
<br />00810 ® WALL FACING ( )
<br />WALL FACING SHOTCRETE:
<br />SHOTCRETE SHALL BE PLACED AS SOON AS PRACTICABLE AFTER FULL LENGTH GROUTING OF
<br />THE NAILS AND SHALL BE APPLIED WITHIN 12 HOURS OF ANY HORIZONTAL EXCAVATION LIFT.
<br />THE SHOTCRETE LIFT SHALL BE PLACED TO ITS FULL THICKNESS AS INDICATED ON THE
<br />DRAWINGS. REFER TO THE BUILDING STRUCTURAL DRAWINGS FOR THE MAIN BUILDING WALLS:
<br />SHOTCRETE SHALL COMPLY WITH IBC SECTION 1908 WITH A MINIMUM 28-DAY COMPRESSIVE
<br />STRENGTH OF 4000 PSI, AND A MINIMUM 3-DAY COMPRESSIVE STRENGTH OF 3000 PSI. (3000 PSI
<br />AT SOIL NAIL TESTING)
<br />00811 m WALL FACE I ( )
<br />UNANTICIPATED SUBSURFACE DRAINAGE FEATURES EXPOSED IN THE EXCAVATION CUT FACE
<br />SHALL BE CAPTURED INDEPENDENTLY OF THE DRAINAGE NETWORK AND SHALL BE MITIGATED
<br />PRIOR TO SHOTCRETE APPLICATION.
<br />THE DRAINAGE NETWORK SHALL CONSIST OF INSTALLING PREFABRICATED GEOCOMPOSITE
<br />DRAINAGE STRIPS, DRAIN GRATES, PVC CONNECTION PIPES AND WALL FOOTING DRAINS AS
<br />SHOWN ON THE DRAWINGS. ALL ELEMENTS OF THE DRAINAGE NETWORK SHALL BE INSTALLED
<br />PRIOR TO SHOTCRETING, EXCEPT FOR THE WALL FOOTING DRAINS.
<br />0312 - GEOCOMPOSITE DRAINS (SN)
<br />WA �r
<br />GEOCOMPOSITE DRAIN STRIPS:
<br />GEOCOMPOSITE DRAIN STRIPS SHALL BE CENTERED BETWEEN COLUMNS OF NAILS IN
<br />MINIMUM 16-INCH-WIDE STRIPS, VERTICALLY AND AT BASE OF WALL HORIZONTAL. THE
<br />P� -
<br />GEOCOMPOSITE DRAIN STRIPS SHALL BE SECURED TO THE EXCAVATION FACE WITH THE
<br />GEOTEXTILE SIDE AGAINST THE GROUND BEFORE SHOTCRETING. SECURING PINS SHALL BE
<br />o 34 40 _-
<br />�?
<br />INSTALLED ON A MINIMUM GRID PATTERN OF 24 INCHES ON CENTER. DRAIN STRIPS SHALL BE
<br />- �2AL
<br />MADE TO FUNCTION AS A CONTINUOUS FLOW PATH BY USING THE "SHINGLE" METHOD OF
<br />ON�L L
<br />SPLICING WITH A 12-INCH MINIMUM OVERLAP SUCH THAT THE FLOW OF WATER IS NOT IMPEDED.
<br />THE GEOCOMPOSITE DRAINAGE MATERIAL SHALL BE DELTA -DRAIN 6000 OR EQUIVALENT (AS
<br />DATE.- 10-20-2020
<br />APPROVED BY THE GEOTECHNICAL ENGINEER). A DRAIN GRATE SHALL BE SUPPLIED BY THE
<br />MANUFACTURER. A DRAIN GRATE AND A PVC CONNECTION PIPE SLOPED AT A MINIMUM OF 2
<br />JOB NO. 19-48
<br />PERCENT SHALL BE PROVIDED AT THE BASE OF EACH GEOCOMPOSITE DRAIN STRIP FOR
<br />PERMIT NO. 2006-044
<br />CONNECTION INTO THE PERIMETER DRAINS.
<br />REVISIONS. -
<br />Structural Drawing List (Soil Nail)
<br />SHEET
<br />DESCRIPTION
<br />Issued
<br />Rev
<br />Rev Date
<br />SN1.0
<br />Shoring Notes
<br />10/20/20
<br />C
<br />Sep 2019
<br />SN1.1
<br />Structural Notes
<br />09/24/20
<br />SN2.0
<br />Soil Nail Plan
<br />10/20/20
<br />C
<br />Sep 2019
<br />SN3.0
<br />Shoring Elevations
<br />10/20/20
<br />C
<br />Sep 2019
<br />SN3.1
<br />Shoring Elevations
<br />10/20/20
<br />SN4.0
<br />Soil Nail Details
<br />10/20/20
<br />C
<br />Sep 2019
<br />f,r Y
<br />-
<br />
|