HomeMy WebLinkAbout81155060 Renton MRI Shoring Design REV2, 9-1-17DATEREV.
21905 64TH AVENUE W, SUITE 100 MOUNTLAKE TERRACE, WA 98043
FAX. (425) 771-3549PH. (425) 771-3304
Consulting Engineers and Scientists
BY DESCRIPTION
RDL11-25-15 PERMIT SUBMITTAL0DESIGNED BY:SCALE:APPVD. BY:DRAWN BY:DATE:SHEET NO.:JOB NO.OF1081155060NOV. 2015RDLRMSRDLRESIDENCE INN BY MARRIOTT
1200 LAKE WASHINGTON BOULEVARD N
RENTON WASHINGTON
LAST SAVED: 9/1/2017
TTA02-04-16 COMMENT RESPONSE #11
RDL09-01-17 REVISED GRADING PLAN AND INTERFACE WITH ADJACENT BUILDING2
GENERAL INFORMATION
SH1.01AS SHOWNRESIDENCE INN BY MARRIOTT1200 LAKE WASHINGTON BOULEVARD NRENTON, WASHINGTON 98056SHORING AND PERMANENT SOIL NAIL RETAINING WALL DESIGN DRAWINGS AND SPECIFICATIONSSHEET INDEXSHEETTITLESH1.0GENERAL INFORMATIONSH2.0SITE PLANSH2.1SHORING PLANSH3.0NORTH, EAST, AND SOUTH WALL ELEVATIONSSH4.0CROSS SECTIONSSH5.0DETAILS (1 OF 3)SH5.1DETAILS (2 OF 3)SH5.2DETAILS (3 OF 3)SH6.0SPECIFICATIONS (1 OF 2)SH6.1SPECIFICATIONS (2 OF 2)GRAPHIC LEGEND2SH5.01SH4.0SH4.01TITLE1SH4.0DETAIL MARKNUMBERSHEETSECTION MARKNUMBERSHEETVIEW MARKNUMBERSHEETNOT TO SCALE40 Ø40 ØCLASS B LAPSPLICELENGTH (DIA)BARSIZE2025CLASS B LAPSPLICELENGTH (IN)#4#5BARDIA.(IN)0.5000.625GENERALTHE CONTRACTOR AND SUBCONTRACTORS ARE RESPONSIBLE FOR THE CONSTRUCTION PROCESS AND THE SAFETY OF THE WORKERS.THIS INCLUDES BUT IS NOT LIMITED TO, THE CONSTRUCTION SEQUENCE, TEMPORARY HANDRAILS, EXCAVATION ACCESS, AND BARRIERS.IT ALSO INCLUDES LIFTING OF MATERIALS AND CONSTRUCTION EQUIPMENT INTO AND OUT OF THE EXCAVATION, TEMPORARY BRACINGOF SINGLE-SIDED FORMWORK, TEMPORARY SHORING OF EXCAVATIONS, AND STABILITY OF ALL TEMPORARY CUT SLOPES.THE CONTRACTOR SHALL PROVIDE PROTECTION OF PEDESTRIANS AND VEHICULAR TRAFFIC WHEN CONSTRUCTION ACTIVITIES REQUIRESUCH.PRIOR TO THE START OF EXCAVATION THE GENERAL CONTRACTOR IS RESPONSIBLE FOR THE ARRANGEMENT OF A PRE-CONSTRUCTION MEETING BETWEEN OWNER'S REPRESENTATIVES AND CITY OF RENTON.BUILDING CODES, DESIGN MANUALS, AND SPECIFICATIONS2012 INTERNATIONAL BUILDING CODE (IBC)1015 FHWA GEOTECHNICAL CIRCULAR NO. 7 SOIL NAIL WALLS REFERENCE MANUAL1994 FHWA SOIL NAILING INSPECTORS MANUAL - SOIL NAIL WALLS (REVISED 1998)SUBSURFACE DESIGNSUBSURFACE SOIL AND WATER PARAMETERS USED IN THE DESIGN WERE BASED ON THE SUBSURFACE CHARACTERIZATION PRESENTEDIN THE REPORT TITLED, "UPDATED GEOTECHNICAL ENGINEERING STUDY, MARRIOTT RESIDENCE INN PROPOSED HOTEL FACILITY,RENTON, WASHINGTm ON," BY EARTH SOLUTIONS NW, LLC, DATED NOVEMBER 20, 2014, UPDATED APRIL 21, 2015.THE FOLLOWING SOIL PROPERTIES WERE USED IN THE DESIGN OF THE SOIL NAILED SHORING SYSTEM :A NOMINAL 6-INCH DIAMETER SOIL NAIL DRILL HOLE WAS ASSUMED FOR THE SOIL NAIL PULL OUTCALCULATIONS.SEISMIC DESIGNTHE PERMANENT SOUTH SOIL NAIL WALL IS DESIGNED BASED ON PSEUDOSTATIC HORIZONTAL COEFFICIENT OF 0.3, AS BASED ON APEAK HORIZONTAL ACCELERATION OF 0.6g.SOIL NAIL WALLS FACTOR OF SAFETYTHE PERMANENT SOUTH SOIL NAIL WALL IS DESIGNED WITH A MINIMUM STATIC FACTOR OF SAFETY OF 1.5 AND SEISMIC FACTOR OFSAFETY OF 1.1. THE TEMPORARY SOIL NAIL WALLS (EAST AND NORTH) ARE DESIGNED WITH A MINIMUM STATIC FACTOR OF SAFETY OF1.35.GROUNDWATERBASED ON THE GEOTECHNICAL REPORT, THE GROUNDWATER TABLE IS BELOW THE PROPOSED EXCAVATION DEPTH. DESIGNGROUNDWATER DEPTH IS ASSUMED TO BE AT ELEVATION 30 FEET.EXISTING UNDERGROUND OBSTRUCTIONS AND UTILITIESTHE CONTRACTOR MUST FIELD VERIFY ALL EXISTING DIMENSIONS AND SITE CONDITIONS.THE CONTRACTOR IS RESPONSIBLE FORDETERMINING ACTUAL LOCATIONS OF ALL EXISTING UTILITIES SHOWN ON THE PLANS AND THOSE UTILITIES OR UNDERGROUNDOBSTRUCTIONS NOT SHOWN ON THE PLANS. THE CONTRACTOR IS RESPONSIBLE FOR REMOVAL OF ALL ABANDONED UTILITIES, OROTHER UNDERGROUND OBSTRUCTIONS THAT INTERFERE WITH THE NEW CONSTRUCTION. LOCATION AND/OR ABANDONMENT MUST BECOMPLETED PRIOR TO VERTICAL ELEMENT INSTALLATION AND EXCAVATION.JOB SITE SAFETYINSOFAR AS JOB SITE SAFETY IS CONCERNED, TERRACON IS RESPONSIBLE FOR THE HEALTH AND SAFETY OF ITS EMPLOYEES ANDSUBCONTRACTORS. NOTHING HEREIN SHALL BE CONSTRUED TO RELIEVE CLIENT OR ANY OTHER CONSULTANTS OR CONTRACTORSFROM THEIR RESPONSIBILITIES FOR MAINTAINING A SAFE JOB SITE. TERRACON SHALL NOT ADVISE ON, ISSUE DIRECTIONS REGARDING,OR ASSUME CONTROL OVER SAFETY CONDITIONS AND PROGRAMS FOR OTHERS AT THE JOB SITE. NEITHER THE PROFESSIONALACTIVITIES OF TERRACON, NOR THE PRESENCE OF TERRACON OR ITS EMPLOYEES AND SUBCONTRACTORS, SHALL BE CONSTRUED TOIMPLY THAT TERRACON CONTROLS THE OPERATIONS OF OTHERS OR HAS ANY RESPONSIBILITY FOR JOB SITE SAFETY.CONCRETE/SHOTCRETETEMPORARY CONCRETE AND SHOTCRETE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 4000 PSI, AND A MINIMUM 3-DAYCOMPRESSIVE STRENGTH OF 2000 PSI. PERMANENT SHOTCRETE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 4500 PSI,AND DURABILITY CLASS F2, S0, P0, AND C1. SEE THE SPECIFICATIONS FOR SPECIFIC REQUIREMENTS. TYPE I PORTLAND CEMENTCONFORMING TO ASTM C150 / AASHTO M85 SHALL BE USED FOR SHOTCRETE. SUBMIT MIX DESIGNS IN ACCORDANCE WITH THESPECIFICATIONS. ALL TEMPORARY SHOTCRETE SHALL BE A SCREED FINISH. PERMANENT SHOTCRETE SHALL BE A FLOAT FINISH OR ASSPECIFIED BY THE ARCHITECT.WOOD LAGGINGTIMBER LAGGING SHALL BE 4-INCH THICK HEM-FIR GRADE NO. 2 OR AN APPROVED EQUAL. TIMBER LAGGING SHALL BE PRESSURETREATED IN ACCORDANCE WITH AWPA SPECIFICATIONS C1 OR C2. THE LAGGING SHALL BEAR ON THE SOLDIER PILE FLANGE BY AMINIMUM OF 1-INCH AT EACH END.LAGGING BACKFILLVOIDS BEHIND THE LAGGING SHALL BE FILLED WITH APPROVED GRANULAR FREE DRAINING MATERIAL WHERE SEEPAGE IS PRESENT.CONTROLLED DENSITY FILL (CDF) MAY BE APPROVED BY THE ENGINEER IF SEEPAGE IS NOT PRESENT.THE CDF MIX DESIGN SHALL BEAPPROVED BY THE ENGINEER.125MOIST UNITWEIGHT (PCF)SOIL UNITFRICTION(DEG)COHESION(PSF)ULTIMATE NAIL PULLOUTRESISTANCE (K/FT)3404GENERAL NOTESV. DENSE ML/SM125325504NAIL BAR STEELALL NAIL BARS SHALL CONFORM TO EITHER ASTM A615 / AASHTO M31, GRADE 75 AS INDICATED ON THE PLANS THE SOUTH WALLPERMANENT SOIL NAIL TENDONS SHALL BE EPOXY COATED.REINFORCING STEELALL REINFORCING STEEL SHALL CONFORM TO ASTM A615 / AASHTO M31, GRADE 60 FOR DEFORMED BARS, AND ASTM A185 / AASHTO M55 FORWELDED WIRE FABRIC (WWF).SUBMIT REINFORCING STEEL SHOP DRAWINGS TO ENGINEER IN ACCORDANCE WITH THE SPECIFICATIONS.ALL REINFORCING STEEL DETAILS IN ACCORDANCE WITH ACI 315 MANUAL OF STANDARD PRACTICE.ALL DEFORMED REINFORCING BAR LAPS SHALL BE CLASS B, IN ACCORDANCE WITH ACI 318-11 OR AS SUMMARIZED IN THE FOLLOWINGTABLE:WWF LAPS SHALL BE 12 INCHES.SEE THE PLANS FOR SPECIFIC STRUCTURAL DETAILS. SUBMIT ALL SHOP DRAWINGS IN ACCORDANCE WITH THE SPECIFICATIONS.HEADED STUDSHEADED STUDS SHALL CONFORM TO ASTM A 29 PER AWS D 1.1 SECTION 7.2.6 UNLESS APPROVED OTHERWISE BY THE ENGINEER.STRUCTURAL STEELSTRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS UNLESS OTHERWISE SHOWN ON THE DRAWINGS OR APPROVEDOTHERWISE BY THE ENGINEER.WIDE FLANGE (W) SHAPES:ASTM A992HSS:ASTM A500 GR B (42 KSI)PLATES:ASTM A572 GRADE 50PIPE:ASTM A53 GR B (35 KSI)WELDINGMINIMUM WELD SIZE 1/4" CONTINUOUS FILLET. MINIMUM WELD LENGTH 4 INCHES. ALL WELDING TO BE PERFORMED BY WELDERS CERTIFIEDPER AWS STANDARD SPECIFICATIONS. USE E70XX ELECTRODES.EXCAVATION DEPTH BELOW BRACES AND TEMPORARY BERM REQUIREMENTSTHE MAXIMUM EXCAVATION DEPTH SHALL BE 3 FEET BELOW BRACES UNTIL THE BRACE IS INSTALLED WITH THE EXCEPTION OF THE BRACESFOR REACTION PILES R1 & R2 SHALL BE PER DETAILS 1 7 2 ON SHEET SH5-2 AND CONNECTED TO THE REACTION PILE UNLESS SPECIFIED INTHE DRAWINGS. A MINIMUM BERM WITH A HORIZONTAL BENCH WIDTH OF 10 FEET SHALL BE MAINTAINED UNTIL THE BRACES ARE INSTALLED,PRE-LOADED, AND WELDED TO THE REACTION PILES. THE MAXIMUM INCLINATION OF THE BERM SHALL BE 1H:1V OR AS SPECIFIED IN THEDETAILS.TEMPORARY BRACINGALL BRACES SHALL REMAIN IN PLACE UNTIL THE PERMANENT BUILDING IS CONSTRUCTED SUCH THAT IT CAN SUPPORT THE LATERAL EARTHPRESSURES. THE STRUCTURAL ENGINEER FOR THE BUILDING SHALL DETERMINE WHEN THE INTERNAL BRACING CAN BE REMOVED.SPECIAL INSPECTION AND TESTINGCONTRACTOR SHALL SUBMIT REPORTS, CERTIFICATES AND OTHER DOCUMENTS RELATED TO SPECIAL INSPECTIONS AND TESTS TO THECITY OF RENTON. SPECIAL INSPECTIONS SHALL BE PROVIDED PER THE FOLLOWING TABLE:GENERAL NOTES (CONT.)MED. DENSE FILL AND SANDSANCHOR ORBRACE FORCEP2/3 (H-H1)2/3 H1H1PASSIVE PRESSURE(ALLOWABLE) 350D UNSATERATED175D SATURATEDAPPARENTPRESSURELATERAL EARTH PRESSURE DIAGRAM - SOLDIER PILE WALLS WITH ONE BRACENOTESD & H ARE MEASURED IN FEETD = EMBEDMENT DEPTHH = EXCAVATION HEIGHTP = 35HPASSIVE PRESSURE ACTS OVER THREE PILE DIAMETERSMINIMUM EMBEDMENT DEPTH = 10 FEETALL PRESSURES ARE IN POUNDS PER SQUARE FOOTVERY DENSE SAND1203804LATERAL EARTH PRESSURE DIAGRAM - SOLDIER PILE WALLS WITH TWO OR MORE BRACESD (FT)CUT LINEANCHOR ORBRACEFORCESH (FT)PH1H2HnPASSIVE PRESSURE(ALLOWABLE)APPARENTEARTHPRESSUREHn+12/3 Hn+12/3 H1 350D UNSATERATED175D SATURATEDD (FT)CUT LINEH (FT)NOTESD & H ARE MEASURED IN FEETD = EMBEDMENT DEPTHH = EXCAVATION HEIGHTP = TOTAL LOAD H - 13 H1 - 13Hn+1TOTAL LOAD = 0.65 X 35 X H²PASSIVE PRESSURE ACTS OVER THREE PILE DIAMETERSMINIMUM EMBEDMENT DEPTH = 10 FEETALL PRESSURES ARE IN POUNDS PER SQUARE FOOT
SH4.02SH4.03SH4.05506070808080901001101184090110100SH4.01NEW BUILDINGHAMPTON INN9010011012082848688UPUPUPDNNEIGHBOR
ING
BU
ILD
INGFOUNDATION
AND
FOOT
INGS
SH4.0490SH4.06DATEREV.
21905 64TH AVENUE W, SUITE 100 MOUNTLAKE TERRACE, WA 98043
FAX. (425) 771-3549PH. (425) 771-3304
Consulting Engineers and Scientists
BY DESCRIPTION
RDL11-25-15 PERMIT SUBMITTAL0DESIGNED BY:SCALE:APPVD. BY:DRAWN BY:DATE:SHEET NO.:JOB NO.OF1081155060NOV. 2015RDLRMSRDLRESIDENCE INN BY MARRIOTT
1200 LAKE WASHINGTON BOULEVARD N
RENTON WASHINGTON
LAST SAVED: 9/1/2017
TTA02-04-16 COMMENT RESPONSE #11
RDL09-01-17 REVISED GRADING PLAN AND INTERFACE WITH ADJACENT BUILDING2
SITE PLAN
SH2.02AS SHOWNSCALE IN FEET02052010NSurvey base drawings from Barghausen dated 11/5/2015.Building backgrounds from Jensen Fay Architecture and Planning PS dated 10/26/2015.SHORING LEGENDEXTENT OF SOIL NAILSPROPERTY LINESOLDIER PILESWALERSREACTION PILESNOTES1)UTILITIES ON BASE MAP ARE SHADED BACK FORILLUSTRATION PURPOSES.2)WHERE SHORING ELEMENTS ARE WITHIN 5 FEET OF EXISTINGELECTRICAL, WATER, SEWER, GAS, COMMUNICATION, ORFIBEROPTIC LINES THE CONTRACTOR IS RESPONSIBLE FOROBTAINING AS BUILTS. IF AS BUILTS ARE NOT AVAILABLEPOTHOLING IS REQUIRED.
8GGDB10PCPDPEPFPGPHPJP2P2P3P3P4P4P1P1PG.2PF.2PE.2PD.2PH.2PC.5P6P5P7PBPAPAPB.5PA.89APKCFF7EP2.5H.5H.5R1 REACTION PILE R4 REACTION PILEW18 X 76 WALERW30 X 90 WALERRAKERS - SEE SCHEDULE2 EACH PER REACTON PILE8" DIA XS PIPECORNER BRACES5 DEG. SKEW NORTHR2 REACTION PILE10 DEG. SKEW NORTH5 DEG. SKEW SOUTH13.9'5.9'6.4'0.4' R3 REACTION PILE1'4.8'14.4'1.1'4'8'8'4'8'8'8'8'8'8'8'8'8'6.8'PERMANENT SOIL NAIL WALL(ENTIRE SOUTH WALL)TEMPORARY SOIL NAIL SHORINGUPUPUPDNNEIGHBORING BUILDINGFOUNDATION AND FOOTINGS6'4'6'6'4'3.8'DATEREV.
21905 64TH AVENUE W, SUITE 100 MOUNTLAKE TERRACE, WA 98043
FAX. (425) 771-3549PH. (425) 771-3304
Consulting Engineers and Scientists
BY DESCRIPTION
RDL11-25-15 PERMIT SUBMITTAL0DESIGNED BY:SCALE:APPVD. BY:DRAWN BY:DATE:SHEET NO.:JOB NO.OF1081155060NOV. 2015RDLRMSRDLRESIDENCE INN BY MARRIOTT
1200 LAKE WASHINGTON BOULEVARD N
RENTON WASHINGTON
LAST SAVED: 9/1/2017
TTA02-04-16 COMMENT RESPONSE #11
RDL09-01-17 REVISED GRADING PLAN AND INTERFACE WITH ADJACENT BUILDING2
SHORING PLAN
SH2.13AS SHOWNNSurvey base drawings from Barghausen dated 11/5/2015.Building backgrounds from Jensen Fay Architecture and Planning PS dated 10/26/2015.SHORING LEGENDEXTENT OF SOIL NAILSPROPERTY LINESOLDIER PILESTEMPORARY SHOTCRETEFACING (4-INCH)WOOD LAGGINGPERMANENT SHOTCRETEFACING (8-INCH)SCALE IN FEET010105RAKER AND REACTION PILE SCHEDULE
ELEVATION (FEET)40203050ELEVATION (FEET)2030405060NORTH WALL ELEVATION1SH3.0SCALE IN FEET0102060SH4.0170807080PBPCPDPEPF{71.5}(69.5){67.5}NORTH WALL SOIL NAIL SCHEDULE GRADEBARLROW1AD32#975215SPACING6 FT O.C.232#9752 156 FT O.C.HORIZ.332#9752156 FT O.C.424#8752 156 FT O.C.524#8752 156 FT O.C.616#7752 156 FT O.C.{62.5}{56.5}{50.5}{44.5}{40.5}123456TERMINATE SHORINGAT EDGE OF THE BASEMENT OF THE ADJACENT BUILDING.ADJUST TOP OF SHORINGBASED ON EXISTING GRADES(65)(59.5)(53.5)(47.5)(42.5)1' (TYP.)(63.5)(64)(62.5)(53)(47)NORTH WALL PROOF TEST SCHEDULE GRADEBARLROW124#97540LENGTH4224#97540UNBOND324#97540418#87528LOAD (KIPS)DESIGNLOAD (KIPS)150% TEST44460606042614#77520430518#87528442FF= EL.41' 6"B.O.F.= EL.39'W12 X 14 VERTICALELEMENTS SET IN 24-INCHDIA. DRILL HOLE BACKFILLEDWITH LEAN CONCRETE (TYP.)FOLD LINE{60}{55}{49.5}{44.5}{40.5}22' BEAMS29' BEAM26' BEAM24' BEAM(52.5)(L=45°)(R=45°)NOTE: SPLAYS APPLY TO ALL ROWS OF SOIL NAILS(R=35°)(R=30°)(R=25°)(R=20°)(R=15°)(R=10°)(R=5°)6.0' TYPELEVATION (FEET)40203050ELEVATION (FEET)2030405060EAST WALL ELEVATION2SH3.0SCALE IN FEET010206070807080P2P3P4P5P6P7FOLD LINE
FOLD LINEFOLD LINESH4.02SH4.038.0' TYPSP-1SP-2SP-3SP-4SP-5SP-6SP-7SP-8SP-9SP-10SP-11CORNER BRACES(TYP.)SPACERS FORWALERS (TYP)[56][56][56][68][68][68][56.5][67.5][56.5][67.5][56.5][67.5][56.5][67.5][56.5][67.5][56.5][67.5][56.5][67.5][56.5][67.5]EAST WALL SOIL NAIL SCHEDULE GRADEBARLROW1AD32#975215SPACING6 FT O.C.232#9752 156 FT O.C.HORIZ.332#9752156 FT O.C.424#9752 156 FT O.C.524#9752 156 FT O.C.{71.5}(70.5)(66)(60.5)(54.5)(48.5)(42.5)(71)(71.5)2'5'5'2'6' (TYP.){68.5}{63.5}{57.5}{51.5}{46.5}{40.5}616#8752 156 FT O.C.123456(L = 35°)(L = 35°)(L = 35°)(L = 35°)(L = 35°)(L = 35°)(L = 30°)(L = 30°)(L = 30°)(L = 30°)(L = 30°)(L = 30°)(L = 25°)(L = 25°)(L = 25°)(L = 25°)(L = 25°)(L = 25°)(L = 20°)(L = 20°)(L = 20°)(L = 20°)(L = 20°)(L = 20°)NOTE: INCREASE LENGTH OF SPLAY NAILS ASFOLLOWS:SPLAY = 35°, L =DRILLED LENGTH + 8'SPLAY = 30°, L = DRILLED LENGTH + 6'SPLAY = 25°, L = DRILLED LENGTH + 3'SPLAY = 20°, L = DRILLED LENGTH + 2'EAST WALL PROOF TEST SCHEDULE GRADEBARLROW124#97540LENGTH4224#97540UNBOND324#97540418#87528LOAD (KIPS)DESIGNLOAD (KIPS)150% TEST44460606042614#77520430518#87528442FF= EL.48'BASE OF FOOTING= EL.45' 6"FF= EL.41' 6"B.O.F.= EL.39'ELEVATION (FEET)40203050ELEVATION (FEET)2030405060SOUTH WALL ELEVATION3SH3.0SCALE IN FEET010206070807080PC.5FOLD LINEPD.2PE.2PF.2PG.2PH.2FPB.5SH4.05PLSOUTH WALL SOIL NAIL SCHEDULE #1GRADEBARLROW1AD34#975215SPACING6 FT O.C.234#9752 156 FT O.C.HORIZ.334#9752156 FT O.C.424#9752 156 FT O.C.SP-12SP-14CORNERBRACE(TYP.)518#8752 156 FT O.C.SOUTH WALL SOIL NAIL SCHEDULE #2GRADEBARLROW1AD32#975215SPACING6 FT O.C.230#9752 156 FT O.C.HORIZ.330#9752156 FT O.C.424#9752 156 FT O.C.518#8752 156 FT O.C.12345TOP OF PERMANENTSHOTCRETE FACINGELEVATION 74.5EXISTING GROUND SURFACEBASE OF FOOTINGSFINISHED FLOORBASE OF4-INCH THICKSHOCRETEFACINGSP-13(65.5)(59.5)(53.5)(48.5)(47.5){74.5}{68.5}{62.5}{56.5}{50.5}{47.0}{39.5}6' (TYP.)SOIL NAIL SCHEDULE #1SOIL NAIL SCHEDULE #2[56.0][56.0][56.0][68.0][68.0][68.0]NOTE: INCREASE LENGTH OF SPLAY NAILS ASFOLLOWS:SPLAY = 20°, L = DRILLED LENGTH + 2'SPLAY = 2° TO 18°, L = DRILLED LENGTHALL SOUTH WALL PERMANENT SOIL NAIL BARSARE EPOXY COATEDSOUTH WALL PROOF TEST SCHEDULE GRADEBARLROW124#97540LENGTH4224#97540UNBOND324#97540418#87528514#77520LOAD (KIPS)DESIGNLOAD (KIPS)150% TEST44446060604230NOTE: ALL SOUTH WALL PERMANENT SOIL NAILBARS ARE EPOXY COATEDNOTE: PROOF TESTS ARE SACRIFICIAL, THEREFORBARS DO NOT NEED TO PROTECTIVE COATING.,NEW DESIGN SLOPESH4.04SH4.06SOIL NAIL SCHEDULE #3SOUTH WALL SOIL NAIL SCHEDULE #3GRADEBARLROW1AD26#875215SPACING6 FT O.C.226#8752 156 FT O.C.HORIZ.318#8752156 FT O.C.412#8752 156 FT O.C.NOTE: ALL SOUTH WALL PERMANENT SOIL NAILBARS ARE EPOXY COATED(71.5)WHERE THE EXISTING GROUND SURFACE BELOW THE TOP OFTHE SOIL NAIL WALL, PLACETHE STRUCTURAL FILL PRIORTO INSTALLATION OF SOIL NAILS(46.5)12342346' (TYP.)5'6' (TYP.)12345{64.5}{67.5}{64.0}{61.5}{59.5}{58.5}{55.5}{54.5}{53.5}{48.5}{49.5}{48.5}{47.5}{43.5}{42.08}{43.7}{45.3}{40.5}(64.5)(62.5)(57.5)(61.5)(71.0)(58.5)(56.5)(55.5)(51.5)(52.5)(51.5)(50.5)(49.5)(48.5)(46.5)(45.5)(44.5)(43.5)(42.5)(41.5)(63.5)(57.5)(60.5)(59.5)(58.5)(54.5)(53.5)(52.5)(47.5)(70)(68.5)(67)(66.25)(65.5)(44.75)5'8.0' TYPFF= EL.41.5'FF= EL.54'FF= EL.61'FF= EL.48'{48.5}{53.5}(54.5){54.2}{43.5}TOP OF PERMANENTSHOTCRETE FACINGELEVATION 61.84{60.84}{67.67}{68.67}{74.5}DATEREV.
21905 64TH AVENUE W, SUITE 100 MOUNTLAKE TERRACE, WA 98043
FAX. (425) 771-3549PH. (425) 771-3304
Consulting Engineers and Scientists
BY DESCRIPTION
RDL11-25-15 PERMIT SUBMITTAL0DESIGNED BY:SCALE:APPVD. BY:DRAWN BY:DATE:SHEET NO.:JOB NO.OF1081155060NOV. 2015RDLRMSRDLRESIDENCE INN BY MARRIOTT
1200 LAKE WASHINGTON BOULEVARD N
RENTON WASHINGTON
LAST SAVED: 9/1/2017
TTA02-04-16 COMMENT RESPONSE #11
RDL09-01-17 REVISED GRADING PLAN AND INTERFACE WITH ADJACENT BUILDING2
NORTH, EAST, AND SOUTH ELEVATION VIEWS
SH3.04AS SHOWNLEGEND- SOIL NAIL ROW- SOIL NAIL- TEST NAIL- SOIL NAIL ELEVATION- SHOTCRETE JOINT ELEVATION- BRACE ELEVATION.1(379){376}[381.0]- DRILLED NAIL LENGTH (FEET)- NAIL BAR SIZE- NAIL BAR STEEL GRADE (Fy)- NAIL DECLINATION (DEGREES) UNLESS SHOWN OTHERWISE ON PLANS- SPLAY ANGLE AND DIRECTION OF SPECIFIC NAIL(L = LEFT, R = RIGHT)- ALLOWABLE DESIGN NAIL PULLOUT RESISTANCE (K/FT)LBARGRADE(L =15°)AD
ELEVATION (FEET)20304050607080NORTH WALL SECTION1SH4.0SCALE IN FEET01020ELEVATION (FEET)20304050607080EAST WALL SECTION2SH4.0SCALE IN FEET01020ELEVATION (FEET)20304050607080EAST WALL SECTION3SH4.0SCALE IN FEET01020ELEVATION (FEET)20304050607080SOUTH WALL SECTION4SH4.0SCALE IN FEET01020P2P1PLPCPBPAPLPCP4PBPAPL9090P6P790LEVEL 1 FF = 41' 6"LEVEL 1 FF = 41' 6"LEVEL 1 FF = 47.85' (RAMP)LEVEL 1 FF = 41' 6"LEVEL 1FF = 48' 0"ROW 115°ROW 2ROW 3ROW 6ROW 5ROW 4ROW 115°ROW 2ROW 3ROW 4ROW 5ROW 6ROW 115°ROW 2ROW 4ROW 5SOLDIER PILER2 REACTION PILETOP OF STRUCTURALCONCRETE = EL 40'RAKERSWALERSTOP OF REACTIONPILES = EL 44'8" PERMANENTSHOTCRETE FACINGGARAGE WALL PERSTRUCTURAL DRAWINGSELEVATION (FEET)20304050607080SOUTH WALL SECTION5SH4.0SCALE IN FEET01020P6P790LEVEL 1 FF = 44' 10" (RAMP)ROW 115°ROW 2ROW 3ROW 4ROW 58" PERMANENTSHOTCRETE FACINGGARAGE WALL PERSTRUCTURAL DRAWINGSNEW SLOPEELEVATION (FEET)20304050607080SOUTH WALL SECTION6SH4.0SCALE IN FEET01020P6P790LEVEL 1 FF = 41.12' (RAMP)15°ROW 2ROW 2ROW 4GARAGE WALL PERSTRUCTURAL DRAWINGGARAGE WALL PERSTRUCTURAL DRAWINGSNEW SLOPELEVEL 2 FF = 60.0' (RAMP)ROW 3EXISTING GROUND SURFACEEXISTING GROUND SURFACEEXISTING GROUND SURFACEEXISTING GROUND SURFACEEXISTING GROUND SURFACEDATEREV.
21905 64TH AVENUE W, SUITE 100 MOUNTLAKE TERRACE, WA 98043
FAX. (425) 771-3549PH. (425) 771-3304
Consulting Engineers and Scientists
BY DESCRIPTION
RDL11-25-15 PERMIT SUBMITTAL0DESIGNED BY:SCALE:APPVD. BY:DRAWN BY:DATE:SHEET NO.:JOB NO.OF1081155060NOV. 2015RDLRMSRDLRESIDENCE INN BY MARRIOTT
1200 LAKE WASHINGTON BOULEVARD N
RENTON WASHINGTON
LAST SAVED: 9/1/2017
TTA02-04-16 COMMENT RESPONSE #11
RDL09-01-17 REVISED GRADING PLAN AND INTERFACE WITH ADJACENT BUILDING2
CROSS SECTIONS
SH4.05AS SHOWN
MAIN MESH REINFORCEMENTWWF 4X4 - W4.0 X W4.0(CENTER IN SHOTCRETE WALL)(2) #4 CONTINUOUSHORIZONTAL WALER BARSVERTICALLY SPACED 6" OC ANDCENTERED BENEATH PLATE(2) #4 30" VERTICAL BEARING BARS HORZ SPACED 6" OCCENTERED BENEATH PLATETEMPORARY SHOTCRETE JOINT DETAIL2SH5.0NOT TO SCALETEMPORARY SHOTCRETE FACING ANDTEMPORARY NAIL DETAIL (ELEVATION VIEW)4SH5.0NOT TO SCALE4" THICK TEMP SHOTCRETE FACEGEOCOMPOSITEDRAINAGE BOARD(FILTER GEOTEXTILEAGAINST SOIL FACE)4" (MIN) OVERLAP12" (MIN) OVERLAP FOR WWF45°BACKFILL LAP TRENCH AT 45°ANGLE TO CREATE ANGLEDJOINT AS SHOWNCLEAN SHOTCRETE JOINTSIN ACCORDANCE WITH THESPECIFICATIONS PRIOR TOSHOTCRETING THE NEXTLIFTTEMPORARY DRAINAGE DETAIL3SH5.0NOT TO SCALE4" THICK TEMP SHOTCRETE FACEGEOCOMPOSITEDRAINAGE BOARD(FILTER GEOTEXTILEAGAINST SOIL FACE)WEEPHOLEBASEMENT WALLS POURED FLUSHAGAINST THE SHORING SHOULD BEPROVIDED WITH DRAINAGE BY PLACING100 PERCENT COVER OF GEOCOMPOSITEDRAIN AGAINST THE SHORING WALL4" THICK TEMP SHOTCRETE FACE529 TO 35421 TO 28314 TO 2028 TO 13NUMBER OFCENTRALIZERSNAIL LENGTH(FT)NOT TO SCALESH5.01TEMPORARY SHOTCRETE FACING ANDTEMPORARY NAIL DETAIL - PROFILE VIEW6" MIN. DIA.CENTRALIZERS (SPACED 7' MAX. O.C.)SOIL NAIL BARBIRD'S BEAK FILLEDWITH SHOTCRETEL = SOIL NAIL LENGTHGEOCOMPOSITEDRAINAGE BOARDNOTE:PLACE WWF, VERT BEARING BARS, AND HORZ WALERBARS IN CENTER OF WALL.(2) #4 30" VERTICAL BEARING BARS HORZ SPACED 6" OCCENTERED BENEATH PLATE(2) #4 CONTINUOUSHORIZONTAL WALER BARSVERTICALLY SPACED 6" OC ANDCENTERED BENEATH PLATEHEX NUT TO MATCH NAIL BARSOIL NAILPL 1/2" x 8" x 8" (TYP.)(OVERSIZED CENTERHOLE = BAR DIA + 1/4")MESH REINFORCEMENTWWF 4 X 4 - W4.0 X W4.0(CENTERED IN SHOTCRETE WALL)TEMPSHOTCRETENOT TO SCALESH5.05TEMPORARY WALL DRAINAGE DETAIL,SOIL NAIL WALLNOTE:ADD 1-1/2" DIA. NOMINAL PVC WEEP PIPES 12" FROMBASE OF SHOTCRETE12" (TYP)VERTICAL GEOCOMPOSITEDRAINAGE BOARD STRIP (TYP)(SEE SPECIFICATIONSFOR REQUIREMENT)5' TO 6' HORZ SPACING (TYP) FOR SOILNAIL SEE DETAIL 3/SH5.0TEMP SHOTCRETELIFT JOINT (TYP)SEE DETAIL 2/SH5.0TOP TEMP SHOTCRETE WALLPL 1/2" x 8" x 8" (TYP.)(OVERSIZED CENTERHOLE = BAR DIA + 1/4")WEEP HOLE (TYP)SEE DETAIL 3/SH5.0NOT TO SCALESH5.06HEAD STUD AND PLATE DETAIL1.5" (TYP)1.5" (TYP)8"8"PLATE 3/4 " X 8" X 8"OVERSIZED CENTER HOLE= BAR DIA + 1/4" HEADED STUDS CONFORMINGTO AWS D1.1 CHAPTER 7 TYPE A3/4" DIA X 6" NOMINAL LENGTHARRANGED ON PLATE IN 5" X 5"SQUARE PATTERNPERMANENT FACINGPLACED AT C OFREINFORCINGWWF 4 X 4 - W4.0 X W4.0PLACED AT C OF SHOTCRETELLGR. 75 STEEL BAR WITH EPOXY CORROSION CENTRALIZERPROTECTION AND CENTRALIZERSNAIL GROUTSHOTCRETE CONSTRUCTION FACING SHOTCRETE OR NAIL GROUTWALER BARS (2) #4 - DEFORMED STEEL BARS@ 6 O.C. CONTINUOUS BEHIND PLATEPERMANENT SHOTCRETE FACING8"4"#4 @ 12" O.C.8" X 8" X 3/4" THICK MILDSTEEL PLATE, SEE DETAIL 6 FORHEADED STUD CONNECTIONSTEEL BAR TO PROTRUDE FROMSOIL FACE TO PROVIDE BAR ENDWITH MIN. 2" COVERSTEEL SPHERICAL SEATNUT OR HEX NUT WITHBEVELED WASHER2' CLEARCONSTRUCTION FACINGNOT TO SCALESH5.08PERMANENT SOIL NAIL WALL SHOTCRETE DETAILPERM SHOTCRETE WALLSHOTCRERTEFOOTING#5 REINFORCING BARSAT 10" O.C. HORIZ ANDVERT AT CENTER OF WALL#5 REBAR(LOGITUDINAL)FINISHED GRADE PER CIVIL DRAWINGS24"12"3"3"#5 REBAR AT 10" O.C.(TRANSVERSE)18"24" LAP (MIN.)3"TEMP SHOTCRETE WALL8"NOT TO SCALE10PERMANENT SOIL NAIL WALL FOOTING DETAILSH5.0DRAIN BOARD STRIPSVERT PERM GEOCOMPOSITE16" LAP (MIN)45°LAP FOR WWF
12 INCH MIN CLEAN SHOTCRETE JOINTS INACCORDANCE WITH THESPECIFICATIONS PRIORTO SHOTCRETE NEXT LIFTBACKFILL REBAR LAP AT45 DEGREE ANGLE TO CREATEANGLED JOINT AS SHOWNNOT TO SCALE9PERMANENT SHOTCRETE WALL JOINT DETAILSH5.0NOT TO SCALE7PERMANENT SHOTCRETE WALL DRAINAGESH5.0NOTE:ADD 2" DIA. NOMINAL PVC WEEP PIPES 16" FROM BASEOF FOOTING12" (TYP)48" WIDE VERTICALGEOCOMPOSITEDRAINAGE BOARD STRIP (TYP)(SEE SPECIFICATIONSFOR REQUIREMENT)5' TO 6' HORZ SPACING (TYP)TOP PERMANENT SHOTCRETE WALLH = TOP OF WALL
TO BASE OF FOOTING5/16"TYPDATEREV.
21905 64TH AVENUE W, SUITE 100 MOUNTLAKE TERRACE, WA 98043
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Consulting Engineers and Scientists
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RDL11-25-15 PERMIT SUBMITTAL0DESIGNED BY:SCALE:APPVD. BY:DRAWN BY:DATE:SHEET NO.:JOB NO.OF1081155060NOV. 2015RDLRMSRDLRESIDENCE INN BY MARRIOTT
1200 LAKE WASHINGTON BOULEVARD N
RENTON WASHINGTON
LAST SAVED: 9/1/2017
TTA02-04-16 COMMENT RESPONSE #11
RDL09-01-17 REVISED GRADING PLAN AND INTERFACE WITH ADJACENT BUILDING2
DETAILS (1 OF 3)SH5.06AS SHOWN
WEEP DRAINGEOCOMPOSITE DRAINNOT TO SCALESH5.11PERMANENT SOIL NAIL SECTIONOUTSIDE OF PARKING GARAGEFLOAT FINISH ORAS SPECIFIED BYTHE ARCHITECT8" PERMANENTSHOTCRETE FACING12"18"FOOTING DRAINPER CIVIL DRAWINGS24"FINISHED GRADEPER CIVIL DRAWINGSEXTEND GEOCOMPOSITE DRAINTO WITHIN 12" OF FINISHED GRADE4" TEMPORARYSHOTCRETE FACINGEXTEND PERMANENT FACING ABOVEGROUND SURFACE PER THE ELEVATIONCALLOUTS IN THE ELEVATION DRAWINGSFINISHED GRADE PERTHE CIVIL DRAWINGSWEEP HOLE TEMPORARY GEOCOMPOSITE DRAINNOT TO SCALESH5.12PERMANENT SOIL NAIL SECTIONOUTSIDE OF PARKING GARAGEFLOAT FINISH ORAS SPECIFIED BYTHE ARCHITECT8" PERMANENTSHOTCRETE FACING12"FOOTING PER THESTRUCTURAL DRAWINGSFINISHED GRADE PER THEARCHITECTURAL DRAWINGSEXTEND GEOCOMPOSITE DRAINTO WITHIN 12" OF FINISHED GRADE4" TEMPORARYSHOTCRETE FACINGEXTEND PERMANENT FACING ABOVEGROUND SURFACE PER THE ELEVATIONCALLOUTS IN THE ELEVATION DRAWINGSFINISHED GRADE PERTHE CIVIL DRAWINGSTOP DECKOF PARKINGGARAGEGARAGE WALL PER THESTRUCTURAL DRAWINGSWEEP HOLEWALL DRAINAGE AND WATERPROOFINGPER THE ARCHITECTURAL DRAWINGSSOLDIER PILE4" THICK TREATED HEM-FIRNO. 2 OR BETTERVARIABLEWOOD LAGGING DETAIL3SH5.1NOT TO SCALELAGGING BACKFILL SHAFT BACKFILLED WITHLEAN CONCRETESOLDIER PILE WALL NORTH END DETAIL4SH5.1NOT TO SCALETEMPORARY SHOTCRETE FACINGSEE DETAIL 1 ON SH-5.0LEAN MIXTEMPORARY WOOD LAGGINGSEE DETAIL 3 ON SH5.1SOLDIER PILEPER PILE SCHEDULE1' MIN.TYPICAL SOLDIER PILE SECTION5SH5.1NOT TO SCALERAKER OR CORNER BRACINGPER SHEET SH-2.14-INCH WOOD LAGGINGOR SHOTCRETE FACINGSTEEL WIDE FLANGE SECTONEXCAVATION DEPTHRETAINED SOILSBACKFILL SHAFT WITH LEAN CONCRETEFRONT FACE OF FLANGE PER SHEET SH2.1SOIL NAIL (TYP.)SOIL NAIL (TYP.)WOOD LAGGING ANGLE DETAIL6SH5.1NOT TO SCALE18" X 14" STEEL PLATEWITH 4 LAG BOLTSPER LAGGING BOARDSOLDIER PILE SHAFT BACKFILLED WITHLEAN CONCRETEDATEREV.
21905 64TH AVENUE W, SUITE 100 MOUNTLAKE TERRACE, WA 98043
FAX. (425) 771-3549PH. (425) 771-3304
Consulting Engineers and Scientists
BY DESCRIPTION
RDL11-25-15 PERMIT SUBMITTAL0DESIGNED BY:SCALE:APPVD. BY:DRAWN BY:DATE:SHEET NO.:JOB NO.OF1081155060NOV. 2015RDLRMSRDLRESIDENCE INN BY MARRIOTT
1200 LAKE WASHINGTON BOULEVARD N
RENTON WASHINGTON
LAST SAVED: 9/1/2017
TTA02-04-16 COMMENT RESPONSE #11
RDL09-01-17 REVISED GRADING PLAN AND INTERFACE WITH ADJACENT BUILDING2
DETAILS (2 OF 3)SH5.17AS SHOWN
CORNER BRACE DETAILS9SH5.2NOT TO SCALEELEVATIONPLANPROFILEPL 3/4 X 16 X 161/4"CORNER BRACE5/16" 7.5"PL 3/4 X 16 X 16WIDE FLANGESECTIONSOLDIER PILE STIFFENERS2 PAIRS EACH SIDECENTERED BENEATH PLATEPL 1/2 X FLANGE WIDTHCUT TO LENGTHCORNER BRACE8" DIA X-STRONGSTEEL PIPE5/16" 12"SOLDIER PILE STIFFENERS2 PAIRS EACH SIDE CENTEREDBENEATH PLATE PL 1/2 X FLANGE WIDTHCUT TO LENGTH. WELD ON WEB,BEAR ON FLANGESWIDE FLANGESECTIONCORNER BRACEPL 3/4 X 16 X 161/4"SOLDIERPILERAKED BRACEPROFILERAKED BRACESEE SCHEDULESOLDIER PILEWALE OFFSET8" Ø STD PIPEWALE OFFSET8" Ø STD PIPEWALERSTIFFENER (TYP) PL 34 X FLANGE WIDTH, 2 EA. SIDE OF WEB1/4"PLANSOLDIER PILEPROFILESOLDIER PILEWALE OFFSET 8" Ø STD PIPEWALER OFFSET 8"Ø STD PIPEWALERPLANWALE18"CLR.18"CLR.PROFILEPLANW40 X 27848" Ø DRILLED SHAFTBACKFILLED WITHSTRUCTURAL CONCRETEDRILLED SHAFT5'25'ELEV. 46.5 FEETTYP. EACHSTIFFENERWALER/RAKER CONNECTION DETAIL7SH5.2NOT TO SCALEWALER/OFFSET CONNECTION DETAIL8SH5.2NOT TO SCALERI AND R2 REACTION PILECONNECTION DETAIL5SH5.2NOT TO SCALER3 AND R4 REACTION PILES DETAIL4SH5.2NOT TO SCALEW40 X 2781'8"1/4"PL 3/4 X 18 X 18PL 3/4 X 16 X 161/4"WALE12"5' DRILLED SHAFT48"X36"X112" PLATE48"W36X194REACTIONPILE5/16" 15"5/16" 15"1" ENDPLATE34" STIFFENERPLATE EACH SIDE1/4"JACK TEMPORARY CONNECTIONTO BE DESIGNED BY CONTRACTORAND SUBMITTED TO ENGINEERFOR APPROVAL15" MINPER RAKER SCHEDULECALIBRATED JACKEACH SIDE1/4"1/4"ANNULAR SPACE TO BEFILLED WITH STRUCTURALCONCRETERAKER PERSCHEDULE5'12" MAXTWO W36X194REACTION PILESPROFILEPLANW40X278REACTIONPILE4' DR
I
LL
ED
SHA
F
T
PER RAKER SCHEDULEPER RAKER SCHEDULE60"X30"X112" PLATE12"7" MIN12"7" MIN5/16" 7"5/16" 7"1" ENDPLATEJACK TEMPORARY CONNECTIONSTO BE DESIGNED BY CONTRACTORAND SUBMITTED TO ENGINEERFOR APPROVALCALIBRATED JACKEACH SIDE1/4"60"ANNULAR SPACE TO BEFILLED WITH STRUCTURALCONCRETEUPPER RAKERPER SCHEDULELOWER RAKERPER SCHEDULER3 AND R4 REACTION PILECONNECTION DETAIL3SH5.2NOT TO SCALEPROFILEPLANW36 X 18460 Ø DRILLED SHAFTBACKFILLED WITHSTRUCTURAL CONCRETEDRILLED SHAFT4'30'ELEV. 40 FEETR1 AND R2 REACTION PILES DETAIL6SH5.2NOT TO SCALETWO W36 X1841'SOLDIER PILECL OF RAKEDBRACE AT PILEUPPER RAKED BRACEWALEWALE OFFSETBERM (SEE NOTE)SLOPE AT 1H : 1V ORFLATTER8 FT MAX.10 FT MIN.2-FT WIDE (MAX.) SLOTFOR RAKED BRACEINSTALLATIONNOTE: BERM SHALL NOT BE EXCAVATED UNTIL ALL OF THE FOLLOWING CONDITIONS ARE MET:A.WALE, WALE OFFSET, RAKED BRACES AND REACTION PILES HAVE BEEN INSTALLED.B.STRUCTURAL CONCRETE IN REACTION PILES HAVE ACHIEVED MIN. STRENGTH OF 3000 PSI.R-1 & R2 REACTION PILE UPPER BRACEDRAKED PILE DETAIL1SH5.2NOT TO SCALESOLDIER PILECL OF RAKED BRACE AT PILEUPPER RAKED BRACEWALEWALE OFFSETBERM (SEE NOTE)SLOPE AT 1.5H : 1V ORFLATTER3 FT MAX.10 FT MIN.2-FT WIDE (MAX.) SLOTFOR RAKED BRACEINSTALLATIONNOTE: BERM SHALL NOT BE EXCAVATED UNTIL ALL OF THE FOLLOWING CONDITIONS ARE MET:A.WALE, WALE OFFSET, RAKED BRACES AND REACTION PILES HAVE BEEN INSTALLED.B.STRUCTURAL CONCRETE IN REACTION PILES HAVE ACHIEVED MIN. STRENGTH OF 3000 PSI.R-1 & R2 REACTION PILE LOWER BRACEDRAKED PILE DETAIL2SH5.2NOT TO SCALELOWER RAKED BRACEELEV. 44 FEETELEV. 51.5 FEETPIPE 8" STD STRUTNOTE: PIPE STRUT MAY BEREMOVED AFTER RAKER ISSTRESSED AND AFFIXED TOREACTION PILE12" THICK PLATECUT TO FIT1/4"1/4"1/4"1/4"1/4"1/4"1/4"TYP1/4"TYPDATEREV.
21905 64TH AVENUE W, SUITE 100 MOUNTLAKE TERRACE, WA 98043
FAX. (425) 771-3549PH. (425) 771-3304
Consulting Engineers and Scientists
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RDL11-25-15 PERMIT SUBMITTAL0DESIGNED BY:SCALE:APPVD. BY:DRAWN BY:DATE:SHEET NO.:JOB NO.OF1081155060NOV. 2015RDLRMSRDLRESIDENCE INN BY MARRIOTT
1200 LAKE WASHINGTON BOULEVARD N
RENTON WASHINGTON
LAST SAVED: 9/1/2017
TTA02-04-16 COMMENT RESPONSE #11
RDL09-01-17 REVISED GRADING PLAN AND INTERFACE WITH ADJACENT BUILDING2
DETAILS (3 OF 3)SH5.28AS SHOWN
SECTION 2330 - DRILLED SOLDIER PILES ANDREACTION PILES1.1 GENERALA. THE WORK SHALL CONSIST OF DRILLING SHAFTS AND INSTALLING THESOLDIER PILES AND REACTION PILES AS SPECIFIED HEREIN AND SHOWN ON THEPLANS. THE CONTRACTOR SHALL FURNISH ALL LABOR, MATERIALS, ANDEQUIPMENT REQUIRED FOR COMPLETING THE WORK.B. A PRE-CONSTRUCTION MEETING SHALL BE HELD PRIOR TO THE START OFTHE WORK AND SHALL BE ATTENDED BY THE OWNER'S REPRESENTATIVES, THEENGINEER, THE PRIME CONTRACTOR, THE EXCAVATION CONTRACTOR, THEDRILLED SOLDIER PILE SPECIALTY CONTRACTOR, AND CITY OF RENTONPERSONNEL (IF REQUIRED). THE PRE-CONSTRUCTION MEETING SHALL BECONDUCTED TO CLARIFY THE CONSTRUCTION REQUIREMENTS FOR THE WORK,TO COORDINATE THE CONSTRUCTION ACTIVITIES, AND TO IDENTIFYCONTRACTUAL RELATIONSHIPS AND RESPONSIBILITIES.C. UTILITIES SHOWN ON THE PLANS ARE FOR INFORMATIONAL PURPOSES ONLY.THE CONTRACTOR IS RESPONSIBLE FOR FIELD LOCATING AND VERIFYING THELOCATION OF ALL UTILITIES SHOWN ON THE PLANS PRIOR TO STARTING THEWORK. THE CONTRACTOR SHALL MAINTAIN UNINTERRUPTED SERVICE FORTHOSE UTILITIES DESIGNATED TO REMAIN IN SERVICE THROUGHOUT THE WORK.1.2 QUALITY ASSURANCEA. THE CONTRACTOR SHALL SUBMIT A REFERENCE LIST INDICATING THESUCCESSFUL COMPLETION OF AT LEAST FIVE DRILLED SOLDIER PILE PROJECTSOF A SIMILAR NATURE AND COMPLETED DURING THE LAST 3 YEARS. A BRIEFDESCRIPTION OF EACH PROJECT WITH THE OWNER'S NAME AND CURRENTPHONE NUMBER SHALL BE INCLUDED.B. THE CONTRACTOR'S SUPERINTENDENT SHALL HAVE A MINIMUM OF 3 YEARSOF EXPERIENCE SUPERVISING DRILLED SOLDIER PILE CONSTRUCTION AND THEDRILL OPERATORS AND ON-SITE SUPERVISORS SHALL HAVE A MINIMUM OF 1YEAR OF EXPERIENCE INSTALLING DRILLED SOLDIER PILES. PRIOR TO STARTINGTHE WORK, THE CONTRACTOR SHALL SUBMIT A LIST IDENTIFYING THESUPERINTENDENT, DRILL RIG OPERATORS, AND ON-SITE SUPERVISORSASSIGNED TO THE PROJECT. THE LIST SHALL CONTAIN A SUMMARY OF EACHINDIVIDUAL'S EXPERIENCE AND SHALL BE SUFFICIENTLY COMPLETE FOR THEENGINEER TO EVALUATE THE INDIVIDUAL'S QUALIFICATIONS.C. THE ENGINEER MAY SUSPEND THE WORK IF THE CONTRACTOR SUBSTITUTESNON-APPROVED PERSONNEL FOR APPROVED PERSONNEL. THE CONTRACTORSHALL BE FULLY LIABLE FOR ADDITIONAL COSTS RESULTING FROM THESUSPENSION OF WORK AND NO ADJUSTMENTS IN THE CONTRACT TIMERESULTING FROM THE WORK SUSPENSION SHALL BE ALLOWED.1.3 CONSTRUCTION TOLERANCESA. SHAFTS SHALL BE CONSTRUCTED SO THAT THE CENTER AT THE TOP OF THESHAFT IS WITHIN 3 INCHES OF THE PLAN LOCATION. SHAFTS SHALL BE PLUMB,TO WITHIN 1.0% OF THE LENGTH BASED ON THE TOTAL LENGTH OF THE SHAFT.THE ELEVATION AT THE TOP OF SHAFT SHALL BE +/-3 INCHES FROM THE PLANLOCATION. DURING CONSTRUCTION FOR THE SHAFTS, THE CONTRACTOR SHALLMAKE FREQUENT CHECKS ON THE PLUMBNESS, ALIGNMENT, AND DIMENSIONSOF THE SHAFTS. ANY DEVIATION EXCEEDING THE ALLOWABLE TOLERANCESSHALL BE CORRECTED IMMEDIATELY.B. THE STEEL SOLDIER PILES SHALL BE PLACED SO THAT THE CENTER LINE OFTHE PILE IS WITHIN 1 INCH OF THE PLAN LOCATION. THE STEEL SOLDIER PILESHALL BE PLUMB TO WITHIN 0.5% OF THE EXPOSED PILE LENGTH. THE TOPELEVATION OF THE STEEL SOLDIER PILE SHALL BE WITHIN 1 INCH OF THE PLANELEVATION.1.4 SUBMITTALSA. THE FOLLOWING SUBMITTALS SHALL BE PROVIDED BY THE CONTRACTORFOR THE ENGINEER'S REVIEW AND APPROVAL. THE CONTRACTOR WILL NOT BEALLOWED TO BEGIN WALL CONSTRUCTION UNTIL ALL SUBMITTALREQUIREMENTS ARE SATISFIED AND FOUND ACCEPTABLE TO THE ENGINEER.CHANGES OR DEVIATIONS FROM THE APPROVED SUBMITTALS MUST BERE-SUBMITTED FOR APPROVAL. NO ADJUSTMENTS IN CONTRACT TIME WILL BEALLOWED DUE TO INCOMPLETE SUBMITTALS. AT LEAST 5 BUSINESS DAYS PRIORTO INITIATING THE WORK, THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER: 1. WORKING DRAWINGS INDICATING STEEL PILE FABRICATION DETAILS AND MATERIALS. 2. CONCRETE MIX DESIGNS AND PLACEMENT PROCEDURES. 3. SHAFT INSTALLATION PLAN, PROVIDING AT LEAST THE FOLLOWING INFORMATION: A) LIST AND DESCRIPTION OF PROPOSED EQUIPMENT TO BE USED, INCLUDING BUT NOT LIMITED TO, CRANES, DRILLS, AUGERS, BAILING BUCKETS, FINAL CLEANING EQUIPMENT, TREMIES, PUMPS, ETC. B) THE CONSTRUCTION SEQUENCE AND THE ORDER OF SHAFT CONSTRUCTION. C) DETAILS OF SHAFT EXCAVATION METHODS INCLUDING METHODS TO CLEAN THE SHAFT EXCAVATION. D) DETAILS OF THE SHAFTS AND CASING. E) DETAILS OF SOLDIER PILE PLACEMENT METHODS INCLUDING INTERNAL SUPPORT BRACING AND CENTRALIZATION METHODS. F) DETAILS OF CONCRETE PLACEMENT METHODS INCLUDING EQUIPMENT AND PROCEDURES FOR CONCRETING THROUGH A CONDUIT OR TREMIE. G) THE METHOD TO BE USED TO PREVENT CAVING (TEMPORARY CASING, SLURRY, OR OTHER METHODS).1.5 MATERIALS15.1 STRUCTURAL STEELA. ALL STRUCTURAL STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTMA992, UNLESS SHOWN OTHERWISE ON THE PLANS.1.5.2 WELD ELECTRODES AND HEADED STUDSA. WELD ELECTRODES SHALL BE E70XX AND SHALL CONFORM TO AWS D1.1-88.B. HEADED STUDS SHALL CONFORM TO ASTM A307.1.5.3 LEAN CONCRETE1.5.3.1 GENERALA. WHERE INDICATED ON THE PLANS, THE CONTRACTOR SHALL FURNISHPLANT, LABOR, AND MATERIALS AND PERFORM ALL OPERATIONS NECESSARY TOFURNISH, PLACE, AND INSTALL LEAN CONCRETE FOR DRILLED SOLDIER PILESHAFTS.1.5.3.2 MIX REQUIREMENTSA. LEAN CONCRETE FOR DRILLED SHAFTS SHALL BE PROPORTIONED TO MEETTHE FOLLOWING REQUIREMENTS: 1. CEMENTITIOUS MATERIAL CONTENT SHALL BE NOT LESS THAN 141 POUNDS PER CUBIC YARD. 2. CEMENTITIOUS MATERIAL MAY BE PORTLAND CEMENT, BLENDED HYDRAULIC CEMENT, OR A COMBINATION OF PORTLAND CEMENT AND FLY ASH AS FOLLOWS: A) PORTLAND CEMENT SHALL CONFORM TO THE REQUIREMENTS OF AASHTO M85/ASTM C150. B) BLENDED HYDRAULIC CEMENT SHALL CONFORM TO THE REQUIREMENTS OF ASTM C595 TYPE 1P(MS). C) FLY ASH SHALL CONFORM TO THE REQUIREMENTS OF AASHTO M295. 3. SLUMP, INCLUDING WATER-REDUCING ADMIXTURES, SHALL BE NO LESS THAN 4 INCHES AND NO GREATER THAN 8 INCHES.B. ADMIXTURES SHALL CONFORM TO THE REQUIREMENTS OF ASTM C494,SHALL BE USED IN ACCORDANCE WITH THE MANUFACTURER'SRECOMMENDATIONS, AND SHALL BE APPROVED BY THE ENGINEER.C. AGGREGATES SHALL CONFORM TO THE REQUIREMENTS OF AASHTOM6/ASTM C33 FOR FINE AGGREGATES AND AASHTO M80, CLASS B FOR COARSEAGGREGATES.1.5.4 STRUCTURAL CONCRETE1.5.4.1 GENERALA. WHERE INDICATED ON THE PLANS, THE CONTRACTOR SHALL FURNISHPLANT, LABOR, AND MATERIALS AND PERFORM ALL OPERATIONS NECESSARY TOFURNISH, PLACE, AND INSTALL STRUCTURAL CONCRETE FOR DRILLED SOLDIERPILE SHAFTS.1.5.4.2 QUALITY ASSURANCEA. ENSURE THAT ALL OPERATING STAFF AND SUPERVISORY PERSONNEL AREFULLY TRAINED AND EXPERIENCED TO PRODUCE CONCRETE MEETING THEREQUIREMENTS OF THIS SECTION.B. SAMPLE AND TEST AGGREGATES, WATER, AND CONCRETE AS DESCRIBED INTHIS SECTION.1.5.4.3 SUBMITTALSA. SUBMIT ALL PROPOSED CONCRETE MIX DESIGNS TO THE ENGINEER FORAPPROVAL AS SOON AS POSSIBLE PRIOR TO ORDERING MATERIALS. INCLUDECONCRETE MIX PROPORTIONS, SLUMP OF CONCRETE, AND USE OFADMIXTURES.B. SUBMIT DESCRIPTION OF PROPOSED CONCRETE MIXING AND PUMPINGEQUIPMENT.C. PROVIDE TEST REPORTS AND CERTIFICATES SHOWING RESULTS ANDRECORDS OF TESTS CONDUCTED UNDER THIS SECTION. WHERE APPLICABLE,SHOW THE EXACT LOCATION WHERE THE TEST CONCRETE WAS PLACED.PROVIDE ONE (1) COPY OF ALL INSPECTION AND TEST RESULTS TO THEENGINEER IMMEDIATELY AFTER THE INSPECTION AND TESTING HAS BEENCOMPLETED.D. SUBMIT ONE COPY OF CONCRETE DELIVERY TICKET TO THE ENGINEER ATTHE TIME THE CONCRETE IS DELIVERED.1.5.4.4 REFERENCED STANDARDSA. THE FOLLOWING STANDARDS ARE REFERRED TO IN THIS SECTION: ACI 301 SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS. ACI 304 GUIDE FOR MEASURING, MIXING, TRANSPORTING, AND PLACING CONCRETE. ACI 318 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE. ASTM C33 SPECIFICATION FOR CONCRETE AGGREGATES. ASTM C39 STANDARD METHOD OF TEST FOR COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS. ASTM C150 SPECIFICATION FOR PORTLAND CEMENT. ASTM C260 SPECIFICATION FOR AIR-ENTRAINING ADMIXTURES FOR CONCRETE. ASTM C494 SPECIFICATION FOR CHEMICAL ADMIXTURES FOR CONCRETE.1.5.4.5 PRODUCT DELIVERY, STORAGE, AND HANDLINGA. STORE ALL CEMENT, AGGREGATES, ADMIXTURES AND OTHER MATERIALS INACCORDANCE WITH ACI 301 AND ACI 304.B. PROTECT MATERIALS FROM DAMAGE, WEATHER, AND DETERIORATION.1.5.4.6 REJECTED CONCRETEA. IN THE EVENT THAT CONCRETE CONSTRUCTION FAILS TO CONFORM TO THEREQUIREMENTS OF THIS SECTION, THE CONTRACTOR MAY BE REQUIRED TOREPAIR OR REMOVE AND REPLACE THE UNSATISFACTORY CONCRETE IN AMANNER SATISFACTORY TO THE ENGINEER. SUCH REPAIR OR REMOVAL ANDREPLACEMENT SHALL BE PERFORMED BY THE CONTRACTOR AT HIS OWNEXPENSE. WHEN THE ENGINEER RULES THAT SUCH REPAIR OR REMOVAL ANDREPLACEMENT IS REQUIRED, HE WILL NOTIFY THE CONTRACTOR IN WRITING,STATING THE EXTENT OF THE REPAIR OR REPLACEMENT TO BE MADE.1.5.4.7 MIX REQUIREMENTSA. DETERMINE THE MIX PROPORTIONS IN ACCORDANCE WITH ACI 301 AND THISSECTION.B. USE EITHER TYPE I, II, III, OR IV PORTLAND CEMENT, IN ACCORDANCE WITHAASHTO M85/ASTM C150. USE THE SAME MANUFACTURER THROUGHOUT THEWORK.C. ALL AGGREGATES SHALL CONFORM TO ACI 301 AND ASTM C33/AASHTO M6FOR FINE AGGREGATES AND AASHTO M80, CLASS B FOR COARSE AGGREGATES.MAINTAIN UNIFORMITY OF AGGREGATE QUALITY THROUGHOUT THE WORK.D. MIXING WATER SHALL BE POTABLE.E. ADMIXTURES: 1. OBTAIN THE WRITTEN AUTHORIZATION OF THE ENGINEER PRIOR TO USING ADMIXTURES. USE THE SAME APPROVED ADMIXTURES THROUGHOUT THE WORK. 2. AIR ENTRAINING AGENT SHALL BE A VINSOL RESIN OR APPROVED EQUAL, TO PRODUCE A UNIFORM DISPERSION OF VERY FINE BUBBLES, IN ACCORDANCE WITH ASTM C260. 3. CHEMICAL ADMIXTURES SHALL BE IN ACCORDANCE WITH ASTM C494. USE OF CHLORIDE OR ANY ADMIXTURE CONTAINING CHLORIDE IS NOT PERMITTED.F. MIX PROPERTIES: 1. COMPRESSIVE STRENGTH AT 28 DAYS OF 4000 PSI. 2. SLUMP, INCLUDING WATER-REDUCING ADMIXTURES, SHALL BE NO LESS THAN 4 INCHES AND NO GREATER THAN 8 INCHES. 3. MAXIMUM WATER/CEMENT RATIO SHALL BE 0.44 FOR AIR- ENTRAINED CONCRETE AND 0.35 FOR NON-AIR-ENTRAINED CONCRETE.1.5.4.8 BATCHING, MIXING, AND DELIVERYA. CONCRETE SHALL BE TRANSIT-MIXED, SUPPLIED BY A REPUTABLE LOCALREADY-MIX COMPANY, OR MIXED ON SITE. READY-MIXED CONCRETE SHALL BEBATCHED, MIXED, AND DELIVERED IN ACCORDANCE WITH ASTM C94, SUBJECTTO THE PROVISIONS OF THIS SECTION.B. CONCRETE MIXERS MAY BE STATIONARY MIXERS OR TRUCK MIXERS, AND OFA DESIGN ACCEPTABLE TO THE ENGINEER. THE MIXERS SHALL BE CAPABLE OFCOMBINING THE MATERIALS INTO A UNIFORM MIXTURE AND OF DISCHARGINGTHIS MIXTURE WITHOUT SEGREGATION. MIXING METHODS SHALL BE INACCORDANCE WITH ACI 304.C. MIXING TIME SHALL BE SUFFICIENT TO COMPLETELY AND UNIFORMLYCOMBINE THE INGREDIENTS TO PRODUCE CONCRETE WITHOUT LUMPS ORPOCKETS OF INGREDIENTS AND WITHOUT SEGREGATION OF MIXEDINGREDIENTS. IN NO CASE SHALL MIXING TIME BE LESS THAN 1 MINUTE AFTERALL INGREDIENTS (CEMENT, AGGREGATES, ADMIXTURES, AND WATER) HAVEBEEN PLACED IN THE MIXER.D. WHEN STATIONARY MIXERS ARE USED, THE CONTRACTOR SHALL MAINTAINRECORDS OF THE AMOUNTS OF THE VARIOUS MATERIALS ENTERING EACHBATCH AND THE TIME OF BATCHING.E. WHEN TRUCK MIXERS ARE USED, THE CONTRACTOR SHALL SUBMIT ACERTIFIED DELIVERY TICKET WITH EACH MIXER LOAD. THE TICKET SHALL SHOWTHE QUANTITIES OF THE VARIOUS INGREDIENTS CONTAINED IN THE BATCH ANDTHE TIME OF BATCHING.1.5.4.9 PREPARATIONA. BEFORE PLACING CONCRETE, REMOVE ALL DIRT, SAWDUST, LOOSE TIEWIRE, DEBRIS, ICE, SNOW, AND WATER FROM EXISTING CONCRETE SURFACESAND SHAFT EXCAVATIONS.B. EARTH SURFACES UPON WHICH CONCRETE IS TO BE PLACED SHALL BECLEAN, DAMP SURFACES, FREE FROM FROST, ICE, AND STANDING OR RUNNINGWATER.1.5.4.10 PLACEMENTA. PLACE CONCRETE IN ACCORDANCE WITH ACI 304.B. CONVEY CONCRETE FROM MIXER TO EXCAVATIONS AS RAPIDLY ASPRACTICABLE BY METHODS WHICH WILL PREVENT SEGREGATION OR LOSS OFINGREDIENTS. NO ADDITION OF WATER TO THE CONCRETE TO FACILITATECONVEYING, PLACING, OR FINISHING SHALL BE PERMITTED AFTER DISCHARGEFROM THE MIXER.C. UNLESS SHOWN OTHERWISE ON PLANS, PROVIDE CONCRETE COVER TOREINFORCEMENT IN ACCORDANCE WITH ACI 301.D. DO NOT DISTURB REINFORCEMENT, EMBEDDED PARTS, OR FORMWORKDURING CONCRETE PLACEMENT.E. PUMPED CONCRETE: 1. LOCATE PUMPS AS NEAR THE CONCRETE PLACING AREA AS PRACTICABLE WITH CONSIDERATION FOR MAINTAINING A CONTINUOUS SUPPLY OF CONCRETE TO THE PUMPS. 2. LAY OUT LINES FROM THE PUMP TO THE CONCRETE PLACING AREA WITH A MINIMUM NUMBER OF BENDS. FOR LARGE PLACING AREAS, INSTALL ALTERNATE LINES. 3. MAINTAIN DIRECT COMMUNICATION BETWEEN THE PUMP OPERATOR AND THE CONCRETE PLACING CREW. 4. TEST CONCRETE MIX FOR PUMPABILITY UNDER ACTUAL FIELD CONDITIONS. DO NOT PLACE ANY CONCRETE UNTIL FIELD TESTS ARE COMPLETED. 5. BEFORE PLACING ANY CONCRETE, PUMP CONCRETE THROUGH THE SYSTEM TO LUBRICATE THE SYSTEM. DISPOSE THE CONCRETE USED TO LUBRICATE THE SYSTEM IN A DISPOSAL AREA APPROVED BY THE PRIME CONTRACTOR.1.5.4.11 INSPECTION AND TESTINGA. SAMPLE AND TEST IN ACCORDANCE WITH ACI 301 AND ASTM C39, EXCEPT ASMODIFIED BY THIS SECTION.B. A SET OF FOUR CYLINDERS SHALL BE TAKEN PER EVERY 50 CUBIC YARDS OFSTRUCTURAL CONCRETE PLACED OR A MINIMUM OF ONE SET PER DAY DURINGWHICH CONCRETE IS PLACED. ONE CYLINDER SHALL BE TESTED AT 7 DAYS ANDONE AT 28 DAYS FOR COMPRESSIVE STRENGTH DETERMINATION.C. THE SLUMP AND AIR CONTENT SHALL BE TESTED AT THE SAME FREQUENCYAS CASTING OF CYLINDERS.D. ADDITIONAL SAMPLING AND TESTING MAY BE DIRECTED BY THE ENGINEER IFTEST RESULTS, APPEARANCE, OR OTHER FIELD OBSERVATIONS INDICATECHANGES IN THE QUALITY OF THE CONCRETE BEING SUPPLIED.E. REJECTED CONCRETE SHALL BE DISPOSED OF IN AN AREA DESIGNATED BYTHE PRIME CONTRACTOR.1.6 CONSTRUCTION REQUIREMENTS1.6.1 SHAFT EXCAVATIONA. SHAFTS SHALL BE EXCAVATED TO THE REQUIRED DEPTH AS SHOWN ON THEPLANS. THE EXCAVATION SHALL BE COMPLETED IN A CONTINUOUS OPERATIONUSING EQUIPMENT CAPABLE OF EXCAVATING THROUGH THE TYPE OF MATERIALEXPECTED TO BE ENCOUNTEREDB. SHAFT EXCAVATIONS SHALL BE BACKFILLED WITHIN 4 HOURS OF BEGINNINGOF EXCAVATION, UNLESS APPROVED OTHERWISE BY THE ENGINEER. IF THESHAFT EXCAVATION IS STOPPED WITH THE APPROVAL OF THE ENGINEER, THESHAFT SHALL BE SECURED BY INSTALLATION OF A SAFETY COVER. IT SHALL BETHE CONTRACTOR'S RESPONSIBILITY TO ENSURE THE SAFETY OF THE SHAFTAND SURROUNDING SOIL AND THE STABILITY OF THE SIDE WALLS. ATEMPORARY CASING SHOULD BE USED IF NECESSARY TO ENSURE SUCHSAFETY AND STABILITY.C. WHERE CAVING CONDITIONS ARE ENCOUNTERED, FURTHER EXCAVATIONWILL NOT BE ALLOWED UNTIL THE CONTRACTOR SELECTS A METHOD TOPREVENT GROUND MOVEMENT. THE CONTRACTOR MAY ELECT TO PLACE ATEMPORARY CASING OR USE OTHER METHODS APPROVED BY THE ENGINEER.D. THE CONTRACTOR SHALL USE APPROPRIATE MEANS (SUCH AS A CLEANOUTBUCKET), TO CLEAN THE BOTTOM OF THE EXCAVATION SUCH THAT NO MORETHAN 1 INCH OF LOOSE OR DISTURBED MATERIAL IS PRESENT.E. THE EXCAVATED SHAFT SHALL BE INSPECTED AND APPROVED BY THEGEOTECHNICAL ENGINEER PRIOR TO PROCEEDING WITH CONSTRUCTION.F. WHEN UNEXPECTED OBSTRUCTIONS, WHICH REQUIRE SPECIALIZEDEQUIPMENT AND/OR LABOR ARE ENCOUNTERED, THE CONTRACTOR SHALLNOTIFY THE ENGINEER PROMPTLY AND THE OBSTRUCTIONS SHALL BE REMOVEDAND THE EXCAVATION CONTINUED IN A MANNER APPROVED BY THE ENGINEER.H. TEMPORARY CASINGS FOR THE SHAFTS SHALL BE REMOVED BEFORECONCRETE SETUP. A MINIMUM 5 FOOT HEAD OF CONCRETE MUST BEMAINTAINED TO BALANCE THE SOIL AND WATER PRESSURE AT THE BOTTOM OFTHE CASING DURING REMOVAL. THE CASING SHALL BE SMOOTH AND WELLOILED WITH FORM OIL.1.6.2 INSTALLATION OF SOLDIER PILES AND REACTION PILESA. THE PREFABRICATED STEEL SOLDIER PILES SHALL BE LOWERED INTO THEDRILLED SHAFTS AND SECURED IN POSITION.1.6.3 PLACEMENT OF SHAFT CONCRETEA. SHAFT CONCRETE SHALL BE PLACED AS SHOWN ON THE PLANS AND SHALLCOMMENCE WITHIN 2 HOURS AFTER COMPLETION OF THE EXCAVATION. SHAFTCONCRETE SHALL BE PLACED IN ONE CONTINUOUS OPERATION TO THE TOP OFTHE SHAFT.B. IF WATER IS NOT PRESENT, THE CONCRETE SHALL BE DEPOSITED BY AMETHOD WHICH PREVENTS AGGREGATE SEGREGATION. THE CONTRACTOR'SMETHOD FOR DEPOSITING CONCRETE SHALL HAVE APPROVAL OF THEENGINEER PRIOR TO CONCRETE PLACEMENT.C. IF WATER IS PRESENT, THE CONCRETE SHALL BE DEPOSITED BY TREMIEPLACEMENT METHODS.SECTION 2340 - STRUCTURAL STEEL BRACINGPART 1: GENERAL1.01GENERALA.THE WORK SHALL CONSIST OF INSTALLATION OF WALES, BRACES, ANDCONNECTIONS AS SPECIFIED HEREIN AND SHOWN ON THE PLANS. THECONTRACTOR SHALL FURNISH ALL LABOR, MATERIALS, AND EQUIPMENTREQUIRED FOR COMPLETING THE WORK.1.02DEFINITIONSA.WALE: STRUCTURAL BEAM ELEMENT, TYPICALLY HORIZONTAL, CONNECTINGTWO OR MORE ADJACENT PILES, USED TO DISTRIBUTE LOADS BETWEENSOLDIER PILES AND BRACES OR GROUND ANCHORS.B.BRACE: STRUCTURAL BEAM-COLUMN ELEMENT, FURTHER CLASSIFIED AS ACROSS BRACE, CORNER BRACE, OR RAKED BRACE. AT LEAST ONE END OF ABRACE BEARS DIRECTLY OR INDIRECTLY ON A WALE OR SOLDIER PILE.1.CROSS BRACE: HORIZONTAL BRACE THAT SPANS BETWEEN OPPOSITEWALLS OF AN EXCAVATION. THERE IS LITTLE TO NO HORIZONTAL ORVERTICAL SHEAR TRANSFERRED BETWEEN A CROSS BRACE AND THEWALES OR SOLDIER PILES ON WHICH IT BEARS AS THE CROSS BRACE ISPERPENDICULAR TO THE SHORING WALLS.2.CORNER BRACE: HORIZONTAL BRACE THAT SPANS BETWEEN ADJACENTWALLS OF AN EXCAVATION, TYPICALLY AT A 45-DEGREE ANGLE TO THEPLANE OF EITHER WALL WHEN THE PLANES OF THE WALLS ARE AT ARIGHT ANGLE TO ONE ANOTHER. THERE IS SIGNIFICANT HORIZONTALSHEAR BUT LITTLE VERTICAL SHEAR TRANSFERRED BETWEEN A CORNERBRACE AND THE WALES OR SOLDIER PILES ON WHICH IT BEARS.3.RAKED BRACE: BRACE THAT SPANS BETWEEN ONE EXCAVATION WALLAND THE BOTTOM OF THE EXCAVATION, TYPICALLY IN A PLANEPERPENDICULAR TO THE PLANE OF THE WALL. AT THE TOP END OF ARAKED BRACE, THERE IS SIGNIFICANT VERTICAL SHEAR BUT LITTLE ORNO HORIZONTAL SHEAR TRANSFERRED BETWEEN A RAKED BRACE ANDTHE WALE OR SOLDIER PILE ON WHICH IT BEARS. THE BOTTOM END OF ARAKED BRACE TYPICALLY BEARS ON A REINFORCED CONCRETEFOUNDATION OR A REACTION PILE AT THE BOTTOM OF THE EXCAVATION.1.03REFERENCESA.AMERICAN SOCIETY OF TESTING AND MATERIALS (ASTM)1.A36: STANDARD SPECIFICATION FOR CARBON STRUCTURAL STEEL2.A53: STANDARD SPECIFICATION FOR PIPE, STEEL, BLACK ANDHOT-DIPPED, ZINC-COATED, WELDED AND SEAMLESS3.A500: STANDARD SPECIFICATION FOR COLD-FORMED WELDED ANDSEAMLESS CARBON STEEL STRUCTURAL TUBING IN ROUNDS ANDSHAPES4.A529: STANDARD SPECIFICATION FOR HIGH-STRENGTHCARBON-MANGANESE STEEL OF STRUCTURAL QUALITY5.A572: STANDARD SPECIFICATION FOR HIGH-STRENGTH LOW-ALLOYCOLUMBIUM-VANADIUM STRUCTURAL STEEL6.A992: STANDARD SPECIFICATION FOR STRUCTURAL STEEL SHAPESB.AMERICAN WELDING SOCIETY (AWS)1.D1.1: STRUCTURAL WELDING CODE - STEEL1.04QUALITY ASSURANCEA.CONTRACTOR SHALL SUBMIT A REFERENCE LIST INDICATING THESUCCESSFUL COMPLETION OF AT LEAST THREE BRACED EXCAVATIONPROJECTS OF A SIMILAR NATURE AND COMPLETED IN THE LAST 5 YEARS. ABRIEF DESCRIPTION OF EACH PROJECT WITH THE OWNER'S NAME ANDCURRENT PHONE NUMBER SHALL BE INCLUDED.B.CONTRACTOR'S SUPERINTENDENT SHALL HAVE A MINIMUM OF 3 YEARS OFEXPERIENCE SUPERVISING CONSTRUCTION OF BRACED EXCAVATIONS. ON-SITESUPERVISORS SHALL HAVE A MINIMUM OF 1 YEAR OF EXPERIENCE INCONSTRUCTION OF BRACED EXCAVATIONS. THE CONTRACTOR SHALL SUBMIT ALIST IDENTIFYING THE SUPERINTENDENT AND ON-SITE SUPERVISORS ASSIGNEDTO THE PROJECT. THE LIST SHALL CONTAIN A SUMMARY OF EACH INDIVIDUAL'SEXPERIENCE AND SHALL BE SUFFICIENTLY COMPLETE FOR THE ENGINEER TOEVALUATE THE INDIVIDUAL'S QUALIFICATIONS.C.WELDERS EMPLOYED IN THE WORK SHALL HAVE SATISFACTORILY PASSEDQUALIFICATION TESTS IN ACCORDANCE WITH AWS D1.1. CERTIFICATION ORRE-CERTIFICATION, IF REQUIRED, WILL BE THE CONTRACTOR'S RESPONSIBILITY.D.THE ENGINEER MAY SUSPEND THE WORK IF THE CONTRACTOR SUBSTITUTESNON-APPROVED PERSONNEL FOR APPROVED PERSONNEL. THE CONTRACTORSHALL BE FULLY LIABLE FOR ADDITIONAL COSTS RESULTING FROM THESUSPENSION OF WORK. NO ADJUSTMENTS IN THE CONTRACT TIME RESULTINGFROM THE WORK SUSPENSION SHALL BE ALLOWED.1.05SUBMITTALSA.CONTRACTOR SHALL SUBMIT THE FOLLOWING ITEMS FOR THE ENGINEER'SREVIEW AND APPROVAL AT LEAST 5 DAYS BEFORE STARTING WALLCONSTRUCTION. THE CONTRACTOR WILL NOT BE ALLOWED TO BEGIN WALLCONSTRUCTION UNTIL ALL SUBMITTAL REQUIREMENTS ARE SATISFIED ANDFOUND ACCEPTABLE TO THE ENGINEER. CHANGES OR DEVIATIONS FROM THEAPPROVED SUBMITTALS MUST BE RE-SUBMITTED FOR APPROVAL. NOADJUSTMENTS IN CONTRACT TIME WILL BE ALLOWED DUE TO INCOMPLETESUBMITTALS.1.PROJECT EXPERIENCE AND PERSONNEL QUALIFICATIONS AS DESCRIBEDABOVE.2.WORKING DRAWINGS INDICATING STEEL FABRICATION DETAILS ANDMATERIALS.3.WALE AND BRACING INSTALLATION PLAN, PROVIDING AT LEAST THEFOLLOWING INFORMATION:a.LIST AND DESCRIPTION OF PROPOSED EQUIPMENT TO BE USEDb.CONSTRUCTION SEQUENCEc.DETAILS OF CUTS, CONNECTIONS, SPLICES, HOLES AND OTHERPERTINENT DATAd.SETTING DRAWINGS AND TEMPLATESe.DETAILS OF WALE AND BRACE PLACEMENT METHODSB.WITHIN 2 WORKING DAYS AFTER DELIVERY TO THE SITE, THE CONTRACTORSHALL SUBMIT CERTIFIED MILL TEST RESULTS FOR THE STEEL WHICH WILL BEINCORPORATED INTO THE WALL INDICATING THAT THE MATERIALS MEET THESESPECIFICATIONS.C.CONTRACTOR SHALL SUBMIT ANY REQUESTS FOR ALTERNATE MATERIALS ORMETHODS FROM THOSE SHOWN ON THE DRAWINGS OR APPROVED INSUBMITTALS TO THE ENGINEER FOR EVALUATION AND APPROVAL. ADEQUATETIME SHALL BE ALLOWED IN THE CONTRACTOR'S SCHEDULE FOR THE ENGINEERTO EVALUATE THE ALTERNATE AND PROVIDE A RESPONSE TO THECONTRACTOR. ADEQUATE TIME SHALL BE AT LEAST 5 WORKING DAYS, BUT MAYBE MORE DEPENDING ON THE REQUEST.SECTION 2345 - WOOD LAGGING1.1 GENERALA. THE CONTRACTOR SHALL INSTALL TIMBER OR SHOTCRETE LAGGING AT THELOCATIONS SHOWN ON THE PLANS, AND IN ACCORDANCE WITH THE PLANS ANDSPECIFICATIONS. SHOTCRETE LAGGING SHALL BE IN ACCORDANCE WITHSECTION 02360 - SHOTCRETE FACING.1.2 MATERIALA. TIMBER LAGGING SHALL BE HEM-FIR GRADE NO. 2 OR AN APPROVED EQUAL.TIMBER LAGGING SHALL BE PRESSURE TREATED IN ACCORDANCE WITH AWPASPECIFICATIONS C1 OR C2.1.3 EXECUTION1.3.1 INSTALLATION OF LAGGINGA. THE EXCAVATION OF SOIL AND REMOVAL OF LEAN CONCRETE FOR THELAGGING INSTALLATION SHALL PROCEED IN ADVANCE OF THE LAGGING BY AVERTICAL HEIGHT OF NOT MORE THAN 4 FEET, UNLESS APPROVED OTHERWISEBY THE ENGINEER.B. THE BOTTOM OF THE EXCAVATION SHALL BE LEVEL AND SHALL BE NO MORETHAN 3 FEET BELOW THE BRACE LEVEL UNTIL ALL BRACES AT THAT LEVEL AREINSTALLED, PRELOADED (IF SPECIFIED IN THE PLAN), AND WELDED.C. THE TIMBER LAGGING SHALL BE INSTALLED FROM THE TOP OF THE PILEPROCEEDING DOWNWARD. THE LAGGING SHALL OVERLAP BEHIND THE SOLDIERPILE FLANGE AT LEAST 1-INCH. THE LAGGING SHALL MAKE DIRECT CONTACTWITH THE SOIL. VOIDS BEHIND THE LAGGING SHALL BE FILLED WITH APPROVEDGRANULAR FREE DRAINING MATERIAL WHERE SEEPAGE IS PRESENT.CONTROLLED DENSITY FILL (CDF) MAY BE APPROVED BY THE ENGINEER IFSEEPAGE IS NOT PRESENT.THE CDF MIX DESIGN SHALL BE APPROVED BY THEENGINEER.SECTION 2350 - SOIL NAILS AND WALL DRAINAGEPART 1 - GENERAL1.01 DESCRIPTIONA.THE WORK SHALL CONSIST OF CONSTRUCTING SOIL NAILS AND WALLDRAINAGE AS SPECIFIED HEREIN AND SHOWN ON THE PLANS. THE WORK SHALLALSO INCLUDE EXCAVATING IN ACCORDANCE WITH THE STAGED LIFTS SHOWNON THE PLANS; DRILLING SOIL NAIL HOLES TO THE SPECIFIED MINIMUM LENGTHAND ORIENTATION INDICATED ON THE PLANS; PROVIDING, PLACING, ANDGROUTING THE NAILS IN THE DRILLED HOLES; PLACING DRAINAGE ELEMENTS;AND PERFORMING ALL SOIL NAIL PULLOUT TESTING. THE CONTRACTOR SHALLFURNISH ALL LABOR, MATERIALS, AND EQUIPMENT REQUIRED FOR COMPLETINGTHE WORK.B.A PRE-CONSTRUCTION MEETING SHALL BE HELD PRIOR TO THE START OFTHE WORK AND SHALL BE ATTENDED BY THE GEOTECHNICAL ENGINEER, THESHORING ENGINEER OF RECORD (ENGINEER), THE PRIME CONTRACTOR, THEEXCAVATION CONTRACTOR, THE SHORING SUBCONTRACTOR, AND CITY OFRENTON PERSONNEL (IF REQUIRED). THE PRE-CONSTRUCTION MEETING SHALLBE CONDUCTED TO CLARIFY THE CONSTRUCTION REQUIREMENTS FOR THEWORK, TO COORDINATE THE CONSTRUCTION ACTIVITIES, AND TO IDENTIFYCONTRACTUAL RELATIONSHIPS AND RESPONSIBILITIES.C.THE SHORING INSPECTOR THAT IS PROVIDING THE SPECIAL INSPECTION ANDCONSTRUCTION MONITORING SHALL BE A QUALIFIED GEOTECHNICAL ENGINEEROR THEIR REPRESENTATIVE WITH EXPERIENCE MONITORING SOIL NAIL WALLCONSTRUCTION.D.UTILITIES REFERENCED ON THE PLANS ARE FOR INFORMATIONAL PURPOSESONLY. THE CONTRACTOR IS RESPONSIBLE FOR FIELD LOCATING AND VERIFYINGTHE LOCATION OF ALL UTILITIES, BOTH THOSE SHOWN ON THE PLANS ANDTHOSE NOT SHOWN, PRIOR TO STARTING THE WORK. THE CONTRACTOR SHALLMAINTAIN UNINTERRUPTED SERVICE FOR THOSE UTILITIES DESIGNATED TOREMAIN IN SERVICE THROUGHOUT THE WORK.1.02 QUALITY ASSURANCEA.THE CONTRACTOR SHALL SUBMIT A REFERENCE LIST INDICATING THESUCCESSFUL COMPLETION OF AT LEAST FIVE SOIL NAIL OR GROUND ANCHORRETAINING WALL PROJECTS COMPLETED DURING THE LAST 3 YEARS. A BRIEFDESCRIPTION OF EACH PROJECT WITH THE OWNER'S NAME AND CURRENTPHONE NUMBER SHALL BE INCLUDEDB.THE CONTRACTOR'S SUPERINTENDENT SHALL HAVE A MINIMUM OF 3 YEARSEXPERIENCE SUPERVISING SOIL NAILING AND/OR GROUND ANCHOR WORK, ANDTHE DRILL OPERATORS AND ON-SITE SUPERVISORS SHALL HAVE A MINIMUM OF 1YEAR EXPERIENCE INSTALLING SOIL NAILS OR GROUND ANCHORS. PRIOR TOSTARTING THE WORK, THE CONTRACTOR SHALL SUBMIT A LIST IDENTIFYING THESUPERINTENDENT, DRILL RIG OPERATORS, AND ON-SITE SUPERVISORSASSIGNED TO THE PROJECT. THE LIST SHALL CONTAIN A SUMMARY OF EACHINDIVIDUAL'S EXPERIENCE AND SHALL BE SUFFICIENTLY COMPLETE FOR THEENGINEER TO EVALUATE THE INDIVIDUAL'S QUALIFICATIONS. WORK SHALL NOTBE STARTED UNTIL WRITTEN APPROVAL OF THE CONTRACTOR'SQUALIFICATIONS IS GIVEN.C.THE OWNER'S REPRESENTATIVE MAY SUSPEND THE WORK IF THECONTRACTOR SUBSTITUTES NON-APPROVED PERSONNEL FOR APPROVEDPERSONNEL. THE CONTRACTOR SHALL BE FULLY LIABLE FOR ADDITIONALCOSTS RESULTING FROM THE SUSPENSION OF WORK, AND NO ADJUSTMENTS INTHE CONTRACT TIME RESULTING FROM THE WORK SUSPENSION SHALL BEALLOWED.1.03 CONSTRUCTION SITE SURVEYA.THE CONTRACTOR SHALL VISIT THE SITE PRIOR TO ANY CONSTRUCTIONACTIVITIES FOR THE PURPOSE OF OBSERVING AND DOCUMENTING THEPRE-CONSTRUCTION CONDITION OF ALL STRUCTURES, INFRASTRUCTURE,SIDEWALKS, ROADWAYS, AND ALL OTHER FACILITIES ADJACENT TO THE SITE.DURING CONSTRUCTION, THE CONTRACTOR SHALL OBSERVE THE CONDITIONSABOVE THE SOIL NAIL WALL ON A DAILY BASIS FOR SIGNS OF GROUND ORBUILDING MOVEMENTS. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THEOWNER'S REPRESENTATIVE AND ENGINEER IF SIGNS OF MOVEMENTS SUCH ASNEW CRACKS, INCREASED SIZE OF OLD CRACKS OR SEPARATION OF JOINTS INSTRUCTURES, FOUNDATIONS, STREETS OR PAVED AND UNPAVED SURFACESARE OBSERVED. THE CONTRACTOR SHALL PROVIDE THE ENGINEER WRITTENDOCUMENTATION OF THE OBSERVED CONDITIONS WITHIN 24 HOURS.1.04 SUBMITTALSA.THE FOLLOWING SUBMITTALS SHALL BE PROVIDED BY THE CONTRACTOR FORTHE ENGINEER'S REVIEW AND APPROVAL. THE CONTRACTOR WILL NOT BEALLOWED TO BEGIN WALL CONSTRUCTION UNTIL ALL SUBMITTALREQUIREMENTS ARE SATISFIED AND FOUND ACCEPTABLE TO THE ENGINEER.CHANGES OR DEVIATIONS FROM THE APPROVED SUBMITTALS MUST BERE-SUBMITTED FOR APPROVAL. NO ADJUSTMENTS IN CONTRACT TIME WILL BEALLOWED DUE TO INCOMPLETE SUBMITTALS. AT LEAST 5 BUSINESS DAYS PRIORTO INITIATING THE WORK, THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER:1.A DETAILED CONSTRUCTION SEQUENCE AND PLANNED START OF WORKDATE.2.METHODS OF EXCAVATING TO THE STAGED LIFTS INDICATED ON THEPLANS, PROVISION OF TEMPORARY STABILITY, AND EXCAVATIONEQUIPMENT TYPES.3.DRILLING METHODS AND EQUIPMENT INCLUDING PROPOSED DRILLHOLEDIAMETER TO ACHIEVE THE SPECIFIED PULLOUT RESISTANCE AND ANYVARIATION OF THESE ALONG THE ALIGNMENT.4.NAIL GROUT MIX DESIGN INCLUDING: BRAND AND TYPE OF PORTLANDCEMENT; SOURCE, GRADATION, AND QUALITY OF ALL AGGREGATES;PROPORTIONS OF MIX BY WEIGHT AND WATER-CEMENT RATIO;MANUFACTURER AND BRAND NAME OF ALL ADMIXTURES; ANDCOMPRESSIVE STRENGTH TEST RESULTS (PER ASTM C109 / AASHTOT106) VERIFYING THE SPECIFIED MINIMUM 3 AND 28 DAY GROUTSTRENGTHS.5.NAIL GROUT PLACEMENT PROCEDURES AND EQUIPMENT.6.SOIL NAIL TESTING METHODS AND EQUIPMENT INCLUDING: DETAILS OFTHE JACKING FRAME AND APPURTENANT BRACING; DETAILS SHOWINGMETHODS OF ISOLATING TEST NAILS DURING SHOTCRETE APPLICATION(I.E., METHODS TO PREVENT BONDING OF THE SOIL NAIL BAR AND THESHOTCRETE DURING TESTING); DETAILS SHOWING METHODS OFGROUTING THE UNBONDED LENGTH OF TEST NAILS AFTER COMPLETIONOF TESTING; AND EQUIPMENT LIST.7.IDENTIFICATION NUMBERS AND CERTIFIED CALIBRATION RECORDS FOREACH TEST JACK AND PRESSURE GAUGE PAIR TO BE USED. CALIBRATIONRECORDS SHALL INCLUDE THE DATE TESTED, DEVICE IDENTIFICATIONNUMBER, AND THE CALIBRATION TEST RESULTS AND SHALL BE CERTIFIEDFOR AN ACCURACY OF AT LEAST 2 PERCENT OF THE APPLIEDCERTIFICATION LOADS BY A QUALIFIED INDEPENDENT TESTINGLABORATORY WITHIN 90 DAYS PRIOR TO SUBMITTAL.8.CERTIFIED MILL TEST RESULTS FOR NAIL BARS FROM EACH HEATSPECIFYING THE ULTIMATE STRENGTH, YIELD STRENGTH, ELONGATIONAND COMPOSITION.9.MANUFACTURER CERTIFICATIONS FOR THE SOIL NAIL CENTRALIZERSAND SOIL NAIL BAR COUPLERS10.A DETAILED CONSTRUCTION DRAINAGE CONTROL PLAN ADDRESSING ALLELEMENTS NECESSARY TO DIVERT, CONTROL, AND DISPOSE OFSURFACE WATER.PART 2 - MATERIALS2.01 GENERAL DESCRIPTIONA.MATERIALS FOR CONSTRUCTION OF SOIL NAIL WALLS SHALL BEFURNISHED NEW AND WITHOUT DEFECTS. DEFECTIVE MATERIALS REJECTED BYTHE OWNER'S REPRESENTATIVE SHALL BE REMOVED BY THE CONTRACTOR ATNO ADDITIONAL COST TO THE OWNER. MATERIALS SHALL CONSIST OF THEFOLLOWING: THE CONTRACTOR SHALL FURNISH ALL LABOR, MATERIALS, ANDEQUIPMENT REQUIRED FOR COMPLETING THE WORK.CENTRALIZERSSCHEDULE 40 PVC OR OTHER MATERIAL NOTDETRIMENTAL TO THE NAIL STEEL (WOOD SHALL NOTBE USED); SECURELY ATTACHED TO THE NAIL BAR;SIZED TO POSITION THE NAIL BAR WITHIN 1 INCH OFTHE CENTER OF THE DRILL HOLE; SIZED TO ALLOWTREMIE PIPE INSERTION TO THE BOTTOM OF THEDRILL HOLE; AND, SIZED TO ALLOW GROUT TO FLOWFREELY UP THE DRILL HOLE.NAIL GROUTTHE GROUT SHALL BE A NEAT OR SAND/CEMENT MIXTURE WITH A MINIMUM 3-DAYCOMPRESSIVE STRENGTH OF 1500 PSI AND AMINIMUM 28-DAY COMPRESSIVE STRENGTH OF 3000PSI PER ASTM C109 / AASHTO T106.CEMENTASTM C150 / AASHTO M85, TYPE I. FINE AGGREGATEASTM C33 / AASHTO M6.PROTECTIONPOLYETHYLENE FILM PER AASHTO M-171.NAIL BARSASTM A615 / AASHTO M31, GRADE 60 OR 75 OR ASTMA722 / AASHTO M275, GRADE 150.EPOXY COATINGEPOXY COAT PERMANENT NAIL BARS PER ASTM A775.MINIMUM 0.3 MM THICKNESS ELECTROSTATICALLYAPPLIED. BEND TEST REQUIREMENTS ARE WAIVED.COATING AT THE WALL ANCHORAGE END OF EPOXYCOATED BARS MAY BE OMITTED OVER THE LENGTHPROVIDED FOR THREADING THE NUT AGAINST THEBEARING PLATEBAR COUPLERSBAR COUPLERS SHALL DEVELOP THE FULL ULTIMATETENSILE STRENGTH OF THE BAR AS CERTIFIED BYTHE MANUFACTURER AND PROVIDE THE NECESSARYCORROSION PROTECTION AS THE REMAINDER OFTHE BAR.BEARING PLATESASTM A709 / AASHTO M270, GRADE 36. NUTS &WASHERS AASHTO M291, GRADE B, HEXAGONALFITTED WITH BEVELED WASHER OR SPHERICAL SEATTO PROVIDE UNIFORM BEARING.HEADED-STUDSASTM A307 OR APPROVED EQUAL.WELD E70XX AND IN ACCORDANCE WITH AWS D1.1-88.ELECTRODESDRAINAGE NEEDLE PUNCHED, NON-WOVEN, PUNCTUREGEOTEXTILERESISTANCE (ASTM D4833) 335 N, GRAB STRENGTH(ASTM D4632) 690 N, FABRIC WEIGHT (ASTM 3776) 0.2KG/M2, APPARENT OPENING SIZE (AOS) (COECW-02215) 70.DRAINAGEASTM C33 NO. 67 WITH NO MORE THAN FIVEAGGREGATEPERCENT PASSING THE #200 SIEVE.GEOCOMPOSITEMIRADRAIN G100N (OR APPROVED EQUIVALENT).DRAINAGE BOARDWEEP PIPESSCHEDULE 40 PVC.2.02 MATERIALS HANDLING AND STORAGEA.CEMENT SHALL BE ADEQUATELY STORED TO PREVENT MOISTUREDEGRADATION AND PARTIAL HYDRATION. CEMENT THAT HAS BECOME CAKEDOR LUMPY SHALL NOT BE USED.B.ALL STEEL REINFORCEMENT SHALL BE CAREFULLY HANDLED AND SHALL BESTORED ON SUPPORTS TO KEEP THE STEEL FROM CONTACT WITH THE GROUND.STEEL BARS SHALL BE PICKED UP IN SUCH A WAY AS TO PREVENTOVERSTRESSING. DAMAGE TO THE NAIL STEEL AS A RESULT OFOVERSTRESSING, ABRASION, CUTS, NICKS, WELDS, AND WELD SPLATTER SHALLBE CAUSE FOR REJECTION BY THE OWNER'S REPRESENTATIVE. GROUNDING OFWELDING LEADS TO THE NAIL STEEL SHALL NOT BE ALLOWED. NAIL STEEL SHALLBE PROTECTED FROM AND SUFFICIENTLY FREE OF DIRT, RUST, AND OTHERDELETERIOUS SUBSTANCES PRIOR TO INSTALLATION. HEAVY CORROSION ORPITTING OF NAILS SHALL BE CAUSE FOR REJECTION BY THE OWNER'SREPRESENTATIVE. LIGHT RUST THAT HAS NOT RESULTED IN PITTING ISACCEPTABLE.C.DRAINAGE GEOTEXTILE AND GEOCOMPOSITE DRAINS SHALL BE PROVIDED INROLLS WRAPPED WITH A PROTECTIVE COVERING AND STORED IN A MANNERTHAT PROTECTS THE FABRIC FROM MUD, DIRT, DUST, DEBRIS, AND SHOTCRETEREBOUND. PROTECTIVE WRAPPING SHALL NOT BE REMOVED UNTILIMMEDIATELY BEFORE THE GEOTEXTILE OR DRAIN STRIP IS INSTALLED.EXTENDED EXPOSURE TO ULTRA-VIOLET LIGHT SHALL BE AVOIDED.PART 3 - EXECUTION3.01 GENERALA.THE CONSTRUCTION SEQUENCE SHALL BE IN ACCORDANCE WITH THEAPPROVED SUBMITTAL, UNLESS APPROVED OTHERWISE BY THE ENGINEER. NOEXCAVATIONS STEEPER OR HIGHER THAN THOSE SPECIFIED HEREIN SHALL BEMADE ABOVE OR BELOW THE SOIL NAIL WALL WITHOUT WRITTEN APPROVAL OFTHE ENGINEER.3.02 EARTHWORK3.02.01 MASS EXCAVATIONA.FOR DISTANCES AWAY FROM THE WALL FACE GREATER THAN THE CURRENTWALL HEIGHT, MASS EXCAVATION MAY OCCUR AT ANY TIME, BUT WITH SLOPESNO STEEPER THAN 1H:1V, UNLESS APPROVED OTHERWISE BY THE ENGINEER.B.SUBSEQUENT MASS EXCAVATION BENEATH A PRECEDING SHOTCRETE LIFT,NO CLOSER THAN 5 FEET FROM THE FACE OF SHOTCRETE, MAY OCCUR ANYTIME THE DAY AFTER SHOTCRETING THE PRECEDING LIFT. ALL TEMPORARYSLOPES THAT ARE HIGHER THAN 4 FEET SHALL NOT BE STEEPER THAN 1H:1VUNLESS APPROVED OTHERWISE BY THE ENGINEER.C.DURING MASS EXCAVATION OF THE DRILL BENCH FOR THE NEXT ROW OFNAILS, THE CONTRACTOR SHALL MAINTAIN A BENCH OF MATERIAL TO SERVE ASBOTH A PLATFORM FOR THE DRILLING EQUIPMENT, AND AS A STABILIZING BERMAGAINST THE FINAL WALL EXCAVATION FACE NEAT-LINE. THE MATERIAL NEARTHE WALL FACE MAY BE EITHER (A) A NATIVE BERM, (B) A SOFT BERM, OR (C)NEAT CUT AS SUBMITTED IN ACCORDANCE WITH SECTION 1.04 OF THESUBMITTALS. IN ALL THREE CASES, THE DRILL BENCH SHALL BE ESTABLISHEDNOT MORE THAN 3 FEET BELOW THE ROW OF NAILS TO BE INSTALLED ANDSHALL EXTEND OUT FROM THE WALL FACE A MINIMUM DISTANCE NECESSARY TOPROVIDE A SAFE WORKING BENCH FOR THE DRILL EQUIPMENT AND WORKERS.THE CONTRACTOR IS COMPLETELY RESPONSIBLE FOR THE SAFETY ANDSTABILITY OF THE TEMPORARY DRILL BENCH AND WALL FACE CUT, UNTIL THECORRESPONDING SHOTCRETE LIFT WITH CONNECTION HARDWARE ISCONSTRUCTED .D.SUBSEQUENT MASS EXCAVATION BENEATH A PRECEDING SHOTCRETE LIFT,CLOSER THAN 5 FEET FROM THE FACE OF SHOTCRETE, SHALL NOT OCCURUNTIL: (1) IT HAS BEEN SHOWN TO THE DESIGN ENGINEER THAT NAIL GROUTAND SHOTCRETE ON THE PRECEDING LIFT HAVE REACHED 50 PERCENT OFTHEIR SPECIFIED 28-DAY COMPRESSIVE STRENGTHS; AND (2) INSTALLATION OFCONNECTION HARDWARE AND NAIL TESTING FOR THE PRECEDING LIFT ARECOMPLETE AND ACCEPTABLE TO THE OWNER'S REPRESENTATIVE. MASSEXCAVATION CLOSER THAN 5 FEET TO THE SHOTCRETE FACE MUST BE INACCORDANCE WITH THE DRILL BERM REQUIREMENTS DESCRIBED IN SECTION C.E.EXCAVATING OF THE GROUND BEYOND THE FINAL WALL FACE SHALL NOT BEALLOWED. INADVERTENT OVEREXCAVATION BEYOND THE FINAL WALL FACESHALL BE RESTORED BY THE CONTRACTOR USING A METHOD APPROVED BYTHE ENGINEER AND AT NO ADDITIONAL COST TO THE OWNER.3.02.02 WALL FACE EXCAVATIONA.EXCAVATION TO THE FINAL WALL EXCAVATION FACE (NEAT LINE) SHALL BEDONE USING PROCEDURES THAT : (1) PREVENT GROUND LOSS, SWELLING, AIRSLACKING, OR LOOSENING; (2) MINIMIZE DEGRADATION OF SOIL BEARINGSUPPORT BELOW THE OVERLYING PORTIONS OF THE SOIL NAIL WALL ANDBELOW THE SOIL NAILS CURRENTLY BEING INSTALLED; (3) PREVENT PREMATURELOSS OF SOIL MOISTURE AT THE FACE; (4) PREVENT GROUND FREEZING; AND (5)REDUCE THE POTENTIAL FOR SHOTCRETE OVERAGES.B.THE DURATION OF TIME BETWEEN EXCAVATION TO THE FINAL WALL FACE(NEAT LINE) AND APPLICATION OF THE SHOTCRETE SHALL BE REFERRED TO ASTHE "CLOSURE TIME". THE CLOSURE TIME FOR ALL WALL FACES SHALL BE LESSTHAN ONE WORK SHIFT UNLESS APPROVED OTHERWISE BY THE ENGINEER.C.REQUESTS FOR EXTENSION OF THE CLOSURE TIME SHALL BE SUBMITTEDFOR IN ACCORDANCE WITH THE SUBMITTALS SECTION OF THE CONTRACTDOCUMENTS. NO APPROVAL FOR EXTENSION OF CLOSURE TIME SHALL BEGRANTED UNTIL A TEST CUT IS CONSTRUCTED AND THE CONTRACTORDEMONSTRATES TO THE ENGINEER FOR EACH MATERIAL TYPE THAT THEUNSUPPORTED FINAL EXCAVATION FACE WILL BE STABLE OVER THE PROPOSEDEXTENSION OF THE CLOSURE TIME. EXTENSIONS TO THE FACE CLOSURE TIMESHALL BE PERIODICALLY REVIEWED AND MAY BE REVOKED BY THE ENGINEERAT HIS DISCRETION AND AT NO ADDITIONAL COST TO THE OWNER.3.02.03 TEMPORARY END OF WALL CONDITIONSA.WHERE THE CONTRACTOR'S CONSTRUCTION SEQUENCING RESULT IN ADISCONTINUOUS LIFT ALONG ANY NAIL ROW, THE ENDS OF THE LIFT SHALLEXTEND BEYOND THE ENDS OF THE NEXT LOWER LIFT BY AT LEAST 10 FEET.SLOPES/BERMS IMMEDIATELY BENEATH THESE STEPPED LIFTS SHALL BECONSTRUCTED TO PREVENT SLOUGHING OR FAILURE THAT WOULD RESULT INLOSS OF THE FACE SUPPORT PROVIDED BY THE SLOPES/BERMS.3.02.04 PROTRUSIONS AND VOIDSA.COBBLES, BOULDERS, RUBBLE, OR OTHER OBJECTS THAT AREENCOUNTERED AT THE SOIL FACE DURING EXCAVATION AND THAT PROTRUDEFROM THE SOIL FACE SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONSTRUCTING THESHOTCRETE CONSTRUCTION FACING AND/OR THE FINISH STRUCTURAL FACINGTO THE SPECIFIED MINIMUM THICKNESS AND TO THE LINE AND GRADEINDICATED IN THE PLANS. REMOVAL OF FACE PROTRUSIONS TO ACCOMPLISHTHIS CONSTRUCTION SHALL BE DETERMINED BY THE CONTRACTOR. THECONTRACTOR SHALL NOTIFY THE ENGINEER OF THE PROPOSED METHOD FORMITIGATION OF FACE PROTRUSIONS AT LEAST 24 HOURS PRIOR TO INITIATIONOF THE WORK. SHOULD THE REMOVAL OF FACE PROTRUSIONS RESULT INVOIDS BEYOND THE FINISH FACE LINE (NEAT LINE), THE CONTRACTOR SHALLDETERMINE THE APPROPRIATE METHOD OF BACKFILLING AND SHALL SUBMIT TOTHE ENGINEER SUCH METHOD(S) AT LEAST 24 HOURS PRIOR TO INITIATING THEWORK.3.03 WALL DRAINAGE3.03.01 DESCRIPTIONC.THE DRAINAGE NETWORK SHALL CONSIST OF INSTALLING THEPREFABRICATED GEOCOMPOSITE DRAINAGE STRIPS, PVC CONNECTION PIPESAS SHOWN ON THE PLANS OR AS DIRECTED BY THE ENGINEER. ALL ELEMENTSOF THE DRAINAGE NETWORK SHALL BE INSTALLED PRIOR TO SHOTCRETING.3.03.02 DRAINAGE CONTROLA.LOCALIZED AREAS OF PERCHED WATER MAY BE ENCOUNTERED. THECONTRACTOR SHALL NOTIFY THE OWNER'S REPRESENTATIVE IF GROUNDWATEROCCURS IN THE EXCAVATION OR AT THE EXCAVATION FACE.B.THE CONTRACTOR SHALL PROVIDE POSITIVE CONTROL AND DISCHARGE OFALL SURFACE WATER ENCOUNTERED DURING CONSTRUCTION TO THE EXTENTNECESSARY TO PREVENT ADVERSE CONDITIONS AS DETERMINED BY THEOWNER'S REPRESENTATIVE. DAMAGE CAUSED BY THE FAILURE TO CONTROLSURFACE WATER SHALL BE REPAIRED BY THE CONTRACTOR TO THESATISFACTION OF THE OWNER'S REPRESENTATIVE AT NO ADDITIONAL COST TOTHE OWNER.C.EXISTING SUBSURFACE DRAINAGE FEATURES ENCOUNTERED DURINGEXCAVATION SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THEOWNER'S REPRESENTATIVE. WORK IN THESE AREAS SHALL BE SUSPENDEDUNTIL REMEDIAL MEASURES MEETING THE APPROVAL OF THE OWNER'SREPRESENTATIVE ARE IMPLEMENTED BY THE CONTRACTOR. SURFACE WATERRUNOFF FLOW AND FLOWS FROM EXISTING SUBSURFACE DRAINAGE FEATURESSHALL BE CAPTURED INDEPENDENTLY OF THE WALL DRAINAGE NETWORK ANDCONVEYED TO AN OUTFALL STRUCTURE OR STORM SEWER AS DETERMINED BYTHE OWNER'S REPRESENTATIVE.D.THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CONDITION ANDMAINTENANCE OF ANY PIPE OR CONDUIT USED TO CONTROL SURFACE WATERDURING CONSTRUCTION. UPON SUBSTANTIAL COMPLETION OF THE WORK,SURFACE WATER CONTROL PIPES OR CONDUITS SHALL BE REMOVED FROM THESITE. ALTERNATIVELY, PIPES OR CONDUITS THAT ARE LEFT IN PLACE WITH THEAPPROVAL OF THE OWNER'S REPRESENTATIVE SHALL BE FULLY GROUTED(ABANDONED) OR LEFT IN A MANNER THAT PROTECTS THE STRUCTURE AND ALLADJACENT FACILITIES FROM MIGRATION OF FINES THROUGH THE PIPE ORCONDUIT AND POTENTIAL GROUND LOSS.3.03.03 GEOCOMPOSITE DRAIN STRIPSA.GEOCOMPOSITE DRAIN STRIPS SHALL BE INSTALLED AS SHOWN ON THEPLANS. DRAIN STRIPS AT CONSTRUCTION JOINTS SHALL BE PLACED SUCH THATTHE JOINT IS ALIGNED AS CLOSE AS PRACTICAL ALONG THE MIDDLE OF THELONGITUDINAL AXIS OF THE DRAIN STRIP.B.THE GEOCOMPOSITE DRAIN STRIPS SHALL BE AT LEAST 48 INCHES WIDE ANDSHALL BE SECURED TO THE EXCAVATION FACE WITH THE GEOTEXTILE SIDEAGAINST THE GROUND BEFORE SHOTCRETING. DRAIN STRIPS SHALL BE MADECONTINUOUS BY USING THE "SHINGLE" METHOD OF SPLICING WITH A 4 INCHMINIMUM OVERLAP SUCH THAT THE FLOW OF WATER IS NOT IMPEDED.3.03.04 CONNECTION PIPES AND WEEP HOLESA.CONNECTION PIPES AND WEEPHOLES SHALL BE CONNECTED TO THE DRAINSTRIPS AS SHOWN ON THE PLANS, UNLESS APPROVED OTHERWISE BY THEENGINEER. THE JOINT BETWEEN THE DRAIN PIPE AND THE DRAIN STRIP, ANDTHE DISCHARGE END OF THE CONNECTOR PIPE SHALL BOTH BE SEALED TOPREVENT SHOTCRETE INTRUSION. DAMAGE OF THE GEOCOMPOSITE DRAINSTRIP WHICH, IN THE OPINION OF THE OWNER'S REPRESENTATIVE, MAY CAUSEINTERRUPTION IN FLOW SHALL REQUIRE INSTALLATION OF ADDITIONALCONNECTION PIPES OR WEEPHOLES ABOVE THE DAMAGED SECTION.CONNECTION PIPES SHALL BE EXTENDED TO THE EDGE OF THE FOOTING DRAINBUT NOT THROUGH THE DRAINAGE GEOTEXTILE. THE INTEGRITY OF THEDRAINAGE GEOTEXTILE SHALL NOT BE INTERRUPTED.3.04 NAIL INSTALLATION3.04.01 GENERALA.TWO SUCCESSFUL VERIFICATION TESTS SHALL BE PERFORMED IN EACH SOILUNIT IDENTIFIED ON THE PLANS PRIOR TO STARTING INSTALLATION OFPRODUCTION NAILS. THE LOCATIONS OF THE VERIFICATION TESTS AREDETERMINED BY THE CONTRACTOR AND APPROVED BY THE OWNER'SREPRESENTATIVE. ADDITIONAL VERIFICATION TESTS MAY BE REQUIRED IF THECONTRACTOR MODIFIES THE INSTALLATION METHODS FROM THOSE USEDDURING THE INSTALLATION OF THE APPROVED VERIFICATION TEST NAILS ANDWILL BE CONDUCTED AT THE CONTRACTOR'S EXPENSE.B.NAILS SHALL BE INSTALLED PRIOR TO THE APPLICATION OF SHOTCRETE ATTHE LOCATIONS AND TO THE LENGTHS INDICATED ON THE PLANS. THEENGINEER MAY ADD, ELIMINATE, OR RELOCATE NAILS TO ACCOMMODATEACTUAL FIELD CONDITIONS. MODIFICATIONS TO THE DESIGN RESULTING FROMACTIONS OF THE CONTRACTOR SHALL BE DETERMINED BY THE ENGINEER.3.04.02 DRILLINGA.THE CONTRACTOR SHALL SELECT DRILLING EQUIPMENT AND METHODSSUITABLE FOR THE GROUND CONDITIONS DESCRIBED IN THE GEOTECHNICALREPORT. DRILLHOLE DIAMETER SHALL BE SELECTED TO PROVIDE THE MINIMUMSPECIFIED GROUT COVER OVER THE SOIL NAIL TENDON AND TO DEVELOP THESPECIFIED LOAD CARRYING CAPACITY. WATER, DRILLING MUDS, OR OTHERFLUIDS USED TO ASSIST IN CUTTING REMOVAL SHALL NOT BE ALLOWED.UNCASED DRILLHOLES SHALL BE OBSERVED FOR CLEANLINESS PRIOR TOINSERTION OF THE SOIL NAIL TENDON. IN CAVING GROUND, THE CONTRACTORSHALL USE CASED DRILLING METHODS TO SUPPORT THE DRILLHOLES.B.THE CONTRACTOR SHALL IMMEDIATELY SUSPEND DRILLING OPERATIONS IFGROUND SUBSIDENCE IS OBSERVED, IF THE SOIL NAIL WALL IS ADVERSELYAFFECTED, OR IF ADJACENT STRUCTURES ARE DAMAGED AS A RESULT OF THEDRILLING OPERATION. THE ADVERSE CONDITIONS SHALL BE STABILIZEDIMMEDIATELY AND THE ENGINEER SHALL BE NOTIFIED OF SUCH CONDITIONSWITHIN 24 HOURS.DATEREV.
21905 64TH AVENUE W, SUITE 100 MOUNTLAKE TERRACE, WA 98043
FAX. (425) 771-3549PH. (425) 771-3304
Consulting Engineers and Scientists
BY DESCRIPTION
RDL11-25-15 PERMIT SUBMITTAL0DESIGNED BY:SCALE:APPVD. BY:DRAWN BY:DATE:SHEET NO.:JOB NO.OF1081155060NOV. 2015RDLRMSRDLRESIDENCE INN BY MARRIOTT
1200 LAKE WASHINGTON BOULEVARD N
RENTON WASHINGTON
LAST SAVED: 9/1/2017
TTA02-04-16 COMMENT RESPONSE #11
RDL09-01-17 REVISED GRADING PLAN AND INTERFACE WITH ADJACENT BUILDING2
SPECIFICATIONS (1 OF 2)SH6.09AS SHOWN
3.04.03 NAIL TENDON INSTALLATIONA.NAIL TENDONS SHALL BE INSERTED INTO THE DRILLHOLE TO THE REQUIREDLENGTH WITHOUT DIFFICULTY AND IN SUCH A MANNER AS TO PREVENT DAMAGETO THE DRILLHOLE. TENDONS THAT CANNOT BE FULLY INSERTED TO THEDESIGN DEPTH SHALL BE REMOVED FROM THE DRILLHOLE AND THE DRILLHOLESHALL BE CLEANED SUFFICIENTLY TO ALLOW UNOBSTRUCTED INSTALLATION OFTHE TENDON.B.IF THE NAIL TENDON IS INSTALLED USING CASED OR HOLLOW-STEM AUGERMETHODS, CENTRALIZERS ARE NOT REQUIRED PROVIDED THE INSTALLATIONMETHOD ENSURES THAT THE TENDON WILL REMAIN IN THE CENTRAL PORTIONOF THE NAIL GROUT. IN SUCH SITUATIONS, SLUMP SHALL NOT EXCEED 8INCHES.3.05 GROUTING3.05.01 GROUTING EQUIPMENTA.GROUT EQUIPMENT SHALL PRODUCE A UNIFORMLY MIXED GROUT FREE OFLUMPY AND UNDISPERSED CEMENT. A POSITIVE DISPLACEMENT GROUT PUMPSHALL BE USED. THE PUMP SHALL BE EQUIPPED WITH A PRESSURE GAUGETHAT CAN MEASURE AT LEAST TWICE BUT NO MORE THAN THREE TIMES THEINTENDED GROUT PRESSURE. THE GROUTING EQUIPMENT SHALL BE SIZED TOENABLE THE ENTIRE NAIL TO BE GROUTED IN ONE CONTINUOUS OPERATION.THE MIXER SHALL BE CAPABLE OF CONTINUOUSLY AGITATING THE GROUTDURING USAGE.3.05.02 GROUTING METHODSA.THE DRILLHOLE SHALL BE GROUTED AFTER INSTALLATION OF THE NAILTENDON. GROUTING PRIOR TO INSERTION OF THE NAIL TENDON CAN BEALLOWED PROVIDED NEAT CEMENT GROUT IS USED AND THE NAIL BAR ISIMMEDIATELY INSERTED THROUGH THE GROUT TO THE SPECIFIED LENGTHWITHOUT DIFFICULTY. NO PORTION OF THE NAIL HOLE SHALL BE LEFT OPENFOR MORE THAN 60 MINUTES PRIOR TO GROUTING UNLESS APPROVEDOTHERWISE BY THE ENGINEER. THE GROUT SHALL BE INJECTED AT THELOWEST POINT OF EACH DRILLHOLE THROUGH A GROUT TREMIE PIPE, CASING,HOLLOW-STEM AUGER, OR DRILL RODS WITH THE DRILLHOLE FILLED IN ONECONTINUOUS OPERATION. COLD JOINTS IN THE GROUT PLACEMENT AREALLOWED FOR CONSTRUCTION OF TEST NAILS. THE CONDUIT DELIVERING THEGROUT SHALL BE KEPT BELOW THE SURFACE OF THE GROUT AS THE CONDUIT ISWITHDRAWN. THE GROUTING CONDUIT SHALL BE WITHDRAWN AS THE NAILHOLE IS FILLED IN A MANNER WHICH PREVENTS THE CREATION OF VOIDS. THEQUANTITY OF GROUT AND THE GROUTING PRESSURES SHALL BE RECORDEDFOR EACH SOIL NAIL. GROUT PRESSURES SHALL BE CONTROLLED TO PREVENTEXCESSIVE GROUND HEAVE OR FRACTURING.B.DURING CASING REMOVAL FOR DRILLHOLES ADVANCED BY EITHER CASED ORAUGER-CAST METHODS, THE GROUT SURFACE WITHIN THE CASING SHALL BECONTINUALLY MONITORED FOR MAINTENANCE OF "HEAD" SUFFICIENT TOOFFSET THE EXTERNAL GROUNDWATER/SOIL PRESSURE.3.05.03 GROUT TESTINGA.NAIL GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 1500 PSI IN3 DAYS AND 3000 PSI IN 28 DAYS. NAIL GROUT SHALL BE TESTED BY THESPECIAL INSPECTOR IN ACCORDANCE WITH ASTM C109 / AASHTO T106 AT AFREQUENCY OF NO LESS THAN ONE TEST FOR EVERY 50 CUBIC YARDS OFGROUT PLACED OR ONCE PER DAY, WHICHEVER COMES FIRST.3.05.04 TEST NAIL UNBONDED LENGTHA.TEMPORARY UNBONDED LENGTHS SHALL BE PROVIDED FOR EACH TEST NAIL.THE TEST NAIL BAR SHALL BE ISOLATED FROM THE SHOTCRETE FACING ANDTHE REACTION FRAME DURING TESTING. ISOLATION OF A TEST NAIL THROUGHTHE SHOTCRETE FACING SHALL NOT AFFECT THE LOCATION OF THEREINFORCING STEEL UNDER THE BEARING PLATE. TEST NAILS SHALL BESACRIFICIAL.3.06 NAIL TESTING3.06.01 GENERALA.VERIFICATION TESTS SHALL BE PERFORMED AT THE LOCATIONS SELECTEDBY THE CONTRACTOR AND APPROVED BY THE OWNER'S REPRESENTATIVE.PROOF TESTS SHALL BE PERFORMED AT LOCATIONS SHOWN ON THE DRAWING.ALL TEST DATA SHALL BE RECORDED BY THE OWNER'S REPRESENTATIVE,UNLESS APPROVED OTHERWISE AND SUBMITTED TO THE ENGINEER. PULLOUTTESTING OF NAILS SHALL NOT BE PERFORMED UNTIL THE NAIL GROUT ANDSHOTCRETE FACING HAVE ATTAINED AT LEAST 50 PERCENT OF THEIR SPECIFIED28-DAY COMPRESSIVE STRENGTHS.B.WHERE TEMPORARY CASING OF THE UNBONDED LENGTH OF TEST NAILS ISPROVIDED, THE CASING SHALL BE INSTALLED TO PREVENT ANY REACTIONBETWEEN THE CASING AND THE GROUTED BOND LENGTH OF THE NAIL AND/ORTHE STRESSING APPARATUS.3.06.02 TESTING EQUIPMENTA.TESTING EQUIPMENT SHALL INCLUDE TWO DIAL GAUGES, A DIAL GAUGESUPPORT, JACK AND PRESSURE GAUGE, A PUMP, AND A REACTION FRAME.B.A MINIMUM OF TWO DIAL GAUGES CAPABLE OF MEASURING TO 0.001-INCHSHALL BE AVAILABLE AT THE SITE TO MEASURE THE NAIL MOVEMENT. THE DIALGAUGES SHALL HAVE A MINIMUM TRAVEL SUFFICIENT TO ALLOW THE TEST TOBE PERFORMED WITHOUT RE-SETTING THE DIAL GAUGE. THE DIAL GAUGESSHALL BE ALIGNED WITHIN 5 DEGREES OF THE AXIS OF THE NAIL AND SHALL BESUPPORTED INDEPENDENT OF THE JACKING SET-UP AND THE WALL. AHYDRAULIC JACK, PRESSURE GAUGE, AND PUMP SHALL BE USED TO APPLY ANDMEASURE THE TEST LOAD. THE CONTRACTOR SHALL PROVIDE CURRENTCALIBRATION CURVES IN ACCORDANCE WITH THE SUBMITTALS SECTION.C.THE JACK AND PRESSURE GAUGE SHALL BE CALIBRATED BY ANINDEPENDENT TESTING LABORATORY AS A UNIT. THE PRESSURE GAUGE SHALLBE GRADUATED IN 100 PSI INCREMENTS OR LESS AND SHALL HAVE A RANGE NOTEXCEEDING TWICE THE ANTICIPATED MAXIMUM PRESSURE DURING TESTINGUNLESS APPROVED OTHERWISE BY THE ENGINEER. THE RAM TRAVEL OF THEJACK SHALL BE SUFFICIENT TO ENABLE THE TEST TO BE PERFORMED WITHOUTRE-SETTING THE JACK. THE JACK SHALL BE CAPABLE OF APPLYING EACH TESTLOAD INCREMENT IN LESS THAN 1 MINUTE.D.THE JACK SHALL BE INDEPENDENTLY SUPPORTED AND CENTERED OVER THENAIL SO THAT THE NAIL DOES NOT CARRY THE WEIGHT OF THE JACK. THESTRESSING EQUIPMENT SHALL BE PLACED OVER THE NAIL IN SUCH A MANNERTHAT THE JACK, BEARING PLATES, AND STRESSING ANCHORAGE ARE INALIGNMENT. THE JACK SHALL BE POSITIONED AT THE BEGINNING OF THETEST SUCH THAT UNLOADING AND REPOSITIONING OF THE JACK DURING THETEST WILL NOT BE REQUIRED.E.THE REACTION FRAME SHALL BE SUFFICIENTLY RIGID AND OF ADEQUATEDIMENSION SUCH THAT EXCESSIVE DEFORMATION OF THE TEST APPARATUSREQUIRING REPOSITIONING OF ANY COMPONENTS DOES NOT OCCUR DURINGTESTING. WHERE THE REACTION FRAME BEARS DIRECTLY ON THE SHOTCRETEFACING, THE REACTION FRAME SHALL BE DESIGNED TO PREVENT FRACTURE OFTHE SHOTCRETE.3.06.03 VERIFICATION TESTING OF SACRIFICIAL NAILSA.TWO VERIFICATION TESTS SHALL BE PERFORMED IN EACH SOIL UNIT PRIORTO INSTALLATION OF PRODUCTION NAILS IN THAT UNIT TO VERIFY THECONTRACTOR'S INSTALLATION METHODS, NAIL PULLOUT CAPACITY, AND DESIGNASSUMPTIONS. THE NAILS USED FOR THE VERIFICATION TESTS SHALL BESACRIFICIAL AND SHALL NOT BE INCORPORATED AS PRODUCTION NAILS.B.TEST NAILS SHALL BE CONSTRUCTED USING THE SAME EQUIPMENT,METHODS, AND HOLE DIAMETER AS PLANNED FOR THE PRODUCTION NAILS.CHANGES IN THE DRILLING OR INSTALLATION METHOD MAY REQUIREADDITIONAL VERIFICATION TESTING AS DETERMINED BY THE ENGINEER ANDSHALL BE PROVIDED AT NO ADDITIONAL COST TO THE OWNER.C.THE UNBONDED LENGTH OF THE TEST NAIL SHALL BE AT LEAST 3 FEETUNLESS APPROVED OTHERWISE BY THE ENGINEER. THE BONDED LENGTH OFTHE TEST NAIL SHALL BE DETERMINED BY THE ENGINEER BASED ON THE BARGRADE AND SIZE SUCH THAT THE ALLOWABLE BAR LOAD IS NOT EXCEEDED, BUTSHALL NOT BE LESS THAN 10 FEET. THE ALLOWABLE BAR LOAD DURINGTESTING SHALL NOT EXCEED 80 PERCENT OF THE STEEL ULTIMATESTRENGTH FOR GRADE 150 BARS OR 90 PERCENT OF THE YIELD STRENGTH FORGRADE 60 AND GRADE 75 BARS.D. THE DESIGN TEST LOAD (DTL) DURING TESTING SHALL BE DETERMINED BYMULTIPLYING THE BOND LENGTH OF THE NAIL TIMES THE DESIGN ADHESION.VERIFICATION TEST NAILS SHALL BE INCREMENTALLY LOADED AND UNLOADEDIN ACCORDANCE WITH THE FOLLOWING SCHEDULE:LOAD HOLD TIME LOAD HOLD TIMEAL 1 MINUTE 1.75DTL UNTIL STABLE0.25DTL 10 MINUTES 1.50DTL UNTIL STABLE0.50DTL 10 MINUTES 1.25DTL UNTIL STABLE0.75DTL 10 MINUTES 1.00DTL UNTIL STABLE1.00DTL 10 MINUTES 0.75DTL UNTIL STABLE1.25DTL 10 MINUTES 0.50DTL UNTIL STABLE1.50DTL 60 MINUTES 0.25DTL UNTIL STABLE1.75DTL 10 MINUTES AL UNTIL STABLE2.00DTL 10 MINUTESE.THE ALIGNMENT LOAD (AL) SHALL BE THE MINIMUM LOAD REQUIRED TO ALIGNTHE TESTING APPARATUS AND SHOULD NOT EXCEED 0.05DTL. DIAL GAUGESSHALL BE ZEROED AFTER THE ALIGNMENT LOAD HAS BEEN APPLIED. EACHLOAD INCREMENT SHALL BE HELD FOR AT LEAST 10 MINUTES. THEVERIFICATION TEST NAIL SHALL BE MONITORED FOR CREEP FOR 60 MINUTES ATTHE 1.50 DTL LOAD INCREMENT. NAIL MOVEMENTS DURING THE CREEP PORTIONOF THE TEST SHALL BE MEASURED AND RECORDED AT 1, 2, 3, 5, 6, 10, 20, 30, 50,AND 60 MINUTES.3.06.04 PROOF TESTINGA.PROOF TESTING SHALL BE PERFORMED ON SACRIFICIAL NAILS AT THELOCATIONS SHOWN ON THE PLANS.B.THE LENGTH OF THE TEST NAIL SHALL BE PER THE TEST NAIL SCHEDULES INTHE PLANS. THE ALLOWABLE BAR LOAD DURING TESTING SHALL NOT EXCEED 80PERCENT OF THE STEEL ULTIMATE STRENGTH FOR GRADE 150 BARS OR 90PERCENT OF THE STEEL YIELD STRENGTH FOR GRADE 60 AND GRADE 75 BARS.C.PROOF TEST NAILS SHALL BE INCREMENTALLY LOADED IN INCREMENTS TO AMAXIMUM LOAD OF 1.50DTL IN ACCORDANCE WITH THE FOLLOWING SCHEDULE:AL 1.00DTL0.25DTL 1.25DTL0.50DTL 1.50DTL0.75DTLD.THE ALIGNMENT LOAD (AL) SHALL BE THE MINIMUM LOAD REQUIRED TO ALIGNTHE TESTING APPARATUS AND SHOULD NOT EXCEED 0.05DTL. DIAL GAUGESSHALL BE ZEROED AFTER THE ALIGNMENT LOAD HAS BEEN APPLIED.E.ALL INCREMENTS SHALL BE MAINTAINED WITHIN 5 PERCENT OF THEINTENDED LOAD. DEPENDING ON PERFORMANCE, EITHER A 10 MINUTE OR 60MINUTE CREEP TEST SHALL BE PERFORMED AT 1.50DTL. NAIL MOVEMENT SHALLBE MEASURED AND RECORDED AT 1, 2, 3, 5, 6, AND 10 MINUTES. WHERE THENAIL MOVEMENT BETWEEN 1 MINUTE AND 10 MINUTES EXCEEDS 0.04 INCHES,THE MAXIMUM TEST LOAD SHALL BE MAINTAINED AN ADDITIONAL 50 MINUTES,AND MOVEMENTS SHALL BE RECORDED AT 20, 30, 50, AND 60 MINUTES.3.06.05 TEST NAIL ACCEPTANCE CRITERIAA.A TEST NAIL SHALL BE CONSIDERED ACCEPTABLE WHEN:1.FOR VERIFICATION TESTS, A CREEP RATE LESS THAN 0.08 INCHES PERLOG CYCLE OF TIME BETWEEN THE 6 AND 60 MINUTE READINGS ISOBSERVED DURING CREEP TESTING, AND THE RATE IS LINEAR ORDECREASING THROUGHOUT THE CREEP TEST LOAD HOLD PERIOD.2.FOR PROOF TESTS, A CREEP RATE LESS THAN 0.04 INCHES PER LOGCYCLE OF TIME BETWEEN THE 1 AND 10 MINUTE READINGS IS OBSERVEDOR A CREEP RATE LESS THAN 0.08 INCHES PER LOG CYCLE OF TIMEBETWEEN THE 6 AND 60 MINUTE READINGS, AND THE CREEP RATE ISLINEAR OR DECREASING THROUGHOUT THE CREEP TEST LOAD HOLDPERIOD.3.THE TOTAL MOVEMENT AT THE MAXIMUM TEST LOAD EXCEEDS 80PERCENT OF THE THEORETICAL ELASTIC ELONGATION OF THE TEST NAILUNBONDED LENGTH.4.PULLOUT FAILURE DOES NOT OCCUR DURING TESTING. PULLOUTFAILURE IS DEFINED AS THE LOAD AT WHICH ATTEMPTS TO INCREASETHE TEST LOAD SIMPLY RESULT IN CONTINUED PULLOUT MOVEMENT OFTHE TEST NAIL.B.THE UNBONDED LENGTH OF THE SACRIFICIAL TEST NAILS SHALL BE GROUTEDAFTER TESTING AND THE SHOTCRETE FACE PATCHED WITH EITHER GROUT ORSHOTCRETE.3.06.06 INADEQUATE TEST NAIL PERFORMANCEA.THE ENGINEER SHALL EVALUATE THE RESULTS OF EACH VERIFICATION TEST.INSTALLATION METHODS THAT DO NOT SATISFY THE NAIL TESTINGREQUIREMENTS SHALL BE CONSIDERED INADEQUATE. THE CONTRACTOR SHALLPROPOSE ALTERNATIVE METHODS AND INSTALL REPLACEMENT VERIFICATIONTEST NAILS. REPLACEMENT TEST NAILS SHALL BE INSTALLED AND TESTED ATNO ADDITIONAL COST TO THE OWNER.B.THE ENGINEER MAY REQUIRE THAT THE CONTRACTOR REPLACE SOME ORALL OF THE PRODUCTION NAILS REPRESENTED BY THE INADEQUATE PROOFTEST NAIL. ALTERNATIVELY, THE ENGINEER MAY REQUIRE PROOF TESTING OFADDITIONALLY INSTALLED PROOF TEST NAILS BE CONDUCTED TO VERIFY THATADJACENT PREVIOUSLY INSTALLED PRODUCTION NAILS HAVE SUFFICIENT LOADCARRYING CAPACITY. COSTS DUE TO ADDITIONAL PROOF TESTS ORINSTALLATION OF ADDITIONAL OR MODIFIED NAILS AS A RESULT OF POORPROOF TEST NAIL PERFORMANCE SHALL BE AT NO ADDITIONAL COST TO THEOWNER, UNLESS DETERMINED BY THE ENGINEER TO BE DUE TO CAUSESBEYOND THE CONTRACTOR'S CONTROL.3.07 SOIL NAIL TOLERANCESA.THE SOIL NAILS SHALL NOT EXTEND BEYOND THE LIMITS SHOWN ON THEPLANS, UNLESS APPROVED OTHERWISE. BARS SHALL BE CENTERED WITHIN 1INCH OF THE CENTER OF THE DRILLHOLE. INDIVIDUAL NAILS SHALL BEPOSITIONED PLUS OR MINUS 12 INCHES FROM THE DESIGN LOCATIONS SHOWNIN THE PLANS. LOCATION TOLERANCES SHALL BE CONSIDERED APPLICABLE TOONLY ONE NAIL AND NOT CUMULATIVE OVER LARGE WALL AREAS. THE NAILINCLINATION SHALL BE PLUS OR MINUS 3 DEGREES OF THAT SHOWN IN THEPLANS. NAIL SPLAY ANGLE SHALL BE WITHIN PLUS OR MINUS 3 DEGREES. NAILSTHAT ENCOUNTER UNANTICIPATED OBSTRUCTIONS DURING DRILLING SHALL BERELOCATED BY THE ENGINEER AT THE OWNER'S COST. SOIL NAILS THAT DONOT SATISFY THE SPECIFIED TOLERANCES DUE TO THE CONTRACTOR'SINSTALLATION METHODS SHALL BE REPLACED TO THE ENGINEER'SSATISFACTION AT NO ADDITIONAL COST TO THE OWNER.SECTION 2360 - SHOTCRETE FACINGPART 1 - GENERAL1.01 DESCRIPTIONA.THE WORK DESCRIBED IN THIS SECTION SHALL CONSIST OF FURNISHING ALLMATERIALS AND LABOR REQUIRED FOR PLACING REINFORCED SHOTCRETE FORTHE SOIL NAIL WALL AND SOLDIER PILE WALL WHEN THE PLANS REQUIRE. THEWORK SHALL INCLUDE PLACEMENT OF THICKNESS PINS OR FINISHING WIRES,AND PREPARATORY TRIMMING AND CLEANING OF SOIL/ROCK SURFACES ANDSHOTCRETE COLD JOINTS FOR THE SOIL NAIL WALLS SHOWN ON THE PLANS.B.SHOTCRETE SHALL COMPLY WITH THE REQUIREMENTS OF ACI 506.2-94,"SPECIFICATION FOR SHOTCRETE", EXCEPT AS SPECIFIED OTHERWISE HEREIN.C.THE OWNER'S REPRESENTATIVE / SHOTCRETE INSPECTOR SHALL BEQUALIFIED TO INSPECT REINFORCEMENT AND SHOTCRETE PLACEMENT.1.02 QUALITY ASSURANCEA.THE CONTRACTOR IS RESPONSIBLE FOR IMPLEMENTING A QUALITYASSURANCE PROGRAM. ALL WORKERS, INCLUDING FOREMAN, NOZZLEMEN,FINISHERS AND DELIVERY EQUIPMENT OPERATORS SHALL BE FULLY QUALIFIEDTO PERFORM THE WORK. ALL NOZZLEMEN SHALL HAVE AT LEAST ONE YEAR OFCUMULATIVE EXPERIENCE IN THE PAST 3 YEARS IN SIMILAR SHOTCRETEAPPLICATION WORK AND SHALL DEMONSTRATE ABILITY TO SATISFACTORILYPLACE THE MATERIAL IN ACCORDANCE WITH THE RECOMMENDATIONS OF ACI506.3R "GUIDE TO CERTIFICATION TO SHOTCRETE NOZZLEMEN" AND ANY LOCALCODE REQUIREMENTS.B.QUALIFICATION OF NOZZLEMEN SHALL BE BASED ON A VISUAL INSPECTIONOF THE SHOTCRETE DENSITY AND VOID STRUCTURE AND ON ACHIEVING THESPECIFIED 3-DAY AND 28- DAY COMPRESSIVE STRENGTH REQUIREMENTSDETERMINED FROM THE AVERAGE TEST RESULTS FROM THREE CORESEXTRACTED FROM EACH PRE CONSTRUCTION AND PRODUCTION TEST PANEL.PRE CONSTRUCTION AND PRODUCTION TEST PANELS, CORE EXTRACTION ANDCOMPRESSIVE STRENGTH TESTING SHALL BE CONDUCTED IN ACCORDANCEWITH ACI 506.2-94 UNLESS SPECIFIED OTHERWISE HEREIN.C.THE CONTRACTOR SHALL NOTIFY THE OWNER'S REPRESENTATIVE NOT LESSTHAN 2 DAYS PRIOR TO THE SHOOTING OF A QUALIFICATION PANEL.SHOTCRETE MIX AND EQUIPMENT USED TO MAKE QUALIFICATION TEST PANELSSHALL BE THE SAME AS THOSE TO BE USED FOR THE SOIL NAIL WALL.D.EACH FINISHER SHALL HAVE AT LEAST ONE YEAR OF CUMULATIVEEXPERIENCE IN THE PAST 3 YEARS IN SIMILAR STRUCTURAL SHOTCRETEAPPLICATION WORK.1.03 SUBMITTALSA.AT LEAST 5 BUSINESS DAYS PRIOR TO INITIATING THE WORK, THECONTRACTOR SHALL SUBMIT TO THE ENGINEER FOR APPROVAL:1.WRITTEN DOCUMENTATION LISTING AT LEAST 5 SIMILAR SHOTCRETEWALLS SUCCESSFULLY COMPLETED WITHIN THE PAST 3 YEARS,INCLUDING PHOTOGRAPHS OF THE PROJECT AS WELL AS NAME,ADDRESS, AND PHONE NUMBER OF THE OWNER'S REPRESENTATIVE.2.WRITTEN DOCUMENTATION OF THE NOZZLEMEN AND FINISHERSQUALIFICATIONS AND PROPOSED METHOD OF SHOTCRETE PLACEMENT.3.SHOP DRAWINGS ILLUSTRATING REINFORCING LAYOUT AND SCHEDULES.4.SHOTCRETE MIX DESIGN INCLUDING: BRAND AND TYPE OF PORTLANDCEMENT TO BE USED: SOURCE, GRADATION, AND QUALITY OFAGGREGATES AS SPECIFIED HEREIN; MIX PROPORTIONS BY WEIGHT;PROPOSED ADMIXTURES, AND THEIR MANUFACTURER, DOSAGE, ANDTECHNICAL LITERATURE; AND COMPRESSIVE STRENGTH TEST RESULTSFROM THE MANUFACTURES RECORDS NO OLDER THAN 6 MONTHSVERIFYING THE 28-DAY COMPRESSIVE STRENGTH.5.CERTIFIED MILL TESTS FOR ALL REINFORCING STEEL FROM EACH HEATSPECIFYING THE MINIMUM ULTIMATE STRENGTH, YIELD STRENGTH,ELONGATION, AND COMPOSITION.6.CERTIFICATIONS OF COMPLIANCE FOR BEARING PLATES, NUTS, ANDCURING COMPOUNDS.7.SPECIFICATION AND DATA FOR REVIEW ON EQUIPMENT PROPOSED FORTHE PROJECT INCLUDING SHOTCRETING AND COMPRESSED AIREQUIPMENT, PROPOSED ACCESS ARRANGEMENTS, AND CAPACITIES.8.METHODS OF CONTROLLING THE LOCATION OF THE FINISH FACE ANDDETERMINING SHOTCRETE THICKNESS.PART 2 - MATERIALS2.01 GENERALA.ALL MATERIALS FOR SHOTCRETE SHALL CONFORM TO THE FOLLOWINGREQUIREMENTS.CEMENT - ASTM C150 / AASHTO M85, TYPE I.FINE AGGREGATE - ASTM C33 / AASHTO M6.COARSE AGGREGATE- AASHTO M-80, CLASS B FOR QUALITY.WATER - POTABLE, CLEAN, AND FREE FROM SUBSTANCESDELETERIOUS TO CONCRETE AND STEEL, OR THATWOULD CAUSE STAINING. CHEMICAL ADMIXTURESACCELERATOR FLUID TYPE, APPLIED AT NOZZLE,MEETING THE REQUIREMENTS HEREIN.WATER-REDUCER - ASTM C494 / AASHTO M194, TYPE AND SUPER- A, D, F,G. PLASTICIZER AIR-ENTRAINING ASTM C260 /AASHTO M154. AGENT MINERAL ADMIXTURES:FLY ASH - ASTM C618 / AASHTO M295, TYPE F OR G, CEMENTREPLACEMENT UP TO 35 PERCENT BY WEIGHT OFCEMENT. SILICA FUME ASTM C1240, 90 PERCENTMINIMUM SILICON DIOXIDE SOLIDS CONTENT, NOT TOEXCEED 12 PERCENT BY WEIGHT OF CEMENT.WELDED WIRE FABRIC - ASTM A185 / AASHTO M55.REINFORCING BARS - ASTM A615 / AASHTO M31, GRADE 60, DEFORMED.CURING COMPOUNDS- AASHTO M148, TYPE ID OR TYPE 2.FILM PROTECTION- AASHTO M171 OR POLYETHYLENE FILM.2.02 ADMIXTURESSHOTCRETE ADMIXTURES SHALL NOT BE USED UNLESS APPROVED BY THEENGINEER. ADMIXTURES USED TO ENTRAIN AIR, TO REDUCE WATER-CEMENTRATIO, TO RETARD OR ACCELERATE SETTING TIME, OR TO ACCELERATE THEDEVELOPMENT OF STRENGTH SHALL BE THOROUGHLY MIXED INTO THESHOTCRETE AT THE RATE SPECIFIED BY THE MANUFACTURER UNLESSSPECIFIED OTHERWISE. ACCELERATING ADDITIVES SHALL BE COMPATIBLE WITHTHE CEMENT USED, BE NON-CORROSIVE TO STEEL AND SHALL NOT PROMOTEOTHER DETRIMENTAL EFFECTS SUCH AS CRACKING OR EXCESSIVE SHRINKAGE.THE MAXIMUM ALLOWABLE CHLORIDE ION CONTENT OF ALL INGREDIENTS SHALLNOT EXCEED 0.10 PERCENT WHEN TESTED PER AASHTO T260.2.03 MATERIALS HANDLING AND STORAGEMATERIALS SHALL BE DELIVERED STORED AND HANDLED TO PREVENTCONTAMINATION, SEGREGATION, CORROSION OR DAMAGE. LIQUID ADMIXTURESSHALL BE STORED TO PREVENT EVAPORATION AND FREEZING.2.04 SHOTCRETE MIX DESIGNA.AGGREGATES FOR SHOTCRETE SHALL MEET THE STRENGTH AND DURABILITYREQUIREMENT OF AASHTO M80 AND SHALL MEET THE FOLLOWING GRADATIONREQUIREMENTS: PERCENT PASSING PERCENT PASSING SIEVE SIZE BY WEIGHT SIEVE SIZE BY WEIGHT 1/2 INCH 100 NO. 16 35-55 3/8 INCH 90-100 NO. 30 20-35 NO. 4 70-85 NO. 50 8-20 NO. 8 50-70 NO. 100 2-10B.CEMENT CONTENT SHALL BE AT LEAST 600 POUNDS PER CUBIC YARD. THEWATER/CEMENT RATIO SHALL NOT BE GREATER THAN 0.45. FOR WET-MIXSHOTCRETE EXPOSED TO FREEZING AND THAWING, THE AIR CONTENT AT THETRUCK SHALL BE BETWEEN 7 TO 10 PERCENT WHEN TESTED IN ACCORDANCEWITH ASTM C231 / AASHTO T152. THE MIX SHALL BE PROPORTIONED TO BEPUMPABLE WITH THE CONCRETE PUMP FURNISHED FOR THE WORK.ADMIXTURES SHALL BE USED IN ACCORDANCE WITH THE MANUFACTURER'SRECOMMENDATIONS.C.TEMPORARY SHOTCRETE SHALL BE PROPORTIONED TO PRODUCE A MIXCAPABLE OF ATTAINING A COMPRESSIVE STRENGTH OF 2000 PSI IN 3 DAYS AND4000 PSI IN 28 DAYS. THE AVERAGE COMPRESSIVE STRENGTH OF EACH SET OFTHREE CORES EXTRACTED FROM TEST PANELS OR WALL FACE SHALL BE EQUALTO OR EXCEED 85 PERCENT, WITH NO INDIVIDUAL CORE LESS THAN 75 PERCENTOF THE SPECIFIED COMPRESSIVE STRENGTH IN ACCORDANCE WITH ACI 506.2.THE BOILED ABSORPTION OF SHOTCRETE, WHEN TESTED IN ACCORDANCE WITHASTM C642 AT 7 DAYS, SHALL BE LESS THAN 8.0 PERCENT.D.PERMANENT SHOTCRETE SHALL BE PROPORTIONED TO PRODUCE A MIXCAPABLE OF ATTAINING A COMPRESSIVE STRENGTH OF 4500 PSI IN 28 DAYS.THE AVERAGE COMPRESSIVE STRENGTH OF EACH SET OF THREE CORESEXTRACTED FROM TEST PANELS OR WALL FACE SHALL BE EQUAL TO OREXCEED 85 PERCENT, WITH NO INDIVIDUAL CORE LESS THAN 75 PERCENT OFTHE SPECIFIED COMPRESSIVE STRENGTH IN ACCORDANCE WITH ACI 506.2. THEBOILED ABSORPTION OF SHOTCRETE, WHEN TESTED IN ACCORDANCE WITHASTM C642 AT 7 DAYS, SHALL BE LESS THAN 8.0 PERCENT.PART 3 - EXECUTION3.01 SHOTCRETE MIXING AND BATCHINGA.AGGREGATE AND CEMENT MAY BE BATCHED BY WEIGHT OR BY VOLUME INACCORDANCE WITH THE REQUIREMENTS OF ASTM C94 / AASHTO M157. MIXINGEQUIPMENT SHALL BE CAPABLE OF THOROUGHLY MIXING THE MATERIALS INSUFFICIENT QUANTITY TO MAINTAIN PLACING CONTINUITY. READY-MIXSHOTCRETE SHALL BE DELIVERED AND PLACED WITHIN 90 MINUTES OF BEINGBATCHED UNLESS APPROVED OTHERWISE BY THE ENGINEER.3.02 SHOTCRETE TEST PANELS3.02.01 GENERALA.PRE CONSTRUCTION AND PRODUCTION SHOTCRETE TEST PANELS AREREQUIRED (UNLESS WAIVED BY THE ENGINEER). PRE CONSTRUCTION ANDPRODUCTION TEST PANELS SHALL NOT BE DISTURBED OR MOVED WITHIN THEFIRST 24 HOURS AFTER SHOOTING. TEST PANELS SHALL BE FIELD CUREDUNDER CONDITIONS SIMILAR TO THOSE ANTICIPATED FOR THE WORK.SHOTCRETING AND CORING OF TEST PANELS SHALL BE PERFORMED BYQUALIFIED PERSONNEL IN THE PRESENCE OF THE OWNER'S REPRESENTATIVEB.UNLESS WAIVED BY THE ENGINEER, THE CONTRACTOR SHALL PROVIDEEQUIPMENT, MATERIALS, AND PERSONNEL AS NECESSARY TO OBTAINSHOTCRETE CORES FOR TESTING INCLUDING CONSTRUCTION OF TEST PANELBOXES, FIELD CURING REQUIREMENTS AND CORING. COMPRESSIVE STRENGTHTESTING WILL BE PERFORMED BY THE OWNER. SHOTCRETE WILL BE ACCEPTEDBASED ON THE 28-DAY STRENGTH. THE FREQUENCY SPECIFIED FOR TESTPANELS IS APPROXIMATE. A GREATER OR LESSER NUMBER OF PANELS MAY BEMADE AS REQUIRED BY THE ENGINEER.3.02.02 PRECONSTRUCTION TEST PANELSA.EACH SHOTCRETE APPLICATION CREW SHALL FURNISH AT LEAST TWOPRECONSTRUCTION TEST PANELS FOR EACH PROPOSED MIXTURE BEINGCONSIDERED AND FOR EACH SHOOTING POSITION ENCOUNTERED ON THE JOB.PRECONSTRUCTION TEST PANELS SHALL BE MADE BY EACH APPLICATION CREWUSING THE EQUIPMENT, MATERIALS, MIXTURE PROPORTIONS, ANDPROCEDURES PROPOSED FOR THE JOB PRIOR TO THE COMMENCEMENT OFWORK.B,PRECONSTRUCTION TEST PANELS FOR PLAN SHOTCRETE SHALL BE 30 IN. X30 IN. IN ACCORDANCE WITH ACI 506.2-94, WITH THE FOLLOWING EXCEPTIONS:1.ONE PRECONSTRUCTION TEST PANEL SHALL BE OF THE MAXIMUMSHOTCRETE THICKNESS SHOWN ON THE PLANS AND SHALL INCLUDE THEMAXIMUM ANTICIPATED REINFORCING CONGESTION. CORES EXTRACTEDFROM THE TEST PANEL SHALL DEMONSTRATE ENCAPSULATION OF THEREINFORCEMENT IN ACCORDANCE WITH ACI 506.2 EQUAL TO COREGRADE 2 OR BETTER.2.ONE PRECONSTRUCTION TEST PANEL SHALL BE AT LEAST 6 INCHESTHICK AND CONSTRUCTED WITHOUT REINFORCEMENT AND USED FORABSORPTION AND COMPRESSIVE STRENGTH TESTING3.THE CORNERS OF PRODUCTION AND PRECONSTRUCTION TEST PANELSSHALL BE CHAMFERED OUTWARD AT 45 DEGREES OVER THE FULLTHICKNESS OF THE PANEL.3.02.03 PRODUCTION TEST PANELSA.THE CONTRACTOR SHALL FURNISH AT LEAST ONE PRODUCTION TEST PANEL,OR, IN LIEU OF PRODUCTION TEST PANELS, SIX 3-INCH DIAMETER CORES FROMTHE SHOTCRETE FACE DURING THE FIRST APPLICATION OF SHOTCRETE ANDHENCEFORTH FOR EVERY FIFTH APPLICATION OF SHOTCRETE, OR EVERY 5000SQ. FT., OR EVERY 50 CU. YDS., WHICHEVER IS LESS. THE PRODUCTION TESTPANELS SHALL BE CONSTRUCTED SIMULTANEOUSLY WITH THE SHOTCRETEFACING INSTALLATION AT TIMES DESIGNATED BY THE OWNER'SREPRESENTATIVE. THE PRODUCTION TEST PANELS SHALL HAVE MINIMUMDIMENSIONS OF 18" X 18" X 6".3.02.04 CORE TESTINGA.AT LEAST NINE CORE SAMPLES WILL BE CUT FROM EACH PRECONSTRUCTIONAND PRODUCTION TEST PANEL FOR COMPRESSIVE STRENGTH. CORES SHALL BEAT LEAST 3-IN. DIAMETER AND SHALL HAVE A MINIMUM LENGTH TO WIDTH RATIOOF ONE. WHEN THE LENGTH OF THE CORE IS LESS THAN TWICE THE DIAMETER,APPLY THE CORRECTION FACTORS GIVEN IN ASTM C42 TO OBTAIN THECOMPRESSIVE STRENGTH OF INDIVIDUAL CORES. THREE CORES SHALL BETESTED AT 3-DAYS AND THREE CORE SHALL BE TESTED AT 28-DAYS FORCOMPRESSIVE STRENGTH.3.03 SHOTCRETE ALIGNMENT CONTROLA.ALIGNMENT WIRES AND/OR THICKNESS CONTROL PINS SHALL BE PROVIDEDAS NECESSARY TO ESTABLISH AND MAINTAIN THE MINIMUM SHOTCRETETHICKNESS SHOWN ON THE PLANS. THE MAXIMUM DISTANCE BETWEEN WIRESAND/OR THICKNESS CONTROL PINS ON ANY SURFACE SHALL BE EQUAL TO THEVERTICAL NAIL SPACING. THE CONTRACTOR SHALL ENSURE THAT ALIGNMENTWIRES ARE TIGHT, TRUE TO LINE, AND PLACED TO ALLOW FURTHER TIGHTENING.3.04 SURFACE PREPARATIONA.PRIOR TO SHOTCRETING THE UNGROUTED ZONE ABOVE THE NAIL GROUT ATTHE EXCAVATION CUT FACE (BIRDS BEAK), THE CONTRACTOR SHALL REMOVEALL LOOSE MATERIALS FROM THE SURFACE OF THE GROUT AND PREPARE THEJOINT IN ACCORDANCE WITH ALL REQUIREMENTS FOR JOINT PREPARATIONSPECIFIED HEREIN.B.THE CONTRACTOR SHALL REMOVE ALL LOOSE MATERIALS AND LOOSE DRIEDSHOTCRETE FROM PREVIOUS PLACEMENT OPERATIONS AND FROM ALLRECEIVING SURFACES BY METHODS ACCEPTABLE TO THE OWNER'SREPRESENTATIVE. THE REMOVAL SHALL BE ACCOMPLISHED IN SUCH A MANNERAS NOT TO LOOSEN, CRACK, OR SHATTER THE SURFACES TO RECEIVE THESHOTCRETE. ANY SURFACE MATERIAL THAT, IN THE OPINION OF THE OWNER'SREPRESENTATIVE, IS SO LOOSENED OR DAMAGED SHALL BE REMOVED TOSUFFICIENT DEPTH TO PROVIDE A BASE THAT IS SUITABLE TO RECEIVE THESHOTCRETE. MATERIAL THAT LOOSENS AS THE SHOTCRETE IS APPLIED SHALLBE REMOVED. SHOTCRETE SHALL NOT BE PLACED ON FROZEN SURFACES.3.05 DELIVERY AND APPLICATIONA.A CLEAN, DRY, OIL-FREE SUPPLY OF COMPRESSED AIR SUFFICIENT FORMAINTAINING ADEQUATE NOZZLE VELOCITY FOR ALL PARTS OF THE WORK ANDFOR SIMULTANEOUS OPERATION OF A BLOW PIPE FOR CLEANING AWAYREBOUND SHALL BE MAINTAINED AT ALL TIMES. THE EQUIPMENT SHALL BECAPABLE OF DELIVERING THE PREMIXED MATERIAL ACCURATELY, UNIFORMLY,AND CONTINUOUSLY THROUGH THE DELIVERY HOSE.B.THE SHOTCRETE SHALL BE APPLIED FROM THE LOWER PART OF THE WORKAREA UPWARDS TO PREVENT ACCUMULATION OF REBOUND ON UNCOVEREDSURFACES. THICKNESS, METHODS OF SUPPORT, AIR PRESSURE, AND RATE OFPLACEMENT OF SHOTCRETE SHALL BE CONTROLLED TO PREVENT SAGGING ORSLOUGHING OF FRESHLY APPLIED SHOTCRETE. WHERE SHOTCRETE IS USED TOCOMPLETE THE UNGROUTED ZONE OF THE NAIL DRILL HOLE NEAR THEEXCAVATION CUT FACE, THE NOZZLE SHALL BE POSITIONED INTO THE MOUTHOF THE DRILLHOLE TO COMPLETELY FILL THE VOID. REBOUND SHALL NOT BEWORKED BACK INTO THE PLACEMENT NOR SHALL THE REBOUND BE SALVAGED.REBOUND THAT DOES NOT FALL CLEAR OF THE WORKING AREA SHALL BEREMOVED. THE NOZZLE SHALL BE HELD AT A DISTANCE AND AT AN ANGLEAPPROXIMATELY PERPENDICULAR TO THE WORKING FACE SO THAT REBOUNDWILL BE MINIMAL AND COMPACTION WILL BE MAXIMIZED. THE NOZZLE SHALL BEROTATED STEADILY IN A SMALL CIRCULAR PATTERN.C.SHOTCRETE PLACEMENT SHALL BE BY THE BENCH GUNNING METHOD WHENTHE THICKNESS OF THE SHOTCRETE LAYER IS 6 IN. OR GREATER. THE GUNNINGMETHOD SHALL CONSIST OF BUILDING UP A THICK LAYER OF SHOTCRETE FROMTHE BOTTOM OF THE LIFT AND MAINTAINING THE TOP SURFACE ATAPPROXIMATELY A 45-DEGREE SLOPE.3.06 VISUAL OBSERVATIONA.A CLEARLY DEFINED PATTERN OF CONTINUOUS HORIZONTAL OR VERTICALRIDGES OR DEPRESSIONS AT THE REINFORCING ELEMENTS AFTER THEY ARECOVERED WILL BE CONSIDERED INDICATION OF INSUFFICIENT COVER OFREINFORCEMENT OR POOR APPLICATION AND PROBABLE VOID. IN THIS CASE,THE WORK SHALL BE IMMEDIATELY SUSPENDED AND THE WORK CAREFULLYINSPECTED BY THE OWNER'S REPRESENTATIVE. THE CONTRACTOR SHALLIMPLEMENT AND COMPLETE CORRECTIVE MEASURES PRIOR TO RESUMING THESHOTCRETE OPERATIONS.3.07 DEFECTIVE SHOTCRETEA.SURFACE DEFECTS SHALL BE REPAIRED AS SOON AS POSSIBLE AFTER INITIALPLACEMENT OF SHOTCRETE. ALL SHOTCRETE THAT LACKS UNIFORMITY,EXHIBITS SEGREGATION, SAGGING, HONEYCOMBING, OR LAMINATION, ORCONTAINS ANY VOIDS OR SAND POCKETS SHALL BE REMOVED AND REPLACEDWITH FRESH SHOTCRETE BY THE CONTRACTOR TO THE SATISFACTION OF THEOWNER'S REPRESENTATIVE.3.08 CONSTRUCTION JOINTSA.CONSTRUCTION JOINTS SHALL BE WATERTIGHT AND UNIFORMLY TAPEREDTOWARD THE EXCAVATION FACE OVER A MINIMUM DISTANCE EQUAL TO THETHICKNESS OF THE SHOTCRETE LAYER. THE SURFACE OF THE JOINTS SHALL BEROUGH, CLEAN, SOUND AND DAMP. THE HARDENED SURFACE SHALL BECLEANED OF ALL LAITANCE, FOREIGN SUBSTANCES, WASHED WITH CLEANWATER, AND WETTED THOROUGHLY PRECEDING PLACEMENT OF FRESHSHOTCRETE.B.THE SHOTCRETING PROCEDURE MAY BE CORRECTED BY ADJUSTING THENOZZLE DISTANCE AND ORIENTATION PERPENDICULAR TO THE SURFACE,ADJUSTING THE WATER CONTENT OF THE SHOTCRETE MIX, OR OTHER MEANSACCEPTABLE TO THE OWNER'S REPRESENTATIVE. ALL OVERSPRAY ANDREBOUND SHALL BE REMOVED FROM THE SURFACE.3.09 FINISHA.SHOTCRETE FINISH SHALL BE EITHER A SCREEDED FINISH OR A WOOD ORSTEEL TROWELED FINISH, UNLESS SHOWN OTHERWISE ON THE PLANS.3.10 ATTACHMENT OF THE NAIL HEAD CONNECTION HARDWAREA.FOR TEMPORARY SHOTCRETE FACINGS, THE BEARING PLATE SHALL BEWET-SET WHILE THE SHOTCRETE IS PLASTIC TO ASSURE FULL SHOTCRETEBEARING BEHIND THE PLATE. HOWEVER, THE RETENTION NUT SHALL ONLY BEHAND TIGHTENED SUCH THAT FULL BEARING IS ACHIEVED WITHOUTEXCESSIVELY SQUEEZING FRESH SHOTCRETE OUT FROM UNDER THE PLATE.B.FOR PERMANENT SHOTCRETE FACINGS, THE HEADED STUD PLATE SHALL BELOCATED WITHIN THE WALL SUCH THAT THE PROPER SHOTCRETE COVER ISPROVIDED AS SHOWN ON THE PLANS. IN ADDITION, THE PLATE, WASHER, ANDNUT SHALL BE PULLED UP FLUSH TOGETHER BY WIRING TO THEREINFORCEMENT OR OTHER MEANS NECESSARY TO ASSURE ADEQUATECONTACT BETWEEN THESE PARTS.3.11 CURING3.11.01 GENERALA.TEMPORARY SHOTCRETE SHALL NOT REQUIRE CURING.B.PERMANENT SHOTCRETE SHALL BE PROTECTED FROM LOSS OF MOISTUREFOR AT LEAST 7 DAYS AFTER PLACEMENT. WHEN SHOTCRETE IS BEINGPROTECTED FROM LOW TEMPERATURES, CURING SHALL BE TERMINATED NOSOONER THAN ONE DAY AFTER THE REMOVAL OF LOW TEMPERATUREPROTECTION. CURING OF SHOTCRETE SHALL BE BY METHODS THAT WILL KEEPSHOTCRETE SURFACES ADEQUATELY WET AND PROTECTED DURING THESPECIFIED PERIOD. CURING SHALL COMMENCE WITHIN ONE HOUR OFSHOTCRETE APPLICATION. WHEN THE AMBIENT TEMPERATURE EXCEEDS 80DEGREES FAHRENHEIT, THE CONTRACTOR SHALL PLAN THE WORK SUCH THATCURING CAN COMMENCE IMMEDIATELY AFTER FINISHING. CURING SHALL BECOMPLETED IN ACCORDANCE WITH THE FOLLOWING REQUIREMENTS.3.11.02 WATER CURINGA.THE RATE OF WATER APPLICATION SHALL BE REGULATED TO PROVIDECOMPLETE SURFACE COVERAGE WITH A MINIMUM OF RUNOFF.3.11.03 MEMBRANE CURINGA.CURING COMPOUNDS SHALL NOT BE USED ON ANY SURFACES AGAINSTWHICH ADDITIONAL SHOTCRETE OR OTHER CEMENTITIOUS FINISHINGMATERIALS ARE TO BE BONDED UNLESS THE SURFACE IS THOROUGHLYSANDBLASTED IMMEDIATELY PRIOR TO SHOTCRETE PLACEMENT IN A MANNERACCEPTABLE TO THE OWNER'S REPRESENTATIVE. MEMBRANE CURINGCOMPOUNDS SHALL BE SPRAY APPLIED AS QUICKLY AS PRACTICAL AFTERINITIAL SHOTCRETE SET AT A COVERAGE OF NOT LESS THAN 40 SQ. FT. PERGALLON.3.11.04 FILM CURINGA.FILM CURING WITH POLYETHYLENE SHEETING MAY BE USED TO SUPPLEMENTWATER CURING ON SHOTCRETE THAT WILL BE COVERED LATER WITHADDITIONAL SHOTCRETE OR CONCRETE. THE SHEETING SHALL COMPLETELYCOVER ALL SURFACES, AND HAVE EDGES OVERLAPPED FOR PROPER SEALINGAND ANCHORAGES.3.12 WEATHER LIMITATIONSA.SHOTCRETE SHALL NOT BE PLACED IN COLD WEATHER UNLESS ADEQUATELYPROTECTED WHEN THE AMBIENT TEMPERATURE IS BELOW 40° F AND FALLINGAND/OR WHEN THE SHOTCRETE IS LIKELY TO BE SUBJECTED TO FREEZINGTEMPERATURES BEFORE REACHING A MINIMUM STRENGTH OF 750 PSI. COLDWEATHER PROTECTION SHALL BE MAINTAINED UNTIL THE STRENGTH OF THEIN-PLACE SHOTCRETE IS GREATER THAN 750 PSI. COLD WEATHER PROTECTIONSHALL INCLUDE HEATING UNDER TENTS, BLANKETS OR OTHER MEANSACCEPTABLE TO THE OWNER'S REPRESENTATIVE. THE TEMPERATURE OF THESHOTCRETE, WHEN DEPOSITED, SHALL BE NOT LESS THAN 50° F NOR MORETHAN 80° F. THE AIR IN CONTACT WITH SHOTCRETE SURFACES SHALL BEMAINTAINED AT TEMPERATURES ABOVE 32° F FOR A MINIMUM OF 7 DAYS.B.SHOTCRETE APPLICATION SHALL BE SUSPENDED DURING HIGH WINDS ANDHEAVY RAINS WHEN IN THE OPINION OF THE OWNER'S REPRESENTATIVE THEQUALITY OF THE APPLICATION IS NOT ACCEPTABLE. NEWLY PLACEDSHOTCRETE EXPOSED TO RAIN THAT WASHES OUT CEMENT OR OTHERWISEMAKES THE SHOTCRETE UNACCEPTABLE TO THE OWNER'S REPRESENTATIVESHALL BE REMOVED AND REPLACED. THE CONTRACTOR SHALL PROVIDEADEQUATELY SECURED POLYETHYLENE SHEETING OR EQUIVALENT WHENADVERSE EXPOSURE TO WEATHER IS ANTICIPATED.3.13 TOLERANCESA.THE TOLERANCES FOR TEMPORARY AND PERMANENT SHOTCRETE FACINGSSHALL BE AS FOLLOWS: TEMPORARY SHOTCRETEVERTICAL LOCATION OF SHOTCRETE JOINT 12"THICKNESS OF SHOTCRETE - 0.5" HORIZONTAL LOCATION OF REINFORCEMENT 1"REINFORCING LAP LENGTH - 1"REINFORCEMENT SPACING 1"SECTION 2370 - SHORING WALL MONITORINGPART 1 - GENERAL1.01 DESCRIPTIONA.CONSTRUCTION MONITORING OF THE SOIL NAIL AND SOLDIER PILE WALLSSHALL BE THE RESPONSIBILITY OF THE GEOTECHNICAL ENGINEER AND SHALLCONSIST OF CONTROLLED SURVEYING AS DESCRIBED IN THIS SECTION.EXECUTION OF THE SURVEYING SHALL BE PERFORMED BY A LICENSEDSURVEYOR UNDER CONTRACT TO THE OWNER OR GENERAL CONTRACTOR.CONTROLLED SURVEYING SHALL BE PERFORMED TO DETERMINE: (A) ELEVATIONAND PLAN LOCATION OF MONITORING POINTS; AND (B) VERTICAL ANDHORIZONTAL MOVEMENT OF THE MONITORING POINTS. MONITORING SHALL BECOMPLETED IN ACCORDANCE WITH THE GEOTECHNICAL REPORT.B.MONITORING POINTS SHALL CONSIST OF BOLTS OR RODS EMBEDDED INTOTHE OBJECT OF INTEREST, OR CROSS-HAIRS SCRIBED ONTO A PLATE THAT ISATTACHED TO THE FACE OF THE OBJECT OF INTEREST. SURVEY ACCURACYSHALL BE TO +/- 0.01 FT.C.MONITORING POINTS SHALL BE ESTABLISHED: (A) AT THE TOP OF THE SOILNAIL WALLS AND SPACED NO GREATER THAN 25 FEET ON CENTER AROUND THEENTIRE WALL PERIMETER; (B) ON TOP EVERY OTHER SOLDIER PILE; AND (C) ONALL EXISTING STRUCTURES THAT ARE SENSITIVE TO MOVEMENT AND WITHIN 30FEET OF THE EXCAVATION.1.02 MONITORING FREQUENCY AND REPORTINGA.SURVEY AND REPORTING OF MOVEMENT OF MONITORING POINTS SHALL BEPERFORMED AT LEAST ONCE PER WEEK BY A LICENSED SURVEYOR DURINGSHORING INSTALLATION AND EXCAVATION. SURVEY FREQUENCY CAN BEDECREASED AFTER THE SHORING SYSTEM HAS BEEN INSTALLED ANDEXCAVATION IS COMPLETE IF THE DATA INDICATES LITTLE OR NO ADDITIONALMOVEMENT. SURVEYING MUST CONTINUE UNTIL THE PERMANENT STRUCTURE(INCLUDING FLOOR SLABS AS BRACES) IS COMPLETE UP TO FINAL AND STREETGRADES. THE SURVEY FREQUENCY WILL BE DETERMINED BY THEGEOTECHNICAL ENGINEER AFTER REVIEW AND APPROVAL BY THE ENGINEER OFRECORD FOR THE SHORING AND PERMANENT SOIL NAIL WALL.B.MONITORING RESULTS SHALL BE PRESENTED WEEKLY TO THEGEOTECHNICAL ENGINEER OF RECORD. THE GEOTECHNICAL ENGINEER SHALLREVIEW SURVEY DATA AND PROVIDE AN EVALUATION OF WALL PERFORMANCEALONG WITH A GRAPHICAL REPRESENTATION OF WALL MOVEMENT VERSUSTIME TO THE ENGINEER OF RECORD FOR THE SHORING AND PERMANENT SOILNAIL WALL ON AT LEAST A WEEKLY BASIS. IMMEDIATELY AND DIRECTLY, NOTIFYTHE ENGINEER IF ANY UNUSUAL OR SIGNIFICANTLY INCREASED MOVEMENTOCCURS.C.IMMEDIATELY AND DIRECTLY NOTIFY THE GEOTECHNICAL ENGINEER ANDWALL DESIGNER IF 0.5 INCHES OF MOVEMENT OCCURS BETWEEN TWOCONSECUTIVE READINGS AND WHEN TOTAL MOVEMENTS REACH 0.5 INCH. ATTHAT AMOUNT OF MOVEMENT, THE ENGINEERS AND DESIGNERS SHALLDETERMINE THE CAUSE OF DISPLACEMENT AND DEVELOP REMEDIAL MEASURESSUFFICIENT TO LIMIT TOTAL WALL MOVEMENTS TO 1 INCH. ALL EARTHWORK ANDCONSTRUCTION ACTIVITIES MUST BE DIRECTED TOWARDS IMMEDIATEIMPLEMENTATION OF REMEDIAL MEASURES NECESSARY TO LIMIT TOTAL WALLMOVEMENTS TO WHAT HAS BEEN DEFINED AS ACCEPTABLE BY THE DESIGNTEAM.SECTION 2380 - SOIL NAIL WALL CONSTRUCTIONOBSERVATIONPART 1 - GENERAL1.01 DESCRIPTIONA.SOIL NAIL WALL CONSTRUCTION OBSERVATION SHALL BE PERFORMED INGENERAL ACCORDANCE WITH FHWA GUIDE LINES (SOIL NAILING INSPECTORSMANUAL - SOIL NAIL WALLS, 1994)B.SOIL NAIL INSPECTOR OR PROJECT MANAGER IN CHARGE OF SOIL NAILCONSTRUCTION OBSERVATION SHALL BE A REGISTERED PROFESSIONALENGINEER AND HAVE A MINIMUM OF 3 YEARS EXPERIENCE IN THE DESIGN OFSOIL NAIL WALLS AND THE CONSTRUCTION OF SOIL NAIL WALLS.C.THE EXCAVATION FACE SHALL BE LOGGED AND PRESENTED IN GRAPHICALFORMAT AS PART OF THE SOIL NAIL SPECIAL INSPECTION. GRAPHICAL LOGS OFSHORING WALLS SHALL BE PRESENTED ON A WEEKLY BASIS TO THE ENGINEEROF RECORD FOR THE WALL DESIGN.D.VARIATIONS FROM THE GEOTECHNICAL REPORT OR THE ASSUMED SOILCONDITIONS SHALL BE IMMEDIATELY PRESENTED IN WRITING TO THE WALLDESIGNER AND GEOTECHNICAL ENGINEER OF RECORD PRIOR TO PROCEEDINGWITH THE SUBSEQUENT SHORING.DATEREV.
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