Pile Wall-Temp Works-Method Statement Rev. 00

www.deep-foundations.co.uk

JobNo: DFS170805 DesignEngineer: AA Date: 01September2017

JobName: 93BARNSBURYSTREETLONDON

CalcTitle: DesignsforPileRetainingWall,TrenchSheetRetainingWalls,AssociatedTemporaryWorks&ConstructionMethodStatement

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DESIGNSTATUS&ISSUERECORD

Revision Status Description Design Check Engineer Date Engineer Date

/ PlanningPreliminarydesignsforpilewall,trenchsheetwalls,temporaryworks&methodstatement

AR 01/09/17 AA 01/09/17

Piling Contractor: Geotechnical Designers: Deep Foundations Specialists Limited

Foundation Specialist Consulting Engineers 21 Brambling Way Maidenhead SL6 8PQ Berkshire

Tel:

Fax:

Tel: 01628 664449 W: www.deep-foundations.co.uk

Project Engineers: Main Contractor: CONISBEE Consulting Civil & Structural Engineers 1-5 Offord Street London N1 1DH

Ecore Construction Limited Bizspace Business Centre Unit A4 Wandsworth Road Greenford UB6 7JJ

Tel – 0207 700 6666

Fax – 0207 700 6686

Tel: 020 8998 1769

W: www.ecoreconstruction.co.uk

93BARNSBURYSTREETLONDON

N11EJ

Designsfor∅350PileRetainingWall/MABEYM17TemporaryTrenchSheetRetainingWalls,AssociatedTemporaryWorks&ConstructionMethodStatement





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93BARNSBURYSTREETLONDONN11EJ

DESIGNSFOR∅350PILEWALL,TEMPORARYTRENCHSHEETRETAININGWALLS,ASSOCIATEDTEMPORARYPROPPINGSCHEME&CONSTRUCTIONMETHODSTATEMENT

1.0 INTRODUCTION

ECOREConstructionLimitedarecurrentlyproposingtoconstructanewrearextensiontotheexisting4storey-

GradeIIlistedmidterraceearlyVictorianhouseontheabovesite.Theprojectwouldinvolvethedemolitionof

theexisting2storey-extensionattherearofthepropertyandconstructionofanewlarger2storey-extension

with a basement, whichwould accommodate a basement room, undergroundwine cellar, desk space and

TV/Playroom.

Thesubterraneanconstructionschemeforthenewbasementwouldincludereinforcedconcreteunderpinning

oftheadjoiningboundary/partywallsonbothsidesofthebasement,constructionofanewpileretainingwall

at the rear of the proposedbasement, installation of temporary trench sheet retainingwalls to enable the

deeper excavations for the spiral wine cellar and the stair case/desk space area, as well as associated

temporaryworks.

Thedesignanddetailingoftheproposedunderpinningwallsisbeingcarriedoutbyothers.However,theyare

proposedtocompriseof250mm-400mmthickL-shapedsegmentalreinforcedconcreteunits,whichwouldbe

installedinbaysof1mmaximumwidth.Theunderpinningunitsareproposedtoprovidebothtemporaryand

permanent earth and groundwater retention, as well as permanent vertical support to the adjoining

boundary/partywalls.

This report chiefly focuses on the designs for the proposed pile retaining wall, temporary trench sheet

retainingwalls,temporaryproppingschemeandrecommendationsonsuitableconstructionsequenceforthe

proposed basement scheme. The pile retaining wall shall comprise of∅350 piles spaced at 500mm c/c

intervals,while the temporary trench sheet retainingwalls shall compriseofMABEYM17S350 interlocking

trenchsheets.





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Thereportispresentedunderthefollowingheadings:

• INPUTDATA

• OUTLINEOFDESIGN&CONSTRUCTIONMETHODSTATEMENT

• GROUNDCONDITIONS

• PILEWALL&TRENCHSHEETRETAININGWALLANALYSIS&DESIGN

- GeotechnicalDesign

- StructuralDesign

• TEMPORARYPROPDESIGN

• REFERENCES

• APPENDICES

- ProposedPileWall&TrenchSheetWallLayout,TemporaryProppingSchemeLayout,Sections&

Detailing

- PileWallSchedule

- TrenchSheetWallSchedule

- CADSPWS5.6ComputerOutputFiles–ULSAnalysisforPileRetainingWall

- CADSPWS5.6ComputerOutputFiles–SLSAnalysisforPileRetainingWall

- CADSPWS5.6ComputerOutputFiles–ULSAnalysisforTrenchSheetRetainingWalls

- CADSPWS5.6ComputerOutputFiles–SLSAnalysisforTrenchSheetRetainingWalls

- TemporaryPropDesignCalculationSheets

- MABEYTrenchSheetTechnicalDataSheets

- RelevantHistoricalBoreholeLogs.





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2.0 INPUTDATA

Thisreportisbasedonthefollowingreferencedocuments:

(i) BritishGeologicalSurvey(BGS)’OnlineDatabaseofHistoricalBoreholeData.

(ii) CONISBEE’s Document No. 160848/T Version 1 of 22 September 2016 – Report on Proposed New

Extension.93BarnsburyStreetLondonN11EJ.

(iii) LiptonPlantArchitect’sDrawingNo.448.(2).0.001–ExistingLowerGroundandGroundFloorPlans.

(iv) LiptonPlantArchitect’sDrawingNo.448.(2).0.002–FirstFloorPlan&SecondFloorPlan.

(v) LiptonPlantArchitect’sDrawingNo.448.(2).0.003–ExistingNorthElevation&SouthElevation.

(vi) LiptonPlantArchitect’sDrawingNo.448.(2).0.004–ExistingSectionA–A.

(vii) LiptonPlantArchitect’sDrawingNo.448.(2).0.005–ExistingSectionB–B.

(viii) LiptonPlantArchitect’sDrawingNo.448.(2).1.001Rev.B–ProposedLowerGround&Basement.

(ix) LiptonPlantArchitect’sDrawingNo.448.(2).1.002Rev.B–ProposedGroundFloorPlan.

(x) LiptonPlantArchitect’sDrawingNo.448.(2).1.003Rev.A–ProposedFirstFloorPlan.

(xi) LiptonPlantArchitect’sDrawingNo.448.(2).1.004Rev.A–ProposedSecondFloorPlan.

(xii) LiptonPlantArchitect’sDrawingNo.448.(2).2.000–ProposedFrontElevation.

(xiii) LiptonPlantArchitect’sDrawingNo.448.(2).2.001–ProposedRearElevation.

(xiv) LiptonPlantArchitect’sDrawingNo.448.(2).3.000Rev.A–ProposedSectionAA.

(xv) LiptonPlantArchitect’sDrawingNo.448.(2).3.001Rev.A–ProposedSectionBB.

(xvi) LiptonPlantArchitect’sDrawingNo.448.(2).3.002–ProposedSectionCC.

(xvii) LiptonPlantArchitect’sDrawingNo.448.(2).3.003Rev.A–ProposedSectionsDD.





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(xviii) LiptonPlantArchitect’sDrawingNo.448.(2).3.004Rev.A–ProposedSectionsEE.

(xix) LiptonPlantArchitect’sDrawingNo.448.(2).3.005Rev.B–ProposedSectionFF.

(xx) LiptonPlantArchitect’sDrawingNo.448.(2).3.006Rev.A–ProposedSectionII.

(xxi) LiptonPlantArchitect’sDrawingNo.448.(2).3.007Rev.A–ProposedSectionJJ.

(xxii) LiptonPlantArchitect’sDrawingNo.448.(2).5.005Rev.B–ProposedBasement.





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3.0 OUTLINEOFDESIGN&CONSTRUCTIONMETHODSTATEMENT

• Wall/propanalysisanddesigncalculationshavebeencarriedoutinaccordancewiththerecommendationsof

theBS8002(2015),CIRIAReportNo.C760(2017)andBS5950-1(2000).

• Earthretentionsystemfortheproposedbasementshallcompriseofacombinationofpileretainingwall,L-

shapedreinforcedconcretesegmentalunderpinningwallsandtemporarytrenchsheetretainingwalls.

• Excavation for the new basement is approx. 4.2m deep (measured from existing garden level), while

excavationforthenewwinecellarisapprox.7.6mdeep(measuredfromexistinggardenlevel).

• Pilingplatformlevelistakentobetheexistinggardenlevelonthesite(approx.+9.500).

• Basementformationlevelisgenerally+5.300,whileformationlevelforthewinecellarisapprox.+1.900.

• The additional deeper excavation for the wine cellar would need to be temporarily trench-sheeted and

temporarily braced in thedirectionof theunderpinnedneighbouringpartywall (please see recommended

sequence of construction in the later part of this section, aswell as preliminary drawings attached to the

appendicesofthisreport).Maximumlocalisedexcavationforthewinecellarisapprox.3.4m(measuredfrom

generalbasementformationlevel).

• Theadditionaldeeperexcavationforthestaircase/deskspaceareawouldalsoneedtobetemporarilytrench-

sheeted.However,thetrenchsheetretainingwallinthisareawouldsafelyactasafreestandingcantilever,

withnotemporaryprops.

• The pile retaining wall is designed for both temporary and permanent conditions, while the trench sheet

retainingwallsareonlydesignedfortemporaryuse.

• The design for the pile retaining wall in the temporary condition is based on a conservative maximum

retainedheightof7.6minthetemporarycondition,toallowforadegreeofredundancyinservice,especially

the pilewall section adjacent to the area of proposedwine cellar (excavation forwhichwould be trench-

sheeted). However, design for the pile wall in the permanent condition is based on amaximum retained

heightof4.2m.

• While the pile retaining wall cannot provide groundwater cut-off or support hydrostatic pressure in the

temporarycondition,ithasbeendesignedtosupportlongtermhydrostaticpressureassociatedwithawater





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head equivalent to 2/3 of wall retained height (or 1m bgl static water level), in accordance with the

recommendationsoftheBS8102(2009),iffacedwithapermanentwater-prooflinerwall.

• ReinforcedconcretedesignsfortheL-shapedsegmentalunderpinningwallsandreinforcedconcreteshellfor

basementstructuretobecarriedoutbyothers.

• Structural surcharge loading from theadjoiningbasementwall andgardenwall (whichareproposed tobe

underpinned) have not been provided by the Project Structural Engineers at this stage. However, for

preliminary design purpose, surcharge loading from the adjoin basement wall has been conservatively

estimatedtobe120KN/m,whilethestructuralsurchargefromtheadjoingardenwallhasbeenestimatedto

be50KN/m.ProjectStructuralEngineers(CONISBEE)mustconfirmactualstructuralsurchargeloadsfromthe

adjoiningstructurespriortodetaileddesignsforthetrenchsheetretainingwalls.

• Inadditiontostructuralsurcharge loads fromadjoiningstructures,analysis forwall sectionsaccount for10

kPanominaltraffic/services/slabsurchargeatcrestlevel.

• Atthisstage,asnospecificverticalloadingonpilewallhasbeenprovidedbytheProjectStructuralEngineers,

the pile retaining wall has not been designed to support any form of vertical loading. Project Structural

Engineers must confirm vertical loading on pile wall (if any) prior to the commencement of construction

worksonthesite.

• Priortothecommencementofbulkexcavationforthebasement,thenewRCunderpinningwallsandthepile

retainingwallmustbetemporarilyproppedwithdiagonalbraces@+8.250;thesecanberemovedoncethe

basementslabachievessufficientstructuralstrength(pleaseseerecommendedsequenceofconstructionin

thelaterpartofthissection,aswellaspreliminarytemporaryworksdrawingsattachedtotheappendicesof

thisreport).

• Theclaylayersaremodelledasundrainedmaterials,withtotalstressparametersinthetemporarycondition.

Inthepermanentcondition,theyareassumedtoexhibitdrainedbehaviourandthusmodelledwitheffective

stress parameters accordingly. All other soil layers are modelled with effective stress parameters in both

temporaryandpermanentconditions.





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• Historicalboreholelogsshowthatstaticgroundwaterlevelwithinthevicinityofthesiteislowerthan10mbgl,

whichliesbelowproposedexcavationdepthsonthesite.Nonetheless,asgroundwaterregimemaybesubject

to seasonal fluctuation, site operatives must make contingency allowance for the control of potential

groundwateringressintoexcavationareaduringbulkexcavation.

• GradeC28/35concreteforpiles.

• 50mmcovertopilereinforcement.

Typicalwallsectionsconsideredindesignaredescribedbelow:

TYPICALCONTIGUOUSPILEWALLSECTION(PROPPED):PilingPlatformLevel=+9.500.CappingBeamLevel=

+8.500. Excavation Level in Front of Wall = (+5.300) – (+1.900). Design Maximum Retained Height in the

Temporary Condition = 7.6m. DesignMaximum Retained Height in the Permanent Condition = 4.2m.Wall

SectionisDesignedtobeTemporarilyPropped@+8.250intheTemporaryCondition,duringBulkExcavation.

In the Permanent Condition, Wall will be Propped by the Basement Slab. 10 kPa nominal garden

traffic/servicessurchargeisconsideredindesign.

TRENCHSHEETWALLSECTION1–1 (PROPPED,WINECELLARAREA):WallCrestLevel=+5.300.Excavation

Level in Front ofWall = +1.900. DesignMaximum Retained Height = 3.4m.Wall Section is Designed to be

Temporarily Propped aroundCrest Level in theDirectionof theAdjoiningUnderpinnedBuilding. 120KN/m

Estimated Structural Surcharge from the Underpinned Neighbouring Building and 10 kPa nominal slab/

traffic/servicessurchargeisconsideredindesign.

TRENCHSHEETWALLSECTION2–2(FREESTANDINGCANTILEVER,STAIRCASE/DESKSPACEAREA):WallCrest

Level = +5.300. Excavation Level in Front ofWall = +2.700.DesignMaximumRetainedHeight = 2.6m.Wall

section isDesigned toAct as a Free StandingCantilever. 50 KN/mEstimated Structural Surcharge from the

UnderpinnedNeighbouringGardenWalland10kPanominalslab/traffic/servicessurcharge isconsidered in

design.

RecommendedSequenceofConstruction

1. Installpileretainingwallfrompilingplatformlevel(+9.500).





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2. InstallL-shapedreinforcedconcretesegmentalunderpinningretainingwallsbeneaththeexistingparty

wallsonbothsidesofproposedbasementstructureinhitandmisssequence.Segmentalunderpinsshall

beinstalledinindividualbaysof1mmaximumwidth.Adjacentsegmentalunderpinswillbeconnectedby

dowelsatmultiplelevels.Eachindividualbaymustbeback-filledbeforeexcavationcommencesinthe

nextbayonthesequencelist.Noimmediatelyadjacentbaysshallbeexcavatedconcurrentlyor

consecutively.

3. Carryoutinitialbulkexcavationto+8.000,whiletrimmingpilesdownto75mmaboveproposedsoffitlevel

ofRCcappingbeam(approx.+8.075);highleveltemporaryshoringmustbeprovidedbehindpilesduring

thetrimming-downprocess.

4. ConstructRCcappingbeamonpileretainingwall.

5. Installtemporarysteelwalingbeamsalongsegmentalunderpinningwalls@+8.250.

6. InstalldiagonalbracesagainsttheRCcappingbeam&steelwalingbeams@+8.250,asillustratedin

temporaryworksdrawingsattachedtotheappendicesofthisreport.

7. Continuebulkexcavationtogeneralbasementformationlevel(approx.+5.300).

8. Constructbasementslab,whileleavingoutthelocationsoftheproposedspiralwinecellarandthe

staircase/TV/playroomarea,wheredeeperexcavationsarerequired.

9. InstallMABEYM17temporarytrenchsheetsatlocationsofproposedwinecellarandthestaircase/desk

spacearea,asillustratedinthelayoutdrawingsandtypicalsectionsattachedtotheappendicesofthis

report.

10. Installatemporaryproparoundthecrestlevelofthetrenchsheetwallforthewinecellar,inthedirection

oftheadjoiningunderpinnedbasementwall.

11. Carryoutadditionaldeeperlocalisedexcavationsforthewinecellarandthestaircase/deskspacearea

(+1.900lowestexcavationlevel).

12. Constructreinforcedconcreteshellsforthespiralwinecellarandthestaircase/deskspaceareaand

removetemporarytrenchsheets.

13. ConstructRClinerwallforthebasement.

14. Removetemporarydiagonalbracesandwalingbeams@+8.250.

15. Constructbasementroofslab.

16. Constructsuperstructure.





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4.0 GROUNDCONDITIONS

Based on DFS’ review of historical borehole data of the area provided by the Project Structural Engineers

(CONISBEE),anticipatedsitestratigraphyat93BarnsburyStreetLondonmaybegeneralisedasshownintable

1below:

DEPTH(mbgl) DESCRIPTION Representative





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NsptValue

0.0–1.5 MadeGround -

1.5–6.0 DenseSand&Gravel 44-R

Below6mbgl FirmtoStifftoVeryStiff

LondonClay

21

• Historicalboreholelogsshowstaticwaterleveltoliebelow10mbgl.

Table1–GeneralisedSiteStratigraphy

SoilparametersusedinFEmodellingarepresentedintable2overleaf.Intable2;

φʹvaluesforthecohesionlesslayers/madegroundhavebeendeducedfromNsptvalues(afterPeck,Hanson&Thorburn(1974)).φʹvaluesforthecohesivelayersarededucedfromplasticityindices(afterCIRIAReportNo.104,1984&CIRIAReportNo.C580,2003).E’valuesforcohesionlessmaterials/madegroundareestimatedwiththecorrelation:E’=2000–3000*NsptinkPa(afterCIRIAReportNo.143,1995&CIRIAReportNo.C580,2003).E’valuesforcohesivelayersarededucedfromtheexpressionE’=0.8*Eu,whereEu=800*Cu.

SOILLAYER Nspt γ (kN/m3)

φʹ (°) C’(kPa) Cu(kPa) Eu E’(kPa)

MadeGround - 18.0 30.0 0.0 - - 30000

DenseSand&Gravel 44-R 20.0 39.0 0.0 - - 120000





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Table2–Inputsoilparameters

5.0 PILEWALL&TRENCHSHEETRETAININGWALLANALYSIS&DESIGN

(i) GeotechnicalDesign

Thegeotechnicaldesigninvolvedtwostages,whicharesummarisedbelow.Forthepileretainingwall,

separatesetsofanalysisarecarriedoutforthetemporaryandpermanentconditions.Forthetrench

sheetretainingwalls,analysisiscarriedoutforthetemporaryconditiononly.

FirmtoStifftoVery

StiffLondonClay

21 19.0 25.0 5.0 100.0 80000 65000





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(i) UltimateLimitState(ULS)Analysis–Thisinvolvestheuseoffactoredsoilparameterstoestimatethe

requiredembedmentofthewall,foroverallstabilitytobemaintained.Thisanalysishasbeencarried

out with the ‘CADS PWS 5.6‘ geostructural modelling programme for embedded retaining walls.

Analysis also provides information on ultimate bending moments, shear forces and if applicable,

ultimateloadsonthestruts.

(ii) Serviceability Limit State (SLS) Analysis – This involves the use of unfactored soil parameters to

estimatethelateraldisplacementofthewall,aswellasservicebendingmoments,shearforcesandif

applicable, service loads on the struts. The analysis has been carried out with the ‘CADS PWS 5.6‘

geostructuralmodellingprogrammeforembeddedretainingwalls.

Theresultsofthewallanalysisanddesignarepresentedintable3overleaf.

WALLSECTION MaximumRetainedHeight(m)

RequiredPileLengthfor WallStability(m)

MaximumPileDeflection(mm)

Service Prop / SlabLoads(KN/mrun)

Required SteelReinforcement





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- ‘CADSPWS5.6’computeroutputfilesforwalllateralstabilityanalysisarealsoattachedtotheappendices.

Table3–SummaryofResults

(ii) StructuralDesign

TYPICALPILEWALLSECTION(∅350):

The ‘CADS PWS 5.6’ geostructural modelling programme has also been used to design thereinforcementbarsinthepilesforthepileretainingwall.Seeattachedcomputeroutputfiles.

TYPICAL PILE WALLSECTION

(∅350,Propped)

7.6(Temp)

4.2(Perm)

10.0 10.0 60.0 (Temporary Prop@ Capping BeamLevel)

120.0(BasementFloorSlab)

50.0(RoofSlab)

4 – B25s with B8 links @150mmc/c

TRENCHSHEETWALLSECTION1–1(WineCellarArea)

(MABEY M17,Propped)

3.4 6.0 10.0 60.0 (Temporary Prop@WallCrestLevel)

N/A

TRENCHSHEETWALLSECTION 2 – 2(Staircase/DeskSpaceArea)

(MABEY M17, FreeStandingCantilever)

2.6 5.0 10.0 N/A N/A





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BendingReinforcement

TheSLSanalysisproducestheworstcasebendingmomentforthissection;

ServicebendingmomentMs=120kNm/m(see‘CADSPWS5.6’computeroutputfiles)

Adoptingafactorofsafetyof1.35(afterCIRIAReportNo.C760,2017)andconsidering500mmc/cpilespacing,ultimatebendingmomentperpileMu=120*1.35*0.5=81kNm/pile

‘CADSPWS5.6’ structuraldesignoutput– foraØ350gradeC28/35concrete sectionwith4 – B25sand50mmcovertopilereinforcement,ultimatemomentcapacityMc=81kNm(o.k.).

ShearReinforcement

TheSLSanalysisproducestheworstcaseshearforceforthissection;

ServiceshearforceFs=103KN/m(see‘CADSPWS5.6’computeroutputfiles)

Adoptingafactorofsafetyof1.35(afterCIRIAReportNo.C760,2017)andconsidering500mmc/cpilespacing,ultimateshearforceperpileFu=103*0.5*1.35=70KN/pile

‘CADSPWS5.6’structuraldesignoutput–provideB8linksorhelicals@150mmc/c

TRENCHSHEETRETAININGWALLSECTION1–1(WineCellarArea):

BendingCapacity

TheULSanalysisproducestheworsecasebendingmomentforthissection;

UltimatebendingmomentMu=58kNm/m(see‘CADSPWS5.6’computeroutputfile)

UltimateMomentCapacityMcofasectionisgivenby;

Mc=fy*Z ----------------------------(1)

WhereZiselasticmodulusandfyisyieldstrength.





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ForaMABEYM17S350trenchsheetwall,Z=424cm3/m≡4.24x10-4m3/m,whilefy=350N/mm2

(use275N/mm2);seemanufacturer’stechnicaldatasheetsattachedtotheappendicesofthisreport.

∴Mc=275x103*4.24x10-4=117kNm/m

Adoptingafactorofsafetyof1.15onmaterialstrength,ultimatebendingcapacitybecomes;

Mc=[117/1.15]kNm=102kNm>58kNm(O.K.).

∴ProvideMABEYM17S350TrenchSheets

TRENCHSHEETRETAININGWALLSECTION2–2(Staircase/DeskSpaceArea):

BendingCapacity

TheSLSanalysisproducestheworsecasebendingmomentforthissection;

ServicebendingmomentMs=43kNm/m(see‘CADSPWS5.6’computeroutputfile)

Adoptingafactorofsafetyof1.35(afterCIRIAReportNo.C760,2017),ultimatebendingmomentMu

isgivenby;

Mu=43*1.35=59kNm/m

Adoptingequation1 above, theUltimateMomentCapacityMcof aMABEYM17S350 trench sheet

wallmaybeestimatedas;

∴Mc=275x103*4.24x10-4=117kNm/m

Adoptingafactorofsafetyof1.15onmaterialstrength,ultimatebendingcapacitybecomes;

Mc=[117/1.15]kNm=102kNm>59kNm(O.K.).

∴ProvideMABEYM17S350TrenchSheets





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6.0 TEMPORARYPROPDESIGN

(i) StructuralDesignforTemporaryProps

Structuraldesignsforthediagonalbracesandsteelwalingbeamshavebeencarriedoutinaccordance

with the recommendations of the BS5950-1: 2000. Please see appendices for structural design

calculationsheets.





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7.0 REFERENCES

Adekunte, Hilton & Greentree (2016), “An Alternative Approach for Estimating the Vertical Capacity of L-Shaped Segmental Underpinning Systems in Urban Basement Construction”. Proceedings of the DeepFoundationsInstitute’sInternationalConferenceonDeepFoundations,SeepageControlandRemediation,NewYork,USA,October12-15,2016.





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Adekunte (2015), “Collaborative Development of Sustainable & Economical Solutions for UndergroundStructures”.Proceedings of the Deep Foundations Institute’s 40th Annual International Conference onDeepFoundations,OaklandCalifornia,USA,October12-15,2015.Adekunte(2014),“DealingwithComplexitiesAssociatedwiththeApplicationofBoredPileRetainingWallsinUrban Developments”. Proceedings of the Deep Foundations Institute’s 39th Annual Conference on DeepFoundations,AtlantaGeorgia,USA,October21-24,2014.

BritishStandardsInstitution(1986),“BS8004-CodeofPracticeforFoundations”.

BritishStandardsInstitution(1994),“BS8002-CodeofPracticeforEarthRetainingStructures”.

BritishStandardsInstitution(1997),“BS8110-CodeofPracticefortheStructuralUseofConcrete”.

BritishStandards Institution (2000), “BS5950–Structuraluseof Steelwork inBuilding.CodeofPractice forDesign.Rolled&WeldedSections”.

CIRIA(2003),“ReportNo.C580;EmbeddedRetainingWalls;GuidanceforEconomicDesign”.

CIRIA(1984),“ReportNo.104–DesignofEmbeddedRetainingWallsinStiffClay”.

CIRIA(1995),“ReportNo.143–TheStandardPenetrationTest(SPT):MethodsandUse”.

InstitutionofCivilEngineers(2007),“ICESpecificationforPilingandEmbeddedRetainingWalls”.2ndEd.

Peck,Hanson&Thorburn(1974),“FoundationEngineering”.2ndEd.





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APPENDICES





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ProposedPileWall&TrenchSheetWallLayout,Temporary

ProppingSchemeLayout,Sections&Detailing





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PileWallSchedule





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TrenchSheetWallSchedule





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ULSAnalysisforPileRetainingWall:

CADSPWS5.6ComputerOutputFiles





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SLSAnalysisforPileRetainingWall:






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ULSAnalysisforTrenchSheetRetainingWalls:






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SLSAnalysisforTrenchSheetRetainingWalls:






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TemporaryPropDesignCalculationSheets:





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MABEYTrenchSheetTechnicalDataSheets:





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RelevantHistoricalBoreholeLogs

Source:BritishGeologicalSurvey(BGS)

Pile Wall-Temp Works-Method Statement Rev. 00

Documents

Transcript of Pile Wall-Temp Works-Method Statement Rev. 00