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PART III FACILITIES, CHAPTER 5 MOORING FACILITIES
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2.9 Cellular-bulkhead Quaywalls with Embedded SectionsPublic NoticePerformance Criteria of Cellular-bulkhead Quaywalls with Embedded Sections
Article 52 1Theperformancecriteriaofcellular-bulkheadquaywallswithembeddedsectionsshallbeasspecifiedinthesubsequentitems:(1)Thefollowingcriteriashallbesatisfiedunderthepermanentactionsituationsinwhichthedominant
actionisearthpressure:(a)Theriskoflosingthestabilityduetosheardeformationofthestructuralbodyshallbeequaltoor
lessthanthethresholdlevel.(b)Theriskofimpairingtheintegrityofthemembersofthecellular-bulkheadquaywallswithembedded
sectionsshallbeequaltoorlessthanthethresholdlevel.(2)Thefollowingcriteriashallbesatisfiedunderthepermanentactionsituationinwhichthedominant
actionisearthpressureandunderthevariableactionsituationinwhichthedominantactionisLevel1earthquakegroundmotions.(a)Theriskofoccurrenceofslidingofthestructuralbodyorfailureduetoinsufficientbearingcapacity
ofthefoundationshallbeequaltoorlessthanthethresholdlevel.(b)Theriskthattheamountofdeformationofthetopofthecellsmayexceedtheallowablelimitof
deformationshallbeequaltoorlessthanthethresholdlevel.(3)Theriskofoccurrenceofslipfailureinthegroundshallbeequaltoorlessthanthethresholdlevel
underthepermanentactionsituationinwhichthedominantactionisselfweight.(4)The following criteria shall be satisfied by the superstructure of cellular-bulkhead quaywallswith
embeddedsectionsunderthepermanentactionsituationinwhichthedominantactionisearthpressureandunderthevariableactionsituationinwhichthedominantactionsareLevel1earthquakegroundmotions,shipberthing,andtractionbyships.(a)Theriskthattheaxialforceactinginapilemayexceedtheresistanceforcebasedonfailureofthe
groundshallbeequaltoorlessthanthethresholdlevel.(b)Theriskthatthestressesinthepilesmayexceedtheyieldstressshallbeequaltoorlessthanthe
thresholdlevel.(c)Theriskofimpairingtheintegrityofthemembersshallbeequaltoorlessthanthethresholdlevel.
2Inadditiontotheprovisionsintheprecedingparagraph,theperformancecriteriaofplacementtypecellular-bulkheadquaywallswithembeddedsectionsshallbesuchthattheriskofoccurrenceofoverturningunderthevariableactionsituation,inwhichthedominantactionisLevel1earthquakegroundmotions,isequaltoorlessthanthethresholdlevel.
[Commentary]
①Cellular-bulkheadQuaywallwithEmbeddedSections(serviceability)(a)The performance criteria of cellular-bulkhead quaywall with embedded sections shall be used in
accordancewiththedesignsituationsandtheconstituentmembers.Besidesthisrequirement,whennecessarythesettingsofPublic Notice 22 Paragraph 3(ScouringandWashingOut)andArticle 28 Performance Criteria of Armor Stones and Blocksshallbeapplied.
(b)StabilityoftheCellStructureandIntegrityofMembers1) ThestabilityofthecellstructureandtheintegrityofmembersshallbeinaccordancewithAttached
Table 39.
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TECHNICAL STANDARDS AND COMMENTARIES FOR PORT AND HARBOUR FACILITIES IN JAPAN
Attached Table 39 Setting of Performance Criteria for Structural Stability of the Cells and the Integrity of the Members of Cellular-bulkhead Quaywall with Embedded Sections and the Design Situations excluding Accidental Situations
MinisterialOrdinance PublicNotice
Performancerequirements
Designsituation
Verificationitem Indexofstandardlimitvalue
Article
Paragraph
Item
Article
Paragraph
Item Situation Dominating
actionNon–
dominatingaction
26 1 2 52 1 1a Serviceability Permanent Earthpressure Waterpressure,surcharges
Sheardeformationofwall
Resistancemoment
1b Yieldingofallbody Systemfailureprobabilityunderpermanentsituationsofselfweightandearthpressure(Pf=4.0×10–15)
Arcyielding Systemfailureprobabilityunderpermanentsituationsofselfweightandearthpressure(Pf=3.1×10–15)
Yieldingofpoints Designyieldstress2a Permanent Earthpressure Selfweight,
waterpressure,surcharges
Wallsliding,bearingcapacityoffoundationground
Systemfailureprobabilityunderpermanentsituationsofearthpressure(Highearthquake-resistancefacilities:Pf=1.0×10–3)(Otherthanhighearthquake-resistancefacilities:Pf=4.0×10–3)
Variable L1earthquakegroundmotion
Selfweight,earthpressure,waterpressure,surcharge
– LimitvalueforslidingLimitvalueforbearingcapacity(Allowableamountofdeformation:applygravity-typequaywalls)
2b Permanent Earthpressure Waterpressure,surcharges
Deformationofcelltop Limitvalueofdeformation
Variable L1earthquakegroundmotion
Selfweight,earthpressure,waterpressure,surcharges
3 Permanent Selfweight Waterpressure,surcharges
Circularslipfailureofground
Systemfailureprobabilityunderpermanentsituationsofearthpressure(Highearthquake-resistancefacilities:Pf=1.0×10–3)(Otherthanhighearthquake-resistancefacilities:Pf=4.0×10–3)
2)ShearDeformationofWallStructuresVerificationofthesheardeformationofwallstructuresistoverifythattheriskthatthedeformationmomentforsheardeformationofthewallstructurewillexceedtheresistancemomentisequaltoorlessthanthelimitingvalue.
3)YieldingofConnectionsVerificationofyieldingofjointsistoverifythattheriskthatthetensilestressinthejointsbetweenthecellstructureandthearcwillexceedtheyieldstressisequaltoorlessthanthelimitingvalue.Inthecaseofsteelsheetpilecellular-bulkheadstructures,verificationshallalsobecarriedoutforthetensilestrengthofthejointsofflattypesteelsheetpile.
4)SlidingofWallStructures,BearingCapacityofFoundationGroundVerificationofslidingofwallstructuresistoverifythattheriskoffailureduetoslidingofawallstructureisequaltoorlessthanthelimitvalue.Verificationofbearingcapacityoffoundationsoilsistoverifythattheriskoffailureduetoinsufficientbearingcapacityofthefoundationgroundisequaltoorlessthanthelimitvalue. The setting for sliding of wall structures and bearing capacity of foundation in permanentsituationswheredominatingactionistheearthpressureandvariablesituationswheredominatingaction isLevel1 earthquakegroundmotion, shall complywith the settingof thePublic Notice
PART III FACILITIES, CHAPTER 5 MOORING FACILITIES
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Article 49 Performance Criteria of Gravity-type Quaywalls.5)DeformationoftheCellTops
ThelimitvalueoftheamountofdeformationofthecelltopsunderthepermanentsituationswheredominatingactionistheearthpressureandthevariablesituationswheredominatingactionisLevel1earthquakegroundmotionshallbeappropriatelysetbasedontheenvisagedconditionsofuseofthefacility,etc.
6)CircularSlipFailureoftheGroundThesettingforcircularslipfailureofthegroundshallcomplywiththesettingofthePublic Notice Article 49 Performance Criteria of Gravity-type Quaywalls.
(b)Superstructures1)ThesettingforsuperstructuresshallbeinaccordancewithAttached Table 40.
Attached Table 40 Setting for the Performance Criteria of the Superstructures of Cellular-bulkhead Quaywall with Embedded Sections and Design Situations excluding Accidental Situations
MinisterialOrdinance PublicNotice
Performancerequirements
Designsituation
Verificationitem Indexofstandardlimitvalue
Article
Paragraph
Item
Article
Paragraph
Item Situation Dominating
actionNon–
dominatingaction
26 1 2 52 1 4a Serviceability Permanent Earthpressure Selfweight,waterpressure,surcharge
Axialforcesactingonsuperstructurepiles*1)
Resistancecapacitybasedonfailureoftheground(pushing,pulling)
Variable L1earthquakegroundmotion
Selfweight,earthpressure,waterpressure,surchargeTractionof
ships4b Permanent Earthpressure Waterpressure,
surchargeYieldingofsuperstructurepiles*1)
Designyieldstress
Variable L1earthquakegroundmotion
Selfweight,earthpressure,waterpressure,surcharge
– –
4c Permanent Earthpressure Waterpressure,surcharge
Serviceabilityofsuperstructurecross-section
Limitvalueofbendingcompressivestress(serviceabilitylimitstate)
Variable L1earthquakegroundmotion
Selfweight,earthpressure,waterpressure,surcharge
Cross-sectionalfailureofsuperstructure
Designcross-sectionalresistance(ultimatelimitstate)
Berthingandtractionofships
*1)Onlyforstructureshavingsuperstructuresupportingpiles
2) AxialForcesActinginthePilesoftheSuperstructureVerificationofaxialforcesactingonthepilesofthesuperstructureistoverifythattheriskthattheaxialforcesactinginthepilesofthesuperstructurewillexceedtheresistanceloadbasedonfailureofthegroundisequaltoorlessthanthelimitvalue.
3) YieldingofPilesoftheSuperstructureVerificationofyieldinginthepilesofthesuperstructureistoverifythattheriskthatthestressinthepilesofthesuperstructurewillexceedtheyieldstressisequaltoorlessthanthelimitvalue.
4)ServiceabilityoftheCross-sectionofSuperstructuresVerificationofserviceabilityof thecross-sectionofsuperstructures is toverify that the risk thatthe design compressive bending stress in the superstructure will exceed the limit value of thecompressivestressisequaltoorlessthanthelimitvalue.
5)Cross-sectionalFailureofSuperstructuresVerificationof cross-sectional failure of superstructures is to verify that the risk that thedesigncross-sectionalforceinthesuperstructurewillexceedthedesigncross-sectionalresistanceisequaltoorlessthanthelimitvalue.
②PlacementTypeCellular-bulkheadQuaywalls(Serviceability)
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TECHNICAL STANDARDS AND COMMENTARIES FOR PORT AND HARBOUR FACILITIES IN JAPAN
(a)Performance criteria of placement type cellular-bulkhead quaywalls shall comply with theperformance criteria of the cellular-bulkhead quaywall with embedded sections, excluding theverificationitemsfordeformationofthetopofcells,andinadditionwithAttached Table 41.
Attached Table 41 Setting for the Performance Criteria of Placement Type Cellular-bulkhead Quaywalls and the Design Conditions excluding Accidental Situations
MinisterialOrdinance PublicNotice
Performancerequirements
Designsituation
Verificationitem Indexofstandardlimitvalue
Article
Paragraph
Item
Article
Paragraph
Item Situation Dominating
actionNon–
dominatingaction
26 1 2 52 2 – Serviceability Variable L1earthquakegroundmotion
Selfweight,earthpressure,waterpressure,surcharge
Overturningofwallbody
Limitvalueforoverturning(allowableamountofdeformationoftopofquaywall:applygravity-typequaywalls)
(b)OverturningofWallBodyThesettingregardingoverturningofwallbodyundervariablesituationswheredominatingactionisLevel1earthquakegroundmotionshallcomplywiththesettingofthePublic Notice Article 49 Performance Criteria of Gravity-type Quaywalls.
[Technical Note]
2.9.1 Fundamentals of Performance Verification
(1)Thefollowingisapplicabletotheperformanceverificationofquaywallsusingasteelcellular-bulkheadstructure,hereinafterreferredtoassteelcellular-bulkheadquaywalls,andquaywallshavingacellular-bulkheadstructurewithembeddedsections,hereinafterreferredtoasthesteelcellular-bulkheadquaywallswithembeddedsections.
(2)Theperformanceverificationmethoddescribedinthischapterisbasedontheresultsofcellular-bulkheadmodeltests 78), 79), 80), 81)conductedon a sandy soil groundwith an embedded length ratio of 0 to 1.5 and a ratio ofequivalentwallwidthtowallheightof1to2.5.Forthecaseswheretheembeddedlengthratioisverysmall,lessthan1/8,theequivalentwallwidthisverysmallrelativetothewallheight,orthequaywallistobeconstructedonacohesivesoilgroundorgroundimprovedbythesandcompactionpiles,etc.,furtherexaminationssuchasadynamicanalysistakingintoconsiderationnonlinearcharacteristicsofthegroundshouldbemadeasrequiredinadditiontotheexaminationusingtheperformanceverificationmethoddescribedinthissectionbecausethesecasesinvolvefactorsthatcannotbefullyclarifiedwiththemethoddescribedhere.
(3)Examplesofthecross-sectionofasteelcellular-bulkheadquaywallandanembedded–typesteelcellular-bulkheadquaywallareshowninFig. 2.9.1(a), (b).
(4)Theapproachin2.9.2 Action,and2.9.4 Performance Verificationmaybeusedforsimpleverification,butitisnecessarytobecarefulwhenadoptingtheseapproaches.
(5)Anexampleofthesequenceofperformanceverificationofthecellular-bulkheadquaywallwithembeddedsectionsisshowninFig. 2.9.2.
PART III FACILITIES, CHAPTER 5 MOORING FACILITIES
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H.W.L
Steel sheet pile cell
Soil filling
Steel pipe piles
L.W.L
H.W.L
Steel sheet pile cellSoil filling
Replacement soil
Steel pipe pile
Steel pipe pile
V-type rubber fender
L.W.L
(a) Embedded-type steel cellular-bulkhead quaywall
(b) Embedded-type steel cellular-bulkhead quaywall
Steel pipe pileSteel pipe pile
Front placed soilFront placed soil
Fig. 2.9.1 Examples of the Cross-section Cellular-bulkhead Quaywalls with Embedded Sections
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TECHNICAL STANDARDS AND COMMENTARIES FOR PORT AND HARBOUR FACILITIES IN JAPAN
Setting of design conditions
Verification of wall shear deformation, sliding,bearing capacity of foundation soils, and deformation of cell top
Verification of wall sliding, bearing capacity offoundation ground, and deformation of cell top
Permanent situations
Accidental situations of Level 2 earthquake ground motion
Verification of structural members
Permanent situations
Variable situations of the Level 1 earthquake ground motion
Determination of cell layout
Analysis of stresses in cell units, arcs, and joints
Determination of cross-sectional dimensions
Steel plate cellular-bulkhead quaywalls
Steel sheet pile cellular-bulkhead quaywalls
Permanent situations
Evaluation of actions including seismic coefficient for verification
Provisional assumption of cross-sectional dimensions
Verification of stresses in joints of flat type sheet pile
Performance verificationPerformance verification
*1
*2
*3
Analysis on amount of deformation by dynamic analysis
Verification of deformation by dynamic analysis
Verification of circular slip failure, settlement
*1:Theevaluationoftheeffectofliquefactionisnotshown,sothismustbeseparatelyconsidered.*2:AnalysisoftheamountofdeformationduetoLevel1earthquakegroundmotionmaybecarriedoutbydynamicanalysiswhennecessary. Forhighearthquake-resistancefacilities,analysisoftheamountofdeformationbydynamicanalysisisdesirable.*3:Forhighearthquake-resistancefacilities,verificationiscarriedoutforLevel2earthquakegroundmotion.
Fig. 2.9.2 Example of the Sequence of Performance Verification of the Cellular-bulkhead Quaywalls with Embedded Sections
(6)Itisrecommendedthatthefillingmaterialincellsisasufficientdensitysandorgravelofgoodquality.Itisnotdesirabletouseaclayeysoilasthefillingmaterial.Whenclayeysoilistoremaininthecells,itisnecessarytomakeaseparateexaminationbecausethedeformationofthecellsmaybecomesignificantlylarge.
(7)Whenafoundationforacrane,shed,orwarehouseistobebuiltwithinacell,itisdesirabletousefoundationpilestotransmittheloadtothebearingstratum.
PART III FACILITIES, CHAPTER 5 MOORING FACILITIES
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2.9.2 Actions
(1)For calculating the action to be considered in the performance verification of embedded–type steel cellular-bulkheadquaywallswithembeddedsections,refertoPart II, Chapter 4, 2 Seismic Action,Part II, Chapter 5, 1 Earth Pressure,Part II, Chapter 5, 2 Water Pressure,andPart II, Chapter 10 Self weight and Surcharges.
(2)Therearofthewallmaybesubjectedtoactiveearthpressureintheexaminationofsheardeformationofthecellwallbody(seeFig. 2.9.3).Accordingtothemodeltests,itcanbeunderstoodthattheembeddedsectionofthecellissubjectedtotheactioncorrespondingtotheearthpressureatrestbecausethedeformationoftheembeddedsectionofthecellissmall.Accordingtotheresultsofshakingtabletests,theearthpressureactingonthispartworksasaresistingforceagainstoverturningofthewallbutactingforces.Intheexaminingthestabilityoftheentiresystem,therefore,theearthpressureactingontherearofthewallisnormallyactiveearthpressureabovetheseabedsurface,andearthpressurethatisgeneratedbysurchargesuchasbackfillingundertheseabedsurface.Thecharacteristicvalueoftheearthpressurethatisgeneratedbysurchargesuchasbackfillingduringpermanentsituationcannormallybecalculatedusingequation(2.9.1)(seeFig. 2.9.4).
(2.9.1)where
pac :earthpressureactingontherearofwallbelowtheseabottom(kN/m2) k : coefficientofearthpressure,k =0.5canbeadopted w :unitweightofeachlayerofbackfilling(kN/m3) h :thicknessofeachlayerofbackfilling(m) q :surcharge(kN/m2)
L.W.L. R.W.L.
Surcharge
Seabed surface
Wall body Backfill
Active earth pressure
Active earth pressure
Fig. 2.9.3 Earth Pressure Acting on the Rear of Wall Body for Examination of Shear Deformation
L.W.L. R.W.L.
Surcharge
Wall body
Seabed surface
Backfill
Active earth pressure
Earth pressure below seabed surface by equation (2.9.1)
Fig. 2.9.4 Earth Pressure Acting on the Rear of Wall Body for Examination of the Stability as Gravity-type Wall
(3)Inprinciple, theresidualwaterlevelofthebackfillingcanbetakenattheelevationwiththeheightequivalentto two thirds of the tidal range above themeanmonthly–lowestwater level, LWL. However,when using abackfillingwithlowpermeability,theresidualwaterlevelmaybecomehigherthanthisandthusitisdesirabletodeterminetheresidualwaterlevelbasedonresultsofinvestigationsofsimilarstructures.Theresidualwaterlevelinthefillingmaterialinthecellsmaybesettothesamelevelasthatofthebackfillingforthewallbody.
(4)Seismiccoefficientforverificationusedinperformanceverificationofthesteelcellular-bulkheadquaywallswithembeddedsections Thecharacteristicvalueoftheseismiccoefficientforverificationusedinperformanceverificationofthesteelcellular-bulkheadquaywallswithembeddedsectionsundervariablesituationsassociatedwithLevel1earthquakegroundmotionandtheallowablevalueoftheamountofdeformationsetcorrespondingtotheseismiccoefficient
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TECHNICAL STANDARDS AND COMMENTARIES FOR PORT AND HARBOUR FACILITIES IN JAPAN
for verification shall be appropriately calculated taking the structural characteristics into consideration. Forthepurposeofconvenience,thecharacteristicvalueoftheseismiccoefficientforverificationandtheallowablevalueoftheamountofdeformationforsteelcellular-bulkheadquaywallswithembeddedsectionsmaybesettocomplywith2.2 Gravity-type Quaywalls, 2.2.2 (1) Seismic Coefficient for Verification used in Verification of Damage due to Sliding and Overturning of Wall Body and Insufficient Bearing Capacity of Foundation Ground in Variable Situations in respect of Level 1 earthquake ground motion and⑧ (b) Setting of allowable deformation, Da=10cm. However,itisnecessarytobeawarethatthemethoddescribedinthisdocumentdoesnotnecessarilyevaluatesufficientlytheeffectoftheembedmentofthesteelcellular-bulkheadquaywallwithembeddedsectionsontheseismic–resistantperformance.Fordetails,refertoSection 2.9.4 (2) ③ (f).
(5)Fortheseabedandabove,theseismiccoefficienttobeusedinthecalculationoftheseismicinertiaforcethatactsonthefillingmaterialshallbetheseismiccoefficientforverification.Forthepartbelowtheseabottom,thisvalueisreducedlinearlyinsuchawaythatitbecomeszeroat10mbelowtheseabed.Inprinciple,theseismicinertiaforceisnotconsideredforthepartdeeperthanthatlevel,seeFig. 2.9.5.
10m
Seismic coefficient for verification
Seabed surface
Fig 2.9.5 Inertia Force Acting on Filling
2.9.3 Setting of the Equivalent Wall Width
(1)Equivalentwallwidthmaybeusedforverifyingperformance.Theequivalentwallwidth,inthiscase,shallbethewidthofarectangularvirtualwallsubstitutedthecombinationofcellsandarcsections. Theequivalentwallwidthisthewidthofarectangularvirtualwallbodythatisusedinplaceofthewallbodycombinedwithcellsandarcsectionstosimplifydesigncalculations,seeFig. 2.9.6.Thevirtualwallisdefinedinsuchawaythattheareaofthehorizontalcrosssectionofthevirtualwallbodybecomesthesameasthatofthecombinedcellsandarcsections
θ
θ
r
2L
2S B
r
120°
120°
L
BSθ r
2L
2S B
θr
(a) Circular cells
(b) Diaphragm Type Cells (c) Clover Leaf Type Cells
B=S/LB : equivalent wall width (m)L : effective length of one set of cell (m)S : area of set of cell (m2)
Fig. 2.9.6 Plan View of Cellular-bulkhead Structure and Equivalent Wall Width B
(2)Theequivalentwallwidth isnormallydetermined tosatisfy theanalysisof thesheardeformationof thewallstructure.
PART III FACILITIES, CHAPTER 5 MOORING FACILITIES
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2.9.4 Performance Verification
(1)AnalysisoftheShearDeformationoftheWallStructure
① Thecellshellandfillingofthecellular-bulkheadquaywallusuallyactasanintegratedstructurebecausethefillingisconstrainedinthecellshell.Thereforethedeformationofthecellwallbodymaybeignoredrelativetoitsdisplacementandtheoverallbehaviorofthecellwallbodymaybeconsideredthesameasthatofarigidbody.Thishasbeenverifiedbymodeltestsinwhichthecellwallbodydidnotshowsignificantdeformationunder loadsmuch larger than the external forces that are expected to act on the cellwall bodybothunderpermanentsituationandvariablesituationassociatedwithLevel1earthquakegroundmotion.Inthecaseofnormalgroundandfillingsoil,therefore,itcanbeunderstoodthatshearfailuredoesnotoccurinthefilling.However,whenthediameterofthecellisverysmallorthestrengthofthefillingmaterialisextremelylow,itmaynotbepossibletosatisfytheassumptionthatthecellwallbodyisarigidbody.Thereforeitisnecessarytomakeexaminationofthestrengthofthefillingagainstsheardeformationduetotheloadsunderpermanentsituationinordertoremainthedeformationofthecellwallbodytoanegligiblelevel.
②Normally,itispossibletoanalyzethesheardeformationofthesteelcellular-bulkheadquaywallswithequations(2.9.2)and(2.9.3),usingtheresistancemomentandthedeformationmomentofthecellbottomsurface,andtheresistancemomentandthedeformationmomentofthesoilwithinthecellsat theseabedsurface. Also,analysisof thesheardeformationof thesteelcellular-bulkheadquaywallscanbecarriedoutusingequation(2.9.3).Thesubscriptdintheequationsindicatesthedesignvalue.Forcalculationofthedesignvalues,referto③ Calculation of deformation moment, ④ Calculation of the resistance moment at the bottom of cell,and⑤ Resistance moment of the filling with respect to the seabed,below.Anappropriatevalueof1.2orhighermaybeusedasthestructuralanalysisfactorγa.
(2.9.2)
(2.9.3)where,
Mr :resistancemomentofthecellbottomsurface(kN·m/m) Md :deformationmomentofthecellbottomsurface(kN·m/m) M'r :resistancemomentoffillingsoilattheseabedsurface(kN·m/m) M'd :deformationmomentattheseabedsurface(kN·m/m) γa :structuralanalysisfactor
③ Calculationofdeformationmoment
(a) The deformationmoment to be used in the performance verification of steel sheet pile cellular-bulkheadquaywallsshallbethemomentatthebottomofthecellortheseabedduetoexternalforcessuchasactiveandpassiveearthpressuresandresidualwaterpressureabovethecellbottomortheseabed.Thedeformationmomentforsteelcellular-bulkheadquaywallsshallbethemomentattheseabedduetoexternalforcessuchasactiveandpassiveearthpressuresandresidualwaterpressureabovetheseabed.
(b)In the calculation of deformation moment, earth pressure is considered only in terms of the horizontalcomponent.Theverticalcomponentisnottakenintoconsideration.Theverticalforceofthesurchargeisnottakenintoconsiderationinthecalculationofdeformationmoment.However,thesurchargeistakenintoconsiderationinthecalculationofactiveearthpressure,seeFig. 2.9.7.
L.W.L. R.W.L.Mr
Surchargeing
Backfill
Activeearthpressure
ActiveearthpressurePassive earth pressure
Residual water pressure
Seabed surface
Fig. 2.9.7 Loads and Resisting Forces to be taken into consideration in the Examination of Shear Deformation
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TECHNICAL STANDARDS AND COMMENTARIES FOR PORT AND HARBOUR FACILITIES IN JAPAN
④ Calculationofresistancemomentatthebottomofcell
(a) Theresistancemomentatthebottomofcellshallbecalculatedappropriatelyinconsiderationofthestructuralcharacteristicsofthecellanddeformationofthewall.
(b) The result ofmodel tests 78) shows that the resistancemomentwith respect to thewall bottommay beincreasedbyincreasingtheembeddedlengthratioD/H,seeFig. 2.9.8.Thiscanbecalculatedusingequation(2.9.4).
Def
orm
atio
n m
omen
t obt
aine
d by
exp
erim
ent M
d
Embedded length ratio (D/H)
Note : Plotted values are mean values of individual cases.Note : Plotted values are mean values of individual cases.
Group AGroup BGroup CGroup DGroup E
Case No.
Shea
r res
ista
nce
mom
ent a
ccor
ding
to th
e m
odifi
ed fo
rmul
a of
Kita
jima M
r
Fig. 2.9.8 Relationship between Resistance Moment and Embedded Length Ratio
(2.9.4)where
Mr : resistancemomentwithrespecttocellbottom(kN·m/m) Mr0 : resistancemomentofthefillingwithrespecttocellbottom(kN·m/m) Mrs : resistancemoment due to the friction force of sheet pile joints,with respect to cell bottom
(kN·m/m) D : embeddedlength(m) H : heightfromwallbottomtowalltop(m)(seeFig. 2.9.9) α : requiredadditionalrateagainsttheembeddedlengthratio(D/H)
Fortherequiredadditionalrateα,itisrecommendedtouse1.0,whichisclosetothelowestvaluefoundinthetestresultsshowninFig. 2.9.8,becausetheequationgivenabovehasbeenderivedbasedontestsandnotfullyclarifiedtheoretically.
PART III FACILITIES, CHAPTER 5 MOORING FACILITIES
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L.W.L.
B
H
Dd
Pa Pp
ξaξp
x
0
Fig. 2.9.9 Assumed shear surface of filling soil
(c) EquationforCalculatingtheResistancemomentofFillingInthedeterminationoftheresistancemomentoffillingatthebottomofthecell,itisassumedthatanactivefailuresurfaceisgeneratedfromthefrontofthebottomofthecellandapassivefailuresurfaceisgeneratedfromtherear,andthattheactiveandpassiveearthpressuresactontherespectivefailuresurfaces,asshowninFig. 2.9.9.TheactiveandpassivefailureanglesaswellastheactiveandpassiveearthpressuresmaybecalculatedusingthefollowingRankine’sequations.Thesubscriptdintheequationindicatesthedesignvalue.
activefailuresurface
passivefailuresurface
activeearthpressure ,
passiveearthpressure , (2.9.5)
where φ :angleofshearresistanceoffilling(º) w :unitweightofsoil(kN/m3) h :thicknessofsoillayer(m)
Thedesignvaluesinequation(2.9.5)maybecalculatedusingtheequationbelow.
(2.9.6)
Themomentcausedbytheearthpressureactingontheshearsurfacemaybecalculatedbyusingequation(2.9.7) seeFig. 2.9.9.
(2.9.7)
Whenthegeotechnicalconstantsofthegroundandthoseofthefillingdiffer,equation(2.9.7)becomescomplexasthefailureangleandtheearthpressurelevelvaryfromonesoillayertoanother.However,whenthereisnosignificantdifferenceintheinternalfrictionanglebetweenthegroundandfilling,orwhentheembeddedlengthratioislargeandthefailuresurfacesdonotreachthefillingportion,thefollowingsimplifiedequationmaybeused.Intheequationsbelow,subscriptdstandsforthedesignvalue.
(2.9.8)
(2.9.9)where
w0 :equivalentunitweightoffilling,unitweightofthefillingwhichassumesthattheunitweightis
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TECHNICAL STANDARDS AND COMMENTARIES FOR PORT AND HARBOUR FACILITIES IN JAPAN
uniformthroughoutthefilling;normallyw0k=10kN/m3isused. H0d :equivalentwallheightmeasuredfromthebottomofcell.Theequivalentwallheightisemployed
tocalculatetheresistancemomentduetothefillingbyusingtheequivalentunitweightofthefilling.Itiscalculatedbyequation(2.9.10).
(2.9.10)
wi : unitweightofthei–thlayeroffilling(kN/m3)hi : thicknessofthei–thlayer,fromcellbottomtotopofquaywall(m)
B :equivalentwallwidth(m)
Thedesignvaluesintheequationmaybeobtainedusingthefollowingequation.
(2.9.11)
Allthepartialfactorsusedincalculatingtheresistancemomentofthefillingsoilmaybetakentobe1.0.
(d)EquationforCalculatingResistancemomentduetoFrictionForceofJointsofSheetPilesTheresistancemomentduetofrictionforceofjointsiscalculatedasfollows.Intheequationsbelow,subscriptdstandsforthedesignvalue.
(2.9.12)
(2.9.13)where
Hs :The equivalentwall height employed to calculate the resistancemoment due to the frictionforcebetweenthesheetpilejointswhentheequivalentunitweightofthefillingisused.Itisevaluatedusingequation(2.9.14) sothattheresultantforceofthedistributedearthpressureindiagram(a)becomesequaltothatof(b)inFig. 2.9.10.Inthiscalculation,0.5tanφ canbeusedasthecoefficientofearthpressureofthefilling.
(2.9.14)
Pi :resultantearthpressureofthei–thlayeroffilling(kN/m)
inthiscase,surchargeisignored.
w0 :equivalentunitweightoffilling(kN/m3) φ :angleofshearresistanceoffilling(º)
νsd=B/Hsd
B :equivalentwallwidth(m) f :coefficientoffrictionbetweensheetpilejoints;usually0.3isused.
Thedesignvalueintheequationcanbecalculatedusingthefollowingequation:
(2.9.15)
Notethatallpartialfactorsusedintheequationforcalculatingresistancemomentduetofrictionforceofthejointscanbesetat1.00.
PART III FACILITIES, CHAPTER 5 MOORING FACILITIES
–779–
L.W.L.H.W.L. γ1
γ2
γ3
h1
h2
h3
P1
P2
P3
Hs
P
γΗstanφ1
(a) Earth pressure distribution diagram
(b) Converted earth pressure distribution diagram
Fig. 2.9.10 Equivalent Wall Height
⑤ Resistancemomentofthefillingwithrespecttotheseabed
(a) Theresistancemomentwithrespecttotheseabedshouldbecalculatedappropriatelytakingintoconsiderationthestructuralcharacteristicsofthecellandthedeformationofthewall.
(b)Inthecalculationoftheresistancemomentofthefillingwithrespecttotheseabed,equations(2.9.16)and(2.9.17)maybeused.
(2.9.16)
(2.9.17)
where Mr' :resistancemomentofsheetpilecellwithrespecttoseabed(kN·m/m) H0' :equivalentwallheightisemployedtocalculatetheresistancemomentduetothefillingbyusing
theequivalentunitweightofthefilling.Itisevaluatedbymeansofequation(2.9.18).
(2.9.18)
w'i :unitweightofthefillingofthei–thlayeraboveseabottom(kN/m3) h'i :thicknessofthei–thlayeraboveseabedbetweenseabedandtopofquaywall(m)
ν0'=B/H0'
φ' :angleofshearresistanceofthefillingaboveseabed(º)
Thedesignvalueintheequationcanbecalculatedusingthefollowingequation:
(2.9.19)
Note thatallpartial factorsused in theequation forcalculating resistingof thefillingwith respect to theseabedcanbesetat1.00.
⑥Increasingthestrengthofthefillingenhancestherigidityofthecellwall. Therefore,improvementworkoffillingiseffectiveinincreasingthestabilityofthecellwall.
(2)CalculationoftheamountofdeformationofwallstructuresunderpermanentsituationsandvariablesituationsassociatedwithLevel1earthquakegroundmotionmaybecarriedoutbasedonthefollowingitems.
① General
(a) Intheexaminationofthestabilityofthewallasawhole,thesubgradereactiongeneratedagainsttheloadandthedisplacementofthewallarecalculatedbyconsideringthewallasarigidbodyelasticallysupportedbytheground.
(b)Withintheelasticrangeoftheground,thesubgradereactionforceiscalculatedastheproductofthemodulusofsubgradereactionandthedisplacement.Hereitisconsideredthatthestabilityofthewallasagravitywallisobtainedwhenthesubgradereactionforceandthedisplacementofthewalldonotexceedtherespective
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TECHNICAL STANDARDS AND COMMENTARIES FOR PORT AND HARBOUR FACILITIES IN JAPAN
allowablelimits.
②Modulusofsubgradereaction
(a) Themodulus of subgrade reaction includes themodulus of horizontal subgrade reaction, themodulus ofverticalsubgradereaction,andthehorizontalshearmodulusatthebottomofcell.
(b)Themodulusofsubgradereactionmaybecalculatedasbelow,basedontheresultsofsoilinvestigation:
1) ModulusofhorizontalsubgradereactionModulusofhorizontalsubgradereactionmaybecalculatedbyreferringtoYokoyama’sdiagram82)shownin2.4.5 Static Maximum Lateral Resistance of Piles in Chapter 2, 2.4 Pile Foundations.
(2.9.23)where
kCH :horizontalsubgradereactioncoefficient(N/cm3) N :N-value
Whenthegroundconsistsofthestrataofdifferentcharacteristics, themodulusofhorizontalsubgradereactionshouldbecalculatedforeachstratum.
2) ModulusofverticalsubgradereactionFor the modulus of vertical subgrade reaction at the cell bottom, the same value as the modulus ofhorizontalsubgradereactionatthecellbottomcanbeused.Whenthegroundconsistsofthestrataofdifferentcharacteristics,themodulusofverticalsubgradereactionshallcorrespondtothestratumatthecellbottom.However,whenthereisanextremelysoftstratumbelowthecellbottom,itisnecessarytogivecarefulconsiderationtoitseffects.
3) HorizontalshearmodulusThehorizontalshearmodulusatthewallbottommaybecalculatedbyequation(2.9.24)usingthemodulusofverticalsubgradereaction.
(2.9.24)
where ks : horizontalshearmodulus(N/cm3) λ : ratioofthehorizontalshearmodulustothemodulusofverticalsubgradereaction kv : modulusofverticalsubgradereaction(N/cm3)
Paststudiessuggesttheuseofλvaluesintherangeof1/2to1/583),84).Inthecaseofsteelsheetpilecellularbulkheadhowever,itisconsideredthatthevalueofλmaybesetasabout1/3.
③Calculationofsubgradereactionandwalldisplacement
(a) The subgrade reaction acting on the embedded part of steel sheet pile cellular-bulkhead and the walldisplacementcanbecalculatedontheassumptionthatthewallsubjecttotheexternalforcesissupportedbythehorizontalsubgradereaction,verticalsubgradereactionandhorizontalshearreactionat thebottomofwall,andverticalfrictionalforcealongthefrontandrearofthewall.
(b)Subgradereaction
1)HorizontalsubgradereactionHorizontalsubgradereactionmaybecalculatedbyequation(2.9.25),butthisshouldnotexceedthepassiveearthpressureintensitycalculatedinaccordancewithPart II, Chapter 5, 1 Earth Pressure topreventtheyieldingoftheground.Theangleofwallfrictionusedtocalculatepassiveearthpressurecanbasicallybetakenat–15º.Fig.2.9.12 illustratesthedistributionofsubgradereactionofasamplecaseinwhichthesubgradereactionreachesthepassiveearthpressureuptoacertaindepth.
PART III FACILITIES, CHAPTER 5 MOORING FACILITIES
–781–
Cell
MV
H
Portion where subgrade reaction reachesthe passive earth pressure intensity
Portion where subgrade reaction force doesnot reach the passive earth pressure intensity
Passive earth pressure intensityPassive earth pressure intensity
Backfilling soil
Cellembedmentportion
Horizontal subgrade reaction due to the displacement of the cell
Seabed
Fig. 2.9.12 Example of Distribution of Horizontal Subgrade Reaction
2)VerticalsubgradereactionTheverticalsubgradereactionatthecellbottomactsinatrapezoidalortriangulardistribution.Itshouldbeassumedthatnotensilestressisgenerated.
(c)VerticalfrictionalforceItshouldbeassumedthatverticalfrictionalforceactsonthefrontandrearofthewallandiscalculatedastheproductofthehorizontalearthpressureorsubgradereactionforceandtanδ,whereδdenotestheangleofwallfriction.
(d)DistributionofexternalforcesFig.2.9.13 showsstandarddistributionpatternsoftheexternalforcesactingonsteelsheetpilecellular-bulkheadquaywall.
L.W.L. R.W.L.
Dynamic water pressure
Horizontal subgrade reaction
Deadweight
Surcharge
Activeearthpressure
Residualwaterpressure
Shear reaction at the bottom surface
Vertical subgrade reaction force
(Trapezoidal distribution)
(Triangular distribution)
Seabed
Hor
izon
tal
subg
rade
reac
tion ×tanδ
Earth
pre
ssur
eac
ting
on th
e pa
rtbe
low
the
grou
ndsu
rfac
e ×tanδ
Hor
izon
tal c
ompo
nent
of
act
ive
earth
pre
ssur
e×tanδ
Seis
mic
forc
es a
ctin
gon
the
wal
lSe
ism
ic fo
rces
act
ing
on th
e w
all
Earth pressure acting on thepart below the ground surface
Fig. 2.9.13 Distribution Patterns of External Forces Acting on Steel Sheet Pile Cellular-bulkhead Quaywall
(e)DisplacementmodesofcellAs shown inFig. 2.9.14, it is assumed that the cellwall rotates around its centerof rotationO,which ishorizontallyawayfromthecenteraxisofthecellbythedistancee andverticallyawayfromtheseabedbythedepthh.Whenthecenterofrotationislocatedinsidethecell,thehorizontalsubgradereactionisgeneratedintherearofthewallforthepartbelowthecenterofrotation.
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TECHNICAL STANDARDS AND COMMENTARIES FOR PORT AND HARBOUR FACILITIES IN JAPAN
θ
e
h
o
θ eh
o
Cen
ter a
xis
Cen
ter a
xis
(a) When the center of rotation is located outside the cell body
(b) When the center of rotation is located inside the cell body
Fig. 2.9.14 Displacement Modes of Cell
(f)EquationforcalculatingsubgradereactionandwalldisplacementFigure 2.9.15 showsacalculationmodel foracase inwhichhorizontal force,vertical force,andmomentactattheintersectionofthegroundsurfaceandthecenteraxisofthecellwallandthegroundcomprisesn layersofsoil.EquationsforcalculatingthesubgradereactionandcellwalldisplacementofthemodelshowninFig. 2.9.15 areasfollows:Thismethoddoesnotnecessarilyaccuratelycalculatethedisplacementduringanearthquake,socautionisneeded.Inotherwords,iftheembedmentlengthisincreasedtoimprovetheseismic–resistant performance, it has been pointed out that the followingmethods can over–evaluate thedeformationinseismicresponseanalysis.
z
Seabed surface
Cell
Q pn2
D h
eo
θ
d1
d2
d3
didn
q1
q1
q2
p22p31 p32
pi1
p21p12
VM
H
Backfill
nth straum
Vertical subgrade reaction
Trapezoidal distribution
Horizontal ground reactionShearing reaction
Triangular distribution
1st stratum
2nd stratum
3rd stratum
ith stratum
Fig. 2.9.15 Calculation Model
PART III FACILITIES, CHAPTER 5 MOORING FACILITIES
–783–
1) Whentheverticalsubgradereactionactsinatrapezoidaldistribution
i) Horizontalsubgradereaction(kN/m2)
(2.9.25)
ii.)Verticalsubgradereaction(kN/m2)
(2.9.26)iii)Shearreactionforcethatactsatthewallbottom(kN/m)
(2.9.27)iv)Horizontaldisplacementofthewall(m)
(2.9.28)v)Angleofwallrotation(º)
(2.9.29)vi)Depthofthecenterofwallrotation(m)
(2.9.30)
vii)Distancefromthewallcenteraxistothecenterofrotationofthewall(m)
(2.9.31)where
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TECHNICAL STANDARDS AND COMMENTARIES FOR PORT AND HARBOUR FACILITIES IN JAPAN
Theangleofwallfrictionδ isnegativeforstratawhosehorizontalsubgradereactionforceactsonthefrontofthewall,andpositiveforstratawhosehorizontalsubgradereactionforceactsontherearofthewall.
2) WhentheverticalsubgradereactionactsinatriangulardistributionThehorizontalsubgradereaction,horizontalwalldisplacement,angleofrotation,anddepthofthecenterofrotationareexpressedinthesameformasthosein1).
i)Verticalsubgradereaction(kN/m2)
(2.9.32)
ii)Shearreactionthatactsatthewallbottom(kN/m)
(2.9.33)where
iii)Distancebetweenthewallcenteraxisandthecenterofrotationofthewall(m)
(2.9.34)where
Theangleofwallfrictionδ shouldbenegativeforstratawhosehorizontalsubgradereactionactsonthefrontofthewall,andpositiveforstratawhosehorizontalsubgradereactionactsontherearofthewall.Thenotationsusedinequationsin1)and2)areasfollows:
V :verticalforceactingonthewall(kN/m) H :horizontalforceactingonthewall(kN/m) M :momentactingonthecenterofthewallatthelevelofgroundsurface(kN·m/m)
Providedexternalforcesthatactonthewallarethosefortheunitlengthinthedirectionalongthefacelineofwall
D :embeddedlength(m) di :thicknessofeachsoillayeroftheembeddedground(m) B :equivalentwidth(m) kCHi :modulusofhorizontalsubgradereactionofeachlayeroftheembeddedground(kN/m3) kv :modulusofverticalsubgradereactionatwallbottom(kN/m3) ks :horizontalshearmodulusatwallbottom(kN/m3) A :areaofwallbottomperunitlengthofthewallinthedirectionfaceline(m2/m) A' :areaofwallbottomperunitlengthofthewallinthedirectionoffaceline,whenthevalueof
verticalsubgradereactionispositive(m2/m)
④ Verificationoftheamountofdeformation,tiltangleofwallstructuresTheallowablevalueoftheamountofdeformation,tiltangle,ofwallstructuresissetbyreferencetorelationshipsbetweentheamountofdeformationofthetopsandtheamountofdamageobtainedfromearthquakedamage
PART III FACILITIES, CHAPTER 5 MOORING FACILITIES
–785–
reportsfromthepast.87)Itisverifiedthattheamountofdeformationofthewallstructure,tiltangle,calculatedbythemethoddescribedaboveisequaltoorlessthantheallowablevalue.Itisnecessarytobeawarethattheallowableamountofdeformationofthewallstructureindicatedhereisdifferentfromtheallowableamountofdeformationindicatedin2.9.2(4) Seismic Coefficient for Verification used in Performance Verification of the Steel Cellular-bulkhead Quaywalls with Embedded Section.Inotherwords,theallowableamountofdeformationindicatedin2.9.2(4)isavaluethatincludesthedeformationofthecellwallstructureandthedeformationofthesoilsbelowthecellwallstructure.However,theamountofdeformationandtiltangleofthewallstructureindicatedhereistheamountofdeformationbasedonthetiltingofthecellwallstructure,andisaseparatelycalculatedvaluefromtheviewpointofberthingperformance.
(3)AnalysisofBearingCapacityofGroundsFortheanalysisoftheverticalbearingcapacityofthegroundsatthepositionofthebottomsurfaceofthewallstructure, refer toChapter 2, 2.2 Shallow Spread Foundations, 2.2.5 Bearing Capacity for Eccentric and Inclined Actions.
(4)ExaminationagainstSlidingofWall
① Fortheexaminationofwallstabilityagainstsliding,refertotheexaminationonwallslidingin2.2 Gravity-type Quaywalls.
② Slidingcanbeexaminedusingequation(2.9.35).Inthisequation,γrepresentsthepartialfactorforitssubscript,andsubscriptsd andkrespectivelystandforthedesignvalueandthecharacteristicvalue.
(2.9.35)where
W :weightofthewall(kN/m) Pv :verticalcomponentofearthpressureactingonthefrontandrearofthewall(kN/m) φ :angleofshearresistanceofthesoilatwallbottom(º) ks :horizontalshearmodulusatcellbottom(kN/m2) δ :cellbottomdisplacement(m) b :distributionofverticalsubgradereaction(m) γa :structuralanalysisfactor
Thedesignvaluesintheequationcanbecalculatedusingequationsbelow:
(2.9.36)
③Theverticalcomponentsoftheearthpressureactingonthefrontandrearofthewallthatshouldbetakenintoconsiderationinclude(a)theverticalcomponentoftheactiveearthpressure,(b)thefrictionforceduetotheearthpressurebelowthegroundsurface,(c)theverticalcomponentofthepassiveearthpressure,and(d)theverticalcomponentofsubgradereaction. Theverticalcomponentofearthpressure isconsideredapositiveforcewhenitactsinthesamedirectionasthatofthewallweight.
④Whentheinternalfrictionangleofthesoilabovethewallbottomisdifferentfromthatbelowthewallbottom,itisrecommendedtousethesmallervalueastheinternalfrictionangleatthewallbottom.
(5)VerificationofStabilityagainstCircularSlipFailureWhenthegroundissoft,examinationofstabilityagainstcircularslipfailureshallbemadeasnecessary.Whentheangleofshearresistanceofthesoilbehindthewallandthegroundis30ºorlarger,theexaminationofstabilityagainstcircularslipfailureisoftenomitted.Inthecaseofcellular-bulkheadquaywalls,itmaybeassumedthatthewallisarigidbodyandthusthecircularslipsurfacedoesnotgothroughtheinsideofthewall.
(6)LayoutofCellsThecellsshallbearrangedtomaketheareaequaltotheareaofthewallwiththeequivalentwidthobtainedin(1)and(2)above.
(a)Cellsshouldbearrangedevenlyalongthetotallengthofthefacelineofthequaywallwhereverpossible.Ingeneral,itisadvisabletosetthecellcenterinterval10to15%longerthanthecelldiameter.
(b)Arcsshouldbearrangedinsuchawaythattheyareconnectedperpendicularlytothewallofcellshell.Theradiusofthearcshouldbemadesmallerthanthatofthecellshell.
(c)Ingeneral,fronttipsofarcstendtoshiftforwardduringand/orafterthefillingwork.Thereforeitisadvisabletoarrangearcsinsuchawaythattheirfrontsurfacearelocatedabout100to150cminsidethefrontfacelineofcellwalls.Itisalsoadvisabletoarrangecellsinsuchawaythattheirfrontfacelineislocatedabout30cm
–786–
TECHNICAL STANDARDS AND COMMENTARIES FOR PORT AND HARBOUR FACILITIES IN JAPAN
insidethedesignfacelineofthequaywall.
(7)AnalysisofPlateThickness89)
① Analysisoftheplatethicknessofthecellunitsandthearcsisnormallycarriedoutusingequation(2.9.38).Inthefollowingequation,γisthepartialfactorcorrespondingtoitssubscript,andthesubscriptskanddindicatethecharacteristicvalueanddesignvaluerespectively.
(2.9.38)where,
T :tensionforceactingonthecell(N/mm) σy : yieldstressofthecellmaterialandthearcmaterial( N/mm2) t :platethicknessofthecellandthearc(mm)
Also,thetensileforceactingonthecellmaybecalculatingusingequation(2.9.39).
(2.9.39)
where, T :tensileforceactingonthecell(kN/m) Ki :earthpressurecoefficientoffilling w0 :convertedweightperunitvolumeoffilling(kN/m3) ρ0ghw :buoyancy forcedue to thedifference inwater levelwithin thecell andon the front surface
(kN/m) H0' :convertedwallheight(m) R :radiusofcell(m) q :surcharge(kN/m2)
Thedesignvaluesintheequationcanbecalculatedfromthefollowingequation.Forthepartialfactorsintheequation,refertoTable 2.9.1.
(2.9.40)where,
RWL :residualwaterlevel(m)LWL :meanmonthlylowestwaterlevel(m)HWL:meanmonthlyhighestwaterlevel(m)
② TheequivalentwallheightH0'canbecalculatedusingequation(2.9.18) in(1) above.
③Whenmaterialssuchasgravelwithlargeangleofshearresistanceareusedforthefillingorwhennocompactionisperformed, thecharacteristicvalueof thecoefficientoffillingearthpressure canbenormally set as0.6.Whenthefillingistobecompacted,tanφcanbeusedasthecharacteristicvalueofcoefficientoffillingearthpressure,becausetheinternalpressureofthecellandtheangleofshearresistanceofthefillingbecomelarger.Thecharacteristicvalueofthefillingearthpressurecoefficientforthearcsectionscanbetakenat1/2tanφ.
④ In determining the plate thickness of the cells and the arcs of the steel cellular-bulkhead quaywalls withembeddedsections,fabrication,construction,andmaintenanceaspectsmustbeconsideredsufficiently. Ifacorrosionallowance isconsideredfor thecellsandarcs, thecorrosionallowanceshallbeaddedto theplatethicknessobtainedfromequation(2.9.38)togivetheplatethickness.Equation(2.9.41)hasbeenproposedasamethodofobtainingtheplatethicknessofthecellsnecessaryforthestressesduringdriving,fromtestsonbucklingofcylindricalcellsandfromconstructionexperienceofthepast.91)
(2.9.41)
where, t :platethicknessofthecell(mm) E :young’smodulusofthesteelmaterial(kN/mm2) R :radiusofthecell(cm) N :averageNvalueofthesoilsintowhichthecellisdriven D' :depthofdriveofthecell(cm)
PART III FACILITIES, CHAPTER 5 MOORING FACILITIES
–787–
Also,theminimumplatethicknessofthecellforwhichthereisexperienceofdrivinginthepastis8mm,soitisdesirablethattheminimumplatethicknessisabout8mm.
(8)VerificationofT-shapedSheetPilesoftheSteelCellular-bulkheadQuaywallswithEmbeddedSections
① Normally,cellsandarcsareconnectedbyusingT-shapedsheetpiles.T-shapedsheetpileisasheetpilewithaspecialcrosssectiontojointhecelltoarcs,seeFig. 2.9.16.
Fig. 2.9.16 T–Shaped Sheet Pile
② ThestructureofT-shapedsheetpileshallhavesufficientsafetyagainstthetensileforcesactingonthesheetpileofcellsandarcs.ThestandardstructuresofT-shapedsheetpileareshowninFigs. 2.9.17 and2.9.18.
60 75 75 60
270400
60
75
200
230×14(SM-490A equivalent material)
Rivet φ25(SV-400)
(SY-295)t=12.7mm
14 14
14
14
12.7
12.7
PL
Rivet spacing 85mm
Flat-type steel sheet pile28
270×14 SM-490A equivalent material)PL
(Units ; mm)
Fig. 2.9.17 Standard Cross Section of T-shaped Sheet Pile for Rivet Connection with Rivet Intervals
400200 200
12.7
1212 912.7
24200
200×12(SM-490A)PL
Flat-type steel sheet pile (SY-295)t =12.7mm
(Units;mm)
Fig. 2.9.18 Standard Cross Section of T-shaped Sheet Pile for Welding Connection
③ StrengthofthecrosssectionsshowninFigs. 2.9.17 and2.9.18 hasbeenconfirmedbyabreakingtestwherethetensilestrengthofthejointofthesheetpileinacellis3,900kN/mandthearcdiameteris2/3orlessofthecell,tensilestrength=2,600kN/m.Therivetandweldingjointsfortestsweremadeinaworkshop.
(9)PartialFactorsForstandardpartialfactorsforuseinanalysisofsheardeformationunderpermanentsituations,slidingunderpermanentsituationsandvariablesituationsassociatedwithLevel1earthquakegroundmotion,and theplatethicknessunderpermanentsituationswheredominatingactionisearthpressure,refertothevaluesinTable 2.9.1. ThepartialfactorsshowninTable 2.9.1weredeterminedfromprobabilistictheorybasedontheaveragelevelofsafetyofdesignmethodsofthepast,forthememberswhoseprobabilitydistributionoftheparameterswas
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TECHNICAL STANDARDS AND COMMENTARIES FOR PORT AND HARBOUR FACILITIES IN JAPAN
knownsuchasplatethicknessofcellsandplatethicknessofarcs.Inotherwords,thesystemfailureprobabilitybasedonequilibriumofforceswasobtainedfromtheindexexpressingtheriskthatthetensilestressinthecellandarcunitswillexceedtheyieldstress,assumingastandardlimitingvalueofPf=4.0×10–15forthecellunitsandPf=3.1×10–15forthearcunits.Theotherpartialfactorsweredeterminedtakingthesettingsofthedesignmethodsofthepastintoconsideration.
Table 2.9.1 Standard Partial Factors
(a) Permanent situationsAllfacilities
γ α µ/Xk V
Sheardeformation
γtanφ Tangentofangleofshearresistance 1.00 – – –γc Cohesion 1.00 – – –γw,γwi Unitweight 1.00 – – –γw0 Unitweightoffillingsoil 1.00 – – –γPa,γPp, γP1, γP2, γP3
Resultantearthpressure 1.00 – – –
γa Structuralanalysisfactor 1.20 – – –
Sliding
γW Weightofwallstructure 1.00 – – –γPv Resultantearthpressure 1.00 – – –γtanφ Tangentofangleofshearresistance 1.00 – – –γks HorizontalshearModulus 1.00 – – –γδ Wallsurfacefrictionangle 1.00 – – –γq Surcharge 1.00 – – –γa Structuralanalysisfactor 1.20 – – –
Cellshellplate
thickness
TargetreliabilityindexβT 7.77Targetreliabilityindexusedincalculatingγ βT’ 7.6γσy Steelyieldstrength 0.65 0.805 1.26 0.073γKi Fillingearthpressurecoefficient 1.15 –0.593 0.60 0.20γw0 Convertedunitweightoffillingsoil 1.00 – – –γq Surcharge 1.00 – – –γRWL Residualwaterlevel 1.05 –0.012 1.00 0.05
Arcplatethickness TargetreliabilityindexβT 7.8
Targetreliabilityindexusedincalculatingγ βT’ 7.8γσy Steelyieldstrength 0.65 0.817 1.26 0.073γKi Fillingearthpressurecoefficient 1.15 –0.576 0.60 0.20γw0 Convertedunitweightoffillingsoil 1.00 – – –γq Surcharge 1.00 – – –γRWL Residualwaterlevel 1.05 –0.023 1.00 0.05
*1:α:Sensitivityfactor,µ/Xk:Deviationofaveragevalues,averagevalue/characteristicvalue,V:Coefficientofvariation.
(b) Variable situations of Level 1 earthquake ground motionAllfacilities
γ α µ/Xk V
Sliding
γW Weightofwallstructure 1.00 – – –γPv Resultantearthpressure 1.00 – – –γtanφ Tangentofangleofshearresistance 1.00 – – –γks Horizontalshearmodulus 1.00 – – –γδ Wallsurfacefrictionangle 1.00 – – –γq Surcharge 1.00 – – –γkh Seismiccoefficientforverification 1.00 – – –γa Structuralanalysisfactor 1.00 – – –
*1: α:Sensitivityfactor,µ/Xk:Deviationofaveragevalues,averagevalue/characteristicvalue,V:Coefficientofvariation.
PART III FACILITIES, CHAPTER 5 MOORING FACILITIES
–789–
2.10 Placement-type Steel Cellular-bulkhead Quaywalls Public NoticePerformance Criteria of Cellular-bulkhead Quaywalls with Embedded Sections
Article 522Inadditiontotheprovisionsintheprecedingparagraph,theperformancecriteriaofplacementtypecellular-bulkheadquaywallswithembeddedsectionsshallbesuchthattheriskofoccurrenceofoverturningunderthevariableactionsituation,inwhichthedominantactionisLevel1earthquakegroundmotions,isequaltoorlessthanthethresholdlevel.
[Technical Note]
2.10.1 Fundamentals of Performance Verification
(1)The following is applicable to the performance verification of placement-type cellular-bulkheadquaywalls.Theperformanceverificationmethoddescribedheremayalsobeappliedtotheperformanceverificationofseawallsusingthisstructure.
(2) Placement-type cellular-bulkhead quaywalls are cellular-bulkhead quaywalls without an embeddedsection. Inmanycases thesequaywallsareconstructedonstrongfoundationsubsoilwhosebearingcapacity is considered sufficiently large or on the subsoil that has been improved to have sufficientbearingcapacity.
(3)Anexampleofthesequenceofperformanceverificationofplacement-typecellular-bulkheadquaywallsisshowninFig. 2.10.1.
(4)In theperformanceverificationofplacement-typecellular-bulkheadquaywalls,normallyanalysisofsheardeformationofcellsiscarriedoutforpermanentsituations,andanalysisofoverturningofcellsiscarriedoutforvariablesituationsassociatedwithLevel1earthquakegroundmotion.
(5)Forthefillingofcells,itisdesirablethatgoodqualitysandorgravelisused,compactedtoasufficientdensity.
2.10.2 Actions
For the action on placement-type cellular-bulkhead quaywalls, refer to 2.9 Cellular-bulkhead Quaywalls with Embedded Sections.Thecharacteristicvalueofseismiccoefficientforverificationusedintheperformanceverificationofplacement-typecellular-bulkheadquaywallsundervariablesituationsassociatedwithLevel1earthquakegroundmotion shall be appropriately calculated taking into consideration the structural characteristics. For the purposeof convenience, thecharacteristicvalueof seismiccoefficient forverificationofplacement-typecellular-bulkheadquaywalls may be calculated in accordance with 2.2 Gravity-type Quaywall, 2.2.2(1) Seismic Coefficient for Verification used in Verification of Damage due to Sliding and Overturning of Wall Body and Insufficient Bearing Capacity of Foundation Ground in Variable Situations in respect of Level 1 earthquake ground motion.
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TECHNICAL STANDARDS AND COMMENTARIES FOR PORT AND HARBOUR FACILITIES IN JAPAN
Setting of design conditions
Verification of shear deformation and sliding of wall,bearing capacity of foundation soils
Verification of sliding and overturning of wall, and bearing capacity of foundation soils
Permanent situations
Accidental situations of Level 2 earthquake ground motion
Verification of structural members
Permanent situations
Variable situations of Level 1 earthquake ground motion
Determination of cell layout
Analysis of stresses in cell, arcs, and connections between cell and arcs
Determination of cross-sectional dimensions
Steel plate cellular-bulkhead quaywalls
Steel sheet pile cellular-bulkhead quaywalls
Permanent situations
Evaluation of actions including seismic coefficient for verification
Provisional assumption of cross-section dimensions
Analysis of stresses in connections of flat-type sheet pile
Performance verificationPerformance verification
*1
*2
*3
4
Analysis of amount of deformation by dynamic analysis
Verification of deformation by dynamic analysis
Verification of circular slip failure and settlement
*1:Theevaluationoftheeffectofliquefactionisnotshown,sothismustbeseparatelyconsidered.*2:AnalysisoftheamountofdeformationduetoLevel1earthquakegroundmotionmaybecarriedoutbydynamicanalysiswhennecessary. Forhighearthquake-resistancefacilities,analysisoftheamountofdeformationbydynamicanalysisisdesirable.*3:Forhighearthquake-resistancefacilities,verificationiscarriedoutforLevel2earthquakegroundmotion.*4:Forsteelsheetpilecellular-bulkheadquaywalls,verificationiscarriedoutfortheconnectionsofflat-typesheetpile.
Fig. 2.10.1 Example of the Sequence of Performance Verification of Placement-type Cellular-bulkhead Quaywalls
2.10.3 Setting of Cross-sectional Dimensions
Thewidth of thewall structure used in performance verificationmay be the equivalentwallwidth,which is animaginarywallwidthobtainedbyreplacingthecellandarcpartswitharectangularwallstructure.Fortheconvertedwallstructurewidth,referto2.9 Cellular-bulkhead Quaywalls with Embedded Sections.
PART III FACILITIES, CHAPTER 5 MOORING FACILITIES
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2.10.4 Performance Verification
(1)ExaminationofShearDeformationofWall
① Examinationof the shear deformationof thewall body shall bemade in accordancewith the performanceverificationmethodsdescribedin2.9 Cellular-bulkhead Quaywalls with Embedded Sections. Theresistancemoment shall be calculated appropriately in consideration of the structural characteristics of the cellular-bulkheadandthedeformationofthewall.Thedeformationmomenttobeusedintheverificationshallbethemomentattheseabottomduetoexternalforcesactingonthewallbodyabovetheseabottom,includingactiveearthpressureandresidualwaterpressure.
②Whenthedeformationofthewallbodyisnotallowed,i.e.whenthehorizontaldisplacementofthecelltopisapproximatelylessthan0.5%ofthecellheight,theresistancemomentagainstdeformationcanbecalculatedusingequations(2.10.1)and(2.10.2).
(2.10.1)
(2.10.2)where
Mrd :resistancemomentofcell(kN・m/m) Hd' :equivalentwallheightusedintheexaminationofdeformationofcell(m) R :deformationresistancecoefficient w0 :equivalentunitweightoffilling(kN/m3) ν :ratioofequivalentwallwidthtoequivalent wallheightusedinexaminingcelldeformation
ν=B/Hd' φ :angleofshearresistanceoffillingmaterial(º)
Thedesignvaluesintheequationscanbecalculatedusingthefollowingequations.Here,thesymbolγrepresentsthepartialfactorforitssubscript,andsubscriptsd andkrespectivelystandforthedesignvalueandthecharacteristicvalue.
(2.10.3)
Allpartialfactorsusedincalculatingthecell'sresistancemomentcanbesetat1.00.
③ In thecalculationof resistancemoment, theequivalentwallheightof thecellHd' iscalculatedbymeansofequation(2.10.4).TheheightHd'isthatabovetheseabottom.
(2.10.4)where
Hd :heightfromseabottomtotopofquaywall(m) Hw :heightfromseabottomtoresidualwaterlevel(m) wt :wetunitweightoffillingaboveresidualwaterlevel(kN/m3) w' :submergedunitweightofsaturatedfilling(kN/m3) w0 :equivalentunitweightoffilling(kN/m3);normally,w0=10kN/m3
InthecalculationoftheequivalentwallheightHd',surchargemaybeignoredasinthecaseofresistancemomentcalculationdiscussedintheperformanceverificationof2.9 Cellular-bulkhead Quaywalls with Embedded Sections.Thedesignvaluesintheequationscanbecalculatedusingthefollowingequations.Here,thesymbolγrepresentsthepartialfactorforitssubscript,andsubscriptsk anddrespectivelystandforthecharacteristicvalueandthedesignvalue.RefertoTable 2.10.1forpartialfactorstobeusedfortheverification.
(2.10.5)
④Whenthefillingmaterialcanberegardedasuniform,theheightHd ofthequaywalltopabovetheseabottomcanbeusedinplaceoftheequivalentwallheightHd'ofequation(2.10.1).
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TECHNICAL STANDARDS AND COMMENTARIES FOR PORT AND HARBOUR FACILITIES IN JAPAN
(2)ExaminationofSlidingofWallStructureForexaminationofsliding,referto2.9 Cellular-bulkhead Quaywalls with Embedded Sections.
(3)ExaminationofOverturningofWall
① Inthecalculationstoexaminethestabilityofacellagainstoverturning,thestabilityofcellshallbeexaminedagainsttheexternalforcesactingabovethewallbottom,includingearthpressure,residualwaterpressure,andgroundmotion.
② Forperformanceverification foroverturning, normally equation (2.10.6) canbeused. In the equation, thesubscriptskanddindicatethecharacteristicanddesignvaluesrespectively.Forverificationofoverturningofcellstructures,thestructuralanalysisfactorshallbeanappropriatevalue1.10orhigher,andallotherpartialfactorscanbe1.00.
(2.10.6)where,
Mrd :resistancemomentagainstoverturningofsteelcell(kN·m/m) Md :deformationmomentofcellbottomsurface(kN·m/m)
③ Theresistancemomentofcellagainstoverturningcanbecalculatedusingequations(2.10.7)and(2.10.8).
(2.10.7)
(2.10.8)
where Mrd :resistancemomentofsteelplatecellagainstoverturning(kN·m/m) H' :equivalentwallheightofthecelltoobtaintheresistancemomentagainstoverturning(m) Rt :overturningresistancecoefficient ν :rateofequivalentwallwidthtoequivalentwallheightofthecell,ν=B/H' B :equivalentwallwidthofthecell(m) δ :wallfrictionangleoffillingmaterial(º);normally,δ =15°isused. Ka :coefficientofactiveearthpressureoffillingmaterial
Forothersymbols,refertothoseusedinequations(2.10.1)and(2.10.2).Thedesignvaluesintheequationcanbecalculatedusingequationsbelow:
(2.10.9)
④ TheequivalentwallheightH'usedtocalculatetheresistancemomentagainstoverturningcanbecalculatedusingequation(2.10.10).
(2.10.10)where
H' :equivalentwallheightusedtocalculatetheresistancemomentagainstoverturning(m) Hd :distancefromthebottomofthecelltothetopofthequaywall(m) Hw :distancefromthebottomofthecelltotheresidualwaterlevel(m)
⑤ Ingeneral, thefillingof a cellusedas aquaywall isnotuniformbecause themajorportionof suchfillingisunder thewaterand thussubjected tobuoyancy. Therefore, theequivalentwallheight isusedhereas inthe calculationof the resistancemoment of the cell against deformation. When thefillingmaterial canbeconsideredasuniform,thetotalwallheightofthecellH maybeusedinthesamecalculationinplaceoftheequivalentwallheightH'ofequation(2.10.7). Althoughtheactionsofthefillingagainstoverturningisnotuniform,91)sincethemainpartofthefilling'sresistanceisthehangingeffect, themarginoferrorisminimalandsafetyissecuredevenwhentheratioofequivalentwallwidthtoequivalentwallheightνisusedasinequation(2.10.8).Inthiscase,surchargecanbeignored.
⑥ Theoverturningmomentisthemomentatthebottomofcellduetotheexternalforcesactingabovethebottom.TheequivalentwallheightofthecellH ' usedinthecalculationoftheresistancemomentshouldbeaheightabovethecellbottom.
PART III FACILITIES, CHAPTER 5 MOORING FACILITIES
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(4)ExaminationofBearingCapacityonCellFrontToe
① Themaximumsubsoilreactionforcegeneratedatthefronttoeofthecellshallbecalculatedappropriatelyinconsiderationoftheeffectofthefillingmaterialactingonthefrontwallofthecell.
② Themaximumfronttoereactionforceonthecellfronttoemaybeobtainedfromequation(2.10.11).
(2.10.11)where,
Vt :maximumfronttoereactionforceonthecellfronttoe(kN/m) wd :unitweightoffillingsoil(kN/m3) H :totalwallheightofthecell(m) φ :angleofshearingresistanceoffillingsoil(°)
Thedesignvaluesintheequationmaybecalculatedusingthefollowingequation. Forcalculationofthemaximumfronttoereactionforceonthecellfronttoe,allpartialfactorsmaybetakentobe1.00.
wd = γwwk,tanφd =γtanφ tanφk (2.10.12)
Equation(2.10.11)isanequationgivingtheweightofthefillingsoilweighingdownonthefrontwall,withtheproductoftheearthpressurecoefficientofthefillingsoilandthewallsurfacefrictioncoefficientgivenbytan2φ.Therefore,whenthefillingisnotuniform,itisnecessarytocarryoutthecalculationforthesamedomainastheearthpressurecalculation.
③ ThewallheightH shouldnormallybeconsideredastheheightofthewalltopabovethewallbottom.However,whenthesuperstructureofthecellissupportedbyfoundationpiles,itmaybeconsideredastheheightofthebottomofthesuperstructureabovethewallbottom.
④ Equation(2.10.11)representsthecellfronttoereactionforcewhentheoverturningmomentisroughlyequalto theoverturningresistancemomentofequation(2.10.7). Withoutoccurrenceofoverturning, thereactionforceissmallerthanthevalueobtainedfromequation(2.10.11).Accordingtoamodeltest,themaximumfronttoe reaction forceVt is nearlyproportional to theoverturningmoment.92) Therefore reaction forcewithoutoccurrenceofoverturningshouldbecalculatedusingequation(2.10.12).
(2.10.13)where
V :fronttoereactionforceofthecellcorrespondingtooverturningmomentM (kN/m) M :overturningmoment(kN·m/m) Mr0 :resistancemomentagainstoverturning(kN·m/m)
Hence,useoflargercellradiusmakesthecellsaferagainstoverturningbyincreasingtheresistancemomentMr0,whilereducingthefronttoereactionforceV.
⑤ Forthebearingcapacityoftheground,refertothebearingcapacityin Chapter 2, 2.2 Bearing Shallow Spread Foundations.
(5)ExaminationofPlateThickness
① Examinationoftheplatethicknessofthecellsandarcsmaybecarriedoutinaccordancewiththeexaminationofplatethicknessgivenintheperformanceverificationin2.9 Performance Verification of Cellular-bulkhead Quaywalls with Embedded Sections.
② Fromthepointofviewofcellstiffnessandcorrosion,aminimumcellshellthicknessof6mmisnecessary.
(6)PartialFactorsForstandardpartialfactorsforuseinverificationofthepermanentsituationsandvariablesituationsinrespectofLevel1earthquakegroundmotion,refertothevaluesinTable 2.10.1.ThepartialfactorsinTable 2.10.1havebeendeterminedconsideringthesettingofdesignmethodsofthepast.
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TECHNICAL STANDARDS AND COMMENTARIES FOR PORT AND HARBOUR FACILITIES IN JAPAN
Table 2.10.1 Standard Partial Factors
(a) Permanent situationsHighearthquake-resistancefacilities,
normalγ α µ/Xk V
Sheardeformation γtanφ Tangentoftheangleofshearingresistance 1.00 – – –γw,γwi Unitweight 1.00 – – –γw0 Unitweightoffillingsoil 1.00 – – –γδ Wallsurfacefrictionangleoffillingsoil 1.00 – – –γa Structuralanalysisfactor 1.20 – – –
*1: α:Sensitivityfactor,µ/Xk:Deviationofaveragevalues,averagevalue/characteristicvalue,V:Variablefactor.
(b) Variable situations of Level 1 earthquake ground motionHighearthquake-resistancefacilities,
normalγ α µ/Xk V
Overturning γw Unitweightoffillingsoil 1.00 – – –γtanφ Tangentoftheangleofshearingresistance 1.00 – – –γPh Resultantearthpressure 1.00 – – –γPdw Resultantdynamicwaterpressure 1.00 – – –γkh Seismiccoefficientforverification 1.00 – – –γa Structuralanalysisfactor 1.10 – – –
*1: α:Sensitivityfactor,µ/Xk:Deviationofaveragevalues,averagevalue/characteristicvalue,V:Variablefactor.
2.10.5 Performance Verification of Structural Members
Fortheperformanceverificationofthestructuralmembersofplacement-typecellular-bulkheadquaywalls,refertotheperformanceverificationofthestructuralmembersin2.9 Cellular-bulkhead Quaywalls with Embedded Sections.
PART III FACILITIES, CHAPTER 5 MOORING FACILITIES
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2.11 Upright Wave-absorbing Type Quaywalls2.11.1 Fundamentals of Performance Verification
(1)Thefollowingisapplicabletouprightwave-absorbingtypequaywalls,butitmayalsobeappliedtotheperformanceverificationofseawalls.
(2)Theuprightwave-absorbingtypequaywallshallbestructuredsoastohavetherequiredcapabilityofwaveenergydissipationandshallbelocatedatstrategicpositionsforenhancingthecalmnesswithintheharbor.
(3)Waveswithinaharboraretheresultofsuperpositionofthewavesenteringtheharborthroughthebreakwateropenings, the transmittedwaves over the breakwaters, thewind generatedwaveswithin the harbor, and thereflectedwavesinsidetheharbor.Byusingquaywallsofwave-absorbingtype,thereflectioncoefficientcanbereducedto0.3to0.6fromthatof0.7to1.0ofsolidquaywalls.Toimprovetheharborcalmness,itisimportanttodesignthealignmentsofbreakwaters inacarefulmanner. Thesuppressionofreflectedwavesthroughtheprovisionofwave energy absorbing structureswithin the harbor is also an effectivemeansof improving thecalmness.
(4)DeterminationofStructuralType
① Quaywallsofwave-absorbingblocktypeareconstructedbystackinglayersofvariousshapeofconcreteblocks.Thistypeisnormallyusedtobuildrelativelysmallquaywalls.Thequaywallwidthisdeterminedbystabilitycalculationasagravity-typequaywall.
② Uprightwave-absorbing caisson type quaywalls include slit–wall caisson type and perforated–wall caissontype. This type is normally used to build large size quaywalls. Thewave-absorbing performance can beenhancedbyoptimizingtheaperturerateofthefrontslitwall,thewaterchamberwidth,andothersforthegivenwaveconditions.
③ Thereflectioncoefficientispreferablydeterminedbymeansofahydraulicmodeltestwheneverpossible,butitmay also be determined in accordancewithChapter 4, 3.5 Gravity-type Breakwater (Upright Wave-absorbing Block Type Breakwaters) and Chapter 4, 3.6 Gravity-type Breakwater (Wave-absorbing Caisson Type Breakwaters).
④ It is recommended that the crown elevation of thewave-absorbing section of awave-absorbing block typequaywallissetashighas0.5timesthesignificantwaveheightormoreabovemeanmonthly-highestwaterlevel,andthatthebottomelevationofthewave-absorbingsectionissetasdeepas2timesthesignificantwaveheightormorebelowmeanmonthlylowestwaterlevel.
2.11.2 Performance Verification
(1)Anexampleofthesequenceoftheperformanceverificationofuprightwave-absorbingtypequaywallsisshowninFig. 2.11.1.
(2)Thecharacteristicvalueof the seismic coefficient forverificationused inperformanceverificationofuprightwave-absorbing typequaywalls for thevariable situations associatedwithLevel1 earthquakegroundmotionshallbeappropriatelycalculated taking thestructuralcharacteristics intoconsideration. Forconvenience, thecharacteristicvalueof the seismiccoefficientofuprightwave-absorbing typequaywallsmaybecalculated inaccordancewiththatforgravity–typequaywallsshownin2.2.2(1) Seismic Coefficient for Verification used in Verification of Damage due to Sliding and Overturning of Wall Body and Insufficient Bearing Capacity of the Foundation Ground in Variable Situations in respect of Level 1 earthquake ground motion.
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TECHNICAL STANDARDS AND COMMENTARIES FOR PORT AND HARBOUR FACILITIES IN JAPAN
Setting of design conditions
Verification of sliding and overturning of wall,and bearing capacity of foundation soils
Verification of sliding and overturning of wall,and bearing capacity of foundation soils
Verification of circular slip failure and settlement
Determination of cross-sectional dimensions
Verification of structural members
Permanent situations
Variable situations of Level 1 earthquake ground motion
Accidental situations ofLevel 2 earthquake
ground motion
Permanent situations
Provisional assumption of layout
Analysis of harbor calmness within harbor
Evaluation of actions including seismic coefficient for verification
Provisional assumption of cross-sectional dimensions*1
*2
*3
Performance verificationPerformance verification
Analysis of amount of deformation by dynamic analysis
Verification of deformation by dynamic analysis
*1:Evaluationofliquefaction,settlement,etc.,arenotshown,soitisnecessarytoconsidertheseseparately.*2:Whennecessary,anexaminationoftheamountofdeformationusingdynamicanalysiscanbecarriedoutforLevel1 earthquakegroundmotion. Forhighearthquake-resistancefacilities,itisdesirablethatanexaminationoftheamountofdeformationbecarriedout usingdynamicanalysis.*3:VerificationforLevel2earthquakegroundmotioniscarriedoutforhighearthquake-resistancefacilities.
Fig. 2.11.1 Example of the Sequence of Performance Verification of Upright Wave-absorbing Type Quaywalls
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TechnicalReportofFujiSteelCorporation,Vol.13No.4,pp.73-87,196472) Sawaguchi,M.:LateralBehaviorofaDoubleSheetPileWallStructure,SoilsandFoundations,Vol.14No.1,pp.45-59,197473) OHORI,K., Yoshihiro SHOJI, Kunio TAKAHASHI, Hiroshi UEDA,MichihikoHARA,YutakaKAWAI andKeisuke
SHIOTA:StaticBehaviorofDoubleSheetPileWallStructure,Rept.ofPHRIVol.23No.1,pp.1O3-151,1984
PART III FACILITIES, CHAPTER 5 MOORING FACILITIES
–799–
74) TechnicalCommitteeofShoreProtectionFacilities:TechnicalStandardsandcommentaryofcoastalprotectionfacilities,JapanPortAssociation,2004
75) JapanRoadAssociation:Guidelineforconstructionoftemporarystructuresforearthworksforroads,pp.76-87,199976) G.R.Tschebotarioft,F.R,Ward:MeasurementswithWicgmannlnc1inometeronFiveSheetPileBulkheads,4thIntern,Conf.
SoilMech.AndFoundationEng.,Vol.2,195777) EditedbyG.A.Leonards:FoundationEngineering,McGrawHillBookCo.,PP.514,196278) TAKAHASHI,K., SetsuoNODA,KatsumiKANDA,SatoshiMIURA,TaisakuMIZUTANI andShigekiTERAZAKI:
HorizontalLoadingTestsonModelsofSteelSheetPileCellularBulkheads-Part2DynamicBehavior-79) TAKAHASHI,K., SetsuoNODA,KatsumiKANDA,SatoshiMIURA,TaisakuMIZUTANI andShigekiTERAZAKI:
Horizontal loadingTests onModels ofSteelSheet pile cellularBulkhead-Part 2DynamicBehavior-,TechnicalNoteofPHRI,No.639,1989
80) KITAJIMA,S.,SetsuoNODAandTanekiyoNAKAYAMA:AnExperimentalStudyontheStaticStabilityoftheSteelPlateCellularBulkheadswithembedment,TechnicalNoteofPHRI,No,375,1981
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82) Yokoyama,Y.:Designandconstructionofsteelpiles,Sankai-doPublishing,pp.95-96,196383) Yoshida, I. and R. Yoshinaka: Engineering characteristics of Akashi and Kobe Layers, Report of Japan Institute of
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ofConstructionEngineering,Vol.139,pp,24-25,197085) Nagao, T. and T. Kitamura: Study on themethodology to determine optimum cross section of Cellular type wharves,
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Proceedingsof10thSymposiumonEarthquakeEngineering、pp.1867-1872,1998.89) Nagao,T.andT.Kitamura:DesignmethodofcellularbulkheadagainstLevel-oneearthquake,ProceedingsofOffshore
Development,JSCE,Vol.21,pp.755-760,200590) Saimura,Y.,A.MorimotoandY.Takase:Resultsoffieldmeasurementsofsoilpressureoffillingofembeddedsteelplate
cellularblock,Proceedingsof36thAnnualConferenceofJSCE,Part3,pp.562-563,198191) Itou,Y.,O.Iimura,M.Gotou,T.ShiroeandT.Iida:Constructionofembeddedsteelplatecellularblock,SumitomoMetals,
Vol.34,No.2,pp.93-105,198292) PHRI,ThirdPortConstructionBureauandKawasakiSteelK.K.:ReportoftestsofSteelplatecellularblock,196693) Tokikawa,K.:Experimentalstudyonreflectioncoefficientofuprightwaveabsorbingseawall(FirstReport),Proceedingsof
21stConferenceonCoastalEngineering,JSCE,pp.409-415,197494) TANIMOTO,K.,SuketoHARANAKA,ShigeoTAKAHASHI,KazuhiroKOMATSU,MasahikoTODOROKIandMutsuo
OSATO:AnExperimentalInvestigationofWaveReflection,OvertoppingandWaveForcesforSeveraltypesofBreakwatersandSeaWalls,TechnicalNoteofPHRINo.246,p.38,1976
95) GODA,Y.andYasuharuKISHIRA:ExperimentsonirregularWaveOvertoppingCharacteristicsofSeawallsofLowCrestTypes,TechnicalNoteofPHRINo.242,p.28,1976
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TECHNICAL STANDARDS AND COMMENTARIES FOR PORT AND HARBOUR FACILITIES IN JAPAN
3 Mooring BuoysMinisterial OrdinancePerformance Requirements for Mooring Buoys
Article 27 1 Theperformancerequirementsformooringbuoysshallbeasspecifiedinthesubsequentitems:(1)TherequirementsspecifiedbytheMinisterofLand,Infrastructure,TransportandTourismshallbe
satisfiedtoenablethesafemooringofships.(2)Damageduetovariablewaves,waterflows,tractionbyships,orotherdamageshallnotimpairthe
functionofmooringbuoysnoraffecttheircontinueduse.2Inadditiontotheprovisionsoftheprecedingparagraph,theperformancerequirementofmooringbuoysintheplacewherethereisariskofhavingaseriousimpactonhumanlives,property,and/orsocioeconomicactivitybythedamagetothemooringbuoysconcernedshallbesuchthatthestructuralstabilityofthemooringbuoyisnotseriouslyaffectedevenincaseswhenthefunctionofthemooringbuoysconcernedisimpairedbytsunamis,accidentalwaves,and/orotheractions.
Public NoticePerformance Criteria of Mooring Buoys
Article 53 1 Theperformancecriteriaofmooringbuoysshallbeasspecifiedinthesubsequentitems:(1)Thebuoyshallhavethenecessaryfreeboardinconsiderationoftheusageconditions.(2)Thebuoyshallhavethedimensionsrequiredforcontainmentoftheswingingareaofmooredships
withintheallowabledimensions.(3)The following criteria shall be satisfied under the variable action situation inwhich the dominant
actionsarevariablewaves,waterflow,andtractionbyships.(a)Theriskofimpairingtheintegrityoftheanchoringchains,groundchains,and/orsinkerchainsof
thefloatingbodyshallbeequaltoorlessthanthethresholdlevel.(b)Theriskoflosingthestabilityofthebuoyduetotractiveforcesactinginmooringanchorsshallbe
equaltoorlessthanthethresholdlevel.2 In addition to the requirements of the preceding paragraph, the performance criteria of themooringbuoys forwhich there is a riskof serious impactonhuman lives,property,or socioeconomicactivitybythedamagetothefacilitiesconcernedshallbesuchthatthedegreeofdamageundertheaccidentalactionsituation,inwhichthedominantactionistsunamisoraccidentalwaves,isequaltoorlessthanthethresholdlevel.
PART III FACILITIES, CHAPTER 5 MOORING FACILITIES
–801–
[Commentary]
(1)Performancecriteriaofmooringbuoys①Commonformooringbuoys(a)Freeboard(usability)
Insettingthefreeboardinperformanceverificationofmooringbuoys,theconditionsofuseofthespecifiedfacilityshallbeproperlyconsidered.
(b)Insettingthestructureandcross-sectiondimensionsforperformanceverification,theswingingofthefloatingbodyshallbeproperlyconsidered.
(c)Safetyofthefacility(serviceability)1) The setting for performance criteria of mooring buoys and the design situations excluding
accidentalsituationsshallbeinaccordancewithAttached Table 42.
Attached Table 42 Setting for Performance Criteria of Mooring Buoys and Design Situations (excluding accidental situation)
MinisterialOrdinance PublicNotice
Performancerequirements
Designsituation
Verificationitem Indexofstandardlimitvalue
Article
Paragraph
Item
Article
Paragraph
Item Situation Dominating
actionNon-
dominatingaction
27 1 2 53 1 3a Serviceability Variable Variablewaves(waterflow)(tractionbyships)
Selfweight,waterpressure,waterflow
Yieldofchainsoffloatingbodies,groundchains,orsinkerchains
Designyieldstress
2b Stabilityofmooringanchors,etc.
Resistanceforceofmooringanchors,etc.(horizontal,vertical)
2) Yieldofchainsoffloatingbodies,groundchains,orsinkerchainsVerificationofyieldofchainsoffloatingbodies,groundchains,or sinkerchains is such thattheriskofthedesignstresscorrespondingtoeachmemberinchainsoffloatingbodies,groundchains,orsinkerchainstoexceedthedesignyieldstressisequaltoorlessthanthelimitedvalues.
3) StabilityofmooringanchorsVerificationofthestabilityofmooringanchorsissuchthattheriskofthetractiveforceinthemooringanchorstoexceedtheresistanceforceisequaltoorlessthanthelimitedvalues.Mooringanchorisageneraltermfortheequipmentinstalledontheseabedforretainingafloatingbody,includingsinkers.
②Mooringbuoysoffacilitiesagainstaccidentalincident(safety)(a)Thesettingforperformancecriteriaofmooringbuoysoffacilitiesagainstaccidentalincidentandthe
designsituations(onlyaccidentalsituations)shallbeinaccordancewithAttached Table 43.
Attached Table 43 Setting for Performance Criteria of Mooring Buoys of Facilities against Accidental Incident and Design Situations only limited to Accidental Situations
MinisterialOrdinance PublicNotice
Performancerequirements
Designsituation
Verificationitem Indexofstandardlimitvalue
Article
Paragraph
Item
Article
Paragraph
Item Situation Dominating
actionNon-
dominatingaction
27 2 – 53 2 – Safety Accidental Tsunami Selfweight,waterpressure,waterflow
Stabilityofmooringsystem
–Wavesofextremelyrareevent
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TECHNICAL STANDARDS AND COMMENTARIES FOR PORT AND HARBOUR FACILITIES IN JAPAN
[Technical Note]
3.1 Fundamentals of Performance Verification
(1)Themooringbuoyshallsecureappropriatestabilityunderthemooringmethod,thenaturalconditionsatthesite,andthedimensionsofthedesignships.
(2)Mooringbuoysarestructurallycategorizedintothreetypes;sinkertype,anchorchaintype,andsinkerandanchorchaintype.Thesinkertypemooringbuoycomprisesafloatingbody,anchoringchainoffloatingbody,andsinker.Itdoesnothaveamooringanchor,asshowninFig. 3.1.1 (a).Theanchorchaintypemooringbuoycomprisesafloatingbody,anchorchain,andmooringanchor.Itdoesnothaveasinker,asshowninFig. 3.1.1(b).Althoughtheconstructioncostofthistypeislowerthantheothertypes,itisnotsuitableforcaseswheretheareaofthemooringbasinislimited,becausetheradiusofship’sswingingmotionislarge.Thesinkerandanchorchaintypemooringbuoycomprisesafloatingbody,anchoringchain,groundchain,mooringanchor,andsinker,asshowninFig. 3.1.1(c). Thesinkerandanchorchaintypemooringbuoysarebeingusedwidelyinportsandharbors.Thistypeofbuoycouldbeusedevenwhentheareaofthemooringbasinislimited,becausetheradiusofship’sswingingmotioncouldbereducedbyincreasingtheweightofthesinker.
Floating body
Anchoring chainof floating body
Anchoring chainof floating body
Floating body Floating body
Anchor chain Ground chain
Mooringanchor
MooringanchorSinker
Sinker
Sinker chain
(a) Sinker Type (b) Anchor Chain Type (c) Sinker and Anchor Chain Type
Fig. 3.1.1 Types of Mooring Buoys
(3)TheprocedureforperformanceverificationofmooringbuoysisshowninFig. 3.1.2.
Setting of design conditions
Assumption of cross-sectional dimensions
Verification of stability of mooring system
Evaluation of actions
Determination of cross-sectional dimensions
Verification of transitional part
Verification of stresses in mooring system
Verification of stability of floating body
Variable states in respect of actions of ships
Variable states in respect ofactions of waves and ships
Performance verificationPerformance verification
Fig. 3.1.2 Example of Sequence for Performance Verification of Mooring Buoys
PART III FACILITIES, CHAPTER 5 MOORING FACILITIES
–803–
(4)Fig. 3.1.3 showsatypicalschematicfigureofmooringbuoy.
Lift chain
A
B
CD
K
Q
L
GF
EN
MH
OJP
Mooring rope
Fender
I
A; Harp shackle (mooring ring) or quick release hook
B; Anchor shackle
C; Swivel piece
D; Joining shackle
E; Mooring piece
F; Long ring
G; Joining shackle
H; Anchor shackle
I; Joining shackle
J; Anchor shackle
K; Chain
L; Main chain (Anchoring chain of floating body)
M; Sinker chain
N; Chain or ground chain
O; Sinker
P; Anchor or screw
Q; Buoy
1
1
1
1
1
2
2
1
2
2
1
1
1
4
1
1
1
Fig. 3.1.3 Typical Schematic Figure of Mooring Buoy
(5)The provisions in this sector can be applied to the performance verification of sinker and anchor chain typemooringbuoys. Since thesinker typeandanchorchain typebuoysaresimplifiedstructureof thesinkerandanchorchaintypebuoy,theprovisionsareapplicabletotheirperformanceverificationsaswell.
3.2 Actions
(1) Inprinciple,thetractiveforceactingonamooringbuoycanbecalculatedconsideringstructuralcharacteristicsofthemooringbuoyinaccordancewiththeprovisionsinPart II, Chapter 8, 2.4 Actions due to Traction by Ships.Whensettingthetractiveforce,considerationshouldbegiventotheeffectsofwinds,tidalcurrentsandwaves.However,itshouldbenotedthatthesearedynamicloads,andthustherearemanyuncertaintiesontheirrelationshipswiththetractiveforcesofships.
(2)Itispreferablethatthetractiveforceactingonamooringbuoybedeterminedconsideringtheactionsthatexertuponmooredshipssuchaswinds,tidalcurrents,andwavesandreferringtheexistingtractiveforcedataonthebuoysofthesimilartype.
(3)Whenthemotionsofbuoyduetowaveactionsarenotnegligible,theireffectofmotionsneedstobeconsideredinthecalculationofthewaveforceandtheresistanceforce.
(4)Inadynamicanalysisofafloatingbody,theresponsecharacteristicsofthefloatingbodyvarywidelydependingonthewaveperiod.Therefore,iftheanalysisismadebasedonmonochromaticwavesonly,theresultswouldbeeitherunderestimatedoroverestimated.Whenperformingadynamicanalysisofthemotionsofafloatingbody,therefore,itispreferabletoemployrandomwaveswithspectralcharacteristics.
(5)Table 3.2.1 showsexamplesofdesignconditionsandtractiveforcesonmooringbuoys.
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TECHNICAL STANDARDS AND COMMENTARIES FOR PORT AND HARBOUR FACILITIES IN JAPAN
Table 3.2.1 Examples of Design Conditions for Mooring Buoys
DesignshipDWT(t)
Mooringmethod
Windvelocity(m/s)
Tidalcurrent(m/s)
Waveheight(m)
Tractiveforce(kN)
1,0003,00015,00020,000130,000260,00030,000100,000
Singlebuoy
Dualbuoy6-points
5050152060251520
0.50.50.511.00.670.51——
2.04.00.7—10.03.0—1.5
1854092455891,3701,8401,4901,470
3.3 Performance Verification of Mooring Buoys
(1) MooringAnchor
① Thesizesandrequiredstrengthsofeachpartofamooringbuoy,includingthemooringanchor,sinker,sinkerchain,groundchain,mainchain,andfloatingbodyneedtobedeterminedappropriatelyinaccordancewiththerelevantprovisionsin6 Floating Piersandinconsiderationofthetractiveforcesofships,thestructureofmooringbuoy,andthemooringmethod.
② Normallythreemooringanchorsareattachedtoamooringbuoy.Inverifyingtheperformanceofamooringbuoy,however,itcangenerallybeassumedthatonlyoneofthethreeanchorsresiststhehorizontalforce.Itispreferableforthemooringanchorstobedesignedinsuchawaythatthebuoywillnotcapsizeevenwhenoneoftheanchorchainsisbrokendown.
③ It shouldbe assumed that thehorizontal force actingon themooringbuoy is resistedonlyby themooringanchors’ resistance. 6 Floating Piers may be referred to in calculating the holding power of themooringanchors.
(2) SinkerandSinkerChain
①Normallyasinkerchainof3to4minlengthisusedforamooringbuoy.Itispreferablenottouseanexcessivelylongsinkerchain,becauseitmakeslargerrangeoftheupwardmovementofthesinkerandincreasestheriskofthetanglingofthesinkerchainandthustheriskofabrasionandaccidentalbreakingofthechain.Thesinkerchainshouldbeofthesamediameterasthatofthemainchain.
② Theverticalandhorizontalforcesactingonthesinkercanbecalculatedbasedonthechaintensionoffloatingbody and the distance of horizontal movement of the floating body as calculated in accordance with (4) Anchoring Chain of Floating Body usingequation(3.3.1)below.5)Inthefollowingequations,symbolγshallrepresentthepartialfactorforitssuffixandsuffixeskanddshallrespectivelyrepresentcharacteristicvaluesanddesignvalues.
(3.3.1)where
PV,PH :verticalandhorizontalforcesactingonthesinker,respectively(kN) θ1 : anglethatmainchainmakeswiththehorizontalplaneatthesinkerattachmentpoint(º) TA : tensionofmainchainatthesinkerattachmentpoint(kN) TC : tensionofmainchainatthefloatingbodyattachmentpoint(kN) w : weightofthemainchainperunitlengthinwater(kN/m) ℓ : lengthofmainchain(m)
Thedesignvaluesintheequationcanbecalculatedusingthefollowingequation.Thepartialfactorcanbesetat1.0.
θ1maybeobtainedbysolvingthefollowingequations.
PART III FACILITIES, CHAPTER 5 MOORING FACILITIES
–805–
(3.3.2)
where∆K :distanceofhorizontalmovementofthefloatingbody(m) θ2 :anglethatmainchainmakeswiththehorizontalplaneatthefloatingbodyattachmentpoint(º)
Invariablesituationsinrespectofactionofships,thealignmentofthefloatingbodychaincanbeassumedasastraightlineandthusthefollowingapproximationcanbeused:
(3.3.3)
③ Theweightofasinkermostcommonlyusedfor5,000GTshipsand10,000GTshipsareabout50kNand80kN,respectively. Thesinkerweightcanbedeterminedusingthesevaluesasreferences. Thevaluesmentionedaboveindicatetheweightinwater.Sinkersmaybeofanyshapeandmaterialaslongastheysatisfytheweightrequirement,butinJapandisk-shapedcastironsinkersareusedcommonlyandconcreteisseldomused.Itissaidthatdisk-shapedcastironsinkerswithaslightlyconcavedbottomsurfaceimprovestheadhesionofthesinkertothesoftseabottomgroundsignificantly.
④Theroleofthesinkeristoabsorbtheimpactforceactingonthechainandtomakethemainchainshorter.Whenthemainchainistobeshortenedtoreducethedistanceofshipmovement,therefore,theweightofthesinkermustbeincreasedaccordingly.
⑤Incertaincases,buriedanchorsmaybeusedinsteadofsinkers.
(3) GroundChain
① Theanglethatthechainmakeswiththeseabottomatthemooringanchorattachmentpointisdesirablysmallerthan3ºbecausetheholdingpowerofthemooringanchordecreasessharplyastheangleincreasesbeyond3ºInmanycases,theweightofthegroundchainisdeterminedinsuchawaythatthegroundchainsatisfiestheabovementionedconditionwhenthetractiveforceactsonthebuoy.Whenthetractiveforceislarge,theattachmentanglethatthemooringanchormakeswiththegroundchainmaybemadesmallerusingagroundchainlongerthantheabove-mentionedvalue.Theinclinationangleθ1ofthegroundchainatthemooringanchorattachmentpoint can be calculated by equation (6.4.8) described in6.4. Performance Verification. The symbols inequation(6.4.8)areredefinedasfollows(seeFig. 3.3.1):
:lengthofthegroundchain(ginFig. 3.3.1)(m) h :verticaldistancebetweentheupperendofthegroundchainandtheseabottom,inotherwords
thesumofthelengthofthesinkerchain,heightofthesinker,andallowance(hginFig. 3.3.1)(m)
PH :horizontalcomponentofthetractiveforceactingonthefloatingbody(kN) w :weightofthegroundchainperunitlengthinwater(kN/m) θ2 :inclinationangleofthegroundchainattheupperendofthechain(º)
Inthiscalculation,thevalueofθ1iscalculatedbyassumingthevaluesofg,w,andhg;θ1isdesirablykeptat3ºorless.
② The maximum tension Tg of the ground chain can be calculated using equation (6.4.5) described in 6.4 Performance Verification.HerePH representsthehorizontalcomponentofthetractiveforceofshipactingonthebuoy,andθ2representstheinclinationangleofthegroundchainattheupperendofthechain.
③ Thetensileyieldstrengthofchaincanbesetbasedon6 Floating Piers.Inthecaseofmooringbuoys,however,thediameterofchainisusuallydeterminednotonlyonthebasisofstrength,butonthebasisofcomprehensiveanalysisthatelaboratingsuchmeasurestoreduceforcesactingonthechainastheuseofaheavierchaintoabsorbtheenergyofimpactforces,andasknownfromequation(6.4.8)in6.4 Performance Verificationtheuseofashorterchaintoreducetheradiusofthevessel’sswingingmotion.Ingeneral,thechaindiameterisdesignedinsuchawaythat themaximumtensiontobeexerteduponthechainisequal to1/5to1/8of themaximumstrength.
– 806–
TECHNICAL STANDARDS AND COMMENTARIES FOR PORT AND HARBOUR FACILITIES IN JAPAN
Fig. 3.3.1 Notation for Sinker and Anchor Chain Type Mooring Buoy
(4) AnchoringChainofFloatingBody
① Itispreferabletodeterminethelengthf oftheanchoringchainoffloatingbodyinsuchawaytolessenthetensionactingonboththeanchoringchainoffloatingbodyandthemooringhawseraswellastoreducetheradiusoftheship’sswingingmotion.Theratiooftheanchoringchainlengthtothewaterdepthmayaffectthedegreeofabrasionoftheanchoringchain,buttheirrelationshiphasnotbeenclarifiedyet.
② Itispreferablethatthetensionactingonthemainchainandthedisplacementofthefloatingbodybederivedbymeansofasimulationanalysis,buttheresultsundersimilarconditionsinthepastmayalsobeusedtodeterminethetensionanddisplacement.Orthesemaybecalculatedusingthemethoddescribedbelow.
③ Theweight of themain chain per unit length inwaterwf (kN/m) can be calculated using equation (6.4.8)describedin6.4 Performance Verification. Here, andh ofthisequationrepresentthelengthoftheanchoringchain(f inFig. 3.3.1)(m)andtheverticaldistancebetweentheupperandlowerendsoftheanchoringchain(hf inFig. 3.3.1)(m),respectively.Inotherwords,h istheverticaldistancebetweenthefloatingbodyattachmentpointandtheupperendofthesinkerchainwiththesinkerbeinglifteduptothepointwherethebottomofthesinkeriscompletelyseparatedfromtheseabottomsurface.TheforceP representsthehorizontalcomponent(kN)ofthetractiveforceactingonthebuoy,andθ2andθ1representtheinclinationangles(º)ofthemainchainattheupperandlowerends,respectively( θ2' andθ1'inFig. 3.3.1). Theinclinationangleθ1'oftheanchoringchainatthelowerendofthechaincanbecalculatedasshowninFig. 3.3.2 fromtheconditionsofbalanceamongtheanchoringchainlowerendtensionTfv,thegroundchainupperendtensionTg,andthesinkerchainupperendtensionTsv,whereTsv isequaltothesummationoftheweightofthesinkerandsinkerchaininwater.ThetensionTg anditsdirectionarecalculatedinaccordancewith(3) Ground Chain.
④Itispreferabletocalculatethetensionoftheanchoringchainattheupperendusingequation(6.4.8)describedin6.4 Performance Verification.Herethehorizontalcomponentofthetractiveforcecanbeusedasthehorizontalexternalforce. Theangleθ2that thefloatingbodychainmakeswiththehorizontalplaneatthefloatingbodyattachmentpointcanbecalculatedbyequation(6.4.8)describedin6.4 Performance Verification withthepreviouslycalculatedweightoftheanchoringchainperunitlengthinwater.Ingeneral,Thistensionisusedtoverifythestressontheanchoringchain.
PART III FACILITIES, CHAPTER 5 MOORING FACILITIES
–807–
Fig. 3.3.2 Schematic Chart for Tension of Anchoring Chain
⑤ ThehorizontaldisplacementΔK ofthefloatingbodycanbecalculatedbymeansofequation(6.4.9)describedin6.4 Performance Verification.Hereθ1'andθ2'oftheequationaredefinedbelow.
θ1 :anglethattheanchoringchainmakeswiththehorizontalplaneatitslowerend (θ1’inFig. 3.3.1)(º) θ2 :anglethattheanchoringchainmakeswiththehorizontalplaneatitsupperend (θ2’inFig. 3.3.1)(º)
Theresultantvalueofdisplacementshouldbeexaminedincomparisonwiththeareaofthemooringbasin.Ifitisfoundtoolarge,theanchoringchainneedtobeshortened,theweightofthesinkerneedtobeincreased,ortheunitlengthweightoftheanchoringchainneedtobeincreased.
(5) FloatingBodyInvariablesituationsinrespectoftheactionofships,thefloatingbodyshouldbedesignedinsuchawaythatitdoesnotsubmerge.Evenwhennoshipismoored,thefloatingbodyshouldbeafloatwithafreeboardequalto1/2to1/3ofitsheight.Itmustbeafloatthewatersurfaceundertheconditionthattheanchoringchain,andinsomecasespartofthegroundchainandsinkerchain,aresuspendedbeneathit.Itispreferabletosetthebuoyancytomeetthesetworequirements.Thefloatingbodybuoyancyrequiredtomeetthefirstrequirementcanbecalculatedbyequation(3.3.4).
(3.3.4)
where F :requiredbuoyancyofthefloatingbody(kN) Va :verticalforceactingonthefloatingbody(kN),thisiscalculatedbymeansofequation(6.4.6)
describedin6.4 Performance Verification. P :tractiveforce(kN) c :lengthofthemooringhawser(m) d :verticaldistancebetweentheship’shawserholeandthewatersurface(m)
However,thetotalbuoyancythatisactuallyrequiredisthesumofthebuoyancyrequiredtoresistthetractiveforceandtheselfweightofthefloatingbody.
References
1) Yoneda,K.:Wind tunnelexperimentondriftingmotionofbuoymooredship,Proceedingsof28thConferenceofJapanInstituteofNavigation,(mooringbuoy-processforstandardization-reference),1962
2) SUZUKI,Y.:StudyontheDesignofSinglePointBuoyMooring,TechnicalNoteofPHRINo.829,19963) HIRAISHI,Y.andYasuhiroTOMITA:ModelTestonCountermeasuretoImpulsiveTensionofMooringBuoy,Technical
NoteofPHRINo.816,p.18,19954) JSCEEdition:Commentaryofguidelinefordesignofoffshorestructure(Draft),19735) Dep.OftheNavyBureauofYards&Docks:MooringGuide,Vol.1,p.61,1954
– 808–
TECHNICAL STANDARDS AND COMMENTARIES FOR PORT AND HARBOUR FACILITIES IN JAPAN
4 Mooring PilesMinisterial OrdinancePerformance Requirements for Mooring Piles
Article 28 Theperformancerequirementsformooringpilesshallbeasspecifiedinthesubsequentitems:(1)TherequirementsspecifiedbytheMinisterofLand,Infrastructure,TransportandTourismshallbe
satisfiedsoastoenablethesafemooringofships.(2)Thedamageduetoberthing,tractionbyships,and/orotheractionsshallnotimpairthefunctionofthe
mooringpilesnoraffecttheircontinueduse.
Public NoticePerformance Criteria of Mooring Piles
Article 54 Theperformancecriteriaofmooringpilesshallbeasspecifiedinthesubsequentitems:(1)Themooringpilesshallhavethedimensionsrequiredfortheusageconditions.(2)Thefollowingcriteriashallbesatisfiedunderthevariableactionsituationinwhichthedominantaction
isshipberthingortractionbyships:(a)In the case ofmooring piles having a superstructure, the risk of impairing the integrity of the
superstructuremembersshallbeequaltoorlessthanthethresholdlevel.(b)Theriskthattheaxialforcesactingonthepilesmayexceedtheresistancecapacityduetofailureof
thegroundshallbeequaltoorlessthanthethresholdlevel.(c)Therisk that thestress in thepilesmayexceedtheyieldstressshallbeequal toor less thanthe
thresholdlevel.
[Commentary]
(1)PerformanceCriteriaofMooringPiles① Facilitystability(serviceability)(a)Thesettingforperformancecriteriaofmooringpilesandthedesignsituationsexcludingaccidental
situationsshallbeinaccordancewithAttached Table 44.
Attached Table 44 Setting for Performance Criteria of Mooring Piles and Design Situations (excluding accidental situations)
MinisterialOrdinance Publicnotice
Performancerequirement
Designsituation
Verificationitem Indexofstandardlimitvalue
Article
Paragraph
Item
Article
Paragraph
Item Situation Dominating
actionNon-
dominatingaction
28 1 2 54 1 2a Serviceability Variable Berthingandtractionbyships
Selfweight Failureofsuperstructure*1)
Designultimatecapacityofsection(ultimatelimitstate)
2b Axialforcesinpiles Resistancecapacitybasedonfailureoftheground(pushingforces,pullingforces)
2c Yieldingofpile Designyieldstress
*1)Onlyforstructureswithasuperstructure.
(b)FailureofthesuperstructureVerificationoffailureofthesuperstructureissuchthattheriskthatthedesigncross-sectionalforcesinthesuperstructurewillexceedthedesigncross-sectionalresistanceisequaltoorlessthanthelimitvalues.
PART III FACILITIES, CHAPTER 5 MOORING FACILITIES
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(c)AxialforcesinpilesVerificationofaxialforcesinpilesissuchthattheriskthattheaxialforceonapilewillexceedtheresistancecapacitybasedonthefailureofthegroundisequaltoorlessthanthelimitedvalues.
(d)YieldingofapileVerificationofpileyieldingissuchthattheriskthatthedesignstressinapilewillexceedthedesignyieldstressisequaltoorlessthanthelimitvalues.
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TECHNICAL STANDARDS AND COMMENTARIES FOR PORT AND HARBOUR FACILITIES IN JAPAN
5 Piled PiersMinisterial OrdinancePerformance Requirements for Piled Piers
Article 29 1Theperformancerequirementsforpiledpiersshallbeasspecifiedinthesubsequentitemsinconsiderationofthestructuretypes:(1)TherequirementsspecifiedbytheMinisterofLand,Infrastructure,TransportandTourismshallbe
satisfiedsoas toenable thesafeandsmoothberthingofships,embarkationanddisembarkationofpeople,andhandlingofcargo.
(2)Damage to the piled pier due to self weight, earth pressure, Level 1 earthquake groundmotions,berthingandtractionbyships,imposedloadand/orotheractionsshallnotimpairthefunctionsofthepierconcernedandnotadverselyaffectitscontinueduse.
2 In addition to the provisions of the previous paragraph, the performance requirements for piled pierswhichareclassifiedashighearthquake-resistancefacilitiesshallbesuchthatthedamageduetoLevel2earthquakegroundmotionsandotheractionsdonotaffecttherestorationofthefunctionsrequiredofthepiersconcernedintheaftermathoftheoccurrenceofLevel2earthquakegroundmotions.Provided,however,thatasfortheperformancerequirementsforthepiledpierwhichrequiresfurtherimprovementinearthquake-resistantperformanceduetoenvironmentalconditions,socialorotherconditionstowhichthepierconcernedissubjected,thedamageduetosaidactionsshallnotadverselyaffecttherestorationthroughminorrepairworksofthefunctionsofthepierconcernedanditscontinueduse.
Public NoticePerformance Criteria of Piled Piers
Article 55 1TheprovisionsofArticle48shallbeappliedtotheperformancecriteriaofpiledpierswithmodificationasnecessary.
2Inadditiontotherequirementsoftheprecedingparagraph,theperformancecriteriaofpiledpiersshallbeasspecifiedinthesubsequentitems:(1)Theaccessbridgeofapiledpiershallsatisfythefollowingcriteria.(a)Itshallhavethedimensionsrequiredforenablingthesafeandsmoothloading,unloading,embarkation
anddisembarkation,andothersinconsiderationoftheusageconditions.(b)Itshallnottransmitthehorizontalloadstothesuperstructureofthepiledpier,anditshallnotfall
downevenwhenthepiledpierandtheearth-retainingpartaredisplacedowingtotheactionsofearthquakesorsimilarone.
(2)The following criteria shall be satisfied under the variable action situation inwhich the dominantactionsareLevel1earthquakegroundmotions,shipberthingandtractionbyships,andimposedload:(a)Theriskofimpairingtheintegrityofthemembersofthesuperstructureshallbeequaltoorlessthan
thethresholdlevel.(b)Theriskthattheaxialforcesactinginthepilesmayexceedtheresistancecapacityowingtofailure
ofthegroundshallbeequaltoorlessthanthethresholdlevel.(c)Therisk that thestress in thepilesmayexceedtheyieldstressshallbeequal toor less thanthe
thresholdlevel.(3)Thefollowingcriteriashallbesatisfiedunderthevariableactionsituationinwhichthedominantaction
isvariablewaves:(a)Theriskoflosingthestabilityoftheaccessbridgeduetoupliftactingontheaccessbridgeshallbe
equaltoorlessthanthethresholdlevel.(b)Theriskofimpairingtheintegrityofthemembersofthesuperstructureshallbeequaltoorlessthan
thethresholdlevel.(c)Theriskthattheaxialforcesactinginpilesmayexceedtheresistancecapacityowingtofailureof
PART III FACILITIES, CHAPTER 5 MOORING FACILITIES
–811–
thegroundshallbeequaltoorlessthanthethresholdlevel.(4)Inthecaseofstructureshavingstiffeningmembers,theriskofimpairingtheintegrityofthestiffening
membersandtheirconnectionpointsunderthevariableactionsituationinwhichthedominantactionsare variable waves, Level 1 earthquake groundmotions, ship berthing and traction by ships, andimposedloadshallbeequaltoorlessthanthethresholdlevel.
3TheprovisionsofArticle49 throughArticle52shallbeappliedwithmodificationasnecessary to theperformancecriteriaoftheearth-retainingpartsofpiledpiersinconsiderationofthestructuraltype.
[Commentary]
(1)PerformanceCriteriaofPiledPiers①Performancecriteriaofpiledpiers(a)Open-typewharvesonverticalpiles
1)Thesettingoftheperformancecriteriaofpiledpiersofearthquake-resistancefacilitiesofopen-typewharves on vertical piles and the design conditions only limited to accidental situationshall be in accordance withAttached Table 45. The restorability and serviceability of theperformancerequirementsinAttached Table 45variesdependingonthetypeofearthquake-resistancefacility.
Attached Table 45 Setting the Performance Criteria of Piled Piers of Earthquake-resistance Facilities and Design Situations only limited to Accidental Situations
MinisterialOrdinance PublicNotice
Performancerequirements
Designsituation
Verificationitem Indexofstandardlimitvalue
Article
Paragraph
Item
Article
Paragraph
Item Situation Dominating
actionNon-
dominatingaction
29 2 2 55 1 – Restorabilityand
Serviceability
Variable L2earthquakegroundmotion
Selfweight,surcharges
Deformationoffaceline Limitvalueofresidualdeformation
Cross-sectionalfailureofthesuperstructure
Designcross-sectionalresistance(ultimatelimitcondition)
Fullplasticityofpiles Fullyplasticstatemoment
Axialforcesinthepiles Theresistancecapacityduetofailureofthesoil(pushingandpulling)
2) Highearthquake-resistancefacilitiesspeciallydesignated(emergencysupplytransport)(serviceability)• Deformationoffaceline
The limitvalue for thedeformationof the face lineofquaysapplies to thoseofgravity-typemooringquays.
• Cross-sectionalfailureofthesuperstructureVerificationofcross-sectionalfailureofthesuperstructureissuchthattheriskthatthedesigncross-sectionalforcesinthesuperstructurewillexceedthedesigncross-sectionalresistanceisequaltoorlessthanthelimitvalues.
• FullplasticityofpilesVerificationoffullplasticityofpilesissuchthatfullyplasticstateshallnotoccurattwoormorelocationsonapileamongthepilescomprisingthepiledpier.Attainmentoffullplasticityinapilemeanstheconditionwheretheflexuralmomentactingonapilereachesthemomenttocausefullyplastic.
• AxialforcesinthepilesVerificationoftheaxialforcesactinginthepilesissuchthattheriskthattheaxialforceactinginapilewillexceedtheresistancecapacityduetothefailureofthesoilisequaltoorlessthanthelimitedvalues.
3) Highearthquake-resistancefacilitiesspeciallydesignated(trunklinecargotransport)(restorability)The performance criteria of piled piers for high earthquake-resistance facilities (designated (for
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TECHNICAL STANDARDS AND COMMENTARIES FOR PORT AND HARBOUR FACILITIES IN JAPAN
transportofmaincargo))ofopen-typewharvesonverticalpilesshallsatisfytheperformancecriteriaofhighearthquake-resistancefacilities(designated(fortransportofemergencygoods)).
4) Highearthquake-resistancefacilities(standard(fortransportofemergencygoods))(restorability)• Setting of the performance criteria for the piled piers of high earthquake-resistance facilities
(standard(emergencysupplytransport))ofopen-typewharvesonverticalpilesandthedesignconditions only limited to accidental situation shall comply with setting of the performancecriteriaof high earthquake-resistance facilities (designated (emergency supply transport)) andthedesignconditions,exceptforonlytheverificationitemsforfullplasticityofpiles.
• FullplasticityofpilesTheverificationoffullplasticityofpilesissuchthatfullplasticitydoesnotoccuratmorethantwopointsonapileamongthepilescomprisingthepiledpier. Thestateofreachingthefullplasticitymeans that theflexuralmomentactingonapile reaches themoment tocause fullyplasticstate.
(b)Open-typewharveswithacoupledrakingpilesTheperformancecriteriaofpiledpiersofhighearthquake-resistancefacilitiesofopen-typewharveswithcoupledrakingpilesshallapplytheperformancerequirementsofhighearthquake-resistancefacilitiesofopen-typewharvesonverticalpiles.Theperformancecriteriaofrakingpilesofopen-typewharveswithcoupledrakingpilesshallapplytheperformancecriteriaofpilesinopen-typewharvesonverticalpiles.
(c)StructureswithstiffeningmembersTheperformancecriteriaofpiledpiersofhighearthquake-resistancefacilitiesofstructureswithstiffeningmembersshallapplytheperformancecriteriaofhighearthquake-resistancefacilitiesofopen-typewharvesonverticalpiles.
②Mainstructureofpiledpiers(a)ThevariablesituationwheredominatingactionsaretheLevel1earthquakegroundmotion,berthing
andtractionbyshipsandsurcharges(serviceability)1) Thesettingfortheperformancecriteriaofpiledpiersanddesignconditionsexcludingaccidental
situationsshallbeasfollows,inaccordancewiththestructuretypeandthestructuralmembers.2) Opentypewharvesonverticalpilesi) Performancecriteriaofthesuperstructure・Theperformancecriteriaofthesuperstructureofopen-typewharvesonverticalpilesandthe
designconditionsexcludingaccidentalsituationsshallbeasshowninAttached Table 46.
PART III FACILITIES, CHAPTER 5 MOORING FACILITIES
–813–
Attached Table 46 Setting of Performance Criteria of Superstructure of Piled Piers and Design Situations (excluding accidental situations)
MinisterialOrdinance PublicNotice
Performancerequirements
Designsituation
Verificationitem Indexofstandardlimitvalue
Article
Paragraph
Item
Article
Paragraph
Item Situation Dominating
actionNon-
dominatingaction
29 1 2 55 2 2a Serviceability Variable Berthingandtractionbyships
Selfweight,surcharges
Cross-sectionalfailureofsuperstructure
Designcross-sectionalresistance(ultimatelimitstate)
L1earthquakegroundmotion
Selfweight,surcharges
Surcharges(includingsurchargesduringcargohandling)
Selfweight,Windactingoncargohandlingequipmentandships
2b Surcharges(includingsurchargesduringcargohandling)
Selfweight,windactingoncargohandlingequipmentandships
Serviceabilityofsuperstructurecross-section
Limitvalueofbendingcrackwidth(serviceabilitylimitstate)
Repeatedlyappliedsurcharges
Selfweight Fatiguefailureofsuperstructure
Designfatiguestrength(Fatiguelimitstate)
3b Variablewaves Selfweight Cross-sectionalfailureofsuperstructure
Designcross-sectionalresistance(ultimatelimitstate)
・ Cross-sectionalfailureofthesuperstructureVerificationofcross-sectionalfailureofthesuperstructureissuchthattheriskthatthedesigncross-sectionalforcesinthesuperstructurewillexceedthedesigncross-sectionalresistanceisequaltoorlessthanthelimitvalue.
・Serviceabilityofthecross-sectionofthesuperstructureVerificationoftheserviceabilityofthecross-sectionofthesuperstructureissuchthattheriskthatwidthofbendingcracksinthesuperstructurewillexceedthelimitvalueofcrackwidthisequaltoorlessthanthelimitvalues.
・FatiguefailureofthesuperstructureVerificationof fatigue failureof the superstructure is such that the risk thedesignvariablecross-sectionalforcesinthesuperstructurewillexceedthedesignfatiguestrengthisequaltoorlessthanthelimitvalues.
ii)PerformancecriteriaofpilesThesettingoftheperformancecriteriaofthepilesofopen-typewharvesonverticalpilesandthedesignconditionsexcludingaccidentalsituationsshallbeasshowninAttached Table 47.
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TECHNICAL STANDARDS AND COMMENTARIES FOR PORT AND HARBOUR FACILITIES IN JAPAN
Attached Table 47 Setting of Performance Criteria of Piles of Piled Piers and Design Situations (excluding accidental situations)
MinisterialOrdinance PublicNotice
Performancerequirements
Designsituation
Verificationitem Indexofstandardlimitvalue
Article
Paragraph
Item
Article
Paragraph
Item Situation Dominating
actionNon-
dominatingaction
29 1 2 55 2 2b Serviceability Variable Berthing,tractionbyships
Selfweight,surcharges
Axialforcesinpiles
Loadresistanceduetosoilfailure(pushing,pulling)
L1earthquakegroundmotion
Selfweight,surcharges
Surcharges(includingsurchargesduringcargohandling)
Selfweight,windactingoncargohandlingequipmentandships
2c Berthingandtractionbyships
Selfweight,surcharges
Yieldingofpiles
Failureprobabilityofvariablesituationsofberthingandtractionbyships(seismicallyhighearthquake-resistancefacilities:P=9.1×10-4)(facilitiesotherthanhighearthquake-resistancefacilities:P=1.9×10-3)
L1earthquakegroundmotion
Selfweight,surcharges
Failureprobabilityofvariablesituationoflevel1earthquake(highearthquake-resistancefacilities(speciallydesignated):P=1.3×10-4)(highearthquake-resistancefacilities(standard):P=3.8×10-3)(facilitiesotherthanhighearthquake-resistancefacilities:P=1.4×10-2)
Surcharges(includingsurchargesduringcargohandling)
Selfweight,windactingoncargohandlingequipmentandships
Complieswithfailureprobabilityofvariablesituationconditionsofberthingandtractionbyships
3c Variablewaves Selfweight Axialforcesactinginpiles
Loadresistanceduetofailureofthesoil(pushingandpulling)
・AxialforcesactingonpilesVerificationoftheaxialforcesactingonapileissuchthattheriskthattheaxialforceactingonapilewillexceedtheresistanceforceduetofailureofthesoilisequaltoorlessthanthelimitvalues.
・YieldingofpilesVerificationofyieldinginpilesissuchthattheriskthatthedesignstressinapilewillexceedthedesignyieldstressisequaltoorlessthanthelimitvalues.
iii)Performancecriteriaofaccessbridges・ Thesettingof theperformancecriteriaofaccessbridgesofopen-typewharvesonvertical
pilesandthedesignconditionsexcludingaccidentalsituationsshallbeasshowninAttached Table 48.
PART III FACILITIES, CHAPTER 5 MOORING FACILITIES
–815–
Attached Table 48 Setting of Performance Criteria of Access Bridges of Open-type Wharves on Vertical Piles and Design Situations (excluding accidental situations)
MinisterialOrdinance PublicNotice
Performancerequirements
Designsituation
Verificationitem Indexofstandardlimitvalue
Article
Paragraph
Item
Article
Paragraph
Item Situation Dominating
action
Non-dominatingaction
29 1 2 55 2 3a Serviceability Variable Variablewaves Selfweight Upliftforceonaccessbridge
Designcross-sectionalresistance(ultimatelimitstate)
3) Open-typewharveswithcoupledrakingpilesPerformance criteria of open-typewharveswith coupled raking piles shall apply the performancecriteriaofopen-typewharvesonverticalpiles.
4) Piledpiersofstructureswithstiffeningmembersi) Performance criteria of piled piers of structures with stiffening members shall be as shown in
Attached Table 49,aswellascomplyingwiththeperformancecriteriaofopen-typewharvesonverticalpiles.Theitemswithinparenthesesinthecolumnof“Designsituation”inAttached Table 49maybeappliedindividually.
Attached Table 49 Setting of Performance Criteria of Piled Piers of Structures with Stiffening Members and Design Situations (excluding accidental situations)
MinisterialOrdinance PublicNotice
Performancerequirements
Designsituation
Verificationitem Indexofstandardlimitvalue
Article
Paragraph
Item
Article
Paragraph
Item Situation Dominatingaction Non-dominating
action
29 1 2 55 2 4 Serviceability Variable Berthingandtractionbyships
(L1earthquakegroundmotion)(Surcharges(includingsurchargesduringcargohandling))
Selfweight,surcharges(Selfweight,surcharges)(Selfweight,surcharges,andwindactingonships)
YieldingofstiffeningmembersFailureofconnectionsatjoints
DesignyieldstressDesignshearforceresistance
Punchingshearfailureatjoints
Designshearforceresistance
Punchingshearfailureatjoints
Designshearforceresistance
Repeatedlyactingsurcharges
Selfweight Fatiguefailureofjoints
Designfatiguestrength(fatiguelimitstate)
Variablewaves Selfweight Failureofconnectionsatjoints
Designshearforceresistance
ii) YieldingofstiffeningmembersVerificationofyieldingofthestiffeningmembersissuchthattheriskthatthestressinastiffeningmemberwillexceedtheyieldstressisequaltoorlessthanthelimitvalues.
iii)FailureoftheconnectionsatjointsVerificationoffailureoftheconnectionsatjointsissuchthattheriskthatthedesignshearforceatajointwillexceedthedesignshearstrengthisequaltoorlessthanthelimitvalue.
iv)PushthroughshearfailureofjointsVerificationofpushthroughshearfailureofjointsissuchthattheriskthatthepushthroughshearforceatajointwillexceedthedesignshearresistanceofajointisequaltoorlessthanthelimitvalue.
v) FatiguefailureofjointsVerificationoffatiguefailureofjointsissuchthattheriskthatthedesignfluctuatingcross-sectionalforceatajointwillexceedthedesignfatiguestrengthisequaltoorlessthanthelimitvalues.
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TECHNICAL STANDARDS AND COMMENTARIES FOR PORT AND HARBOUR FACILITIES IN JAPAN
③Earth-retainingsectionsofpiledpiers(a)Compliancewiththeperformancecriteriaofquaywalls
SettingfortheperformancecriteriaforeachofthestructuraltypesofquaysinaccordancewithArticle49“performancecriteriaofgravity-typequaywalls” throughArticle52“performancecriteria of cell type quaywalls” shall complywith the setting for performance criteria of theearth-retainingsectionsofpiledpiers.