Science

Project: My ProjectResults for Design Section 0: Design section 0

2/86

ANALYSIS AND CHECKING SUMMARY

Summary vs Design Section

Calculation successful1.250.347447.622.71335.431041.4Design section 0

Wall FSCheckReaction (kN/m)(cm)(kN/m)(kN-m/m)

CommentsEmbedmentCritical SupportMax SupportWall DisplaceWall ShearWall MomentDesign section 0

Extended Summary

1041.41041.44.182.71Calculation successful, however iteDesign section 0

(kN-m)(kN-m/m)(cm)(cm)

Wall MomentWall MomentSettlementWall DisplacemeCalculaion Result

1.991.4063.2813.281335.43335.43Design section 0

Stress Ratio FICWall RatioWall RatioWall Ratio(kN)(kN/m)

Wall Concrete ServSTR ShearSTR MomentSTR CombinedWall ShearWall Shear

2.101N/A0.3470.3471342.86447.623.816Design section 0

BasalCapacity Ratio (pRatioSupport CheckReaction (kN)Reaction (kN/m)Stress Ratio FIS

FSSupport GeotechSTR SupportCriticalMax SupportMax SupportWall Reinforcem

1.6671.0561.316N/A1.251.3442.23Design section 0

Heave FSTrue/ActivePassive(Paratie)LengthRotationPassive

HydraulicFSFS MobilizedZcutToe FSToe FSToe FS

Critical Items

52: Right wall5: Stage 50: Design section 08FS 1.0 Req. Embed (Classic) (m)

62: Right wall6: Stage 60: Design section 01.316Toe FS Passive Mob (Paratie)

52: Right wall5: Stage 50: Design section 01.25Toe FS Length (Classic)

52: Right wall5: Stage 50: Design section 01.344Toe FS Rotation (Classic)

52: Right wall5: Stage 50: Design section 02.23Toe FS Passive (Classic)

11: Wall 16: Stage 60: Design section 00.347Support Check STR

11: Wall 16: Stage 60: Design section 00.347Support Check

11: Wall 1N/A0: Design section 0447.62Support Reaction (kN/m)

11: Wall 1N/A0: Design section 01342.86Support Reaction (kN)

12: Right wall6: Stage 60: Design section 04.182Surface Settlements (cm)

N/A2: Right wall6: Stage 60: Design section 02.709Wall Displacements (cm)

112: Right wall5: Stage 50: Design section 0238.609Wall Shear Capacity (kN/m)

112: Right wall5: Stage 50: Design section 01.406Wall Shear Check

112: Right wall5: Stage 50: Design section 0335.43Wall Shear (kN)

112: Right wall5: Stage 50: Design section 0335.43Wall Shear (kN/m)

272: Right wall5: Stage 50: Design section 0317.392Wall Moment Capacity (kN-m/m)

112: Right wall5: Stage 50: Design section 01041.4Wall Moment (kN-m)

112: Right wall5: Stage 50: Design section 01041.4Wall Moment (kN-m/m)

272: Right wall5: Stage 50: Design section 03.281Wall Moment Check

Critical Item IndexCritical WallCritical StageCritical Design SectioCritical Value

Support Results

3/86

21: Wall 16: Stage 60: Design section 00.0823 Support Check STR

21: Wall 16: Stage 60: Design section 00.0823 Support Check

21: Wall 1N/A0: Design section 003 Support Reaction

21: Wall 1N/A0: Design section 003 Support Reaction



11: Wall 1N/A0: Design section 0447.622 Support Reaction







Wall Results

112: Right wall5: Stage 50: Design section 0238.609Wall Shear Capacity (kN/m)

112: Right wall5: Stage 50: Design section 01.406Wall Shear Check

112: Right wall5: Stage 50: Design section 0335.43Wall Shear (kN)

272: Right wall5: Stage 50: Design section 0317.392Wall Moment Capacity (kN-m/m

272: Right wall5: Stage 50: Design section 03.281Wall Moment Check

112: Right wall5: Stage 50: Design section 0-1041.4Wall Moment -M (kN-m)

271: Wall 15: Stage 50: Design section 01041.4Wall Moment +M (kN-m)

112: Right wall5: Stage 50: Design section 01041.4Wall Moment ABS (kN-m)


Max. Moment vs Stage

1041.4M stg6 (kN-m/m)

1041.4M stg5 (kN-m/m)

141.76M stg4 (kN-m/m)

141.76M stg3 (kN-m/m)

-28.83M stg2 (kN-m/m)

-28.83M stg1 (kN-m/m)

DS: 0M stg0 (kN-m/m)

Base Model

Max. Shear vs Stage

-335.43V stg6 (kN/m)

-335.43V stg5 (kN/m)

-57.78V stg4 (kN/m)

-57.78V stg3 (kN/m)

14.33V stg2 (kN/m)

14.33V stg1 (kN/m)

DS: 0V stg0 (kN/m)

Base Model

Max. Support F vs Stage

GENERAL WALL DATAHor wall spacing=wall horizontal spacingPassive width below exc=spacing for passive thrust pressure for classic analsyisf'c=fck=cylindrical concrete resistencefyk=fy=steel rebar characteristic resistenceEconc=Concrete Elastic modulusfctk=characteristic Concrete tensionEsteel=steel elastic modulusTABULAR DATA (principal parameters)1) Diaphragm wall (rectangular cross section section)N/A= data not availableFy=fykF'c=fckD=wall heigtB=wall width2)Steel sheet pileDES=shape (Z or U)W=wigth per unit of lengthA=areah=heigtht=horiz part thicknessb=wodth of the single sheet pile parts=inclined part thicknessIxx=strong axis inertia (per unit of length)Sxx=strong axis section modulus (per unit of length)3)Secant piles wall, Tangent piles wall, soldier piles, soildier piles and timber laggingW=weigth per unit of lengthA=areaD=diametertw=web thicknesstp= pipe thicknessbf=flange widthtf=flange thicknessk=flange thickness+stam thicknessIxx=strong axis inertia modulus (per unit of length)Sxx=strong axis section modulus (per unit of length)rx=radius of gyration about X axisry=radius of gyration about Y axisIyy=weak axis inertia modulus (per unit of length)Syy=weak axis section modulus (per unit of length)rT=radius of gyration for torsionCw=warping constant

4/86

447.62Rmax Stage #6 (kN/m)

0Rmax Stage #5 (kN/m)





DS: 0Rmax Stage #0 (kN/m)

Base Model

WALL DATAWall section 0: Wall 1

Wall type: Diaphragm wall (US: slurry wall)Hor. wall spacing: 1 Wall thickness = 0.8Passive width below exc: 1 Active width below exc: 1Concrete fc' = 25 Rebar Fy = 410 Econc = 31476 Concrete tension FcT = 10% of Fc'Steel members fy = 235 Esteel = 206000Diaphragm wall (US: slurry wall)

Table: Concrete Slab Data

00800012.112.17.67.6N/AN/A1008025410Rect

(kN-m)(kN)(cm2)(cm2)(cm2)(cm)(cm)(cm)(cm)(cm)(cm)(MPa)(MPa)

MmaxPmaxAAsBotAsTopCbotCtoptfBwBDFc'FyShape

5/86


STRUTS DATA

235020.5548831464820.554883146481.960346.72.7PM600X19PM600

(MPa)(cm6(cm)(cm)(cm3)(cm4)(cm)(cm3)(cm4)(cm)(cm)(cm)(cm)(cm)(cm2)(kN/

fyCwrTrYSyyIyyrXSxxIxxKtfbftw tPDAWSectionName

ANALYSIS AND CHECKING SUMMARY

6/86

Summary of Wall Moments and Toe Requirements

7/86

--181.251.3441.3161041.4/317.39200.26/317.391020Wall 10

N/A-181.251.3441.316200.26/317.391041.4/317.391020Wall 10

Stab. FS(m)EmbedmentRotationPas. mob.(kN-m/m)(kN-m/m)(m)(m)Section(m)

SlopeFS 1 Toe EL.FS ToeFS ToeFS ToeMax-M/CapMax+M/CapH-Exc.L-WallWallTop Wall

Summary of Basal Stability and Predicted Wall MovementsAccording to Clough 1989 Method Wall: Wall 1

2.14103.6250.1332.14103.61.3262.101

@ Dx/H max@ Dx/H max@ stage 5@ DxMax@ DxMax@ stage 5@ stage 5

3. FSbasal3. Stiffness3. Dx/H (%)2. FSbasal2. Stiffness2. DxMax (cm)1. FSmin

Summary of Basal Stability and Predicted Wall MovementsAccording to Clough 1989 Method Wall: Right wall

2.14103.6250.1332.14103.61.3262.101

@ Dx/H max@ Dx/H max@ stage 5@ DxMax@ DxMax@ stage 5@ stage 5

3. FSbasal3. Stiffness3. Dx/H (%)2. FSbasal2. Stiffness2. DxMax (cm)1. FSmin

0.080000019.23-180Both walls0.8-72

0.350447.6201342.86019.23-180Both walls0.8-41

0.12059.20177.6019.23-180Both walls0.8-0.50

(kN/m)(kN/m)(kN)(kN)(m)(m)(m)(deg.)Wall #(m)(m)Number

STRR.MinR.MaxR.MinR.MaxFixed LFree LSpace HAngleSupports XElev. ZSupport

Summary of Support Reactions Wall 1

A sequence of result diagrams for each excavation stage is reported

Envelope of results

13/86

Extended vs Stage

14/86

1041.41041.44.182.71CalculatedStage 6






00N/A0CalculatedStage 0

(kN-m)(kN-m/m)(cm)(cm)

Wall MomentWall MomentSettlementWall DisplacemeCalculaion Result

1.991.4063.2813.281335.43335.43Stage 6

1.991.4063.2813.281335.43335.43Stage 5

0.2710.2420.4470.44757.7857.78Stage 4

0.2710.2420.4470.44757.7857.78Stage 3

0.0550.060.0910.09114.3314.33Stage 2

0.0550.060.0910.09114.3314.33Stage 1

0.00200000Stage 0

Stress Ratio FICWall RatioWall RatioWall Ratio(kN)(kN/m)

Wall Concrete ServiceSTR ShearSTR MomentSTR CombinedWall ShearWall Shear

2.101N/A0.3470.3471342.86447.623.816Stage 6

2.101N/A0.3470.3471342.86447.623.816Stage 5

2.49N/A0.1170.117177.659.20.519Stage 4

2.49N/A0.1170.117177.659.20.519Stage 3

3.62N/A0.0820.082000.106Stage 2

3.62N/AN/A0000.106Stage 1

1000N/AN/A0000.004Stage 0

BasalCapacity Ratio (pRatioSupport CheckReaction (kN)Reaction (kN/m)Stress Ratio FIS

FSSupport GeotechSTR SupportCriticalMax SupportMax SupportWall Reinforcem

1.6671.0561.316N/A1.3891.5073.742Stage 6

1.6671.0561.316N/A1.251.3442.23Stage 5

21.1623.312N/A5.7694.535236.968Stage 4

21.1623.312N/A4.4124.303N/AStage 3

2.381.3674.884N/A22.57.097N/AStage 2

2.381.3674.884N/A95.9556.655Stage 1

2.6331.5026N/A4099Stage 0

Heave FSTrue/ActivePassive(Paratie)LengthRotationPassive

HydraulicFSFS MobilizedZcutToe FSToe FSToe FS

Support Force/S vs Stage

0447.620Stage #6

0447.620Stage #5

0059.201Stage #4

0059.201Stage #3

000Stage #2

000Stage #1

000Stage #0

Support #2 Reaction (EL= -7) kN/mSupport #1 Reaction (EL= -4) kN/mSupport #0 Reaction (EL= -0.5) kN/

Support Force vs Stage

15/86

01342.860Stage #6

01342.860Stage #5

00177.603Stage #4

00177.603Stage #3

000Stage #2

000Stage #1

000Stage #0

Support #2 Reaction (EL= -7) kN at Support #1 Reaction (EL= -4) kN at Support #0 Reaction (EL= -0.5) kN a

Embedment FS vs Stage

1.0561.3161.3891.5073.7421.389Stage #6

1.0561.3161.251.3442.231.25Stage #5

1.1623.3125.7694.535236.9684.535Stage #4

1.1623.3124.4124.303N/A4.303Stage #3

1.3674.88422.57.097N/A7.097Stage #2

1.3674.88495.9556.6555.955Stage #1

1.502640999Stage #0

FS5 Actual Drive Thrust / Theory FS4 Mobilized PassiveFS3 Length (from FS1, FS2)FS2 RotationFS1 PassiveMin Toe FS

Support Check vs Stage

0.0820.3470.082Stage #6

00.3470.082Stage #5

00.0820.117Stage #4

000.117Stage #3

000.082Stage #2

000Stage #1

000Stage #0

Stress-check Support #2(EL= -7)Stress-check Support #1(EL= -4)Stress-check Support #0(EL= -0.5)

Forces (Res. F, M/Drive F, M)

N/AN/A1059.6/1003.11200.5/911.9310/7.211600/7697.47427.947/114.37Stage #6

N/AN/A1059.6/1003.11200.5/911.9310/815200/11310.78427.947/191.918Stage #5

N/AN/A1078.4/928.183375.6/1019.215/2.637125/8185.782468.747/10.418Stage #4

N/AN/A1078.4/928.183375.6/1019.215/3.448937.5/11373.8N/AStage #3

N/AN/A1268.7/928.186196.8/1268.718/0.880723.52/11373.N/AStage #2

N/AN/A1268.7/928.186196.8/1268.718/20/00/0Stage #1

N/AN/A1393.7/928.188362/1393.720/0.50/00/0Stage #0

/ Theory Active(FxPassive/FxPas_Mobili(Embedment/ToeFS=1)(Mresist/Mdrive)(FxResist/FxDrive)

Fh EQ WaterFh EQ SoilFS5 Actual DriveFS4 Mobilized PassiveFS3 LengthFS2 RotationFS1 Passive

Used Soil Strength Parameters for Each Stage on Driving Side (Uphill)

30.33300300* KpDH= KpHBase x [Rankine_Kph(DrainedF6: Stage 6







KpHKaH(kPa)(kPa)Friction (deDelta (deg)

UsedUsedUsed SuUsed c'Used SoilUsed WallMethod DescriptionDrained/ULayer

Top Elev= superior SOil levelSoil type=type of the soil (sand , clay , etc)OCR=overconsolidation ratioK0=at rest coefficient

16/86

Used Soil Strength Parameters for Each Stage on Resisting Side (Downhill)

30.33300300* KaUH= KaHBase x [Rankine_Kah(DrainedF6: Stage 6







KpHKaH(kPa)(kPa)Friction (deDelta (deg)

UsedUsedUsed SuUsed c'Used SoilUsed WallMethod DescriptionDrained/ULayer

Reinforcement Requirements

Check not required or N/AProvided/Min. shear Reinf. Size (cm)

Check not required or N/AMeets Min. Shear Reinforcement Size

Min Shear Reinforcement N/AMin shear reinforcement check.

0Provided shear Reinforcement area (cm2/m)

Min Shear Reinf. N/AMin code shear Reinforcement area (cm2/m)

Not applicableMin. shear reinforcement spacing (code) (cm)

Not applicableMax. shear reinforcement spacing (code) (cm)

Not applicableProvided shear reinforcement spacing (cm)

Not applicableShear Reinforcement Spacing Check

Not applicable/Not examined.Shear reinforcement examined

Wall uses reinforced concreteNote:

Parameter Description

SOIL DATA

LinearTrueN/AN/A30.334500015000N/AN/AN/A0301920F

ModelNLNLNLNL(kPa)(kPa)(deg)(deg)(kPa)(kPa)(deg)(kN/m3)(kN/m3)

ColorSpringVarykPcvkAcvkPpkApEurEloadFRcvFRpSuC'Frictg dryg totName

-3143.0433.3350--0.50.5--0.35F

(MPa)(kN/m3)(kPa)(kPa)(0 to 1)(0 to 1)--(clays)(clays)v

PLkS.nailsqNailsqSkinaV.EXPaH.EXPnOCRko.NCMin shMin KaPoissonName

gtot = total soil specific weightgdry = dry weigth of the soilFrict = friction angleC' = effective cohesionSu = Undrained shear strength (only for CLAY soils in undrained conditions, used as a cutoff strength in NL analysis)Evc = Virgin compression elastic modulusEur = unloading/reloading elastic modulusKap = Peak active thrust coefficient (initial value, may be modified on each stage according to analysis settings).Kpp = Peak passive thrust coefficient (initial value, may be modified on each stage according to analysis settings).Kacv = Constant volume active thrust coeff (only for clays, initial value)Kpcv = Constant volume passive thrust coeff (only for clays, initial value).Spring models= spring model (LIN= constant E over the soil layer height , EXP=exponential , SIMC=simplified winkler)LIN= Linear-Elastic-Perfectly Plastic,EXP: Exponential, SUB: Modulus of Subgrade ReactionSIMC= Simplified Clay mode

SOIL BORINGS

17/86Top Elev= superior SOil levelSoil type=type of the soil (sand , clay , etc)OCR=overconsolidation ratioK0=at rest coefficient

0.51F0

KoOCRSoil typeTop elev.

Name: Boring 1, pos: (-20, 0)

WALL DATAWall section 0: Wall 1

Wall uses wall section 0: Wall 1Wall type: Diaphragm wall (US: slurry wall)Top wall El: 0 m Bottom wall El: -20 mHor. wall spacing: 1 Wall thickness = 0.8Passive width below exc: 1 Active width below exc: 1Concrete fc' = 25 Rebar Fy = 410 Econc = 31476 Concrete tension FcT = 10% of Fc'Steel members fy = 235 Esteel = 206000Wall friction: IgnoredSteel wall capacities are calculated with EC3 2005Concrete capacities are calculated with EC2-2004Note: With ultimate capacities you may have to use a structural safety factor.Diaphragm wall (US: slurry wall)


00800012.112.17.67.6N/AN/A1008025410RectWall 1


MmaxPmaxAAsBotAsTopCbotCtoptfBwBDFc'FyShapeName


18/86

Wall section 1: Right wall

Wall uses wall section 0: Wall 1Wall type: Diaphragm wall (US: slurry wall)Top wall El: 0 m Bottom wall El: -20 mHor. wall spacing: 1 Wall thickness = 0.8Passive width below exc: 1 Active width below exc: 1Concrete fc' = 25 Rebar Fy = 410 Econc = 31476 Concrete tension FcT = 10% of Fc'Steel members fy = 235 Esteel = 206000Wall friction: IgnoredSteel wall capacities are calculated with EC3 2005Concrete capacities are calculated with EC2-2004Note: With ultimate capacities you may have to use a structural safety factor.Diaphragm wall (US: slurry wall)


00800012.112.17.67.6N/AN/A1008025410RectWall 1


MmaxPmaxAAsBotAsTopCbotCtoptfBwBDFc'FyShapeName

19/86


DESIGN APPROACHES AND COMBINATION FACTORSThe Design Approaches (from Codes or Customized by the user) and related safety factors are the following:Ftan fr=mult factor for friction angleF C'=mult factor for effective cohesionF Su'=mult factof for undrained cohesionF EQ=mult factor for seismic actionF perm load=mult factor for perm loadsF temp load=mult factor for live loadsF perm supp=reduct factor for resistence for pull out checkingF temp supp=fattore di riduzione resistence per verifica pull out tiranteF earth Dstab=mult factor for active press coeff , unfavorableF earth stab=mult factor for passive pressure , favorableF GWT Dstab (ground water)=mult factor for hydrostatic pressure , unfavorableF GWT stab (ground water)=mult factor for hydrostatic pressure, favorableF HYD Dstab=mult factor for hydrodynamic pressure, unfavorableF HYD stab=mult factor for hydrodynamic pressure, favorableF UPL Dstab=mult factor for hydraulic heave, unfavorableF UPL stab=mult factor for hydraulic heave, favorable

20/86

1111111111111111Service FactorsDefault6







(stab)(Dstab)(stab)(Dstab)(stab)(Dstab)(stab)(Dstab)sup)sup)load)load)(EQ)(Su)(c')fr)Name

F UPLF UPLF HYDF HYDF GWTF GWTF EarthF EarthF(tempF(permF(tempF(permFFFF(tanDesign CaseDesign CodeStage

A sequence of figures for each excavation stage is reported

EXCAVATION STAGES SKETCHES

Name=excavation phase nameAnalysis method

springs = Elastoplastic spring analysis usedDR = Drained condition for CLAY modelU = Undrained condition for CLAY model for all the soilsUp = Undrained condition just for selected soil

Limit equilibrium analysis settingsDrive press= Ka (Active pressure diagram), Ka-Trap = Trapezoid apparent diagram from active pressures x multiplier, FHWA= Federal Highway Administration apparent pressure diagrams. Ko = At-rest lateral earth pressures. Peck = Peck 1969 Apparent earth pressure diagrams. 2 Step rect = Two step rectangular apparent earth pressure diagram. User def. = User defined apparent earth pressure diagram.ka mult = multiplication factor for Ka when Ka-Trap is selectedHtr T/B (%) = trapezoidal pressure scheme, top and bottom triangular percentage of excavation depth HResit press = Kp (passive earth pressures)Res Mult = Safety factor applied directly on resisting pressures (COntle Method = cantilever analysis method for limit equilibrium analysis.Support Model = Beam = support reactions beam analysis, Trib = support reactions from tributary load calculations.Axial Incl = Axial loads included for designUsed FS wall = Safety factor for axial+bending wall resistance.Min FD TOe=embedded minimum safety factor (for classic analsysis)Toe FS rot=rotation safety factor (classic for classic analsysis)Toe FSpas=driving/resistent pressure safety factor (for classic analsysis)

28/86

GENERAL ANALYSIS CRITERIASummary of stage assumptions: Left Wall

3.7421.5071.3891N/AFree EN/AKpN/AN/AKaSprings-UpStage 6



N/A4.3034.3031N/AFree EN/AKpN/AN/AKaSprings-UpStage 3



9991N/AFree EN/AKpN/AN/AKaSprings-UpStage 0

FSpasFSrotFDtoeFSwallInclModelMethoMultPress(%)PressMethod

ToeToeMin ToUsedAxialSupporContleResResistHtr T/Bka-MultDriveAnalysisName




Summary of stage assumptions: Right Wall







9991N/AFree EN/AKpN/AN/AKaSprings-UpStage 0

FSpasFSrotFDtoeFSwallInclModelMethoMultPress(%)PressMethod

ToeToeMin ToUsedAxialSupporContleResResistHtr T/Bka-MultDriveAnalysisName

29/86




A sequence of result diagrams for each excavation stage is reported

Result diagrams (for walls)

85/86

SUPORTS REACTIONS (TIEBACKS, STRUTS, SLABS, RAKERS)

86/86

06

05

177.6034

177.6033

02

01

00

(kN)

RStage No

Support 0

1342.866

1342.865

04

03

02

01

00

(kN)

RStage No

Support 1

06

05

04

03

02

01

00

(kN)

RStage No

Support 2

Science

Documents

Transcript of Science