redi-rock wall - preliminary calculation · title: redi-rock wall - preliminary calculation author:...

Soil Boring - geotechnical servicesTiverton rd. 24London, United Kingdom

Tel: 547835125 Fax:547835126www.soilboring.com, [email protected]

Shopping center - Black Rose

1[GEO5 - Redi-Rock Wall | version 5.2017.15.0 | hardware key 1025 / 1 | Fine - Daniel Turanský | Copyright © 2017 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu]

Analysis of Redi Rock wallInput dataProjectTaskPartDescriptionCustomerAuthorDateProject IDProject number

::::::::

Redi-Rock Wall - Preliminary CalculationShopping center - Black RoseH=5,94 mRRI - Preliminary Design ChartsJWB04.05.201715616569

Settings(input for current task)Wall analysisActive earth pressure calculation :Passive earth pressure calculation :Earthquake analysis :Shape of earth wedge :Allowable eccentricity :Internal stability :Reduction coeff. of contact first block - base :Verification methodology :

CoulombCaquot-KeriselMononobe-OkabeCalculate as skew0,333Standard - straight slip surface1,00according to LRFD

Blocks

No. DescriptionHeighth [mm]

Widthw [mm]

Unit weightg [kN/m3]

123456

Top block 24 straightBlock 28 PCBlock 41 PCTop block 28Top block 41Top block 24 straight garden

457,2457,2457,2457,2457,2457,2

609,6711,2

1028,7711,2

1028,7609,6

16,9718,8518,8518,8518,8512,57

No. DescriptionMin. shearstrength

Fmin [kN/m]

Max. shearstrength

Fmax [kN/m]

Friction

f [°]123456

Top block 24 straightBlock 28 PCBlock 41 PCTop block 28Top block 41Top block 24 straight garden

88,4588,4588,4588,4588,4588,45

164,56164,56164,56164,56164,56164,56

44,0044,0044,0044,0044,0044,00

Setbacks

No. Setbacks [mm]

12345

0,2549,525

41,275238,125422,275





GeometryNo.

group Description Count Setbacks [mm]

12

Block 28 PCTop block 28

121

41,341,3

BaseGeometryUpper setbackLower setbackHeightWidth

a1a2hb

====

0,500,500,502,00

mmmm

MaterialConcrete self-weight g = 25,00 kN/m3Shear cub (key) capacity = 0,00 kN/mFriction angle concrete-concrete = 30,00 ° Types of reinforcements

No. Name Type of reinforcement Line typeTensile strength

Tult [kN/m] Rt [kN/m] Rcon [kN/m]

1

2

3

4

5

Miragrid 5XT

Miragrid 8XT

Miragrid 10XT

Miragrid 20XT

Miragrid 24XT

Miragrid 5XT

Miragrid 8XT

Miragrid 10XT

Miragrid 20XT

Miragrid 24XT

68,59

107,99

138,64

200,01

400,09

30,20

49,53

63,59

95,72

200,18

31,73

49,96

62,57

88,00

154,12

Reinforcement details1. Miragrid 5XTShort-term strengthCreep red. factorDurability red. factorInstalation damage red. factorLong-term strengthCoeff. of direct slip along reinforcementCoeff. of interaction of soil and geo-reinforcementScale correction factorLong-term strength reduction factorDesign connection strength

TultRFCRRFDRFIDRtCdsaRFDCRcrRcon

==========

68,591,581,151,25

30,200,670,670,8

0,53231,73

kN/m

kN/m

kN/m

2. Miragrid 8XTShort-term strengthCreep red. factorDurability red. factorInstalation damage red. factorLong-term strengthCoeff. of direct slip along reinforcementCoeff. of interaction of soil and geo-reinforcementScale correction factorLong-term strength reduction factor

TultRFCRRFDRFIDRtCdsaRFDCRcr

=========

107,991,581,151,20

49,530,670,670,8

0,532

kN/m

kN/m





Design connection strength Rcon = 49,96 kN/m

3. Miragrid 10XTShort-term strengthCreep red. factorDurability red. factorInstalation damage red. factorLong-term strengthCoeff. of direct slip along reinforcementCoeff. of interaction of soil and geo-reinforcementScale correction factorLong-term strength reduction factorDesign connection strength


==========

138,641,581,151,20

63,590,670,670,8

0,51962,57

kN/m

kN/m

kN/m



==========

200,011,581,151,15

95,720,670,670,8

0,50688,00

kN/m

kN/m

kN/m



==========

400,091,581,151,10

200,180,670,670,8

0,443154,12

kN/m

kN/m

kN/m

ReinforcementsInput mode : 2 reinforcement typeReinf. installation : in every row of blocks (50%)Type of upper reinforcement : Miragrid 20XT, till the row No. 11Type of bottom reinforcement : Miragrid 24XT, till the row No. 5Top reinforcement : anchored tailReinforcement geometry : identical length of reinforcementsLength of reinforcement l = 7,50 mReinforced soil - S1Reinforcements

No. Consider NameLength of reinforcement

l [m]End pt. coordinate

lk [m]123456

YesYesYesYesYesYes

Miragrid 24XTMiragrid 24XTMiragrid 24XTMiragrid 24XTMiragrid 24XTMiragrid 20XT

7,507,507,507,507,507,50





No. Consider NameLength of reinforcement

l [m]End pt. coordinate

lk [m]78910111213

YesYesYesYesYesNoNo

Miragrid 20XTMiragrid 20XTMiragrid 20XTMiragrid 20XTMiragrid 20XT

7,507,507,507,507,50

Name : Reinforcements Stage - analysis : 1 - 0

Basic soil parameters

No. Name Patternjef[°]

cef[kPa]

g[kN/m3]

gsu[kN/m3]

d[°]

1 F1 25,00 8,00 19,00 9,00 15,00





No. Name Patternjef[°]

cef[kPa]

g[kN/m3]

gsu[kN/m3]

d[°]

2

3

4

F5

G2

S1

21,00

30,00

36,50

6,00

0,00

0,00

20,00

20,00

20,00

10,00

10,00

10,00

10,00

20,00

20,00

All soils are considered as cohesionless for at rest pressure analysis. Soil parametersF1Unit weight :Stress-state :Angle of internal friction :Cohesion of soil :Angle of friction struc.-soil :Saturated unit weight :

geffectivejefcefdgsat

=

====

19,00

25,008,00

15,0019,00

kN/m3

°kPa°kN/m3

F5Unit weight :Stress-state :Angle of internal friction :Cohesion of soil :Angle of friction struc.-soil :Saturated unit weight :


=

====

20,00

21,006,00

10,0020,00

kN/m3

°kPa°kN/m3

G2Unit weight :Stress-state :Angle of internal friction :Cohesion of soil :Angle of friction struc.-soil :Saturated unit weight :


=

====

20,00

30,000,00

20,0020,00

kN/m3

°kPa°kN/m3

S1Unit weight :Stress-state :Angle of internal friction :Cohesion of soil :Angle of friction struc.-soil :Saturated unit weight :


=

====

20,00

36,500,00

20,0020,00

kN/m3

°kPa°kN/m3

Geological profile and assigned soils

No. Layer[m] Assigned soil Pattern

1

2

3,00

3,00

F5

F1





No. Layer[m] Assigned soil Pattern

3 - G2

Terrain profileTerrain behind construction has the slope 1: 5,00 (slope angle is 11,31 °).Embankment height is 0,80 m, embankment length is 4,00 m. Water influenceGWT behind the structure lies at a depth of 1,25 mUplift in foot. bottom due to different pressures is not considered. Input surface surcharges

No. Surchargenew change Action Mag.1

[kN/m2]Mag.2[kN/m2]

Ord.xx [m]

Lengthl [m]

Depthz [m]

1 Yes permanent 30,00 4,00 5,00 on terrain

No. Name1 surcharge No. 1

Resistance on front face of the structureResistance on front face of the structure: at restSoil on front face of the structure - S1Soil thickness in front of structureTerrain surcharge

hf

==

0,505,00

mkN/m2

Terrain shape in front of structure

No. Coordinatex[m]

Depthz[m]

12345

0,000,00

-1,00-2,00-3,00

0,00-0,50-0,50-1,50-1,50

Origin [0,0] is located in bottom left edge of construction.Positive coordinate +z has downward direction. Settings of the stage of constructionDesign situation : Strength I No. 1Forces acting on constructionName Fhor

[kN/m]App.Pt.z [m]

Fvert[kN/m]

App.Pt.x [m]

Coeff.overtur.

Coeff.sliding

Coeff.stress

Weight - reinforced soilActive pressureWater pressuresurcharge No. 1Weight - wall

0,0060,170,00

12,420,00

-3,82-2,29-6,74-5,98-2,92

636,8426,270,005,70

78,28

4,858,628,628,620,60

0,9001,5001,0001,5000,900

0,9001,5001,0001,5000,900

1,2501,5001,0000,7501,250

Verification of complete wallPlace of verification : bottom of blocks





Check for overturning stabilityResisting momentOverturning moment

MresMovr

==

2912,26317,91

kNm/mkNm/m

Wall for overturning is SATISFACTORY

Check for slipResisting horizontal forceActive horizontal force

HresHact

==

310,54108,89

kN/mkN/m

Wall for slip is SATISFACTORY

Overall check - WALL is SATISFACTORY

Maximum stress in footing bottom : 114,18 kPa Name : Verification Stage - analysis : 1 - 1

5,00

1 2 3 4 5 6 7 8 9

10 11 12

5,94 5,94

13

5,94 5,94

5,00

+x

+z

636,84

+x

+z

65,66

+x

+z

+x

+z

13,67

+x

+z

78,28

No. 2Forces acting on constructionName Fhor

[kN/m]App.Pt.z [m]

Fvert[kN/m]

App.Pt.x [m]

Coeff.overtur.

Coeff.sliding

Coeff.stress

FF resistanceResistance on front faceWeight - reinforced soilActive pressureWater pressuresurcharge No. 1Weight - wall

-0,51-1,010,00

70,260,00

12,420,00

-0,17-0,25-4,26-2,42-7,24-6,48-3,42

0,000,00

646,8431,980,005,70

78,28

0,000,005,289,129,129,121,10

0,9000,7500,9000,9001,0001,5000,900

0,9000,7500,9001,5001,0001,5000,900

0,9000,7501,2501,5001,0000,7501,250

Verification of complete wallPlace of verification : bottom of leveling pad


MresMovr

==

3144,36273,62

kNm/mkNm/m

Wall for overturning is SATISFACTORY






HresHact

==

277,34122,80

kN/mkN/m

Wall for slip is SATISFACTORY

Overall check - WALL is SATISFACTORY

Maximum stress in footing bottom : 479,33 kPa No. 1Forces acting on constructionName Fhor

[kN/m]App.Pt.z [m]

Fvert[kN/m]

App.Pt.x [m]

Coeff.overtur.

Coeff.sliding

Coeff.stress

Weight - wallWeight - earth wedgeActive pressureWater pressuresurcharge No. 1

0,000,002,550,000,00

-0,41-0,88-0,34-0,91-1,01

11,541,941,130,000,00

0,370,460,720,660,66

0,9001,0001,5001,0000,750

0,9001,0001,5001,0000,750

1,2501,3500,9001,0000,750

Verification of most stressed block No. 12Place of verification : bottom of blocks


MresMovr

==

5,331,32

kNm/mkNm/m

Joint for overturning stability is SATISFACTORY


HresHact

==

81,593,83

kN/mkN/m

Joint for verification is SATISFACTORY

Bearing capacity of foundation soilDesign load acting at the center of footing bottom

No. Moment[kNm/m]

Norm. force[kN/m]

Shear Force[kN/m]

Eccentricity[–]

Stress[kPa]

1234

-184,88-78,62

-185,36-78,87

937,59691,57937,59691,58

99,57108,8997,37

107,67

0,0000,0000,0000,000

114,1884,22

114,1884,22

Service load acting at the center of footing bottom

No. Moment[kNm/m]

Norm. force[kN/m]

Shear Force[kN/m]

1234

-144,44-112,35-144,76-112,61

745,67675,59745,68675,59

69,4972,5968,0271,38

Verification of foundation soilPlace of verification : bottom of blocksStress in the footing bottom : rectangle





Eccentricity verificationMax. eccentricity of normal forceMaximum allowable eccentricity

eealw

==

0,0000,333

Eccentricity of the normal force is SATISFACTORY

Verification of bearing capacityBearing capacity of foundation soilPartial factor on bearing capacityMax. stress at footing bottomBearing capacity of foundation soil

RgRvsRd

====

280,000,55

114,18154,00

kPa

kPakPa

Bearing capacity of foundation soil is SATISFACTORY

Overall verification - bearing capacity of found. soil is SATISFACTORY Name : Bearing cap. Stage - analysis : 1 - -1

5,00

1 2 3 4 5 6 7 8 9

10 11 12

5,94 5,94

13

5,94 5,94

5,00

114,

18

114,

18

8,21 8,21

Verification of slip on georeinforcement No. 1Forces acting on construction (verification of reinforcement No.: 1)Name Fhor

[kN/m]App.Pt.z [m]

Fvert[kN/m]

App.Pt.x [m]

Designcoefficient

Weight - wallActive pressuresurcharge No. 1Weight - reinforced soilsurcharge No. 1

0,0047,7212,300,000,00

-2,92-2,27-5,70-3,77-6,74

83,1722,495,35

608,29107,67

-0,117,507,503,995,71

0,9001,5001,5000,9000,650

Verification against slip along geotextile No.: 1Inclination of slip surfaceOverall normal force acting on reinforcementCoefficient of reduction of slip alonggeo-textile

===

90,00659,20

0,83

°kN/m





Resistance along geo-reinforcementWall resistanceOverall bearing capacity of reinforcements

===

256,6755,110,00

kN/mkN/mkN/m

Check for slip:Resisting horizontal forceActive horiz. force

HresHact

==

311,7890,03

kN/mkN/m

Slip along geotextile is SATISFACTORY Name : Slip on georeinf. Stage - analysis : 1 - 1

5,00

1 2 3 4 5 6 7 8 9

10 11 12

5,94 5,94

13

5,94 5,94

5,00

+x

+z

83,17

+x

+z

52,75

+x

+z

13,41

+x

+z

608,29

+x

+z

107,67

Calculation of internal stability No. 1Calculated forces and strength of reinforcements

No. Name Fx[kN/m]

Depthz[m]

Rt[kN/m]

Utiliz.[%]

Tp[kN/m]

Utiliz.[%]

Rcon[kN/m]

Utiliz.[%]

1234567891011

Miragrid 24XTMiragrid 24XTMiragrid 24XTMiragrid 24XTMiragrid 24XTMiragrid 24XT/ Miragrid 20XTMiragrid 20XTMiragrid 20XTMiragrid 20XTMiragrid 20XTMiragrid 20XT

-18,23-33,92-30,78-28,20-25,62-23,05-20,47-13,36-10,55-7,87

-11,94

5,945,495,034,574,113,663,202,742,291,831,37

45,0490,0890,0890,0890,0866,5843,0743,0743,0743,0743,07

40,4937,6634,1731,3028,4434,6147,5231,0224,5018,2627,72

649,15601,78552,26504,35458,39414,39372,34332,24294,11257,92223,70

2,815,645,575,595,595,565,504,023,593,055,34

34,6869,3669,3669,3669,3654,4839,6039,6039,6039,6019,80

52,5848,9144,3740,6636,9442,3051,6833,7426,6519,8660,30

Check for tensile strength (reinforcement No.7)Tension strengthForce in reinforcement

RtFx

==

43,0720,47

kN/mkN/m

Reinforcement for tensile strength is SATISFACTORY

Check for pull out resistance (reinforcement No.2)Pull out resistanceForce in reinforcement

TpFx

==

601,7833,92

kN/mkN/m

Reinforcement for pull out resistance is SATISFACTORY





Verification of connection strength (reinforcement No.1)Connection strengthForce in reinforcement

RconFx

==

34,6818,23

kN/mkN/m

Connection strength is SATISFACTORY

Overall verification - reinforcement is SATISFACTORY Name : Internal stability Stage - analysis : 1 - 1

5,00

1 2 3 4 5 6 7 8 9

10 11 12

5,94 5,94

13

5,94 5,94

5,00

+x

+z

18,23

+x

+z

33,92

+x

+z

30,78

+x

+z

28,20

+x

+z

25,62

+x

+z

23,05

+x

+z

20,47

+x

+z 13,36

+x

+z10,55

+x

+z

7,87

+x

+z

11,94

redi-rock wall - preliminary calculation · title: redi-rock wall - preliminary calculation author:...

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