muro h2.00

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IPPSAMURO DE CONTENCI N

MURO DE CONTENCIN DE MAMPOSTERA REFORZADA

1[GeoStructural Analysis - Masonry Wall | version 5.16.13.0 | Copyright 2013 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu]

Verification of reinforced masonry wall

Input data

Project

TaskPartDescript.AuthorCustomerDate

::::::

MURO DE CONTENCI NMURO DE CONTENCIN DE MAMPOSTERA REFORZADADISE O DE MURO DE CONTENCI NIPPSACORPORACIN B&L26/01/2015

Settings

USA - Safety factorMaterials and standards

Concrete structures :Masonry structures :

ACI 318-11EN 1996 1-1 (EC6)

Wall analysis

Active earth pressure calculation :Passive earth pressure calculation :Earthquake analysis :Shape of earth wedge :Base key :Verification methodology :

CoulombMazindrani (Rankin)Mononobe-OkabeCalculate as skewThe base key is considered as inclined footing bottomSafety factors (ASD)

Safety factors

Permanent design situation

Safety factor for overturning :

Safety factor for sliding resistance :

Safety factor for bearing capacity :

SFo=

SFs=

SFb=

1.50

1.50

2.00

[]

[]

[]

Material of structure

Unit weightg= 150.00 pcfAnalysis of concrete structures carried out according to the standard ACI 318-11.

Concrete : Concrete ACICompressive strengthTensile-bending strength

fc'fr

==

3000.0410.8

psipsi

Longitudinal steel : A615/40Tensile strength f y = 40000.0 psi

Types of blocks

No. Name

block

Width

b [ft]

Height

h [ft]123

140 x 200190 x 200290 x 200

0.460.620.95

0.660.660.66

Geometry

No. Coordinate

X [ft]

Depth

Z [ft]

12345

0.000.000.650.653.15

0.003.943.945.915.91

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No. Coordinate

X [ft]

Depth

Z [ft]

67

8910111213

3.152.15

2.151.331.33

-0.62-0.62-0.62

6.736.73

7.247.246.736.735.910.00

The origin [0,0] is located at the most upper right point of the wall.Wall section area = 8.48 ft2.Geometry of masonryNumber of blocks in 1.row : 3 (type: 190 x 200)Number of blocks in 2. row : 3 (type: 190 x 200)Distance between blocks = 0.03 ftNumber of blocks in upper part of wall: 6 (type: 190 x 200)Characteristic compressive strengthCharacteristic shear strength

fkfvk

==

1740.539.2

psipsi

Basic soil parameters

No. Name Patternjef

[]

cef

[psf]

g

[pcf]

gsu

[pcf]

d

[]

1

2

LIMO ARENOSO

ARCILLA ARENOSA

29.00

30.00

7.1

14.2

81.20

76.10

47.50

49.90

0.00

0.00

All soils are considered as cohesionless for at rest pressure analysis.Soil parameters

LIMO ARENOSOUnit weight :Stress-state :Angle of internal friction :Cohesion of soil :Angle of friction struc.-soil :Soil :Saturated unit weight :

geffectivejefcefdcohesionlessgsat

=

===

=

81.2

29.007.1

0.00

110.0

pcf

psf

pcf

ARCILLA ARENOSAUnit weight :Stress-state :Angle of internal friction :

Cohesion of soil :Angle of friction struc.-soil :Soil :Saturated unit weight :

geffectivejefcefdcohesionlessgsat

=

=

==

=

76.1

30.00

14.20.00

112.4

pcf

psf

pcf

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Geological profile and assigned soils

No. Layer

[ft] Assigned soil Pattern

1

2

3

4

5

2.00

2.00

5.00

3.00

-

ARCILLA ARENOSA

ARCILLA ARENOSA

LIMO ARENOSO

LIMO ARENOSO

LIMO ARENOSO

Terrain profile

Terrain behind the structure is flat.Water influence

Ground water table is located below the structure.Input surface surcharges

No. Surcharge

new change Action

Mag.1

[lbf/ft2]

Mag.2

[lbf/ft2]

Ord.x

x [ft]

Length

l [ft]

Depth

z [ft]

12

YESYES

variablevariable

30.025.0

on terrainon terrain

No. Name

12

JARDINJARDIN 2

Resistance on front face of the structure

Resistance on front face of the structure is not considered.Earthquake

Horizontal seismic coefficientVertical seismic coefficientCoeff. to compute point of application

khkvk.H

===

0.20000.0300

0.66

Water below the GWT is free.Unit weight of soil skeleton Gs= 2.20.

Base anchorage

GeometrySpacingDepthHole diameterSpacing of holes

xhdv

====

2.003.000.201.00

ftftftft

Pull out resistance is derived from parametersUltimate bondSafety factor

aSBe

==

20.01.50

psf

Input strength of reinforcement Rt= 100.00 lbf

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Settings of the stage of construction

Design situation : permanentActive pressure acts on the wall and stem.

Verification No. 1Active pressure behind the structure - partial results

Layer

No.

Thickness

[ft]

[]

jd

[]

cd

[psf]

g

[pcf]

dd

[]

Ka Comment

1234567

0.481.521.940.061.910.820.51

0.0030.1630.1630.1630.160.000.00

30.0030.0030.0030.0029.0029.0029.00

14.214.214.214.27.17.17.1

76.1076.1076.1076.1081.2081.2081.20

0.0030.0030.0030.0029.000.000.00

0.3330.6700.6700.6700.6770.3470.347

Active pressure distribution behind the structure (without surcharge)

Layer

No.

Start [ft]

End [ft]

sZ

[psf]

sW

[psf]

Pressure

[psf]

Hor. comp.

[psf]

Vert. comp.

[psf]

1

2

3

4

5

6

7

0.000.480.482.002.003.943.94

4.004.005.915.916.736.737.24

0.036.536.5

152.2152.2299.6299.6

304.4304.4459.1459.1525.7525.7567.1

0.00.00.00.00.00.00.0

0.00.00.00.00.00.00.0

0.00.0

12.189.789.7

188.4188.4

191.6199.8304.5150.9174.0174.0188.4

0.00.06.0

44.644.693.793.7

95.3102.4156.1150.9174.0174.0188.4

0.00.0

10.577.877.8

163.4163.4

166.2171.6261.5

0.00.00.00.0

Earthquake effects (active earth pressure) - partial results

Layer

No.

Thickness

[ft]

jd

[]

[]

y

[]

Ka Kae Kae-Ka Comment

1234567

0.481.521.940.061.910.820.51

30.0030.0030.0030.0029.0029.0029.00

0.000.000.000.000.000.000.00

11.6511.6511.6511.6511.6511.6511.65

0.3330.6700.6700.6700.6770.3470.347

0.4791.0431.0431.0431.0460.4960.496

0.1450.3730.3730.3730.3690.1490.149

Earthquake effects (active earth pressure)

Layer

No.

Start [ft]

End [ft]

sZ

[psf]

sD

[psf]

Pressure

[psf]

Hor. comp.

[psf]

Vertical comp.

[psf]

1

0.00

0.48

0.0

35.4

550.1

514.7

79.9

74.8

79.9

74.8

0.0

0.0

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Layer

No.

Start [ft]

End [ft]

sZ

[psf]

sD

[psf]

Pressure

[psf]

Hor. comp.

[psf]

Vertical comp.

[psf]

2

3

4

5

6

7

0.482.002.003.943.944.004.005.915.916.736.737.24

35.4147.6147.6290.6290.6295.3295.3445.4445.4509.9509.9550.1

514.7402.5402.5259.5259.5254.8254.8104.8104.840.240.20.0

191.9150.0150.096.796.795.094.138.715.66.06.00.0

95.574.674.648.148.147.348.219.815.66.06.00.0

166.4130.1130.183.983.982.480.833.20.00.00.00.0

Pressure profile due to surcharge - JARDINPoint

No.

Depth

[ft]

Hor. comp.

[psf]

Vert. comp.

[psf]

12345678

91011121314

0.000.480.482.003.944.004.005.91

5.916.736.736.736.737.24

10.010.010.010.010.010.010.410.4

10.410.40.00.0

10.410.4

0.00.0

17.417.417.417.417.417.4

0.00.00.00.00.00.0

Pressure profile due to surcharge - JARDIN 2

Point

No.

Depth

[ft]

Hor. comp.

[psf]

Vert. comp.

[psf]

12

345678910111213

14

0.000.48

0.482.003.944.004.005.915.916.736.736.736.73

7.24

8.38.3

8.38.38.38.38.78.78.78.70.00.08.7

8.7

0.00.0

14.514.514.514.514.514.50.00.00.00.00.0

0.0

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Forces acting on construction

Name Fhor

[lbf/ft]

App.Pt.

z [ft]

Fvert

[lbf/ft]

App.Pt.

x [ft]

Design

coefficient

Weight - wall

Earthq.- constr.Weight - earth wedgeEarthquake - soil wedgeActive pressureEarthq.- act.pressureJARDINJARDIN 2Base anchorage

0.0

254.50.0

114.4650.5363.569.560.60.0

-2.05

-2.05-2.74-2.74-1.78-4.27-2.87-3.020.00

1272.5

-38.2572.1-17.2723.7546.794.678.825.1

1.09

1.091.821.822.702.052.202.202.00

1.000

1.0001.0001.0001.0001.0001.0001.0001.000

Verification of complete wall

Check for overturning stabilityResisting momentOverturning moment

MresMovr

==

5857.43925.9

lbfft/ftlbfft/ft

Safety factor = 1.49 < 1.50Wall for overturning is NOT SATISFACTORY

Check for slipResisting horizontal forceActive horizontal force

HresHact

==

1814.491513.03

lbf/ftlbf/ft

Safety factor = 1.20 < 1.50Wall for slip is NOT SATISFACTORY

Forces acting at the centre of footing bottomOverall momentNormal forceShear force

MNQ

===

4222.93258.251513.03

lbfft/ftlbf/ftlbf/ft

Overall check - WALL is NOT SATISFACTORY

Bearing capacity of foundation soil

Forces acting at the centre of the footing bottom

No. Moment

[lbfft/ft]

Norm. force

[lbf/ft]

Shear Force

[lbf/ft]

Eccentricity

[ft]

Stress

[psf]

1 4222.9 3258.25 1513.03 1.30 2748.2

Bearing capacity of foundation soil check

Eccentricity verificationMax. eccentricity of normal forceMaximum allowable eccentricity

eealw

==

15.5514.96

inin

Eccentricity of the normal force is NOT SATISFACTORY

Footing bottom bearing capacity verificationMax. stress at footing bottomBearing capacity of foundation soil

sRd

==

2748.23072.2

psfpsf

Safety factor = 1.12 < 2.00Bearing capacity of foundation soil is NOT SATISFACTORY

Overall verification - bearing capacity of found. soil is NOT SATISFACTORY

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Layer

No.

Start [ft]

End [ft]

sZ

[psf]

sD

[psf]

Pressure

[psf]

Hor. comp.

[psf]

Vertical comp.

[psf]

3

4

5

6

7

2.003.943.944.004.005.915.916.736.737.24

147.6290.6290.6295.3295.3445.4445.4509.9509.9550.1

402.5259.5259.5254.8254.8104.8104.840.240.20.0

150.096.796.795.094.138.715.66.06.00.0

74.648.148.147.348.219.815.66.06.00.0

130.183.983.982.480.833.20.00.00.00.0

Pressure profile due to surcharge - JARDIN

Point

No.

Depth

[ft]

Hor. comp.

[psf]

Vert. comp.

[psf]12345678910

11121314

0.000.480.482.003.944.004.005.915.916.73

6.736.736.737.24

10.010.010.010.010.010.010.410.410.410.4

0.00.010.410.4

0.00.0

17.417.417.417.417.417.40.00.0

0.00.00.00.0

Pressure profile due to surcharge - JARDIN 2

Point

No.

Depth

[ft]

Hor. comp.

[psf]

Vert. comp.

[psf]

1234

567891011121314

0.000.480.482.00

3.944.004.005.915.916.736.736.736.737.24

8.38.38.38.3

8.38.38.78.78.78.70.00.08.78.7

0.00.0

14.514.5

14.514.514.514.50.00.00.00.00.00.0

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Forces acting on construction

Name Fhor

[lbf/ft]

App.Pt.

z [ft]

Fvert

[lbf/ft]

App.Pt.

x [ft]

Design

coefficient

Weight - wall

Weight - earth wedgeActive pressureJARDINJARDIN 2Base anchorageContact tractions

0.0

0.0650.569.560.60.00.0

-0.41

-2.74-1.78-2.87-3.020.000.00

307.5

572.1723.794.678.825.1

-259.3

2.53

1.822.702.202.202.001.44

1.000

1.0001.0001.0001.0001.0001.000

Back wall jump check

Reinforcement of cross sectionBar numberNumber of barsReinforcement cover

Cross-section widthCross-section depth

===

==

34

2.50

3.280.82

in

ftft

Reinforcement ratio

Position of neutral axisUltimate shear forceUltimate moment

r

cfVnfMn

=

===

0.16

0.0223129.43

9363.0

%

ftlbflbfft

>

>

0.14

0.265059.766094.2

%

ftlbflbfft

=

===

rmincmaxVuMu

Cross-section is SATISFACTORY.

muro h2.00

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