memoria de calculo muro reservorio
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MEMORIA DE CALCULO MURO RESERVORIO - ZACAPATARANI
1
Cantilever wall analysis
Input data
Project
Date : 20/12/2013
Name : Project Stage : 1
+ z
2.50
2.50
0.3000
0 . 1
0 5 0
3.40 3.40
2.53
0.25
2.80
0.60
1.00 1.25
100.00:1
0.60
0.10
+x
+z
Name : Pro ect Sta e : 1
+ z
2.50
2.50
0.3000
3.40 3.40
0.25
2.80
0.60
1.00 1.25
100.00:1
0.60
0.10
+x
+z
Settings
Standard - safety factorsMaterials and standards
Concrete structures : ACI-2005Coefficients EN 1992-1-1 : standard
Wall analysis
Active earth pressure calculation : CoulombPassive earth pressure calculation : Caquot-KeriselEarthquake analysis : Mononobe-OkabeShape of earth wedge : Calculate as skewBase key : The base key is considered as inclined footing bottom
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Verification methodology : Safety factors (ASD)
Safety factors
Permanent design situation
Safety factor for overturning : SFo = 1.50 [–]
Safety factor for sliding resistance : SFs = 1.50 [–]
Safety factor for bearing capacity : SFb = 1.50 [–]
Material of structure
Unit weight = 23.00 kN/m3 Analysis of concrete structures carried out according to the standard EN 1992-1-1 (EC2).
Concrete : C 20/25Cylinder compressive strength f ck = 20.00 MPa
Tensile strength f ct = 2.20 MPa
Longitudinal steel : B420Yield strength f yk = 420.00 MPa
Geometry of structure
No. Coordinate DepthX [m] Z [m]
1 0.00 0.00
2 0.03 2.80
3 1.28 2.80
4 1.28 3.40
5 -1.25 3.40
6 -1.25 2.80
7 -0.25 2.80
8 -0.25 0.00
The origin [0,0] is located at the most upper right point of the wall.Wall section area = 2.26 m2.
Name : Geometr Sta e : 1
3.40 3.40
0.25
2.80
0.60
1.00 1.25
100.00:1
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Name : Geometry Stage : 1
3.40 3.40
0.25
2.80
0.60
1.00 1.25
100.00:1
Basic soil parameters
No. Name Patternef cef su
[°] [kPa] [kN/m3] [kN/m3] [°]
1 Well graded sand (SW), dense 39.50 0.00 20.00 10.00 20.00
Soil parameters to compute pressure at rest
No. Name PatternType
OCR Kr
calculation [°] [–] [–] [–]
1 Well graded sand (SW), dense cohesive - 0.11 - -
Soil parameters
Well graded sand (SW), denseUnit weight : = 20.00 kN/m3
Stress-state : effective Angle of internal friction : ef = 39.50 °
Cohesion of soil : cef = 0.00 kPa Angle of friction struc.-soil : = 20.00 °
Soil : cohesivePoisson's ratio : = 0.11
Saturated unit weight : sat = 20.00 kN/m3
Geological profile and assigned soils
No.Layer
Assigned soil Pattern[m]
1 - Well graded sand (SW), dense
Terrain profile
Terrain behind the structure is flat.
Water influence
Ground water table is located below the structure.
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Input surface surcharges
No.Surcharge
ActionMag.1 Mag.2 Ord.x Length Depth
new change [kN/m2] [kN/m2] x [m] l [m] z [m]
1 YES permanent 2.50 0.00 2.50 on terrain
No. Name
1 Sobrecarga
Name : Surcharge Stage : 1
3.40 3.40
2.50
2.50
Resistance on front face of the structure
Resistance on front face of the structure: at restSoil on front face of the structure - Well graded sand (SW), denseSoil thickness in front of structure h = 0.60 m
Terrain in front of structure is flat.
Name : FF resistance Sta e : 1
3.40 3.40
0.60
Applied forces acting on the structure
No.Force
Name ActionFx Fz M x z
new modification [kN/m] [kN/m] [kNm/m] [m] [m]
1 YES ForceNo. 1 permanent 0.00 0.10 0.00 0.00 0.00 Earthquake
Horizontal seismic coefficient kh = 0.3000
Vertical seismic coefficient kv = 0.1050 Water below the GWT is restricted.
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Name : Earthquake Stage : 1
3.40 3.40
0.3000
Name : Earth uake Sta e : 1
3.40 3.40
0.3000
Settings of the stage of construction
Design situation : permanentThe wall is free to move. Active earth pressure is therefore assumed.
Verification No. 1Forces acting on construction
Name Fhor App.Pt. Fvert App.Pt. Design
[kN/m] z [m] [kN/m] x [m] coefficient
Weight - wall 0.00 -0.85 51.89 1.22 1.000
Earthq.- constr. 15.57 -0.85 -5.45 1.22 1.000
FF resistance -0.44 -0.20 0.00 0.00 1.000
Weight - earth wedge 0.00 -1.50 33.85 1.69 1.000
Earthquake - soil wedge 10.15 -1.50 -3.55 1.69 1.000
Active pressure 24.56 -1.17 39.53 2.12 1.000
Earthq.- act.pressure 36.49 -2.27 73.90 1.74 1.000
Sobrecarga 0.92 -1.48 1.41 1.93 1.000
Force No. 1 0.00 -3.40 0.10 1.25 1.000 Verification of complete wall
Check for overturning stability Resisting moment Mres = 323.02 kNm/m
Overturning moment Movr = 141.26 kNm/m
Safety factor = 2.29 > 1.50Wall for overturning is SATISFACTORY
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Check for slip Resisting horizontal force Hres = 158.00 kN/m
Active horizontal force Hact = 87.24 kN/m
Safety factor = 1.81 > 1.50Wall for slip is SATISFACTORY
Forces acting at the centre of footing bottom Overall moment M = 60.52 kNm/mNormal force N = 191.67 kN/mShear force Q = 87.24 kN/m
Overall check - WALL is SATISFACTORY
Name : Verification Sta e : 1; Anal sis : 1
3.40 3.40
+x
51.89
+x
16.49
+x0.44
+x
33.85
+x
10.76
+x
46.54
+x
82.42
+x
1.68
+x
0.10
Name : Verification Stage : 1; Analysis : 1
3.40 3.40
+x
51.89
+x
16.49
+x0.44 +x
33.85
+x
10.76
+x
46.54
+x
82.42
+x
1.68
+x
0.10
Bearing capacity of foundation soil
Forces acting at the centre of the footing bottom
No.Moment Norm. force Shear Force Eccentricity Stress
[kNm/m] [kN/m] [kN/m] [m] [kPa]1 60.52 191.67 87.24 0.32 101.06
Dimensioning No. 1
Forces acting on construction
Name Fhor App.Pt. Fvert App.Pt. Design
[kN/m] z [m] [kN/m] x [m] coefficient
Weight - wall 0.00 -0.30 17.25 1.90 1.000
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Name Fhor App.Pt. Fvert App.Pt. Design
[kN/m] z [m] [kN/m] x [m] coefficient
Weight - earth wedge 0.00 -1.50 33.85 1.69 1.000
Active pressure 24.56 -1.17 39.53 2.12 1.000
Sobrecarga 0.92 -1.48 1.41 1.93 1.000
Contact tractions 0.00 0.00 -58.87 1.78 1.000
Gravity surch. 1 0.00 -3.40 0.01 1.28 1.000 Back wall jump check
Reinforcement and dimensions of the cross-sectionBar diameter = 16.0 mmNumber of bars = 5Reinforcement cover = 30.0 mmCross-section width = 1.00 mCross-section depth = 0.60 m
Reinforcement ratio = 0.18 % > 0.14 % = min
Position of neutral axis x = 0.03 m < 0.37 m = xmax
Ultimate shear force VRd = 177.46 kN > 33.18 kN = VEd
Ultimate moment MRd = 201.29 kNm > 29.20 kNm = MEd Cross-section is SATISFACTORY.
Name : Dimensionin Sta e : 1; Dimensionin : 1
3.40 3.40
2.53+x
+z
17.25
+x
+z
33.85
+x
+z
46.54
+x
+z
1.68
+x
+z
58.87
+x
+z
0.01
5.00 prof. 16.0mm,cover 30.0mm
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Name : Dimensioning Stage : 1; Dimensioning : 1
3.40 3.40
2.53+x
+z
17.25
+x
+z
33.85
+x
+z
46.54
+x
+z
1.68
+x
+z
58.87
+x
+z
0.01
5.00 prof. 16.0mm,cover 30.0mm
Name : Dimensionin Sta e : 1; Dimensionin : 1
3.40 3.40
+x
17.25
+x
33.85
+x
46.54
+x
1.68
+x+x
0.01
5.00 prof. 16.0mm,cover 30.0mm
Name : Dimensioning Stage : 1; Dimensioning : 1
3.40 3.40
+x
17.25
+x
33.85
+x
46.54
+x
1.68
+x+x
0.01
5.00 prof. 16.0mm,cover 30.0mm
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Slope stability analysis
Input data
Project
Settings
Standard - safety factorsStability analysis
Verification methodology : Safety factors (ASD)
Safety factors
Permanent design situation
Safety factor : SFs = 1.50 [–]
Interface
No. Interface locationCoordinates of interface points [m]
x z x z x z
1
-10.00 2.74 -1.25 2.74 -0.25 2.74
-0.25 5.54 0.00 5.54 10.20 5.54
2
0.00 5.54 0.03 2.74 1.28 2.74
1.28 2.14 10.20 2.14
3
-10.00 2.14 -1.25 2.14 -1.25 2.74
4
-1.25 2.14 1.28 2.14
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Assigning and surfaces
No. Surface positionCoordinates of surface points [m] Assigned
x z x z soil
1
1.28 2.14 1.28 2.74Wall material
0.03 2.74 0.00 5.54
-0.25 5.54 -0.25 2.74
-1.25 2.74 -1.25 2.14
2
0.03 2.74 1.28 2.74 Well graded sand (SW),dense1.28 2.14 10.20 2.14
10.20 5.54 0.00 5.54
3
-1.25 2.14 -1.25 2.74Wall material
-10.00 2.74 -10.00 2.14
4
-1.25 2.14 -10.00 2.14 Well graded sand (SW),dense-10.00 -2.86 10.20 -2.86
10.20 2.14 1.28 2.14
Name : Soils and assignment Stage : 1
1 2
3
4
Surcharge
No. Type Type of actionLocation Origin Length Width Slope Magnitude
z [m] x [m] l [m] b [m] [°] q, q1, f, F q2 unit
1 strip permanent on terrain x = 0.00 l = 2.50 0.00 2.50 kN/m2
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Surcharges
No. Name
1 Sobrecarga
Water
Water type : No waterTensile crack
Tensile crack not inputted.
Earthquake
Horizontal seismic coefficient : Kh = 0.30
Vertical seismic coefficient : Kv = 0.10
Name : Earth uake Sta e : 1
0.30
0 . 1
0
Settings of the stage of construction Design situation : permanent
Results (Stage of construction 1)
Analysis 1
Circular slip surface
Slip surface parameters
Center :x = -0.26 [m]
Angles :1 = -68.62 [°]
z = 6.47 [m] 2 = 84.78 [°]
Radius : R = 10.23 [m]
The slip surface after optimization.
Segments restricting slip surface
No.First point Second point
x [m] z [m] x [m] z [m]
1 -9.97 2.72 -9.95 2.17 Slope stability verification (Bishop) Sum of active forces : Fa = 606.42 kN/m
Sum of passive forces : Fp = 9153.76 kN/m
Sliding moment : Ma = 6203.69 kNm/m
Resisting moment : Mp = 93642.94 kNm/m
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Factor of safety = 15.09 > 1.50Slope stability ACCEPTABLE
Name : Anal sis Sta e - anal sis : 1 - 1
Name : Anal sis Sta e - anal sis : 1 - 1