anexo #2 - memoria de calculo muro de contencion

REHABILITACION DE LA VIA PRINCIPAL CARRERA 7 SECTOR LA POLA EN EL MUNICIPIO DE SAN VICENTE

DE CHUCUR (SANTANDER) CENTRO-ORIENTE

ING. GUILLERMO GALINDO GUERRERO Mat. 68202-259950 STD

ANEXO #1MEMORIAS DE CLCULO

MURO DE CONTENCION EN CONCRETO REFORZADOLTURA TIL = 6.5m




CALCULATION REPORTS - CANTILEVER WALL ANALYSIS

Input dataProjectTask : DISEO MURO DE CONTENCIN EN CONCRETO REFORZADODescript. : BARRIO LA POLA SECTOR LA CONEJERA - M/PIO DE SAN VICENTE DE

CHUCUR DEPARTAMENTO DE SANTANDER)Author : ING. GUILLERMO GALINDO GUERRERO - Mat. 68202-259950 STDDate : 04/09/2015

Materials and standardsConcrete structures : ACI 318-11Wall analysisActive earth pressure calculation : Coulomb Passive earth pressure calculation : Mazindrani (Rankin)Earthquake analysis : Mononobe-OkabeShape of earth wedge : Calculate as skewBase key : The base key is considered as inclined footing bottomVerification methodology : Safety factors (ASD)

Safety factorsPermanent design situation




Safety factor for overturning : SFo = 3.00 []

Safety factor for sliding resistance : SFs = 1.60 []

Safety factor for bearing capacity : SFb = 2.00 []

Material of structureUnit weight = 24.00 kN/m3Analysis of concrete structures carried out according to the standard ACI 318-11.

Concrete : Concrete ACICompressive strength fc' = 24.00MPaTensile-bending strength fr = 3.05MPa

Longitudinal steel : A617/60Tensile strength fy = 413.69MPa

Geometry of structure

No. Coordinate DepthX [m] Z [m]1 0.00 0.002 0.36 6.503 3.26 6.504 3.26 7.265 3.26 7.866 2.50 7.867 2.50 7.268 -2.30 7.269 -2.30 6.50

10 -0.40 6.5011 -0.40 0.00

The origin [0,0] is located at the most upper right point of the wall.Wall section area = 8.46 m2. Basic soil parameters

No. Name Pattern ef cef su [] [kPa] [kN/m3] [kN/m3] []

1 ALENA LIMOSA 30.00 4.90 17.00 8.00 17.00

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

Unit weight : = 17.00 kN/m3Stress-state : effective

Angle of internal friction : ef = 30.00

Cohesion of soil : cef = 4.90 kPa

Angle of friction struc.-soil : = 17.00 Soil : cohesionless

Saturated unit weight : sat = 18.00 kN/m3 Geological profile and assigned soils

No. Layer Assigned soil Pattern




[m]

1 15.00 ALENA LIMOSA

2 - ALENA LIMOSA

Terrain profileTerrain behind the structure is flat. Water influenceGround water table is located below the structure. Input surface surcharges

No. Surcharge Action Mag.1 Mag.2 Ord.x Length Depthnew change [kN/m2] [kN/m2] x [m] l [m] z [m]1 YES permanent 15.00 on terrain

No. Name1 CARGA#1

Resistance on front face of the structureResistance on front face of the structure: at restSoil on front face of the structure - ALENA LIMOSASoil thickness in front of structure h = 1.20mTerrain in front of structure is flat. EarthquakeHorizontal seismic coefficient kh = 0.1000Vertical seismic coefficient kv = 0.1000

Water below the GWT is restricted. Settings of the stage of constructionDesign situation : permanentThe wall is free to move. Active earth pressure is therefore assumed. Verification No. 1 Forces acting on constructionName Fhor App.Pt. Fvert App.Pt. Design

[kN/m] z [m] [kN/m] x [m] coefficientWeight - wall 0.00 -1.81 202.95 2.65 1.000Earthq.- constr. 20.29 -1.81 -20.29 2.65 1.000FF resistance -6.12 -0.40 0.01 0.95 1.000Weight - earth wedge 0.00 -2.61 136.99 3.52 1.000Earthquake - soil wedge 13.70 -2.61 -13.70 3.52 1.000Active pressure 146.56 -2.01 195.14 4.48 1.000Earthq.- act.pressure 36.73 -4.61 51.58 3.54 1.000CARGA#1 35.93 -3.18 51.49 3.96 1.000Verification of complete wallCheck for overturning stabilityResisting moment Mres = 2178.70kNm/mOverturning moment Movr = 647.80kNm/m

Safety factor = 3.36 > 3.00 Wall for overturning is SATISFACTORY




Check for slipResisting horizontal force Hres = 386.02kN/mActive horizontal force Hact = 180.87kN/m

Safety factor = 2.13 > 1.60Wall for slip is SATISFACTORY

Forces acting at the centre of footing bottomOverall moment M = 223.13kNm/mNormal force N = 627.18kN/mShear force Q = 178.40kN/mOverall check - WALL is SATISFACTORY Bearing capacity of foundation soilForces acting at the centre of the footing bottom

No. Moment Norm. force Shear Force Eccentricity Stress[kNm/m] [kN/m] [kN/m] [m] [kPa]1 223.13 627.18 178.40 0.36 128.47

Bearing capacity of foundation soil checkEccentricity verificationMax. eccentricity of normal force e = 355.8mmMaximum allowable eccentricity ealw = 1845.8mm

Eccentricity of the normal force is SATISFACTORY

Footing bottom bearing capacity verificationMax. stress at footing bottom = 128.47kPaBearing capacity of foundation soil Rd = 588.00kPa

Safety factor = 4.58 > 2.00 Bearing capacity of foundation soil is SATISFACTORY

Overall verification - bearing capacity of found. soil is SATISFACTORY Dimensioning No. 1 Forces acting on constructionName Fhor App.Pt. Fvert App.Pt. Design

[kN/m] z [m] [kN/m] x [m] coefficientWeight - wall 0.00 -2.91 90.54 0.30 1.000Earthq.- constr. 9.05 -2.91 -9.05 0.30 1.000FF resistance -0.82 -0.15 0.00 0.00 1.000Pressure at rest 179.22 -2.17 19.91 0.64 1.000Earthquake - pressure at rest 64.62 -3.25 0.00 0.40 1.000CARGA#1 48.44 -3.25 10.77 0.58 1.000Wall stem checkReinforcement and dimensions of the cross-sectionBar number = 7Number of bars = 8Reinforcement cover = 40.0mmCross-section width = 1.00mCross-section depth = 0.76mReinforcement ratio = 0.44% > 0.33% = minPosition of neutral axis c = 0.07m < 0.30m = cmax




Ultimate shear force Vn = 433.18kN > 300.52kN = VuUltimate moment Mn = 783.97kNm > 781.12kNm = MuCross-section is SATISFACTORY.

Dimensioning No. 2 Forces acting on constructionName Fhor App.Pt. Fvert App.Pt. Design

[kN/m] z [m] [kN/m] x [m] coefficientWeight - wall 0.00 -1.81 202.95 2.65 1.000Earthq.- constr. 20.29 -1.81 -20.29 2.65 1.000FF resistance -6.12 -0.40 0.01 0.95 1.000Weight - earth wedge 0.00 -2.61 136.99 3.52 1.000Earthquake - soil wedge 13.70 -2.61 -13.70 3.52 1.000Active pressure 146.56 -2.01 195.14 4.48 1.000Earthq.- act.pressure 36.73 -4.61 51.58 3.54 1.000CARGA#1 35.93 -3.18 51.49 3.96 1.000Front wall jump checkReinforcement and dimensions of the cross-sectionBar number = 6Number of bars = 6Reinforcement cover = 40.0mmCross-section width = 1.00mCross-section depth = 0.76mReinforcement ratio = 0.24% > 0.21% = minPosition of neutral axis c = 0.04m < 0.30m = cmaxUltimate shear force Vn = 433.52kN > 282.77kN = VuUltimate moment Mn = 441.33kNm > 295.37kNm = MuCross-section is SATISFACTORY.

Dimensioning No. 3 Forces acting on constructionName Fhor App.Pt. Fvert App.Pt. Design

[kN/m] z [m] [kN/m] x [m] coefficientWeight - wall 0.00 -0.38 52.90 4.11 1.000Weight - earth wedge 0.00 -2.61 136.99 3.52 1.000Active pressure 146.56 -2.01 195.14 4.48 1.000CARGA#1 35.93 -3.18 51.49 3.96 1.000Contact tractions 0.00 0.00 -266.99 3.99 1.000Gravity surch. 1 0.00 -7.26 0.79 2.69 1.000Back wall jump checkReinforcement and dimensions of the cross-sectionBar number = 6Number of bars = 6Reinforcement cover = 40.0mmCross-section width = 1.00mCross-section depth = 0.76mReinforcement ratio = 0.24% > 0.19% = min




Position of neutral axis c = 0.04m < 0.30m = cmaxUltimate shear force Vn = 433.52kN > 170.32kN = VuUltimate moment Mn = 441.33kNm > 260.64kNm = MuCross-section is SATISFACTORY.

anexo #2 - memoria de calculo muro de contencion

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