Diseño muro de contencion ca
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  • 1. MURO DE CONTENCION EN CONCRETO ARMADO I DATOS GENERALES : Del estudio de suelos: Del concreto armado: Cap. Port. = 0.90 kg/cm² f´c = 210.00 kg/cm² γ= 1,800.00 kg/m³ fc = 84.00 kg/cm² ( 0.40 f´c ) ø (º) = 27 ° fy = 4,200.00 kg/cm² ν= 0.3 fs = 2,100.00 kg/cm² Z. Secas Ko = 0.546 fs = 1,050.00 kg/cm² Z. Humed. Ko = 0.429 Caracteristicas de Muro: HT muro = 3.90 m Cargas consideradas: b (1.00m) = 100.00 cm W (s/c) = 400.00 kg/m² h (dv)= 0.46 m ← W (C.A.) = 2.40 ton/m³ Rec. BASE = 6.00 cm W (TERR.) = 1.80 ton/m³ Rec. MURO = 6.00 cm Bo = 0.30 W II DISEÑO DEL MURO : L 1.- Predimensionado : HT muro = 3.90 m W= 200.00 kg/m² Base = 0.50 HT = 3.05 L= 1.00 m HT= 3.90 Bo = 0.04 HT = 0.30 B1 = 0.10 HT = 0.45 T= 1.00 V= 1.60 Talon (T) = 0.125 HT = 1.00 Volado (V) = 0.276 HT = 1.60 ho ´ B1 = 0.46 dv(volado) = 0.10 HT = 0.46 46 3.05 ho= 0.60 B = 0.50 H PREDIMENSIONAMIENTO Verficando la Capacidad portante del Terreno: Peso de Muro de Contencion: 6463.20 kg/m → 0.2119 kg/cm² Peso del Terreno: 9907.20 kg/m → 0.3248 kg/cm² Peso de la carga Adicional: 200.00 kg/m → 0.0066 kg/cm² 16570.40 kg/m → 0.5433 kg/cm² 0.5433 kg/cm² < 0.90 kg/cm² Ok!!
  • 2. Verficando valor de dv:dv(volado) = 0.46 m Vc = Resistencia al corte del concreto Vc = 35,329.98 Kg Vu = 5,004.00 kg Vc > Vu →→ Aceptable dv2.- Factores de Seguridad Ca = 0.376 γ = 1,800.00 kg/m³ 0.376 HT = 3.90 m Cp = 2.663 Ca.γ = 675.9 kg/m³ Sobrecarga en zona de relleno: hs = W (S/C) = 0.22 m γEmpuje Activo : ( ET ) ET = γ x C x HT x ( HT + 2hs ) x 1.00 m 2Punto de aplicación : ( YT ) YT = HT² + 3 x HT x hs ET = 5,726.41 kg 3 x HT + 6 x hs YT = 1.37 mEFECTO FUERZA (kg) BRAZO DE PALANCA MOMENTO (kg-m)Empuje Ac H1= 5140.56 Y1= 1.300 6682.73Sobrecarga H2= 585.82 Y2= 1.950 1142.35 ∑ FH = 5726.38 ∑ MA = 7825.07EFECTO FUERZA (kg) BRAZO DE PALANCA MOMENTO (kg-m) 1 W1= 3367.20 1.525 5134.98 2 W2= 619.20 1.075 665.64 3 W3= 2476.80 1.225 3034.08 4 W4= 9907.20 2.25 22291.20 S/C W S/C= 640.00 2.25 1440.00 ∑ FV = 17010.40 ∑ MR = 32565.90 VOLTEO : F.S= 4.16 > 2 Ok!! DESLIZAMIENTO : F.S= 1.51 > 1.5 Ok!! PRESION EN SUELO: F.S= 1.45 Ok! EXCENTRICIDAD: 0.071 < B/6 Ok!! UBICACIÓN DE LA RESULTANTE: 1.02 1.45 2.03 B/3 < x <2B/3VERFICANDO SIN EFECTO DE SOBRECARGA: ∑ FV = 16370.40 VOLTEO : F.S= 3.978 > 2 ∑ MA = 7825.07 DESLIZAMIENTO : F.S= 1.457 > 1.5 ∑ MR = 31125.90PRESIONES EN PUNTA Y TALON DE LA CIMENTACION: qmax = 0.62 Kg/cm2 < q adm Ok! qmin = 0.47 Kg/cm2 < q adm Ok!
  • 3. 3.- Estimaciones de AceroEmpuje Ac H1= 3999.43 Mu = 8572.16 kg-m Ø = 0.9Sobrecarga H2= 516.72 d= 39.00 cm B1= 45.00 cmCarga puntual H3= 200.00 r= 6.00 cm As(min.) = 0.002 x b x d Ru(Mu) = 5.64 ↔ , Ru(Mn)= 6.297 As(min.) = 0.002 x 100.00 x d ρ= 0.17% As(min.) = 7.80 cm² As = 6.63 cm2 Mn = 9577.88 kg-mdonde : ØMn - Mu >0, 47.931064 b= 100 cm OK! d= 39.00 cmComo : As(min.) = 7.80 < As = 6.63 As = 7.8 cm2 Ø 1/2" 1.27 cm → Ø 1/2" @ 16.00 cm Ref. vert. Area = 1.27 cm² → Ø 3/8" @ 9.00 Ok!! Ø 3/8" 0.98 cm → Ø 3/8" @ 9.00 cm Ref. horz. Area = 0.71 cm² →Colocar01 mallas Ø 1/2" @ 0.25m en vertical, Ø 3/8" @ 0.20m en horizontal 7.9201 mallas Ø 3/8" @ 0.25m en vertical, Ø 3/8" @ 0.20m en horizontalCaracterísticas de las varillas de acero # Diametro Area Peso Pulg. cm. cm2 Kg./m 3 Ø 3/8" 0.98 0.71 0.559 4 Ø 1/2" 1.27 1.27 0.993 5 Ø 5/8" 1.59 1.98 1.552 6 Ø 3/4" 1.91 2.85 2.235 7 Ø 7/8" 2.22 3.88 3.042 8 Ø 1" 2.54 5.07 3.973 9 Ø 1 1/8" 2.86 6.41 5.028 10 Ø 1 1/4" 3.18 7.92 6.207 11 Ø 1 3/8" 3.49 9.58 7.511 12 Ø 1 1/2" 3.81 11.4 8.938