TABELA - Recalque Fundações Profundas

Esta é uma pré-visualização de arquivo. Entre para ver o arquivo original

Plan1
	Qz	z	ΔQs,u	z	Qs,u	z
	0.00	0.00	0.00	0.00	0.00	0.00
	35.57	1.00	10.37	1.00	10.37	1.00
	79.25	2.00	20.73	2.00	31.10	2.00
	180.39	3.00	103.67	3.00	134.77	3.00
	316.78	4.00	131.32	4.00	266.09	4.00
	505.92	5.00	161.27	5.00	427.36	5.00
	737.95	6.00	191.79	6.00	619.16	6.00
	1036.70	7.00	232.23	7.00	851.38	7.00
	1402.29	8.00	313.32	8.00	1164.70	8.00
	1939.90	9.00	537.62	9.00	1702.32	9.00
	Calculo do Recalque
	z (m)	Tipo de solo	Aoki & Velloso	z (m)	Tipo de solo	Camada	Nspt	Nb,spt	ν	n	K (kPa)	G (kPa)	E (kPa)	Trapézios	Qz (kN)	τsu (kN/m²)	z (m)	Qz (kN/m²)	z (m)
	Nspt	Nb	k (kPa)	α	Qb,u (kN/m²)	ΔQs,u (kN/m²)	Qs,u, acu (kN/m²)	Qu (kN/m²)	Δz (m)	ΔQs,u (kN)	τsu (kN/m²)
	1.00	aterro de argila, com areia, cor variada.	7	6.50	480	4.00	53.91	38.70	38.70	92.61	1	aterro de argila, com areia, cor variada.	1	7	7	0.40	8.00	480	26880.00	75264.00	1.00	38.70	56.00	461.30	56.00	0.00	461.30	0.00
	2.00	areia fina, com pouca argila, cor cinza, de pouco compacta a compacta.	6	6.33	600	1.40	65.66	14.51	53.22	118.88	2	areia fina, com pouca argila, cor cinza, de pouco compacta a compacta.	2	6	6.5	0.40	8.00	530	27560.00	77168.00	1.00	14.51	21.00	446.78	56.00	0.99	461.30	1.00
	3.00	6	6.00	600	1.40	62.20	14.51	67.73	129.94	3	6	1.00	14.51	21.00	432.27	21.00	1.00	446.78	2.00
	4.00	6	6.67	600	1.40	69.12	14.51	82.25	151.36	4	6	1.00	14.51	21.00	417.75	21.00	2.00	432.27	3.00
	5.00	8	10.33	600	1.40	107.13	19.35	101.60	208.73	5	8	1.00	19.35	28.00	398.40	21.00	3.00	417.75	4.00
	6.00	arenito pouco siltoso, cor rosa variado, muito compacto.	17	25.00	530	1.90	228.94	49.30	150.90	379.84	6	arenito pouco siltoso, cor rosa variado, muito compacto.	3	17	39	0.40	8.00	530	165360.00	463008.00	1.00	49.30	71.33	349.10	21.00	4.00	398.40	5.00
	7.00	50	39.00	530	1.90	357.15	145.00	295.90	653.05	7	50	1.00	145.00	209.79	204.10	21.00	4.99	349.10	6.00
	8.00	50	50.00	530	1.90	457.89	145.00	440.89	898.78	8	50	1.00	145.00	209.79	59.11	28.00	5.00	204.10	7.00
	9.00	Limite impenetrável.	50	50.00	530	1.90	457.89	145.00	585.89	1043.78	9	Limite impenetrável.	4	50	50	0.40	8.00	530	212000.00	593600.00	1.00	145.00	209.79	-85.89	28.00	5.99	59.11	8.00
	71.33	6.00	0.00	8.41
	71.33	6.99	-85.89	9.00
	Tipo de Estaca:	Raíz	14.514158059584842	209.79	7.00
	Carga no topo (kN):	500	Aoki & Velloso	Parametros para o programa	Qs,u, acu (kN)	209.79	8.00
	Comprimento(m):	9.00	F1=	2.2	E (kN/cm²)	τsu (kN/cm²)	38.70	209.79	9.00
	Área da ponta (m²):	0.0380	F2=	2.4	7.5264	0.005600	53.22
	Perímetro ponta (m):	0.6912	7.7168	0.002100	67.73
	ΔL (m)= 	1	46.3008	0.002100	82.25
	F.S=	2	59.36	0.002100	101.60
	Q0 (kN)=	500.00	0.002800	150.90
	0.007133	295.90
	0.020979	440.89
	Ab (m²)	0.0380	0.020979	585.89
	U (m)	0.6912	0.020979
	Ep (MPa)	20000.00
	Encurtamento Elástico
	Ep	2.00E+07	kN/m²
	U	69.12	m	Qz (kN/m²)	z (m)
	ws	2.17E-06	m
	461.30	0.00
	461.30	1.00
	446.78	2.00
	432.27	3.00
	417.75	4.00
	398.40	5.00
	349.10	6.00
	204.10	7.00
	59.11	8.00
	0.00	8.41
	-85.89	9.00