Livro Engenharia de Fundações - Dickran Berberian

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1 0 . 4 E . G E N H A R IA O E F U N O A ÇD E S 
O e" e , a.
na nricrocstaca execu
tam se ao longo do tuste
aos ti' " " 'Rias, al de inanchctcsde 
do fust° b £ ° ° =êiH X=
raiz é csca nàa scM a p r c s c nça
d c bulbos
as nricroestacas têm mpnnm 
diâm etros (10 a 15 cm ) e m aior c a p a c I dade de carga
do que a estaca rain
que . d e, I m se 
idi ca d a s com o as m als adequadas cco 1 ôm itas, podem L ,tninar
M esmo tendo sido inicialm ente 
desenvolvidas para reforqos de fundaqões,
as estacas raiz (e tam bém as m icro es
tacas) têm sido aplicadas em
. paredes de C ontcnqõcs
. A ncoragem de M uros de A rrim os
. Contenqão de T aludes
. protcqão para escavaqão de G alerias de 
M etrôs
. Fundaqões de M áquinas, etc
 D iferenqa entre Estacas Raiz e Microestacas?
Estacas injetadas, por utilizarem o processo rotativo onde a ferram enta de
perfurao é dotada de bils de videa ou diam antr, é capaz de perfurar praticam ente
qualquer tie° de m arprial em furos verticais e inclina
dos (rochas, concreto arm ado)
M nim i, nnrto \ ibraqões10 2 C A P A C ID A D E D E C A R G A
Face ao processo de injeqão do fuste as estacas R aiz transfprem carga
predam inantem ente por atrito ou aderência lateral A diferenqa entre as
deform aqões rnohilim da# pelo fuste e pela base ficam hastantp m iniA izaônA D oix
(19 85) relata que de um a m anejra geral a parcela de ponta atinge som ente entre 15
%
a 2 0% da parcela lateral
Por suas carartpristiras especiais, a capacidade de carga das es
tacas
R aiz N ão é ra1, 1, lavei pelas teorias con. P ncinnniq
V ários autores apresentaram form ulaqões teóricas e sem iem piric
asP : ra
a previsão da carga de rutura destas estacas, dos quais se pode citar L
jzzi (19621
Sahoni m w B ushum m lr O ok pm q C ahral w w e B rasfond oow
B randl (19Ba) observa que a aderência unitária later'
. X .injeM das chega a ser o dobro da aderência nas estacas
(escavada/cra" da ) e sugere alguns valores para T L : (T ab 1o1)
Cnp10 
E staca R » lz D im ensionam ento E strutura
1 0 5
T ab 10 1 1 S upE slóes para va torea dq \ na M uraS O lo kN I m * (kpa) K g / cm *
C M (finos) A rgilas/sites 100 a 150 1 0 a 1 5
S A reias 150 a 200 1 5 a 2 0
G P edregulhos 2 00 a 300 2 0 a 3 0
uaseado em estudos realizados por Sodré et al (1994) analisarem os
som ente as recom en
dações de C abral e B rasfond por terem apresentado m elhor
precisão quan
do coM P aradas com provas de carga extrapoladas pelo já consagrado
método de V an D er V een (19 5 3 )
S egundo C abrala carga de rutura de um a estaca R aiz vale
R r A , R R + R com R r A L e
P . Po 131 N >z A L r R 5 2 Kg/cmz e p. 5 5 0Kglcm 2
P p Po »z N T 2 A p sendo
Po 1 + 0 1 1pi 0 0 1 B
P t ¢2 funç ã o do tipo do solo (T abelado)
U cm n B perím etro final da estaca
n L cm n rea iaterai u L i
d cm diâ m etro nom inal da estaca
D cm diâm etro final da estaca (considerar um super alargam ento de 3 a 6cm
gerado pelo processo execuúvo)
pi kg/cm a pressào de injeção (norm alm ente varia de 1 a 4 kg/cm 
z)
L im ites a serem respeitados para que o método seja aplicável
rL Do P 1 N 2 5 2 M P a ou 2 kg/c
m ' O U 2 0 ttm?
r
, Bo P2 N 5 5 0 M pa ou 50 kg/cm
' ou 5 00 tlm '
A
p cm
' A rea da base da estaca 0 7 85 D
C oeficientes de S eg uranga seg undo a 
N B R 6 122
) 2 A carga admi sslvel de projeto deve?
ser o m enor dos dois valores
P . S 0 8 R R' L
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