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Class notes

SGM 323 Lecture Notes

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These are some of the SGM 323 handwritten notes I made during my time at the University of Pretoria. These notes cover examples, explanations and additional research. They are written on either the given lecture slides or in a separate notebook. Have a look at the bundle deals if you are planni...

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Document information

  • May 30, 2021
  • 119
  • 2019/2020
  • Class notes
  • Prof heyman
  • 4-6

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JKEARNEY
NOTES




SGM 323

,* Hh will the embankment settle ?
will it take to settle ?
*
towing
One dimensional consolidation




2




One dimensional consolidation

v


Stress h


h




v


v
Strain
h= 0

h= 0


q


Seepage

3
q




1

, entttttttt
very long Gt
EEE ? tmoouteheent
-




* stress vertical
& horizontal
* strain
only
in
vertical
direction .




E:# origin

,How much will it settle ?
=




* Test to find the stiffness ( E)
Consolidation test

To"IFnIf
FYI'is9pY:
to
pass
ment i.
Transducer)
µ
}
drainage
boundary
Top Cap




|8
Oedometer apparatus

We have the stiff to 4
Yw¥%aEe¥netuo"it .




horizontal strains
ring
prevent .




* ID test
* Drained conditions .




→ Consolidation
soils .
Theory only applies to
fully saturated


“Consolidation” is the dissipation of excess pore pressure.
B C
A
100kPa D
100kPa
0
100kPa



\



u=0 0<ue<100 ue=0
ue=100




'=0 '=0 ' <100 '=100
5




① U =
Hot Ue → excess pore water pressure .




↳ initial pore water
pressure

② O
'
=

g
-



U
2

,consolidationprocess.ba
A B C D




l




i÷÷÷÷÷
-



Ue A B C D
~




A B C D



How much




g

, Before Load After Load .




De




Vs =/
-




* Vu =
Vw ( Consolidated )

void ratio before
e.
loading
=




void ratio after
e.
loading
=
.




Ho
loading
before
height
=




height
in
AH
change
-

-
.




Verticalstrain.fer.is#=e.eeoeiee.J
MV
Coefficient of
compressibility
volume :



Mu=fEf/¥I7¥IstEaaer .




whymuno-tE.IE#
Mu
#
Young 's modulus under
Mv
Slype
• =

ID conditions .




ggnusntgraimneadu.us
↳

.




↳ NOT a constant .



O of
Ev

,Mechanism that control Is consolidation .




↳ Excess water
pore pressure .




Consolidation test




Oedometer apparatus


6




Void ratio vs. effective stress




µ
Loading stages



¥
⇐
unloading
-




Vertical effective stress


7




3

, MV
Coefficient of
compressibility
volume :



Mu=fgy/*I#rseofE * Stiffness



MT
|E
- -



slope
-
Mu
se




O Dou
'
o:
Ev




:÷÷÷÷÷÷÷÷÷÷÷÷±:i
Mu -




gg÷HI÷= leaks)

↳ This is our stiffness .




AH so ed Ho leg 4. lo )
-
- =




↳ settlement from Oedometer results .

, Void ratio vs. effective stress




""
"




-
-

-



°"
-




"
-
-
-
-
-
-
%c%%a⇐ ,
consolidated
Consolidated pre
-

-
-
-
-
←
→

.
Pressure .




To
Note the
gradient
change .




Only Virgin compression
* i line
*
Many unload reload lines 8 -


.




Pre consolidated is
highest
↳ the
pressure pressure
the
sample has
experienced .




Preconsolidation pressure ( 'max)




be less


Cpantnot
"
i




;i
hah 1
horizontal .




1 , halfway between .




i
tangential.to/-/
-




i 'max
'
OCR
i .

' vo
i
↳
← →
Cc OCR : Over consolidation
Ratio .




'
effective
O Max :
Highest
stress ever

experienced .




Gio : current
stress .




9




OCR =
I
} Normally consolidated .




↳ It will still settle .




OCR > I } Over Consolidated .


4

↳
Higher OCR ,
more stiff ,
less settlement .

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