FOREWORD Road Engineering Association of Malaysia (REAM), through the cooperation and support of various road authorities and engineering institutions in Malaysia, publishes A SETiES Of OffiCiAl documents on STANDARDS, SPECIFICATIONS, GUIDbLINES, MANUAL and TECHNICAL NOTES which are related to road engineering. The aim of such publication is to achieve quality and consistency in roa-d and highway construction, operation and maintenance. The cooperating bodies are:Public Works Department Malaysia (pWD) Malaysian Highway Authority (MHA) Department of krigation & Drainage (DID) The Institution of Engineers Malaysia (IEM) The Institution of Highways & Transportation (IHT Malaysian Branch) The production of such documents is carried through several stages. At the Forum on Technoiogy and Road Management organized by PWD/REAM in Novemb er I99J, Technical Committee 6 - Drainage was formed with the intention to review Arahan Teknik (Jalan) 15/97 - INTERMEDIATE GUIDE To DRAINAGE DESIGN oF
ROADS. Members of the committee were drawn from various government departments and agencies, and from the private sector inciuding privitized road operators, engineering consultants and drainage products manufacturers and contactors.
Technical Committee 6 was divided into three sub-committees to review Arahan Teknik (Jalan) 75/91 and subsequenrly produced 'GUIDELINES FoR ROAD DRAINAGE DESIGN' consisting of the following volumes: Volume I Volume 2 Volume 3 Volume 4 Voiume 5 -
Hydrological Analysis Hydraulic Design of Culverts Hydraulic Considerations in Bridge Design Surface Drainage Subsoil Drainage
The drafts of all documents were presented at workshops during the Fourth and Fifth Malaysian Road Conferences held in 2000 and 2002 respectively. The comments and suggestions received from the workshop participants were reviewed and incorporated in the finalized documents
ROAD ENGINEERING ASSOCIATION OF MALAYSIA 46-4, Jalan Bola Tampar 13/14, Section 13,40100 Shah Alam, selangor, Malaysia Tel: 603-5513 652r Fax:5513 6523 e-mail:
[email protected]
-J-
TABLE OT CONTENTS pase 5.1
INTRODUCTION
10r
2nLH, where
(b)
-x K a L Ht r
= = = = =
coefficient of permeability (cm/sec) rate of flow (cu.cm.sec) test section length (cm) total dynamic head (cm) radius of test hole (cm)
Packer Test in Rock
single packer is lowered to the required depth, and is supported on drill rods, which are also used to supply water under pressure to the test section. At the top of the drill hole, the rods are connected via a water swivel and a high pressure piston water supply pump capable of delivering at least 100 litres/minute. In addition, at the end coupled to the swivel
A
hose, one pressure gauge and a volumeter are included to allow the measurement of water flow and pressure in various stages.
The test carried out in stages being cycled up to a maximum head and then down again. In the case of leakage (unsound rock), the test is performed only for the attainable pressure. each pressure stage, the pressure is held constant and the volume is measured over a period of 5 minutes.
At
The permeability is calculated from the volume of flow and the net dynamic head applied to the test section" The net dynamic head (Ht) is:-
Ht = where Hn = Hr =
Note:
(Hp+Ht+Hz)-H" the pressure head (from the pressure gauge) head due to the height of the pressure gauge above the ground level
Hz =
depth of ground water or middle of test section if the drill hole is dry
H" =
head loss in the equipment
In rocks with a permeability of less than 1 x 10-s cm/s, (H") is not likely to be significant and therefore negligible.
5-10 j
j
i
CTMTNT MIXID WITH SAND PIPT
GROUND LEVEL
GROUND LtVtL
COARST SAND
FI
3| o) 1m
P.V.C.
nrnronnrro SECTION
COVER
SAND COARST SAND
FIG. 5.8 STANDPIPE
5-11
INSTATI,ATION
COVER
CEMENT MIXID WITH
19mm l.D. P.V.C. GROUND LTVEL
PIPE
GROUND LEVEL
CTMENT BENTONIK SLURRY
COARSE SAND PIEZOMITER TIP
T-
sOlL/sAND
t.oml
t
BACKFTLL
(BonoM oF
BORrHOLT)
FIG. 5.9 PIEZOMETER STANDPIPE INSTALI.{TION
5-12
i d
t4" -_---*.-.f,"
([op/'ll) [nrgv]nurd J0 lNllct:Jloo
*=9t=t=
\
(t: nrl'sq1;1^-ttsNl. IUC
3\R oo8 A @o l!-
-
-
)j
pI
S
-
+ I =h \\o(d
\ trH beqq=o
'"1
'lJ
J
w)l
Lil -l x'l
I
l
=l *l
l
j l
trll
FJI
=d 7^N-F.o
a
150 um sieve (0.149 mm);
4.0Vo and
woven fabrics not meeting item (*) and al1 other fabrics gradient ratio < 3.0;
Less severe I less critical applications all fabrics equivalent Darcy permeability of fabric > 10 times Darcy permeability of soil to be drained.
l
>
5-2r
(c)
(d)
Chemical Composition Requirements
(i)
Fibres used in the manufacture of engineering fabrics shall consist of long-chain synthetic polymer, composed of at least 85Vo by weight of polypropylene, -ethylene, ester amide, or-vinylidene-chloride, and shall contain stabilizers and / or inhibitors added to the base plastic (as necessary) to make the fabric resistance to deterioration from ultraviolet and heat exposure.
(ii)
The engineering fabric shall be exposed to ultraviolet radiation (sunlight) for no more than 30 days total in the period of time following manufacture until the fabric is covered with soil, rock, concrete, etc.
Physical Propertv Requirements (all fabrics)
Table 5.7
-
Physical Property Requirements
Fabric (*) Unprotected
Fabric Protected
Grab Strength (ASTM D 1682)
0.9 KN
0.45 KN
Puncture Strength xx (ASTM D 751-68)
355 N
155 N
2.2 KN/m
1.1 KN/m
Burst Strength xxx (ASTM D 751-68)
Notes:
*
Fabric is said to be protected when used in drainage trenches or beneath / behind concrete (portiand or asphalt cement) slabs" A11 other conditions are said to be unprotected.
**
Tension testing machine with ring clamp, steel ball replaced with an 8 mm diameter solid steel cylinder with hemispherical tip centered within the ring clamp.
+{
0.1mm
A backfill material should be chosen for the drain that is within
the specifications above. Please note in Figure 5.12 thatit is desirable that the gradation curve of the filter material is smooth and parallel to that of the subgrade.
Example 2
A
subsoil drain is to be constructed in a base soil with gradings shown in Fig. 5.13.
(a)
Filter Design
(i)
For Filtration D15F
, l *-il
