3303
Technical Committee 210 + 201 /
Comité technique 210 + 201
Figure1. Effectiveness of fitting contact surface model to contact
surface test result for Houziyan Dam
3. APPLICATION OF DEORMATION COORDINATION
DESIGN CONCEPT
The deformation coordination design concept has been applied
in Bakun Dam. Bakun Dam is located on Balui River, Sarawak
Malaysia. Bakun Dam is the second highest completed CFRD
in the world with its height 202m. The former design of Bakun
Dam was completed by H.S.Choi, Germany. The former dam
zoning of Bakun Dam is shown in Figure 2.
Figure 2 Zoning of Bakun Dam designed by empirical method (unit:
m)
Bakun CWZ-Main Civil works tender had been obtained by
Malaysia-China Hydro Joint Venture (MCH JV) in 2002.
Bakun Dam design has been completed by China Hydro
Northwest Investigation Design &Research Institute. Bakun
Dam filling material test and 3D FEM analysis has been
completed by Nanjing Hydraulic Research Institute. Based on
deformation coordination design concept a new dam zoning for
Bakun Dam has been put forward as shown in Figure 3.
The main difference between the former design and new
deformation coordination design are as follows: The dry mass
density of compacted rockfill is 2.09 g/cm
3
for the former and
2.22g/cm
3
for the latter. The water-stop of vertical joint of
concrete face slab is bituminizing plate for the former and
deformable Pulai Plate for the latter.
Figure 3 Zoning of Bakun Dam designed by new deformation
coordination concept (unit: m)
The results of 3D FEM analysis and the comparison of dam
behavior and deformation coordination level between the
former design and new design are shown in Figure 4 to Figure
6.
The maximum settlement of dam body at completion is
376.4cm for the former and 230.6cm for the latter. The
observed settlement is 227.5cm.The maximum displacement
towards downstream of dam body during impoundment is
79.2cm for the former and 48.9cm for the latter. The observed
displacement is only 13.0cm. The maximum deflection of face
slab at impoundment is 105.7cm for the former and 84.7cm for
the latter. The maximum compressive stress at dam axis
direction of face slab at impoundment is 19.2MPa for the
former and18.3MPa for the latter.
The following results could be obtained from Figures:
1
）
The dam deformation of dam body designed by
empirical concept is uncoordinated especially at cushion zone
and top of the first stage filling. Its maximum difference of dam
body settlement is 4.55
×
10
-2
（
Figure 4
）
, its maximum
difference of horizontal displacement of dam body is -2.94
×
10
-2
（
Figure 5
）
.Cracking of its cushion zone would occur
probably.
2
）
The maximum displacement difference at normal
direction between face slab and cushion designed by empirical
concept reaches 113.5cm. Its top of face slab would separate
from cushion and then cracks of face slab would occur
probably.
3
）
The maximum compressive strain at dam axis direction
of face slab designed by empirical concept is 670
×
10
-6
（
Figure
6
）
.which exceeded the limit of compressive stain
（
650
×
10
-6
）
from prototype data of Mohale Dam. In other words,
squeezed rupture of concrete face slab would occur probably.
(a)Settlement difference of Bakun Dam body designed by
deformation coordination method (unit:10
-2
)
(b)Settlement difference of Bakun Dam body designed by empirical
method (unit: 10
-2
)
Figure 4 Comparison of settlement difference of Bakun Dam at water
impoundment between empirical method designed and new deformation
coordination concept method designed
(a)Horizontal displacement difference of Bakun Dam body designed by
deformation coordination method (unit: 10
-2
)
(b)Horizontal displacement difference of Bakun Dam body designed by
empirical method (unit: 10
-2
)
Figure 5 Comparison of horizontal displacement difference of Bakun
Dam body at water impoundment between empirical method designed
and new deformation coordination concept method designed
