The Royal Government of Cambodia
Ministry of Economy and Finance
Ministry of Public Works and Transport
Japan International
Cooperation Agency
DETAILED DESIGN, PROCUREMENT ASSISTANCE
AND CONSTRUCTION SUPERVISION OF THE
NATIONAL ROAD NO. 5 IMPROVEMENT PROJECT
(Prek Kdam – Thlea Ma’am, South Section)
JICA Loan No. CP-P16
BRIDGE REPORT
April 2016
KATAHIRA & ENGINEERS
INTERNATIONAL
in
Association
with
in
Joint Venture
with
KHMER CONSULTANT
ENGINEERING CO. LTD.
ORIENTAL
CONSULTANTS
COMPANY LTD.
TANCONS
(CAMBODIA) CO. LTD.
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
Table of Contents
1.
GENERAL............................................................................................................ 1
1.1. Basic Design Concept .................................................................................... 1
1.2. Scop of work .................................................................................................. 1
1.3. List of bridges................................................................................................. 2
1.4. Typical cross section ...................................................................................... 3
2.
DESIGN CONDITIONS ..................................................................................... 5
2.1. Design Standards and Specifications ............................................................. 5
2.2. Design Criteria ............................................................................................... 5
2.3. Materials ......................................................................................................... 7
3.
BRIDGE DESIGN ............................................................................................. 10
3.1. Design of Superstructures ............................................................................ 10
3.1.1
3.1.2
3.1.3
3.1.4
3.1.5
Girder arrangement and structure type ............................................... 10
Design of Girders ................................................................................ 11
Design Checked Stress of Girders ...................................................... 12
Bearing ................................................................................................ 13
Expansion joint ................................................................................... 15
3.2. Design of Substructures ............................................................................... 16
3.2.1 Shape of Abutments and Design results ............................................. 16
3.2.2 Shape of Piers and Design results ....................................................... 17
3.3. Design of Foundations ................................................................................. 18
3.3.1 Shape of Pile ....................................................................................... 18
3.3.2 Design results ...................................................................................... 20
4.
CONSIDERATIONS TO CONSTRUCTION ................................................ 22
4.1. Superstructure............................................................................................... 22
4.2. Substructure and Foundation ........................................................................ 23
5.
CURRENT STATUS OF THE EXISTING BRIDGE ................................... 24
5.1. Existing Bridge Photos ................................................................................. 24
5.2. Existing Bridge Deterioration and Other ..................................................... 55
5.2.1
5.2.2
5.2.3
5.2.4
Steel Girder Float Rust : Bridge. 8...................................................... 55
RC Bridge Deterioration : Bridge. 11 (Already Widened) ................. 56
RC Bridge Deterioration : Bridge. 13 (Already Widened) ................. 57
RC Bridge Construction Mistake : Bridge. 39 (Displacement CL) .... 58
Bridge Design Report
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
1.
GENERAL
1.1. Basic Design Concept
All of the bridges of this project will be selected from among the replacement of
existing bridge, additional bridge, widening of the existing bridge, based on the
location, the condition of bridge, the road alignment, vertical clearance for
drainage.
Detailed design is performed on the basis of especially rivers form, the ground
conditions, construction methods and costs, safety, the result of environmental
conditions and economic constraints.
1.2. Scope of Work
The scope of work is shown in following table:
Category
Station
Distance (km)
Package Ⅰ
Targeted
Bridge
Package Ⅰ
I
III
V
II
IV
31+370
~
35+080
40+370 ~ 81+830
98+400 ~ 171+200
35+080 ~ 40+284.761
81+830 ~ 93+904.301
3.71
41.46
72.8
5.205
12.074
23
23
Design Road
Width (m)
Road Works
Package Ⅱ
23 & 28
Widening of the existing NR-5 on both sides or either side, from
one-lane to two-lane, one-direction dual carriageway
None
13 bridges to be replaced
Construction of the
Odongk Bypass where is
mostly located in paddy
field and vacant area etc.
Construction of the
Kampong Chhnang Bypass
where is mainly located in
paddy field area.
i) 13 bridges to be widened New bridge (Br-6A) to be New bridge (Br-16C) to be
designed and built at the
designed and built at the
5 bridge to be replaced
Odongk Bypass
Kampong Chhnang Bypass
ii)
Note: The Hydrologic Analysis & Hydraulic Design Group is in charge of the items with color in light blue.
Bridge Design Report
Page 1
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
1.3. List of bridges
All of the Bridges Type, Bridge Length and The bridges Location of NR51P South
Section is shown in following table:
Pac Sec
age tion
Package Ⅰ
Ⅱ
Ⅲ
Br.6A
36+787
Br.7
40+382
1
15.20
15.00
9.00
2-0.50
Steel
Girder
Br.8
40+877
2
24.00
12.00
7.00
2-1.20
Br.9
41+099
2
24.20
12.10
9.00
Type of
Improvement Per
D.D.
(Struc.Experts)
New or
New or
Additional Additional
Bridge
Bridge
Type
Length (m)
Final Type of
Improvement
Reason of Modify
and Replacement
New Odongk
Bridge
New Alignment
PSC
25.00
Additional Br. @
RHS
Replacement
Maintenance-free
PSC
15.00
Steel
Girder
Replacement
Replacement
Width shortage
Maintenance-free
PSC
25.00
2-0.50
Steel
Girder
Additional Br. @
RHS
Replacement
Maintenance-free
PSC
25.00
Additional Br. @
RHS
Replacement
Insufficient girders under
clearance of the existing
bridge for MFWL
PSC
25.00
Br.10
41+730
2
24.20
12.10
9.00
2-0.50
Steel
Girder
Br.11
46+225
4
16.20
4.00
10.40
2-0.30
RC-Slab
Replacement
Replacement
Superstructure and
Substructure have many
problems in durability.
PSC
20.00
Br.12
48+438
4
21.00
5.25
10.40
2-0.50
Steel
Girder
Replacement
Replacement
Existing structure to
Demolish
PSC
25.00
Br.13
48+953
1
5.15
5.15
10.20
2-0.30
RC-Slab
Replacement
Replacement
Existing structure to
Demolish
PSC
15.00
Insufficient girders under
clearance of the existing
bridge for MFWL
PSC
25.00
Br.14
49+721
58+376
2
1
24.20
12.10
12.00
12.00
9.00
9.00
2-0.50
Steel
Girder
Additional Br. @
RHS
Replacement
2-0.50
Steel
Girder
Replacement
Replacement
Maintenance-free
PSC
12.00
Replacement
Replacement
Insufficient girders under
clearance of the existing
bridge for MFWL
PSC
25.00
Br.15
61+934
2
24.20
12.00
9.00
2-0.50
Steel
Girder
Br.16
67+967
2
24.20
12.00
9.00
2-0.50
Steel
Girder
Replacement
Replacement
Maintenance-free
PSC
25.00
Br.16A
72+776
1
12.10
12.00
10.00
2-0.50
Steel
Girder
Replacement
Replacement
Maintenance-free
PSC
12.00
Replacement
Superstructure and
Substructure have many
problems in durability.
PSC
15.00
New K.Chhnang
Bridge
New Alignment
PSC
25.00
PCDG-T
91.50
(3 x 30.50)
PSC
20.00
Br.16B
Ⅳ Br.16C
Ⅱ
Existing
Bridge
Type
D.D.
Station
Br.13A
Package
Bridge
Sidewalk
Span
Span
Clear
Length
Curb
Nr.
Length (m) Width (m)
(m)
With (m)
Br.
No.
73+978
1(C)
2(S)
11.50
11.50
5.25
9.70
2-0.25
RCDG
Replacement
82+954
Br.22
106+269
3
91.50
30.50
7.00
2-1.25
Steel
Girder
Additional Br. @
RHS
Replacement
Width shortage
Maintenance-free
Br.23
106+940
1
20.00
20.00
10.00
2-0.45
PSC
Widening Both Side
Replacement
Insufficient girders under
clearance of the existing
bridge for MFWL
Br.24
113+472
1
15.00
15.00
10.00
2-0.45
PSC
Widening Both Side Widening Both Side
--------
Br.25
113+808
1
12.00
12.00
10.00
2-0.45
PSC
Widening Both Side Widening Both Side
--------
Br.26
116+976
3
72.10
25.6, 20.7,
25.6
7.00
2-1.50
Steel
Girder
Br.27
134+394
1
12.00
12.00
10.00
2-0.45
PSC
Widening Both Side Widening Both Side
--------
Br.28
135+978
1
12.00
12.00
10.00
2-0.45
PSC
Widening Both Side Widening Both Side
--------
Br.29
140+917
1
12.00
12.00
10.00
2-0.45
PSC
Widening Both Side Widening Both Side
--------
Br.30
141+941
1
12.00
12.00
10.00
2-0.45
PSC
Widening Both Side Widening Both Side
--------
Br.31
147+112
1
12.00
12.00
10.00
2-0.45
PSC
Widening Both Side Widening Both Side
--------
Additional Br. @
RHS
Replacement
Width shortage
Maintenance-free
Ⅴ
PSC
(Integration)
PSC
(Integration)
15.00
12.00
75.00
(25+25+25)
PSC
PSC
(Integration)
PSC
(Integration)
PSC
(Integration)
PSC
(Integration)
PSC
(Integration)
PSC
12.00
12.00
12.00
12.00
12.00
Br.32
147+783
1
12.00
12.00
10.00
2-0.45
PSC
Widening Both Side Widening Both Side
--------
Br.33
150+230
1
18.00
18.00
10.00
2-0.45
PSC
Widening Both Side Widening Both Side
--------
Br.34
150+521
1
15.00
15.00
10.00
2-0.45
PSC
Widening Both Side Widening Both Side
--------
Br.35
151+432
1
12.00
12.00
10.00
2-0.45
PSC
Widening Both Side Widening Both Side
--------
Br.36
153+566
2
20.00
10.00
10.00
2-0.45
PSC
Widening Both Side Widening Both Side
--------
Br.37
169+784
1
20.10
20.00
10.00
2-0.45
PSC
Widening Both Side Widening Both Side
--------
Br.38
170+697
3
42.30
15.1, 12.1,
15.1
7.00
2-1.50
Steel
Girder
Additional Br. @
RHS
Replacement
(3span→2span)
Width shortage
Maintenance-free
PSC
40.00
(20+20)
Br.39
171+000
4
19.20
4.80
9.00
2-0.50
RC-Slab
Replacement
Replacement
Construction defect
PSC
25.00
Bridge Design Report
(Integration)
PSC
(Integration)
PSC
(Integration)
PSC
(Integration)
PSC
(Integration)
PSC
(Integration)
12.00
18.00
15.00
12.00
20.00
(2 x 10)
20.00
Page 2
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
1.4. Typical cross section
a.
New bridges and Replacement bridges ; 20 bridges
PSC Type; Br. 6A(new), 7－16B, 16C(new), 23, 26, 38, 39
PCDG-T Type; Br. 22
Bridge Design Report
Page 3
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
b.
Widening bridges ; 13 bridges
PSC Type; Br. 24, 25, 27－37
The Connection to PSC of Existing bridges is shown in figure below:
Bridge Design Report
Page 4
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
2.
DESIGN CONDITIONS
2.1. Design Standards and Specifications
Following Cambodian Standards and Specifications have been applied in the
bridge design.
CAM PW 04-101-99
Bridge Design Code 1996 (the Base Document)
Amendments and additions to the Base Document
CAM PW 04-102-99
and to the Commentaries on the Cambodian Bridge
Design Standard
Following International Standards and Specifications are also applied as references,
include:
AASHTO LRFD Bridge Design Specifications (2010)
AASHTO LRFD Bridge Construction Specifications
Standard Specifications for Highway Bridges (Japan Road Association, 2012)
2.2. Design Criteria
a.
Loads
Dead Load
Applied dead load for design calculation is summarized as follows:
Unit Weight
Materials
Density
[kN/m3]
Bituminous Wearing Surfaces
22.5
Compacted Sand, Silt or Clay
19.0
Concrete
Plain
23.5
Reinforced
24.5
Steel
77.0
Water
9.8
Bridge Design Report
Page 5
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
Live Load
The design traffic load specified in the Base Document consists of T44 Truck
loading and L44 Lane loading.
・CAM T44
3.70 m
48 kN
1.20 m
3.0 to 8.0 m
96 kN 96 kN
1.20 m
96 kN 96 kN
・CAM L44
1.20 m
12.5 kN/m
Uniformly Distributed Load
90 kN 90 kN
Heavy Load Platform Loading HLP 240 shall be applied in accordance with the
Cambodian Bridge Design Standard.
・CAM HLP240
12 AXLES @ 200kN SPACED AT 1.80 m = TOTAL 2400kN
OVERALL LENGTH 19.80 m
・Impact
In Accordance with CAM PW 04-102-99
0.35 (HLP240 : 0.10)
・The number of Standard Design Lanes
N = b / 3.1 ( b = carriageway width ) (HLP240 : 3.6m)
・Braking Forces
300kN + ( L – 10 )m x 6kN/m
Bridge Design Report
Page 6
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
b. Vertical Clearance for Rivers
The under clearance of Girder for Rivers is shown in following table.
Vertical Clearance for Rivers
Categories
c.
Vertical Clearance [m]
Remarks
New and Replacement
≧0.80
Existing Bridge : no
clearance
Additional and Widening
≧0.00
Existing Bridge : ensure
clearance
Seismic Design
Earthquake Load: Acceleration coefficient = 0.05
2.3. Materials
a.
Concrete
Superstructure
Item
Specified compressive strength f'c
Compressive Strength at prestressing f'ci
Modulus of elasticity
Poisson's Ratio
Allowable Stress (moderate corrosion )
before Losses
Compressive Stress
Erection Stage
D.L.W.S
erection stage
D.L.W.S
Tensile stress
Mpa
Mpa
Mpa
-
PC
(PSC and PCDG-T)
45
33
35000
0.2
Mpa
Mpa
Mpa
Mpa
Mpa
Mpa
Mpa
Mpa
19.8
27.0
20.3
1.38
zero
1.68
3.35
4.23
Unit
service limit cantilever erec
state
other member
Modulus of Rupture(normal density)
Remark
formula
depend on anchor
1.5√
f'c
0.043
standard
Cambodia
AASHTO
-
AASHTO
0.60f'ci
0.60f'c
0.45fc
AASHTO
0.25√f'c
AASHTO
AASHTO
AASHTO
full prestress
0.25√f'c
AASHTO
0.50√f'c
0.63√f'c
AASHTO
AASHTO
note:D.L.W.S=Dead Load Working Stage
Substructure
Item
Unit
Specified compressive strength f'c
Mpa
Modulus of elasticity
Mpa
Mpa
Allowable Stress (moderate corrosion )
Bridge Design Report
RC
(Substructure and Pile)
32
30000
12.8
Remark
formula
1.5√
standard
Cambodia
f'c
0.043
0.4fc
AASHTO
AASHTO
Page 7
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
b.
Reinforcing bar
GRADE 420
Conditions
fy:yield Strength fy=420 Mpa
Tensile Strength fu=620 Mpa
Modulus of Elasticity =200,000 Mpa
unit
Fatigue State (for the slab lateral direction)
Mpa
Service limit stage
Mpa
fsa Calculation Model
Allowable stress,fsa
Girder ,Cross beam,slab
Remark
* ff
** fsa
AASHTO5.5.3.2
standard
AASHTO5.7.3.4
note *; Slab component support the wheel Load directly
Then allowable Stress should be reduced for fatigue(Japanese
Stress resulting from the fatigue loads shall be exceed following stress ff
ff=145-0.33fmin+55(r/h)=145-0.33fmin+55*0.3=161-0.33*fmin (AASHTO5.5.3.2)
note** This allowable stress is used for the PC member.
When the concrete tensile stress of PC member exceeds 0.8*0
The cross section should be designed as the partially prestresses'' member.
and another RC member fsa is calculated following equation
fsa=Z/(dcA)1/3 0.6fy=252Mpa
REINFORCING BAR
for example for RC or PPC member
PITCH(mm)
DIA
125
150
250
300
ｄｃ
Z=23000
269
253
214
201
ｄｃ＝５０ｍｍ
fsa
252
252
214
201
Z=17500
205
193
162
153
PITCH
fsa
205
193
162
153
Ac=PITCH*2dc
Bridge Design Report
fmin
<0.6fy=252
<0.6fy=252
<0.6fy=252
<0.6fy=252
Page 8
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
c.
Pre-stressing
・PC Tendon
GRADE 270
low-relaxation
Tensile Strength fpu
Yield Strength fpy =0.9fpu
Modulus of Elasticity
1860
1674
197,000
Stress Limit for Prestressing Tendons
Condition
unit
Low-relaxation
Strand
Remark
formula
Mpa
1507
0.90fpy
Mpa
1302
0.70fpu
Mpa
1376
0.74fpu
Mpa
1339
0.80fpy
standard
Post-Tensioning
Prior to seating
short term fs may be allowed
At anchorages and couplers
immediately after anchor set
At end of the seating loss zone
immediately after anchor set
At service limit state after losses
(fpe)
Item
PC - tendons
Steal Area
Sheath
Relaxation
Friction Coefficient
unit
mm2
mm
%
1/m
1/rad
mm
λ
μ
Pull in
PSC(pre)
T12.7
98.71
Φ11.2
1.5
0
0
0
T-Girder(pos)
12T12.7
1T21.8
1184.5
312.9
Φ65
Φ35
5.0
1.5
0.004
0.004
0.3
0.3
8
4
AASHTO
5.9.3-1
AASHTO
5.9.3-1
AASHTO
5.9.3-1
AASHTO
5.9.3-1
Remark
after introduced pre
・PC Bar
Type 1
(930/1080)
26.5mm DIA
Tensile Strength fpu
Yield Strength fpy =0.85fpu
Modulus of Elasticity
1080
930
207,000
Stress Limit for Prestressing Bar
Condition
unit
Low-relaxation
Strand
Remark
formula
Mpa
837
0.90fpy
Mpa
756
0.70fpu
Mpa
799
0.74fpu
Mpa
744
0.80fpy
standard
Post-Tensioning
Prior to seating
short term fs may be allowed
At anchorages and couplers
immediately after anchor set
At end of the seating loss zone
immediately after anchor set
At service limit state after losses
(fpe)
unit
Item
PC - bar
Steal Area
Sheath
Relaxation
Friction Coefficient
Pull in
Bridge Design Report
λ
μ
mm2
mm
%
1/m
1/rad
mm
PSC(transverse)
φ26.5
551.5
--3.0
0.003
0.3
0
AASHTO
5.9.3-1
AASHTO
5.9.3-1
AASHTO
5.9.3-1
AASHTO
5.9.3-1
Remark
after introduced pre
Page 9
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
3.
BRIDGE DESIGN
3.1. Design of Superstructures
3.1.1 Girder arrangement and structure type
a.
Structural properties
・Cambodian Standard Bridge Type.
Type
Girder length-m
Span length-m
Girder height-mm
10.00
9.70
360
12.00
11.70
420
15.00
14.70
580
18.00
17.70
670
20.00
19.70
730
25.00
24.70
890
30.50
29.90
1,700
PSC
PCDG-T
b.
Girder Arrangement
PSC is shown in figure below: carriageway width 10.50m
PCDG-T is shown in figure below: carriageway width 10.50m
Bridge Design Report
Page 10
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
3.1.2 Design of Girders
a.
Member dimensions of PSC
b.
Member dimensions of PCDG-T
Bridge Design Report
Page 11
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
3.1.3 Design Checked Stress of Girders
Design Checked Stress of Girder is shown in following table.
PSC
PCDG-T
Bridge length and Girder height
10.0m-360mm 12.0m-420mm 15.0m-580mm 18.0m-670mm 20.0m-730mm 25.0m-890mm 30.5m-1700mm
M (kN・m)
-31.0
-22.5
-8.8
1.0
46.7
158.3
-160.2
Outside
Dead load
N (kN)
1,251.8
1,486.2
1,582.7
1,931.7
2,085.8
2,581.5
3,535.7
Girder
(10.5m wide)
M (kN・m)
-32.3
-21.5
-10.5
-4.1
33.4
136.8
-192.9
Inside
(3 lanes)
N (kN)
1,251.9
1,471.2
1,555.3
1,878.5
2,016.7
2,481.3
3,493.1
Girder
M (kN・m)
152.3
190.6
251.7
322.4
372.7
463.1
1,950.2
Outside
Live load
Stress
N (kN)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Girder
(10.5m wide)
resultant
M (kN・m)
154.6
192.1
252.3
319.5
365.7
448.0
1,886.2
Inside
(3 lanes)
N (kN)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Girder
M (kN・m)
121.3
168.0
242.9
323.4
419.4
621.4
1,789.9
Outside
Total
N (kN)
1,251.8
1,486.2
1,582.7
1,931.7
2,085.8
2,581.5
3,535.7
Girder
(Service
M (kN・m)
122.2
170.6
241.8
315.4
399.1
584.8
1,693.4
Inside
loads)
N (kN)
1,251.9
1,471.2
1,555.3
1,878.5
2,016.7
2,481.3
3,493.1
Girder
4.47
5.34
5.23
6.08
6.84
8.81
3.58
Outside σcu (N/mm2)
8.94
7.89
5.79
6.07
5.08
4.52
5.55
Girder σcl (N/mm2)
All Dead load Inside σcu (N/mm2)
4.50
5.61
5.54
6.48
7.22
9.28
3.41
Girder σcl (N/mm2)
8.89
8.09
6.25
6.76
5.97
5.42
5.63
Allowable(AASHOTO)
20.30 , 0.00 ( 15.00 , 0.00 )
Stress
Outside σcu (N/mm2)
16.09
15.91
12.74
13.51
14.01
15.16
8.17
Girder σcl (N/mm2)
-2.41
-2.45
-1.59
-1.19
-1.91
-1.66
-2.64
Service loads Inside σcu (N/mm2)
16.05
16.08
13.01
13.87
14.34
15.60
7.54
Girder σcl (N/mm2)
-2.57
-2.31
-1.20
-0.57
-1.08
-0.83
-2.15
Allowable(AASHOTO)
20.30 , -3.35 ( 15.00 , -1.65 )
* Design checked by Japanese-L-Load and Japanese style grid analysis
allowable ( *** ) by Japanese standard
Bridge Design Report
Page 12
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
3.1.4 Bearing
Bearings will be used for both ends of girders. Anchor bars will be installed
between some cross beams and pier cap to restrict free movement of bridge spans
when earthquake happen.
・PSC
Reactions
Bridge length and Girder height
10.0m-360mm 12.0m-420mm
Dead load (one-side)
577
779
CAM T44
687
747
(Max)
CAM L44
561
595
Live load
CAM HLP240
805
927
(10.5m wide)
CAM T44
349
290
(3 lanes)
(Min)
CAM L44
171
197
CAM HLP240
611
689
Abutment
Total
1,264
1,526
Pier
(Service loads)
2,189
2,596
Abutment
Total
1,382
1,706
Pier
(HLP240 loads)
2,569
3,175
Braking foces
312
300
300kN+(L-10)mx6kN/m
Abutment
Earthquake
29
39
Pier
forces(kh=0.05)
58
78
( unit : kN )
PSC (support Fix, Fix)
15.0m-580mm 18.0m-670mm 20.0m-730mm 25.0m-890mm
1,187
1,524
1,810
2,433
806
845
864
899
643
690
722
799
1,104
1,276
1,392
1,639
231
192
173
138
239
282
310
383
912
1,140
1,224
977
1,993
2,369
2,674
3,332
3,411
4,085
4,656
6,048
2,291
2,800
3,202
4,072
4,390
5,464
6,235
7,482
330
348
360
390
59
119
76
152
90
181
122
243
Rubber bearing Checks
PSC (support Fix, Fix)
Bridge length and Girder height
10.0m-360mm 12.0m-420mm 15.0m-580mm 18.0m-670mm 20.0m-730mm 25.0m-890mm
Design load : kN
CAM T44
1,504
1,788
2,275
2,665
2,976
3,647
(includes Inpact-0.35) CAM HLP240
1,462
1,799
2,402
2,927
3,341
4,236
150 x 11390
hard rubber : 3mm
elastically rubber : 10mm x 2
150mm
Rubber bearing size and Charactar
Basic
charactar
elastically rubber
hard rubber
Breaking
elongation : %
≧450
≦30
Tensile
strength : N/mm2
≧15
≧12
Hardness
CAM T44
Compressive
CAM HLP240
stress : N/mm2
Allowable compressive stress : N/mm2
0.88
0.86
1.05
1.05
--1.33
1.41
2.5
D60±5 (JIS K 6253 )
1.56
1.71
1.74
1.96
Bearing at both ends of girder
Bridge Design Report
Page 13
2.13
2.48
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
PCDG-T
Reactions
( unit : kN )
PCDG-T (support Fix, Fix)
30.5m-1700mm
2,706
929
885
1,823
108
462
793
3,635
6,759
4,529
8,028
Bridge length and Girder height
Dead load (one-side)
CAM T44
(Max)
CAM L44
Live load
CAM HLP240
(10.5m wide)
CAM T44
(3 lanes)
(Min)
CAM L44
CAM HLP240
Abutment
Total
Pier
(Service loads)
Abutment
Total
Pier
(HLP240 loads)
Braking foces
300kN+(L-10)mx6kN/m
Abutment
Earthquake
Pier
forces(kh=0.05)
Japan-L
2,706
1,000
534
3,706
6,946
423
135
271
PCDG-T (support Fix, Fix)
30.5m-1700mm
675
809
340 x 340
Rubber bearing size and Charactar
52mm
Bridge length and Girder height
CAM T44
Design load : kN
(includes Inpact-0.35) CAM HLP240
(and 1 girder's max Reaction of
grillage calculation-0.07)
S2=a or b/Σte
=320/30
=10.7 (6～12)
10mm
S1=axb/2・(a+b)・te
=320x320/2・(320+320)・10
=8.0
8≦σmax=S1≦12
Basic
charactar
CAM T44
Compressive
CAM HLP240
stress : N/mm2
Allowable compressive stress : N/mm2
0.00
0.00
2mm
Rubber bearing Checks
cover : 2mm
plate : 3.2mm x 2
elastically rubber : 10mm x 3
reinforcing plate : 6mm x 2
340mm
elastically rubber
hard rubber
Breaking
elongation : %
≧450
≦30
Tensile
strength : N/mm2
≧15
≧12
Hardness
---
D60±5 (JIS K 6253 )
0.00
0.00
6.59
7.90
8.0
0.00
0.00
Bearing at both ends of girder
Bridge Design Report
Page 14
0.00
0.00
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
3.1.5 Expansion joint
This joint is applied for each segment of PSC.
This joint is applied for each segment of PCDG-T.
Bridge Design Report
Page 15
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
3.2. Design of Substructures
3.2.1 Shape of Abutments and Design results
Shape of abutments designed for these Bridges is shown below.
680 320
680320
150
350
h
250
250
30
0
3680
≧
1000
1000
≧500
1500
H
2500
2680
250 770
250
4000
250 770
250
H
h
250 770
250
h
H
≧500
1500
4000
250
1000
680 320
150
3000
2000
Type A
3180
Type C
Type B
Abutment
25.0
B
890
23
0
PCDG-T
30.5
C
1,700
52
30
913
3,413
3,463
4,230
514
473
4,970
514
451
4,230
904
1,448
3,241
544
688
1,782
4,282
4,332
5,333
767
1,326
6,227
767
1,478
5,333
1,190
2,384
4,212
807
1,458
PSC
Bridge length (m)
Bridge length (m)
① Girder height (mm)
② Thickness ofRubber bearing (mm)
③ Thickness of Adjust concrete (mm)
Thickness of Pavement(mm)
h ( ①＋②＋③ ) (mm)
H ( h＋2,500 ) (mm)
Design of Sub height ( H＋Tic of Pav ) (mm)
V (kN)
Service H (kN)
M (kN・m)
V (kN)
HLP240 H (kN)
Acting force of
M (kN・m)
bottom center
V (kN)
Braking H (kN)
M (kN・m)
V (kN)
Earthquake H (kN)
M (kN・m)
Type
RC-Pile
Width =
11.39m
Width =
6.5(6.8)m
Mmax
Reinf.
fs
fsa (Mn)
Longitudinal
Footing
Mmax
Reinf.
Lower
fs
fsa
q=(HLP240-V)/11.39
Mmax
(Lower)
Mmin
(Uper)
Uper
Reinf.
Transverse
Footing
Uper
fs
fsa
Reinf.
Lower
Front
Parapet
Wall
Back
Vertical
Wall
Back
fs
fsa
Max
Reinf.
fs
fsa
Max
Reinf.
fs
fsa
Braking-M
Braking-N
Reinf.
Mn
.
Bridge Design Report
10.0
A
360
23
0
12.0
A
420
23
0
383
2,883
2,933
1,779
190
61
1,897
190
58
1,779
490
511
1,058
172
95
443
2,943
2,993
2,048
200
62
2,228
200
57
2,048
512
530
1,266
190
110
18.0
20.0
A
B
A
A
670
580
730
23
23
23
0
0
0
50
753
693
603
3,103
3,253
3,193
3,153
3,243
3,303
2,534
2,850
2,921
3,233
227
436
243
254
75
383
81
84
2,832
3,148
3,352
3,761
227
436
243
254
66
374
68
68
2,534
2,850
2,921
3,233
557
766
591
614
570
1,208
603
624
1,688
1,967
2,033
2,324
232
414
262
284
147
464
174
195
400□ ( D25-8num)
15.0
B
3,551
473
423
4,079
473
407
3,551
833
1,323
2,603
477
571
Single row
Single row Pile
Pile
Number
5
5
6
8
6
6
9
10
Pile
4 x 2.5975 4 x 2.5975 5 x 2.078 7 x 1.484 5 x 2.078 5 x 2.078 8 x 1.299 9 x 1.154
interval
=10.390 =10.390 =10.390 =10.390 =10.390 =10.390 =10.390 =10.390
Number
3
3
4
----4
4
--------2x2.0
2x2.0
3x1.5
----3x1.5
3x1.5
--------Pile
=4.0
=4.0
=4.5
----=4.5
=4.5
--------interval
--------------------------------kN・m/m
--------------------------------Dia, ctc
--------------------------------N/mm2
--------------------------------N/mm2
--------------------------------kN・m/m
--------------------------------Dia, ctc
--------------------------------N/mm2
--------------------------------N/mm2
kN/m
166.5
195.6
248.6
276.4
294.3
330.2
358.1
436.4
kN・m
(37.3)
(43.8)
(51.2)
31.6
(60.6)
(68.0)
27.3
22.0
kN・m
(-113.6) (-220.1) (-279.7)
-55.1
(-331.1) (-371.5)
-51.9
-54.6
D16ctc250 (D20ctc125 : Widthing)
Diameter
4 (7)
number
N/mm2
(62.3)
(120.8)
(153.5)
16.9
(181.7)
(203.9)
14.6
11.8
≦214 (252)
N/mm2
D16ctc250
Diameter
4
number
N/mm2
57.6
67.6
79.0
30.1
93.5
104.9
28.4
29.9
≦214
N/mm2
----40.0
kN・m/m
------------40.0
D16ctc150
Diameter
----143.3
N/mm2
------------143.3
≦252
N/mm2
13.4
18.8
kN・m
6.7
8.4
16.5
25.2
D16ctc150
Diameter
48.0
67.9
N/mm2
24.1
3.0
59.3
90.3
N/mm2
≦252
kN・m/m
52.1
54.7
60.1
117.7
64.3
67.2
130.3
143.8
kN/m
153.2
176.7
219.0
243.5
252.7
279.9
304.4
363.5
D16ctc150
Diameter
kN・m/m
558.8
569.9
590.1
601.0
605.3
618.0
629.8
657.1
Combined
Piles
6x2
5 x 2.078
=10.390
-------------16.2
D16-300
31.3
201.0
3.1
D16-300
5.7
201.0
-------------
-----
----40.9
D20-150
92.2
70.5
D20-150
162.8
108.2
372.4
661.1
Typical Abutment of these bridges
Page 16
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
3.2.2 Shape of Piers and Design results
Shape of piers designed for these Bridges is shown below.
H
650
H
325
1000
400 1200 400
1000
600 800 600
2000
2000
PSC-type
PCDG-T type
Pier
Bridge length (m)
Additional or Widening
Column-Height
Br. Number
Water Level
V (kN)
Service H (kN)
M (kN・m)
V (kN)
HLP240 H (kN)
Acting force of
M (kN・m)
bottom center
V (kN)
Braking H (kN)
M (kN・m)
V (kN)
Earthquake H (kN)
M (kN・m)
10.0
Widening (R-6.8m)
3.0
Br. 36
L.W.L
H.W.L
1,828
1,717
0
0
0
0
2,045
1,934
0
0
0
0
1,828
1,717
300
300
1,200
1,200
1,237
1,126
68
68
187
187
Type
RC-Pile
Number
Pile interval
Uper
Longitudinal
Footing
Lower
Column
.
Bridge Design Report
Mmax
Reinf.
fs
fsa (Mn)
Mmax
Reinf.
fs
fsa
Braking-M
Braking-N
Reinf.
Mn
kN・m/m
Dia, ctc
N/mm2
N/mm2
kN・m/m
Dia, ctc
N/mm2
N/mm2
kN・m
kN
Diameter
kN・m
4x2
3 x 1.600
=4.800
-8.0
D16-300
13.9
10.6
D16-300
18.4
900.0
1626,3
2690.6
PSC
20.0
25.0
Replacement
Replacement
6.7
5.5
Br. 38
Br. 26
L.W.L
H.W.L
L.W.L
H.W.L
6,483
6,122
7,606
7,338
0
0
0
0
0
0
0
0
8,062
7,701
9,040
8,772
0
0
0
0
0
0
0
0
6,483
6,122
7,606
7,338
360
360
390
390
2,772
2,772
2,535
2,535
5,446
5,085
6,424
6,156
285
285
334
334
1,734
1,734
1,824
1,824
400□ ( D25-8num)
Combined Piles
8x2
6x2
5 x 2.200
7 x 1.571
=11.000
=11.000
--------D16-300
D16-300
--------201.0
23.6
28.2
D16-300
D16-300
42.9
51.4
201.0
2412.0
2145.0
6152.7
7275.8
D16ctc150
5826.2
6185.0
PCDG-T
30.5
Replacement
8.8
Br. 22
L.W.L
H.W.L
9,971
9,060
0
0
0
0
11,240
10,329
0
0
0
0
9,971
9,060
423
423
4,145
4,145
8,624
7,713
448
448
3,466
3,466
8x2
7 x 1.571
=11.000
-1.5
D16-300
2.6
----D16-300
----3722.4
9705.8
10923.5
Typical Pier of these bridges in river
Page 17
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
3.3 Design of Foundations
3.3.1
Shape of Pile
Pile type is RC pile of 0.4m and this applied to all bridges.
Pile number and length are shown in the following table.
Pile type and pile quantity of Package 1
Sec
Bridge
tion
Ⅱ
Ⅲ
D.D.
Station
Br. ６A 36+787
Final Type of Span
Improvement
(m)
New Odongk
Bridge
25.0
Br. 7
40+382
Replacement
15.0
Br. 8
40+877
Replacement
25.0
Br. 9
41+099
Replacement
25.0
Br. 10
41+730
Replacement
25.0
Br. 11
46+225
Replacement
20.0
Br. 12
48+438
Replacement
25.0
Br. 13
48+953
Replacement
15.0
Br. 1３A 49+721
Replacement
25.0
Br. 14
58+376
Replacement
12.0
Br. 15
61+934
Replacement
25.0
67+967
Replacement
25.0
Br. 16A 72+776
Replacement
12.0
Br. 16B 73+978
Replacement
15.0
New
K.Chhnang
Bridge
25.0
Br. 16
Ⅳ Br. 16C 82+954
Abut.
and
Pier
Type
A1
B
A2
B
A1
A
A2
A
A1
B
A2
B
A1
B
A2
B
A1
B
A2
B
A1
B
A2
B
A1
B
A2
B
A1
A
A2
A
A1
B
A2
B
A1
A
A2
A
A1
B
A2
B
A1
B
A2
B
A1
A
A2
A
A1
B
A2
B
A1
B
A2
B
Site of Width of
Sub.
Sub.
----L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
Foundation work
(m)
Pile
Shape
Pile
Reinf.
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
Pile Length
1 Pile Length
Upper pile Lower pile
(m)
9.0
9.0
11.5
10.0
10.0
10.0
10.0
10.0
9.5
9.5
8.5
8.5
8.0
8.0
11.0
11.0
8.0
8.0
8.0
8.0
10.0
8.5
8.0
8.0
6.0
6.0
8.5
8.5
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
9.5
9.5
11.0
11.0
9.5
9.5
8.0
8.0
9.0
9.0
12.0
12.0
8.0
8.0
11.0
11.0
8.0
8.0
6.0
6.5
9.0
10.0
(m)
5.0
5.0
8.0
7.0
5.0
8.0
5.0
5.0
8.5
8.5
6.0
6.0
4.5
4.5
Total
(m)
9.0
9.0
11.5
10.0
10.0
10.0
10.0
10.0
9.5
9.5
8.5
8.5
13.0
13.0
11.0
11.0
8.0
8.0
8.0
8.0
10.0
8.5
8.0
8.0
6.0
6.0
8.5
8.5
16.0
15.0
13.0
16.0
13.0
13.0
16.5
16.5
8.0
8.0
9.5
9.5
11.0
11.0
9.5
9.5
8.0
8.0
9.0
9.0
12.0
12.0
14.0
14.0
11.0
11.0
12.5
12.5
6.0
6.5
9.0
10.0
No. of Pile
(pcs)
10
10
10
10
6
6
6
6
10
10
10
10
10
10
10
10
10
10
10
10
9
9
9
9
10
10
10
10
6
6
6
6
10
10
10
10
5
5
5
5
10
10
10
10
10
10
10
10
5
5
5
5
8
8
8
8
10
10
10
10
＊Basic：Bearing Pile
Bridge Design Report
Page 18
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
Pile type and pile quantity of Package 2
Sec
Bridge
tion
D.D.
Station
Final Type of Span
Improvement
(m)
Br. 22 106+269 Replacement 3x30.5
Br. 23 106+940 Replacement
Br. 24 113+472
Br. 25 113+808
Widening
Both Side
Widening
Both Side
20.0
15.0
12.0
Br. 26 116+976 Replacement 3x25.0
Ⅴ
Br. 27 134+394
Widening
Both Side
12.0
Br. 28 135+978
Widening
Both Side
12.0
Br. 29 140+917
Widening
Both Side
12.0
Br. 30 141+941
Widening
Both Side
12.0
Br. 31 147+112
Widening
Both Side
12.0
Br. 32 147+783
Widening
Both Side
12.0
Br. 33 150+230
Widening
Both Side
18.0
Br. 34 150+521
Widening
Both Side
15.0
Br. 35 151+432
Widening
Both Side
12.0
Br. 36 153+566
Widening
Both Side
Br. 37 169+784
Widening
Both Side
2x10.0
20.0
Br. 38 170+697 Replacement 2x20.0
Br. 39 171+000 Replacement
25.0
Abut.
and
Pier
Type
A1
B
P1
wall-8.0
P2
wall-8.0
A2
B
A1
B
A2
B
A1
A
A2
A
A1
A
A2
A
A1
B
P1
wall-5.5
P2
wall-5.5
A2
B
A1
A
A2
A
A1
A
A2
A
A1
A
A2
A
A1
A
A2
A
A1
A
A2
A
A1
A
A2
A
A1
A
A2
A
A1
A
A2
A
A1
A
A2
A
A1
A
P1
wall-3.0
A2
A
A1
A
A2
A
A1
B
P1
wall-6.7
A2
B
A1
B
A2
B
Site of Width of
Sub.
Sub.
----L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
L
R
Foundation work
(m)
Pile
Shape
Pile
Reinf.
11.39
RC-400□
D25-8
11.00
RC-400□
D25-8
11.00
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
6.50
RC-400□
D25-8
6.50
RC-400□
D25-8
6.50
RC-400□
D25-8
6.50
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
6.50
RC-400□
D25-8
6.50
RC-400□
D25-8
6.50
RC-400□
D25-8
6.50
RC-400□
D25-8
6.50
RC-400□
D25-8
6.50
RC-400□
D25-8
6.50
RC-400□
D25-8
6.50
RC-400□
D25-8
6.50
RC-400□
D25-8
6.50
RC-400□
D25-8
6.50
RC-400□
D25-8
6.50
RC-400□
D25-8
6.50
RC-400□
D25-8
6.50
RC-400□
D25-8
6.50
RC-400□
D25-8
6.50
RC-400□
D25-8
6.50
RC-400□
D25-8
6.50
RC-400□
D25-8
6.50
RC-400□
D25-8
W-6.4
RC-400□
(F-6.5)
D25-8
6.50
RC-400□
D25-8
6.50
RC-400□
D25-8
6.50
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
11.39
RC-400□
D25-8
Pile Length
1 Pile Length
Upper pile Lower pile
(m)
8.0
8.0
11.5
11.5
10.0
10.0
8.0
8.0
8.0
8.5
10.0
10.5
9.5
8.0
10.0
8.0
8.0
8.0
8.0
8.0
7.5
7.5
8.0
8.0
8.0
8.0
8.0
8.0
9.5
8.5
10.0
11.0
10.0
11.0
10.0
11.0
9.5
7.5
10.0
10.0
10.0
10.0
10.0
10.0
8.5
9.5
10.0
11.0
10.0
10.0
13.0
14.0
10.0
8.5
9.5
9.5
8.0
11.0
11.0
10.0
11.0
10.0
11.0
11.0
12.5
10.5
8.0
8.0
8.0
11.5
7.5
9.0
7.5
8.0
8.0
8.0
8.0
8.0
8.0
8.0
5.5
6.0
6.5
6.5
(m)
7.0
7.0
6.5
6.5
5.5
8.5
4.5
5.5
5.5
4.5
6.0
6.0
6.0
6.0
9.0
9.0
5.0
11.0
11.0
5.5
5.5
11.0
11.0
Total
(m)
15.0
15.0
11.5
11.5
10.0
10.0
14.5
14.5
8.0
8.5
10.0
10.5
9.5
13.5
10.0
16.5
12.5
13.5
13.5
12.5
7.5
7.5
14.0
14.0
14.0
14.0
17.0
17.0
9.5
8.5
10.0
11.0
10.0
11.0
10.0
11.0
9.5
7.5
10.0
10.0
10.0
10.0
10.0
10.0
8.5
9.5
10.0
11.0
10.0
10.0
13.0
14.0
10.0
8.5
9.5
9.5
8.0
11.0
11.0
10.0
11.0
10.0
11.0
11.0
12.5
10.5
8.0
8.0
13.0
11.5
7.5
9.0
7.5
8.0
19.0
19.0
13.5
13.5
19.0
19.0
5.5
6.0
6.5
6.5
No. of Pile
(pcs)
12
12
16
16
16
16
12
12
9
9
9
9
4
4
4
4
3
3
3
3
10
10
16
16
16
16
10
10
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
4
4
4
4
4
4
4
4
3
3
3
3
3
3
8
8
3
3
4
4
4
4
9
9
12
12
9
9
10
10
10
10
＊Basic：Bearing Pile
Bridge Design Report
Page 19
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
3.3.2 Design results
Pile design results of Package 1
Sec
D.D. Final Type of Span
Bridge
tion
Station Improvement
(m)
New Odongk
Bridge
25.0
Br. 7
40+382 Replacement
15.0
Br. 8
40+877 Replacement
25.0
Br. 9
41+099 Replacement
25.0
Br. 10
41+730 Replacement 25.0
Br. 11
46+225 Replacement 20.0
Br. 12
48+438 Replacement
25.0
Br. 13
48+953 Replacement
15.0
Ⅱ Br. ６A 36+787
Ⅲ
Br. 1３A 49+721 Replacement 25.0
Br. 14
58+376 Replacement
Br. 15
61+934 Replacement 25.0
Br. 16
67+967 Replacement
25.0
Br. 16A 72+776 Replacement
12.0
12.0
Br. 16B 73+978 Replacement 15.0
Ⅳ Br. 16C 82+954
New
K.Chhnang
Bridge
25.0
Abut. Site of Pile(400□-D25-8)
and Sub. Length No. of Pile
Pier ----(m)
(pcs)
L
9.0
10
A1
R
9.0
10
L
11.5
10
A2
R
10.0
10
L
10.0
6
A1
R
10.0
6
L
10.0
6
A2
R
10.0
6
L
9.5
10
A1
R
9.5
10
L
8.5
10
A2
R
8.5
10
L
13.0
10
A1
R
13.0
10
L
11.0
10
A2
R
11.0
10
L
8.0
10
A1
R
8.0
10
L
8.0
10
A2
R
8.0
10
L
10.0
9
A1
R
8.5
9
L
8.0
9
A2
R
8.0
9
A1
L
6.0
10
A1
R
6.0
10
A2
L
8.5
10
A2
R
8.5
10
L
16.0
6
A1
R
15.0
6
L
13.0
6
A2
R
16.0
6
L
13.0
10
A1
R
13.0
10
L
16.5
10
A2
R
16.5
10
L
8.0
5
A1
R
8.0
5
L
9.5
5
A2
R
9.5
5
L
11.0
10
A1
R
11.0
10
L
9.5
10
A2
R
9.5
10
L
8.0
10
A1
R
8.0
10
L
9.0
10
A2
R
9.0
10
L
12.0
5
A1
R
12.0
5
L
14.0
5
A2
R
14.0
5
L
11.0
8
A1
R
11.0
8
L
12.5
8
A2
R
12.5
8
L
6.0
10
A1
R
6.5
10
L
9.0
10
A2
R
10.0
10
Stability
Bearing Capacity (kN/num)
SLS
ULS
Service
423
423
423
423
422
422
422
422
423
423
423
423
423
423
423
423
423
423
423
423
395
395
395
395
423
423
423
423
422
422
422
422
423
423
423
423
410
410
410
410
423
423
423
423
423
423
423
423
410
410
410
410
356
356
356
356
423
423
423
423
HLP240
497
497
497
497
472
472
472
472
497
497
497
497
497
497
497
497
497
497
497
497
453
453
453
453
497
497
497
497
472
472
472
472
497
497
497
497
446
446
446
446
497
497
497
497
497
497
497
497
446
446
446
446
394
394
394
394
497
497
497
497
Qa
754
754
781
687
731
731
688
688
703
703
754
754
1,068
1,068
928
928
870
870
893
893
1,019
1,019
911
911
753
753
818
818
1,253
1,206
1,110
1,253
1,192
1,192
1,397
1,397
669
669
696
696
963
963
760
760
611
611
763
763
1,016
1,016
1,091
1,091
626
509
755
874
711
820
765
990
Braking
423
423
423
423
422
422
422
422
423
423
423
423
423
423
423
423
423
423
423
423
395
395
395
395
423
423
423
423
422
422
422
422
423
423
423
423
410
410
410
410
423
423
423
423
423
423
423
423
410
410
410
410
356
356
356
356
423
423
423
423
Earthquake
324
324
324
324
281
281
281
281
324
324
324
324
324
324
324
324
324
324
324
324
289
289
289
289
324
324
324
324
281
281
281
281
324
324
324
324
253
253
253
253
324
324
324
324
324
324
324
324
253
253
253
253
246
246
246
246
324
324
324
324
Displacement (mm)
Qa
1,126
1,126
1,166
1,025
1,089
1,089
1,026
1,026
1,049
1,049
1,127
1,127
1,594
1,594
1,386
1,386
1,299
1,299
1,334
1,334
1,522
1,522
1,362
1,362
1,126
1,126
1,223
1,223
1,873
1,802
1,660
1,873
1,780
1,780
2,086
2,086
997
997
1,038
1,038
1,438
1,438
1,134
1,134
912
912
1,139
1,139
1,517
1,517
1,626
1,626
932
758
1,125
1,303
1,063
1,226
1,143
1,479
Service
6.7
6.7
10.7
10.7
3.0
3.0
3.0
3.0
4.9
4.9
4.9
4.9
4.9
4.9
4.9
4.9
4.6
4.6
4.5
4.5
10.5
10.5
9.3
9.3
3.7
3.7
4.7
4.7
2.9
2.9
2.9
2.9
4.8
4.8
4.8
4.8
2.7
2.7
2.9
2.9
4.8
4.8
4.8
4.8
4.9
4.9
4.9
4.9
1.5
1.5
1.4
1.4
6.0
6.0
5.1
5.1
7.2
6.8
7.3
7.3
Braking
9.4
9.4
14.9
14.9
6.2
6.2
6.2
6.2
7.0
7.0
7.0
7.0
7.0
7.0
7.0
7.0
6.8
6.8
6.7
6.7
14.8
14.8
13.7
13.7
5.4
5.4
6.8
6.8
6.0
6.0
6.0
6.0
6.9
6.9
6.9
6.9
6.1
6.1
6.3
6.3
6.9
6.9
6.9
6.9
7.0
7.0
7.0
7.0
3.4
3.4
3.4
3.4
8.5
8.6
7.4
7.4
10.1
9.8
10.1
10.1
Member Design
Mmax
N
Mn (Z=17500)
(kN・m)
(kN)
(fai=0.9)
Braking
170.0
170.0
179.9
179.2
123.9
123.9
123.9
123.9
166.0
166.0
165.4
165.4
166.0
166.0
165.9
165.9
166.1
166.1
166.2
166.2
181.5
181.5
183.6
183.6
162.3
162.3
165.2
165.2
122.4
122.4
122.4
122.4
165.5
165.5
165.5
165.5
135.7
135.7
135.4
135.4
165.5
165.5
165.6
165.6
166.0
166.0
165.9
165.9
125.9
125.9
126.0
126.0
175.9
175.8
173.4
173.4
171.8
172.0
171.8
171.8
Braking
423.0
423.0
423.0
423.0
422.3
422.3
422.3
422.3
423.0
423.0
423.0
423.0
423.0
423.0
423.0
423.0
423.0
423.0
423.0
423.0
394.6
394.6
394.6
394.6
423.0
423.0
423.0
423.0
422.3
422.3
422.3
422.3
423.0
423.0
423.0
423.0
409.6
409.6
409.6
409.6
423.0
423.0
423.0
423.0
423.0
423.0
423.0
423.0
409.6
409.6
409.6
409.6
356.3
356.3
356.3
356.3
423.0
423.0
423.0
423.0
Mn(kN・m)
250.8
250.8
250.8
250.8
250.7
250.7
250.7
250.7
250.8
250.8
250.8
250.8
250.8
250.8
250.8
250.8
250.8
250.8
250.8
250.8
245.7
245.7
245.7
245.7
250.8
250.8
250.8
250.8
250.7
250.7
250.7
250.7
250.8
250.8
250.8
250.8
247.2
247.2
247.2
247.2
250.8
250.8
250.8
250.8
250.8
250.8
250.8
250.8
247.2
247.2
247.2
247.2
241.8
241.8
241.8
241.8
250.8
250.8
250.8
250.8
＊Basic：Bearing Pile
Bridge Design Report
Page 20
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
Pile design results of Package 2
Sec
D.D. Final Type of Span
Bridge
tion
Station Improvement
(m)
Br. 22 106+269 Replacement 3x30.5
Br. 23 106+940 Replacement 20.0
Br. 24 113+472
Widening
Both Side
15.0
Br. 25 113+808
Widening
Both Side
12.0
Br. 26 116+976 Replacement 3x25.0
Ⅴ
Br. 27 134+394
Widening
Both Side
12.0
Br. 28 135+978
Widening
Both Side
12.0
Br. 29 140+917
Widening
Both Side
12.0
Br. 30 141+941
Widening
Both Side
12.0
Br. 31 147+112
Widening
Both Side
12.0
Br. 32 147+783
Widening
Both Side
12.0
Br. 33 150+230
Widening
Both Side
18.0
Br. 34 150+521
Widening
Both Side
15.0
Br. 35 151+432
Widening
Both Side
12.0
Br. 36 153+566
Widening
Both Side
2x10.0
Br. 37 169+784
Widening
Both Side
20.0
Br. 38 170+697 Replacement 2x20.0
Br. 39 171+000 Replacement
25.0
Abut. Site of
and Sub.
Pier ----L
A1
R
L
P1
R
L
P2
R
L
A2
R
L
A1
R
L
A2
R
L
A1
R
L
A2
R
L
A1
R
L
A2
R
L
A1
R
L
P1
R
L
P2
R
L
A2
R
L
A1
R
L
A2
R
L
A1
R
L
A2
R
L
A1
R
L
A2
R
L
A1
R
L
A2
R
L
A1
R
L
A2
R
L
A1
R
L
A2
R
L
A1
R
L
A2
R
L
A1
R
L
A2
R
L
A1
R
L
A2
R
L
A1
R
L
P1
R
L
A2
R
L
A1
R
L
A2
R
L
A1
R
L
P1
R
L
A2
R
L
A1
R
L
A2
R
Total
(m)
15.0
15.0
11.5
11.5
10.0
10.0
14.5
14.5
8.0
8.5
10.0
10.5
9.5
13.5
10.0
16.5
12.5
13.5
13.5
12.5
7.5
7.5
14.0
14.0
14.0
14.0
17.0
17.0
9.5
8.5
10.0
11.0
10.0
11.0
10.0
11.0
9.5
7.5
10.0
10.0
10.0
10.0
10.0
10.0
8.5
9.5
10.0
11.0
10.0
10.0
13.0
14.0
10.0
8.5
9.5
9.5
8.0
11.0
11.0
10.0
11.0
10.0
11.0
11.0
12.5
10.5
8.0
8.0
13.0
11.5
7.5
9.0
7.5
8.0
19.0
19.0
13.5
13.5
19.0
19.0
5.5
6.0
6.5
6.5
Stability
Bearing Capacity (kN/num)
SLS
ULS
No. of Pile
(pcs)
12
12
16
16
16
16
12
12
9
9
9
9
4
4
4
4
3
3
3
3
10
10
16
16
16
16
10
10
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
4
4
4
4
4
4
4
4
3
3
3
3
3
3
8
8
3
3
4
4
4
4
9
9
12
12
9
9
10
10
10
10
Service
HLP240
668
668
623
623
623
623
692
692
395
395
395
395
trans 501
trans 500
trans 501
trans 498
trans 459
trans 459
trans 459
trans 459
423
423
475
475
475
475
423
423
trans 460
trans 460
trans 460
trans 460
trans 461
trans 460
trans 461
trans 461
trans 460
trans 461
trans 460
trans 460
trans 460
trans 461
trans 461
trans 461
trans 460
trans 460
trans 460
trans 460
trans 460
trans 461
trans 460
trans 460
trans 578
trans 578
trans 580
trans 578
trans 502
trans 502
trans 502
trans 503
trans 460
trans 460
trans 460
trans 460
trans 399
trans 399
229
229
trans 399
trans 399
trans 641
trans 640
trans 641
trans 641
395
395
540
540
395
395
423
423
423
423
760
760
703
703
703
703
784
784
453
453
453
453
trans 560
trans 559
trans 559
trans 557
trans 499
trans 499
trans 499
trans 499
497
497
565
565
565
565
497
497
trans 500
trans 500
trans 500
trans 500
trans 501
trans 501
trans 501
trans 501
trans 500
trans 501
trans 500
trans 500
trans 501
trans 501
trans 501
trans 501
trans 501
trans 500
trans 500
trans 500
trans 501
trans 501
trans 500
trans 500
trans 663
trans 664
trans 665
trans 663
trans 561
trans 561
trans 561
trans 562
trans 500
trans 500
trans 500
trans 500
trans 426
trans 426
256
256
trans 426
trans 426
trans 745
trans 745
trans 745
trans 745
453
453
672
672
453
453
497
497
497
497
Qa
1,132
1,132
1,058
1,058
1,085
1,085
1,076
1,076
530
536
622
598
663
846
643
730
775
1,065
790
772
532
532
718
718
592
592
769
769
539
516
592
697
698
554
626
518
685
561
828
796
852
839
839
661
526
708
676
816
651
576
707
899
673
714
888
915
598
639
694
699
883
869
907
907
840
756
555
555
772
756
857
865
773
767
1,062
1,062
819
819
955
955
699
683
765
765
Displacement (mm)
Braking
Earthquake
Qa
787
787
995
995
1,007
1,007
823
823
395
395
395
395
trans 501
trans 500
trans 500
trans 497
trans 459
trans 459
trans 459
trans 459
423
423
701
701
717
717
423
423
trans 459
trans 460
trans 460
trans 459
trans 460
trans 460
trans 460
trans 460
trans 460
trans 460
trans 459
trans 459
trans 460
trans 460
trans 461
trans 461
trans 460
trans 460
trans 460
trans 460
trans 460
trans 460
trans 459
trans 459
trans 577
trans 577
trans 579
trans 578
trans 502
trans 501
trans 501
trans 502
trans 460
trans 460
trans 459
trans 459
trans 399
trans 399
517
517
trans 399
trans 399
trans 640
trans 639
trans 640
trans 640
395
395
873
873
395
395
423
423
423
423
567
567
833
833
843
843
590
590
289
289
289
289
trans 333
trans 333
trans 333
trans 331
trans 283
trans 283
trans 283
trans 283
324
324
554
554
566
566
324
324
trans 284
trans 284
trans 284
trans 284
trans 284
trans 284
trans 284
trans 284
trans 284
trans 284
trans 283
trans 283
trans 284
trans 284
trans 284
trans 284
trans 284
trans 284
trans 284
trans 284
trans 284
trans 284
trans 284
trans 284
trans 401
trans 402
trans 403
trans 401
trans 334
trans 334
trans 334
trans 334
trans 284
trans 284
trans 284
trans 284
trans 237
trans 237
200
200
trans 237
trans 237
trans 460
trans 459
trans 460
trans 460
289
289
651
651
289
289
324
324
324
324
1,692
1,692
1,580
1,580
1,620
1,620
1,606
1,606
790
800
927
891
988
1,261
958
1,084
1,155
1,589
1,176
1,150
792
792
1,066
1,066
879
879
1,142
1,142
803
769
881
1,038
1,040
824
933
770
1,022
837
1,236
1,188
1,271
1,253
1,253
986
783
1,056
1,007
1,218
970
857
1,052
1,340
1,004
1,066
1,326
1,367
892
952
1,035
1,042
1,319
1,297
1,353
1,353
1,252
1,127
828
828
1,151
1,128
1,282
1,293
1,155
1,146
1,581
1,581
1,219
1,219
1,421
1,421
1,046
1,022
1,145
1,145
Service
3.8
3.8
0.0
0.0
0.0
0.0
5.3
5.3
6.8
6.8
6.8
6.8
2.5
2.5
1.6
1.6
1.8
1.8
1.8
1.8
4.9
4.9
0.0
0.0
0.0
0.0
4.9
4.9
1.9
1.9
2.9
1.9
4.3
4.3
5.0
5.0
2.8
2.8
1.4
1.4
4.2
6.6
6.3
7.3
2.9
2.9
2.9
2.9
3.4
4.9
3.4
4.3
2.1
2.1
7.4
1.7
3.2
3.5
4.0
7.9
2.9
2.9
2.6
2.6
2.1
2.1
0.0
0.0
3.2
2.9
3.0
3.0
3.0
3.0
4.0
4.0
0.0
0.0
4.9
4.9
3.8
3.8
3.8
3.8
Braking
4.2
4.2
2.7
2.7
2.6
2.6
5.7
5.7
9.6
9.6
9.6
9.6
5.1
5.1
3.4
3.4
4.2
4.2
4.2
4.2
6.9
6.9
2.0
2.0
2.7
2.7
7.0
7.0
4.2
4.2
6.4
4.2
9.1
9.2
10.4
10.4
6.2
6.2
3.3
3.3
9.0
14.1
14.7
14.8
6.3
6.3
6.3
6.3
7.3
10.2
7.3
9.0
4.3
4.3
14.7
3.7
6.7
7.1
7.6
15.1
6.3
6.3
6.0
6.0
4.8
4.8
3.2
3.2
7.0
6.2
6.1
6.1
6.1
6.1
5.8
5.8
2.9
2.9
7.0
7.0
5.5
5.5
5.5
5.5
Member Design
Mmax
N
Mn (Z=17500)
(kN・m)
(kN)
(fai=0.9)
Braking
68.0
68.0
77.2
77.2
71.7
71.7
62.8
62.8
172.2
172.2
172.3
172.2
104.8
104.8
99.8
99.8
123.4
123.4
123.4
123.4
165.4
165.4
50.5
50.5
44.6
44.6
165.9
165.9
123.3
123.3
129.5
123.3
136.2
136.1
138.9
138.7
130.2
130.2
120.6
120.5
136.9
149.4
148.2
148.1
129.8
129.9
129.8
129.8
132.9
139.4
132.9
136.7
107.6
107.7
134.6
106.0
111.1
110.4
108.9
126.0
129.6
129.7
130.8
130.8
121.1
121.1
29.0
29.0
127.6
124.5
116.3
116.3
116.5
116.5
165.7
165.7
70.2
70.2
168.1
168.1
162.6
162.6
162.6
162.6
Braking
101.6
101.6
194.3
194.3
182.7
182.7
66.2
66.2
394.6
394.6
394.6
394.6
(t) 222.4
(t) 223.8
(t) 223.5
(t) 225.9
(t) 320.7
(t) 320.9
(t) 320.9
(t) 320.7
423.0
423.0
232.9
232.9
216.7
216.7
423.0
423.0
(t) 320.0
(t) 319.8
(t) 319.6
(t) 320.4
(t) 319.2
(t) 319.4
(t) 319.1
(t) 319.3
(t) 319.5
(t) 319.1
(t) 320.4
(t) 320.4
(t) 319.4
(t) 318.9
(t) 318.9
(t) 318.9
(t) 319.3
(t) 319.5
(t) 319.6
(t) 319.8
(t) 319.5
(t) 319.1
(t) 320.0
(t) 319.9
(t) 256.9
(t) 256.2
(t) 254.5
(t) 257.0
(t) 221.4
(t) 222.3
(t) 222.2
(t) 220.8
(t) 319.8
(t) 319.6
(t) 319.9
(t) 319.9
(t) 278.2
(t) 277.9
-73.8
-73.8
(t) 277.9
(t) 277.7
(t) 282.5
(t) 283.3
(t) 282.5
(t) 282.9
394.6
394.6
177.0
177.0
394.6
394.6
423.0
423.0
423.0
423.0
Mn(kN・m)
216.5
216.5
226.7
226.7
225.5
225.5
212.5
212.5
245.7
245.7
245.7
245.7
227.8
228.0
228.0
228.2
238.1
238.2
238.2
238.1
250.8
250.8
230.9
230.9
229.1
229.1
250.8
250.8
238.1
238.1
238.1
238.1
238.1
238.1
238.1
238.1
238.1
238.1
238.1
238.1
238.1
238.0
238.0
238.0
238.1
238.1
238.1
238.1
238.1
238.1
238.1
238.1
231.5
231.4
231.2
231.5
227.7
227.8
227.8
227.7
238.1
238.1
238.1
238.1
233.7
233.7
196.5
196.5
233.7
233.6
236.2
236.3
236.2
236.3
248.0
248.0
224.8
224.8
248.0
248.0
250.8
250.8
250.8
250.8
＊Basic：Bearing Pile
Bridge Design Report
Page 21
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
4.
CONSIDERATIONS TO CONSTRUCTION
4.1. Superstructures
Superstructure erection was planned as the maximum using crawler crane 50t.
And consider the following table.
For erection, it is desirable to consider other proposal of carrying such large crane
from other countries.
Suprerstructure Election Planing
Pac Sec
age tion
Package
D.D.
Station
Final Type of
Improvement
Br.6A
36+787
New Odongk
Bridge
New or
New or
Additional Additional
Bridge
Bridge
Type
Length (m)
PSC
25.00
1 girder maximam
weight (ton)
Erection Method
Outside
Inside
26.7
23.6
Erection beam method
Br.7
40+382
Replacement
PSC
15.00
11.9
10.8
Erection beam method
(or Crane erection by 2-50t(1-80t) Crawler crane)
Br.8
40+877
Replacement
PSC
25.00
26.7
23.6
Erection beam method
Br.9
41+099
Replacement
PSC
25.00
26.7
23.6
Erection beam method
Br.10
41+730
Replacement
PSC
25.00
26.7
23.6
Erection beam method
Br.11
46+225
Replacement
PSC
20.00
20.9
17.0
Erection beam method
Br.12
48+438
Replacement
PSC
25.00
26.7
23.6
Erection beam method
Br.13
48+953
Replacement
PSC
15.00
11.9
10.8
Erection beam method
(or Crane erection by 2-50t(1-80t) Crawler crane)
Br.13A
49+721
Replacement
PSC
25.00
26.7
23.6
Erection beam method
Br.14
58+376
Replacement
PSC
12.00
7.2
6.7
Crane erection by 1-50t Crawler crane
(work capacity : work radius=12.0m , work weight=9.0t)
Br.15
61+934
Replacement
PSC
25.00
26.7
23.6
Erection beam method
Br.16
67+967
Replacement
PSC
25.00
26.7
23.6
Erection beam method
Br.16A
72+776
Replacement
PSC
12.00
7.2
6.7
Crane erection by 1-50t Crawler crane
(work capacity : work radius=12.0m , work weight=9.0t)
Br.16B
73+978
Replacement
PSC
15.00
11.9
10.8
Erection beam method
(or Crane erection by 2-50t(1-80t) Crawler crane)
Ⅳ Br.16C
82+954
New K.Chhnang
Bridge
PSC
25.00
26.7
23.6
Erection beam method
Br.22
106+269
Replacement
PCDG-T
91.50
(3 x 30.50)
69.4
69.4
Erection beam method
Br.23
106+940
Replacement
PSC
20.00
20.9
17.0
Erection beam method
Ⅲ
Ⅱ
Package Ⅰ
Ⅱ
Br.
No.
Br.24
113+472 Widening Both Side
Br.25
113+808 Widening Both Side
Br.26
116+976
Replacement
Br.27
134+394 Widening Both Side
Br.28
135+978 Widening Both Side
Br.29
140+917 Widening Both Side
Br.30
141+941 Widening Both Side
Br.31
147+112 Widening Both Side
Br.32
147+783 Widening Both Side
Br.33
150+230 Widening Both Side
Br.34
150+521 Widening Both Side
Br.35
151+432 Widening Both Side
Br.36
153+566 Widening Both Side
Br.37
169+784 Widening Both Side
Br.38
170+697
Replacement
(3span→2span)
Br.39
171+000
Replacement
Ⅴ
Bridge Design Report
PSC
(Integration)
PSC
(Integration)
PSC
15.00
11.9
10.8
Erection beam method
(or Crane erection by 2-50t(1-80t) Crawler crane)
12.00
7.2
6.7
Crane erection by 1-50t Crawler crane
(work capacity : work radius=12.0m , work weight=9.0t)
75.00
(25+25+25)
26.7
23.6
Erection beam method
12.00
7.2
6.7
Crane erection by 1-50t Crawler crane
(work capacity : work radius=12.0m , work weight=9.0t)
12.00
7.2
6.7
Crane erection by 1-50t Crawler crane
(work capacity : work radius=12.0m , work weight=9.0t)
12.00
7.2
6.7
Crane erection by 1-50t Crawler crane
(work capacity : work radius=12.0m , work weight=9.0t)
12.00
7.2
6.7
Crane erection by 1-50t Crawler crane
(work capacity : work radius=12.0m , work weight=9.0t)
12.00
7.2
6.7
Crane erection by 1-50t Crawler crane
(work capacity : work radius=12.0m , work weight=9.0t)
12.00
7.2
6.7
Crane erection by 1-50t Crawler crane
(work capacity : work radius=12.0m , work weight=9.0t)
18.00
15.4
13.8
Erection beam method
(or Crane erection by 2-50t(1-100t) Crawler crane)
15.00
11.9
10.8
Erection beam method
(or Crane erection by 2-50t(1-80t) Crawler crane)
12.00
7.2
6.7
Crane erection by 1-50t Crawler crane
(work capacity : work radius=12.0m , work weight=9.0t)
20.00
(2 x 10)
5.1
4.9
Crane erection by 1-50t Crawler crane
(work capacity : work radius=12.0m , work weight=9.0t)
20.00
20.9
17.0
Erection beam method
PSC
40.00
(20+20)
20.9
17.0
Erection beam method
PSC
25.00
26.7
23.6
Erection beam method
PSC
(Integration)
PSC
(Integration)
PSC
(Integration)
PSC
(Integration)
PSC
(Integration)
PSC
(Integration)
PSC
(Integration)
PSC
(Integration)
PSC
(Integration)
PSC
(Integration)
PSC
(Integration)
Page 22
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
4.2 . Substructure and Foundation
1. Widening Substructures of the same height as the bridge abutment height of the
existing bridge.
・Pile position of widening abutment was planned to ensure the separation of
1.5m from the existing bridge abutment for the setting pile driver.
(See figure “a”)
・Pile position of widening Pier was planned ensure the separation of 1.0m (See
figure b) from the existing bridge superstructure for the setting pile driver. (See
figure “b”)
2. Against the abutment
・Piling and substructure construction was planned from the construction base
surface to the top of subbase course.
3. Against piers in the river
・ construction in the dry season.
Implement the machine carried in by the approach path.
・Construction base surface is 50 cm higher than the height of the dry season of
water.
At this time, secure the flowing water by dewatering or pipes as needed.
Bridge Design Report
Page 23
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
5.
CURRENT STATUS OF THE EXISTING BRIDGE
5.1. Existing Bridge Photos
Bridge. 7 (40+382)
Bridge Design Report
Page 24
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
Bridge. 8 (40+877)
Bridge Design Report
Page 25
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
Bridge. 9 (41+099)
Bridge Design Report
Page 26
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
Bridge. 10 (41+730)
Bridge Design Report
Page 27
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
Bridge. 11 (46+225)
Alredy Widthning
Bridge Design Report
Page 28
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
Bridge. 12 (48+438)
Bridge Design Report
Page 29
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
Bridge. 13 (48+953)
Already Widthnig
Bridge Design Report
Page 30
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
Bidger. 131 (49+721)
Bridge Design Report
Page 31
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
Bridge. 14 (58+376)
Bridge Design Report
Page 32
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
Bridge. 15 (61+934)
Bridge Design Report
Page 33
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
Bridge. 16 (67+967)
Bridge Design Report
Page 34
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
Bidger. 161 (72+776)
Bridge Design Report
Page 35
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
Bidger. 162 (73+978)
Already Widthning
Bridge Design Report
Page 36
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
Bidger. 22 (106+269)
Bridge Design Report
Page 37
National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
Bridge. 23 (106+940)
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National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
Bridge. 24 (113+472)
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Project Design Consulting Services
Bridge. 25 (113+808)
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National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
Bidger. 26 (116+976)
Bridge Design Report
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National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
Bridge. 27 (134+394)
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National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
Bridge. 28 (135+978)
Bridge Design Report
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National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
Bridge. 29 (140+917)
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National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
Bidger. 30 (141+941)
Bridge Design Report
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National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
Bidger. 31 (147+112)
Bridge Design Report
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National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
Bidger. 32 (147+783)
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National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
Bidger. 33 (150+230)
Bridge Design Report
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National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
Bidger. 34 (150+521)
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National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
Bidger. 35 (151+432)
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Project Design Consulting Services
Bidger. 36 (153+566)
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National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
Bidger. 37 (169+784)
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National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
Bidger. 38 (170+697)
Bridge Design Report
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National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
Bidger. 39 (171+000)
Bridge Design Report
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National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
5.2. Existing Bridge Deterioration and Other
5.2.1. Steel Girder Float Rust : Bridge. 8
Bridge Design Report
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National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
5.2.2. RC Bridge Deterioration : Bridge. 11 (Already Widened)
・Substructure : Crack, Honeycomb etc..
・Superstructure : Concrete Stripping, Rust Rebar, Honeycomb etc..
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National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
5.2.3. RC Bridge Deterioration : Bridge. 13 (Already Widened)
・Other Structure : Rebar Exposed..
Bridge Design Report
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National Road No. 5 Improvement Project (Prek Kdam – Thlea Ma’am Section)
Project Design Consulting Services
5.2.4. RC Bridge Construction Mistake : Bridge. 39 (Displacement of the center)
Left as viewed from the starting point side
Photos from the end point
800
470
300
High of
Pier Wall 3000
400
Right as viewed from the starting point side
Photos from the right point
470
700
800
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