Trung tâm Tư vấn và Ứng dụng công nghệ mới

TEDI South

TABLE OF CONTENT
VOLUME 1:
REPORT OF CONSTRUCTION DRAWING
I INTRODUCTION.................................................................................3
I.1 Project Overview............................................................................................. 3
I.2 Basic for Design.............................................................................................. 5
I.2.1 Legal basis................................................................................................... 5
I.2.2 Relevant documents..................................................................................... 5
I.2.3 Applied design standards and norms...........................................................6
I.2.4 Applied design standards and norms...........................................................6
I.2.5 Scale, technical standards and design solutions:.........................................8
II NATURAL CONDITIONS AND CURRENT STATUS OF PROJECT................9
II.1 Topography..................................................................................................... 9
II.2 Geo-technical................................................................................................. 9
II.3 Meteorological and hydrological characteristics...........................................13
II.3.1 Meteorological characteristics...................................................................13
II.4 Status of Existing bridge.............................................................................. 15
II.5 Material and dumping ground for unuseful material....................................16
II.5.1 Material..................................................................................................... 16
II.5.2 Dumping ground for unuseful material......................................................16
III SCALE AND TECHNICAL STANDARDS FOR PROJECT.........................16
III.1 Bridge.......................................................................................................... 16
III.1.1 Scale......................................................................................................... 16
III.1.2 technical standards.................................................................................. 18
III.2 Approach road............................................................................................. 19
III.2.1 Scale......................................................................................................... 19
III.2.2 Technical standards.................................................................................. 19

VI.2.1 Preparation............................................................................................... 27
VI.2.2 Organizing for construction......................................................................27
VI.3 Some notes for bridges construction...........................................................31
VII CONSTRUCTION OF APPROACH ROAD............................................32
VII.1 Preparation................................................................................................. 32
VII.2 Embankment construction.........................................................................33
VII.3 Pavement construction............................................................................... 33
VII.4 Finishing..................................................................................................... 33
VIII REQUIREMENTS FOR MATERIALS AND CONSTRUCTION TECHNIQUES33
VIII.1 Material requirements............................................................................... 33
VIII.2 Specification of construction techniques...................................................34
IX MAJOR CONSTRUCTION EQUIPMENTS.............................................35
X CONSTRUCTION SCHEDULE.............................................................35
XI COST ESTIMATES...........................................................................35

My An bridge

Working drawing

Page ii/35


Trung tâm Tư vấn và Ứng dụng công nghệ mới

TEDI South

TRANSPORT ENGINEERING
DESIGN JOINT STOCK
INCORPORATED SOUTH
CENTER OF CONSULTING AND

replicate the model of multi-modal transport.
The project "Mekong Delta Transport Infrastructure Development " was
performed on the 14 provinces of Ben Tre, Soc Trang, Ca Mau, Vinh Long,
An Giang, Long An, Tien Giang, Dong Thap, Tra Vinh, Hau Giang, Kien
Giang, Bac Lieu, Ho Chi Minh City, Can Tho city, included 04 Component
A, B, C, D.
Component B: Invest for dredging, upgrading 02 national waterway
corridors to get standard grade III (Corridor No. 2 and No. 3) and
construct protection works, installation signal buoys and light towers,
upgrade the existing bridge with reinforce concrete beams.
Corridor No.2 - the north corridor across Dong Thap Muoi and Long
Xuyen quadrangle, 253Km long, start from Ho Chi Minh (Km0 +000) and
ends at Vam Ray (T -Junction of channel Rach Gia - Ha Tien and Tam
Ngan) canal, Km253 +000). Phase I implementation from Km80 +000 Km253+000.
Projects of 13 bridge is part of Component B - Phase I of project, aiming
to upgrade and return the existing bridges crossing the Waterway
Corridor No. 2 to ensure navigational clearance and other requirements of
waterway after being dredged and upgraded. Those bridges in area of 03
provinces: Tien Giang, Dong Thap, An Giang, list of bridges is as follows:

My An bridge

Working drawing

Page 3/35


Trung tâm Tư vấn và Ứng dụng công nghệ mới

TEDI South


Tien
Giang

HL93

Tien
Giang

2

Thien Ho

Km
96+426

Nguyen Van
Tiep

3

My An

Km
108+161

Nguyen Van
Tiep

0.5xHL9

Tiep

HL93

Đong
Thap

6

Kenh 7

Km
196+591

Tri Ton

0.5xHL9
3

An Giang

7

Kenh 10

Km
200+956

Tri Ton



An Giang

10

Cay Me

Km
222+704

Tri Ton

HL93

An Giang

11

An Luong

Km
226+786

Tam Ngan

0.5xHL9
3

An Giang


Km47+31
6 QL30

ĐT948

Information of project (*):
 Project : "Construct 13 bridges on waterway corridor No.2- component
B - Phase I under Project “Mekong Delta Transport Infrastructure
Development”
 Client: Vietnam Inland Waterways Administration
 Investment Representative: Project Management Unit of Waterways.
 Location: Tien Giang, Dong Thap, An Giang
 Profile scope: This design report is made for My An Bridge.
 Construction drawing document of My An bridge includes:
-

Volume 1: Commentary

-

Volume 2: Drawings

My An bridge

Working drawing

Page 4/35


Trung tâm Tư vấn và Ứng dụng công nghệ mới

dated 12/02/2009 of Government on project management for
construction investment project;
- Decree 112/2009/ND-CP dated December 14th 2009 of Government
about investment management costs construction;
- Decision No. 957/QD-BXD dated September 29th 2009 of Ministry of
Construction announced on cost of service project management and
construction consultancy service;
- Decision No. 741/QD-BGTVT dated April 06 th 2007 of the Minister of
Transport about approving “Invest to Mekong Delta Transport
Infrastructure Development project "
- Decision No.2406/QD-BGTVT dated November 09th 2006 of Ministry of
Transport about approving the “standard Framework applied to survey
and design - Mekong Delta Transport Infrastructure Development project
".

I.2.2

Relevant documents
- Announcement No. 58/TB-BGTVT date January 23th 2009 of Ministry of
Transport (MOT) about conclusions of Deputy Minister Ngo Thinh Duc at
Steering Committee meetings for project " Mekong Delta Transport
Infrastructure Development”
- Document No. 7794/BGTVT-QLXD dated October 23th 2008 of Ministry of
Transport about adjusting some design contents of project "Mekong
Delta Transport Infrastructure Development"

My An bridge

Working drawing



My An bridge

Working drawing

Symbol

Note

96TCN 43-90
TCXDVN 309-2004
Page 6/35


Trung tâm Tư vấn và Ứng dụng công nghệ mới

TEDI South
3

8
9
II
1
2
3
4

Survey specification for highway
Specification of geological exploration
drilling

Pre-stressed concrete anchor T13, T15 and
D13, D15
Steel reinforced electrometric pad

10

Standard of expansion joint

11
12
13
14

Traffic works in earthquake region
Regulation for road signs
Standard design for drainage networks
Specification of flood flow calculations
Decentralization of technical standards for
inland waterways
The impact of shrinkage and creeping
Standard design for urban and squares

6
7
8

15
16
17


No.
1

Standards
Specification of survey design embankment
on soft soil.

Symbol
22TCN 262-2000

2

Specification for flexible pavement design

22TCN 211-2006

3

Geotextile in embankment on soft soil
Specification of project design and support
equipment for bridge construction
Specification of constructing and taking-over
mix macadam
Technological specification of constructing

22TCN 248-98

4
5
6

taking-over requirements
Concrete - Request for natural moisturizer
protection
Cast-in-situ bored pile - standards for
constructing and taking-over
Pile - Method of testing by static pressure
axial load
Cast-in-situ bored pile - pulse ultrasonic
method to determine concrete uniformity
Steel for reinforced concrete
Rural roads- design standard
Specification of constructing and taking-over
pre-stressed concrete beams

7
8
9
10
11
12
13
14
15
16
17
18
19
3.

22TCN 271-01

Bridge with 2 lans and HL93 live load.

•

Document No. 213/DT-DPDA dated July 14th 2008 of Project
Management Unit of Waterways about location and scale of
constructing 13 bridges on waterway corridor No. 2 - WB5 project.

•

Announcement No. 58/TB-BGTVT dated January 23 th 2009 of Ministry
of Transport: The clearance of Navigation is 6m height for all bridges
cross waterway corridor No. 2.

2. According to the Terms of Reference and other documents:
Scale


•

One lane, reinforced concrete permanent bridge;

My An bridge

Working drawing

Page 8/35


Trung tâm Tư vấn và Ứng dụng công nghệ mới

4.5m

Design solutions
Arrangement of span: 5x18+33+5x18 (m).

II

NATURAL CONDITIONS AND CURRENT STATUS OF PROJECT
II.1

Topography

The topography of bridge area is Southern delta sediment mixture in sea and river,
particularly is Mekong River Delta, Dong Thap Muoi region. Relatively flat. Two main
rivers: Tien Giang and Hau Giang with dense system of canals, which serving for
transportation and for irrigation, divided this area. Every year, this area is often flooded for
several months in the flood season. Due to above characteristics, land is frequently
swamped and.
II.2

Geo-technical

According to geological survey documents made by Transport Engineering
Design Joint Stock Incorporated South in May 2010, the geology and
stratum at bridge position is summarized as follows:
1. Layer K: Surface course: Grey, blackish brown.
This layer only appears in boreholes on the ground. Thickness changes from 1.3m (MA-ĐT-71) to 3.6m (MA-ĐT-T6).
2. Layer 1: blackish grey, clay, soft state
The physical-mechanical characteristics are as following:
- SPT N30: N = 0 – 4

* Average cohesion : C = 0.071 (kG/cm2)
* Average internal friction angle:

ϕ = 3050

3. Layer 2: yellowish brown, bluish grey, sandy clay, firm state, thickness changes from 3.7m
to 7.2m.
The physical-mechanical characteristics are as following:
- SPT N30: N = 7 – 16
- Average natural moisture content : W= 22.3 %
- Average natural density

: γ W = 1.93 (g/cm3)

- Average specific gravity

: γ s = 2.69 (g/cm3)

- Average void ratio: e0 = 0.747
- Average liquid limit WL = 27.2%
- Average plastic limit WP = 17.1%
- Average plasticity index IP = 10.1%
- Liquidity index B = 0.51
- Average compression coefficient :a1-2 = 0.041 (cm2/kG)
- Direct shear test:
* Average cohesion : C = 0.144 (kG/cm2)
* Average internal friction angle:

ϕ = 18034



ϕ = 20009

5. Layer 4: brownish grey, Sand with clay, medium dense state, thickness changes from 1.5m to
3.4m.
The physical-mechanical characteristics are as following:
- SPT N30: N = 16 – 25
- Average natural moisture content : W= 21.1 %
- Average natural density : γ W = 1.96 (g/cm3)
- Average specific gravity

: γ s = 2.68 (g/cm3)

- Average void ratio: e0 = 0.653
- Average liquid limit WL = 27.8 %
- Average plastic limit WP = 17.1%
- Average plasticity index IP = 10.6%
- Liquidity index B = 0.38
- Average compression coefficient :a1-2 = 0.025 (cm2/kG)
- Direct shear test:
* Average cohesion : C = 0.06 (kG/cm2)
* Average internal friction angle:

ϕ = 28008

6. Layer 5: whitish grey, yellowish brown, clay, very stiff state
The thickness from 2.7m to 8.0m.
The physical-mechanical characteristics are as following:
- SPT N30: N = 14 – 28
- Average natural moisture content : W= 25.6 %

- Average natural density : γ W = 1.88 (g/cm3)
- Average specific gravity

: γ s = 2.69 (g/cm3)

- Average void ratio: e0 = 0.855
- Average liquid limit WL = 40.3%
- Average plastic limit WP = 21.4%
- Average plasticity index IP = 18.85%
- Liquidity index B = 0.43
- Average compression coefficient :a1-2 = 0.033 (cm2/kG)
- Direct shear test:
* Average cohesion : C = 0.253 (kG/cm2)
* Average internal friction angle:

ϕ = 19008

8. Layer 7: blackish grey, clay, very stiff state, the thickness from 4.0m to 6.0m.
The physical-mechanical characteristics are as following:
- SPT N30: N = 17 to 24
- Average natural moisture content : W= 31.9%
- Average natural density : γ W = 1.86 (g/cm3)
- Average specific gravity

: γ s = 2.7 (g/cm3)

- Average void ratio: e0 = 0.916
- Average liquid limit WL = 60.4%
- Average plastic limit WP = 24.6%
- Average plasticity index IP = 35.7%

- Liquidity index B = 0.06
- Average compression coefficient :a1-2 = 0.017 (cm2/kG)
- Direct shear test:
* Average cohesion : C = 0.072 (kG/cm2)
* Average internal friction angle:

ϕ = 31055.

Recommendation :



- The thickness of the soft soil layer is from 13,6m to 21,8m. The next is
clay, clay with sand stiff state to medium stiff, and last is fine-size sand with
clay, dense state. Tip of pile will be in layer 8 where SPT N30 from 31 to 50.
- Bridge is in the area with few of house, almost is temporary house.
Using the driven pile is suitable.
II.3
and hydrological characteristics
II.3.1

Meteorological

Meteorological characteristics

II.3.1.1 Temperature
Measurement results in Cao Lanh stations showed the average temperature is about 27.7 °, highest
temperature is 37.4°C in April and the lowest temperature is about 16.1°C in January. Monthly
average temperature, highest and lowest temperature is presented in the following table:
Table 1: Monthly average temperatures in Cao Lanh (Dong Thap) stations (oC)

Month
VI
VII
27,5 27,4
35,2 34,0
21,5 22,0

VIII
27,2
34,2
22,0

IX
27,5
33,1
22,4

X
27,5
32,5
22,0

XI
27,1
32,4
19,5

XII
25,6
32,5


V
83

VI
85

Month
VII
VIII
86
86

IX
85

X
84

XI
81

XII
79

Average annual absolute humidity is of about 29.4%. The biggest monthly average absolute
humidity is about 29.4%. The biggest monthly absolute humidity is about 31.6%. Monthly average
absolute humidity is presented in the table below.
Table 3: Monthly average absolute humidity in Cao Lanh station (%)
I

26,2

II.3.1.3 Rain
Project located in areas having average rainfall. The total of annual rainfall is about 1332.5 mm
with 119.7 rainy days. The most rainfall occurs in October with 257.7 mm value. According to
measurement results, date 22/09/1984 has the largest rainfall reached 183.6 mm. largest rainfall in
year is correspond to period of 1, 3, 5 days, usually fall into June, July and August. Measurements
results of average monthly rainfall and largest rainfall are presented in the table below:
Table 4: Average monthly rainfall measured at Cao Lanh station (mm)

High
Average

I
49,7
8,3

II
68,3
1,7

III
35,1
15,0

Month
IV
V
VI
VII VIII

XI XII
273,4 261,1 295,9 259,2 231,1 160,6 207,1 188,2 186,3 200,6 221,1 233,1

Page 14/35


Trung tâm Tư vấn và Ứng dụng công nghệ mới

TEDI South

II.3.1.5 Hydrology and flood characteristics
The route crosses main drainage line of Dong Thap Muoi region. When designing this route,
should ensure conformity with general development plan and not obstruct the flow. Route must be
operated safely and smoothly during flood season.
Survey results show that traces of floods history in year 2000 were not faded. In terms of flood
peak, flood duration, total volume and risk level, the flood of year 2000 was the biggest flood
during recent 75 years. Total losses was about 4,000 billion, in which inundated area was up to 2.3
million hectares; about 500 people dead, inundated 865,166 households, 376 hospitals, 5,751
schools, 1,273 km of inter-provincial highways, 9,737 km of inter-district and inter-communal
roads, damaged dikes and embankments 1,470 km; lost 55,519 hectares of summer-autumn rice,
reduced productivity of 168,814 ha, inundated 93,265 hectares of crops, orchards and industrial
crops.
Due to the special nature of flood risk in year 2000, floods in year 2000 is selected as standards
by the Ministry of Agriculture and Rural Development, Ministry of Transport when calculating for
testing, calculating for design for irrigation and transportation works in Mekong delta provinces.
Bridge area is affected by tidal regimes of sea and internal rain. The flood impact on this area is
not large. High water levels occur in rainy season, in which reached the highest level in around
August ÷ September; remaining time is low water period, in which reached the lowest level in
about February ÷ March. Results of hydrology calculation are shown in detail in separate reports,
here only a summary of water level data used in design works as follows:


: -3.26m

Notes: The elevation system is national system.
II.4
bridge

Status of Existing

My An bridge is a rural bridge. Existing bridge has spans arranged:
18m(wood) +12m(steel)+15m(steel)+3x12m(steel)=75m. Wooden deck
slab, 1.5m width, Girders are shape steel. Railing is shape steel has been
My An bridge

Working drawing

Page 15/35


Trung tâm Tư vấn và Ứng dụng công nghệ mới

TEDI South

rusted heavy. Two piers of middle span are shape steel, the other piers are
wood. The bridge is only used for motorbike and waking.
When the canal is dredged with the bottom width B=26m, the existing
bridge is not suitable to the width and high of navigation. Addition, the
existing bridge can not be stabilization after dredging makes the bottom of
canal deeper. So, we must build a new bridge, remove the existing bridge
complete then dredge the canal.


Dumping ground for unuseful material
- 13 bridges is a part of the Dredging national waterway corridor No.2, so
PMUW required use dumping ground from dumping ground report of
Design document for dredging waterway corridor No. 2 made by
Association of BCEOM and Hai Dang JSC in 2008;
- Dumping ground at km90+880 and far away from bridge 1.17km.

III

SCALE AND TECHNICAL STANDARDS FOR PROJECT
III.1

Bridge

III.1.1 Scale
- Bridge is steel, reinforced concrete and pre-stressed reinforced concrete.
- Design load 0.5xHL93.
My An bridge

Working drawing

Page 16/35


Trung tâm Tư vấn và Ứng dụng công nghệ mới

TEDI South

- Span for Navigational clearance :

•

Weak point:

+ The height of girder is high: 1.65m and 20cm of deck slab addition
cause increase the length of bridge and the height of the embankment at
the abutment. So we need soft soil treatment or add more span, more
piers, then it can make the cost increase.
+ It is difficult to cast the pre-stress girder 33m at the site, launching is
difficult. If we buy it, we must transport 250km from factory to the site.
From comparison of 2 options, Consultant chooses the option of Bailey
for middle span because it is cheaper. Bridge length and embankment
height are limited, and construction is easier. This issue has been mention
in letter No. 213 213/ĐT-ĐPDA date July 14th 2008 of Project Management
Unit of Waterways and in announcement No. 133/TB-BGTVT date April 8th
2008 of Ministry of Transport.
- Span with two lanes:
+ We use the pre-cast pre-stress reinforce concrete girder type I. Girder
length is 18m and 15m, 14m, it is product of factory and convenient for
construction. And it has been use for a lot of projects in Me Kong delta.
+ Length of bridge > 200m and width is for 1 lane. Incase of two cars run
in 2 ways on the bridge because they can not see each other. So we need
2 lanes for span next to the middle span.
My An bridge

Working drawing

Page 17/35



III.1.2 Technical standards
- Design speed : 30km/h with class VI on plain.
- Designed load : 0.5xHL93;
- Earthquake Level: 6;
- Design frequency : P = 1%;
- Bridge width :
+ Vehicle lane

: 1 lanes x 3.5 m

+ Wheel guard

: 2 sides x 0,25m = 0.5m

+ Parapet

: 2 sides x 0.25 m = 0.5 m
Total:

= 3.5m

4.5 m

- Navigational clearance: follow the terms of reference and the written
approval of Ministry of Transport, the clearance requirements as follows:
•

Vertical clearance: 6.0 m (Vertical navigational clearance is from
water levels of frequency 5%);


- Cross section:
•

Vehicle lane

•

Earth roadside

: 1 lanes x 3,5m

= 3,5m

: 2 sides x 1,5m

Total:

= 3,0m
6,5m

- Geometry information: correspondence to design speed Vtk = 30km/h
follow standard TCVN 4054-05, principal parameters are as follow:
• Largest super elevation

: 6%

• Limit minimum horizontal curve radius

: 30m


• Minimum sag curve radius

: 250m

DESIGN SOLUTIONS
IV.1

Bridge

IV.1.1 Bridge location
My An bridge cross Nguyen Van Tiep canal at chainage point km 108+161 of
canal. The distance between new bridge and the existing bridge is about
75m upstream (direction to Tien Giang) as Document No. 102/UBND-XDCB
dated March 10th 2010 of Dong Thap committee. This location was chosen to satisfy
the following requirements:
- Take advantage of old bridge to ensure traffic during new bridges
construction (do not need temporary bridges to ensure traffic);

My An bridge

Working drawing

Page 19/35


Trung tâm Tư vấn và Ứng dụng công nghệ mới

TEDI South

- Reduce clearance amount of houses at bridge end;

RC. 30MPa 10cm cast in place.

•

Using waterproofing membrane for deck slab which is sprayed on
concrete's surface.

•

Layer for cover deck slab is 5cm of reinforce concrete 30MPa.

• Cross slope 2% with beams I. Cross slope is created by altering the height of plinth for
beam I.
• Bridge longitudinal has coned curve radius R = 1000m, maximum
longitudinal slope 6%.
• Use rubber expansion joints.
• Handrail is hot-dip galvanized steel, minimum galvanized thickness is
90 µm.
• Electrometric bearing pad, dimensions (150x200x25)mm, a minimum
compressive strength 600KN.
My An bridge

Working drawing

Page 20/35


Trung tâm Tư vấn và Ứng dụng công nghệ mới

TEDI South

Pier body is 2 columns diameter 80cm. Pier foundation include 12 driven piles
45x45cm, estimated pile length is 46m, the official length of piles will be decided
after complete the trial pile.
 Two piers (in water) of span 33m
Using pier of dense-body format,
reinforced concrete 30MPa. Pier
estimated pile length is 40m, the
complete the trial pile.

length (2 piers bearing ship impact pressure):
pile cap, body and capping are cast in place
foundation include 32 driven piles 45x45cm,
official length of piles will be decided after

(See detail in piers and abutment drawings)

IV.2
IV.2.1

Approach road

Layout

- Design principles
•

Routes are designed suit to design standards of road class VI delta,
Vtk=30km/h.

•

agreement on date March 10th 2010.

•

The intersection at the end point of alignment with the existing road:
Design the curve R=15m at the edge of pavement.

Longitudinal Profile
Design principles



- Create a Longitudinal profile to ensure favorable conditions and safety
for vehicles and drivers, thereby minimizing operating costs;
- Ensure enough clearance for the existing road cross under bridge.
- End point of alignment is connected with the existing road
- Ensure conditions of hydrology, hydraulics, and navigational clearance
follow requirement and minimum standards regulated for road class.
Controlled levels:



- According to hydrology report of My An bridge made by Transport
Engineering Design Joint Stock Incorporated South (TEDI South) on May
2010, water level as follows:
Water level as frequency (m)
No.
1

Bridge

 Hmin1 = H4% + 0,5m + Hcross-fall
 Hcross fall : height difference between center line and shoulder
H cross fall = 1,5 x 5% + 1,75 x 2% = 0,11m.
 Hmin1 = 3,02m + 0,5m + 0,11m = 3,63m.

•

Bottom level of pavement structure must be higher than regular water level, with day of
continuously flooded is 20 days for fine-grained sand embankment 30 cm, minimum
level of the center line as follows:
 Hmin2 = H regular + 0,3m + HKCAD + H cross fall

My An bridge

Working drawing

Page 22/35


Trung tâm Tư vấn và Ứng dụng công nghệ mới

TEDI South

 HKCAD: thickness of pavement structure.
HKCAD = 0,30m
 H cross fall = 1,5 x 5% + 1,75 x 2% = 0,11m.
 Hmin2 = 1,25m + 0,3m + 0,3m + 0,11m = 1,96m.
•

The existing level of PR no.846 is +3.42m, and the new approach road must be

• Surface cross-fall is 2% for approaching road (bituminous pavement) and 1,5% for
bridge surface (RC. pavement). Cross fall of side walk 5% (soil side walk)
•
IV.2.4

Talus slope 1/1,5;

Pavement structure
Apply pavement structure as follow:

IV.2.5

•

Double bituminous surface treatment 3.0kg/m2 on prime coat 1.0kg/m2;

•

Aggregate-base, 15cm thick, compacted K≥ 0,98;

•

Detritus sub-base course, 15cm thick, compacted K≥ 0,98;;

Embankment
Embankment is filled with sand K≥0,95. Talus cover is clay 1.0m thick.

IV.2.6

Soft soil treatment

the concrete block, which has a hole for grass grow. Toe of the slope is
concrete 20MPa dimension 40cm width and 60cm height on the wooden
piles dia. 8-10cm, 4.0m length/one, 25 sticks/m2.
- Length of protection:
•

25m length from wing-wall end.

•

The remaining is protected with grass grow.

IV.2.8 Traffic safety
- Painting line, sign board are designed follow Standard of road sign
22TCN 237-01. Road safety items are designed as follows:
-

Painting line:
• Deceleration paint : on the existing road and the approach road end
close to the intersection (see Deceleration Paint drawing for detail)
- Sign board
•

Sign board No. 115 "Limiting vehicle weight" : to banned vehicles
having entire weight.

•

Sign No. 440 "bridge name " to report information about bridge:
bridge name, drainage point, road ID (name), length, width.



Trung tâm Tư vấn và Ứng dụng công nghệ mới

TEDI South
•

Sign No. C1.1.3: Waterway sign board – Ship, boat only can go between 2 sign
board.

•

Sign No. C1.1.4: Waterway sign board – Forbid the Ship, boat go out of 2 sign
board.

- Corrugations handrails: At section of approach road close to the
abutment, install corrugations railing for traffic safety in approaching
road section. (Details see in corrugations drawing)
- Signed stakes: is arranged next to corrugations handrail up to the end of
approaching road. (Details see in drawing of lane printer and signs)
IV.3

Lighting

- Arrange Lighting: Currently bridge is outside urban area, not dense
population, now not design lighting, and just set available positions on
bridge.
V

CHANGES AND ISSUES TO BE NOTES :


Working drawing

Page 25/35