Bản thiết kế cầu Nhật Tân

Cầu Nhật Tân là một cây cầu được xây dựng với tổng mức đầu tư hơn 13.626 tỷ đồng nằm trong tổng số 7 cầu bắc qua sông Hồng đoạn Hà Nội, nối quận Tây Hồ với huyện Đông Anh, kết cấu nhịp của cầu chính theo dạng cầu dây văng nhiều nhịp với 5 trụ tháp hình thoi và 6 nhịp dây văng, bắt đầu tại phường Phú Thượng, quận Tây Hồ đến điểm cuối giao với quốc lộ 3 tại km 7+100, xã Vĩnh Ngọc huyện Đông Anh. Cầu được khởi công ngày 7 tháng 3 năm 2009,1 ngay sau khi hoàn thành cầu Thanh Trì và hoàn thành nhân kỷ niệm Thăng LongHà Nội 1000 năm. Theo dự án, cầu được kết cấu kiểu dây văng liên tục bê tông cốt thép dự ứng lực, thi công bằng phương án đúng hẫng cân bằng2. Cầu Nhật Tân được khánh thành vào ngày 412015,3 đồng bộ với đường Nhật Tân Nội Bài tạo nên một tuyến cao tốc nội đô hiện đại, rút ngắn thời gian di chuyển từ cảng hàng không quốc tế Nội Bài tới trung tâm Hà Nội. Cầu được xem là biểu tượng mới của Thủ đô Hà Nội với 5 nhịp dây văng tượng trưng cho 5 cửa ô.Mặt cầu rộng 33,2m với 8 làn xe cho cả hai chiều, chia thành 4 làn xe cơ giới, 2 làn xe buýt, 2 dải xe hỗn hợp, phân cách giữa, đường dành cho người đi bộ. Cầu dài 3,9 km và có đường dẫn 5,17 km, trong đó phần chính của cầu qua sông dài 1,5 km.Đã từng có một số ý kiến cho rằng nên đổi tên cầu thành cầu Cổ Loa hoặc Đông Đô, theo tên của kinh thành Thăng Long các thời An Dương Vương và Lê Lợi, vì địa danh xây dựng cầu không nằm trên đất vùng trồng đào Nhật Tân nổi tiếng

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LIST OF DRAWINGS 1

CHODAI CO., LTD AND NIPPON ENGINEERING CO., LTD

in association with

NHAT TAN BRIDGE CONSTRUCTION PROJECT

SUBSTRUCTURE

FOUNDATION

END PIER

SUPERSTRUCTURE PYLON

DECK AND GIRDER

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LIST OF DRAWINGS 2

in association with

STAY CABLE

ACCESSORIES

ERECTION SEQUENCE AND TEMPORARY STRUCTURES

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- ALL STATIONS, COORDINATES AND ELEVATIONS ARE IN METERS

- ALL DIMENSIONS ARE IN MILLIMETERS UNLESS OTHERWISE INDICATED

2 DESIGN STANDARDS

2.1 SPECIFICATIONS FOR DESIGN WORKS

1 LOAD AND ANALYSIS METHOD FOR DESIGN ALLCOMPONENTS OF BRIDGE EXCEPT BELOWS SPECIFICATION FOR BRIDGE DESIGN 22TCN 272-05

3 STEEL PIPE SHEET PILE DESIGN SPECIFICATIONS FOR HIGHWAY BRIDGES, IV SUBSTRUCTURE SECTION JRA - 2002

4 STEEL PIPE SHEET PILE DESIGN GUIDELINE FOR DESIGN AND CONSTRUCTION OF STEEL PIPE SHEET PILE FOUNDATIONS, JAPAN ROAD ASSOCIATION JRA - 1997

5 STAY CABLES RECOMMENDATION FOR STAY CABLE DESIGN, TESTING AND INSTALLATION - 2000, POST TENSIONING INSTITUTE PTI - 2007

6 PRELIMINARY AERODYNAMIC EXAMINATION DESIGN MANUAL FOR BRIDGE AERODYNAMIC, JAPAN ROAD ASSOCIATION JRA - 1991

7 AERODYNAMIC ANALYSIS WIND PROOF DESIGN STANDARD FOR HONSHU-SHIKOKU BRIDGES, HONSHU-SHIKOKU BRIDGE AUTHORITY HBS-2001

8 WIND TUNNEL TEST WIND PROOF DESIGN STANDARD FOR HONSHU-SHIKOKU BRIDGES, HONSHU-SHIKOKU BRIDGE AUTHORITY HBS-2001

10 SEISMIC DESIGN - LIQUEFACTION OF SOIL SPECIFICATIONS FOR HIGHWAY BRIDGES - PART V SEISMIC DESIGN, JAPAN ROAD ASSOCIATION JRA - 2002

13 STRUCTURAL WELDING SPECIFICATIONS FOR STRUCTURAL WELDING CODE - STEEL AWS D1.1

2.2 SPECIFICATIONS FOR MATERIALS

3 STANDARD SPECIFICATION FOR FINE AGGREGATE FOR PORTLAND CEMENT CONCRETE AASHTO M6-03

4 STANDARD SPECIFICATION FOR COARSE AGGREGATE FOR PORTLAND CEMENT CONCRETE AASHTO M80-87 (2003)

8 STANDARD SPECIFICATION FOR STEEL BARS FOR CONCRETE REINFORCEMENT JIS G3112

9 STANDARD SPECIFICATION FOR UNCOATED STRESS-RELIEVED STEEL WIRE AND STRANDS FOR PRESTRESSED CONCRETE JIS G3536

3 CLEARANCE

3.1 HIGH WATER LEVEL

HIGH WATER LEVEL (MNTK) : +13.67 M

LOW WATER LEVEL (MNNN) : +2.33 M

3.2 REQUIRED NAVIGATIONAL CLEARANCE

HORIZONTAL NAVIGATION WIDTH FOR BOTH EASTWARD AND WESTWARD DIRECTIONS SHALL BE 80.0 M MINIMUM VERTICAL CLEARANCE

IN ACCORDANCE WITH ARTICLE 3.6 OF 22TCN-272-05, THE FOLLOWING LIVE LOADS ARE APPLIED IN THE DESIGN

VEHICULAR LIVE LOAD SHALL CONSIST OF A COMBINATION OF :

- DESIGN TRUCK OR DESIGN TANDEM , AND

- DESIGN LANE LOAD

NUMBER OF DESIGN LANE 4 LANES LOADING/DIRECTION

FATIGUE LOADING SHALL BE SINGLE DESIGN TRUCK WITH 9.0M SPACING BETWEEN REAR AXLES, THE DESIGN LIFE SHALL BE 100 YEARS

- DYNAMIC LOAD ALLOWANCE IS APPLIED IN ACCORDANCE WITH SECTION 3.6.2 OF 22TCN-272-05

- DYNAMIC LOAD ALLOWANCE IS APPLIED TO STAY CABLES AND ANCHORS

- DYNAMIC LOAD ALLOWANCE IS NOT APPLIED TO PYLON FOUNDATIONS THAT ARE ENTIRELY BELOW GROUND

- DYNAMIC LOAD ALLOWANCE IS NOT APPLIED TO LANE LOAD AND PEDESTRIAN LOAD

5.4 PEDESTRIAN LOADPEDESTRIAN LOAD IS APPLIED WITH AN INTENSITY OF 3 X 10-3 MPA

5.5 BREAKING FORCE

- BREAKING FORCE IS APPLIED IN ACCORDANCE WITH SECTION 3.6.4 OF AASHTO-LRFD 2004

- THE BREAKING FORCE IS TAKEN AS GREATER OF A) 25% OF THE AXLE WEIGHTS OF THE DESIGN TRUCK OR DESIGN TANDEM

OR, B) 5% OF THE DESIGN TRUCK PLUS LANE LOAD OR 5% OF THE DESIGN TANDEM PLUS LANE LOAD

5.6 UNIFORM TEMPERATURE ( REFERENCE TEMPARATURE IS +24°C )

CONCRETE DECK ON STEEL GIRDER +1°C TO +55°C

5.7 THERMAL GRADIENTFOR THERMAL GRADIENT, SECTION 3.12 OF 22TCN-272-05 SHALL BE APPLIED

5.8 WIND LOAD

- DESIGN WIND VELOCITY IS APPLIED IN ACCORDANCE WITH SECTION 3.8.1.1 OF 22TCN-272-05

- THE 10 MINUTES AVERAGE WIND VELOCITY IS 34 M/SEC AT 10-M ELEVATION

- GUST RESPONSE FACTOR FOR THE STATIC WIND ANALYSIS IS 1.9

- DRAG COEFFICIENT FOR THE DECK IS 1.70

- DRAG COEFFICIENT FOR STAY CABLES IS 0.8 DRAG COEFFICIENT FOR PYLON IS 1.6 FOR WINDWARD SECTION AND 0.8 FOR LEEWARD SECTION

- DESIGN WIND VELOCITY DURING CONSTRUCTION AT 10M ELEVATION IS 24 M/SEC

5.9 STREAM FLOW

- FORCES DUE TO STREAM FLOW UNDER DESIGN FLOOD IS APPLIED TO EACH SUBSTRUCTURE

- THE DESIGN WATER VELOCITY IS 2.3 M/SEC FOR DESIGN 100-YEAR AND 500-YEAR FLOODS

- THE DESIGN WATER VELOCITY IN EXTREME LIMIT STATES, 0.9 M/SEC IS USED AS AN ANNUAL DISCHARGE VELOCITY

5.10 DESIGN VESSEL

MAXIMUM DIMENSION LENGTH=90 M, WIDTH=12 M, LENGTH=40 M, WIDTH=10 M,

LADEN DRAUGHT=3.5 M LADEN DRAUGHT=1.7 M

5.11 SCOURSCOUR DUE TO DESIGN FLOOD IS CONSIDERED AT STRENGTH AND SERVICE LIMIT STATES

SCOUR DUE TO ANNUAL DISCHARGE IS CONSIDERED AT EXTREME EVENT LIMIT STATE

PIER NO SCOUR DEPTHS DUE TO DESIGN FLOOD (M) SCOUR DEPTHS DUE TO ANNUAL DISCHARGE (M)

- THE NHAT TAN BRIDGE PROJECT AREA IS DESIGNATED AS MSK CLASS 8 IN SECTION 3.10.2 OF 22TCN-272-05

- THE ACCELERATION COEFFICIENT (A) OF GROUND MOTION FOR THE BRIDGE IS 0.12, FOR THE RETURN PERIOD TO 2,500 YEARS

- SITE EFFECT, S SHALL BE 1.2 IN ACCORDANCE WITH SECTION 3.10.5.2 OF 22TCN-272-05

- RESPONSE MODIFICATION FACTOR IS DETERMINED WITH CONSIDERING IMPORTANCE OF THE PYLONS

5.13 PYLON PLUMBNESSTHE PLUMBNESS OF PYLON DUE TO ERECTION ERROR SHALL BE H/1,000 FOR BOTH LONGITUDINALLY AND TRANSVERSELY,WHERE H IS A DISTANCE BETWEEN TOP AND BOTTOM OF PYLON

6 MATERIALS6.1 CONCRETECOMPRESSIVE STRENGTH OF CONCRETE SHALL BE BASED ON A 28-DAY STRENGTH OF A 150MM DIAMETER CYLINDER

(MPA)PYLON

40PRECAST AND CAST-IN-PLACE CONCRETE DECK

END PIER OF CABLE-STAYED BRIDGE

30CAST-IN-PLACE PILE OF CABLE-STAYED BRIDGE

TOP SLAB, AND BULKHEAD AND INNER PILE FILLING CONCRETE OF

25 STEEL PIPE SHEET PILE FOUNDATION

SIDE WALK, PRECAST CURB AND MEDIANBOTTOM SLAB OF SPSP FOUNDATION

20EXTERIOR PILE FILLING CONCRETE OF SPSP FOUNDATION

COUNTER WEIGHT IN END FLOORBEAM

- UNLESS FORMS ARE NOT USED, PILE CAP CONCRETE SHALL BE PLACED ON 100MM MINIMUM THICKNESS OF BLINDING CONCRETE

- BLINDING STONE SHOWN ON THE DRAWINGS IS INDICATIVE ONLY THE CONTRACTOR SHALL PROVIDE BLINDING STONE WHEN APPROVED ORINSTRUCTED BY THE ENGINEER

2 DESIGN ALL COMPONENTS OF BRIDGE

EXCEPT BELOWS AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SI UNITS, 4TH, AASHTO 2007 AASHTO LRFD 4TH

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GENERAL NOTES 2

in association with

2 1

TOP SLAB OF STEEL PIPE SHEET PILE FOUNDATION

6.3 PRESTRESSING TENDONS

LOW RELAXATION STEEL SHALL BE USED FOR PRESTRESSING TENDONS

6.4 STEEL FOR STAY CABLES / TIE-DOWN CABLES

HIGH DENSITY POLYETHYLENE COVER ( HDPE )

6.5 STRUCTURAL STEEL FOR SUPERSTRUCTURE

TYPE JIS DESIGNATION AND STRUCTURAL COMPONENTSSM570 JIS G 3106

- EDGE GIRDER AND CABLE ANCHORAGE SM490Y JIS G 3106

SM520 - EDGE GIRDER, FLOORBEAM, CABLE ANCHOR BOX, TOP STRUTSM490 JIS G 3106

- BEARING, SOLE PLATESS400 JIS G 3101, JIS G 3106SM400 - SUPPORT STRUT

SS400 SM400

MINIMUM YIELD POINT OR MINIMUM YIELD

STRENGTH FY (MPA)

SM490Y SM520

STRENGTH FY (MPA)

MINIMUM TENSILE STRENGTH FU (MPA) 490 ~ 610 FOR SM490Y AND 520 ~ 640 FOR SM520

SM570

STRENGTH FY (MPA)

6.6 STRUCTURAL STEEL FOR STEEL PIPE SHEET PILE FOUNDATION

STEEL PIPE FOR INTERNAL INDEPENDENT PILES

STUD REBAR CONNECTION6.7 MISCELLANEOUS STEEL

MINIMUM YIELD POINT OR

JIS MINIMUM YIELD STRENGTH

FY (MPA)

PIPE CABLE ANCHORAGE

TAPERED EXTENSION

6.8 HIGH STRENGTH BOLTS

(Nominal Bolt Diameter) Slip Resistance (kN) Design Bolt Tension (kN)

BEARINGS AT P11 AND P17 ARE POT BEARING AND BEARINGS AT PYLONS ARE HIGH DAMPING ELASTOMERIC BEARING

"HDR-S" ( HIGH DAMPING RUBBER - SUPER ) IS USED FOR ELASTOMERIC BEARING

75 mm

- CAST-IN-PLACE PILE AND PILE CAP

- TOP CAST-IN-PLACE SLAB OF STEEL PIPE SHEET PILE FOUNDATION

- EXTERIOR SURFACE OF PYLON BELOW WATER OR BELOW GROUND

- EXTERIOR SURFACE OF END PIER BELOW WATER OR BELOW GROUND

50 mm

- EXTERIOR SURFACE OF PYLON ABOVE WATER OR ABOVE GROUND

- EXTERIOR SURFACE OF END PIER ABOVE WATER OR ABOVE GROUND

- INTERIOR SURFACE OF PYLON (IF NECESSARY)

40 mm

- INTERIOR SURFACE OF PYLON

- INTERIOR SURFACE OF END PIER

- TOP EXTERIOR SURFACE OF PRECAST AND CAST-IN-PLACE SLAB

35 mm - BOTTOM EXTERIOR SURFACE OF PRECAST AND CAST-IN-PLACE DECK SLAB7.2 CRACK CONTROL

CRACK WIDTH PARAMETER IS 30,000 N/MM ( MODERATE EXPOSURE CONDITION ) EXCEPT ENDPIER PILECAP ( =17500 N/MM)

7.3 REINFORCEMENT

- MINIMUM SPLICE LENGTH SHALL BE IN ACCORDANCE WITH 22TCN-272-05

- STANDARD HOOKS AND MINIMUM BEND DIAMETER SHALL BE IN ACCORDANCE WITH 22TCN-272-05

- A REINFORCING BAR INDICATED AS VARIED LENGTH SHALL BE LAP SPLICED AS NECESSARY SUBJECT TO THE FOLLOWING CONDITIONS : A) LAP SPLICES IN ADJACENT BARS SHALL BE STAGGERED

B) MINIMUM LAP LENGTHS SHALL BE IN ACCORDANCE WITH 22TCN 272-05 LAP LENGTHS FOR CIP PILES SHALL NOT BE LESS THAN 40 TIMES BAR DIAMETER

7.4 ANCHORAGES AND DUCTS

- DUCTS FOR INTERNAL TENDONS SHALL BE FULLY COMPATIBLE WITH THE PROPOSED PRESTRESSSING SYSTEM

THE DUCTS SHALL FORM AN AIRTIGHT AND WATERTIGHT BARRIER TO THE TENDONS AND SHALL BE FABRICATED FROM CORRUGATED GALVANIZED SHEET STEEL OR SEMI-RIGID CONDUIT

- GROUTING MATERIAL SHALL BE NON-BREEDING TYPE AS SPECIFIED IN THE TECHNICAL SPECIFICATION

8 STEEL DESIGN8.1 WELD

MINIMUM FILLET WELD SIZE IS IN ACCORDANCE WITH TABLE 2.1 OF 2002-AWS D1.5 AS SPECIFIED BELOW :

- 6MM FOR BASE MATERIAL THICKNESS OF THICKER PART JOINTED IS 20MM OR LESS

- LARGER OF 8MM, T , OR (2T ) FOR 20MM OR LARGER WHERE, T2 IS THE THICKNESS OF THICKER PLATE OF JOINING PLATES

10 CONSTRUCTION10.1 CONSTRUCTION WATER LEVELCONSTRUCTION WATER LEVEL FOR STEEL PIPE SHEET PILE FOUNDATION IS ASSUMED +9.5M

10.3 PYLONPYLON CROSSBEAM SHALL BE PRESTRESSED BEFORE CASTING CONCRETE OF STEM ABOVE CROSSBEAM

10.4 LONGITUDINAL PRESTRESSING FOR PRECAST DECK PANELSSEE CONTRACT DRAWINGS FOR TIMING OF LONGITUDINAL PRESTRESSING FOR PRECAST DECK PANELS

11 REFERENCE OF REBARREBAR PROPERTIY WHICH IS REFERRED IN THE DRAWINGS IS EXPLAINED AS FOLLOWS

EXAMPLE: 20 NX02-D16-150-NF

LOCATION AS FOLLOWS (IF INDICATED)SPACING (MM) (IF INDICATED)NOMINAL BAR DIAMETER (MM)DESIGNATION OF BAR

2 DIGITS NUMBER AFTER "N", OR "N"+1 CHARACTER+2 NUMBERS THIS NUMBER REPRESENTS A GROUP OF BARS

NUMBER OF BARS ( IF INDICATED )

NF : NEAR FACE, FF : FAR FACE, T : TOP, B : BOTTOM, ETC

SETTING POSITIONTHE BRIDGE GEOMETRY AND DIMENSIONS SHOWN IN THE DRAWINGS ARE AT A REFERENCE TEMPERATURE OF 24°C AND 10-YEAR CREEP AND SHRINKAGE10.2

AFTER THE BRIDGE COMPLETION THE CONTRACTOR SHALL CALCULATE DISPLACEMENTS INCLUDING ELASTIC, CREEP/SHRINKAGE FOR EACH ERECTIONSTAGE ACCORDING TO HIS CONSTRUCTION METHOD AND ERECTION SEQUENCES

-9 STAY CABLE DESIGN

- REPLACEMET OF STAY CABLE IS CONSIDERED WITH SHIFTING AWAY OF LIVE LOAD AT LEAST TWO LANES FROM THE CABLE UNDER REPLACEMENT

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GIRDER CROSS SECTION S = 1 / 300 TRANSVERSE ELEVATON (P12) S = 1 / 1000

S = 1 / 300

Rev No.MAIN BRIDGE GENERAL DRAWING 2

PYLON CROSS SECTION

DRAWING TITLE:

35600

3 x 3750=112503300

4001200

5700

45001200

3641 750

18141814

3536

3057479

15291529

6291800629

LC-P 12L

2R

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in association with

1800500

1050 1400 1100 13504900

45003000

+27.2

+9.7

+6.7

PIER 18PYLON 16

21606@2200=13200

5401145

Ø1500

12000

15002@4500=9000

1500

45003000

4500

5753000575

70013757251350

179105

560011000

414008@4800=384001500

410030008000

30002600

410030008000

3000

1001500

All dimensions are in mm, unless otherwise shown

CIP PILE Ø1500

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2037203740749875061

-40.5-40.5

29712971

7504167

11400

8200

3031200

12004500

B-B A-A

3 3

5 5

6 6

S = 1 / 300

A A

B B

LC-P 12L

Lighting Arrester

Access Door

Obstacle LightLighting Arrester

Obstacle Light

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8446101351158210135487438446

Estimated Bearing Stratum-28.09 (P13)

1200-3.0

AT:+0.18MNNN:+2.33

29712971

12297

1' - 1'

12277924

305

3031200

12004500

11688

630849801328

7504167

B-B A-A

NOTE:LIFTS SHOWN IN THE DRAWING ARE FOR REFERENCE ONLY.

C - 2a - 002

4 4

P13 124piles x Ø1200 / foundation

1 1

A A

B B

3 3

5 5

6 6

DRAWING No : SHEET No : PACKAGE:

GENERAL VIEW OF PYLON P13

in association with

DRAWING TITLE:

1' 1'

Lighting Arrester

Access Door

Obstacle Light

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B A

-34.5-34.5

Estimated Bearing Stratum

-28.20 (P14)

1200

120048743

AT:+11.14

322112278002

29712971

1227

32218002

12449

630849801328

7504167

12004500

B A

B-B A-A

1200

29047727

1:0+6.141:1.0

1: 0+6.14

2050020500

4 4

1 1

A A

B B

3 3

5 5

6 6

Rev No

H Ikeda

K Itabashi

H Ohashi

in association with

DRAWING TITLE:

1' 1'

Lighting Arrester

Access Door

Obstacle Light

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B A

Estimated Bearing Stratum-29.73 (P15)

120048743

1200

AT:-1.20

-36.0-36.0

29712971

12297

1' - 1'

630849801328

7504167

31461227

7924 10874

305

3031200

12004500

3000

B A

B-B A-A

C - 2a - 004

4 4

1 1

A A

B B

3 3

5 5

6 6

in association with

DRAWING TITLE:

1' 1'

Lighting Arrester

Access Door

Obstacle Light

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30003000

3000 30003000

B A

120048743

Estimated Bearing Stratum

-28.98 (P16)AT:+10.58

-35.0-35.0

29712971

114003000

8200

299812277767

29981227

7767 12135

305

3031200

12004500

11992

1' - 1'

630849801328

7504167

B-B A-A

1:

0+5.581:1.0

1:

0+5.58

95001:1.0

4 4

1 1

A A

B B

3 3

5 5

6 6

Rev No

H Ikeda

K Itabashi

H Ohashi

in association with

DRAWING TITLE:

1' 1'

Lighting Arrester

Access Door

Obstacle Light

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LAYOUT OF STEEL PIPE SHEET PILE

type-E

( Mortar Filling )Steel Pipe

type-F

Rev No

C - 2a - 006

C A

F F F F F

B B B B B B B

DRAWING TITLE:

Exterior Steel Pipe Sheet Pile

Bulkhead Steel Pipe Sheet Pile

F F F F F E

type-D

( Mortar Filling )

Steel PipeJoint Pipe6067.6

1447.8 1447.8247.8 247.8

14.8

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Rev No.

H Ohashi

in association with

Top Slab5001500

Top Slab5002500

PIPE SHEET PILES

11000Filled Concrete

1300Filled Concrete

Between adjacent piles,welding position shall be staggered

in such a way that Type-a and Type-b for exterior steel pipe sheet piles,and Type-c and Type-d for bulkhead steel pipesheet piles

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( P13 )DRAWING No : SHEET No : PACKAGE:

Rev No

C A

F F F F F

B B B B B B B

DRAWING TITLE:

F F F F F E

5437.2

1447.8 1447.8247.8 247.8

14.8

type-E

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Rev No.

H Ohashi

in association with

Top Slab5001500

Top Slab5002500

1300Filled Concrete

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Rev No

C A

F F F F F

B B B B B B B

DRAWING TITLE:

F F F F F E

5121.9

1447.8 1447.8247.8 247.8

14.8

type-E

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Rev No.

H Ohashi

in association with

Top Slab5001500

Top Slab5002500

1300Filled Concrete

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Rev No

C A

F F F F F

B B B B B B B

DRAWING TITLE:

F F F F F E

5437.2

1447.8 1447.8247.8 247.8

14.8

type-E

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Rev No.

H Ohashi

in association with

Top Slab5001500

Top Slab5002500

1300Filled Concrete

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Rev No

C A

F F F F F

B B B B B B B

DRAWING TITLE:

F F F F F E

6067.6

1447.8 1447.8247.8 247.8

14.8

type-E

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Rev No.

H Ohashi

in association with

Top Slab5001500

EXTERIOR STEEL PIPE

Top Slab5002500

1300Filled Concrete

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in association with

1010

8Bead Width

500500

2~5Dead Water Material

（Pre-cut Position）

S=1/20

TiE

AE

A100100

B5555

C2525

D2525

E

64012

30

11

JOINT DETAIL

Ø1200

S=1/ 5

DETAIL OF STEEL PIPE SHEET PILESHOWN IN

22 80 1550

50150250300

65

303090150200

MAX LIFTING LOAD

tCopper Band

Root Gap Retention Bead

Ø1200t

PL-12x6x30

PL-70x6x3663BACKING STRIP

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in association with

PILE HEAD DETAIL

& Internal Pile

No of Bulkhead

4046464070

L18101000100010801240

Rebar N01D16D20D20D22D25

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NAME TITLE

DRAWING No :SCALE:

TRANSPORT ENGINEERING DESIGN INCORPORATED

1)PLACEMENT OF LEVELING SAND FOLLOWED BY CASTING UNDERWAR BOTTOM SLAB CONCRETE

2)DRAINING THE COFFERDAM INTERIOR

UP TO +7.00M LEVEL AFTER BOTTOM SLAB CONCRETE GAINED REUIRED STRENGTH.

UP TO +5.00M LEVEL AFTER THE 2ND TEMPORARY TIMBERING INSTALLATION.

UP TO +3.00M LEVEL AFTER THE 3RD TEMPORARY TIMBERING INSTALLATION.

UP TO +0.00M LEVEL AFTER THE 4TH TEMPORARY TIMBERING INSTALLATION.

UP TO -3.00M LEVEL AFTER THE 5TH TEMPORARY TIMBERING INSTALLATION.

1)DRAINING THE COFFERDAM INTERIORO

1)WELDING OF REINFORCING BAR STUDS

TO INTERIOR FACE OF EXTERIOR STEEL PIPE SHEET PILES AND PLACEMENT OF TOP SLAB CONCRETE IN THE AIR.

2)CUT OUT PROTRUDING PORTION OF EXTERIOR SHEET PILES.

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H Ohashi

Rev No.DRAWING TITLE:

SOCIALIST REPUBLIC OF VIET NAM

1)UNDERWATER EXCAVATION UP TO -12.50M LEVEL AFTER THE 1ST TEMPORARY TIMBERING INSTALLATION.

UP TO +0.00M LEVEL AFTER THE 4TH TEMPORARY TIMBERING INSTALLATION.

1)REMOVAL OF ALL TEMPORARY TIMBERINGS AFTER TOP SLAB CONCRETE GAINED REQUIRED STRENGTH

1)EXCAVATE INSIDE EXTERIOR SHEET PILES AND FILLED WITH CONCRETE AS SHOWN

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Y Kajimura

H Ohashi

NAME TITLE

DRAWING No :SCALE:

in association with

UP TO +4.00M LEVEL AFTER THE 1ST TEMPORARY TIMBERING INSTALLATION.

1)UNDERWATER EXCAVATION UP TO -12.50M LEVEL AFTER THE 2ND TEMPORARY TIMBERING INSTALLATION.

UP TO -0.50M LEVEL AFTER THE 3RD TEMPORARY TIMBERING INSTALLATION.

1)REMOVAL OF ALL TEMPORARY TIMBERINGS AFTER TOP SLAB CONCRETE GAINED REQUIRED STRENGTH

3)BACKFILL UP TO THE EXISTING GROUND LEVEL.

-8.50+6.14

+6.14 +6.14+6.14

1:1.0+11.14

1)EXCAVATE OUTSIDE COFFERDAM UP

Concrete Fill20500

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H Ohashi

SOCIALIST REPUBLIC OF VIET NAM

in association with

UP TO +6.50M LEVEL AFTER THE 1ST TEMPORARY TIMBERING INSTALLATION.

1)UNDERWATER EXCAVATION UP TO -12.50M LEVEL AFTER THE 3RD TEMPORARY TIMBERING INSTALLATION.

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Y Kajimura

H Ohashi

NAME TITLE

DRAWING No :SCALE:

in association with

UP TO +0.00M LEVEL AFTER THE 4TH

TEMPORARY TIMBERING INSTALLATION.

T Akiba

H Ikeda

C - 2a - 022 \ \00 SIGN\Akiba.TIF

STEP11+9.50

3)BACKFILL UP TO THE EXISTING GROUND LEVEL.

STEP6

+9.50 +9.50

+5.581:1

Trang 30

REINFORCMENT OF TOP SLAB

SHEET No :

Top Layer No.2 @300

Bottom Layer No.2 @150Bottom Layer No.3 @150

Trang 31

Top Layer No.2 @300

1 / 200

T Akiba

H Ikeda

Trang 32

Top Layer No.2 @300

Trang 33

Top Layer No.2 @300

1 / 200

T Akiba

H Ikeda

Trang 34

in association with

Top Layer No.2 @300

Bottom Layer No.2 @150

Trang 35

in association with

D D

CONNECTION BETWEEN TOP SLAB

( P12 ) AND SHEET PILES

ELEVATION S=1/100

Shear reinforcement

N02-D22-100-FF

N03-D22-100-NFN04-D22-100-FF

N01-D22-100-NFN02-D22-100-FF

N03-D22-100-NFN04-D22-100-FF

399301

CROSS SECTION S=1/40

T Akiba

H Ikeda

SHOWN IN \ \00 SIGN\Akiba.TIF

NOTES:

1.STUD WELDING MUST SATISFY A PERMISSIBLE VALUE

Trang 36

in association with

H Ohashi

Moment reinforcement

Moment reinforcementØ1200

D D

B

1

19'2Shear reinforcement

Shear reinforcement

N02-D22-100-FF

N03-D22-100-NFN04-D22-100-FF

N01-D22-100-NFN02-D22-100-FF

N03-D22-100-NFN04-D22-100-FF

399301

ARRANGEMENT OF REINFORCING BAR STUD S=1/40

Trang 37

in association with

D D

B

1

Shear reinforcement

N02-D22-100-FF

N03-D22-100-NFN04-D22-100-FF

N01-D22-100-NFN02-D22-100-FF

N03-D22-100-NFN04-D22-100-FF

399301

NOTES:

Trang 38

in association with

H Ohashi

D D

B

1

Shear reinforcement

N02-D22-100-FF

N03-D22-100-NFN04-D22-100-FF

N01-D22-100-NFN02-D22-100-FF

N03-D22-100-NFN04-D22-100-FF

399301

Trang 39

in association with

D D

B

1

Shear reinforcement

N02-D22-100-FF

N03-D22-100-NFN04-D22-100-FF

N01-D22-100-NFN02-D22-100-FF

N03-D22-100-NFN04-D22-100-FF

399301

NOTES:

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in association with

N.H.NGHIA H.Ikeda

1800500

3000800

113005300

51656000

26003000

83003000

45003000

2 tie-down shall be as specified on dwg C-3b-073 and -74

1 bearing shall be as specified on dwg C-4-005

1450 625

4451210 795400

1+25

1+251.0 400

3 install rebar for crack prevention in bearing mortar

4 fill non-shrink mortar in block out provided for anchor bolts of bearing

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