Report_E

HANOI PEOPLES COMMITTEE HANOI METROPOLITAN RAILWAY MANAGEMENT BOARD (MRB)

DAELIM INDUSTRIAL CO., LTD (DAELIM)

CONSTRUCTION DESIGN REPORT

PROJECT: HANOI PILOT LIGHT METRO LINE Section Nhon - Hanoi Railway Station

PACKAGE: ELEVATED SECTION - LINE

PACKAGE NUMBER: HPLMLP/CP-01

PILE CAP OF PIERS FROM P151 TO P154 (NHUE RIVER CROSSING BRIDGE)

Location: Tu Liem District, Hanoi

PROJECT IMPLEMENTATION CONSULTANT: SYSTRA S.A June, 2015

Project Reference: DLM-IMP-TRE-WVO-J04-18904-E-2A

Doc No DLM-IMP-TRE-WVO- J04-18904-E-2A Page 2/26

CONSTRUCTION DESIGN REPORT

PROJECT: HANOI PILOT LIGHT METRO LINE Section Nhon - Hanoi Railway Station

PACKAGE: ELEVATED SECTION - LINE

PACKAGE NUMBER: HPLMLP/CP-01

PILE CAP OF PIERS FROM P151 TO P154 (NHUE RIVER CROSSING BRIDGE)

Location: Tu Liem District, Hanoi

Hanoi, June 2015

HANOI METROPOLITAN RAILWAY MANAGEMENT

BOARD (MRB) Date of approval, Ha Noi, ../../ 2015

CONTRACTOR (DAELIM)

PROJECT IMPLEMENTATION CONSULTANT (SYSTRA S.A.)

Hanoi Pilot Light Metro Project Construction design report of pile cap of piers from P151 to P154

Doc N DLM-IMP-TRE-WVO- J04-18904-E-2A Page 3/26

Contractor Approval / Revision Record Sheet

Revision Date Subject of issue / Revision Authors

1A /01/2015 First issue Nguyen Van Dien

2A /06/2015 Second issue Nguyen Van Dien

Revision N: 2A Name Date Signature

Prepared by NGUYEN VAN DIEN /06/2015

Checked by KIM DO GYUN /06/2015

Validated by LEE YOUNG CHUL /06/2015

Contractors specific comments:



Table of contents 1. INTRODUCTION ........................................................................................................................................ 6

1.1 GENERAL ............................................................................................................................................ 61.2 PACKAGE CP01 ................................................................................................................................... 61.3 PURPOSE OF THE REPORT ............................................................................................................... 6

2. DESIGN CRITERIA .................................................................................................................................... 72.1 LEGAL BASIS ...................................................................................................................................... 72.2 APPLIED STANDARDS AND SPECIFICATIONS ............................................................................ 82.3 MATERIAL PROPERTIES .................................................................................................................. 8

2.3.1 Concrete ........................................................................................................................................ 82.3.2 Reinforcement Steel ...................................................................................................................... 8

3. TECHNICAL DESIGN ASSESSMENT .................................................................................................... 93.1 REVIEWED DOCUMENTS ................................................................................................................. 93.2 RELATED DOCUMENTS ................................................................................................................... 93.3 VERIFICATION METHODOLOGY.................................................................................................. 10

4. REVIEW RESULT .................................................................................................................................... 104.1 GENERAL REVIEW .......................................................................................................................... 104.2 SPECIFIC RECOMMENDATION ..................................................................................................... 10

4.2.1 Level of pile cap ........................................................................................................................... 104.2.2 Arrangement of earthing bar ....................................................................................................... 114.2.3 Change the rebar shape of intermediate pier .............................................................................. 13

5. CONSTRUCTION DESIGN REPORT OF PILE CAP FROM P151 TO P154 ..................................... 145.1 TOPOGRAPHY, GEOLOGY CONDITIONS .................................................................................... 14

5.1.1 Topography ................................................................................................................................. 145.1.2 Geological ................................................................................................................................... 14

5.2 PILE CAP P151 AND P154 ................................................................................................................. 145.2.1 Design ......................................................................................................................................... 145.2.2 Comparison from technical design document ............................................................................. 17

5.3 PILE CAP P152 AND P153 ................................................................................................................. 185.3.1 Design ......................................................................................................................................... 185.3.2 Comparison from technical design document ............................................................................. 21

6. APENDIX .................................................................................................................................................... 226.1.1 Check cutting section of pier P151 and P154 ............................................................................. 226.1.2 Check cutting section of pier P152 and P153 ............................................................................. 24



Abbreviations MRB Hanoi Metropolitan Railway Management Board PIC Project Implementation Consultant (SYSTRA S.A.) DLM DAELIM INDUSTRIAL CO., LTD

Project References Ref N Ref ID number Ref description

1 PIC-TEC-TRE-WVO-L20-00194-E-2A Technical design statement input data/ volume 1

2 PIC-TEC-TRE-WVO-L20-00195-E-4A Technical design statement design/ volume 2

3 PIC-TEC-TDR-WVO-J00-29001-E-2A Viaduct design criteria

4 PIC-TEC-TDR-WVO-J00-29002-E-2A Viaduct - composition of design notes

5 PIC-TEC-TRE-WGO-L00-05015-E-2A Dimensioning note drainage of viaduct, bridges, ramps and trenches

6 PIC-TEC-TRE-ZDO-J04-18000-E-3A Bearing capacity Nhue River

7 PIC-TEC-TRE-WSU-L00-39016-E-4A Site specific geological, hydrogeological and geotechnical report for pile foundation in elevated section

8 PIC-TEC-TRE-ZDO-J04-18021-E-3A Stability during construction

9 PIC-TEC-TDR-WGO-L00-39003-E-5A Foundation design criteria

10 PIC-TEC-TRE-ZDO-J04-18003-E-2A Design of intermiate pier

11 PIC-TEC-TRE-ZDO-J04-18004-E-2A Design of end pier

12 PIC-TEC-TTS-WVO-L20-00037-E-2A. Technical specifications

13 SET 3 - 18H Technical design drawings of Nhue river crossing bridge



1. INTRODUCTION

1.1 GENERAL Hanoi Pilot light metro line project running on dedicated lines with a total length of main line

about 12.5 km, including:

+ Start point: The first station Nhon (Tu Liem) + final station Hanoi railway station located on Tran Hung Dao (front Hanoi station) + elevated road: about 8.5 km + underground section: about 4 km + Stations: 12 stations including 8 elevated stations (stations S1 to S8) and 4 underground stations (stations S9 to S12), which has 2 connection transit station. + Depot: Approximately 15 ha (in Minh Khai & Tay Tuu commune, Tu Liem district). + 1435mm double rail track, rail / railway switch according to the European standard UIC 60 or equivalent.

Means of transport: rolling was selected as type size "medium" - type B (according to European standards) with a width between 3.00 m 2.75m; the maximum number carriages of train is 5, a length of about 100 meters with a capacity of 1.200 passengers, according to the developmental stage of expected passengers from 2015 to after 2063.

1.2 PACKAGE CP01 Package CP01 Line Elevated Section is located in area of Nhon, Tu Liem district and area of

Cau Giay district, and ending at Kim Ma street of Ba Dinh district.

The work items of package CP01 include: + Alignment; + Typical viaduct; + Structure of slope (retaining wall); + Special bridges: Nhue River Bridge, Ring Road No. 3 Viaduct - Mai Dich Bridge, Ring Road No.2 Viaduct - Cau Giay; + Cast-In-Place slab bridges: structures of transitions section, T-Shape, Viaduct access to depot.

1.3 PURPOSE OF THE REPORT The objective of this report is to review the technical design document and provide all the

necessary information supporting the construction drawing design of pile cap from P151 to P154, Section Nhon - Hanoi Railway Station, Package No. HPLMLP/CP-01under the HANOI PILOT LIGHT METRO LINE PROJECT. See more detail on drawing ref. no. DLM-IMP-TRE-WVO-J04-18270-B-2A;

This report includes review of drawings, calculation sheets of pile cap from P151 to P154; Recommendation for items which, have not been mentioned or insufficient in technical design

calculation sheets and drawings;

Construction design reports shall include all the necessaries calculations and studies needed for the construction, Technical design review, and all the necessaries calculations and studies (at the discretion of the Engineer) needed for the integration of the data provided by the other Designated Contractors.



Other necessary documents to form sufficient basis for establishment of construction design drawings would be included in Construction design reports, such as:

+ Design criteria. + Detailed proposal, modifications. + Detailed case studies. + Computer modeling input, output.

Implementation description of Construction design for pile cap from P151 to P154. Construction design reports is prepared by the Contractor and will be checked, reviewed, and

verified internally before submitted to Engineer and Employer for approval.

VERTICAL CURVE R2500U? NG CONG ? NG R2500

24312445

1157 1229

2300

322

650 650

2300

300

9x3000=27000 45009x3000=270004500 200045005038500 65000 38500

4500 2000 4950 50

3200 1

800

3200

142000

1500

7997

3500

6678

2000

3500

7363

20001000

1000

180014001400

4600

10900 10900

2500 42004200 2500 42004200 180014001400

9x3000=2700020004950 9x3000=27000

1500

9348

Figure 2. General view of Nhue River Bridge

2. DESIGN CRITERIA

2.1 LEGAL BASIS Construction Law No. 50/2014/QH13 dated 01/07/2014 of the National Assembly of Socialist

Republic of Vietnam 13th;

Decree No. 12/2009/ND-CP dated 12/02/2009 of Government on the management of investment projects in construction. Decree No. 83/2009/ND-CP dated 15/10/2009 of the Government amending and supplementing some articles of Decree No. 12/2009/ND-CP;

Decree No. 15/2013/ND-CP dated 15/04/2013 of Government on the management of construction quality.

Circular No. 10/2013/TT-BXD dated 25/7/2013 of the Ministry of Construction about Management of construction quality.

Decision No. 54 / QD-MB Hanoi dated 20/7/2012 on the approval of the technical design of the Elevated section - Line (Package 1) - Hanoi Pilot Light Metro Line Project, section Nhon to Hanoi railway station;

Contract No. 4/2014/H-TCXD date 11/04/2014 the construction of the package CP01 Line - Elevated section under Hanoi Pilot Light Metro Line Project, section Nhon to Hanoi railway station.



2.2 APPLIED STANDARDS AND SPECIFICATIONS

Some primary standards are used for the design as follows: + Bridge Design standards 22TCN 272-05;

+ Earthquake resistant design Standard for construction TCXDVN 375-2006; + ASSHTO LRFD Edition 2007: America Association of State Highway and Transportation Officials, for geotechnical design.

2.3 MATERIAL PROPERTIES

2.3.1 Concrete

Concrete grades given in the following table were adopted in the construction design stage. Table 1. Concrete grade

Structural Element Grade (fc)

Cylinder Strength

E (short term)

Modulus of Elasticity

Superstructures

Pads and mortar for bearings

Pier caps, Pier shaft

Pile Caps

Lean concre

Piles

45 N/mm

60 N/mm

35 N/mm

35 N/mm

15 N/mm

30 N/mm

34 kN/mm

38 KN/mm

31 kN/mm

31 kN/mm

18.2 kN/mm

29 kN/mm

Poissons ratio = 0.18. Shear modulus of concrete, G, is calculated using the following equation: G = Ec/2(1 + ) Thermal expansion coefficient: 1.08x10-5oC-1 Creep and shrinkage coefficients are referred from Article 5.4.2.3.1 of 22TCN 272-05. The humidity ratio in Hanoi area is taken as 80% according to 22TCN 272-05.

2.3.2 Reinforcement Steel

The specified yield strength of the steel reinforcement is fy = 420MPa (grade 60 reinforcement). The modulus of elasticity of passive reinforcement Es is taken as 200,000 MPa (from Article

5.4.3.2 of 22TCN 272-05).

Diameters of rebar can be used are: 6mm, 8mm, 10mm, 12mm, 14mm, 16mm, 18mm, 20mm, 22mm, 25mm, 28mm, 32mm, 36mm, 40mm.

Maximum length of bars can be used is 11.70m. Unit weight of reinforcement steel is 78.5kN/m3.



3. TECHNICAL DESIGN ASSESSMENT

3.1 REVIEWED DOCUMENTS Technical design drawing - Nhue River Crossing Substructures P151-P154-Conc out (ref. no.

PIC-TEC-GDO-WVO-J04-18100-B-2A);

Technical design drawing - Nhue River Crossing P152-P153 Concrete out (ref. no. PIC-TEC-GDO-WVO-J04-18101-B-3A);

Technical design drawing - Nhue River Crossing Pile caps P151-P154 - Reinf Plan view (ref. no. PIC-TEC-GRR-WVO-J04-18130-B-3A; PIC-TEC-GRR-WVO-J04-18131-B-3A);

Technical design drawing - Nhue River Crossing Pier - P151 - Reinf (ref. no.. PIC-TEC-GRR-WVO-J04-18210-B-3A; PIC-TEC-GRR-WVO-J04-18211-B-3A; PIC-TEC-GRR-WVO-J04-18212-B-3A);

Technical design drawing - Nhue River Crossing Pier - P154 - Reinf (ref. No. PIC-TEC-GRR-WVO-J04-18240-B-3A; PIC-TEC-GRR-WVO-J04-18241-B-3A; PIC-TEC-GRR-WVO-J04-18242-B-3A);

Technical design drawing - Nhue River Crossing Pile caps P152-P153 - Reinf Plan view (ref. no. PIC-TEC-GRR-WVO-J04-18140-B-3A; PIC-TEC-GRR-WVO-J04-18141-B-3A);

Technical design drawing - Nhue River Crossing Pier-Pier cap P152- Reinf (ref. no. PIC-TEC-GRR-WVO-J04-18220-B-3A; PIC-TEC-GRR-WVO-J04-18221-B-3A; PIC-TEC-GRR-WVO-J04-18222-B-3A; PIC-TEC-GRR-WVO-J04-18223-B-3A; PIC-TEC-GRR-WVO-J04-18224-B-3A);

Technical design drawing - Nhue River Crossing Pier-Pier cap P153- Reinf (ref. no. PIC-TEC-GRR-WVO-J04-18230-B-3A; PIC-TEC-GRR-WVO-J04-18231-B-3A; PIC-TEC-GRR-WVO-J04-18232-B-3A; PIC-TEC-GRR-WVO-J04-18233-B-3A; PIC-TEC-GRR-WVO-J04-18234-B-3A);

Technical design report Nhue River Crossing Pile cap calculation note (ref. no. PIC-TEC-TRE-ZDO-J04-18002-E-2A).

3.2 RELATED DOCUMENTS Technical design report List of standards for CP01 technical design (ref. no. PIC-TEC-TRE-

WOO-L20-00198-E-3A);

Technical design report Foundation design criteria (ref. no. PIC-TEC-TDR-WGO-L00-39003-E-5A);

Technical design report Site specific geological, hydrogeological and geotechnical report for pile foundation design (ref. no. PIC-TEC-TRE-WSU-L00-39016-E-4A);

Technical design drawing General notes Viaducts bar bending schedule (ref. no. PIC-TEC-GAD-WVO-L00-11003-B-2A).

Technical design drawing - Nhue River Crossing Piles P151-P154 - Reinf (ref. no. PIC-TEC-GRR-WVO-J04-18110-B-3A);



Technical design drawing - Nhue River Crossing Piles P152-P153 - Reinf (ref. no. PIC-TEC-GRR-WVO-J04-18113-B-3A);

3.3 VERIFICATION METHODOLOGY For technical design calculation reports:

+ Review input data: geometric dimensions, material properties and geological data;

+ Reviewed the conformity of the formulas, calculation steps and calculation results with requirements of approved Standards;

For technical design drawings: + Review the conformity between technical design drawings and technical design calculation reports;

+ Review the conformity between technical design drawings and approved Standards;

+ Review the conformity between technical design drawings design and quantity table.

4. REVIEW RESULT

4.1 GENERAL REVIEW General assessments for package CP01 was mentioned in following reports:

+ Report Technical design assessment report for project Alignment ref.no DLM-IMP-TRE-WVO-J00-35200-E.

+ Report Assessment report for foundation structure ref.no DLM-IMP-TRE-WVO-J00-00003-E

+ Report Technical design assessment report for drainage ref.no DLM-IMP-TRE-WVO-L20-33200-E.

+ Report Assessment Report for Superstructure and Pier Structure ref.no DLM-IMP-TRE-WVO-J00-00017-E.

In this report, DLM review designing of pile cap from P151 to P154, level of top and bottom of pile cap, earthing system.

In Technical design calculation reports of pile cap from P151 to P154, geometric dimensions are in accordance with drawing. Input data and formulas have complied with the requirements of List of Standards for CP-01 technical design.

DLM accept pile cap of pier from P151 to P154, related drawings and all documents indicated in basic of review, except items indicated in 4.2. Specific recommendation.

4.2 SPECIFIC RECOMMENDATION

4.2.1 Level of pile cap Detail of pile cap level that proposed by DLM update from latest topography survey data

are mentioned in drawings ref. no. DLM-IMP-TRE-WVO-J04-18260-B-3B (Shop drawing of General view of Nhue river crossing bridge) and Refer. to section 4.2.1 of construction report of General view of Nhue river crossing bridge (Ref. No. DLM-IMP-TRE-WVO-J04-18902-E/V-3B).



4.2.2 Arrangement of earthing bar a) Transition pier (Using main rebars as earthing bars):

For Pier P151 and P154, the earthing bar is not shown in drawings of pile cap in technical design. The Contractor proposes to use 04 main bars of each pile cap as earthing bar. These rebars will be connected together by welding with connection bar D18. The earthing system of pile cap will connect with earthing bar of bored piles and pier shaft by welded with connection bar D18. The connection bars D18 can be adjusted locally to match with actual position of earthing system of bored piles and pier shaft.

5050

100

R50

R50

5050

5050

50 50

50 R50

50

5050

50 50

100

100

100

50 50

100

4600

1350

1900

1350

1200 2200 1200

4600

4600

4600



b) Intermediate pier:

Pile cap P152 and P153 used earthing bars D18 connect to preset earthing bar in bored pile. There are preset earthing bar of pier shaft. The earthing bars of bored pile, pile cap and pier shaft connect by weld joint. The earthing bar of pile cap connect to copper plate by clamp. And the copper plate connect to copper rods by copper wire.

Arrange the earthing bar in pile cap:

80

50

6

40

4040

18

10

300

10

2045

16

115

10

18

280 10

87 28

50 100 50

1265

150



4.2.3 Change the rebar shape of intermediate pier

At the bottom rebar of pier shaft, there are bars B07-D32 and B08-D32 connect with rebar of pier shaft by lapping lenth 1920mm. In this location, the bending length of bar B17-D12, B18-D12,

B19-D12 is not enough. DLM proposes changing the bending shape of these rebars as well as

names for bars B17b-D12, B17b*-D12, B18b-D12, B19b-D12.

Change the bending shape of bars B17-D12, B18-D12, B19-D12:

Bending shape in technical design Bending shape in construction design

71

72

72

R24 2432

72

R24

71 72

103 17x135=2295 1032500

9815

911

x135

=148

515

998

2000



5. CONSTRUCTION DESIGN REPORT OF PILE CAP FROM P151 TO P154 5.1 TOPOGRAPHY, GEOLOGY CONDITIONS

5.1.1 Topography In the technical design stage, the topography survey was carried out, but it was a significantly

long time ago from the technical design to the construction design stage, many the terrain conditions and relevant projects in the project corridor significantly changed. So that, in the construction design stage, the Contractor has surveyed terrain to update the new terrian conditions and relevant projects in the corridor of alignment. In this document, DLM has updated the latest topography survey as Ref. No. DLM-IMP-TRE-WAO-J00-00002-E/V.

5.1.2 GeologicalIn the technical design stage, the Geological survey was carried out, only carried out on some

typical at some certain pier but not all typical pier of Metro line. So that, in the construction design stage, the Contractor has surveyed to update the new geological survey data at some pier of Metro line. In this document, DLM has updated base on the additional soil investigation report as Ref. No. DLM-IMP-TRE-ZCO-J00-00001-E/V.

5.2 PILE CAP P151 AND P154

5.2.1 Design

Pile cap P151 and P154 are square-section pier shaft, cast-in-placed reinforcement concrete structure, dimensions: Width x Long x Thickness = 4.6x4.6x1.5m. Typical pile cap are based on bored pile with 1.0m in diameter.

Concrete cover for pile caps is 75 mm (especially at bottom side, cover concrete is 150 mm - following comments no. 3 in document no. PIC-IMP-TCM-WVO-J02-01068-E-1A issued by PIC for designing typical pile cap the concrete cover at bottom is 150mm,);

Connection between bored pile and pile cap:

F04-D18

138

F03A-D18

1508x150=1200

F03C-D18

F08-D18

F01-D32

F02-D32

150

32323

2 3275

1818

F08-D18

75 3x30

0=90

025

021

2

3x300=900 250 175

F01-D32

F02-D32

F01-D32



15cm above the top of bored pile will be embedded into pile cap; Six layers of stirrup upper cut-off level which are arranged in steps 75mm, shall be installed after

treatment of pile head. Detail of these bars see in drawing of bored pile No. DLM-IMP-TRE-WVO-J04-18210-B-3A.

The length of main rebar of bored pile embedded in pile cap are listed in the following table:

Pile cap name

Pile cap thick-ness

Embedded pile head

Main rebar

Embedded length

The distance from the top of pile rebar

To bottom of pile cap

To top of pile cap

mm mm mm mm mm mm

P151 & P154 1500 150 D25 1200 1350 150

Connection between pile cap and pier shaft:

+ Pile cap and pier shaft shall be constructed at different times and connected to each other

by construction joints. Following of the construction procedure of the contractor, construction

joints between pile cap and pier shaft is higher than the top of pile cap 100mm.

+ 17 layers of stirrup of pier shaft that be installed with rebar of pile cap are arranged @

70mm (Some stirrup are modified locally on vertical direction in order to avoid conflict with

the rebars of top pile cap).

+ There is a drainage pipe passing through from pier shaft, some preset bar of pier shaft must

be cut near location of drainage pipe (bar S1C). Alternate bars will be provide with enough

4600

120

3x30

0=90

025

023

0

1500

1500

150 8x150=1200 280 300 266 1508x150=1200280300 237237

300

175 250 3x300=900 237 280 300 316 300 280 237 3x300=900 250 1754600



development length in pier shaft (bar S1B). Detail of cutting bars and alternate bars see in

drawing DLM-IMP-GRR-WVO-J04-18283-B; DLM-IMP-GRR-WVO-J04-18323-B.

+ Main rebar and stirrup bars of pier shaft embedded in pile cap shall be installed with rebar of

pile cap. See more detail of these rebars on drawing DLM-IMP-GRR-WVO-J04-18281-B;

DLM-IMP-GRR-WVO-J04-18282-B; DLM-IMP-GRR-WVO-J04-18321-B; DLM-IMP-

GRR-WVO-J04-18322-B.

DLM has checked the cutting section (detail calculation refer to appendix):



5.2.2 Comparison from technical design document

In the construction design, the Contractor has incorporated some recommendations of the Contractor and instruction of Engineer as compared with the Technical design as introduced in detailed previously in this report.

In construction design stage, construction design drawings of pile cap has been designed following additional items for construction method purpose:

+ Rebar at bottom of pile cap are moved up toward top of pile cap direction in order to avoid conflict with the head of pile;

+ The length of stirrup bars are modified to conform to new position of rebars at bottom of pile cap.

+ Rebars at top of pile cap are modified locally position on plan in order to avoid conflict

with the main longitudinal rebars of pier shaft. See more detail of modifying rebars at top of

pile cap in drawing ref. No. DLM-IMP-GRR-WVO-J04-18276-B; DLM-IMP-GRR-WVO-

J04-18316-B.

+ Rebars at bottom of pile cap are modified locally position on with rebar at top of pile cap and side of pile cap to become reinforced frame. See more detail of modifying rebars at bottom of pile cap in drawing ref. No. DLM-IMP-GRR-WVO-J04-18275-B; DLM-IMP-GRR-WVO-J04-18315-B.

+ Depend on actual bars of bored pile, rebars at bottom of pile cap are shall adjusted locally to match with actual position of main rebars of bored piles.

+ Stirrup of pier shaft on pile cap area are modified locally on vertical direction in order to

avoid conflict with the rebars of pile cap. Detail of these bars see in drawing No. DLM-

IMP-GRR-WVO-J04-18277-B; DLM-IMP-GRR-WVO-J04-18317-B.

+ The Contractor proposes to use 04 main bars of pile cap for earthing continuity. See more

detail of earthing bar on drawing ref. No. DLM-IMP-GRR-WVO-J04-18279-B; DLM-IMP-

GRR-WVO-J04-18319-B.

+ The anchorage length of main rebars (at top and bottom of pile cap): proposes to choose following anchorage-longitudinal reinforcement (with D32: 384mm if bend 900 and 192mm if bend 450) on table anchorage-longitudinal reinforcement table of drawing PIC-TEC-GAD-WVO-L00-11003-B-2A General notes - Viaducts - Bar bending schedule and drawing DLM-IMP-GAD-WVO-J04-18272-B Pile cap - General note.

+ The development length of stirrup rebars (at side surface of pile cap): proposes to choose following development length of reinforcement (720mm with D18) on table tension development length/ overlapping table of drawing PIC-TEC-GAD-WVO-L00-11003-B-2A General notes - Viaducts - Bar bending schedule and drawing DLM-IMP-GAD-WVO-J04-18272-B Pile cap - General note.

+ Quantity comparison table between technical design and construction design drawing will be attached in construction design drawing;



5.3 PILE CAP P152 AND P153

5.3.1 Design Pile cap P152 and P153 are rectangle-section, cast-in-placed reinforcement concrete structure,

dimensions: Width x Long x Thickness = 7.4x10.9x3.5m. Typical pile cap are based on bored pile

with 1.5m diameter.

Concrete cover for pile caps is 75 mm (especially at bottom side, cover concrete is 150 mm - following comments no. 3 in comment sheet no. PIC-IMP-TCM-WVO-J02-01068-E-1A issued by

PIC for designing typical pile cap the concrete cover at bottom is 150mm);

Connection between bored pile and pile cap:

15cm above the top of bored pile will be embedded into pile cap; Six layers of stirrup upper cut-off level which are arranged in steps 75mm, shall be installed after

treatment of pile head. Detail of these bars see in drawing of bored pile No. DLM-IMP-TRE-

WVO-J04-18210-B-3A.

F02-D32

F10a-D32 F08a-D18

100

F06-D16

F09-D25

@150

F07-D18

120

9x30

0=27

0025

023

0

3500

200

175

275@300

F01-D32

F03-D32 F11-D32

150

3232 3

232

2575

32

F04a-D18

F05a-D18

75



The length of main rebar of bored pile embedded in pile cap are listed in the following table:

Pile cap name

Pile cap thick-ness

Embedded pile head

Main rebar

Embedded length

The distance from the top of pile rebar

To bottom of pile cap

To top of pile cap

mm mm mm mm mm mm

P152 & P153 3500 150 D32 2850 3000 500

Connection between pile cap and pier shaft:

+ Pile cap and pier shaft shall be constructed at different times and connected to each other by construction joints. Following of the construction procedure of the contractor, construction joints between pile cap and pier shaft distance 100mm from top pile cap.

+ Main longitudinal rebars of pier shaft (B01-D32, B04-D32) are put on rebars F02-D32 at bottom of pile cap;

+ Main longitudinal rebars of pier shaft (B03-D32, B04-D32) are put on rebars F11-D32 at bottom of pile cap;

+ 32 layers of stirrup of pier shaft are installed with rebar of pile cap are in step @100mm.

+ At pier P152, There is a drainage pipe passing through from pier shaft, some preset bar of pier shaft must be cut near location of drainage pipe (bar B04b-D32 and B04b*-D32). Alternate bars will be provide with enough development length in pier shaft (bar B04c-D32 and B04c*-D32). Detail of cutting bars and alternate bars see in drawing DLM-IMP-GRR-WVO-J04-18295-B; DLM-IMP-GRR-WVO-J04-18296-B; DLM-IMP-GRR-WVO-J04-18297-B.

7400

7400

175175 210135155

17x150=2550

250250 8x300=2400 340 300 290 270 340 8x300=2400290270

138

9x30

0=27

0025

024

8

3500

164

138

9x30

0=27

0025

024

8

3500

164

130135

155130200

100150 17x150=2550200

100150



+ Main rebar and stirrup bars of pier shaft embedded in pile cap shall be installed with rebar of

pile cap. See more detail of these rebars on drawing No. DLM-IMP-GRR-WVO-J04-18296-

B; DLM-IMP-GRR-WVO-J04-18309-B.

DLM has checked the cutting section (detail calculation refer to appendix):



5.3.2 Comparison from technical design document

In the construction design, the Contractor has incorporated some recommendations of the Contractor and instruction of Engineer as compared with the Technical design as introduced in

detailed previously in this report.

In construction design stage, construction design drawings of pile cap has been designed following additional items for construction method purpose:

+ Rebar at bottom of pile cap are moved up toward top of pile cap direction in order to avoid

conflict with the head of pile;

+ The length of stirrup bars are modified to conform to new position of rebars at bottom of

pile cap.

+ Rebars at top of pile cap are modified locally position on plan in order to avoid conflict

with the main longitudinal rebars of pier shaft. See more detail of modifying rebars at top of

pile cap in drawing ref. No. DLM-IMP-GRR-WVO-J04-18290-B; DLM-IMP-GRR-WVO-

J04-18304-B.

+ Rebars at bottom of pile cap are modified locally position on plan to avoid preset bars of

pier shaft and together rebar at top of pile cap; side of pile cap to become reinforced frame.

See more detail of modifying rebars at bottom of pile cap in drawing ref. No. DLM-IMP-

GRR-WVO-J04-18289-B; DLM-IMP-GRR-WVO-J04-18303-B.

+ Depend on actual bars of bored pile, rebars at bottom of pile cap are shall adjusted locally

to match with actual position of main rebars of bored piles.

+ Stirrup of pier shaft on pile cap area are modified locally on vertical direction in order to

avoid conflict with the rebars of pile cap.

+ The anchorage length of main rebars (at top and bottom of pile cap): proposes to choose

following anchorage-longitudinal reinforcement (with D32: 384mm if bend 900 and 192mm if

bend 450) on table anchorage-longitudinal reinforcement table of drawing PIC-TEC-GAD-

WVO-L00-11003-B-2A General notes - Viaducts - Bar bending schedule and drawing

DLM-IMP-GAD-WVO-J04-18272-B Pile cap - General note.

+ The devolopment length of stirrup rebars (at side surface of pile cap): proposes to choose

following development length of reinforcement (720mm with D18) on table tension

development length/ overlapping table of drawing PIC-TEC-GAD-WVO-L00-11003-B-2A

General notes - Viaducts - Bar bending schedule and drawing DLM-IMP-GAD-WVO-J04-

18272-B Pile cap - General note.

+ In area of bar B07-D32; B08-D32, the stirrup bars B17-D12; B18-D12; B19-D12 must be

change bending shape.

+ Quantity comparison table between technical design and construction design drawing will be attached in construction design drawing;



6. APENDIX

6.1.1 Check cutting section of pier P151 and P154

General Information: ====================

File Name: D \01. Nhon - Ga HN\01. Nhue Bridge Crossing\02. Substructure\01. Pile cap\PC col - P151; P154\P151-P154.col

Project: Kiem toan lai than tru Column: P151; P154 Engineer: ...... Code: ACI 318-02 Units: Metric

Run Option: Investigation Slenderness: Not considered

Run Axis: Y-axis Column Type: Structural

Material Properties: ====================

f'c = 35 MPa fy = 400 MPa Ec = 27805.6 MPa Es = 199955 MPa

Ultimate strain = 0.003 mm/mm Beta1 = 0.796192

Section:

======== Exterior Points

No. X (mm) Y (mm) No. X (mm) Y (mm) No. X (mm) Y (mm) ----- ---------- ---------- ----- ---------- ---------- ----- ---------- ----------

1 0 900 2 -61 898 3 -183 881 4 -301 848 5 -414 799 6 -519 735 7 -614 658 8 -698 568 9 -769 468

10 -825 359 11 -867 240 12 -892 123 13 -900 0 14 -892 -123 15 -867 -243

16 -825 -359 17 -769 -468 18 -698 -568 19 -614 -658 20 -519 -735 21 -414 -799 22 -301 -848 23 -183 -881 24 -61 -898 25 0 -900 26 61 -898 27 183 -881

28 301 -848 29 414 -799 30 519 -735 31 614 -658 32 698 -568 33 769 -468 34 825 -359 35 867 -240 36 892 -123 37 900 0 38 892 123 39 867 243

40 825 359 41 769 468 42 698 568 43 614 658 44 519 735 45 414 799 46 301 848 47 183 881 48 61 898

Gross section area, Ag = 2.53704e+006 mm^2

Ix = 5.12311e+011 mm^4 Iy = 5.12104e+011 mm^4 Xo = 5.71483e-005 mm Yo = -9.03359e-006 mm

Reinforcement:



============== Rebar Database: ASTM A615

Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 3 10 71 # 4 13 129 # 5 16 200 # 6 19 284 # 7 22 387 # 8 25 510

# 9 29 645 # 10 32 819 # 11 36 1006 # 14 43 1452 # 18 57 2581

Confinement: Tied; #3 ties with #10 bars, #4 with larger bars.

phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65

05/22/15 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - Page 3 11:36:35 Licensed to: Britec P151-P154

Pattern: Irregular

Total steel area, As = 37800 mm^2 at 1.49%

Area mm^2 X (mm) Y (mm) Area mm^2 X (mm) Y (mm) Area mm^2 X (mm) Y (mm)

--------- -------- -------- --------- -------- -------- --------- -------- -------- 804 -784 -220 804 -806 -111 804 -806 111 804 747 -324 804 -273 -767 804 -556 -595 804 -374 -723 804 -469 -665 804 -631 -514 804 -695 -423 804 -166 -797 804 -56 -812 804 56 -812 804 166 -797 804 556 -595 804 469 -665 804 374 -723 804 273 -767 804 631 -514 804 695 -423 804 -273 767 804 -814 0 804 -747 -324 804 -785 218 804 -747 324 804 -695 423 804 -556 595 804 -631 514 804 -469 665 804 -374 723 804 747 324 804 695 423 804 784 -220 804 802 -141 804 802 141 804 784 220 804 -166 797 804 -56 812 804 56 812 804 166 797 804 469 665 804 556 595 804 631 514 804 374 723 804 273 767

804 796 -172 804 796 172

Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) =========================================================

Pu Muy fMny No. kN kN-m kN-m fMn/Mu

--- ------------ ------------ ------------ -------- 1 6052.0 6678.0 12850.2 1.924

*** Program completed as requested! ***



6.1.2 Check cutting section of pier P152 and P153

General Information: ====================

File Name: D \01. Nhon - Ga HN\01. Nhue Bridge Crossing\02. Substructure\01. Pile cap\PC col - P152\P152-P153.col

Project: Kiem toan lai than tru Column: P152-p153 Engineer: ......

Code: ACI 318-02 Units: Metric

Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Column Type: Structural

Material Properties:

==================== f'c = 35 MPa fy = 400 MPa

Ec = 27805.6 MPa Es = 199955 MPa Ultimate strain = 0.003 mm/mm

Beta1 = 0.796192

Section: ========

Exterior Points No. X (mm) Y (mm) No. X (mm) Y (mm) No. X (mm) Y (mm)

----- ---------- ---------- ----- ---------- ---------- ----- ---------- ---------- 1 -1150 1000 2 -1221 971 3 -1250 900 4 -1250 -900 5 -1221 -971 6 -1150 -1000 7 1150 -1000 8 1221 -971 9 1250 -900

10 1250 900 11 1221 971 12 1150 1000

Gross section area, Ag = 4.98828e+006 mm^2 Ix = 1.65556e+012 mm^4 Iy = 2.58662e+012 mm^4

Xo = -2.84576e-006 mm Yo = 0.00101119 mm

Reinforcement: ==============

Rebar Database: ASTM A615 Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2)

---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 3 10 71 # 4 13 129 # 5 16 200 # 6 19 284 # 7 22 387 # 8 25 510

# 9 29 645 # 10 32 819 # 11 36 1006 # 14 43 1452 # 18 57 2581

Confinement: Tied; #3 ties with #10 bars, #4 with larger bars.

phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65



Pattern: Irregular

Total steel area, As = 61123 mm^2 at 1.23%

Area mm^2 X (mm) Y (mm) Area mm^2 X (mm) Y (mm) Area mm^2 X (mm) Y (mm)

--------- -------- -------- --------- -------- -------- --------- -------- -------- 491 -473 -914 491 -608 -914 491 -743 -914 491 -878 -914 491 1013 -914 491 878 -914 491 743 -914 491 608 -914 491 473 -914 491 338 -914 491 203 -914 491 68 -914

491 -68 -914 491 -1148 902 491 -1013 882 491 -203 882 491 -357 890 491 -473 882 491 -608 882 491 -743 882 491 -893 886 491 896 888 491 743 882 491 608 882 491 473 882 491 359 890 491 203 882 491 68 882 491 -58 884 491 1148 902

491 -1013 914 491 -203 914 491 -338 914 491 -473 914 491 -608 914 491 -743 914 491 -878 914 491 1013 914 491 878 914 491 743 914 491 608 914 491 473 914

05/22/15 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - Page 3 11:10:21 Licensed to: Britec P152-P153

491 338 914 491 203 914 491 68 914

491 -68 914 491 1132 -405 491 1164 -405 491 1132 405 491 1164 405 491 -1140 -89 491 -1134 80 254 -7 -921 491 999 885

491 1132 270 491 1164 270 491 1132 -270 491 1164 -270 491 1130 -875 491 -1133 -873 491 -1130 874 491 1134 873 491 1132 -607 491 1132 608 491 1132 -742 491 1132 -472 491 1132 -337 491 1132 -202 491 1164 -742 491 1164 -607 491 1164 -472 491 1164 -337 491 1164 -202 491 1132 743 491 1132 473 491 1132 338 491 1132 203 491 1164 743 491 1164 608 491 1164 473 491 1164 338 491 1164 203 491 -1132 -742 491 -1140 -632 491 -1132 -472 491 -1132 -337 491 -1139 -222 491 -1164 -742 491 -1164 -607 491 -1164 -472 491 -1164 -337 491 -1164 -202 491 -1164 -67 491 -1132 743 491 -1140 632 491 -1132 473 491 -1132 338 491 -1139 223 491 -1164 743



491 -1164 608 491 -1164 473 491 -1164 338 491 -1164 203 491 -1164 68 491 -1148 -902 491 -1013 -882 491 -203 -882 491 -338 -882 491 -473 -882 491 -608 -882 491 -743 -882 491 -878 -882 491 1013 -882 491 878 -882 491 743 -882 491 608 -882 491 473 -882 491 338 -882 491 203 -882 491 68 -882

491 -68 -882 491 1148 -902 491 -1013 -914 491 -203 -914 491 -338 -914

Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation)

========================================================= Pu Muy fMny

No. kN kN-m kN-m fMn/Mu --- ------------ ------------ ------------ --------

1 17258.0 25052.0 39783.9 1.588

*** Program completed as requested! ***

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