DETAILED DESIGN STUDY ON THE BAGO RIVER BRIDGE ... · construction project final report attachments draft tender document (final version) volume - iv package 2 october 2017 japan

DETAILED DESIGN STUDY ONTHE BAGO RIVER BRIDGECONSTRUCTION PROJECT

FINAL REPORT ATTACHMENTSDRAFT TENDER DOCUMENT (FINAL VERSION)

Volume - IV

PACKAGE 2

OCTOBER 2017

JAPAN INTERNATIONAL COOPERATION AGENCY (JICA)

NIPPON KOEI CO., LTD.ORIENTAL CONSULTANTS GLOBAL CO., LTD.

METROPOLITAN EXPRESSWAY COMPANY LIMITED.CHODAI CO., LTD.

NIPPON ENGINEERING CONSULTANTS CO., LTD.

DRAWINGS

REPUBLIC OF THE UNION OF MYANMARMINISTRY OF CONSTRUCTIONDEPARTMENT OF BRIDGE

EICR(2)17-123

DETAILED DESIGN STUDY ONTHE BAGO RIVER BRIDGECONSTRUCTION PROJECT

FINAL REPORT ATTACHMENTSDRAFT TENDER DOCUMENT (FINAL VERSION)

Volume - IV

PACKAGE 2

OCTOBER 2017

JAPAN INTERNATIONAL COOPERATION AGENCY (JICA)

NIPPON KOEI CO., LTD.ORIENTAL CONSULTANTS GLOBAL CO., LTD.

METROPOLITAN EXPRESSWAY COMPANY LIMITED.CHODAI CO., LTD.

NIPPON ENGINEERING CONSULTANTS CO., LTD.

DRAWINGS

REPUBLIC OF THE UNION OF MYANMARMINISTRY OF CONSTRUCTIONDEPARTMENT OF BRIDGE

C. STEEL BOX GIRDER BRIDGE

LOCATION MAP P2-GE-0001 SUPERSTRUCTURE COORDINATES OF SUPERSTRUCTURE (P13-P20) (1)~(2) P2-SB-1001 ~ 1002

GENERAL VIEW OF BAGO RIVER BRIDGE (1)~(3) P2-GE-0002 ~ 0004 GENERAL VIEW OF SUPERSTRUCTURE (P13-P20) P2-SB-1011

GENERAL NOTES (ROAD DESIGN) P2-GE-1011 STRESS DIAGRAM OF MAIN GIRDER G1 (P13-P20) (1)~(7) P2-SB-1021 ~ 1027

GENERAL NOTES (STEEL BOX GIRDER BRIDGE) P2-GE-1021 STRESS DIAGRAM OF MAIN GIRDER G2 (P13-P20) (1)~(7) P2-SB-1028 ~ 1034

GENERAL NOTES (PC BOX GIRDER BRIDGE) P2-GE-1031 COMMON DETAIL (P13-P20) (1)~(14) P2-SB-1031 ~ 1044

GENERAL NOTES (LIGHTING) P2-GE-1041 DETAIL OF MAIN GIRDER G1,G4 (P13-P20) (1)-(82) P2-SB-1101 ~ 1182

ALIGNMENT LAYOUT AND GEOMETRIC DATA P2-GE-2001 DETAIL OF MAIN GIRDER G2,G3 (P13-P20) (1)-(82) P2-SB-1201 ~ 1282

DETAIL OF END DIAPHRAGM AND CORSS GIRDER (P13,P20) (1)~(2) P2-SB-1301 ~ 1302

PLAN & PROFILE PLAN & PLOFILE (1)~(3) P2-RD-0100 ~ 0120 DETAIL OF MEDIAN SUPPORT DIAPHRAGM AND CROSS GIRDER (P14-P19) (1)~(6) P2-SB-1311 ~ 1316

TYPICAL CROSS SECTION TYPICAL CROSS SECTION (1)~(2) P2-RD-0200 ~ 0210 DETAIL OF CROSS GIRDER (1)~(5) P2-SB-1321 ~ 1325

PAVEMENT PAVEMENT LAYER P2-RD-0300 DETAIL OF CROSS BEAM SECTION (1)~(6) P2-SB-1331 ~ 1336

DETAIL OF CEMENT CONCREATE PAVEMENT (1)~(2) P2-RD-0310 ~ 0320 DETAIL OF DECK PLATE (1)~(79) P2-SB-1501 ~ 1579

CROSS SECTION CROSS SECTION MAIN ROAD (1)~(9) P2-RD-0400 ~ 0480 DETAIL OF PAINTING SYSTEM (1)~(2) P2-SB-1601 ~ 1602

PLAN & PLOFILE P2-RD-1000 CAMBER VIEW P2-SB-1701

TYPICAL CROSS SECTION P2-RD-1010 SUBSTRUCTUREAND FOUNDATION COORDINATES OF SUBSTRUCTURE (P14-P19) P2-SB-2000

CROSS SECTION P2-RD-1020 P14 PIER GENERAL VIEW OF P14 PIER (1)~(2) P2-SB-2001 ~ 2002

DRAINAGE DRAINAGE SYSTEM PLAN AND OUTLETS (RIGHT RIVER BANK) P2-RD-3000 BAR ARRANGEMENT OF P14 PIER (1)~(15) P2-SB-2003 ~ 2017

DRAINAGE SYSTEM PLAN (1)~(2) P2-RD-3010 ~ 3011 BAR ARRANGEMENT OF P14 FOOTING (1)~(6) P2-SB-2018 ~ 2023

DETAIL OF CONCRETE PIPE CULVERT Φ300 (CON.360°) TYPE A P2-RD-3020 GENERAL VIEW OF STEEL PIPE SHEET PILE FOUNDATION OF P14 PIER P2-SB-2024

DETAIL OF CONCRETE PIPE CULVERT Φ300 (CON.360°) TYPE B P2-RD-3021 DETAIL OF STEEL PIPE SHEET PILE OF P14 PIER (1)~(2) P2-SB-2025 ~ 2026

GENERAL VIEW OF CONCRETE PIPE CULVERT (1)~(3) P2-RD-3030 ~ 3032 DETAIL OF INTERLOCKING OF STEEL PIPE SHEET PILE OF P14 PIER P2-SB-2027

DETAIL OF SIDE DITCH (1)~(3) P2-RD-3040 ~ 3042 DETAIL OF CONNECTION BETWEEN STEEL PIPE SHEET PILE AND FOOTING OF P14 PIER P2-SB-2028

DETAIL OF CATCH PIT (1)~(3) P2-RD-3050 ~ 3052 DETAIL OF PILE TOP CONNECTION TO THE BASE CONCRETE OF P14 PIER P2-SB-2029

VERTICAL DRAIN TYPE A (1)~(3) P2-RD-3060 ~ 3062 (REFERENCE) LAYOUT PLAN OF COFFERDAM PART OF P14 PIER (1)~(2) P2-SB-2030 ~ 2031

VERTICAL DRAIN TYPE B P2-RD-3063 (REFERENCE) CONSTRUCTION PLAN OF STEEL PILE SHEET PILE WORK OF P14 PIER P2-SB-2032

DRAINAGE OUTLET TYPE-B (1)~(10) P2-RD-3070 ~ 3079 P15 PIER GENERAL VIEW OF P15 PIER (1)~(2) P2-SB-2101 ~ 2102MECHANICALLY STABILISEDEARTH WALL AND RETAINING MECHANICALLY STABILISED EARTH WALL (1)~(11) P2-RD-4000 ~ 4100 BAR ARRANGEMENT OF P15 PIER (1)~(15) P2-SB-2103 ~ 2117

DETAIL OF MECHANICALLY STABILISED EARTH WALL (1)~(4) P2-RD-4110 ~ 4140 BAR ARRANGEMENT OF P15 FOOTING (1)~(6) P2-SB-2118 ~ 2123

HANDRAIL ON MECHANICALLY STABILISED EARTH WALL (1)~(6) P2-RD-4150 ~ 4200 GENERAL VIEW OF STEEL PIPE SHEET PILE FOUNDATION OF P15 PIER P2-SB-2124

GRAVITY WALL (1)~(2) P2-RD-4210 ~ 4220 DETAIL OF STEEL PIPE SHEET PILE OF P15 PIER (1)~(2) P2-SB-2125 ~ 2126

HANDRAIL ON GRAVITY WALL P2-RD-4230 DETAIL OF INTERLOCKING OF STEEL PIPE SHEET PILE OF P15 PIER P2-SB-2127

DETAIL OF LIGHTING FOUNDATION P2-RD-4240 DETAIL OF CONNECTION BETWEEN STEEL PIPE SHEET PILE AND FOOTING OF P15 PIER P2-SB-2128

SOFT SOIL TREATMENT SOFT SOIL IMPROVEMENT MEASURES (1)~(2) P2-RD-5000 ~ 5010 DETAIL OF PILE TOP CONNECTION TO THE BASE CONCRETE FOR P15 PIER P2-SB-2129

CROSS SECTION OF DEEP MIXING (1)~(8) P2-RD-5020 ~ 5090 (REFERENCE) LAYOUT PLAN OF COFFERDAM PART OF P15 PIER (1)~(2) P2-SB-2130 ~ 2131

CROSS SECTION OF SURCHARGE (1)~(5) P2-RD-5100 ~ 5140 (REFERENCE) CONSTRUCTION PLAN OF STEEL PILE SHEET PILE WORK OF P15 PIER P2-SB-2132

CONSTRUCTION PROCEDURE (1)~(2) P2-RD-5150 ~ 5160 P16 PIER GENERAL VIEW OF P16 PIER (1)~(2) P2-SB-2201 ~ 2202

MISCELLANEOUS DETAILS OF KERB P2-RD-6000 BAR ARRANGEMENT OF P16 PIER (1)~(15) P2-SB-2203 ~ 2217

DETAIL OF CONCRETE SEAL P2-RD-6005 BAR ARRANGEMENT OF P16 FOOTING (1)~(6) P2-SB-2218 ~ 2223

DETAIL OF SIGNBOARD FOUNDATION AND POST P2-RD-6010 GENERAL VIEW OF STEEL PIPE SHEET PILE FOUNDATION OF P16 PIER P2-SB-2224

DETAIL OF SIGNBOARD P2-RD-6020 DETAIL OF STEEL PIPE SHEET PILE OF P16 PIER (1)~(2) P2-SB-2225 ~ 2226

ROAD MARKINGS DETAILS (1)~(2) P2-RD-6080 ~ 6090 DETAIL OF INTERLOCKING OF STEEL PIPE SHEET PILE OF P16 PIER P2-SB-2227

DETAILS OF GUARDRAIL (1)~(2) P2-RD-6100 ~ 6110 DETAIL OF CONNECTION BETWEEN STEEL PIPE SHEET PILE AND FOOTING OF P16 PIER P2-SB-2228

DETAILS OF GUARD PIPE P2-RD-6120 DETAIL OF PILE TOP CONNECTION TO THE BASE CONCRETE OF P16 PIER P2-SB-2229

APPROACH CUSHION SLAB (AF1) P2-RD-6200 (REFERENCE) LAYOUT PLAN OF COFFERDAM PART OF P16 PIER (1)~(2) P2-SB-2230 ~ 2231

(REFERENCE) CONSTRUCTION PLAN OF STEEL PILE SHEET PILE WORK OF P16 PIER P2-SB-2232

P17 PIER GENERAL VIEW OF P17 PIER (1)~(2) P2-SB-2301 ~ 2302

BAR ARRANGEMENT OF P17 PIER (1)~(15) P2-SB-2303 ~ 2317

BAR ARRANGEMENT OF P17 FOOTING (1)~(6) P2-SB-2318 ~ 2323

GENERAL VIEW OF STEEL PIPE SHEET PILE FOUNDATION OF P17 PIER P2-SB-2324

DETAIL OF STEEL PIPE SHEET PILE OF P17 PIER (1)~(2) P2-SB-2325 ~ 2326

DETAIL OF INTERLOCKING OF STEEL PIPE SHEET PILE OF P17 PIER P2-SB-2327

DETAIL OF CONNECTION BETWEEN STEEL PIPE SHEET PILE AND FOOTING OF P17 PIER P2-SB-2328

DETAIL OF PILE TOP CONNECTION TO THE BASE CONCRETE OF P17 PIER P2-SB-2329

(REFERENCE) LAYOUT PLAN OF COFFERDAM PART OF P17 PIER (1)~(2) P2-SB-2330 ~ 2331

(REFERENCE) CONSTRUCTION PLAN OF STEEL PILE SHEET PILE WORK OF P17 PIER P2-SB-2332

CONTENTS OF DRAWINGS

A. GENERAL

B. ROAD DESIGN

RELOCATION ROAD BETWEENSHUKHINTHAR MAYOPAT ROADAND YANGON-THANLYINBRIDGE

C. STEEL BOX GIRDER BRIDGESUBSTRUCTUREAND FOUNDATION P18 PIER GENERAL VIEW OF P18 PIER (1)~(2) P2-SB-2401 ~ 2402 SUBSTRUCTURE

AND FOUNDATION BAR ARRANGEMENT OF CAST IN PLACE PILE FOR A2 ABUTMENT (1)~(2) P2-PB-2201 ~ 2202

BAR ARRANGEMENT OF P18 PIER (1)~(15) P2-SB-2403 ~ 2417 STEEL PIPE SHEET PILE FOUNDATION FOR P20 PIER (1)~(6) P2-PB-2211 ~ 2212

BAR ARRANGEMENT OF P18 FOOTING (1)~(6) P2-SB-2418 ~ 2423 STEEL PIPE SHEET PILE FOUNDATION FOR P21 PIER (1)~(6) P2-PB-2221 ~ 2224

GENERAL VIEW OF STEEL PIPE SHEET PILE FOUNDATION OF P18 PIER P2-SB-2424 STEEL PIPE SHEET PILE FOUNDATION FOR P22 PIER (1)~(6) P2-PB-2231 ~ 2232

DETAIL OF STEEL PIPE SHEET PILE OF P18 PIER (1)~(2) P2-SB-2425 ~ 2426 BAR ARRANGEMENT OF CAST IN PLACE PILE FOR P23 PIER (1)~(2) P2-PB-2241 ~ 2242

DETAIL OF INTERLOCKING OF STEEL PIPE SHEET PILE OF P18 PIER P2-SB-2427 BAR ARRANGEMENT OF CAST IN PLACE PILE FOR P24 PIER (1)~(2) P2-PB-2251 ~ 2252

DETAIL OF CONNECTION BETWEEN STEEL PIPE SHEET PILE AND FOOTING OF P18 PIER P2-SB-2428 BAR ARRANGEMENT OF CAST IN PLACE PILE FOR P25 PIER (1)~(2) P2-PB-2261 ~ 2262

DETAIL OF PILE TOP CONNECTION TO THE BASE CONCRETE OF P18 PIER P2-SB-2429 BRIDGEACCESSORIES DETAIL OF BEARINGS P20~A2 <L, R> (1)~(7) P2-PB-3001 ~ 3007

(REFERENCE) LAYOUT PLAN OF COFFERDAM PART OF P18 PIER (1)~(2) P2-SB-2430 ~ 2431 DETAIL OF EXPANSION JOINT P20~A2 <L, R> (1)~(4) P2-PB-3101 ~ 3104

(REFERENCE) CONSTRUCTION PLAN OF STEEL PILE SHEET PILE WORK OF P18 PIER P2-SB-2432 DETAIL OF CURB P20~A2 <L, R> P2-PB-3201

P19 PIER GENERAL VIEW OF P19 PIER (1)~(2) P2-SB-2501 ~ 2502 DETAIL OF LIGHTING BASE P20~A2 <L, R> P2-PB-3301

BAR ARRANGEMENT OF P19 PIER (1)~(15) P2-SB-2503 ~ 2517 DETAIL OF RAILINGS P20~A2 <L, R> (1)~(2) P2-PB-3401 ~ 3402

BAR ARRANGEMENT OF P19 FOOTING (1)~(6) P2-SB-2518 ~ 2523 DETAIL OF DRAINAGE P20~A2 (1)~(2) P2-PB-3501 ~ 3502

GENERAL VIEW OF STEEL PIPE SHEET PILE FOUNDATION OF P19 PIER P2-SB-2524 DETAIL OF MANHOLE P20-A2 <L,R> P2-PB-3601

DETAIL OF STEEL PIPE SHEET PILE OF P19 PIER (1)~(2) P2-SB-2525 ~ 2526 FALL PREVENTIVE HANDRAIL OF P20 PIER (1)~(3) P2-PB-3701 ~ 3703

DETAIL OF INTERLOCKING OF STEEL PIPE SHEET PILE OF P19 PIER P2-SB-2527 REFERENCEDRAWING CONSTRUCTION PLAN OF STEEL PIPE SHEET PILE WORK (REFERENCE DRAWING) P2-PB-4001

DETAIL OF CONNECTION BETWEEN STEEL PIPE SHEET PILE AND FOOTING OF P19 PIER P2-SB-2528 TEMPORARY COFFERDAM (1)~(2) (REFERENCE DRAWING) P2-PB-4011 ~ 4012

DETAIL OF PILE TOP CONNECTION TO THE BASE CONCRETE OF P19 PIER P2-SB-2529 QUANTITY TABLE OF SUPERSTRUCTURE P20-A2 (REFERENCE DRAWING) P2-PB-4101

(REFERENCE) LAYOUT PLAN OF COFFERDAM PART OF P19 PIER (1)~(2) P2-SB-2530 ~ 2531 QUANTITY TABLE OF SUBSTRUCTURE P20-A2 (REFERENCE DRAWING) P2-PB-4102

(REFERENCE) CONSTRUCTION PLAN OF STEEL PILE SHEET PILE WORK OF P19 PIER P2-SB-2532 E. TOLL COLLECTION FACILITYBRIDGEACCESSORIES DETAIL OF RUBBER BEARING (MOVABLE TYPE, P13) (1) P2-SB-3001 GENERAL GENERAL VIEW P2-TC-0001

DETAIL OF RUBBER BEARING (FIXED TYPE, P14&P19) (2) P2-SB-3002 TOLL ISLAND/LARGE ROOF LAYOUT PLAN OF TOLL ISLAND/LARGE ROOF P2-TC-1001

DETAIL OF RUBBER BEARING (FIXED TYPE, P15-P18) (3) P2-SB-3003 PLAN VIEW OF TOLL ISLAND/LARGE ROOF P2-TC-1002

DETAIL OF RUBBER BEARING (MOVABLE TYPE, P20) (4) P2-SB-3004 ELEVATION VIEW OF TOLL ISLAND/LARGE ROOF P2-TC-1003

DETAIL OF EXPANSION JOINT (P20) (1)~(4) P2-SB-3011 ~ 3014 CROSS-SECTION VIEW OF TOLL ISLAND/LARGE ROOF P2-TC-1004

DETAIL OF STEEL GIRDER END FOR EXPANSION JOINT (P20) (1)~(3) P2-SB-3015 3017 REFLECTED CEILING PLAN/ ROOF PLAN OF TOLL ISLAND/LARGE ROOF P2-TC-1005

(REFERENCE) DETAIL OF STEEL GIRDER END FOR EXPANSION JOINT (P13) (1)~(3) P2-SB-3018 3020 TOLL ISLAND DETAIL PLAN P2-TC-1006

DRAINAGE DETAIL (1)~(4) P2-SB-3031 ~ 3034 STRUCTURAL PLAN VIEW OF TOLL ISLAND/LARGE ROOF P2-TC-1007

DETAIL OF BRACKET FOR LIGHTING POST P2-SB-3035 STRUCTURAL ELEVATION VIEW OF TOLL ISLAND/LARGE ROOF P2-TC-1008

INSPECTION WALKWAY P2-SB-3041 DRAWING OF TRUCK SCALE P2-TC-1009

DETAIL OF COPING AND BARRIER(1)~(2) P2-SB-3051 ~ 3052 ISLAND DETAIL P2-TC-1010REFERENCEDRAWING (REFERENCE) QUANTITY TABLE OF SUPERSTRUCTURE P2-SB-4001 BOOTH FINISH SCHEDULE (TOLL COLLECTION BOOTH) OF TOLL COLLECTION BOOTH P2-TC-2001

(REFERENCE) QUANTITY TABLE OF SUBSTRUCTURE P2-SB-4101 PLAN VIEW/ ELEVATION VIEW/ CROSS-SECTION VIEW OF TOLL COLLECTION BOOTH P2-TC-2002

SECTIONAL DETAIL OF TOLL COLLECTION BOOTH P2-TC-2003

SUPERSTRUCTURE COORDINATES OF SUPERSTRUCTURE P20-A2 <L,R> (1)~(8) P2-PB-0001 ~ 0008 ELECTRIC WIRING DIAGRAM (TRUNK CABLE) OF TOLL COLLECTION BOOTH P2-TC-2004

GENERAL VIEW OF SUPERSTRUCTURE P20-A2 <L, R> (1)~(10) P2-PB-1001 ~ 1010 FINISH SCHEDULE OF MACHINERY BOOTH P2-TC-2005

DETAIL OF PRESTRESSING P20~A2 <L,> (1)~(21) P2-PB-1101 ~ 1121 PLAN VIEW/ ELEVATION VIEW/ CROSS-SECTION VIEW OF MACHINERY BOOTH P2-TC-2006

TYPICAL CROSS SECTION OF GIRDER P20~A2 <L, R> P2-PB-1201 SECTIONAL DETAIL OF MACHINERY BOOTH P2-TC-2007

BAR ARRANGEMENT OF SEGMENT P20~A2 <L, R> (1)~(38) P2-PB-1301 ~ 1338 ELECTRIC WIRING DIAGRAM (TRUNK CABLE) OF MACHINERY BOOTH P2-TC-2008

ARRANGEMENT OF SHEAR KEY P20~A2 <L, R> P2-PB-1401 ACCESS DETAIL DRAWING OF STAIRCASE P2-TC-3001SUBSTRUCTUREAND FOUNDATION COORDINATES OF SUBSTRUCTURE (P20-A2) P2-PB-2000 ADMINISTRATIVE

OFFICE LAYOUT PLAN OF ADMINISTRATIVE OFFICE P2-TC-4001

GENERAL VIEW OF A2 ABUTMENT (1)~(2) P2-PB-2001 ~ 2002 FINISH SCHEDULE OF ADMINISTRATIVE OFFICE P2-TC-4002

GENERAL VIEW OF P20 PIER (1)~(2) P2-PB-2011 ~ 2012 PLAN VIEW OF ADMINISTRATIVE OFFICE P2-TC-4003

GENERAL VIEW OF P21 PIER P2-PB-2021 ELEVATION VIEW OF ADMINISTRATIVE OFFICE P2-TC-4004

GENERAL VIEW OF P22 PIER P2-PB-2031 CROSS-SECTION VIEW OF ADMINISTRATIVE OFFICE P2-TC-4005

GENERAL VIEW OF P23 PIER P2-PB-2041 PLAN VIEW OF PIT FLOOR OF ADMINISTRATIVE OFFICE P2-TC-4006

GENERAL VIEW OF P24 PIER P2-PB-2051 ROOF PLAN OF ADMINISTRATIVE OFFICE P2-TC-4007

GENERAL VIEW OF P25 PIER P2-PB-2061 CROSS-SECTION DETAIL DRAWING OF ADMINISTRATIVE OFFICE P2-TC-4008

BAR ARRANGEMENT OF A2 ABUTMENT (1)~(8) P2-PB-2101 ~ 2108 FLOOR DETAIL DRAWING OF ADMINISTRATIVE OFFICE (1)~(2) P2-TC-4009 ~ 4010

BAR ARRANGEMENT OF P20 PIER (1)~(4) P2-PB-2111 ~ 2114 ROOFTOP DETAIL DRAWING OF ADMINISTRATIVE OFFICE (1)~(2) P2-TC-4011 ~ 4012

BAR ARRANGEMENT OF P21 PIER (1)~(4) P2-PB-2121 ~ 2124 DEVELOPMENT VIEW OF ADMINISTRATIVE OFFICE (1)~(4) P2-TC-4013 ~ 4016

BAR ARRANGEMENT OF P22 PIER (1)~(4) P2-PB-2131 ~ 2134 REFLECTED CEILING PLAN OF ADMINISTRATIVE OFFICE P2-TC-4017

BAR ARRANGEMENT OF P23 PIER (1)~(6) P2-PB-2141 ~ 2146 DETAIL OF BOUNDARY FENCE (1)~(3) P2-TC-4018 ~ 4020

BAR ARRANGEMENT OF P24 PIER (1)~(5) P2-PB-2151 ~ 2155 ETC EQUIPMENT LAYOUT OF ETC EQUIPMENT (REFERENCE CASE) / PLAN VIEW (1)~(4) P2-TC-5001 ~ 5004

BAR ARRANGEMENT OF P25 PIER (1)~(4) P2-PB-2161 ~ 2164 LAYOUT OF ETC EQUIPMENT (REFERENCE CASE) / ELEVATION VIEW (1) P2-TC-5005


D. PC BOX GIRDER BRIDGE

D. PC BOX GIRDER BRIDGE

TYPICAL POWER DISTRIBUTION PLAN P2-EL-0001

TYPICAL WIRING PLAN P2-EL-0002

TYPICAL CUBICLE TYPE MV POWER RECEIVING PANEL P2-EL-0003

TYPICAL ELECTRIC POLE ASSEMBLING P2-EL-0004TYPICAL LIGHTING PLAN FOR STEEL BOX GIRDER BRIDGE AND PC BOX GIRDER BRIDGE (THAKETA SIDE) (1)~(2) P2-EL-0005 ~ 0006

TYPICAL LIGHTING PLAN FOR APPROACH BRIDGE (TOLL PLAZA SIDE) P2-EL-0007

TYPICAL LIGHTING PLAN FOR TOLL PLAZA P2-EL-0008

TYPICAL LIGHTING PLAN FOR FLYOVER BRIDGE P2-EL-0009

TYPICAL LIGHTING PLAN FOR THANLYIN CHIN KAT ROAD P2-EL-0010

(REFERENCE) SINGLE LINE DIAGRAM FOR PANELS P2-EL-0011

TYPICAL LED LUMINAIR AND POLE P2-EL-0012

TYPICAL FOUNDATION DETAILS FOR ROAD LIGHTING POLE P2-EL-0013

(REFERENCE) INSTALLATION DETAIL FOR FLEXIBLE PIPE P2-EL-0014

(REFERENCE) LIGHTING MAST STRUCTURE FOR GATEPLAZA P2-EL-0015

(REFERENCE) OUTLINE OF ELECTRIC PANELS P2-EL-0016

(REFERENCE) QUANTITY TABLE OF LIGHTING AND ELECTRICAL WORKS P2-EL-0017

G. REFERENCE DRAWING

(REFERENCE) GENERAL LAYOUT OF CONSTRUCTION YARD P2-REF-0001

(REFERENCE) NAVIGATION CONTROL PLAN P2-REF-0002

(REFERENCE) CONSTRUCTION SEQUENCE OF CONTINUOUS STEEL BOX GIRDER P2-REF-0003

(REFERENCE) CONSTRUCTION SEQUENCE OF CONTINUOUS PC BOX GIRDER P2-REF-0004

(REFERENCE) DIVERSION OF EXISTING TRAFFIC DURING CONSTRUCTION OF APPROACH ROAD TO EXIS P2-REF-0005

(REFERENCE) MONUMENT AND BRIDGE RECORD P2-REF-0006

(REFERENCE) NETWORK PLAN P2-REF-0007

(REFERENCE) EXISTING UNDERGROUND UTILITIES LAYOUT (1)~(2) P2-REF-0008 ~ 0009

(REFERENCE) QUARRY SITE LOCATION P2-REF-1001

(REFERENCE) LAND TRANSPORTATION ROUTE TO WASTE DISPOSAL SITE IN THILAWA SEZ P2-REF-1002

(REFERENCE) LAND TRANSPORTATION ROUTE FROM LANDING PORT P2-REF-1003

(REFERENCE) DIAGRAM OF RAILING POST P2-REF-2001

(REFERENCE) INSPECTION LADDER FROM DECK P2-REF-2002


F. LIGHTING

Detailed Design Study on Bago River Bridge Construction Project Package 2

A. GENERAL

BAGO RIVER BRIDGE PROJECT

L=3644.341m

PROJECT SITE

LOCATION MAP S=1:100,000

0 1 2 3 5km

DETAILED DESIGN ON

CONSTRUCTION PROJECT

REPUBLIC OF THE UNION OF MYANMAR

DEPARTMENT OF BRIDGEAPPROVED BY

SIGNATURENAME

PREPARED BY

CHECKED BY

NIPPON KOEI CO., LTD. COUNTERPARTPROJECT NAME DRAWING TITLE PACKAGE

DWG No.

JICA STUDY TEAM

METROPOLITAN EXPRESSWAY COMPANY LIMITED CHODAI CO.,LTD.

ORIENTAL CONSULTANTS GLOBAL CO., LTD. MINISTRY OF CONSTRUCTION

T. HAYAKAWA

Y. SANO

BAGO RIVER BRIDGE

DATEFINANCED BY

NIPPON ENGINEERING CONSULTANTS CO.,LTD.

JAPAN INTERNATIONAL

COOPERATION AGENCY15 Sep.2017

22 Sep.2017

29 Sep.2017

T. HAYAKAWA 2

P2-GE-0001LOCATION MAP

N

P13P12P11P10P7P6

P5P4

P3P2

P1

112000 224000 112000 112000448000

50000

50000

76500

5000050000

76500

BAGO RIVER BRIDGE L=2031.000

250000

50000

A128800 28800 28800 28800

Onramp Bridge L=115200

104000

CBRC

BR

1

CBRC

BR

2

CBRC

BR

3

CBRC

BR

10

CBRC

BR

11

CBRC

BR

12

W

W

W

W

ThanlyinchinkatRoad

Tem

p ora ry

Sto

re

Voltage Regular/Stabilizar

Building

Toll - Gate

5

5

5

5

5

5

5

5

5

5

5

5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.52.5

2.5

2.5

2.5

2.5

2.5

5

5

5

5

55

55

5

5

5

5

7.5

7.5

5

0

0

0

0

0

1

1

1

1

1

1

1

5

Bago River

NN

CBRC

BR

1

CBRC

BR

2

CBRC

BR

3

CBRC

BR

10

CBRC

BR

11

CBRC

BR

12

W

W

W

W

ThanlyinchinkatRoad

Tem

p ora ry

Sto

re

Voltage Regular/Stabilizar

Building

Toll - Gate

5

5

5

5

5

5

5

5

5

5

5

5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.52.5

2.5

2.5

2.5

2.5

2.5

5

5

5

5

55

55

5

5

5

5

7.5

7.5

5

0

0

0

0

0

1

1

1

1

1

1

1

5

Bago River

N

DL = -60.000

G R A D E

-40.000

-20.000

0.000

20.000

40.000

60.000

80.000

P R O P O S E DH E I G H T

G R O U N DH E I G H T

C H A I N A G E

C U R V EE L E M E N T

S U P E RE L E V A T I O N

100.000

0+

0.00

05.

089

5.69

5

0+10

0.00

04.

966

5.59

5

0+20

0.00

0 3

.514

5.95

3

0+30

0.00

03.

558

7.39

2

0+40

0.00

03.

240

9.76

7

0+50

0.00

03.

161

12.2

67

0+60

0.00

03.

383

14.6

81

0+70

0.00

0-3

.338

16.4

53

0+80

0.00

0-5

.298

17.4

81

1+10

0.00

0-7

.843

18.0

70

1+20

0.00

0-7

.959

17.9

93

1+30

0.00

0-7

.969

17.7

90

1+40

0.00

0-6

.887

17.4

95

1+

0.00

0-7

.424

18.0

23

0+90

0.00

0-6

.942

17.8

50

0+40

7.00

03.

253

9.94

2

0+45

7.00

03.

026

11.1

92

0+50

7.00

03.

156

12.4

42

0+55

7.00

03.

262

13.6

91

0+60

7.00

03.

152

14.8

30

0+68

3.50

0-1

.721

16.2

11

0+76

0.00

0-5

.346

17.1

59

0+86

4.00

0-4

.549

17.7

57

0+97

6.00

0-5

.411

17.9

93

1+ 8

8.00

0-7

.329

18.0

7118

.431

1+31

2.00

0-8

.024

17.7

57

5.69

5

5.46

7

17.2

67i=0.100%L=228.000mi=2.500%

L=472.000m i=0.300%

L=388.000m

0+22

8.00

04.

389

6.24

7

50000 50000 50000 50000 76500 112000 224000 112000 1120005-SPAN PC BOX GIRDER BRIDGE L=250000 3-SPAN STEEL CABLE STAYED BRIDGE L=448000

BAGO RIVER BRIDGE L=2031000

P1 P2 P4 P6 P7 P11

P12

P3 P5 P13

A1 P2 P3 P4 P5 P6 P10 P11 P12 P13

R=∞ R=∞L=24.970 L=51.200

A=160L=85.343

R=500L=51.200

R=160L=335.621

R=2000

L=309.188

3-SPAN STEEL BOX GIRDER BRIDGE L=257000

VCL=240.000, VCR=9200

VCL=296.000, VCR=13500

VCL=480.000, VCR=80000

P7

76500 104000

i=2.

000%

i=4.

000%

i=4.

000%

i=2.

000%1/125 1/125

0+35

7.00

03.

225

8.69

2A1 P1

0

P1

50000

MSL=0.00HHWL=4.99

No.B D -08G.L=-6.56mDep.=61m

No.B D -09G.L=-6.97mDep.=62m

No.B D -10G.L=-5.47mDep.=72m

No.B D -11G.L=-3.35mDep.=65m

No.B D -12G.L=-4.41mDep.=63m

No.B D -13G.L=-4.42mDep.=56m

No.B D -18G.L=0.60mDep.=59m








No.13 B H-0 1G.L=4.226mDep.=62m

No.13 B H-0 2G.L=-4.628mDep.=54m LWL=2.89

Note: Pier names P8, P9 are not used.

E E E E E

E EM MFM FE E E

DETAILED DESIGN ON




SIGNATURENAME

PREPARED BY

CHECKED BY


DWG No.

JICA STUDY TEAM



T. HAYAKAWA

Y. SANO

BAGO RIVER BRIDGE

DATEFINANCED BY


JAPAN INTERNATIONALCOOPERATION AGENCY

29 Sept. 2017

3 Oct. 2017

6 Oct. 2017

T. HAYAKAWA

GENERAL VIEW OF BAGO RIVER BRIDGE (1)P2-GE-0002

2

Elevation represents above MSL unless otherwise indicated.

N

A2P25P24P23P22P21P20P19P18P17P16P15P14P13

112000 112000 112000 112000 112000 112000 104000 50000 50000 50000 50000 50000 50000300000776000

BAGO RIVER BRIDGE L=2031.000

55000

2@30000=60000

CBRC

BR

4

CBRC

BR

5

stone chipping stack



GPS 03

RL 4.115m

crusher

ruined jetty

Factory

Thar ke ta Side

access road

Fence Line

National R

ace Village

Weight Scale

W

Shukhinthar Mayo Pat

Bago River

N

23

45

67

81

9

N

CBRC

BR

4

CBRC

BR

5




GPS 03

RL 4.115m

crusher

ruined jetty

Factory

Thar ke ta Side

access road

Fence Line

National R

ace Village

Weight Scale

W

Shukhinthar Mayo Pat

Bago River

N

1+30

0.00

0-7

.969

17.7

90

1+40

0.00

0-6

.887

17.4

95

1+50

0.00

0-5

.462

17.1

95

1+60

0.00

0-4

.926

16.8

95

1+70

0.00

0-6

.249

16.5

95

1+80

0.00

0-6

.392

16.2

95

-6.1

0615

.197

2+20

0.00

0-4

.280

13.6

87

2+30

0.00

04.

169

11.2

75

2+40

0.00

04.

204

8.87

0

2+50

0.00

04.

139

7.87

9

2+60

0.00

03.

307

8.72

0

2+70

0.00

03.

741

11.3

00

2+80

0.00

04.

753

14.1

82

2+

0.00

0-6

.926

15.6

95

1+90

0.00

0-7

.426

15.9

95

1+31

2.00

0-8

.024

17.7

57

1+42

4.00

0-6

.276

17.4

23

1+53

6.00

0-5

.091

17.0

87

1+64

8.00

0-5

.262

16.7

51

1+76

0.00

0-6

.695

16.4

15

1+87

2.00

0-6

.989

16.0

79

1+98

4.00

0-6

.878

15.7

43

2+ 8

8.00

0-6

.550

15.3

04

2+13

8.00

0-6

.151

14.7

53

2+18

8.00

0-4

.608

13.9

26

2+23

8.00

00.

045

12.8

25

2+28

8.00

04.

114

11.5

75

2+33

8.00

04.

016

10.3

25

2+38

8.00

04.

112

9.11

3

15.2

75i=0.300%L=1052.000m

112000 112000 112000 112000 112000 112000 104000 50000 50000 50000 50000 50000 500007-SPAN STEEL BOX GIRDER BRIDGE L=776000 6-SPAN PC BOX GIRDER BRIDGE L=300000

BAGO RIVER BRIDGE L=2031000

P15

P16

P17

P18

P19

P20

P21

P22

P23

P24

A2P25

P13

P14

P13 P14 P15 P16 P17 P18 P19A2P25P24P23P22P21P20

2+14

0.00

0-6

.166

14.7

25

2+10

0.00

0

R=∞L=1769.899

5.83

2i=2.500%L=377.727mi=3.000%

L=312.273m

2+51

7.72

73.

867

7.89

4

R=420L=43.088 R=∞

L=4.834L=53.571A=150

L=53.571A=150

L=52.813A=130

VCL=200.000, VCR=9100

VCL=300.000, VCR=5500

VCL=130.0

2+73

6.00

03.

933

12.3

80

AF1

2+79

1.00

04.

607

13.9

65PF

3

55000 70

3-SPAN STEEL BOL=18

PF2 PF3

2-SPAN PC COMPO BRIDGEL=60000

PF1AF1

2+70

6.00

03.

780

11.4

80

2+67

6.00

03.

202

10.5

80

PF1

PF2

i=4.

000%

i=2.

000%1/223 1/449 1/221

1/2501/250

i=4.

000%

i=2.

000%

i=2.

000%

MSL=0.00HHWL=4.99

0 10 20 30 40 50

40

35

30

25

20

15

10

5

No.B H-14G.L=4.24m_Dep.=43.00m

N-Value

2.00 m

0 10 20 30 40 50

40

35

30

25

20

15

10

5

No.B H-13G.L=3.73m_Dep.=42.00m

N-Value

1.50 m

0 10 20 30 40 50

45

40

35

30

25

20

15

10

5

50

No.B H-12G.L=4.09m_Dep.=50.00m

N-Value

1.60 m

0 10 20 30 40 50

45

40

35

30

25

20

15

10

5

50

No.B H-11G.L=4.92m_Dep.=50.00m

N-Value

3.60 mNo.B D-01G.L=-4.40mDep.=49m

No.B D-02G.L=-5.45mDep.=49m




No.B D-06G.L=-4.41mDep.=59mNo.B D-07

G.L=-6.35mDep.=51m


No.B D-14G.L=4.13mDep.=48m




No.13 B H-0 3G.L=-4.759mDep.=58m

No.13 B H-0 4G.L=-6.189mDep.=45m

No.13 B H-0 5G.L=4.682mDep.=50m

Lowest Soffit of Thanlyin Bridge H=11.41

2@30000=60000

LWL=2.89

EEEE

EEM EFFFFFFM M

M EFF F E

DETAILED DESIGN ON




SIGNATURENAME

PREPARED BY

CHECKED BY


DWG No.

JICA STUDY TEAM



T. HAYAKAWA

Y. SANO

BAGO RIVER BRIDGE

DATEFINANCED BY



29 Sept. 2017

3 Oct. 2017

6 Oct. 2017

T. HAYAKAWA


P2-GE-0003

2

GENERAL VIEW OF BAGO RIVER BRIDGE (2)

2+50

0.00

04.

139

7.87

9

2+60

0.00

03.

307

8.72

0

2+70

0.00

03.

741

11.3

00

2+80

0.00

04.

753

14.1

82

2+90

0.00

05.

038

15.5

50

3+

0.00

04.

919

15.5

64

3+10

0.00

05.

325

14.8

49

3+20

0.00

05.

293

13.2

09

3+30

0.00

05.

025

10.2

20

3+40

0.00

05.

146

7.22

0

3+50

0.00

05.

227

4.89

5

3+60

0.00

04.

983

5.83

2

15.2

00i=3.000%

L=312.273m

15.8

50

14.4

20

4.97

0

i=0.500%

L=130.000mi=0.715%L=200.000m

i=3.000%L=315.000m

2+51

7.72

73.

867

7.89

4

2+83

0.00

04.

888

14.7

94

2+96

0.00

04.

979

15.7

59

3+16

0.00

05.

281

14.1

34

3+47

5.00

05.

163

5.13

9

R=420L=43.088 R=∞

L=4.834L=53.571A=150

L=53.571A=150

L=126.272R=320L=52.813

A=130L=52.813A=130

L=620.958R=∞

3+64

4.34

1 5

.015

VCL=300.000, VCR=5500

VCL=130.000, VCR=5200 VCL=60.000, VCR=4900 VCL=100.000, VCR=4400

VCL=50.000, VCR=1900

2+73

6.00

03.

933

12.3

80

AF1

2+79

1.00

04.

607

13.9

65

PF3

2+86

1.00

04.

888

15.2

44

PF4

2+91

6.00

05.

019

15.6

30

PF5

2+94

6.00

04.

985

15.7

54

PF6

2+97

6.00

05.

441

15.7

16PF

7

3+

6.00

04.

942

15.5

21PF

8

2+ 3

6.00

04.

975

15.3

07PF

9

3+ 6

6.00

04.

953

15.0

92

2+ 9

6.00

05.

252

14.8

78

2+13

1.00

05.

197

14.5

77

3+18

3.00

05.

222

13.6

47

3+21

8.00

05.

355

12.6

80

55000 70000 55000 35000 52000 35000

3-SPAN STEEL BOX GIRDER BRIDGEL=180000

FLYOVER L=6020006-SPAN PC COMPO BRIDGE 6@30000=180000

3-SPAN STEEL I-GIRDER BRIDGEL=122000

PF9PF8PF7PF6PF5PF2 PF3 PF4



PF1AF1 AF2

3+24

8.00

05.

250

11.7

80

3+27

8.00

05.

249

10.8

80

AF2

2+70

6.00

03.

780

11.4

80

2+67

6.00

03.

202

10.5

80

PF1

PF2

i=4.

000%

i=2.

000%1/223 1/449 1/221

1/2501/250

i=4.

000%

i=2.

000%

i=6.

000%

i=2.

000%

i=6.

000%

i=2.

000%1/165

0 10 20 30 40 50

40

35

30

25

20

15

10

5

No.B H-14G.L=4.24m_Dep.=43.00m

N-Value

2.00 m

0 10 20 30 40 50

40

35

30

25

20

15

10

5

No.B H-13G.L=3.73m_Dep.=42.00m

N-Value

1.50 m

0 10 20 30 40 50

45

40

35

30

25

20

15

10

5

50

No.B H-12G.L=4.09m_Dep.=50.00m

N-Value

1.60 m

0 10 20 30 40 50

45

40

35

30

25

20

15

10

5

50

No.B H-11G.L=4.92m_Dep.=50.00m

N-Value

3.60 m

0 10 20 30 40 50

45

40

35

30

25

20

15

10

5

50

No.B H-10G.L=4.69m_Dep.=50.00m

N-Value

3.50 m

0 10 20 30 40 50

45

40

35

30

25

20

15

10

5

50

No.B H-09G.L=5.38m_Dep.=50.00m

N-Value

3.50 m

0 10 20 30 40 50

45

40

35

30

25

20

15

10

5

50

No.B H-08G.L=5.48m_Dep.=50.00m

N-Value

3.00 m

0 10 20 30 40 50

45

40

35

30

25

20

15

10

5

50

No.B H-07G.L=4.99m_Dep.=50.00m

N-Value

1.90 m

0 10 20 30 40 50

45

40

35

30

25

20

15

10

5

50

No.B H-06G.L=4.90m_Dep.=50.00m

N-Value

2.20 m

0 10 20 30 40 50

45

40

35

30

25

20

15

10

5

50

No.B H-05G.L=4.72m_Dep.=51.00m

N-Value

2.50 m

0 10 20 30 40 50

45

40

35

30

25

20

15

10

5

50

No.B H-04G.L=4.98m_Dep.=50.00m

N-Value

2.00 m

0 10 20 30 40 50

45

40

35

30

25

20

15

10

5

50

No.B H-03G.L=4.93m_Dep.=50.00m

N-Value

2.50 m

0 10 20 30 40 50

45

40

35

30

25

20

15

10

5

50

No.B H-02G.L=4.77m_Dep.=50.00m

N-Value

1.50 m

0 10 20 30 40 50

45

40

35

30

25

20

15

10

5

50

No.B H-01G.L=4.74m_Dep.=50.00m

N-Value

2.50 m

No.13 B H-0 5G.L=4.682mDep.=50m

2@30000=60000 2@30000=60000

i=0.300%L=25.000m

4.89

5

M EFF F E E E E EEEF F F F F F F F F F MMF FF M

N

35000 52000 350001220006@30000=180000

FLYOVER L=602000

55000

70000

55000

180000

2@30000=60000

2@30000=60000

CBRCBR4

CBRCBR5

CBRCBR6

CBRCBR7

CBR8

CBRCBR9

Yad

anar R

oad

Yadanar R

oad

PhayarSt

Zaya waddy St-1

Th

alar Wad

dy Road

Th

alar Wad

dy Road

Naw

aratSt

ThanlyinchinkatRoad

ThanlyinchinkatRoadThanlyinchinkatRoad

ThanlyinchinkatRoad

Shop( 5 ) Ro om

Shop(37)Room

Shop(17)Room

(108)Taung Pagoda

No.46 Basic

Education Primary

School

Nawin Kat Kyaw Zedi

Pyi Lone Chanther Min

Nandar Zedi

National Race Village

Thar/14 Water Supply

Office

26, RC-1

Nat-Nann

27,

RC-2

Thein28, RC-1

Monastery

29, RC-1

Nat-Nann

30, RC-1

Nat-Nann

31, RC-1

Nat-Nann

32, RC-1

Nat-Nann

33,

RC-1

Pagoda

34, RC-1

Nat-Nann

35, RC-1

Nat-Nann

39, RC-1

Sub Distrubution

Station

Weight Scale

W

W

24 Houses

CBR

Shukhin thar M

ayo Pat

Road

N

23

45

67

8

1

9

N

CBRCBR4

CBRCBR5

CBRCBR6

CBRCBR7

CBR8

CBRCBR9

Yad

anar R

oad

Yadanar R

oad

PhayarSt

Zaya waddy St-1

Th

alar Wad

dy Road

Th

alar Wad

dy Road

Naw

aratSt

ThanlyinchinkatRoad

ThanlyinchinkatRoadThanlyinchinkatRoad

ThanlyinchinkatRoad

Shop( 5 ) Ro om

Shop(37)Room

Shop(17)Room

(108)Taung Pagoda

No.46 Basic

Education Primary

School

Nawin Kat Kyaw Zedi

Pyi Lone Chanther Min

Nandar Zedi

National Race Village

Thar/14 Water Supply

Office

26, RC-1

Nat-Nann

27,

RC-2

Thein28, RC-1

Monastery

29, RC-1

Nat-Nann

30, RC-1

Nat-Nann

31, RC-1

Nat-Nann

32, RC-1

Nat-Nann

33,

RC-1

Pagoda

34, RC-1

Nat-Nann

35, RC-1

Nat-Nann

39, RC-1

Sub Distrubution

Station

Weight Scale

W

W

24 Houses

CBR

Shukhin thar M

ayo Pat

Road

N

DETAILED DESIGN ON




SIGNATURENAME

PREPARED BY

CHECKED BY


DWG No.

JICA STUDY TEAM



T. HAYAKAWA

Y. SANO

BAGO RIVER BRIDGE

DATEFINANCED BY



29 Sept. 2017

3 Oct. 2017

6 Oct. 2017

T. HAYAKAWA


P2-GE-0004

2

GENERAL VIEW OF BAGO RIVER BRIDGE (3)

DETAILED DESIGN ON




SIGNATURENAME

PREPARED BY

CHECKED BY


DWG No.

JICA STUDY TEAM



T. HAYAKAWA

Y. SANO

BAGO RIVER BRIDGE

DATEFINANCED BY


JAPAN INTERNATIONAL


22 Sep.2017

29 Sep.2017

T. HAYAKAWA GENERAL NOTES

1.0 SPECIFICATIONS1.1 ALL WORKS SHALL COMPLY WITH THE AASHTO STANDARD SPECIFICATIONS FOR ROADS AND BRIDGES, AND WITH THE SPECIAL PROVISIONS &

SUPPLEMENTAL SPECIFICATIONS PERTAINING TO THIS PROJECT.

2.0 DIMENSIONS2.1 DISTANCES AND ELEVATIONS SHOWN ON THE PLANS ARE IN METERS (m) UNLESS OTHERWISE SPECIFIED. 2.2 DIMENSIONS OF CULVERTS, BRIDGES AND OTHER STRUCTURES ARE MEASURED AND EXPRESSED IN MILLIMETERS UNLESS OTHERWISE SPECIFIED.

3.0 STATIONING3.1 STATIONING OF ROAD, BRIDGE, ELEMENTS OF CURVE FOR BOTH HORIZONTAL AND VERTICAL ALIGNMENTS ARE RECKONED FROM THE ROAD

CENTERLINE.3.2 STATION TICK MARKS ARE SHOWN AT 20m INTERVAL AND STATION LABELS AT 100m INTERVAL. STATIONS ARE SHOWN ALSO AT LOCATIONS OF

HORIZONTAL AND VERTICAL GEOMETRY.

4.0 HORIZONTAL AND VERTICAL ALIGNMENT4.1 NO ALTERATION/CHANGE IN ALIGNMENT SHALL BE MADE UNLESS EXISTING FIELD CONDITIONS SO WARRANT AND ONLY UPON APPROVAL OF THE

ENGINEER. 4.2 FINISHED GRADE ELEVATIONS SHOWN ON THE PLAN AND PROFILE SHEET REFER TO THE FINISHED GRADE LEVEL AT ROAD CENTERLINE SHOWN ON THE

TYPICAL ROADWAY SECTIONS. MODIFICATIONS CAN BE DONE ON DESIGN GRADES AND ELEVATIONS ONLY UPON APPROVAL OF THE ENGINEER.4.3 GROUND LEVEL SHOWN ON THE PLAN AND PROFILE SHEET REFERS TO THE ELEVATION OF THE ORIGINAL GROUND ALONG THE DESIGN ROAD

CENTERLINE.

5.0 ROAD CONNECTIONS AND SHOULDER IMPROVEMENT5.1 ROAD CONNECTIONS SHALL BE CONSTRUCTED BY THE CONTRACTOR AS SHOWN ON THE PLAN OR AS DIRECTED BY THE ENGINEER IN SUCH MANNER AS

TO ENSURE SMOOTH CONNECTION AND GOOD RIDING QUALITY.5.2 THE SHOULDER STRUCTURE IS ASPHALT CONCRETE WITH VARYING WIDTHS. THE WIDTH MAY BE ADJUSTED DURING CONSTRUCTION TO SUIT EXISTING

FIELD CONDITION UPON APPROVAL OF THE ENGINEER.

6.0 REMOVAL OF EXISTING UTILITIES, STRUCTURES AND OBSTRUCTIONS6.1 ALL WORKS SHALL COMPLY WITH THE REQUIREMENTS AND CONDITIONS OF CONTRACT OF THE MINISTRY OF CONSTRUCTOIN.6.2 EXTREME PRECAUTION SHALL BE EXERCISED BY THE CONTRACTOR NOT TO DAMAGE ANY PORTION OF EXISTING UTILITIES DURING CONSTRUCTION. ANY

DAMAGE THEREOF SHALL BE REPAIRED OR COMPENSATED ON THE ACCOUNT OF THE CONTRACTOR.

7.0 DRAINAGE STRUCTURES7.1 EXACT LOCATIONS, SLOPES, OUTFALLS, AND INVERT ELEVATIONS OF DRAINAGE STRUCTURES SHALL BE CHECKED IN THE FIELD BY THE

CONTRACTOR BEFORE MAKING ANY REMOVAL OR IMPROVEMENT. MINOR ADJUSTMENTS MAY BE MADE TO SUIT ACTUAL FIELD CONDITIONS UPON APPROVAL OF THE ENGINEER.

7.2 EXISTING DRAINAGE STRUCTURES THAT ARE FAULTY, BROKEN DOWN, OR NOT IN GOOD WORKING CONDITION SHALL BE DETERMINED IN THE FIELD. RECONSTRUCTION, REPAIR AND/OR REPLACEMENT OF SAME SHALL BE DIRECTED BY THE ENGINEER, AND SHALL CONFORM TO THE STANDARDS SHOWN IN THE DRAWINGS.

7.3 EXISTING DRAINAGE STRUCTURES OR PARTS THEREOF REMOVED BY THE CONTRACTOR THAT ARE STILL SERVICEABLE SHALL BE TURNED OVER TO THE GOVERNMENT AND SHALL BE DEPOSITED AT A PLACE DESIGNATED BY THE ENGINEER WITHOUT ANY EXTRA COMPENSATION. EXTREME PRECAUTIONS SHALL BE EXERCISED BY THE CONTRACTOR NOT TO DAMAGE THESE MATERIALS DURING THE REMOVAL AND HANDLING OPERATION.

7.4 PRIOR TO INSTALLATION OF PIPE CULVERTS AND OTHER DRAINAGE STRUCTURES, ALL MATERIALS SHALL BE TESTED TO CHECK ANY DEFECT AND CONFORMITY WITH TECHNICAL SPECIFICATIONS.

7.5 THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE REPLACEMENT OF MATERIALS INSTALLED AND FOUND TO BE DEFICIENT IN WORKMANSHIP AND QUALITY.

7.6 INLETS AND OUTLETS OF NEW AND OPERATIONAL EXISTING CULVERTS SHALL BE CHANNELIZED AND CLEARED OF DEBRIS AND OBSTRUCTIONS. THIS SHALL BE CONSIDERED AS SUBSIDIARY WORK OF OTHER DRAINAGE PAY ITEMS.

7.7 ANY REVISION, REMOVAL, CLEANING, UNCLOGGING AND/OR RE-LAYING OF DRAINAGE STRUCTURES AS DIRECTED BY THE ENGINEER TO SUIT EXISTING FIELD CONDITION SHALL BE CONSIDERED AS SUBSIDIARY WORK PERTAINING TO OTHER CONTRACT ITEMS. NO DIRECT PAYMENT SHALL BE MADE FOR THIS WORK UNLESS OTHERWISE SPECIFICALLY IDENTIFIED FOR PAYMENT IN THE BID SCHEDULE.

8.0 OPEN DITCHES (LINED CANAL AND EARTH DITCH)8.1 ALL DITCHES SHALL COMPLY WITH THE REQUIRED STANDARDS.8.2 INVERT ELEVATIONS AND EXACT LOCATION AND DIMENSION OF OPEN DITCHES MAYBE ADJUSTED IN THE FIELD AS DIRECTED BY THE ENGINEER.

9.0 MISCELLANEOUS STRUCTURES

9.1 LOCATION AND LENGTH OF GUARDRAILS, SLOPE PROTECTIONS SUCH AS GROUTED RIPRAP, STONE MASONRY RETAINING WALLS AND OTHER STRUCTURES ARE SUBJECT TO ADJUSTMENT TO SUIT EXISTING FIELD CONDITIONS UPON APPROVAL OF THE ENGINEER.

9.2 GROUTED RIPRAP AND/OR RIPRAP, STONE MASONRY SHOULD BE WELL CONSTRUCTED AS SPECIFIED IN THE STANDARD SPECIFICATION FOR THE SAID ITEM.

9.3 CUT SLOPE CONSTRUCTION SHALL BE DONE AT PACE WITH EMBANKMENT CONSTRUCTION TO AVOID SLIDING OF FILL MATERIALS.

10.0 OTHERS10.1 ALL SCHEDULES/LISTINGS FOR GUARDRAILS, SLOPE PROTECTION STRUCTURES, PAVEMENT MARKINGS, ROAD SIGNS AND ALL OTHER RELATED

SCHEDULES/LISTINGS SHOWN ON THE PLANS ARE SUBJECT TO ADJUSTMENT/MODIFICATION TO SUIT ACTUAL FIELD CONDITION. THE ENGINEER MAY ORDER IN WRITING THE CONSTRUCTION/INSTALLATION OF NEW STRUCTURES/OR MISCELLANEOUS ITEMS IF IN HIS OPINION IS DEEMED NECESSARY IN ADDITION TO THE APPROVED SCHEDULES AND LISTINGS.

10.2 ADEQUATE ROAD SIGNAGE AND SAFETY PRECAUTION SHALL BE PROVIDED TO INFORM, WARN AND ALERT MOTORISTS DURING CONSTRUCTION.

GENERAL NOTES(ROAD DESIGN)

P2-GE-1011(ROAD DESIGN)

2

1. GENERAL DESCRIPTION1) A bridge with 4-lane road with width 3.5m/lane have been provided.2) All drawings are to be read in conjunction with the technical specification.3) All chainages, coordinates and elevations are shown in meter.4) All dimensions are shown in millimeters.5) WGS84 UTM coordinate system is applied.6) Vertical control is based on the BM. 76097 established by Myanmar Survey Department.

2. DESIGN CODESThe structure shall be designed in accordance with Specifications for Highway Bridges of Japan Road Associations (JSHB, 2012).

3. DESIGN LOADS1) Dead loads2) Live loads AASHTO HL-933) Effect of temperature +10℃ to +40℃ (25℃ ± 15℃)4) Wind load

W=44.7m/sec5) Effect of earthquake

Horizontal seismic coefficient K=0.306) Earth pressure7) Water pressure8) Buoyant Force9) Collision Load

4. RIVER CONDITION

5. CONCRETE1) Unless otherwise indicated the strength of concrete shall be of the following grade based on 28 days cylinder strength.

2) All exposed edges of concrete shall be chamfered 20x20 mm unless noted otherwise.

6. REINFORCEMENT1) Unless otherwise indicated reinforcement bar shall be high strength deformed bar confirming to the requirement of JIS G 3112.

2) Clear cover to reinforcement as follows unless otherwise stated on the component of drawings.

3) Minimum requirements for development length and lap length for reinforcement bar shall be comply to the JSHB. Mechanical splice shall be used for the connection of reinforcement bars 35mm of diameter or exceeded instead of lap joint.

7. STRUCTURAL STEELStructural steel for steel box girder shall comply with the below,

unless otherwise indicated on the drawings.

8. STEEL PIPE SHEET PILE1) Unless otherwise indicated steel pipe sheet pile shall be confirming to the requirement of JIS A 5530 or JIS G 3444.

9. OTHER STRUCTURE1) Bearings and Anchor bars shall satisfy the requirement of the force and displacement stated on the Drawings.2) Expansion joint shall satisfy the requirement of the displacement stated on the Drawings.

Elevation RemarksHigh Water Level (H.W.L.) MSL +4.990 100 year floodH.W.L. for temporary work MSL +4.340 5 year floodLow Water Level (L.W.L.) MSL -2.39River Bed Level P14 MSL-6.276m Designed River Bed Level P15 MSL-5.091m P16 MSL-5.262m

P17 MSL-6.695m P18 MSL-6.989m P19 MSL-6.878m

Class Yield point or Tensile Structural member 0.2% proof stress stress (MPa) (MPa) SD390 >>390 >>560 Pier column axial rebar :P14 through P29

SD345 >>345 >>490 Superstructure, substructure, Stud rebar

Structural member Cover (mm)Footing, Pier 70Pier beam 50Concrete curb etc. 30

Diameter σ=40N/mm2

σ=36 N/mm2σ=30 N/mm2σ=24 N/mm2

Standard Designation(Class) Structural Member JIS G 3101 SS400 Fabricated steel for main girder JIS G 3106 SM400 Ditto

SM490Y DittoSM520 Ditto

SM570 Ditto SM570 Ditto SM570-H Ditto

JS G 3444 STK400 Shapes STK490 Shapes

* S10T High strength bolt for splice jointsJIS B 1186 F8T Galvanized high strength bolt

F10T High strength bolt * Applied to Technical Specification

Strength(MPa) Structural member 30 Pier head and column : P14 through P19 24 RC concrete: concrete curb, foundation of lighting pole,

connection with expansion joint Footing : P14 through P19 21 Seal concrete (Bottom slab concrete, Filling inside of SPSP)

SD345 D13 D16 D19 D22 D25 D29 D32 D35 D38330 400 480 550 630 730 800 1160 340 420 500 580 660 760 840 1210370 450 530 620 700 810 890 980 1060410 510 600 690 790 910 1010 1100 1190

Lengthla (mm)

Class Yield point or Tensile stress Structural member proof stress (MPa) (MPa)SKY490 >>315 >>490 Steel pipe sheet pileSKY400 >>235 >>400 Steel pipe sheet pileSTK400 >>235 >>400 Joint pipe for steel pipe sheet pile

SD390420 520 610 710 800 930 1030 1120 1220 470 580 690 790 900 1050 1150 1260 1370

σ=30N/mm2σ=24 N/mm2

DETAILED DESIGN ON




SIGNATURENAME

PREPARED BY

CHECKED BY


DWG No.

JICA STUDY TEAM



T. HAYAKAWA

Y. SANO

BAGO RIVER BRIDGE

DATEFINANCED BY


JAPAN INTERNATIONAL

COOPERATION AGENCYS. IMADA 15 Jun.2017

20 Jun.2017

21 Jun.2017

GENERAL NOTES(STEEL BOX GIRDER BRIDGE)

2

P2-GE-1021

GENERAL NOTES(STEEL BOX GIRDER BRIDGE)

1. GENERAL DESCRIPTION1) A bridge with 4-lane road with width 3.5m/lane have been provided.2) All drawings are to be read in conjunction with the technical specification.3) All chainages, coordinates and elevations are shown in meter.4) All dimensions are shown in millimeters.5) WGS84 UTM coordinate system is applied.6) Vertical control is based on the BM. 76097 established by Myanmar Survey Department.7) Dimensions shown in the drawing are ones after the period of calculation of creep and/or shrinkage.

2. DESIGN CODESThe structure shall be designed in accordance with Specifications for Highway Bridges of Japan Road Associations (JSHB, 2012).

3. DESIGN LOADS1) Dead loads2) Live loads AASHTO HL-933) Shrinkage and creep4) Effect of temperature +10℃ to +40℃ (25℃ ± 15℃)5) Wind load

W=44.7m/sec6) Effect of earthquake

Horizontal seismic coefficient K=0.307) Earth pressure8) Water pressure9) Buoyant Force

4. RIVER CONDITION

5. CONCRETE1) Unless otherwise indicated the strength of concrete shall be of the following grade based on 28 days cylinder strength.

2) Grouting mortar with ƒDck =45MPa is used .3) All exposed edges of concrete shall be chamfered 20x20 mm unless noted otherwise.

6. REINFORCEMENT1) Unless otherwise indicated reinforcement bar shall be high strength deformed bar confirming to the requirement of JIS G 3112.

2) Clear cover to reinforcement as follows unless otherwise stated on the component of drawings.

3) Minimum requirements for development length and lap length for reinforcement bar shall be comply to the JSHB. Mechanical splice shall be used for the connection of reinforcement bars 35mm of diameter or exceeded instead of lap joint.

7. PRESTRESSING STEEL1) Unless otherwise indicated prestressing steel shall be low relaxation strand confirming to the requirement of JIS G 3536 or JIS G 3109.

8. STEEL PIPE SHEET PILE1) Unless otherwise indicated steel pipe sheet pile shall be confirming to the requirement of JIS A 5530 or JIS G 3444.

9. OTHER STRUCTURE1) Bearings and Anchor bars shall satisfy the requirement of the force and displacement stated on the Drawings.2) Expansion joint shall satisfy the requirement of the displacement stated on the Drawings.

Elevation RemarksHigh Water Level (H.W.L.) MSL +4.990 100 year floodH.W.L. for temporary work MSL +4.340 5 year floodLow Water Level (L.W.L.) MSL -2.39River Bed Level A1 N/A Designed River Bed Level A2 side or P20~P22 MSL -7.490

Class Yield point or Tensile Structural member 0.2% proof stress stress (MPa) (MPa) SD390 >>390 >>560 Pier column axial rebar :P4 through P23 SD345 >>345 >>490 Superstructure, substructure, Stud rebar SD295 >>295 >>440 Accessories (saddle)

Structural member Cover (mm)Cast in situ pile 120Pile cap 70Pier, abutment and approach slab 70Pier beam 50Main girder 35Slab, wheel guard 30

Diameter σ=40N/mm2

σ=36 N/mm2σ=30 N/mm2σ=24 N/mm2

Class Grade Structural member19S15.2mm ECF strand SWPR7BL External tendon for PC box girder12S15.2mm strand SWPR7BL Internal tendon for PC box girder(longitudinal)3S12.7mm strand SWPR7BL Internal tendon for PC box girder(transverse)4S15.2mm strand SWPR7BL Internal tendon for PC box girder(crossbeam)φ32 bar SWPR930/1080 Internal tendon for PC box girder(crossbeam)12S12.7mm strand SWPR7BL Internal tendon for PC-I girder(longitudinal)1S19.3mm strand SWPR7A Internal tendon for precast PC panel of PC -I girderφ32 bar SWPR930/1080 Internal tendon for PC-I girder(crossbeam)

Strength(MPa) Structural member 50 Precast segment & CIP portion for PC box girder 40 Main girder for PC-I GIRDER 30 RC CIP slab, crossbeam and connection for PC-I girder Pier head and column : P4 through P23 Cast-In-Place RC pile 24 RC concrete: general, wheel guard.... Abutment A1 , A2 and AO1 Pier for P1 to P3,P24,P25,PO1 to PO3 Footing : P4 through P23 21 Seal concrete (Bottom slab concrete, Filling inside of SPSP) 18 Blinding concrete, etc

SD345 D13 D16 D19 D22 D25 D29 D32 D35 D38330 400 480 550 630 730 800 1160 340 420 500 580 660 760 840 1210370 450 530 620 700 810 890 980 1060410 510 600 690 790 910 1010 1100 1190

Lengthla (mm)

Class Yield point or Tensile stress Structural member proof stress (MPa) (MPa)SKY490 >>315 >>490 Steel pipe sheet pileSKY400 >>235 >>400 Steel pipe sheet pileSTK400 >>235 >>400 Joint pipe for steel pipe sheet pile

SD390420 520 610 710 800 930 1030 1120 1220 470 580 690 790 900 1050 1150 1260 1370

σ=30N/mm2σ=24 N/mm2

Note : This general notes is not applicable to the following structures; - Cable stayed bridge- Piers P10 through P13

GENERAL NOTES(PC BOX GIRDER BRIDGE)

GENERAL NOTES 2

(PC BOX GIRDER BRIDGE) P2-GE-1031

DETAILED DESIGN ON




SIGNATURENAME

PREPARED BY

CHECKED BY


DWG No.

JICA STUDY TEAM



M. OHYAMA

T. HAYAKAWA

Y. SANO

BAGO RIVER BRIDGE

DATEFINANCED BY



15 Jun.2017

20 Jun.2017

21 Jun.2017

GENERAL NOTES

1. THE ELECTRICAL WORKS SHALL BE DONE UNDER THE DIRECT SUPERVISION OF THE DUTY REGISTERED ELECTRICAL ENGINEER.

2. THE CONTRACTOR SHALL SECURE ALL PERMITS AND PAY ALL FEES REQUIRED FOR ELECTRICAL INSTALLATION WORKS AND FURNISH THE OWNER, THROUGH THE ENGINEER, THE FINAL CERTIFICATE OF ELECTRICAL INSPECTION AND APPROVAL FROM PROPER GOVERNMENT AUTHORITIES FOR THE COMPLETE ELECTRICAL WORKS.

3. ALL ELECTRICAL MATERIALS TO BE USED SHALL BE BRAND NEW AND APPROVED TYPES.

4. ALL UNDERGROUND CONDUIT PIPES AND CONDUIT RUN EMBEDDED IN CONCRETE SHALL BE HIGH-DENSITY POLYETHYLENE (HDPE)..

5. UNPROTECTED CONDUIT RISERS AND EXPOSED CONDUIT SHALL BE GAS PIPE(GP).

6. ALL CONDUIT RUN SHALL BE PROVIDED WITH A 14mm2 BARE COPPER GROUND WIRE AND SHALL BE TERMINATED AT MAIN DISTRIBUTION PANEL BOARD, ALL EQUIPMENT, METALLIC PARTS AND SURFACES SHALL BE EFFECTIVELY GROUNDED.

7. ALL STREET LUMINAIRE ASSEMBLIES INCLUDING POLES SHALL WITHSTAND UP TO 180 KpH GUSTING WINDS WITHOUT PERMANENT DEFORMATION.

8. THE ELECTRICAL SERVICE VOLTAGE FOR THAKETA SIDE SHALL BE 11KV/240V SECONDARY, 3-PHASE 4 WIRE, 50 HERTZ AC.

9. THE ELECTRICAL SERVICE VOLTAGE FOR THANLYIN SIDE SHALL BE 6.6KV/240V SECONDARY, 3-PHASE 4 WIRE, 50 HERTZ AC.

10. THE CONTRACTOR SHALL EXERCISE EXTREME CARE IN REMOVING EXISTING INSTALLATIONS, APPROPRIATE TOOLS AND EQUIPMENT SHALL BE UTILIZED TO MINIMIZED DAMAGE.

11. ALL FEEDER LINES AND BRANCH CIRCUITS SHALL BE INSTALLED AS INDICATED ON PLANS, INDIVIDUAL FEEDER AND BRANCH CIRCUIT AND HOMERUNS SHALL NOT BE COMBINED IN THE SAME RACEWAY UNLESS SPECIFIED.

12. LOCATIONS OF ELECTRICAL EQUIPMENT AND DEVICES INCLUDING CONDUIT ROUTINGS SHOWN IN THE DRAWINGS ARE APPROXIMATE LOCATION ONLY. CONTRACTOR SHALL ALLOW FOR NECESSARY FIELD ADJUSTMENTS TO SUIT ACTUAL CONDITION AT SITE.

13. SUBMIT COMPLETE TECHNICAL TECHNICAL SPECIFICATIONS OF MATERIALS/EQUIPMENTS AND SHOP DRAWINGS FOR APPROVAL BY THE ENGINEER PRIOR TO START OF INSTALLATION.

ABBRREVATIONS:

AACAFATBCWCCBCHHCTDFDIAECBEHHEL(GND)ATSHIDHZIMCIND'LKVAKWKWHRKAICLEDLPLTGMDPMTDP,ØPVCuPVCROWSTASDBCTWTYPTHWVVAWXLPETEI

: AMPERE: ALTERNATING CURRENT: AMPERE FRAME: AMPERE TRIP: BARE COPPER WIRE: CONDUIT: CIRCUIT BREAKER: COMMUNICATION HANDHOLE: CURRENT TRANSFORMER: DEMAND FACTOR: DIAMETER: ENCLOSED CIRCUIT BREAKER: ELECTRICAL HANDHOLE: ELEVATION: GROUND: AUTOMATIC TRANSFER SWICH : HIGH INTENSITY DISCHARGE LAMP: HERTZ: INTERMEDIATE METAL CONDUIT: INDUSTRIAL: KILOVOLT AMPERE: KILOWATT: KILOWATT HOUR: KILOAMPERE INTERRUPTIG CAPACITY : LIGHT EMITTING DIODE : LIGHTING PANEL BOARD : LIGHTING : MAIN DISTRIBUTION PANEL BOARD: MOUNTED: POLE, PHASE: POLYVINYL CHLORIDE: UNPLASTICIZED POLYVINYL CHLORIDE:RIGHT OF WAY : STATION: SOFT DRAWN BARE COPPER WIRE: THERMOPLASTIC MOISTURE RESISTANT: TYPICAL : THERMOPLASTIC HEAT AND MOISTURE RESISTANT: VOLT / VOLTAGE : VOLT - AMPERE : WATT: CORSS-LINKED POLYETHYLENE INSULATED CABLES: TARLAC ELECTRIC INCORPORATED

: Concrete pole

: Steel pole

: Traffic signal controller

: Vehicle traffic signal

: Arrow sign traffic signal

: Pedestrian signal

: Push-button switch

: Junction box

: Power supply box

: Pull box

: Hand hole

: Raising underground pipe

: Base mounted pole signal head pole (with arm)

: Pedestrian signal head pole (with push-button)

: Underground piping

: Underground wiring

: Control -use vinyl insulated vinyl sheated cable

: Indoor PVC

: Grounding

P B

J

S

P

H

LEGEND

SVV

E

IV

: Vehicle traffic signal : Green light

: Vehicle traffic signal : Yellow light

: Vehicle traffic signal : Red light

: Arrow traffic signal : Green light

: Pedestrian signal lamp : Green light

: Pedestrian signal lamp : Red light

: Common for all indication

G

Y

R

A

PG

PR

COM

MOLD-CASE CIRCUIT BREAKER

GROUNDING

CONTACTOR

BATTERY

AVR AUTOMATIC VOLTAGE LEGULATOR

AMPERE TRIPPINGAT A AMPERE METER

V VOLTAGE METER

F FREQUENCY METER

Eng DIESEL ENGINE

G GENERATOR

Ex EXITER

27R LOW VOLTAGE RELAY

59G OVER VOLTAGE

51R OVERCURRENT RELAY

VS VOLTMETER CHANGE OVER SWITCH

AS AMMETER CHANGOVER SWITCH

CT CURRENT TRANSFORMER

- LIGHTING PANEL

W - KILOWATT HR.METER

- POWER TRANSFORMER

- PRIMARY CUTOUT (PE) WITH POWER FUSE (PF)

- LIGHTING ARRESTER (LA)

- CURRENT FUSECF

- MAIN DISTRIBUTION PANELMDP

- POWER FUSEPF

DETAILED DESIGN ON




SIGNATURENAME

PREPARED BY

CHECKED BY


DWG No.

JICA STUDY TEAM



T. HAYAKAWA

Y. SANO

BAGO RIVER BRIDGE

DATEFINANCED BY


JAPAN INTERNATIONAL


22 Sep.2017

29 Sep.2017

T. HAYAKAWA GENERAL NOTES

P2-GE-1041(LIGHTING)

2

GENERAL NOTES(LIGHTING)

ALIGNMENT DIAGRAM SCALE = 1:20,000

1. MAIN HIGHW

AY

2. ACCESS ROADFROM STAR CITYTO THE PROJECT HIGHWAY

5. RELOCATION ROAD BETWEENSHUKHINTHAR MAYOPAT ROAD ANDYANGON - THANLYIN BRIDGE

TO YANGON-THANLYIN BRIDGE

FROM YANGON-THANLYIN BRIDGE

YADANAR ROAD

SHUKHINTH

AR MAYOPAT R

OAD

NAW

ARAT

STR

EET

3. ACCESS ROADFROM TOLL PLAZATO SHUKHINTHAR MAYOPAT ROAD

4. ACCESS ROADFROM SHUKHINTHAR MAYOPAT ROADTO TOLL PLAZA

STAR CITYINTERSECTION

N 1,860,500 M

N 1,860,400 M

N 1,860,300 M

N 1,860,200 M

N 1,860,100 M

N 1,860,000 M

N 1,859,900 M

N 1,859,800 M

N 1,859,700 M

N 1,859,600 M

N 1,859,500 M

N 1,859,400 M

N 1,859,300 M

N 1,859,200 M

N 1,859,100 M

N 1,859,000 M

N 1,858,900 M

N 1,858,800 M

N 1,858,700 M

N 1,858,600 M

N 1,858,500 M

N 1,858,400 M

N 1,858,300 M

N 1,858,200 M

N 1,858,100 M

N 1,858,000 M

N 1,857,900 M

N 1,857,800 M

N 1,857,700 M

N 1,857,600 M

N 1,857,500 M

N 1,857,400 M

N 1,857,300 M

N 1,857,200 M

N 1,857,100 M

N 1,857,000 M

N 1,860,500 M

N 1,860,400 M

N 1,860,300 M

N 1,860,200 M

N 1,860,100 M

N 1,860,000 M

N 1,859,900 M

N 1,859,800 M

N 1,859,700 M

N 1,859,600 M

N 1,859,500 M

N 1,859,400 M

N 1,859,300 M

N 1,859,200 M

N 1,859,100 M

N 1,859,000 M

N 1,858,900 M

N 1,858,800 M

N 1,858,700 M

N 1,858,600 M

N 1,858,500 M

N 1,858,400 M

N 1,858,300 M

N 1,858,200 M

N 1,858,100 M

N 1,858,000 M

N 1,857,900 M

N 1,857,800 M

N 1,857,700 M

N 1,857,600 M

N 1,857,500 M

N 1,857,400 M

N 1,857,300 M

N 1,857,200 M

N 1,857,100 M

N 1,857,000 M

E 20

3,30

0 M

E 20

3,40

0 M

E 20

3,50

0 M

E 20

3,60

0 M

E 20

3,70

0 M

E 20

3,80

0 M

E 20

3,90

0 M

E 20

4,00

0 M

E 20

4,10

0 M

E 20

4,20

0 M

E 20

4,30

0 M

E 20

4,40

0 M

E 20

4,50

0 M

E 20

4,60

0 M

E 20

4,70

0 M

E 20

4,80

0 M

E 20

4,90

0 M

E 20

5,00

0 M

E 20

5,10

0 M

E 20

5,20

0 M

E 20

5,30

0 M

E 20

5,40

0 M

E 20

5,50

0 M

E 20

5,60

0 M

E 20

5,70

0 M

E 20

5,80

0 M

E 20

5,90

0 M

E 20

6,00

0 M

E 20

6,10

0 M

E 20

3,30

0 M

E 20

3,40

0 M

E 20

3,50

0 M

E 20

3,60

0 M

E 20

3,70

0 M

E 20

3,80

0 M

E 20

3,90

0 M

E 20

4,00

0 M

E 20

4,10

0 M

E 20

4,20

0 M

E 20

4,30

0 M

E 20

4,40

0 M

E 20

4,50

0 M

E 20

4,60

0 M

E 20

4,70

0 M

E 20

4,80

0 M

E 20

4,90

0 M

E 20

5,00

0 M

E 20

5,10

0 M

E 20

5,20

0 M

E 20

5,30

0 M

E 20

5,40

0 M

E 20

5,50

0 M

E 20

5,60

0 M

E 20

5,70

0 M

E 20

5,80

0 M

E 20

5,90

0 M

E 20

6,00

0 M

E 20

6,10

0 M

ALIGNMENT LAYOUT AND GEOMETRIC DATA2

POINTNAMEBPKE 1-1KA 1-1KA 1-2KE 1-2BC 2EC 2KA 3-1KE 3-1KE 3-2KA 3-2KA 4-1KE 4-1KE 4-2KA 4-2EP

STATION NORTHINGX-COORDINATE1857219.2910511857233.5087371857263.3723231857320.9936241857359.8503501857597.9276061857873.0732021859405.3802231859452.3111311859491.8268371859542.7490641859547.3760911859597.4675601859702.8294671859738.6113031860107.078174

EASTINGY-COORDINATE205789.549518205769.022741205727.441550205664.628061205631.296633205434.024909205242.524037204356.760802204330.947038204313.816465204297.209619204295.808734204279.125895204211.024695204172.202890203749.682533

ELEMENT ACCUMULATEDDISTANCE

0.00000024.96980576.169805

161.512727212.712727521.900231857.521703

2627.4203762680.9918042724.0798002777.6512282782.4856732835.2981732961.5706193014.3831193575.000000

0+000.0000000+024.9698050+076.1698050+161.5127270+212.7127270+521.9002310+857.5217032+627.4203762+680.9918042+724.0798002+777.6512282+782.4856732+835.2981732+961.5706193+014.3831193+575.000000

STRAIGHT LINECLOTHOID A=160CIRCLE R=500CLOTHOID A=160STRAIGHT LINECIRCLE R=2000STRAIGHT LINECLOTHOID A=150CIRCLE R=420CLOTHOID A=150STRAIGHT LINECLOTHOID A=130CIRCLE R=320CLOTHOID A=130STRAIGHT LINE

ELEMENTLENGTH

24.96980551.20000085.34292351.200000

309.187504335.621472

1769.89867353.57142943.08799553.5714294.834445

52.812500126.272446

52.812500560.616881

AZIMUTH ANGLE

1. MAIN HIGHWAY

DESIGN ELEMENTS OF HORIZONTAL ALIGNMENT

304°307°317°320°320°329°329°333°339°343°343°338°315°311°311°

42'38'25'21'21'58'58'37'30'

9'9'

25'49'

5'5'

29.009669"29.767749"16.250510"17.008590"17.008590"10.457547"10.457547"25.100803"

5.903241"20.546495"20.546495"39.671372"

7.291643"26.416517"26.416517"

POINTNAMEBPBC-1EC-1KA 2-1KE 2-1KE 2-2KA 2-2BC-3EP

STATION NORTHINGX-COORDINATE1857586.2507731857589.7358281857624.1345841857647.1024281857663.2828831857554.9810131857584.1545351857680.0705761857765.821505

EASTINGY-COORDINATE205393.281977205396.083549205436.728193205477.690573205517.356898205497.547926205466.177078205385.722045205321.300759


0.0000004.471511

58.044963105.007058148.110506367.483423410.586871535.778322643.083345

0+000.0000000+004.4715110+058.0449630+105.0070580+148.1105060+367.4834230+410.5868710+535.7783220+643.083345

STRAIGHT LINECIRCLE R=140STRAIGHT LINECLOTHOID A=50CIRCLE R=58CLOTHOID A=50STRAIGHT LINECIRCLE R=1000

ELEMENTLENGTH

4.47151153.57345146.96209543.103448

219.37291743.103448

125.191450107.305023

AZIMUTH ANGLE

2. ACCESS ROAD FROM STAR CITY TO THE PROJECT HIGHWAY

38°60°60°82°

298°320°320°326°

47'43'43'

0'43'

0'0'9'

42.593542"13.433109"13.433109"37.609033"11.268296"35.444221"35.444221"28.675974"

POINTNAMEBPKA 1-1KE 1-1KE 1-2KA 1-2KA 2-1EP

STATION NORTHINGX-COORDINATE1859387.0832661859410.8227241859457.1425191859495.6350511859545.9003321859550.5273591859596.665312

EASTINGY-COORDINATE204379.898737204366.175940204340.689898204324.002884204307.618036204306.217150204291.095464


0.00000027.42037680.298246

122.270570175.148440179.982885228.545623

0+000.0000000+027.4203760+080.2982460+122.2705700+175.1484400+179.9828850+228.545623

STRAIGHT LINECLOTHOID A=147.083849CIRCLE R=409.125000CLOTHOID A=147.083849STRAIGHT LINECLOTHOID A=132.996909

ELEMENTLENGTH

27.42037652.87787041.97232452.8778704.834445

48.562738

AZIMUTH ANGLE

3. ACCESS ROAD FROM TOLL PLAZA TO SHUKHINTHAR MAYOPAT ROAD

329°333°339°343°343°341°

58'40'33'

9'9'1'

10.457547"19.933366"

0.735807"20.546495"20.546495"10.050264"

POINTNAMEBPKA 1-1KE 1-1KE 1-2KA 1-2KA 2-1EP

STATION NORTHINGX-COORDINATE1859376.1982651859399.9377221859447.4797431859488.0186231859539.5977961859544.2248231859577.579400

EASTINGY-COORDINATE204361.068463204347.345665204321.204179204303.630046204286.801203204285.400317204274.853056


0.00000027.42037681.685363

125.889030180.154017184.988462219.973050

0+000.0000000+027.4203760+081.6853630+125.8890300+180.1540170+184.9884620+219.973050

STRAIGHT LINECLOTHOID A=152.909864CIRCLE R=430.875000CLOTHOID A=152.909864STRAIGHT LINECLOTHOID A=127.777631

ELEMENTLENGTH

27.42037654.26498744.20366754.2649874.834445

34.984588

AZIMUTH ANGLE

4. ACCESS ROAD FROM SHUKHINTHAR MAYOPAT ROAD TO TOLL PLAZA

329°333°339°343°343°341°

58'34'27'

9'9'0'

10.457547"39.093555"19.895993"20.546495"20.546495"29.487429"

POINTNAMEBPBC 1EC-1

TO YANGON-THANLYIN BRIDGEBC-2EP

FROM YANGON-THANLYIN BRIDGEBC-2EP

STATION NORTHINGX-COORDINATE1859592.4529451859591.8100751859568.426887

1859517.8161661859474.391353

1859530.9465411859492.287742

EASTINGY-COORDINATE204287.866125204312.163713204340.633817

204352.059301204380.139144

204349.095089204392.126807


0.00000024.30609263.975512

115.859871168.655834

102.399065164.083776

0+000.0000000+024.3060920+063.975512

0+115.8598710+168.655834

0+102.3990650+164.083776

STRAIGHT LINECIRCLE R=30



ELEMENTLENGTH

24.30609239.669420

51.88435952.795963

38.42355361.684711

AZIMUTH ANGLE

5. RELOCATION ROAD BETWEEN SHUKHINTHAR MAYOPAT ROAD AND YANGON - THANLYIN BRIDGE

91°167°

167°126°

167°96°

30'16'

16'56'

16'35'

56.114217"42.957166"

42.957166"43.638429"

42.957166"35.259250"

NOTE: 1. STAR CITY INTERSECTION CONSISTS OF FOUR (4) ROADS, I.E., MAIN HIGHWAY, YANGON ACCESS LINE, THILAWA ACCESS LINE AND STAR CITY ACCESS LINE. SEE STAR CITY INTERSECTION DRAWINGS FOR THE HORIZONTAL ALIGNMENT DATA OF YANGON ACCESS LINE, THILAWA ACCESS LINE AND STAR CITY ACCESS LINE.

2. SEE THE DESIGN DATA OF HORIZONTAL ALIGNMENT OF SHUKHINTHAR MAYOPAT ROAD AND NAWARAT STREET INTHE DRAWING INCLUDED IN PACKAGE 3 DRAWINGS.

3. SEE THE DESIGN DATA OF HORIZONTAL ALIGNMENT OF YADANAR ROAD IN THE DRAWING INCLUDED IN PACKAGE3 DRAWINGS.

DETAILED DESIGN ON




SIGNATURENAME

PREPARED BY

CHECKED BY


DWG No.

JICA STUDY TEAM



T. HAYAKAWA

T. HAYAKAWA

Y. SANO

BAGO RIVER BRIDGE

DATEFINANCED BY


JAPAN INTERNATIONAL

COOPERATION AGENCY15 Jun.2017

20 Jun.2017

21 Jun.2017 P2-GE-2001

Documents

DETAILED DESIGN STUDY ON THE BAGO RIVER BRIDGE ... · construction project final report attachments draft tender document (final version) volume - iv package 2 october 2017 japan