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Cầu Nhật Tân là một cây cầu được xây dựng với tổng mức đầu tư hơn 13.626 tỷ đồng nằm trong tổng số 7 cầu bắc qua sông Hồng đoạn Hà Nội, nối quận Tây Hồ với huyện Đông Anh, kết cấu nhịp của cầu chính theo dạng cầu dây văng nhiều nhịp với 5 trụ tháp hình thoi và 6 nhịp dây văng, bắt đầu tại phường Phú Thượng, quận Tây Hồ đến điểm cuối giao với quốc lộ 3 tại km 7+100, xã Vĩnh Ngọc huyện Đông Anh. Cầu được khởi công ngày 7 tháng 3 năm 2009,1 ngay sau khi hoàn thành cầu Thanh Trì và hoàn thành nhân kỷ niệm Thăng LongHà Nội 1000 năm. Theo dự án, cầu được kết cấu kiểu dây văng liên tục bê tông cốt thép dự ứng lực, thi công bằng phương án đúng hẫng cân bằng2. Cầu Nhật Tân được khánh thành vào ngày 412015,3 đồng bộ với đường Nhật Tân Nội Bài tạo nên một tuyến cao tốc nội đô hiện đại, rút ngắn thời gian di chuyển từ cảng hàng không quốc tế Nội Bài tới trung tâm Hà Nội. Cầu được xem là biểu tượng mới của Thủ đô Hà Nội với 5 nhịp dây văng tượng trưng cho 5 cửa ô.Mặt cầu rộng 33,2m với 8 làn xe cho cả hai chiều, chia thành 4 làn xe cơ giới, 2 làn xe buýt, 2 dải xe hỗn hợp, phân cách giữa, đường dành cho người đi bộ. Cầu dài 3,9 km và có đường dẫn 5,17 km, trong đó phần chính của cầu qua sông dài 1,5 km.Đã từng có một số ý kiến cho rằng nên đổi tên cầu thành cầu Cổ Loa hoặc Đông Đô, theo tên của kinh thành Thăng Long các thời An Dương Vương và Lê Lợi, vì địa danh xây dựng cầu không nằm trên đất vùng trồng đào Nhật Tân nổi tiếng
SUPERSTRUCTURE GENERAL DRAWING C- -001 C- -002 C- -003 C- -004 C- -005 C- -006 C- -007 LIST OF DRAWINGS LIST OF DRAWINGS GENERAL NOTES GENERAL NOTES MAIN BRIDGE GENERAL DRAWING MAIN BRIDGE GENERAL DRAWING MAIN BRIDGE GENERAL DRAWING PYLON C-3a-001 C-3a-002 C-3a-003 C-3a-004 C-3a-005 C-3a-006 C-3a-007 C-3a-008 C-3a-009 C-3a-010 C-3a-011 C-3a-012 C-3a-013 C-3a-014 C-3a-015 C-3a-016 C-3a-017 C-3a-018 C-3a-019 C-3a-020 C-3a-021 C-3a-022 C-3a-023 C-3a-024 SUBSTRUCTURE FOUNDATION C-2a-001 C-2a-002 C-2a-003 C-2a-004 C-2a-005 C-2a-006 C-2a-007 C-2a-008 C-2a-009 C-2a-010 C-2a-011 C-2a-012 C-2a-013 C-2a-014 C-2a-015 C-2a-016 C-2a-017 C-2a-018 C-2a-019 C-2a-020 C-2a-021 C-2a-022 C-2a-023 C-2a-024 C-2a-025 C-2a-026 C-2a-027 C-2a-028 C-2a-029 C-2a-030 C-2a-031 C-2a-032 GENERAL VIEW OF PYLON P12 GENERAL VIEW OF PYLON P13 GENERAL VIEW OF PYLON P14 GENERAL VIEW OF PYLON P15 GENERAL VIEW OF PYLON P16 LAYOUT OF STEEL PIPE SHEET PILE (P12) ARRANGEMENT OF STEEL PIPE SHEET PILES (P12) LAYOUT OF STEEL PIPE SHEET PILE (P13) ARRANGEMENT OF STEEL PIPE SHEET PILES (P13) LAYOUT OF STEEL PIPE SHEET PILE (P14) ARRANGEMENT OF STEEL PIPE SHEET PILES (P14) LAYOUT OF STEEL PIPE SHEET PILE (P15) ARRANGEMENT OF STEEL PIPE SHEET PILES (P15) LAYOUT OF STEEL PIPE SHEET PILE (P16) ARRANGEMENT OF STEEL PIPE SHEET PILES (P16) DETAIL OF STEEL PIPE SHEET PILE PILE HEAD DETAIL CONSTRUCTION SEQUENCE OF STEEL PIPE SHEET PILE FOUNDATION (P12) CONSTRUCTION SEQUENCE OF STEEL PIPE SHEET PILE FOUNDATION (P13) CONSTRUCTION SEQUENCE OF STEEL PIPE SHEET PILE FOUNDATION (P14) CONSTRUCTION SEQUENCE OF STEEL PIPE SHEET PILE FOUNDATION (P15) CONSTRUCTION SEQUENCE OF STEEL PIPE SHEET PILE FOUNDATION (P16) REINFORCEMENT OF TOP SLAB (P12) REINFORCEMENT OF TOP SLAB (P13) REINFORCEMENT OF TOP SLAB (P14) REINFORCEMENT OF TOP SLAB (P15) REINFORCEMENT OF TOP SLAB (P16) CONNECTION BETWEEN TOP SLAB AND SHEET PILES (P12) CONNECTION BETWEEN TOP SLAB AND SHEET PILES (P13) CONNECTION BETWEEN TOP SLAB AND SHEET PILES (P14) CONNECTION BETWEEN TOP SLAB AND SHEET PILES (P15) CONNECTION BETWEEN TOP SLAB AND SHEET PILES (P16) C-2b-001 C-2b-002 C-2b-003 C-2b-004 C-2b-005 C-2b-006 C-2b-007 END PIER P11 END PIER P11 END PIER P17 REINFORCEMENT OF END PIER P11 REINFORCEMENT OF END PIER P17 CIP PILE REINFORCEMENT P11 CIP PILE REINFORCEMENT P17 DECK AND GIRDER C-3b-001 C-3b-002 C-3b-003 C-3b-004 C-3b-005 C-3b-006 C-3b-007 C-3b-008 C-3b-009 C-3b-010 C-3b-011 C-3b-012 C-3b-013 C-3b-014 C-3b-015 C-3b-016 C-3b-017 C-3b-018 C-3b-019 C-3b-020 C-3b-021 C-3b-022 C-3b-023 C-3b-024 END PIER CONSULTANTs CHODAI CO., LTD AND NIPPON ENGINEERING CO., LTD TITLE NAME SIGNATURE GEOMETRY CONTROL OF PYLON GEOMETRY CONTROL OF PYLON GEOMETRY CONTROL OF PYLON DRAINAGE FOR PYLON CROSSBEAM DETAILS REINFORCEMENT OF PYLON COLUMN REINFORCEMENT OF PYLON COLUMN REINFORCEMENT OF PYLON COLUMN PYLON CROSSBEAM PRESTRESSING PYLON CROSSBEAM PRESTRESSING REINFORCEMENT OF PYLON CROSSBEAM REINFORCEMENT OF PYLON CROSSBEAM REINFORCEMENT OF PYLON CROSSBEAM REINFORCEMENT OF TOP STRUT AND TOP OF PYLON GENERAL VIEW OF ANCHOR BOX GENERAL VIEW OF ANCHOR BOX CROSS SECTIONS OF ANCHOR BOX CROSS SECTIONS OF ANCHOR BOX ANCHOR BOX DETAILS ANCHOR BOX DETAILS STUD ARRANGEMENT OF ANCHOR BOX BASE OF ANCHOR BOX STAY CABLE BOOT AT PYLON EXIT CROSS BEAM FOR ANCHOR BOX DATE GENERAL LAYOUT GENERAL LAYOUT GENERAL LAYOUT LAYOUT OF BEARINGS LAYOUT OF PRECAST DECK PANEL LAYOUT OF PRECAST DECK PANEL LAYOUT OF PRECAST DECK PANEL LAYOUT OF PRECAST DECK PANEL LAYOUT OF PRECAST DECK PANEL LAYOUT OF PRESTRESSING TENDON LAYOUT OF PRESTRESSING TENDON LAYOUT OF PRESTRESSING TENDON LAYOUT OF PRESTRESSING TENDON LAYOUT OF PRESTRESSING TENDON LAYOUT OF PRESTRESSING TENDON REINFORCEMENT OF PRECAST DECK PANEL REINFORCEMENT OF PRECAST DECK PANEL REINFORCEMENT OF PRESTRESSING CABLE ANCHORAGE REINFORCEMENT OF CIP CONCRETE SLAB REINFORCEMENT OF CIP CONCRETE SLAB REINFORCEMENT OF CIP CONCRETE SLAB REINFORCEMENT OF CIP CONCRETE SLAB REINFORCEMENT OF SIDEWALK AND MEDIAN REINFORCEMENT OF SIDEWALK AND MEDIAN SOCIALIST REPUBLIC OF VIET NAM NHAT TAN BRIDGE CONSTRUCTION PROJECT DRAWING TITLE: in association with TRANSPORT ENGINEERING DESIGN INCORPORATED Rev No LIST OF DRAWINGS SCALE: - DRAWING No : C - - 001 SHEET No : Sheet of PACKAGE: C-3b-025 C-3b-026 C-3b-027 C-3b-028 C-3b-029 C-3b-030 C-3b-031 C-3b-032 C-3b-033 C-3b-034 C-3b-035 C-3b-036 C-3b-037 C-3b-038 C-3b-039 C-3b-040 C-3b-041 C-3b-042 C-3b-043 C-3b-044 C-3b-045 C-3b-046 C-3b-047 REINFORCEMENT OF LIGHTING POLE BASE REINFORCEMENT OF STAY CABLE BOOT SUPPORT BASE EDGE GIRDER SHEDULE EDGE GIRDER SHEDULE CABLE ANCHORAGE DETAILS FIELD CONNECTION OF EDGE GIRDERS EDGE GIRDER EDGE GIRDER EDGE GIRDER EDGE GIRDER EDGE GIRDER EDGE GIRDER DETAILS INTERMEDIATE FLOORBEAM INTERMEDIATE FLOORBEAM INTERMEDIATE FLOORBEAM PYLON FLOORBEAM PYLON FLOORBEAM PYLON FLOORBEAM END FLOORBEAM END FLOORBEAM END FLOORBEAM UPPER BRACKET OF TIE-DOWN CABLE LOWER BRACKET OF TIE-DOWN CABLE C- -018 C- -019 C- -020 C- -021 C- -022 C- -023 C- -024 C- -025 C- -026 C- -027 C- -028 C- -029 C- -030 C- -031 C- -032 C- -033 C- -034 C- -035 C- -036 DRAINAGE DETAIL DRAINAGE DETAIL WIND FAIRING LONGITUDINAL LOCATION OF INSPECTION WAY TRANSVERSE LOCATION OF INSPECTION WAY HANDRAIL FOR PYLON CROSSBEAM TRANSVERSE INSPECTION WAY INSPECTION WAY DETAIL INSPECTION WAY DETAIL STAIRS AND LADDERS FOR PYLON STAIRS AND LADDER DETAIL STAIRS AND LADDER DETAIL STAIRS AND LADDER DETAIL STAIRS AND LADDER DETAIL STAIRS AND LADDER DETAIL MAINTENANCE FACILITIES AT PYLON TOP AND ACCESS DOOR FOR PYLON PLATFORM OF ELECTRIC SUBSTATION LAYOUT OF SUBSTATIONS ON ELECTRIC PLATFORM NAVIGATION LIGHTS ARRANGEMENT ERECTION SEQUENCE AND TEMPORARY STRUCTURES C- -001 C- -002 ERECTION SEQUENCE ERECTION METHOD STAY CABLE C-3c-001 C-3c-002 C-3c-003 C-3c-004 C-3c-005 C-3c-006 C-3c-007 C-3c-008 STAY CABLE LAYOUT STAY CABLE LAYOUT STAY CABLE LAYOUT STAY CABLE LAYOUT CROSS SECTION OF STAY CABLE STAY CABLE SOCKET SHIM PLATE AND BEARING PLATE STAY CABLE BOOT AT GIRDER EXIT C- -001 C- -002 C- -003 C- -004 C- -005 C- -006 C- -007 C- -008 C- -009 C- -010 C- -011 C- -012 C- -013 C- -014 C- -015 C- -016 C- -017 ELASTOMERIC BEARING AT P12 AND P16 ELASTOMERIC BEARING AT P12 AND P16 ELASTOMERIC BEARING AT P13, P14 AND P15 ELASTOMERIC BEARING AT P13, P14 AND P15 POT BEARING AT P11 AND P17 EXPANSION JOINT P11 EXPANSION JOINT P11 EXPANSION JOINT P11 EXPANSION JOINT P11 EXPANSION JOINT P17 EXPANSION JOINT P17 EXPANSION JOINT P17 EXPANSION JOINT P17 METAL BRIDGE RAILING AT SHOULDER TYPE METAL BRIDGE RAILING AT MEDIAN DRAINAGE ARRANGEMENT DRAINAGE ARRANGEMENT ACCESSORIES CONSULTANTs CHODAI CO., LTD AND NIPPON ENGINEERING CO., LTD TITLE NAME SIGNATURE DATE SOCIALIST REPUBLIC OF VIET NAM NHAT TAN BRIDGE CONSTRUCTION PROJECT DRAWING TITLE: in association with TRANSPORT ENGINEERING DESIGN INCORPORATED Rev No LIST OF DRAWINGS SCALE: - DRAWING No : C - - 002 SHEET No : Sheet of PACKAGE: GENERAL 5.3 DYNAMIC LOAD ALLOWANCE, IM - DYNAMIC LOAD ALLOWANCE IS APPLIED IN ACCORDANCE WITH SECTION 3.6.2 OF 22TCN-272-05 - DYNAMIC LOAD ALLOWANCE IS APPLIED TO STAY CABLES AND ANCHORS - DYNAMIC LOAD ALLOWANCE IS NOT APPLIED TO PYLON FOUNDATIONS THAT ARE ENTIRELY BELOW GROUND - DYNAMIC LOAD ALLOWANCE IS NOT APPLIED TO LANE LOAD AND PEDESTRIAN LOAD 5.4 PEDESTRIAN LOAD PEDESTRIAN LOAD IS APPLIED WITH AN INTENSITY OF X 10-3 MPA 5.5 BREAKING FORCE - BREAKING FORCE IS APPLIED IN ACCORDANCE WITH SECTION 3.6.4 OF AASHTO-LRFD 2004 - THE BREAKING FORCE IS TAKEN AS GREATER OF A) 25% OF THE AXLE WEIGHTS OF THE DESIGN TRUCK OR DESIGN TANDEM OR, B) 5% OF THE DESIGN TRUCK PLUS LANE LOAD OR 5% OF THE DESIGN TANDEM PLUS LANE LOAD 5.6 UNIFORM TEMPERATURE ( REFERENCE TEMPARATURE IS +24°C ) CONCRETE STRUCTURE +5°C TO +47°C CONCRETE DECK ON STEEL GIRDER +1°C TO +55°C STEEL CABLE -3°C TO +63°C 5.7 THERMAL GRADIENT FOR THERMAL GRADIENT, SECTION 3.12 OF 22TCN-272-05 SHALL BE APPLIED 5.8 WIND LOAD - DESIGN WIND VELOCITY IS APPLIED IN ACCORDANCE WITH SECTION 3.8.1.1 OF 22TCN-272-05 - THE 10 MINUTES AVERAGE WIND VELOCITY IS 34 M/SEC AT 10-M ELEVATION - GUST RESPONSE FACTOR FOR THE STATIC WIND ANALYSIS IS 1.9 - DRAG COEFFICIENT FOR THE DECK IS 1.70 - DRAG COEFFICIENT FOR STAY CABLES IS 0.8 DRAG COEFFICIENT FOR PYLON IS 1.6 FOR WINDWARD SECTION AND 0.8 FOR LEEWARD SECTION - DESIGN WIND VELOCITY DURING CONSTRUCTION AT 10M ELEVATION IS 24 M/SEC 5.9 STREAM FLOW - FORCES DUE TO STREAM FLOW UNDER DESIGN FLOOD IS APPLIED TO EACH SUBSTRUCTURE - THE DESIGN WATER VELOCITY IS 2.3 M/SEC FOR DESIGN 100-YEAR AND 500-YEAR FLOODS - THE DESIGN WATER VELOCITY IN EXTREME LIMIT STATES, 0.9 M/SEC IS USED AS AN ANNUAL DISCHARGE VELOCITY - ALL STATIONS, COORDINATES AND ELEVATIONS ARE IN METERS - ALL DIMENSIONS ARE IN MILLIMETERS UNLESS OTHERWISE INDICATED DESIGN STANDARDS 2.1 2.2 SPECIFICATIONS FOR DESIGN WORKS DESCRIPTION NAME OF SPECIFICATIONS CODE LOAD AND ANALYSIS METHOD FOR DESIGN ALL SPECIFICATION FOR BRIDGE DESIGN COMPONENTS OF BRIDGE EXCEPT BELOWS 22TCN 272-05 DESIGN ALL COMPONENTS OF BRIDGE EXCEPT BELOWS AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SI UNITS, 4TH, AASHTO 2007 AASHTO LRFD 4TH STEEL PIPE SHEET PILE DESIGN SPECIFICATIONS FOR HIGHWAY BRIDGES, IV SUBSTRUCTURE SECTION JRA - 2002 STEEL PIPE SHEET PILE DESIGN GUIDELINE FOR DESIGN AND CONSTRUCTION OF STEEL PIPE SHEET PILE FOUNDATIONS, JAPAN ROAD ASSOCIATION JRA - 1997 STAY CABLES RECOMMENDATION FOR STAY CABLE DESIGN, TESTING AND INSTALLATION - 2000, POST TENSIONING INSTITUTE PTI - 2007 PRELIMINARY AERODYNAMIC EXAMINATION DESIGN MANUAL FOR BRIDGE AERODYNAMIC, JAPAN ROAD ASSOCIATION JRA - 1991 AERODYNAMIC ANALYSIS WIND PROOF DESIGN STANDARD FOR HONSHU-SHIKOKU BRIDGES, HONSHU-SHIKOKU BRIDGE AUTHORITY HBS-2001 WIND TUNNEL TEST WIND PROOF DESIGN STANDARD FOR HONSHU-SHIKOKU BRIDGES, HONSHU-SHIKOKU BRIDGE AUTHORITY HBS-2001 MODEL FOR CREEP AND SHRINKAGE CEB-FIP MODEL CODE 1990 CEB-FIP MC90 10 SEISMIC DESIGN - LIQUEFACTION OF SOIL SPECIFICATIONS FOR HIGHWAY BRIDGES - PART V SEISMIC DESIGN, JAPAN ROAD ASSOCIATION JRA - 2002 11 BEARING 12 BRIDGE WELDING 13 STRUCTURAL WELDING MANUAL FOR HIGHWAY BRIDGE BEARING SPECIFICATIONS FOR BRIDGE WELDING CODE SPECIFICATIONS FOR STRUCTURAL WELDING CODE - STEEL JRA - 2004 AASHTO/AWS D1.5 AWS D1.1 SPECIFICATIONS FOR MATERIALS NAME OF SPECIFICATIONS STANDARD SPECIFICATION FOR PORTLAND CEMENT STANDARD SPECIFICATION FOR PORTLAND CEMENT COMPOSITE STANDARD SPECIFICATION FOR FINE AGGREGATE FOR PORTLAND CEMENT CONCRETE STANDARD SPECIFICATION FOR COARSE AGGREGATE FOR PORTLAND CEMENT CONCRETE STANDARD SPECIFICATION FOR READY-MIXED CONCRETE WATER FOR CONCRETE AND MORTAR - TECHNICAL REQUIREMENT STANDARD SPECIFICATION FOR CHEMICAL ADMIXTURES FOR CONCRETE STANDARD SPECIFICATION FOR STEEL BARS FOR CONCRETE REINFORCEMENT CODE TCVN 2682:1999 TCVN 6260:1997 AASHTO M6-03 AASHTO M80-87 (2003) AASHTO M157-06 TCVN 4506-87 AASHTO M 194M JIS G3112 SPECIFICATION FOR UNCOATED STRESS-RELIEVED STEEL WIRE AND STRANDS FOR PRESTRESSED STANDARD CONCRETE 10 11 12 13 5.10 DESIGN VESSEL MAXIMUM TONNAGE MAXIMUM DIMENSION COLLISION SPEED (M/S) FLOW SPEED VS (M/S) JIS G3536 STANDARD SPECIFICATION FOR STEEL BARS FOR PRESTRESSED CONCRETE STANDARD SPECIFICATION FOR ROLLED STEELS FOR GENERAL STRUCTURE STANDARD SPECIFICATION FOR ROLLED STEELS FOR WELDED STRUCTURE STANDARD SPECIFICATION FOR STEEL PIPE SHEET PILE JIS G3109 JIS G3101 JIS G3106 JIS A5530 3.1 HIGH WATER LEVEL HIGH WATER LEVEL (MNTK) : +13.67 M LOW WATER LEVEL (MNNN) : +2.33 M 3.2 REQUIRED NAVIGATIONAL CLEARANCE HORIZONTAL NAVIGATION WIDTH FOR BOTH EASTWARD AND WESTWARD DIRECTIONS SHALL BE 80.0 M MINIMUM VERTICAL CLEARANCE OVER THE NAVIGATION CHANNELS SHALL BE 10.0 M MEASURED FROM WATER LEVEL 5% PROBABILITY OF +13.41M, DESIGNATED AS MNTT 5.12 SEISMIC DESIGN - THE NHAT TAN BRIDGE PROJECT AREA IS DESIGNATED AS MSK CLASS IN SECTION 3.10.2 OF 22TCN-272-05 - THE ACCELERATION COEFFICIENT (A) OF GROUND MOTION FOR THE BRIDGE IS 0.12, FOR THE RETURN PERIOD TO 2,500 YEARS - SITE EFFECT, S SHALL BE 1.2 IN ACCORDANCE WITH SECTION 3.10.5.2 OF 22TCN-272-05 - RESPONSE MODIFICATION FACTOR IS DETERMINED WITH CONSIDERING IMPORTANCE OF THE PYLONS COMPONENTS R SUPERSTRUCTURE, PYLON 1.0 CAST-IN-PLACE PILE FOUNDATION 1.0 STEEL PIPE SHEET PILE FOUNDATION 1.0 DATUM ELEVATIONS ARE BASED ON THE NATIONAL VERTICAL DATUM DESIGN LOADS DEAD LOAD PLAIN CONCRETE REINFORCED CONCRETE STEEL STAY CABLE ASPHALT PAVEMENT COMPACTED SOIL WATER DENSITY KG/M3 2400 2500 7850 7850 2250 1950 1000 WIND FAIRING INSPECTION WAYS, HANDRAIL AND ETC RAILINGS COMMUNICATION CABLE AND ELECTRIC POWER LINE 5.2 UNIT DEAD LOAD KN/M3 23.5 24.5 77.0 77.0 22.0 19.0 10.0 UNIT DEAD LOAD KN/M/BR 4.0 3.6 1.6 1.6 5.13 PYLON PLUMBNESS THE PLUMBNESS OF PYLON DUE TO ERECTION ERROR SHALL BE H/1,000 FOR BOTH LONGITUDINALLY AND TRANSVERSELY, WHERE H IS A DISTANCE BETWEEN TOP AND BOTTOM OF PYLON MATERIALS 6.1 LIVE LOAD IN ACCORDANCE WITH ARTICLE 3.6 OF 22TCN-272-05, THE FOLLOWING LIVE LOADS ARE APPLIED IN THE DESIGN VEHICULAR LIVE LOAD SHALL CONSIST OF A COMBINATION OF : - DESIGN TRUCK OR DESIGN TANDEM , AND - DESIGN LANE LOAD TRUCK LOAD 325 KN TRUCK TANDEM LOAD A PAIR OF 110 KN LOADS LANE LOAD 9.3 KN/M LOAD PEDESTRIAN LOAD 0.003 MPA NUMBER OF DESIGN LANE LANES LOADING/DIRECTION FATIGUE LOADING SHALL BE SINGLE DESIGN TRUCK WITH 9.0M SPACING BETWEEN REAR AXLES, THE DESIGN LIFE SHALL BE 100 YEARS CONSULTANTs CHODAI CO., LTD AND NIPPON ENGINEERING CO., LTD in association with TRANSPORT ENGINEERING DESIGN INCORPORATED TITLE NAME H Ikeda TOWED BARGE 500 DWT LENGTH=40 M, WIDTH=10 M, LADEN DRAUGHT=1.7 M 1.6 + VS 0.9 5.11 SCOUR SCOUR DUE TO DESIGN FLOOD IS CONSIDERED AT STRENGTH AND SERVICE LIMIT STATES SCOUR DUE TO ANNUAL DISCHARGE IS CONSIDERED AT EXTREME EVENT LIMIT STATE PIER NO SCOUR DEPTHS DUE TO DESIGN FLOOD (M) SCOUR DEPTHS DUE TO ANNUAL DISCHARGE (M) P11 (SOUTH END PIER) 5.0 0.0 P12, P13, P15 15.0 7.0 P14 (@ SANDBAR) 15.0 0.0 P16 15.0 0.0 P17 (NORTH END PIER) 3.0 0.0 CLEARANCE 5.1 SELF-PROPELLED SHIP 2,000 DWT LENGTH=90 M, WIDTH=12 M, LADEN DRAUGHT=3.5 M 3.3 + VS 0.9 SIGNATURE DATE CONCRETE COMPRESSIVE STRENGTH OF CONCRETE SHALL BE BASED ON A 28-DAY STRENGTH OF A 150MM DIAMETER CYLINDER (MPA) PYLON 40 PRECAST AND CAST-IN-PLACE CONCRETE DECK END PIER OF CABLE-STAYED BRIDGE 30 CAST-IN-PLACE PILE OF CABLE-STAYED BRIDGE TOP SLAB, AND BULKHEAD AND INNER PILE FILLING CONCRETE OF STEEL PIPE SHEET PILE FOUNDATION 25 SIDE WALK, PRECAST CURB AND MEDIAN BOTTOM SLAB OF SPSP FOUNDATION EXTERIOR PILE FILLING CONCRETE OF SPSP FOUNDATION 20 COUNTER WEIGHT IN END FLOORBEAM MORTAR FILLING TO STEEL PIPE JOINT 21 BLINDING CONCRETE 10 - UNLESS FORMS ARE NOT USED, PILE CAP CONCRETE SHALL BE PLACED ON 100MM MINIMUM THICKNESS OF BLINDING CONCRETE - BLINDING STONE SHOWN ON THE DRAWINGS IS INDICATIVE ONLY THE CONTRACTOR SHALL PROVIDE BLINDING STONE WHEN APPROVED OR INSTRUCTED BY THE ENGINEER SOCIALIST REPUBLIC OF VIET NAM NHAT TAN BRIDGE CONSTRUCTION PROJECT DRAWING TITLE: Rev No GENERAL NOTES K Itabashi H Ohashi Y Kajimura SCALE: - DRAWING No : C - - 003 SHEET No : Sheet of PACKAGE: 6.2 6.3 6.4 6.5 REINFORCING STEEL 6.9 TYPE FY (MPA) FU (MPA) SD390 390 560 SR235 235 380 STRUCTURAL COMPONENT JIS G 3112: REBAR FOR PYLON, DECK, END PIER, TOP SLAB OF STEEL PIPE SHEET PILE FOUNDATION JIS G 3112: REBAR FOR DRAIN PIPE PRESTRESSING TENDONS LOW RELAXATION STEEL SHALL BE USED FOR PRESTRESSING TENDONS PY PU TYPE (KN) (KN) SWPR7BL 15.2MM 222 261 SWPR19L 28.6MM 807 949 MODULUS OF ELASTICITY (GPA) 200 200 STEEL FOR STAY CABLES / TIE-DOWN CABLES MINIMUM TENSILE STRENGTH MINIMUM PROOF STRENGTH AT 0.8% STRAIN DESIGN ELASTIC MODULUS ELONGATION IN A 250MM GAGE LENGTH MINIMUM FATIGUE ENDURANCE LIMIT OF STRAND HIGH DENSITY POLYETHYLENE COVER ( HDPE ) STRUCTURAL COMPONENT JIS G 3536 : PRESTRESSING STEEL 7.1 50 mm 40 mm 35 mm 6.7 THICKNESS OF PLATE (MM) MINIMUM YIELD POINT OR MINIMUM YIELD STRENGTH FY (MPA) MINIMUM TENSILE STRENGTH FU (MPA) UP TO 40 OVER 40 UP TO 100 235 215 THICKNESS OF PLATE (MM) MINIMUM YIELD POINT OR MINIMUM YIELD STRENGTH FY (MPA) MINIMUM TENSILE STRENGTH FU (MPA) UP TO 40 THICKNESS OF PLATE (MM) MINIMUM YIELD POINT OR MINIMUM YIELD STRENGTH FY (MPA) MINIMUM TENSILE STRENGTH FU (MPA) UP TO 40 SM570 OVER 40 UP TO 75 OVER 75 UP TO 100 450 430 420 FU (MPA) 400 490 400 STK400 SM490A-SD 235 345 400 490 325 REINFORCEMENT - MINIMUM SPLICE LENGTH SHALL BE IN ACCORDANCE WITH 22TCN-272-05 - STANDARD HOOKS AND MINIMUM BEND DIAMETER SHALL BE IN ACCORDANCE WITH 22TCN-272-05 - A REINFORCING BAR INDICATED AS VARIED LENGTH SHALL BE LAP SPLICED AS NECESSARY SUBJECT TO THE FOLLOWING CONDITIONS : A) LAP SPLICES IN ADJACENT BARS SHALL BE STAGGERED B) MINIMUM LAP LENGTHS SHALL BE IN ACCORDANCE WITH 22TCN 272-05 LAP LENGTHS FOR CIP PILES SHALL NOT BE LESS THAN 40 TIMES BAR DIAMETER 7.4 ANCHORAGES AND DUCTS - DUCTS FOR INTERNAL TENDONS SHALL BE FULLY COMPATIBLE WITH THE PROPOSED PRESTRESSSING SYSTEM THE DUCTS SHALL FORM AN AIRTIGHT AND WATERTIGHT BARRIER TO THE TENDONS AND SHALL BE FABRICATED FROM CORRUGATED GALVANIZED SHEET STEEL OR SEMI-RIGID CONDUIT - GROUTING MATERIAL SHALL BE NON-BREEDING TYPE AS SPECIFIED IN THE TECHNICAL SPECIFICATION STEEL DESIGN 8.1 STRUCTURAL COMPONENT JIS A 5530 STEEL PIPE SHEET PILE FOR SHEET PILE FOUNDATION JIS A 5525 STEEL PIPE FOR INTERNAL INDEPENDENT PILES JIS G 3444 JOINT PIPE TYPE P-P FOR STEEL PIPE SHEET PILES PROPERTY COMFORMS TO "SD345" OF JIS G 3112 STUD REBAR CONNECTION DESIGNATION S35CN S45CN SCW480N SCW490-CF MINIMUM YIELD POINT OR MINIMUM YIELD STRENGTH FY (MPA) 305 345 275 315 - REPLACEMET OF STAY CABLE IS CONSIDERED WITH SHIFTING AWAY OF LIVE LOAD AT LEAST TWO LANES FROM THE CABLE UNDER REPLACEMENT 10 CONSTRUCTION 10.1 CONSTRUCTION WATER LEVEL CONSTRUCTION WATER LEVEL FOR STEEL PIPE SHEET PILE FOUNDATION IS ASSUMED +9.5M JIS G 4051 355 JIS G 5102 835 235 235 JIS G 4105 JIS G 3444 JIS B 1198 CONSULTANTs CHODAI CO., LTD AND NIPPON ENGINEERING CO., LTD 10.3 PYLON PYLON CROSSBEAM SHALL BE PRESTRESSED BEFORE CASTING CONCRETE OF STEM ABOVE CROSSBEAM JIS G 5102 JIS G 5201 SCW550 F10T, S10T Slip Resistance (kN) 56 10.2 SETTING POSITION THE BRIDGE GEOMETRY AND DIMENSIONS SHOWN IN THE DRAWINGS ARE AT A REFERENCE TEMPERATURE OF 24°C AND 10-YEAR CREEP AND SHRINKAGE AFTER THE BRIDGE COMPLETION THE CONTRACTOR SHALL CALCULATE DISPLACEMENTS INCLUDING ELASTIC, CREEP/SHRINKAGE FOR EACH ERECTION STAGE ACCORDING TO HIS CONSTRUCTION METHOD AND ERECTION SEQUENCES JIS SCM440H STK400 10.4 LONGITUDINAL PRESTRESSING FOR PRECAST DECK PANELS SEE CONTRACT DRAWINGS FOR TIMING OF LONGITUDINAL PRESTRESSING FOR PRECAST DECK PANELS 11 REFERENCE OF REBAR REBAR PROPERTIY WHICH IS REFERRED IN THE DRAWINGS IS EXPLAINED AS FOLLOWS EXAMPLE: 20 NX02-D16-150-NF Design Bolt Tension (kN) 238 TITLE NAME SIGNATURE WELD MINIMUM FILLET WELD SIZE IS IN ACCORDANCE WITH TABLE 2.1 OF 2002-AWS D1.5 AS SPECIFIED BELOW : - 6MM FOR BASE MATERIAL THICKNESS OF THICKER PART JOINTED IS 20MM OR LESS - LARGER OF 8MM, T1 , OR (2T2 ) FOR 20MM OR LARGER WHERE, T2 IS THE THICKNESS OF THICKER PLATE OF JOINING PLATES STAY CABLE DESIGN MISCELLANEOUS STEEL HIGH STRENGTH BOLTS Designation (Nominal Bolt Diameter) M24 7.3 OVER 75 UP TO 100 335 570 ~ 720 235 ANCHOR BOLT, BEARING PLATE OF CABLE ANCHORAGE STEEL COMPONENTS OF BEARING PIPE CABLE ANCHORAGE PIPE CABLE ANCHORAGE TAPERED EXTENSION CABLE SOCKET CABLE COVER, ETC STUD DOWEL CRACK CONTROL CRACK WIDTH PARAMETER IS 30,000 N/MM ( MODERATE EXPOSURE CONDITION ) EXCEPT ENDPIER PILECAP ( =17500 N/MM) 490 ~ 610 FOR SM490Y AND 520 ~ 640 FOR SM520 SKK400 COMPONENT 6.8 SM490Y SM520 OVER 40 UP TO 75 ELEMENTS - CAST-IN-PLACE PILE AND PILE CAP - TOP CAST-IN-PLACE SLAB OF STEEL PIPE SHEET PILE FOUNDATION - EXTERIOR SURFACE OF PYLON BELOW WATER OR BELOW GROUND - EXTERIOR SURFACE OF END PIER BELOW WATER OR BELOW GROUND - EXTERIOR SURFACE OF PYLON ABOVE WATER OR ABOVE GROUND - EXTERIOR SURFACE OF END PIER ABOVE WATER OR ABOVE GROUND - INTERIOR SURFACE OF PYLON (IF NECESSARY) - INTERIOR SURFACE OF PYLON - INTERIOR SURFACE OF END PIER - TOP EXTERIOR SURFACE OF PRECAST AND CAST-IN-PLACE SLAB - BOTTOM EXTERIOR SURFACE OF PRECAST AND CAST-IN-PLACE DECK SLAB 7.2 410 ~ 510 STRUCTURAL STEEL FOR STEEL PIPE SHEET PILE FOUNDATION FY TYPE (MPA) SKY400 235 SKY490 315 CONCRETE COVER MINIMUM CONCRETE COVER 75 mm STRUCTURAL STEEL FOR SUPERSTRUCTURE TYPE JIS DESIGNATION AND STRUCTURAL COMPONENTS JIS G 3106 SM570 - EDGE GIRDER AND CABLE ANCHORAGE SM490Y JIS G 3106 SM520 - EDGE GIRDER, FLOORBEAM, CABLE ANCHOR BOX, TOP STRUT JIS G 3106 SM490 - BEARING, SOLE PLATE SS400 JIS G 3101, JIS G 3106 SM400 - SUPPORT STRUT 355 DATE LOCATION AS FOLLOWS (IF INDICATED) NF : NEAR FACE, FF : FAR FACE, T : TOP, B : BOTTOM, ETC SPACING (MM) (IF INDICATED) NOMINAL BAR DIAMETER (MM) DESIGNATION OF BAR DIGITS NUMBER AFTER "N", OR "N"+1 CHARACTER+2 NUMBERS THIS NUMBER REPRESENTS A GROUP OF BARS NUMBER OF BARS ( IF INDICATED ) SOCIALIST REPUBLIC OF VIET NAM NHAT TAN BRIDGE CONSTRUCTION PROJECT DRAWING TITLE: Rev No GENERAL NOTES in association with TRANSPORT ENGINEERING DESIGN INCORPORATED 1.0 MPA 600 % 8.0 MPA S1 12.0 MPA 1.5 MPA 5.0 MPA 5.0 + 0.375 (S1 - 8.0) 70 % 150 % CONCRETE DESIGN 1,770 MPA 1,370 MPA 195 GPA % 245 MPA SS400 SM400 6.6 BEARING BEARINGS AT P11 AND P17 ARE POT BEARING AND BEARINGS AT PYLONS ARE HIGH DAMPING ELASTOMERIC BEARING "HDR-S" ( HIGH DAMPING RUBBER - SUPER ) IS USED FOR ELASTOMERIC BEARING SHEAR MODULUS OF ELASTICITY FRACTURE STRAIN COMPRESSIVE STRESS MAXIMUM S1 < 8