1. ARRANGEMENT. a. Frame A1-P3. L 1 = 20 m H = 5.23 m L 2 = 20 m H 1 = 8.29 m L 3 = 20 m H 2 = 8.29 m H 3 = 8.39 m. b. Frame P3-P6

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3 Substructure Design. ARRANGEMENT a. Frame A-P3 L = 20 m H = 5.23 m L 2 = 20 m H = 8.29 m L 3 = 20 m H 2 = 8.29 m H 3 = 8.39 m b. Frame P3-P6 L = 25 m H 3 = 8.39 m L 2 = 3 m H 4 = 8.5 m L 3 = 25 m H 5 = 8.5 m H 6 = 8.9 m c. Frame P6-A2 L = 20 m H 6 = 8.9 m L 2 = 20 m H 7 = 8.2 m L 3 = 20 m H 8 = 8.2 m L 4 = 20 m H 9 = 8.2 m H = 4.47 m KATAHIRA & ENGINEERS INTERNATIONAL Page Page 5 9/6/2006

4 North Java Corridor Flyover Project BALARAJA FLYOVER DETAILED DESIGN SUBSTRUCTURE 2. SECTION PROPERTIES and MATERIAL PROPERTIES Katahira & Engineers International Page 6

5 North Java Corridor Flyover Project BALARAJA FLYOVER DETAILED DESIGN SUBSTUCTURE 2. CONCRETE DECK SECTION PROPERTIES Katahira & Engineers International 8/8/2006 Page 7

6 BALARAJA FLYOVER NO ELEMENT SAP REFERENCE Area A ( m2 ) Moment of Inersia Ixx ( m4 ) Moment of Inersia Iyy ( m4 ) Torsional Constans C ( m4 ) Abutment ABUT Footing Abutment FOOT Composite Column 40 cm Dia C40COMPOSITE Composite Bored Pile 250 cm Dia COMPBP Composite Deck COMP-DECK Concrete Deck Slab DECKCON Page 8

7 Detailed Design of North Java Corridor Flyover Project JOINT MASS SUMMARY Joint Masses Detailed Design - Substructure Pier Location Joint mass kn.s/m^2 Joint Load kn A P Include in model Include in model P2 Include in model Include in model P P P P6 Include in model Include in model P7 Include in model Include in model P8 Include in model Include in model P9 Include in model Include in model P0 Include in model Include in model A Katahira and Engineers International Page 9

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9 North Java Corridor Flyover Project BALARAJA FLYOVER DETAILED DESIGN SUBSTUCTURE 2.2 STEEL DECK SECTION PROPERTIES Katahira & Engineers International 8/8/2006 Page 2

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11 North Java Corridor Flyover Project BALARAJA FLYOVER DETAILED DESIGN SUBSTRUCTURE 2.3 COMPOSITE COLUMN AND COMPOSITE PILE TOP SECTION PROPERTIES Katahira & Engineers International Page 23

12 Torsion Properties Project: Calculation: KATAHIRA & ENGINEERS INTERNATIONAL Detailed Design Study of Composite Bored Piles & Coloumn Torsion Properties Initial Data Modulus of elasticity of steel E s := MPa Characteristic strength of RC concrete f c := 30 MPa f c Modulus of elasticity of concrete E c := 4700 MPa E MPa c = MPa Modular ratio wth respect to concrete E s α c := α E c = c Coposite Coloumn Dia 40 cm section properties respect to center point Solid Concrete Coloumn diameter D c :=.4m Casing thicknes t s := 9mm Steel Casing Outer Diameter D s := D c + 2.t s D s =.438 m Katahira & Engineers International Page 24

13 Torsion Properties Area of solid Concrete A c := 4 π D c 2 A c =.539 m 2 Area of Steel Casing A s 4 π D s 2 2 := D c A s = m 2 Combined Area - stress A comp := A c + A s α c A comp = 2.97 m 2 Stiffness of Concrete Solid Circle I c := 64 π D c 4 Stiffness Steel Casing I s 64 π D s 4 4 := D c I s = 0.02 m 4 Combine stiffness Coloumn wrt to Concrete Ixx - Iyy I comp := I c + I s α c I comp = m 4 D c Torsional Constant Solid Concrete Circle Κ c := 2 π 2 Κ c = m 4 4 D s Torsional Constant Steel Casing Hollow concentric circular Κ s := 2 π 2 Κ s = m 4 4 D c 2 4 Combined Torsional constant wrt to concrete Κ comp := Κ c + Κ s α c Κ comp = m 4 Katahira & Engineers International Page 25

14 Torsion Properties Coposite Bored Piles Dia 250 cm section properties respect to center point Solid Concrete Coloumn diameter D c := 2.5m Casing thicknes t s := 3mm Steel Casing Outer Diameter D s := D c + 2.t s D s = m Area of solid Concrete A c := 4 π D c 2 A c = m 2 Area of Steel Casing A s 4 π D s 2 2 := D c A s = 0.03 m 2 Combined Area - stress A comp := A c + A s α c A comp = m 2 Stiffness of Concrete Solid Circle I c := 64 π D c 4 Stiffness Steel Casing I s 64 π D s 4 4 := D c I s = 0.08 m 4 Katahira & Engineers International Page 26

15 North Java Corridor Flyover Project BALARAJA FLYOVER DETAILED DESIGN SUBSTRUCTURE 2.4. ABUTMENT AND PIER COPING SECTION PROPERTIES Katahira & Engineers International Page 27

16 Project: Calculation: KATAHIRA & ENGINEERS INTERNATIONAL Detailed Design Study of Abutment Section Properties & Torsion Properties REGIONS Area: Perimeter: 7.44 Bounding box: X: Y: Centroid: X: Y: Moments of inertia: X: Y: Product of inertia: XY: Radii of gyration: X: Y: Torsional Constant based on Circular & Rectangular Section: r := 2.5m a := 2 4.0m b := 2 0.4m Circle Section : CC := 2 π r4 CC = m 4 C ABT := 2CC + CR C ABT =.074 m 4 Rectangular Section : CR a b 3 6 := 3.36 b 3 a CR = 0.08 m 4 b 4 2 a 4 Page 28

17 ------REGION COPING EXPANSION Area: Perimeter: Bounding box: X: Y: Centroid: X: Y: Moments of inertia: X: Y: Product of inertia: XY: Radii of gyration: X:.594 Y: 0.70 a := 2.4m b := 2.35m a 2 := 2 3.m b 2 := m Rectangular Section : 3 6 CR := a b 3 CR = 0.50 m 4 b 3.36 a b a Rectangular Section : 3 6 CR 2 := a 2 b 2 3 CR 2 = 0.37 m 4 CR := CR + CR 2 CR = 0.87 m 4 b a 2 b a 2 MASS OF COPING A := 4.756m 2 L := 7.25m MASS := ton A L 2.5 m 3 MASS = ton Page 29

18 North Java Corridor Flyover Project BALARAJA FLYOVER DETAILED DESIGN SUBSTRUCTURE 2.5. TORSION PROPERTIES Katahira & Engineers International Page 30

19 Torsion Properties Project: Calculation: KATAHIRA & ENGINEERS INTERNATIONAL Detailed Design Study of Torsion Properties Initial Data Modulus of elasticity of steel E s := MPa Characteristic strength of RC concrete f c := 30 MPa f c Modulus of elasticity of concrete E c := 4700 MPa E MPa c = MPa Modular ratio wth respect to concrete E s α c := α E c = c For rectangular sections torsion constant is calculated as follows: Torsional constant where k factor ( ) k b 3 Ckb,, b max For "thin walled" sections" box sections torsion constant is calculated as follows j :=.. 4 := b max k b max, b CS( A, ds, t) := 4A 2 ds j j t j ( ) := ratio b max b 0.4 if ratio = if ( ratio.2) ( ratio >.0) 0.66 if ( ratio.3) ( ratio >.2) 0.75 if ( ratio.4) ( ratio >.3) 0.86 if ( ratio.5) ( ratio >.4) 0.96 if ( ratio.8) ( ratio >.5) 0.26 if ( ratio 2.0) ( ratio >.8) if ( ratio 2.3) ( ratio > 2.0) if ( ratio 2.5) ( ratio > 2.3) if ( ratio 2.8) ( ratio > 2.5) if ( ratio 3.0) ( ratio > 2.8) if ( ratio 4.0) ( ratio > 3.0) 0.28 if ( ratio 5.0) ( ratio > 4.0) if ( ratio 7.5) ( ratio > 5.0) 0.32 if ( ratio 0.0) ( ratio > 7.5) otherwise Katahira & Engineers International Page 3

20 Torsion Properties PC DOUBLE GIRDER DECK - 20m Span In Span Section Girder Section Effective length of short side b := 955 mm Effective length of long side b max := 200 mm ( ) (, ) k := k b max, b k = 0.66 C := C k, b b max C = 0.73 m 4 Cantilever Slab Effective length of short side b := 350 mm Effective length of long side b max := 2645 mm ( ) (, ) k := k b max, b k = 0.32 C2 := C k, b b max C2 = m 4 Central Slab Effective length of short side b := 300 mm Effective length of long side b max := mm ( ) (, ) k := k b max, b k = C3 := C k, b b max C3 = m 4 Total torsional constant C SPAN := C 2 + C2 2 + C3 C SPAN = m 4 Katahira & Engineers International Page 32

21 Torsion Properties At Pier Section Girder Section Effective length of short side b := 200 mm Effective length of long side b max := 460 mm ( ) (, ) k := k b max, b k = 0.66 C := C k, b b max C = 0.49 m 4 Cantilever Slab Effective length of short side b := 325 mm Effective length of long side b max := 2265 mm ( ) (, ) k := k b max, b k = C2 := C k, b b max C2 = m 4 Central Slab Effective length of short side b := 270 mm Effective length of long side b max := 2630 mm ( ) (, ) k := k b max, b k = 0.32 C3 := C k, b b max C3 = 0.06 m 4 Total torsional constant C PIER := C 2 + C2 2 + C3 C PIER = 0.90 m 4 Katahira & Engineers International Page 33

22 Torsion Properties At Diaphragm Section Girder Section Effective length of short side b := 200 mm Effective length of long side b max := 6560 mm ( ) (, ) k := k b max, b k = C := C k, b b max C = m 4 Cantilever Slab Effective length of short side b := 325 mm Effective length of long side b max := 2265 mm ( ) (, ) k := k b max, b k = C2 := C k, b b max C2 = m 4 Total torsional constant C total := C + C2 2 C total = m 4 Katahira & Engineers International Page 34

23 Torsion Properties Project: Calculation: KATAHIRA & ENGINEERS INTERNATIONAL Detailed Design Study of Torsion Properties Initial Data Modulus of elasticity of steel E s := MPa Characteristic strength of RC concrete f c := 30 MPa f c Modulus of elasticity of concrete E c := 4700 MPa E MPa c = MPa Modular ratio wth respect to concrete E s α c := α E c = c For rectangular sections torsion constant is calculated as follows: Torsional constant where k factor ( ) k b 3 Ckb,, b max For "thin walled" sections" box sections torsion constant is calculated as follows j :=.. 4 CS( A, ds, t) := b max k b max, b := 4A 2 ds j j t j ( ) := ratio b max b 0.4 if ratio = if ( ratio.2) ( ratio >.0) 0.66 if ( ratio.3) ( ratio >.2) 0.75 if ( ratio.4) ( ratio >.3) 0.86 if ( ratio.5) ( ratio >.4) 0.96 if ( ratio.8) ( ratio >.5) 0.26 if ( ratio 2.0) ( ratio >.8) if ( ratio 2.3) ( ratio > 2.0) if ( ratio 2.5) ( ratio > 2.3) if ( ratio 2.8) ( ratio > 2.5) if ( ratio 3.0) ( ratio > 2.8) if ( ratio 4.0) ( ratio > 3.0) 0.28 if ( ratio 5.0) ( ratio > 4.0) if ( ratio 7.5) ( ratio > 5.0) 0.32 if ( ratio 0.0) ( ratio > 7.5) otherwise Katahira & Engineers International Page 35

24 Torsion Properties STEEL GIRDER DECK - 25m/3m Span Steel Girders Thickness of walls of steel box t := j 2 mm 6 mm 2 mm 6 mm Length of steel box sides: ds := j 837 mm 500 mm 260 mm 500 mm t + t 3 Area enclosed within median: A:= ds 2 2 A =.55 m 2 ds + ds 3 2 This gives the torsion constant for the steel box: CSB := CS( A, ds, t) CSB = m 4 Concrete Deck Slab Calculate torsion constant based on rectangular elements Haunch Slab Effective length of short side b := 450 mm Effective length of long side b max := 950 mm ( ) k := k b max, b k = 0.28 ( ) C := C k, b, b max C = 0.05 m 4 Cantilever Slab Effective length of short side b := 350 mm Effective length of long side b max := 2538 mm ( ) k := k b max, b k = ( ) C2 := C k, b, b max C2 = m 4 Katahira & Engineers International Page 36

25 Torsion Properties Central Slab Effective length of short side b := 300 mm Effective length of long side b max := mm ( ) (, ) k := k b max, b k = C3 := C k, b b max C3 = m 4 Total torsional constant for slab Cslab total := C 2 + C2 2 + C3 Cslab total = 0.2 m 4 Total Composite Torsional Constant C TOTAL := Cslab total + 2 CSB α c C TOTAL = 0.72 m 4 Katahira & Engineers International Page 37

26 Torsion Properties Project: Calculation: KATAHIRA & ENGINEERS INTERNATIONAL Detailed Design Study of Torsion Properties STEEL COPING FOR OUTRIGGER PIER - P4 & P5 IN SPAN SECTION Thickness of walls of steel box t := j 25 mm 9 mm 25 mm 9 mm Area enclosed within median: A := Length of steel box sides: ds := j 200 mm 900 mm 200 mm 900 mm t + t 3 ds ds + ds 3 2 A =.969 m 2 This gives the torsion constant for the steel box: CSB := CS( A, ds, t) CSB = m 4 SIDE SPAN SECTION Thickness of walls of steel box t := j 2 mm 9 mm 2 mm 9 mm Area enclosed within median: A := Length of steel box sides: ds := j 2000 mm 900 mm 2000 mm 900 mm t + t 3 ds ds + ds 3 2 A =.879 m 2 This gives the torsion constant for the steel box: CSB := CS( A, ds, t) CSB = m 4 Katahira & Engineers International Page 38

27 Torsion Properties CONCRETE COPING FOR EXPANSION PIER Calculate torsion constant based on rectangular elements Upper section Effective length of short side b := 700 mm Effective length of long side b max := 400 mm ( ) k := k b max, b k = 0.26 ( ) C := C k, b, b max C = 0.04 m 4 Lower Section Effective length of short side b := 700 mm Effective length of long side b max := 300 mm ( ) k := k b max, b k = 0.28 ( ) C2 := C k, b, b max C2 = m 4 Total torsional constant for coping C coping := C + C2 C coping = m 4 Katahira & Engineers International Page 39

28 Torsion Properties ABUTMENT Calculate torsion constant based on rectangular elements Column section Effective length of short side b := 50 mm Effective length of long side b max := 50 mm ( ) k := k b max, b k = 0.4 ( ) C := C k, b, b max C = m 4 Lower Section Effective length of short side b := 400 mm Effective length of long side b max := 4200 mm ( ) k := k b max, b k = ( ) C2 := C k, b, b max C2 = 0.09 m 4 Total torsional constant for coping C coping := 2C + C2 C coping = m 4 Katahira & Engineers International Page 40

29 Torsion Properties Project: Calculation: KATAHIRA & ENGINEERS INTERNATIONAL Detailed Design Study of Composite Bored Piles & Coloumn Torsion Properties Initial Data Modulus of elasticity of steel E s := MPa Characteristic strength of RC concrete f c := 30 MPa f c Modulus of elasticity of concrete E c := 4700 MPa E MPa c = MPa Modular ratio wth respect to concrete E s α c := α E c = c Coposite Coloumn Dia 0 cm section properties respect to center point Solid Concrete Coloumn diameter D c :=.m Casing thicknes t s := 9mm Steel Casing Outer Diameter D s := D c + 2.t s D s =.38 m Katahira & Engineers International Page 4

30 Torsion Properties Area of solid Concrete A c 4 π D 2 := c A c = 0.95 m 2 Area of Steel Casing A s 4 π D 2 2 := s D c A s = m 2 Combined Area - stress A comp := A c + A s α c A comp =.469 m 2 Stiffness of Concrete Solid Circle I c 64 π D 4 := c Stiffness Steel Casing I s := 64 π I s = 0.0 m 4 D 4 s 4 D c Combine stiffness Coloumn wrt to Concrete Ixx - Iyy I comp := I c + I s α c I comp = 0.53 m 4 D c Torsional Constant Solid Concrete Circle Κ c := 2 π 2 Κ c = 0.44 m 4 D s Torsional Constant Steel Casing Hollow concentric circular Κ s := 2 π 2 Κ s = 0.02 m D c 2 4 Combined Torsional constant wrt to concrete Κ comp := Κ c + Κ s α c Κ comp = m 4 Katahira & Engineers International Page 42

31 Torsion Properties Coposite Coloumn Dia 40 cm section properties respect to center point Solid Concrete Coloumn diameter D c :=.4m Casing thicknes t s := 9mm Steel Casing Outer Diameter D s := D c + 2.t s D s =.438 m Area of solid Concrete A c 4 π D 2 := c A c =.539 m 2 Area of Steel Casing A s 4 π D 2 2 := s D c A s = m 2 Combined Area - stress A comp := A c + A s α c A comp = 2.97 m 2 Stiffness of Concrete Solid Circle I c 64 π D 4 := c Stiffness Steel Casing I s := 64 π I s = 0.02 m 4 D 4 s 4 D c Katahira & Engineers International Page 43

32 Combine stiffness Coloumn wrt to Concrete Ixx - Iyy Torsion Properties I comp := I c + I s α c I comp = m 4 D c Torsional Constant Solid Concrete Circle Κ c := 2 π 2 Κ c = m 4 4 D s Torsional Constant Steel Casing Hollow concentric circular Κ s := 2 π 2 Κ s = m 4 4 D c 2 4 Combined Torsional constant wrt to concrete Κ comp := Κ c + Κ s α c Κ comp = m 4 Coposite Bored Piles Dia 250 cm section properties respect to center point Solid Concrete Coloumn diameter D c := 2.5m Casing thicknes t s := 3mm Steel Casing Outer Diameter D s := D c + 2.t s D s = m Area of solid Concrete A c 4 π D 2 := c A c = m 2 Katahira & Engineers International Page 44

33 Torsion Properties Area of Steel Casing A s 4 π D 2 2 := s D c A s = 0.03 m 2 Combined Area - stress A comp := A c + A s α c A comp = m 2 Stiffness of Concrete Solid Circle I c 64 π D 4 := c Stiffness Steel Casing I s := 64 π I s = 0.08 m 4 D 4 s 4 D c Combine stiffness Coloumn wrt to Concrete Ixx - Iyy I comp := I c + I s α c I comp = m 4 D c Torsional Constant Solid Concrete Circle Κ c := 2 π 2 Κ c = m 4 4 D s Torsional Constant Steel Casing Hollow concentric circular Κ s := 2 π 2 Κ s = 0.62 m 4 4 D c 2 4 Combined Torsional constant wrt to concrete Κ comp := Κ c + Κ s α c Κ comp = m 4 Katahira & Engineers International Page 45

34 Torsion Properties COPING P6 TORSIONAL CONSTANT Square Section a := 2.35m CR := 2.25a 4 CR = m 4 Rectangular Section a := 2 3.m b := 2 m CR 2 ab 3 6 := 3 CR 2 = m b a b 4 2 a 4 Total Torsional Constant CR := CR + CR 2 CR =.29 m 4 Katahira & Engineers International Page 46

35 North Java Corridor Flyover Project BALARAJA FLYOVER DETAILED DESIGN SUBSTRUCTURE 2.6 MATERIAL PROPERTIES Katahira & Engineers International Page 47

36 North Java Corridor Flyover Project BALARAJA FLYOVER DETAILED DESIGN SUBSTRUCTURE Material Properties ) Structural steel The type of structure steel shown below shall be used. CLASS, DESIGNATION AND STRENGTH OF STRUCTURE STEEL JIS Standard ASTM Standard Yield Tensile Yield Tensile Designation Point Strength Designation Point Strength (N/mm 2 ) (N/mm 2 ) (N/mm 2 ) (N/mm 2 ) G 30 SS A G 306 SM A SM A SM 490 Y A SM A SM A G 34 SMA 400W SMA 490W SMA 570W A JIS G 30 : Rolled Steel of General Structure JIS G 306 : Rolled Steel for Welded Structure JIS G 34 : Hot-Rolled Atmospheric Corrosion Resisting Steels for Welded Structure Katahira & Engineers International Page 48

37 North Java Corridor Flyover Project BALARAJA FLYOVER DETAILED DESIGN SUBSTRUCTURE 2) Concrete Concrete Compressive strength: The 28-days compressive strength and corresponding elastic modulus Ec, shall be as shown below: CLASSIFICATION OF CONCRETE (CYLINDER) Concrete Class Characteristi c Compressive Strength MPa Application of Structure A- 40 Pre-cast Pre-stressed Concrete Structure A-2 35 Cast-in-situ Pre-stressed Concrete Structure B- 30 Deck slab, Pier heads and Columns, Diaphragms of P.C.I- Girder, Integral Abutments B-2 30 Cast-in-situ Reinforced Concrete Piles, Bored Piles C 20 Retaining Walls D 5 Gravity type Retaining Walls E 8 Leveling Concrete Characteristic compressive strength of concrete shall be based on standard compression test of cylinder specimens at the stage of 28 days, as specified in JIS or ASTM. The coefficient of thermal expansion shall be.0 x 0-5 (per o Celsius). 3) Reinforcing Steel Reinforcing steel shall consist generally of high yield deformed steel bar of grade SD 40, and mild steel round bar SR 24 whenever bars must be bent / unbent and for special uses ( dowels ), The type reinforcement, yield point, and application standard as shown below. Katahira & Engineers International Page 49

38 North Java Corridor Flyover Project BALARAJA FLYOVER DETAILED DESIGN SUBSTRUCTURE TYPE OF REINFORCEMENT Type Grade Yield Point Application standard (N/mm 2 ) SII JIS BS Round Bars SR SII 036 G 32 BS 4449 Deformed Bars SD SII 036 G 32 BS ) Pre-stressing Tendons The type of pre-stressing of tendons shown below shall be used. CLASSIFICATION OF PRE-STRESSING TENDONS Notation Utilization Nominal Diameter Yield Strength Braking Strength Application Standard (mm) (kg/mm 2 ) (kg/mm 2 ) JIS ASTM PC Wire SWPR A PC Pile Ø G 3536 A 42 PC 7 Wire Strand SWPR 7B PC Hollow Core Slab Unit, PC Double Girder, PC I-Girder and T- Girder, T G 3536 A 46 Diaphragm of PC I- Girder and T-Girder PC 7 Wire Strand SWPR 7B Transversal Cable for Deck Slab T G 3536 A 46 PC 9 Wire Strand SWPR 9 Diaphragm of PC I- Girder and T-Girder T G 3536 A 46 Modulus of elasticity: 2.0 x 05 MPa Coefficient of thermal expansion =.2 x 0-5 (per o Celsius). 5) Elastomeric Bearing Pads Bearings shall be desirably manufactured from natural rubber of IHRD 53 ± 5 hardness, having properties which comply with the Specification of Authority. The values of G and B, Katahira & Engineers International Page 50

39 North Java Corridor Flyover Project BALARAJA FLYOVER DETAILED DESIGN SUBSTRUCTURE based on the assumed properties as shown below, may be used for natural rubber (using current formulations) for calculating the strain. ELASTOMER PROPERTIES Durometer Hardness IHRD ± 5 Shear Modulus G MPa Bulk Modulus MPa , , ,000 Allowable Stresses ) Reinforced Concrete Structure - Allowable stress for Bending The basic allowable stresses calculated in accordance with the Bridge Design Code for concrete and reinforcing bars are shown below. The values shall be increased by the percentage of permissible overstress for each load combination given below. BASIC ALLOWABLE STRESS OF CONCRETE (MPa) Characteristic Concrete Strength fc Flexure Compression 0.4 fc Flexure Tension Plain Concrete Reinforced Concrete 0.5 (fc ) Bond Stress Round Bars Deformed Bars Bearing Stress 0.3 fc Katahira & Engineers International Page 5

40 North Java Corridor Flyover Project BALARAJA FLYOVER DETAILED DESIGN SUBSTRUCTURE BASIC ALLOWABLE STRESS OF REINFORCING BARS Grade Yield strength fsy (MPa) Allowable stress (MPa) Tension Compression 0.5 x fsy x fsy 0 BJTD BJTD ) Pre-stressed Concrete Structure a) Concrete Allowable stress of concrete for pre-stressed concrete shall be in accordance with Specification for Road Bridges, 996, Japan Road Association as shown below. ALLOWABLE STRESS OF CONCRETE FOR PC STRUCTURE Compression Stress due to Bending Compression Stress due to Axial Load Tensile Stress due to Bending Immediately after prestressing Other Case Designation Immediately after pre-stressing Other Case Immediately after pre-stressing In case without Traffic Load For Rectangular sections For T and Box sections For Rectangular sections For T and Box sections Slabs and Joints between Pre-cast Segments Other Case Concrete Strength (MPa) Tensile Stress due to Axial Load Shear Stress Shear and Torsion Considered Separately Shear and Torsion Considered Simultaneously Bond Stress Round Bars Deformed Bars Katahira & Engineers International Page 52

41 North Java Corridor Flyover Project BALARAJA FLYOVER DETAILED DESIGN SUBSTRUCTURE Prestressed reinforcement concrete member shall be designed in accordance with the Specification of Road Bridges. Limited Tensile stress without any cracks 2 / 3 ftk = M x0.23x fck / γc / 3 M = 0.6 / h Where: ftk fck M h = Limited tensile stress = Characteristic concrete strength = factor for structural member thickness of structural member In case of h =.2 m, fck = 35 MPa / 3 M = 0.6 /. 2 = / 3 ftk = 0.565x 0.23x 35 /. 0 =.39 N/mm 2 Crack-width Control Crack width can be calculated with the following condition W = Κ { 4C + 0.7( Cs Φ) }{ fse/ Es( or fpe/ Ep) ε ' cs} Where: K : Constant to take into account the influence of bond characteristic of steel.0 for deformed bars pre-tensioned Prestressing steel.3 for plain bars and post-tensioned Prestressing steel K =.0 C : Concrete Cover Cs : Center to center distance of steel (cm) Φ : Diameter of tensile steel (cm) fse : Increase of tensile stress of reinforcement (kgf/cm2) Es : Young s modulus of reinforcing steel (kgf/cm2) fpe : Increase of tensile stress of Prestressing steel (kgf/cm2) Ep : Young s modulus of Prestressing steel (kgf/cm 2 ) ε 'cs :Compressive strain for increment crack width due to shrinkage and creep of concrete usually = 0 Wa = xC Katahira & Engineers International Page 53

42 North Java Corridor Flyover Project BALARAJA FLYOVER DETAILED DESIGN SUBSTRUCTURE b) Pre-stressing Tendons Allowable stress of pre-stressing tendons shall be in accordance with the Specification of Road Bridges (JRA as follows, and the calculated values are shown below. During pre-stressing : 0.80 fpu or 0.90 fpy whichever in smaller After pre-stressing : 0.70 fpu or 0.85 fpy whichever in smaller Under design load : 0.60 fpu or 0.75 fpy whichever in smaller Where; fpu = Tensile strength of tendon fpy = Yield strength of tendon ALLOWABLE STRESS OF PRE-STRESSING TENDONS (MPa) Nominal diameter During prestressing After prestressing Under design load PC wire SWPR A Ø PC wire SWPR A Ø PC 7-wire Strand SWPR 7 A PC 7-wire Strand SWPR 7 B PC 7-wire Strand SWPR 7 B PC 9-wire Strand SWPR 9 T T T T PC bar SBPR 785 / 030 Ø ) Structural Steel Allowable stress of the structural steel shall be in accordance with Specification for Road Bridges, 996, Japan Road Association, as shown below. ALLOWABLE STRESS OF STRUCTURAL STEEL Structural Steel SM 400 SM 490 SM 490 Y SM 570 Yield Strength (N/mm 2 ) Axial Tension (N/mm 2 ) Katahira & Engineers International Page 54

43 North Java Corridor Flyover Project BALARAJA FLYOVER DETAILED DESIGN SUBSTRUCTURE ) General Structural Concrete Design The reinforced concrete and pre-stressed concrete shall be designed in accordance with the definitions in these structural design criteria depending on type of concrete structure adopted. 2) Strength Reduction Factor Strength reduction factor, Ф for concrete structural section shall be taken as shown below.: STRENGTH REDUCTION FACTOR FOR ULTIMATE LIMIT STATE Design Condition Strength Reduction Factor Ф Bending Shear and Torsion Axial Compression With spiral reinforcement With hoops Bearing 0.70 Design Strength of Concrete Structural Section Design strength on structural concrete section for all loads and internal force, i.e bending moment, shear, axial force, and torsion, shall be based on design strength of section, is can be calculated from nominal strength multiplied by strength reduction factor 3) Minimum Concrete Cover to Reinforcement Minimum concrete cover to outermost reinforcement shall be as follows: Surface in contact with soil or water : 75 mm Columns : 40 mm Girders and Beams Cast-In-Situ : 35 mm Girders and Beams Pre-cast in Factory : 25 mm Slabs, Parapets, etc : 30 mm Katahira & Engineers International Page 55

44 North Java Corridor Flyover Project BALARAJA FLYOVER DETAILED DESIGN SUBSTRUCTURE ) General Structural Steel Design The steel structure shall be designed in accordance with the definitions in these structural design criteria depending on type of steel structure adopted. 2) Strength Reduction Factor Strength Reduction Factor, Ф for steel structural section shall be taken as shown in below. STRENGTH REDUCTION FACTOR FOR ULTIMATE LIMIT STATE Design Condition Strength Reduction Factor Ф a. Bending b. Shear c. Axial Compression d. Axial tension. For yield tension strength 2. For fracture tension strength e. Shear Connection f. Welding Connection. Butt welding full penetration 2.Throat welding and butt Welding partial penetration Design Strength of Steel Structural Section Design strength on section for all loads and internal force, i.e bending moment, shear, axial force, and torsion, shall be based on nominal strength multiplied by strength reduction factor. Katahira & Engineers International Page 56

45 North Java Corridor Flyover Project BALARAJA FLYOVER DETAILED DESIGN SUBSTRUCTURE 3. SOIL PROPERTIES 3.. SOIL PROFILE 3.2. SUMMARY OF SPT S 3.3. SUMMARY OF UNDISTURBED TESTS 3.4. SUMMARY OF DISTURBED TESTS 3.5. SOIL SPRINGS AND LATERAL BEARING CAPACITY OBTAINED FROM SPT CORRELATIONS Katahira & Engineers International Page 57

46 North Java Corridor Flyover Project BALARAJA FLYOVER DETAILED DESIGN SUBSTRUCTURE 3. SOIL PROFILE Katahira & Engineers International Page 58

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