1bridge Criteria

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BRIDGE DESIGN CRITERIA
1 PROJECT DESCRIPTION Project Title Job Reference Job Descriptions Date : : PROJEK PEMBINAAN JALAN DAN JAMBATAN : ABC/0000/0000. : BRIDGE OVER SG.

2 GENERAL ARRANGEMENT OF BRIDGE Refer to Project's Drawings - XXXX/xxxx/xxx.

3 GENERAL INTENDED USE/CLIENT BRIEF Normal Road Bridge.

4 GENERAL STRUCTURAL FORMS Normal Multi-span Simply Supported Bridge Constructions. Right (Non-skewed) Bridge Crossing. Flat (Non-Vertical Curve) Bridge Crossing.

5 PERFORMANCE CRITERIA 99 Years Intended Design Life With Excellent Maintenance Works.

6 SITE CONSTRAINT/UNUSUAL ENVIRONMENTAL CONDITIONS Normal River Crossing Bridge. Site Located Within 'Flood Plain' Area. Site Located Within 'Limestone' Area. No Other Site Constraints, No Unusual Conditions Are Foreseen.

7 STABILITY CONSIDERATIONS/PROVISIONS Provision Of 300 Thk. Rubble Wall And Rock Filled Gabion For Bank Protections. Effects Due To Vehicle Collision @ Parapet to Be Considered. Effects Due To Vessel Collision @ Piers NOT Considered. Effects Due To Floating Debris/Log Impacts and Water Current @ Piers to Be Considered. No Stability Problem Is Foreseen.

8 MOVEMENT JOINTS Provision of Normal Expansion Joints. Structural Slab Continuity - 2 Expansion Joints Required Ac Both Ends.

9 BEARINGS Provision of Normal Elastomeric Laminated Rubber Pad Bridge Bearings.

10 PARAPET/CRASH BARRIERS Provision of Composite Concrete and Structural Steelworks Parapet.

11GENERAL LOADINGS/TYPICAL STRUCTURAL PROPERTIES Loading to BD37/88 & JKR'S Need Statement. Unless Stated Otherwise the Following Criteria Are Adopted: Pedestrian/Motorcycle Live Loads Weight of Parapet and Accessories
2

-

= 5.0kN/m . = 5.0kN/m2.

Where Applicable and Not Stated Otherwise, Typical Values of Some Basic Structural Engineering Properties For Materials Assumed To Be: • Common Dimension Symbols: - Length (L) , Width (W), Breadth (B), Height (H), Thickness (T),Depth (D), Diameter (+) .

• Density/Unit Weight (): Concrete Steel Premix Sand Fills Water Granite 0. lass Timber Masonry Aluminum Cast Iron Rubber = = = = = = = = = = = = = 25 kN/m3 79 kN/m3 23 kN/m3 20 kN/m3 18 kN/m3 10 kN/m3 29 kN/m3 27 kN/m3 10 kN/m3 17 kN/m3 27 kN/m3 71 kN/m3 15 kN/m3 30x106 kN/m2 (1/2 For Long Term) 205x106 kN/m2 200x106 kN/m2 200x106 kN/m2 70x106 kN/m2 7x106 kN/m2 5x106 kN/m2 100x106 kN/m2 120x106 kN/m2 1x106 kN/m2

• Short Term Young's/Elastic Modulus ( E ) : Concrete Steel section Steel bars Strands Glass Timber Masonry Aluminum Cast Iron Rubber • Poisson’s Ratio (v): Concrete Steel Timber Masonry Aluminum Cast Iron Rubber = = = = = = = = = = = = = = = = =

0.20. 0.30. 0.10. 0.75. 0.35. 0.25. 0.45.

• Shear/Rigidity Modulus (G) = E / 2 (1 + v) kN/m2.

• Area (A) , Volume (V) , Moment Of Inertia Or 2 Of L, W, B, H, T, D Or

nd

Moment Of Area (I) , Torsional Modulus (J)

Sectional Modulus (Z) Are Prismatic Parameters i.e. Relate To Shapes And Sizes i.e. The Products

• Coefficient Of Thermal Expansion (a): Concrete Steel Flint Quartzite Granite Basalt Limestone Glass Timber Masonry = = = = = = = = = = 12 x10-6 per°C/unit L 12 x10-6 per°C/unit L 12 x10-6 per°C/unit L 12 x10-6 per°C/unit L 10 x10-6 per°C/unit L 10 x10-6 per°C/unit L 8 x10-6 per°C/unit L 9 x10-6 per°C/unit L 5 x10-6 per°C/unit L 5 x10-6 per°C/unit L

12 ENVIRONMENTAL CONDITIONS IN GENERAL The Following General Data On Common Climatic Conditions In Peninsular Malaysia Are To Be Taken Into Account For Design Purposes Unless Stated Otherwise: -



Temperature Ave. daily range Ave. max. shade Min. shade Max. shade Mean throughout the year = 10oC. = 33oC. = 20oC. = 45oC. = 28oC.



Rainfall Min. annual Max. annual Ave. annual = 1300mm. = 5500mm. = 2600mm.

Max. Intensity of 300mm/hour assumed for a duration of 20 minutes for the 1:100 return period storm. Min. Rain days per year Max. Rain days per year = 60 days. = 280 days.



Wind (for structural purposes) Max. hourly speed Max. design gust speed = 50km/hr (14m/s). = 80km/hr (22m/s).



Sunshine(ave. daily duration of bright sunshine) Min. duration Max.duration = 4 hours = 10 hours.



Relative humidity Ave. mm. daily Ave. max. daily Ave. max. Ave. max. in day time in night time = 50%. = 85%. = 80%. = 90%.

13 ENVIRONMENTAL, LOADINGS Effects Due To Differential Settlements Of Supports NOT Considered. Effects Due To wind, Shrinkage, Creep and Temperature to be considered. Effects Due To Special Loadings Such As Vehicular/Vessel Collision Impact, Riverbed Scouring, Seawater Surge-Wave, Water Current, Eddies And Abrasion, Riverbank erosion, Floating Log And Debris Impact etc. are to be considered. Effects Due To Uncertain/Abnormal Loadings Such As Seismic/Earthquake, Hurricane, Explosion, Vibration, Flood, Landslide etc. Are NOT Considered. It Is Assumed that ( ) Shrinkage and (K) Creep of Precast Beams Have Taken Place At Service. Unless Stated Otherwise: Free Shrinkage Strain Of Concrete Elements Assumed To Be: Normal RC Post Tensioned Pre Tensioned = 200x10-6 m/m. = 200x10-6 m/m. = 300x10-6 m/m.

Shrinkage Reduction Factor To Allow Creep is assumed - 0.43 Creep Strain Of Concrete Elements Assumed To Be: L < 18m 18m<L<25m 25m<L<40m L > 40m = 1.00(800 - 12.5L) x10-6 m/m. =1.05(800-12.5L)x10-6m/m. =0.95(800-12.5L)x10-6m/m. = 300x10-6 m/m.

The Max. Temperature Range is assumed to be 15 °C And Temperature Difference Within Various Height Of Member Is based On Figure 9 Of BD37/88.

For Structural Design Purposes, the Following Parameters Are Adopted For Wind Loading Analyzes: Basic speed, v K1,k2,s1,s2 vcr v’c qc, q'c = 14m/s ( 50km/hr). = 1.0, 1.1, 1.1, 1.4. = 22m/s (80km/hr) , 14m/s (50km/hr) . = 0.3kN/m2, 0.1 kN/m2.

-

Wind Loadings Effect Is Nominal.

14 FIRE RESISTANCES NO Special Design Resistance Considered.

15 DURABILITY General Exposure Condition » Severe (Upper Limit/Bound) Concrete Surfaces Exposed To Driving Rain, Alternate Wetting And Drying Or Typical Outdoor Exposure, Such As Walls And Structure Supports Remote From The Carriageway, Bridge Deck Soffits, Buried Parts Of Structures. Design Max. Crack Width - 0.250mm.

General Exposure Condition - Moderate (Lower Limit/Bound) Concrete Surfaces Above Ground Level And Fully Sheltered Against Rain, Deicing Salts, Sea water Spray Or Concrete Surfaces Permanently Saturated By Water With pH > 4.5 Or Typical Indoor Exposure, Such As Surfaces protected By Bridge Deck Water Proofing or Permanent Formwork, Interior Surfaces Of Pedestrian Subways, Voided Superstructures, Cellular Abutment, Concrete Permanently Under Water. In Pile Cum Pier Column, (Unless Otherwise Specified) The Following Are To Be Satisfied: Design Max. Crack Width = 0.150mm. Min. Concrete Cover Min. Concrete Strength Min. Cement Content = 75mm BUT See ITEM Entitled 'Design Criteria*. = 40N/mm2. = 375kg/m3. = 0.45.

Max. Water/Cement Ratio Max. Aggregate Size

= 20mm.

In Other Elements, (Unless Otherwise

Specified) The Following Are To Be Satisfied: -

- Design Max. Crack Width = 0.250mm - Min. Concrete Cover = 50mm BUT See ITEM Entitled

'Design Criteria'.
- Min. Concrete Strength - Min. Cement Content = 40N/mm2. = 325 kg/m3.

- Max. Water/Cement Ratio = 0.5 - Max. Aggregate Size = 20mm.

Provision Of 50/100mm Dia . PVC Drain Pipes » Specified Spacing’s On Deck For Superstructures Drainage System. Provision Of 100 thk. Premix Surfacing On Top Of Deck Slab for Smooth/Skid Resistance Surfaces and Water Proofing Agent Provision of 2 Layers Black Bituminous Coatings to All earth Contact Concrete Surfaces to Minimize Effects of Pore Water Pressures. Provision Of 3 Layers Zinc Chromate OR Hot -Dip Galvanized Coatings To All Metallic Surfaces Of Bridge Parapet For Corrosion Protection. Design Min. Cover To Reinforcement/Strand - See ITEM Entitled 'Design Criteria'.

16 SOIL CONDITIONS AND FOUNDATION SYSTEMS

Soft Cohesive Top Layers And Negative Skin Friction To Be Considered. Typical Bedrock (Fair Limestone) Foundation Level. Normal Piled Foundation Systems. 1200mm DIA RC Bored Pile - Designed As Fully Friction Pile. 1200mm DIA RC Bored Pile - Min. Rock Socket Length = 7m in Limestone. 1200mm DIA RC Bored Pile - Min. Rock Socket Length = 4m in Granite. 1200mm DIA RC Bored Pile - Structural Capacity Of At SLS: Vertical Load Bending Moment Horizontal Load = 7000kN. = 2000kNm. = 1000kN.

1200mm DIA RC Bored Pile - Structural Capacity Of At ULS: Vertical Load Bending Moment Horizontal Load = 9000kN. = 2000kNm. = 1265kN.

17 APPROACH SLAB CONSTRUCTIONS Approach Slab To Be 'Pin -Jointed' To Main Structures And Fully Supported By 5 00mm Thk. Sand Bedding Wrapped With High Strength Structurally Woven Geotextile Membrane.

18 MATERIALS See ITEM Entitled 'Design Criteria'.

19 AESTHETIC APPEARANCES See ITEM Entitled 'Design Criteria'.

20 MAJOR DESIGN CODES OP PRACTICE See ITEM Entitled 'Design Criteria'.

21 ANALYSIS METHODS See ITEM Entitled 'Design Criteria'.

22 OTHER RELATED DATAE See ITEM Entitled 'Design Criteria'.

23 DESIGN CRITERIA In general, the major aims of all design are to achieve a desirable features incorporating: • Design and construction economy in both time and costs with minimal impact towards surrounding local environment, live hood social and economic issues. • • • • • • • • Safety and acceptable ride quality to JKR and relevant standard requirements. Pleasant aesthetic appearance structural forms. Structurally sound systems. Ready repeatability and standardization for multi-span and multi-bridge applications. Ease access for future maintenance and periodical Inspection works. Ease of repair with minimum maintenance. Adequately durable structures within its intended design life. Possible strengthening and modification or replacement during road/bridge widening/upgrading program. • Structural arrangement which minimize disruption to existing traffic, environment, construction periods. surrounding structures,

social and economic impacts to surrounding live hood during and after the

Some major aspects that will be considered in the course of detailed structural design works and documentations are as follows: • Bridge geometry to JKR RS design standard with a min. 2 lane dual carriageway cross sections,

inclusive of suitable widths for shoulder and pedestrian lane/cycle track on both sides.



Suitable structural 'opening cross sectional area1 over river crossing in bot

h hydraulic and

hydrological design with 1m minimum freeboard and 12m longitudinal sub structural spacing for 1:100 year recurrent intervals,- baaed on various hydrological design procedures published and to JPS approvals and relevant local authorities approvals such as JBA, JPN, JB, JPP. JAS, JL, JKC, JPA, LLM, KTMB, STMB, TNB and etc. • Overall bridge design based on the following specific design standards, which will be adopted where applicable are as follows: a) Latest version of BS5400 'Steel, concrete and composite bridges': • Part 1:1988 'General Statement' and as amended by BD15/92 'General principles for the design and construction of bridges. Use of BS5400:Part 1:1988'. • Part 2:1978 'Specification for loads' and as amended by BD37/01 'Loads for highway bridges'. • Part 3:1982 "Code of practice for design of steel bridges' and as amended by BD13/90 'Design of steel bridges. Use of BS5400:Part 3:1982', and BA19/85 'The use of BS5400-. Part 3:1982'. • Part 4:1990 'Code of practice for design of concrete bridges' and as amended by

BD24/92 ‘Design of concrete bridges. Use of BS5400:Part 4:1984' and as amended by JKR's Need Statement viz. `Prestressed member should be designed for Class 1 under Load Combination 1 with HA/HA+30 units HB. Load Combinations 2 to 5 is designed for Class 2 with HA/HA+45 units HB'. • Part 5:1979 'Code of practice for design of composite bridges' and as amended by BD16/87 'Design of composite bridges. Use of BS5400:Part 5:1979'. • Part 6:1980 ‘Specification for materials and workmanship, steel' and as amended by

BDll/92 'Specification for materials and workmanship, steel. Use of BSS400:Part 6 : 1980' . • Part 7-.1978 'Specification for materials and workmanship, concrete, reinforcement and prestressing tendons'. • Part 3:1983 ‘Recommendations for material Is and workmanship, reinforcement and prestressing tendons'. • Part 9:1983 ‘Bridge bearing': Section 9.1 'Code of practice for design of bridge concrete,

bearings', Section 9.2 'Specifications for materials, manufacture and installation of bridge bearings' and as amended by BD20/92 'Bridge bearing. Use of BS5400:Part 9:1983'. • Part 10:1980 ‘Code of practice for fatigue' and as amended by BD9/31 'Implementation of BS5400:Part 10:1980 - Code of practice for fatigue', and BA9/83 'The use of BS5400-.Part 10:1980 - Code of practice for fatigue'. b) Bridge sub-structural components, foundations and earth retaining structures: • • BS8004:1986 'Foundations'. BS8002:1996 'Code of practice for earth retaining structures'.

• BS8006:1994 'Code of practice for strengthened/reinforced soils and other fills'. • BD70/03 'Strengthened/Reinforced soils and other fills for retaining walls and bridge abutments - Use of BS8006' . • BD41/97 'Reinforced clay brickwork retaining walls of pocket cavity type construction - Use of BS5628:Part 2:1995'. • BD42/00 'Design of embedded retaining walls and bridge abutments'. • BD63/97 'Crib retaining walls'. • BA68/97 'Crib retaining walls' . • BA80/99 'Use of rock bolt'. -type and grouted -

• BD74/00 'Foundations'. • BD30/87 'Backfilled retaining walls and bridge abutments'. • BD32/88 'Piled Foundations'. • BD60/94 'The design of highway bridges for vehicle collision loads'. • BA59/94 'Design of highway bridges for hydraulic action'. • BD49/93 'Design rules for aerodynamic effects on bridges'. • BS5930:1981 'Site Investigations'. • BS5573:1978 'Safety precautions in the construction of large diameter boreholes for piling and other purposes' . • BD10/82 'Design of highway structures in areas of mining subsidence'. • AASHTO guide specification and commentary for vessel collision design of highway bridges, 1991 and Jabatan Laut requirements. • Other Related references: a. Tomlinson,MJ(i982) Pitman Pub, London' b. Tomlinson,MJ(i987) E&F.N. Spon, London'. c. Bowles,JE(1982) 'Foundation analysis and design, 3fd McGraw -Hill Int., Tokyo'. d. Robinson, JR (1964} 'Piers, abutment and formwork for bridges, Crosby Lockwood & Son Ltd, Great Britain'. e. Reynolds,CE!1988) 'Reinforced concrete designer's handbook, 10 'h Ed.. Rupa & Co, London'. f. Seelye, EE ( 1959) 'Data book for civil -engineers, 3 11 Sd. , John Wiley & Inc. Mew York' g. Vazirani.VN<1994) Khanna Delhi'. c) Expansion joints:• BD3J/94 ‘Expansion joints for use in highway bridge decks’. • BD26/94 ‘Expansion joints for use in highway bridge decks’. • BA82/00 ‘Formation and continuity joints in bridge decks’. • TRRL Laboratory Report 1104 ‘The performance in service of bridge deck expansion joints'. d) Bearings:• BD20/92 'Bridge bearing. Use of BS5400:Part 9:1983'. • C&CAU971) 'The theory and practice of bearings and expansion joint3 for bridges'. • Long,JE(1974) London* . 'Bearings in structural engineering, Butterworth & Co. Publ. Ltd. 'Civil Engineering Handbook, Vol. 1,11,111, Pub., Sons, 'Pile design and construction practice, 3
rd

'Foundation design and construction,

3rd Ed.,

Ed.,

e)

Parapets:• BS6779:1992 'Highway parapets for bridges and other structures'. -Part1.Specifications for vehicle containment parapets of metal construction'. -Part2.Specifications for vehicle containment parapets of concrete construction'. -Part3.Specifications for vehicle containment parapets of combined metal and concrete construction'. • BS6779:Part 2:1992 'Highway parapets for bridges and other structures'. • BS6779:Part 3:1992 'Highway parapets for bridges and other structures'. • BA37/92 'Priority ranking of existing parapets'. • BD52/93 'The design of highway bridge parapets'.

f)

Motorcycle/pedestrian bridges: • BD29/87 'Design criteria for footbridges'.

g)

Culverts, subways and tunnels:• BD31/87 'Buried concrete box type structures'. • BD12/01 ‘Design of corrugated steel buried structures with spans greater than Q. 9 meters and up to 8.0 meters' . • BD31/01 'the design of buried concrete box and portal frame structures’. • BD78/99 'Design of road tunnels’.

h)

Durability: • BD57/95 'Design for durability. • BA57/95 'Design for durability'. • BD7/01 'Weathering steel for highway structures'.

i)

Waterproofing and surfacing: • BD47/99 'Waterproofing and surfacing of concrete bridge decks'.

j)

Anti corrosive for metals and other related components: • BS5493:1977 'Code of practice for protective coating of iron and steel structures against corrosion'. • BS729:197i 'Specification for hot dip -galvanized coatings on iron and steel articles'.

• BS6105:1978 ‘Specification for corrosion-resistant stainless steel fasteners'. • BS1449:1972 ‘Steel plate, sheet and strip'. • BD35/00 'Quality assurance scheme for paints and similar protective coatings'. • BA27/00 'Quality assurance scheme for paints and similar protective coatings'. • BE8/75 ‘Painting of concrete highway structures'. k) Aesthetic design: • l) BA41/94 ‘The design and appearance of bridges'.

Inspections, repairs, maintenance and assessment of existing structures: • JKR specification for bridge live loads, 1992. • BD44/90 'The assessment of concrete highway bridges and structures'. • BD21/93 'The assessment of highway bridges and structures'. • BA35/89 'Inspection and repair of concrete highway structures'. • BD84/02 'Strengthening of concrete bridge supports for vehicle impact using fiber reinforced polymers'. • BD43/03 ‘The impregnation of reinforced and prestressed concrete highway structures using hydrophobic pore-lining impregnates'.

m)

Special road/highway structures: • • • • • • • • • • • • • • BD26/0l 'Design of lighting column'. BD83/01 'Design of CCTV masts’. BD88/03 `Design of cantilever masts for traffic signals and/or for speed cameras'. TD32/93 ‘Wire rope safety fence'. TD19/86 ‘Safety fences and barriers'.' BS6180:1970 'Code of practice for protective barriers in and about buildings' BS6579:1980 ‘Safety fences and barriers for highway'. TA45/85 ‘Treatment of gaps in central reserve safety fences’. BD65/97 ‘Design criteria for collision protection beams'. BA48/93 ‘Pedestrian protection at head walls, wing walls and retaining walls. BD67/96 'Enclosure to bridges'. BA67/96 ‘Enclosure to bridges'. BD52/98 'Portal and cantilever signs/signal gantries'. BE7/77 ‘Departmental standard (interim) motorway signs/signal gantries'.

n)

Other related codes of practice and design standards referred: • • • • • • • BA53/94 ‘Bracing systems and the use of U-frames in steel highway bridges'. BA40/93 ‘Tack welding of reinforcing bars'. BA84/02 `Use of stainless steel reinforcements in highway structures'. BD28/39 ‘Early thermal cracking of concrete'. BD43/95 'Criteria and material for the impregnation of concrete •highway structures'. BE23/71 'Shear key decks'. BE5/75 'Rules for the design and use of Freyssinet concrete hinges in •highway structures'. • • • BA36/90 ‘The use of permanent formwork'. BS648:1964 ‘Schedule of weights of building materials'. BS6339:Part 1:1984 'Design Loading For Buildings -Code of practice for dead and imposed loads'. • • BS6339:Part 2:1995 'Design Loading For Buildings -Code of practice for wind loads'. CP3 :Chapter V: Part2.-1972 'Code of basic data for the design of buildings-Wind Loads'. • • GN5178/85(1984) 'Malaysia Uniform Building by Laws as at lst Jan. 1996'. MS - Various Malaysian Standards by SIRIM in companion to relevant to specific British Standards. • • • JKR - Various Departmental Standards 'Arahan Teknik Jalan'. JPS - Various Departmental Hydrological Procedures. Other Various Local And National Approving Authorities departmental guidance such as JBA, JPN, JB, JPP, JAS, JL, JKC, JPA, LLM, KTMB, STMB, TNB and etc.

Where applicable, more specific details of structural analysis, design and detailing criteria that will be adopted throughout this project are as follows: -



The local and/or global bridge decks analyses will be carried out by an established or in-house 1 or 2 or 3D stiffness or finite element methods computer software available in the design office. At present, 'STAADPRO Stiffness and Finite Element Method commercial computer software' will be used. The computer modeling techniques and derivations of structural element properties will be based on recommendations published by: a. West,R(1973)'C&CA/CIRIA recommendations on the use and pseudo-slab bridge decks' . b. c. d. e. Hambly,EC(1991) 'Bridge deck behaviors, 2nd Ed. E&FN SPON, London', Clark,LA(1983) 'Concrete bridge design to BS 5400, Construction Press, London'. Rowe,RE(1962)'Concrete bridge design, Applied Science Publ. Ltd. Essex, England'. Libby, JR(1976)'Modern prestressed concrete highway bridge superstructures Design principles and construction methods, Grantville Publ. Comp., Ca, USA'. • The analysis of local effect due to HB wheels on bridge decks will be derived based on recommendations published by: a. Pucher,A(1964) USA'. b. Pigeaud,M(l929)'Calcul des plaques rectangulaires minces appuyees a leurpourtour Annales des ponts et chausses, Memoirs Pt.II'. c. Westergaard,HM(1930) "Computation of stresses in bridge slabs due to wheel loads, Public Road, Vol.11, No.l• . d. Moody,WT 'Moment and reactions for rectangular plates, US Dept. of the interior, Eng. Monograph No.27, Colorado, USA'. e. A triad moments problems in skewed slabs is based on Wood,RH(1968)'The reinforcement of slab in accordance with a predetermined field of moment Concrete Vol.2, No. 2' and Armer, GST(1968)'Discussion On Wood, RH(1968) Concrete Vol.2, No.8'. f. Yield Line Theories, Clark,LA(1983) 'Concrete bridge design to BS 5400,Construction Press, London', Chapter 2. 'Influence surfaces of elastic plates, Springer -Verlag Wien, NY, of grillage analysis for slab



Integral Bridges:

-BA42/03 'Design for integral bridges', analysis theories, design concepts and

construction methods etc., are based on numerous published text references and research works mainly made in USA, Canada and UK, in addition to related BD/BA stated-above.



Other bridge components - analysis and design of prestressed beam, deck slab, abutment, and pier pile group analysis and etc. Will be carried out utilizing various non commercialized in-house computer programs. Additional Related references for the analysis, design and construction of bridge structures: a. b. JKR.Malaysia\L985) 'Buku Panduan Rekabentuk Jambatan, Unpubl. Notes', Leonhardt,F(1982) 'Bridges - Aesthetics And Design, Deutsche Verlags Anstalt GmbH, Stuttgard, Germany'. c. d. Pennelles,E(1978) 'Concrete Bridge Designer's Manual, A Viewpoint Publ., London'. Pritchard,Q(1992) 'Bridge Design For Economy and durability, concepts for new strengthening and replacement bridges, Thomaa Telford, London'. e. f. g. h. Phatak,DR(19 9 3 ) 'Bridge engineering, Satya Prakashan, New Delhi'. Vilmaz,C(1984) 'Analysis and design of bridges, Martinus Nijhoff Publ., Netherland'. Farraday,RV(1983) 'Hydraulic factors in bridge design, Hydraulic Research Station Ltd., Wellington'. ACI343R-88 'Analysis and design of reinforced concrete bridge structures', i.NAASTRA-AU(1976) 'Bridge Design Specifications'

j. k.

UTM-BC-PLUS(1990) 'Short-course On Bridge Engineering, UTM Malaysia. Unpubl. Notes'. CONSTRADO,UK(1989) Unpubl. Notes'. 'Short Course On Basic Steel Bridge Design To BS5400,Cardiff, England.

1.

Various technical publications published by JKR(unpublished departmental technical notes) , TRRL -UK, MOT -DOT-UK, etc. CIRIA -UK, C&CA -UK, ISE -UK. ICE -UK, Constrado-UK, ACI -USA, ASCE-USA, AISI -USA, AISC-USA, AASHTO -USA, NCHRP-USA, FHWA-USA, DOT-USA, LRFD-USA



Analysis and design of prestressed concrete structures - various BD/BA textbooks and design guides:a. b. c. d. e. BD59/94 ‘Design of bridges and concrete structures with external and unbonded prestressing' BA59/94 ‘Design of bridges and concrete structures with external and unbonded prestressing' Abeles,PW(1981) 'Prestressed Concrete Designer's Handbook, 3rd. Ed., A Viewpoint Publ., UK', PSI, USA(1990)'Post-Tensioning Manual, 5th. PSI.USA' CCL Sales Sdn. Bhd. Malaysia (1973) Info.’ f. g. CiCA,UK(l986) 'An Introduction To Prestressed Concrete by Allen,AH', CIRIA-GUIDE-1, UK (1975) 'A Guide To the Design of Anchor Blocks for PostTensioned 'Prestressed Concrete Design Information Handbook, Publ.

Prestressed Concrete Members'. h. i. CIRIA-GUIDE-93, UK 'Corrosion Protective Measures In Structural Steelworks', CEB/FIP,EEC(1978) Beton'. j. k. 1. Lin,TY(1978) 'Design Of Prestressed Concrete Structures, John Wiley 4 Son3,Inc. New York'. Kong,FK(1987)'Reinforced And Prestressed concrete, Nelson, London'. Bate,SCC(1976) 'Design Of Prestressed Concrete, Surrey Univ. Press, England’, 'Model Codes For Concrete Structures, Comite Euro International du

m. A.Salam,SK(l99l)'Prestressed Concrete Structures, UPM Malaysia'. n. o. Goode,CD(l988)'Teach-in-course On Prestressed Concrete Structures, UPM Malaysia, Unpl. Notes', Mosley,WH(1992) ' 1-day-course On Prestressed Concrete Design, IEM Malaysia, Unpl. Notes'.

• • •

The detail design concepts may be found in 'structural design calculations' documents. Detailing- all detailing to be carried out utilizing commercial computer aided drafting tool AutoCAD. Bridge supporting system - all abutment, pier and crash barrier shall take account the local and global affects due to vehicle collision loads. For bridges crossing over stream, river and sea, the vessels collision impact, riverbed scouring, seawater surge -wave, water current, eddies and abrasion, riverbank erosion, floating log and debris impact shall be taken into account.



Overhead pedestrian-motorcycle bridges - designed to accommodate 8D29/87 and BD37/88 loadings with special consideration for additional loads due to billboards attached on parapets and roof elements.



Piled embankment structures- designed to carry up to 1.3 times the allowable structural pile capacity given by BS8004:1986. The minimum factor of safety against pile bearing failure is to be taken not less than 1.5.



Retaining earth and swallow foundation structures - designed subjected to lateral earth pressure with min. Lateral earth pressure coefficient at rest equal to 0.5 additional to all other specified loadings. Up to 50% passive pressure is assumed to mobilize (NOTE: Large amount of 'push-in' forces will be required before 100% passive resistance is to be mobilized), The minimum factor of safety against: Bearing Capacity Overturning Sliding Slope Failure Floatation = 2. = 1.5. = 1.5/2 (Granular/Cohesive) . = 2. = 1.5



Piles - 6OOmm dia. cast insitu bored piles with SLS structural capacity of 1500kN will be adopted from all bridges, and 200mm precast rc. Square piles o f 20 0 K N structural capacities will be used to support all culvert structures (where applicable). All piles are designed to withstand appropriate SLS and ULS forces and only vertical piles will be adopted. The max lateral deflection limit for concrete pile is set not exceeding 1/1000 of the pile length but not exceeding l0mm to control brittle fractures due to excessive bending.



Bridge bearings - where applicable, suitable sizes of elastomeric laminated rubber pad bearings placed on 15mm min. thk. epoxy mortar plinth will be used to support all precast beams.



Expansion joints - suitable size and shape local products joint will be adopted with movement capacity capable to accommodate 60mm min. structural expansions (if applicable).

• •

Parapet- Composite Structural Steelworks And Reinforced Concrete Plinth type is adopted. Deck Slab- 250mm min. thk. Continuous insitu deck slab is adopted. Diaphragm- 600mm min. thk. insitu end diaphragm is adopted.



Precast Prestressed Beams - I-beam section is proposed viz. conventional post tensioned constructions. Concrete grade/class- to ensure highly durable structural elements, minimum concrete grade 40N/mm2 is used throughout the project: Class 40/20- abutment, pier, diaphragm, deck -approach slabs, wing -curtain walls, parapet. Class 45/20- all precast r.c. square piles. Class 50/20- all precast prestressed concrete beams. Class 10/20- lean concrete-blinding. Class 40/20- insitu r.c. bored piles. Class 45/20- insitu-precast r.c. culverts. Class 40/20- all others concrete elements not specified above. Related Codes of practice for cement based concrete works: BS4246, BS4248, BS4251, BS4408, BS4550 and BS5075. - BS12, BS146, BS410, BS877, BS882,

BS1201, BS1014, BS1047, BS1200, BS1305, BS1370, BS1881, BS3148, BS3797, BS3892, BS4027,



Concrete min. covers to reinforcement: 50mm - to insitu deck slab, parapet, curtain wall, diaphragms and all insitu concrete super structural elements for foot, motorcycle bridges and precast r.c. piles. 50mm - to insitu abutment, pier, approach slab, wing walls, bored piles, culverts and etc. 50mm- to all precast prestressed beams and cable ducts. 40mm- to top of deck slab (under premix surfacing). 40mm- to cable duct/strand of prestressed members. 75mm- to RC bored pile, pile cap and pier columns. 40mm- to all other concrete elements not specified above.



Reinforcement bar - grade 460 and 250N/mmi to BS4449 and BS4468. Related codes of practice for reinforcing steel bars: - BS4461, BS4466, BS4483 and BS5153. Prestressing strand unless stated otherwise min. grade l860N/mm2 , 12.9 or 15.2mm dia., and low relaxation 7 - wire super strands to BS5896:1980, Related codes of practice for prestressing wire and anchorages: - BS2691, BS3617, BS4447, BS4482, BS4486 and BS4757.



Structural Steelworks- unless stated otherwise min. grade 50C to BS4360for main members such as plate girder, beams post and rails; and grade 43A to BS4360 for all other minor components. Related codes of practice for carbon manganese and 3tainless steelworks involving plates, tubes, bolting, welding, rivet, coatings and etc.: - BS4, BS29, BS309, BS310, BS427, BS709, BS729, BS970, BS1449, BS1452, BS2763, BS2789, BS3100, BS3410, BS3692, BS3892, BS4190, BS4320, BS4360, BS4464, BS4395,

BS4604,BS4848, BS4570, BS4620, BS4848, BS4870, BS4933, BS5135, BS6105 and BS6796.



Asphaltic concrete wearing course (premix surfacing) - 1OOmm thk. asphaltic concrete premix surfacing to top of insitu deck k-box girder. The provision of 100mm thk. premix can act as waterproofing agent about top of deck slab and will enhanced the durability of deck structures.



Drainage facilities- min. 2.5V deck slab cross falls; in addition to the provision of 50/100mm dia. drain pipes at 2500mm max. Spacing will ensure adequate drainage system on bridge deck.

• •

Lighting facilities, lightning arrestors and etc shall be incorporated where applicable. Special loading due to environmental effects such as wind gust, creep, shrinkage, temperature range and different, and differential settlement of bridge supporting systems will be taken into account; utilizing all relevant data gained from JKC etc. But however, other abnormal and uncertain effects (termed as acts of God') such as hurricane, seismic-earthquake, landslide, flood, explosion, vibration (other than vehicles) etc. will be not taken into account.

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