El Dabasin Overpass Design Statement

8/13/2019 El Dabasin Overpass Design Statement

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ELDABASINOVERPASSDESIGNSTATEMENT

Document Issue Record

Project: EL-DABASIN OVERPASS

Report Title: DESIGN STATEMENT

Revision: A

A 15.09.10 For Approval MH EK EKRev Date Description and Purpose of Issue Prepared Reviewed Approved


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SPANFORCONSULTANCYENGINEERING

ELDABASINOVERPASS Rev:A

DesignStatement Date:15September2010

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1. INTRODUCTION

This Design Statement describes the basic design assumptions which will be used for thedesign of El-dabasin overpass.

2. HIGHWAY DETAILS

2.1. Type of Highway

The bridge will provide an overpass at El-dabsin bridge interchange.

2.2. Road Cross Section

The road cross section comprises a dual two lane highway with overall width

between kerbs of 24.10m divided by a 1.20m median into two 11.45m

carriageways.

2.3. Permitted Traffic Speed

The design speed for the highway is 80 kph and this will be taken as the

maximum permitted speed for the road.

3. PROPOSED STRUCTURE

3.1. Description of Structure

The structure will comprise a 0.80m thick. Voided slab, two spans integral bridge

of 15.84m clear span each.

The road will be surfaced with 60mm asphalt

Outline general arrangement drawings are presented in Appendix A.


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3.2. Materials and Finishes

Construction materials will be confirmed during detailed design stage to satisfy

the design life of the bridge taking into account locally available materials,

environmental conditions, ground and water chemical composition and cover to

concrete. Anticipated concrete grades are as follows:

Class C12.5/15 Plain concreteClass C30/35 Slabs ,Walls and Pier

The concrete road deck surface will be finished with 60mm of asphalt surfacing..

Reinforcement:

Reinforcement is to be Grade 460, Type 2, high yield deformed bars To BS4449-

1997 with a minimum yield strength, fy = 460 N/mm2

.

Structural Steel:

All steels shall comply with the requirements of BS EN 10025:1993,

BS EN 10277:1999, BSEN 10278:1999, BS 3100:1991, BS EN 10113:1993,BS 4190:2001, BS 3692:2001, BS4395:1969, BS 4604:1970 and crossreferenced Standards therein.

The quality records of the plant(s) manufacturing steels and products shall beprovided together with other supporting information to show that the proposedsteel maker produces steel and products to the required quality.


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4. DESIGN CRITERIA

4.1. Design Life and Serviceability

The design life of the bridge will be 120 years.

4.2. Highway Clearances

A 5.20m clear height will be provided under the bridge.

.

4.3. Highway Loading

Highway live loading will be in accordance with BS 5400-2: 1978, asimplemented by UK DTp Document BD37/01 as follows:

Full HA37.5 Units HB

Live load surcharge on the fill material behind abutments will be as follows:

10.0 kN/m2 HA

12.5 kN/m2 HB

4.4. Pedestrian Loading

Pedestrian loading will in accordance with BS 5400 - 2: 1978, as implemented byUK DTp Document BD37/01, Clauses 6.5.1.1 and 6.5.1.2. The basic loadintensity will be 5.0kN/m

2.

4.5. Wind Loading

Wind loading will be taken as follows:

Bridge without live load:

3.0 kN/m2Pressure on windward side.

1.5 kN/m2Suction on leeward side

Bridge with live load:

1.5 kN/m2Pressure on windward side

0.75 kN/m2Suction on leeward side

1.5 kN/m2Pressure on live load


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The live load will be assumed to be 2.5m high above finished road level and the

wind load on it will be applied at 1.5m above finished road level.

4.6. Temperature Loading

Temperature loading will be generally in accordance with BS5400 Part 2:1978,as implemented by UK DTp Document BD37/01, except that effective bridgetemperatures for structural design shall be taken as follows:The minimum effective bridge temperature will be taken as 5CThe maximum effective bridge temperature will be taken as 50C

These temperatures are deemed to be appropriate for the 120 year design lifeadopted for the structural design.

4.7. Bridge Lighting

The design of the bridge will make provision for fixing street lighting asappropriate..

4.8. Drainage

Thedesignofthebridge willmakeprovisionforfixingPVC pipes as appropriate.

5. GROUND CONDITIONS

5.1. Ground Conditions

Ground conditions are to be confirmed following completion of the groundinvestigation.

5.2. Differential Settlements

Vertical differential settlements will be taken as 10mm at any foundation,relative to its adjacent foundations.


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El Dabasin Overpass Design Statement