Culvert design and operation CIRIA C689

Main Index | Introduction | Hydraulics | MP200 | Super Span | Structural Design | End Treatments | Installation

Main Index

Asset International

Stephenson Street

Newport, Gwent

NP19 4XH

Tel: +44 (0)1633 637505

Fax: +44 (0)1633 290519

Email: [email protected]

INTRODUCTION

HYDRAULIC DESIGN

MULTIPLATE MP 200

MULTIPLATE SUPER-SPAN

Scotland Office

Asset International

1 McMillan Road

Netherton Industrial Estate

Wishaw, Lanarkshire

Scotland. ML2 0LA

Tel: +44 (0)1698 355838

Fax: +44 (0)1698 356184

Email: [email protected]

STRUCTURAL DESIGN

(including BD12/01)

END TREATMENTS

MULTIPLATE INSTALLATION PROCEDURES

Asset International 2013 - all rights reserved

mailto:[email protected]:[email protected]


Main

Introduction Next

MULTIPLATE CORRUGATED

STEEL BURIED STRUCTURES

Background to Usage

APPLICATIONS

Culverts / Storm Sewers

Vehicular,Pedestrian & Livestock

Underpasses

Utilities and Other Applications

ECONOMIC CONSIDERATIONS



Main

Hydraulic Design Next

INTRODUCTION

Introduction - Page 1

Page 2

Page 3

CULVERT & CHANNEL HYDRAULICS

OPEN CHANNEL FLOW THEORY

CULVERTS - INLET CONTROL

Inlet Control - Page 1

Page 2

Page 3

Page 3

CULVERTS - OUTLET CONTROL

Page 1

Page 2

Page 3

Page 4

Page 5

Page 6

Page 7

Page 8

Flow Theory - Page 1

Page 2

SUMMARY - CULVERT SIZING

WORKED EXAMPLE

Example - Page 1

Page 2

SEWER DESIGN

Sewer Design - Page 1

Page 2



Main

MULTIPLATE MP 200 Next

INTRODUCTION

SHAPE AND SIZE RANGE

PROFILE DATA:

Pipe

Pipe Arch

Underpass

Arch (BD12/01 Compliant)

Arch (Other)

Vertical Ellipse

Horizontal Ellipse

PHYSICAL PROPERTIES

COMPONENTS:

Plates

Nuts and Bolts

Arch Seating Channel

Alternative Arch Seating

SPECIFICATION



Main M u l t i p l a t e

SUPER-SPAN Next

INTRODUCTION


PROFILE DATA:

Horizontal Ellipse

Low Profile Arch

High Profile Arch

ACCESSORIES:

Thrust Beams

SPECIFICATION



Main

Structural Design Next

DESIGN METHODS

Design - BD12/01

DURABILITY

LIVE LOAD STANDARDS:

Highway Loading - UK (page 1)

(page 2)

(page 3)

Railway Loading - UK (page 1)

(page 2)

Highway & Railway Loading -USA

HEIGHT OF COVER TABLES



Main

END TREATMENTS Next

INTRODUCTION and TYPICAL DETAILS

SKEW AND BEVEL DETAILS

COLLAR AND RING BEAMS



Main

INSTALLATION

PROCEDURES Next

GENERAL REQUIREMENTS BACKFILL

Trench and Embankment Conditions

Material Selection

Backfill Placement

Good and Bad Backfill Practices

Notes on Excavation and Backfill

Multiple Structures

Backfill Summary

BASE PREPARATION:

Flat Bedding

Shaped Bedding

SPECIAL GROUND

CONDITIONS:

Rock Foundations

Soft Foundations

MULTIPLATE ASSEMBLY:

Unloading and Handling

Assembly Procedure and

Methods

Bolt Tightening



Index M u l t i p l a t e

SUPER-SPAN Next

Introduction

ASSET MULTIPLATE Super-Span products are long span

corrugated steel buried structures developed to safely, effectively

and economically cover wider spans than are normal for this type of

construction. The special feature of Super-Span structures is that

they utilise a cast in situ concrete 'Thrust-Beam' to generate the

maximum available lateral ground from the adjacent compacted

backfill.

All Super-Span structures are designed to customer requirements

by ourselves on a design and supply basis.

There are many thousands of Super-Span structures worldwide, the first of many in this country being installed

under the A1(M) in 1971. An ASSET MULTIPLATE Super-Span structure can be designed and constructed in a

fraction of the time taken for other forms of construction such as reinforced concrete.

All our Super-Span structures utilise our MP200 material the material properties of which can be found in the

MP200 section of this manual.

The only item not included in the MP200 section of the manual is the 'Thrust-Beam', which is fully detailed later in

this section.




SUPER-SPAN Next


The following diagrams show typical shapes and sizes of

ASSET MULTIPLATE Super-Span structures. Other profiles are available upon request.



SUPER-SPAN Next

PROFILE DATA: Horizontal Ellipse

This table lists a small selection of available sizes.

Please contact ASSET International for further

information.

All dimensions are to inside of corrugation

ANGLE A1 ALWAYS = 80 DEGREES


OTHER DIMENSIONS ARE TO INSIDE OF

CORRUGATIONS.

INTERNAL DIMENSION

RADII

STEP STRUCTURE

REFERENCE

Max Span

(m)

Max Rise

(m)

End Area

(m2)

Top

Radius

R1 (m)

Side

Radius

R2 (m)

Min. Step

(m)

6.599 4.590 23.58 4.177 1.720 0.97 25-E-13

6.816 4.669 24.74 4.345 1.720 1.01 26-E-13

7.032 4.748 25.93 4.514 1.720 1.05 27-E-13

7.248

4.826

27.13

4.682

1.720

1.09

28-E-13

7.681 4.984 29.62 5.019 1.720 1.17 30-E-13

8.162 6.015 38.38 5.019 2.393 1.17 30-E-18

7.898

5.063

30.90

5.187

1.720

1.21

31-E-13

8.475 6.300 41.76 5.187 2.528 1.21 31-E-19

8.114 5.141 32.20 5.355 1.720 1.25 32-E-13

8.787

6.585

45.28

5.355

2.662

1.25

32-E-20

8.330 5.220 33.52 5.524 1.720 1.29 33-E-13

9.004 6.664 46.92 5.524 2.662 1.29 33-E-20

8.547

5.299

34.87

5.692

1.720

1.33

34-E-13

9.220 6.743 48.58 5.692 2.662 1.33 34-E-20

8.763 5.378 36.24 5.860 1.720 1.37 35-E-13

9.436

6.822

50.26

5.860

2.662

1.37

35-E-20

8.979 5.456 37.63 6.029 1.720 1.41 36-E-13

9.653 6.900 51.97 6.029 2.662 1.41 36-E-20

9.196

5.535

39.05

6.197

1.720

1.44

37-E-13

9.869 6.979 53.70 6.197 2.662 1.44 37-E-20

9.412 5.614 40.49 6.365 1.720 1.48 38-E-13



10.085

7.058

55.45

6.365

2.662

1.48

38-E-20

9.628 5.693 41.95 6.533 1.720 1.52 39-E-13

10.302 7.137 57.22 6.533 2.662 1.52 39-E-20

9.845

5.771

43.44

6.702

1.720

1.56

40-E-13

10.518 7.215 59.02 6.702 2.662 1.56 40-E-20

10.999 8.247 70.98 6.702 3.336 1.56 40-E-25

10.061

5.850

44.95

6.870

1.720

1.60

41-E-13

10.735 7.294 60.85 6.870 2.662 1.60 41-E-20

11.216 8.326 73.03 6.870 3.336 1.60 41-E-25

10.374

6.135

48.72

7.038

1.855

1.64

42-E-14

10.951 7.373 62.69 7.038 2.662 1.64 42-E-20

11.432 8.404 75.10 7.038 3.336 1.64 42-E-25

10.590

6.214

50.32

7.207

1.855

1.68

43-E-14

11.648 8.483 77.19 7.207 3.336 1.68 43-E-25

10.807 6.293 51.94 7.375 1.855 1.72 44-E-14

11.865

8.562

79.31

7.375

3.336

1.72

44-E-25

11.600 7.609 68.37 7.543 2.662 1.76 45-E-20

12.273 9.053 86.87 7.543 3.605 1.76 45-E-27


SUPER-SPAN Next

PROFILE DATA: Low Profile Arch



information.




RADIUS R2 ALWAYS = RADIUS R3


CORRUGATIONS.

INTERNAL DIMENSION

RADII

ANGLE

STEP

STRUCT.

REF.

Max

Span

(m)

Rise

(m)

Bottom

Span

(m)

End

Area

(m)

Top

Radius

R1 (m)

Side

Radius R2/R3

(m)

AngleA3

(DEG)

Min.

Step

(m)

6.095 2.233 6.032 10.90 4.009 1.316 12.55 1.04 24-A-5-1

6.311 2.272 6.248 11.47 4.178 1.316 12.55 1.08 25-A-5-1

6.528 2.311 6.465 12.04 4.346 1.316 12.55 1.12 26-A-5-1

6.744

2.351

6.681

12.63

4.514

1.316

12.55

1.16

27-A-5-1

6.690 2.390 6.897 13.23 4.683 1.316 12.55 1.20 28-A-5-1

7.393 2.469 7.330 14.46 5.019 1.316 12.55 1.27 30-A-5-1

7.609

2.508

7.546

15.09

5.187

1.316

12.55

1.31

31-A-5-1

8.018 2.756 7.965 17.52 5.356 1.586 10.46 1.35 32-A-6-1

8.235 2.795 8.182 18.23 5.524 1.586 10.46 1.39 33-A-6-1

8.451

2.834

8.398

18.94

5.692

1.586

10.46

1.43

34-A-6-1

8.667 2.874 8.615 19.67 5.861 1.586 10.46 1.47 35-A-6-1

8.884 2.913 8.831 20.40 6.029 1.586 10.46 1.51 36-A-6-1

9.100

2.953

9.047

21.15

6.197

1.586

10.46

1.55

37-A-6-1

9.701 3.634 9.573 28.37 6.366 2.124 14.10 1.59 38-A-8-2

9.918 3.673 9.790 29.28 6.534 2.124 14.10 1.63 39-A-8-2

10.134

3.713

10.006

30.20

6.702

2.124

14.10

1.67

40-A-8-2

10.350 3.752 10.222 31.13 6.871 2.124 14.10 1.71 41-A-8-2

10.567

3.791

10.439

32.08

7.039

2.124

14.10

1.75

42-A-8-2



10.783 3.831 10.655 33.04 7.207 2.124 14.10 1.79 43-A-8-2

10.999 3.870 10.871 34.01 7.375 2.124 14.10 1.83 44-A-8-2

11.216 3.910 11.088 34.99 7.544 2.124 14.10 1.86 45-A-8-2


SUPER-SPAN Next

PROFILE DATA: High Profile Arch



information.




RADIUS R3 ALWAYS = RADIUS R1


CORRUGATIONS.

Step

25-A-6-7

28-A-6-7

32-A-6-7

34-A-6-7

35-A-10-7

37-A-6-7

INTERNAL DIMENSIONS RADII ANGLE STEP

STRUCT.

REF.

Max

Span

(m)

Total

Rise

(m)

Bottom

Span

(m)

End

Area

(m2)

Top/Side

Radius

(m)

Corner

Radius

(m)

Angle A3

(DEG)

Min.

(m)

6.287

6.504

6.720

3.795

3.839

3.883

5.583

5.828

6.069

20.47

21.42

22.37

4.009

4.178

4.346

1.586

1.586

1.586

24.19

23.22

22.32

0.94

0.98

1.02

24-A-6-7

26-A-6-7

6.936

7.153

7.585

3.925

3.968

4.052

6.308

6.547

7.018

23.33

24.31

26.28

4.514

4.683

5.019

1.586

1.586

1.586

21.50

20.73

19.35

1.06

1.10

1.17

27-A-6-7

30-A-6-7

7.801

8.019

8.788

4.094

4.135

5.398

7.252

7.486

7.926

27.28

28.30

40.55

5.187

5.356

5.356

1.586

1.586

2.663

18.73

18.14

23.14

1.21

1.25

1.25

31-A-6-7

32-A-10-9

8.235

8.451

9.220

4.177

4.218

5.484

7.718

7.949

8.407

29.32

30.36

43.20

5.524

5.692

5.692

1.586

1.586

2.663

17.59

17.07

21.78

1.29

1.33

1.33

33-A-6-7

34-A-10-9

8.668

9.437

8.884

4.259

5.526

4.300

8.180

8.647

8.410

31.41

44.55

32.46

5.861

5.861

6.029

1.586

2.663

1.586

16.58

21.15

16.12

1.37

1.37

1.41

35-A-6-7

36-A-6-7

9.653

9.100

9.869

5.569

4.340

5.611

8.885

8.638

9.121

45.90

33.53

47.26

6.029

6.197

6.197

2.663

1.586

2.663

20.57

15.69

20.01

1.41

1.45

1.45

36-A-10-9

37-A-10-9

9.509

4.361

9.174

34.91

6.366

1.855

13.17

1.49

38-A-7-6



10.089 5.653 9.357 48.64 6.366 2.663 19.48 1.49 38-A-10-9

9.725 4.401 9.399 35.98 6.534 1.855 12.83 1.53 39-A-7-6

10.302

5.694

9.592

50.02

6.534

2.663

18.99

1.53

39-A-10-9

10.687 5.659 10.248 50.97 6.534 3.201 14.88 1.53 39-A-12-7

9.942 4.441 9.263 37.07 6.702 1.855 12.51 1.57 40-A-7-6

10.518

5.736

9.825

51.41

6.702

2.663

18.51

1.57

40-A-10-9

10.158 4.481 9.847 38.18 6.871 1.855 12.21 1.61 41-A-7-6

10.736 5.777 10.059 52.82 6.871 2.663 18.06 1.61 41-A-10-9

11.120

5.740

10.703

53.72

6.871

3.201

14.16

1.61

41-A-12-7

10.374 4.521 10.071 39.29 7.039 1.855 11.91 1.65 42-A-7-6

10.952 5.819 10.291 54.23 7.039 2.663 17.63 1.65 42-A-10-9

11.336

5.780

10.929

55.11

7.039

3.201

13.82

1.65

42-A-12-7

11.529 7.308 10.184 72.13 7.039 3.471 25.25 1.65 42-A-13-13

10.591 4.561 10.294 40.42 7.207 1.855 11.64 1.69 43-A-7-6

11.168

5.860

10.522

55.65

7.207

2.663

17.22

1.69

43-A-10-9

11.552 5.820 11.154 56.51 7.207 3.201 13.50 1.69 43-A-12-7

11.745 7.352 10.430 73.93 7.207 3.471 24.66 1.69 43-A-13-13

10.807

4.601

10.517

41.55

7.375

1.855

11.37

1.73

44-A-7-6

11.384 5.901 10.752 57.09 7.375 2.663 16.83 1.73 44-A-10-9

11.768 5.861 11.379 57.92 7.375 3.201 13.19 1.73 44-A-12-7

11.961

7.396

10.675

75.74

7.375

3.471

24.10

1.73

44-A-13-13

11.216 4.847 10.932 45.39 7.544 2.124 11.12 1.76 45-A-8-6

11.601 5.942 10.983 58.54 7.544 2.663 16.45 1.76 45-A-10-9

11.985

5.901

11.605

59.36

7.544

3.201

12.90

1.76

45-A-12-7

12.178 7.440 10.920 77.56 7.544 3.471 23.56 1.76 45-A-13-13



SUPER-SPAN Next

ACCESSORIES: Thrust Beams




SUPER-SPAN Next

SPECIFICATION

ASSET MULTIPLATE SUPER-SPAN SPECIFICATION GUIDE

Please refer to the MP 200 section of this manual as the Specification Guide given there also applies to ASSET

MULTIPLATE SUPER-SPAN material.



Main

Index

Next Structural Design

DESIGN

Corrugated Steel Buried Structures (CSBS) have been in service

since the late nineteenth century and have manufactured in the UK

since 1954.

Since the 1960's the design has been based on the Ring

Compression Theory, where structures are considered as flexible

soil / steel rings in compression.

Until the mid 1980's standard U.K. practice was to undertake

structural design using the design procedures developed by the

American Iron and Steel Institute (AISI) with modifications to suit

national loading requirements.

It is current standard UK practice to design CSBS to the Highway Agency Department Standard BD 12/01.

This standard is still based on the Ring Compression Theory and also includes durability calculated to

provide a 120 year design life.

Use of BD12/01 is mandatory for all CSBS under motorways and trunk roads within the UK and is used for all

low and medium cover applications by ASSET.

BD12/01 does not cover the use of corrugated steel buried structures in the repair of other types of

structures, e.g. as a liner for failing brick arch structures. However, in these situations, Asset International

can provide specialist advice and will carry out the design of such an application as a departure from the

standard.

For special applications such as aggregate tunnels and high fill situations BD12/01 is generally inappropriate

and the AISI design method is used.

The AISI method is still commonly used for many non UK applications.


Main

Index


Design - BD12/01

Typical Fill Requirements for Minimum Excavation Option

1. TRENCH CONDITION


2. PARTIAL TRENCH CONDITION


Main

Index


DURABILITY

It is standard UK practice to design corrugated steel buried structures to BD12/01 which requires a design life of

120 years.

The relevant properties of the surrounding soil and ground water, the effluent flowing through the structure, the

availability for maintenance of the interior surfaces and protection provided by additional protective coatings are

all considered and assessed. The most severe condition will be used in the design.

Calculations are then carried out to determine the thickness of extra or sacrificial steel that is required to achieve

the design life.

It is possible to vary the design life of a structure to suit special requirements within the methodology of BD

12/01.

In some cases durability is not a consideration e.g. temporary or short working life structures.

Environments that are deleterious to steel and zinc such as environments having pH values less than 5 or

greater than 9, chlorine concentrations greater than 250 ppm and sulphate concentrations greater than 0.6g/l as

SO4 should be avoided.

Secondary protective coatings shall be applied to all galvanised steel surfaces by utilising a paint system within

BD35. Aplication of such a paint system should be in accordance with BA27.

It is not intended that the life of this minimum secondary protective coating shall be taken into account when

calculating sacrificial steel requirements. Where it is intended to take the life of the secondary protective coating

into account, that coating must carry a current BBA certificate. At the time of publishing, the secondary coatings

used by Asset do not yet carry BBA certification. However, it is Asset's intention to pursue such certification.

For culvert applications, anti-abrasion invert protection is a requirement. i.e. a concrete slab or a proprietary

invert protection system (clause 8.14 to 8.20 of BD12/01 refers).


Main

Index


Highway Loading - UK

Generally, the definitions as specified by BS 5400 are:

Basis of HA and HB highway loading

Type HA loading is the normal design loading for Great Britain, where it represents the effects of normal

permitted vehicles other than those used for the carriage of abnormal indivisible loads.

For loaded lengths up to 30 m, the loading approximately represents closely spaced vehicles of 24 t laden weight

in each of two traffic lanes. For longer loaded lengths the spacing is progressively increased and medium weight

vehicles of 10 t and 5 t are interspersed. It should be noted that although normal commercial vehicles of

considerably greater weight are permitted in Great Britain their effects are restricted, so as not to exceed those of

HA loading, by limiting the weight of axles and providing for increased overall length.

In considering the impact effect of vehicles on highway bridges an allowance of 25% on one axle or pair of

adjacent wheels was made in deriving HA loading. This is considered an adequate allowance in conditions such

as prevail in Great Britain.

This loading has been examined in comparison with traffic as described for both elastic and collapse methods of

analysis, and has been found to give a satisfactory correspondence in behaviour.

HB loading requirements derive from the nature of exceptional industrial loads (e.g. electrical transformers,

generators, pressure vessels, machine presses, etc) likely to use the roads in the area.

HA loading is normally taken as a combination of Uniformly Distributed Load (UDL) and Knife Edge Loading

(KEL) as described in BS 5400. However, this concept is more suited to complex bridge structures than to

ASSET buried steel structures and, consequently, UDL and KEL are recommended in the DTp Standard BD

12/01 as not to be used. Instead, the Standard recommends the adoption of the Single Nominal Wheel Load

alternatively described in paragraph 6.2.5. of BS 5400.

This is a single 100 M wheel exerting a

pressure of 1111.1111 kN/m' over a square

area with 0.300 m sides. The pressure is

dispersed downwards at a gradient of 2:1.

Although the pressure is dispersed over a two-

dimensional area, only a onedimensional cross

section of the pressure cone need be

considered, as shown, since the design of the

structure is based upon a single metre length

of the culvert at right angles to the cross

section.


Main

Index


Highway Loading - UK (cont)

HB loading must be taken into account where a highway is liable to be used by exceptional industrial loads such

as transformers, generators, pressure vessels, machine presses, etc. The HB unit is considered to be a 4-axle

transporter with each axle carrying 10 kN distributed on to four wheels, such that each wheel is pressing down

with a force of 2.5 M. 25 units would be a wheel load of 62.5 M and 45 units a wheel load of 112.5 M. The

drawing below shows the wheel and axle distribution for HB loading together with the pressure cone 'footprints'

at different depths below the highway surface. BS 5400 allows for variable separation of the axle pairs, but we

consider that for buried steel structures, the 6 m separation will provide the most concenti-ated load, and will thus

provide the ,worst case' condition.

It is therefore necessary to establish in the first instance whether the road over the structure is to be used only by

normal HA loadings, or whether HB loadings are to be experienced as well. If HB loadings are to be experienced,

then the technical approving authority must decide whether the minimum 25 units or more, up to the normal

maximum of 45 units of HB loading must be catered for. It is generally acceptable to adopt 45 units of HB loading

for ASSET buried steel structure design, whenever there is doubt as to the potential utilisation of the highway.

45 HB is a sixteen wheel load, with each 112.5 kN wheel exerting a pressure of 1111.1 kN/M2 over a square

area with 0.3182 m sides. The pressure is dispersed downwards at a gradient of 2:1.

Note that area changes are allowed for at 0.68 m when four wheels overlap.

1.48 m when two axles overlap.

5.68 m when four axles overlap.

Live load design, therefore, either caters for HA alone or HA plus HB. The diagram on the previous page

indicates how HA and HB (45 units) disperse downwards and the areas over which they act.

HB loading usually governs except in occasional circumstances when less than 45 units are considered.


Main

Index


Highway Loading - UK (cont)

For determining the design vertical live load pressure, dispersal of the wheel loads may be assumed to occur

from the contact area on the carriageway to the level of the crown of the buried structure at a slope of 2 vertically

to 1 horizontally. This pressure is subsequently to be assumed as acting over the whole span. Wheel loads not

directly over the structure shall be considered if their dispersal zone falls over any structure. Braking loads and

temperature effects may be ignored.



Main

Index


Railway Loading - UK

British Standard BS5400: Part 2: 1978 is referred to for live loading, including allowance for dynamic effects.

The distribution of stresses due to live loading for buried structures is not referred to in BS5400. Therefore the

same method of dispersal as adopted by the Department of Transport for highway loading on buried structures is

adopted. (Department of Transport, Technical Memorandum (Bridges) No. BE1/77 - Standard Highway

Loadings).

RU Loading RU loading allows for all combinations of vehicles currently running or projected to run on railways in the

continent of Europe, including the United Kingdom, and is to be adopted for the design of bridges carrying main

line railways of 1.4 m gauge and above.

The type RU loading acting on two tracks on the rail, sleeper and ballast arrangements shown below, will

produce vertical stresses within the subgrade as indicated on the graph opposite.



Main

Index


Railway Loading - UK (cont)

Dynamic Effects The standard railway loading specified is an equivalent static loading and should be multiplied

by appropriate dynamic factors to allow for impact, oscillation and other dynamic effects, including those caused

by track and wheel irregularities. The dynamic factors given in Table 15 of BS5400 are used. The dynamic factor

is multiplied by the static vertical stress. The vertical stress due to embankment, sleeper and rail loading is then

added to the dynamic stress on the crown of the buried pipe PV.

Example Assume a 2.48 metre diameter MultiPlate

Pipe, with a cover of 2.78 metre from

crown of pipe to underside of sleeper.

(Assume ballast depth B = 0.375m).

From the graph of vertical stress due to

static loading, the vertical stress due to

static loading, the vertical stress at crown

of pipe, Pv1 = 39.2 KN/m2.

Dynamic Factor I:

S = T +( Hc - B) + (2B tan 5o)

S = 2.48 + (2.78 - 0.375) + (0.75 tan 5o)

S = 4.95m

Therefore L =4.95 + 3.0 = 7.95m

Therefore

I = 0.73 + 2.16

7.95-0.2

= 0.73 + 2.16 = 0.73 + 0.78

2.78

I = 1.51

Therefore dynamic live load

Pv2 = I x Pv1

= 1.51 x 39.2

Pv2 = 59.19 KN/m2

Dead load pressure, assuming the

embankment height to rail level to allow for

weight of sleeper plus rails.

Pv3 = 18.85 (2.78 + 0.367)

Pv3 = 59.32 KN/m2

Therefore total pressure of crown of pipe

Pv = ( Pv2 + Pv3)

Pv = (59.19 + 59.32) = 118.51 KN/m2

S = T + (Hc-B) + (2B tan 5o)

L = S + 3.0

From geometry of pipe size and

position, S and L are calculated.

The dynamic factor (bending) is

then determined from:


Dimension L Dynamic

Factor

67

0.2

1.0

Main

Index


USA Highway andRailway Loading

Summary of USA Highways and Railway Loading



Main

Index


Height of Cover Tables - UK

The tables below show height of cover limits in metres for both ASSET MP200 structures. These

limits are based upon the UK Highways Agency design method BD 12. The calculation takes into account the

maximum allowable corner bearing pressure of 300Kn/m2 and assumes HA and 45 units of HB loading.


HEIGHT OF COVER TABLE MP100

Steel Thickness (mm)

1.5 mm

(10bits/m)

2.0 mm

(10bits/m)

2.5 mm

(10bits/m)

3.0 mm

(10bits/m)

3.5 mm

(10bits/m)

Diameter/Span (m) Min Max Min Max Min Max Min Max Min Max

0.8 0.65 9.6 0.65 11.2 0.65 14.0 0.65 15.7 0.65 15.7

1.0 0.65 7.5 0.65 8.8 0.65 11.1 0.65 15.7 0.65 15.7

1.2 0.65 6.0 0.65 7.1 0.65 9.1 0.65 14.0 0.65 14.1

1.4 0.65 4.9 0.65 5.9 0.65 7.6 0.65 11.9 0.65 12.0

1.6 0.65

3.9

0.65 4.9 0.65 6.5 0.65 10.4 0.65 10.4

1.8 0.65 4.0 0.65 5.6 0.65 9.1 0.65 9.1

2.0 0.65 3.2 0.65 4.8 0.65 8.1 0.65 8.1

2.2 0.65

2.1

0.65 4.1 0.65 7.2 0.65 7.3

2.4 0.65 3.5 0.65 6.5 0.65 6.6

2.6 0.65

2.8

0.65 5.9 0.65 5.9

2.8 0.65

5.4

0.65 5.4

3.0

0.65

4.9

HEIGHT OF COVER TABLE MP200

Steel Thickness (mm)

3.0 mm

(10bits/m)

4.0 mm

(10bits/m)

5.0 mm

(10bits/m)

6.0 mm

(15bits/m)

7.0 mm

(20bits/m)

8.0 mm

(20bits/m)

Diameter/Span (m) Min Max Min Max Min Max Min Max Min Max Min Max

1.5 0.65 13.4 0.65 15.4 0.65 15.4 0.65 15.4 0.65 15.4 0.65 15.4

2.0 0.65 11.5 0.65 15.7 0.65 15.7 0.65 15.7 0.65 15.7 0.65 15.7

2.5 0.65 9.0 0.65 13.3 0.65 15.7 0.65 15.7 0.65 15.7 0.65 15.7

3.0 0.65 7.3 0.65 11.0 0.65 15.7 0.65 15.7 0.65 15.7 0.65 15.7

3.5 0.7 6.1 0.7 9.3 0.7 13.5 0.7 15.7 0.7 15.7 0.7 15.7

4.0 0.8

5.1

0.8 8.0 0.8 11.7 0.8 15.7 0.8 15.7 0.8 15.7

4.5 0.9 7.0 0.9 10.3 0.9 15.0 0.9 15.7 0.9 15.7

5.0 1.0

6.1

1.0 9.2 1.0 13.2 1.0 15.7 1.0 15.7

5.5 1.1 8.3 1.1 12.2 1.1 14.3 1.1 15.7

6.0 1.2 7.5 1.2 10.7 1.2 12.7 1.2 14.3

6.5 1.3 6.8 1.3 9.5 1.3 11.3 1.3 12.6

7.0 1.4

6.2

1.4 8.3 1.4 9.9 1.4 11.1

7.5 1.5

7.2

1.5 8.7 1.5 9.7

8.0

1.6

7.6

1.6

8.5


Main

Index

Next END TREATMENTS

INTRODUCTION and TYPICAL DETAILS

The design of a buried structure under an

embankment must consider the end treatment

most suitable for the particular structure.

Obviously, the function of the structure and its

geographical location are major factors in

reaching a decision.

For example, the end treatment of a culvert

under an unsurfaced access road in

mountainous country might well differ from that

required for a similar culvert under a motorway.

If the structure is an underpass for vehicles or

pedestrians, the end treatment might well differ

from that where the underpass is required for the

passage of livestock.

If the structure is a culvert, then the designer

could consider erosion, undermining, hydrostatic

forces, debris, energy dissipation or fish

passage amongst other effects.

Multiplate corrugated steel structures have many advantages in overcoming end treatment problems when

compared with other forms of construction, not least being the inherent flexibility of the structures.

A wide variety of end finishes can be fabricated in our factory to suit specific site conditions.

ASSET can supply skewed ends, bevelled ends, skew / bevelled ends, part bevelled ends and other

combinations providing the designer with a wide choice. For example the designer may opt for plain ends

with or without headwalls; ends full or part bevelled tied to a concrete ring beam, stone pitching or gabions.

Many other possibilities exist which may be applicable for a specific installation.


Main

Index

Next END TREATMENTS

SKEW AND BEVEL DETAILS

Severe skews and bevels are not recommended for Multiplate structures. For skews in excess of 15 degrees

special end treatments should be designed with skew ends in excess of 45 degrees not being recommended.

To avoid confusion when specifying cut end skews, the designer should specify a 'skew number' which is the

angle between the axis of the embankment and the centre-line of the culvert, measured in a clockwise direction.

Skew Details

Bevel Details: - For all bolted plate structures except Super-Span.

Bevelled ends are usually specified to match the slope of the embankment. This slope must be clearly stated

when ordering bevelled ends. Orders should make clear that the specified slope relates to the horizontal.

The culvert invert slope should be detailed on the order if more than 2% as with steep invert slopes the two ends

of a culvert may have to be bevelled differently to match the symmetrical slopes of the embankment.

The length of Multiplate structures relates to the 'net laying length' (refer to MP200 sections) of the

structure as manufactured and is measured from centre of bolt hole to centre of bolt hole at either end of a

structure.

It should be remembered when ordering Multiplate that the actual structure extremities will extend a distance

beyond the centre of the bolt holes dependent upon the structure corrugation.


Main

Index

Next END TREATMENTS

COLLAR AND RING BEAMS

The practical positioning of anchor bolts and

stirrups is easy to envisage where the collar is

vertical.

However, detailed positioning on a skewed end, or

on a bevel with a sloping collar, is more difficult,

since the corrugations run vertically.

Therefore, bolts are set in a measured distance

from the cut edge with a 470mm vertical step, but

placed on the nearest corrugation crest or trough,

so that the bolts project radially from the structure.

NB. Plate layout diagrammatic only



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Index

Next

INSTALLATION

PROCEDURES

GENERAL

This chapter presents information of fundamental importance

regarding installation and construction procedures including base

preparation, unloading and assembly, and placement and

compaction of backfill.

A well situated, properly bedded, accurately assembled and

carefully backfilled corrugated steel structure will function properly

and efficiently over its entire design life. Although smaller structures

may demand less care in installation than larger ones, reasonable

precautions in handling base preparation, assembly and backfilling

are required for all sizes of structures.

Because of their strength, lightweight and modular construction, ASSET Multiplate corrugated steel structures

can be installed quickly, easily and economically.

The flexible steel shell is designed to distribute loads throughout its periphery and into the backfill. Flexibility

allows a degree of unequal settlement and dimensional change that could cause failure in a rigid structure.

This advantage is further enhanced when a corrugated steel structure is installed on a well prepared

foundation with a well-compacted, stable backfill placed around the structure.

Adherence to these requirements satisfies design assumptions and ensures a satisfactory installation.

During design reasonable care during installation is assumed; indeed the selection of steel thickness and

associated design criteria are based on this assumption. Just as with concrete or other structure types,

careless installation of corrugated steel structures can undo the work of the designer.

Minimum cover requirements are required for corrugated steel structures under highway or other live loadings.

These are based on fundamental design criteria, as well as long term experience.

However, it must be emphasised that such minimum cover may not be adequate during the construction

phase, because of the possibility of high live loads from construction traffic.

Therefore when construction equipment which produces higher live loads than those for which the pipe has

been designed is to be driven over or pass too close to the structure, it is the responsibility of the contractor to

provide any additional cover needed to avoid possible damage to the pipe.



Main

Index

Next

INSTALLATION

PROCEDURES

BASE PREPARATION: Flat Bedding

Pressures developed in the structure wall by the weight of the backfill and live loads are transmitted both to the

side fill and the strata underlying the pipe. The supporting soil beneath the pipe, generally referred to as the

foundation, must provide a reasonable uniform resistance to the imposed pressures, when viewed along both

longitudinal and transverse lines. Requirements when soft foundations or rock foundations are encountered are

discussed later in this section.

Bedding is defined as that portion of the foundation in contact with the bottom or invert of the structure.

Depending upon the size and type of structure, the bedding may either be flat or shaped. With flat bedding the

pipe is placed directly on the fine-graded upper portion of the foundation. Soil must then be compacted under the

haunches of the structures in the first stages of backfilling.

For structures with invert plates exceeding 3700mm in radius, the bedding should be shaped to the approximate

profile of the bottom portion of the structure. Alternatively, the bedding can be shaped to a shallow 'Vee' shape.

Shaping the bedding provides a more uniform support for the relatively flat bottoms of pipe-arches and avoids

creating zones that are difficult to compact under large structures. The shaped portion need not extend across

the entire bottom of the structure, but must be wide enough to permit compaction of backfill under the remainder

of the structure.



INSTALLATION

PROCEDURES

Main

Index

Next

BASE PREPARATION: Shaped Bedding

The diagrams above illustrate the shaped bedding of a pipe-arch. Note that the soil adjacent to the corners of a

pipe-arch must be of excellent quality and well compacted to support the higher pressures that can develop at

these locations.

Whether the bedding is flat or shaped, the upper 50 to 100mm layer should be composed of relatively loose

material so that the corrugations can seat in the bedding. This is usually referred to as a compressible bedding

lift. The material in contact with the structure should not contain gravel larger than 75mm, frozen soil, chunks of

highly plastic clay, organic matter, or other deleterious material.



INSTALLATION

PROCEDURES

Main

Index

Next

SPECIAL GROUND CONDITIONS: Rock Foundations

If rock ledges are encountered in the foundation, they may create hard points that tend to concentrate loads on

the pipe. Such load concentrations are undesirable since they can lead to distortion of a structure. Large rocks or

ledges must be removed and replaced with suitable compacted fill before preparing the pipe bedding.

When the pipe foundation makes a transition from rock to a compressible soil, special care must be taken to

provide for reasonable uniform longitudinal support so as to minimise longitudinal settlement.

Illustrated below are typical treatments for a transition zone.



INSTALLATION

PROCEDURES

Main

Index

Next

SPECIAL GROUND CONDITIONS: Soft Foundations

Evaluation of the construction site may require subsurface exploration to detect undesirable foundation materials,

such as soft compressible soil or rock ledges. Zones of soft material give uneven support and can cause the pipe

to shift and settle non-uniformly after the embankment is constructed.

These materials should be removed and replaced with suitable compacted fill to provide a continuous foundation.

The extent of soft material removed should be such that the column of fill adjacent to the structure has at least as

good a foundation as that beneath the structure.

The depth and width of soft material removed will depend on the quality of the existing soil, the size of the

structure and the load to be carried.

SKETCH DEMONSTRATING THE

PRINCIPLE OF A YIELDING FOUNDATION.

Note: If replacement material in Zone A is of less depth and less compacted than the replacement materials in

Zone B and C, the side columns of fill above Zones B

and C will tend to offer support to the central column of

earth which overlies the flexible structure.

Load on the structure is thereby reduced and any

tendency to deform is greatly diminished.

The heavy arrows show the support tendency.



Main

Index

Next

INSTALLATION

PROCEDURES

MULTIPLATE ASSEMBLY: Unloading and Handling Multiplate

Assembly of ASSET Multiplate is straightforward provided our basic recommendations are followed.

This should include careful reading and understanding of the assembly instructions before any plates are laid out

or connected to each other.

Unloading and Handling Multiplate

Plates for Multiplate structures are shipped nested in bundles complete with all bolts and nuts necessary for

assembly. Included with the shipment are detailed assembly instructions.

Bundles are normally 2 tonne maximum weight for ease of handling. Normal care in handling is required to keep

plates clean and free from damage by rough treatment.

Early reference to the assembly instructions is advised so that the plates needed first are readily accessible and

those following can do so without unnecessary rehandling of bundles.

All bundles are tagged with a reference number which enable identification of the plates in the bundle from the

packing list included with the assembly instructions. Each bundle's contents are listed with details of plate length,

width, radius and whether the individual plate is uncut or cut.

The identifying mark of a plate will be shown in the packing list and the accompanying plate layout drawing will

give its unique position in the structure.


INSTALLATION

PROCEDURES

Main

Index

Next

MULTIPLATE ASSEMBLY: Assembly Procedure and Methods

Assembly Procedure

The first essential is to read and understand the assembly instructions provided.

All Multiplate structures are supplied with typewritten assembly instructions together with a diagrammatic sketch.

This sketch, sometimes referred to as a 'bullseye' sketch, shows the positions of each plate in the 'rings' of the

structure and the recommended sequences of plate laying where 'plate by plate' assembly procedure is followed.

For all but the simplest structures, we provide an additional plate layout drawing unique to the structure which

must be followed exactly using the 'bullseye' sketch only as a guide to the order of plate assembly.

Unless the plate layout drawing is followed exactly with regard to the positioning of plates with reference to the

invert centreline then there is risk of elbows, bevels, etc. begin incorrectly angled in the structure.

Having studied the assembly instructions and drawings, there are generally two approaches to the actual

assembly method:

1. Plate-by-plate assembly

2. Component sub-assembly (or prefabrication of units).

Plate-by-Plate Assembly

This is commonly used for the assembly of Multiplate pipe structures as distinct from pipe-arch structures,

although the pre-assembly method can be used for assembly of large diameter pipes. When assembling pipes

by the plate-by-plate method, the procedure is to lay out and bolt together a considerable number of invert plates

which are then followed by side plates. The side plates are placed alternatively on either side of the invert to

maintain balance, and top or roof plates follow.

The single most important thing to remember when assembling Multiplate is to assemble the structures with as

few bolts as possible initially until several rings are closed. When several rings have been assembled, work can

proceed with placing and tightening all remaining bolts. During assembly, only a few bolts should be placed in

the longitudinal seams. Two bolts near each end and two near the centre of the plates are quite sufficient and

these bolts should be tightened with a hand wrench only (not an air impact wrench). Circumferential bolts should

all be positioned and tightened to hold adjacent plates together.

Nuts may be placed inside or outside the structure. It is a good idea to put all nuts in the lower half of the

structure on the inside and on the outside in the upper half to facilitate the use of air wrenches.

As long as all nuts and bolts are positioned and tightened, it does not matter - structurally - which way round the

bolts are placed.

It is important that the curved side of the nut is placed against the plate (like the wheel nuts on a car). Final bolt

placement and tightening should always be kept at least one full ring behind plate assembly.

Avoid placing too many side plates before closing the top or roof to prevent the structure 'spreading'.

When starting assembly on the prepared bed and throughout the whole assembly, it is important that the bed

itself is uniform in gradient; that invert plates are individually checked for correct position of invert centreline and


that the structure is kept plumb and on line as assembly proceeds.

It also advisable to keep a check on the rise and span dimensions of the structure during assembly and

backfilling.

Component Sub-Assembly This can be used for the assembly of larger structures of all shapes and all pipe-arches and arches.

As arches rest in unbalanced channels in previously constructed abutments plate-by-plate assembly would

involve propping until rings are complete.

The quickest method for arch assembly to is to pre-assemble each full ring on the ground frequently resting on

its 'side'. All nuts are placed on the outside of the arch but left loose. Each pre-assembled ring is then lifted on to

the abutments, shingle lapping with its neighbouring ring. Obviously it is essential that both unbalanced changes

are laid true to line and gradient at the correct distance apart. They must also be angled correctly (as shown on

the contract drawings) depending on the rise / span ratio of the arch specified. The short leg of the channel is to

the inside of the abutment and the anchoring lugs in the base of the channel should be bent down at right angles

and twisted through 90 degrees before pouring the abutment concrete. It should also be noted that unbalanced

channel lengths always correspond with the net plate lengths, i.e., multiples of 3 metres and 2 metres. This

results in the plates at the end of the structure protruding beyond the ends of the unbalanced channel by 50mm

at each end of the structure.

On medium size and large arch structures when pre-assembling rings, it may be helpful to adopt the 'strength

and squeeze' technique to facilitate bolt placement when shingle lapping rings.

Pipe-arches are commonly assembled using a combination of component sub-assembly and plate-by-plate

methods.

All pipes-arches have comparatively large radius inverts and as proper placement and compaction of backfill can

be a problem it is usual to lay this type of structure on a shaped bed.

When laying pre-assembled invert sections on a shaped bed a problem can arise with placement of the

circumferential seam bolts which connecting these sections on the bed. This is overcome using the spring clips

provided by means of which the circumferential seam bolts on the ring are positioned ready to receive the next

ring.

The procedure for pipe-arches is to pre-assemble invert sections lying on their sides making sure to place all

nuts inside. These pre-assembled rings are then connected together on the shaped bed with the aid of the spring

clips discussed above and all bolts tightened up. It is important to note that attention must be paid to the width of

the pre-shaped bedding which must be kept clear of the seams which connect corner plate to invert plates.

Having placed all the invert plates and tightened up all the nuts, it is usual to place corner plates equally on both

sides plates-by-plate.

Avoid placing too many corner plates to prevent the structure 'spreading' and do not tighten invert / corner seams

at this stage. Then position side and top plates one at a time, or in pre-assembled sections equally to both sides

of the structure, closing the crown as soon as possible to avoid structure spread. Bolt placement and tightening

may then proceed, always keeping at least one full ring behind plate assembly.

The assembly of vertical and horizontal ellipse shaped structures is similar to the procedure for pipes.

In all Multiplate structures, except arches, the aim should always be to achieve a 'staircase' effect when the

structure being assembled is viewed from one side. This effect is achieved by having a closed ring at the starting

end with side plates gradually stepping down to invert plates only at the advanced end. As soon as a ring is

closed, it should be checked for span and rise (or diameter) and adjusted if necessary before proceeding further.

This 'staircase' method of assembly should be adopted in preference to any other method of assembly except for

arch structures.


Main

Index

Next

INSTALLATION

PROCEDURES

MULTIPLATE ASSEMBLY: Bolt Tightening

Recommended torque values are in the range 135Nm to 270Nm.

Placing of all the bolts and tightening up to full torque should never proceed without at least one full ring existing

between this operation and the assembly crew.

When tightening bolts to full torque, always work from the centre of seams towards the plates corners. Do not

insert corner bolts until all other are placed. Alignment of bolt holes is easier when bolts are loose.

The bolts should all be torqued to a maximum of 270 Nm and bolt tightening should proceed from one end of the structure progressively ring by ring.

Good Fit of Plates - one to another is more important than precise torque figures

Backfilling will inevitably cause torque variation, usually a tendency towards slight decrease. The degree of

torque change is a function of metal thickness, plate match and change of structure shape during backfilling. This

is normal and not a cause for concern should checks be made at a later stage.

Assembly of Multiplate Super-Span Structures

The foregoing procedures apply equally to Multiplate Super-Span structures. Continual monitoring of structure

shape is most important in Multiplate Super-Span installation.

Advice on all aspects of assembly and backfilling is available from our staff as required.



INSTALLATION

PROCEDURES

Main

Index

Next

BACKFILL: Trench and Embankment Conditions

Trench Condition

In trench installation, the trench should be kept as narrow as possible but sufficiently wide to permit tamping

under the haunches of the structure. Generally trench width will range from 500mm to 800mm greater than the

span of the structure. For structures above 1.50 metre span or where mechanical tamping equipment is to be

used, greater trench width may be required.

Excavations for multiple installations must take into account the additional width required for spacing between

structures. Side walls should be as vertical as practical, at least to an elevation above the top of the structure.

Embankment Condition

For structures in embankments, the area of controlled backfill should extend to at least one diameter or span on

each side of the structure.


INSTALLATION

PROCEDURES

Main

Index

Next

BACKFILL: Material Selection

Backfill should be selected in accordance with the requirements of The Department of Transport Manual of

Contract Documents for Highway Works - Volume 1 - Specification for Highway Works - clause 623.

Alternatively, backfill material should preferably be granular to provide good structural performance and be free

from large stones, organic or frozen material. This select structural backfill material should conform to one of the

following classifications of soil from AASHTO Specifications M-145 Table 2.



INSTALLATION

PROCEDURES

Main

Index

Next

BACKFILL: Backfill Placement

Backfill material should be placed in horizontal uniform layers not exceeding 200mm in thickness before

compaction, and should be brought up equally on both sides of the structure.

Pipe-arches require that the backfill at the corners be of the best material and especially well compacted.

Each layer of backfill should be compacted to 90% of maximum density at optimum moisture content as

determined by British Standard 1377 and in accordance with the requirements of the Department of Transport

Manual of Contract Documents for Highway Works - Volume 1 - Specification for Highway Works - clause 623.

Tamping can be done with hand or mechanical equipment, tamping roller or vibrating compactors, depending

upon field conditions. More important than method is that it be done carefully to ensure a thoroughly compacted

backfill without excessive distortion of the structure.

Particular care should be taken in backfilling arches to avoid peaking or rolling during the backfill operation.

Protection from Construction Traffic

For adequate protection from heavy construction equipment, it may be necessary to temporarily locally increase

the height of cover over a structure.

How much additional fill is needed depends upon the wheel loads of equipment used, distribution, and frequency

of loading.



INSTALLATION

PROCEDURES

Main

Index

Next

BACKFILL: Good and Bad Backfill Practices

Good Backfilling Practice

To ensure that no pockets of uncompacted fill are placed next to the structure, it is necessary to ensure that all

equipment runs parallel to the length of the structure.

Poor Backfilling Practice

The possibility of pockets of uncompacted fill or voids next to the structure can arise with equipment operating at

right angles to the structure.



INSTALLATION

PROCEDURES

Main

Index

Next

BACKFILL: Notes on Excavation and Backfill

1) Excavation shall be carried out in accordance with the contract except that additional excavation will be required to remove pockets of soft soil, loose rock and any voids shall be filled with 6K lower bedding material.

2) Lower bedding material class 6K ( 20mm down ) shall have its top surface shaped during compaction to match the structure profile when the bottom radius is greater than 3700mm.

When the radius is less than 3700mm the lower bedding shall be compacted in layers to a depth of span/10 and

a layer of uncompacted class 6L ( sand ) 50mm deep placed 1000mm wide along the centre of the structure. (

This will allow access for positioning bolts in the invert longitudinal seams on multiplate structures. ) The lower

bedding under the structure shall be well compacted using a suitably sized length of timber. Lower bedding shall

extend a width 800mm ( 500mm for structures up to 3m span ) beyond the span on each side of the structure

and 300mm beyond each end of the structure.

Lower bedding shall extend to a depth such that it supports the bottom radius ( rb ) of the structure or 20% of the

circumference for round pipes.

The depth of lower bedding shall be increased by 300mm if rock is encountered at the base of the bedding. Also

if the height of cover is greater than 8m then the depth shall be increased by another 40mm for each metre of

cover to a maximum additional depth of 600mm.

3) Surround material class 6M ( 75 down ) shall extend a span either side of the structure for embankment construction and 800mm ( 500mm for structures up to 3m ) for trench conditions. Structures in part trench / part

embankment may use a combination of backfill widths. Surround material shall extend to a height of span/5 or

1m ( 650mm for structures up to 3m span ) whichever is the greater above the crown of the structure or to the

formation level if lower.



Main

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INSTALLATION

PROCEDURES

BACKFILL: Multiple Structures

Multiple Structures When two or more structures are laid parallel, the space between structures in normally one half diameter or

span, with a minimum of 600mm and maximum 1000mm. These spacings should be treated as minimum

recommendations, as the spacings may need to be increased to leave sufficient room for mechanical compaction

equipment to operate, and for tamping the fill under the haunches of the structures.

Minimum Clearance Between Conduits


SHAPE

PROFILE

SPAN S

MINIMUM VALUE

OF b

1. CIRCULAR

PIPES

UP TO 2 m

GREATER THAN 2m

HALF S OR 600 mm

WHICHEVER IS

GREATER

1 m

2. PIPE ARCHES

AND

UNDERPASSES

UP TO 3 m

GREATER THAN 3m

THIRD S OR 600 mm

WHICHEVER IS

GREATER

1.0 m

3. ARCHES

ALL SIZES

0.6 m


Main

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INSTALLATION

PROCEDURES

BACKFILL: Summary

The key points in the backfilling operations are:

1. Use good quality backfill material.

2. Ensure adequate compaction under haunches.

3. Maintain adequate width of backfill.

4. Place backfill material in thin uniform layers.

5. Balance fill either side as fill progresses.

6. Compact each layer before adding next layer.

7. Maintain design shape.

8. Do not allow construction equipment over the structure, without

adequate protection, until minimum depth of cover is achieved.

9. Place and compact backfill parallel to structure.



Index


INTRODUCTION

ASSET International are a Quality Assured Company to BS EN ISO 9002: 1994 - Certificate No FM 12306.

ASSET MP200 is made in compliance to BBA Certificate No 91/59 and has Highway Agency Type Approval

Certificate No. BE 1/1/97.

ASSET MP200 meets all the requirements of the relevant parts of the Specification for Highway Works Part 2

Series 600 and Part 6 Series 2500 (6th edition) and Notes for Guidance on the Specification for Highways Works

Part 2 Series NG600.

ASSET MP200 structures are available in a wide range of shapes and sizes to suit a wide range of applications.

ASSET MP200 can be additionally protected with a variety of secondary coatings.

ASSET MP200 is normally designed in accordance with the Highway Agency Departmental Standard BD 12/01

for the Design of Corrugated Steel Buried structures.

ASSET sells a computer programme to assist the sizing of structures and structural calculations.


Index



MP200 is manufactured in the range of shapes and sizes shown in the table below. All MP200 steel plates are

fabricated with corrugations 200mm pitch x 55mm depth.

Tunnels or Vehicle Tunnels

headroom is limited.

PROFILE

SHAPE

SIZE RANGE

SOME TYPICAL USES

Round Pipe

Diameter

0.8m - 8.0m

Culverts, Underpasses,

Service, Recovery Tunnels,

Piling or Back Shutters.

Low Profile Pipe

Arch

Span

1.0m - 8.0m

Culverts, Tunnels or Re-lining

where headroom is limited.

Underpass

Span

1.0m - 8.0m

Underpasses beneath

embankments for pedestrians,

livestock or vehicles, culverts.

Vertical Ellipse

Span

1.0m - 8.0m

Culverts, Underpasses, Service

Horizontal Ellipse

Span

1.0m - 8.0m

Culverts or Tunnels where

Arch

Span

1.0m - 8.0m

Culverts, Tunnels or Re-lining


Note: All the above structures may be used for lining failing structures by either assembling inside the failing structure

where working space permits or hauling the assembled MP200 structure in from outside where working space is

insufficient. Grout connections can be provided to assist filling the annular space between the new lining and the

failing structure.

All these structures may be used for extending existing structures.

Larger sizes than those shown are available. Please contact ASSET International Ltd. for further advice.

Other shapes are available for special applications.


Index


PROFILE DATA: Pipe

All dimensions are to the inside of corrugations.

66

69

INTERNAL STRUCTURE

REFERENCE Dia (m) Area (m2)

4.73

4.88

4.95

5.10

5.18

17.55

18.68

19.26

20.44

21.04

64

67

70

5.25

5.40

5.48

5.63

5.70

21.66

22.91

23.55

24.85

25.52

71

73

74

76

77

5.77

5.92

6.00

6.15

6.22

26.19

27.56

28.27

29.69

30.42

78

80

81

83

84

6.30

6.45

6.52

6.67

31.16

32.65

33.41

34.97

85

87

88

90

6.75

6.82

6.97

7.05

7.20

35.75

36.55

38.17

38.99

40.67

91

92

94

95

97

7.27

7.35

7.50

7.57

7.72

41.52

42.38

44.12

45.01

46.80

98

99

101

102

104

7.79

47.71

105

INTERNAL STRUCTURE

REFERENCE

Dia (m)

Area

(m2)

1.74 2.36 24 1.81 2.57 25 1.96 3.02 27 2.03 3.25 28

2.11

3.49

29 2.26 4.01 31 2.33 4.28 32 2.48 4.84 34 2.56 5.14 35

2.63

5.44

36 2.78 6.08 38 2.86 6.41 39 3.01 7.10 41 3.08 7.46 42

3.16

7.83

43 3.31 8.58 45 3.38 8.98 46 3.53 9.79 48 3.61 10.21 49

3.68

10.64

50 3.83 11.52 52 3.90 11.91 53 4.05 12.91 55 4.13 13.39 56

4.20

13.88

57 4.35 14.88 59 4.43 15.40 60 4.58 16.46 62

4.65 17.00 63


7.87 48.63 106


Index


PROFILE DATA: Pipe Arch



information.

All of these profiles conform to BD12/01

All dimensions are to inside of corrugation.

INTERNAL DIMENSION

INTERNAL RADII

SUBTENDED ANGLES

STRUCT

REF

Span

(m)

Rise (m)

Area

(m2)

Top

R1(m)

Corner

R2(m)

Bottom

R3(m)

Top

A1(deg)

Corner

A2(deg)

Bottom

A3(deg)

1.93 1.53 2.31 1.00 0.60 1.35 130.4 85.5 58.6 10-4-6

2.28

1.72

3.12

1.15

0.60

2.76

160.1

85.5

29.0

14-4-6

2.64 1.85 3.79 1.38 0.60 2.14 133.2 85.5 55.8 14-4-9

2.89

2.00

4.53

1.47

0.60

3.32

152.8

85.5

36.2

17-4-9

3.38 2.17 5.60 1.85 0.60 2.57 121.7 85.5 67.3 17-4-13

3.48

2.63

7.17

1.76

0.85

3.01

158.3

76.5

48.7

21-5-11

3.84 2.77 8.19 1.99 0.85 2.80 140.3 76.5 66.7 21-5-14

3.71

2.79

8.21

1.86

0.85

4.12

171.3

76.5

35.7

24-5-11

4.08 2.93 9.29 2.07 0.85 3.50 153.7 76.5 53.3 24-5-14

4.56 3.12 10.82 2.42 0.85 3.21 132.1 76.5 74.9 24-5-18

4.23

3.29

11.10

2.12

1.05

4.62

175.6

74.8

34.8

28-6-12

4.72 3.48 12.80 2.39 1.05 3.91 155.7 74.8 54.7 28-6-16

5.09 3.62 14.15 2.63 1.05 3.69 141.7 74.8 68.7 28-6-19

5.55 3.82 16.04 3.00 1.05 3.58 124.6 74.8 85.8 28-6-23

4.79

3.82

14.47

2.40

1.28

4.25

172.1

71.9

44.0

31-7-14

5.14 3.96 15.92 2.59 1.28 3.99 159.2 71.9 56.9 31-7-17

5.61 4.16 17.96 2.89 1.28 3.85 143.2 71.9 72.9 31-7-21

5.95 4.31 19.56 3.13 1.28 3.81 131.9 71.9 84.2 31-7-24

5.44

4.18

17.98

2.73

1.28

5.04

171.0

71.9

45.1

35-7-17

5.93 4.38 20.13 3.01 1.28 4.61 155.2 71.9 60.9 35-7-21

6.29 4.52 21.82 3.24 1.28 4.46 144.1 71.9 72.0 35-7-24

6.75 4.72 24.18 3.59 1.28 4.36 130.2 71.9 85.9 35-7-28



5.65

4.35

19.61

2.83

1.28

6.16

179.1

71.9

37.0

38-7-17

6.16 4.54 21.84 3.10 1.28 5.35 163.5 71.9 52.6 38-7-21

6.53 4.68 23.60 3.32 1.28 5.05 152.5 71.9 63.6 38-7-24

7.01 4.88 26.03 3.66 1.28 4.84 138.7 71.9 77.4 38-7-28

7.35 5.03 27.94 3.93 1.28 4.76

129.0 71.9 87.1 38-7-31 6.44 4.76 24.24 3.22 1.28 6.67 173.9 71.9 42.2 42-7-21

6.83 4.90 26.07 3.44 1.28 6.06 163.1 71.9 53.0 42-7-24

7.33 5.10 28.62 3.75 1.28 5.63 149.5 71.9 66.6 42-7-28

7.70 5.24 30.61 4.01 1.28 5.44 139.9 71.9 76.3 42-7-31

7.03

5.07

28.01

3.52

1.28

7.05

170.5

71.9

45.6

45-7-24

7.56 5.26 30.64 3.83 1.28 6.35 157.0 71.9 59.1 45-7-28

7.93 5.41 32.69 4.08 1.28 6.05 147.4 71.9 68.7

45-7-31

7.84

5.48

33.46

3.94

1.28

7.54

166.3

71.9

49.8

49-7-28

Index


PROFILE DATA: Underpass



information.



INTERNAL

DIMENSION

INSIDE RADII (m)

SUBTENDED ANGLES

STRUCT.

REF

Span

(m)

Rise

(m)

Area

(m2)

Top

R1(m)

Corner

R2 (m)

Bottom

R3 (m)

Top A1

(deg)

Corner A2

(deg)

Bottom A3

(deg)

2.35

2.14

3.97

1.173

0.87

1.592

190.20

60.00

49.80

17-4-6

2.66

2.37

4.89

1.329

0.87

2.496

208.00

60.00

32.00

21-4-6

2.97 2.54 5.95 1.486 0.87 2.238 186.60 60.00 53.40 21-4-9

2.88

2.55

5.78

1.442

0.87

3.902

219.50

60.00

20.50

24-4-6

3.19 2.71 6.80 1.597 0.87 3.902 198.70 60.00 41.30 24-4-9

3.48

2.96

7.97

1.741

0.87

4.444

212.90

60.00

27.10

28-4-9

3.93 3.17 9.72 1.963 0.87 3.412 189.10 60.00 50.90 28-4-13

4.31

3.35

10.67

2.066

0.87

4.250

199.20

60.00

40.80

31-4-13

4.41

3.59

11.99

2.203

0.87

6.019

211.10

60.00

28.90

35-4-13

4.76 3.75 13.69 2.378 0.87 4.839 195.70 60.00 44.30 35-4-16

4.95

3.93

14.71

2.476

0.87

5.989

204.20

60.00

35.80

38-4-14

5.15

4.28

16.76

2.577

1.09

8.143

216.90

60.00

23.10

42-5-14

5.60 4.48 19.27 2.801 1.09 5.996 199.80 60.00 40.20 42-5-18

5.96 4.64 21.50 2.982 1.09 5.382 187.80 60.00 52.20 42-5-21

5.80

4.67

20.56

2.902

1.09

7.238

206.70

60.00

33.30

45-5-18

6.16 4.82 22.79 3.079 1.09 6.235 194.90 60.00 45.10 45-5-21



6.01

5.02

23.02

3.006

1.32

9.453

217.30

60.00

22.70

49-6-16

6.34 5.18 25.17 3.171 1.32 7.513 206.10 60.00 33.90 49-6-19

6.81 5.38 28.41 3.405 1.32 6.431 192.10 60.00 47.90 49-6-23

6.84

5.46

27.30

3.241

1.54

8.795

214.10

60.00

25.90

52-7-17

6.92 5.67 30.37 3.459 1.54 7.157 200.70 60.00 39.30 52-7-21

7.27 5.83 32.98 3.634 1.54 6.579 191.10 60.00 48.90 52-7-24

7.20

5.92

32.65

3.599

1.54

8.743

207.80

60.00

32.20

56-7-21

7.54 6.07 35.28 3.768 1.54 7.760 198.50 60.00 41.50 56-7-24

7.41

6.10

34.39

3.703

1.54

10.37

212.80

60.00

27.20

59-7-21

7.75

6.26

37.06

3.873

1.54

8.827

302.50

60.00

36.50

59-7-24

Index


PROFILE DATA: Arch (BD12/01 Compliant)



information.



INTERNAL DIMENSION

RADII

SPAN

SUBTENDED

ANGLES

Rise/Span

Ratio

Span (m)

Rise (m)

Area (m2)

Radius

R1 (m)

Bottom

Span

(m)

Subtended

Angle

A1 (deg)

2.00

1.41

2.37

1.00

1.82

228.90

0.71

2.50

1.74

3.65

1.25

2.30

226.20

0.70

3.00

1.96

4.88

1.00

2.86

215.40

0.65

3.50

2.28

6.65

1.75

3.33

215.40

0.65

3.50 2.61 7.68 1.75 3.05 238.50 0.74

4.00

2.50

8.25

2.00

3.88

208.70

0.62

4.00 2.93 9.88 2.00 3.54 238.60 0.73

4.50

2.82

10.50

2.25

4.35

209.40

0.63

4.50 3.15 11.91 2.25 4.12 227.40 0.70

5.00

3.03

12.47

2.50

4.88

204.70

0.61

5.00 3.48 14.59 2.50 4.60 226.20 0.70

5.50

3.36

15.21

2.75

5.36

205.60

0.61

5.50 3.70 16.99 2.75 5.16 220.30 0.67

5.50 4.12 19.10 2.75 4.77 239.90 0.75

6.00

3.57

17.55

3.00

5.89

202.00

0.60

6.00 4.02 20.16 3.00 5.64 219.90 0.67

6.00 4.35 21.94 3.00 5.36 233.40 0.72

6.50

3.90

20.78

3.25

6.337

203.00

0.60

6.50 4.24 22.92 3.25 6.19 215.40 0.65

6.50 4.67 25.55 3.25 5.84 232.00 0.75

7.00

4.11

23.48

3.50

6.89

200.00

0.59

7.00 4.57 26.58 3.50 6.67 215.40 0.65



7.00 4.89 28.74 3.50 6.42 227.00 0.70

7.50

4.44

27.20

3.75

7.37

201.10

0.59

7.50 4.78 29.71 3.75 7.12 211.80 0.64

7.50 5.22 32.83 3.75 6.90 226.20 0.70

7.50 5.54 34.98 3.75 6.59 237.00 0.74

8.00

5.10

33.86

4.00

7.69

212.10

0.64

8.00 5.44 36.39 4.00 7.46 222.00 0.68

8.00

5.87

39.50

4.00

7.08

235.60

0.73

Index


PROFILE DATA: Arch (Other) This table lists a small selection of available sizes.


information.

These profiles do not conform to BD12/01


INTERNAL DIMENSIONS

RADII

SPAN

SUBTENDED

ANGLES

Rise/Span

Ratio

Span

(m)

Rise

(m)

Area

(m2)

Radius

A1 (m)

Bottom

Span

(m)

Subtended

Angle

R1 (deg)

2.50

0.90

1.65

1.32

2.50

143.20

0.36

3.00

1.11

2.44

1.57

3.00

146.00

0.37

3.50

1.45

3.82

1.78

3.50

158.60

0.41

4.00

1.23

3.50

2.24

4.00

126.20

0.31

4.00 1.66 4.99 2.04 4.00 158.60 0.41

4.50

1.44

4.65

2.48

4.50

130.50

0.32

4.50 2.00 6.85 2.26 4.50 166.60 0.44

5.00

1.80

6.59

2.63

5.00

143.20

0.36

5.00 2.21 8.39 2.52 5.00 165.70 0.44

5.50

2.01

8.10

2.89

5.50

144.60

0.37

5.50 2.54 10.74 2.76 5.50 170.80 0.46

6.00

2.36

10.51

3.09

6.00

152.60

0.39

6.00 2.75 12.65 3.01 6.00 169.90 0.46

6.50

2.13

9.99

3.54

6.50

133.10

0.33

6.50 2.75 12.40 3.34 6.50 153.30 0.39

6.50 3.08 15.49 3.25 6.50 173.90 0.47

7.00

2.34

11.84

3.79

7.00

135.00

0.33

7.00 2.90 15.28 3.57 7.00 158.60 0.41

7.00 3.29 17.77 3.50 7.00 172.90 0.47

7.50

2.70

14.82

3.95

7.50

143.20

0.36

7.50 3.11 17.54 3.82 7.50 158.60 0.41

7.50 3.61 21.09 3.75 7.50 175.80 0.48



8.00

2.45

14.01

4.48

8.00

126.20

0.31

8.00 3.91 17.04 4.21 8.00 143.90 0.36

8.00 3.45 20.92 4.04 8.00 163.30 0.43

8.00

3.82

23.75

4.00

8.00

174.90

0.48


Index


PROFILE DATA: Vertical Ellipse



information.




INTERNAL

DIMENSIONS

SIDE

TOP/BOTTOM

STRUCT. REF

Span

(m)

Rise

(m)

Radius

R2 (m)

Angle

A2 (m)

Radius

R1 (m)

Angle

A1 (deg)

Area

(m2)

1.223

1.655

0.996

94.60

0.448

85.40

1.56

7-3

1.705 2.307 1.579 58.60 0.746 121.40 3.14 7-7

2.096 2.8369 1.784 74.20 0.861 105.80 4.67 10-7

2.617 3.5410 2.111 88.10 0.995 91.90 7.19 14-7

2.979 4.030 2.547 73.10 1.230 106.90 9.44 14-10

3.460 4.682 3.214 58.10 1.517 212.90 12.92 14-14

3.851 5.210 3.399 66.80 1.635 113.20 15.88 17-14

4.373 5.915 3.693 76.00 1.782 104.00 20.30 21-14

4.734 6.404 4.163 67.40 2.004 112.60 23.98 21-17

5.215 7.056 4.848 58.00 2.287 122.00 29.36 21-21

5.607 7.585 5.024 63.90 2.406 116.10 33.74 24-21

6.128 8.290 5.300 70.70 2.558 109.30 40.05 28-21

6.489 8.779 5.787 64.80 2.775 115.20 45.16 28-24

6.970

9.430

6.484

57.90

3.057

122.10

52.44

28-28


Index


PROFILE DATA: Horizontal Ellipse



information.




INTERNAL

DIMENSIONS

SIDE

TOP/BOTTOM

STRUCT.

REF

Span

(m)

Rise

(m)

Radius

R1 (m)

Angle

A1 (m)

Radius

A2 (m)

Angle

R2 (deg)

Area

(m2)

1.514

1.369

0.596

64.50

0.786

115.50

1.61

3 - 7

2.133 1.930 0.907 100.50 1.156 79.50 3.24 7 - 7

2.609 2.391 1.082 84.70 1.383 95.30 4.82 7 - 10

3.245 2.936 1.303 70.70 1.695 109.30 7.43 7 - 14

3.709 3.356 1.541 85.70 1.969 94.30 9.75 10 - 14

4.329 3.916 1.842 100.70 2.347 79.30 13.34 14 - 14

4.805 4.348 2.019 92.00 2.571 88.00 16.39 14 - 17

5.441 4.923 2.248 82.80 2.878 97.20 20.96 14 - 21

5.905 5.343 2.478 91.30 3.157 88.70 24.75 17 - 21

6.524 5.903 2.777 100.70 3.538 79.30 30.30 21 - 21

7.001 6.334 2.954 94.80 3.761 85.20 34.83 21 - 24

7.637 6