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This guide replaces the Culvert design manual (R168) published by CIRIA in 1997. It adopts a whole-life approach to the design and operation of culverts, with a focus on asset management, reflecting the significant changes that have occurred in the business of asset management over the past 10 to 15 years. The publication also addresses the management of culverts in the context of both the drainage basin in which they sit, and the infrastructure that they form part of.This is a comprehensive guide covering a wide range of subject matter relevant to the design and operation of culverts, but does not cover the structural design of culverts. It includes information pertinent to the management and design of culverts, and there is inevitably some repetition throughout the guide.
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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
Main Index | Introduction | Hydraulics | MP200 | Super Span | Structural Design | End Treatments | Installation
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
Asset International 2013 - all rights reserved
Main Index | Introduction | Hydraulics | MP200 | Super Span | Structural Design | End Treatments | Installation
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
Asset International 2013 - all rights reserved
Main Index | Introduction | Hydraulics | MP200 | Super Span | Structural Design | End Treatments | Installation
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
Asset International 2013 - all rights reserved
Main Index | Introduction | Hydraulics | MP200 | Super Span | Structural Design | End Treatments | Installation
Main M u l t i p l a t e
SUPER-SPAN Next
INTRODUCTION
SHAPE AND SIZE RANGE
PROFILE DATA:
Horizontal Ellipse
Low Profile Arch
High Profile Arch
ACCESSORIES:
Thrust Beams
SPECIFICATION
Asset International 2013 - all rights reserved
Main Index | Introduction | Hydraulics | MP200 | Super Span | Structural Design | End Treatments | Installation
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
Asset International 2013 - all rights reserved
Main Index | Introduction | Hydraulics | MP200 | Super Span | Structural Design | End Treatments | Installation
Main
END TREATMENTS Next
INTRODUCTION and TYPICAL DETAILS
SKEW AND BEVEL DETAILS
COLLAR AND RING BEAMS
Asset International 2013 - all rights reserved
Main Index | Introduction | Hydraulics | MP200 | Super Span | Structural Design | End Treatments | Installation
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
Asset International 2013 - all rights reserved
Main Index | Introduction | Hydraulics | MP200 | Super Span | Structural Design | End Treatments | Installation
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.
Asset International 2013 - all rights reserved
Main Index | Introduction | Hydraulics | MP200 | Super Span | Structural Design | End Treatments | Installation
Index M u l t i p l a t e
SUPER-SPAN Next
SHAPE AND SIZE RANGE
The following diagrams show typical shapes and sizes of
ASSET MULTIPLATE Super-Span structures. Other profiles are available upon request.
Asset International 2013 - all rights reserved
Index M u l t i p l a t e
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
ANGLE A2 ALWAYS = 100 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
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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
Index M u l t i p l a t e
SUPER-SPAN Next
PROFILE DATA: Low Profile Arch
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
ANGLE A2 ALWAYS = 50 DEGREES
RADIUS R2 ALWAYS = RADIUS R3
OTHER DIMENSIONS ARE TO INSIDE OF
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
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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
Index M u l t i p l a t e
SUPER-SPAN Next
PROFILE DATA: High Profile Arch
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
ANGLE A2 ALWAYS = 50 DEGREES
RADIUS R3 ALWAYS = RADIUS R1
OTHER DIMENSIONS ARE TO INSIDE OF
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
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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
Main Index | Introduction | Hydraulics | MP200 | Super Span | Structural Design | End Treatments | Installation
Index M u l t i p l a t e
SUPER-SPAN Next
ACCESSORIES: Thrust Beams
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Index M u l t i p l a t e
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.
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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.
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Next Structural Design
Design - BD12/01
Typical Fill Requirements for Minimum Excavation Option
1. TRENCH CONDITION
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2. PARTIAL TRENCH CONDITION
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Next Structural Design
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).
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Main
Index
Next Structural Design
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.
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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.
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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.
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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.
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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:
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Dimension L Dynamic
Factor
67
0.2
1.0
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USA Highway andRailway Loading
Summary of USA Highways and Railway Loading
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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.
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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
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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.
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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.
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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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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.
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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.
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INSTALLATION
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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.
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INSTALLATION
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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.
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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.
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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.
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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
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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.
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INSTALLATION
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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.
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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.
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INSTALLATION
PROCEDURES
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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.
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INSTALLATION
PROCEDURES
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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.
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INSTALLATION
PROCEDURES
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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.
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INSTALLATION
PROCEDURES
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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.
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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
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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
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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.
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Index
MULTIPLATE MP 200 Next
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.
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Index
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SHAPE AND SIZE RANGE
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
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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.
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Index
MULTIPLATE MP 200 Next
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
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7.87 48.63 106
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Index
MULTIPLATE MP 200 Next
PROFILE DATA: Pipe Arch
This table lists a small selection of available sizes.
Please contact ASSET International for further
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
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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
MULTIPLATE MP 200 Next
PROFILE DATA: Underpass
This table lists a small selection of available sizes.
Please contact ASSET International for further
information.
All of these profiles conform to BD12/01
All dimensions are to inside of corrugation.
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
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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
MULTIPLATE MP 200 Next
PROFILE DATA: Arch (BD12/01 Compliant)
This table lists a small selection of available sizes.
Please contact ASSET International for further
information.
All of these profiles conform to BD12/01
All dimensions are to inside of corrugation.
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
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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
MULTIPLATE MP 200 Next
PROFILE DATA: Arch (Other) This table lists a small selection of available sizes.
Please contact ASSET International for further
information.
These profiles do not conform to BD12/01
All dimensions are to inside of corrugation.
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
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Asset International 2013 - all rights reserved
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
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Index
MULTIPLATE MP 200 Next
PROFILE DATA: Vertical Ellipse
This table lists a small selection of available sizes.
Please contact ASSET International for further
information.
All of these profiles conform to BD12/01
All dimensions are to inside of corrugation.
Asset International 2013 - all rights reserved
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
Main Index | Introduction | Hydraulics | MP200 | Super Span | Structural Design | End Treatments | Installation
Index
MULTIPLATE MP 200 Next
PROFILE DATA: Horizontal Ellipse
This table lists a small selection of available sizes.
Please contact ASSET International for further
information.
All of these profiles conform to BD12/01
All dimensions are to inside of corrugation.
Asset International 2013 - all rights reserved
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