13 precast concrete drainage

205www.burdens.co.uk

SECTION 13

Precast Concrete Drainage

•Pipes Page 206

•Manholes Page 207

•ManholeDesign Page 208

•ChamberRingDimensions Page 210

•InspectionChamberDimensions Page 212

•PipeDimensions Page 212

•RoadGullyDimensions Page 212

•InstallationProcedures- ConcretePipes Page 213

•InstallationProcedures- ConcreteManholes Page 221

•HandlingProcedures- ConcreteManholes Page 221

•ElastomericBitumenSealant Page 223

206 www.burdens.co.uk

FlexiblyJointedPipelines

Pipes

Kitemarked to BS 5911: Part 100.Diameters - DN 225 to DN 2400.Length - generally 2.5 metres.Short length and rocker pipes available. Classes - L(Low) M(Medium) H(High). Strength in excess of Class H can be supplied. Jointing - Fixed or loose elastomeric seals.

Bends

Kitemarked to BS 5911: Part 100. Diameters - DN 225 to DN 2400. Angles - 11.25, 22.5, 45 and 90 degrees up to DN 600. Other angles available on request.

Junctions

Kitemarked to BS 5911: Part 100.Oblique (45 degrees). Square (90 degrees). Backdrop/Tumbling bay.Choices of branch material available.

TrenchlessPipelines

JackingPipes

Kitemarked to BS 5911: Part 120.Diameters - DN 900 to DN 3000.Lengths - up to 2.5 metres. Jointing - in wall or steel banded. MicrotunnellingPipes

Diameters - DN 450 to DN 900.Lengths - up to 2.5 metres.Jointing - steel banded.

OtherPipelineSystemsOgeePipes

Kitemarked to BS 5911: Part 110. Standard and perforated.Diameters - DN 150 to DN I200.Length - 1 metre.

PorousPipes

Kitemarked to BS 5911: Part 114.Diameters - DN 150 to DN 600.Length - 1 metre.


OvoidPipes

Size: width x height (mm).400 x 600. 600 x 900. 800 x 1200. Length - 2.5 metres.Short lengths available. Classes - M (Medium) H (High). Flexible Jointed.

EllipticalPipes

Size: (mm). 1000 x 650. 1150 x 750. 1650 x 1000. 1950 x 1150. 2350 x 1350. 2650 x 1500. Length - 2.4 metres. Jointing - Captive elastomeric gasket.

Manholes

ChamberSections

Kitemarked to BS5911: Part 200. Diameters - DN 900 to DN 3000. Up to DN 4000 not kitemarked.Depths - 250mm to 1000mm. Available with single or double or no steps. Perforated for use as soakaways.Special requirements available on request. Jointing - Proprietary flexible compound.

Slabs&CoverFrameSeatingRings

CoverFrameSeatingRing

CoverSlab

Kitemarked to BS 5911: Part 200.Coverslabs to suit DN 900 to DN 4000 chambers. Coverframeseatingrings for cover slabs 600mm or 675mm square access. Reducingslabsavailable for DN 1050 to DN 3000 chambers with 900mm circular access.Landingslabs available for DN 1500 to DN 3000 chamber rings with 900mm circular access.Other sizes and types of access are available on request.Jointing - Proprietary flexible compound.

Caissons

Diameters - DN 2000 to DN 4000.Depths - 500mm to 1000mm.Base section fitted with cutting shoe.


RoadGullies

Kitemarked to BS 5911: Part 230.Sizes: Diameter - 300mm, 375mm and 450mm. Depth - 750mm to 1200mm.Outlet - 100mm and 150mm diameter. Adaptors to connect to most types of pipe are available.

RectangularInspectionChambers

Kitemarked to BS 5911:Part 2.Sizes - 600mm x 450mm to 1475mm x 1025mm. Depth - 150mm to 750mm. A range of covers available.

ManholeDesign

ManholePositionsManholes are recommended: • at intervals of about 100m. • whenever there is a significant change of direction in a sewer.• where another sewer is connecting with the main run of a sewer.• where there is a change of size or gradient of pipeline.

PrecastComponentsThe following standard precast concrete components are manufac-tured in accordance with BS 5911: Part 200 for assembly into complete manholes; Seating rings, Cover slabs, Shaft sections, Reducing slabs or tapers, Chamber sections, Landing slabs, Base units.

Base units can be supplied with circular or semicircular holes (cut-outs or dog kennels) cut in the chamber walls or with factory made flexible joints to incorporate a sealing ring to connect pipes to the chamber.

PLEASENOTE:DuetochangesintheConfinedSpacesRegulationstomeetHealthandSafetyRequirements,therearenewrequirementsforaccessintomanholes.Coverslabsandtheiropeningsizesandpositions,andmeansofaccessaredependantuponmanholediameteranddepth.DetailsofthepoliciesandspecifichealthandsafetyrequirementsofindividualWaterCompaniesandAuthoritiesintheUKcanbefoundontheSewersforAdoptionwebsite-www.wrcpic.co.uk/sfa/


AdvantagesThe main advantages of manholes using precast concrete components over insitu construction are:-1) Units are factory produced to BS 5911: Part 200.2) All CPA member factories are licensed to Kitemark standard units under BS EN ISO 9002.3) They are manufactured in a wide range of standard sizes and depths.4) They are simple to assemble requiring relatively unskilled labour on site.5) Units are capable of being constructed as watertight structures.6) They are normally supplied already fitted with single or double steps.7) The structure is durable with its own inherent strength.

TypicalManholeLayout

TypesofManholesManholes may be constructed with or without a shaft. There are also inspection chambers which are constructed over a subsidiary drain or sewer of not more than DN 225, to permit inspection and access for rodding. Most manholes are sited symmetrically over the main sewer pipeline but side-entry manholes are also manufactured.


1) Conventionalmanholes Built on a run of sewer with or without side connections. Where conditions permit, the soffit level of sewers connecting to a manhole should be the same.

2) Side-entrymanholes Side-entry can be provided for sewers larger than DN 1200. The side entry shaft is fitted to the main sewer pipe by the manufacturer before despatch to site.

3) Backdropmanholes Where one sewer connects with another at a substantially different level, the manhole is built on the lower sewer and incorporates a vertical or nearly vertical drop pipe from the higher sewer. The drop pipe, which may be inside or outside the manhole chamber, has its lower end discharging into the main sewer, and at its upper end has a rodding eye for cleaning through the higher sewer.

4) Dualandcrossingmanholes Where surface water and foul sewers are laid in the same trench, the surface water being normally above the foul, a normal manhole chamber is built for the foul sewer and the surface water is carried across the chamber in a separate pipe which may have a sealed inspection cover.

SizesofManholesThe diameter of the chamber is determined by the number and the diameter of the sewer pipes coming into the manhole and the working space required.

The chamber should be a minimum of DN 1050 although DN 1200 has become more widely accepted. It should have ample benching at least 230mm wide on each side of the channels. For manholes on sewers DN 450 and above, one benching should be wide enough to stand on, at least 400mm.

For deep manholes, the chamber should be large enough to provide benching or a landing adequate for two persons to stand upon.

A guide for the minimum chamber diameters required for various sizes of sewer pipes entering the manhole is given in table below. When a manhole is sited on a curve, or where additional pipes enter at the sides a larger size may be required.

Sizesofpipeandmanholechamberdiameters

Maximumsizeofpipe Minimumchamber(DN)throughchamber diameter(DN)

525 1050

600 1200

675 1350

900 1500

1050 1800

1200 2100

1500 2400

1800 2700


Diameter Depth c/w Perf.c/w Cov. mm D/Steps D/Steps Slabs900 250 3 N/A 3

900 500 3 3 3

900 750 3 3 3

900 1000 3 3 3

900 Cover Slab 3

1050 250 3 N/A 3

1050 500 3 3 3

1050 750 3 3 3

1050 1000 3 3 3

1050 Cover Slab 3

1200 250 3 N/A 3

1200 500 3 3 3

1200 750 3 3 3

1200 1000 3 3 3

1200 Cover Slab 3

1350 500 3 3 3

1350 750 3 3 3

1350 1000 3 3 3

1350 Cover Slab 3

1500 500 3 3 3

1500 750 3 3 3

1500 1000 3 3 3

1500 Cover Slab 3

1800 500 3 3 3

1800 750 3 3 3

1800 1000 3 3 3

1800 Cover Slab 3

Seating Rings 3 3 -

PipesAdjacenttoManholesThere may be differential settlement between a structure and the pipe-line resulting in angular deflection of the joint. This creates no problem for the joint itself but when this movement is “excessive” there is a shear force that can cause structural failure of the pipe, either shear behind the collar or from beam fracture of the pipe barrel.

To prevent this, the first pipe in the line can be restricted in length. This is known as a “rocker pipe”. The client should assess the likelihood of differential settlement and make use of rocker pipes as appropriate.

Allcoverslabsareheavydutywith600/675mmsquareaccessasstandard.Singlestepchamberringsareavailabletospecialorder.

ConcreteChamberRings(Metric)

PLEASENOTE:DuetochangesintheConfinedSpacesRegulationstomeetHealthandSafetyRequirements,therearenewrequirementsforaccessintomanholes.Coverslabsandtheiropeningsizesandpositions,andmeansofaccessaredependantuponmanholediameteranddepth.DetailsofthepoliciesandspecifichealthandsafetyrequirementsofindividualWaterCompaniesandAuthoritiesintheUKcanbefoundontheSewersforAdoptionwebsite-www.wrcpic.co.uk/sfa/


ConcreteInspectionChambersLength Width Depthmm mm mm

600 450 150600 450 225600 450 300Concrete Surround (for 600x450mm Cover) Concrete Cover & Frame(600x450mm Access) 750 600 150750 600 225750 600 300Concrete Reducing Slab (600x450mm Access) Concrete Cover & Frame (600x450mm Access) 1000 675 1501000 675 225Concrete Reducing Slab (600x450mm Access) Concrete Cover & Frame (600x450mm Access) 1200 750 150Concrete Cover Slab L/B (600x600mm Access) (600x600mm Access)

Dia. Depth Trappedmm mm Outletmm

375 750 150375 900 150450 750 150450 900 150450 1050 150Gully Outlet Adaptor Gully Cover Slab

ConcreteRoadGullies

PipeDia. Pipe 600mm 600mmmm Lengthmm Rocker Butt

300 1250 3 3

300 2500 3 3

375 2500 3 3

450 2500 3 3

525 2500 3 3

600 2500 3 3

Junctions 3 - Bends 3 -

ConcreteFlexibleJointedPipes(ClassH)


This section describes the recommended procedure for the installation of concrete pipelines in trenches for non-pressure applications or when occasional periods of hydraulic surcharge may occur. lt covers the types of laying conditions most commonly encountered in practice. In situations beyond these general conditions, the pipeline designer and the site engineer should give suitable instructions to supplement this guidance.Pipelines laid under embankments require special consideration whilst those installed by pipe jacking require the use of specialised techniques.

PlanningGeneralPrior to constructing the pipeline the contractor will need to organise the work from the contract documents - specification, drawings and bill of quantities.The line and level of the sewer, any side connections and the positions of the manholes will have been determined at the design stage but some flexibility in construction should be permitted to cater for circumstances such as foundations or buried services not shown on the drawings. An agreed re-siting of a manhole may save time and additional expense.

Sequenceofoperations(a) Plan and set out the work including location of manholes.(b) Receive, check against specification and store deliveries of materials on site.(c) Excavate trench and install trench support system.(d) Lay bedding material forming socket holes as appropriate.(e) Check for damage, lay and joint pipes, air testing every third or fourth pipe as laying proceeds. Check line and level.(f) Place and compact sidefills with bedding or selected materials.(g) Continue placing and compacting sidefills withdrawing trench sheeting in stages.(h) Place initial backfill above pipe continuing withdrawal of sheeting.(i) Air and/or water test or inspect visually prior to final backfill.(j) Complete backfill, compacting as appropriate.(k) Final acceptance, air and/or water test or inspection.(l) Reinstatement of surface as appropriate.

Handling&StorageLiftingequipmentTime and place of off-loading should be agreed before units arrive at site. The contractor should provide suitable equipment for off-loading, stacking and stringing out of pipes and other units on site. All lifting tackle must be of good sound construction. Lifting appliances should be capable of smooth hoisting, handling and lowering of the heaviest pipe or other unit to be handled. Smaller diameter pipes may be palletted, large diameters will need individual handling. Pipes should be handled using a properly designed “C” hook, beam slings or other purpose-designed system. Slings may be made of cordage, canvas, or man-made fibres, but not unprotected chains. All equipment must be regularly tested and certificated.

InstallationProcedureForConcretePipelines


Off-loadingWhenever possible, pipes and other units should be off-loaded in the reverse order to which they are loaded. The vehicle must not be moved if any part of the load is unsecured. Off-loading should take place at the nearest hard standing to the point of installation; all units must be left in a stable position well clear of the edge of the trench.

UseoftackleSlings must never be passed through the bore of the pipe or other unit for lifting. This is important in order to avoid damage to jointing surfaces and consequent leakage of the laid pipeline.

PipesPipes should be lifted using tackle as described and be kept hori-zontal. Where pipes are provided with a lifting facility, the advice of the manufacturer should be followed on the off-loading tackle to be used.

OtherunitsWhere lifting eyes or lifting holes are provided they should be used. Extra care should be taken when lifting bends and junctions (pipes with inlet).

ChocksWhen the pipes are loaded, transported or stacked, sufficient timber chocks should be provided. Chocks or packing between individual units should not be removed until lifting tackle is secured.

CareinhandlingPipes and other units must never be dropped. Pipes which have to be moved should be lifted, never dragged. When pipes have to be rolled beware of rocks or boulders. Care should be taken to avoid damage especially to jointing profiles.

Stackingonsiteldeally pipes should be strung out and secured beside the trench where they are to be used. Where stacking is necessary this should be on level ground and the bottom layer of pipes securely chocked to prevent the stack from collapsing. Pipes should be supported under the barrel so that the socket is free of load and so that the jointing faces are not dam-aged. They should be stacked barrel to barrel with sockets overhanging, or with spigots protruding as preferred.

Typicalstackingarrangement

Chocks

Battens under barrels


For safety reasons and to prevent damage to the lower layers of the pipes in the stack, pipes should not be loaded or stacked in a greater number of layers than shown in the table below.

StorageofjointingmaterialsThe quantity, type and diameter of joints rings or other jointing materials should be checked with the delivery note at the time of off-loading. Elas-tomeric rings should be carefully stored and protected from sunlight, oils, greases and heat. If the rings have been tied they should be separated a few days before use in order to eliminate minor impressions which the ties may have caused. Rings should not be stored hanging from a hook.

Excavation&LayingTrenchexcavationThe trench should be dug to the line, gradient and width indicated on the drawings or in the specification or as agreed with the Engineer. The safety of the public and site personnel is of paramount importance.

TrenchwidthAny increase in trench width above that specified could increase the load on the pipe and increase the quantity of the excavation, and of bedding material. A trench narrower than that specified may impede the proper placing and consolidation of the bedding material and restrict working conditions in the trench during pipe laying. A trench adjacent to a manhole may need to be wider but this should be taken into account at the design stage. The trench width should allow for safe working alongside the pipeline.

FormationUniform support along the pipeline is essential. Rock outcrops and soft zones such as peat or boggy material which can cause differential settlement should be dug out and replaced with well tamped selected material. Ground water should be kept below the bottom of the trench during pipe laying operations by the use of temporary drains, sumps, or a designed well-point system. The water level should not be allowed to rise before backfilling is completed. If the trench bottom is likely to be disturbed by trampling during pipe laying, selected material should be placed to protect it. Where the trench bottom is unstable, for example in marshy ground or running sands, special measures are necessary to ensure proper embedment. A trench excavated in clay should not be kept open any longer than necessary so as to avoid instability due to change in moisture content.

Nominalsize(DN) Numberoflayers

150-225 6

300-375 4

450-600 3

675-975 2

above 975 1


PipelayingBefore lowering into the trench, each unit should be inspected carefully for any damage which may have occurred in transit or during handling and storage on site. Pay special attention to jointing surfaces. Units should be lowered carefully into the trench with tackle suitable for their weight and for the depth of the trench. The contractor should have available, at the required time, all material and equipment necessary for carrying out the work in accordance with the specification and statutory safety requirements. The contractor must ensure that the size and class of pipes or other units conform to the contract specifications and manufacturer’s recommendations and that joint rings are compatible with the units being laid.

NormalgradientsThe pipes should be supported by the bedding over the length of their barrels and their weight must never be carried by the sockets or by bricks and rocks in the trench bottom. Socket holes must be provided at each joint. The pipes should be laid and assembled in correct alignment. If, in order to curve the pipeline, it is necessary to deflect the pipes at the joints, the deflection should be applied only after the joint has been made in the normal manner and should be limited to 75% of the manufacturer’s recommended limits to allow for any subsequent movement. Mechanical plant must not be used to press pipes down to their correct level.

ChangingdirectionChange in direction, either horizontal or vertical, should be made at a manhole or by means of a precast bend unit.

PassingthroughrigidstructuresFor a pipeline connection to a manhole or passing through a wall it is essential to ensure that the pipeline retains its flexibility. This may be achieved by casting into the wall of the structure a short length of pipe such that there are flexible joints adjacent to the wall. Depending on ground conditions short length pipes (rockers) should be used.

UnstablegroundIn unstable ground an appropriate installation method should be determined. The following possibilities should be taken into account:• Use of short lengths of pipe.• Use of continuous support on pile caps/beams.• Special preparation of trench bottom.• Trenchless methods of construction such as pipe jacking or heading.

PassingunderhighwaysorrailwaysJointingA number of different joint designs are manufactured all of which comply with the performance requirements of BS 5911: Part 100.The pipe manufacturer’s jointing instructions should be complied with but the basic requirements for jointing concrete pipes are:-


a) Ensure by checking the delivery note against the printed infor mation on the ring that it is compatible with the pipes.b) Before jointing, clean the spigot, socket and the ring before fitting and ensure that all surfaces are dry.c) Locate the joint ring (if required) onto the spigot without twist ing and even out the stretch around the spigot.d) Lubrication - follow the manufacturer’s instructions. A rolling ring should not be lubricated.e) Suspend the pipe at the balance point, clear of the bedding.

Ensure that the pipe to be joined is well aligned both horizontally and vertically. With rolling ring joints, offer up the pipe spigot to the socket, but keep clear of engagement by about 25mm so that the joint ring is not disturbed. With sliding ring joints, the joint ring should be just in contact with the socket.

f) Jointing tackle, should be positioned in or on the pipe in accordance with the manufacturer’s instructions.

g) Fully support the pipe so that it does not rest on the joint ring whilst closing the recommended joint gap.

h) Joint the pipes in accordance with manufacturer’s recommendations, making sure that the pipe moves without excessive slew or misalignment, that extraneous matter does not enter the joint and that the joint ring is correctly positioned. For jointing bends, special procedures may be appropriate.

i) After adjusting for line and level, release the tackle. Care should be taken not to disturb the pipe or bedding material when removing the sling.

ReassertionofrollingringsWith most types of rolling ring joint there is a tendency for the ring to reassert and, with small pipes, this will tend to widen the joint gap, unless the last pipe laid is temporarily held in the trench. A suitable gap must be left between the end of the spigot and the shoulder of the socket of the next pipe to permit movement. The manufacturer’s guidelines must be followed.

BacklayingIn special circumstances, such as at manhole connections, it may be necessary to joint a pipe socket onto the spigot of a pipe already laid.When this is done, additional care is necessary to ensure that the joint is properly made with the joint ring correctly positioned and that bedding material is not scooped into the joint.

SlidingRing RollingRing-circular


RollingRing-teardrop IntegralSealingRing

NOTES:1. Each joint type is diagrammatic and typical.2. Rolling and fixed rings may be one of a variety of different profiles/ cross sections/designs.3. Tolerances of joint profiles shall be determined by the pipe manufacturer and described in factory documents.4. Joint assembly shall be watertight/airtight when constructed in strict accordance with the manufacturer’s recommendations.

ReinstatementTrenchreinstatementAfter inspection and testing, backfilling should proceed whilst withdrawing trench sheeting in stages where practicable.The sidefill is of great importance and close attention to its selection, placing and compaction will protect a new pipeline. Good trenching practice including controlled removal of temporary supports and compaction of backfllling as described above not only protects the pipeline but will also reduce settlement and the risk of damage to adjacent underground services or structures.The trench should be backfilled as soon as possible after the pipes are laid bearing in mind any specified test and inspection requirements. Compaction of the envelope of material immediately around the pipe is extremely important. In trench installations, as space is limited, mechanical compactors are commonly used but caution should be exercised so as not to damage or displace the pipe. The material should be compacted at near optimum moisture content and should be brought up evenly in layers on both sides of the pipe, withdrawing trench sheeting as backfill proceeds. Backfill material should not be pushed into the trench from the surface nor dropped in bulk directly onto the pipe. Heavy mechanical equipment should not be allowed to traverse pipelines with limited cover except at prepared crossing places.

FillmaterialMaterial for sidefill, initial and final backfill should be similar in character to the surrounding soil; for example, the use of single size granular material in a clay soil will create a natural drainage channel that could cause subsequent settlement. Sidefill and initial backfill should be free from large stones, heavy lumps of clay, frozen soil, tree roots and other rubbish, and should be readily compactible.

SidefillThe sidefill should be placed and compacted as soon as possible after laying, or as soon as it is safe to do so without damaging concrete beddings. Compaction should be carried out evenly on each side of the pipe to prevent lateral or vertical displacement.


InitialbackfillThis should also be placed as soon as possible in order to provide protective cover of not less than 300mm compacted depth. This should consist of bedding or selected material placed carefully and evenly over the top of the pipe and lightly compacted by hand.

RemovaloftrenchsupportsTrench sheeting should be removed as backfilling proceeds, where practicable as soon as it is safe to do so.

RemainingbackfillThis should be placed evenly in layers and compacted as appropriate.

TestingAcceptance tests on the completed pipeline give an indication of the level of control of workmanship and materials during construction.

VisualinspectionCheck for: -a) obstructions and debrisb) structural soundness of pipesc) joints properly sealedd) line and level within tolerance

Man entry sized pipelines can be physically inspected whilst smaller diameters can be visually inspected from manholes or by means of CCTV cameras.

AirandwatertestsAll lengths of drain and sewer up to DN 750 should be tested for leakage by means of air or water tests.These tests should be carried out after laying and before backfilling. Some backfill may be placed at the centre of each pipe to prevent movement during testing. Short branch drains connected to a main sewer between manholes should be tested as one system with the main sewer. Long branches should be separately tested.

AirtestThe air test is more convenient than the water test, but the leakage rate cannot be measured accurately. An excessive drop in pressure in the air test may indicate a fault in the line such as a displaced sealing ring or it may be due to faults in the testing apparatus. Therefore the first check must be on the apparatus, especially the seals of the stop ends and all connections.

The point of any leakage may be difficult to detect but spraying with soap solution could indicate such leakage by the presence of bubbles.Failure to pass this test is not conclusive and, when marginal failure does occur, a water test should be made and the leakage rate determined before a decision on rejection is made.

Air test requirements are specified in ‘Civil Engineering Specification for the Water Industry’.

WatertestA water test is the more conclusive method of testing a completed pipeline but problems of availability and disposal of the quantity of water


involved may cause difficulty. Before backfilling, leakage can be clearly located, its amount assessed and where necessary appropriate remedies applied.

To test the pipeline:-a) lnsert plugs in both ends of the drain or sewer and in connections

if necessary. Precautions should be taken by strutting or otherwise, to prevent

any movement of the drain or sewer during testing.b) Fill the system with water ensuring all the air has been expelled.c) Allow at least two hours before test readings are taken to permit

conditions to stabilise, adding water to maintain the test head. It may be necessary to extend this period for large diameter pipes,

up to twenty-four hours or more before a stable condition is reached.

d) Apply required test head at the upper end by means of a flexible pipe leading from a graduated container or standpipe.

e) Apply the test pressure of 1.2m head of water above the soffit of the drain or sewer at the high end with a maximum of 6m head at the low end. If this exceeds 6m test the drain or sewer in stages.

f) Measure the loss of water over a period of 30 minutes by adding and metering quantities of water at intervals of 5 minutes to maintain original water level in the standpipe.

Over this 30 minute period the quantity of water added should not exceed 0.05 litre per I00 linear metres per millimetre of nominal size of the drain or sewer.

For example:For a 150m length of DN 800 the allowable leakage would be:

0.05 x 150 x 800 = 60 litres 100

Should the pipeline not comply with these requirements it will probably be attributable to one of the following:-a) leakage from test equipmentb) trapped airc) leakage from joints, e.g. displaced ringd) leakage from damaged or defective pipe


HandlingProcedureForConcreteManholes

ManholeLiftingPinsandChains

Forthesafeandefficienthandlingofconcretechamberrings.

Health and Safety Executive recommendations have resulted in changes to the delivery, handling and storage methods of concrete chamber rings. During transportation and storage, the chamber ring is now stacked chimney fashion rather than on the roll.

As a leading distributor of drainage materials we have adopted the new handling methods. The company took the decision in partnership with a specialist lifting and handling equipment manufacturer, to develop a specific product to satisfy all of its procedural requirements. The Lifting Pin and Chain system described in this guide is a result of this development. In order to provide customers with a safe, efficient service, all of our branches now store and deliver concrete chamber rings chimney fashion and this Lifting Pin and Chain system is used at all of our branches and by the company’s transport fleet.

As part of the company’s commitment to customer service weare pleased to offer this system for sale.


ProductSpecifications

Lifting Instructions Please note: Lifting Pins should be used in pairs.

1. Cranked eye bolt is inserted through the lifting hole in the chamber ring and turned through 180 degrees (inserted from outside the chamber ring). See picture opposite.

2. Operation is repeated for second Lifting Pin.

3. Safety latch hooks of lifting chain are attached to both Lifting Pins.

4. The two legged chain is attached to crane facility or suitable excavator bucket and the lift is made.

5. To remove chains or repeat the operation - reduce tension on chain, turn Lifting Pins through 180 degrees and remove.

6. Repeat as necessary.

Specifications-LiftingPinsandChains• Lifting Pins are tested to SWL 2.6 tonnes per pair.• Can lift concrete chamber ring up to and including 1800mm x 1.0m depth.• All Lifting Pins are tested and stamped.• Test certificates available.• Two leg 8mm chains SWL 2.6 tonnes at 90 degrees.• Chain length - 1.75m per leg.• Master link - ease of attachment to machine or crane.• Fast, safe, easy to use and ensures good working practice.• No tools required.• No thread bolts.

PLEASENOTE:1800mmchamberringsrequire3pinsandchains.

All lifting applications should be assessed by a competent person in order to establish the size and type of lifting equipment required.

The angle between chain legs is critical. The actual tension on each leg increases when the angle between the leg increases. For this reason all general purpose chain slings are given a rating based upon use at 90 degrees angle. The distance between the crane hook and the load is known as the ‘Head Room’. If a specific Head Room is required, the ‘Reach’ of the chain sling must increase as the angle between the legs increases. The included angle between the legs should not exceed 120 degrees.

Description

Lifting Pins 2 and 3 leg chains


ElastomericBitumenSealant

Adawall Elastomeric Bitumen Sealant is a bituminous rubber sealant for sealing line drainage units and general jointing/waterproofing of construction products. It is in a ready to use cartridge and applied with a sealant gun.

CharacteristicsGood adhesion on bituminous surfacesEasy to applyCan be applied on wet surfaces (even under water)Excellent slump resistanceAccommodates movement up to 10%

ApplicationExamplesSealing of gaps and cracks and connection joints between drainsSealing line drainage joints in concrete and steel drainage units

PackagingCartridge of 310 ml

ColoursBlack

Shelflife1 year in unopened packaging in a cool and dry storage place

TECHNICALDATA

Base: Bituminous ElastomereConsistency: Stable PasteCuringsystem: Physical DryingSkininformation: Surface Dryness after 20 minCuringrate: Does not apply. Hardness: Does not applyShrinkage: ca 11%Specificgravity: ca 1.25 g/mlTemperatureresistance: -35˚C until +130˚CMaximumallowedmovement: 10%

INSTRUCTIONSFORUSE

Surfacepreparation: Clean, free of dust and grease. May be wetApplicationmethod: Mastic GunApplicationtemperature: +1˚C until +30˚CCleanwith: White Spirit immediately after application

JOINTDESIGN

Maximumwidth: 5mmMaximumwidth: 30mm(3 pass method on larger joint)Minimumdepth: 5mmRecommendation: Joint Depth = Joint Width

SAFETYRECOMMENDATIONSApply the usual industrial hygiene.


Notes

13 precast concrete drainage

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