concrete lifting design manual

© Copyright Reid™ Construction Systems 2005. All rights reserved. Moral rights asserted. New Zealand Issue January 2005

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Concrete Lifting Design Manual

Solutions in Concrete Construction

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Lifting Anchor Range

Eye Anchor with Shear Bar

On Site Testing

Pull out test for 1.3 tonne 35mm Foot Anchor. (Half cone removed to show anchor.)

Face Lifting

Swiftlift Clutches

Edge Lifting

Edge Lift Anchor with Feet Foot Anchor PCHAIR kitSpecial Lift Design 120 tonnes lift

© Copyright Reid™ Construction Systems 2005. All rights reserved. Moral rights asserted.

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1. Introduction 51.1. Features 51.2. Benefits 51.3. Special Cautions 5

2. Designing for Lifting and Handling 62.1. Planning is the Key to Cost Control 62.2. Total Design Process 62.3. Casting Off Site 62.4. Casting On Site 62.5. Architectural Finishes 62.6. Complex Shapes 72.7. Erection Times 72.8. Propping 82.9. Design Service - Lifting and Propping 8

3. Lifting Solutions 93.1. Panel Face Lifting 93.2. Panel Edge Lifting 93.3. Special Edge Lifting with Rebated Edges 103.4. Combination Lifting 103.5. Load Groups 103.6. Working Load Limits 10

4. Face Lifting 114.1. Face Lifting Anchors 114.2. Foot Anchor Identification 114.3. Facelift Anchor Identification 114.4. Face Anchor Pullout Capacity 114.5. Swiftlift Clutches 124.6. Swiftlift Clutch Operation 124.7. Face Anchor Capacity Tables 134.8. Panel Face Lift Assembly Specifications 134.9 Standard Length Foot Anchors with Reduced Edge Distances 144.10 Standard Length Foot Anchors in Thin Panels 14

5. Edge Lifting 155.1. Reid™ Eye Anchor (REA) Identification 155.2. Edgelift Anchor Lengths and Pullout Capacity 155.3. Edgelift Anchors 155.4. Hanger Bar Pullout Capacity 165.5. Reid™ Eye Anchor (REA) Installation with Hanger Bars 165.6. Reid™ Eye Anchor (REA) Assemblies 175.7. Shear Bars 175.8. Shear Bar Installation 185.9. Edge Lift Anchor Shear Capacity Table 185.10. 1.25t Edgelift Anchor (1ELA) Identification 195.11. 1ELA Installation 195.12. 2.5t, 5.0t and 9.0t Edgelift Anchor with Feet (ELAWF) Identification 195.13. ELAWF Installation 205.14. 2ELAWF Capacity Tables 205.15. 5ELAWF Capacity Tables 215.16. 9ELAWF Capacity Tables 215.17. Ring Clutches 225.18. Ring Clutch Operation 22


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6. Recess Formers 236.1. Swiftlift Recess Formers 236.2. Edgelift Recess Formers 236.3 Facelift Plastic Recess Formers 23

7. Designing with Swiftlift 247.1. Concrete Strength 247.2. Anchor Length 247.3. Edge Distance and Anchor Spacing 247.4. Transportation and Shock Loading 247.5. Load Distribution 247.6. Materials and Manufacturing 247.7. Anchor Usage 24

8. Calculation of Applied Stresses at Lifting Points 258.1. Effective Load Calculation 258.2. G - Panel Weight 258.3. H - Adhesion 258.4. N – Number of lifting points. 268.5. Km - Demoulding Factor 268.6. Ksl - Sling Co-efficient 268.7. Kd – Dynamic Load 278.8. Special Caution - Anchor Loads during Lifting. 278.9. Reinforcing Steel 278.10. Concrete Cracking 27

9. Tilt-up Solutions for Simple Rectangular Panels 289.1. Tilt-up Lifting 289.2. Flexural Stress 289.3. Minimum Cracking Load 289.4. Face Lift Design Guide 299.5. Edge Lift Design Guide 319.6. Anchor Placement and Sling Lengths 329.7. Maximum Panel Width 33

10. Anchor Specifications 3410.1. Foot Anchor Specification 3410.2. Reid™ Eye Anchor Specification 3510.3. Facelift Anchor Specification 3610.4. 1.25 tonne Edgelift Anchor Specification 3710.5. Edgelift Anchor with Feet Specification 38

11. Clutch Specifications 3911.1. Swiftlift Clutch Specification 3911.2. Ring Clutch Specification 40

12. Recess Former Specifications 4112.1. Plastic Swiftlift Recess Former Specification 4112.2. Rubber Swiftlift Recess Former Specification 4212.3. Steel Swiftlift Recess Former Specification 4312.4. Articulated Swiftlift Steel Recess Former Specification 4412.5. Colleted Swiftlift Steel Recess Former Specification 4512.6. Edgelift Recess Former Specification 46


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1. Introduction

In 1977 Reids™ revolutionised the safety and speed of lifting cast concrete elements with the introductionof the Swiftlift lifting system. The Swiftlift system utilised a fully engineered approach, combining cast inlifting anchors, recess formers, custom fitting lifting clutches, and full engineering backup.

Traditional lift process of casting in bent reinforcing steel or other hook attachment points generally had noengineering basis and gave poor margins of safety. This meant that lifting points were easily overstressedwith failures and accidents commonly occurring. This resulted in hazardous work sites, costly damage andconstruction delays.

The Swiftlift system introduced a new era in lifting heavy concrete elements, eliminating many of the safetyissues and saving time and money in the process.

Reid™ Construction Systems supports the industry through a team of engineers and field representativesservicing Reid™ products with technical expertise, installation guides, design manuals, seminars, andcontinuous product development.

1.1. Features

• Full engineering support.• Full range of lifting solutions.• Remote release system.• Innovative lifting systems.• Forged steel and hot dipped galvanised components.• Commitment to continued product development.• Skilled, helpful and practical staff.• Easy to install and use.

1.2. Benefits

• Experienced support staff.• No special tools required for installation or use.• Free lift design service.• Reduces installation time.• Reduced construction cost.• Increased safety.• Technical backup.• Range of support products.• Manuals and support literature available.

1.3. Special Cautions

Reids™ Lifting Anchors and Lifting Clutches must not bemodified by welding in any form or otherwise subjected toextreme heat as this could change the metalurgical properties ofthe components.Never attach anchors to reinforcing steel by spot welding.

Avoid risking the safety of staff andreduce time and labour costs.

Swiftlift’s Remote Releaseis faster and safer.

NOWELDING


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2. Designing for Lifting and Handling

2.1. Planning is the Key to Cost Control

Planning starts at the very early stages of a project with Architects and Engineers having a significant influenceon the final cost of a project. The handling of concrete elements is influenced by their geometry and needs tobe considered at this planning stage. This will help ensure a project runs smoothly and within cost estimates.

When project planning is not undertaken many hours are often spent finding solutions to complex lifts at theconstruction stage. The attachment of strong backs, manufacture of custom made lifting devices, or redesignof the element for lifting or transporting can result in a significant increase in cost and time delays.

Consulting with Reids™ on lifting solutions at the planning and design stage enables improved projectmanagement, with overall savings in project costs.

2.2. Total Design Process

The process of casting, lifting, transporting and placing concreteputs stresses on concrete elements that are often not consideredas part of the structural design.

To provide a full service to their client the designer shouldconsider the construction and handling process as part of thedesign with allowance made for lifting and transporting.

2.3. Casting Off Site

Limitations in the lifting height of a precast yard or heightrestrictions on route often require a multi-stage lift process toget a large panel erected on site. Consideration must be givento casting, transportation and placement when choosingbetween off site and on site casting.

Consultation with Reids™ on lifting before finalising the paneldesign can assist greatly with the on site work flow.

2.4. Casting On Site

The on-site casting and handling of precast concrete elementscan be made easier if the designer considers the site conditionsand constraints before finalising the size and shape of theconcrete elements to be lifted. Such conditions can includecrane access, panel size, obstructions on site and overheadpowerlines.

2.5. Architectural Finishes

The increasing use of panel construction with architecturalfinishes makes the pre-construction consultation process evenmore important to ensure that architectural finishes are notdamaged during handling and erection.

Photo 2.3.1Handling on Site

Photo 2.5.1Architectural Finish

2.7. Complex Shapes

With some complex precast element shapes it is not possible to errect or transport them without providingsome form of external strengthening.

The most common method of strengthening panels is to bolt on external beams or strongbacks.


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Diagram 2.71 - Complex panel shapes needing strongbacks.

Common strongback sections are shown below.

2.7 Erection Times

Erecting a panel or precast unit without strongbacks normally only takes 10 to 15 minutes depending onsize and complexity. If, however, strongbacks are necessary this erection time is likely to be increased to 1.5hours per unit. Consequently Reids™ Engineers will always endevour to place lifting anchors in positionsthat will reduce concrete stresses to a level where strongbacks are not necessary.

Pryda Longreach Beam boltedto the concrete with Reid™Hex Screw Bolts.

Steel Beam bolted to theconcrete with Liebig bolts.

Double Steel Channel boltedto the concrete with Reid™Hex Screw Bolts.


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2.8. Propping

Props are used to temporarily support the precast elements until the permanent fixings are made. Planningfor the placement of props is important as they take up a significant amount of room and can affect othersite works.

Reids™ supply props and provide advice on propping solutions.

2.9. Design Service - Lifting and Propping

To ensure that construction goals can be acheived without compromise Reids™ engineers are available forconsultation through all stages of the design process.

This design service is available for anyone using the Reid™ lifting system.

Photo 2.8.1 – Props


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3. Lifting Solutions

3.1. Panel Face Lifting

Face Lift advantages:

• Minimises stresses in the concrete.• Allows larger and heavier lifts.• Anchors are simple to use.• Remote release from the ground is possible

The element is tilted up and / or lifted from a face.The lifting point may be in shear or tensiondepending the orientation of the element.

Refer to Section 4.0 for more information.

3.2. Panel Edge Lifting

Edge Lifting is used to facilitate true verticalplacement of a concrete element.

Edge Lift advantages:

• The element is lifted to vertical for placementover starter bars or other connections.

• Wall panels can be placed close to adjacentstructures where space is limited.

• Leaves panel face untouched.

Limitations on panel height can be encounteredwith Edge Lifting due to the flexural stressesinduced in the concrete and reduced anchorcapacity due to edge proximity.

Refer to Section 5.0 for more information.

Rebated edges create difficulties for edge liftingand require a special lifting arrangement usingReidbar. See Section 3.3.

For shear loading (where the lifting force is at rightangles to the axis of the anchor) in thin panelspecial edge lifting anchors with lateral feet orspecial reinforcing shear bars are avialable.

Diagram 3.1.1 Face Lifting.

Diagram 3.2.1 Edge Lifting.


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3.3. Special Edge Lifting With Rebated Edges

External wall panels on multi storey buildings oftenhave a waterproofing detail on the top edge whichmakes conventional lifting anchor placementdifficult. A special lifting system for tension loadsonly (not shear loads) has been developed utilizingReids™ Reidbar System.

3.4. Combination Lifting

Often a combination of Face and Edge lifting isrequired to handle a precast element.

The selection of the correct anchors and riggingarrangement is critical. All lifts must be designedand supervised by a competent person.

3.5. Load Groups

Anchors and Lifting Clutches are classified into sixmain load groups. A load group specifies themaximum lifting capacity or Working Load Limit(WLL) of the Lifting Clutch.

Only Anchors, Recess Formers and Clutches of thesame load group will fit together.

The six main load groups with are 1.3, 2.5, 5.0,10.0, 20.0, and 32.0 tonnes.

1.25 and 9 tonne Edge Lifting systems are alsoavailable.

3.6. Working Load Limits

Reid™ lifting components have Working Load Limits based of the following capacity reduction factors fromultimate failure:

Clutches = Capacity Reduction Factor of 5.

Anchors in Tension = Capacity Reduction Factor of 3.

Edge Lift anchors in thin panels when subjected to shear loads are designed for safety factor of 2 oncracking rather than a Reduction Factor of 3 on ultimate which is impossible to calculate.

Rebate support angle min.10mm thick with 6mmPL. folded to suit rebatedetail min. 400 long. Drill ø 28 to clear bolt.Weld antirotation stops toeach side of toggle (BKT.supplied by others)

Ensure bolt is screwedinto coupler a min. 60 - 80mm

Ensure bar is screwedinto coupler55-60mm

ONLY USE COUPLERSMACHINED FROM MILDSTEEL STOCK

Diagram 3.3.1 – Edge Lifter

60 -

80m

m55m

m


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4. Face Lifting

4.1. Face Lifting Anchors

Face anchors are the predominant anchor type used for lifting. These anchors use a round spread foot toresist pull out from the concrete. Two variations of the Face Lift Anchors are available to suit the two main lifting clutches used. The twoanchor types are:1. Foot Anchors (FA) for Swiftlift clutches as shown in Diagram 4.1.12. Facelift Anchors (FLA) for Hairpin Clutches as shown in Diagram 4.1.2

4.2. Foot Anchor Identification

Length Stamp: All Foot Anchors have the length of the anchor stamped on the anchor head. If there is no length stamp the anchor is not a Foot Anchor and relies on some supplementary anchorage toobtain pullout strength. Clutch Rating: This is the W.L.L of the lifting clutch that fits this anchor. Refer to Section 4.5

4.3. Facelift Anchor Identification

The product code stamped on the side of the head is used to identify the Clutch Rating, Anchor Type, andLength.For example: 5FLA130 = 5 tonnes working load limit, Facelift Anchor, 130 mm overall length. Refer toDiagram 4.1.2

4.4. Face (Foot) Anchor Pullout Capacity

Each load group has a range of anchor lengths to allow for different installation situations. Face Anchors efficiently transmit the applied load to the concrete through the conical foot of the anchor. The foot induces a shear cone in the concrete that resists pullout.Three main factors affect pullout capacity:• The embedment depth of the anchor.• The compressive strength (f’c) of the concrete at time of lift.• The proximity of the anchor to free edges or other anchors.

The Standard Length Foot Anchors in each load group have been designed to provide the full W.L.L of theclutch under most conditions:• Foot anchors should not be used where f’c <10MPa• Edge distances less than 3 x anchor length can reduce pullout load.• Anchor spacing less than 6 x anchor length can reduce pullout load.Standard Length Anchors should always be used unless otherwise specified. Where short foot anchors areused in thin sections the longest possible anchor should always be used.

Reid™ Logo

Clutch Rating / Load Group (tonnes)

Anchor Length (mm)

Reid™ Logo (back)

Clutch Rating / Load Group (tonnes)

Anchor Length (mm)

Diagram 4.1.1 – Foot Anchor Diagram 4.1.2 – Facelift Anchor


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4.5. Swiftlift Clutches

Swiftlift clutches come in the following load groups to match the anchors and recess formers they are designed to be used with.

4.6. Swiftlift Clutch Operation

1.3 1LE

2.5 2LE

5.0 5LE

10.0 10LE

20.0 20LE

32.0 32LE

Table 4.5.1 - Swiftlift Clutches

Load Group (W.L.L. - tonnes)

Swiftlift Clutch Product Code

Diagram 4.5.1 Swiftlift Clutch

Figure 1. The Lifting Clutch is easily connected to theanchor head by admitting the anchor head into the slotof the Lifting Clutch and rotating the tab of the LiftingClutch until it rests on the concrete surface.

Figure 2. Once connected the load can be applied inany direction.

Figure 3. It is normal to lift towards the tab howeverlifting away from the tab (as shown in figure 4.) is alsoacceptable.

Figure 4. When the load is being applied in a directionaway from the tab, it is normal for the tab to rise fromthe concrete surface. The Lifting Clutch has beendesigned so that it cannot accidentally disengage whileunder load. Should the tab rise excessively, (ie. theangle between the tab and concrete exceed 30˚) lowerthe unit and reset the tab to the surface.

Figure 5. Remote Release/Disconnection (e.g. Tilt-up)Special Remote Release Lifting Clutches with ‘ArmExtensions’ have been developed to speed up erection.Using Reids™ patented ‘Spoon’ assembly the RemoteRelease Clutch can easily be removed from the anchorhead from the ground without the use of ladders.N.B. – Disconnection is only possible when the loadhas been removed.

2

2

31

5

4

30˚max


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4.7. Face Anchor Capacity Tables

Table 4.7.1 gives the Working Load Limits of Foot Anchors for the given strength of concrete at time of lifting.

1.3 35 0.45 0.55 0.64 0.71 0.781.3 45 0.63 0.77 0.90 1.00 1.101.3 55 0.83 1.02 1.18 1.30* 1.30*1.3 66 1.07 1.30* 1.30* 1.30* 1.30*1.3 85 1.30* 1.30* 1.30* 1.30* 1.30*1.3# 120 1.30* 1.30* 1.30* 1.30* 1.30*2.5 55 0.87 1.07 1.24 1.38 1.512.5 65 1.09 1.34 1.55 1.73 1.902.5 75 1.33 1.63 1.88 2.10 2.302.5 90 1.84 2.10 2.42 2.50* 2.50*2.5 120 2.50* 2.50* 2.50* 2.50* 2.50*2.5# 170 2.50* 2.50* 2.50* 2.50* 2.50*5.0 95 1.70 2.36 2.73 3.05 3.345.0 120 2.61 3.42 4.16 4.83 5.00*5.0 150 3.96 5.00* 5.00* 5.00* 5.00*5.0 170 5.00* 5.00* 5.00* 5.00* 5.00*5.0# 240 5.00* 5.00* 5.00* 5.00* 5.00*

10.0 150 3.96 5.20 6.30 7.32 8.2710.0 170 5.00 6.57 7.97 9.26 10.00*10.0# 340 10.00* 10.00* 10.00* 10.00* 10.00*20 500 20.00* 20.00* 20.00* 20.00* 20.00*32 700 32.00* 32.00* 32.00* 32.00* 32.00*

10 MPa 15 MPa 20 MPa 25 MPa 30 MPa

AnchorLength

Concrete Compressive Strength at Lift (f’c)

Table 4.7.1 – W.L.L’s for Foot Anchors

#Standard length anchor - min concrete strength 10MPa will give maximum clutch lift capacity.*Maximum WLL of lifting clutch• Min edge distance = 3 times anchor length without capacity reduction.• Min anchor spacing = 6 times anchor length without capacity reduction.• Min concrete strength at lift = 15MPa for non standard length anchors, although short foot anchors are

commonly used in concrete with f’c of 10MPa with special care.

4.8. Face Anchor Assemblies

Panel Face Lift Assembly Specifications.

PanelThickness

Anchor Used(Swiftlift)

AnchorUsed FLA

AssemblyCode

AssemblyCode

AssemblyCode

‘Puddle in Assemblies 2t

‘Puddle in Assemblies 5t

75 1FA055 2FA055 - - - - 2FA055PR -100 1FA085 2FA075 - 2 TILT 100 2 PCHAIR 100 - 2FA075PR -120 2FA090 5FA095 5FLA100 2/5 TILT 120 2/5 PCHAIR 120 5FLPCHAIR120 2FA090PR 5FA095PR125 2FA090 5FA095 5FLA100 2/5 TILT 120 2/5 PCHAIR 125 5FLPCHAIR120 2FA090PR 5FA095PR150 2FA120 5FA120 5FLA130 2/5 TILT 150 2/5 PCHAIR 150 5FLPCHAIR150 2FA120PR 5FA120PR180 2FA120 5FA150 - 2/5 TILT 180 5 PCHAIR 180 - 2FA120PR 5FA150PR200 2FA170 5FA170 - 2/5 TILT 200 5 PCHAIR 200 - 2FA170PR 5FA170PR300 2FA170 5FA240 - - - - 2FA170PR 5FA240PR

AnchorLoad Group

5 100 1.70 2.36 2.73 3.05 3.345 130 2.61 3.42 4.16 4.83 5.00*


AnchorLength

Concrete Compressive Strength at Lift (f’c)

Table 4.7.2 – W.L.L’s for Facelift Anchors

Load GroupLength

4.10 Standard Length Foot Anchors In Thin Panels

Table of Working Load Limits forStandard length Swiftlift Foot Anchorsin thin unreinforced panels. Table 4.10.1Note: Although these working loadlimits have been calculated forunreinforced panels the use of normalreinforcing is recommended.L = Length of Swiftlift anchors forgiven working load limits.


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4.9 Standard Length Foot Anchors With Reduced Edge Distances

Where the edge distances or anchorspacings in Table 4.9.1 are not able tobe met, it is likely that the workingload of the anchor will be reduced toreflect the minimum concrete rupturestrength and maintain a safety factorof 3.

One Reduced Edge Distance:Table of Working Load Limits forStandard Swiftlift Foot Anchors wherethe edge distance to one edge is lessthan 3 x anchor length.Table 4.9.1X = Concrete cover to nearest edgeL = Length of Normal Swiftlift anchorsfor given Working Load Limits (WLL).

3L

X

X

L

6L

3L

3L

D L

D

6L

3L


Concrete Compressive Strength When Lifting (MPa)

Table 4.9.1 – Working Load Limit (tonnes)With a safety factor of 3 on ultimate load capacity

StandardAnchorLength

EdgeDistanceX (mm)

1.3t x 120mm

2.5t x 170mm

5.0t x 240mm

10.0t x 340mm

20.0t x 500mm

100 0.50 0.66 0.80 0.93 1.05120 0.60 0.79 0.96 1.11 1.25150 0.75 0.98 1.19 1.30 1.30100 0.71 0.94 1.14 1.32 1.49150 1.07 1.40 1.70 1.97 2.23200 1.41 1.85 2.25 2.50 2.50150 1.51 1.98 2.41 2.79 3.16200 2.01 2.64 3.20 3.71 4.20250 2.50 3.28 3.98 4.62 5.00200 2.82 3.70 4.49 5.22 5.89250 3.52 4.62 5.60 6.51 7.35300 4.22 5.53 6.71 7.79 8.80250 5.15 6.75 8.19 9.51 10.74300 6.17 8.09 9.81 11.39 12.87400 8.20 10.76 13.04 15.15 17.11


Concrete Compressive Strength When Lifting (MPa)

Table 4.10.1 – Working Load Limit (tonnes)With a safety factor of 3 on ultimate load capacity

StandardAnchorLength

PanelThicknessD (mm)

1.3t x 120mm

2.5t x 170mm

5.0t x 240mm

10.0t x 340mm

20.0t x 500mm

30 0.85 1.12 1.30 1.30 1.3035 0.92 1.21 1.30 1.30 1.3040 0.99 1.30 1.30 1.30 1.3050 1.10 1.30 1.30 1.30 1.3030 1.44 1.89 2.29 2.50 2.5035 1.56 2.04 2.48 2.50 2.5045 1.77 2.32 2.50 2.50 2.5050 1.86 2.44 2.50 2.50 2.5060 2.03 2.50 2.50 2.50 2.5070 2.20 2.50 2.50 2.50 2.5050 3.13 4.10 4.97 5.00 5.0060 3.42 4.49 5.00 5.00 5.0070 3.69 4.85 5.00 5.00 5.0080 3.95 5.00 5.00 5.00 5.0090 4.18 5.00 5.00 5.00 5.0060 5.67 7.44 9.02 10.00 10.0070 6.13 8.04 9.75 10.00 10.0080 6.55 8.59 10.00 10.00 10.00

100 7.31 9.60 10.00 10.00 10.00120 8.01 10.00 10.00 10.00 10.00140 8.64 10.00 10.00 10.00 10.0080 11.52 15.11 18.32 20.00 20.00

100 12.88 16.88 20.00 20.00 20.00120 14.10 18.49 20.00 20.00 20.00140 15.22 19.96 20.00 20.00 20.00160 16.27 20.00 20.00 20.00 20.00200 18.16 20.00 20.00 20.00 20.00220 19.03 20.00 20.00 20.00 20.00


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5.2. Edgelift Anchor Lengths and Pullout Capacity

Reids™ Eye Anchors should not be used without hanger bars. Hanger Bars must be used with all EdgeliftAnchors with the exception of the 1ELA and Reids™ Hairpin anchors in high strength concrete.

The Hanger Bars increase the effective depth of Edgelift Anchors in thin sections or low strength concrete,efficiently transmitting the applied load deeper to the concrete resulting in an increased lifting capacity.

Three main factors affect pullout capacity:

• The length of the Hanger Bar• The compressive strength (f’c) of the concrete at time of lift.• The proximity of the anchor to free edges and other anchors.

5.3. Edgelift Anchors

Reids™ manufacture a range of edge lifting anchors for lifting in thin sections. Table 5.3.1 lists the availableanchor types. Refer to Section 10 for detailed anchor specifications.

5. Edge Lifting

5.1. Reid™ Eye Anchor (REA) Identification

Clutch Rating: This is the W.L.L of the liftingclutch that fits this anchor. Refer to Section 4.5

Reid™ Eye Anchors use additional reinforcingHanger Bars to achieve full rated lift capacities inthin sections or low strength concrete. Refer toSection 5.4.

There is no length stamp on an Eye Anchorbecause of the need for the Hanger Bar to increaseits effective depth. The hanger bar length can varyin length with load, concrete strength and concretethickness.

Anchor1.3 2.5 5.0 10.0 20.0 32.0 Swiftlift Hairpin

Reid™ Eye Anchor (REA) √ √ √ √ √ √ √ -

Edgelift (1ELA) √ - - - - - - √

Edgelift With - √ √ √ (1) - - - √Shear Feet (ELAWF)

(1) 9.0 for ELAWF.

Load Group (tonnes) Clutch

Table 5.3.1 – Edgelift Anchors

Diagram 5.1.1Reid™ Eye Anchor

Reid™ LogoClutch Rating (tonnes)

Clutch Rating

Product Code


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LoadGroup

(tonnes)

H.D BarDiameter

5MPa

E(2)

(mm)

1.3 8 1248 904 784 712 632 552 480 40

2.5 12 1872 1360 1176 1064 944 832 720 60

5.0 16 2469 1568 1568 1416 1264 1104 960 80

10.0 20 3440 2160 2160 1952 1728 1520 1320 110

20.0 32 5366 4242 3800 3464 3100 2680 2190 200

Bar Cut and Bend Length(1) (mm)

8MPa 10MPa 12MPa 15MPa 20MPa 30MPa

5.4. Hanger Bar Pullout Capacity

Hanger bar lengths are calculated using the bond length for bar capacity and factoring for actual load.Forming a hook at the end of each leg will increase the capacity of the Hanger Bar. Hanger Bar lengths onthe following tables have been calculated assuming the use of Grade 500E deformed bar howeverprestressing strand of the same length can also be used.

5.5. Reid™ Eye Anchor (REA) Installation with Hanger Bars

Hanger Bars are an essential part of the installation of edge lift anchors. The Hanger Bar transfers the loadapplied to the anchor deeper into the concrete element to obtain higher lift capacites in thin sections or lowstrength concrete.

(1) Refer to Diagrams 5.5.1 & 5.5.2(2) Minimum Edge Distance to face, Refer to Diagram 5.5.3

Deformed bar or prestressingstrand.

Shear Bar Eye Anchor

Hanger Bar

Hooked bars give better

holdingstrength.

35˚ – 45˚

Diagram 5.5.1Hanger Bar Installation

(1) Cut &bend length

5d d

Eye Anchor

Hanger Bar

E

Diagram 5.5.2Cut and Bend Length

Diagram 5.5.3Edge Distance E

Diagram 5.5.4Minimum Bend Diameter

Table 5.5.2 - Hanger Bar Length for Eye Anchors – Edge distance greater than E (refer to Diagram 5.5.3)

LoadGroup

(tonnes)

H.D BarDiameter

5MPa

E(2)

(mm)

1.3 8 1560 1130 980 890 790 690 600 24

2.5 12 2340 1700 1470 1330 1180 1040 900 36

5.0 16 3120 1960 1960 1770 1580 1380 1200 48

10.0 20 4300 2700 2700 2440 2160 1900 1650 66

20.0 32 6710 5300 4750 4300 3875 3350 2740 105

Bar Cut and Bend Length(1) (mm)

8MPa 10MPa 12MPa 15MPa 20MPa 30MPa

Table 5.5.1 - Hanger Bar Length for Eye Anchors – Min edge distance E (Refer to Diagram 5.5.3)


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5.6. Reid™ Eye Anchor (REA) Assemblies

5.7. Shear Bars

Shear Bars are used to provide tilt-up lifting capacity. Placed as per Diagram 5.8.1 the Shear Bar provides the shearlift capacity in edge lifting.

Table 5.6.1 – Swiftlift Edge Lifting Assemblies.

Assemby Product CodeMin Panel

Thickness (mm)

2EREA090 A 90mm Eye Anchor with reduced plastic recess former andwire-reinforcing cage to prevent edge break out in thin sections. 95

2VREA090 A 90mm Eye Anchor with round plastic recess former. Not Suitable for edge tilt-up shear lifting. 95

5EREA120 A 120mm Eye Anchor with reduced plastic recess former and Shear Bar attached. Refer to Shear Bar Tables 5.9.1 for shear lift capacity. 150

5VREA120 A 120mm Eye Anchor with round recess former. Not Suitable for edge tilt-up shear lifting. 111

Description

Diagram 5.7.1Shear Bar


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Clutch bears against Shear Barpreventing the edge frombreaking

Diagram 5.8.2 – Clutch and Shear Bar Operation

Diagram 5.8.1 – Shear Bar Installation

5.8. Shear Bar Installation

Care must be taken to ensure the feetof the Shear Bar are positioned asshown in Diagram 5.8.1 to ensure theload is properly transferred as deep aspossible into the concrete.

When the tilt up operation begins theclutch will bear against the side of therecess and the shear bar.

NB: Shear bars will only work in thedirection shown. Care must be takennot to invert panels on site.

Use two shear bars facing oppositeways if the panel is to be lifted fromboth directions during transportation orinstallation. A better solution is to useReids™ ELAWF anchors which don’trequire shear bars.

Shear Lifter

1ELASB 80 0.60 0.70 0.78 0.86

100 0.68 0.78 0.88 0.96

2ELAWF 100 2.20 2.50 2.50 2.50

120 2.40 2.50 2.50 2.50

150 2.45 2.50 2.50 2.50

5ELASB120 120 1.58 1.82 2.04 2.24

150 1.62 1.96 2.28 2.58

5ELASB 150 1.82 2.22 2.56 2.90

175 1.96 2.38 2.78 3.14

200 2.20 2.68 3.10 3.50

250 2.58 3.14 3.64 4.12

5ELAWF 120 2.10 2.50 3.00 3.39

150 2.90 3.50 4.10 4.63

175 3.30 4.00 4.70 5.00

200 3.80 4.60 5.00 5.00

9ELAWF 150 4.30 5.20 6.00 6.78

175 4.80 5.90 6.80 7.68

200 5.40 6.60 7.70 8.69

250 6.70 8.20 8.20 9.00

Note: 2VREA090 & 5VREA120 – are not designed to be loaded in shear.

20 25 30Panel Thickness (mm)

Table 5.9.1 – Shear Lift Capacity – Uncracked Concrete WLL (tonnes)

15

5.9. Edge Lift Anchor Shear Capacity Table

Shear Barplaced againstrecess formerLift

Lift


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5.10. 1.25t Edgelift Anchor (1ELA) Identification

The 1ELA has been designed specifically for use inthin concrete sections.

5.11. 1ELA Installation

For shear lifting a Shear Bar is required. AHanger Bar can be used to increase the tensilelift capacity in 15MPa concrete and thin panels. L = 400mm min. Cut 800mm of HD8 Bar.With Hanger Bar the tensile capacity in 15MPaconcrete = 1.25 tonnes.Requires the use of the 1ELASB for shear lift.Refer to Table 5.9.1 for 1ELASB Shear liftcapacities.

hanger bar

shear bar

L35˚ – 4

5˚

Table 5.11.1 – 1ELA Vertical Lift Capacity(2)

Working Load Limits (tonnes) No Hanger Bars

Concrete Strength at time of lift

15MPa 20MPa 25MPa

PanelThickness

(mm)

Lift

* Maximum permissible clutch load

Product Code

Diagram 5.10.1Reid™ 1.25t Edgelift Anchor

Diagram 5.11.11ELA Installation

100 0.63 0.77 0.89

120 0.76 0.92 1.06

150 0.94 1.14 1.25*

5.12. 2.5t, 5.0t and 9.0t Edgelift Anchor with Feet (ELAWF) Identification

Shape variations exist between the 2.5 tonne anchorand the 5 and 9 tonnes anchors due to differentmanufacturing processes.

Clutch Rating: This is the first number of theproduct code. Refer to Section 5.16

Edgelift Anchors use Hanger Bars to achieve therated lift capacities in tension.

Anchor Colour: Anchors are also colour coded:2.5 – Orange5.0 – Silver9.0 – Silver

Product Code

Diagram 5.12.1Edgelift Anchor with Feet

Shear Capacity Limited to 0.4t max by steel strength of anchor.

Lift


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20

15MPa

Bar Length(2)

(mm)

25MPa

Bar Length(2)

(mm)W.L.L. tonnes

5.13. ELAWF Installation

Edgelift Anchors with feet aredesigned for edge lift shearload applications. Theanchors require hanger barsfor tension loads.

5.14. 2ELAWF Capacity Tables

For Installation refer to Section 5.13

Table 5.14.1 – 2ELAWF Shear Lift Working Load Limit (t) – Unreinforced concrete


15MPa 20MPa 25MPa

PanelThickness

(mm)

Lift

100 2.20 2.50 2.50

120 2.40 2.50 2.50

150 2.50 2.50 2.50

Table 5.14.2 – 2ELAWF Tension Lift with Hanger Bars Lengths

Working Load Limits – unreinforced concrete(1)

2.5 635 490

2.0 510 395

1.5 380 295

1.0 255 200

Diagram 5.13.1Edge Lifter installed in panel

PanelHanger bars

Edge Lifter Recess former

35˚ – 45˚

Cut & Bend length

The anchor must be orientated at right anglesto the face of the panel, refer to Diagram5.13.1, and have the appropriate tworeinforcing bars or pre-stressing strands fittedthrough the pair of eyes at the base of theanchors. Refer to Diagram 5.13.2.

These bars must be bent down into the panelat an included angle of 35˚ to 45˚ and with abend diameter of 5 bars diameters. Refer to Section 5.14, 5.15 and 5.16 forHanger Bar lengths. The specially designed feetprovide superior anchorage in shear in bothdirections.

Diagram 5.13.2Edge Lifter & Hanger Bars

Diagram 5.14.1Hanger Bar Length

35˚ – 45˚

Lift

(1) Min 100 mm thick panel (2) Cut & bend length HD12, 2 required per lifter.

Refer to Diagram 5.14.1


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21

15MPa

Bar Length(2)

(mm)

25MPa

Bar Length(2)

(mm)W.L.L. tonnes



15MPa 20MPa 25MPa

PanelThickness

(mm)

Lift

120 2.10 2.50 3.00

150 2.90 3.50 4.10

175 3.30 4.00 4.70

200 3.80 4.60 5.00



5 895 695

4 715 555

3 540 415

2 360 280

Lift




For Installation Information refer to Section 5.13.

15MPa

Bar Length(2)

(mm)

25MPa

Bar Length(2)

(mm)W.L.L. tonnes



15MPa 20MPa 25MPa

PanelThickness

(mm)

Lift

150 4.30 5.20 6.00

175 4.80 5.90 6.80

200 5.40 6.60 7.70

250 6.70 8.20 9.00



9 1210 935

8 1080 830

7 940 730

6 805 625

5 670 520

4 540 415

Lift




For Installation Infromation refer to Section 5.13.


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Product Code Clutch W.L.L.

1ELALE 1.25t

2HPLE 2.5t

5HPLE 5t

9HPLE 9t

5.17. Ring Clutches

5.18. Ring Clutch Operation

2, 5 & 9 HPLE Clutch 1ELALE Clutch

Diagram 5.17.1Ring or Flat Anchor Clutch

Diagram 5.18.1Recessed former is levered out of concrete

Diagram 5.18.2The Lifting Eye is attached to the Edgelift Anchor

by lowering the clutch slot over the anchor.

Diagram 5.18.3Rotate the clutch tab until it rests on the concrete

surface, with the tab on the side which will beuppermost when lifting.

Diagram 5.18.4If shear loads are applied to the anchor then Shear

Bars need to be installed for the correct loaddirection, unless the anchor has a lateral foot. ie.

2ELAWF, 5ELAWF and 9ELAWF

90˚


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6. Recess Formers

Recess formers have three purposes:• To form the recess around the anchor head into which the clutch is placed to engage the anchor.• To hold the anchor in position when casting the concrete.• To prevent the wrong series Lifting Eye being attached to the anchor.

Recess formers can be made from plastic, rubber or steel depending on their application and the anchortype or pre-assembled kit. Rubber and steel recess formers are reusable.

Under no circumstance should a lifting eye or clutch be used with a different series anchor. ie 2LE with a 1FA120.

6.1. Swiftlift Recess Formers

• Swiftlift recess formers come in Round or Reduced shapes.• Round Recess Formers allow the Swiftlift clutch to rotate when engaged on the anchor head. • Reduced Recess Formers prevent the clutch from rotating on the anchor head.

Diagram 6.1.1Round Recess Former

Diagram 6.1.2Reduced Recess Former

Table 6.1.1 – Recess Formers for Swiftlift Foot and Eye Anchors

Plastic Rubber Steel

Load GroupRound Reduced ReducedRound Reduced

Round

Rubber Ring Articulated Collets

1.3 - - √ √ √ √ - √2.5 √ √ √ √ √ √ √ √5.0 √ √ √ √ √ √ √ √

10.0 - - √ - - - - -

20.0 - - √ - - - - -

32.0 - - √ - - - - -

Refer to Section 12 for detailed Specifications

Diagram 6.2.1Edgelift Rubber Former

6.2. Edgelift Recess Formers

All Edgelift anchors use rubber recess formers asshown in Diagram 6.2.1

Diagram 6.3.1Facelift Plastic Former

6.3. Facelift Plastic Recess Formers


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7. Designing with Swiftlift

7.1. Concrete Strength

Recommended minimum concrete strength is 10MPa at time of lifting.

Standard length foot anchors are designed to be used in 10MPa but shorter foot anchors should only beused with special care in concrete less than 15MPa.

7.2. Anchor Length

Always use the longest foot anchor possible. The use of shorter anchors will reduce the lift capacity.

7.3. Edge Distance and Anchor Spacing

Maximum pullout strength for foot anchors is achieved when:• The distance to any edge is 3 x the anchor depth.• The distance to any other anchor is 6 x the anchor depth.

Reducing these spacings may reduce the capacity of the anchor and an analysis of the lift should be done.

7.4. Transportation and Shock Loading

Transporting loads over uneven terrain can induce anchor loads that are 5 times greater than thosecalculated from weight of the concrete element. The dynamic load factors given in Table 8.7 should beapplied if precast elements are transported over uneven ground.

7.5. Load Distribution

Rolling blocks and spreader beams should be used to evenly spread loads where appropriate.Fixed length slings may not spread loads evenly.

7.6. Materials and Manufacturing

All Anchors are supplied hot dipped galvanised or zinc powder coated as standard. The materials andmanufacturing processes employed ensure that anchors are not susceptible to strain age embrittlement.

Anchors should not be welded without Reids™ approval as this is likely to change the metal strength.

AISI 316 titanium stabilised austenitic stainless steel anchors are available on special order for use inmarine or other high corrosion environments.

7.7. Anchor Usage

Use lifting anchors only for lifting. Using anchors as tie points or for any other use other than lifting mayresult in damage and render the system hazardous.

Diagram 7.3.1Edge Distance

3D6D

D


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8. Calculation of Applied Stresses at Lifting Points

8.1. Effective Load Calculation

Z = Effective load at each point.G = Panel weight.H = Adhesion force.N = Number of lifting points.Km = Demoulding factor.Ksl = Sling Coefficient.Kd = Dynamic factor where applicable.

8.2. G - Panel Weight

The unit mass is generally accepted as approximately 2500 kg/m3 for normal steel reinforced concrete.

8.3. H - Adhesion

Adhesion is function of the interaction between the concrete and the casting bed.

A = Surface contact area with casting bed.h = Factor from Table 8.3.1 for different mould surfaces.The amount of adhesion to the mould surface is a function of the roughness and surface coating.

Z = x Km x Ksl x Kd(G+H)

N

H = A x h

Table 8.3.1 – Mould Surface Adhesion

h (kPa)Mould Surface

Prestressed Panel 0 0

Smooth Steel, Oiled 1 3

Rough steel or Varnished Timber, Oiled 2 6

Rough Sawn Timber 3 9

Smooth Concrete 1.1 G -

Rough Concrete 1.6 G -

Ribbed or Irregular Profile 2 G -

Side Forms In PlaceSide Forms Removed

Diagram 8.3.1Side forms removed

Diagram 8.3.2Side forms in place

Diagram 8.3.3Ribbed profile


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8.4. N – Number of lifting points.

N equals the number of lifting anchors except in the care of a four points flat lift with fixed length slingsfrom a single hook. In this case the total weight is taken by 2 diagonal anchor alone.

α

Diagram 8.4.1Sling Load Equalisation

The load will always be sharedbetween 2 diagonal points only.

Fixed Chains Load Equalising

The load is evenly shared between all four points by using spreader beams

N = 2 N = 4 N = 4

8.5. Km - Demoulding Factor

This factor accounts for the amount of actual load applied. In a flat lift this is set at 1.0, if the weight isshared by other supports independent of the lifting anchor this figure can be adjusted to account for the loadsharing.

8.6. Ksl - Sling Co-efficient

As a general rule sling lengths should not be lessthan the distance between lifting anchors (α= 60˚).The angle between the slings must never exceed120˚ unless specifically designed.

If anchors are cast proud of the lifting surfacethen α max = 30˚

α 0˚ 60˚ 90˚ 120˚

Table 8.6.1 – Ksl Co-efficient

Ksl 1.0 1.16 1.42 2.0

30˚

Diagram 8.6.1Sling Angle


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27

The longer theslings the lowerthe load on theanchors.

For example at anincluded angle of170˚ the load oneach sling is sixtimes the weightof the actual loadbeing lifted

Don’t sling inthis orange area.

Kd Description

Table 8.7.1 – Dynamic load factor - Kd

1 Normal crane lift operation.

1.1 Lifting using excavator arm or similar.

4 Transport over uneven ground.

8.7. Kd – Dynamic Load

Dynamic load factors account for such factorsas crane hoist speed, boom movement ortransportation over ground while the load issuspended.

8.8. Special Caution - Anchor Loads during Lifting.

Total crane lift load should not exceed the panel weight by 10%.Exceeding the panel weight by more than 10% during demoulding may result in the panel releasingsuddenly from the casting bed and inducing high dynamic loads in the concrete or lifting equipment.

8.9. Reinforcing Steel

Lifting anchor design capacity is normally calculated assuming an unreinforced concrete element. This isbecause reinforcing bars running at 90˚ to the axis of the anchor do not prevent or contribute to theultimate concrete cone pullout load of the anchor.

8.10. Concrete Cracking

Lifting design is normally done assuming an uncracked section. In shallow sections such as wall panels it isgenerally not asthetically acceptable to allow flexural stress cracks to occur that are sufficiently large totransfer tensile loads into the reinforcing steel. In some cases it may be considered preferable to allowcracks to occur in precast elements during lifting rather than use multiple anchor points or strongbacks. Ifthis is done it is important that sufficient reinforcing is placed in the crack zone to prevent the reinforcingexceeding its yield strength.

NB – Always aim to makesling length greater than thedistance between two anchors.

Diagram 8.6.2 – Sling Angles

Effect of Sling Angle

9. Tilt-up Solutions for Simple Rectangular Panels

9.1. Tilt-up Lifting

Tilt-up lifting usually involves moving a concrete element from horizontal to vertical orientation forinstallation.

During this operation stresses in the element and around the anchors change with the tilt angle.

Complex shapes require special lifting design however simple rectangular shapes can easily be calculatedusing the following design guides.

9.2. Flexural Stress

When lifting a panel the lift design is done using the strength of the uncracked concrete without consideringthe reinforcing steel. Table 9.2.1 gives the allowable stress levels for various concrete strengths at time oflift.

Any flexural stress induced in the panel when lifting must not exceed these allowable flexural stress levelsfor the given concrete strength at the time of lift to avoid inducing cracks.

To avoid cracking panels when lifting the stresses shown in table contained in Section 9.4 and 9.5 shouldbe less than the allowable stress shown in Table 9.2.1

f’cAllowable

Stress(0.41√ f’c)

f’cAllowable


Table 9.2.1 – Allowable Concrete Stress – MPaFor Compressive Strength (f’c) MPa

10 1.30 21 1.88

11 1.36 22 1.92

12 1.42 23 1.97

13 1.48 24 2.01

14 1.53 25 2.05

15 1.59 26 2.09

16 1.64 27 2.13

17 1.69 28 2.17

18 1.74 29 2.21

19 1.79 30 2.25

20 1.83 40 2.59Diagram 9.2.1

Panel Flex

9.3. Minimum Cracking Load

The conrete stress that is likely to cause first cracking is normally taken as 0.75 √f’c.

Hogging orupward flexaround liftingpoints

Sagging or downwardflex along unsupportedsections during tilt-up

Lift


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29

1 2 9.4.2

1 4 9.4.2

2 2 9.4.3

3 2 9.4.4

2 4 9.4.5

Formula 9.4.1Weight of Panel Calculation

W = H x B x T x M x S

Where:W = Weight of panel in tonnesH = Height of panel (m)B = Width of panel (m)T = Thickness of panel (m)M = Mass of concrete per cubicmetre (tonnes). Nom = 2.5 t/m3

S = Demoulding factor for suction forcasting on steel or smooth concrete.= 1.1

Formula 9.4.2Number of Anchors

N =

Where:N = Number of AnchorsW = Weight of panel in tonnesWLL of Anchor = Working Load Limitof anchor from Table 4.7.1 for concretestrength at time of lift. (tonnes).

W WLL of Anchor

Calculate the weight (W) of the panel using the Formula 9.4.1

Decidethe Foot Anchor

to be used

Change anchorload class?

NO

NO

NO

YES

NO

YES

YES

YES

Is AllowableStress greater than

Actual Stress?

Obtain WLL for the anchor from Table 4.7.1 for the strength of the concrete at

time of lift

Increase number of anchors to increase

number of rowsCalculate the

minimum number of anchors

required usingFormula 9.4.2

Design OK

Obtain the Actual Flexural Stress

from the corresponding table

for the rigging, panel height and

thicknessRefer page 29

Compare Actual Stress with

Allowable Stress from Table 9.2.1

Determine anchor location and sling lengths from table

9.6.1

Is panel width within limits of Table 9.7.1?

Increasenumber of columns

Decidea rigging

arrangementfor the number

of anchors

Can the rigging be

altered to increasethe number of rows with present number

of anchors?

9.4. Face Lift Design Guide

Table 9.4.1 – Face Lift Design Process

Anchor Load and Capacity Check for f’c at lift RiggingArrangement

Lift WeightW tonnes

Allowable Stress Table 9.2.1for f’cAnchor

ConcreteStength(MPa)

AnchorCapacity

Number ofAnchors (1)

High WideTable

Actual Stress

Flexural Stress Check (MPa)

UseFormula9.4.1

Selectfrom Table

4.7.1

At time of lift

From Table4.7.1

UseFormula9.4.2

Refer to Page 31

Allowable must be great than Actual

(1) Use 2, 4, 6 or 8 anchors. Always round up whenusing Formula 9.4.2


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30

PanelThickness

(mm)

100 1.10 1.38 1.72 2.06 2.47 - - -

120 0.91 1.15 1.43 1.72 2.06 2.40 - -

150 0.73 0.92 1.14 1.38 1.65 1.92 2.24 2.56

175 0.63 0.79 0.98 1.18 1.41 1.65 1.92 2.20

200 0.55 0.69 0.86 1.03 1.24 1.44 1.68 1.92

250 0.44 0.55 0.69 0.83 0.99 1.15 1.34 1.54

4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5

Panel Height (m)

Table 9.4.2 – Actual Stress fb (MPa) – Face Lift - 1 High x 2 or 4 Wide

PanelThickness

(mm)

100 1.91 2.24 2.42 - - - - - - - - -

120 1.59 1.87 2.01 2.24 2.49 - - - - - - -

150 1.27 1.50 1.61 1.80 1.98 2.19 2.41 2.63 - - - -

175 1.09 1.23 1.38 1.54 1.69 1.88 2.06 2.26 2.46 - - -

200 0.95 1.08 1.35 1.48 1.65 1.81 1.97 2.15 2.33 2.52 -

250 0.76 0.86 0.97 1.08 1.19 1.32 1.44 1.58 1.72 1.87 2.02 2.34

8.0 8.5 9.0 9.5 10.0 10.5 11.0 11.5 12.0 12.5 130 13.5

Panel Height (m)

Table 9.4.4 – Actual Stress fb (MPa) – Face Lift - 3 High x 2 Wide Equal Load

PanelThickness

(mm)

120 1.75 1.93 2.16 2.37 2.50 - - - - - - - - -

150 1.40 1.55 1.73 1.90 2.00 2.18 2.39 2.59 - - - - - -

175 1.20 1.33 1.48 1.63 1.71 1.87 2.05 2.22 2.40 2.60 - - - -

200 1.05 1.16 1.30 1.42 1.50 1.63 1.79 1.94 2.10 2.27 2.44 2.62 - -

250 0.84 0.93 1.04 1.14 1.20 1.31 1.43 1.56 1.68 1.82 1.95 2.09 2.24 2.40

9.0 9.5 10.0 10.5 11.0 11.5 12.0 12.5 13.0 13.5 14.0 14.5 15.0 15.5

Panel Height (m)

Table 9.4.5 – Actual Stress fb (MPa) – Face Lift - 4 High x 2 Wide Equal Load

PanelThickness

(mm)

100 1.38 1.62 1.87 2.15 2.44 - - - - - - - -

120 1.15 1.35 1.56 1.79 2.03 2.29 2.57 - - - - - -

150 0.92 1.08 1.25 1.43 1.63 1.83 2.05 2.29 2.53 - - - -

175 0.79 0.92 1.07 1.23 1.39 1.57 1.76 1.96 2.17 2.39 2.62 - -

200 0.69 0.81 0.94 1.07 1.22 1.38 1.54 1.71 1.90 2.09 2.29 2.51 -

250 0.55 0.65 0.75 0.86 0.98 1.10 1.23 1.37 1.52 1.67 1.84 2.01 2.18

6.0 6.5 7.0 7.5 8.0 8.5 9.0 9.5 10.0 10.5 11.0 11.5 12.0

Panel Height (m)

Table 9.4.3 – Actual Stress fb (MPa) – Face Lift - 2 High x 2 or 4 Wide

SINGLE ROW

3 HIGH 2 WIDE

4 HIGH 2 WIDE EQUAL LOAD TOP

ANCHORS

SINGLE ROW 4 WIDE

2 HIGH 4 WIDE

DOUBLE ROW 2 HIGH 2 WIDE

f’cAllowable


AllowableConcrete Stress

10 1.30

15 1.59

20 1.83

25 2.05

30 2.25

40 2.59


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31

2

4

8

(1) Use 2, 4 or 8 anchors. Always round up.

9.5 Edge Lift Design Guide

Check the panel height is within flexural strength

limit for thickness and MPa at time of

lift - Use Table 9.5.1

Decide theEdgelift Anchor

to be used

NO

YES

Calculate Panel weight using

Formula 9.5.1

Use face lift to tilt-up

Obtain the Shear Lift WLL for the selected anchor from Table 5.9.1

Calculate the number of anchors required for shear

lifting using Formula 9.5.2

Obtain the Hanger Bar length for the

anchor and load for tension lift

Determine anchor locations and sling

lengths from Table 9.6.1

Formula 9.5.1Weight of Panel Calculation

W = H x B x T x M x S

Where:W = Weight of panel in tonnesH = Height of panel (m)B = Width of panel (m)T = Thickness of panel (m)M = Mass of concrete per cubic metre(tonnes). Nom = 2.5 t/m3

S = Demoulding factor for suction forcasting on steel or smooth concrete. = 1.1

Formula 9.5.2Number of Anchors for Shear Lift

N =

Where:W = Weight of panel in tonnesShear WLL = Shear Working LoadLimit of anchor from Table 5.9.1 forconcrete strength at time of lift.(tonnes).

This formula assumes that the panel issupported equally between the craneand casting surface at lift-up.

PanelThickness

(mm)

80 2.3 2.5 2.7 2.9 3.0 3.1

100 2.6 2.8 3.0 3.2 3.4 3.5

120 2.8 3.1 3.3 3.5 3.7 3.8

150 3.1 3.5 3.7 3.9 4.1 4.3

175 3.4 3.7 4.0 4.3 4.5 4.6

200 3.6 4.0 4.3 4.6 4.8 4.9

250 4.0 4.5 4.8 5.1 5.3 5.5

10 15 20 25 30 35

Compressive Strength of Concrete at lift (MPa)

Table 9.5.1 – Maximum Panel Height (H)-meters. – Tilt-up Edge Lift(Limit of Flexural Strength of Panel)

Table 9.5.2 – Edge Lift Design Process

Anchor Load and Capacity Check for f’c at lift RiggingArrangement

Lift Weight W tonnesShear Lift

WeightAnchor

ConcreteStength(MPa)

Anchor ShearCapacity

Number ofAnchors (1)

Hanger BarLength

Wide

Use

Formula

9.5.1

Use

Formula

9.5.2

Select

from Section

5.0

At time

of lift

From Table

5.9.1

Use

Formula

9.5.2

W x 0.5

Shear WLL

H


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32

2 2 4 2D

2 4 8

4 2 8 2D 2E

3 2 6 2D

- 2 2 -

- 4 4 2D

1 2 2 D+

300mm

1 4 4 2D

H

W

.21W

.21W

.58W

EDGE LIFT

H

EDGE LIFT

WD

.10W

.10W

.26W

.26W.28W

H

.29H

D

.71H

W

.21W

.58W.21W

H

SINGLE ROW

.71H

.29HW

D

.10W

.10W

.26W

.26W.28W

H

SINGLE ROW 4 WIDE

W

D

2 HIGH 2 WIDE

H

.21W

.58W

.21W.40H.18H

.42H

.18H.40H

.42H

W

.10W

.10W

.26W

.26W.28W

HDE

2 HIGH 4 WIDE

.14H.28H

.28H

.30H

.21W

.21W.58W

DHE

3 HIGH 2 WIDE

W

9.6 Anchor Placement and Sling Lengths

The sling lengths referred to in Table 10.2.1 are the minimum lengths required to conform to LiftingDiagram 8.6.2 for 60˚ sling angle.

Table 9.6.1 – Sling Lengths

Lifting PointsRigging

High Wide Points

MinimumSling

Lengths

Table 9.6.1 – Sling Lengths

Lifting PointsRigging

High Wide Points

MinimumSling

Lengths

Bottom Top

2D 2E

.11H.22H

.22H

.22H

.23H

.21W

.21W.58W

D

HE

4 HIGH 2 WIDE EQUAL LOAD TOP

ANCHORS

W

E+2(E-D)


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33

9.7. Maximum Panel Width

Maximum panel width can be controlled by two factors: • Anchor Pullout Capacity • Horizontal Flexural Stress.Generally the controlling factor for simple rectangular panels is the pullout capacity of the anchor and notthe horizontal flexural stress. The number of anchors is normally dictated by the weight and thickness ofthe panel.

The following table shows max panel widths for simple rectangular panels. Note it does not apply to panelswith openings.

Table 9.7.1 Maximum panel width where flexural strength controls

Max Width (m) Refer to Diagram 9.7.1Panel Thickness (mm)

100 8.0 16.5 27.0

125 9.0 18.0 30.5

150 10.0 20.0 33.5

175 11.0 21.5 36.5

200 11.5 23.0 38.5

250 12.5 25.5 42.5

2 Point Wide 4 Point Wide 8 Point Wide

Panels with cut outs for windows and doors, or panels with large rebates, have reduced flexural strength andmust be analysed to ensure a safe lift design.

0.1L0.2L 0.2L

0.36L

0.1L

0.36L

H

0.29H

L

0.29H

0.05L 0.05LL

= = = = = = =

2 Anchors 4 Anchors

8 Anchors

Diagram 9.7.1 – Horizontal Flexural Stress

In some casesReids™ can designspecial rigging todecrease loads oncertain anchors.


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10. Anchor Specifications

10.1. Foot Anchor Specification

(1) Length can vary slightly with manufacturing variations

10.1.1. Materials

Forged high strength steel hot dipped galvanised corrosion protection.

AISI 316 anchors are available on request.

Table 10.1.1 – Foot Anchor Dimensions

Dimensions (mm)LoadGroup (t) Non Standard(1)(2) L

1.3 10 19 25 5 120 35, 45, 55, 66, 85

2.5 14 26 35 7 170 55, 65, 75, 90, 120

5.0 20 36 50 9 240 75, 95, 120, 150, 170

10.0 28 47 70 11 340 150

20.0 39 70 98 15 500 340

32.0 50 88 135 27 700 1200

D D1 D2 (Foot) L1 Standard(1) L

D1 D2

L1L

D

Diagram 10.1.1 – Foot Anchor Dimensions


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10.2. Reid™ Eye Anchor Specification

(1) Length can vary slightly with manufacturing variations

10.2.1. Materials


Table 10.2.1 – Reid™ Eye Anchor Dimensions

Dimensions (mm)LoadGroup (t)

1.3 10 19 50, 65 5 9

2.5 14 26 90 7 13

5.0 20 36 120 9 18

10.0 28 47 180 11 25

20.0 39 70 250 15 38

D D1 L(1) L1 H

D1 D2

L1L

5REA120D5.0 H

Diagram 10.2.1Reid™ Eye Anchor Dimensions


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10.3. Facelift Anchor Specification

10.3.1. Materials


Table 10.3.1 – Facelift Anchor Dimensions


5.0 20 50 100 / 130 40 16

D D1 L L1 L2

L

L2

D1L1 D

5FLA

13

0

Diagram 10.3.1Facelift Anchor Dimensions


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10.4. 1.25 tonne Edgelift Anchor Specification

10.4.1. Materials

Pressed high strength steel. Hot dipped galvanised corrosion protection.

Table 10.4.1 – 1ELA Dimensions (mm)


1.25 120 30 10

L L1 R

L

L1

R

1ELA

Diagram 10.4.1Edgelift Anchor Dimensions


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10.5. Edgelift Anchor with Feet Specification

(1)Testing for reclassification into 10 tonne load group to be undertaken early 2005.

Shape variations exist between the 2.5t, 5.0t and 9.0t Edgelift Anchors. Diagram 10.5.1 is representativeof all three anchors.

10.5.1. Materials

2.5t – Laser cut medium tensile powder coated plate.5t – Forged high strength steel hot dipped galvanised corrosion protection.9t – Forged high strength steel hot dipped galvanised corrosion protection.

L

L3

L2

L1

5ELAWF

L4

R

Table 10.5.1 – Edgelift Anchor Dimensions


2.5 100 90 48 22 60 7.5 Orange

5.0 114 110 56 20 72 8 Silver

9.0(1) 161 140 72 22 78 12 Silver

L L1 L2 L3 L4 R

Diagram 10.5.1ELAWF


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Colour

Safe Working Load

1.3 47.5 75 71 56 55 33 164 12 21

2.5 64 98 95 68 70 42 205 14 25

5.0 70 118 90 88 86 57 237 17 38

10.0 95 160 121 112 117.5 73 348 25 51

20.0 118 186 150 152 155 110 441 33 74

32.0 175 269 189 195 214 153 584 40 100

A B C

Size

1.3 13 5.5

2.5 18 5.5

5.0 25 8.0

10.0 32 12.0

20.0 46 18.0

32.0 58 24.0

H max M min

D E F I J K

H

CHECK FOR WEAR

M

K

E

I

D Sphe

re

JA

F

B

1.3

C

Working Load Limit (in tonnes)

Working Load Limit (in tonnes)

Diagram 11.1.1

Table 11.1.1

Table 11.1.2

11. Clutch Specifications

11.1. Swiftlift™ Clutch Specification

Universal Lifting Eyes

Swiftlift Lifting Clutches (sometimes referred to as Universal Lifting Eyes) have been exclusively designedand approved for use with Reid™ Swiftlift™ Anchors and Recess Formers. They should not be used withany other components. Such unapproved use could be extremely dangerous. The Swiftlift™ Lifting Eye isdesigned so that it cannot accidently disengage whilst the system is under load at any orientation. This isprovided it has been correctly connected to the head of the correct anchor in the recess. When the lift iscompleted and the load released, the Lifting Clutch can be quickly and simply disengaged.

A special ‘remote release’ Lifting Clutch is available.

All Swiftlift™ Lifting Clutches are stamped with the relevant Working Load Limit (WLL). This aidsidentification in matching components of the system on site and in the casting yard (anchor – recess –Lifting Clutch).

Components of the different load capacity systems cannot be interchanged as their dimensions have beencarefully differentiated to ensure they will not mismatch across ranges.

The Lifting Clutch is attached to the head of the anchor by placing the mouth of the clutch over the head ofthe anchor and rotating until the tab of the clutch rests on the concrete. Once connected the load can besafely applied in any direction.

When the load is being applied in a forward direction, ie. away from the tab, it is normal for the tab to risefrom the concrete surface. This is quite safe as the Lifting Clutch has been designed so it cannotaccidentally disengage while under load.

In many rigging applications the load may be applied in the direction of the tab of the Lifting Clutch (ie. ‘tabup’ in tilt-up practice). Lifting Clutches should be checked regularly to make sure they have not beendamaged or that jaw opening H is not greater than H max shown in Table 11.1.1


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11.2. Ring Clutch Specification

E B

F

D

L

E B

F

D

L

Diagram 11.2.1Ring Clutch

E FLoadGroup (t)

1.25 405(1) 52 7 8 20 8 7

2.5 265 80 12 13.5 27 13 12

5.0 330 105 18 19.5 36 16.5 15.5

9.0 425 150 22 23.5 50 23.5 22.5

(1) Uses a wire strop, not forged handle.

L DNom Max

BNom Min

Table 11.2.1 – Ring Clutch Dimensions (mm)


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D

R

W

R

Diagram 12.1.1Round Plastic Former

Diagram 12.2.1Reduced Former

Table 12.1.1 – Plastic Recess Former Dimensions (mm)

Round and Reduced ReducedLoadGroup (t)

Colour

2.5 37 7 30 52 Yellow

5.0 48 10 38 69 Blue

R = Radius of Sphere.B = Recess Depth to top of Anchor Head.W = Width across flats of Reduced Recess Former.

R B D W

Table 12.1.2 – Plastic 5FLA Recess Former Dimensions (mm)(same shape as Diagram 12.6.1)

Round and Reduced ReducedLoadGroup (t)

Colour

5.0 52 8 16 51 Black

R B D W

12. Recess Former Specifications

12.1. Plastic Swiftlift Recess Former Specification

Plastic recess formers are disposable formers. Round (Black) plastic formers are designed for use with Remote Release clutches.


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Diagram 12.2.2

12.2. Rubber Swiftlift Recess Former Specification

Manufactured from form oil resistant, syntheticrubber and supplied with bolt and wing nut for fixingto formwork. The recess former is split into twohinged halves which are clamped around the head ofthe anchor as the wing nut is tightened against theoutside of the formwork.

Table 12.2.1 – Rubber Recess Former Dimensions (mm)

Round and Reduced Reduced FormerLoadGroup (t)

Colour

1.3 30 8 5 7 42 Blue

2.5 37 12 7 7 52 Yellow

5.0 47 12 10 10 69 Blue

10.0 59 12 10 10 85 Yellow

20.0 80 12 10 10 124 Black

32.0 109 16 12 10 - Black

R = Radius of Sphere.M = Setting Bolt Size.B = Recess Depth to top of Anchor Head.D = Removing Lever Hole Diameter.W = Width across flats of Reduced Recess Former.

R M B D W (Max Width)

M

R

B

D

Diagram 12.2.1Round Rubber Former

Fixing screw

Rubber Recess Formers


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Diagram 12.3.2Round Steel Components

12.3.Steel Swiftlift Recess Former Specification

Steel formers are used predominantly in precastfactories. Steel formers are held in place using acentral bolt through the formwork.Magnetic recess formers for attachment to steelcasting beds or forms are available for 1.3t and 2.5t Swiftlift Anchors.

Table 12.3.1 – Steel Recess Former Dimensions (mm)

Round and ReducedLoadGroup (t)

Reduced FormerWidth W

1.3 30 8 5 22 42

2.5 37 12 7 30 52

5.0 49 12 10 38 69

R = Radius of Sphere.M = Thread Tapped for Setting Bolt.B = Recess Depth to top of Anchor Head.D = Rubber Ring Diameter.W = Width across flats of Reduced Recess Former.

R M B D

M

D

R

B

Diagram 12.3.1Round Steel Former

Setting Bolt

Formwork

The Anchor is secured byinsertion of the rubber ring.

Steel recess former

Rubber ring

Rubber ring

Swiftlift Anchor

Anchor

Steel recess former


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Diagram 12.4.1Articulated Steel Former

12.4. Articulated Swiftlift Steel Recess Former Specification

Very similar to Rubber Recess Formers they are splitand hinged and do not use rubber rings. They areused in an identical way to Rubber Formers.

They must be maintained in a clean and oiledcondition in order to operate properly.

Table 12.4.1 – Aritculated Steel Recess Former Dimensions (mm)


Reduced Former

1.3 30 8 5 7 42

2.5 37 12 7 7 52

5.0 49 12 10 10 69

R M B D W

Diagram 12.4.2Articulated Steel Former Components

M

R

B

D

Articulatedvoid former

All threadrod fixing

Holding Bar

Closing PlateSpacer Plate

Fixing Screw

Wing Nut


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Diagram 12.51Colleted Steel Former

12.5.Colleted Swiftlift Steel Recess Former Specification

This recess former holds the anchor head verysecurely and rigid. Specifically designed for holdingof anchors in high impact manufacturing processessuch as centrifugally spun pipes.

The tapered collets that hold the anchor into therecess former are attached to the mounting bolt. Thebolt tightens the collets around the anchor headwhen the recess former is secured to the form.

Table 12.5.1 – Colleted Steel Recess Former Dimensions (mm)


Reduced Former

1.3 30 8 10 42

2.5 37 10 11 52

5.0 49 12 15 69

R = Radius of Sphere.M = Thread Tapped for Setting Bolt.B = Recess Depth to top of Anchor Head.D = Rubber Ring Diameter.W = Width across flats of Reduced Recess Former.

R M B W

Diagram 12.5.2Colleted Steel Former Components

M

R

B

Fixing screw Steel Recess Formers

Collet Collar

Collet Set - Left and Right

Swiftlift LiftingAnchor

Rubber Ring


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B

R

M M

WD

Diagram 12.6.1Edgelift Rubber Former

12.6. Edgelift Recess Former Specification

Shape variations exist between the 2.5t, 5.0t and 9.0t Edgelift Recess Formers.

Diagram 12.6.1 is representative of all three formers.

Table 12.6.1 – Rubber Recess Former Dimensions (mm)

Load Group (t) Colour

1.25 30 - 5 9 26 Orange

2.5 44 8 7 10 40 Orange

5.0 58 10 8 10 65 Black

9.0 75 10 10 10 68 Blue

R = Radius of Sphere.M = Setting Bolt Size.B = Recess Depth to top of Anchor Head.D = Removing Lever Hole Diameter.W = Width across flats of Reduced Recess Former.

R M B D W

Reidform is the Engineered Solution to Formwork

Reidform consists of Edgeform, Laminated Veneer Lumber Formwork and Reid™ Construction Systems toprovide total engineered formwork solutions for concrete floors and foundations, tilt-up and on site stackcasting and pre-cast. Edgeform is light, consistently straight and more uniform than traditional timberformwork. LVL is reusable and remains true.

Edgeform is manufactured in 6 metre lengths and available in the following sizes.120mm x 36mm 150mm x 36mm 170mm x 36mm 200mm x 36mm 240 x 36mm

Reid™ Construction Systems provide a total Tilt-up panel solution and engineering

design for safe lifting of concrete panels. A propping design service is available and an

extensive range of props for hire. In addition,

Reids™ stock the complete range of Seal &

Tilt Bondbreaker, bar chairs, fillet, sealants,

shims and Liebig structural anchor bolts.

Reidform for Floors and Foundations Simple formwork brackets for in situ concrete floors andfoundations.

Reidform for PrecastMagnetic clamps to securely locate edgeform on steel bedsand internal brackets (for doors and windows), saving time inpre-cast manufacture.

SBK55

EFUB

EFB115

Edgeform U connection bracket. Simple pinned

connection to form.

Edgeform stand and

top plate for multiple

stack casting of

concrete panels. Simple

to form different sized

panels. Stack bracket

utilises differing

lengths of RB12

Reidbar (bar and nuts

supplied separately).

Reidform Tilt-up & onsite stack casting Simple stack casting systems that arequick and easy to use.

EFS

EFTP

F o r t e c h n i c a l a d v i c e o r l o c a t i o n o f y o u r n e a r e s t s t o c k i s t p h o n e 0 8 0 0 8 8 2 2 4 4F o r t e c h n i c a l a d v i c e o r l o c a t i o n o f y o u r n e a r e s t s t o c k i s t p h o n e 0 8 0 0 8 8 2 2 4 4

EFMC

EFICB

TM

Tauranga

80 Glenlyon AvenueTaurangaTel: 07 543 3806 Fax: 07 543 3807

Wellington

Unit 2/1 Gough Street, Seaview, Lower HuttTel: 04 568 4505 Fax: 04 568 0098

Christchurch

125 Wrights Road, Middleton, ChristchurchTel: 03 338 3844 Fax: 03 338 8846

Auckland Head Office & Sales

64A Diana Drive, GlenfieldAuckland, New ZealandPO Box 101-517, NSMC, Auckland, NZTel: +64 9 920 4360 Fax: +64 9 920 4364Call Free: 0800 88 22 44Email: [email protected]

Hamilton

21A Kaimiro Street HamiltonTel: 07 849 0643 Fax: 07 849 0642

Email

Reidbar [email protected]

Swiftlift [email protected]

Internet

Website: www.reids.co.nz

Re id™ Cons t ruc t i on Sys tems

concrete lifting design manual

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