Concrete Lifting Design Manual

174© Copyright Reid™ Construction Systems 2007. All rights reserved. Moral rights asserted.

1. Introduction 176 1.1. Features 176

1.2. Benefits 176

1.3. Special Cautions 176

2. Designing for Lifting and Handling 177 2.1. Planning is the Key to Cost Control 177

2.2. Total Design Process 177

2.3. Casting Off Site 177

2.4. Casting On Site 177

2.5. Architectural Finishes 177

2.6. Complex Shapes 178

2.7. Erection Times 178

2.8. Propping 179

2.9. Design Service - Lifting and Propping 179

3. Lifting Solutions 180 3.1. Panel Face Lifting 180

3.2. Panel Edge Lifting 180

3.3. Special Edge Lifting with Rebated Edges 181

3.4. Combination Lifting 181

3.5. Load Groups 181

3.6. Working Load Limits 181

4. Face Lifting 182 4.1. Face Lifting Anchors 182

4.2. Foot Anchor Identification 182

4.3. Facelift Anchor Identification 182

4.4. Face Anchor Pullout Capacity 182

4.5. Swiftlift Clutches 183

4.6. Swiftlift Clutch Operation 183

4.7. Face Anchor Capacity Tables 184

4.8. Panel Face Lift Assembly Specifications 184

4.9 Standard Length Foot Anchors with Reduced Edge Distances 185

4.10 Standard Length Foot Anchors in Thin Panels 185

5. Edge Lifting 186 5.1. Reid™ Eye Anchor (REA) Identification 186

5.2. Edgelift Anchor Lengths and Pullout Capacity 186

5.3. Edgelift Anchors 186

5.4. Hanger Bar Pullout Capacity 187

5.5. Reid™ Eye Anchor (REA) Installation with Hanger Bars 187

5.6. Reid™ Eye Anchor (REA) Assemblies 188

5.7. Shear Bars 188

5.8. Shear Bar Installation 189

5.9. Edge Lift Anchor Shear Capacity Table 189

5.10. 1.25t Edgelift Anchor (1ELA) Identification 190

5.11. 1ELA Installation 190

5.12. 2.5t, 7.0t and 10.0t Edgelift Anchor with Feet (ELAWF) Identification 190

5.13. ELAWF Installation 191

5.14. 2ELAWF Capacity Tables 191



5.17. Ring Clutches 193

5.18. Ring Clutch Operation 193

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6. Recess Formers 194 6.1. Swiftlift Recess Formers 194 6.2. Edgelift Recess Formers 194 6.3 Facelift Plastic Recess Formers 194

7. Designing with Swiftlift 195 7.1. Concrete Strength 195

7.2. Anchor Length 195

7.3. Edge Distance and Anchor Spacing 195

7.4. Transportation and Shock Loading 195

7.5. Load Distribution 195

7.6. Materials and Manufacturing 195 7.7. Anchor Usage 195

8. Calculation of Applied Stresses at Lifting Points 196 8.1. Effective Load Calculation 196

8.2. G - Panel Weight 196

8.3. H - Adhesion 196

8.4. N – Number of lifting points. 197

8.5. Km - Demoulding Factor 197

8.6. Ksl - Sling Co-efficient 197

8.7. Kd – Dynamic Load 198

8.8. Special Caution - Anchor Loads during Lifting. 198

8.9. Reinforcing Steel 198

8.10. Concrete Cracking 198

8.11. Multiple Lifts 198

9. Tilt-up Solutions for Simple Rectangular Panels 199 9.1. Tilt-up Lifting 199

9.2. Flexural Stress 199

9.3. Minimum Cracking Load 199

9.4. Face Lift Design Guide 200

9.5. Edge Lift Design Guide 202

9.6. Anchor Placement and Sling Lengths 203 9.7. Maximum Panel Width 204

10. Anchor Specifications 205 10.1. Foot Anchor Specification 205

10.2. Reid™ Eye Anchor Specification 206

10.3. Plate Anchor Specification 207

10.4. 1.25 tonne Edgelift Anchor Specification 208 10.5. Edgelift Anchor with Feet Specification 209

11. Clutch Specifications 210 11.1. Swiftlift Clutch Specification 210

11.2. Ring Clutch Specification 211

12. Recess Former Specifications 212 12.1. Plastic Swiftlift Recess Former Specification 212

12.2. Rubber Swiftlift Recess Former Specification 213

12.3. Steel Swiftlift Recess Former Specification 214

12.4. Articulated Swiftlift Steel Recess Former Specification 215

12.5. Colleted Swiftlift Steel Recess Former Specification 216 12.6. Edgelift Recess Former Specification 217

Concrete Lifting


1. Introduction

In 1977 Reids™ revolutionised the safety and speed of lifting cast concrete elements with the introduction of

the Swiftlift lifting system. The Swiftlift system utilised a fully engineered approach, combining cast in lifting

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 no

engineering basis and gave poor margins of safety. This meant that lifting points were easily overstressed

with failures and accidents commonly occurring. This resulted in hazardous work sites, costly damage and

construction delays.

The Swiftlift system introduced a new era in lifting heavy concrete elements, eliminating many of the safety

issues and saving time and money in the process.

Reid™ Construction Systems supports the industry through a team of engineers and field representatives

servicing Reid™ products with technical expertise, installation guides, design manuals, seminars, and

continuous 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 be modified

by welding in any form or otherwise subjected to extreme heat as

this could change the metalurgical properties of the components.

Never attach anchors to reinforcing steel by spot welding.

Avoid risking the safety of staff and

reduce time and labour costs.

Swiftlift’s Remote Release is

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 influence

on the final cost of a project. The handling of concrete elements is influenced by their geometry and needs to be

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 the

construction stage. The attachment of strong backs, manufacture of custom made lifting devices, or redesign

of 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 project

management, with overall savings in project costs.

2.2. Total Design Process

The process of casting, lifting, transporting and placing concrete

puts stresses on concrete elements that are often not considered

as part of the structural design.

To provide a full service to their client the designer should

consider the construction and handling process as part of the

design with allowance made for lifting and transporting.

2.3. Casting Off Site

Limitations in the lifting height of a precast yard or height

restrictions on route often require a multi-stage lift process to

get a large panel erected on site. Consideration must be given to

casting, transportation and placement when choosing between

off site and on site casting.

Consultation with Reids™ on lifting before finalising the panel

design can assist greatly with the on site work flow.

2.4. Casting On Site

The on-site casting and handling of precast concrete elements

can be made easier if the designer considers the site conditions

and constraints before finalising the size and shape of the

concrete elements to be lifted. Such conditions can include

crane access, panel size, obstructions on site and overhead

powerlines.

2.5. Architectural Finishes

The increasing use of panel construction with architectural

finishes makes the pre-construction consultation process even

more important to ensure that architectural finishes are not

damaged during handling and erection.

Photo 2.3.1

Handling on Site

Photo 2.5.1

Architectural Finish

Concrete Lifting


2.7. Complex Shapes

With some complex precast element shapes it is not possible to errect or transport them without providing

some form of external strengthening.

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

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 on

size and complexity. If, however, strongbacks are necessary this erection time is likely to be increased to

1.5 hours per unit. Consequently Reids™ Engineers will always endevour to place lifting anchors in positions

that will reduce concrete stresses to a level where strongbacks are not necessary.

Pryda Longreach Beam bolted

to the concrete with Reid™

Hex Screw Bolts.

Steel Beam bolted to the

concrete with Liebig bolts.

Double Steel Channel bolted

to 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. Planning

for the placement of props is important as they take up a significant amount of room and can affect other

site 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 for

consultation through all stages of the design process.

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

Photo 2.8.1 – Props

Concrete Lifting


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 tension

depending 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 vertical

placement of a concrete element.

Edge Lift advantages:

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

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

• Leaves panel face untouched.

Limitations on panel height can be encountered

with Edge Lifting due to the flexural stresses

induced in the concrete and reduced anchor

capacity due to edge proximity.

Refer to Section 5.0 for more information.

Rebated edges create difficulties for edge lifting

and require a special lifting arrangement using

Reidbar. See Section 3.3.

For shear loading (where the lifting force is at right

angles to the axis of the anchor) in thin panel

special edge lifting anchors with lateral feet or

special 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 often

have a waterproofing detail on the top edge which

makes conventional lifting anchor placement

difficult. A special lifting system for tension loads

only (not shear loads) has been developed utilizing

Reids™ Reidbar System.

3.4. Combination Lifting

Often a combination of Face and Edge lifting is

required to handle a precast element.

The selection of the correct anchors and rigging

arrangement is critical. All lifts must be designed

and supervised by a competent person.

3.5. Load Groups

Anchors and Lifting Clutches are classified into

six main load groups. A load group specifies the

maximum lifting capacity or Working Load Limit

(WLL) of the Lifting Clutch.

Only Anchors, Recess Formers and Clutches of the

same 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, 7 and 10 tonne Edge Lifting systems are

also available.

3.6. Working Load Limits

Reid™ lifting components have Working Load

Limits based of the following capacity reduction

factors from ultimate 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 on

cracking rather than a Reduction Factor of 3 on

ultimate which is impossible to calculate.

Rebate support angle min.

10mm thick with 6mm

PL. folded to suit rebate

detail min. 400 long.

Drill ø 28 to clear bolt.

Weld antirotation stops to

each side of toggle (BKT.

supplied by others)

Ensure bolt is screwed

into coupler a min.

60 - 80mm

Ensure bar is screwed

into coupler

55-60mm

ONLY USE COUPLERS

MACHINED FROM MILD

STEEL STOCK

Diagram 3.3.1 – Edge Lifter

60 -

80m

m55m

m

Concrete Lifting


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 to

resist pull out from the concrete.

Two variations of the Face Lift Anchors are available to suit the two main lifting clutches used. The two

anchor types are:

1. Foot Anchors (FA) for Swiftlift clutches as shown in Diagram 4.1.1

2. Plate Anchors (PA) 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 to

obtain 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, and

Length.

For example: 5PA125 = 5 tonnes working load limit, Facelift Anchor, 125 mm overall length. Refer to

Diagram 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 the

clutch 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 are

used in thin sections the longest possible anchor should always be used.

Reid™ Logo

Clutch Rating /

Load Group (tonnes)

Anchor Length (mm) Clutch Rating /

Load Group (tonnes)

Reid™ Logo (back)

Anchor Length (mm)

Diagram 4.1.1 – Foot Anchor Diagram 4.1.2 – Plate 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 the

anchor head by admitting the anchor head into the slot

of the Lifting Clutch and rotating the tab of the Lifting

Clutch until it rests on the concrete surface.

Figure 2. Once connected the load can be applied in

any direction.

Figure 3. It is normal to lift towards the tab however

lifting away from the tab (as shown in figure 4.) is also

acceptable.

Figure 4. When the load is being applied in a direction

away from the tab, it is normal for the tab to rise

from the concrete surface. The Lifting Clutch has been

designed so that it cannot accidentally disengage while

under load. Should the tab rise excessively, (ie. the

angle between the tab and concrete exceed 30˚) lower

the unit and reset the tab to the surface.

Figure 5. Remote Release/Disconnection (e.g. Tilt-up)

Special Remote Release Lifting Clutches with ‘Arm

Extensions’ have been developed to speed up erection.

Using Reids™ patented ‘Spoon’ assembly the Remote

Release Clutch can easily be removed from the anchor

head from the ground without the use of ladders.

N.B. – Disconnection is only possible when the load

has been removed.

2

2

31

5

4

30˚max

Concrete Lifting


4.7. Swiftlift Foot 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 0.78 1.3 45 0.63 0.77 0.90 1.00 1.10 1.3 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* 1.3 240 1.30 1.30 1.30 1.30 1.30 2.5 55 0.87 1.07 1.24 1.38 1.51 2.5 65 1.09 1.34 1.55 1.73 1.90 2.5 75 1.33 1.63 1.88 2.10 2.30 2.5 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* 2.5 340 2.50 2.50 2.50 2.50 2.50 5.0 95 1.70 2.36 2.73 3.05 3.34 5.0 120 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* 5.0 480 5.00 5.00 5.00 5.00 5.00 10.0 150 3.96 5.20 6.30 7.32 8.27 10.0 170 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*

15 MPa10 MPa 20 MPa 25 MPa 30 MPa

Anchor

Length

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.

• Desirable 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.

Panel

Thickness

Anchor Used

(Swiftlift)

Anchor

Used PA

Assembly

Code

Assembly

Code

Puddle in

Assemblies 2t

Puddle in

Assemblies 5t

Puddle in

Assemblies 5PA

75 1FA055 2FA055 - - - 2FA055PR - - 100 1FA085 2FA075 - 2 PCHAIR 100 - 2FA075PR - - 120 2FA090 5FA095 5PA0951 2/5 PCHAIR 120 5PAPCHAIR120 2FA090PR 5FA095PR 5PA095P 125 2FA090 5FA095 5PA095 2/5 PCHAIR 125 5PAPCHAIR120 2FA090PR 5FA095PR 5PA095P 150 2FA120 5FA120 5PA120 2/5 PCHAIR 150 5PAPCHAIR150 2FA120PR 5FA120PR 5PA120P 180 2FA120 5FA150 - 5 PCHAIR 180 - 2FA120PR 5FA150PR - 200 2FA170 5FA170 - 5 PCHAIR 200 - 2FA170PR 5FA170PR - 300 2FA170 5FA240 - - - 2FA170PR 5FA240PR -

Anchor

Load Group

15 MPa

5 95 1.70 2.36 2.73 3.05 3.34 5 125 2.61 3.42 4.16 4.83 5.00*

10 MPa 20 MPa 25 MPa 30 MPa

Anchor

Length

Concrete Compressive Strength at Lift (f’c)

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

Load Group

Length

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4.10 Standard Length Foot Anchors

In Thin Panels

Table of Working Load Limits for

Standard length Swiftlift Foot Anchors

in thin unreinforced panels.

Table 4.10.1

Note: Although these working load

limits have been calculated for

unreinforced panels the use of normal

reinforcing is recommended.

L = Length of Swiftlift anchors for

given working load limits.

4.9 Standard Length Foot Anchors With Reduced Edge Distances

Where the edge distances or anchor

spacings in Table 4.9.1 are not able

to be met, it is likely that the working

load of the anchor will be reduced to

reflect the minimum concrete rupture

strength and maintain a safety factor

of 3.

One Reduced Edge Distance:

Table of Working Load Limits for

Standard Swiftlift Foot Anchors where

the edge distance to one edge is less

than 3 x anchor length.

Table 4.9.1

X = Concrete cover to nearest edge

L = Length of Normal Swiftlift anchors

for given Working Load Limits (WLL).

3L

X

X

L

6L

3L

3L

D L

D

6L

3L

100 0.50 0.66 0.80 0.93 1.05

120 0.60 0.79 0.96 1.11 1.25

150 0.75 0.98 1.19 1.30 1.30

100 0.71 0.94 1.14 1.32 1.49

150 1.07 1.40 1.70 1.97 2.23

200 1.41 1.85 2.25 2.50 2.50

150 1.51 1.98 2.41 2.79 3.16

200 2.01 2.64 3.20 3.71 4.20

250 2.50 3.28 3.98 4.62 5.00

200 2.82 3.70 4.49 5.22 5.89

250 3.52 4.62 5.60 6.51 7.35

300 4.22 5.53 6.71 7.79 8.80

250 5.15 6.75 8.19 9.51 10.74

300 6.17 8.09 9.81 11.39 12.87

400 8.20 10.76 13.04 15.15 17.11

10 MPa 15 MPa 20 MPa 25 MPa 30 MPa

Concrete Compressive Strength When Lifting (MPa)

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

Standard

Anchor

Length

Panel

Thickness

D (mm)

1.3t x 120mm

2.5t x 170mm

5.0t x 240mm

10.0t x 340mm

20.0t x 500mm

10 MPa 15 MPa 20 MPa 25 MPa 30 MPa

Concrete Compressive Strength When Lifting (MPa)

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

Standard

Anchor

Length

Edge

Distance

X (mm)

2.5t x 170mmUse 340mm

Anchor for

2.5t WLL

10.0t x 340mm

20.0t x 500mm

30 0.85 1.12 1.30 1.30 1.30

35 0.92 1.21 1.30 1.30 1.30

40 0.99 1.30 1.30 1.30 1.30

50 1.10 1.30 1.30 1.30 1.30

30 1.44 1.89 2.29 2.50 2.50

35 1.56 2.04 2.48 2.50 2.50

45 1.77 2.32 2.50 2.50 2.50

50 1.86 2.44 2.50 2.50 2.50

60 2.03 2.50 2.50 2.50 2.50

70 2.20 2.50 2.50 2.50 2.50

50 3.13 4.10 4.97 5.00 5.00

60 3.42 4.49 5.00 5.00 5.00

70 3.69 4.85 5.00 5.00 5.00

80 3.95 5.00 5.00 5.00 5.00

90 4.18 5.00 5.00 5.00 5.00

60 5.67 7.44 9.02 10.00 10.00

70 6.13 8.04 9.75 10.00 10.00

80 6.55 8.59 10.00 10.00 10.00

100 7.31 9.60 10.00 10.00 10.00

120 8.01 10.00 10.00 10.00 10.00

140 8.64 10.00 10.00 10.00 10.00

80 11.52 15.11 18.32 20.00 20.00

100 12.88 16.88 20.00 20.00 20.00

120 14.10 18.49 20.00 20.00 20.00

140 15.22 19.96 20.00 20.00 20.00

160 16.27 20.00 20.00 20.00 20.00

200 18.16 20.00 20.00 20.00 20.00

220 19.03 20.00 20.00 20.00 20.00


Anchor for

1.3t WLL


Anchor for

5t WLL

Note: The working loads in the above table can be doubled (up to WLL max) if extra long anchors are used for these load groups. ie. 1.3t x 240mm, 2.5t x 340mm, 5.0t x 480mm.

Concrete Lifting


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 Edgelift

Anchors 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

available anchor 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 lifting

clutch that fits this anchor. Refer to Section 4.5

Reid™ Eye Anchors use additional reinforcing

Hanger Bars to achieve full rated lift capacities

in thin sections or low strength concrete. Refer to

Section 5.4.

There is no length stamp on an Eye Anchor

because of the need for the Hanger Bar to increase

its effective depth. The hanger bar length can vary

in length with load, concrete strength and concrete

thickness.

Clutch

Anchor

1.3 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) 7.0 for ELAWF.

Load Group (tonnes)

Table 5.3.1 – Edgelift Anchors

Diagram 5.1.1

Reid™ Eye Anchor

Reid™ LogoClutch Rating (tonnes)

Clutch Rating

Product Code

Concrete Lifting

CO

MPA

NY

BA

CK

GR

OU

ND

PR

OD

UC

T

CATA

LO

GU

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AN

CH

OR

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FA

STEN

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REID

BA

R &

FIT

TIN

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CO

NC

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SYSTEM

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NA

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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

on the following tables have been calculated assuming the use of Grade 500E deformed bar however

prestressing 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 load

applied to the anchor deeper into the concrete element to obtain higher lift capacites in thin sections or low

strength 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 prestressing

strand.

Shear Bar Eye Anchor

Hanger Bar

Hooked bars

give better

holding

strength.

35˚ – 45˚

Diagram 5.5.1

Hanger Bar Installation

(1) Cut &

bend length

5d d

Eye Anchor

Hanger Bar

E

Diagram 5.5.2

Cut and Bend Length

Diagram 5.5.3

Edge Distance E

Diagram 5.5.4

Minimum Bend Diameter

Load

Group

(tonnes)

H.D Bar Diameter

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

Table 5.5.2 - Hanger Bar Length for Eye Anchors

– Edge distance greater than E (refer to Diagram 5.5.3)

Load

Group

(tonnes)

H.D Bar Diameter

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)

Concrete Lifting


5.6. Reid™ Eye Anchor (REA) Assemblies

Table 5.6.1 – Swiftlift Edge Lifting Assemblies.

Assemby Product CodeMin Panel

Thickness (mm)

2EREA090 A 90mm Eye Anchor with reduced plastic recess former and

wire-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 reduced recess former.

Not Suitable for edge tilt-up shear lifting. 111

Description

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 shear

lift capacity in edge lifting.

Diagram 5.7.1

Shear Bar

Concrete Lifting

CO

MPA

NY

BA

CK

GR

OU

ND

PR

OD

UC

T

CATA

LO

GU

E

AN

CH

OR

S &

FA

STEN

ER

S

REID

BA

R &

FIT

TIN

GS

CO

NC

RETE

LIF

TIN

G

SYSTEM

S

NIR

VA

NA

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Clutch bears against Shear

Bar preventing the edge from

breaking

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 feet

of the Shear Bar are positioned as

shown in Diagram 5.8.1 to ensure the

load is properly transferred as deep as

possible into the concrete.

When the tilt up operation begins the

clutch will bear against the side of the

recess and the shear bar.

NB: Shear bars will only work in the

direction shown. Care must be taken

not to invert panels on site.

Use two shear bars facing opposite

ways if the panel is to be lifted from

both directions during transportation or

installation. A better solution is to use

Reids™ ELAWF anchors which don’t

require shear bars.

Shear Lifter

1ELASB 80 0.60 0.70 0.78 0.86

100 0.65 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

5EREA120 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

7ELAWF 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

10ELAWF 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 Bar

placed against

recess formerLift

Lift

Concrete Lifting


5.10. 1.25t Edgelift Anchor (1ELA) Identification

The 1ELA has been designed specifically for use in

thin concrete sections.

5.11. 1ELA Installation

For shear lifting a Shear Bar is required. A

Hanger Bar can be used to increase the tensile

lift capacity in 15MPa concrete and thin panels.

L = 400mm min. Cut 800mm of HD8 Bar.

With Hanger Bar the tensile capacity in 15MPa

concrete = 1.25 tonnes.

Requires the use of the 1ELASB for shear lift.

Refer to Table 5.9.1 for 1ELASB Shear lift

capacities.

hanger bar

shear bar

L35˚ –

45˚

Lift

Product Code

Diagram 5.10.1

Reid™ 1.25t Edgelift Anchor

Diagram 5.11.1

1ELA Installation

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)

* Maximum permissible clutch load

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, 7t and 10t Edgelift Anchor with Feet (ELAWF) Identification

Shape variations exist between the 2.5 tonne anchor

and the 7 and 10 tonnes anchors due to different

manufacturing processes.

Clutch Rating: This is the first number of the

product code. Refer to Section 5.16

Edgelift Anchors use Hanger Bars to achieve the

rated lift capacities in tension.

Product Code

Diagram 5.12.1

Edgelift Anchor with Feet

Shear Capacity

Limited to 0.4t max by steel strength of anchor.

Lift

Concrete Lifting

CO

MPA

NY

BA

CK

GR

OU

ND

PR

OD

UC

T

CATA

LO

GU

E

AN

CH

OR

S &

FA

STEN

ER

S

REID

BA

R &

FIT

TIN

GS

CO

NC

RETE

LIF

TIN

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SYSTEM

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5.13. ELAWF Installation

Edgelift Anchors with feet

are designed for edge lift

shear load applications. The

anchors require hanger bars

for tension loads.

5.14. 2ELAWF Capacity Tables

For Installation refer to Section 5.13

Lift

Table 5.14.1 – 2ELAWF Shear Lift

Working Load Limit (t) – Unreinforced concrete


15MPa 20MPa 25MPa

PanelThickness

(mm)

100* 2.20 2.50 2.50

120 2.40 2.50 2.50

150 2.50 2.50 2.50

Diagram 5.13.1

Edge Lifter installed in panel

PanelHanger bars

Edge Lifter Recess former

35˚ – 45˚

Cut &

Bend length

The anchor must be orientated at right angles

to the face of the panel, refer to Diagram

5.13.1, and have the appropriate two

reinforcing bars or pre-stressing strands fitted

through the pair of eyes at the base of the

anchors. Refer to Diagram 5.13.2.

These bars must be bent down into the panel

at an included angle of 35˚ to 45˚ and with a

bend diameter of 5 bars diameters.

Refer to Section 5.14, 5.15 and 5.16 for

Hanger Bar lengths. The specially designed feet

provide superior anchorage in shear in both

directions.

Diagram 5.13.2

Edge Lifter & Hanger Bars

Diagram 5.14.1

Hanger Bar Length

15MPa

Bar Length(2)

(mm)

25MPa

Bar Length(2)

(mm)W.L.L. tonnes

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

Lift

35˚ – 45˚

(1) Min 100 mm thick panel

(2) Cut & bend length HD12, 2 required per lifter.

Refer to Diagram 5.14.1

Concrete Lifting

*Some minor cracking may occur in this thickness

of panel


Lift




15MPa 20MPa 25MPa

PanelThickness

(mm)

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

15MPa

Bar Length(2)

(mm)

25MPa

Bar Length(2)

(mm)W.L.L. tonnes




7 1575 1220

5 1255 975

4 1000 775

3 755 580

2 505 390

Lift





For Installation Information refer to Section 5.13.

Lift




15MPa 20MPa 25MPa

PanelThickness

(mm)

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

15MPa

Bar Length(2)

(mm)

25MPa

Bar Length(2)

(mm)W.L.L. tonnes




10 1720 1330

9 1550 1200

8 1390 1070

7 1200 930

6 1040 800

5 870 670

4 690 532

Lift





For Installation Infromation refer to Section 5.13.

Concrete Lifting


of panel


of panel

CO

MPA

NY

BA

CK

GR

OU

ND

PR

OD

UC

T

CATA

LO

GU

E

AN

CH

OR

S &

FA

STEN

ER

S

REID

BA

R &

FIT

TIN

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CO

NC

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SYSTEM

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Product Code Clutch W.L.L.

1ELALE 1.25t

2HPLE 2.5t

7HPLE 7t

10HPLE 10t

5.17. Ring Clutches

5.18. Ring Clutch Operation

2, 7 & 10 HPLE Clutch

Diagram 5.18.1

Recessed former is levered out of concrete

Diagram 5.18.2

The Lifting Eye is attached to the Edgelift Anchor

by lowering the clutch slot over the anchor.

Diagram 5.18.3

Rotate the clutch tab until it rests on the concrete

surface, with the tab on the side which will be

uppermost when lifting.

Diagram 5.18.4

If shear loads are applied to the anchor then Shear

Bars need to be installed for the correct load

direction, unless the anchor has a lateral foot. ie.

2ELAWF, 7ELAWF and 10ELAWF

90˚

1ELALE Clutch

Diagram 5.17.1

Ring or Flat Anchor Clutch

Concrete Lifting


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 anchor

type 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.

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 6.2.1

Edgelift Rubber Former

6.2. Edgelift Recess Formers

All Edgelift anchors use rubber recess formers as

shown in Diagram 6.2.1

Diagram 6.3.1

Facelift Plastic Former

6.3. Facelift Plastic Recess Formers

Diagram 6.1.1

Round Recess Former

Diagram 6.1.2

Reduced Recess Former

Concrete Lifting

CO

MPA

NY

BA

CK

GR

OU

ND

PR

OD

UC

T

CATA

LO

GU

E

AN

CH

OR

S &

FA

STEN

ER

S

REID

BA

R &

FIT

TIN

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CO

NC

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SYSTEM

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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 be

used 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 those

calculated from weight of the concrete element. The dynamic load factors given in Table 8.7 should be

applied 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 and

manufacturing processes employed ensure that anchors are not susceptible to strain age embrittlement.

Anchors should not be welded.

AISI 316 titanium stabilised austenitic stainless steel anchors are available on special order for use in

marine 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 may

result in damage and render the system hazardous.

Diagram 7.3.1

Edge Distance

3D6D

D

Concrete Lifting


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 8.3.1

Side forms removed

Diagram 8.3.2

Side forms in place

Diagram 8.3.3

Ribbed profile

Concrete Lifting

CO

MPA

NY

BA

CK

GR

OU

ND

PR

OD

UC

T

CATA

LO

GU

E

AN

CH

OR

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FA

STEN

ER

S

REID

BA

R &

FIT

TIN

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CO

NC

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LIF

TIN

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SYSTEM

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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 slings

from a single hook. In this case the total weight is taken by 2 diagonal anchor alone.

Rolling block and slings should not be used when flat lifting 4 points.

Lifting beam/spreader beam?

fixed chains, no rolling block.

Diagram 8.4.1

Sling Load Equalisation

The load will always be shared

between 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 is

shared by other supports independent of the lifting anchor this figure can be adjusted to account for the load

sharing.

8.6. Ksl - Sling Co-efficient

As a general rule sling lengths should not be less

than the distance between lifting anchors

( = 60˚).

The angle between the slings must never exceed

120˚ unless specifically designed.

If anchors are cast proud of the lifting surface

then max = 30˚

0˚ 60˚ 90˚ 120˚

Table 8.6.1 – Ksl Co-efficient

Ksl 1.0 1.16 1.42 2.0

30˚

Diagram 8.6.1

Sling Angle

Concrete Lifting


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 factors

as crane hoist speed, boom movement or

transportation over ground while the load is

suspended.

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 releasing

suddenly 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

is because reinforcing bars running at 90˚ to the axis of the anchor do not prevent or contribute to the

ultimate 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 is generally not asthetically acceptable to allow flexural stress cracks to occur that are sufficiently large

to transfer tensile loads into the reinforcing steel. In some cases it may be considered preferable to allow

cracks to occur in precast elements during lifting rather than use multiple anchor points or strongbacks. If

this is done it is important that sufficient reinforcing is placed in the crack zone to prevent the reinforcing

exceeding its yield strength.

8.11. Multiple Lifts

Lifting anchors used continuously (rather than for just the erection process) should have their working load

downrated by a factor of 1.7

The longer the slings the lower the load on the anchors.

For example at an included angle of 170˚ the load on each sling is six times the weight of the actual load being lifted

Don’t sling in

this orange area.

NB – Always aim to make

sling length greater than the

distance between two anchors.

Diagram 8.6.2 – Sling Angles

Effect of Sling Angle

Concrete Lifting

CO

MPA

NY

BA

CK

GR

OU

ND

PR

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OR

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TIN

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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 for installation.

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 calculated using 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 considering the reinforcing steel. Table 9.2.1 gives the allowable stress levels for various concrete strengths at time of lift.

Any flexural stress induced in the panel when lifting must not exceed these allowable flexural stress levels for 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 should be less than the allowable stress shown in Table 9.2.1

f’cAllowable

Stress(0.41 f’c)

f’cAllowable

Stress(0.41 f’c)

Table 9.2.1 – Allowable Concrete Stress – MPa

For 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 2.59

Diagram 9.2.1

Panel Flex

9.3. Minimum Cracking Load

The concrete stress that is likely to cause first cracking

is normally taken as 0.75 f’c.

NOTE: Panels with irregular shapes and openings

cannot be designed using the tables on the following

pages. Refer to Reids Design Engineers for a specific

analysis.

Hogging or

upward flex

around lifting

points

Sagging or downward

flex along unsupported

sections during tilt-up

Lift

Concrete Lifting


Formula 9.4.1

Weight of Panel Calculation

W = H x B x T x M x S

Where:

W = Weight of panel in tonnes

H = 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 for

casting on steel or smooth concrete.

= 1.1

Formula 9.4.2

Number of Anchors

N =

Where:

N = Number of Anchors


WLL of Anchor = Working Load Limit

of anchor from Table 4.7.1 for concrete

strength at time of lift. (tonnes).

W

WLL of Anchor

Calculate the

weight (W) of the

panel using the

Formula 9.4.1

Decide

the Foot Anchor

to be used

Change anchor

load class?

NO

NO

NO

YES

NO

YES

YES

YES

Is Allowable

Stress 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 using

Formula 9.4.2

Design OK

Obtain the Actual

Flexural Stress

from the

corresponding table

for the rigging,

panel height and

thickness

Refer 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?

Increase

number of

columns

Decide

a rigging

arrangement

for the number

of anchors

Can the

rigging be

altered to increase

the number of rows

with present number

of anchors?

9.4. Face Lift Design Guide

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

Table 9.4.1 – Face Lift Design Process

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

Lift Weight

W tonnes

Allowable Stress Table 9.2.1

for f’cAnchor

Concrete

Stength (MPa)

Anchor

Capacity

Number of

Anchors (1)High Wide

Table

Actual Stress

Flexural Stress Check (MPa)

Use

Formula

9.4.1

Select

from Table

4.7.1

At time

of lift

From Table

4.7.1

Use

Formula

9.4.2

Refer to

Page 237Allowable must be great than Actual

(1) Use 2, 4, 6 or 8 anchors. Always round up when

using Formula 9.4.2

Concrete Lifting

CO

MPA

NY

BA

CK

GR

OU

ND

PR

OD

UC

T

CATA

LO

GU

E

AN

CH

OR

S &

FA

STEN

ER

S

REID

BA

R &

FIT

TIN

GS

CO

NC

RETE

LIF

TIN

G

SYSTEM

S

NIR

VA

NA

MO

DU

LA

R

WA

LL C

ASTIN

G

SYSTEM

CA

ST-IN

CH

AN

NELS


Panel

Thickness

(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

Panel

Thickness

(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

Panel

Thickness

(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

Panel

Thickness

(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

Stress(0.41 f’c)

Allowable

Concrete Stress

10 1.30

15 1.59

20 1.83

25 2.05

30 2.25

40 2.59

Concrete Lifting


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 the

Edgelift 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 9.5.1

Weight of Panel Calculation

W = H x B x T x M x S

Where:


H = 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 for

casting on steel or smooth concrete.

= 1.1

Formula 9.5.2

Number of Anchors for Shear Lift

N =

Where:


Shear WLL = Shear Working Load

Limit of anchor from Table 5.9.1

for concrete strength at time of lift.

(tonnes).

This formula assumes that the panel is

supported equally between the crane

and casting surface at lift-up.

P a n e l

Thickness

(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)

W x 0.5

Shear WLL

2

4

8

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

Table 9.5.2 – Edge Lift Design Process

Anchor Load and Capacity Check for f’c at liftRigging

Arrangement

Lift Weight W tonnesShear Lift

WeightAnchor

Concrete

Stength (MPa)

Anchor Shear

Capacity

Number of

Anchors (1)

Hanger Bar

LengthWide

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

H

Concrete Lifting

CO

MPA

NY

BA

CK

GR

OU

ND

PR

OD

UC

T

CATA

LO

GU

E

AN

CH

OR

S &

FA

STEN

ER

S

REID

BA

R &

FIT

TIN

GS

CO

NC

RETE

LIF

TIN

G

SYSTEM

S

NIR

VA

NA

MO

DU

LA

R

WA

LL C

ASTIN

G

SYSTEM

CA

ST-IN

CH

AN

NELS


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

HD

E

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 Lifting

Diagram 8.6.2 for 60˚ sling angle.

Table 9.6.1 – Sling Lengths

Lifting PointsRigging

High Wide Points

Minimum

Sling

Lengths

Table 9.6.1 – Sling Lengths

Lifting PointsRigging

High Wide Points

Minimum

Sling

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)

Concrete Lifting


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 not

the horizontal flexural stress. The number of anchors is normally dictated by the weight and thickness of

the panel.

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

with 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 and

must 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 0.05L

L

= = = = = = =

2 Anchors 4 Anchors

8 Anchors

Diagram 9.7.1 – Horizontal Flexural Stress

In some cases

Reids™ can design

special rigging to

decrease loads on

certain anchors.

Concrete Lifting

CO

MPA

NY

BA

CK

GR

OU

ND

PR

OD

UC

T

CATA

LO

GU

E

AN

CH

OR

S &

FA

STEN

ER

S

REID

BA

R &

FIT

TIN

GS

CO

NC

RETE

LIF

TIN

G

SYSTEM

S

NIR

VA

NA

MO

DU

LA

R

WA

LL C

ASTIN

G

SYSTEM

CA

ST-IN

CH

AN

NELS


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.

Extra long

D1 D2

L1

L

D

Diagram 10.1.1 – Foot Anchor Dimensions

Table 10.1.1 – Foot Anchor Dimensions

Dimensions (mm)Load

Group (t) Non Standard(1)(2) L

1.3 10 19 25 5 120 35, 45, 55, 66, 85 240

2.5 14 26 35 7 170 55, 65, 75, 90, 120 340

5.0 20 36 50 9 240 75, 95, 120, 150, 170 480

10.0 28 47 70 11 340 150, 170

20.0 39 70 98 15 500 340

32.0 50 88 135 27 700 1200

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

Concrete Lifting

Extra Long


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)Load

Group (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

5REA120D

5.0 H

Diagram 10.2.1

Reid™ Eye Anchor Dimensions

Concrete Lifting

CO

MPA

NY

BA

CK

GR

OU

ND

PR

OD

UC

T

CATA

LO

GU

E

AN

CH

OR

S &

FA

STEN

ER

S

REID

BA

R &

FIT

TIN

GS

CO

NC

RETE

LIF

TIN

G

SYSTEM

S

NIR

VA

NA

MO

DU

LA

R

WA

LL C

ASTIN

G

SYSTEM

CA

ST-IN

CH

AN

NELS


10.3. Facelift Anchor Specification

10.3.1. Materials


Table 10.3.1 – Facelift Anchor Dimensions

Dimensions (mm)Load

Group (t)

5.0 20 50 95/ 125 40 16

D D1 L L1 L2

L

L2

D1L1 D

5PA

125

Diagram 10.3.1

Facelift Anchor Dimensions

Concrete Lifting


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)

Dimensions (mm)Load

Group (t)

1.25 120 30 10

L L1 R

L

L1

R

1ELA

Diagram 10.4.1

Edgelift Anchor Dimensions

Concrete Lifting

CO

MPA

NY

BA

CK

GR

OU

ND

PR

OD

UC

T

CATA

LO

GU

E

AN

CH

OR

S &

FA

STEN

ER

S

REID

BA

R &

FIT

TIN

GS

CO

NC

RETE

LIF

TIN

G

SYSTEM

S

NIR

VA

NA

MO

DU

LA

R

WA

LL C

ASTIN

G

SYSTEM

CA

ST-IN

CH

AN

NELS


10.5. Edgelift Anchor with Feet Specification

Shape variations exist between the 2.5t, 7.0t and 10.0t Edgelift Anchors. Diagram 10.5.1 is

representative of all three anchors.

10.5.1. Materials

All Edgelift Anchors with lateral feet are manufactured from forged high strength steel with zinc corrosion

protection.

L

L3

L2

L1

7ELAWF

L4

R

Table 10.5.1 – Edgelift Anchor Dimensions

Dimensions (mm)Load

Group (t)

2.5 100 90 48 22 60 7.5 Orange

7.0 114 110 56 20 72 8 Silver

10.0 161 140 72 22 78 12 Silver

L L1 L2 L3 L4 R

Diagram 10.5.1

ELAWF

Concrete Lifting


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 D E F I J K

H

CHECK FOR WEAR

M

K

E

I

D Sph

ere

JA

F

B

1.3

C

Working Load Limit (in tonnes)

Working Load Limit (in tonnes)

Diagram 11.1.1

Colour

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

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 designed

and approved for use with Reid™ Swiftlift™ Anchors and Recess Formers. They should not be used with

any other components. Such unapproved use could be extremely dangerous. The Swiftlift™ Lifting Eye is

designed so that it cannot accidently disengage whilst the system is under load at any orientation. This is

provided it has been correctly connected to the head of the correct anchor in the recess. When the lift is

completed 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 aids

identification 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 been

carefully 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

of the anchor and rotating until the tab of the clutch rests on the concrete. Once connected the load can be

safely 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 rise

from the concrete surface. This is quite safe as the Lifting Clutch has been designed so it cannot accidentally

disengage while under load.

In many rigging applications the load may be applied in the direction of the tab of the Lifting Clutch (ie.

‘tab up’ in tilt-up practice). Lifting Clutches should be checked regularly to make sure they have not been

damaged or that jaw opening H is not greater than H max shown in Table 11.1.1

Concrete Lifting

CO

MPA

NY

BA

CK

GR

OU

ND

PR

OD

UC

T

CATA

LO

GU

E

AN

CH

OR

S &

FA

STEN

ER

S

REID

BA

R &

FIT

TIN

GS

CO

NC

RETE

LIF

TIN

G

SYSTEM

S

NIR

VA

NA

MO

DU

LA

R

WA

LL C

ASTIN

G

SYSTEM

CA

ST-IN

CH

AN

NELS


11.2. Ring Clutch Specification

E B

F

D

L

E B

F

D

L

Diagram 11.2.1

Ring Clutch

E FLoad

Group (t)

1.25 405(1) 52 7 8 20 8 7

2.5 265 80 12 13.5 27 13 12

5.0/7.0 330 105 18 19.5 36 16.5 15.5

10.0 425 150 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)

Concrete Lifting


D

R

W

R

Diagram 12.1.1

Round Plastic Former

Diagram 12.2.1

Reduced Former

Table 12.1.1 – Plastic Recess Former Dimensions (mm)

Round and Reduced ReducedLoad

Group (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 ReducedLoad

Group (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.

Concrete Lifting

CO

MPA

NY

BA

CK

GR

OU

ND

PR

OD

UC

T

CATA

LO

GU

E

AN

CH

OR

S &

FA

STEN

ER

S

REID

BA

R &

FIT

TIN

GS

CO

NC

RETE

LIF

TIN

G

SYSTEM

S

NIR

VA

NA

MO

DU

LA

R

WA

LL C

ASTIN

G

SYSTEM

CA

ST-IN

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NELS


Diagram 12.2.2

12.2. Rubber Swiftlift Recess Former Specification

Manufactured from form oil resistant, synthetic

rubber and supplied with bolt and wing nut for fixing

to formwork. The recess former is split into two

hinged halves which are clamped around the head of

the anchor as the wing nut is tightened against the

outside of the formwork.

Table 12.2.1 – Rubber Recess Former Dimensions (mm)

Round and Reduced Reduced FormerLoad

Group (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


M = Setting Bolt Size.


D = Removing Lever Hole Diameter.


R M B D W (Max Width)

M

R

B

D

Diagram 12.2.1

Round Rubber Former

Fixing screw

Rubber Recess Formers

Concrete Lifting


Diagram 12.3.2

Round Steel Components

12.3.Steel Swiftlift Recess Former Specification

Steel formers are used predominantly in precast

factories. Steel formers are held in place using a

central bolt through the formwork.

Magnetic recess formers for attachment to steel

casting beds or forms are available for 1.3t and

2.5t Swiftlift Anchors.

Table 12.3.1 – Steel Recess Former Dimensions (mm)

Round and ReducedLoad

Group (t)

Reduced Former

Width W

1.3 30 8 5 22 42

2.5 37 12 7 30 52

5.0 49 12 10 38 69


M = Thread Tapped for Setting Bolt.


D = Rubber Ring Diameter.


R M B D

M

D

R

B

Diagram 12.3.1

Round Steel Former

Formwork

Setting Bolt

The Anchor is secured by

insertion of the rubber ring.

Steel recess former Rubber ring

Swiftlift Anchor

Rubber ring

Anchor

Steel recess former

Concrete Lifting

CO

MPA

NY

BA

CK

GR

OU

ND

PR

OD

UC

T

CATA

LO

GU

E

AN

CH

OR

S &

FA

STEN

ER

S

REID

BA

R &

FIT

TIN

GS

CO

NC

RETE

LIF

TIN

G

SYSTEM

S

NIR

VA

NA

MO

DU

LA

R

WA

LL C

ASTIN

G

SYSTEM

CA

ST-IN

CH

AN

NELS


Diagram 12.4.1

Articulated Steel Former

12.4.Articulated Swiftlift Steel Recess Former Specification

Very similar to Rubber Recess Formers they are split

and hinged and do not use rubber rings. They are

used in an identical way to Rubber Formers.

They must be maintained in a clean and oiled

condition in order to operate properly.

W

Table 12.4.1 – Aritculated Steel Recess Former Dimensions (mm)


Group (t)

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

Diagram 12.4.2

Articulated Steel Former Components

M

R

B

D

Articulated

void former

All thread

rod fixing

Holding Bar

Closing PlateSpacer Plate

Fixing Screw

Wing Nut

Concrete Lifting


Diagram 12.51

Colleted Steel Former

12.5.Colleted Swiftlift Steel Recess Former Specification

This recess former holds the anchor head very

securely and rigid. Specifically designed for holding

of anchors in high impact manufacturing processes

such as centrifugally spun pipes.

The tapered collets that hold the anchor into the

recess former are attached to the mounting bolt.

The bolt tightens the collets around the anchor head

when the recess former is secured to the form.

Table 12.5.1 – Colleted Steel Recess Former Dimensions (mm)


Group (t)

Reduced Former

1.3 30 8 10 42

2.5 37 10 11 52

5.0 49 12 15 69


M = Thread Tapped for Setting Bolt.


D = Rubber Ring Diameter.


R M B W

Diagram 12.5.2

Colleted Steel Former Components

M

R

B

Fixing screw Steel Recess Formers

Collet Collar

Collet Set -

Left and Right

Swiftlift Lifting

Anchor

Rubber Ring

Concrete Lifting

CO

MPA

NY

BA

CK

GR

OU

ND

PR

OD

UC

T

CATA

LO

GU

E

AN

CH

OR

S &

FA

STEN

ER

S

REID

BA

R &

FIT

TIN

GS

CO

NC

RETE

LIF

TIN

G

SYSTEM

S

NIR

VA

NA

MO

DU

LA

R

WA

LL C

ASTIN

G

SYSTEM

CA

ST-IN

CH

AN

NELS


B

R

M M

WD

Diagram 12.6.1

Edgelift 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

5.0/7.0 58 10 8 10 65 Black

10.0 75 10 10 10 68 Blue


M = Setting Bolt Size.


D = Removing Lever Hole Diameter.


R M B D W

Concrete Lifting

Documents

Concrete Lifting Design Manual