Guide to Safe Lifting & Propping

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

1.0 Overview 219 1.1 Introduction 219

1.2 Safety and the Law - 1992 Health and Safety in Employment Act 220

1.3 Safety Makes Sense 220

1.4 Special Cautions 220

2.0 Anchors and Lifting Eyes / Clutches 222 2.1 Types of Lifts 222

2.2 Types of Lifting Anchors 223

2.3 Lifting Eyes / Clutches 225

2.4 Anchor Identification 225

2.5 Foot Anchor Identification 225

2.6 Facelift Anchor Identification 225

2.7 Reid™ Eye Anchor (REA) Identification 226

2.8 1.3t Edgelift Anchor (1ELA) Identification 226

2.9 2.5t, 7t & 10t Edgelift Anchor with Feet (ELAWF) Identification 226

3.0 Anchor Installation 227 3.1 Installing Swiftlift Foot Anchors 227

3.2 How Swiftlift Lifting Clutches Work 229

3.3 Installing Swiftlift Eye Anchors 230

3.4 Correct Installation of Reid™ 2.5, 7 & 10t Edgelift Anchors 232

3.5 Correct Installation of Reid™ 1.3t Edgelift Anchors 234

3.6 How Edgelift / Hairpin Type Clutches Work 235

4.0 Rigging and Safe lifting 236 4.1 Effect of Sling Angle 236

4.2 Effective Rigging 237

4.3 Strongbacks 238

5.0 Pipe Lifting 239 5.1 Correct on site Handling & Jointing of Pipes 239

5.2 Working Load Limits and Concrete Strength 240

6.0 Reid™ Swiftbrace Props 241 6.1 Common Modes of Failure 241

6.2 Designing Safe Propping Configurations 242

6.3 Selecting the Correct Prop Size 243

6.4 Prop Working Load Limits 244

6.5 Bolting Requirements 245

6.6 Concrete Strength and Edge Distances 246

6.7 Installation Process 246

6.8 Retaining Walls 248

6.9 Specific Design 248

7.0 Tips & Tricks 249 7.1 Removing Plastic Recess Formers 249

7.2 Prop Dolly 250

7.3 Panel Pinning 250

7.4 Releasing Panels from the Casting Bed 251

Safe Lifting & Propping of Precast/Tiltup Concrete Panels & Pipes

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1.0 Overview

1.1 Introduction

The recommended methods of use detailed in this document are consistent with the “Approved

Code of Practice for the Safe Handling, Transportation and Erection of Precast Concrete” and focuses on

the key elements of:~

• Concrete lifting systems

• Types of cast in Anchors, how they work and their correct installation

• Rigging

• Lifting

• Installation

• Propping

Reid™ Construction Systems introduced the Swiftlift Concrete Lifting System to the Construction Industry in

Australia in 1977 and in New Zealand in 1984.

Swiftlift is a safe, simple and very efficient system that uses cast in lifting anchors with a forged spherical

head for lifting and handling pre-cast concrete elements. A special device known as a “clutch” or “lifting

eye” fits over the cast in anchor to provide connection between the crane and the element to be lifted.

Picture 1.1Swiftlift Clutch and Anchor Head



Other lifting systems utilise anchors made from high tensile steel, which can be less reliable than forged

anchors.

The Reid™ Swiftlift system is the most reliable and technically advanced concrete lifting system available.

All Reid™ Swiftlift anchors comply with the “Approved Code of Practice for the Safe Handling,

Transportation and Erection of Precast Concrete.”

• All Reid™ Swiftlift and Edgelift anchors are designed with a minimum Factor of Safety of 3 times the

Working Load Limit (W.L.L).

• All Reid™Lifting Clutches are designed with a minimum safety factor of 5 times the Working Load

Limit (W.L.L).

1.2 Safety and the Law - Health and Safety in Employment Act 1992

The principal object of the Health and Safety in Employment Act 1992 (HSE Act) is to prevent harm to

employees at work. To do this it imposes duties on employers, employees, principals and others to promote

excellent health and safety management by employers. It also provides for the making of regulations and

codes of practice.

The “Approved Code of Practice for the Safe Handling, Transportation and Erection of Precast Concrete” was

developed by construction industry representatives to ensure safe work practices are promoted and become

standardized normal work practices in precast factories and on building sites.

1.3 Safety Makes Sense

Every year hundreds of people are injured at work in factories or on construction sites.

The Photos 1.1.1 on the next page are scenes of near miss and fatal incidents which could have been

avoided by complying with the Approved Code of Practice.

1.4 Special Cautions

Reids™ Swiftlift and Edgelift Anchors must not be exposed to temperature extremes or welded in any form

as this will render the system hazardous.

Never attach anchors to reinforcing steel by spot welding.


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A complex series of errors - site preparation, incorrect propping

Incorrectly using Foot Anchor instead of Eye Anchor

Photo 1.1.1 – Accidents



2.0 Anchors and Lifting Eyes / Clutches

Anchors are fixings that are cast in to the concrete element that allow for the connection to the lifting rig.

These elements can be anything formed from concrete, such as manholes, pipes, beams, columns, wall

panels, stairs, arches, etc.

The safe lifting and placement of an element

requires the following:

• The correct anchor type to be specified and

cast in

• The correct number of anchors

• The correct positioning of the anchors in the

element

• The correct rigging of the lifting slings

• The correct minimum concrete strength

Reid™ Swiftlift and Edgelift anchors are a simple,

safe, and effective means of lifting and handling

precast concrete elements.

2.1 Types of Lifts

There are two main types of lifts. Different types of

anchors are used for each lift type.

1. Face Lift – The initial lift is in line with the

anchor. The initial lift puts the anchor in

tension. Refer to Diagram 2.1.1

2. Edge Lift – The initial lift is across the anchor.

The initial lift puts the anchor in shear. Refer to

Diagram 2.1.2

Diagram 2.1.1Face Lift

Diagram 2.1.2Edge Lift


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2.2 Types of Lifting Anchors

Anchors are classified as either Facelift or Edgelift as described in Section 2.1.

Facelift Anchors and Foot Anchors:

The distance to any edge and the length of the anchor are critical factors when using Facelift

Anchors because both affect the lifting capacity.

Reid™ make Facelift Anchors in sizes from 35mm long 1.3t anchors to 700mm long 30t anchors.

Always use the longest posssible foot anchor available in any application.

The Anchor gains its capacity by developing a pull out cone in the concrete. The diameter of the cone at the face of the concrete is about 6 times the depth of the Anchor.

Foot Anchors are cast into the face of the element with a recess former used to form the hollow into which the Clutch is placed to engage the head of the Anchor.

Diagram 2.2.1Facelift Anchor

Facelift Anchor Foot Anchor

Both anchors are used for face lifting. Face lifting is the safest and mostreliable method of lifting.



Edgelift Anchors are Swiftlift Foot Anchors with a special eye at the foot to allow the addition of an extra reinforcing bar to increase the lifting capacity of the anchor in weak concrete or thin elements where Foot Anchors would not develop enough pullout capacity.

Edgelift Anchors must be installed correctly to work as they are often installed in areas where edge distance is at a minimum and any error can be disastrous. They lift in shear to begin with and then tension as the element is rotated for placement. Refer to Section 3.3 for more information.

Reid™ manufacture Edgelift Anchors in various sizes and types as shown in Diagram 2.2.3.

Edgelift Eye Anchors come as shown or in a number of different pre-assembled kits. The kits incorporate the anchor, recess former and shear bar or cage making for easier installation. Full details of these are contained in the Reid™ Concrete Lifting Design Manual. Edgelift Anchors have two lifting capacities, one for shear and one for tension. A Shear Bar (Refer to section 3.3) must be used with the 1.3t Edgelift Anchor and all Eye Anchors for tiltup shear lifts.

Edgelift Anchors:

Edgelift Anchors are cast into the side of the element with a recess former used to form the hollow into which the Clutch is placed to engage the head of the Anchor.

The foot of the Shear Bar stops the lifter pulling out when tilting up the panel. Correct installation of the shear bar is critical for it to work. Refer to section 3.3

Diagram 2.2.2 Edgelift Anchor

Diagram 2.2.3 Edgelift Anchors

1.3t Edgelift Anchor 1.3, 2.5, 5 & 10t Eye Anchors 2.5, 7 & 10 Edgelift Anchors with feet


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2.3 Lifting Eyes / Clutches

There are two main types of Lifting Clutches, or Eyes, which fasten to the head of the Anchor.

Refer to Diagram 2.3.1

Swiftlift Clutches Hairpin or Flat Anchor Clutches

Diagram 2.3.1Lifting Clutches

2.4 Anchor Identification

The NZ Code of Practice states, “All lifting inserts embedded in concrete shall be clearly marked to enable

their length and type to be identified after they have been cast into the element.”

2.5 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.

Clutch Rating: This is the W.L.L of the lifting clutch that fits this anchor. Refer to Section 3.2 & 3.6

2.6 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: 5FLA130 = 5 tonnes maximum load, Facelift Anchor, 130 mm overall length.


Reid™ Logo

Clutch Rating / Load Group (tonnes)

Anchor Length (mm)

Reid™ Logo (back)

Clutch Rating / Load Group (tonnes)

Anchor Length (mm)

Diagram 2.5.1 – Foot Anchor Diagram 2.5.2 – Facelift Anchor



Edge Anchor Identification – Diagram 2.8.1 shows

the marking on body of a Reid™ Edgelift Anchor.

2.9 2.5t, 7.0t and 10.0t 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.

Edgelift Anchors use Hanger Bars to achieve the

rated lift capacities in tension.

NB: Eye Anchors and Edgelift Anchors must have

additional reinforcing steel Hanger Bars installed.

Refer to Sections 3.3 & 3.4 for more information.

2.7 Reid™ Eye Anchor (REA) Identification

Clutch Rating: This is the W.L.L of the lifting

clutch that fits this anchor.

Refer to Section 3.2

Reid™ Eye Anchors use additional reinforcing

Hanger Bars to achieve tensile lift capacities in

thin sections or low strength concrete.

Refer to Section 3.3

There is no length stamp on an Eye Anchor

because of the need for the Hanger Bar, which

can vary in length.

Reid™ LogoClutch Rating (tonnes)

Clutch Rating

Product Code

Diagram 2.7.1 – Reid™ Eye Anchor2.8 1.3t Edgelift Anchor (1ELA) Identification

The 1ELA has been designed specifically for use in

thin concrete sections.

Product Code

Product Code

Diagram 2.9.1 – Edgelift Anchor with Feet

Diagram 2.8.1 – Reid™ 1.3t Edgelift Anchor


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3.0 Anchor Installation

3.1 Installing Swiftlift Foot Anchors

Swiftlift Anchors are cast into the concrete with recess formers to create the void in the

concrete permitting the lifting clutch to attach to the head of the anchor. Figure 3.1.1

shows the two main Foot Anchor installations. Recess formers may be plastic, steel, or

rubber depending on application or casting process.

Recess Former

Figure 3.1.1Foot Anchor Installation

PCHAIRS – installed priorto casting concrete.

Puddle in – placed as the concrete is cast and worked.

Photo 3.1.1 shows how the recess former looks installed in the concrete and Photo 3.1.2 shows the recess

former removed and the anchor head exposed ready to receive the lifting clutch.

See Sections 7.0 for removing plastic recess former.

Photo 3.1.1Recess former in concrete

Photo 3.1.2Recess former removed



Table 3.1.1 gives the Working Load Limits of Foot Anchors for the given strength of concrete at time of lifting.

Anchor

Load Group

1.3 35 0.55 0.64 0.71 0.78

1.3 45 0.77 0.90 1.00 1.10

1.3 55 1.02 1.18 1.30* 1.30*

1.3 66 1.30* 1.30* 1.30* 1.30*

1.3 85 1.30* 1.30* 1.30* 1.30*

1.3# 120 1.30* 1.30* 1.30* 1.30*

2.5 55 1.07 1.24 1.38 1.51

2.5 65 1.34 1.55 1.73 1.90

2.5 75 1.63 1.88 2.10 2.30

2.5 90 2.10 2.42 2.50* 2.50*

2.5 120 2.50* 2.50* 2.50* 2.50*

2.5# 170 2.50* 2.50* 2.50* 2.50*

5.0 95 2.36 2.73 3.05 3.34

5.0 120 3.42 4.16 4.83 5.00*

5.0 150 5.00* 5.00* 5.00* 5.00*

5.0 170 5.00* 5.00* 5.00* 5.00*

5.0# 240 5.00* 5.00* 5.00* 5.00*

10.0 150 5.20 6.30 7.32 8.27

10.0 170 6.57 7.97 9.26 10.00*

10.0# 340 10.00* 10.00* 10.00* 10.00*

15 MPa 20 MPa 25 MPa 30 MPa

Anchor

Length

Concrete Compressive Strength at Lift (f’c)

Table 3.1.1 – W.L.L’s for Foot Anchors

15 MPa 20 MPa 25 MPa 30 MPa

Concrete Compressive Strength at Lift (f’c)Load Group

Length

5 100 3.66 4.44 5.00* 5.00*

5 130 5.00* 5.00* 5.00* 5.00*

Table 3.1.2 – W.L.L’s for Facelift Anchors

Anchor

Length

#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.

NB. It is important to understand that the actual capacity for a particular lift may be lower than the rating

stamped on the anchor due to factors such as concrete strength, edge distances and proximity to other

anchors.


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4

3.2 How Swiftlift Lifting Clutches Work

Diagram 3.2.1Swiftlift Clutch

Handle

Tab

Clutch slot

Diagram 3.2.2Swiftlift Remote Release Clutch

Figure 1. The Lifting Clutch is attached to the

Swiftlift Anchor by lowering the clutch slot over

the anchor and rotating the tab until it rests on the

concrete surface, with the tab on the side that will

be uppermost when lifting.

Figure 2. As the load is raised the Anchor takes

the full load in tension.

Figure 3. As the load rotates or if lifted with the

anchor in shear, the clutch comes into contact

with the concrete. This transfers the lifting force

into the concrete and the anchor prevents the

clutch slipping out of the recess.

Figure 4. Lifting away from the tab is also safe

provided the tab does not rise more than 30˚ from

concrete surface.

Lift Direction

Tab is rotated over to sit on surface Sling handle

Concrete

Foot anchor depth varies

1

Lift

Touchingconcrete

30˚max

Lift

Diagram 3.2.3 Swiftlift Clutch Operation



Swiftlift Lifting Clutches are made in different sizes and rating to match the anchors.

The correct clutch must be used with the correct anchor size, ie 2.5t clutch with

2.5t anchor. Table 3.2.1 gives details of the clutches available.

3.3 Installing Swiftlift Eye Anchors

Eye Anchors are used to lift panels where

the thinness of the concrete requires

extra reinforcing steel (hanger bars) to be

connected to the anchor to get the required

lifting capacity. Eye Anchors come in 1.3,

2.5, 5, 10, 20 & 32t capacities. The

length of hanger bar required with each of

these anchors in 10MPa concrete is given

in Table 3.3.1

Product Code DescriptionWorking Load Limit

(Tonnes)

Table 3.2.1 - Swiftlift Clutches

1LE 1.3t Swiftlift Clutch 1.3

2LE 2.5t Swiftlift Clutch 2.5

5LE 5t Swiftlift Clutch 5.0




Anchor Bar Dia (mm) Bar Length(1) (mm)

Table 3.3.1 – Hanger Bars Lengths

Swiftlift Eye Anchors

Working Load Limits – 10MPa concrete(1)

1.3 8 1000

2.5 12 1500

5.0 16 2000

10.0 20 2700

Diagram 3.3.1Eye Anchor Installation

Deformed bar

or prestressing

strand.

Shear Bar Eye Anchor

Hanger Bar

Hooked bars

give better

holding

strength.

35˚ – 45˚

(1) Cut & bent length


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Diagram 3.3.2 – Shear Bar Installation

Clutch bears against Shear

Bar preventing the edge from

breaking

Diagram 3.3.3 – Clutch and Shear Bar Operation

When the tilt up operation begins the

clutch will bear against the side of the

recess and the shear bar.

NB: If the panel is placed flat during

transportation or installation care must

be taken to ensure it is not turned over

as the shear bar will be on the wrong

side.

Use two shear bars facing opposite

ways if the panel is to be lifted from

both directions during transportation or

installation.

Shear Bars are used when egde lifting

a thin panel. As shown in Section 3.2

when lifting in shear the lifting clutch

bears against the concrete. In a thin

panel this can break the edge out and

cause the anchor to pull out during the

tilt up operation.

To prevent this a Shear Bar is

installed as shown in

Diagram 3.3.2. Care must be taken

to ensure the feet of the Shear Bar are

down as shown to ensure the load is

properly transferred as far as possible

into the concrete.

Shear Bar CodeMin Panel

Thickness (mm)Use with Anchor

Table 3.3.2 – Shear Bars

1 ELASB 80 1ELA

1REA

5 ELASB120 120 5REA

5 ELASB 150 5REA

Shear Bars are available for 1.3 & 5t Edgelift Eye

Anchors. Table 3.3.2 gives the correct Shear Bar to

use with each anchor.

Shear Lifter

1ELASB 80 0.60 0.70 0.78 0.86

100 0.68 0.78 0.88 0.96

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

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

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

PanelThickness

(mm)15 20 25 30

Table 3.3.3 – Shear Lift Capacity

– Uncracked Concrete WLL (tonnes)

Table 3.3.3 gives lift capacities for Shear Bars.

Lift

Shear Bar

placed against

recess former



3.4 Correct Installation of Reid™ 2.5t, 7t and 10t Edgelift Anchors with Feet

Edgelift Anchors with feet (ELAWF) are designed for edge lift tiltup applications . The

anchors require hanger bars for vertical lifting as shown in diagrams 3.4.1 and 3.4.2

NB: When lifting to capacity on a 7t or 10t ELAWF an up-rated (7 or 10 tonne) clutch

must also be used.

Diagram 3.4.1

Edge Lifter installed in panel

The anchor must be orientated at right angles

to the face of the panel, refer to Diagram

3.4.1, 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 3.4.2 and Tables on page 233.

These bars must be bent down into the panel

at an included angle between 35˚ to 45˚ and

with a bend diameter of 5 bar diameters.

Refer to Tables on page 233 for Hanger Bar

length

The specially designed feet provide superior

anchorage in shear in both directions.

Diagram 3.4.2

Edge Lifter & Hanger Bars

35˚ – 45˚

PanelHanger bars

Edge Lifter

Recess former


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15MPa 20MPa 25MPa

Table 3.4.1 – 2ELAWF Shear Lift

Working Load Limit (t) – Unreinforced concrete

Concrete Strength at time of liftPanel

Thickness

(mm)

100 2.20 2.50 2.50

120 2.40 2.50 2.50

150 2.50 2.50 2.50

Lift

15MPa

Bar Length(2)

(mm)

25MPa

Bar Length(2)

(mm)W.L.L. tonnes

Table 3.4.2 – 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

(1) Min 100 mm thick panel

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


35˚ – 45˚

Cut &

Bent length

Diagram 3.4.3

Hanger Bar Length

15MPa 20MPa 25MPa




Thickness

(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

Lift

15MPa

Bar Length(2)

(mm)

25MPa

Bar Length(2)

(mm)W.L.L. tonnes




7 1253 973

5 895 695

4 715 555

3 540 415

2 360 280

Lift




Lift

15MPa 20MPa 25MPa




Thickness

(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 9.0015MPa

Bar Length(2)

(mm)

25MPa

Bar Length(2)

(mm)W.L.L. tonnes




10 1345 1040

9 1210 935

8 1080 830

7 940 730

6 805 625

5 670 520

4 540 415

Lift






3.5 Correct Installation of Reid™ 1.3t Edgelift Anchors

The 1.3 tonne Edgelift Anchor (1ELA ) is suitable for thin panels and top lifting of pipes

and tanks. When cast in the top edge and lifted in tension it requires no hanger bars.

Table 3.5.1 gives working load limits for tension lifts.

hanger bar

shear bar

L 35˚ – 45˚

Diagram 3.5.11 ELA with Hanger and Shear Bar

Lift

Table 3.5.1 – 1ELA Vertical Lift Capacity(2)

Working Load Limits (tonnes) No Hanger Bars

Concrete Strength at time of lift

15MPa 20MPa 25MPa

Panel

Thickness

(mm)

* Maximum permissible clutch load

100 0.63 0.77 0.89

120 0.76 0.92 1.06

140 0.94 1.14 1.25*

Shear Capacity

Limited to 400kg max by steel strength of anchor.

Lift

For shear lifting a Shear Bar is required. Hanger Bar can be used to increase the lift capacity in 15MPa concrete and thin panels. L = 400mm min. Cut 800mm of HD8 Bar


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Table 3.6.1 - Hairpin Clutches

Product Code Clutch W.L.L.

1ELALE 1.3t

2HPLE 2.5t

6HPLE* 6t*

10HPLE 10t

*This lifting clutch will be uprated to 7 tonnes in 2006 to develop full working capacity of 7ELAWF.

3.6 How Edgelift / Hairpin Type Clutches Work

2, 6 & 10 HPLE Clutch 1ELALE ClutchDiagram 3.6.1

Hairpin or Flat Anchor Clutch

Diagram 3.6.2 – Hairpin Clutch Operation

Figure 1. Recess former is levered out of concrete.

Figure 2. The Lifting Eye is attached to the Edgelift

Anchor by lowering the clutch slot over the anchor.

Figure 3. Rotate the clutch tab until it rests on the

concrete surface, with the tab on the side which

will be uppermost when lifting.

Figure 4. If shear loads are applied to the anchor

then Shear Bars need to be installed for the correct

load direction.

The pin prevents release when lifting.

The hole at the end at the handle is for attaching a remote line for disengaging.

The handle is rotated within its sleeve to engage or withdraw the locking pin at the bottom.

The locking pin enters in its locating hole in the clutch, to engage in position.

1

2

3

4



Diagram 4.1.1

Sling Angles

NB – Never make sling length shorter than the distance between two anchors.

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.

4.0 Rigging and Safe Lifting

4.1 Effect of Sling Angle


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4.2 Effective Rigging

The effect of uneven slings from a central lifting point

When lifting with 4 slings from a single point any slight

variation in sling lengths will cause the load to be

shared between 2 slings meaning individual anchor and

sling loads will double.

N.B.: The lifting design above can only be used if the load of the panel can be taken by two diagonal anchors, in which case it is a ‘Standard Lift’. If not, a non standard lift with a spreader or lifting beam should be used.

Using a triangular lifting beam with shackels and two sets of chains will ensure legs are equally loaded.

10 Tonnes

NON STANDARD LIFT

(Special equalization needed)

STANDARD LIFT

(All load designed to go on 2 anchors)

Using a lifting beam with four chains will ensure the legs are equally loaded.

Using a lifting beam with 2 rolling blocks to ensure equal loading.



4.3 Strongbacks

Because of the complex shape of some panels they need to be strengthened before lifting. The most

common method of strengthening panels is to bolt on external beams as strongbacks.

Strongbacks must be properly designed and located to provide the necessary stiffness to prevent the panel

from cracking. This requires the strongback to be rigid and connections to be located correctly.

The strongback must be located to allow the rigging to operate without interference at all angles of the lift

operation.

Care must be taken when removing strongbacks as they are heavy and if allowed to fall or swing can cause

considerable damage to panels, equipment and people.

Diagram 4.3.1 - Complex panel shapes needing strongbacks.

Common strongback sections are shown below.

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™

HSB12/230 Hex Screw Bolts.


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5.0 Pipe Handling

5.1 Correct on Site Handling & Jointing of Pipes

The sling

The sling is made up as a two-legged chain sling with

2 Swiftlift Lifting Eyes and a shortening hook to enable

one chain leg to be shortened.

The sling is so constructed that either a symmetrical or

asymmetrical lifting sling can be made.

Never make chain length shorter than the distance between two anchors.

Using a spreader between 2 chains will ensure no damage to top edge of the manhole riser

Transport, lowering and

placing pipe in trench

The pipes are handled with the sling in its symmetrical mode and are lowered into the trench close to the last pipe laid.

1.2m

1.2

m m

in

1.2

m m

in

UL2 UL1

2000m

m

1270m

m

730m

m

UL2UL1

100mm

Shortening Hook

Shortening Ring

Jointing the pipes

The crane hook is lowered so that both slings become slack. This enables the sling to UL1 to be shortened by placing the shortening ring onto the shortening hook. UL2 is then disconnected from the pipe to be jointed and attached to the furthest anchor on the previously laid pipe.

UL1 UL2



5.2 Working Load Limits and Concrete Strength

*Maximum W.L.L. of Lifting Clutch

• Min edge distance = three times anchor length

• Min anchor spacing = six times anchor length

• Min concrete strength at time of lifting is no less than 40MPa

Anchor Size

1.3 35 0.55 0.90

1.3 45 0.77 1.27

1.3 55 1.02 1.30*

1.3 66 1.30* 1.30*

1.3 85 1.30* 1.30*

1.3 120 1.30* 1.30*

2.5 55 1.07 1.50

2.5 65 1.34 1.90

2.5 75 1.63 2.50*

2.5 90 2.10 2.50*

2.5 120 2.50* 2.50*

2.5 170 2.50* 2.50*

5.0 95 2.36 3.86

5.0 120 3.42 5.00*

5.0 150 5.00* 5.00*

5.0 170 5.00* 5.00*

5.0 240 5.00* 5.00*

10.0 150 5.20 9.55

10.0 170 6.57 10.00*

10.0 340 10.00* 10.00*

Anchor Length (mm)

15MPa 40MPa

Concrete Compressive

Strength When Lifting

Table 5.2.1 – WLL vs Concrete Strength


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6.0 Reid™ Swiftbrace Props

Reid™ Swiftbrace Props are high capacity steel props suitable for the positioning and

temporary stabilizing of:

• Precast elements

• Retaining walls

• Tiltup panels

• Block walls

• Formwork

The props conform to NZS3404:1997 design standard and meet the requirements of the “Approved Code of

Practice for The Safe Handling and Erection of pre-cast Concrete.”

Nominal prop sizes:

Fixed Length: 3.5m, 5m, 6.5m, 8m, and 10m.

Telescopic: 5m to 8m with 500mm adjustment stops.

All props have a screw thread fine adjustment length of approximately 500mm.

6.1 Common Modes of Failure.

Panels can break or props fail if the bracing configuration is not right. Diagram 6.1.1 shows the most

common modes of failure.

Diagram 6.1.1Common Modes of Failure



6.2 Designing Safe Propping Configurations

The basis of design for wind force on a panel is shown in Diagram 6.2.1

Diagram 6.2.1Wind force Calculation for Prop Design

FW = Wind load on panel from NZS 4203.Fø = Actual load in Prop.FH = Horizontal component of total load in Prop (Fø) actually resisting wind FW.n = Number of props per panel.H = Panel height.BH = Bracing height. (0.67 x H ideally)ø = Brace angle (45˚ to 60˚)

Fø =FH

cos øFH = x

Fw

n

0.5

BH

Fø must be less than the W.L.L of the Prop

To calculate the prop strength required you will need a copy of NZS4203 and follow the following steps.

1: Calculate the Wind Force (Fw) on the panel using NZS4203.

2: Use the equations shown in Diagram 6.2.1 to calculate the resulting horizontal force (FH ) on the prop at

the height at which it is fixed to the panel (BH), and the actual force (Fø) in the prop.

The strength of the prop (refer to Table 6.4.1) must be greater than the load force (Fø).


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6.3 Selecting the correct Prop size

The selection of prop length is made taking into account the panel height, the load the prop must carry, and

the position of the anchoring point on the ground.

Ideally the arrangement should be as shown in Diagram 6.3.1 below.

Foot length = 0.75 x BH

Prop

leng

th =

1.2

5 x

BH

BH H 5

3

4

H = Panel HeightBH= 0.67 x H

Diagram 6.3.1Recommended Prop Configuration

Example: If the panel is 7m high.

H = 7BH = 0.67 x 7 = 4.7m

Foot Length = 0.75 x 4.7 = 3.5m

Prop Length = 1.25 x 4.7 = 5.9m

Therefore a 6m prop is the ideal length however longer or shorter props may be used providing a safe

configuration is achieved. Pay attention to attaching the prop high enough up the panel while keeping the

prop angle at a maximum of 60˚.

As a rule of thumb a 3/4/5 triangle shown in Diagram 6.3.1 is a good installation configuration guide.

NB: Every panel must have at least two support props.



6.4 Prop Working Load Limits

The following tables are used as a quick guide to help select props for most common tiltup and precast

applications.

(1). Based on 50% of the characteristic capacity of the steel section used to manufacture the prop.

3.5 3.7 1.6 Light Duty

3.5 3.9 5.0 Heavy Duty

5.0 5.5 2.7

6.5 6.9 1.7

8.0 8.5 1.2

10.0 10.5 1.8

5.0 – 8 .0 8.0 0.7 @ 8.0m Telescopic

3.1 @ 5.0m Prop

Nom Prop Length (m) Max Size (m) W.L.L (Tonnes) Type

Table 6.4.1 – Working Load Limits(1)

* Light Duty ** Heavy Duty

(1). Additional panel width can be achieved by using 3 or more props per panel.

Panel Height (m)

3 12.0 12.0

4 12.0 12.0 12.0 12.0

5 8.6 12.0 12.0 12.0 12.0

6 6.0 12.0 12.0 11.8 12.0

7 10.6 8.7 7.5 12.0

8 8.1 6.6 5.8 10.8 8.3

9 5.2 4.6 8.5 6.5

10 4.2 3.7 6.9 4.0

11 3.3 3.0 5.7 1.8

12 2.5 4.8

13 4.1

3.5* 3.5** 5 6.5 8 10 Telescopic

Table 6.4.2 – Maximum Panel Width Supported by 2 Props(1) (No knee bracing)

Nominal prop length (m)


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6.5 Bolting Requirements

Table 6.5.1 gives the minimum required bolt sizes for panel heights, for safe connection of the prop plates

to the panel and support.

Key

Liebig Safety Bolts AS15/15 or B15/45/105

Liebig Safety Bolts AS20/15 or B20/50

Reid™ BA20/110

Specific Design

Example:

A 5m high panel 10m wide requires Liebig AS20/15 or B20/50 Safety Bolts.

(For further information see clause 2.3.4 of the for the “Approved code of Practice for Handling

Transportation and Erection of Precast Concrete”.)

It is very important that bolts are tightened to correct torque levels to ensure they are correctly set. Recheck

bolts after strong winds.

Panel Height (m)

2 4 5

Table 6.5.1 – Prop Bolting(1)

Panel Width (m)

1. Based on NZS4203 for temporary structures.

3

4

5

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9

10

11

12

13

14

15

10 12 148



6.6 Concrete Strength and Edges Distances

Any concrete to which the props are fixed must have a minimum of 15MPa compressive strength at time of

fixing.

Free edges must be treated with care to avoid edge break and loss of support. It is recommended that the

distance to any free edge be at least 3 times the bolting depth.

6.7 Installation Process

The procedure of attaching the props to the panels and lifting of the panels into position varies with each

site and the constraints of that site.

The following procedure is recommend.

1: For safety it is best to attach the props to the panels prior to lifting. This avoids situations as shown in Photo 6.7.1 where a worker has to work from a ladder to drill and set the bolts.

There is no guarantee that bolts will be correctly installed when a person is working at the limits of their reach and from an unsafe platform.

When panels are transported to site it may not be possible to fix prop to the panel prior to lifting, in which case take all necessary steps to ensure the safety of the worker fixing the prop to the panel.

It is very important that bolts are tightened to correct torque levels to ensure they are correctly set.

Recheck bolts after strong winds.

Photo 6.7.2 shows props fixed to the panel prior to the lift commencing.

Photo 6.7.1Attaching Prop

to Panel after lift

Photo 6.7.2Props attached prior to lift


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2: Lift the panel carefully into place, the feet of the attached props will need to be lifted out as the panel is positioned to avoid scraping along the ground. Small dollies can be used for this also (Refer to Section 7.2)

Secure foot

PropPanel

LiftLift foot end of prop or use dollies (refer to Section 7.2)

Diagram 6.7.1 – Lift Process

Diagram 6.7.2 – Foot Bolting

3: Once the panel is placed in its correct position and approximately vertical the feet of the props can be secured using suitable safety bolts and flat washer.

As with the prop head the foot plate must be secured with suitable safety bolts tightened to the correct torque setting to ensure they do not shake loose.

4: Once the foot of the prop is secure the prop shaft is rotated to adjust its length to true the panel as shown in Diagram 6.7.3.

Diagram 6.7.3 – Truing Panel



6.8 Retaining Walls

For retaining walls that are to be backfilled while propped the additional load of the backfilling must be

allowed for in the selection of the correct prop.

Please consult with a Reid™ Representative or your Engineer for advice.

6.9 Specific Design

Specific design of props and bolting will be required in the following conditions:

• Panels subject to additional loads from backfill, construction traffic or other additional loading.

• High wind situations, such as funnelling, exposed ridges, coastal exposure, etc.

• Long term propping requiring specific wind design in terms of NZS4203:1992.

• Any other condition that would exceed the 0.5kPa construction period wind load.

If you are unsure about any aspect of propping, seek advice from a Reid™ Construction Systems Ltd

Representative or your Engineer.


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7.0 Tips and Tricks

The following ideas are practical tips and practices that can help make the erection of panels easier and

faster.

7.1 Removing round plastic recess formers.

Many people use a screwdriver and hammer to chip out the plastic recess formers. This works but often

leaves debris in the void that can interfere with the setting of the clutch or operation of the remote release.

It is better to use the method below.

The recess former as seen after concrete has set.

Using a self-drilling hex head wood screw and electric drill, drill into the centre of the recess former.

The screw will contact the centre of the lifting anchor head and the recess former will pop with ease.

The recess former is removed leaving a clean void and the collet, that is easily pulled off to allow the clutch to be set on the anchor.



7.3 Panel Pinning

7.2 Prop Dolly

Using a small wheeled Dolly on the prop foot when lifting panels allows the prop to move easily without

damaging the floor or prop and eases the lift process as shown in Diagram 7.2.1.

Diagram 7.2.1Prop Dolly

Prop footplate

Dolly

Either pin with rebar or bolt a block to slab to provide stop on panel line.

Diagram 7.3.1Panel Pinning


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7.4 Releasing panels from the casting bed

When lifting up panels from the casting bed it is very important not to overload the lifting anchors.

Overloading can be caused by:

• Releasing agent not releasing properly.

• High panel to bed suction.

• Incorrectly located anchors.

• Surrounding water or other liquid preventing air getting under the panel.

• Panels bouncing with sudden release causing shock loading.

To prevent overloading the anchors the lift should be carried out as follows:

1. The crane takes up the slack of the rig and slowly increases the lifting force until the load on the anchors

is only slightly above the force needed to lift the panel.

2. If the panel has not released, pry bars should be used to break the seal between the panel and casting

bed.

3. Once the panel has released it can be lifted normally.

Avoid using excessive lifting force with the crane as this will cause the panel to release suddenly and bounce

hard down on the anchors and may result in panel and/or anchor damage.

Light tension

Diagram 7.4.1Releasing panels from the casting bed


Guide to Safe Lifting & Propping

Documents

Transcript of Guide to Safe Lifting & Propping