Reidbar Catalogue 07 08 WEB

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Reidbar & Fittings


http://slidepdf.com/reader/full/reidbar-catalogue-07-08-web 2/7270© Copyright Reid™ Construction Systems 2007. All rights reserved. Moral rights asserted.

TM

INTRODUCTION 72

APPLICATION EXAMPLES 73

REINFORCING 75 Features and Benefits 75 Specifications & Sizes 76 Reidbar™ Components 77 Typical Construction Details 80 Frequently Asked Questions 85

FORMWORK 89 Features and Benefits 89 Specifications & Working Loads 89 Reidform™ for Panel Construction 90 Typical Construction Details 91 Design Example 93

SOIL & ROCK SUPPORT 95 Features and Benefits 95 Specifications & Working Loads 96 Anchorage with Cement Grout 97 Anchorage with Resins 99 Installation of Resin Anchors 100 Reidbar™ Centralisers 101

Anchoring into Existing Concrete 102

BRACING & TIE DOWN 105 Features and Benefits 105 Reidbar™ for Wind Bracing 106 BraceLok Bracing System 106 Reidbrace™ Bracing System 108

REID™ DESIGN CONCEPTS FOR REINFORCEMENT ANCHORAGE 112Design process for Cone Pullout 114

Example calculation 115

CORROSION OF REIDBAR™ 118 Corrosion Protection of Grade 500 Reidbar™ 118 Double Protection for Permanent Ground Support 121

WELDING 122 Grade 500E (Micro Alloyed) 123 Grade 500E (Quenched and Tempered) 125

APPENDIX 126

The extent of engineering and materials technology and specifications are constantly

changing. To the best of our knowledge the information presented in this manual wascorrect at the time of printing, however we reserve the right to change specificationswithout notice.

IF SPECIFICATIONS ARE CRITICAL TO YOUR PROJECT, PLEASE CHECK WITH THEREID™ ENGINEERING TEAM ON 0800 88 22 12.

Contents



C O MP A N Y

B A C K G R O U N D

P R

O D U C T

C A T

A L O G U E

A N C H O R S &

F A S T E N E R S

R E I D B A R &

F I T T I N G S

C O N C R E T E

L I F T I N G

S

Y S T E M S

N I R V A N A

M O D U L A R

WA L L C A S T I N G

S Y S T E M

C A S T -I N

C H A N N E L S

TM

Reidbar™ is a reinforcing bar that can be cut at any

point along its length and screwed into one of a

number of threaded components. This unique feature

enables an entirely new approach to reinforcement

placing and fixing.

Reidbar™ threaded reinforcing provides simple

solutions for construction problems, reducing both

labour and material costs.

Reidbar™ systems are revolutionising construction

RB12 threaded inserts anchoring starter bars atWatercare’s new water treatment facility.

RB25 couplers providing anchorage for wall steelbetween columns at Hamilton Casino.

Structural connections using RB32 couplers andRB32 footplates in bridge construction.

Each floor of this building took 3 days to construct.



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Introduction

Reidbar™ was introduced in 1995 to fill the industry’sneed for a more efficient and simple way of joiningreinforcing bar. Reid’s™ engineers noticed that thenormal deformation of reinforcing bar was like athread, but could not be used for this purpose, andwent about applying the concept so that it could beadapted into a number of engineering solutions forconnections in concrete construction.

Other mechanical splicing systems are commonlyused but add to the complexity and cost of the joiningprocess as special equipment and trained operatorsare needed on site. The joining of reinforcing barusing conventional lapping is the most utilisedmethod, due to its relatively low cost, although it isnot as efficient as mechanical systems. Lapped barsare offset to each other which mean that eccentricities

need to be considered and wastage on site is typicallyestimated as 10% or more.

As well as an alternate solution to lapping bars ormechanically joining them on site the thread onReidbar™ has also led to a wide range of benefitsin all types of connections required in concreteconstruction. Cost for the system is comparable withthe lapping bars, but with a stronger connection, andis more economical than any other mechanical systemavailable.

The Reidbar™ engineering principle is extremelyeffective when applied to starter bars for connectingslab sections and replacing hooked bars in connectingpre-cast components. Reidbar™ components providean easy way to achieve secure anchor points andconnections that are stronger than the reinforcing barand allow more effective construction methods to beused.

Reidbar™ also removes the need to bend reinforcingor to have protruding starter bars that can inhibitthe transport of precast concrete components andsite access during construction. This increases thestructural integrity of the connection and increasescost reductions for the job by increasing efficiency.

The starter bars can be installed when required usingthe Reidbar™ system.

Another major benefit on-site is the lack of problemsin the use of Reidbar™ as it is simple to work withand no special lengths are required. Connectionsare easy, the bar can be cut as required, the ruggedthreads are resistant to damage and the ability to joinshorter lengths reduces wastage.

The introduction of Reidbar™ has changed theway engineers approach the design of reinforcingand offers significant benefits in reducing labourand material costs because it improves engineeringperformance and increases connection strength. Theproduct now has wide acceptance by the consultingindustry and is used with great success for rockanchoring, soil nailing, formwork and wind bracing

applications.Reidbar™ has been developed through UniversityResearch Projects, extensive in-house testing and byuse in major engineering projects, both in Australiaand New Zealand. Reid™ has a team of engineersworking on new products and engineering solutionsto continue the refinement of Reidbar™ and thedevelopment of new ways that the system can benefitthe construction and building industry.

Research work is fundamental to the Reid™ approachto product development and for providing up to theminute solutions to the construction industry.

The Reidbar™ system has generated innovativesolutions for the precast construction of multi storey

buildings that makes concrete competitive with steelalternatives. Our most recent research program wasat the University of Auckland regarding the assessingof the Seismic Performance of Reinforcement CouplerSystems (by Anselmo Bai, supervised by Dr JasonIngham - 2003).

Previous University research applicable to the Reid™ approach include:

Date Description Author Institution

August 93 Tensile capacity of steel connectors with short Restrepo-Posada & Park Canterbury embedment lengths in concrete

Sept 96 Tensile capacity of hooked bar anchorages with short Nigel Watts Canterbury embedment lengths in concrete

Sept 96 Tensile capacity of headed anchors with short embedment Barry Magee Canterbury lengths in concrete

Oct 98 Anchorage plates and mechanical couplers in seismic KL Young Auckland resistant concrete frames with threaded bar

June 2000 Methods of joining precast components to form Maureen Ma Auckland structural walls

2003 Assessing the seismic performance of Reinforcement Anselmo Bai Auckland

Coupler System.

These papers are held in the corresponding libraries of the Universities.

Future research programs will support investigations into seismic solutions for Beam/Column Joints, Thin Walls,

Floor/Wall Joints, Column Bases, Shell Beams.



C O MP A N Y

B A C K G R O U N D

P R

O D U C T

C A T

A L O G U E

A N C H O R S &

F A S T E N E R S

R E I D B A R &

F I T T I N G S

C O N C R E T E

L I F T I N G

S

Y S T E M S

N I R V A N A

M O D U L A R


S Y S T E M

C A S T -I N

C H A N N E L S

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Application Examples

More detail on Reidbar™ components can be found on product specific technical datasheets available from Reids™

or to download from www.reids.co.nz

Reidbar™ Grout Sleeves

A grouted method of providing acontinuous connection for Reidbar™in precast panels and structuralelements.

Reidbar™ Threaded Inserts

A screw-in method of connecting starterbars for stronger structural connectionsbetween panels.

Reinforcing

Cathodic Protection &

Earthing

Reidbar™ can be used

for grounding of lightning

strikes and cathodic

protection from stray

electric currents.

Couplers

A threaded method of providing continuity in reinforcement.

Bridge Strengthening Retrofit

Rock & Soil Support

Soil Nails/Anchors

Used to provide soilstabilisation in earthworkconstruction.

Rockbolts – MiningUsed for rock stabilisation inmining and civil construction.



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Application Examples

FormworkHolding formwork shutters in place.

Fastening

Lifting

Reidbar™ threaded nut and plate system can be used tolift any size concrete element. (Specific design is required)

Earthquake bracing

Tie backs for retaining walls

HOLD DOWN BOLTS

Fastening of structural elements using the Reidbar™threaded nut systems.

BracingCan be used to provide bracing and stabilising ofany structure. Ideal retrofit to improve the seismicperformance of existing structures.

Wind bracing



C O MP A N Y

B A C K G R O U N D

P R

O D U C T

C A T

A L O G U E

A N C H O R S &

F A S T E N E R S

R E I D B A R &

F I T T I N G S

C O N C R E T E

L I F T I N G

S

Y S T E M S

N I R V A N A

M O D U L A R


S Y S T E M

C A S T -I N

C H A N N E L S

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Reinforcing

Features and benefits

■ A continuously threaded, hot rolled, Grade 500

reinforcing bar that can be cut at any point along its

length, then simply joined at any point end to end by

a coupler. This unique feature enables an entirely new

approach to reinforcement placing and fixing.

■ Improved structural integrity. Ductility can be

guaranteed at all column/beam/slab joints.

■ Ultimate strength development is possible with short

embedment depths.

■ Suitable for very thin concrete sections, such as wall

panels.

■ Conforms to recognised Industry Standards.

■ Provides simple solutions for construction problems,

reducing both labour and material costs.

■ Increases productivity on site.

■ Full range of threaded fittings for joining, anchoring

and terminating.

■ Simplifies the detailing and fixing of rebar.

■ Economical to splice at any point along the bar

without specialised splicing equipment.

■ Reduces bar congestion problems; laps, cogs,eliminated in heavily reinforced areas.

■ Eliminates cast-in starter bars to simplify transport and

handling.

■ Easy to provide anchorage for starter bars for in-situ

concrete pours.

■ Eliminates the need to drill holes in formwork and

shutters for starter bars.

■ Offcuts have many other uses and the ability to join

shorter lengths reduces wastage.“Bridge to Nowhere” - precast bridge can be bolted

together with virtually no ‘on site’ concrete.

Retaining walls constructed from the top down.



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Reinforcing

RB12 500E 8 500 56.5 65.0 79.0 40.3 0.88 113 15

RBA16 500E 9 500 100.6 115.6 140.8 71.7 1.58 201 20

RB20 500E 10 500 157.0 180.6 219.9 112.0 2.47 314 24

RB25 500E 12.9 500 245.5 282.3 343.7 175.0 3.85 491 29

RB32 500E 16.4 500 402.0 462.3 562.9 286.6 6.31 804 38

AS/NZS4671 defines the characteristic value as that value which has a 95% probability that it will not be lower

than 95% of the minimum listed value, and not be higher than 105% above the upper listed value.

Note: In the table above and subsequent tables Char Min = Characteristic Minimum, Char Max = Characteristic

Maximum.

Youngs modulus (E) for both steel types is nominally 200GPa.

New Zealand Reidbar™ is a micro alloyed, seismic grade bar designated Grade 500E manufactured to AS/

NZS4671:2001 ‘Steel Reinforcing Materials’ with the deformations forming a continuous right hand thread.

Reidbar™ Specifications and Sizes

AutoCAD blocks and drawings are available for Reidbar™ components from Reids™ Engineering Department.

Table 1.

ProductCode

Grade

NomThreadPitch(mm)

Mass(kg/m)

NomArea sq(mm)

Min HoleDia. to

Pass Bar

Characteristic Values

Min YieldStress(MPa)

Min YieldStrength

(kN)

Min UltimateStrength

(kN)

Max UltimateStrength

(kN)

Min Shear(.62 min ult)

(kN)

Note that Reidbar™ will remain a micro alloyed steel

and will not be manufactured by the Quench and

Temper Process.

Reidbar™ is part of a system using a range of fittings

to simplify reinforcement detailing (nuts, threaded

inserts, couplers, grout sleeves, anchorage plates etc).

With exception of FORMWORK FITTINGS & SOME

RBRACE FITTINGS all construction system fittings

develop the breaking strength of Reidbar™.

Reidbar™ is normally supplied by the reinforcing steel

merchant with ‘cropped’ ends which will need some

additional preparation before they can be screwed into

a Reidbar™ fitting.

If required, merchants can supply Reidbar™ with

specially cut ends that allow the bar to be screwed

straight into fittings. It is recommended that this is

specified when ordering Reidbar™.

Graph 1. – Typical Characteristics

REIDBAR™ 500MPa



C O MP A N Y

B A C K G R O U N D

P R

O D U C T

C A T

A L O G U E

A N C H O R S &

F A S T E N E R S

R E I D B A R &

F I T T I N G S

C O N C R E T E

L I F T I N G

S

Y S T E M S

N I R V A N A

M O D U L A R


S Y S T E M

C A S T -I N

C H A N N E L S

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Reinforcing

Reidbar™ Components

RB12C 90 25 29 22 43 0.23

RBA16C 102 30 34 30 47 0.31

RB20C 116 36 42 33 55 0.46

RB25C 180 45 52 43 78 1.16

RB32C 210 57 66 55 102 2.30

Also available galvanised

Table 2. Reidbar™ Coupler

ProductCode

OverallLength(mm)

A/F(mm)

A/C(mm)

BodyOD

(mm)

ThreadDepth(mm)

Weight(kg)

Hex Size

Table 3. Reidbar™ Nut

Nuts and Half Nuts are manufactured in ductile ...

RB12NH 18 >33.9 0.06 25 25

RBA16NH 20 >60.4 0.08 30 34

RB20NH 23 >94.2 0.14 36 42

RB25NH 31 >147.3 0.26 46 53

RB32NH 39 >241.2 0.46 55 63.5

Table 4. Reidbar™ Half Nut

ProductCode

Length(mm)

Char. Strength(kN)

Weight(kg)

RB12CW 100 25 43 0.33

RBA16CW 110 32 48 0.41

RB20CW 145 35 55 0.56

All sizes manufactured in mild steel

* Fitting may also be manufactured from hexagon bar stock.

Table 5. Reidbar™ Watertight Coupler

ProductCode

Overall Length(mm)

Overall Dia.(mm*)

ThreadDepth(mm)

Weight(kg)

Reidbar™ Watertight Coupler is a

FORMWORK ACCESSORY and is only

designed to develop the BAR YIELD

STRENGTH.

Nominal Hex sizeA/Corners mm +/-

Nominal Hex sizeA/Flats mm +/-

RB12NH 40 >79 0.13 25 25

RBA16NH 45 >140.8 0.18 30 34

RB20NH 50 >219.9 0.28 36 42

RB25NH 65 >343.7 0.55 46 53

RB32NH 82 >562.9 0.96 55 63.5

ProductCode

Length(mm)

Char. Strength(kN)

Weight(kg)

Nominal Hex sizeA/Corners mm +/-

Nominal Hex sizeA/Flats mm +/-



TM

Reinforcing


RB12GS 200 45 28-40 58-46 200 110 150 1.1 21

RBA16GS 240 47 32 50 200 140 190 1.4 21

RB20GS 290 55 40 60 350 174 224 2.3 21

RB25GS 360 78 48 70 550 234 274 3.7 21

RB32GS 445 109 55 75 746 280 320 7.34 26

Table 6. Reidbar™ Grout Sleeve

ProductCode

OverallLength(mm)

BodyOD

(mm)

NonGroutVol(ml)

Weight

(kg)

RB12WN 22 40 58 0.21

RBA16WN 30 51 98 0.33

RB20WN 36 50 120 0.50

Table 9. Reidbar™ Wing Nut

ProductCode

Hex AFHeight(mm)

OverallDia. (mm) Weight (kg)

RB12GSSET 80 M8 48 - 36

RB16GSSET 80 M8 32 also fits RB32C

RB20GSSET 80 M8 40 RB25GSSET 80 M8 48

RB32GSSET 80 M8 55

Table 7. Reidbar™ Grout Sleeve Setting Hardware

ProductCode

ThreadLength (mm)

ThreadDia.

Rubber Plug OD (mm)

BPLATE20100 100 x 100 x 6.3 x 14 high 0.50

RB20SW 50 OD x 24 ID x 18 thick 0.15

BPLATE32150 150 x 150 x 10 x 24 high 1.70

RB32SW 70 OD x 37 ID x24 thick 0.31

Table 8. Reidbar™ Domed Base Plates & Spherical Washers

ProductCode

Dimensions (mm) Weight (kg)

Max(mm)

Bar Embedment

Min(mm)

BodyID

(mm)

ThreadDepth(mm)

CONTINUING DEVELOPMENT MAY ALTER PRODUCT

DIMENSIONS. CHECK WITH REIDS™ IF CRITICAL TO YOUR

APPLICATION.

Commonly used Reinforcing accessories are available from Reids™.

For more details refer to the Reids™ Product Catalogue 2007.

Also available

galvanised

Bar embedment depth

Deformed Bar

Grout Sleeve

Grout Tube Holes

Reidbar

GroutHole

Diameter

(mm)



C O MP A N Y

B A C K G R O U N D

P R

O D U C T

C A T

A L O G U E

A N C H O R S &

F A S T E N E R S

R E I D B A R &

F I T T I N G S

C O N C R E T E

L I F T I N G

S

Y S T E M S

N I R V A N A

M O D U L A R


S Y S T E M

C A S T -I N

C H A N N E L S

TM

Reinforcing


RB12FP 40 22 22 38 0.13

RBA16FP 51 30 30 50 0.24


Table 10. Reidbar™ Foot Plate

ProductCode

OverallLength (mm)

BodyOverall Dia.

(mm)

FootOverall Dia.

(mm)

Weight(kg)

Hex SizeA/F (mm)

RB12WN 40 22 22 40 0.13

RBA16FN 51 30 30 50 0.24

RB20FN 50 36 35 64 0.35

RB25FN 70 46 43 80 0.61

RB32FN 95 57 55 101 1.26

Also available galvanisedNote: RB12WN-Wingnut is used instead of a flange nut

Table 11. Reidbar™ Flange Nut

ProductCode

OverallLength (mm)

BodyOverall Dia.

(mm)

FootDimension

(mm)

Weight(kg)

Hex SizeA/F (mm)

RB12TI 100 22 38 53 0.23

RBA16TI 118 30 50 47 0.47

RB20TI 148 35 64 55 0.70

RB25TI 191 43 80 78 1.27


Table 12. Reidbar™ Threaded Insert

ProductCode

OverallLength (mm)

FootOverall Dia.

(mm)

ThreadedDepth (mm)

Weight(kg)

BodyOverall Dia.

(mm)

TICHAIR 1 1 3 125 - 200

Note

1: The chair will take all threaded inserts from RB12 to RB20

2: Use appropriate size nail plate to attach threaded insert into chair

Table 14. Reidbar™ Threaded Insert Chair

ProductCode

Chair LegsPanel

Thickness (mm)Comprises Adaptor

NP12RB 59mm 8 RB12

NP16RB 59mm 8 RBA16

NP20RB 59mm 8 RB20

NP25RB 59mm 8 RB25

Table 13. Nail Plate

ProductCode

OverallDiameter

ThreadIndent

Thickness(mm)



TM

Reinforcing

Typical cantilevered footing detail

Detail 1.

Domestic basement wall

Detail 2. – Using masonry construction

Typical Construction Details

Common retaining wall footing

Detail 4.

Strip foundation in unstable ground

Detail 5.

Cantilevered Party Wall - Footing Detail

Detail 3.

300

Reinforced continous footing

Polystyrene block cast in toform cavity

30 temporary topping

Swiftshims

Cut out temporary concrete toppingand remove polystrene.Cast in Tilt Panel with non shrink grout

Metric Thread Inserts and M12 bolts at 600 oruse alternative shear key of 2FA170 swiftlift

anchor or Reid Mock Joint - 'MOCK' 40x15 plasticfillet to form shear rebate.

Masonry Block

Wall may be dry stacked and post tensioned with

Reidbar™. Refer to your Reids™ Engineering Team

DPC

2/RB12 bars

RB12 at 600mm centres (typical)

Cavity filled with min 17.5 MPa

block mix

NP12RB to support threaded insert (until

concrete cures)

RB12TI at 600mm centres

RB12N and washer

Reidbar™ Coupler Reidbar™

Current pour Previous pour

HD PVC tube around bar if wantingto screw in verticals after laying blocks

RB12TI at

600mm centres

Cavity filled with 17.5MPa block mix

Typically RB12 at

600mm centres

RB12N and washer

DPC

Header block

Timber bottom plate

NP12RB to supportthreaded insert(until concrete cures)



C O MP A N Y

B A C K G R O U N D

P R

O D U C T

C A T

A L O G U E

A N C H O R S &

F A S T E N E R S

R E I D B A R &

F I T T I N G S

C O N C R E T E

L I F T I N G

S

Y S T E M S

N I R V A N A

M O D U L A R


S Y S T E M

C A S T -I N

C H A N N E L S

TM

Reinforcing

Anchorage for column starters

Detail 6.

Pre-cast column elements

Detail 7.


Threaded insert to edge of precast panel

Detail 8.

Strip foundation in unstable ground

Detail 9.

These column starters

are temporarily

terminated at floor

level to provide a flat

obstruction-free floor for

use as a precasting bed.

Reidbar™ Coupler

Fill grout sleeves with

recommended grout

before placing

Reidbar™ Grout Sleeve

Thread in prior to joining

on site. (Alternatively, the vertical bars

could extend through the column base

and into the grout sleeve, provided this

does not cause handling problems.)

Timber LinerReidbar™Threaded Insert

Plastic plug

Reidbar™ Nail Plate

Screw or nail to timber liner or directly to mould

Steel panel mould

Fillet StripFillet Strip

Reidbar™ Coupler

Reidbar™

Reidbar™ Nail PlateScrew through mould into nail plate

Steel panel mould

Always ensure that the coupler is firmly screwed onto

nail plate.

Nail plates WILL NOT support foot traffic. Support the

bar close to the coupler.



TM

Reinforcing

Grout sleeve to edge of precast panel

Detail 10.


Steel panel mould

Reidbar™

Reidbar™ Grout SleevePlastic plug (Grout tubes optional)

Grout sleeve setting hardware

Grout sleeve to edge of rebated precast panel

Detail 11.

Footplate set deep in edge of precast panel

Detail 12.

Setting Hardware WILL NOT support foot traffic. Support the bar close to the grout sleeve.

Setting Hardware WILL NOT support foot traffic. Support the bar close to the grout sleeve.

Reidbar™

Reidbar™ Grout Sleeve Rigid PVC tube

Grout sleeve setting hardware

Steel panel mould

Steel panel mould

Fillet strip

Reidbar™ Wing Nut

Reidbar™

Reidbar™ Foot PlateRigid PVC tube



C O MP A N Y

B A C K G R O U N D

P R

O D U C T

C A T

A L O G U E

A N C H O R S &

F A S T E N E R S

R E I D B A R &

F I T T I N G S

C O N C R E T E

L I F T I N G

S

Y S T E M S

N I R V A N A

M O D U L A R


S Y S T E M

C A S T -I N

C H A N N E L S

TM

Reinforcing

Horizontal structural joint for two precast panels

Detail 13.

Seismic Floor/Wall Connection detail

Detail 15.

Horizontal structural joint for rebated precast panels

Detail 14.


Reidbar™

Reidbar™

Screw starter bars into coupling

before lowering into position

(Alternatively, vertical barscould extend into the grout

sleeve, provided this does notcause handling problems)


Reidbar™

Flood joint with approved grout

Reidbar™ Coupler

Reidbar™

Flood joint with approved grout

Reidbar™

Grout tubes

INSIDE FACE

RB12 Reidbar™ @ 600mm Centres.

Anchored with RB12 Footplate

Attachment Hangers2 per section SPS 20 Superplus Bolt

2FA170 Swiftlift Stud

Probable movement when

floor pulled away fromangle support

Drill Ø22

25

68

190

6mm Fillet

6mm

Fillet RightRound

SECTION BB SECTION AA

C

PART SECTION CC

NOTE: This detail could also be used with flat slabs and tee sections

MESH OMITTED FROM THIS VIEW

C

B

B

A

A

50 x 50 x 6 washer

306




TM

Reinforcing

Typical Shear Wall Connection

Detail 16.

Threaded Insert to Face of Precast Panel

Detail 17.

Joining Reidbar™ to Deformed Bar

Detail 18.


Tests on the arrangement detailed haveshown that Reid™ headed studs will transfer

the shear stress across a joint better than

conventional hairpins of an equivalent steel area.

Small hairpins at the upper and lower ends of

the joint add to the confinement and help to

control local deformation at ultimate loads.

See inside back cover.

Panel 2

INFILL POUR

Panel 1

RB12

Headed

Stud orFootplate

R6 Hairpins at top

and bottom of joint

RB12

Coupler

RB12 Bars alongside

heads of studs

NP16RB

RBA16TI IN 150 PANEL

NP12RB

RB12TI IN 125 PANEL

RB20TI IN 200 PANEL

NP20RB

Deformed barFlood joint with approved grout Reidbar™ Grout Sleeve

Reidbar™

Support sleeve, seal inner end with a stiff high-strength

mortar and fill with approved grout



C O MP A N Y

B A C K G R O U N D

P R

O D U C T

C A T

A L O G U E

A N C H O R S &

F A S T E N E R S

R E I D B A R &

F I T T I N G S

C O N C R E T E

L I F T I N G

S

Y S T E M S

N I R V A N A

M O D U L A R


S Y S T E M

C A S T -I N

C H A N N E L S

TM

Reinforcing

Q If slip is critical how is the correct preload applied?

A We have established that a more accurate measure is torun the nut against the coupler by hand then rotate thenut a further fixed amount.

RB12N: 120 degrees after hand tight – 2 flats of the nut.RBA16N: 100 degrees after hand tight – 11 / 2 flats of the nutRB20N: 70 degrees after hand tight – 11 / 4 flats of the nut.RB25N: 60 degrees after hand tight – 1 flat of the nut.RB32N: 30 degrees after hand tight – 1 / 2 flat of the nut.

Q How hard is it to apply zero slip preload?

A In the larger sizes the correct preload requires the use ofa very large spanner up to 1.5 metres long with very stiffjaws, otherwise the corners of the nut will be turned andtorque will be insufficient. A 48” crescent spanner with alength of pipe is a good tool for this application, however,you will also need a good strong vice bolted to the floorto hold the coupler. If you are applying these sorts ofloads to a coupler in a precast element you need havesufficient concrete strength to resist the torque.

Q What is the best way of cutting Reidbar™ before

joining?

A It is preferable to cut Reidbar™ with an abrasive cut-off

wheel or cut-off saw as sheared or cropped ends usuallypresent problems. Poorly maintained equipment willleave a misshaped core diameter and excessive burr onthe bar end making more difficult to thread on nuts andcouplers. Oxy acetylene cutting is a simple and quickway of cutting large bars on site and RB12 can normallybe cut with a bolt cutter.

Note: Starting the cut on the ridge of a Reidbar™ threadminimises heat input.

Q What end treatment is required before coupling?

A If difficulty is encountered because of burring or distortionof the end during cutting or shearing then a light dressingwith an angle grinder to remove the damage is all that isrequired.

Q What type of nuts should I use and when?

A A1. For most splicing and anchoring applications theprimary fittings (couplers, foot plates, inserts and groutsleeves) may be used without additional nuts. Tests havedemonstrated compliance with the seismic requirement ofclause 7.5.1.3 of NZS 3101:1995 when the componentsare tested whilst embedded in concrete. In order tosatisfy the code, the spliced bar must not deflect morethan 1.1 times the deflection for an equivalent gaugelength of plain bar.

A2. Nuts and Flange Nuts are used for all designs wherethe nut is required to develop the full breaking strength ofthe bar e.g. terminations for rock bolts, ground anchors,hold down bolts, tensioning applications etc.

Frequently Asked Questions

Q How far into the Coupler must the bar be threaded?

A Tests show that to achieve the ultimate strength of theconnection the thread engagement must be at least 80%of the maximum thread depth available in the fitting.Correct bar insertion is critical to the performance of theReidbar™ system and it is recommended that goodpractice requires the user to mark the bar at half couplerlength back from the inserted end so that a visual checkis available.

Q Is tightening torque critical in the performance of

Reidbar™ components?

A Provided the bar is screwed tightly against the centrestop, or fully through the component, whichever isappropriate, the full breaking strength of the bar will bedeveloped. Reids recommend using a wrench with aminimum length of 300mm to ensure the bar is fullyengaged.

Q How much slip occurs in the thread of a coupler as it is

loaded?

A Recent tests have shown that up to 0.5mm of slip canoccur in each end of the coupler at loads approachingyield. If this is an issue with crack widths atserviceability limit state then slip can be significantlyreduced by inducing a preload into the bar/fitting by fullytightening the bar onto the internal stop as detailed in theabove Q & A. Serviceability slip of less than 0.1mm ispossible by fitting Reidbar™ with nuts tightened correctlyagainst coupler ends. The effect of slip can be furtherreduced by staggering alternate couplers. An appropriatestagger distance would be the development length of thebar size being used. It should be noted however that inmost cases the Reidbar™ fittings will be used atconstruction joints which typically have crack widths wellabove the coupler slip value.

Q How much slip occurs in the thread of a coupler if nuts

are fitted?

A Theory suggests that if we can induce a tension preloadinto a coupler which exceeds the required bar tensionthen no additional slip will be seen across the coupleruntil that pretension load is exceeded. Tests carried outat Auckland University in 2002 have shown that if thecorrect preload is applied using nuts tightened against thecoupler ends, the coupled bar assembly will be stifferthan an unspliced bar at the same gauge length. Couplerslips measured across this gauge length are typicallyaround 0.1mm. Refer critical applications to Reid™.



TM

Reinforcing

Q What testing has been done for Reidbar™?

A During the development of Reidbar™ extensive tests wereconducted by Reid’s™ to ensure compliance with allapplicable codes, including the special seismicrequirements of New Zealand Reinforcement andStructural Design Standards. These tests include cyclictension load tests, pullout tests to check embedmentanchorage and slip tests. The system’s quality iscontinually monitored by Reid’s™, along with the steelmills and fitting manufacturers, using accredited testinglaboratories in an ongoing program of quality assuranceand development while specific research programs

continue to be undertaken.

Contact Reid’s™ for copies of tests concerning specificapplications for your project.

Q Can you bend and rebend Reidbar™?

A Rebending reinforcing steel is not recommended becausesteel strain hardens when it is bent and loses some of itsductility, an effect that is usually increased when thesteel is rebent. It is important that reinforcing steel usedin concrete structures remains ductile, especially whenthe structure could be subjected to seismic loads. Theimportance of this has been highlighted by recent failuresof concrete structures under seismic loads in California,

Kobe and Newcastle. Reidbar™ is highly ductile and canbe cold bent and rebent around the minimum formerdiameters specified in AS/NZS4671:2001 and NZS3402without fracture (Note Q/A on HD Galvanised Bar).However, while a very common detail uses bent bars asstarters for moment connections, the Reidbar™ systemcan solve structural connection problems oftenencountered in thin sections or joints without bending thereinforcement. Refer details 40 and 41 on page 113.

Q I want to bend large diameter bars. Can I heat

Reidbar™ to assist in bending?

A Reidbar™ is currently a micro alloyed bar and there willbe minimal change to the mechanical properties if the

bar is allowed to cool in still air.

Q Can I straighten an accidentally bent Reidbar™ on site?

A Yes, but with caution, especially if the bend radius isvery small. The best method for straightening is to heatthe bar to cherry red, rebend slowly and allow to cool instill air. Avoid using impact.

Q Can I weld cast Reidbar™ fittings?

A Although cast SG Iron fittings can be welded usingspecialised techniques it is not a recommended practicebecause it will degrade the strength and ductility of thefitting and it will no longer meet the performance

characteristics stated in this manual. Hot forged nutscan be welded and nuts manufactured from freemachining steels can also be welded but caution needs tobe exercised if load capacity is critical. If you havefurther questions regarding welding contact Reid’s™ forclarification.

Q Can Reidbar™ be hot dip galvanised after bendingwithout loss of properties?

A NO, THIS SHOULD NEVER BE DONE. High possibility ofHydrogen embrittlement occuring making the bar highlybrittle. Use galvanised straight Reidbar for bendingto shape.

Q Can Reidbar™ be hot dip galvanised without loss ofproperties?

A Reidbar™ is a micro alloyed bar with stable propertiesand may be bent without the risk of cracking aftergalvanising, however, all bending/rebending should be

around a mandral at least 8x bar diameter. Note: Heavycoatings of galvanising on Reidbar™ may preventcomponents being fitted. Refer all galvanisingapplications to Reid™ local distributor.

Q Does Reidbar™ lose mechanical strength whenmachined?

A Because Grade 500E Reidbar™ is a micro alloyed bar itwill have homogenous mechanical strengths across thefull cross section.

Q How does Reidbar™ starter bars compare with a metricthreaded starter bar?

A There are three issues here

A1. The minimum core diameter of reinforcing bars doesnot allow the same diameter metric thread to be cut to afull profile.

A2. The thread cutting process will induce a notch effectat the distal end of the thread and further reduce the barstrength, e.g. tests with M32 thread on a YD32 bar hadan ultimate capacity of 327kN compared with 504kNultimate for the unthreaded bar. RB32 bar maximumultimate capacity is 562kN.

A3. Reidbar™ threaded inserts have an effective depthallowing ductile failure at full bar strength. Metricthreaded inserts tend to be shorter.


D12 500E M10 58 29

RB12 500E RB12 113 56

D16 500E M12 84 42

RB16 500E RB16 201 100

D20 500E M16 157 78

RB20 500E RB20 314 157

D25 500E M24 353 176

RB25 500E RB25 491 245 D32 500E M30 561 280

RB32 500E RB32 804 402

1. Stressed area from AS 4291 Pt 1

ProductCode

GradeStressed

Areasq (mm) (1)

YieldSrength

(kN)

ThreadType

Comparison of strengths of Reidbar™ and metricthreaded starter bars

Table 14.



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Reinforcing

Q How do I connect one precast concrete element to

another using Reidbar™?

A The best way to join to concrete elements is by casting aReidbar™ Grout Sleeve into the top of the lower elementand a Reidbar™ Coupler into the bottom of the upperelement. This eliminates the need for any starter barsprotruding from the precast elements that are liable todamage and bending. Immediately prior to final placing astarter bar of the correct length is screwed into thecoupler and non-shrink grout is poured into the groutsleeve cup. The two elements are then brought togetherinto the final position, levelled and propped.

Note: This pre-grout method avoids the necessity forcasting in grout tubes and the need for a separate groutingoperation. (See typical details 7 and 13)

NOTE: TO EFFECTIVELY ANCHOR A GROUT SLEEVE IT

REQUIRES A LAP LENTH OF BAR PROTRUDING FROM

AND SCREWED INTO THE THREADED END.

Q What grout can I use in Reidbar™ grout sleeves?

A Most general purpose grouts with a 28 day compressivestrength exceeding 65Mpa can be used. Reid™ GroutSleeves have been tested with Fosroc Conbextra GP, SikaGrout 212 and MBT 830.

Q How does a Reidbar™ grout sleeve joint compare with a

Drosbach joint?

A Set Out

Joints formed with corrugated formers such as Drosbachtubes derive their strength from the integrity of thesurrounding concrete. As with lapped joints they must bestaggered if used in high stress zones. Reidbar™ groutsleeves on the other hand provide full bar strength evenin plastic hinge zones.

Reidbar™ Grout Sleeves are simple and easy to use andthe reusable setting hardware encourages both quickand accurate placing in boxing and precast forms. The

expanding rubber ferrule positively excludes latents fromthe Grout Sleeve cavity. Grout Sleeves have grout tubeholes included in the casting.

On-site

Reidbar™ Grout Sleeves have a short embedment depth,meaning that protruding starter bars are shorter, makingon-site installation easier and safer.

Pricing

When all the costs for a completed joint are accounted

for, size for size, Grout Sleeves and Drosbachs will bea similar price. While Drosbach tubes have a lowerinitial cost in practice the smaller grout volume andlower grouting labour costs in a completed joint willcompensate for the higher initial cost of the grout sleeve.Since the security of a Reidbar™ Grout Sleeve joint iscompletely independent of the concrete it is the idealsolution for full strength joints in thin sections.

Reidbar™ Grout Sleeves have been tested with 500 gradebar.

Q What are the minimum cover requirements for Reidbar™and components?

A Reidbar™: Code requirements for Reinforcing must beobserved. Refer to NZS3101 Concrete Structures.

Components: Because the two main factors to beconsidered are Fire and Corrosion sufficient protectionfor the components should be specified by the designeraccording to the requirements of the application, takinginto consideration the relevant codes and the followingnotes.

Fire: The temperature of the steel reinforcing is affectedby the cover of concrete over the full extent of theembedded bar. The temperature is averaged over the

steel by conduction along its length which acts to quicklydissipate any localised temperature variations. A minorreduction in the cover in a very localised area (e.g. ata coupler) would therefore not lead to any significantincrease in steel temperature and no increased reductionin strength.

Corrosion: (1) Those metal Reidbar™ components not made ofductile iron require the same cover as the bar itself un lessgalvanised or otherwise protected.

(2) Reidbar™ components in sizes larger than RB12are generally manufactured from specially alloyed highstrength ductile iron. Ductile iron corrodes at about 30%of the rate of reinforcing steels and the products of thecorrosion are not expansive. Therefore it does not lead tothe spalling and flaking problems commonly associatedwith the corrosion of steels in concrete. Because ofthis good corrosion resistance cover for Ductile Ironcomponents can be reduced, although it is suggestedthat cover be maintained to at least 50% of coderequirements for reinforcing steel. The exception to thebetter corrosion resistance of ductile iron is sea waterand in that case it is preferable to use the same coverlimitation as the bar.

Q Can I use the Reidbar™ system at temperatures below

freezing?




TM

Reinforcing

A All low temperature applications should be consideredcarefully, especially where impact loads are also present,even though Steel Reinforcing Materials, AS/NZS4671:2001 has no impact test requirement. Recenttests have shown values of Charpy impact resistance forGrade 500E RB32 at -15ºC at around 17 joules. Grade500/7 SG Iron is not recommended for service attemperatures below freezing if impact loads are present.

Q Can I use SG Iron Reidbar™ components for lifting?

A NO. In casting processes there is always a potential for

casting defects. While vigilant QA procedures are inplace, 100% inspection is not possible.

Q Is the performance of Threaded Inserts affected by

cracks?

A Yes. Reids recommends that the ultimate capacity ofthreaded inserts be reduced by 25% for crack widths of0.4mm and 30-40% for crak widths of 0.8mm.

DO NOT PLACE THREADED INSERTS IN THE LIKELYBURSTING ZONE OF COVER CONCRETE TO TENSIONSTEEL.

Q What is the relationship between torque applied to the

nut and tension induced in the bar?

A The relationship of Torque versus tension in Reidbar™

systems is reasonably linear up to about 25% of the baryield strength. Refer to Graph 2 below.


INCREASING TORQUE ABOVE THESE VALUES MAY NOT RELATE TO INCREASED TENSION

Graph 2.



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Formwork


■ Reidbar™ is ductile and can accept both tensileand shear loads.

■ Makes an ideal anchor for jump forms without the

risk of unexpected shear failure.

■ Robust thread is resistant to damage.

■ Can be cut and spliced at any point along its

length.

■ Reliable mechanical properties and fully weldable.

■ Offcuts can be used for formwork and starter bars.

Waste is eliminated.

■ Simple to install, reusable and recoverable.

■ A complete range of fittings available for all

applications.

■ Simple splicing and installation of anchorage

components.

■ May be tensioned, released and

re-tensioned with ease.

■ Standard stock lengths may be stored and cut to

suit the application.

RB12 500E 56.5 65 39 24

RBA16 500E 100.6 115 69 43 RB20 500E 157.0 180 108 67

Table 15.

Working loads for grade 500 Reidbar™ Formwork

Systems.

Specifications and Working loads

ProductCode

GradeCharacteristic

Minimum YieldStrength (kN)

CharacteristicMinimum Ult Strength (kN)

Working LoadTension

Min Ult x 0.6 (kN)

Working LoadShear Min Ult

0.62 x 0.6 (kN)



TM

Formwork

Reidform™ uses Reidbar™ to provide total engineered formwork solutions for concrete floors and foundations, tilt-up

and on site stack casting and pre-cast. Reidform™ consists of Edgeform, Laminated Veneer Lumber Formwork and

Reid™ Construction Systems Components. Edgeform is light, consistently straight and more uniform than traditional

timber formwork. LVL is reusable and remains true.

Edgeform is manufactured in 6 metre lengths and available in the following sizes.

■ 120mm x 36mm ■ 150mm x 36mm ■ 170mm x 36mm ■ 200mm x 36mm ■ 240 x 36mm

Reidform™ for Panel Construction

Reid™ Construction Systems provide a totalTilt-up panel solution and engineering designfor safe lifting of concrete panels. A propping

design service is available and an extensiverange of props for hire. In addition, Reids™stock the complete range of Seal & TiltBondbreaker, bar chairs, fillet, sealants, shimsand Liebig structural anchor bolts.

Reidform™ for Floors and Foundations

Simple formwork brackets for in situ concrete floors and foundations.

Reidform™ for PrecastMagnetic clamps to securely locate edgeform on steel beds andinternal brackets (for doors and windows), saving time in pre-castmanufacture.

SBK55

EFUB

EFB115

Edgeform U connection bracket. Simple pinnedconnection to form.

Edgeform stand and top platefor multiple stack casting ofconcrete panels. Simple toform different sized panels.Stack bracket utilises differinglengths of RB12 Reidbar™(bar and nuts suppliedseparately).

Reidform™ Tilt-up & on site stackcastingSimple stack casting systems that are quick and easyto use.

EFMC

EFICB

EFTP



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Securing formwork with threaded insert

Detail 21.

Watertight coupler

These systems are used for basement walls or tanks where a watertight structure is required. After the concrete

has cured the bars are unscrewed from the watertight coupling, formwork cones removed and the holes are then

grouted with mortar or injected with Reid™ Chemset polyester resin.

The coupler is a formwork accessory and is only designed to develop the bar yield strength.

Detail 20.

Timber

Reidbar™ Wing Nut

Reidbar™ Threaded Insert

Plastic plug

Reidbar™

R plate

Formwork

Typical Formwork Construction Details

Recoverable form tie rods

The most commonly specified Reidbar™systems are assembled from Reidbar™ tie rods, wing nuts, removable conesand plastic tube spacers.

Detail 19.Timber

Reidbar™ Wing Nut

Reidbar™

R plate

Reidbar™ Formwork Cone

Rigid PVC tube

Timber

Reidbar™ Wing Nut

Reidbar™

Reidbar™ Watertight CouplerReidbar™ Formwork Cone

Rigid PVC tubeR plate



TM

Reidbar™ Wing Nut

Reidbar™


Reidbar™ FootplateRigid PVC tube

Steel formwork

Reidbar™ Wing Nut

Reidbar™

Reidbar™ Footplate

Plastic plug

Steel formwork

Formwork

Climbing Formwork (slip and jump form)

Anchoring with footplate

Detail 22.

Anchoring with threaded insert

Detail 23.

Anchoring slip forms and jump forms for high shear loads

Detail 24.

Reidbar™ Wing Nut

Reidbar™


Reidbar™ Footplate

Rigid PVC tube

Steel

formwork



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Formwork

Design Example

3.0m high wall where ordinary

concrete is to be placed at 10°C

progressively over a 1 hour period.

Case 1P max = DH = 24 x 3 = 72kPaCase 2P max = D[C1 √ R + C2K √ (H-(C1 √ R) ] = 24[1.0 √ 3.0 + 0.3 x 1.92 √ (3-1.0 √ 3) ] = 24[1.732 + 0.649]

= 57.14kPa

Take the lesser value i.e. 57.1 kPaNow 20mm construction ply can span 0.3m at 57 kPa

Average stress on the vertical stud in the lower bay = 47.5 kPaLoad/per metre = 47.5 x 0.3 = 14.25 kN/mMax load on 200 x 50 No. 2 frame graderadiata pine spanning 1.0m = 18kN/m -> so OK!

Conclusion: Use 200 x 50 vertical studs

Check load on lower ReidbarTM formwork tiesLoad in ReidbarTM = 0.9 x 0.5 x 47.5 + 57 = 23.5 kN

2

Check ReidbarTM 1.0m from the base of the wallLoad in ReidbarTM = 38 x 1.0 x 0.9 = 34.2 kN

Check ReidbarTM 1.0m from the top of the wallLoad in ReidbarTM = 14.25 x 1.5 x 0.9 = 19.24 kN

Maximum design working load for the RB16 formwork tie = 67.4 kN... so OK!

Whaling design

Design load 38 x 1.0 x 0.5 = 19 kN/m

Max design load for 200 x 50 Waling over a span of 0.9m = 24kN/m

i.e. use double 200 x 50 No 2 framing for Walings

Check bearing stress under the100 x 170 ReidbarTM bearer plate = 34.2 x 103

0.082 x 0.17 = 2.45MPa <2.50 Mpa

where

C1 = 1.0 = Shape co-efficient

C2 = 0.3 = Material co-efficient

D = 24 = Weight density – kN/m3

H = 3 = Vertical height form (metres)

K = 1.92 = Temperature co-efficient (36/(T+16))2

R = 3 = Rate of concrete pour (m3 /hr/m)

T = 10 = Concrete temperature (°C)



TM

‘Galvanise’

- to rouse by shock into action (Pocket Oxford Dictionary)

‘Galvanise’

- to rouse by shock into action (Pocket Oxford Dictionary)

Well, we’ve been shocked into action.For some time there has been an ongoing problem getting top

quality galvanised Reidbar™. As we all know there is nothinglike a problem to galvanise our thoughts and get some action.

CSP have provided the latest galvanising technology and inconjunction with Fletcher Reinforcing have found the solution.

Fletcher Reinforcing are stocking high quality galvanisedReidbar™ in 6 metre lengths at 6 branches nationwide.

Nothing like a problem to get you galvanised!

Hot dip galvanised REIDBAR™ in Grade 500E steel is ideal for:

• Concrete reinforcement for aggressive environments

• Ground anchoring

• Soil Nails

• Tie backs

• Retaining walls

• Seismic upgrading

• Construction systems

• Bracing systems for steel buildings

• Bracing rods for pole construction

Always spec ify Seismic®

grade steel reinforcing bar

Galvanised Reidbar™ is

available from Fletcher

Reinforcing branches:

Auckland

259 James Fletcher Drive, OtahuhuPh 09 270 4247

Hamilton

Tawa Industrial EstatePh 07 843 6358

Tauranga

Ph 027 4901 560

Wellington

Burnham Street, PetonePh 04 568 9247

Christchurch

244 Annex Road, Middleton

Ph 03 338 1082

Dunedin

6 Parry StreetPh 03 479 2730

Invercargill

54 Tweed Street

Ph 03 214 9090



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Soil & Rock Support


■ Reidbar™ has closely defined mechanicalproperties which provide consistent performanceunder long term anchor loading.

■ Unlike strand tendons the solid anchors have noconstructional losses.

■ Supplied in the hot rolled condition which iseffectively stress-free.

■ The high ductility and smooth, relatively flat,rate of strain hardening ensures a high margin ofsafety against tensile/shear overload in the case oftransverse movements in the rock or soil.

■ Resists dynamic loads (e.g. traffic wheel loads).

■ Preloading to the full working load ensures thatthe load transmitted to the anchorage medium(rock or soil) is constant i.e. live loads are nottransmitted to the anchorage medium.

■ A range of chemical and expansion anchorsenhance the versatility of the system.

■ Rugged thread is resistant to damage.

■ May be tensioned, released and re-tensioned withease

■ Simplicity in applying the prestress with jacks,torque wrenches or air operated tools

■ Recoverable anchors may be removed to simplifylater excavations

■ The rigidity of the anchors makes them easy toinstall especially in overhead applications.

■ High shear bond as deformations are designed forshear interlock with concrete or resin.

■ Transmits the anchor forces efficiently to the groutbody without additional fittings.

■ Standard stock lengths may be stored and cut tosuit the application.

■ Offcut bars may be used for all standard concretereinforcement applications in the construction sitewhilst small pieces are ideal for formwork, starterbars or hangers in underground works.

■ Can be cut and spliced at any point along itslength

■ Can be welded

■ Single, Double and Triple Protection Systemsavailable for corrosive environments



TM

Soil & Rock Support

Mechanical properties and working loads for grade 500 Reidbar™.

Rock/Grout interface

The rock/grout interface is subject to so many vagaries

that the choice of a suitable bond stress value is often

difficult.

As a general guide the ultimate bond stress forcompetent rock can be taken as 10% of uniaxial

compressive stress (where the uniaxial compressive

strength is above 20Mpa and the bond stress is

limited to a max of 4.2 MPa) (after Littlejohn and

Bruce 1977).

Test bores will give a a guide to the initial selection

but on site proof load tests are always advisable. The

ability of rock to adequately confine the grout column

reduces as the anchor length decreases below 1

metre (after Morris and Sharp 1973). We suggest

that the bond strength of the first 600mm of the holedepth be ignored unless massive unfractured rock is

at the surface.

Note that with the exception of rockbolts secured into

fully competent rock, the fixed anchor length should

not be less than 3 metres.

For information on corrosion protection refer to

page 118.

Rock Anchors

Rock anchors have traditionally been grouted with

cement grouts. The ultimate strength of an anchor in

sound competent rock is dependent on many factors.

Among the more important of these is the unit bondstress capacity of the rock/grout interface, the unit

bond stress capacity of the bar/grout interface, the

length of the anchor and the consequences of failure.

The capacity of the cement grout to both bond to and

protect the bar as well as the bond with the substrate

is largely dependent on the water cement ratio.

“The bond and shear characteristics of a cement grout

are also determined largely by the water cement ratio.

The ideal water cement ratio lies in the range 0.35

to 0.4 (Hyett et al, 1992). Cement grouts above 0.4

will cure with excessive micro porosity and groutsbelow 0.35 could be difficult to pump and may be

susceptible to void forming and incomplete wetting of

the strata.

As a practical guide a grout with a cement water ratio

0.35 is described as ‘sticks readily to and hangs from

the hand when upturned’ and a ‘0.4 grout readily

sticks to the hand but can be shaken free’.

Specifications & Working Loads

Ground Anchorage with Cement Grout

RB12 500E 500 56.5 65 40.3 39

RBA16 500E 500 100.6 115.6 71.7 70

RB20 500E 500 157.0 180.6 112.0 109

RB25 500E 500 245.5 282.3 175.0 171

RB32 500E 500 402.0 462.3 286.6 281

*Nominal weight given as 60% of minimum ultimate breaking strength.

Table 16.

ProductCode

GradeChar Yield Stress

Mpa

Char Min YieldStrength

(kN)

Char Min UltStrength

(kN)

Char Min Shear.62 min Ult

(kN)

Max TensileWorking Load

(kN)*

1. Ref: BS 8081: 1989 - cl. 6.2.3.4



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Soil & Rock Support

Non-shrink Grouts

For sites with limited or very restricted access,

shrinkage compensated, cement-based grout capsules

are available. These capsules are supplied as a ready-

to-use powder encapsulated in a water permeable skin.

When required for use the capsules are simply soaked

in water for about 5 minutes which penetrates the skin

and wets the powder, forming a plastic non-shrink

grout, Capsules are 25mm diameter x 320mm long.

Product code: “GROUTCAP”

Non shrink grout is also available from Reids in 25kg

bags ready for the addition of water on site. When this

grout is used in accordance with the instructions this

grout will achieve a 28 day compressive strength of

65MPa.

Soil Anchors

Tables 19 and 20 give guide values for the load transfer

capacity of various broad classification of non-cohesive

and cohesive soils with cement grout. A test anchor

should be made to reliably determine the load capacity.

The following information is provided for guidance

only. A geotechnical engineer should be consulted to

determine the appropriate design requirements.

When high strength non shrink grouts are used the

ultimate loads will be in the upper range of the figures

given in table 17 because of the superior bond strength

likely to be provided whereas they will be in the lower

range when using normal grout.

Table 17.

A guide to the ultimate strength of Reidbar™ in cement grouted holes (typically 20MPa min) (bond stresses after

Littlejohn and Bruce 1977, Table 25 BS 8081 1989)

Anchorage with Cement Grout

Soft Shale 0.21 - 0.83 42 - 169 49 - 195 59 - 234 65 – 260 98 - 391

Sandstone 0.83 - 1.73 169 - 350 195 – 407 234 - 486 260 - 543 391 - 562

Slate & Hard Shale 0.86 - 1.38 175 - 281 202 - 325 243 - 390 270 - 433 405 - 562

Soft Limestone 1.0 - 1.52 204 - 310 235 - 358 282 - 429 314 - 477 471 - 562

Granite & Basalt 1.72 - 3.10 351 – 562 405 - 562 486 - 562 540 - 562 562 - 562

Concrete 1.38 - 2.76 281 - 562 325 - 562 390 - 562 433 - 562 562 – 562

NB: For working loads apply a factor of safety of at least 2.5 to these ultimate loads. The bond developed by added

length of embedment may not be proportional to the additional length. The load transfer mechanism between grout

and fissured rock is much less certain and it is advisable to consolidate and seal the cracked rock by pregrouting

before installation of the anchor.

MaterialUltimate

Bond N/mm265 mm 75 mm 90 mm 100 mm 150 mm

Ultimate Strength in kN per metre for nominated hole dia.

RB12 14.2 25 3

RB16 18.4 25 2

RB20 22.5 28 2

RB25 28.6 35 3

RB32 35.9 42 4

Reid™ product code “GROUTCAP”

Table 18.

Anchorage with Non-shrink grout capsules

ProductCode

Max BarOD

RecommendedHole Dia.

Capsules perMetre

Sandy gravels Very dense 0.38

Dense 0.30

Medium dense 0.20

Medium coarse sands Very dense 0.25

with gravel

Dense 0.20

Medium dense 0.17

Fine to medium sands Dense 0.19

Medium dense 0.11

Table 19.

A guide to working bond strengths between non-cohesive soils and cement grout

Soil Types ConditionBond

StrengthMPa



TM

Soil & Rock Support

N o m. 1. 5 M e t r e

s B o n d L e n g

t h

F r e e L e n g t h

Typical fully grouted passive soil nail

To position bar centrally in drilled holes a Bar Centraliser is used

Detail 25.

Typical partly grouted active anchor

Detail 26.

Very soft Exudes between fingers when squeezed in fist 10 5 1 2

Soft Easily penetrated by thumb 18 9 2 4

Medium strength Difficult to penetrate with thumb 40 20 4 8

Firm Easily indented with thumb nail 75 37 7 14

Stiff Readily indented with thumb nail 150 75 15 30

Hard Difficult to indent with thumb nail 300 150 30 60

* Working strength short term based on 0.5Cu/2.5 as the drilling operation causes temporary remoulding of the

clay at the edge of the bore hole.

** Working strength long term based on Cu/2.5

Table 20.

A guide to working adhesive strengths between cohesive soils and cement grout

Clay Condition Field Test

UnconfinedCompressive

Strength(qu)(kPa)

TypicalUndrained

Shear Strength(Cu)(kPa)

*WorkingStrengthAdhesion

Short Term(kPa)

**WorkingStrengthAdhesion

Long Term(kPa)

The free length is commonly grouted after the anchor has been stressed. Alternatively the free length can be

sleeved during installation and the anchor grouted up to the surface. This effectively removes the bond over the

free length allowing it to preload during the subsequent stressing operation.

N o m. 1. 5 M e t r e

s

R e i d ™ ' L a n t

e r n ' T y p e B

a r C e n t r a l i

s e r

E g R B 2 0 / 1 6

N o m. 0. 5 M e t r e

R e i d b a r ™

E g R B 2 0

G r o u t

R e i d b a r ™

N u t s

E g R B 2 0 N

P l u s R B 2 0 N

H

R e i d ™ D o m e

B a s e P l a t e

& S p h e r i c a l

W a s h e r

E g B P LA T E

2 0 1 0 0



C O MP A N Y

B A C K G R O U N D

P R

O D U C T

C A T

A L O G U E

A N C H O R S &

F A S T E N E R S

R E I D B A R &

F I T T I N G S

C O N C R E T E

L I F T I N G

S

Y S T E M S

N I R V A N A

M O D U L A R


S Y S T E M

C A S T -I N

C H A N N E L S

TM

Soil & Rock Support

A more recent development for securing rock bolts,

tie backs or rock dowels is to use resin to bond the

Reidbar™ over part or all of the Reidbar™ length.

Very fast installation can be achieved using resin

anchors.

Each bore hole must be cleaned out with air or water

after drilling and before the resin cartridge is installed.

Optimum performance of the Reidbar™ anchor

is achieved when the applied preload from final

stressing exceeds the maximum applied working loadof the anchor. In certain applications pre-stress is

not required and the anchors may be proof loaded to

ensure integrity according to the design requirement.

Stressing of Reidbar™ is simple with either:

1) a hollow bore hydraulic jack or

2) a large torque wrench or air wrench. Refer

Frequently Asked Questions pages 85-88.

The anchorage length can be determined from the

following table according to the calculated anchor

load determined from site conditions and design

requirements.

Anchorage with Resins

RB12 18* 200 250 360 400 625

RBA16 25 225 300 480 550 850

RB20 27 250 375 600 700 1120

RB25 32 300 450 750 910 1500

RB32 40 400 575 960 1175 1950

ProductCode

Bore holediameter

(mm)

90 MpaGranite(mm)

50 MpaLimestone

(mm)

30 MpaConcrete

(mm)

14 MpaSandstone

(mm)

5 MpaMudstone

(mm)

Table 21.

Typical bond length in mm for resin anchors to achieve bar ultimate strength



TM

Soil & Rock Support

Drill and clean hole

Drill a hole with diameter in accordance with Table 18.

For deep holes it may be necessary to drill a larger hole

initially and reduce to the correct bore diameter in the

deeper region.

Remove all debris from drilled hole. Flush clean with oil-

free compressed air.

Insert Resin Cartridge

Insert the required number of resin cartridges into thehole and carefully push them to the end. If an active

anchorage is required, use the a two-speed cartridge

system which has a fast setting resin at the leading end

and slower setting resin at the tail end which sets after

pre-stress has been applied.

Insert Reidbar™

Spin the Reidbar™ anticlockwise for right hand threaded

bar and clockwise for left hand threaded bar. Use

an electric or air drill spinning at approximately 100

RPM. With the bar spinning, push the bar through thecartridges until the bar reaches the base of the hole.

Spin for a further ten (10) seconds or shorter time if the

torque on the drill becomes excessive. Spin times are

critical. Spin too short – incomplete mixing, spin too

long – bar and resin interface will be destroyed. Refer to

instructions on resin cartridge packaging.

Assemble End Hardware

If the Reidbar™ is not perpendicular to the bearing

face a special bearer plate and spherical washer is

used. This arrangement will accommodate inclination

up to 20°.

See Detail 27 below.

A bearer plate is not required when the Flange Nut

bears directly onto concrete with a compressive

strength greater than 25MPa.

A bearer plate must be used when bearing onto low

strength concrete, timber, natural soil or rock.

Apply Pre-stress Load

A pre-stress or clamping load can be applied to the

anchor once the resin has cured. Curing time varies

according to temperature and type of resin but total

pre-stress can normally be applied after five (5)

minutes. Pre-stress is applied with a hydraulic jack,

torque wrench or air wrench. Refer Frequently Asked

Questions pages 85-88.

Tension/torque relationships for Reidbar™ Anchors are

not consistent due to the wide range of variables.

Where tensions must be preset use a calibrated jack.

See Frequently Asked Questions pages 85-88.

Installation of Resin Anchors

Max 20°

Reidbar™

Reidbar™ Nut

Reidbar™ Spherical Washer

B Plate

Detail 27.



C O MP A N Y

B A C K G R O U N D

P R

O D U C T

C A T

A L O G U E

A N C H O R S &

F A S T E N E R S

R E I D B A R &

F I T T I N G S

C O N C R E T E

L I F T I N G

S

Y S T E M S

N I R V A N A

M O D U L A R


S Y S T E M

C A S T -I N

C H A N N E L S

TM

Soil & Rock Support

Nomimal

spacing (1)

(mm)

Reidbar™ Centralisers meet the need to keep Reidbar™or similar sized steel bar central in a drilled hole inground anchoring applications. Centralisers also allowgrout and a grout tube to pass down the hole when baris installed.

Benefits

■ Easy to use

■ Robust

■ Range of sizes for common applications

■ Allows space for grout tube to be installed■ Economical

Lantern Centralised

Suitable for use on RBA16 and RB20 Reidbar™ sizes.

Spider Type Centralisers

Currently there are four sizes available:

RB25/32 Reidbar™ - 150 diam. Hole - 130 diam. Hole - 100 diam. Hole RB20 Reidbar™ - 100 diam. Hole

The spider type centraliser slides onto the bar from oneend and the bar automatically aligns itself to be heldfirmly in the centre of the spacer.

The centralisers can be wired or taped in place foradditional security once correctly positioned on the bar.

The lantern centraliser is made from tough

polypropelene sheet and is supplied as a flat 220mm

x 70mm precut rectangular shape that is wired around

the bar and pushed together to form a lantern shape.

The flexibility of the material used for the lantern

centraliser means it is not critical if the lantern is

slightly larger than the hole into which it is to beinstalled.

The size of the assembled lantern can also be adjusted

to suit different diameter holes.

RB20/16 16/20 100 1500 Lantern

(1) vary spacing to suit application.

LANTERN CENTRALISER TABLE

Product

CodeBar Size

(mm)

Nom Max.

Hole

Size (mm)

Type

RB25/32/150CEN 25/32 137 150 1500 Spider

RB25/32/130CEN 25/32 117 130 1500 Spider

RB25/32/100CEN 25/32 90 100 1500 Spider

RB20/100CEN 20 90 100 1500 Spider


SPIDER TYPE CENTRALISER TABLE

Product Code

Nomimal

spacing(1)

(mm)

Bar

Size

(mm)

O/A

Diam

(mm)

STD

Hole

Size

(mm)

Type

Installation

Lantern centraliser wire tied to bar

Centralisers can be attached securely to the bar quicklyand effectively using wire ties.

Reidbar™ Centralisers

Table 22.

Table 23.



TM

Soil & Rock Support

There are several methods available to anchor

Reidbar™ into concrete or other homogenous

substrates. Starter bars are frequently located in

critical stress zones and consequently the following

tables are based on the NZ 3101:1995 requirement

that bars in these zones develop the full breaking

strength of the bar at the interface of the new

and old concrete. (This exceeds the less stringent

requirements of AS 3600 which suggests 1.1fy).

If starter bars are not in a critical stress zone, i.e. floortopping starters which will act mainly in shear, the

hole depths and amount of resins can be reduced.

Three common methods used to anchor Reidbar™

into existing stone or concrete:

Method 1 – Using Reid™ ChemicalCapsules

Description

Reid™ Chemical Capsules will anchor Reidbar™ into

rock, concrete or other homogeneous substrates.

The glass capsule contains a measure of resin and

hardener.

Directions for Use

1. Holes of the correct diameter and depth should bedrilled using good quality drilling equipment, e.g.

Reid™ Carbide Drills.

2. Clean hole thoroughly. Remove all dust & debris

from hole with oil free compressed air. Clean hole

with stiff nylon brush and blow out remaining

dust. Note that any dust left in the hole will

reduce the anchorage capacity.

3. Insert chemical capsules.

4. Ensure that Reidbar™ is clean and oil free and

drive into the hole using a hammer drill (on

rotation).

5. Allow resin to cure as per recomendations.

Anchoring into Existing Concrete

RB12 18 235 CAC16 2 1 hour

RBA16 25 300 CAC20 2 1 hour

Note:

1. Hole depths given achieve bar min ultimate strength of 1.15 fy

2. * Hole depths can be halved and a single Capsule used where the Reidbars™ are not required for strengthpurpose.

3. Hole diameter is critical to load transfer.

4. **Temperature of substrate.

Reidbar™ SizeHole Diameter

(mm)RecommendedHole Depth*

Capsule Number of CapsulesCuring Time@ 20˚C**

Table 24.

Capsule details. Note: Concrete strength min 30MPa

Detail 28.



C O MP A N Y

B A C K G R O U N D

P R

O D U C T

C A T

A L O G U E

A N C H O R S &

F A S T E N E R S

R E I D B A R &

F I T T I N G S

C O N C R E T E

L I F T I N G

S

Y S T E M S

N I R V A N A

M O D U L A R


S Y S T E M

C A S T -I N

C H A N N E L S

TM

Soil & Rock Support

Table 25.

Adhesive details. Note: Concrete strength min 30MPa

Method 2 – Using Reid™ Ramset A7

Description

Reid™ offers a range of high strength epoxy and

acrylic chemical injection systems which will anchor

Reidbar™ into rock, concrete or other homogeneous

substrates.

All of these systems utilise cartridges with self-

mixing nozzles that automatically mix the resins and

hardeners as the product is gunned into the drilled

hole.

Directions for Use

1. Holes of the correct diameter and depth should be

drilled using good quality drilling equipment, e.g.







3. Dispense bead of adhesive off to the side of hole

to check for proper mixing (uniform colour) beforeusing. Fill hole halfway, starting from the bottom

of the hole to avoid air pockets. Withdraw nozzle

as hole fills up.


push through the adhesive until it reaches the

bottom of the hole. Slowly rotate the Reidbar™

four times. Remove excess adhesive or top up as

neccessary. Do not disturb during setting time.

5. If core drills are used the hole should be

chemically etched to roughen the bore.


RB12 16 129 2 hours 57 129 35 min 73

RBA16 20 184 2 hours 30 184 35 min 39

RB20 25 230 2 hours 17 230 35 min 25

RB25 32 281 2 hours 11 281 35 min 15

RB32 40 368 2 hours 4 368 35 min 5

Note:

1. * Cure time at 20ºC temperature of substrate

2. The hole depths given in table 25 are the minimum to develop the minimum ultimate breaking strength ofGrade 500E bar. Designers may decide to increase the hole depth depending on consequence of pullout atlower load.

RIC500E RIC500A

Reidbar™ SizeHole

Diameter(mm)

Hole Depth(mm)

CuringTime*

Approx Holesper 650mlcartridge

Hole Depth(mm)

CuringTime*

Approx Holesper 825mlcartridge

Detail 29.



TM

Soil & Rock Support

Method 3 – Using Non Shrink Grouts

Description

Reid™ offers a non shrink, medium strength grout

system which will anchor Reidbar™ into rock,

concrete or other homogeneous substrates.

Directions for Use

1. Holes of the correct diameter and depth should be

drilled using good quality drilling equipment, e.g.







3. Fill hole with grout to 3/4 depth, starting from the

bottom to avoid air pockets. Withdraw filling tube

as hole fills.


push through the grout until it reaches the

bottom of the hole. Slowly rotate the Reidbar™

four times. Remove excess grout or top up as

neccessary. Do not disturb during setting time.

5. If core drills are used the hole should be

chemically etched to roughen the bore.


RB12 14.2 20 205 10.2 6.5 79

RBA16 18.4 25 276 10.2 6.5 141

RB20 22.5 28 384 10.2 6.5 220

RB25 28.6 35 481 10.2 6.5 344

RB32 35.9 42 656 10.2 6.5 563

Note:

1. Value extrapolated between Hemel Laboratoriesreport on Conbextra GP and Restrapo andWilkenson 1997

2. Bars O/D to edge concrete not less than 4db(Restrapo and Wilkenson SE50C V10c2 1997)

3. Bars centre to centre not less than 8db (Restrapoand Wilkenson SE50C V10c2 1997)

4. Extra care must always be taken with installationsbetween horizontal and 70° to ensure completewetting

5. Grout strength at 28 days = 65Mpa min

Also refer to Table 18. for grout capsules

Table 26.

Based on a concrete strength of 30MPa

Clay Condition

MaximumBar OD(mm)

Minimum HoleDepth to Reach

Bar UltimateStrength

(mm)

Grout toBar Bond

Stress(Mpa)

Grout toConcrete

Bond Stress(Mpa)

UltimateStrength of Bar

(kn)

Recom’dHole Dia.

(mm)



C O MP A N Y

B A C K G R O U N D

P R

O D U C T

C A T

A L O G U E

A N C H O R S &

F A S T E N E R S

R E I D B A R &

F I T T I N G S

C O N C R E T E

L I F T I N G

S

Y S T E M S

N I R V A N A

M O D U L A R


S Y S T E M

C A S T -I N

C H A N N E L S

TM

Bracing & Tie Down


Bracing:

■ Simple bracing system for all applications whererod bracing can be used.

■ Very cost effective – saves time and money overtraditional methods.

■ Uses standard end fittings and Reidbar™.

■ No more welding of special fittings for bracingassemblies.

■ No more threading of bar or rod.

■ No more fabrication of bracing components.

■ Versatile – a range of standard end connectionsused with standard Reidbar™ fits mostapplications and situations.

Tie down:

■ Reidbar™ provides cost effective solution totransfer tension/uplift forces to secure supportse.g. roof to foundation connection.

■ Suits most construction methods and materials.

■ The Reid™ range of chemical anchors andReidbar™ fittings allow a variety of solutions foranchoring Reidbar™ to concrete foundations/ supports.

■ Standard Reidbar™, nuts and associated

components of the Reidbar™ system arereadily available and do not require additionalpreparation.

■ No more welding of special fittings for bracingassemblies.

■ No more threading of bar or rod.



TM

Bracing & Tie Down

Reidbar™is ideal for use as wind bracing in all types of building construction. Because the bar is threaded along its

full length it overcomes the problems of having to prefabricate conventional tie bars and site weld anchorage cleats

to close tolerances.

Example: A tilt-up building wall resists lateral wind/seismic loads by means of a cantilevered footing and an

in-plane truss at roof level.

Reidbar™ for Wind Bracing

Typical detail at rafter connection

Use Reids™

Liebig anchors

Detail 30. Detail 31.

R=2kN/m

W=0.5kPa

R=2kN/m

Max load in diagonal tie = (24 - 6) x √ 152 + 6215

= 19.4 kN

Use RB12 diagonal tension ties

BraceLok™ Bracing System

Locking CollarRBA16LC

Bolt Ø A Bolt Ø A

ARRANGEMENT FOR RBA16 SYSTEM

L

BAR LENGTH = L - XX

Threaded Anchor

RBA16BARBA16BAR

Detail 32.

Locking Nut

RBA16BANPlain Anchor

RBA16BA19.5

RB12 RB12BA-SET RB12BA RB12BA ~ 16.5 RB12LC RB12BAN 61 20 130

RBA16 RB16BA-SET RBA16BA RBA16BA ~ 19.5 RBA16LC RBA16BAN 108 20 175

RB20 RB20BA-SET RB20BA RB20BA ~ 23 RB20LC RB20BAN 169 24 200

RB25 RB25BA-SET RB25BA RB25BA ~ 29 RB25LC RB25BAN 265 30 230

Directions for use

1. Pass the bar through the plain anchor and slide locking collar onto the bar with locking tabs facing the locking nut.

2. Screw the locking nut at least the nut length along the bar and engage with the tabs on locking collar.

3. Screw threaded anchor bracket on to the bar and fit assembly to structure.

4. Adjust by rotating the bar.5. Final tension should be sufficient to restrict the sideways deflection of the bar mid span to 1/100 of bar length.

6. When bolted to a single cleat designed in accordance with NZS 3404 Pt 1 : 1997, cl 9.3.2.4 using a grade 8.8 bolt.

7. To develop bar ultimate strength the RB20 & RB25 sizes should be installed between2 cleats thus placing the anchor bolt in double shear.

Table 27.

Reidbar™size mm

ThreadedAnchor

PlainAnchor

LockingCollar

LockingNut

Bolt Ø A XX Min Ult

Capacity (kN)

6

Complete Set



C O MP A N Y

B A C K G R O U N D

P R

O D U C T

C A T

A L O G U E

A N C H O R S &

F A S T E N E R S

R E I D B A R &

F I T T I N G S

C O N C R E T E

L I F T I N G

S

Y S T E M S

N I R V A N A

M O D U L A R


S Y S T E M

C A S T -I N

C H A N N E L S

TM

Chain Link

Reidbar END

Reidbrace

Reidbar NUT

Reidbar

Deadman orGround Anchor

TM

TM

TM

TM

ReidbarThreaded Insert

TM

ReidbarGroutSleeve

TM

ReidbarThreaded Insert

TM

Reidbrace™

Bracing & Tie System

The Reidbrace™ System provides an economic

solution for bracing structures and tie-backapplications.

Typical applications include:

■ Wall and roof bracing

■ Retro fitted seismic bracing

■ Retaining wall tie backs

■ Cross ties

Features & Benefits

■ Eliminates expensive threaded rods. Reidbrace™uses seismic grade 500 Reidbar™ for tendons.

■ Eliminates welding and threading. Reidbar™comes in standard 6m length black or galvanisedbar and can be joined using standard couplers andlocking nuts. (Longer Reidbar™ length by order.)

■ Over length bar can be cut without dismantlingthe bracing assembly.

■ Substantial cost savings in labour and materials.

■ All components sold separately.

■ Engineered design, tested and certified toexceed the ultimate capacity of the 500 GradeREIDBAR™

■ Designed to fit over structural steel flanges toprovide double shear connection with grade 8.8steel pin.

Bracing System

Tie System



TMReidbrace™


12mm RBRACE12/16 RBRACE12-END RB12N RB12NH RB12 RB12G


20mm RBRACE20 RBRACE20-END RB20N RB20NH RB20 RB20G



Reidbrace™ System

Reidbrace™ Reidbrace™ End Reidbar™

Product Codes

12mm >116 >65 65.0 33.9 56.5 65.0

16mm >116 >116 115.6 60.4 100.6 115.6

20mm >181 >181 180.6 94.2 157.0 180.6

25mm >430 >283 343.7 147.2 245.5 282.3

32mm >430 >462 462.3 241.2 402.0 462.3

G suffix is hot dipped galvanised product

Characteristic strengths – min ultimate strength in kN Min Yield Min UTS

Graph 3. – Pin Flange Connection Capacity ϕVx

Graph 1.

S T EE L T H IC K N E SS vs C A P AC IT Y ϕ V x

0

50

100

150

200

250

300

350

400

450

500

5 10 15 20 25

G r a d e 300M P a S t e e l F l a n g e T h i c k n e s s i n m m

C

a p a c i t y

- k N

RB12/16

RB20

RB25/32 1.5xPin

Cleat

L

Thickness

oad

2.0x Pin ø

2.0x Pin ø

Full Nut Half Nut

Table 28.

Reidbar™ Nuts



C O MP A N Y

B A C K G R O U N D

P R

O D U C T

C A T

A L O G U E

A N C H O R S &

F A S T E N E R S

R E I D B A R &

F I T T I N G S

C O N C R E T E

L I F T I N G

S

Y S T E M S

N I R V A N A

M O D U L A R


S Y S T E M

C A S T -I N

C H A N N E L S

TM

A A

C

HD2

C

E

E

D

D1

D1

1

D3 W1 B

ade 8.8 PinGr

Reidbrace™


12/16 276 36 46 17 25 19 - 107 16 20

20 345 45 58 21 32 24 - 134 21 25

25/32 436 68 72 31 44 38 - 170 36 36

Specification Table

Reidbrace™

Size A B C D1 D2 D3 E H W1 W2

12 145 32 50 17 - 16 50 40 16 -

16 160 36 55 17 30 16 67 50 16 -

20 195 45 60 21 35 20 88 60 21 -

25 247 50 80 31 43 30 108 80 26 -

32 265 62 85 31 55 30 120 88 32 -

For specification details on Reidbar™ and Reidbar™ Nuts please refer to the Reidbar™ Design Manual.

RB-End

Size A B C D1 D2 Pin Ø E H W1

A

H

W2

W1

D2

C

D3

B

RB 25 & 32 RB 12/16 & 20

W1

D1

Detail 33. – Product Specifications

Table 29.

RB-END

RBRACE



TMReidbrace™


Minimum Angle of bracing to fixture

12 24 Rbrace12/16 30 Rbrace12-end 32


20 30 Rbrace20 32 Rbrace20-end 30



D = 1.5x pin diameter in mmBar size (mm)

D (mm) Brace Min angle A˚ End Min angle A˚

Detail 35. – Bar Length for Bracing application:

RB12 RBRACE12/16 135 RBRACE12-END 75 210

RBA16 RBRACE12/16 130 RBRACE16-END 80 210

RB20 RBRACE20 170 RBRACE20-END 105 275



Reidbar™ Size RBrace A+/-5mm RBrace-End B+/-5mm A+B mm

Detail 34.

Table 30.

Reidbrace™ Reidbrace™ End



C O MP A N Y

B A C K G R O U N D

P R

O D U C T

C A T

A L O G U E

A N C H O R S &

F A S T E N E R S

R E I D B A R &

F I T T I N G S

C O N C R E T E

L I F T I N G

S

Y S T E M S

N I R V A N A

M O D U L A R


S Y S T E M

C A S T -I N

C H A N N E L S

TMReidbrace™


Brace Installation

1. Before starting the installation check thata. The Reidbrace™ pins will fit the holes in the

brackets they connect to. It is easier to check atthis stage than when the entire assembly is readyfor installation.

b. The thickness of the bracket is not less than6mm less than W1 (in Table 29.) for theReidbrace™ and Reidbrace™-End. If more than6mm pack out with washers so that the fitting iscentral on the bracket.

2. Cut Reidbar™ to length by:

a. Measuring the distance between hole centres ofthe brackets to be connected by the brace.

b. Subtract from this dimension the distance A+Bin the Bar Length Table corresponding to thesize of the Reidbar™ in the brace.

c. If the Reidbar™ has to be joined by Reid™Couplers1 to achieve the length of the brace thenthe combined length of the Reidbar™ should bedetermined as above, there is no need to adjustthe length to cut for the coupler.

The resulting dimension is the length of Reidbar™ to becut for the brace installation.

3. Screw the Reidbar™ into the Reidbrace™-End andtighten1.

4. If required screw a coupler onto the Reidbar™ and

tighten1. Then screw in the next length of Reidbar™by holding the coupler and tightening the next length

of Reidbar™ into it. When a coupler is installed, usehalf nuts each side as lock nuts to prevent possibilityof bar rotating.

5. Install the Reidbrace™ onto the other end of theReidbar™ by first screwing on a half nut, and thenslipping the brace onto the bar and screwing on theReidbar™ Nut so that the bar is only just flush withthe end of the nut. As much slack as practical isneeded in the bar at this stage to help with insertingthe fixing pins into the brackets.

6. The entire assembly can now be lifted into positionand fixed to the brackets using the pin and clipssupplied with the Reidbrace™-End and Reidbrace™.For braces in the vertical plane the Reidbrace™-End can be fixed at the higher bracket first and the

heavier Reidbrace™ at the lower bracket. For bracingin the horizontal plane the Reidbar™ may needtemporary support while the Reidbrace™ is installed.

7. Once fixed into position the brace may be tensionedby holding the Reidbar™ close to the Reidbrace™and tightening the nut with a spanner to thespecified torque stated by the designer. Ensure thatthe half nut does not prevent the tightening of thebrace. In the absence of a specified torque tensionthe nut as tight as possible. Lubrication of the threadwill allow a higher torque to be achieved.

8. If a locking nut is specified, use spanners to hold thenut that tensions the brace and tighten a half nutwith as much force as practical as an anti vibration

lock nut.

1. To tighten Reidbar™ onto a fitting or to stop it turning while a fitting is screwed on to it use an appropriate sizedspanner or crescent on the flat section of the bar. It is important to tighten Reidbar™ into the Reidbrace™-End orcoupler so that it is against the internal stop of the fitting and sufficient torque applied to preload the thread.

Notes for Designer:

Preload of Brace

When used as a diagonal pair of braces, where onebrace is in tension and the other is redundant dependingon the load direction, the Reidbar™ brace should be

installed with a tension such that deflection of thestructure under service load reversal does not removethe preload.

Locking Nuts

It is recommended that a Reidbar™ Half Nut is used asa locking nut against the RBRACE on the opposite sideto the full tensioning nut. This will prevent the possibilityof the nut vibrating loose should the preload be lost fromthe brace.

Alternative methods are to use a chemical resin on thethreads such as Reid™ RIC500E or even a paint systemsuch as Noxyde by Rust-olem Industrial Coatings. Thisis a water based product that forms a thick protective

coating and may be applied by brush and will cure to aflexible coating.

Crossing of Braces

When the braces are working there is the possibility ofthe braces rubbing together. Noise from this action canbe reduced by specifying that a plastic sleeve is wired

to one of the braces where they cross and the bracewired together.

Nut Tension

Reidbar™ may be tensioned up to 20% of yield bytorquing the Reidbar™ nut on an unlubricated bar.Lubrication of the bar will increase the tension inducedin the bar. (Refer to Graph 2. Page 88)



TM Reid™ Design Concepts forReinforcement Anchorage

Over the past 10 years Reid™ Construction Systems have carried out research into the most accurate formula,based on embedment depth and concrete strength, for the pullout capacity of headed anchors in concrete. Thisresearch has resulted in the refinement of Reid’s™ Threaded Inserts to ensure that in a minimum 30MPa concretethey are capable of breaking the reinforcing, ensure minimum slippage and have sufficient bearing area to preventconcrete crushing. The following table presents the information of Reid™ Insert Capacity based on the Haeusslerformula and non cracked concrete.

Why use a Reid™ Threaded Insert or Footplatewhen hooked and bent bars have always beenused?

Is a common question asked by structural engineerswhen presented with the Reidbar™ system for the firsttime.

To answer this question some explanation is required:

Hooked bars and bent bars have been the standardmethod of providing anchorage for reinforcing steel inconcrete construction where the standard bond lengthfor a straight bar cannot be achieved. Concrete designcodes account for this shorter bond length by specifyinga minimum length, Ldh from the back of the bend, orhook, to the critical surface. The minimum lengthequation considers the effect of concrete strength, f`c ,and steel yield strength f y,.

RB12 500E 82 78 56.5 97 92 79 108

RBA16 500E 110 103 100.6 130 122 140.8 126

RB20 500E 137 129 157.0 162 153 219.9 156

RB25 500E 171 161 245.5 203 191 343.7 199

RB32 500E 219 206 402.0 260 244 562.9 -

Note 1: The adoption of embedment depth L2 will ensure that the failure mechanism will be ductile rather than by brittle shear cone pullout.See note 3

Note 2: Embedment depth is calculated using the formulas developed by Haeussler.The general form is given as P = 0.972 x L2 x B2/ 3

where: P = pullout capacity of shear cone in NewtonsL = effective embedment depth in mmB = concrete compressive strength in MPa

Note 3: Screw in plastic nail plates recess the insert by 8mm

With modern design and construction practices, where thinner sections are used and anchorages are required in concrete

Threaded Insert capacity in concrete

Minimum embedment depths for threaded inserts & footplate in 25Mpa and 30Mpa concrete

Table 31.

Product Code Grade

25Mpa 30Mpa 25Mpa 30Mpa

Char MinYield Strength

(kN)

L2 Depth to developChar Max Ult Strength

(mm)

Char MaxUlt Strength

(kN)

Threaded InsertLength plus

8mm3

L1 Depth to developMin Yield Strength

(mm)

tension zones that can be micro cracked, the above formula requires modification to represent the reduction in strength

that will occur. While this is possible with the Haeussler approach, research in NZ has focused on an alternative formulafor the prediction of cone pullout capacity which accommodates anchor centre, edge distances, material property variationsand construction tolerances. Known as the ψ method, it is this design approach that is presented here to be consistentwith NZ research.

(Test results have shown that pull out calculated with Haeussler will be about 15% conservative) (P.T. 2001)

Ldh = approx 15db

Standard 90° or

180° hook

Ldh

As designers and constructors become more familiarwith the use of tilt-up and precast methods normalconservatism can be pushed to the limit. Thisis especially true with the current trend towardsincreasingly slimmer wall panels where the provisionof an effective base anchorage for cantilever action isstill required. Although bent starter bars are still widelyused for this function it is not always possible to meetcode requirements for minimum anchorage length in thinpanels.

The Design Code NZS 3101 2006 and the previous codeboth draw attention to the issues related to concrete conepullout of shallow embedment anchorage of hooked bars.

The minimum development length of 150 mm isremoved from clause 7.3.14.2 and two new clausesadded

“The development length, Ldh , calculated using eqn 7-11 shall apply when there is no likelihood of a failuremode of a pullout of a concrete cone from the volume ofconcrete in which the bar is anchored” 3 part 1 p3

“If a cone of concrete pullout is likely then a rational analysis or suitable testing shall account for the proximityof the anchored bars to other loaded elements and toedges of elements”

Essentially these amendments say that one should notuse hooked bars to develop full bar capacity unlessconcrete cone pullout capacity exceeds the bar strength.

Detail 36.



C O MP A N Y

B A C K G R O U N D

P R

O D U C T

C A T

A L O G U E

A N C H O R S &

F A S T E N E R S

R E I D B A R &

F I T T I N G S

C O N C R E T E

L I F T I N G

S

Y S T E M S

N I R V A N A

M O D U L A R


S Y S T E M

C A S T -I N

C H A N N E L S

TMReid™ Design Concepts forReinforcement Anchorage

So how do I calculate concrete cone pullout ?

In 1993, NZ University of Canterbury research byRestrepo-Posada and Park4 showed that the ψ-method can be used to predict the concretecone capacity of hooked bar and headed stud typeanchorages, provided that the correct embedmentdepth is defined. This design approach accountsfor the influence of edge distance, bar spacingand micro cracking in tension zones, by applyingreduction factors to the calculated concrete conepull out capacity of the anchorage. To reduce theprobability of premature brittle failures the approachalso incorporates factors in the formula to account forlikely variations in material strengths and constructiontolerances.

The method and corresponding formula are set

out in this manual in the form of a flow diagramon page 114 and is followed by a design examplethat compares the design of a “L” shaped hookedanchorage to that of a comparable sized ReidTM Threaded Insert anchor for a wall panel to foundationconnection. (page 115.)

Importance of ductile failure

The importance of ductile failure should beappreciated, as it is essential to ensure that a brittlefailure mechanism does not occur before a ductilefailure, taking into account the possible material overstrengths that can exist. In the design example it isshown that brittle failure of the anchorage will occur

for both situations but in the case of the ThreadedInsert it has enough capacity to ensure that the wallstem will have a ductile failure before cone pulloutand thus provide a safe connection.

Anchorage slip

The ψ-method does notaddress slippage of theanchor. With hooked barsthe inside of the hookcauses local crushing ofthe concrete as the bartries to straighten underload. Higher slippage ofthe reinforcing can occurcompared to a headedanchor where the bearingstress under the head canbe accommodated in thedesign of the product tominimize crushing.

Research at NZ University of Auckland by MaureenMa in 1999 into Methods of Joining PrecastConcrete components to form Structural Walls6 highlighted the performance of Reid™ ThreadedInserts compared to that of conventional hookedbar construction. The diagram below shows the testcomparison between the two forms of anchorage ina wall panel to footing connection when subject tocyclic loading. It can be seen that the threaded insertsperformed significantly better.

LdhLocal

crushing

Bar Slip

Detail 37.

Applied Load vs Displacement at the Load Point RB12 FOOTPLATES

Applied Load vs Displacement at the Load Point RB12 BENT STARTERS

1 0 0 0

R B 1 2 @ 3

0 0

1 4 0 0

– LOAD +

150

Wall Panel

RB12@150

Base Block

1 2 0

3 0 0

1 5 0

RB12@300

Hook Bar

7 0

70

– LOAD +

1 4 0 0

Wall Panel

RB12@150

Interface left by Steel Cone

1 0 0 0

150

1 2 0

R B 1 2 @ 3 0 0

2 7 0

1 5 0

RB12FP

RB12

5 0

7 0

Detail 38.

Detail 40.

Detail 41.

Detail 39.




Design Process for Cone Pullout

▲

▲ ▲

Conventional

hooked bars

possible

cy

cx

sx

sx

nx= 4

ny = 2

sy

y

x

Hooked Bar effectivedepth he

Definition of SpacingParameters used by the

ψ-method.

Can full development length Ldh and cover beachieved in the wall thickness

12mm dia – 214mm min thickness

16mm dia – 275mm min thickness

required for 30 Mpa concrete and

500 grade steel

Use Reid™

Threaded Inserts

Use ReidTM Threaded Inserts

Min. wall thickness

RB12TI – 120mm

RBA16TI – 140mm

Do starter bars

need site bending

for access?

Do starter bars

need bending for

transport?

Still want to

use hooked bar

anchorages?

db

he

ldh≥ 30mm

1.5db

▲

▲

▲

▲

▲

▲ yes no

yes

yes

he

▲

Threaded Inserteffective depth he

no yes

Calculate Concrete Cone Pullout from:

4/3

d

f

f h b

c R

y

e

3

2

` ⎟⎟

⎠

⎞

⎜⎜

⎝

⎛=

ξ - to determine the effective embedment to yield the steel

or/

1.5`

⎟⎟⎠

⎞⎜⎜⎝

⎛=

b

c Rs0.23d

eh f f ξ - to determine maximum steel stress without inducing cone pullout

where: =`c f characteristic concrete strength – Mpa

= y f characteristic steel yield strength - MPa

=s f steel stress – Mpa

=bd nominal steel diameter – mm

=eh effective anchor embedment – mm

cycxsysxCR R ϕ ϕ ϕ ϕ ϕ ξ = - overall reduction factor

Where: 75.0=CR

ϕ for cone area in cracked section

= 1.00 in any other case.

=sysx ϕ ϕ & spacing reduction factor

( )( )( ) 1 / / 11 ≤−+= xCR x xsx

nS S nϕ

= x

n number of anchors in x direction

= xS centre to centre spacing in x direction

eCR hS 3=

=syϕ as for sxϕ with subscript y in place of x.

=cycx ϕ ϕ & edge reduction factors

( ){ } 15.1 / 7.03.0 ≤+=ecx

hcxϕ cy = edge distance in y direction

=cyϕ as for cxϕ with subscript x in place of y

is ys f f <

Use normal limitstate for design of

joint capacity

Use elastic designof joint capacity

yes no




Effective embedment depth of hooked bar

with cover to starter = 30mm

Effective embedment depth of threaded insert

with cover to insert = 12mm ( galvanised)

Bar height ht bar 170mm:= Insert height htinsert 170mm:=

he_bar wallt3 d b⋅

2− 30mm−:= he_bar 72mm= he_insert 108mm:= he_insert 108mm=

Reduction factor for cracked section

ψcr_bar 0.75:=

Reduction factor for cracked section

ψcr_insert 0.75:=

Critical S pacing for embedment depth Critical S pacing for embedment depth

scr_bar 3 h e_bar ⋅:= scr_bar 216 mm= scr_insert 3 he_insert⋅:= scr_insert 324 mm=

Spacing reduction factors therefore are Spacing reduction factors therefore are ψsx_insert

s

scr_insert

:= ψsy_insert 1:= ψ sx_bar 1:= ψ sy_bar 1:=

Edge reduction factors are Edge reduction factors are

ψcy_bar 0.3 0.7ht bar

1.5 he_bar ⋅⋅+:= ψcy_insert 0.3 0.7

htinsert

1.5 he_insert⋅⋅+:=

ψ cy_bar 1.402= ψcx_bar 1:= ψcy_insert 1.035= ψ cx_insert 1:=

so ψ cy_bar 1:= so

ψcy_insert 1:=

Total reduction factors to apply Total reduction factors to apply

ξR_bar ψcr_bar ψ sx_bar ⋅ ψsy_bar ⋅ ψcy_bar ⋅ ψcx_bar ⋅:= ξR_insert ψcr_insert ψ sx_insert⋅ ψsy_insert⋅ ψcy_insert⋅ ψcx_insert⋅:=

ξR_bar 0.75= ξR_insert 0.69=

d' b

d b

mm:= he

he_insert

mm:= f c

f'c

MPa:=

d' b

d b

mm:= h'e

he_bar

mm:= f c

f'c

MPa:=

f s_bar

h'e

0.23 d' b

4

3⋅

⎛

⎜

⎝

⎞

⎟

⎠

1.5

f c⋅ ξR_bar ⋅:= f s_insert

he

0.23 d' b

4

3⋅

⎛

⎜

⎝

⎞

⎟

⎠

1.5

f c⋅ ξR_insert⋅:=

f s_bar f s_bar MPa⋅:= f s_bar 158 MPa= f s_insert f s_insert MPa⋅:= f s_insert 268.8MPa=

Yielding of the reinforcement cannot be achieved

beforepullout failure will occur.

Using elastic analysis for an opening moment on

the connection:

Yielding of the reinforcement cannot be achieved

before pullout failure will occur.Using elastic analysis for an opening moment on

the connection:

Modular ratio

m'Es

Ec

:=

m' 7.973=Modular ratio

mEs

Ec

:=

m 7.973=

d'1 ht bar := A'st πd b

2

4

⋅ B

s

⋅:= A'st 377 mm2

= d 1 htinsert:= Ast πd b

2

4

⋅ B

s

⋅:= Ast 377 mm2

=

na' 100mm:=



C O MP A N Y

B A C K G R O U N D

P R

O D U C T

C A T

A L O G U E

A N C H O R S &

F A S T E N E R S

R E I D B A R &

F I T T I N G S

C O N C R E T E

L I F T I N G

S

Y S T E M S

N I R V A N A

M O D U L A R


S Y S T E M

C A S T -I N

C H A N N E L S

TM

Given

na'2 m' A'st⋅ 2⋅

Bd'1 na'−( )⋅−⎡⎣ ⎤⎦

0=

d'na Find na'( ):= d'na 29.1mm= na 100mm:=

Given

na2 m Ast⋅ 2⋅

Bd 1 na−( )⋅−

⎡

⎣

⎤

⎦0=

d na Find na( ):= d na 29.1 mm=

stress in the steel is f s_bar 158MPa= stress in the steel is f s_insert 268.8MPa=

Total force in reinforcing bars is Fs_bar f s_bar A'st⋅:= Total force in reinforcing bars is

Fs_insert f s_insert Ast⋅:=

moment will be Me_bar Fs_bar d'1

d'na

3−

⎛

⎝

⎞

⎠⋅:= moment will be Me_insert Fs_insert d 1

d na

3−

⎛

⎝

⎞

⎠⋅:=

Ho oked b ar o pe ni ng m ome nt c ap aci ty: Rei d Thr ead ed In ser t o pen in g m omen t ca pa cit y:

Me_bar 9.5kNm= Me_insert 16.2kNm=

Conclusions:

The hooked bar base connection is an unsafe design with brittle failure of the connection likely to occur before the

yielding of the wall panel. Me_bar 9.5kNm= compared to possible wall strength of φMover ncom 14.4kNm=

On the otherhand the Reid threaded Insert connection is safe because yielding in the wall panel is likely to occurbefore cone failure in the foundation connection.

Me_insert 16.2kNm= compared to possible wall strength of φMover ncom 14.4kNm=

Reid™ Design Concepts forReinforcement Anchorage

REFERENCES

1) NZS:3101:Part 1:1995 Concrete Structures Standard The Design of Concrete

Structures

2) NZS:3101:Part 2:1995 Commentary on The Design of Concrete Structures

3) NZS:3101:Part 2:1995 Amendment No1 December 19984) Tensile Capacityof Steel Connectors with Short Embedment Lengths in

Concrete - Restrapo- Prosada and Park August 1993

5) Tensile Capacityof Hooked Bar Anchorages with Short Embedment Lengths

in Concrete - Nigel Watts University of Canterbury September 1996

6) Methods of Joining Precast Concrete components to formStructural Walls-

Maureen Ma Universityof Auckland 1999

7) The Design and Construction of Tilt-up Reinforced Concrete Buildings -Restrepo, Crisafulli and Park.University of Canterbury 1996

8) The Performance of Reidbar Couplers in Seismic ResistantFrame Structures -

BassimBahr-Aliloom University of Auckland Feb 19979) Assessing the Seismic Performance of Reinforcement Coupler Systems -

Anselmo Bai Universityof Auckland Feb 199710) Tensile Capacity of Headed Anchors with Short Embedment Lengths in

Concrete - Barry Magee University of Canterbury September 1996

NOTE: Software for wall/base calculation is available on Reids Resource Disc or direct from Reids Engineering ManagerPh 09 920 4346

2003



TM

Corrosion of Reidbar™

What is it?

Corrosion is a process of restoring natural balance. Insteel the iron content is chemically changed to a morestable iron oxide or iron salt.

The corrosion of metals is defined according toISO8044 1 p188

“Corrosion is a physiochemical reaction between ametal and its environment which results in changesin the properties of the metal and which may oftenlead to an impairment of the function of that metal,the environment, or the technical system of whichthese form a part. The interaction is usually of anelectrochemical nature.”

In neutral or alkaline environments, dissolved oxygenplays an important role and corrosion only occurs ifdissolved oxygen is present in the electrolyte. Themost familiar corrosion of this type is the rusting ofiron, when exposed to a moist atmosphere or water toform ferric hydroxide, which dries to form ferric oxide.

Rusting requires an environment containing at least1% each water and oxygen.” 1 p188 Vernon

The corrosion products of rusting steel bars occupy avolume of three or more times the volume of the steelsection consumed. This volume increase will producesufficient internal stresses to disrupt the surroundinggrout or concrete.

Over time corrosion will reduce the effective section ofthe steel.

“There are three broad areas that generally define thetype of corrosion. These are uniform or generalisedcorrosion, localised corrosion and cracking due to

either stress corrosion or hydrogen embritlement.

Ground water with variable pH can create anelectrolysis type corrosion cell.

Reidbar™ is often used in harsh or corrosive

environments and in these areas some form of

corrosion protection will need to be considered.

Reducing the effects of corrosion basically require

isolating the iron from the environment in which it is

to be used. Manufacturers of iron and steel products

achieve this by combining the iron with alloys to form

a more stable or corrosion resistant material.

For the past 10 years in NZ Reidbar™ has been

produced as a micro alloyed steel and will haveslightly better corrosion resistance than mild steel.

The majority of Reidbar™ fittings are cast in Ductile

Iron and these will corrode at about 30% of the rate

for mild steel.5 The exception to this is the marine

environment where the corrosion rates are similar.

The corrosion products of Ductile Iron are not expansive.

The nature of corrosion is complex and the

performance of corrosion protection systems can be

extremely variable. The designer needs to thoroughly

investigate local conditions before deciding on the

protection method.

Common methods of corrosion protection include

■ Applying a corrosion inhibiting medium

■ Electro plating

■ Hot metal spraying and Hot Dip Galvanising

■ Painting and other surface coatings

■ Encapsulating in a protective inert barrier

Each of these methods will offer differing degrees

of protection. The selection of protection grade

is dependant on the application, the application

environment, the design life and the consequences of

failure.

Corrosion Protection of Grade 500 Reidbar™

References page 117



C O MP A N Y

B A C K G R O U N D

P R

O D U C T

C A T

A L O G U E

A N C H O R S &

F A S T E N E R S

R E I D B A R &

F I T T I N G S

C O N C R E T E

L I F T I N G

S

Y S T E M S

N I R V A N A

M O D U L A R


S Y S T E M

C A S T -I N

C H A N N E L S

TM


The following paragraphs describe

two of the protection alternatives forReidbar™ together with their likelyperformance.

Hot Dip Galvanising

ReidbarTM and ReidbarTM fittings are galvanised to

meet the requirements of AS/NZS 4680 with the

nominal coating mass on ReidbarTM being 600gm/

m2. This equates to a surface zinc thickness of

approximately 0.10 millimetres (100 microns).

To remove excess zinc, ReidbarTM fittings are spun

in a centrifuge after galvanising and the resulting

nominal coating thickness will be around 0.04~0.06

millimetres.

Since zinc coatings protect the steel by the sacrificial

erosion of itself, the protective life of a metallic zinc

coating is roughly proportional to the mass of zinc per

unit of surface area. This is regardless of the method

of application.

The Galvanising Association Handbook gives the

anticipated life of 600 gm/m2 of hot dipped coating at

50 years in a mild coastal environment and 25 years

in a marine environment.

Some environment limitations are noted as follows:

Galvanising will give minimal protection for pH values

less than 6.5 to 7.0. 1 p 179

Unprotected galvanised systems should not be used

with acid solutions below pH 6.0 or alkaline solutions

above pH 12.5 2p 21

Additional protection is required when galvanised steel

is in contact with chemically treated timber.

Cement grouts or concrete provide an environmentwhere the pH is typically 9.5 to 13.5 in which a

passive film forms on the steel that protects it from

corrosion. However the loss of this protective alkalinity

around the steel, or the presence of aggressive ions,

notably chloride, in the grout or concrete, can lead to

corrosion. 4 clause 8.2.3 para 6

Hot Dip Galvanising will have no significant effect on

the development length of reinforcing bars. 2 page 31

Surface Coatings

Surface coatings that are designed to resist corrosionsimply enclose the metal component in an impervious

barrier to exclude the corrosion causing elements. An

effective coating needs toughness to resist abrasion

and mechanical damage, proper substrate adhesion

to resist corrosion migration at damage sites and be

chemically inert.

An extremely effective method of providing this

impervious barrier is coating the metal component

with fusion bonded epoxy. In this process finely

ground, fully cured epoxy powder, is applied to the

hot surface of a clean grit blasted metal component.The residual heat of the component melts and fuses

the epoxy powder to the component. The cured epoxy

coating is flexible, abrasion resistant and almost

impossible to remove.

The corrosion protection performance of fusion-

bonded epoxy is further enhanced by pre coating the

bar or fitting with a zinc rich fusion bonded epoxy.

ReidbarTM and ReidbarTM components can be coated

with either fusion-bonded epoxy applied directly to the

metal or first coated with the zinc rich fusion bonded

epoxy and then over coated with fusion bonded epoxy.The trade names of the epoxy products used are

Black Beauty and Zinc Shield and are produced by

Orica Powder Coatings.

Both the epoxy powder and the application and

testing procedures meet the requirements of ASTM

A775/A775M-97

Epoxy coatings will reduce the effective bonding

of reinforcing bars in concrete. For the additional

development length required, typically 1.2Ld to 1.5Ld,

the designer should refer to the appropriate design

literature.

References page 117



TM


How do you measure the effectiveness

of a corrosion protection system?

The accurate simulation of actual long term

performance on site during testing is virtually

impossible. However a series of accelerated corrosion

tests have been undertaken to provide a comparison

of the relative performance of hot dip galvanising and

fusion bonded epoxy.

The tests show that in the accelerated corrosion

environment fusion bonded epoxy continues to provide

corrosion protection for at least 20 times longer than

a hot dipped galvanised surface.

These tests were carried out in a Q-Fog Cyclic

Corrosion Tester (salt spray cabinet) in accordance

with the test method ASTM B 117.3

The fusion bonded epoxy top coat was applied over

a zinc rich fusion bonded epoxy base coat to give a

combined total coating thickness of 270 microns.

This coating system provided corrosion protection for

at least 10,000 hours.

The hot dipped galvanised surface showed serious

distress at 350 hours and was completely destroyed

at 500 hours.

The tests showed that the difference in corrosion

resistance between the fusion bonded epoxy only

coating and the zinc rich plus fusion bonded epoxy

coating was only apparent after 5000 hrs. At this

time small blisters of 0.5mm diameter started

showing on the bar surface but still no rusting.

Fusion bonded epoxy’s are affected by ultraviolet

radiation. Where part of an embedded bar is required

to remain exposed some powdering may become

evident.

The ultraviolet light in normal sunlight will degrade

Fusion Bonded Epoxy coatings at approximately 2

microns per year.

Where Fusion Bonded Epoxy coatings are required to

remain exposed to sunlight throughout a long working

life then they should be overcoated with a 2 pack

polyurethane paint system approximately 60 microns

thick.

Due to the coating flexibility straining of up to 75%

of the bar yield will not crack the epoxy coating. At

these high loads there may be some damage to thecoating surfaces within the nut.

References1. Australian Tunneling Conference, Sydney Australia,

August 1997

2. After Fabrication Hot Dip Galvanising, Galvanising

Association of NZ

3. Orica Powder Coatings lab report # 0096 of 18

March 2002

4. BS 8081 British Standard Code of Practice for

Ground Anchorages

5. A.S.T.M. Atmospheric Corrosion data Table 3.40



C O MP A N Y

B A C K G R O U N D

P R

O D U C T

C A T

A L O G U E

A N C H O R S &

F A S T E N E R S

R E I D B A R &

F I T T I N G S

C O N C R E T E

L I F T I N G

S

Y S T E M S

N I R V A N A

M O D U L A R


S Y S T E M

C A S T -I N

C H A N N E L S

TM


In ground support engineering the corrosion variables

are complicated by a bewildering array of both ground

types and ground water acidity.

The choice of the protection class required is the

responsibility of the designer. That choice depends

on such factors as consequence of failure, the

aggressiveness of the environment and the cost of the

protection. 4 cl 8.2.1

Permanent support bolts generally require double

layer protection.

Because of the indeterminate nature of ground

movement and the inability to ensure complete

encapsulation of the bar, ground anchoring standards

do not include the cement grout, or resin grout if used

and insitu placed to bond the bolt, as a protection

layer 4 clause 8.2.3 para 3 1 p 180.

In ground anchoring the use of ribbed bar tendons

(deformed reinforcing bar) has been shown to control

the frequency of cracking of cement grouts within a

corrugated duct encapsulation to such an extent that

the crack widths are less than 0.1mm 4 clause 8.2.3 para 6

Details 42 and 43 show typical arrangements ofa double protected ground anchor, based on the

requirements of BS 8081 and using standard off the

shelf drainage materials

Double Protection for Permanent Ground Support

RB32 SPECIAL COUPLER

HEAT SHRINK TUBE, 5mm WALL x 630mmLONG CATV 70/25 or PWHT-136/36APPLY TO OD OF JOINT AFTER GRINDINGTEMPORARY GROUT HOLES SMOOTH

BAR CENTRALISERS @ 900mm CENTRESEX RB32CEN064CUT ARMS TO SUIT PIPE BORE AND WIRE ONTO BAR

CUT TEMPORARY GROUT HOLES IN 65ø TUBE WITH HOLE SAW CUT OFF ANDGRIND SMOOTH AFTER GROUT SETS

65ø DW&V MARLEY PVC PIPE

SPLIT 75mm LENGTH OF 65 DW&VPIPE AND USE AS A PACKER

50ø MARLEY PVC PIPE

RB 32 GALVANISED REIDBARRB 32 GALVANISED REIDBAR

HEAT SHRINK TUBE,5mm WALL x 200mm LONGCATV 70/25 or PWHT-136/36


50ø MARLEY PVC PIPE

RB 32 GALVANISED REIDBAR


MARLEY 65mm UNPUNCHEDCORRUGATED DRAINFLO

MARLEY PLASTIC CAP DW&V 137-65SECURE TO DRAINFLO WITH 3~S/S SELFTAP SCREWS PLUS SELF AMALGAMATING TAPEFIT 12ø DUCT BEND AND GLUE INTO CAPAS A BREATHER

BOND LENGTH

Detail 42.

Detail 43.



TM

Welding


Reidbar™ systems are designed to eliminate or reducethe need to weld reinforcing bars. Site conditions

can often make it difficult to control both welding

procedures and proper consumable selection.

References, standards

AS1554 Part 3 1983 and the WTIA technical note 1.

Joint design

Refer to AS1554 Part 3

Choice of welding process

This grade of steel is readily weldable by either metal

manual arc (MMA) or semi-automatic and automatic

(SUBARC) or inert gas shielded (MIG) processes.

Optimum results are obtained with MIG and

automatic processes.

Consumables

When using MMA welding processes, we recommend

the use of Hydrogen Controlled electrodes.

Note: Reidbar™ is manufactured in both New Zealand and Australia.

Prior to 2006 Reidbar™ of NZ origin has been a micro alloyed bar and could be welded using the procedures

outlined for micro alloyed bar. In 2006 it is possible that Reidbar™ in NZ will be produced using a quenched and

tempered process similar to that used in Australia. If this change occurs Reidbar™ should then be welded using the

process outlined for quenched and tempered bars.



C O MP A N Y

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R E I D B A R &

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S Y S T E M

C A S T -I N

C H A N N E L S

TM

Welding

Concrete reinforcing and welding

Careful design, process specification, qualification and

control is vital for the integrity of weldments.

Welding processes can produce undesirable

metallurgical defects in the steels being welded and

in other adjacent materials subject to arc strikes and

weld spatter. Defects introduced during welding can

embrittle steel and create sites that act as stress

concentrators, causing unexpected modes of failure.

For this reason some codes prohibit or restrictthe welding of reinforcing bars used in concrete

construction.

As a general rule we do not recommend

welding of reinforcing bars – especially on site

where the required level of quality and supervision

can be difficult to maintain. Where welding is required

it should be critically supervised and carried out under

carefully controlled conditions by suitably qualified

welders using acceptable welding processes. Where

bars are to be positioned in pre-fabricated cages,

consideration should be given to tying rather thanwelding bars. Mechanical connection of bars using the

benefits of Reidbar™ provide effective alternatives for

joining bars both in the factory and on site.

Effect of heating on mechanical properties

There are two methods for achieving the required

mechanical strengths of reinforcing bars:

■ Addition of alloying elements to the steel

■ Thermally treating the bar (cold water quenchingand tempering)

Bars which are cold worked or thermally treated to

increase their strength lose mechanical strength after

heating. These bars cannot be heated before bending

and can be adversely affected by welding processes.

Great care and control must be exercised when

applying heat to such bars to ensure that they do not

exceed the critical heating temperature at any point.

This is recognised by AS3600 Clause 19.2.3.1 which

limits the design strength to 250MPa for bars heated

in excess of 450°C.

Micro alloyed 500E Reidbar™ retains its full strength

and ductility on cooling after being heated to

temperatures in excess of 600°C.

Micro alloyed 500E Reidbar™ may be heated to

assist bending without risk of reducing the mechanical

properties, unlike cold worked or thermally treated

bars.

See Freqently Asked Questions, pages 18 - 21.

Welding arc energy (heat input)

We recommend that a minimum welding arc energy

of 2kJ/mm be used for all processes.

The use of well controlled high heat input processes is

especially important for tack welds to reduce the risk

for undesirable hardening in the heat affected zones

adjacent to the welds.

Choose the largest diameter electrode possible for thejob.

The electrode chosen should never be less than

3.2mm

As a guide the following minimum electrode sizes

should be used for all welds including tack welds:

Grade 500E (Micro Alloyed)

12, 16, 20 3.25

25, 32 4

over 32 5-6

Table 32. Electrode Diameters.

Reidbar™ Diameter Minimum Electrode Diameter



TM

Welding

Preheating

Heating of steels prior to welding reduces the risk of

cracking in the heat affected zones.

Regardless of the grade of steel, the best welds are

achieved when the steel temperature prior to welding

is at least 20-25°C.

Welds should never be attempted at temperatures

below 0°C without preheating. In cold weather where

such temperatures are expected it is essential to

preheat the steel to 20-25°C.

Whilst good quality welds can be achieved in many

steels at ambient temperatures above 0°C, the

weldability and resistance to cracking depends on

the steel chemistry and a number of factors which

influence the rate of cooling from the welding

temperature. These include the initial temperature of

the steel, the physical size and mass of the pieces

being joined, the size and shape of the weld, the

welding heat input and the ambient temperature.

No additional preheat is required for any size of

Reidbar™ when the welding arc energy exceeds 2kJ/

mm.

Bars of 32mm diameter and larger require higherlevels of preheat only when welded with arc energies

less than 2kJ/mm. In practice it is unlikely that such

low arc energies would be used for welding bars of

this size.

Grade 500E (Micro Alloyed) continued

Table 33.

< 25 Preheat not required

32 50 Preheat not required

40 75 50

50 100 75 Preheat not required

Electrode diameter

3.25 4 5 6

Electrode diameter

3.25 4 4 5 6

Arc energy kJ/mm E 1< E < 1.5 1.5 < E < 2.0 2.0 < E < 2.5 2.5 < E < 3.5 3.5 < E

< 25 < Preheat not required

32 25

40 50Preheat not required

50 75 50 Preheat not required

Hydrogen controlled electrodes (E15XX, E16XX, E18XX, E28XX, E48XX)

or semi-automatic and automatic welding processes

Metal manual arc welding with non-hydrogen controlled electrodes(E10XX, E11XX, E12XX, E13XX, E14XX, E20XX, E24XX, E27XX)

Bar diameter Preheat temperature °C

Bar diameter Preheat temperature °C



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S Y S T E M

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C H A N N E L S

TM

Welding

500E Reidbar™ produced by the quenched and

tempered method must have a carbon equivalent

(CE) less that 0.39 (Australia Only). Consequently it

requires no preheating prior to welding.

Hydrogen controlled electrodes must be used and

matching strength electrodes will be required for full

strength butt welds.

General Rules

Welding of reinforcing steel is not encouraged in NewZealand because of the high likelihood of strength or

ductility loss in the heat affected zones. Localised

weakened reinforcement could have dramatic effects

on a reinforced concrete structure’s response to

seismic loadings.

If welding of reinforcement is undertaken it must

conform to the requirements of ASNZS 1554 part 3.

Preheat

Not required

Post Heat

Not required

Electrode Type

■ Hydrogen controlled welding processes andelectrodes such as GMAW (MIG), FCAW and lowhydrogen MMAW (sticks) must be used for allweld types. Correct control, storage and drying ofelectrodes is essential.

■ Matching strength W55X (E55XX) or W62X(E62XX) type consumables are required for allload bearing butt welds.

■ Under-matching W50X (E48XX) and W41(E40XX) electrodes may also be used for lap andother weld types with appropriate weld lengths asshown in the following sections.

■ Select electrode diameter to be compatible withsize of bars being joined.

Interpass Temperature

This should be limited to 200°C maximum for all

joints.

Welding Technique & heat Input

Best results are achieved using stringer beads where

heat input will generally not exceed 2.5kj/mm.

Weaving is not recommended.

Welding Practice Notes■ Observe 200°C maximum limit on interpass

temperatures.

■ For multiple welds, interpass temperature rise canbe minimised by laying weld beads on separatejoints in sequence thus allowing each weld tocool between runs. As interpass temperatures arelikely to increase throughout, check the interpasstemperature prior to commencing each weld run.

■ Balance welding on each side of joint as requiredto minimise distortion.

■ For butt welds, back grind root run prior tocompleting the joint.

■ Clean and dress each weld run prior to depositionof subsequent runs.

■ Refer to electrode manufacturer’s recommendedcurrent ranges and shielding gasses.

General Notes

Non-symmetric joints such as lap welds may not be

suitable for use in seismic applications – specialist

advice should be sought in such cases.

Grade 500E (Quenched and Tempered)



TM

Appendix

The Department of Building and Housing have recently released a

series of Practice Advisory notices regarding the use of Reinforcing

Steel and Cold Worked Mesh.

This appendix contains reproductions of these Advisories as well as

the datasheet for Reids™ new Ductile Reinforcing Mesh.

For more information regarding these Practice Advisory Notices go to

www.dbh.govt.nz



Department of Building

Building and Housing ControlsTe Tari Kaupapa Whare

Issues of concern

Incorrect bending can severely affect the performance

of steel reinforcement in service. Results can be premature

fracture, which will affect the capacity of the building

elements to carry design loads. Of particular concern

is the practice of bending reinforcing steel to too small

a diameter. Bending then straightening (rebending) the

reinforcing on site is of even greater concern.

To avoid fracture or weakening, NZS 3109 requires that

hooks and bends are formed in accordance with the bend

requirements of Table 3.1, which is reproduced below with

the permission of Standards New Zealand. The minimum

diameter of bend is measured on the inside of the bar.

Don’t

x Don’t bend steel on site unless absolutelynecessary and then only with equipmentfit for the purpose.

x Don’t rebend steel on site without usinga purpose-built tool and properpreparation and preheating.

Practice Advisory 1

www.dbh.govt.nz June 2005

Bend the bar but not the rulesBending of steel reinforcement must followNew Zealand Standard procedures

Figure 1 A 12 mm bar bent to correctdiameter of 60 mm.Source: CCANZ IB79

Figure 2 Cracks in Grade 500reinforcement caused by incorrectbending and rebending

Do

Do obtain a copy of the hooks andbends requirements in NZS 3109.

Do bend any reinforcing steel using apurpose-built tool that will achieve thecorrect bend diameters.

Do obtain bend-o-meter discs from theDepartment to help quickly ensure thatreinforcement is bent to the correctdiameters.

Do report any failures of reinforcingsteel to the manufacturer and theDepartment. Keep a sample of thefailed bar.

Grade Bar type Bar Minimumfy (Mpa) diameter, diameter of bend,

db (mm) di (mm)

Plain Deformedbars bars

300 Stirrups 6–20 2db 4db

or and ties 24 3db 6db

500All other 6–20 5db 5db

bars 24–40 6db 6db

Note that the above table only gives part of the requirements

for hooks and bends. For full details of standard hooks,

bends, stirrups or ties, for mesh bend diameter requirements

and for galvanised bar bend requirements, refer to

Clause 3.3 of NZS 3109.

Rebending should only be carried out when unavoidable

and identified at the design stage. NZS 3109 and NZS 3101

require that rebending is done in the specified manner and

to the manufacturer’s requirements. For guidance, refer to

the Department of Building and Housing wall chart on

reinforcing steel requirements.



Practice Advisory 1 cont.

Background

There have been formal and informal reports of bars breaking when

handled on site. In many cases this was shown to be due to incorrect

bending and handling of the bars.

The Department responded by investigating the concerns and issues

behind the reports. Many of the reported failures could be linked to

incorrect bending and rebending practices on site. These practices are

more critical with Grade 500 steel as there is less tolerance for bending

this reinforcement to tight diameters.

Further information: AS/NZS 4671, NZS 3101, NZS 3109, Department wallchart, CCANZ Bulletin IB 79

Note that this Practice Advisory is issued as guidance information in accordance with section 175

of the Building Act 2004 and, if used, does not relieve any person of the obligation to consider any

matter to which the information relates according to the circumstances of the particular case.





Recommended practice

Source of supply, method of manufacture andidentification

Several steels marketed in New Zealand as Grade 500E

are manufactured by the QT (quench and temper) process.

This results in a bar with a hardened outer skin. As indicated

below, QT steel is vulnerable to some fabrication processes.

The identification markings on imported steels do not clearly

identify the strength, grade or manufacturing process.

This lack of information creates potential site difficulties.

Most Grade 500E reinforcing sold in New Zealand is

locally manufactured by the microalloy process, conformsto AS/NZS 4671 and has clear identification markings.

Designers, building consent authorities and contractors

are advised to satisfy themselves that any steel supplied

as Grade 500E meets the requirements of AS/NZS 4671.

Bending Grade 500E reinforcing

A Department of Building and Housing investigation has established

that many ‘field failures’ of Grade 500E reported were the result of

bars being bent to smaller diameters than the minimums specified in

NZS 3101 and NZS 3109. Grade 500E has less ductility than Grade 300E

and therefore less tolerance of the permanent strains associated withtighter diameter bends.

It is imperative that all reinforcing bars are bent to diameters that conform

to the requirements of NZS 3101 and NZS 3109. To emphasise the

importance of this, Practice Advisory 1 ‘Bend the bar but not the rules’

was issued by the Department in December 2004 and revised in

June 2005.

Another useful guide was published by CCANZ in October 2004

as IB 79 ‘Recommended Industry Practice on Bending and Re-bending

of Reinforcing Bars’.

Practice Advisory 7

www.dbh.govt.nz July 2005

Use with careGrade 500E reinforcing steel in New Zealand

Don’t

x Don’t bend Grade 500E bars to diametersless than those permitted by NZS 3101and NZS 3109.

x Don’t re-bend Grade 500E microalloybars of 16 mm or less, unless the strictconditions of NZS 3109 can be met.

x Don’t re-bend Grade 500E microalloybars more than 16 mm diameter.

x Don’t re-bend Grade 500E QT bars.

x Don’t weld or thread Grade 500E QT bars.

x Don’t weld Grade 500E microalloy barsif it can be avoided.

Do

Do identify at the design stage howreinforcing steel will be used on site,so its appropriate manufacturing processcan be specified.

Do adopt design and detailing practicesthat avoid the need for re-bendingreinforcing steel.



Practice Advisory 7 cont.

Re-bending Grade 500E

Re-bending is the action of reversing the bend in a bar. Normally it

involves straightening an already-bent bar. The need for re-bending usually

arises to allow other site activities to proceed, or the transport of

precast units.

Amendment 2 of NZS 3109 permits re-bending of microalloy

Grade 500E bars under conditions of controlled heating and cooling.

These conditions are very difficult to reproduce on site, so re-bending

of this steel is discouraged.

Re-bending of QT Grade 500E bars is not permitted by NZS 3109.

Welding Grade 500E

Welding QT Grade 500E steel reduces the strength of the hardened

outer skin, so this steel must not be welded.

There are some reservations about all forms of welding of microalloy

Grade 500E. Successful welding of microalloy Grade 500E depends

on a highly competent welder following carefully controlled procedures

that are very difficult to produce on site. The electrodes available

for butt welding cannot be relied upon to provide sufficient overstrength.

Lap welds are eccentric and dependent on workmanship so are

considered unreliable. There is also evidence that tack welding can lead

to premature failure of Grade 500E bars. It is therefore recommended

that all forms of welding of this type of steel be avoided.

Background

Introduction of Grade 500E

The joint Standard AS/NZS 4671 was published in 2001 and introduced

Grade 500E to replace Grade 430E.

Failures reported of Grade 500E

Failures of Grade 500E reinforcing were reported in University of Auckland

tests in 2003.

Other ‘field failures’ were subsequently reported to the Department

both formally and informally.

Investigation of Grade 500E by Department of Building

and Housing

In response to the reports of these failures, the Department

commissioned an investigation which culminated in the ‘Report on

Grade 500E Steel Reinforcement’. Hard copies are available on request.The Report concludes that Grade 500E is a viable material, but it is

essential to be aware of and address the issues of concern: source of supply,

method of manufacture, bending, re-bending and welding. Grade 500E

is a high-strength ductile steel. The ductility, which is essential to

its satisfactory performance in earthquakes, must not be compromised

by unsatisfactory construction procedures.

References

1 Department of Building and Housing.July 2005. Report on Grade 500ESteel Reinforcement.

2 Building Industry Authority. July 2003.BIA Update No. 9, Grade 500E reinforcingsteel: advisory note.

3 Department of Building and Housing.June 2005. Practice Advisory 1, Bend thebar but not the rules.

4 Cement and Concrete Association of

New Zealand. October 2004. InformationBulletin IB79, Recommended IndustryPractice on Bending and Re-Bending ofReinforcing Bars.

5 Standards New Zealand. AS/NZS 4671Steel Reinforcing Materials.

6 Standards New Zealand. AS/NZS 1554.3Welding of Reinforcing Steel.

7 Standards New Zealand. NZS 3101Concrete Structures Standard.

8 Standards New Zealand. NZS 3109Concrete Construction.

Note that this Practice Advisory is issued as guidance

information in accordance with section 175 of the

Building Act 2004 and, if used, does not relieve anyperson of the obligation to consider any matter

to which the information relates according to the

circumstances of the particular case.





Issues of concern

In some situations where ductility in an earthquake may be

required, cold-worked wire mesh may seriously affect theperformance and integrity of the structure.

As the commonly specified standard mesh has a very limited

ductility, it may not be able to withstand the strains imposed

as a result of the design actions (displacements, forces).

This can cause the mesh to fracture and reduce the capacity

of the structural element and the overall performance of the

structure.

Designers must ensure they specify seismic-grade steel

reinforcing bars in areas requiring ductile performance of

the steel. Construction contractors must ensure the design

requirements are correctly implemented on site and that

care is taken when using mesh on site.

Background

Concerns have been expressed about the use of low ductility mesh

in floor diaphragms that are expected to undergo large displacements

requiring a high level of ductile performance from the steel.

Amendment 3 (March 2004) to the Concrete Structures Standard,

NZS 3101: 1995, Clause 7.3.1.2, requires welded wire fabric to have a

uniform elongation of at least 10% unless the yielding of the reinforcement

will not occur at the ultimate limit state or the consequences of yielding

or rupture will not affect the structural integrity of the structure.

Further information: AS/NZS 4671 Steel Reinforcing Materials, NZS 3101 Concrete Structures,

NZS 3109 Concrete Construction.

Don’t

x Don’t use cold-worked (ie, standard)

wire mesh in seismic diaphragms or asprimary flexural reinforcement in slabswhere there is the potential for yieldingof the reinforcement.

x Don’t use standard cold-worked meshif high ductility mesh is specified.

x Don’t use Grade E (Earthquake) machine-welded wire mesh unless it has beenshown that the mesh in its weldedcondition is suitable for use in ductiledemand situations (in particular theelongation requirements).

Do

Do use Grade E (Earthquake) 6,10 or 12 mm diameter bars instead ofmesh in areas of high ductility demandin floor slabs.

Do obtain a copy of NZS 3109 ConcreteConstruction and AS/NZS 4671 SteelReinforcing Materials.

Do obtain a copy of Amendment 3to NZS 3101 Concrete Structures.

Practice Advisory 3

www.dbh.govt.nz June 2005

Beware of limitationsCold-worked wire mesh

Figure 1 Separation of floor slab putting high strains on topping reinforcement.Source: University of Canterbury Civil Engineering Department, J Matthews

Note that this Practice Advisory is issued as guidance information in accordance with section 175

of the Building Act 2004 and, if used, does not relieve any person of the obligation to consider any

matter to which the information relates according to the circumstances of the particular case.



TM

Ductile ReinforcingMesh

Applications

Ductile reinforcing mesh for wall panels.

Features and Benefits

■ Manufactured from hot rolled bar not hard drawnwire

■ Minimum uniform elongation of 15%

■ Minimum characteristic yield strength of 375 MPa

■ Double edge wire to minimise losses at side lap

■ Steel areas to match NZS 3101 minimumrequirements for common wall thicknesses

■ Minimum UTS of wire 430 MPa (Max 500MPa)

■ Max size sheet 2.7 x 7.2m

■ Custom steel areas and sheet dimension availablesubject to minimum run requirements

Ductile Reinforcing Mesh

Reid™ Ductile Reinforcing Mesh is fabricated from

round bar generally conforming to the Seismic Grade

requirements of NZS 4671.

To achieve the ductility requirements for Grade

E reinforcing it has been necessary to drop the

characteristic minimum yield strength from 500 MPa

to 375 MPa.

Table 34.

Ductile Reinforcing Mesh - Specifications

RDM375-300 661 300 10mm 4.8 2.44m x 6.1m 12.94 160mm 350mm

RDM376-250 662 250 8mm 3.9 2.44m x 6.1m 12.94 160mm 350mm

RDM377-200 663 200 8mm 3.16 2.44m x 6.1m 12.94 160mm 350mm

Reidbar™ SizeCold drawn

meshequivalent

Steel Area(mm2 /m2)

Main wire(mm)

Mass/m2

(kg/m2)Standard sheet size

(m x m)Nett Cover

(m2) Side Lap End Lap



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Reidbar™

Beam/column joints containing Reidbar™ grout sleeves andcouplers being tested at Auckland University.

Reidbar™ reinforcing fittings develop the full breaking strength

of the bar.

A Reid™ engineer checks the epoxy coating thickness on aconsignment of rock bolts for the Manapouri Tail Race Tunnelproject.

Reid™ rock bolts being used to stabilise the externalrock face above the Manapouri Tunnel outlet. 100,000Reidbar™ rock bolts were also being used throughoutthe 10km length of the tunnel.

Testing a Reidbar™ shear wall joint



REIDBAR™ CENTRALISERS

Reidbar™ Centralisers meet the need to keepReidbar™ or similar sized steel bar central in a drilledhole in ground anchoring applications. Centralisers

also allow grout and a grout tube to pass down the holewhen bar is installed.

BENEFITS

■ Easy to use.■ Robust.■ Range of sizes for common applications.■ Allows space for grout tube to be installed.■ Economical.

LANTERN CENTRALISERSuitable for use on RBA16 and RB20 Reidbar™ sizes.

SPIDER TYPE CENTRALISERS

Currently there are four sizes available:

RB25/32 Reidbar - 150 diam. Hole - 130 diam. Hole - 100 diam. Hole

RB20 Reidbar - 100 diam. Hole

The spider type centraliser slides onto the bar from one

end and the bar automatically aligns itself to be heldfirmly in the centre of the spacer.

The centralisers can be wired or taped in place foradditional security once correctly positioned on the bar.

The lantern centraliser is made from tough polypropelenesheet and is supplied as a flat 220mm x 70mm precut

rectangular shape that is wired around the bar andpushed together to form a lantern shape.

The flexibility of the material used for the lanterncentraliser means it is not critical if the lantern is slightly

larger than the hole into which it is to be installed.

The size of the assembled lantern can also be adjustedto suit different diameter holes.

Nomimalspacing (1)

(mm)

RB20/16 16/20 100 1500 Lantern


LANTERN CENTRALISER TABLE

ProductCode

Bar Size(mm)

Nom Max.Hole

Size (mm)Type

STDHoleSize

(mm)

INSTALLATION

Lantern centraliser wire tied to bar

Centralisers can be attached securely to the bar quickly

and effectively using wire ties.

Nomimal

spacing(1)

(mm)

RB25/32/150CEN 25/32 137 150 1500 Spider

RB25/32/130CEN 25/32 117 130 1500 Spider

RB25/32/100CEN 25/32 90 100 1500 Spider

RB20/100CEN 20 90 100 1500 Spider


SPIDER TYPE CENTRALISER TABLE

Product CodeBarSize(mm)

O/ADiam(mm)

Type

Reidbar™ CentralisersReidbar™ Centralisers



C O MP A N Y

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F A S T E N E R S

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C A S T -I N

C H A N N E L S

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

RB12GS

GROUT

General purpose grouts with a 65Mpa (28 day)compressive strength, used in a flowable consistencymixed as per manufacturer’s instructions, will achieve full

bar strength. The performance of ReidTM Grout Sleeveshave been tested and proved by Opus InternationalConsultant’s Auckland Testing Laboratory using Fosroc

Conbextra GP, Sika Grout 212 and MBT 830 groutproducts.

To specify:

ReidTM

- 25KGCONGP - 25kg General Purpose Grout

PROJECT REFERENCES

• The Park Viaduct Apartments – Auckland

• Sky City Convention Centre – Auckland

• Spencer on Byron – Takapuna

• Sanctum Apartments – Wellington

• Cathedral Junction Apartments – Christchurch

• Tuam St Apartments – Christchurch

• Scene One Apartments – Auckland

GROUT SLEEVES

ReidTM Grout Sleeves offer a splicing solution for reinforcingbars ensuring full strength splices are achieved in criticaland plastic hinge zones. ReidTM Grout Sleeves eliminate

the restrictions of corrugated ducts to splice reinforcingbars, when there is a possibility that the surroundingconcrete may crack and crumble.

FEATURES

• Ensures bar strength continuity without the presenceof surrounding concrete.

• May be used in critical stress zones.

• Cast from ductile iron for durability.

• Designed for precast column and wall panelconnections.

• Easy to accurately set in position with simple to usesetting hardware.

• No overlapping of bar is required.

• New 12mm Grout Sleeve with oval cavity increasespositioning tolerances.

• Considerable savings in grout and time compared tocorrugated ducts.

• Shorter embedment depths means easier placement.

• Secure full strength splicing of reinforcing bars.

• Well proven, used extensively in major constructions.

GROUT SETTING HARDWARE

Setting hardware consists of a special rubber sealingbung with a M8 bolt for locating and sealing the grout

sleeve against shuttering for casting in place (refer todrawing over page).

RB12GSSET 80mm M8 28-40 RB16GSSET 80mm M8 32

RB20GSSET 80mm M8 40 RB25GSSET 80mm M8 48 RB32GSSET 80mm M8 55

RB12GS 200 45 28-40 46-58 150 21 120 150 1.1

RBA16GS 240 47 32 50 200 21 140 190 1.4 RB20GS 290 55 40 60 350 21 174 224 2.3 RB25GS 360 78 48 70 550 21 234 274 3.7

RB32GS 445 109 55 75 746 26 280 320 7.34

Code OverallLength mm

ThreadDepth

mm

BodyID

mm

BodyOD

mm

Norm GroutVol. ml

EmbedmentMin.

mm

EmbedmentMax.

mm

Weightkg

GROUT SLEEVE SPECIFICATION

Rubber PlugOD

Code ThreadLength

ThreadDiameter

Grout Sleeves

Grout HoleDiam

mm



INSTALLATION


Grout Sleeve to edge of precast panel

Typical Construction DetailsStructural joint for

two precast panels

Structural joint for

rebated precast panels

ReidbarTM

ReidbarTM

ReidbarTM

Grout tubes

Flood joint withapproved grout

INSIDE FACE

ReidbarTMCoupler

Grout Sleeve

ReidbarTM

Flood joint with approved

with grout

ReidbarTM

Screw starter bars into couplingbefore lowering into position(Alternatively, vertical bars could

extend into the grout sleeve,provided this does not cause

handling problems)

Grout Sleeves

Grout TubesGrout Sleeve

Shuttering or

Formwork

Setting hardware

ReidbarTM



C O MP A N Y

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Threaded Inserts

& Accessories

FEATURES

• Reidbar™ Threaded Inserts (RBTI) – provide fullReidbar™ strength starters when installed at EffectiveDepth (h

e) in concrete of 25 MPa or better. Refer to

the Reidbar™ Design Guide (2004) for more detailedinformation.

• Reid™ Metric Threaded Inserts (TIM) – Machined fromsolid, bright drawn steel bar with cross hole near baseto accept reinforcing steel for heavy duty and structuralapplications. Inserts are threaded to ISO metricstandards.

BENEFITS

• Easy and simple to use.

• Versatile, provide a wide variety of fixings.

• Reliable, slip-free anchorages.

• Resist dynamic loads.

• May be used in the tension zones of concrete.

• May be used for precast and in-situ construction.

• Plastic nailing and glue on plates simplify installation.Nailing plates protect the threads and can be removedjust before the inserts are to be used. This minimisesthe risk of fouling the threads.

• Good resistance to high temperatures.

FINISHES

RBTI – Plain Cast or Galvanized.

TIM – Supplied with gold passivated zinc coating. Hotdip galvanised and AISI type 316 inserts are availablein the TIM series inserts.

SYSTEM ASSESSORIES

Threaded Insert Chair supports all styles of threaded

inserts from M10 to RB20 in panel thick nesses of125, 150, 175, 200mm. Inserts are attached to thechair using a standard plastic nail plate.

Nail on Plates for locating inserts onto formwork

Glue on Plates for locating inserts onto dust freeformwork surfaces using adhesive tabs.

Reidbar™ – Threaded reinforcing bar.

Metric Threaded Rod – Grade 4.6 mild steel bar orgalvanised studs.

THREADED INSERTS

Reid™ threaded inserts are designed for casting into concrete and provide fixing points for attachments and

structural members to be bolted directly to the concrete structure.

Reid™ MetricThreaded Inserts

(TIM)

Reidbar™ ThreadedInserts (RBTI)



Threaded Inserts & Accessories

REID™ THREADED INSERTS - NOMINAL DIMENSIONS (mm)

A B C D E F G H I Thread / Pitch Gusset

Reid™ Metric Threaded Inserts

TIM10x40 25 16 10.6 40 14 4 4 25 9 M10 x 1.5P NA

TIM12x50 28 17 11 50 20 4.5 4.5 37 9 M12 x 1.75P NA

TIM16x75 39 22 16.6 75 30 10 3 55 12 M16 x 2P NA

TIM20x75 53 30 14 75 30 10 5 55 14 M20 x 2.5P NA

TIM20x120 50 30 NA 118 47 10 3 NA NA M20 x 2.5P YES

TIM24x100 60 38 26 100 45 10 5 76 20 M24 x 3P NA

Reidbar™ Threaded Inserts

RB12TI 38 22 16.6 100 45 10 3 NA NA RB12 NA

RBA16TI 50 30 NA 118 47 10 3 NA NA RB16 YES

RB20TI 64 35 NA 148 55 10 3 NA NA RB20 YES

RB25TI 80 43 NA 191 78 10 3 NA NA RB25 YES

Dimensions given in the tables above may vary slighly due to changes in design or manufacturing processes.



C O MP A N Y

B A C K G R O U N D

P R

O D U C T

C A T

A L O G U E

A N C H O R S &

F A S T E N E R S

R E I D B A R &

F I T T I N G S

C O N C R E T E

L I F T I N G

S

Y S T E M S

N I R V A N A

M O D U L A R


S Y S T E M

C A S T -I N

C H A N N E L S


10 x Nom Ø 20 x Nom Ø

MINIMUM ULTIMATE STRENGTH OF REID™ THREADED INSERTS

Product Code Thread TensionWithout Bar -

Note 2, 3, 4 (kN)

Bar Dia xLength (mm)

EffectiveEmbedment

Depth-he

(mm)

Minimum UltimateTensile Strength

of InsertNote 1, 2, 3 & 4 (kN)

Characteristic Capacity in 25 MPa Concrete

Reid™ Metric Threaded Inserts

TIM10x40 M10 48 30 17 11 15

TIM12x50 M12 58 37 22 16 22

TIM16x75 M16 83 60 64 32 45

TIM20x75 M20 83 148 64 39 55

TIM24x100 M24 108 220 98 65 92

Reidbar™ Inserts

RB12TI RB12 108 83 98 39 55

RBA16TI RB16 126 173 133 60 85

RB20TI RB20 153 230 204 93 131

RB25TI RB25 199 347 332 149 211

NA See Note 7

NA

Shear Note2, 4, 5 (kN)

M10 23.2 14.3 46.4 26

M12 33.7 20.8 67.4 38

M16 62.8 38.9 125 72

M20 98.0 60.7 203 117

M24 141.0 87.4 293 168

RB12 65 40.3

RBA16 115.5 71.7

RB20 180.6 112

RB25 282.3 175

Stud / Bolt Size

Minimum breaking loads(Ntf & Vf)

Grade 4.6

Reidbar™Minimum ultimate strength

Grade 500E

Tension Shear Tension Shear

Grade 8.8

Metric Stud / Bolts and Reidbar™ – Minimum Ultimate Strengths (kN) (Refer Note 6)

Edge Distance


1. Minimum edge distance =1.5he. Minimum distance to other inserts = 3h

e otherwise reduction factors will need to be applied.

2. Design strength of the connection is the lower of: (a) insert strength, (b) bolt / bar strength, (c) concrete cone capacity with reductions for edge and centre

distance effects and cracked section if applicable. Refer to Reid Design Guide (2004) and Reid™ Construction Sytems Ltd for further information.

3. If thickness is less than 2he then the flexure capacity of the concrete section should be checked.

4. Design capacity for concrete cone pullout and shear may be obtained by mutliplying the characteristic capacity by: a) A materials factor Ø = 0.6, b) 0.7

for cracked concrete, c) Redution factors for edge distance and centre spacing as applicable.

5. Based on distance to free edge of 10 times and 20 times the nominal bolt/bar diameter and concrete thickness of 2he.

6. For design capacity apply appropriate material factor (steel Ø = 0.8).

7. Using a Hanger Bar through the hole can increase the capacity of the insert under normal conditions.

(See Note 2 above). Use a grade 300E bar bent down at 45 degrees each side of the insert and extended

into the concrete 18 bar diameters with a 180 degree hook each end. The capacity expected from the bar

should be 17, 27 and 39kN for 8, 10 and 12mm diameter bars respectively, with out any reductions foredge distances or spacings.

Notes



ACCESSORIES

INSTALLATION

• Either insert a positioning bolt through the mould wall orboxing and thread the insert onto the bolt until flush withthe wall, or thread the insert onto a nail on plate and fix

this to the mould.

• Pass a rebar of the correct diameter and length throughthe cross-hole in the insert and tie to the reinforcementto prevent it moving during pouring and vibration of theconcrete.

• When the concrete has cured remove the bolt and mould.If a nailing plate has been used leave it screwed into theinsert until immediately before use to help protect thethreads.

LIMITATIONS

• Not to be used for lifting. Use the Reid™ Swiftlift™system for lifting points!

• Depends on the load capacity required (see load tableoverleaf) or the diameter of the fixing bolt selected.

• Remember the practical aspect: small diameter insertsare much more prone to fouling and thread damage thanlarger inserts. For most applications it is preferable to useinserts of M10 or greater.

NAIL ON (NP) & GLUE ON (GP) PLATES

Nail and Glue On Plates position the insert on the formwork and are usedto prevent concrete from entering the threaded inserts during casting.

Both Metric and Reidbar styles are available.

NP12 or GP12 12 √ √

NP16 or GP16 16 √ √

NP20 or GP20 24 √ √ NP24 or GP24 24 √

NP12RB 12 √

NP16RB 16 √

NP20RB 20 √

NP25RB 25 √

M10 size is not available due to limitations of plastic strength.

All plates are 8mm effective thickness when screwed into the fitting andhave a maximum diameter of 63mm.

ADJUSTABLE BAR CHAIR FOR REIDBAR™ THREADED INSERT

(TICHAIR)

TICHAIR support chairs will fit all theaded inserts up to and includingRB20 and comes as an adjustable height kit. The TICHAIR kit includesthe chair 3 base legs and stool to fit 125mm 150mm 175mm and 200mm

Product CodeNominalDiameter

(mm)Reidbar TIMS TITS


Reidbar Catalogue 07 08 WEB

Documents

Transcript of Reidbar Catalogue 07 08 WEB