LRT SYSTEM - LATERAL RESTRAINT TIE
    The introduction of REDIFIX LINTIE reinforcement into the walls allow these to span over soft areas of sub soil or underpinning points and hence prevent further damage to the property.
Where lintels over door and window openings have faded, LINTIE reinforcement introduced to the bed joint(s) immediately above will create masonry linteIs capable of spanning the openings while tying any induced cracks which have appeared.
Such lintels utilise well established reinforced masonry principles in accordance with BS 5628: Part 2: 1985 allowing the bending resistance of the steel reinforced section to be calculated.
The design ultimate moment of resistance (kNm) for one eaf reinforced with 1,2 or 3 LinTies is the lesser of that obtained from the following two expressions:
 


  SETTING TOOLS AND ACCESSORIES   LENGTH REQUIRED  
  BOPI Hand air pump
BRC Resin
BRHG Resin hand gun


  Opening Width + 400mm (2 x 200mm)
e.g. 1100mm opening Tie length = 1100 + 400 +1500mm
 
         

Code
Drill mm
Tie length
Window width mm
CTL1000
12
1000
up to 600
CTL1500
12
1500
up to1100
CTL2000
12
2000

up to 1600

CTL2500
12
2500
up to 2100
CTL2900
12
2900
up to 2500

  TECHNICAL DATA        
 


Design Bending Strength of Reinforced Solid Masonry Using REDIFIX LINTIE Reinforcing Steel

I. The value of & for any particular brick crushing strength and mortar com bination must be obtained from 855628 Table 2. lnterpolation of the tables may be used.
2. The table gives Design Moment of Resistance for solid masonry units the size of normal clay bricks one leaf thick.The values may also be used for blockwork but only in the case of 1 reinforcing bar Partial safety factors
2.3 and = 1.15 have already been allowed (Ref. 855628).
3. No check for deflection will be required if the span: effective depth ratio is not greater than 20 for single spans, 26 for continuous spans and 7 for cantilevers.
4. The M of R values do not apply for span: effect depth ratios less than 1.5.
5. The Design Moment of Resistance values given assume a normal tensile ductile failure except where these are given in bold italics,
6. The average design shear stress over the effective depth of the beam must not be greater than 0.1 75N/mm2 except under special circumstances (see 855628 Part 2).
7. The reinforcing bars to be used are ITW LINTIE and must be installed entirely in accordance with the recommended procedure of ITW.
8. Effective lateral tying of the brick leaf has been assumed, i.e. part of a cavity wall system with a minimum of 2.5 per meter squared.

   
LINTIE LINTEL REINFORCING

Sample Calculation

DESIGN CONDITION Outer leaf lintol of span 2.8m supporting 900mm of
masonry to the cill of the window above.The masonry is of standard format
SOLID frogged bricks, compressive strength 0 N/mm squared, in mortar designation
(iii), i.e. 1: 1: 6 mortar.

 


Design moment of Resistance (ULTIMATE) Md kNm
1 Reinforced Bar 2 Reinforcing Bars 3 Reinforcing Bars
3.5 7.0 15.0 3.5 7.0 15 3.5 7.0 15.0
150 1.4 2.0 2.2            
225 2.8 3.2 3.4   4.3 5.2      
300 4.0 4.4 4.5 4.3 6.7 7.6     9.1
375 5.2 5.6 5.7 6.2 9.1 10.0    10.7 12.7
450 6.4 6.8 6.8 9.9 11.5 12.4   14.3 16.3
525 7.6 8.0 8.0 12.3 14.0 14.8 12.6 17.9. 19.9
600 8.8 9.1 9.1 14.7 16.4 17.1 17.2 21.5 23.5
675 10.0 10.3 10.3 17.1 18.7 19.4 21.4 25.1 27.1
750 11.2 11.4 11.4 19.5 21.1 21.7 25.0 28.7 30.7
825 12.4 12.5 12.5 21.9 23.6 24.0 28.6 32.3 34.2
900 13.6 13.7 13.7 24.3 26.0 26.2 32.2 35.9 37.6
1050 16.0 16.0 16.0 29.1 30.7 30.7 39.4 43.1 44.4
1200 18.2 18.2 18.2 33.9 35.3 35.3 46.6 50.3 51.3
1350 20.5 20.5 20.5 38.7 39.9 39.9 53.8 57.5 58.1
1500 22.8 22.8 22.8 43.5 44.5 44.5 61.0 64.7 65.0
1650 25.1 25.1 25.31 48.3 49.0 49.0 68.2 71.8 71.8
1800 27.4 27.4 27.4 53.1 53.6 53.6 75.4 78.7 78.7
2100 31.9 31.9 31.9 62.7 62.7 62.7 89.8 92.3 92.3