Catalog Profile Cu Pereti Subtiri
-
Upload
nelutu12345 -
Category
Documents
-
view
93 -
download
13
description
Transcript of Catalog Profile Cu Pereti Subtiri
CONTENTS
FFlloooorrSSiiddeessRRooooff
UltraBEAMZED 1
CONTENTS
UltraZEDROOF
FLOORUltraBEAM
SIDE
UltraBEAMZED
UltraBEAMZED
UltraBEAMZED
SIDE
UltraBEAMZED
UltraBEAM
UltraBEAM
CEILING
COMPOUNDCOMPOUND
SECTIONPROPERTIES
AEVES
UltraBEAM
Reference Page
SECTION PROPERTIES
UltraZED Roof Purlins 2 - 3UltraZED Side Rails 2 - 3UltraBEAM Side Rails 4 - 5Cleader Angle 18Eaves Beam 40Compound Beam 42UltraBEAM Floor Beam 46 - 47
ROOF
UltraZED Section Properties 2 - 3Systems 6Hole Configurations 7 - 9Cleats 10Rafter Stays 10Drifting Snow 11Gutter Support 11Strut and Bracing 12Purlin Ties (Anti-Sag Bars) 13Flat Roof <=2º 13Unrestrained Roof 14Mono-pitch 14Steep Roof >30º 15Tiled Roof 16 - 17Gable Cantilever 18Gable Terminations 18Cleader Angle 18Services 19Point Loads 19
SIDES
Section Properties 2 - 5Systems 20Firewall System 21Corner/Column Fillers 22Hole Configurations 23 - 26Cleats 27Column Stays 27Strut and Bracing 28 - 29Heavy Duty Bracing 30Unrestrained Vertical Cladding 30Parapet Cantilever Detail 31Horizontal Cladding Systems 32 - 35Panel Connection Joints 32/34/35Window Trimmers 36 - 37Door Trimmers 38Brickwork Restraints 38Load tables (Span/300) 39
Reference Page
FIREWALL
Firewall System 21
EAVES
Section Properties 40Systems 40Hole Configurations 40Cleats 41Strut and Bracing 12/40/41Load Tables 41
COMPOUND BEAMS
Section Properties 42Hole Configurations 42Systems 43Cleats 43Strut and Bracing 43
CEILING
Systems 44Strut and Bracing 44Cleats 27/48Load tables 44
FLOORS
Section Properties 46 - 47Systems 45Hole Configurations 50Cleats 48Tie Bars 49Masonry Connections 51 - 52Services 52Point Loads 52
MATERIAL WEIGHTS
Material weights 53
2 UltraZED SECTION PROPERTIES UltraZEDSIDE
SECTION t mm Wt/m AREA lxx Zxx lyy Ryy X Bar Y Bar Q
Reference Thickness kg mm2 cm4 cm3 cm4 cm mm mm FACTOR
145/120 1.20 2.86 365.90 119.22 16.24 26.33 2.68 1.26 1.93 0.86
145/130 1.30 3.09 396.40 129.75 17.62 28.91 2.70 1.27 1.99 0.87
145/140 1.40 3.35 426.90 139.73 18.90 31.13 2.72 1.28 2.10 0.88
145/160 1.60 3.79 487.90 161.78 21.77 37.00 2.75 1.30 2.17 0.91
145/180 1.80 4.24 548.89 183.82 24.55 42.72 2.79 1.32 2.29 0.93
145/200 2.00 4.74 609.87 204.24 27.27 47.46 2.83 1.34 2.41 0.95
170/120 1.20 3.17 408.23 182.03 21.19 32.66 2.83 1.31 1.85 0.80
170/130 1.30 3.43 442.24 197.95 22.98 35.82 2.85 1.32 1.95 0.81
170/140 1.40 3.69 476.26 213.99 24.77 39.05 2.86 1.33 2.01 0.82
170/160 1.60 4.21 544.30 246.42 28.37 45.73 2.90 1.35 2.13 0.84
170/180 1.80 4.70 612.34 279.32 31.98 52.69 2.93 1.37 2.25 0.86
170/200 2.00 5.28 680.37 310.35 35.53 58.54 2.96 1.39 2.37 0.88
200/120 1.20 3.67 459.09 274.75 27.04 38.06 2.88 1.14 1.60 0.83
200/130 1.30 3.97 497.22 297.29 29.26 41.43 2.89 1.25 1.60 0.84
200/140 1.40 4.27 535.33 319.78 31.48 44.84 2.89 1.36 1.60 0.86
200/160 1.60 4.87 611.48 364.60 35.89 51.74 2.91 1.57 1.59 0.88
200/180 1.80 5.47 687.56 409.21 40.28 58.77 2.92 1.79 1.59 0.90
200/200 2.00 6.13 763.95 454.67 44.75 65.30 2.93 2.01 1.59 0.92
225/140 1.40 4.54 570.30 422.95 37.04 44.85 2.80 1.45 1.68 0.81
225/150 1.50 4.86 610.91 452.68 39.65 48.28 2.81 1.56 1.68 0.82
225/160 1.60 5.18 651.48 482.35 42.25 51.75 2.82 1.67 1.68 0.83
225/200 2.00 6.45 813.55 600.39 52.58 65.95 2.85 2.10 1.68 0.86
255/160 1.60 5.57 699.48 650.62 50.33 51.76 2.72 1.77 1.76 0.77
255/180 1.80 6.26 786.56 730.58 56.52 58.79 2.73 1.98 1.76 0.79
255/200 2.00 7.03 873.96 811.76 62.80 65.32 2.76 2.20 1.76 0.81
255/250 2.50 8.59 1090.69 1008.02 77.98 84.42 2.78 2.72 1.76 0.85
255/300 3.00 10.26 1308.00 1209.62 93.57 101.30 2.81 3.24 1.76 0.90
285/180 1.80 6.70 840.56 955.05 66.17 58.80 2.64 2.07 1.84 0.74
285/200 2.00 7.41 933.55 1059.37 73.40 65.96 2.66 2.28 1.84 0.75
285/230 2.30 8.50 1072.89 1215.18 84.19 76.95 2.68 2.59 1.84 0.78
285/250 2.50 9.20 1165.69 1318.61 91.36 84.43 2.69 2.80 1.84 0.79
285/300 3.00 11.20 1398.82 1582.33 109.63 101.31 2.72 3.32 1.84 0.84
ROOF
3UltraZED DIMENSIONS
BB
D
D
B
A
X Bar
Y Bar
C
C
E
E
G
G
A
SERIES 145 – 170
SERIES 200 – 285
ALL HOLES 14 Dia. Grade 8.8 FOR M12 BOLTS
ALL HOLES 14 Dia. Grade 8.8 FOR M12 BOLTS
X Bar
Y Bar
H F
H F
UltraZEDSIDEROOF
Dim. Dim. Dim. Dim. Dim. Dim. Dim. Dim.
A B C D E F G H
145 62.5 56.5 15.5 14.0 90 9.75 37
145 62.5 56.5 15.5 14.0 90 9.75 37
145 62.5 56.5 15.5 14.0 90 9.75 37
145 62.5 56.5 15.5 14.0 90 9.75 37
145 62.5 56.5 15.5 14.0 90 9.75 37
145 62.5 56.5 15.5 14.0 90 9.75 37
170 67.5 61.5 15.5 14.0 115 9.75 62
170 67.5 61.5 15.5 14.0 115 9.75 62
170 67.5 61.5 15.5 14.0 115 9.75 62
170 67.5 61.5 15.5 14.0 115 9.75 62
170 67.5 61.5 15.5 14.0 115 9.75 62
170 67.5 61.5 15.5 14.0 115 9.75 62
200 76.0 71.0 18.5 17.5 100 13.0 50
200 76.0 71.0 18.5 17.5 100 13.0 50
200 76.0 71.0 18.5 17.5 100 13.0 50
200 76.0 71.0 18.5 17.5 100 13.0 50
200 76.0 71.0 18.5 17.5 100 13.0 50
200 76.0 71.0 18.5 17.5 100 13.0 50
225 76.0 71.0 18.5 17.5 125 13.0 75
225 76.0 71.0 18.5 17.5 125 13.0 75
225 76.0 71.0 18.5 17.5 125 13.0 75
225 76.0 71.0 18.5 17.5 125 13.0 75
255 76.0 71.0 18.5 17.5 155 13.0 105
255 76.0 71.0 18.5 17.5 155 13.0 105
255 76.0 71.0 18.5 17.5 155 13.0 105
255 76.0 71.0 18.5 17.5 155 13.0 105
255 76.0 71.0 18.5 17.5 155 13.0 105
285 76.0 71.0 18.5 17.5 185 13.0 135
285 76.0 71.0 18.5 17.5 185 13.0 135
285 76.0 71.0 18.5 17.5 185 13.0 135
285 76.0 71.0 18.5 17.5 185 13.0 135
285 76.0 71.0 18.5 17.5 185 13.0 135
PURLIN AND SIDE RAILSQuality steel to BSEN 10143: 1993 and BSEN 10147: 1992 with aminimum yield stress of 350N/mm2.Pre-hot dipped galvanised to BSEN 10147: 1993. Coating Z275.All dimensions in mm. Drawings not to scale.
4 SECTION PROPERTIES UltraBEAM
SECTION REFERENCE CODE EXAMPLE :- 2006316 200 = DEPTH (mm ) 63 = FLANGE WIDTH (mm) 16 = THICKNESS ie 1.6mm
SECTION AREA t mm Weight Ixx Iyy Ryy Zxx Zxr XCG XSG QReference mm2 Thickness kg/m cm4 cm4 cm cm3 cm3 cm cm FACTOR
1455012 317 1.20 2.49 99.49 9.47 1.73 13.68 13.12 1.39 3.24 0.87
1455013 344 1.30 2.70 107.70 10.23 1.72 14.80 14.44 1.39 3.23 0.90
1455014 371 1.40 2.91 115.90 10.98 1.72 15.92 15.70 1.40 3.22 0.92
1455016 424 1.60 3.33 132.10 12.44 1.71 18.14 18.06 1.40 3.20 0.95
1455020 530 2.00 4.16 163.87 15.27 1.70 22.47 22.47 1.41 3.17 0.99
1705012 346 1.20 2.72 145.15 9.95 1.70 17.02 16.37 1.28 3.06 0.80
1705013 376 1.30 2.95 157.18 10.74 1.70 18.43 17.97 1.28 3.05 0.83
1705014 405 1.40 3.18 169.21 11.53 1.69 19.83 19.57 1.28 3.04 0.85
1705016 463 1.60 3.64 192.99 13.07 1.68 22.61 22.52 1.29 3.03 0.88
1705018 521 1.80 4.09 216.50 14.57 1.67 25.35 25.32 1.29 3.01 0.91
1705020 565 2.00 4.55 239.73 16.04 1.66 28.05 28.04 1.30 2.99 0.94
2006312 416 1.20 3.27 244.43 19.00 2.14 24.38 22.00 1.65 3.87 0.78
2006313 452 1.30 3.55 264.86 20.54 2.13 26.41 24.45 1.65 3.87 0.81
2006314 487 1.40 3.83 285.18 22.06 2.13 28.43 26.94 1.65 3.86 0.84
2006316 558 1.60 4.38 325.54 25.07 2.12 32.44 31.66 1.66 3.84 0.88
2006318 628 1.80 4.93 365.49 28.03 2.11 36.40 36.05 1.66 3.83 0.92
2006320 698 2.00 5.48 405.04 30.92 2.10 40.32 40.18 1.66 3.81 0.94
2256314 530 1.40 4.16 385.32 24.62 2.16 34.15 32.45 1.62 3.88 0.79
2256316 607 1.60 4.76 439.32 27.81 2.14 38.90 37.93 1.63 3.86 0.80
2256318 683 1.80 5.36 494.24 31.29 2.14 43.77 43.38 1.63 3.85 0.86
2256320 759 2.00 5.95 604.55 33.89 2.11 48.11 48.15 1.64 3.80 0.86
2256325 949 2.50 7.43 680.12 42.37 2.11 60.14 60.13 1.64 3.79 0.94
2557516 691 1.60 5.43 654.09 44.53 2.53 51.12 49.27 1.88 4.80 0.83
2557518 778 1.80 6.11 735.86 50.10 2.53 57.52 55.43 1.89 4.56 0.84
2557525 1082 2.50 8.49 1014.77 68.15 2.51 79.22 79.03 1.90 4.50 0.88
2857518 831 1.80 6.52 959.89 51.70 2.49 67.15 64.82 1.77 4.36 0.74
2857520 924 2.00 7.25 1065.16 57.13 2.49 74.48 73.19 1.78 4.34 0.77
2857525 1155 2.50 9.07 1325.01 70.34 2.47 92.57 92.36 1.79 4.31 0.83
SIDE
UltraBEAM
Dim. Dim. Dim. Dim. Dim. Dim. Dim. Dim.A B C D E F G H
145 50 75 12.0 35 9.0 37 25
145 50 75 12.0 35 9.0 37 25
145 50 75 12.0 35 9.0 37 25
145 50 75 12.0 35 9.0 37 25
170 50 100 12.0 35 9.0 62 25
170 50 100 12.0 35 9.0 62 25
170 50 100 12.0 35 9.0 62 25
170 50 100 12.0 35 9.0 62 25
170 50 100 12.0 35 9.0 62 25
170 50 100 12.0 35 9.0 62 25
200 63 100 14.0 50 12.5 50 42
200 63 100 14.0 50 12.5 50 42
200 63 100 14.0 50 12.5 50 42
200 63 100 14.0 50 12.5 50 42
200 63 100 14.0 50 12.5 50 42
200 63 100 14.0 50 12.5 50 42
225 63 125 14.0 50 12.5 75 42
225 63 125 14.0 50 12.5 75 42
225 63 125 14.0 50 12.5 75 42
225 63 125 14.0 50 12.5 75 42
225 63 125 14.0 50 12.5 75 42
255 75 155 17.0 50 12.5 105 42
255 75 155 17.0 50 12.5 105 42
255 75 155 17.0 50 12.5 105 42
285 75 185 17.0 50 12.5 135 42
285 75 185 17.0 50 12.5 135 42
285 75 185 17.0 50 12.5 135 42
5UltraBEAM DIMENSIONS
D
ACE
H GBF
ACE
H GB
F
ACE
H GB
F
ACE
H GB
F
ACE
H GB
F
ACE
H GB
D
D
D
D
D
F
SIDE RAILS: Quality steel to BSEN 10143: 1993 and BSEN 10147: 1992 with a minimumyield stress of 350N/mm2.Pre-hot dipped galvanised to BSEN 10147: 1993. Coating Z275. All dimensions in mm. Drawings not to scale.
SERIES 145 - 285
SIDE
UltraBEAM
ALL HOLES 14 Dia. Grade 8.8 FOR M12 BOLTS
6 UltraZEDSYSTEMS, CONNECTIONS AND JOINT PLANS
ROOF
SLEEVED SYSTEM
This is the most commonly used purlinsystem. It provides a cost effective roofingsolution to many building designs includingthe more complex.The sheeting line is easily varied by using acombination of Purlin depths andextended Cleats.The single spanning lengths, combinedwith simple fabricated Cleats, contribute toflexibility and to simplification of sitehandling logistics.
UltraLAP SYSTEM
For long spans and uncomplicated Purlinruns the UltraLAP System with shorteroverlap lengths optimises the inherentstrength to weight ratio of UltraZED. Easilyhandled single span lengths are alternatleyinverted and overlapped to provide a fullycontinuous Purlin System which offers savingsin both material and site erection time.
• SLEEVELESS SYSTEM• SPANS UP TO 12 METRES.
DOUBLE SPANNINGBUTT-JOINTED SYSTEM
If Double Spanning Purlins are preffered,this system offers the best solution.The virtual elimination of sleeves offerssavings in component parts and consequentlysite erection time.
• NO SLEEVES ARE REQUIRED(except at alternative joints on the penultimate rafter)
NON-CONTINUOUSSYSTEM
For roof structures containing short spans orno continuity of the purlin line, this systemis eminently suitable.It is economic and easily detailedand allows a variety of Purlin depths to beused, either over the rafters or betweenrafter webs.
Sleeves required at every joint on the penultimate rafter and alternate jointsthereafter. Sections can be supplied as double spanning lengths if required.
Alternate Purlins have wide and narrow flanges uppermost. Minimum number of 5 bays.
Sleeves required at alternative joints on the penultimate rafter.
No sleeves required with this system.
7HOLE CONFIGURATIONS UltraZEDROOF
237 237
287287
362
427427
487 487
512512
1150
1100
980
850
700
600
362
237
62.5
56.5
67.5
61.5
76.0
71.0
71.0
71.0
71.0
76.0
76.0
76.0
66
66
66
66
66
66
287
237
362
427
487
30 30
287
362
427
487
30 30
3030
3030
3030
3030
3030
3030
3030
3030
3030
3030
3 3
E x t e n s i v e r e s e a r c h a n dd e v e l o p ment went into thesleeve design, ensuring correctbehaviour under all load conditionswhilst remaining simple in use.
Tests proved that the s leeveprofile, section lengths and holeconfiguration employed in the finaldesign satisfy these parametersfully.
STANDARD HOLE DETAILS - SLEEVED PURLIN SYSTEM, ALL HOLES ARE 14mm DIAMETER FOR Grade 8.8 M12 BOLTS
We recommend that all bolts and washers are plated or galvanised against corrosion.
Narrow Flange
Wide Flange
30
30
66
Length600 to 1150
6mm GapUP SLOPE
30
30
145
170
200
225
255
285
553753
145
55
62
53
170
76
50
74
200
76
75
74
225
76
105
74
255
76
135
74
533755
53
62
55
74
50
76
74
75
76
74
105
76
74
135
76
285
PIERCING FOR PURLIN TIES AT MID-SPAN OR 3⁄8 AND 5/8 SPAN
Overall length of Purlins equals the span less 6mm in every case
SLEEVED SYSTEM
512512
8ROOF
HOLE CONFIGURATIONSUltraZED
WHERE SLEEVE CONNECTIONS ARE REQUIRED, PLEASE SEE PAGE 7
DOUBLE SPANNING BUTT-JOINTED ALL HOLES ARE 14mm DIAMETER FOR Grade 8.8 M12 BOLTS CLEATS
145553753
17055
62
53
20076
50
74
225
76
75
74
255
76
105
74
76
135
74
22 max.3760 min.
22 max.
62
60 min.
22 max.50
82 min.
22 max.
75
82 min.
22 max.
105
82 min.
22 max.
135
82 min.
285
145553753
17055
62
53
20076
50
74
225
76
75
74
255
76
105
74
76
135
74
285
66 66
66
3 3
30 30
30 30
30 30
30 30
SPAN
PIERCING FOR PURLIN TIES AT MID SPAN
PIERCING FOR PURLIN TIES AT MID-SPAN OR 3⁄8 AND 5⁄8 SPANS IF REQUIRED
LENGTH OF PURLIN = SPAN + SPAN LESS 6mm
SPAN
145
170
200
225
255
285
145
170
200
225
255
285
66
22 max.3760 min.
22 max.
62
60 min.
22 max.50
82 min.
22 max.
75
82 min.
22 max.
105
82 min.
22 max.
135
82 min.
66
66
NON - CONTINUOUS
9UltraLAP HOLE CONFIGURATIONS UltraZEDROOF
B A
D
C
B AD
C
O/A Length : span + dim. G + overhang O/A Length : span + 30 + dim. H
SpanSpanWide FlangeWide Flange
END BAY PURLIN
PENULTIMATE BAY PURLIN INNER BAY PURLIN
30
30
30
30 30E FG
Narrow Flange
Rafter
C
E E
Rafter
C
E E
H
Rafter
C
Variableoverhang
ALL HOLES 14mm DIAMETER FOR Grade 8.8 M12 BOLTS
Span
O/A Length : span + 30 + dim. H H
The UltraLAP System usesPurlins which are alternatelyinverted, nested together andoverlapped to form a continuousbeam. The overlaps ensure that adouble thickness of material isavailable to counter high bendingmoments at the supports.
The length of overlap is fixed sothat it extends either side of theraf ter support to where themax imum internal moment isapproximately equal to half thesupport moment. In the End Bay,where the bending moments areat their greatest, the Purlin is ofthicker section and the overlapinto the penultimate bay is madelonger.
Minimum number of bays = 5.
SECTION Dim Dim Dim Dim Dim Dim Dim Dim MAX.
Reference A B C D E F G H SPAN
145 145 37 55 53 460 700 730 950 6500
170 170 62 55 53 500 750 780 1030 7200
200 200 50 76 74 560 840 870 1150 8000
225 225 75 76 74 630 940 970 1290 9000
255 255 105 76 74 700 1050 1080 1430 10,000
285 285 135 76 74 770 1150 1180 1570 12,000
UltraLAP SYSTEM DIMENSIONS (millimetres).
UP SLOPE
UltraLAP SYSTEM
10
RW SERIES RB SERIES
UltraZED RAFTER CLEATS AND RESTRAINTS
X X
V
t
X
Dim.A
VDim. A
U
Dim. B
45
4520
30
OverallLength
45º
66
25
C
10025
66
40
30
D
C
100
22
B
A
CL
UltraZED ‘RW’ and ‘RB’ Series profiledRafter Cleats have 6 No. x 14mm holesin their face and are common to allPurlin Systems including UltraLAP.
‘RW’ series Cleats are available millfinished for welding onto steelwork.
‘RB’ series cleats are galvanised finishedand supplied with a fabricated basecontaining 2 No. x 18mm holes formechanical fixing.
For roof construction where high downslope loads may be encounteredCleats should be checked for suitabilityand reinforced if required.
Customers wishing to fabricate theirown cleats should ensure their designsatisfies the load requirements andthe maximum top edge to top holedimension of 22mm is not exceededotherwise the cleat will foul the webstiffening element of UltraZED. Ref. A B THK. C Mcx. kNm
RW145 37 60 4 0.93
RW170 62 60 4 0.93
RW200 50 82 6 1.13
RW225 75 82 6 1.13
RW255 105 82 8 1.23
RW285 135 82 10 1.32
Ref. A B THK. C THK. D Mcx. kNm
RB145 37 60 4 6 0.93
RB170 62 60 4 6 0.93
RB200 50 82 6 8 1.13
RB225 75 82 6 8 1.13
RB255 105 82 8 8 1.23
RB285 135 82 10 10 1.32
RAFTER RESTRAINTS
Rafter and Column Stays are manufactured from pre-galvanisedcold roll-formed 45 x 45 x 2.5mm steel angle, cut and pierced toaccept M12 bolts to customer requirements.
Dim. A t WEIGHT lxx/lyy lvv luu Zxx/Zyy(mm) (mm) kg/m cm4 cm4 cm4 cm3
45 1.6 1.06 2.86 1.12 4.61 0.82
45 2.5 1.68 4.29 1.80 6.90 1.23
70 1.6 1.73 11.01 4.34 17.68 2.02
70 2.5 2.70 16.86 6.63 27.09 3.18
Dim. B = 24mmStandard Back Mark
ROOF
11DRIFTING SNOW, EAVES AND GUTTER DETAILS UltraZEDROOF
DRIFTING SNOW CONDITIONS
BS 6399 : Part 3 1988 defines thesnow load parameters on roofs fromsnow drifting against verticalobstructions and in valleys. The highdesign loads as determined by thecode can be accommodated by eitherc los ing the Pur l in spac ing inthe relevant area or by selectingPurlin sections appropriate to theload conditions.
We recommend that our computersoftware is used to satisfy thecriteria of BS 6399 : Part 3 1988.
USE OF EAVES BEAMS TOSUPPORT GUTTERS
Where cold rolled Eaves Beams arerequired to support gutters werecommend that consideration isgiven to the high imposed loadsoften inherent of gutter systems andthe effect these may have on thestability and integrity of the EavesBeam and its associated componentparts.Particular attention should be givento the bracing requirements and wewould recommend consultation withour Technical Department.
N.B. See Pages 40 and 41 for detailsof bolt fixing when flush bolt headsare desirable on Eaves Beam.
USE OF PURLINS TOSUPPORT GUTTERS
Where gutters are supported fromPurlins by the use of gutter straps,the Purlin should be restrainedagainst twist by the additional use ofEaves Braces or SRS Type Struts.Restraints should be such that themaximum unrestrained length ofPurlin does not exceed 2.5 metres.SRS Type Struts should be usedwhere no suitable eaves member isavailable. Diagram 3 illustrates apossible solution to a hidden gutterdetail where restraint to the outboardline of Purlins is difficult to achieve.
1. INTERNAL GUTTER DETAIL
2. EXTERNAL GUTTER DETAIL
3. EAVES DETAIL
Eaves Brace
Eaves Brace
Eaves Brace Bracket
CompoundBeam Brace
PressedSteel
Gutter
SRS Strut
SRS Strut
Eaves Brace Bracket
12 UltraZED ROOF STRUT AND BRACING
PURLIN STRUT REQUIREMENT STRUT REQUIREMENT PURLIN TIES LENGTH OF ROOF SLOPE CONDITION
SPAN m WITH EAVES MEMBER NO EAVES MEMBER (See page 13) BETWEEN DIA. BRACING AT APEX
ROOF SLOPE < = 2º (Screw Fixed Metal Deck Roof Only) :- See also page 13 for Flat Roof Construction.
< = 5 metres 1 Eaves Brace (Fig. 1) 1 SRS Type Strut (Fig. 5) 0 - 1 XX DTW at 20 metres max. 1 x Apex Strut > 5 m - < = 7.5 m 2 Eaves Brace (Fig. 2) 2 SRS Type Strut + XX DTW (Fig. 9) 1 - 2 XX DTW at 20 metres max. 2 x Apex Strut > 7.5 metres 3 Eaves Brace (Fig. 3) 3 SRS Type Strut + XX DTW (Fig. 10) 2 (SRS > 10m) XX DTW at 15 metres max. 3 x Apex Strut
ROOF SLOPE > 2º - < = 5º (Screw Fixed Metal Deck Roof Only) :- See also page 14 for Unrestrained Roof Construction.
< = 6.1 metres 1 Eaves Brace (Fig. 1) 1 SRS Type Strut + XX DTW (Fig. 8) 0 - 1 XX DTW at 20 metres max. 1 x Apex Tie> 6.1 m - < = 7.6 m 2 Eaves Brace (Fig. 2) 2 SRS Type Strut + XX DTW (Fig. 9) 0 - 1 XX DTW at 15 metres max. 2 x Apex Tie> 7.6 m - < = 9 m 3 Eaves Brace (Fig. 3) 2 SRS Type Strut + XX DTW (Fig. 9) 1 - 2 XX DTW at 15 metres max. 2 x Apex Tie> 9 m 3 Eaves Brace (Fig. 3) 3 SRS Type Strut + XX DTW (Fig. 10) 1 - 2 (SRS > 10m) XX DTW at 15 metres max. 2 x Apex Strut
(> 9 M include XX DTW withCold Rolled Eaves Beam Fig. 4)
ROOF SLOPE > 5º - < = 30º (Screw Fixed Roof Only) :- See also pages 15, 16 and 17 for Steep Roofs and Tiled Roof Construction.
< = 6.1 metres 1 Eaves Brace (Fig. 1) 1 SRS Type Strut + DTW (Fig. 5) 0 - 1 DTW at 20 metres max. 1 x Apex Tie> 6.1 m - < = 10 m 2 Eaves Brace (Fig. 2) 2 SRS Type Strut + DTW (Fig. 6) 0 - 2 DTW at 20 metres max. 1 or 2 Apex Tie> 10 metres 3 Eaves Brace (Fig. 3) 3 SRS Type Strut + DTW (Fig. 7) 2 (SRS) DTW at 15 metres max. 2 x Apex Strut
(>10m include DTW withCold Rolled Eaves Beam)
For other roofing types see:- Flat Roofs Page 13.Unrestrained Roofs Page 14.Steep Roofs over 30º Page 15.Tiled Roof + Metal Tray Page 16.Tiled Roof with Timber Jack Rafters Page 17.Note:- For roof conditions not listed please contact our Technical Department.
KEY: < Less than<= Less than or equal to> Greater thanDTW Diagonal Tie Wire (Page 29)XX DTW Crossed DTW AssembliesSRS Type Strut (Page 29)Eaves Brace (Page 40)Apex Strut (Page 17)Apex Tie (Page 13)
ROOF PURLIN STRUT AND BRACING REQUIREMENTS
Roof Purlin behaviour is dependant upon a number of inter-relating factors such as that of Purlin stiffness, neutral axis to roof slope, the Purlin span,length of roof slope, Eaves/Apex conditions, Cladding Type and the fixing methods employed.The following recommendations are based on best practice methodology. Determine requirements by:-CLADDING TYPE - table below is for Screw Fixed Cladding only, see pages 13 - 17 for other cladding types.ROOF SLOPE - <=2º (see also page 13), >2º - <=5º and >5º - <=30º.PURLIN SPAN - guide caters for all spans and all Purlin Systems.EAVES CONDITION - whether an Eaves Beam member is available to support Purlins.PURLIN TIES - determined by Wind Uplift requirements and inclusion recommendations on page 13.LENGTH OF ROOF SLOPE - additional Bracing requirements for long roof slopes.APEX CONDITION - Apex Struts and Ties inclusion is as tabulated in the guide below and is independant of Purlin Tie requirements.
2nd Purlin row
1st Purlin row
Eaves Member
= = 3/8 5/8
3/8 5/8
3/8 5/8 1/4 1/2 3/4
1/4 1/2 3/4
1/4 1/2 3/41/4 1/2 3/4
= =
= =
2nd Purlin row
1st Purlin row
2nd Purlin row
1st Purlin row
2nd Purlin row
1st Purlin row
2nd Purlin row
1st Purlin row
1. 2. 3.
6.5. 7.
9.8. 10.
4.
ROOF
13PURLIN TIES AND FLAT ROOF CONSTRUCTIONUltraZED
ROOF
FLAT ROOF < = 2º
Push Fit
Purlin Centres
Std14mmHoles
30
12
A1.6
Dim. A. Two sizes of Channelare used and the correct
size is supplied dependent uponthe working centres.
FOR SPANS > 10mUSE SRS TYPE
STRUTS
PURLIN/APEX TIE ORIENTATION
Screw Fixed Cladding
NB:-Reverse Purlin/Apex Tieorientation for Hook Bolt Fixed Cladding
Purlin Ties(anti-sag bars)
For Eavesconditions see
Page 12.
For alternative Flat Roof Construction the UltraBEAMFloor Construction method may be considered.
CLEAT LOCATIONSA = Required Purlin centres PLUS one
Purlin top flange width.B = Required Purlin centres LESS one Purlin top
flange width.
A B A
1.
2.
The above formulas place the top flange centreline of each Purlin equidistant. When Purlins areused in this manner, no Eaves restraint is necessary.
1. Fix the Purlins as described for the more usual roof slopes, butexercise caution when laying the roof deck and make sure that theroof Purlins are normal to the roof slope before fixing the deckingto them. This can be achieved by using Purlin Ties on all spans inexcess of 5 metres and/or by inserting suitable temporary supports until restraint is provided by the roof deck.
2. For “built up” roof design using multi-spanning decking, our solutionrequires that the Purlins are fixed as opposing pairs and restrained byusing supports bolted between Purlin pairs. Diagram 2 illustrates thismethod. We recommend that the supports are used on all Purlin spansexceeding 5 metres. This ensures that a stable working platform hasbeen constructed and eliminates the need for eaves restraint.
PLEASE NOTE: There is a risk of ‘ponding’ on very shallow roofdesigns. Some proprietary decking have low deflection tolerances.
If specifying cladding which provides little or no restraint toPurlins then refer to Unrestrained Roof Construction page 14.
RECOMMENDED PURLIN TIE INCLUSION >.2º - <30º SCREW FIXED DECKING
Section Sleeved, Double Spanning, UltraLAPRef. Non-continuous & UltraLAP End Bay Inner bay- Max Recommended span Max Recommended span
without Purlin Ties without Purlin Ties145 6.1 metres 6.5 metres170 6.5 metres 6.8 metres200 6.8 metres 7.1 metres225 7.1 metres 7.6 metres255-285 7.6 metres 7.6 metres
(> 10m SRS) (> 10m SRS)For Fibre Cement sheeting the inclusion of Purlin Ties is advised on spans > 5m.
PURLIN TIES
Purlin Ties (anti sag bars) perform two functions:-
1. To control rotation of the Purlin during wind uplift conditions.
2. To steady the Purlin during sheeting of large spans and/or whereheavy cladding is used.
Our Purlin and Apex Ties are manufactured from cold roll-formedpre-galvanised Steel Channel fitted with corrosion resistant retainingsprings combining positive location with ease of use.PURLIN TIE ORIENTATION is dependent upon the method of claddingattachment. See drawing.For Strut and Bracing requirements at Eaves, in long roof slopes
and at the Apex see page 12 opposite.
Purlin Wind Uplift Capacity is determined by the number of Purlin Tiesused per span and the ultimate load capacities are as shown in thepublished load tables or defined by our computer software.However, the following table gives guidance to the inclusion of PurlinTies whatever the wind uplift condition. Alternatively, or inaddition to the following, it may be that temporary propping/spacingof Purlins is required during the sheeting of the roof. FOR PURLIN WIND UPLIFT CAPACITIES SEE LOAD TABLES OR
OUR COMPUTER SOFTWARE.
14 UltraZED UNRESTRAINED AND MONO-PITCH ROOF CONSTRUCTION
ROOF
Side Rail Support &Diagonal Tie Wires
UNRESTRAINED ROOFCONSTRUCTION
Standing seam decking or deckingwhich is deemed to afford little or norestraint to the Purlin top flangerequires special consideration.To de te rm ine the op t imumPurlin section our computer softwareshould be used which takes intoaccount the buckling resistance for theunrestrained Purlin section.Alternatively the published load tablesmay be utilised, providing SRS TypeStruts are included, so that themaximum unrestrained distancebetween Struts does not exceed2000mm - Ultimate Wind Uplift Valuesare as for Ultimate Down load in thissituation.Note:- Where screw fixed rigid linertray of a thickness greater than 0.3mm(Steel) or 0.5mm (Aluminium) isutilised the Purlin may be designed asfully restrained.
SRS TYPE STRUT ASSEMBLY
45 x 45 x 2.5
A
A
B
B
Purlin Ties (if required).
Eaves Brace or 12mm Screwed Rod
Eaves Brace
Tubular Strutor 12mm Screwed Rod
in lieu of Purlin Tie (if required).
For Strut requirements see text opposite.
MONO-PITCH ROOFS < = 5º
STRUT AND BRACING
When using UltraZED Purlins inmono-pitch roof design where theroof slope is 5º or less the Strut andbracing requirements for the eavescondition are as outlined on page 12.
MONO-PITCH ROOFS > 5º
When using UltraZED Purlins in mono-pitch roof design where the roof slopeis greater than 5º, one of the detailsshown in this diagram should be used.
EXAMPLE AShows the recommended method ofrestraint when a structural ridgemember is available.
EXAMPLE BDisplays the alternative methodwhen no suitable support lends itself.
PURLIN TIESThe parameters governing theinclusion and use of Purlin Ties inmono-pitch roofs is the same asoutlined on page 13.
Eaves Bracerequired withcold rolledEaves Beam
15STEEP ROOF DESIGN OVER 30ºUltraZED
ROOF
STEEP ROOF DESIGN >30º
When considering roof design withslopes >30º consideration to theStrut requirements should be given,with particular emphasis on thecondition at the bottom of the roofslope as outlined below.
For Tiled Roof Construction usingMetal Deck and Tiles or Timber JackRafters and Tiles see page 16-17.
For Purlin selection our computersoftware should be used or contactour Technical Department forassistance.
Gutter Support(See Note: page 11).
UltraBEAMSoffit Rails
65º Max.
UltraZEDPurlins
AngledEaves Beam
Roof Cladding Span Strut Max. Strut No. Struts CommentsSlopeº Type Metres Type Length per Span
>30º - < = 45º Scr. <=6.1 SRS 2500mm 1 Use DTW Assemblies at bottom of roof slope and at max. 10mScr. >6.1 - <=9 SRS 2500mm 2 at 1⁄3 span spacings up roof slope. For 255 and 285 section use HD TypeScr. >9 SRS 2500mm 3 at 1⁄4 span Struts in conjunction with DTW Assemblies**
SRS Type Struts may be used throughout the remainder ofthe roof construction.
>30º - < = 45º Unr. <=6.1 SRS 2500mm 1 Use HD-DTB and HD Type Struts at bottom of roof slope and atUnr. >6.1 - <=9 SRS 2500mm 2 at 1⁄3 span max. 10m spacings up roof slope. SRS Type Struts may be used Unr. >9 SRS 2500mm 3 at 1⁄4 span throughout the remainder of the roof construction.**
>45º - <65º Scr. <=6.1 SRS 2500mm 1 Use DTW Assemblies at bottom of roof slope and at Max. 10mScr. >6.1 - <=9 SRS 2500mm 2 at 1⁄3 span spacings up roof slope. For 255 and 285 section use HD Type Scr. >9 SRS 2500mm 3 at 1⁄4 span Struts in conjunction with DTW assemblies.**
SRS Type Struts may be used throughout the remainder ofthe roof construction.
>45º - <65º Unr. <=6.1 See 2500mm 1 Use SRS Type Strut for 145-225 section.Unr. >6.1 - <=9 comments 2500mm 2 at 1⁄3 span Use HD Type Strut for 255 & 285 section. Unr. >9 opp. 2500mm 3 at 1⁄4 span For all sections use HD-DTB and HD Type Struts at
bottom of roof slope and additional HD-DTB’s at max. distanceup roof slope as follows:-
Span < = 6.1m - max distance up roof slope 8m.
Span > 6.1m-< = 9m - max distance up roof slope 7m.
Span > 9m - max distance up roof slope 6m.
*NB. If unrestrained cladding is used on roof slope greater than 10º consideration to possible slippage of the claddingdown the roof slope may be required. If this is the case the bottom of the cladding may require propping against aLedger Angle or similar as shown for Vertical Clip Fixed Cladding on page 28 of our Systems Manual.Contact our Technical Department for further assistance. ** See explanatory note at bottom of table 1. page 28.
CLADDING TYPE:- Scr.:- SCREW FIXED METAL CLADDING. Unr:- UNRESTRAINED CLADDING* (SEE NOTE AT FOOT OF PAGE).
Key:
< Less than
<= Less than or equal to
> Greater than
ChannelCleat fixed withself-tapping screws.(Supplied by others).Alternative 45x45x2.5mm anglefixed to STD gauge
Angle Tie (by others)
45 x 45 x 2.5mm angle fixed tothe standard Purlin gauge lines
Timber Jack Rafters
TIMBER JACK RAFTER-CONDITION AT APEX
Timber Jack Rafters
16 UltraZED TILED ROOF CONSTRUCTIONROOF
UltraZED PURLINS FORTILED ROOFS
The rigid character and inherent strength toweight ratio of UltraZED Purlins make thememinently suitable for cost effective inclusion intiled roof construction which is oftenfound in high status structures such asSchools, Hospitals and Retail developments.
TILES OVER STEEL DECK
Tiles and timber battens together with steeldecking screw fixed to the Purlins affords aroof diaphragm which requires only the useof our push fit Purlin Ties (see page 13) onroof slopes up to 25º or SRS Type Struts over25º as follows.
TILES OVER STEEL DECKPURLIN SELECTION
We recommend the use of our computersoftware to select the optimum UltraZEDsection. However the published load tableswithin this systems manual may be used forthis type of roof construction up to 25º roofslope.
< = 25º
1 number Purlin Tie <6.1m span
2 number Purlin Ties >6.1m - <9m span
>25º <65º
1 number SRS Type Strut <6.1m span
2 number SRS Type Struts >6.1m - <9m span
(3/8 and 5/8 span)
Key:
< Less than
<= Less than or equal to
> Greater than
600mm max.
TILES OVER STEEL DECK
CONDITION AT EAVES
The first Purlin must be :-1. Braced against a suitable structural EavesBeam member (>30º NOT COLD ROLLEDSECTION).or2. Diagonal Tie Wire assemblies shouldbe fitted between the first and second rowsof Purlins, see page 12 for Strut and Bracingrequirements at Eaves.
ADDITIONAL TIE WIRE BRACING
In both of the above cases additional TieWire Assembl ies should be inc ludedso that the maximum length of roof betweenbracing does not exceed 15 metres.
TIMBER JACK RAFTERS FIXED DIRECTLY TO UltraZED PURLINS
17TILED ROOF CONSTRUCTION UltraZEDROOF
PURLIN SELECTION
Purlin selection should be made using ourcomputer software or alternatively byconsultation with our TechnicalDepartment. Providing the maximum lengthof unrestrained Purlin between Struts doesnot exceed 2 metres the published loadtables may be used. Deflection should bechecked to ensure that it does not exceedSPAN/300 under maximum design loadusing the following formulae:-
Sleeve system: 3WL3
384EIDouble Span: 1WL3 E=205 kN/mm2
185EI I = Ixx cm4
Non-continuous: 5WL3
384EI
ROOF SLOPES >30º MANSARD AND MONO-PITCH - TIMBER JACK RAFTERS
The abnormal forces imposed upon roof Purlins by this method of Tiled Roof Construction requires special consideration and demands adequate restraining methods are employed.
EAVES CONDITION
1. STRUCTURAL EAVES MEMBER(NOT COLD ROLLED SECTION)
At the bottom of the roof slope a HeavyDuty Eaves Brace as detailed in Fig. 2.should be fitted between the structuraleaves member and the first Purlin.
2. COLD ROLLED EAVES BEAM
At the bottom of the roof slope the EavesBeam must be connected to the first Purlinby an Eaves Brace as detailed on page 41.Between the first and second rows ofPurlins, Diagonal Tie Wire Assembliesshould be incorporated in conjunction withSRS Type Struts for 145 - 225 section or inconjunction with Heavy Duty Type Strutswhen using 255 or 285 section.
3. NO EAVES MEMBERAt the bottom of the roof slope betweenthe first and second row of Purlins, DiagonalTie Wire Assemblies should be fitted inconjunction with SRS Type Struts for 145 -225 section or in conjunction with Heavy DutyType Struts when using 255 or 285 section.
ADDITIONAL BRACING REQUIREMENTS
On long roof slopes in all of the proceedingcases 1 to 3, additional Tie Wire Assembliesare required so that the distance betweenbracing methods does not exceed 6metres.
STRUT TYPES
In addition to the proceeding requirementsSRS Type Struts are required betweenPurlins at maximum Strut length of 2000mm.
EAVES CONDITION
1. STRUCTURAL EAVES MEMBER(NOT COLD ROLLED SECTION)
At the bottom of the roof slope a HeavyDuty Eaves Brace, as shown in Fig.2.or similar (by others), should be fittedbetween the structural Eaves Member andthe first Purlin.
2. NO EAVES MEMBER
At the bottom of the roof slope betweenthe first and second row of Purlins HeavyDuty Diagonal Tie Assemblies and HeavyDuty Type Struts should be fitted.
ADDITIONAL BRACING REQUIREMENTS
On long roof slopes in the proceeding cases1 and 2, additional Heavy Duty Tie BarAssemblies are required so that the distancebetween bracing methods does not exceed3.6 metres.
STRUT TYPES
When used in conjunction with HeavyDuty Diagonal Tie Bar Assemblies -Heavy Duty Type Struts must be used.For 145 - 225 section the SRS TypeStrut may be utilised throughout theremainder of the roof construction.
For 255 and 285 section Heavy DutyType Struts must be used throughoutthe en t i r e roo f cons t ruc t i on.Maximum length of Strut for roofslopes over 30º is 1800mm.
PURLIN DESIGN
In most cases of tiled roof design the Purlinsection is subjected to high down slopeloads causing bi-axial loading to the section.Purlin selection should be made using ourcomputer software or by consultation withour Technical Department.
ALL ROOF SLOPES TIMBER JACK RAFTERS
RAFTER CONDITION AT ROOF APEX
Timber Jack Rafters must be securelyfastened together over the Roof Apex sothat any propensity for loaded rafters to pullapart at the apex is resisted.
APEX CONNECTION FOR PURLINS
Purlins must be tied together over the apexusing an Apex Strut as shown in Fig.1.and positioned so that the top Purlins areno more than 600mm from the apex.
CLEATS
Stiffened Rafter Cleats should be used onall roof slopes over 30º.For slopes under 30º Standard Cleatsshould be checked for suitability of use.
Fig. 1. APEX STRUT
UltraBEAM
Section Strut
UltraBEAM
Section Strut
Fig. 2. HEAVY DUTY
EAVES BRACE
ROOF SLOPES <30º - TIMBER JACK RAFTERS
18 UltraZED GABLE END, CANTILEVER AND CLEADER ANGLE
ROOF
Dim. B = 24mmStandardBack Mark
X X
V
t
X
Dim.A
VDim. A
U
Dim. B
Dim. B
CANTILEVER DETAILS
It is possible to cantilever UItraZED Purlins over the gable frame to form a canopy detail providing the following design criteria is adhered to:-
Purlins should be installed in one continuous length encompassing the penultimate and/or the end bay together with the required overhang and the sheetingmust provide full lateral restraint to the Purlin section.
It is necessary for the cantilever ends of the Purlin to be restrained against rotation and movement, this is achieved by;-
1. Fixing Cleader Angle to the top and bottom flanges at the endof the overhang and over the apex.OR
2. Where the cladding does not require cleader a SRS Type Strutshould be fitted between Purlins at the end of the overhang andtied over the apex.
In both cases if the roof slope exceeds 30º or is of mono-pitchconstruction a Diagonal Tie Wire Assembly should be used toprohibit down slope movement.
DEFLECTION
The published load tables limit deflection to not more thanSPAN/180 as a consequence the cantilever deflection should alsoreflect this limitation. The overhang length therefore should be nomore than 25% of its backing span.
For other des ign cases or heavy loads such asTi led Roof construction we recommend consultation withour Technical Department.
CLEADER ANGLE
Our Cleader Rail is a pre-galvanised cold roll-formed Steel AngleSection offered in four section options in lengths up to 6 metres.
We will cut to length and pierce to customers requirements.
Cleader Angle can be fitted to either top or bottom Purlin flanges byusing M12 diameter bolts.
Dim. A (mm) t (mm) WEIGHT kg/m lxx/lyy cm4 lvv cm4 luu cm4 Zxx/Zyy cm3
45 1.6 1.06 2.86 1.12 4.61 0.82
45 2.5 1.68 4.29 1.80 6.90 1.23
70 1.6 1.73 11.01 4.34 17.68 2.02
70 2.5 2.70 16.86 6.63 27.09 3.18
SECTION Dim. A
145 300
170 350
200 425
225 490
255 550
285 575
GABLE END DETAILS
The drawings below illustrate standard Gable end terminations.
FUTURE EXTENSION - SLEEVE ENDSFUTURE EXTENSION - SLEEVE & STUB PURLIN
TO SUIT REQUIREMENTS MAX.OVERHANG ‘A’
TO SUIT REQUIREMENTS
3030
PERMANENT GABLE OVERHANG
DiagonalTie Wire
Assembly
Cleader Angle
CANTILEVER DETAIL
AND COMPONENTS (see text)
SRSType Strut
When designing Purlins to carry point loads such as suspended services the following simple beam analysis utilising working loads may be used.1. Calculate the general design load for the Purlin as follows:- Dead load 0.15 kN/m 2
Service load 0.15 kN/m 2
Super load 0.6 kN/m 2
Total load = 0.9 kN/m 2
If a Purlin span of 6 metres at centres of 1.8 metres is considered the total UDL for the above is:- 6 x 1.8 x 0.9 = 9.72 kN.
2. If a point load of 1.5kN is required to be supported from the web of the Purlin at a point of2.5 metres from its end the Purlin capacity may be derived as follows:-
Moment (M) =PAB
L
M = 1.5 x 2.5 x 3.5 = 2.19 kNm
6
3. This gives an equivalent UDL of:-WL
= 2.19 kNm therefore W = 2.19 x 8
= 2.92 kN8 6
4. Total UDL applied to Purlin:- 9.72 + 2.92 = 12 .64 kN
5. From the load tables select the Purlin required, ie. from sleeved load tables select:- UltraZED section 200/140 section capacity = 12.82kN.6. If more than one point load is to be considered repeat calculations 2 and 3 of above adding their sub totals W 1 + W2 etc. to the general design UDL as in item 4.NB:- Deflection caused by point loads is more onerous than that caused by uniform loads. Therefore deflection should be considered whenever point loads are applied.
SUSPENSION OF SERVICES FROM PURLINS
Where it is required that services are to be suspended from Purlins the preferred method of the attachment is through the section web.
However, fixing to the Purlin lower flange is usually more convenient and cost effective, the fixing of loads to the lower flange lip is possible,provided certain precautions are taken.Structural Sections Ltd. have concluded from in-house tests on service suspension techniques that the criteria in the following tables should be observed:-
For Lightweight Service Loads suchas electrical, trunking, light fittings oroverhead signs, the F.P. series clipfor ‘Z’ Purlins manufactured by W.J.Furse & Co. Ltd. of Nottingham, isrecommended.
Tests indicate the above flange loads are permissible:
19SERVICES AND POINT LOADS UltraZEDROOF
CCAALLCCUULLAATTIIOONN OOFF PPOOIINNTT LLOOAADDSS
Webfixing
Lipfixing
Dust Cover connected by the use of a clip:- for further details on this and other methods offixing services please contact:-
ZED - DUCT SYSTEMS Limited, Unit 5, Hill St. Trading Estate, Kidderminster, Worcs. DY11 6TD.Telephone: 01562 - 824261 Fax: 01562 - 746435
ALTERNATIVE
HANGERS
1. 2. Dust
Cover
Where:-P = 1.5kN, .A = 2.5 metres,B = 3.5 metresL = 6 metres
PURLIN MATERIAL MAX LOAD MAX LOAD PER METRE MAX LOADTHICKNESS/mm PER CLIP/kg RUN OF PURLINS PER PURLIN/kg
1.2 -1.5 10 15 251.6 - 2.0 20 25 402.0 - 2.5 25 35 50
A B
LP
20 SYSTEMS, CONNECTIONS AND APPLICATIONSSIDE
UltraBEAMZED
DOUBLE SPANNING BUTTJOINTED RAIL SYSTEM
When building designs allow the useof uninterrupted Rail lengths thenthis system is preferred because it offersthe opportunity of achieving costsavings. Deflection performance ofthe Side Rail is optimised.
• NO SLEEVES ARE REQUIRED(except at alternative joints on the
penultimate columns)
SLEEVED SIDE RAILSYSTEM
The carrying capability of this systemexceeds that of the other systemsoffered, and can be used to carry allstandard cladding materials.It is possible to accommodatearchitectu ra l r equ i rementswh ich va ry the d i s tancebetween the face of co lumns andc ladding.
NON-CONTINUOUS SIDERAIL SYSTEM
This system is normally used whenthe specified column face to claddingdistance is less than that possiblewith the other systems. It has theability to accommodate flush orrecessed sheeting lines.
SIDE RAIL SYSTEMS FORHORIZONTALLY LAID CLADDING
UltraBEAM offers a number ofstandard systems which are ableto accommodate most typesof h o r i zontal cladding systemsincluding Composite Panels.
SUITABLE FOR HORIZONTAL LAIDSHEETING AND COMPOSITEPANELS.
VERTICAL PANEL JOINT CONNECTIONPANEL CONNECTING RAIL - PCR
Fire certification Warrington Fire Research No. C53204
Slotted Cleats are NOTrequired at mid-span
66
FIREWALL SYSTEM(UP TO 4 HOURS PROTECTION) SI
DE
30 40
22 MAX.
GENERAL NOTES
The system has been designed foruse in a location 1 metre or more froma boundary where fire containmentof up to 4 hours is required.
PERFORMANCE
The construction is able to meet theminimum requirements of theBuilding Regulations for Non-LoadBearing Walls. BS 476: Part 22.
INSULATION - 17 minutesINTEGRITY - 245 minutes
Height of wallgoverned by load
carrying capacity ofsupporting members
All Sheeting Rails must be connected via Slotted Cleats at end.
All bottom Rails to be single span.(Joints may be staggered as normal system after bottom row)
Standard UltraBEAM/ZED Side Rail DTW and Strut System.
Eaves Beam supports Cladding and MUST BE FIRE PROTECTED.
< = 2 hours fire protection - Cold Rolled Eaves Beam may be used.
> 2 hours fire protection - Hot Rolled Eaves Member only.
2000 Max.
M12 Bolt & Nut Steel Washer
CombustibleWasher
Rail
CleatwithSlottedHoles
Steel Washer
Double SpanSingle Span
4 No. SlottedHoles 50 x 14mmwith 14mmspacebetweenslots.
HOLE DETAILS IN
SLEEVED SYSTEM
SPECIAL SHEETING RAILDETAILS
During a fire the outer Cladding Sheetacts as a diaphragm tied back tocolumns through the Eaves Beamand bottom Sheeting Rail. Excessivebowing due to expansion is minimisedby the following:-
1. All bottom Sheeting Rails must besingle spanning although specialSleeves may be introduced to provide c o n t i n u i t y f o rstructural considerations.
2. All UltraBEAM/ZED Rails areseparated by a 40mm gap toallow for expansion.
3. Special Slotted Cleats to cater forRail expansion and the additionalclearance between Rail joints.
4. All Fixing Bolts should be fittedwith a Combustible Washer,which under fire conditions willsoften, allowing Rails to expand.
ALL HOLES IN UltraBEAM/ZED
SIDE RAILS ARE 14mm Dia. FOR
Grade 8.8 M12 BOLTS.
All dimensions in mm.Drawings not to scale.
20 20
SPECIAL SLEEVE DIMENSIONSSPECIAL CLEAT DIMENSIONS
C
70
A
B
66
15014
D
UltraBEAMZED 21
END HOLE DETAILS IN UltraBEAM/ZED
3030b b
30
30b
b b10030 30
a
b30
40
30
Column centres Column centres Column centres
SECTION Dim. Dim.a b
145 630 237
170 730 287
200 880 362
225 1010 427
255 1130 487
285 1180 512
REF. Dim. Dim. Dim. Dim.A B C D
FW145 119 37 60 6
FW170 144 62 60 6
FW200 154 50 82 8
FW225 179 75 82 8
FW255 209 105 82 8
FW285 239 135 82 10
N.B. CF70 is only suitable for use with screw fixed cladding, consultStructural Sections Ltd., if other fixing methods are employed.
NOTE: Corner Filler Pieces available upon request.
22 CORNER AND COLUMN FILLER PIECES
22
22
10
2010
A = 55mm (*Wide flange to sheeting)145 and 170 Series
orA = 76mm (*Wide flange to sheeting)
200 - 285 Series
B = Cladding Face DimensionsLess 24mm. min. dimension 51mmUsing CF70 Filler Piece
C = Cladding Face DimensionsLess 55mm (*Wide flange to sheeting)145 and 170 Series
orC = Less 76mm (*Wide flange to sheeting)
200 - 285 Series
* Applicable to UltraZED only.
22
20
22 C
201040
40
*
40
40
2470
22B
20
14mm Dia.
max.22
To suit sectiongauge line
To suitsectiongaugeline
To suit sectiongauge line
To suit column face dimension
To suit section
22
20
20 2070
20
max. 22
A
B
20
22
22 20 3010
B
B
10
40
A
B
SIDE
* Overall length of Rail = column centre distanceLESS half column width each end
LESS 20mm.
UltraBEAMZED
UltraZED HOLE CONFIGURATIONS 23SIDE
UltraZED
237 237
287287
362
427427
487 487
512512
1150
1100
980
850
700
600
362
237
62.5
56.5
67.5
61.5
76.0
71.0
71.0
71.0
71.0
76.0
76.0
76.0
66
66
66
66
66
66
287
237
362
427
487
30 30
287
362
427
487
30 30
3030
3030
3030
3030
3030
3030
3030
3030
3030
3030
3 3
Extens ive research and deve lopmentwent into the sleeve design, ensuring correctbehaviour under all load conditions whilstremaining simple in use.
Tests proved that the s leeve prof i le ,sec tion lengths and hole configurationemployed in the final design, satisfy theseparameters fully.
STANDARD HOLE DETAILS - SLEEVED SIDE RAIL SYSTEM. ALL HOLES ARE 14mm DIAMETER FOR Grade 8.8 M12 BOLTS
We recommend that all bolts and washers are plated or galvanised against corrosion.
145
170
200
225
255
285
553753
145
55
62
53
170
76
50
74
200
76
75
74
225
76
105
74
255
76
135
74
533755
53
62
55
74
50
76
74
75
76
74
105
76
74
135
76
285
Overall length of Rails equals the span less 6mm in every case
SLEEVED SYSTEM
512512
Sleeves are required at every joint on thepenultimate column and alternate joints there-after. Sections can be supplied as double spanninglengths if required.
UltraBEAM HOLE CONFIGURATIONS 25SIDE
UltraBEAM30
50 50 63 75 7563
35
40
201
171
146
STA
ND
AR
D H
OLE
DE
TAIL
S -
SLE
EV
ED
PU
RLI
N S
YS
TEM
ALL H
OLE
S A
RE
14m
m D
IAM
ET
ER
FO
R G
rad
e 8
.8 M
12 B
OLT
S
We
reco
mm
end
that
all
bolts
and
was
hers
are
pla
ted
or g
alva
nise
d ag
ains
t co
rros
ion.
237
237
287
287 36
2
427
427 48
748
7 512
512
1150
1100
980
850
700
600
362
237
66
66
66
66
66 66
287
237
362
427
487
3030
287
362 42
7
487
3030
3030
3030
3030
3030
3030
3030
3030
3030
3030
3030
33
145
145C
S
170C
S
200C
S
225C
S
255C
S
285C
S
170
200
225
255
285
54 37 5414
5
54 62 54
170
75 50 75
200
75 75 75
225
75 105 75
255
75 135 75
56 37 56
56.5 62
56.5 78 50 78 78 75 78 78 105 78
78.5
135
78.5
285
Ove
rall
leng
th o
f rai
leq
uals
the
span
less
6m
m in
eve
ry c
ase
SLEEVED SYSTEM
512
512
45
52 57
286
SLE
EVE
WID
TH
INTE
RN
AL
DIM
.
256
226
FOR
STA
ND
AR
D C
LEAT
SS
EE
PA
GE
27
SLE
EV
E H
OLE
S M
AY B
EC
OU
NTE
R F
OR
ME
D IF
RE
QU
IRE
D
26 HOLE CONFIGURATIONS UltraBEAMSIDE
UltraBEAM
66
DOUBLE SPANNING BUTT-JOINTED ALL HOLES ARE 14mm DIAMETER FOR Grade 8.8 M12 BOLTS CLEATS
NON - CONTINUOUS
145543754
17054
62
54
20075
50
75
225
75
75
75
255
75
105
75
75
135
75
22 3760 min.
22
62
60 min.
22 50
82 min.
22
75
82 min.
22
105
82 min.
22
135
82 min.
285
145543754
17054
62
54
20075
50
75
225
75
75
75
255
75
105
75
75
135
75
285
66 66
66
3 3
30 30
30 30
30 30
30 30
SPAN
Length of Rail = SPAN + SPAN less 6mm
SPAN
145
170
200
225
255
285
145
170
200
225
255
285
t = 6mm
t = 6mm
t = 8mm
t = 8mm
t = 8mm
t = 10mm
120
22 3760 min.
22
62
60 min.
22 50
82 min.
22
75
82 min.
22
105
82 min.
22
135
82 min.
66
t = 6mm
t = 6mm
t = 8mm
t = 8mm
t = 8mm
t = 10mm
66
WHERE SLEEVE CONNECTIONS ARE REQUIRED, PLEASE SEE PAGE 25
COLUMN CLEATS AND RESTRAINTS 27SIDE
UltraBEAMZED
Standard forall Cleats
145 SERIESCladding FaceDim: 152mm
200 SERIESCladding FaceDim: 208mm
A A = max. 22mm (see text)
CW14
CW17
2766
27
60min.
60min.
Column Cleats are common components for both UltraBEAM andUltraZED Side Rails. Cleats are ex-stock and available in bothmill finish and galvanised.
For those wishing to fabricate their own cleats we would point outthat the material thickness should be at least that specified for ourstandard cleats and in cases where heavy cladding material isspecified and/or extended Cleats are required they should bechecked for suitability of purpose and reinforced if required. Carem us t be exe rc i sed t o ensu re t ha t d i m ens ion A i s no texceeded o therwise the web stiffening element of UltraZEDsections will foul the Cleat.
CW20
CW22
CB225
CB170
CB145
CB200
120
22
37119
66
4 No. 14mm Dia. holes inCleat face
2 No. 18mmDia. holes in
Cleat base
3040
6
6
8
8
22
22
50
154
82min
22
50
154
82min
22
75
82min
62144
179
170 SERIESCladding Face
Dim: 177mm
225 SERIESCladding Face
Dim: 233mm
255 SERIESCladding FaceDim: 263mm
CW25
CB255
CW28
CB285
8
22
105
82min
209
22
135
82min
239
10
285 SERIESCladding Face
Dim: 293mm
Dim. A t WEIGHT lxx/lyy lvv luu Zxx/Zyy(mm) (mm) kg/m cm4 cm4 cm4 cm3
45 1.6 1.06 2.86 1.12 4.61 0.82
45 2.5 1.68 4.29 1.80 6.90 1.23
70 1.6 1.73 11.01 4.34 17.68 2.02
70 2.5 2.70 16.86 6.63 27.09 3.18
X X
V
t
X
Dim.A
VDim. A
U
Dim. B
Dim. B = 24mmStandard Back Mark
45
4520
30
OverallLength
COLUMN CLEATS
COLUMN RESTRAINTS
28 SIDE RAIL ASSEMBLIES
Bottom Strut Length = Rail Centres Less 3mm.
Bottom Strut Length = Rail Centres Less 3mm.
Bottom Strut Length = Rail Centres Less 3mm.
4. Strut and Tie Assembly for close Rail spacing condition.
3. Span >10m Screw Fixed Cladding. (>7.6m Cement Fibre Cladding)
2. Span >6.1m-<=10m Screw Fixed Cladding. (>5m-<=7.6m C/Fibre Cladding)
1. Span <=6.1m Screw Fixed Cladding. (<=5m Cement Fibre Cladding)
DIAGONAL TIE ASSEMBLY REQUIREMENTS
TABLE 2
Screw Fixed Max. Height per
Cladding Type Tie Assembly Pair
< = 0.12 kN/m2 20.0 metres (SRS Strut)8.0 metres (Tube Strut)
> 0.12 - < = 0.3 kN/m2 10.0 metres> 0.3 - < 0.5 kN/m2 10.0 metresCement Fibre 6.5 metres
Maker upat top
Maker upat top
Maker upat top
Equal Equal
Equal Equal
Equal Equal
Equal Equal
Span
Span
Min. 30ºMax. 65º
Min. 30ºMax. 65º
Min. 30ºMax. 65º
Span
Diagonal TieAssembly
See Table 1
Side RailStrutSee Table 1
Equal
HEIGHT
Max. heightbetweenDiagonalTieAssembliesSee Table 2
Bottom Strut Length = Rail Centres Less 3mm.
Maker upat top Equal
Span
Min. 30ºMax. 65º Diagonal Tie
AssemblySee Table 1
Side RailStrutSee Table 1
Equal
HEIGHT
Max. height betweenDiagonal Tie Assemblies
See Table 2
Diagonal TieAssembly
See Table 1
Side RailStrutSee Table 1
Diagonal TieAssembly
See Table 1
Side Rail StrutSee Table 1
HEIGHT
Max. heightbetweenDiagonalTieAssembliesSee Table 2
HEIGHT
Max. heightbetweenDiagonalTieAssembliesSee Table 2
DIAGONAL TIE ASSEMBLY INCLUDED ANGLE < 30º
Where Side Rails are closely spaced the included anglebetween the Diagonal Ties and the Side Rail may fallbelow 30º.Where this condition occurs, an additional Side Rail Supportmay be introduced as shown in illustration 4.
Key: < Less than
<= Less than or equal to
> Greater than
SIDE
UltraBEAMZED
SIDE RAIL SYSTEM ASSEMBLIES
UltraBEAM and UltraZED Side Rail Systems should be supportedand levelled prior to sheeting by one of the following methods:-1. Rails should be spaced using Struts and supported/levelled bythe use of Diagonal Bracing Assemblies as detailed.2. Rails may be suspended from a suitable Eaves Member -either cold rolled by Structural Sections (see page 29 and 41 forparameters) or hot rolled by others.3. Propped from suitable safe structure.
STRUT SELECTION FOR SCREW FIXED CLADDING
TABLE 1
SECTION STRUT MAX. STRUT DIAGONALREF. TYPE LENGTH ASSEMBLY
Cladding Weight < = 0.12 kN/m2
145-200 Tubular 1800 DTW145-200 SRS 3000 DTW
225 SRS 3000 DTW255-285 HD + SRS 2500 DTW
(See note below)
Cladding Weight > 0.12 kN/m2 - < = 0.3 kN/m2
145-225 SRS 2500 DTW255-285 HD + SRS 2500 DTW
(See note below)
Cladding Weight > 0.3 kN/m2 - < 0.5 kN/m2
145-285 HD 2500 HD - DTB
Note: UltraBEAM and UltraZED 255 and 285 Section requiresthe use of Heavy Duty Type Struts in conjunction withDiagonal Tie Assemblies in order to resist the torsional shearaction induced in the Strut End Cleat by the Tie Assembly.Where Struts are used to provide spacing for the remainingRails SRS Type Struts may be used.
SIDE RAIL ASSEMBLIES 29SIDE
UltraBEAMZED
SIDE RAIL SUPPORT HANGER ASSEMBLY
Side Rail Systems may be supported from our Eaves Beam by utilisinga Side Rail Support Hanger as detailed opposite and on page 41.The Hanger Assembly is suitable for 145 - 200 Series SideRails within the following constraints:-
Screw Fixed Cladding maximum weight 0.12kN/m2
Maximum height of Cladding without Web Stiffener Cleat = 6m.
Maximum height of Cladding with Web Stiffener Cleat = 10m.
SIDE RAIL SUPPORT STRUTS - SRS
Where Rail design parameters prohibit the use of Tubular Struts our SideRail Support Strut Type SRS should be used. Struts for UltraZED andUltraBEAM Rails are manufactured from pre-galvanised cold roll-formedAngle Sections with like section End Cleats. For 255 and 285 Series Railsthe SRS Type Strut is substituted with a Heavy Duty Type Strut when usedin conjunction with Diagonal Tie Assemblies (SEE SUB-NOTE TABLE1 PAGE 28 OPPOSITE AND PAGE 30).
SRS Type Struts may be used with either our Diagonal Tie Wire system(DTW) or Heavy Duty Diagonal Tie Bar system (HD-DTB). In both instancesthe length of Strut must be reduced accordingly where Tie Brackets arefitted between the Strut and Rail.
Where Counter Formed Holes are encountered the Strut should be detailedwith one End Cleat designed to fit over the web stiffening elements of theUltraBEAM as shown on page 37.
Female
145 - 200SERIESUltraBEAMUltraZED
Cladding Face
Standard GaugeLine Holes (Pairs)
Male
Type‘T’
30mm STD
Type‘F’
Type‘M’
Strut Washers x 2See StandardOrder Forms forordering details
DIAGONAL TIE WIRE BOTTOM FIXINGWhere two rows of Struts are used per bay the Tie Wire lower Cleatis fitted under the Strut next to Cladding Flange and a 3mm thickPacking Washer is fitted in lieu of Tie Wire Cleat.Bottom Strut Length = Rail Centres Less 3mm.
DTWMax.
1800mmRail
Centres
Our Tubular Strut offers significant savings in both site time and component cost. The Struts connect together via male and female threaded fasteners, thereforeeliminating separate fixing bolt assemblies. Tubular Struts may be used in lieu of our Side Rail Support Struts for 145 to 200 series UltraBEAM/ZED Rails up to 1800mm Rail centres providing the claddingweight is not greater than 0.12kN/m2 and is screw fixed to provide full restraint.Struts are fitted nearest to the cladding face through one of a pair of holes punched on the standard gauge line.
Where required our standard Diagonal Tie Wire Assembly fits between the Strut Washer and the Strut. Where two Tie Wires are required they are fitted ontop of each other.Struts may be used in compression or tension providing the maximum vertical distance between Tie Wire pairs does not exceed 8 metres when Strutis in compression or 10 metres in tension.It is recommended (but not essential) that Struts are erected maleend uppermost with a standard M12 bolt fitted through the lower Rail.Where counter formed holes are required the Tubular Strut should besubstituted with an SRS Type Strut as outlined below.
UltraBEAM Eaves Beam
Web Stiffener Cleat
Standard Eaves Brace
Top Bracket
Type ‘T’ Strut
UltraBEAM/ZED 145-200 Series
Counter Formed Holes
M12 x 25mm Bolt
SIDE RAIL SUPPORTHANGER ASSEMBLY
TUBULAR STRUTS
A
H D R
A
H D S HOR. RAIL VERT. STRUT Dim A STRUT REF.
145 2 No.45 x 45 Angle 22.5 HDS145145 2 No.45 x 45 Angle 42.5 HDR145170 145 UltraBEAM 22.5 HDS170170 145 UltraBEAM 42.5 HDR170200 145 UltraBEAM 22.5 HDS200200 145 UltraBEAM 42.5 HDR200225 145 UltraBEAM 22.5 HDS225225 145 UltraBEAM 42.5 HDR225255 145 UltraBEAM 22.5 HDS255255 145 UltraBEAM 42.5 HDR255285 170 UltraBEAM 22.5 HDS285285 170 UltraBEAM 42.5 HDR285
When using HD Struts with Counter Formed Holes one end of theStrut will be supplied with a Cleat designed to fit over
the web stiffening elements of the UltraBEAM as shown on page 37.
30HEAVY DUTY STRUTS, DIAGONAL TIES ANDCLIP FIXED VERTICAL CLADDINGSI
DEUltraBEAM
ZED
VERTICAL CLADDING CLIP FIXED
The detail shown offers a simple method ofconstruction which incorporates UltraBEAMHorizontal Rails with Vertical Heavy DutyStruts between the bottom pair of Rails.
This type of fixing requires all vertical load to becarried via the Bottom Rail, therefore HeavyDuty Type Struts are essential. To determineload carrying capacities of UltraBEAM SideRails reference should be made to therelevant published load tables and adjustedas follows.
The Wind Pressure capacity of Rails used withClip Fixed Cladding should be reduced by 10%.
HD-DTB
2.5 metres max.
HDSStrut
HDRStrut
ILLUSTRATION BASED ON >7.5m SPAN
SRS aspage 29
Ledger Angle screw fixed to BottomRail to support cladding.Minimum thickness of Bottom Rail = 1.8mm.
HEAVY DUTY STRUTS HDS/HDR
Heavy Duty Struts may be used for all UltraZEDand UltraBEAM sections to fulfil designparameters not catered for by the SRS StrutType. Such applications include Clip FixedCladding, supports under window openings andwhere cladding weights exceed 0.3KN/m2.
HD Series Struts are supplied fully fabricated withEnd Cleats mechanically attached. When orderingstate Rail Section, Centres and Strut Type. HDR Struts are for applications where Tie BarAssemblies are required at top and bottom of theStrut.
Fillet on HD - DTB omitted for clarity.
Reduce length of HD Strut by 8mmwhere pairs of HD-DTB’s are fittedbetween Rail and Strut End Cleat.
ReinforcingFillet to oneside of bracket
60mm both ends
MINIMUM ANGLE = 30°MAXIMUM ANGLE = 65°
110
45º
32
t = 8mm
HEAVY DUTY DIAGONAL TIEBAR (HD-DTB)
Our Heavy Duty Tie Bar System is designed tooffer a solution to those design parameterswhich cannot be satisfied by the DTW Type.Used extensively where high support loads areencountered and where the Support System isan integral part of the finished structure as withcladding types affording no positive restraintand Tiled Roofs.
The HD - DTB are accurately manufacturedfrom pre-finished materials which ensurereliability in use.
MAXIMUM CLADDING HEIGHT BETWEEN HEAVY DUTY BRACING ASSEMBLIES.
SPAN UP TO 5 METRES Maximum cladding height 8 metres
SPAN UP TO 7.5 METRES Maximum cladding height 7 metres
SPAN UP TO 10 METRES Maximum cladding height 6 metres
HDRHDS
A A
PARAPET AND CANTILEVER DETAILS 31SIDE
UltraBEAMZED
Where the following apply:
1. Minimum yield stress of material = 350N/mm2
2. Both inner and outer flanges of Cantilever Railsrestrained by cladding.
Then the following formula applies:
H = 0.56 x Zxxq x s
where H = Height in metresZxx = Section Modulus (cm3)q = Wind pressure/Wind suction (kN/m2)S = Centres of Vertical Rails (m)
Deflection has not been considered in the above andshould be checked by the following formula:
Deflection = WL3
8 El
where W = Total U.D.L. (kN)L = Height of Cantilever (mm)E = Young’s Modulus (kN/mm2)I = Moment of Inertia x - x (cm4)
70 x 70 x 2.5Cleader Angle
Vertical Cladding Rail
Insulation
Structural Rail Support atmid-span and/or bottomof Rail
Cold Rolled Eaves Beam byStructural Sections Ltd.
HorizontalLiner Tray
Vertical Railoffset dimension
Vertical Liner may be fixedto Inner Rail face if required
Cladding
FixingCleat
HorizontalLiner Tray
FixingCleat
Max.Upstand.Dim. H
Insulation
Structural Eaves MemberHRC shown
1. 2.
PARAPET
The versatility of UltraBEAM offersmany so lu t i ons to cu r ren ta rch i tec tu ral requirements. TheParapet detail provides one of thosesolutions.
Compound UltraBEAM Sectionsmay be util ised to provide aParapet Post in lieu of hot rolledbeams.
UltraBEAMCapping Rail
UltraBEAM SideRail
Parapet Post(CompoundSections)
UltraBEAM orUltraZED Rail
GutterSupport
UltraZED
VerticalCladding
CCAANNTTIILLEEVVEERR HHEEIIGGHHTT OOFF VVEERRTTIICCAALL RRAAIILLSS ((HH)) SSUUPPPPOORRTTIINNGG HHOORRIIZZOONNTTAALL CCLLAADDDDIINNGG
CLEAT DETAILS
HORIZONTAL CLADDING
OVERSAIL SYSTEM
This system facilitates accuratealignment of the Side Rail Systemand is therefore eminently suitablefor low tolerance cladding types.The Horizontal Rails may be selectedfrom any of the systems available,including inset single spanning railswhere sheeting depth is restricted.Horizontal Rail capacity should bereduced by 10%.Vertical Rails are connected to theHorizontal rails via OS Series AngleCleats. Heavy Duty Struts are requiredin conjunction with Heavy DutyDiagonal Tie Bars with SRS Type Strutsbeing utilised throughout the remainingSide Rail System (except for 255 - 285Series Horizontal Rails see note*/**).
Where Cladding Panel joint connections require wider Vertical Rail fixing flanges three methods may be employed:-1). Short lengths of section (approx. 200 - 400mm long) are introduced and bolted back-to-back with the Vertical Rail Section at the panel connection
positions as shown in main illustration above.2). Alternatively where panel connection positions are uncertain a Vertical UltraBEAM Rail presented Web outward and connected to the Horizontal
Rail using OSF Series Cleats may be utilised, see Fig. 1.3). A further alternative is shown in Fig. 3. using a Vertical 70 x 70 x 2.5mm Cleader Angle bolted back-to-back with a Vertical UltraBEAM Section.
Horizontal/Vertical Rail connecting Cleats are of 70 x 70 x 2.5mm Angle Section with slotted holes in the Horizontal Rail connection to allow sheetingface adjustment of up to ± 10mm, see Fig. 2. After final Rail alignment Cleat the may be secured with a self-drilling/tapping screw if required.
Holes on Standard gauge line in Horizontal Rail Series 170 - 285.
32 HORIZONTAL CLADDING OVERSAIL SYSTEMSIDE
UltraBEAM
+10mm -10mm Adjustment
70 x 70 x 2.5OS Cleat
70 x 70 x 2.5OS Cleat
70 x 70 x 2.5OS Cleat
70 x 70 x 2.5OSF Cleats
Cladding Cladding
Panel Joint Connection option 2 Panel Joint Connection option 3
Cladding
70 x 70 x 2.5Cleader Rail
2 No. SlottedHoles inOS Cleat
VerticalRail
VerticalRail
FIGURE. 1. FIGURE. 2. FIGURE. 3.
+10mm -10mm Adjustment
200-400mmApprox.
24mm
24mm
Strut**
Heavy DutyStrut*
Strut**
For Panel Connection Jointssee text below, options 1 - 3
Heavy DutyStrut*
HD-DTBHD-DTB
Max. Distance between Strut andVertical Rail= 300mm
Vertical 145 Series UltraBEAM
Vertical 145 Series UltraBEAM
* Use HD Series Strut in conjunction with Heavy Duty - Diagonal Tie Bar Assemblies.**Use HD Struts throughout for 255 and 285 Series Horizontal Rails.**Use SRS Type Struts elsewhere for 170 - 225 Series Horizontal Rails.
Panel JointConnection
option 1see textbelow. HD-DTBHD-DTB
VerticalRail
HORIZONTAL CLADDING INSET SYSTEMAND VERTICAL RAIL SYSTEM 33SI
DE
UltraBEAM
Span
SYSTEM USING VERTICAL RAILS
The solutions illustrated here concernHorizontally Laid Cladding.
The il lustration shows a hot rolledchannel supporting Vertical UltraBEAM/ZEDsection which act as Cladding Rails.These Rails may be continued past theEaves member to form a Parapet.Additionally, the Vertical Rails are bracedwith SRS Type Struts.
The Vertical Rails should be selectedfrom either Single Spanning or DoubleSpanning tab les, as appl icab le . Inparapet conditions please note maximumupstand dimension H stated on drawingon page 31.
See text for load carrying details UltraBEAM Capping Rail
UltraBEAM or UltraZED Vertical Rails
Max. UpstandDim. H
Side Rail Supports Structural LowerRail Support
Equal Equal
StructuralEaves
Member
Equal
FOR FULL DETAILS, DIMENSIONS ANDORDERING DETAILSSEE DETAILERS GUIDE AND STANDARDORDER FORMS
HORIZONTAL
VERTICAL
HORIZONTAL
COUNTERFORMEDHOLEDETAIL
VERTICAL
RAIL
ASSEMBLY
CLEATS:-Suppliedseparately or factory fitted
if required.
HOR. VERT. TOP BOTTOM
RAIL RAIL CLEAT CLEAT
14550** VR145 UHCT145 UHCB145
17050** VR170 UHCT170 UHCB170
20063** VR200 UHCT200 UHCB200
22563** VR200 UHCT225 UHCB225
25575** VR200 UHCT255 UHCB255
28575** VR200 UHCT285 UHCB285
** Denotes section gauge dependant onselection taken from relevant load tables.
VR SERIES VERTICAL RAILS
Vertical Rails for use with Horizontally LaidCladding Systems are fitted betweenHorizontal Side Rails as detailed.The standard and preferred Horizontal/VerticalRail combinations are as detailed below.For large volume contracts wheresystem optimisation is paramount othercombinations are available.Vertical Rails are normally supplied for
on-site assembly but may be ordered as
factory assembled items to reduce on-site
time and logistics.
DiagonalTie Wire
HorizontalRail
Vertical Rail
UHCT
UHCB
UHCT
UHCB
RailSpan
22.5
22.5
HORIZONTAL CLADDING
The details shown offer a simple method ofconstruction which incorporates UltraBEAMHorizontal Rails and Vertical Rail Assemblies.Connection Cleats are supplied loose foron-site fitting or FACTORY FITTEDCLEATS ARE AVAILABLE IF REQUIRED.
Horizontal Rail capacities should betaken from the published load tablesusing the Wind Suction (-ve) values forboth Wind Pressure and Suction.
VR SERIES VERTICAL RAILS
VERTICAL PANEL JOINT CONNECTIONPANEL CONNECTING RAIL - PCR
34HORIZONTAL PANEL CLADDING SYSTEM ANDPANEL CONNECTING RAIL - PCR
TTOO DDEETTEERRMMIINNEE PPCCRRRREEQQUUIIRREEDD
Horizontal Rail centres x Vertical Rail
centres x Wind Pressure or Suction =
working UDL kN
Panel Connecting Rail(PCR) shown at column face
••Vertical CladdingRail (VR).See page 33.
HD - DTB
See Text
•• Panel Connecting Rail may also be utilised at
intermediary positions, see dia. C page 35 opposite.
If cladding detail requires a wider fixing face at intermediate positions than our standard VRrange please consult our Technical Department.
PCR WORKING CAPACITY = UDL kN
BASED ON SPAN/180
HORIZONTAL RAIL CENTRES
PCR REFERENCE 1500mm 2000mm 2500mm
PCR 2256314 7.51kN 5.25kN 3.73kN
PCR 2256316 8.53kN 5.97kN 4.22kN
PCR 2557516 8.81kN 6.49kN 5.41kN
225 or 255
Max 120 (PCR 225)
150 (PCR 255)
All Dimensionsin mm.
HORIZONTAL PANELCLADDING
Horizontally laid Cladding Panelsrequire special consideration,particularly at the vertical interface.Our solution is simple, flexible, costeffective and may be used withoutcompromising the design and layoutof the main structural framework.
Where cladding detail requires a widefixing face the Panel Connecting Rail(PCR) should be utilised. The PCRconsists of an UltraBEAM Sectionpresented web outward viaCountersunk Headed Bolts to providea flush Cladding face.
To simplify system detail the PCR
and Horizontal Rails join using a
longitudinal two bolt connection
spaced at standard 66mm hole
centres and therefore may be posi-
tioned either at the column face or
intermediate positions within the
span.
Because Cladding Panels generallyfix to the Vertical Rails only, adiaphragm action from thecladding cannot reliably beassumed - therefore we show theinclusion of our Heavy Duty Tie BarSystem (HD-DTB).
HORIZONTAL RAILCAPACITY
Horizontal Rail capacity should betaken from the published load tableswith values reduced by 10% for bothpressure and suction.
• SUITABLE FOR PANEL JOINTCONNECTIONS ON MOSTHORIZONTALLY LAID COMPOSITEPANELS.
• SPANS VERTICALLY UP TO2.5 METRES
• EASILY ERECTED
• ABLE TO ACCOMMODATE MOSTSTEELWORK LAYOUTS
• DIAGONAL BRACING PASSESBEHIND VERTICAL PCR
• MAY BE USED AT COLUMN FACEOR AT INTERMEDIATE POSITIONSWITHIN THE SPAN
• SUITABLE FOR USE WITH COUNTERFORMED HOLES IN HORIZONTALRAILS
SIDE
UltraBEAM
HORIZONTAL PANEL CLADDING SYSTEM ANDPANEL CONNECTING RAIL - PCR 35SI
DE
UltraBEAM
INTERMEDIATE RAILS/STRUT REQUIREMENTS
If the intermediate Vertical Rails (usuallyconsisting of a Vertical Rail - VR see page 33)or Panel C o n n e c t i n g R a i l ( P C R ) a r ea p p r o x i mately* located in positions whereSide Rail Supports would n o r mal ly berequired, then they can be utilised to performthe same function.
Where the Vertical Rail positions fall outsidethese parameters and the use of Side RailSupports are necessary they may be includedas required prov id ing they are used inc o n j u n c t i o n w i t h P C R Intermediateswhich allow the Diagonal Tie Bar System to passbehind them - thus eliminating the need forcomplex Tie Bar bracing patterns.
* Providing that VR’s or PCR’s are locatedwith in 500mm of the normal position of aSupport St rut they may be ut i l i sed toperform the function of a Strut.
B. C.A.
E.
See Below (E)
PCR
INTERSECTIONZONE
To suit section
To suit section
To suitRailcentres
To suitRailcentres
PCR - CT
PCR - CB
COLUMN POSITION INTERMEDIATE POSITION
303
*
To suit section
To suit section
30
30
3
3 3
66 Standard Gauge Line
Standard Gauge Line
225 or 255
CSK Bolts
* This dimension is dependent upon thethickness of the column cleat.i.e. With a 6mm column cleat thedimension = 36mm.
I f P C R i s t o b e u s e d i n c o n junction with Counter Formed Holes in the Horizontal Rail (as in thecase of Window Trimmers) a 3mm thick Bearer Plate PCR - CSK should be fitted between the Cleatand Rail as shown in Dia. D. and the PCR length and piercing adjusted accordingly. PCR - CSK Bearer
Plate 3mm thick
D.
INTERSECTIONZONE
NOTE:Rails should be positionedso that the Horizontal jointsof the panels do notco incide with thei n t e r s e c t i o n z o n eo f the Horizontal/ VerticalRails .
SITE ERECTION
Erection is simplifiedas Horizontal Rails maybe fixed independentlyof, and prior to, theVertical Rails if required.
H O R I Z O N T A L R A I L
HD-DTB ASSEMBLY - PCR CONNECTION
C L A D D I N G F A C E
PCR
Here for145 - 170HorizontalRails and200 - 285HorizontalRails withPCR 255
Here for200 - 285HorizontalRails withPCR 225
36 WINDOW TRIMMERS
WINDOW TRIMMERS
UltraBEAM sections provide a reliable, cost effective and simple solution to the trimmingrequirements of windows and doors. Available with pre-punched Counter Formed Holes toaccept Counter Sunk Headed Bolts, a surface free of bolt head protrusion facilitates ease offitting for all types of window and door frames.
The design of UltraBEAM allows for Counter Formed connection details devoid of packingpieces which offers cost savings in reduced components and site logistics.
THE WINDOW SILL RAIL requires bracing against the high torsional loads imposed by theweight of the window both during fitting and when the building is in use after building occupation.This is achieved through a number of inter-related factors including Window Type, Weight andSide Cladding.
SINGLE UNIT WINDOWS are those requiring Vertical Trimmer Railsfor their installation and it is these Vertical Trimmers whichin addition to the Support Struts help to restrain the Horizontal Rail.
RIBBON WINDOWS are designed as continuous units ande l i m inate the need for Vert ica l Tr imming Ra i ls , as aconsequence additional Strutting to the Sill Rail may be required.
For Ribbon type windows additional Diagonal Tie Assembliesto support the window head rail may be required.
STRUT PARAMETERS for both types of Window by Type andWeight, together with consideration for the support afforded by thecladding is detailed below.
TYPICAL GLAZING WEIGHTS are listed on page 80, but where theWindow Weight is uncertain it is usual to assume an approximateweight of 24Kg/m2 (0.23 kN/m2) for Double Glazed Units - basedon 4mm thick glass.
Side RailSupport
(SRS)
Side RailSupport(SRS)
WindowHead Rail
VerticalWindowTrimmer
WindowSill Rail
DiagonalBracing
DiagonalBracing
Tubular Strut orSide Rail
Support (SRS)
VerticalWindowTrimmer
End Cleat to suitCSK detail see
page 37.
End Cleat to suitCSK detail see
page 37.
Door Frame see page 38.
Sill Rail Strut Sill Rail Strut
STRUT AND BRACING PARAMETERS PER WINDOW SILL RAIL
SINGLE UNIT WINDOWS:- SCREW FIXED CLADDING
Span Window Wt. Strut Diagonal Span Window Wt. Strut Diagonal
Metres kN/m run No./Type Bracing Metres kN/m run No./Type Bracing
<=6.1 <.12 1 SRS DTW <6.1 >.12 1 HDS HD-DTB
>6.1 - <=9 <.12 2 SRS DTW >6.1 - <=9 >.12 2 HDS HD-DTB
>9 <.12 3 SRS DTW >9 >.12 3 HDS HD-DTB
RIBBON WINDOWS:- SCREW FIXED CLADDING
<=6.1 <.12 1 HDS HD-DTB <=5 >.12 1 HDS HD-DTB
>6.1 - <=9 <.12 2 HDS HD-DTB >5 - <=7.5 >.12 2 HDS HD-DTB
>9 <.12 3 HDS HD-DTB >7.5 - <=9 >.12 3 HDS HD-DTB
>9 >.12 4 HDS HD-DTB
SINGLE UNIT AND RIBBON WINDOWS:- UNRESTRAINED CLADDING
<=6.1 <.12 1 HDS HD-DTB <=5 >.12 1 HDS HD-DTB
>6.1 - <=9 <.12 2 HDS HD-DTB >5 - <=7.5 >.12 2 HDS HD-DTB
>9 <.12 3 HDS HD-DTB >7.5 - <=9 >.12 3 HDS HD-DTB
>9 >.12 4 HDS HD-DTB
Where window weight is <= .25 kN/m run minimum recommended Rail gauge = 1.2mm Key: < Less than
Where window weight is > .25 - <= .4 kN/m run minimum recommended Rail gauge = 1.4mm <= Less than or equal to
Where window weight is > .4 - < .5 kN/m run minimum recommended Rail gauge = 1.6mm > Greater than
Window weight is assumed to be carried inside the Rail width by the supporting Struts. For eccentric loads contact our Technical Department
SIDE
UltraBEAM
WINDOW TRIMMERS
VERTICAL WINDOW TRIMMERS are of the same section as Horizontal Rail Membersand are connected together by simple Cleats which allow for general tolerances to be takeninto account.
The Window Head Rails require bracing with a SRS Type Strut.
Where Ribbon Windows are to be installed the addition of Diagonal Tie Assemblies over theWindow Head Rail may be necessary.
SELECTION OF HORIZONTAL SIDE RAILSabove and below window openingsshould take into account the deflectionlimitations of the Window Frame, Glazing andcorrect operation of the window in use.
The load tables on page 39 allow fors e l e c tion of UltraBEAM Sections withdeflection limited to span/300 or greater.Alternatively our computer software shouldbe used which allows for select of thedeflection limits and automatically indicatest h e c o r rect Strut requirements for theWindow Sill Rail.
FL
US
H S
UR
FA
CE
WINDOW TRIMMERS 37SIDE
UltraBEAM
A
A
B
B
C
Side RailSupport (SRS)
Window HeadRail
Trimmer CleatType ÒSÕ
See DetailersGuide
VerticalWindowTrimmer
VerticalWindowTrimmer
VerticalWindowTrimmer
Cleat forCSK
Cleat forCSK see
Trimmer CleatType ÒSÕ
Window SillRail
Dim. A
Dim. A 145 &170 Series = 31.5mm200 - 285 Series = 35mm
22.5
3mm
Heavy DutyStrut (HDS)
30 mm
WINDOW HEAD RAIL
WINDOW SILL RAIL
All Holes for M12 Bolts
Single Unit Type Window
RIBBON WINDOW CLEAT CONNECTIONS
C
Ref. Dim. A Dim. B Dim. C
145 60 115 37170 60 140 62200 82 128 50225 82 153 75255 82 183 105285 82 213 135RIBBON WINDOW WING CLEAT (BY OTHERS)
Amin.
C B
30 3 min.
COUNTER FORMEDHOLES
FOR FULL DETAILS AND DIMENSION SEE DETAILERS GUIDE ANDSTANDARD ORDER FORMS
38 DOOR TRIMMERS AND BRICKWORK RESTRAINTS
BRICKWORK RESTRAINTS
UltraBEAM sections may be utilised to provide restraint to masonry walls. Sections may be chosenas single members or as Compound Pairs depending upon the imposed design loads.
Correct UltraBEAM selection should be taken from the deflection limited load table opposite withthe carrying capacity of Compound Beams being twice that shown for single members.
Should the restraint rail be of differing size to the adjacent Side Rail the use of a Tubular Strutin lieu of a SRS or HD Series Strut may simplify detailing provided the Diagonal BracingSystem is fitted above the adjacent Rail and the Tubular Strut is in tension.
Brickwork Restraint Beams may be fixed to the wall construction by use of Threaded Rod builtinto the wall, Bent Flat Straps, Shot FiredFasteners or Proprietary Anchor Bolts.Fixing centres of Restraint Ties aredetermined by the construction of the wall.
For further advice and information on theuse of UltraBEAM Sections as brickworkrestraints please contact our TechnicalDepartment.
On no account should deflection limits lessthan span/300 be calculated by interpolationor load capacities greater than those shownin the load tab le be assumed. Werecommend the use of our computerdesign software for the selection ofBrickwork Restraints.For further assistance with design contactour Technical Department.
Cleat Type ‘S’
Cleat Type ‘L’
Vertical Rail
HorizontalRail
CleatType ‘S’
VIEW A-A
VIEW B-B
VerticalDoor
Trimmers
A - A
B - B
Vertical Rail
DoorFrame
CleatType ‘L’
DDEESSIIGGNN OOFF BBRRIICCKKWWOORRKKRREESSTTRRAAIINNTT//WWIINNDDOOWW RRAAIILLSS
EXAMPLE:- Load on Rail = Effective Centres x Rail Span x Wind Load (Working) = UDL kNeg. 1.8 x 6.0 x 0.75 = 8.10 kNTherefore from load tables use 255 75 16 Single Span allowable UDL = 9.54 kN
or use 200 63 16 Double Span allowable UDL = 8.35 kNor use 200 63 20 Sleeved allowable UDL = 9.84 kN
For deflections other than span/300 the published safe working loads should be reducedin accordance with the method detailed below:-eg. Deflection criteria = Span/400Therefore 300 = 0.75 (Reduction factor)400For UDL = 8.10 kN use 255 75 25 Single Span allowable UDL = 14.79 x 0.75 = 11.09 kN
or use 200 63 20 Double Span allowable UDL = 12.78 x 0.75 = 9.58 kNor use 225 63 20 Sleeved allowable UDL = 14.70 x 0.75 = 11.02 kN
DOOR TRIMMERS
UltraBEAM sections offer a simple pre-engineered solution to the requirementsof trimming around door openings.When Countersunk Headed Bolts are usedthey present a surface free from bolt headprotrusion.
When the Vertical Door TrimmingSections require bolting to a finished floora method of building tolerance adjustmentwithin the connection should be considered,such as Slotted Cleats.
Vertical Door Trimmers should be of thesame section depth as the HorizontalRails and material thickness should beselected with consideration to the type,weight and use of the door.
SIDE
UltraBEAM
DEFLECTION LIMITED LOAD TABLES SPAN/300 39SIDE
UltraBEAM
BRICKWORK RESTRAINT/WINDOW RAILS LOAD TABLES
SECTION Wt/m 4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0S E C T I O N C A P A C I T Y W O R K I N G L O A D U D L I N k N P E R S P A N
SLEEVED SYSTEM
1455013 2.70 4.65 3.76 3.12 2.61 - - - -1455016 3.33 5.71 4.62 3.82 3.21 - - - -1705013 2.95 6.79 5.50 4.55 3.82 3.25 - - -1705016 3.64 8.33 6.75 5.58 4.69 4.00 3.44 - -1705020 4.55 - 8.38 6.93 5.82 4.96 4.27 - -2006313 3.55 - - 7.65 6.44 5.48 4.73 4.12 -2006316 4.38 - - - 7.92 6.74 5.81 5.06 4.452006320 5.48 - - - 9.84 8.38 7.23 6.30 5.542256314 4.16 - - - 9.37 7.98 6.88 5.99 5.272256316 4.76 - - - 10.67 9.10 7.84 6.83 6.002256320 5.95 - - - 14.70 12.51 10.79 9.40 8.272557516 5.43 - - - - 13.53 11.68 10.17 8.942557518 6.11 - - - - 15.23 13.14 11.44 10.062557525 8.49 - - - - - 18.11 15.79 13.882857518 6.52 - - - - - 17.14 14.92 13.112857520 7.25 - - - - - 19.02 16.57 14.562857525 9.07 - - - - - 23.65 20.60 18.11
DOUBLE SPANNING BUTT JOINTED SYSTEM
1455013 2.70 - - 4.05 3.40 2.90 - - -1455016 3.33 - - 4.96 4.17 3.55 - - -1705013 2.95 - - 5.91 4.96 4.23 - - -1705016 3.64 - - 7.25 6.09 5.19 4.47 - -1705020 4.55 - - - 7.56 6.45 5.56 - -2006313 3.55 - - - 8.35 7.12 6.14 - -2006316 4.38 - - - 10.27 8.75 7.55 6.57 -2006320 5.48 - - - 12.78 10.89 9.39 8.18 -2256314 4.16 - - - 12.15 10.36 8.93 7.78 6.842256316 4.76 - - - 13.88 11.84 10.21 8.89 7.822256320 5.95 - - - 17.36 14.80 12.76 11.11 9.772557516 5.43 - - - - 17.43 15.16 13.21 11.622557518 6.11 - - - - 19.61 17.06 14.86 13.072557525 8.49 - - - - 21.94 18.93 16.49 14.492857518 6.52 - - - - - 21.30 19.38 17.042857520 7.25 - - - - - 24.05 21.51 18.902857525 9.07 - - - - - 30.35 26.76 23.51
SINGLE SPAN NON-CONTINUOUS SYSTEM
1455016 3.33 3.42 2.77 2.29 1.93 - - - -1705016 3.64 5.00 4.05 3.35 2.81 2.40 - - -1705020 4.55 6.21 5.03 4.16 3.50 2.98 - - -2006316 4.38 8.44 6.83 5.65 4.74 4.04 - - -2006320 5.48 10.50 8.50 7.03 5.90 5.03 4.34 - -2256314 4.16 - 8.08 6.68 5.62 4.79 4.13 3.59 -2256316 4.76 - 9.23 7.63 6.42 5.47 4.72 4.10 -2256320 5.95 - 11.54 9.54 8.03 6.84 5.90 5.13 -2557516 5.43 - - 11.35 9.54 8.12 7.00 6.10 -2557518 6.11 - - 12.77 10.73 9.14 7.88 6.86 6.032557525 8.49 - - - 14.79 12.61 10.87 9.47 8.322857518 6.52 - - - 14.00 11.92 10.28 8.96 7.872857520 7.25 - - - 15.53 13.23 11.41 9.94 8.732857525 9.07 - - - 19.31 16.45 14.19 12.36 10.88
20
20
*** = (Section Depth Reference)
40 EAVES BEAM
AEVES
UltraBEAM
EAVES BEAMS
UltraBEAM Eaves Beams may be connected either between columnsor outside the column face using Fabricated Cleats (by others). The Beamis fixed with two Grade 8.8 M12 bolts at each end; through the web.
The UltraBEAM Eaves Beam range is unique in offering the use of bothconventional headed and Countersunk Headed Bolts without recourse toloose fitted packing plates at both column and Eaves Brace positions.
Designed to act as an Eaves Purlin, Top Sheeting Rail, Gutter Support or anycombination. Available with options of top flange angles from 0o - 30o.The Eaves Beam must be connected to the first row of Purlins via anEaves Brace. When using Eaves Beams to support heavy gutters weadvise consultation with our Technical Department.FOR BRACE REQUIREMENTS AT EAVES SEE PAGES 11 AND 12.
COMPOSITION/FINISHQuality steel to BSEN 10143 1993 and BSEN 101471992 with a minimum yield stress of 350N/mm2. Pre-hotdipped galvanised to BSEN 10147 1992 Coating Z275.Other coating weights and finishes are availableby special arrangement.
ALL HOLES 14mm DIAMETER
USE GRADE 8.8 M12 BOLTS.
Column Cleatsuppliedby others
Dimension A =50mm for 200 SERIES105mm for 255 SERIES
14mm dia. holes foreaves braces. One perspan required for spansup to 6.1m. Two per span
at 3/8
2 No. 14mm dia.fixing holes forM12 bolts
Standard holes forfixing 2 No. bolts30mm from end ofbeam.
A
A
A
Span less 6mm
30
30
6mm Gap
66
EAVES BEAMS
255200
12.512.5
255155200100
10550
20
MAX. 30º
20
MAX. 30º
90
90
EAVES BEAM BRACE
Where spans exceed 4.5m an Eaves Brace as detailed shouldbe fitted between the Eaves Beam and the first row of Purlins- one Brace at mid span is required up to 6.1m span and twonumber for spans over 6.1m at 3/8 and 5/8 positions.
Two types of Eaves Brace are available to suit both Pre-punched,Standard or Counter Formed Holes. The design of UltraBEAMEaves Beam means the need for packing pieces between theEaves Brace Bottom Bracket and the Section Web is eradicated.
The two bolt connection between the Strut and the Bottom Bracketaffords restraint to the Eaves Beam against rotation - especiallywhen utilising an Eaves Beam to support external gutters.
12.5
14Ø40°
40°
14
SERIES 200 50mmSERIES 255 105mm
14Ø
40°
14
10040
40 35
10040
This Bracketboth ends for Compound
Beam Brace
60
Eaves Brace Top BracketPre-galvanised material.All holes 14mm diameterfor M12 bolts.
Eaves Brace Strut45 x 45mmPre-galvanised angle.t = 1.6mm up to 1m longt = 2.5mm over 1m long
14ø
3540
EAVES BRACE BOTTOM BRACKET
*** EBC- FOR CSK HOLES
*** = (Section Depth Reference)
EAVES BRACE BOTTOM BRACKET
*** EBS FOR STANDARD HOLES
20
20
45
=
=
40
t
t
C⁄L
SECTIONAREA MASS Ixx Iyy Ixr Zxx Zxr ry Mcx
Qcm2 kg/m cm4 cm4 cm4 cm3 cm3 cm kN/m
200-90-18 7.23 5.68 458.82 69.11 428.16 45.72 40.93 3.09 14.32 0.83
200-90-20 8.04 6.31 508.22 76.32 484.49 50.62 46.89 3.09 16.40 0.87
200-90-25 10.05 7.89 631.73 94.32 625.15 62.86 61.80 3.06 21.63 0.96
255-90-18 8.21 6.52 820.49 79.04 769.14 64.15 57.94 3.08 20.27 0.75
255-90-20 9.24 7.25 1043.28 99.69 869.63 71.09 66.24 3.07 23.13 0.79
255-90-25 11.55 9.07 1132.39 107.95 1120.88 88.43 87.00 3.06 30.44 0.88
SECTION PROPERTIES
EAVES BEAM 41
COUNTER FORMED HOLES STANDARD HOLES
SPAN IN METRESSECTION
4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0 8.5 9.0 9.5 10.0
200-90-18 15.90 14.31 12.38 10.40 8.86 - - - - - - -
200-90-20 18.22 16.40 14.00 11.77 10.03 - - - - - - -
200-90-25 - 21.67 18.07 15.18 12.94 11.15 - - - - - -
255-90-18 - - - 16.88 15.58 13.72 11.95 - - - - -
255-90-20 - - - 19.31 17.82 15.52 13.36 11.89 10.52 9.39 - -
255-90-25 - - - 25.36 23.20 20.00 17.43 15.31 13.56 12.10 10.86 9.80
A = Max. Dim. 155mmA = Min. Dim. 145mm
A = Max. Dim. 210mmA = Min. Dim. 200mm
WORKING LOADS (kN UDL)
● BASED UPON MAXIMUM HORIZONTAL WIND LOAD OF 1kN/m. RUN. ● DEFLECTION BASED ON SPAN/180.ALTERNATIVELY OUR COMPUTER SOFTWARE MAY BE UTILISED.
In all cases the working loadtables as published require theEaves Beam to be connected tothe first Purlin by an EavesBrace which acts to limit rotationof the Eaves Beam and totransmit Horizontal Wind Loadthrough the diaphragm action ofthe roof.
1 Eaves Brace at mid-span up to6.1 metres.
2 Eaves Braces at 3/8 & 5/8points over 6.1 metres.
200
255
A = 98mm +2- 0
A = 153mm +2- 0
200
255
To suit sheetingLine Dimension
To suit sheetingLine Dimension
Series 200 = 50mm
Series 255= 105mm
Series 200 = 50mm
Series 255= 105mm
A A
ALL HOLES FOR Grade 8.8M12 BOLTS
ALL HOLES FOR Grade 8.8M12 BOLTS
AEVES
UltraBEAM
UltraBEAMEaves Beam
Web StiffenerCleat (optionalsee text opposite)
Standard Eaves Brace
Top Bracket
Type ‘T’ Strut
UltraBEAM/ZED145-200 Series
Counter Formed Holes(only necessary withWeb Stiffener Cleat)
M12 x 25mm Bolt
For ordering details and dimen-sions see Detailer’s Guide.
SIDE RAIL SUPPORT
HANGER ASSEMBLY
Type ‘T’ Strut
SIDE RAIL SUPPORTHANGER ASSEMBLY
Structural Sections Eaves Beamsmay be utilised to support 145-200Series Side Cladding Rails via ourSide Rail Support Hanger Assembly.
The Hanger Bracket and Tubular Strutwhich combine to make up theAssembly are connected to thelower flange of the Eaves Beam by aM12 Bolt.
The Hanger Bracket has slottedholes which facilitate the differinggauge line back marks for the145/170 and 200 Series Side Rails.Suitable for use with screw fixedmetal cladding up to 0.12kN/m2 theSupport Hanger Assembly may beused without recourse to the use of anEaves Beam Stiffener Cleat providingthe height of the supported claddingdoes not exceed 6 metres.
Where cladding height exceeds 6metres, up to a maximum height of10 metres, a Web Stiffener Cleat isrequired bolted to the Eaves BeamWeb via M12 Counter Sunk HeadedBolts.
The Eaves Brace length should beshortened by 5mm when used inconjunction with a Web StiffenerCleat.
42 COMPOUND BEAM
COMPOUNDUltraBEAM
COMPOUND BEAMS
A pair of UltraBEAM sections boltedback-to-back to form a CompoundBeam may be utilised as a ColumnTie or Gutter Support at both Eavesand Valley positions.
UltraBEAM sections are fullycompounded by bolting togethersections using Grade 8.8 M12 boltsfixed in pairs through the standardgauge line holes spaced at1000mm maximum centres.
Sections are connected to the mainsteel frame using simple flat Cleats(by others) as detailed on page 43and should be restrained at mid spanup to 6.1m and 3/8 and 5/8 positionson spans over 6.1m using ourCompound Beam Brace .
The sections listed are those mostwidely used but any of theU l t r aBEAM range may becompounded. For further designinformation please consult ourTechnical Department.
Compound Beams may also be usedas Brickwork Restraints (page 38)and Parapet Posts (page 31).
ALL HOLES 14mm DIAMETER
USE GRADE 8.8 M12 BOLTS.
A
C
C
D
D
B
Y
Y
E XX
Dim. A Dim. B Dim. C Dim. D Dim. E
1455016 75 100 35 12 37
1705016 100 100 35 12 62
1705020 100 100 35 12 62
2006316 100 126 50 14 50
2006320 100 126 50 14 50
2256316 125 126 50 14 75
2256320 125 126 50 14 75
2557516 155 150 50 17 105
2557518 155 150 50 17 105
2557525 155 150 50 17 105
2857518 185 150 50 17 135
2857520 185 150 50 17 135
2857525 185 150 50 17 135
COMPOUND AREA WEIGHT Ixx Iyy Ryy Zxx Zxr QSECTION mm2 kg/m cm4 cm4 cm cm3 cm3
1455016 848 6.66 164.20 49.80 2.44 36.28 36.12 0.95
1705016 926 7.28 385.98 64.88 2.67 45.22 45.04 0.88
1705020 1130 9.10 479.46 80.44 2.67 56.10 56.08 0.94
2006316 1116 8.76 651.08 79.82 2.68 64.88 63.32 0.88
2006320 1396 10.96 810.08 93.88 2.60 80.64 80.36 0.94
2256316 1214 9.52 878.64 95.58 2.76 77.80 75.86 0.80
2256320 1518 10.52 1209.10 142.27 3.01 96.22 96.20 0.86
2557516 1382 10.86 1308.18 226.97 4.08 102.24 98.54 0.83
2557518 1556 12.22 1471.72 254.90 4.06 115.04 110.86 0.84
2557525 2164 16.98 2029.54 352.64 4.07 158.44 158.06 0.88
2857518 1662 13.04 1919.78 331.62 4.48 134.30 129.64 0.72
2857520 1848 14.50 2130.32 365.31 4.47 148.96 146.38 0.77
2857525 2310 18.14 2650.02 449.52 4.45 185.14 184.72 0.83
COMPOUND
COMPOUND BEAM 43UltraBEAM
Holes 14Ø for Grade 8.8 M12 Bolts
30
3
A
3322 min.
B
COMPOUND BEAM BRACEAT MID SPAN UP TO 6.1m
AND OVER 6.1m AT 3/8 & 5/8 POSITIONS
COMPOUND BEAM BRACE
To provide lateral restraint toCompound Beams it is necessary to fita Compound Beam Brace between theBeam and adjacent row of Purlins.
One Compound Beam Brace isrequired at mid span up to 6.1m andtwo number for spans over 6.1m at 3/8and 5/8 points.
The Compound Beam Brace is connectedto the section through the upper hole ofa pair of 14mm holes punched onstandard gauge lines.
Bracket x 2
Pre-galvanised material
All holes 14mm dia. forGrade 8.8 M12 bolts
Detail shows Purlin Tiearrangement
for ScrewFixed Cladding
20
COMPOUND BEAM BRACE
40
This leg60mm
60
20
COMPOUND BEAM CLEAT
(BY OTHERS - Dim. in mm)
SECTION Dim. A Dim. B
145 75 +0 37- 2
170 100 +0 62- 2
200 100 +0 50- 2
225 125 +0 75- 2
255 155 +0 105- 2
285 185 +0 135- 2
COMPOUNDCOMPOUND
UltraBEAM
CEILING44 SUSPENDED CEILING PRIMARY SUPPORT BEAMS
PRIMARY SUPPORTS FORSUSPENDED CEILINGS
Where a structural support system isrequired to support a SuspendedCeiling UltraBEAM Sections providea light weight and cost effectivesolution.
Sect ion may be suppl ied asp re -engineered lengths cut andpierced to customer requirementsor supplied in plain lengths for onsite working as required. Standardorder forms for detailing UltraBEAMSections are available.
FOR CLEATED ENDSUPPORT CONNECTION
UltraBEAM Section should be fixedas opposing pairs with lateralrestraint afforded by either our SRSType Strut fitted between pairs or byscrew fixing (2 number screws perconnection) our 45x45x1.6 CleaderAngle to the top flange of all adjacentsections. Maximum unrestrainedlength of section is 3000mm in bothcases.
UltraBEAM load capacities may betaken from the load table below.
FOR SUSPENDED SUPPORTCONNECTION - IE. WITHOUTFIXED CLEAT
UltraBEAM Section should be fixedas oppos ing pa i rs but in th iscase l a t eral support is requiredat maximum 2000mm centres alongthe Beam length.
UltraBEAM load capacities may betaken from the load table below.
In ALL cases the Lateral Supportsmust be secured to a structuralmember or perimeter wall to preventmovement of the ceiling grid.
Our Technical Department will bepleased to advise on the selectionand use of UltraBEAM ceiling gridsupport sections.
SUSPENDED CEILING SUPPORT SYSTEM - SINGLE SPAN SPAN/200
SPAN IN METRESSec. Ref. 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0
SECTION CAPACITY UDL IN kN PER SPAN.
1455012 7.61 6.39 4.90 3.87 3.13 2.59 2.17 - - - -
1455013 - 6.92 5.30 4.19 3.39 2.80 2.35 - - - -
1705012 - - 7.10 5.64 4.57 3.78 3.17 2.70 - - -
1705013 - - - 6.11 4.95 4.10 3.43 2.93 2.53 - -
2006312 - - - - 7.61 6.36 5.34 4.56 3.92 3.42 3.01
2006313 - - - - 8.34 6.89 5.79 4.93 4.26 3.71 3.25
2256314 - - - - - - 8.42 7.18 6.19 5.39 4.74
2256316 - - - - - - 9.62 8.21 7.07 6.16 5.42
1 kN = 98.1 Kg
MAXIMUM UNRESTRAINED LENGTH OF SECTION:-
CLEATED END SUPPORT CONNECTION = 3000mm (SEE TEXT)
SUSPENDED SUPPORT CONNECTION = 2000mm (SEE TEXT)
SYSTEMS
UltraBEAM
45
CLEAT FIXED
SINGLE SPAN
SINGLE/DOUBLE SPAN
FLANGE FIXED
INSET
FLOOR BEAMS
UltraBEAM sections provide classleading performance for Floor Beamapplications including:-
• MEZZANINE PLATFORMS
• STORAGE & WORK AREAS
• WALKWAYS
• PLANT FLOORS
Commercial applications including:
• OFFICES
• HOTELS
• ACCOMMODATION BUILDINGS
• DOMESTIC FLOORS
• BUILDING AND LOFT CONVERSIONS
• REFURBISHMENT PROJECTS
• REPLACEMENT BEAMS
• UPGRADING WORK
Accu ra te l y eng inee red f romh igh tensile pre-galvanised steel,UltraBEAM Floor Beam systemsoffer a reliable alternative to traditionalmaterials.
Simple end connection details andthe ability to be site worked makesthem eminently suitable for a widerange of uses - even wherepre-engineered solutions may beimpractical.
FLOOR
CLEAT FIXED
DOUBLE SPAN
SECTION PROPERTIES UltraBEAM FLOOR BEAMSFLOORUltraBEAM
46
SECTION REFERENCE CODE EXAMPLE :- 2006316 200 = DEPTH (mm ) 63 = FLANGE WIDTH (mm) 16 = THICKNESS ie 1.6mm
SECTION t mm AREA Weight Ixx Iyy Ryy Zxx Zxr XCG XSG QReference Thickness mm2 kg/m cm4 cm4 cm cm3 cm3 cm cm FACTOR
1456312 1.20 347 2.72 115.08 16.84 2.20 15.83 13.85 1.85 4.30 0.80
1456313 1.30 376 2.95 124.67 18.24 2.20 17.15 15.00 1.86 4.29 0.84
1456316 1.60 463 3.63 153.44 22.45 2.15 21.10 19.57 1.86 4.24 0.91
1706312 1.20 376 2.95 166.64 17.71 2.17 19.55 17.21 1.71 4.08 0.75
1706313 1.30 408 3.20 180.52 19.14 2.17 21.17 19.22 1.72 4.07 0.78
1706316 1.60 504 3.95 221.75 23.36 2.15 25.99 25.12 1.72 4.04 0.87
2006312 1.20 416 3.27 244.43 19.00 2.14 24.38 22.00 1.65 3.87 0.78
2006313 1.30 452 3.55 264.86 20.54 2.13 26.41 24.45 1.65 3.87 0.81
2006316 1.60 558 4.38 325.54 25.07 2.12 32.44 31.66 1.66 3.84 0.88
2006320 2.00 698 5.48 405.04 30.92 2.10 40.32 40.18 1.66 3.81 0.94
2256314 1.40 530 4.16 385.32 24.62 2.16 34.15 32.45 1.62 3.88 0.79
2256316 1.60 607 4.76 439.32 27.81 2.14 38.90 37.93 1.63 3.86 0.80
2256320 2.00 759 5.26 604.55 33.89 2.11 48.11 48.15 1.64 3.80 0.86
2557516 1.60 691 5.43 654.09 44.53 2.53 51.12 49.27 1.88 4.80 0.83
2557518 1.80 778 6.11 735.86 50.10 2.53 57.52 55.43 1.89 4.56 0.84
2557525 2.50 1082 8.49 1014.77 68.15 2.51 79.22 79.03 1.90 4.50 0.88
2857518 1.80 831 6.52 959.89 51.70 2.49 67.15 64.82 1.77 4.36 0.74
2857520 2.00 924 7.25 1065.16 57.13 2.49 74.48 73.19 1.78 4.34 0.77
2857525 2.50 1155 9.07 1325.01 70.34 2.47 92.57 92.36 1.79 4.31 0.83
UltraBEAM FLOOR BEAMS DIMENSIONS FLOORUltraBEAM
47
Dim. Dim. Dim. Dim. Dim. Dim. Dim. Dim.A B C D E F G H
145.0 63.0 75.0 14.0 35.0 9.0 37.0 25.0
145.0 63.0 75.0 14.0 35.0 9.0 37.0 25.0
145.0 63.0 75.0 14.0 35.0 9.0 37.0 25.0
170.0 63.0 100.0 14.0 35.0 9.0 62.0 25.0
170.0 63.0 100.0 14.0 35.0 9.0 62.0 25.0
170.0 63.0 100.0 14.0 35.0 9.0 62.0 25.0
200.0 63.0 100.0 14.0 50.0 12.5 50.0 42.0
200.0 63.0 100.0 14.0 50.0 12.5 50.0 42.0
200.0 63.0 100.0 14.0 50.0 12.5 50.0 42.0
200.0 63.0 100.0 14.0 50.0 12.5 50.0 42.0
225.0 63.0 125.0 14.0 50.0 12.5 75.0 42.0
225.0 63.0 125.0 14.0 50.0 12.5 75.0 42.0
225.0 63.0 125.0 14.0 50.0 12.5 75.0 42.0
255.0 75.0 155.0 17.0 50.0 12.5 105.0 42.0
255.0 75.0 155.0 17.0 50.0 12.5 105.0 42.0
255.0 75.0 155.0 17.0 50.0 12.5 105.0 42.0
285.0 75.0 185.0 17.0 50.0 12.5 135.0 42.0
285.0 75.0 185.0 17.0 50.0 12.5 135.0 42.0
285.0 75.0 185.0 17.0 50.0 12.5 135.0 42.0
UltraBEAM FLOOR SECTIONSQuality steel to BSEN 10143: 1993 and BSEN 10147: 1992 with aminimum yield stress of 350N/mm2.Pre-hot dipped galvanised to BSEN 10147: 1993. Coating Z275.All dimensions in mm. Drawings not to scale.
AC
E
H
G
B
F
AC
E
H
G
B
F
AC
E
H
G
B
D
D
DF
SERIES 145 – 170
SERIES 255 – 285
SERIES 200 – 225
ALL HOLES 14mm Dia.
FOR Grade 8.8 M12 BOLTS
GALVANISED FINISHALL HOLES 14mm FOR Grade 8.8 M12 BOLTS
CONNECTION CLEATSFLOORUltraBEAM
48
Section Thickness Dim. A Dim. B Dim. C Dim. D Reference
145 6 130 30 37 75 MFL - 145
170 6 130 30 62 100 MFL - 170
200 6 130 30 50 100 MFL - 200
225 6 130 30 75 125 MFL - 225
255 6 130 35 105 155 MFL - 255
285 6 130 35 135 185 MFL - 285
Section Thickness Dim. A Dim. B Dim. C Dim. D Reference
145 5 110 30 37 75 MFS - 145
170 5 110 30 62 100 MFS - 170
200 5 110 30 50 100 MFS - 200
225 5 110 30 75 125 MFS - 225
255 5 110 35 105 155 MFS - 255
285 5 110 35 135 185 MFS - 285
INSET CLEATS MFS SERIES FOR PRIMARY BEAMS WHERE DIM. Q = 85mm MAX
MFL SERIES FOR PRIMARY BEAMS WHERE DIM. Q = 86- 105mm
TOP CLEAT FOR SINGLE SPANNING OR DOUBLE SPANNING SYSTEMS
C D
22
GALVANISED FINISH - ALL HOLES14mm FOR Grade 8.8 M12 BOLTS
6mm
6mm
5mm
20mm Min.
From insideface of beam
web
Section Dim. A Dim. B Dim. C Reference
145 37 119 60 MTC145
170 62 144 60 MTC170
200 50 153 81 MTC200
225 75 178 81 MTC225
255 105 208 81 MTC255
285 135 238 81 MTC285
A
C
B
66
66
110
525
25
SPANSPAN Q
A22
B
FLANGE FIX SYSTEM AND TIE BARS FLOORUltraBEAM
49
12mm ø ALL THREAD
TUBE STRUT TYPE FPreferred method ensures exact spacing ofUltraBEAM Sections.
Dim. A.145 - 170 SERIES = 25mm200 - 285 SERIES = 42mm
A
6mm Between Beams
BearingWidth
20mm Min.
FLANGE FIX SYSTEM
UltraBEAM Floor Beam sections maybe f ixed d i rect ly to supportst ructures by bolting through thebottom flange.
Carrying capacity is reduced due tolimitations imposed by webcrushing, however this systemdoes offer some advantages due tofewer component par ts ands i m p l i fied end connections -especially for refurbishment projectswhere on site adjustments may benecessary.
Load tables are detailed for bothSingle and Double Span Systems andl i s ted under bearing dimensionheadings.
MAX OVERHANG = SPAN/12
TIE BARS
UltraBEAM Floor Beams must be designed asopposing pairs with a Tubular Strut Type F (see page29) or a 12mm diameter Threaded Rod fixed at midspan as shown.
TIES MUST BE FITTED PRIOR TO THE LAYING OFFLOOR DECKING.
12mm Hex HeadBolt & Washer(each end)
BEAMCENTRES
BEAMCENTRES
BEAMCENTRES
STRUT
LENGTH
BEAMCENTRES
BEAMCENTRES
HOLE CONFIGURATIONSFLOORUltraBEAM
50
66
CLEAT FIXED SINGLE SPAN CLEATS
CLEAT FIXED DOUBLE SPAN
145543754
17054
62
54
20075
50
75
225
75
75
75
255
75
105
75
75
135
75
22 3760 min.
22
62
60 min.
22 50
81 min.
22
75
81 min.
22
105
81 min.
22
135
81 min.
285
145543754
17054
62
54
20075
50
75
225
75
75
75
255
75
105
75
75
135
75
285
66 66
66
3 3
30 30
30 30
30 30
30 30
SPAN
3 3SPAN SPAN
Length of Rail = SPAN + SPAN less 6mm
Length of Rail = SPAN less 6mm
MAX. OVERHANG = SPAN/8
MAX. OVERHANG = SPAN/8
145
170
200
225
255
285
145
170
200
225
255
285
110
110
22 3760 min.
22
62
60 min.
22 50
81 min.
22
75
81 min.
22
105
81 min.
22
135
81 min.
66
66
STANDARD HOLE DETAILS. ALL HOLES ARE 14mm DIAMETER FOR Grade 8.8 M12 BOLTS
We recommend that all bolts and washers are plated or galvanised against corrosion.
MASONRY CONNECTIONS FLOORUltraBEAM
51
Cleat Fixing
Load BearingPadstone
Flange Fixing Direct toPadstone (ChemicalAnchor or Similar).
Protect Area of contactwith Padstone usingsuitable Barrier finish.
TO SPECIFY UltraBEAM FLOOR BEAM SECTIONS:- (example)STRUCTURAL SECTIONS LTD. UltraBEAM ref:-2006316 SINGLE SPAN INSET SYSTEM. Fixed in accordance with manufacturers recommendations. Telephone: 0121 558 3222
GENERAL
UltraBEAM Floor Beams should be designed asopposing pairs tied at mid span as shown on page49 prior to the laying of Floor Decking.
Floor Decking must be securely fixed withSe l f Tapp ing o r s i m i l a r s c r e w s i naccordance with Deck ing Manufacturersrecommendations so that lateral restraint isafforded to the UltraBEAM top (compression)flange at no more than 1000mm maximumfastener spacing.
All fixing Connection Bolts to be plated M12 Grade8.8 set screws with 2 number washers fittedunless Counter Sunk Headed Bolts are used.
If primary structural steel requirements call forlateral restraint to be provided to the lower flangeof primary members our Rafter/Column Restraintsmay provide a solution - for further assistancecontact our Technical Department.
Deflection should be considered with sympathyfor use to which the floor may be subjected - bothas a ratio of span and for dimensional movementon large spans.
MASONRY CONNECTION DETAIL
UltraBEAM sections may be fixed either throughweb connections or flange fixed with their designcapacity being taken from the relevant load tables.
When connecting UltraBEAM sections to existingwalls one of the methods detailed should beemployed and the structure checked for suitabilityand safety. Consideration should be given toensuring that all Beams are level and some formof adjustment may be desirable.
Where end connections are required to be withinthe depth of the Floor Beam section - for exampleto accept a directly fixed ceiling the details shownin figs. 1, 7 and 8 may be considered.
Fig 7 and 8 should also be considered where it isdesirable to avoid excessive localised loadingaround the end of Beam connections.
For walls under construction the detail shown infigure 6 offers a more traditional method of endconnection using face fixed Angle Ties which arebolted in position after the Beam has been builtinto the wall under construction. The end of theBeam built into the wall should be set on a suitablepadstone and protected against chemical attackwith a suitable barrier finish.
Where UltraBEAM sections are required tooversail walls figures 2 and 3 show typicalc o n struct ion methods. I f a f lange f ixeds o l u tion is chosen the contact area of thesection with the padstone should be protected witha suitable barrier against corrosive attack bychemical reaction.
FIG. 2
FIG. 1
FIG. 3
FIG. 4Flange Fixed
to Ledger
FIG. 5Cleat Fixed
to Ledger
FIG. 6Built-in
with
Face Fixed
Angle Tie
When designing Purlins to carry point loads such as suspended services the following simple beam analysis utilising working loads may be used.1. Calculate the general design load for the Beam as follows:- Dead load 0.25 KN/m2
Service load 0.15 KN/m2Super load 4.8 KN/m2Total load = 5.2 KN/m2
If a beam span of 4 metres at centres of .610 metres is considered the total UDL for the above is:- 4 x 0.61 x 5.2 = 12.69kN.
2. If a point load of 1.5kN is required to be supported from the web of the Beam at a point of1.5 metres from its end the Beam capacity may be derived as follows:-
Moment (M) =PAB
L
M = 1.5 x 1.5 x 2.5 = 1.41 kNm
4
3. This gives an equivalent UDL of:-WL
= 1.41 kNm therefore W = 1.41 x 8
= 2.82 kN8 4
4. Total UDL applied to Beam:- 12.69 + 2.82 = 15.51 kN5. From the load tables select the Beam required, ie. from single span load tables select:- UltraBEAM section 2256314 section capacity = 17.64kN.NB:- Deflection caused by point loads is more onerous than that caused by uniform loads. Therefore deflection should be considered whenever point loads are applied.
MASONRY CONNECTIONS AND SERVICESFLOORUltraBEAM
52
UltraBEAM Connecting
Cleat for CSK Holes
See Fig. 7.
Masonry Connection through
Pre-punched Holes
UltraBEAM Ledger Minimum 2mm THK
UltraBEAM Ledger
Minimum 2mm
THK
Grade 8.8M12 CSKHeadedBolt
Ledger towall fixingboltsnotshown.See Fig. 8.
FIG. 7 FIG. 8
FIG. 9
Service Gap
Pre-pierced Hole
Cable Tie or similar
SERVICES
If site working of UltraBEAM sections are necessary the designparameters governing hole sizes and positions should be adhered to.
Services should be suspended below Beams, through preparedholes or within a suitable space designed between the Beamand i ts connection with the wall.
UNDER NO CIRCUMSTANCES SHOULD UltraBEAM SECTIONS BENOTCHED TO ALLOW THE PASSAGE OF SERVICES OR FOR ANY OTHERREASON WITHOUT CONSULTING OUR TECHNICAL DEPARTMENT.
Where services are in contact with UltraBEAM members considerationto the effect of section edges s h o u l d b e g i v e n a n ds u i t a b l e p r o t e c tion specified if necessary.
For further assistance on the use of UltraBEAM Floor Beam Sectionsplease consult our Technical Department
CCAALLCCUULLAATTIIOONN OOFF PPOOIINNTT LLOOAADDSS
Where:-P = 1.5kN, .A = 1.5 metres,B = 2.5 metresL = 4 metres
A B
LP
UltraBEAMZED
53MATERIAL WEIGHTS
MATERIAL THICKNESS MATERIAL WEIGHTin mm kg/m2 kn/m2
STEEL CLADDING 0.30 3.1 0.0300.40 3.6 0.0350.45 4.2 0.0410.50 4.8 0.0470.55 5.5 0.0540.60 6.2 0.0610.70 7.1 0.070
Double Skin Steel with insulated core 12.2 0.120
ALUMINIUM CLADDING 0.50 1.6 0.0160.70 2.6 0.0260.90 3.5 0.034
Double Skin aluminium with insulation core - 6.1 0.060
CEMENT FIBRE CLADDINGSingle Skin - 16.0 0.1609mm - 24.0 0.235Insulated Double Cladding with batons - 30.0 0.295
CONCRETE ROOF TILES 66.0 0.650
OVER PURLIN LININGS12.5mm Insulated Fibre Board on Steel Tees - 4.39 0.0439.5mm Plaster Board on Steel Tees - 8.26 0.08112.5 mm Plaster Board on Steel Tees - 11.22 0.1109.5mm Insulation Board on Steel Tees - 7.85 0.07730mm Polyurethane Foam - 1.02 0.01060mm Glass Fibre - 0.70 0.00780mm Glass Fibre - 0.90 0.009100mm Glass Fibre - 1.10 0.011
GLASS4mm Glass 4 11.2 0.1106mm Glass 6 16.8 0.1652 x 4mm Double Glazing - 24.0 0.2358mm Glass 8 22.4 0.220
FLOOR DECKING25mm Hardwood Particle Board 25 19.01 0.18638mm Hardwood Particle Board 38 28.9 0.28438mm Softwood Particle Board 38 26.5 0.26025mm Heavy Duty Chipboard 25 17.6 0.17330mm Heavy Duty Chipboard 30 20.0 0.19638mm Heavy Duty Chipboard 38 26.8 0.26318mm Flooring Grade Chipboard 18 13.0 0.12822mm Flooring Grade Chipboard 22 15.8 0.155
The above information is for general guidance only and Structural Sections Limited accept no liability for theaccuracy of the figures. Where exact weights are required, reference to manufacturers’ own data should be sought.