QUANtUM WALKWAY - M.R. (Site Services

Quantum Walkway is a proven, low profile mansafe system which allows specifiers to provide lightweight yet durable roof access for maintenance purposes on any standing seam roof. The system includes optional handrails and toeboards and is available in a range of modular sizes to suit all industrial and commercial applications.

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DEVELOPED BY M.R. SITE SERVICES

A COMPLETE MANSAFE SYSTEM

MANUFACTURED TO BS 5395-3: 1985

SUITABLE FOR ANY STANDING SEAM ROOF

NON-PENETRATIVE FIXINGMETHOD

MODULAR SYSTEM SUITS ALL APPLICATIONS

100% ALUMINIUM CONSTRUCTION

CAN BE SUPPLIED MILL-FINISHED, POWDER COATED (TO MATCH BS/RAL SPECIFICATIONS) OR PAINTED USING PPG DURANAR SYSTEM

M.R. (Site SeRviceS) Ltd

Worcester Trading Estate, Blackpole, Worcester WR3 8HR, England

T: +44 (0)1905 755055F: +44 (0)1905 755053E: [email protected]

www.mrsiteservices.co.uk

Quantum Walkway’s unique design provides a comprehensive product range which meets the demands of designers and installers.

Constructionmanufactured to Bs 5395-3: 1985, Quantum walkway and its unique self-supporting handrail system, is constructed from extruded closed section 6082-t6 aluminium and aluminium tube.Horizontal handrails consist of 38mm diameter top rail and a 32mm diameter mid rail, fixed at 1.1m and 550mm above the walkway respectively.vertical supports are constructed from 50mm diameter extruded aluminium.

Finishcan be supplied either mill-finished, powder coated to match Bs/RAL specifications or painted using the PPg Duranar ADs paint system which meets or exceeds the durability and colour retention criteria of AAmA no 2605.

FixingQuantum Walkway is self-aligning and its modular construction slots together on site before attachment to the roof via the unique mRss non-penetrative standing seam fixing clip. installation can be carried out by our own qualified personnel.

Durabilitystrong and lightweight.corrosion-free.

Dimensionsstandard walkway, handrail and toeboard are supplied in standard 2.4m modules. corner and t-sections are provided in 500mm modules. can be custom-made to fit individual requirements

WeightWalkway is approximately 40kg per 2.4m length, including optional handrail, toeboard and fixings).

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Telescopic laddersthe telescopic ladder was designed by m.R. site services Ltd to provide access to the Quantum Walkway system which had been specified at Heathrow Airport’s t5, where the external wave roof is designed for movement while the internal structure remains rigid.telescopic ladders are now an important addition to the Quantum Walkway system. contact the sales office for further information.

ASSOCIATED PRODUCTS

Fixing clipthe Quantum Walkway system is attached to a standing seam roof via the unique fixing clip. the clip has been designed by mR site services specifically to provide a strong non-penetrative fixing of this, and other, Quantum products including snowguards and Leafguards. contact the sales office for further information.

QUANtUMWALKWAY

PLATFORM AND WALKWAY FLOOR LOADS (extracted from Bs 5395-3: 1985)

Use of platform or walkway UDL (see note 1) concentrated load over square of 300 mm side (see note 2) kN at 1m centres Light duty 3.0 1.0Access limitedto one person

general duty. 5.0 1.0Regular two-wayPedestrian traffic

NotE 1 the uniformly distributed load (UDL) is the equivalent uniformly distributed static load per square metre of plan area.

NotE 2 concentrated loads should be considered to be applied in the positions which produce the maximum stresses, or where deflection is the design criterion, in the positions which produce maximum deflection.

Handrailsit is recommended that all platforms and walkways should have handrails around all open sides.

toe plates (kicking plates) should be provided around all open sides of platform and walkways and beneath the first step of any open riser stair, as recommended.

WalkwaysA walkway should normally be level. Where the use of inclined walkways cannot be avoided, particular attention should be given to ensuring that adequate traction can be obtained by individuals using the walkway. the slope should never exceed 10º.

NosingsWhere walkways are not slip resistant a slip resistant nosing should be fitted at the head of all stairs and access points to ladders and should match those used on stair treads.

Edge protectionthe open sides of platforms, walkways and landings, including under the first step of an open riser stair rising from an elevated position, should be protected by an upstand or toe plate not less than 100 mm high above floor level, so as to prevent personnel slipping below the mid-rail and also items such as tools being inadvertently pushed off the edge. Any gap between the floor and the upstand should be not greater than 15 mm.

Protective barriersExcept where otherwise stated in this clause, protective barriers (including handrails) should be designed following the recommendations in Bs1680. there should be not less than two rails in the same vertical plane, the lower rail being positioned midway between the top rail and the platform/stair pitch line or the top of the upstand or toe plate. on companion way ladders and on stairs bounded by a wall, a single handrail should be fitted.





QUANtUMWALKWAY

Wherever possible, handrails should be continuous and follow the line of the nosing. sharp changes of direction in the vertical plane should be avoided. to avoid injury or damage, rails should terminate in a returned end, either to the wall or to the knee rail, or return to the newel post. Returned ends should not extend more than 350 mm from the centreline of a newel post. At the foot of the stairs the handrail returned end should extend at least to the point of maximum extension of the string.

Lateral loadsthe minimum design imposed lateral loads given in the table left should be used for handrails.

JointsJoints in continuous rails should be positioned at points of minimum stress, and not more than 150 mm from the centreline of a stanchion. they should not be placed out-board of the end stanchions and should not be placed between corner stanchions. Joints should not have any sharp edges or projections.

LATERAL LOADS FOR HANDRAILS (extracted from Bs 5395-3: 1985)

Use of handrail Load Light duty. Access limited to one person 0.22

general duty. Regular two-way pedestrian traffic 0.36

Stanchionsstanchions should never be mounted from toe plates, unless it can be shown that the toe plates are structural members.

Clear spacesthere should be a clear space of not less than 75 mm behind the top rail, to allow the rail to be hand held.

Safety gatesPotentially hazardous areas, such as the gap in handrails at the head of a ladder, should be pro-tected by a self-closing gate, which should close gently but securely and should be designed to swing only into the landing. Hold-open devices should never be fitted.

InfillWhere additional protection is required, infill should be provided.





QUANtUMWALKWAY

STATIC DESIGN OF MEMBERS (extracted from Bs 8118: Part 1: 1991)

General this information must be read in conjunction with the appropriate sections with British standard 8118: Part 1: 1991.

All members should satisfy the limit states of static strength and of deformation. Deformation is covered in full in the Bs standard.

Where reference is made to design curves, it is permissible instead for the designer to use formulae from within the British standard from which the curves are derived.

members are usually formed of extrusions, plate, sheet, tube or a combination of these. the rules below do not apply to castings, and designers wishing to employ castings should do so in close consultation with the manufacturers thereof.

Limit state of static strengththe factored resistance of member to a specific action-effect should not be less than the magnitude of that action-effect arising under factored loading. Rules for obtaining resistance to different actions are given as follows :( a) for beams (resistance to moment ( a) and shear force;( b) for ties (resistance to axial tension);( c) for struts (resistance to axial ( c) compression).

the procedure for calculating the interaction between moment and axial load in members subject to combined actions is given in 4.8 of the British standard.

the formulae given contain limiting stresses (po, pa, pv) related to material properties, which should be taken in accordance with Limiting stresses (over-leaf). they also contain the material factor ym which should be read from table 3.3 within the British standard.

the resistance of a member may be reduced as a result of local buckling, depending on the slenderness of its cross section. As proposed design is checked (except for a member under axial tension) by classifying the section in terms of its susceptibility to this type of failure. A method for checking the local buckling, including section classification, is given in section classification and Local Buckling.

Heat-affected zones (HAZs)structural aluminium material generally becomes weakened in the heat-affected zone (HAZ) adjacent to welds, and this should be allowed for in the design.this does not apply when the parent material is in the o or t4 condition; or when it is in the f condition and design is based on o-condition properties.

Rules for estimating the severity and extend of HAZ softening are given in the British standard. subsequent clauses then show how to allow for the effect of this softening on member resistance.

it is important to realize that a small weld, as used for example in connecting a small attachment, may considerably reduce the resistance of a member, due to softening of part of the cross-section. in beams it is often beneficial to locate welds in low-stress areas, i.e. near the neutral axis or away from the region of peak moment.

Advanced designmembers can be safely designed using the recommendations of this section and the appropriate appendices. other appendices provide a fuller treatment of certain specific aspects of member behaviour, and their use may lead to lighter designs.

Limiting stressesResistance calculations for members are made using assumed limiting stresses as follows:

Po is the limiting stress for bending and overall yielding;Pa is the limiting stress for local capacity of the section in tension or compression;Pv is the limiting stress in shear;Ps is the limiting stress for overall buckling stability.

Section classification and local bucklingResistance of members under moment or axial compression may become reduced by local buck-ling, if the slenderness of their components elements is high.

the first step is checking such members is to establish the section classification, i.e. the suscep-tibility to local buckling. in order to do this, and also to allow for effect of local buckling (when necessary), the designer should consider the slenderness of the individual elements comprising the section.

Types of elementthe following basic types of thin-walled element are identified in these rules:

(a) flat outstand element;(b) flat internal element;(c) curved internal element

these are often unreinforced, ie not longitudinally stiffened (see figure 4.1(a) of the British standard). the stability of flat elements can be greatly improved by the provision of longitudinal stiffening ribs or lips, (see figure 4.1(b) of the British standard), in which case the elements are referred to as reinforced.

Static design of jointsGeneral this section deals with the design of joints made by using fasteners, adhesives, or by welding. the following types of fastener are discussed: rivets, black bolts, close tolerance bolts, high strength friction grip bolts (Hsfg bolts), special fasteners and pins. for joints made by welding, the design resistance of butt and fillet welds is defined. the design of joints between cast or forged elements should be carried out in conjunction with the manufacturers.

the following types of connection are called joints:(a) connections between structural (a) members, e.g. beam to column;(b) connections between the elements of (b) a ‘built-up’ member, e.g. webs to (b) flanges, splices;(c) connections between localized details (c) and structural members, e.g.. (c) bracket to beam, lug and clevis in a (c) tension member.





QUANtUMWALKWAY

LIMITING STRESSES, HEAT TREATABLE ALLOYS(extracted from Bs 8118: Part 1: 1991)

Alloy condition Product thickness Limiting stress

over Up to and

mm mm N/mm≤ N/mm≤ N/mm≤

6061 t6 Extrusion - 150 240 260 14

t6 Drawn tube - 6 240 265 145

6 10 225 260 135

6063 t4 Extrusion - 150 65 85 40

t4 Drawn tube - 10 95 120 60

t4 forgings - 150 80 100 50

t5 Extrusion - 25 110 130 65

t6 Extrusion - 150 160 175 95

t6 Drawn tube - 10 180 190 110

t6 forgings - 150 160 170 95

6082 t4 Extrusion - 150 115 145 70

t4 sheet 0.2 3 115 145 70

t4 Plate 3 25 105 140 65

t4 Drawn tube - 10 105 140 65

t4 forgings - 150 115 145 70

t6 Extrusion - 20 255 275 155

20 150 270 290 160

t6 sheet 0.2 3 255 275 155

t6 Plate 3 25 240 265 145

t6 Drawn tube - 6 255 280 155

6 10 240 275 145

t6 forgings - 120 255 275 155

7020 t4 Extrusion - 25 185 230 110

t4 sheet, plate 0.2 25 160 205 95

t6 Extrusion - 25 280 310 170

t6 sheet, plate 0.2 25 270 295 160

All types of connection should be designed to meet the limit states of static strength and fatigue. No checks for serviceability limit states are required, except for pin joints in structures that are frequently assembled and disassembled, for joints where deflections are critical or, for friction grip bolted joints, where slip is to be prevented. the factored loading on a joint should be calculated using the load factors given in section 3. fasteners subject to reversal of load should be either close tolerance or turned barrel bolts, solid rivets, Hsfg bolts, or special fasteners that prevent movement.

Hollow rivets and other special fasteners which do not comply with British standards may be used provided their performance has been demonstrated to the satisfaction of the designer by testing or other means. they should be spaced and designed by liaison between the designer and the manufacturer. in demountable joints with steel fasteners thread inserts should be used in any threaded aluminium element of the joint. their performance should be demonstrated to the satisfaction of the designer by testing or other means.

Riveted and bolted joints: design considerationsGeneral Joints using rivets or bolts should be designed so that under the factored load the loading action at any fastener position does not exceed the factored resistance of the fastener there.

Groups of fastenersgroups of rivets, bolts or special fasteners, known collectively as ‘fasteners’, forming a connection, should be designed on the basis of a realistic assumption of the distribution of internal forces, having regard to relative stiffness. it is essential that equilibrium with the external factored loads be maintained.

Effect of cross-sectional area of pilesthe design of the piles at sections containing holes for fasteners should be based on minimum net areas, except for rivets in compression. in certain friction grip bolted joints the limit state is met by the friction capacity of the joint.

including





QUANtUMWALKWAY

Long jointsWhen the length of a joint, measured between centres of end fasteners in the direction of transmission of the load, is more than 15df (where df is the nominal diameter of the fastener), or when the number of fasteners in this direction exceed five, the designer should take account of the reduction in the average strength of individual fasteners due to uneven distribution of the load between them.

Riveted and bolted joints: geometrical and other general considerationsMinimum spacingthe spacing between centres of bolts and rivets should be not less than 2.5 times the bolt or rivet diameter. closer spacing is permitted for Hsfg bolts, limited by the size of the washer, bolt heads or spanners, and the need to meet the limit states.

Maximum spacingin tension members the spacing of adjacent bolts or rivets on a line in the direction of stress should not exceed 16t or 200 mm, where t is the thickness of the thinnest outside ply. in compression or shear members it should not exceed 8t or 200 mm. in addition, the spacing of adjacent bolts or rivets on a line adjacent and parallel to an edge of an outside ply should not exceed 8t or 100 mm. Where rivets and bolts are staggered on adjacent lines, and the lines are not more than 75 mm apart, the above limits may be increased by 50%.

in any event the staggered or not should not exceed 32t or 300 mm in tension members, and 20t or 300 mm in compression and shear members.

the net area of any section on either side of the axis of the member measured at an angle of 45º or less to the axis of the member, should be at least 0.9Pym/Pa.

the net width of the bearing plate at the pin hole, measured normal to the axis of the member, should not exceed eight times the thickness of the bearing plate.

the diameter of the pin hole should not exceed the pin diameter by more than 5%.Pin plates and any connections between them and the member should be designed to carry a share of the total axial loan in proportion to the plateís share of the total bearing area of the pin.

Welded jointsGeneral the design guidance given here applies only to welds made in accordance with section 3.9 of the British standard using the recommended combinations of parent and filler material given in table 2.8 of this Part.

the versatility of welding enables joints between members to be made in different ways. in selecting the type of joint to be used the designer should consider the following: (a) the effect of the joint on the static strength of the member (see 4.4 of the British standard);(b) the effect of the joint on the fatigue strength of the member (see section 7 of the British standard));(c) the reduction of stress concentration by suitable choice of detail;(d) the choice of detail that enables good weld to be made and properly inspected;(e) the choice of detail that avoids general corrosion, and local corrosion due to crevices (see 4.3 of the British standard);(f) the effects of welding distortion.

Effort of welding on static strengthWelding can affect the strength of the parent metal in the vicinity of the weld, as described in detail in section 4. for non-heat-treatable alloys in the o or f condition the softening effect is insignificant and HAZ effects can be ignored. the joint is therefore as strong as the un-welded parent metal. in heat-treatable alloys in most heat-treated conditions 6 * * * and 7* * * series), and in non-heat-treatable alloys in any work-hardened condition (5 * * * series), welding reduces strength. for exceptions to this general rule see table 4.5, k≤ =1

in members made from material that suffers strength reduction, the weld should preferably be parallel to the direction of the applied load; welds transverse to the applied load should be avoided if possible, or positioned in regions of low stress.

this recommendation includes welded attachments, whether or not they are required to transmit load from the member.

Effect of welding on fatigue strengththe fatigue strength of a joint depends on the severity of the stress concentration, which can arise from the overall geometry of the joint as well as the local geometry of the weld. fatigue classifications of commonly used joint details are referred to in 7.3 of Bs 8118; Part 1:1991. the fatigue classification may be used to select the detail appropriate to the application that gives the best fatigue resistance.

CorrosionJoints should be detailed so that inaccessible pock-ets or crevices capable of retaining moisture or dirt are avoided. Where cavities are unavoidable, they should be sealed by welding or protective compounds, or made accessible for inspection and maintenance.

Edge preparationsEdge preparations for welded joints, including butt and fillet welds, including the use of permanent or temporary backing bars, are given in Bs 3019: Part 1 and Bs 3571 : Part 1. the actual preparation should be approved as part of the welding procedure. Welding positions are defined in Bs 499: Part 1.

DistortionEvery weld causes shrinkage and distortion, and the effect are more marked in aluminium construction than in steel. shrinkage and distortion should be compensated or balanced so as to maintain the desired shape and dimension of the finished structure the designer should consult the fabricator in the early stages of design about welding method, distortion and related aspects such as welding sequences and the use of jigs.





QUANtUMWALKWAY

Information given to fabricatorDrawings and specifications should be provided, giving the follow information about every weld:

(a) parent and filler material;(b) dimensions of weld (see Bs 499 : Part 2 for correct use of symbols);(c) edge preparation and welding position;(d) welding process; (e) special requirements, such as smoothness of weld profile, and the preheat and interpass temperature;(f) quality control requirements see Bs8118 : Part 2) for:(f) ((1) weld procedure approval;(f) ((2) welder approval;(f) ((3) weld quality class (see notes 1 to 3);(f) ((4) levels of inspection of welded joints;(f) ((5) acceptance levels for weld quality(f) ((6) weld repair procedure

NotE 1: Where a weld quality class is not specified on the drawing ‘normal’ weld quality is assumed.

NotE 2: Where the actions under factored loading do not exceed one-third of the factored resistance of the member or joint e.g. stiffness may dictate, a lower quality and degree of inspection is acceptable. this should apply to both static and fatigue resistance. in this case ‘minimum’ quality level may be specified.

NotE 3: Where joints are designed on fatigue strength requirements, refer to 7.8.5 of the British standard.

Butt weldssingle-sided partial penetration and intermittent butt welds should not be used to transmit tensile forces, nor to transmit a bending moment about the longitu-dinal axis of the weld.the effective throat thickness of a partial penetration butt weld (see diagrams (b) and (c) overleaf) should be taken as:

(a) the depth of weld preparation where this is of the J or U type;(b) the depth of weld preparation minus 3 mm or 25% whichever is the less, where this is of the v or bevel type.

it is also possible to determine throat thickness by procedure trials. if this is done the throat thickness should not be taken as more than the penetration consistently achieved, ignoring weld reinforcement.

full penetration may be assumed in a single-sided butt weld if a backing plate is used. in tee-joint a superimposed fillet weld may be taken into account.

Fillet weldssingle-sided fillet welds should not be used to transmit moments about their own axes. intermittent fillet welds may only be used if the distance between the ends of adjacent welds, whether in line or staggered on alternative sides of the part, does not exceed the lesser of the following:(a) 10 times the thickness of the thinner parent material or 300 mm, if it is in compression or shear;( b) 24 times that thickness or 300 mm, if it is in tension.

in line of intermittent welds there should ba a weld at each end of the part connected

the design resistance of a fillet welded joint is given in 6.9.2 of the British standard.

A fillet weld should be continued around the corner at the end or side of a part, for a length beyond the corner of not less than twice the leg length of the weld. see 4.4.3.6 of the British standard for the effect of overlapping HAZs.

if two longitudinal fillet welds alone are used in a lap-jointed end conne4ction, the length of each should be not less than the distance between them.

the throat of a fillet weld (gt), is the height of a triangle that can be inscribed within the weld and measured perpendicular to its outer side. see dia-gram d overleaf

Exceptionally a fillet weld throat can be taken to include any specified penetration Pt, provided procedure trials show to the satisfaction of the engineer that this penetration can be consistently achieved. A large throat may be assumed if procedure trials show that the necessary penetration beyond the nominal root can be consistently achieved, by automatic welding, for example. see diagram (d) overleaf.

the effective area of a fillet weld is its throat dimension (gt) multiplied by its effective length, except that, for fillet welds in holes or slots, the effective area should not be greater than the area of the hole or slot. Effective length is defined in 6.9.2 of the British standard.er factored loading;b

Design strength of welded jointsGeneral in the design of welded joints considera-tion should be given both to the strength of the weld metal and to the strength of the material in the HAZ adjacent to the weld fusion boundary (see 4.4 and figure 6.3 of the British standard). Limiting stresses for the material in the HAZ are referred to in 6.9. the deformation capacity of the joint is improved when the factored resistance of the weld is greater than that of the adjacent material in the HAZ.

Groups of weldsA welded joint consisting of a group of welds should be designed on the basis of a realistic distribution of forces amongst the welds having regard to their relative stiffness. it is essential that equilibrium with the external factored loads is maintained.

Limiting stress of weld metal the filler wire for use in welded construction should be chosen in accordance with 2.5.3.2. and table 2.8 of the British standard.

values of the limiting stress of the weld metal Pw (in N/mm≤) for the permitted combinations of filler and parent materials, are shown below.

Higher values of limiting stress may be needed for particular filler materials by reference to appendix D of the British standard.

Limiting stress in the HAZLimiting stresses Paz and Pvz for the material in the HAZ are given in table 6.3, where Paz and Pvz are the limiting direct and shear stress respectively. M.R. (Site SeRviceS) Ltd




QUANtUMWALKWAY





QUANtUMWALKWAY

te is the effective throat thickness of the weld (see 6.7.8 of the British standard);

θ is the angle between the line of the butt weld and the line of action of the external load (see figure 6.4 of the British standard).

NotE 2: the design stress for the weld metal in compression may be taken equal to that in tension, except where buckling can occur.

NotE 3: Where the parent metal is different in thickness on each side of the weld, the possibility of a stress concentration effect should be investigated. NotE 4: Where the weld is sub jected to in-plane bending the factored resistance per unit length can be found by omittingÖ.in the expression for PRB

for joint with no external shear forces and the line of the butt weld perpendicular to the line of action of the external load θ =90º, τ2= 0 and the factored resist-ance as follows:

for an external shear load, parallel to the line of the butt weld, the factored resistance is as follows:

γm PRB = pwlete(1+2 cos2θ)-½

γm PRB = pwlete

3½γm PRB = pwlete

Effective butt weld throats

a B C

Effective throat thickness (te)

Effective fillet weld throats

D E

t e t e

g tgt

g1

g t

pt

gt is the throat length of the weld g1 is the leg length of the weld pt is thepenetration

Factored resistance of weldsButt weld metal A butt weld subjected to shear and axial loading should be proportional such that the following applies.

σ is the normal stress perpendicular to the throat section under factored loading;

τ2 is the shear stress acting on the throa section parallel to the axix of the weld under factored loading;

pw is the limiting stress for the weld metal ρw see 6.8.3);

γm is the material factor for the weld metal for a butt weld with an oblique tensile load the factored resist-ance PRB is given by the following:

where: le is the effective length of the weld

NotE 1: the effective length of the weld is the total weld length when end imperfections are avoided by the use of run-on and run off plates. otherwise it is the total length minus twice the weld width (see figure 6.4);

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•Access onto RoofAll maintenance personnel must use approved access equipmentand safety harnesses where appropriate at all times.

Inspectionthe walkway and its components should be inspected annually by suitably qualified personnel for accidental damage and for build up of dirt and debris.it may be necessary to inspect the walkways more frequently depending on the surrounding environment. Any damage must be repaired forthwith. Loose debris such as leaves should be removed. sedimentary deposits (mud, dirt, bird dropping etc) should be removed immediately otherwise permanent staining and corrosion may occur.should it be necessary to remove any part of the walkway for replacement then this should only be carried out by suitably qualified personnel.

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CleaningWhere the walkway requires cleaning it should be washed down with fresh water using a hose and soft bristle brush. in areas where heavy industrial deposits dull the surface a solution of fresh water and good quality household detergent or proprietary cleaner may be applied to ensure a thorough cleaning.for household detergents, use a 10% solution, for proprietary cleaners please follow the manufacturer’s recommendations. A thorough rinse with clean fresh water must follow the wash.

Caution:When cleaning, the following points should be noted:stronger concentration of cleaners than those recommended can damage the aluminium.Rinse thoroughly to remove all detergents after cleaning.Wire brushes, steel wool, abrasives or cleaning tools which abrade the aluminium surface must not be used.

Telescopic laddersthe telescopic ladder was designed by m.R. site services Ltd to provide access to the Quantum Walkway system which had been specified at Heathrow Airport’s t5, where the external wave roof is designed for movement while the internal structure remains rigid.telescopic ladders are now an important addition to the Quantum Walkway system. contact the sales office for further information.

ASSOCIATED PRODUCTS

Fixing clipthe Quantum Walkway system is attached to a standing seam roof via the unique fixing clip. the clip has been designed by mR site services specifically to provide a strong non-penetrative fixing of this, and other, Quantum products including snowguards and Leafguards. contact the sales office for further information.

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