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Guide · Canopies and pergolas

Steel canopy, pergola or carport: how it carries load, where it fails, and when to choose it

Dubai, UAESources checked 26 September 2026Technical review pending

Sources, edition and review status 5 source documents
Applies to
Dubai, UAE
Covers
Canopies and pergolas · Architectural metalwork · Existing structures · Wind · Load paths · Connections · Bases and anchors · Serviceability · Corrosion and galvanizing
Based on
Dubai Building Code 2021 Part A (A.5.1, A.5.2.2), Part B (definitions, setbacks, B.4.2.5.1), Part E (E.4.1.7, by comparison) and Part F (F.4.1, F.5.4, F.5.6.3, F.6.5.4, F.7.8, F.7.11, F.7.12, F.8.3.3, F.8.9); UAE Fire and Life Safety Code 2018, Table 1.9 item 33; ANSI/AISC 360-16 (A1, B3.10 to B3.13, D1, E2, F1, F2, H1, J2, J3, J9, Appendices 2 and 3), as the Code references AISC 360; AGA galvanizing guidance (US) for practice
Source check
AI-assisted check of the cited pages against the source documents. Numbers, tables and exceptions were read from the source pages. Corrected on 26 September 2026 after an independent AI review: the support model and the post-head connection; the corrected statements have had an author check only. Corrected on 30 September 2026 after a separate AI check against the source pages: the condition on post-installed anchors, the permissive wording of the cantilever deflection rule and of wind-induced oscillation, the scope of the AISC 360 flexure rule, the thermal-force rule, and statements marked as our reading; the corrected statements have had an author check only. Corrected on 11 and 12 October 2026 after separate AI checks against the source pages: the wind basis for free-standing canopies, the site-welding, thermal-range, fatigue and fire-rating conditions and the member scope of the interaction equations; the corrected statements have had an author check only. No independent human engineering or legal review yet.
Status
Technical review pending. Later DBC amendments and circulars not audited.

How this library uses sources · Source notes for this guide

Short answer

A canopy is a light roof held up by brackets on a wall, by posts, or by both, and because it weighs so little, wind lifting it from below usually decides its fixings, connections and bases rather than its own weight. The answer continues below the drawing.

The reference structure

Steel canopy on a wall bracket and a front post, step by step: its parts, downward load, the load path to the wall and the post, bending over the post, wind uplift as a separate case, ponding on a low slope, and eight numbered places where such canopies can fail Building Rafter Cantilever Post Wall bracket Purlins and sheet Base plate Downward load Load path Bracket supports; with a long cantileverit also holds down Deflected shape (exaggerated) Hoggingover the post Wind uplift Bends upwards (exaggerated) Post base pulled up;anchors hold it down Water collects 12345678

Close-up views

Illustrative and not to scale: no dimensions, and not a construction detail. The actual detail is designed by the project engineer.

Close-up of the wall bracket, drawn as a hinge: the rafter end on a pin, the bracket anchored into the wall, and its reactions under downward load Wall Pin: turns freely Bracket supports it With a long cantilever it may hold down (dashed) Rafter

The wall bracket, drawn as a hinge (steps 1 and 3)

  • The rafter end sits on a pin in a bracket anchored into the wall, so the joint turns freely and passes force, not moment.
  • Under downward load the bracket supports the rafter; with a long cantilever it may also have to hold the rafter down (the dashed arrow).
Close-up of the post head: the rafter continuous over a simple post-head connection, hogging over the post, with the reaction passing down the post Rafter hogs over the post: top flange stretched, bottom flange squeezed Simple post head: passes the reaction, not a moment Post

The post head, downward load (step 4)

  • The rafter runs on over the post and hogs there: its top flange is stretched and its bottom flange squeezed.
  • The simple post head passes the reaction down the post but no moment; under uplift its bolts must hold the rafter down.
Close-up of the post base under wind uplift: the post pulled up, the anchors in tension holding the base plate down Wind uplift pulls the post up Anchors in tension hold the base down Footing

The post base, wind uplift (step 5)

  • Under wind uplift the post is pulled up, the anchors go into tension and they hold the base plate down, as in step 5 of the overview.

Key: amber arrows are loads and amber dashes the load path; straight black arrows are reactions, the forces the supports give back; grey dashes and dots are shapes, exaggerated; where marked, thick rust-red lines are in compression and thick blue lines in tension; shaded amber areas mark where the step’s effect is greatest; small open circles are pins or rollers, joints drawn free to turn; numbered rust circles are potential failure points.

Load cases shown one at a time: downward load, wind uplift as a separate case, then rain ponding. Rafter hinged to a wall bracket at the back, which also takes the sideways load, and continuous over one front post with a simple post head that passes no moment into the post, with a cantilever beyond it. Schematic: movement is exaggerated and not to scale, and no values are calculated.

  1. The canopy A rafter carried at the back by a bracket on the building wall, drawn as a hinge, resting on a post at the front, and continuing past the post as a cantilever. Purlins and roof sheet sit on the rafter; the post stands on a base plate with anchors.
  2. Downward load Downward load case: the weight of the roof and anything resting on it acts on the sheet, which passes it through the purlins to the rafter.
  3. Load path Same case: the main span takes load to the wall bracket and to the post, and the cantilever takes its load back to the post, which carries it down to the base plate and anchors. With a long cantilever the rafter can try to lift off the wall bracket, so the bracket may have to hold down as well as support.
  4. Bending over the post Same case: the main span sags, putting its top flange in compression where the purlins brace it. Over the post and along the whole cantilever the rafter hogs, so there the bottom flange, which the purlins do not brace, is in compression. The cantilever tip droops.
  5. Wind uplift, a separate case Wind can lift a light canopy with more force than its weight holds it down. The bending reverses: in the main span the bottom flange, not braced by the purlins, now goes into compression. The load path runs the other way: the sheet fixings, the wall-bracket anchors and the post are pulled upwards, the post is in tension, and its base anchors hold it down.
  6. Ponding on a low slope Rain, a downward case: where a nearly flat roof sags, water collects at the low point, adds weight, sags it further and collects more. Enough fall and stiffness, with drainage kept clear, prevent it; a roof that can hold water must be checked for ponding.
  7. Potential failure points Where such canopies can fail if a check or detail is missed, numbered as in the list below: sheet fixings, the rafter bottom flange in compression, the wall bracket and anchors, ponding in the main span, the post head connection, the post, the base plate and anchors, and corrosion at the post foot. Schematic, not a prediction.

Numbered places where it can fail (the final step)

  1. Roof sheet fixings: pull-through under wind uplift
  2. Rafter bottom flange in compression: lateral-torsional buckling
  3. Wall bracket and anchors: pull-out and hold-down tension
  4. Main span: ponding and deflection on a low slope
  5. Rafter over the post and the post-head connection
  6. Post: vehicle impact, and buckling with bending
  7. Base plate and anchors: uplift, shear and overturning
  8. Post foot at ground level: corrosion where water sits
Reference canopy or carport in section: rafter carried at the back by a bracket on the building wall, drawn as a hinge, continuous over a front post with a simple post head, and cantilevering beyond it. Without animation the drawing shows the downward load case; the steps show wind uplift and ponding as separate cases. Diagram only, not to scale and with no design values.

Short answer, continued

In Dubai the wind basis for a canopy on a building is ASCE/SEI 7-16 with the Code’s own reference speeds, and the design wind pressure is never less than 1 kN/m²;1 for a free-standing canopy, confirm with the Authority whether Part F, and so this wind basis, applies. It fails at roof fixings, at rafters whose unbraced bottom flange buckles where it is in compression (over the post and along the cantilever under gravity, in the back span under uplift), at wall anchors, where water ponds on a low slope, at the cantilever connection over the post, at posts struck by cars, at base anchors and at corroded post feet, and AISC 360 has a check or a requirement for most of these.23456 Part F allows a cantilever’s deflection limit to be based on a span of twice its length, and exposed steel needs its thermal range assessed case by case.78 Choose a wall-hung canopy when the wall is strong and the projection short, and posts when the wall is weak or the span long.

What it is

Engineering explanation

A canopy is a light roof over an entrance, a walkway, a terrace or parked cars. A steel one has rafters or cantilever beams, purlins across them, and a roof covering of metal sheet, polycarbonate, glass, louvres or fabric. It is held up by brackets on a building wall, by posts on base plates, or by a wall at the back and posts at the front. A pergola is the same idea with an open or slatted roof, and a carport or car park shade is a canopy sized for vehicles, often a row of posts with rafters cantilevering over the parking bays.

In the Dubai Building Code a canopy is a building projection, carried at least partly by the building it is fixed to, that gives weather protection, identity or decoration.9 Lightweight outdoor shading structures such as pergolas and standalone canopies are excluded from the built-up area.10

How it carries load

Engineering explanation

Downward load is simple: the roof covering spans to the purlins, the purlins to the rafters, and each rafter carries its share back to the wall bracket and forward to the post; beyond the post the rafter runs on as a cantilever, and the post takes that load too. The post carries the load down to its base plate, anchors and footing. At the wall, the bracket passes a vertical force and, because the rafter slopes and the wind pushes sideways, a horizontal force into the wall through anchors. Because the rafter is continuous over the post, gravity bends it two ways: the back span sags, putting its top flange in compression where the purlins brace it, while the zone over the post and the whole cantilever hog, putting the bottom flange in compression with nothing to brace it unless fly braces are added. A long cantilever can even lever the back of the rafter upwards under gravity, so the wall bracket must then hold it down.

Engineering explanation

Upward load is the one that decides most canopies. Wind blowing under an open roof and over its top sucks it upwards, and a light roof has almost no weight to hold it down. The whole load path runs in reverse: sheet fixings are pulled through the sheet, purlins and rafters bend the other way, in the back span the unbraced bottom flange goes into compression and on the cantilever the top flange does, the post goes into tension and the anchors are pulled out of the footing or the wall. A design checked only for gravity is incomplete.

Wind calculations under the Code are based on ASCE/SEI 7-16 with the Code’s Dubai provisions, the Table F.10 reference speeds replace the ASCE/SEI 7-16 wind maps, and the design wind pressure is not less than 1 kN/m² in all cases.1 Part F requires continuous load paths from the point of application to the ground and lists stability against overturning among the limit states to be checked.11

Where and how it fails

Engineering explanation

1. Roof sheet fixings: pull-through. The screws or clips holding the sheet to the purlins are the first link in the uplift path. Too few, too close to the sheet edge, or into purlins too thin to hold a thread, and the sheet tears round the screw heads and peels away from the windward edge. This is why canopies lose their roofs in storms while the steel stays standing.

The Code bases wind calculations on ASCE/SEI 7-16, which this library does not hold, and sets a minimum design wind pressure of 1 kN/m² in all cases.1

Engineering explanation

The pressures on an open or partly open canopy roof, and the extra suction at its edges and corners, come from the wind standard, so take them from the edition the project adopts. Fixing capacities come from the sheet and fixing manufacturers’ test data, not from AISC 360; ask for pull-through values for the actual sheet thickness and purlin gauge.

Engineering explanation

2. Rafter bottom flange in compression: buckling. The purlins brace only the top flange. Under gravity the bottom flange is in compression over the post and along the whole cantilever; under uplift it is in compression in the back span between the wall and the post. In either zone, unless fly braces or stays hold it, it is free to buckle sideways, so both load cases have to be checked zone by zone.

For doubly symmetric compact I-shapes and channels bent about their major axis (Section F2), AISC 360 takes the flexural strength as the lower of yielding and lateral-torsional buckling, with the unbraced length measured between points bracing the compression flange or preventing twist.2 For singly symmetric members in reverse curvature it requires lateral-torsional buckling to be checked for both flanges, and for cantilevers where warping is prevented at the support and the free end is unbraced it takes the moment gradient factor Cb as 1.0.12

Engineering explanation

3. Wall bracket and anchors: pull-out. The back of the canopy hangs on anchors drilled into the building, which may be a concrete column, a beam, a slab edge or blockwork. Uplift, and under gravity a long cantilever that levers the back of the rafter upwards, put the anchors in tension and pull them out; an anchor near an edge breaks a cone of concrete away; an anchor in hollow blockwork holds far less than the same anchor in concrete.

Part F permits post-installed anchors into reinforced concrete to support steelwork where cast-in anchors are impractical, designed to ACI 318-19 for all conceivable failure mechanisms, such as steel failure, pullout, concrete breakout, splitting and pryout.13 For building envelope fixings, Part E requires fixing strengths based on tests in material representative of what the fixing is anchored into, allowing for cracks in concrete and voids in masonry, and requires the design to address the failure of any individual fixing.14

Engineering explanation

4. Main span: ponding and deflection. A nearly flat canopy that sags under rain lets water collect at the low point; the extra water adds load, the roof sags more and collects more. On a low-slope canopy with a blocked gutter this can run away to collapse. Heavy rain is infrequent in the UAE, so gutters and outlets are easily neglected, and a blocked outlet removes the drainage the design relied on.

AISC 360 requires a roof system to be investigated by structural analysis for strength and stability under ponding unless the roof surface is configured to prevent water accumulating.3 Part F takes steel deflection limits from AISC 360 and AISC Design Guide 3, not held here.7

Engineering explanation

5. Rafter over the post, and the post-head connection. Where the rafter runs on over the post into the cantilever, the rafter itself carries the hogging moment over the post, with its bottom flange in compression, and its web bears on the post head. A continuous beam over a support does not by itself put a moment into that support. In the reference arrangement the post head is a simple connection: it passes the reaction into the post, downwards under gravity and upwards under uplift, but no moment, so its bolts must hold the rafter down when wind lifts it and the rafter web must be checked for the concentrated force. If the designer makes the rafter-to-post joint rigid instead, as a free-standing carport needs, moment does pass into the post, and the joint, post and base are designed for it from an analysis that includes their stiffness; a simple connection must be able to rotate as the analysis assumes.15

AISC 360 checks bolts for tension and shear and requires the tension to include prying from deformation of the connected parts,4 and takes the strength of a welded joint as the lower of the base metal and weld metal strengths.16 Part F does not permit connections that rely on welding and bolting sharing a load, and says welding should not be undertaken on site; where it is unavoidable, a method of work with certificates and tests must be submitted for approval.13

Engineering explanation

6. Post: vehicle impact and buckling. A carport post stands next to moving cars, and a reversing vehicle can bend it at bumper height. With a simple post head, gravity puts the post mainly in compression; it also bends if wind acts on it, if the load at its head is off-centre, or if the joint at its head is designed rigid.

Part F requires structural elements to be designed for the accidental impact conditions of Section 4.6 of ASCE/SEI 7-16, not held here, and recommends that every primary member be given a secondary system that protects it from such impact.17 For doubly symmetric members, and singly symmetric members constrained to bend about a geometric axis, combined compression and bending is checked with the AISC 360 H1 interaction equations.18

Engineering explanation

7. Base plate and anchors: uplift, shear and overturning. Where the posts alone hold the canopy up sideways, as in a free-standing carport with fixed bases, the base resists the whole cantilever and wind moment. In the lean-to reference the wall bracket takes the sideways load, so the base mainly carries vertical load and shear, and under uplift the anchors are pulled. With a fixed base, the anchors on one side go into tension, the plate bends, and the footing has to be heavy enough, or deep enough, not to lift or tip.

AISC 360 requires anchor rods to resist the loads at column bases, including the net tensile components of any bending moment, and, where they resist horizontal forces, the hole size, setting tolerance and horizontal movement of the column to be considered.5

Engineering explanation

8. Post foot at ground level: corrosion. Water, irrigation, cleaning chemicals and dust collect where the post meets the ground or the base plate meets the concrete. A hollow post that was sealed without drain holes fills with condensation and rusts from inside. After some years the steel is thinnest exactly where the base moment is largest.

AISC 360 requires components to be designed to tolerate corrosion, or to be protected against it, where corrosion could impair strength or serviceability.6 In Dubai, protective paint systems are specified to BS EN 12944 as a minimum, with extra requirements against ultraviolet degradation and a stated inspection, maintenance and coating life.19 AGA guidance (US industry practice) lists crevices, including galvanized steel butted against concrete, dissimilar metals in contact and flat areas where water pools as places of accelerated corrosion.20

Advantages and limitations

AspectAdvantageLimitation
WeightLight and quick to fabricate and erectVery little dead load to hold it down against uplift
Cantilever formColumn-free edge for cars, doors and walkwaysThe whole moment goes through one connection and one base
Wall fixingNo posts in the way; the building carries the backDepends on the wall and the anchors, often into existing concrete or blockwork
Roof coveringSheet, polycarbonate, glass, louvres or fabric to suit shade and lookEach changes the wind pressures, the ponding risk and the fixing design
ExposureExposed steel shows its quality and can be slenderSun, humidity, salt and irrigation attack it; coating life has to be specified
PlanningLightweight shading structures are excluded from built-up area and plot coverageThey still need structural design, and projections have height and position limits
TemperatureSteel tolerates the heat wellLong canopies fixed between a wall and posts pick up thermal forces
Steel canopies, pergolas and carports compared (our assessment)

Engineering judgement, not a code rule. The built-up area, plot coverage and projection points are from A.5.2.2, B.4.2.6 and B.4.2.5.1 of the Code.102122

Why this structure, and not another

Engineering explanation

Our explanation. Wall-hung cantilever: brackets or cantilever beams fixed to the wall, sometimes with tie rods from higher up. It is the neatest form over an entrance, with nothing on the ground. It works when the projection is short and the wall is a concrete frame that can take the moment. It is the wrong choice on a blockwork wall or when the projection is long.

Engineering explanation

Tie-rod canopy: a rod from the wall to the canopy tip greatly reduces the beam’s bending under gravity, because it turns a cantilever, with a root moment of wL²/2 for a uniform load w over length L, into a propped span with a peak moment of about wL²/8, roughly a quarter (standard statics). Under uplift the rod goes slack, or would go into compression, which a slender rod cannot resist, and the beam must then carry the full uplift on its own as a cantilever. AISC 360 sets no maximum slenderness for tension members and its suggested limit of 300 does not apply to rods,23 while members designed for compression should preferably not exceed a slenderness of 200;24 a rod is far beyond that. So a tie-rod canopy needs either a beam strong enough to carry the uplift case alone, a strut instead of a rod, or enough dead weight to keep the rod in tension.

Engineering explanation

Lean-to on posts, as in the reference drawing: the wall takes the back, posts take the front and a short cantilever gives a clear edge. It suits pergolas, terraces and villa carports and puts much less moment into the wall. The price is posts in the ground and base anchorage.

Engineering explanation

Free-standing cantilever carport: a single row of posts with rafters cantilevering over the cars leaves the bays completely clear, which is why car park shades use it. Everything depends on fixed bases and a moment connection at the post head, and the footings get large. A two-post portal or a pergola frame with posts at both ends is cheaper to found but puts posts between vehicles.

Engineering explanation

Steel against aluminium or fabric: aluminium is lighter and does not rust, but it is less stiff and is designed to its own standards, none held here; tensile fabric shades are light and cheap to cover, but tents are among the structures the Dubai Building Code does not apply to,25 so their governing rules must be established separately. Steel remains the default when spans are long, loads include solar panels or services, or the canopy must be stiff and robust.

For the experienced engineer

Part F allows the span used for a cantilever’s deflection limit to be taken as double the cantilever length, and says the limits do not account for precamber.7 Both ponding methods of AISC 360 Appendix 2, simplified and improved, are stated to be valid only for flat roofs with rectangular bays, uniformly spaced beams and uniformly loaded girders,26 so for a sloping, tapering or cantilevered canopy the ponding check has to be made by analysis rather than by the simplified conditions (our reading).

AISC 360 recommends the AISI S100 specification, not held here, for cold-formed steel structural members other than hollow sections,27 so, in our reading, lipped channel and zed purlins and their uplift restraint by the sheeting are designed to AISI S100 rather than to AISC 360.

For fatigue, AISC 360 needs no evaluation of hollow section members in building-type structures under code wind loads,28 and Part F says normal wind fluctuations need not be included in fatigue checks but that account should be taken of wind-induced oscillation where aerodynamic instability can occur,29 which, in our reading, is the case to watch with long louvres, fabric and slender free-standing masts.

Thermally induced forces are derived from the structural restraints and the temperature changes; a default range of ±25 °C may be used for protected steel, and the Engineer assesses the thermal range and the thermally induced forces case by case, considering the construction stages, exposure and when the structure is locked in its final configuration.8 In our reading, a long canopy fixed at the wall and at every post is locked, and slotted holes at the posts can release it; F.7.10, on the same Code page, allows details that relieve self-straining forces where practical and where they do not violate any assumed load path.

Engineering explanation

Our reading on anchors into blockwork: F.6.5.4.3 speaks only of post-installed anchors into reinforced concrete.13 A canopy bracket on a blockwork wall is outside that sentence; its anchor capacity has to come from the manufacturer’s tests in that material, the approach Part E takes for envelope fixings,14 or the bracket should be taken to a concrete column, beam or a new steel post.

For hot-dip galvanized posts, AGA guidance asks for base plates and end plates designed for venting and draining, by fully cutting the plate open or providing vent holes, and for vents at the high point and drains at the low point in the dipping position.30

Petrol station canopies are a special case in the fire code: the canopy height is at least 4115 mm, and canopies, supports, shades and structure used for the fuel dispensing and for other occupancies in the vicinity are 1 hour fire rated.31

Which rules apply in Dubai

Part F applies to buildings and to structures or appurtenances connected to a building,32 and a canopy is defined as a building projection carried at least partly by its building,9 so an attached canopy falls within Part F and within the projection limits below (our reading). Villas and townhouses are designed to Part K instead;3225 in our reading that includes their attached canopies and carports. Pergolas and lightweight parking shading structures are among the structures allowed within setbacks up to the plot limit, provided they do not obstruct exit discharge to fire vehicle access or a public road.33

A balcony or projecting building element is at least 3 m above the finished level of sidewalks and footpaths; projections from vehicle roads are set back at least 0.6 m from the road edge or keep 5.5 m clearance above road level; projections above fire truck accessways are at least 4.5 m high; projections beyond the plot boundary are permitted on the road-facing side only where the road is wider than 9 m; and projections into the right of way are limited to 10% of the street width and 1.8 m, with the affection plan or DCR taking precedence.22

Engineering explanation

Our reading: a free-standing carport or pergola is not connected to a building, so whether it is designed under Part F is a design-basis decision to state and agree with the Authority; in practice the same wind basis and AISC 360 checks are the reasonable default. Detailed rules in this library: The wind-load design basis for steel structures in Dubai covers F.7.12 and Table F.10; Architectural and secondary steelwork in Dubai: coatings, fixings and movement covers coatings, fixings and thermal movement; Detailing hollow steel sections for hot-dip galvanizing covers venting; Serviceability of steel structures in Dubai: deflection, wind drift, vibration, movement joints and fatigue covers deflection. Gaps: ASCE/SEI 7-16 pressure coefficients for canopies and open roofs, ACI 318-19 anchor design, AISI S100, BS EN 12944 and any aluminium or fabric structure standard are not held.

What to settle before design

Settle these before the canopy is sized

  • What it is fixed to at the back: concrete frame, blockwork or nothing
  • Roof covering, its fixings and whether it is open, partly enclosed or enclosed
  • Roof slope, gutter and overflow, so water cannot pond
  • How the rafter bottom flange is restrained over the post, on the cantilever and under uplift
  • Post positions against vehicle routes, and the protection for them
  • Footing size for uplift and overturning, and the ground it sits on
  • Exposure, coating system and how hollow posts drain
  • Height and projection limits at the site: sidewalk, road, fire access

A working list for a junior engineer. It is not an approval checklist.

Scope and limits

Practical consideration

Written from the 2021 Dubai Building Code, the September 2018 UAE Fire and Life Safety Code, ANSI/AISC 360-16 and the AGA guides as held on the check date; later amendments were not audited. ASCE/SEI 7-16, ACI 318-19, AISI S100, BS EN 12944 and aluminium or fabric structure standards are not held, so no pressure coefficient, anchor capacity, purlin capacity or coating thickness is stated. AGA guidance is US industry practice. The engineering explanations are ours. This guide is not a design of any canopy and does not replace the project engineer’s calculations or the authority’s acceptance.

Questions this guide answers

Source notes

Numbered notes point to the exact section and physical PDF page. Page numbers are the PDF viewer’s page, which can differ from the number printed on the page. Sources checked 26 September 2026. These notes support the statements; they are not a substitute for reading the current document for a project.

  1. Dubai Building Code, 2021 Edition. Government of Dubai; official copy hosted by Dubai Development Authority. Part F, F.7.12.1 Design basis, F.7.12.2 Wind pressures and Table F.10 (printed page F37), PDF page 363. Open the publisher PDF at page 363 (opens in a new tab) ↩ ↩ ↩

  2. Specification for Structural Steel Buildings (ANSI/AISC 360-16), ANSI/AISC 360-16, July 7, 2016. American Institute of Steel Construction (AISC). Section F2, F2.2 Lateral-torsional buckling, printed page 16.1-47. Publisher page (opens in a new tab) ↩ ↩

  3. Specification for Structural Steel Buildings (ANSI/AISC 360-16), ANSI/AISC 360-16, July 7, 2016. American Institute of Steel Construction (AISC). Sections B3.10 Design for ponding and B3.11 Design for fatigue, printed page 16.1-15. Publisher page (opens in a new tab) ↩ ↩

  4. Specification for Structural Steel Buildings (ANSI/AISC 360-16), ANSI/AISC 360-16, July 7, 2016. American Institute of Steel Construction (AISC). Section J3.6 Tensile and shear strength of bolts, including prying, printed page 16.1-131. Publisher page (opens in a new tab) ↩ ↩

  5. Specification for Structural Steel Buildings (ANSI/AISC 360-16), ANSI/AISC 360-16, July 7, 2016. American Institute of Steel Construction (AISC). Section J9 Anchor rods and embedments, printed page 16.1-141. Publisher page (opens in a new tab) ↩ ↩

  6. Specification for Structural Steel Buildings (ANSI/AISC 360-16), ANSI/AISC 360-16, July 7, 2016. American Institute of Steel Construction (AISC). Section B3.13 Design for corrosion effects, printed page 16.1-15. Publisher page (opens in a new tab) ↩ ↩

  7. Dubai Building Code, 2021 Edition. Government of Dubai; official copy hosted by Dubai Development Authority. Part F, F.8.3.3 Steelwork deflection limits (printed page F45), PDF page 371. Open the publisher PDF at page 371 (opens in a new tab) ↩ ↩ ↩

  8. Dubai Building Code, 2021 Edition. Government of Dubai; official copy hosted by Dubai Development Authority. Part F, F.7.11 Thermally induced forces (printed page F35), PDF page 361. Open the publisher PDF at page 361 (opens in a new tab) ↩ ↩

  9. Dubai Building Code, 2021 Edition. Government of Dubai; official copy hosted by Dubai Development Authority. Part B definitions, Canopy (printed page B4), PDF page 24. Open the publisher PDF at page 24 (opens in a new tab) ↩ ↩

  10. Dubai Building Code, 2021 Edition. Government of Dubai; official copy hosted by Dubai Development Authority. Part A, A.5.2.2 Built-up area, exclusions (printed page A12), PDF page 14. Open the publisher PDF at page 14 (opens in a new tab) ↩ ↩

  11. Dubai Building Code, 2021 Edition. Government of Dubai; official copy hosted by Dubai Development Authority. Part F, F.5.3 Design acceptance criteria and F.5.4 Structural stability (printed page F13), PDF page 339. Open the publisher PDF at page 339 (opens in a new tab) ↩

  12. Specification for Structural Steel Buildings (ANSI/AISC 360-16), ANSI/AISC 360-16, July 7, 2016. American Institute of Steel Construction (AISC). Section F1 General provisions, items (b) to (d), printed page 16.1-46. Publisher page (opens in a new tab) ↩

  13. Dubai Building Code, 2021 Edition. Government of Dubai; official copy hosted by Dubai Development Authority. Part F, F.6.5.4.2 Welded connections and F.6.5.4.3 Post-installed anchors (printed page F31), PDF page 357. Open the publisher PDF at page 357 (opens in a new tab) ↩ ↩ ↩

  14. Dubai Building Code, 2021 Edition. Government of Dubai; official copy hosted by Dubai Development Authority. Part E, E.4.1.7 Fixings (printed page E9), PDF page 304. Open the publisher PDF at page 304 (opens in a new tab) ↩ ↩

  15. Specification for Structural Steel Buildings (ANSI/AISC 360-16), ANSI/AISC 360-16, July 7, 2016. American Institute of Steel Construction (AISC). Section B3.4 Design of connections and supports, B3.4a Simple connections and B3.4b Moment connections, printed page 16.1-13. Publisher page (opens in a new tab) ↩

  16. Specification for Structural Steel Buildings (ANSI/AISC 360-16), ANSI/AISC 360-16, July 7, 2016. American Institute of Steel Construction (AISC). Section J2.4 Strength of welded joints, printed page 16.1-122. Publisher page (opens in a new tab) ↩

  17. Dubai Building Code, 2021 Edition. Government of Dubai; official copy hosted by Dubai Development Authority. Part F, F.7.8 Accidental impact load (printed page F35), PDF page 361. Open the publisher PDF at page 361 (opens in a new tab) ↩

  18. Specification for Structural Steel Buildings (ANSI/AISC 360-16), ANSI/AISC 360-16, July 7, 2016. American Institute of Steel Construction (AISC). Chapter H, H1.1 Flexure and compression, printed page 16.1-77. Publisher page (opens in a new tab) ↩

  19. Dubai Building Code, 2021 Edition. Government of Dubai; official copy hosted by Dubai Development Authority. Part F, F.5.6.1 General and F.5.6.3 Steelwork structures (printed page F16), PDF page 342. Open the publisher PDF at page 342 (opens in a new tab) ↩

  20. Inspection of Hot-Dip Galvanized Steel Products, Copyright 2023; verified PDF p. 2 (landing-page revision text is stale). American Galvanizers Association. AGA, Inspection of Hot-Dip Galvanized Steel Products: in-field inspection of crevices, dissimilar metals, water pooling and touched-up areas (page 19), PDF page 19. Open the publisher PDF at page 19 (opens in a new tab) ↩

  21. Dubai Building Code, 2021 Edition. Government of Dubai; official copy hosted by Dubai Development Authority. Part B, B.4.2.6 Plot coverage, exclusions (printed page B31), PDF page 51. Open the publisher PDF at page 51 (opens in a new tab) ↩

  22. Dubai Building Code, 2021 Edition. Government of Dubai; official copy hosted by Dubai Development Authority. Part B, B.4.2.5.1 Limitations on balconies and building projections (printed page B27), PDF page 47. Open the publisher PDF at page 47 (opens in a new tab) ↩ ↩

  23. Specification for Structural Steel Buildings (ANSI/AISC 360-16), ANSI/AISC 360-16, July 7, 2016. American Institute of Steel Construction (AISC). Chapter D, D1 Slenderness limitations and User Note, printed page 16.1-28. Publisher page (opens in a new tab) ↩

  24. Specification for Structural Steel Buildings (ANSI/AISC 360-16), ANSI/AISC 360-16, July 7, 2016. American Institute of Steel Construction (AISC). Section E2 Effective length, User Note on slenderness, printed page 16.1-35. Publisher page (opens in a new tab) ↩

  25. Dubai Building Code, 2021 Edition. Government of Dubai; official copy hosted by Dubai Development Authority. Part A, A.5.1, structures to which the DBC does not apply, and villas and townhouses addressed in Part K (printed page A10), PDF page 12. Open the publisher PDF at page 12 (opens in a new tab) ↩ ↩

  26. Specification for Structural Steel Buildings (ANSI/AISC 360-16), ANSI/AISC 360-16, July 7, 2016. American Institute of Steel Construction (AISC). Appendix 2 Design for ponding, scope and 2.1 Simplified design for ponding, printed page 16.1-192. Publisher page (opens in a new tab) ↩

  27. Specification for Structural Steel Buildings (ANSI/AISC 360-16), ANSI/AISC 360-16, July 7, 2016. American Institute of Steel Construction (AISC). Section A1, User Note on cold-formed steel structural members, printed page 16.1-2. Publisher page (opens in a new tab) ↩

  28. Specification for Structural Steel Buildings (ANSI/AISC 360-16), ANSI/AISC 360-16, July 7, 2016. American Institute of Steel Construction (AISC). Appendix 3, 3.1 General provisions (fatigue), printed page 16.1-196. Publisher page (opens in a new tab) ↩

  29. Dubai Building Code, 2021 Edition. Government of Dubai; official copy hosted by Dubai Development Authority. Part F, F.8.9 Fatigue (printed page F48), PDF page 374. Open the publisher PDF at page 374 (opens in a new tab) ↩

  30. Design of Products to Be Hot-Dip Galvanized After Fabrication, Copyright 2023, as printed in the acquired PDF. American Galvanizers Association. AGA, Design of Products to Be Hot-Dip Galvanized After Fabrication: venting tubular fabrications and base plates (printed page 11), PDF page 13. Open the publisher PDF at page 13 (opens in a new tab) ↩

  31. UAE Fire and Life Safety Code of Practice, September 2018 (the edition offered on the publisher page when checked). UAE Ministry of Interior, General Command of Civil Defence; distributed by Dubai Civil Defence. Chapter 1, Table 1.9, item 33 Fuel dispensing units, petrol stations and gas stations (page 84 of 1348), PDF page 84. Open the publisher PDF at page 84 (opens in a new tab) ↩

  32. Dubai Building Code, 2021 Edition. Government of Dubai; official copy hosted by Dubai Development Authority. Part F, F.4.1 Application (printed page F11), PDF page 337. Open the publisher PDF at page 337 (opens in a new tab) ↩ ↩

  33. Dubai Building Code, 2021 Edition. Government of Dubai; official copy hosted by Dubai Development Authority. Part B, structures allowed within setbacks up to the plot limit, items a to h (printed page B24), PDF page 44. Open the publisher PDF at page 44 (opens in a new tab) ↩