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Guide · Composite floors

Composite steel-concrete floor: 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 4 source documents
Applies to
Dubai, UAE
Covers
Composite · Building frames · Mezzanines and platforms · Members · Connections · Serviceability · Fire and egress · Fabrication · Inspection
Based on
Dubai Building Code 2021 Edition, Part F (F.5.7, F.6.2, F.6.5, F.7.7, F.7.12.5, F.8.3, F.8.8); ANSI/AISC 360-16 Chapter I and Sections B3, F2, G, J10, as the Code references AISC 360; JRC worked examples (E004) and SCI P358 (E005) for principle only
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 11 and 12 October 2026 after separate AI checks against the source pages: the partial shear connection condition and the basis of the stud edge distance; 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 composite floor makes a steel beam and the concrete slab above it act as one T-shaped member, joined by headed studs welded to the beam, so the concrete takes the compression and the steel the tension; AISC 360 Chapter I covers such beams, built with or without temporary shores.1 The answer continues below the drawing.

The reference structure

Composite floor beam, step by step: its parts, wet concrete on the bare steel beam during construction and the beam's response, the hardened floor's load path to the columns, slab and beam acting as one member, the shear passed into the studs and across the slab, deflection and footfall in service, and seven numbered places where composite floors can fail Slab on steel deck Column Wet concrete, deck and workers Compression Tension Bare beam sags (exaggerated) Load path Floor load Compression Tension Shear into the studs People walking Effective width Slab Deck Stud Steel beam Section Deflected shape (exaggerated) Elevation 1234567

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 composite beam in section under floor load: the slab squeezed and the steel stretched, and the stud's force spreading across the effective width of the slab Effective width Stud welded to the top flange Slab squeezed along its top Steel stretched Deck under the slab

The composite beam in section, floor load (steps 5 and 6)

  • Slab and beam bend as one: the slab is squeezed along its top (compression, red) and the steel stretched (tension, blue).
  • Each stud is pushed along the beam; the slab beside it spreads that force across the effective width (amber), which tries to split the slab along the line of the beam.

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; numbered rust circles are potential failure points.

Load cases shown one at a time: the construction stage (wet concrete, deck and workers on the bare steel beam, not propped), then the downward floor load on the hardened composite floor, then people walking in service. One simply supported beam between two columns, with the deck ribs running across the beam and one stud in each rib. Tension and compression are shown for downward load on this simple span. Schematic: movement is exaggerated and not to scale, and no values are calculated.

  1. The floor A concrete slab cast on ribbed steel deck, joined to the steel beam below by headed studs welded to its top flange; the beam spans between two columns. The section on the right shows the strip of slab, the effective width, that works with the beam.
  2. Construction stage Construction case, before the concrete hardens: wet concrete, deck and workers load the bare steel beam, drawn unpropped. There is no composite beam yet: the concrete (faded) is only weight, the deck spans as formwork and the studs carry nothing.
  3. The bare beam Same construction case: the steel beam alone sags (exaggerated), with its top flange squeezed (compression, red) and its bottom flange stretched (tension, blue). Only the deck, if it runs across the beam and is fixed to it, holds the top flange sideways; without that restraint a long beam can buckle sideways and twist, and a deep sag lets extra concrete pond in it.
  4. Composite stage Floor load case, after the concrete has hardened: finishes, partitions and people load the composite floor. The slab passes the load to the beam, the beam to its ends, where the steel web alone carries the shear into the connections, and the columns take it down to their bases, where the foundations hold them up.
  5. Acting as one Same floor load case: slab and beam now bend as one T-shaped member, the slab squeezed (compression, red) and the steel stretched (tension, blue), a couple with a long lever arm. In a continuous beam this reverses over the internal supports, where the bottom flange is squeezed and the slab cannot restrain it.
  6. Shear into the studs Same case: without studs the slab would slide over the beam towards the supports, so the studs hold it and each is pushed towards the nearer support (black arrows: the slab's force on each stud; in the section that force acts along the beam, through the drawing). The slab beside the beam has to spread that force out across the effective width, which tries to split it along the line of the beam.
  7. In service Service case, the floor load and people walking: the composite floor deflects (exaggerated) and can bounce under footsteps. A shallow, long-span floor can pass every strength check yet sag visibly or feel lively, so deflection and vibration are checked as well.
  8. Potential failure points Where composite floors can fail if a check or detail is missed, numbered as in the list below: the studs near the supports, the slab top at midspan, the steel bottom flange at midspan, the beam and deck before the concrete hardens, the beam end at the support, the slab beside the beam, and the whole floor in service. Schematic, not a prediction.

Numbered places where it can fail (the final step)

  1. Studs near the supports: stud shear failure or excessive slip
  2. Slab top at midspan: concrete crushing in compression
  3. Steel bottom flange at midspan: tension yielding
  4. Beam and deck before the concrete hardens: buckling or deck failure
  5. Beam end at the support: web shear, yielding or crippling
  6. Slab beside the beam (section): longitudinal splitting
  7. Whole floor: deflection and vibration in service
Reference structure: a simply supported composite beam between two columns, with a slab cast on ribbed steel deck and one headed stud in each rib, and a cross-section showing the strip of slab that acts with the beam. The grey dashed line is the deflected shape (exaggerated). Diagram only, not to scale and with no design values.

Short answer, continued

All the horizontal shear between beam and slab is assumed to pass through the studs, and the force transferred is the least of concrete crushing, steel yielding and the total stud strength.23 Unless the beam is propped, the steel section alone must carry every load applied before the concrete reaches 75% of its specified strength.4 Composite floors usually fail through the studs, by crushing of the slab or yielding of the steel at midspan, by the bare beam buckling during the pour, at the supports, or in service through deflection and vibration.567 In Dubai the concrete is designed to ACI 318-19 with f'c of at least 28 N/mm², and the steel to AISC 360.89

The JRC case-study building, based on the eight-storey Cardington test building, is an example of the type: a braced steel frame whose slabs are all lightweight composite slabs 130 mm thick.10 It is a European example, cited to show the arrangement, not as a Dubai design basis.

What it is

Engineering explanation

A composite floor is a concrete slab cast on profiled steel deck and joined to the steel beams below by headed studs welded to the beams' top flanges. Once the concrete has hardened, each beam and a strip of slab above it bend together as one T-shaped member: the concrete, which is strong in compression, forms the top of the T, and the steel, which is strong in tension, forms the bottom. It is a common floor in steel-framed buildings, because the deck serves as the formwork and the beams become much stronger and stiffer for the same steel.

How it carries load

Engineering explanation

Picture two planks stacked loosely and loaded in the middle: each bends on its own and they slide against each other at the joint. Glue them, and they act as one plank twice as deep, far stronger and stiffer. The studs are the glue. Without them the slab and the beam slide at their interface; with them the slab's compression and the beam's tension form one internal couple with a long lever arm.

AISC 360 Chapter I covers steel beams supporting a reinforced concrete slab so interconnected that beam and slab act together to resist bending, including simple and continuous composite beams with headed stud anchors, built with or without temporary shores.1 The concrete and reinforcing-steel parts are designed to the reinforced concrete provisions of the applicable building code and ACI 318, with stated exceptions.1 In Dubai structural concrete is designed to ACI 318-19 and needs f'c of at least 28 N/mm²; structural steel is designed to AISC 360.89

The effective width of slab acting with a beam is the sum of the widths either side of its centreline, each limited to the least of one-eighth of the span, half the distance to the next beam and the distance to the slab edge.11 For slabs on formed deck, the rib height is no more than 75 mm, the average rib width at least 50 mm, studs extend at least 38 mm above the deck with at least 13 mm of concrete cover above them, the slab above the deck is at least 50 mm thick, and the deck is anchored to every supporting member at no more than 460 mm.2

All horizontal shear at the steel-concrete interface is assumed to pass through the studs, except in concrete-encased beams.2 Between the points of maximum positive moment and zero moment that shear is the least of concrete crushing, 0.85f'cAc (Eq. I3-1a), tensile yielding of the steel section, FyAs (Eq. I3-1b), and the sum of the stud strengths, ΣQn (Eq. I3-1c), and the ductility, or slip capacity, of the shear connection has to be considered.3

Engineering explanation

Timing matters. On the day of the pour there is no composite beam, only a bare steel beam carrying wet concrete, deck and workers, with its top flange held only by the deck fixings. The composite section exists once the concrete has hardened, and only the loads applied after that, finishes, partitions and occupants, act on it. That is why a composite beam is designed twice: as bare steel for the construction stage and as a composite section for service.

AISC 360 requires the effective sections at the time each increment of load is applied to be considered.1 Where temporary shores are not used, the steel section alone must have enough strength, to Chapter F, for all loads applied before the concrete reaches 75% of its specified strength f'c.4 Part F requires construction-stage loads to be included by the Engineer, stated on the detailed design drawings and verified for every stage.12

Where and how it fails

Engineering explanation

1. Studs near the supports. In an elastic picture of a uniformly loaded beam the shear between slab and beam is largest near the supports, so the studs there are worked hardest; at the strength limit, ductile studs deform and share the load along the beam, which is why the rules allow them to be spaced uniformly. A stud fails by shearing off at its weld, or the concrete around it crushes and splits, and the slab then slides over the beam. In a deck rib the stud's position matters: a stud placed on the wrong side of the rib has less concrete in front of it.

The nominal shear strength of one headed stud is Qn = 0.5Asa√(f'cEc) but not more than RgRpAsaFu (Eq. I8-1), where Rg and Rp depend on the number of studs per rib, the deck orientation and the distance emid-ht; for deck perpendicular to the beam Rp is 0.75 where emid-ht is at least 50 mm and 0.6 where it is less.5 Studs are spread uniformly between the point of maximum moment and the adjacent zero-moment points unless the contract documents say otherwise, with minimum and maximum spacings and edge distances set in I8.2d.13

Engineering explanation

2. Slab top at midspan. If the studs and steel are strong, the concrete at the top of the slab at midspan is the part squeezed hardest. A thin or low-strength slab crushes there, which is sudden and gives little warning.

Concrete crushing sets one of the three limits on the shear transferred, V' = 0.85f'cAc, where Ac is the area of slab within the effective width.3 Positive flexural strength uses φb = 0.90 or Ωb = 1.67, from the plastic stress distribution on the composite section where h/tw does not exceed 3.76√(E/Fy).4

Engineering explanation

3. Steel bottom flange at midspan. In a well-proportioned composite beam the steel yields in tension at midspan before the concrete crushes. That is the ductile, preferred way for the beam to reach its strength: it sags visibly, and the floor warns before it fails.

Tensile yielding of the steel section sets the second limit on the shear transferred, V' = FyAs (Eq. I3-1b).3 Where the web is more slender than the 3.76√(E/Fy) limit, Mn comes instead from superposed elastic stresses, considering the effects of shoring, for the limit state of yielding.4

Engineering explanation

4. Beam and deck before the concrete hardens. During the pour the bare beam carries the heaviest load it will see before the floor is finished, and its top flange may be held only by the deck. A long beam can buckle sideways and twist under the wet concrete, or deflect so much that extra concrete ponds in the sag and adds load.

Unshored, the steel section alone carries all loads applied before the concrete reaches 75% of f'c, with its flexural strength from Chapter F;4 for compact doubly symmetric I-shapes that is the lower of yielding and lateral-torsional buckling over the unbraced length Lb.6 Construction-stage loads, including stresses locked in by the sequence, are included by the Engineer, stated on the detailed design drawings and verified for every stage, with minimum construction loads to ASCE 37, which is not held.12 The deck is anchored to every supporting member at no more than 460 mm.2

Engineering explanation

Whether the deck holds the beam's top flange sideways during the pour depends on the deck running across the beam and being fixed to it; deck running parallel to the beam, or not yet fixed, gives little restraint. The deck itself can also fail as formwork: it spans between beams under wet concrete, workers and heaped concrete, and can deflect so far that more concrete ponds in it, crumple where it bears on the beam, pull off at its end fixings, or need props that were never planned. Deck design as formwork is not covered by the AISC 360 pages held here; it rests on the deck supplier's data and on deck standards, such as the Steel Deck Institute (SDI) standards, which are not held, so it is a gap to close with the deck supplier.

Engineering explanation

5. Beam end at the support. At the supports the beam carries the full floor reaction through its web. The web can yield in shear, or yield and crumple locally where the beam bears on a seat or a supporting member.

The shear strength of a composite beam with headed studs is that of the steel section alone, to Chapter G.14 Where the beam bears on a support, web local yielding and web local crippling are checked under Sections J10.2 and J10.3.15

Engineering explanation

6. Slab beside the beam. The studs push the concrete along the beam, and the slab either side has to carry that force outwards into the effective width. Without enough transverse reinforcement the slab can split along the line of the beam, and the composite action is lost even though every stud is intact.

The design of the concrete parts of composite construction, including their reinforcement, follows the reinforced concrete provisions of the applicable building code and ACI 318,1 which this library does not hold, so the transverse reinforcement requirement is not stated here. AISC 360 does set a minimum distance from the centre of a stud to a free edge in the direction of the shear, 200 mm in normal-weight and 250 mm in lightweight concrete, unless the ACI 318 Chapter 17 provisions are used instead.13

Engineering explanation

7. Whole floor in service. A composite floor is strong for its depth, which tempts designers into long, shallow spans. Such floors may pass every strength check yet sag visibly, crack partitions or bounce when people walk, a common complaint about long-span steel floors.

For steel the Code's deflection limits follow AISC 360 and AISC Design Guide 3, and for concrete slabs and beams the incremental deflection after partitions and finishes are installed is limited to 20 mm.1617 The natural frequency of steelwork floor systems for normal occupancy is evaluated to AISC Design Guide 11 or SCI P354, and in its clause on concrete floors the Code lists long spans and open floor plans among the situations where vibration serviceability might not be satisfied.7

Engineering explanation

On our reading the composite beam, being a steel member, is held to the steelwork limits of F.8.3.3, while the slab spanning between beams is a concrete element under the 20 mm incremental rule of F.8.3.2. Where partitions sit on the beam itself, checking it against the 20 mm rule as well is a sensible choice to agree with the reviewer; record whichever is adopted.

Advantages and limitations

AspectAdvantageLimitation
Strength and stiffnessThe same steel beam becomes much stronger and stiffer when the slab works with itThe gain exists only after the concrete hardens, so the construction stage must be designed separately
FormworkThe steel deck is the formwork and a working platform, so floors follow the steel quicklyDeck span, fixing and propping during the pour are a separate design task
DepthShallower floors than non-composite steel for the same spanShallow, long spans are prone to deflection and vibration problems
DiaphragmThe slab gives a stiff floor plate to carry wind to the bracingOpenings and deck joints must be detailed so the diaphragm and collectors still work
Site workStuds are fast to install with stud welding equipmentStud welding through deck is site welding, needing procedure tests, dry surfaces and inspection
FireConcrete slab helps the floor in fireSteel beams still need fire protection to the rating stated on the drawings
AlterationsBeams can be strengthened or openings added with steelworkCutting a composite slab or removing studs changes the beam's strength
Composite steel-concrete floors (our assessment)

Engineering judgement for typical UAE steel-framed floors, not a code rule.

Why this structure, and not another

Engineering explanation

In our view the choice is usually between four floors: a composite slab on steel beams, non-composite steel beams with a slab that simply rests on them, precast planks on steel beams, or a concrete flat slab on a concrete frame. Once the frame is steel, composite action needs only the studs and their welding, and in return the beams can be lighter and the floor shallower; whether that is cheaper overall depends on the project. Non-composite beams remain sensible for short spans, for floors that may be removed or cut often, or where site stud welding is not practical.

Engineering explanation

Precast planks on steel beams are quicker still where cranes can place them, but they need seating, ties and a topping to act as a diaphragm, and the beams usually work without composite action unless the details are designed for it. A concrete flat slab avoids beams altogether and suits residential buildings with regular grids, but it is heavier, needs formwork and propping, and is less easy to alter. What usually decides is the span, the ceiling void available for services, the programme, the fire rating, and whether the structure above or below is steel or concrete.

UK guidance on joints notes that interaction with a composite floor affects the behaviour of a simple connection, and that common practice is to design such connections without using the benefit of reinforcement continuity through the slab.18 It is UK practice, cited for principle.

For the experienced engineer

Eq. I3-1c allows the shear transferred to equal the total stud strength when it is less than both the concrete crushing and the steel yielding values, which is what partial shear connection means, but the same section requires the ductility, or slip capacity, of the shear connection to be considered.3

Practical consideration

The specification pages held here set no minimum degree of shear connection, and the AISC Commentary is not held, so do not treat a low degree of connection as acceptable without a documented slip-capacity justification agreed with the reviewer.

Negative flexural strength is normally that of the steel section alone to Chapter F; a composite value is allowed only if the beam is compact and adequately braced, studs connect slab and beam in the negative-moment region, and the slab reinforcement parallel to the beam within the effective width is developed.4

Engineering explanation

In continuous composite beams the bottom flange near the internal supports is in compression and the slab cannot restrain it, so lateral-torsional buckling of that flange is a real check, not a formality.

Headed studs are limited to 19 mm diameter, with 22 mm and 25 mm permitted only where used solely for shear transfer in solid slabs, and the stud diameter may not exceed 2.5 times the thickness of the base metal it is welded to unless welded to a flange directly over the web; after installation a stud is at least four diameters long.195 The deck orientation changes the section: with ribs perpendicular to the beam the concrete below the top of the deck is neglected in section properties and in Ac.2 A user note says the anchor provisions for composite components are not intended for hybrid construction such as embed plates, where steel and concrete do not work compositely.13

Composite slab diaphragms and collector beams must be designed and detailed to transfer loads between the diaphragm, its boundary members, the collectors and the lateral force-resisting system.19 For assessing the wind response of the building, the Code says intermediate damping values between those for steel and concrete structures should be used for composite steel and concrete construction.20

Fire resistance ratings follow the UAE Fire and Life Safety Code, the rating is stated on the structural drawings, and the fire resistance of steel structures follows AISC Design Guide 19, which is not held.21 The Code says welding should not be done on site and, where it cannot be avoided, requires a method of work with certificates and tests to be submitted for approval.22

Engineering explanation

Studs welded through deck are site welding, so on our reading that clause applies to them. Known pitfalls: the deck profile changed at procurement, so the rib geometry and Rp no longer match the design; studs placed on the unfavourable side of the rib; beams cambered for the wet concrete but not for the ponded extra concrete; composite action assumed across a slab joint or a large opening; transverse slab reinforcement left to the concrete package and never designed; and stud welding on a wet morning deck.

Which rules apply in Dubai

A composite floor in a building is covered by Part F through two references: structural concrete to ACI 318-19 with f'c of at least 28 N/mm², and structural steel to AISC 360, whose Chapter I governs the composite member.891 Deflection and vibration follow F.8.3 and F.8.8,16177 and fire resistance F.5.7.21

Practical consideration

Our reading of Part F found no clause written specifically for composite floors or steel deck; the composite rules arrive through the AISC 360 reference and the slab rules through the ACI 318-19 reference. Read Serviceability of steel structures in Dubai for deflection and vibration. ACI 318-19, AISC Design Guides 3, 11 and 19, the AISC Commentary and the SDI deck standards are not held, so slab design, deck design and the degree-of-shear-connection guidance are gaps.

What to settle before design

What to settle before design

  • Deck profile, rib height and width, and orientation to each beam
  • Concrete strength and unit weight used for the stud strength
  • Shored or unshored construction, and construction loads on the drawings
  • Bare-steel check of each beam under wet concrete, including its restraint
  • Stud diameter, number per rib and position in the rib
  • Degree of shear connection and how slip capacity is justified
  • Effective width, slab edges and openings
  • Transverse slab reinforcement and who designs it
  • Deflection limits, camber and floor vibration criterion
  • Fire rating and fire protection of the beams
  • Stud welding procedure, pre-production tests and inspection

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

Scope and limits

Practical consideration

This guide reads the 2021 Dubai Building Code and ANSI/AISC 360-16 as checked on the date shown; later amendments were not audited. ACI 318-19, the AISC Commentary, AISC Design Guides 3, 11 and 19, SCI P354 and the SDI deck standards are named but not reviewed or not held here, so their criteria are not stated. The JRC and SCI sources are cited for principle only. The drawing and the comparisons are our illustration and engineering judgement. This guide is not a design; review and acceptance sit with the project's appointed engineer and the Authority.

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. Specification for Structural Steel Buildings (ANSI/AISC 360-16), ANSI/AISC 360-16, July 7, 2016. American Institute of Steel Construction (AISC). Chapter I introduction, I1 General provisions and I1.1 Concrete and steel reinforcement, printed page 16.1-86. Publisher page (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). Sections I3.2c Composite beams with formed steel deck and I3.2d.1 Load transfer, printed page 16.1-96. 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). Section I3.2d Load transfer between steel beam and concrete slab, Eq. I3-1a to I3-2b, printed page 16.1-97. 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). Sections I3.1b Strength during construction, I3.2a Positive and I3.2b Negative flexural strength, printed page 16.1-95. 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). Sections I8.2 Steel anchors in composite beams and I8.2a Strength of steel headed stud anchors, Eq. I8-1, printed page 16.1-105. 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 F2 Doubly symmetric compact I-shaped members: F2.1 Yielding and F2.2 Lateral-torsional buckling, printed page 16.1-47. 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.8.8 Vibration, F.8.8.1 Steelwork and F.8.8.2 Concrete (printed page F47), PDF page 373. Open the publisher PDF at page 373 (opens in a new tab) ↩ ↩ ↩

  8. Dubai Building Code, 2021 Edition. Government of Dubai; official copy hosted by Dubai Development Authority. Part F, F.6.2.1 Structural concrete, design basis and F.6.2.2 Concrete strength (printed page F17), PDF page 343. Open the publisher PDF at page 343 (opens in a new tab) ↩ ↩ ↩

  9. Dubai Building Code, 2021 Edition. Government of Dubai; official copy hosted by Dubai Development Authority. Part F, F.6.5.1 Design basis and F.6.5.2 Steel grades, right-hand column (printed page F29), PDF page 355. Open the publisher PDF at page 355 (opens in a new tab) ↩ ↩ ↩

  10. Eurocodes: Background & Applications - Design of Steel Buildings, Worked Examples, 2015, EUR 27346 EN / JRC96658. European Commission Joint Research Centre / Publications Office of the European Union. Chapter 1, 1.2.3.1 Case-study building, introduction and Figure 1.4 (printed page 19), PDF page 35. Open the publisher PDF at page 35 (opens in a new tab) ↩

  11. Specification for Structural Steel Buildings (ANSI/AISC 360-16), ANSI/AISC 360-16, July 7, 2016. American Institute of Steel Construction (AISC). Section I3 Flexure, I3.1a Effective width, printed page 16.1-94. Publisher page (opens in a new tab) ↩

  12. Dubai Building Code, 2021 Edition. Government of Dubai; official copy hosted by Dubai Development Authority. Part F, F.7.7 Construction load (printed page F35), PDF page 361. Open the publisher PDF at page 361 (opens in a new tab) ↩ ↩

  13. Specification for Structural Steel Buildings (ANSI/AISC 360-16), ANSI/AISC 360-16, July 7, 2016. American Institute of Steel Construction (AISC). Sections I8.2c continued, I8.2d Detailing requirements and I8.3 with User Note, printed page 16.1-107. Publisher page (opens in a new tab) ↩ ↩ ↩

  14. Specification for Structural Steel Buildings (ANSI/AISC 360-16), ANSI/AISC 360-16, July 7, 2016. American Institute of Steel Construction (AISC). Section I4 Shear, I4.2 Composite beams with formed steel deck, printed page 16.1-99. Publisher page (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). Sections J10.2 Web local yielding and J10.3 Web local crippling, printed page 16.1-143. Publisher page (opens in a new tab) ↩

  16. 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) ↩ ↩

  17. Dubai Building Code, 2021 Edition. Government of Dubai; official copy hosted by Dubai Development Authority. Part F, F.8.3.2 Concrete beam and slab deflection (printed page F44), PDF page 370. Open the publisher PDF at page 370 (opens in a new tab) ↩ ↩

  18. Joints in Steel Construction: Simple Joints to Eurocode 3 (SCI P358), 2014 reprint. Steel Construction Institute and British Constructional Steelwork Association. SCI P358, Section 1.2 Joint considerations, continued, 1.3 Exchange of information and 1.4 Costs (printed page 2), PDF page 12. Open the publisher PDF at page 12 (opens in a new tab) ↩

  19. Specification for Structural Steel Buildings (ANSI/AISC 360-16), ANSI/AISC 360-16, July 7, 2016. American Institute of Steel Construction (AISC). Sections I7 Composite diaphragms and collector beams and I8.1 Steel anchors, general, printed page 16.1-104. Publisher page (opens in a new tab) ↩ ↩

  20. Dubai Building Code, 2021 Edition. Government of Dubai; official copy hosted by Dubai Development Authority. Part F, F.7.12.5 Structural damping for assessment of wind responses and Table F.12 (printed page F39), PDF page 365. Open the publisher PDF at page 365 (opens in a new tab) ↩

  21. Dubai Building Code, 2021 Edition. Government of Dubai; official copy hosted by Dubai Development Authority. Part F, F.5.7 Fire resistance (printed page F17), PDF page 343. Open the publisher PDF at page 343 (opens in a new tab) ↩ ↩

  22. Dubai Building Code, 2021 Edition. Government of Dubai; official copy hosted by Dubai Development Authority. Part F, F.6.5.4 Structural connections: bolted, welded and post-installed anchors, with Figure F.14 (printed page F31), PDF page 357. Open the publisher PDF at page 357 (opens in a new tab) ↩