design end construct slim floor

P110: Slim Floor Design and Construction

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ForewordContentsSummaryNotation1. INTRODUCTION1.1 Background information1.2 DefinitionsFigure 1 Main structural floor components used in slim floor construction

1.3 The benefits of using slim floor construction

2. ALTERNATIVE ARRANGEMENTS OF "Hat Beam"2.1 Internal beamsFigure 2 Typical arrangements of internal "hat beams"

2.2 The "SLIMFLOR" beamFigure 3 The basic steel components of the "SLIMFLOR" beamFigure 4 Various methods of floor construction using the "SLIMFLOR" beamFigure 5(a) Typical Example of the SLIMFLOR beam in the construction stageFigure 5(b) Welding of steel shear connectors to the top flange of the Universal Column sectionFigure 6(a) Slim floor construction using the parellel beam approachFigure 6(b) Typical plan layout for the construction shown in Figure 6(a)Figure 7 Modified ConstrucThor beamFigure 9 Typical arrangments of tie beams

3. CONSTRUCTION TECHNIQUES3.1 Steel framesTable 1 Guide to the typical uses of the "SLIMFLOR" beamFigure 8 Typical frame arrangement for an internal bayFigure 9 Typical arrangements of tie beams

3.2 Floor construction3.2.1 Internal "SLIMFLOR" beamFigure 10 Typical details for Type (1) floor constructionFigure 11 Typical details for Type (2) floor constructionFigure 12 Typical details for Type (3) floor construction

3.2.2 Building perimeterFigure 13 Alternative arrangements of edge "hat beams"

3.2.3 Prestressed concrete floor unitsFigure 14 Limiting dimensions for pc units

3.2.4 Future developmentsFigure 15 Isometric projection of the deep steel deck used in composite constructionFigure 16 Possible development of pc units

4. BASIS OF DESIGN4.1 Non-Composite beams4.1.1 Design assumptionsFigure 17 Typical floor arrangement for the non composite beam

4.1.2 Section classificationFigure 18 Section Dimensions

4.1.3 Moment capacity including lateral torsional buckling effectsFigure 19 Construction stage componentsTable 2 Section classification for Universal Columns in bending for grades 43 and 50

4.1.4 Biaxial stress effects in the flange plateFigure 10 Diagrams showing applied loads to the bottom flange plateFigure 21 Von Mises curve showing the position of alpha1 and alpha2 stressesFigure 22 Plastic distribution through the flange plateFigure 23 Graph showing the influence of the longitudinal stress on the transverse bending stress for the plastic and elastic conditions

4.1.5 Torsional effectsFigure 24 Partially loaded (pc units) Internal BayFigure 25 Bending moment diagrams for a partially loaded bay and self weight of steel membersFigure 26 Diagrams showing the horizontal force, F generated from the out of balance load, W1

4.1.6 Summary of desing procedures for the construction stage4.1.7 Vertical shear capacity4.1.8 Serviceability stresses

4.2 Semi-composite beam4.2.1 Section ClassificationFigure 27 Typical cross-section through the semi-composite beam

4.2.2 Moment capacityFigure 28 Ultimate stress distribution through the "SLIMFLOR" beam

4.3 Composite constructionFigure 29 Typical cross-section through the composite beam4.3.1 Section classificationFigure 30 Typical cross-section through the composite beam showing the effective width of the compression flangeTable 3 Modular Ratios

4.3.2 Moment capacity, McFigure 31 Typical cross-section through composie slab with full shear connectionFigure 32 Typical cross-section through composite slab for partial shear connectionFigure 33 Limitations on in situ concrete depth in compression

4.3.3 Deflection4.3.4 Serviceability stresses4.3.5 Transverse reinforcementFigure 34 Assumed shear failure planes at the ultimate limit stateTable 4 Reinforcement area and lengths of shear plane for Figure 34

4.3.6 Shear connector designTable 5 Characteristic resistances (kN) of headed stud shear connectors from BS 5950: Part 3Figure 35 Requirements for dimensional spacing of shear stud connectors

4.3.7 Natural frequency of the beam

4.4 Edge beams4.5 Connections4.6 RobustnessFigure 36 Typical tying detailFigure 37 Cross-section through multi-storey building showing the collapse of the upper storey

5. FIRE RESISTANCE5.1 Fire testsTable 6 Summary of fire resistance tests5.1.1 Analysis of fire testsFigure 38 Comparison of measured and calculated performance in Test 5Table 7 Comparison of measured and claculated temperatures (degree C)Table 8 Comparison of moment capacities calculated using both measured and calculated temperatures

5.2 Required strength in fire5.3 Composite beamsTable 9 Comparison of composite and non-composite performance

5.4 Design program5.5 RecommendationsTable 10 Summary of recommendations5.5.1 30 minutes fire resistance5.5.2 60 minutes fire resistance5.3.3 90 minutes fire resistance5.5.4 Welds5.5.4 Edge beamsTable 11 Moment capacity and masimum load ratio for Types 1 and 2 to achieve 60 minutes fire resistance

6 DESIGN CHARTS FOR INITIAL SIZINGTable 12 Type 1 Universal Column sizes in Grade 43Table 13 Type 1 Universal Column sizes in Grade 50Table 14 Type 2 Universal Column sizes in Grade 43Table 15 Type 2 Universal column sizes in Grade 50Table 16 Type 3 Universal column sizes in Grade 43Table 17 Type 3 Universal column sizes in Grade 50

REFERENCESAPPENDIX A: Worked examplesAPPENDIX B: Formulae for elastic section properties and plastic moment capacityAPPENDIX C: User notes for the SLIMFLOR programContents1. Introduction2. Installation and running3. Main Menu4. "INPUT NEW DATA" option5 "SAVE DATA" option6. "RETRIEVE SAVED DATE" option7. "EDIT PRESENT DATE" option8. "DESIGN SUMMARY" option9 "BEAM SELECTION" option10 "OUTPUT" option11. Fire design

design end construct slim floor

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