China Prefabricated Multi Storey Steel Frame Structure Residential Building Construction
|FOB Price:||US $50-120 / Square Meter|
|Min. Order:||200 Square Meters|
|Min. Order||FOB Price|
|200 Square Meters||US $50-120/ Square Meter|
|Payment Terms:||L/C, T/T|
- Model NO.: KXD-SWT052
- Usage: Warehouse, Villa, Dormitories, Temporary Offices, Workshop
- Customized: Customized
- Warranty: 30 Year Limited Warranty
- Member of Engineering Team: 20
- Life Cycle: 50 Years
- Customer Service: Aftersale Service
- Engineering Tools: CAD
- Transport Package: Seaworthy Package
- Origin: Qingdao, China
- Material: Steel Structure
- Certification: ISO, BV
- Size: According to Customers′ Requirement
- Color Reference: Ral
- Quality Control: Daily
- Construction Period: 60 Days
- Project Management: Turnkey Solution
- Trademark: KXD
- Specification: ISO, SGS
- HS Code: 9406000090
Steel frame for multi-story steel structure apartment
Columns in multi-storey steel frames are generally H sections, predominantly carrying axial load. When the stability of the structure is provided by cores, or discreet vertical bracing, the beams are generally designed as simply supported. The generally accepted design model is that nominally pinned connections produce nominal moments in the column, calculated by assuming that the beam
|reaction is 100 mm from the face of the column. If the reactions on the|
opposite side of the column are equal, there is no net moment. Columns on the perimeter of the structure will have an applied moment, due to the connection being on one side only. The design of columns is covered in detail in Multi-storey steel buildings. Part 4: Detailed design.
For preliminary design, it is appropriate to base the choice of column section on axial load alone, but ensure that the column is only working at 90% of its capacity, to allow for the subsequent inclusion of the nominal moments.
Typical column sizes are given in Table 4.1.
Table 4.1 Typical column sizes (for medium span composite floors)
|Number of floors supported by column typical column size (h) section|
|2 - 4 200|
|3 - 8 250|
|5 - 12 300|
|10 - 40 350|
Although small column sections may be preferred for architectural reasons, the practical issues of connections to the floor beams should be considered. It can be difficult and costly to provide connection into the minor axis of a very small column section.
|For ease of construction, columns are usually erected in two, or sometimes three-storey sections (i.e. approximately 8 m to 12 m in length). Column sections are joined with splices, typically 300 mm to 600 mm above the floor level.|
It is common to vary the column size within the height of the building, to make efficient use of the steelwork. Although it may be convenient to align the columns on a single centroidal axis, it may be preferable to maintain the same external face, so that all edge details, and supports for cladding, are similar. The floor beams will be slightly different lengths, and the additional moment induced by offsetting the upper column section will need to be accounted for in design.
Typical splice details are shown in Figure 4.5, when a change in section has been accommodated by a division plate between the sections.
|Figure 4.5 Typical splice details with bearing plate|
|If there are restrictions on space, it is possible to use countersunk bolts in the plates, or if the column sections have the same internal profile, to use internal cover plates and countersunk bolts, as shown in Figure 4.6.|
|5 FLOOR SYSTEMS|
In addition to their primary load-resisting function, floors transfer horizontal
|loads to the vertical bracing. In addition, floor slab, beams and columns have to satisfy a specified fire resistance (typically 60 to 120 minutes).|
Services may be integrated with the floor construction, or be suspended below the floor (as described in Section 4.6). In commercial buildings, raised floors allow services (particularly electrical and communication services) to be distributed easily.
This section describes various floor systems often used in multi-storey buildings. The main characteristics of each floor system are described, with guidance on important design issues. This section does not contain detailed design procedures but directs the reader to the sources of design guidance.
The following floor systems are covered:
- Composite beams and composite slabs with steel decking
- Long-span composite beams often with service openings
- Cellular composite beams with composite slabs and steel decking
- Integrated beams with precast concrete units
- Composite and non-composite beams with precast concrete units.
5.1 Composite constructionIn the following sections, design approaches are presented for composite construction. Decking may have a re-entrant or trapezoidal profile - re-entrant decking uses more concrete than trapezoidal decking, but has increased fire resistance for a given slab depth. Trapezoidal decking generally spans further than re-entrant decking, but the shear stud resistance is reduced due to the influence of the profile shape.
Generally, normal weight concrete (NWC) is used, although lightweight concrete (LWC) is structurally efficient and in some countries widely available.
5.2 Composite beams and composite slabs with steel decking
5.2.1 DescriptionComposite construction consists of downstand steel beams with shear connectors (studs) welded to the top flange to enable the beam to act compositely with an in situ composite floor slab.
The composite slab comprises profiled decking of various shapes that span 3 m to 4 m between secondary beams. The generic deck profiles are illustrated in
Figure 5.1 together with their typical slab depths. A 'target' slab depth of 130 mm is often used for 50 or 60 mm deep deck profiles, increasing to 150 mm for 80 mm deep deck profiles. Steel thicknesses of 0,8 mm to 1,2 mm are used depending on the deck spans.
The decking is normally designed to support the wet weight of the concrete and construction loading as a continuous member over two or three spans, but the composite slab is normally designed as simply supported between beams. Sufficient composite action occurs that it is generally the construction condition that controls the maximum spans that can be designed. Unpropped decking is preferred for reasons of speed of construction.
The secondary beams in the floor grid are supported by primary beams. These beams are usually designed as composite, but edge beams can be designed as non-composite, although shear connectors may be used for structural integrity and wind loads. A typical example of a composite beam used as an edge beam is shown in Figure 5.2.
110 - 130
130 - 150
140 - 170
Figure 5.1 Decking profiles used in composite construction
The shear connectors are normally site-welded through the decking to provide a secure fixing to the beam, and to enable the decking to provide restraint to the beam during the construction stage.
Mesh reinforcement, normally of 140 mm to 200 mm2/m cross-sectional area, is placed in the slab to enhance the fire resistance of the slab, to help distribute localised loads, to act as transverse reinforcement around the shear connectors and to reduce cracking in the slab over the beams.
|Figure 5.2 Edge beam in composite construction|
|5.2.2 Typical beam spans and design criteria|
Secondary beams are typically 6 m to 15 m span at 3 m to 4 m spacing (3,75 m is generally the preferred maximum span of the slab). Primary beams are designed with spans of 6 m to 12 m, when using IPE sections. A rectangular
|floor grid is often used, in which the secondary beams span the longer distance,|
in order that the secondary and primary beams are of similar size. A typical structural arrangement is illustrated in Figure 5.3.
Edge beams may be deeper than internal beams because of serviceability requirements of the cladding. Also, the use of composite edge beams requires placing of U-bars around the shear connectors.
Limitations on total deflection will usually govern for secondary beams using S355 steel. Bending resistance will usually govern for most primary beams in S235 or S275.
STRUCTURAL STEEL FRAMING ACHIEVES LOW FLOOR-TO-FLOOR SOLUTIONS WITH IDEAL BAY SIZES FOR APARTMENTS AND CONDOMINIUMS.Structural steel framing has long been recognized as a high-strength, dimensionally predictable, rapidly erected framing material. The selection of a structural steel framing system for a multi-story residential project provides significant benefits to the project, including:
- Low floor-to-floor heights and maximized floor-to-ceiling heights using steel framing elements and thin-floor systems
- Flexible spaces thanks to column-free areas-ideal for amenities and a mixture of unit types (link to space utilization page)
- Enhanced framing quality through the use of a long-lasting, durable, high-quality material fabricated off-site to tight tolerances (Quality page link)
- Adaptiveness, as a steel framing system is simpler to expand or remodel (Adaptability page link)
- Reduced foundation loads, column footprint and overall project costs thanks to steel's lightweight properties (Comparison of other material link)
- Earlier building occupancy thanks to quick erection, which reduces overall on-site construction, labor and associated time and costs (link to Schedule page)
|2||Width||Less than 11m|
|6||Standard accessory||Wall board||75mm thickness double color-steel sandwich panel with polystyrene foam inside. Heat Insulated coefficient is 0.041w/m.k. Heat transfer coefficient is 0.546w/ m².k.|
|7||False ceiling||75mm thickness double color-steel sandwich panel with polystyrene foam inside. Heat Insulated coefficient is 0.041w/m.k. Heat transfer coefficient is 0.546w/ m².k.|
|8||Roof board||color steel corrugated sheet, 0.5mm thickness|
|9||Outside door||Security door, single door with dimensions of 900*2100mm, furnished with a handle lock with 3keys. Doorframe is made of 1.2mm steel, and door is made of 0.7 mm steel, 90mm thick rock wool insulation foam.|
|10||Inside door||SIP, single door with dimensions of 750*2000mm, furnished with a cylinder lock with 3keys. Doorframe is made of aluminum, 50mm thick EPS insulation foam.|
|11||Window(W-1)||PVC, white color, with dimensions of 1200*1200mm, glazed with glass in a thickness of 5mm, two bay fixed, and two bay sliding, supplied with fly screen.|
|12||Window(W-2)||PVC, white color, with dimensions 500*500mm, glazed with glass in a thickness of 5mm, casement opening, supplied with fly screen.|
|13||Channel||Galvanized Steel Plain Sheet press moulding Material: Q235. Painted|
|14||Post||Square steel tube Material: Q235. Painted|
|15||Purline||Square steel tube Material: Q235. Painted|
|16||Roof truss||Square steel tube Material: Q235. Painted|
|17||Decoration and connection||color steel sheet, 0.35mm thickness|
|18||Option||Decorative floor||PVC, laminated or ceramic tile|
|19||Drainage system||Provided plan, design and construction|
|20||Electric system||Provided plan, design and construction|
|21||Technical parameter||Bearing load||30kg/m2|
|23||Fire proof||B2 grade|
|24||Resistant temperature||-20 ºC to 50ºC|
More information Please contact me: Ms. Tracy