Flat Slab Design ( Thiết Kế Dầm Bẹt, Tiếng Anh ) - 123doc

Flat slab design ( Thiết kế dầm bẹt, tiếng anh ) Xác định mặt cắt cần kiểm toán. Tính các giá trị nội lực tại mặt cắt. Xác định vị trí trục trung hòa của tiết diện. Tính ứng suất tại điểm xa trục trung hòa nhất và so sánh với ứng suất cho phép.

AND DETAILING

OF FLAT SLAB

ESE SOEDARSONO HS

27 FEBRUARY 2002

What is a flat slab?

• a reinforced concrete slab supported directly

by concrete columns without the use of beams

Flat slab Flat slab with drop panels

Flat slab with column head Flat slab with drop panel and column head

Uses of column heads :

• increase shear strength of slab

• reduce the moment in the slab by reducing the clear or effective span

Flat slab with column head

Uses of drop panels :

• increase shear strength of slab

• increase negative moment capacity of slab

• stiffen the slab and hence reduce deflection

• Flexibility in room layout

• Saving in building height

• Shorter construction time

• Ease of installation of M&E services

• Prefabricated welded mesh

• Buildable score

FLEXIBILITY IN ROOM LAYOUT

• allows Architect to introduce partition walls anywhere required

• allows owner to change the size of room layout

• allows choice of omitting false ceiling and finish soffit

of slab with skim coating

SAVING IN BUILDING HEIGHT

• Lower storey height will reduce building weight due to lower partitions and cladding to façade

• approx saves 10% in vertical members

• reduce foundation load

Beam-Free

SHORTER CONSTRUCTION TIME

flat plate design willfacilitate the use ofbig table formwork toincrease productivity

SINGLE SOFFIT LEVEL

Living Roo m

26 0

• Simplified the table formwork needed

EASE OF INSTALLATION

OF M&E SERVICES

• all M & E services can be mounted directly on the underside of the slab instead of bending them to avoid the beams

• avoids hacking through beams

PRE-FABRICATED WELDED MESH

• Prefabricated in standard sizes

• Minimised installation time

• Better quality control

• Prefabricated in standard sizes

• Minimised installation time

• Better quality control

• allows standardized structural members and

prefabricated sections to be integrated into the design for ease of construction

• this process will make the structure more buildable, reduce the number of site workers and increase the productivity at site

• more tendency to achieve a higher Buildable score

CONSIDERATIONS

WALL AND COLUMN POSITION

• Locate position of wall to maximise the structural stiffness for lateral loads

• Facilitates the rigidity to be located to the centre of building

Typical floor plan of Compass the Elizabeth

STRUCTURAL LAYOUT PLAN

• the sizes of vertical and structural structural members can be optimised to keep the volume of concrete for the entire superstructure inclusive of walls and lift cores to be in the region of 0.4 to 0.5 m3 per square metre

• this figure is considered to be economical and

comparable to an optimum design in conventional of beam and slab systems

CRACK CONTROL

• advisable to perform crack width calculations based

on spacing of reinforcement as detailed and the moment envelope obtained from structural analysis

• good detailing of reinforcement will

– restrict the crack width to within acceptable tolerances as specified in the codes and

– reduce future maintenance cost of the building

FLOOR OPENINGS

• No opening should encroach upon a column head or drop

• Sufficient reinforcement must be provided to take care of stress concentration

PUNCHING SHEAR

• always a critical consideration in flat plate design

around the columns

• instead of using thicker section, shear reinforcement

in the form of shear heads, shear studs or stirrup cages may be embedded in the slab to enhance shear capacity at the edges of walls and columns

PUNCHING SHEAR

Shear Studs

Shear Studs

• alternatively use 2 sets of forms

LATERAL STABILITY

• buildings with flat plate design is generally less rigid

• lateral stiffness depends largely on the configuration

of lift core position, layout of walls and columns

• frame action is normally insufficient to resist lateral loads in high rise buildings, it needs to act in tendam with walls and lift cores to achieve the required

stiffness

LATERAL STABILITY

MULTIPLE FUNCTION PERIMETER BEAMS

• adds lateral rigidity

• reduce slab deflection

METHODOLOGY

METHODS OF DESIGN

• the finite element analysis

• the simplified method

• the equivalent frame method

FINITE ELEMENT METHOD

• Based upon the division of complicated structures into smaller and simpler pieces (elements) whose behaviour can be formulated.

• E.g of software includes SAFE, ADAPT, etc

• results includes

– moment and shear envelopes – contour of structural deformation

SIMPLIFIED METHOD

Table 3.19 may be used provided

• Live load > 1.25 Dead load

• Live load (excluding partitions) > 5KN/m2

• there are at least 3 rows of panels of approximately equal span in direction considered

• lateral stability is independent of slab column

connections

SIMPLIFIED METHOD

Table 3.19: BM and SF coefficients for flat slab or 3 or more equal spans

Outer Support Column Wall

Near centre

of 1st span

First interior span

Centre of interior span

Interior span Moment -0.04Fl* 0.086Fl 0.083Fl* -0.063Fl 0.071Fl -0.055Fl

Shear 0.45F 0.4F - 0.6F - 0.5F

Total column moments

0.04Fl - - 0.022Fl - 0.022Fl

* the design moments in the edge panel may have to be adjusted according to 3.7.4.3

F is the total design ultimate load on the strip of slab between adjacent columns considered

(1.4gk + 1.6 qk)

l is the effective span

EQUIVALENT FRAME METHOD

• most commonly used method

• the flat slab structure is divided longitudinally and transversely into frames consisting of columns and strips of slabs with :

– stiffness of members based on concrete alone – for vertical loading, full width of the slab is used to evaluate stiffness

– effect of drop panel may be neglected if dimension <

lx/3

EQUIVALENT FRAME METHOD

Plan of floor slab Step 1 : define line of support

in X & Y directions

EQUIVALENT FRAME METHOD

9 10 10 9.2 0.8

DESIGN STRIP IN PROTOTYPE

9 10 10.6 10.5 0.8

STRAIGHTENED DESIGN STRIP

DESIGN STRIP IN ELEVATION

Step 2 : define design strips in

X & Y directions

FLAT SLAB

Effective dimension of a head ,

where l ho = actual dimension, l h max = l c + 2(d h -40)

l h (mm) = lesser of l ho or l h max

middle strip (ly-lx/2)

middle strip

ly (longer span)

ly (longer span)

note : ignore drop if dimension is less than lx/3

MOMENT DIVISION - EXAMPLE

6000 6000 6000 6000 6000

5000

Layout of building

7000 5000

A floor slab in a building where stability is provided by shear walls

in one direction (N-S) The slab is without drops and is supported internally and on the external long sides by square columns The imposed loading on the floor is 5 KN/m 2 and an allowance of 2.5KN/m 2 for finishes, etc fcu = 40 KN/m 2 , fy = 460KN/m 2

MOMENT DIVISION - EXAMPLE

MOMENT DIVISION - EXAMPLE6000

exterior support = 0.25*35 on 2.5m strip = 3.5KNm centre of 1st span = 0.45*200 on 2.5 strip = 36KNm 1st interior support = 0.25*200 on 3m strip = 16.7KNm centre of interior span = 0.45 *369 on 3m strip = 55.4KNm

DESIGN FOR BENDING

INTERNAL PANELS

• columns and middle strips should be designed to withstand design moments from analysis

DESIGN FOR BENDING

< 0.5 design moment (EFM)

< 0.7 design moment (FEM)Otherwise structural arrangements shall be changed

M t, max = 0.15 b e d 2 fcu

1 Calculate V eff =kV t at column perimeter (approx equal span)

V t = SF transferred from slab

k = 1.15 for internal column, 1.25 corner columns and edge columns where M acts parallel to free edge and 1.4 for edge columns where M acts at right angle to free edge

2 Determine vmax= V eff /uo d where uo is the length of column perimeter

Check vma < 0.8 f cu or 5 N/mm 2

3 Determine v=(V eff -V/ud) where u is

the length of perimeter A and V is the

column load and check v < vc

4 Repeat step 3 for perimeter B and C

Column perimeter

Perimeter A

Perimeter B

3d 2

3d 4

3d 4

) lx/3

(i) use normal span/effective depth ratio if drop width >1/3 span each way; otherwise

(ii) to apply 0.9 modification factor for flat slab, or

where drop panel width < L/3

Holes in areas bounded by the column strips may be formed providing :

• greatest dimension < 0.4 span length and

• total positive and negative moments are redistributed between the remaining structure to meet the changed conditions

ly (longer span)

Holes in areas common to two column strips may be formed providing :

• that their aggregate their length or width does not exceed one-tenth of the width of the column strip;

• that the reduced sections are capable of resisting with the moments; and

• that the perimeter for calculating the design shear stress is reduced if appropriate

ly (longer span)

For all other cases of openings, it should be framed onall sides with beams to carry the loads to the columns.

FLAT SLAB

spacing as per design

#Main wire - hard drawn ribbed wire with diameter and

spacing as per design

#Cross wire - hard drawn smooth wire as holding wire

H8-800mm c/c for main wire diameter > 10mm

H7-800mm c/c for main wire diameter of 10mm and below

H7-800mm c/c for main wire diameter of 10mm and below

F-Mesh 1

TensionLap

Main Wire

Plan View of Mesh Layout

Main Wire Cross Wire

Main Wire Cross Wire

FOR INTERNAL PANELS

• Reinforcement are arranged in 2 directions parallel to each span; and

• 2/3 of the reinforcement required to resist negative moment in the column strip must be placed in the centre half of the strip

• for slab with drops, the top reinforcement should be placed evenly across the column strip