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Concrete One-way Slab Calculator to AS3600's banner

Concrete One-way Slab Calculator to AS3600

Verified by the CalcTree engineering team on August 30, 2024
This calculator performs the analysis and design of reinforced concrete one-way spanning slabs. Design actions are calculated using simplified elastic analysis. Flexural capacity and deflection are then checked.
All calculations are performed in accordance with AS3600-2018.

Calculation

Technical assumptions

  1. Assumes the slab depth and reinforcement is known
  2. Using
    
    means the results of
    
    and
    
    are per unit width strips of slab
  1. The calculation of
    
    and
    
    conservatively ignores the compressive force from
    
    
  1. The simplified slab analysis and deflection checks are valid if certain conditions have been satisfied as per Clause 6.10 and 9.4 respectively
  2. For one-way slab analysis,
    
    for simplicity
  1. Axial capacity check, crack control, fire requirements and detailing requirements are not included.
  1. Prestress is not considered.
  2. Redistribution is not considered.
  1. This calculator assumes monolithic construction, that is, the supports are reinforced concrete and have been detailed (reinforcement provided) such that the slab-support interface is continuous (load transfer is enabled).



Ly
:7.00 m​



Lx
:3.00 m​


Slab Properties

RC slab cross-section


Geometry:


B
:1.00 m​



D
:225 mm​



Ly / Lx
:2.33​



Slab_type
:One-way​


One- or two-way slab

Although not specified in the standards, i t is typical to define a two-way slab as:

Ly/Lx≤2L_y/L_x \leq 2
Where:
  1. 
    
    is the length of the shorter slab span
  1. 
    
    is the length of the longer slab span
Otherwise, the slab is considered a one-way slab.

A one-way and two-way slab is designed in the same way. The difference is how you determine the design actions.

Concrete Properties:


fc
:32MPa​



Ec
:30,100​



Density_c
:25 kN / m^3​

Reinforcement Properties:


fsy
:500 MPa​



Es
:200 GPa​


Reinf in tension zone:


db_st
:16mm​



s_st
:250 mm​



c_st
:25 mm​



d_st
:192 mm​

Reinf in compression zone:


db_sc
:10mm​



s_sc
:200 mm​



c_sc
:25 mm​



d_sc
:30 mm​



Asc
:393 mm^2​




Ast
:804 mm^2​


Loads



SW
:5.63 kPa​



SDL
:0.50 kPa​



Q
:3.00 kPa​



Fd
:11.9 kPa​


ULS



psi_s
:0.7​



psi_l
:0.4​



kcs
:0.97​



F_def, total
:15.4 kPa​



F_def, incr
:9.2 kPa​


SLS



Slab Analysis



Support_type
:Columns​


Support type

For one-way slabs with a single span:


+M*
:72.6 kN m​



-M*
:-48.4 kN m​





Note


For one-way slabs with two spans, as per Clause 6.10.2:


+M* (1)
:52.8 kN m​



-M*, end
:-36.3 kN m​



-M*, interior
:-64.5 kN m​


M∗=coefficient×FdLn2M^*=\text{coefficient} \times F_d L_n^2

For one-way slabs with more than two spans, as per Clause 6.10.2:


+M*, end
:52.8 kN m​



+M*, interior
:36.3 kN m​



-M*, end (1)
:-24.2 kN m​



-M*, first interior
:-58.1 kN m​



-M*, other interior
:-52.8 kN m​


M∗=coefficient×FdLn2M^*=\text{coefficient} \times F_d L_n^2

Results are in

per

strip of slab, so if

results are in

strip of slab.

❗Ensure these conditions have been met



Flexural (ULS) Design Check



phi
:0.85​


Capacity reduction factor

Capacity reduction factor

shall be taken from Table 2.2.2. For pure bending:
  1. 
    
    for Normal (N) ductility reinforcement, which is when
    
    
  2. 
    
    for Low (L) ductility reinforcement
AS3600-2018, Table 2.2.2



ku
:0.09​



Check ku
:< 0.36 ✅​


Ductility check



Ast,min
:358 mm^2​



Check Ast
:> Ast,min ✅​


Minimum reinforcement check



Number_of_spans
:More than two spans​



α2
:0.80​



γ
:0.89​



Mu
:62.9 kN m​



+M*_max
:52.8 kN m​



-M*_max
:-58.1 kN m​


Moment capacity check



Check +M*
:= 53kNm ≤ Mu = 63kNm, OK ✅​



Check -M*
:= 58kNm ≤ Mu = 63kNm, OK ✅​


Note



Deflection (SLS) Check



Slab type
:Ly/Lx = 2.33 ∴ One-way slab supported by Columns​


Span_type
:Continuous (interior span)​



k3
:1.00​



k4
:2.10​



Lef / d
:36​


Simplified approach

For total deflection:


Deflection_limit_total
:1/250​



(Lef / d)_limit
:42​



Check
:Lef/d ≤ limit ✅​



Min D
:201 mm​

For incremental deflection:


Deflection_limit_incr
:1/500​



(Lef / d)_limit (1)
:39​



Check (1)
:Lef/d ≤ limit ✅​



Min D (1)
:211 mm​


❗Ensure these conditions have been met