Code Related Data
Codes with strength reduction factors
Codes with partial safety factors on materials
- EN1992-1-1 2004 +A1:2014
- EN1992-2 2005
- Hong Kong Buildings 2013
- Hong Kong Structural Design Manual for Highways and Railways 2013
- Indian concrete road bridge IRC:112 2011
- Indian concrete rail bridge IRS 1997
- Indian building IS456
Current tabular codes
Codes with resistance factor on materials
Superseeded codes with partial safety factors on materials
- BS8110 1997 & Concrete Society TR49
- BS8110 1997 (Rev 2005) & Concrete Society TR49
- BS5400 Part 4 & Concrete Society TR49
- Hong Kong Buildings 2004
- Hong Kong Buildings 2004 AMD1 2007
- Hong Kong Highways 2006
American Codes
These codes use strength reduction factors.
ACI318-08 | ACI318-11 | ACI318-14 | |
---|---|---|---|
Concrete strength | |||
Steel strength | |||
Strength reduction factor for axial compression* | f = 0.65 [9.3.2.2] | f = 0.65 [9.3.2.2] | f = 0.65 [21.2.2] |
Strength reduction factor for axial tension* | f = 0.9 [9.3.2.1] | f = 0.9 [9.3.2.1] | f = 0.9 [21.2.2] |
Uncracked concrete design strength for rectangular stress block | 0.85 [10.2.7.1] | 0.85 [10.2.7.1] | 0.85 [22.2.2.4.1] |
Cracked concrete design strength (equal to twice the upper limit on shear strength) | (5/3) ( in MPa) 20 ( in psi) [11.2.1.1 & 11.4.7.9] | 1.66 ( in MPa) 20 ( in psi) [11.2.1.1 & 11.4.7.9 11.9.3] | 1.66 ( in MPa) 20 ( in psi) [11.5.4.3] |
Concrete tensile design strength (used only to determine whether section cracked) | (1/3) ( in MPa) 4 ( in psi) [11.3.3.2] | 0.33 ( in MPa) 4 ( in psi) [11.3.3.2] | 0.33 ( in MPa) 4 ( in psi) [22.5.8.3.3] |
Compressive plateau concrete strain | 0.002 [assumed] | 0.002 [assumed] | 0.002 [assumed] |
Maximum axial compressive concrete strain | 0.003 [10.2.3] | 0.003 [10.2.3] | 0.003 [22.2.2.1] |
Maximum flexural compressive concrete strain | 0.003 [10.2.3] | 0.003 [10.2.3] | 0.003 [22.2.2.1] |
Proportion of depth to neutral axis over which constant stress acts | 0.85-0.05( -30)/7 ( in MPa) 0.85- 0.05( /1000-4) ( in psi) but within limits 0.65 to 0.85 [10.2.7.3] | 0.85-0.05( -28)/7 ( in MPa) 0.85- 0.05( /1000-4) ( in psi) but within limits 0.65 to 0.85 [10.2.7.3] | 0.85-0.05( -28)/7 ( in MPa) 0.85- 0.05( /1000-4) ( in psi) but within limits 0.65 to 0.85 [22.2.2.4.3] |
Maximum value of ratio of depth to neutral axis to effective depth in flexural situations | [10.3.5] | [10.3.5] | [7.3.3.1 & 8.3.3.1] |
Elastic modulus of steel | 200 GPa [8.5.2] | 200 GPa [8.5.2] | 200 GPa [20.2.2.2] |
Design strength of reinforcement in tension | [10.2.4] | [10.2.4] | [20.2.2.1] |
Design strength of reinforcement in compression | [10.2.4] | [10.2.4] | [20.2.2.1] |
Maximum linear steel stress | [10.2.4] | [10.2.4] | [20.2.2.1] |
Yield strain in tension | / [10.2.4] | / [10.2.4] | / [20.2.2.1] |
Yield strain in compression | / [10.2.4] | / [10.2.4] | / [20.2.2.1] |
Design strain limit | [0.01] assumed | [0.01] assumed | [0.01] assumed |
Maximum concrete strength | - | - | - |
Maximum steel strength | - | - | - |
Minimum eccentricity | 0.10 h [R10.3.6 & R10.3.7] | 0.10 h [R10.3.6 & R10.3.7] | 0.10 h [R22.4.2.1] |
Minimum area compression reinforcement | - | - | - |
maximum permitted angle between applied and resulting principal stress | - | - | - |
*Applied forces and moments are divided by the strength reduction factor to obtain design values for use within RCSlab. The appropriate vales are determined as follows:
kuc = εcu/(εcu + fyd/Es)
kut = εcu/(εcu + 0.005)
Mc = φckucβfcdc × (1 - kucβ/2) × (h/2 + zmin)2 - N × zmin
Mt = φtkutβfcdc × (1 - kutβ/2) × (h/2 + zmin)2 - N × zmin
If
If
Otherwise:
Australian Codes
This code uses strength reduction factors.
AS3600 | |
---|---|
Concrete strength | |
Steel strength | |
Strength reduction factor for axial compression* | f = 0.6 [Table 2.2.2] |
Strength reduction factor for axial tension* | f = 0.8 (N bars) f = 0.64 (L bars) [Table 2.2.2] |
Uncracked concrete design strength for rectangular stress block | Where = 1.00-0.003 but within limits 0.67 to 0.85 [10.6.2.5(b)] |
Cracked concrete design strength (equal to twice the upper limit on shear strength) | 0.4 [11.6.2] |
Concrete tensile design strength (used only to determine whether section cracked) | 0.36 [3.1.1.3] |
Compressive plateau concrete strain | 0.002 [assumed] |
Maximum axial compressive concrete strain | 0.0025 [10.6.2.2(b)] |
Maximum flexural compressive concrete strain | 0.003 [8.1.2.(d)] |
Proportion of depth to neutral axis over which constant stress acts | 1.05-0.007 but within limits 0.67 to 0.85 [10.6.2.5(b)] |
Maximum value of ratio of depth to neutral axis to effective depth in flexural situations | 0.36 [8.1.5] |
Elastic modulus of steel | 200 GPa [3.2.2(a)] |
Design strength of reinforcement in tension | [3.2.1] |
Design strength of reinforcement in compression | [3.2.1] |
Maximum linear steel stress | [3.2.1] |
Yield strain in tension | / [3.2.1] |
Yield strain in compression | / [3.2.1] |
Design strain limit | Class N 0.05 Class L 0.015 [3.2.1] |
Maximum concrete strength | - |
Maximum steel strength | £ 500 MPa [3.2.1] |
Minimum eccentricity | 0.05 h [10.1.2] |
Minimum area compression reinforcement | 0.01 (0.5% each face) [10.7.1 (a)] |
Maximum permitted angle between applied and resulting principal stress | - |
*Applied forces and moments are divided by the strength reduction factor to obtain design values for use within RCSlab. The appropriate vales are determined as follows:
kuc = (1.19 - φc) × 12/13
kut = (1.19 - φt) × 12/13
kub = εcu/(εcu + fyd/Es)
Mc = φckucβfcdc × (1 - kucβ/2) × (h/2 + zmin)2 - min(0, N) × zmin
Mt = φtkutβfcdc × (1 - kutβ/2) × (h/2 + zmin)2 - min(0, N) × zmin
Nb = [φckubβfcdc × (1 - kubβ/2) × (h/2 + zmin)2 - M] / zmin
If
If
Otherwise:
If
If
Otherwise:
Eurocode
These codes use partial safety factors on materials.
EN1992-1-1 2004 +A1:2014 | EN1992-2 2005 | |
---|---|---|
Concrete strength | ||
Steel strength | ||
Partial safety factor on concrete | = 1.5 [2.4.2.4(1)] | = 1.5 [2.4.2.4(1)] |
Partial safety factor on steel | = 1.15 [2.4.2.4(1)] | = 1.15 [2.4.2.4(1)] |
Uncracked concrete design strength for rectangular stress block | 50 MPa / > 50 MPa (1 - (-50)/200) / is an NDP* [3.1.7(3)] | 50 MPa / > 50 MPa (1 - (-50)/200) / is an NDP* [3.1.7(3)] |
Cracked concrete design strength (equal to twice the upper limit on shear strength) | 0.6(1-/250) / [6.2.2(6)] | 0.312(1-/250) / [6.109 (103)iii] (see also ϕΔ) |
Concrete tensile design strength (used only to determine whether section cracked) | 50 MPa 0.21 2/3/ > 50 MPa 1.48 ln[1.8+ /10] / is an NDP* [Table 3.1] | 50 MPa 0.21 2/3/ > 50 MPa 1.48 ln[1.8+ /10] / is an NDP* [Table 3.1] |
Compressive plateau concrete strain | 50 MPa 0.00175 > 50 MPa 0.00175+ 0.00055 [(-50)/40] [Table 3.1] | 50 MPa 0.00175 > 50 MPa 0.00175+ 0.00055 [(-50)/40] [Table 3.1] |
Maximum axial compressive concrete strain | 50 MPa 0.00175 > 50 MPa 0.00175+ 0.00055 [(-50)/40] [Table 3.1] | 50 MPa 0.00175 > 50 MPa 0.00175+ 0.00055 [(-50)/40] [Table 3.1] |
Maximum flexural compressive concrete strain | 50 MPa 0.0035 > 50 MPa 0.0026+0.035 [(90-)/ 100]4 [Table 3.1] | 50 MPa 0.0035 > 50 MPa 0.0026+0.035 [(90-)/ 100]4 [Table 3.1] |
Proportion of depth to neutral axis over which constant stress acts | 50 MPa 0.8 > 50 MPa 0.8-(-50)/400 [3.1.7(3)] | 50 MPa 0.8 > 50 MPa 0.8-(-50)/400 [3.1.7(3)] |
Maximum value of ratio of depth to neutral axis to effective depth in flexural situations | 50 MPa (1- )/ > 50 MPa (1- )/ , , and are NDPs* [5.5(4)] | 50 MPa (1- )/ > 50 MPa (1- )/ , , and are NDPs* [5.5(104)] |
Elastic modulus of steel | 200 GPa [3.2.7(4)] | 200 GPa [3.2.7(4)] |
Design strength of reinforcement in tension | / [3.2.7(2)] | / [3.2.7(2)] |
Design strength of reinforcement in compression | / [3.2.7(2)] | / [3.2.7(2)] |
Maximum linear steel stress | / [3.2.7(2)] | / [3.2.7(2)] |
Yield strain in tension | /( ) [3.2.7(2)] | /( ) [3.2.7(2)] |
Yield strain in compression | /( ) [3.2.7(2)] | /( ) [3.2.7(2)] |
Design strain limit | NDP* [] | NDP* [] |
Maximum concrete strength | 90 MPa [3.1.2(2)] | 90 MPa [3.1.2(2)] |
Maximum steel strength | 600 MPa [3.2.2(3)] | 600 MPa [3.2.2(3)] |
Minimum eccentricity | max{h/30, 20 mm} [6.1(4)] | max{h/30, 20 mm} [6.1(4)] |
Minimum area compression reinforcement | - | - |
Maximum permitted angle between applied and resulting principal stress | - | = 15° [6.109 (103)iii] (see also ) |
*NDPs are nationally determined parameters.
Hong Kong Codes
These codes use partial safety factors on materials.
Hong Kong Buildings 2013 | Hong Kong Structural Design Manual for Highways and Railways 2013 | |
---|---|---|
Concrete strength | ||
Steel strength | ||
Partial safety factor on concrete | = 1.5 [Table 2.2] | = 1.5 [5.1] |
Partial safety factor on steel | = 1.15 [Table 2.2] | = 1.15 [5.1] |
Uncracked concrete design strength for rectangular stress block | 0.67/ [Figure 6.1] | 0.67 / [Figure 5.3] |
Cracked concrete design strength (equal to twice the upper limit on shear strength) | min{17.5, 2} / 0.55 [6.1.2.5(a)] | 0.6 (1-0.8 /250) 0.8 / [5.1] |
Concrete tensile design strength (used only to determine whether section cracked) | 0.36/ [12.3.8.4] | 60 MPa [0.025 + 0.6] / > 60 MPa 2.1 / [Table 5.1] |
Compressive plateau concrete strain | 0.002 [assumed] | [0.026 + 1.1] / [5.2.6(1) & Table 5.1] |
Maximum axial compressive concrete strain | 60 MPa 0.0035 > 60 MPa 0.0035- 0.00006 -60] [Figure 6.1] | [0.026,cube + 1.1] / [5.2.6(1) & Table 5.1] |
Maximum flexural compressive concrete strain | 60 MPa 0.0035 > 60 MPa 0.0035- 0.00006 -60] [Figure 6.1] | ,cube 60 MPa 0.0035 ,cube > 60 MPa 0.0035- 0.00006 -60] [5.2.6(1)] |
Proportion of depth to neutral axis over which constant stress acts | 45 MPa 0.9 45 < 70 0.8 > 70 MPa 0.72 [Figure 6.1] | ,cube 45 MPa 0.9 45 < 70 0.8 70 < ,cube 85 0.72 [Figure 5.3] |
Maximum value of ratio of depth to neutral axis to effective depth in flexural situations | 45 MPa 0.50 45 < 70 0.40 > 70 MPa 0.33 [6.1.2.4(b)] | 50 MPa 0.344 > 50 MPa 0.6/{0.6 + 0.4/ (2.6 + 35[(90-)/100] )} [5.1] |
Elastic modulus of steel | 200 GPa [Figure 3.9] | 200 GPa [5.1] |
Design strength of reinforcement in tension | / [Figure 3.9] | / [5.1] |
Design strength of reinforcement in compression | / [Figure 3.9] | / [5.1] |
Maximum linear steel stress | / [Figure 3.9] | / [5.1] |
Yield strain in tension | /( ) [Figure 3.9] | /( ) [5.1] |
Yield strain in compression | /( ) [Figure 3.9] | /( ) [5.1] |
Design strain limit | (10 -1)× [6.1.2.4(a) (v)] | Grade 250 0.45 Grade 500B 0.045 Grade 500C 0.0675 [5.1(1) & 5.3(1) CS2:2012 Table 5 UKNA EN1992-1-1] |
Maximum concrete strength | 100 MPa [TR 1] | ,cube 85 MPa [5.2.1(2)] Cmax |
Maximum steel strength | = 500 MPa [Table 3.1] | 600 MPa [5.1] |
Minimum eccentricity | min{h/20, 20 mm} [6.2.1.1(d)] | max{h/30, 20 mm} [5.1] |
Minimum area compression reinforcement | - | - |
Maximum permitted angle between applied and resulting principal stress | - | - |
Indian Codes
These codes use partial safety factors on materials.
Indian concrete road bridge IRC:112 2011 | Indian concrete rail bridge IRS 1997 | Indian building IS456 | |
---|---|---|---|
Concrete strength | |||
Steel strength | |||
Partial safety factor on concrete | = 1.5 [A2.10] | = 1.5 [15.4.2.1(b)] | = 1.5 [36.4.2.1] |
Partial safety factor on steel | = 1.15 [Fig 6.2] | = 1.15 [15.4.2.1(d)] | = 1.15 [36.4.2.1] |
Uncracked concrete design strength for rectangular stress block | 60 MPa 0.67/ > 60 MPa (1.24-/250) 0.67/ [6.4.2.8 A2.9(2)] | 0.60/ [15.4.2.1(b)] | 0.67/ [Figure 21] |
Cracked concrete design strength (equal to twice the upper limit on shear strength) | 80 MPa 0.6 0.67/ 80 MPa < 100 MPa (0.9-/250) 0.67 / > 100 MPa 0.5 0.67/ [10.3.3.2] | min {11.875, 1.875 }/ 0.55 [15.4.3.1] | 1.6 / 0.55 [Table 20] |
Concrete tensile design strength (used only to determine whether section cracked) | 60 MPa 0.1813 2/3/ > 60 MPa 1.589 ln[1.8+ /12.5]/ [A2.2] | 0.36/ [16.4.4.2] | 0.5/ [From 6.2.2 (70% of SLS value / )] |
Compressive plateau concrete strain | 60 MPa 0.0018 > 60 MPa 0.00175+ 0.00055 [(0.8-50)/ 40] [Table 6.5 & A2.2] | 0.002 [assumed] | 0.002 [Figure 21] |
Maximum axial compressive concrete strain | 60 MPa 0.0018 > 60 MPa 0.00175+ 0.00055 [(0.8-50)/ 40] [Table 6.5 & A2.2] | 0.0035 [15.4.2.1(b)] | 0.002 [39.1a] |
Maximum flexural compressive concrete strain | 60 MPa 0.0035 > 60 MPa 0.0026+0.035 [(90-0.8)/ 100]4 [Table 6.5 & A2.2] | 0.0035 [15.4.2.1(b)] | 0.0035 [38.1b] |
Proportion of depth to neutral axis over which constant stress acts | 60 MPa 0.8 > 60 MPa 0.8-(-60)/500 [A2.9(2)] | 1 [15.4.2.1(b)] | 0.84 [38.1c] |
Maximum value of ratio of depth to neutral axis to effective depth in flexural situations | [upper limit] | 1/{1+frac{\epsilon_{s}}{\epsilon_{cu}) <br />where $\epsilon_{s} = 0.002 + [15.4.2.1(d)] | fy = 250 0.53 fy = 415 0.48 fy = 500 0.46 [38.1f] |
Elastic modulus of steel | 200 GPa [6.2.2] | 200 GPa [Figure 4B] | 200 GPa [Figure 23B] |
Design strength of reinforcement in tension | / [6.2.2] | / [Figure 4B] | / [Figure 23B] |
Design strength of reinforcement in compression | / [6.2.2] | ( / )/[1+ ( / )/ 2000] [15.6.3.3] c/ | / [Figure 23B] |
Maximum linear steel stress | / [6.2.2] | 0.8 / [Figure 4B] | / [Figure 23B] |
Yield strain in tension | /( ) [6.2.2] | /( ) + 0.002 [Figure 4B] | /( ) [Figure 23B] |
Yield strain in compression | /( ) [6.2.2] | 0.002 [assumed] | /( ) [Figure 23B] |
Design strain limit | [0.01] assumed | [0.01] assumed | [0.01] assumed |
Maximum concrete strength | 110 MPa [A2.9(2)] | 60 MPa [Table 2] | 80 MPa [Table 2] |
Maximum steel strength | 600 MPa [Table 6.1] | - | 500 MPa [5.6] |
Minimum eccentricity | 0.05 h [7.6.4.2] | min{0.05 h, 20 mm} [15.6.3.1] | max{h/30, 20 mm} [25.4] |
Minimum area compression reinforcement | - | - | - |
Maximum permitted angle between applied and resulting principal stress | - | - | - |
Chinese Codes
PR China GB 50010 2002 | |
---|---|
Characteristic concrete cube strength | (value after ‘C’ in grade description) |
Characteristic steel strength | – related to bar type in Table 4.2.2-1 |
Design concrete strength | - related to in Table 4.1.4 |
Uncracked concrete design strength for rectangular stress block | 50 MPa > 50 MPa [1 - 0.002( -50)]× [7.1.3] |
Cracked concrete design strength (equal to twice the upper limit on shear strength) | 50 MPa 0.4 > 50 MPa 0.4×[1 - 0.00667( -50)]× [7.5.1] 0.4 |
Concrete tensile design strength (used only to determine whether section cracked) | - related to in Table 4.1.4 |
Compressive plateau concrete strain | ≤ 50 MPa 0.002 > 50 MPa 0.02 + 0.5( -50)×10-5 [7.1.2] |
Maximum axial compressive concrete strain | ≤ 50 MPa 0.002 > 50 MPa 0.02 + 0.5( -50)×10-5 [7.1.2] |
Maximum flexural compressive concrete strain | ≤ 50 MPa 0.0033 > 50 MPa 0.0033 - ( -50)×10-5 [7.1.2] |
Proportion of depth to neutral axis over which constant stress acts | ≤ 50 MPa 0.8 > 50 MPa 0.8-0.002( -50) |
Maximum value of ratio of depth to neutral axis to effective depth in flexural situations | /[1+ /( )] [7.1.4 & 7.2.1] |
Elastic modulus of steel | < 300 MPa 210 GPa ≥ 300 MPa 200 GPa [4.2.4] |
Design strength of reinforcement in tension | – related to in Table 4.2.3 |
Design strength of reinforcement in compression | – related to in Table 4.2.3 |
Maximum linear steel stress | – related to in Table 4.2.3 |
Yield strain in tension | / |
Yield strain in compression | / |
Design strain limit | 0.01 [7.1.2(4)] |
Maximum concrete strength | 80 MPa [Table 4.1.3] |
Maximum steel strength | 400 MPa [Table 4.2.2-1] |
Minimum eccentricity | max{h/30, 20 mm} [7.3.3] |
Minimum area compression reinforcement | 0.2% each face [Table 9.5.1] |
Maximum permitted angle between applied and resulting principal stress | - |
Canadian Codes
These codes use resistance factors on materials.
CSA A23.3-04 | CSA A23.3-14 | CSA S6-14 | |
---|---|---|---|
Compulsory input parameters | |||
Concrete strength | |||
Steel strength | |||
Code parameters that can be overwritten | |||
Resistance factor on concrete | = 0.65 [8.4.2] | = 0.65 [8.4.2] | = 0.75 [8.4.6] |
Resistance factor on steel | = 0.85 [8.4.3(a)] | = 0.85 [8.4.3(a)] | = 0.9 [8.4.6] |
Derived parameters that can be overwritten | |||
Uncracked concrete design strength for rectangular stress block | Max{0.67, 0.85-0.0015 } [10.1.7] | Max{0.67, 0.85-0.0015 } [10.1.7] | Max{0.67, 0.85-0.0015 } [8.8.3(f)] |
Cracked concrete design strength (equal to twice the upper limit on shear strength) | 0.5 [11.3.3] | 0.4 [21.6.3.5] | 0.5 [8.9.3.3] |
Concrete tensile design strength (used only to determine whether section cracked) | 0.37 \sqrt{ $f_c' } [22.4.1.2] | 0.37 \sqrt{ $f_c' } [22.4.1.2] | 0.4 \sqrt{ $f_c' } [8.4.1.8.1] |
Compressive plateau concrete strain | 0.002 [assumed] | 0.002 [assumed] | 0.002 [assumed] |
Maximum axial compressive concrete strain | 0.0035 [10.1.3] | 0.0035 [10.1.3] | 0.0035 [8.8.3(c)] |
Maximum flexural compressive concrete strain | 0.0035 [10.1.3] | 0.0035 [10.1.3] | 0.0035 [8.8.3(c)] |
Proportion of depth to neutral axis over which constant stress acts | Max{0.67, 0.97-0.0025 } [10.1.7(c)] | Max{0.67, 0.97-0.0025 } [10.1.7(c)] | Max{0.67, 0.97-0.0025 } [8.8.3(f)] |
Maximum value of ratio of depth to neutral axis to effective depth in flexural situations | [upper limit] | [upper limit] | [upper limit] |
Elastic modulus of steel | 200 GPa [8.5.3.2 & 8.5.4.1] | 200 GPa [8.5.3.2 & 8.5.4.1] | 200 GPa [8.4.2.1.4 & 8.8.3(d)] |
Design strength of reinforcement in tension | [8.5.3.2] | [8.5.3.2] | [8.4.2.1.4 & 8.8.3(d)] |
Design strength of reinforcement in compression | [8.5.3.2] | [8.5.3 |