As 3600-2009 Amdt 2-2013 Concrete Structures - PDF (Personal Use)

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AS 3600/Amdt 2/2013-03-20

STANDARDS AUSTRALIA Amendment No. 2 to AS 3600—2009 Concrete structures CORRECTION The 2009 edition of AS 3600 is amended as follows; the amendments should be inserted in the appropriate places. SUMMARY: This Amendment applies to Clauses 1.7, 3.1.8.1, 3.1.8.3, 3.3.4.3, 4.10.3.6, 5.3.3, 5.3.7, 5.5.2, 5.6.2, 5.6.3, 5.6.4, 5.7.2, 7.2.4, 8.1.5, 8.1.9, 8.1.10.1, 8.2.1, 8.2.7.1, 8.3.4, 8.5.3.1, 10.7.3.3, 11.6.3, 11.6.4 and 11.7.4, Tables 2.2.2, 5.6.3, 5.6.4 and 5.7.2, Figures 3.1.8.3(A), 3.1.8.3(B) and 5.2.2, and Appendix B. Published on 20 March 2013. AMDT No. 2 MAR 2013

Clause 1.7 1

In the definition of as, delete ‘Clause 5.5.2’ and replace with ‘Clause 5.2.2’.

2

Delete symbol M *f and replace with M f*

3

Add the following notation after ‘σst’:

τ = age of concrete at the time of loading, in days AMDT No. 2 MAR 2013

Table 2.2.2 Delete Table 2.2.2 and replace with the following:

ISBN 978 1 74342 381 3


TABLE 2.2.2 CAPACITY REDUCTION FACTORS ( φ) Type of action effect (a)

Axial force without bending: (i)

(ii) (b)

(c)

(d)

Capacity reduction factor ( φ)

Tension (A) members with Class N reinforcement and/or tendons

0.8

(B)

0.64

members with Class L reinforcement

Compression

0.6

Bending without axial tension or compression— (i)

for members with Class N reinforcement and/or tendons

0.6 ≤ (1.19 – 13k uo /12) ≤ 0.8

(ii)

for members with Class L reinforcement

0.6 ≤ (1.19 – 13k uo /12) ≤ 0.64

Bending with axial tension— (i)

for members with Class N reinforcement and/or tendons

φ + [(0.8 – φ) (N u /N uot )] and φ is obtained from Item (b)(i)

(ii)

for members with Class L reinforcement

φ + [(0.64 – φ) (N u /N uot )] and φ is obtained from Item (b)(ii)

Bending with axial compression, where— (i)

N u ≥ N ub

0.6

(ii)

N u < N ub

0.6 + [( φ – 0.6) (1 – N u /N ub )] and φ is obtained from Item (b)

(e)

Shear

0.7

(f)

Torsion

0.7

(g)

Bearing

0.6

(h)

Bending, shear and compression in plain concrete

0.6

(i)

Bending, shear and tension in fixings

0.6

NOTE: In members where Class L reinforcement together with Class N reinforcement and/or tendons are used as longitudinal tensile reinforcement in the design for strength in bending, with or without axial force, the maximum value of φ for calculating the member design strength should be taken as 0.64.

AMDT No. 2 MAR 2013

Clause 3.1.8.1

AMDT No. 2 MAR 2013

Clause 3.1.8.3

Delete Equation 3.1.8.1 and replace with the following: ε cc = ϕ cc σ o / E c

. . . 3.1.8.1

Delete Clause 3.1.8.3 and replace with the following: 3.1.8.3 Design creep coefficient The design creep coefficient for concrete at any time, t, (ϕcc) shall be determined from the basic creep coefficient (ϕcc.b) by any accepted mathematical model for creep behaviour, calibrated such that ϕcc.b is also predicted by the chosen model.


In the absence of more accurate methods, ϕcc at any time shall be taken as—

ϕcc = k2 k3 k4 k5 ϕcc.b

. . . 3.1.8.3

where k2 is obtained from Figure 3.1.8.3 and k3 depends on the age of the concrete (τ ) at the time of loading (in days) and is given by the following: k3

= 2.7/[1 + log(τ )] for τ ≥ 1 day

k4

= 0.70 for an arid environment, 0.65 for an interior environment, 0.60 for a temperate inland environment and 0.50 for a tropical or near-coastal environment

k5

= a modification factor for high strength concrete, which shall be taken as— k5 = 1.0

when

k5 = (2.0 – α3) − 0.02(1.0 – α3) f c′

when 50 MPa < f c′ ≤ 100 MPa

f c′ ≤ 50 MPa; or

the factor α3 = 0.7/(k4α2); and α2 is defined in Figure 3.1.8.3 Consideration shall be given to the fact that ϕcc has a range of approximately ±30%. This range is likely to be exceeded if— (a)

the concrete member is subjected to prolonged periods of temperature in excess of 25°C; or

(b)

the member is subject to sustained stress levels in excess of 0.5 f c′ .

* The final design creep coefficients ( ϕ cc ) (after 30 years) predicted by this method for concrete first loaded at 28 days are given in Table 3.1.8.3.

AMDT No. 2 MAR 2013

Figure 3.1.8.3(A) Delete figure designation and replace with the following: FIGURE 3.1.8.3 COEFFICIENT(k 2)

AMDT No. 2 MAR 2013

Figure 3.1.8.3(B)

AMDT No. 2 MAR 2013

Clause 3.3.4.3

AMDT No. 2 MAR 2013

Clause 4.10.3.6

Delete figure.

Delete the notation ‘sk6’ and replace with ‘k6’.

Delete clause text and ‘NOTE’ and replace with the following: Where structural members are manufactured by spinning and rolling concrete, the cover for corrosion protection shall be as specified in the appropriate Standard, where an equivalent exposure classification (as identified in Clause 4.3.1 of this Standard) for the required design life can be demonstrated.


AMDT No. 2 MAR 2013

Figure 5.2.2 Delete the Figure together with the ‘NOTE’ and figure caption and replace with the following:

h ≥ b a s2

b

as

a s1 b

NOTE: Axis distance (as) is a nominal value and no allowance for tolerance need be added.

FIGURE 5.2.2 SECTIONS THROUGH STRUCTURAL MEMBERS SHOWING AXIS DISTANCE (a s )

AMDT No. 2 MAR 2013

Clause 5.3.3 Delete clause text and replace with the following: The required axis distance for prestressing tendons shall be that determined for reinforcing bars as shown in the tables and figures of this Section, increased by 10 mm.

AMDT No. 2 MAR 2013

Clause 5.3.7

AMDT No. 2 MAR 2013

Clause 5.5.2

Delete second paragraph and replace with the following: For slabs, the FRPs may be increased by the addition of toppings and/or the application of insulating materials to the soffit; for flat slabs and plates, only the application of an insulating material to the soffit may be used to improve the structural adequacy.

1

Delete preamble and replace with the following: The FRP for structural adequacy for a slab shall be deemed to be satisfied if the following conditions are met:

2

Delete text of Item (b) [previously amended by Amendment No. 1 (2009)] and replace with the following: (b)

for flat slabs, including flat plates [see Table 5.5.2(B)], provided— (i)

the average axis distance to the bottom layer of reinforcement and tendons is not less than the value in the Table; and

(ii)

when the FRP is 90 min or more, at least 20% of the total top reinforcement in each direction over intermediate supports is continuous over the full span and placed in the column strip;


AMDT No. 2 MAR 2013

Clause 5.6.2 Delete Clause text and replace with the following: The FRP for structural adequacy for braced columns shall be determined using either Clause 5.6.3 or 5.6.4. Where the ratio of the longer cross-section dimension of the column is equal to or greater than 4 times the shorter cross-section dimension, Clause 5.7.2 may be used. NOTE: Clauses 5.6.3 and 5.6.4 cover only braced columns that comply with a series of restrictions. For unbraced or sway columns and braced columns outside these restrictions, see Clause 5.3.1 or the BCA and use an alternative solution.

Where columns are to be designed as walls using Clause 5.7.2, the case of a wall exposed on two faces shall be adopted and the column shall be reinforced with two layers of longitudinal reinforcement (one layer located adjacent to each face), and the two layers shall be structurally restrained together. AMDT No. 2 MAR 2013

Clause 5.6.3 and Table 5.6.3 Delete clause and table and replace with the following: 5.6.3 Restricted tabular method to determine structural adequacy for columns The FRP for structural adequacy for a column may be determined from Table 5.6.3, provided the following criteria are met: (a)

The column is proportioned so that the value for the smaller cross-sectional dimension and the axis distance to the longitudinal reinforcement are not less than the values for that period.

(b)

The value of the load level is taken as 0.7 or calculated as follows: N f* φN u

. . . 5.6.3

where

N f* = design axial load in the fire situation Nu = ultimate strength in compression, or tension, at a cross-section of an eccentrically loaded compression or tension member respectively (c)

Where As ≥ 0.02Ac and the required FRP is greater than 90 min, the bars are distributed along all the faces of the column.

(d)

The effective length of the column under fire conditions is less than 3 m.

(e)

The maximum eccentricity is limited to 0.15b.

For columns that fall outside these limits, reference shall be made to alternative design approaches, as specified in Clause 5.3.1. NOTE: The effective length of a column under fire conditions (l 0.fi) may be assumed to be equal to the effective length at normal temperature in all cases. For braced building structures where the required FRP is greater than 30 min, the effective length may be taken as 0.5L u for all cases.


TABLE 5.6.3 FIRE RESISTANCE PERIODS (FRPs) FOR STRUCTURAL ADEQUACY OF COLUMNS Minimum dimensions, mm FRP for structural adequacy

Combinations for column exposed on more than one side

N f* φ Nu

N f* φ Nu

= 0.2

min

as

b

as

b

30

25

200

25

200

60

25

200

36 31

90

31 25

200 300

120

40 35

180 240

N f* φ Nu

= 0.5

= 0.7

N f* φ Nu

= 0.7

b

as

b

32 27

200 300

25

155

200 300

46 40

250 350

25

155

45 38

300 400

53 40 (1)

350 450 (1)

25

155

250 350

45 (1) 40 (1)

350 (1) 450 (1)

57 (1) 51 (1)

350 (1) 450 (1)

35

175

45 (1)

350 (1)

63 (1)

350 (1)

70 (1)

450 (1)

55

230

(1)

(1)

(1)

(1)

70

295

61

350

75

450

as

Column exposed on one side

LEGEND: a s = axis distance b = smaller cross-sectional dimension of a rectangular column or the diameter of a circular column NOTES:

AMDT No. 2 MAR 2013

1

These combinations are for columns with a minimum of 8 bars.

2

For prestressing tendons, the axis distance shall be increased as given in Clause 5.3.3.

3

Dimension b in Table for columns exposed on one side applies only to columns that lie flush with a wall having the same FRP as the column or to columns protruding from the wall, provided the part within the wall is able to carry the whole load. Openings in the wall shall not be closer to the column than the minimum dimension b for the column for the FRP. In all other cases, the column shall be treated as a column exposed on more than one side.

Clause 5.6.4 and Table 5.6.4 Delete clause and table and replace with the following: 5.6.4 General tabular method to determine structural adequacy for columns The FRP for structural adequacy for a column may be determined from Table 5.6.4, provided the following criteria are met: (a)

The column is proportioned so that the value for the smaller cross-sectional dimension and the axial distance to the longitudinal reinforcement are not less than the values for that period.

(b)

The eccentricity under fire conditions is e =

(c)

e/b < 0.25 with emax. ≤ 100 mm.

(d)

The slenderness of the column under fire conditions is ≤30.

M f* . N f*

For columns that fall outside these limits, reference shall be made to alternative design approaches, as specified in Clause 5.3.1.


TABLE 5.6.4 FIRE RESISTANCE PERIODS (FRPs) FOR STRUCTURAL ADEQUACY OF BRACED COLUMNS FRP for structural adequacy

Minimum dimensions, mm 1.3 As f sy / Ac f c′

min 0.1 30

0.5 1.0 0.1

60

0.5 1.0 0.1

90

0.5 1.0 0.1

120

0.5 1.0 0.1

180

0.5 1.0

Combinations of (a s ) and (b)

η = 0.2

η = 0.3

η = 0.5

η = 0.7

as

b

as

b

as

b

as

b

25

150

25

150

30

200

30

300

25

250

25

350

25

150

30

200

25

250

30

200

25

300

25

500

25 25

150 150

25 25

150 150

25

150

30

150

40

200

40

300

25

200

25

300

25

500

25

150

35

150

35

250

40

350

25

200

25

350

25

550

30

150

40

200

50

300

25

200

25

400

30

600

25

150

40

200

40

300

50

500

40

550

25

250

25

400

25

550

25

600

35

150

45

200

45

300

50

500

25

200

25

300

25

550

40

600

25

200

40

200

40

250

50

500

25

300

25

550

45

600

25

550

60

550

45

600

50

250

50

400

25

350

25

550

45

200

45

300

50

450

60

500

25

300

25

550

25

600

50

600

40

200

50

250

45

450

60

600

25

250

25

400

30

600

50

400

60

500

60

550

25

500

25

550

30

600

45

300

50

450

60

500

25

450

25

600

50

600

35

300

50

450

60

500

25

400

25

550

45

600

(Note 1) 75

600

(Note 1) (continued)


TABLE 5.6.4 (continued) Minimum dimensions, mm

FRP for structural adequacy

1.3 As f sy / Ac f c′

min

Combinations of (a s ) and (b)

η = 0.2

η = 0.3

η = 0.5

η = 0.7

as

b

as

b

as

b

60

500

40

550

75

600

25

550

25

600

45

450

55

550

25

500

25

600

45

400

40

500

25

500

30

600

0.1

240

as

b

(Note 1) 70

600

0.5

(Note 1) 60

600

1.0

(Note 1)

LEGEND: a s = axis distance b = smaller cross-sectional dimension of a rectangular column or the diameter of a circular column

η =

N f* ⎡⎛ A f ′ ⎞ ⎛ As f sy 0.7 ⎢⎜⎜ c c ⎟⎟ + ⎜⎜ ⎣⎢⎝ 1.5 ⎠ ⎝ 1.15

⎞⎤ ⎟⎥ ⎟ ⎠⎦⎥

NOTES:

AMDT No. 2 MAR 2013

1

Requires a width greater than 600 mm and assessment for buckling.

2

The slenderness limit of ≤30 is applicable to the majority of columns in normal buildings.

3

For prestressing tendons, the axis distance shall be increased as given in Clause 5.3.3.

4

Dimension b in Table for columns exposed on one side applies only to columns that lie flush with a wall having the same FRP as the column or to columns protruding from the wall, provided the part within the wall is able to carry the whole load. Openings in the wall shall not be closer to the column than the minimum dimension b for the column for the FRP. In all other cases, the column shall be treated as a column exposed on more than one side.

Clause 5.7.2 and Table 5.7.2 Delete the clause and table and replace with the following: The FRP for structural adequacy for a wall shall be in accordance with Table 5.7.2, provided the effective thickness of the wall and axis distance are not less than the corresponding values given in the Table. For walls where the lateral support at the top of the wall is provided on one side only by a member not required by the relevant authority to have an FRL, the structural adequacy shall be deemed to have been achieved by satisfying the requirements of Clause 5.7.1.


TABLE 5.7.2 FIRE RESISTANCE PERIODS (FRPs) FOR STRUCTURAL ADEQUACY OF WALLS Minimum dimensions, mm Combinations of a s and b

N f* φ Nu

FRP for structural adequacy

Wall exposed on one side

N f* φ Nu

= 0.35 Wall exposed on two sides

Wall exposed on one side

= 0.7 Wall exposed on two sides

min

as

b

as

b

as

b

as

b

30 60 90

10 10 20

100 110 120

10 10 10

120 120 140

10 10 25

120 130 140

10 10 25

120 140 170

120 180 240

25 40 55

150 180 230

25 45 55

160 200 250

35 50 60

160 210 270

35 55 60

220 270 350

LEGEND: a s = axis distance b = wall thickness NOTES:

AMDT No. 2 MAR 2013

1

For N f* / φ N u see Clause 5.6.3.

2

For prestressing tendons, the axis shall be increased, as specified in Clause 5.3.3.

Clause 7.2.4 1

Delete ‘If the calculated bursting force ( Tb* ) is greater than 0.5T b.cr , then transverse reinforcement shall be provided in either—’ and replace with the following: If the calculated bursting force ( Tb* ) is greater than 0.5T b.cr , with tan α taken as ½, then transverse reinforcement shall be provided in either—

2

Delete Item (A) and replace with the following: (A)

for serviceability

(

* * Σ Asi f si sin γ i ≥ max T b.s , T b.cr

)

AMDT No. 2 MAR 2013

Clause 8.1.5 [previously amended by Amendment No. 1 (2009)]

AMDT No. 2 MAR 2013

Clause 8.1.9

. . . 7.2.4(2)

Second paragraph, first line, delete ‘M* > 0.6Mu’ and replace with ‘M* > 0.6Muo’.

Last line, delete reference to ‘Clause 8.6(b)’ and replace with ‘Clause 8.6.1(b)’.


AMDT No. 2 MAR 2013

AMDT No. 2 MAR 2013

Clause 8.1.10.1 Delete the first two paragraphs and replace with the following: Where flexural reinforcement and pretensioned tendons are to be terminated, the bars or tendons shall be extended from the theoretical cut-off point, or theoretical debonding point, by a length of at least 1.0D + Lst, or 1.0D + Lpt, respectively, where D is the member depth at the theoretical cut-off point or theoretical debonding point. Clause 8.2.1 Delete the first paragraph and replace with the following: This Clause applies to reinforced and prestressed beams subjected to any combination of shear force, torsion, bending moment and axial force. When torsion acts in conjunction with shear force, the additional requirements of Clause 8.3 shall apply.

AMDT No. 2 MAR 2013

Clause 8.2.7.1

AMDT No. 2 MAR 2013

Clause 8.3.4, Item (a)

Delete definition for Ast and replace with the following: Ast = cross-sectional area of longitudinal reinforcement provided in the tensile zone and fully anchored in accordance with the principles of Clause 8.1.10.1, in the direction of reducing moment, at the cross-section under consideration

Delete Item (a) and replace with the following: (a)

Torsional reinforcement is required if— (i)

T * > 0.25φTuc ; or

. . . 8.3.4(1)

(ii)

T* V* + > 0.5 φTuc φVuc

. . . 8.3.4(2)

or if the overall depth does not exceed the greater of 250 mm and half the width of the web—

T* V* + > 1.0 φTuc φVuc

. . . 8.3.4(3)

where Tuc and Vuc are calculated in accordance with Clauses 8.3.5 and 8.2.7 respectively. AMDT No. 2 MAR 2013

Clause 8.3.4, Item (b)

AMDT No. 2 MAR 2013

Clause 8.5.3.1

AMDT No. 2 MAR 2013

Clause 10.7.3.3

Delete the word ‘not’ in the first line.

In paragraph commencing ‘Alternatively, as a further simplification….’ delete ‘bes’ and replace with ‘be’.

1

In the definition for ‘ θ ’ delete ‘tie’ and replace with ‘fitment’.

2

In Item (a), in the definition for ‘w’ delete ‘tied’ and replace with ‘restrained’.


AMDT No. 2 MAR 2013

Clause 11.6.3 1

Clause title, delete ‘without shear reinforcement’ and replace with ‘excluding wall reinforcement’.

2

First sentence, first line, delete ‘without shear reinforcement’ and replace with ‘excluding wall reinforcement’.

AMDT No. 2 MAR 2013

Clause 11.6.4

AMDT No. 2 MAR 2013

Clause 11.7.4, Item (b)

AMDT No. 2 MAR 2013

Appendix B, Table B4.3

AMDT No. 2 MAR 2013

Appendix B, Paragraph B4.5

1

Clause title, delete ‘shear reinforcement’ and replace with ‘wall reinforcement’.

2

First sentence, first line, delete ‘shear reinforcement’ and replace with ‘wall reinforcement’.

Delete the second ‘Item (i)’ and replace with the following: (ii)

the vertical reinforcement ratio is not greater than 0.01 and a minimum horizontal reinforcement ratio of 0.0025 is provided.

Delete column heading wording ‘Expected coefficient variation’ and replace with ‘Expected coefficient of variation’.

1

Delete Item (a) and replace with the following: (a)

Variability Production units shall be similar in all respects to the prototypes tested, and variability of production shall be equal to or less than the expected variability determined at prototype testing for serviceability or for strength, as appropriate.

2

Last paragraph, first line, after ‘strength’, add ‘and serviceability’.

3

Last paragraph, third line, delete ‘coefficient at variation’ and replace with ‘coefficient of variation’.

As 3600-2009 Amdt 2-2013 Concrete Structures - PDF (Personal Use)

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