as 3600-2009 amdt 2-2013 concrete structures - pdf (personal use)

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ISBN 978 1 74342 381 3

AS 3600/Amdt 2/2013-03-20

STANDARDS AUSTRALIA

Amendment No. 2

to

AS 36002009

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.

Clause 1.7

1 In the definition of as,deleteClause 5.5.2 and replacewith Clause 5.2.2.

2 Deletesymbol *fM and replacewith*

fM

3 Addthe following notation after st:

= age of concrete at the time of loading, in days

Table 2.2.2

Delete Table 2.2.2and replacewith the following:

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TABLE 2.2.2

CAPACITY REDUCTION FACTORS (

)

Type of action effect Capacity reduction factor (

)

(a) Axial force without bending:

(i) Tension

(A) members with Class N reinforcement

and/or tendons

0.8

(B) members with Class L reinforcement 0.64

(ii) Compression 0.6

(b) Bending without axial tension or compression

(i) for members with Class N reinforcement

and/or tendons

0.6 (1.19 13kuo/12) 0.8

(ii) for members with Class L reinforcement 0.6 (1.19 13kuo/12) 0.64

(c) Bending with axial tension

(i) for members with Class N reinforcement

and/or tendons

+ [(0.8 ) (Nu/Nuot)] and

is obtained from Item (b)(i)

(ii) for members with Class L reinforcement + [(0.64 ) (Nu/Nuot)] and

is obtained from Item (b)(ii)

(d) Bending with axial compression, where

(i) NuNub 0.6

(ii) Nu< Nub 0.6 + [( 0 .6) (1 Nu/Nub)]

and 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 for calculating the member design strength should be

taken as 0.64.

Clause 3.1.8.1

DeleteEquation 3.1.8.1 and replacewith the following:

cocccc / E = . . . 3.1.8.1

Clause 3.1.8.3

Delete Clause 3.1.8.3 and replacewith the following:

3.1.8.3 Design creep coefficient

The design creep coefficient for concrete at any time, t, (cc) shall be determined from the

basic creep coefficient (cc.b) by any accepted mathematical model for creep behaviour,

calibrated such that cc.bis also predicted by the chosen model.

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In the absence of more accurate methods, ccat any time shall be taken as

cc = k2k3k4k5cc.b . . . 3.1.8.3

where k2is obtained from Figure 3.1.8.3 and k3depends on the age of the concrete () at the

time of loading (in days) and is given by the following:

k3 = 2.7/[1 + log()] for 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 whenc

f 50 MPa; or

k5 = (2.0 3) 0.02(1.0 3) cf when 50 MPa < cf 100 MPa

the factor 3= 0.7/(k42); and 2 is defined in Figure 3.1.8.3

Consideration shall be given to the fact that cc has a range of approximately 30%. Thisrange is likely to be exceeded if

(a) the concrete member is subjected to prolonged periods of temperature in excess of

25C; or

(b) the member is subject to sustained stress levels in excess ofc

5.0 f .

The final design creep coefficients ( ) (after 30 years) predicted by this method for

concrete first loaded at 28 days are given in Table 3.1.8.3.

Figure 3.1.8.3(A)

Deletefigure designation and replacewith the following:

FIGURE 3.1.8.3 COEFFICIENT(k2)

Figure 3.1.8.3(B)

Deletefigure.

Clause 3.3.4.3

Deletethe notation sk6 and replacewith k6.

Clause 4.10.3.6

Deleteclause text and NOTE and replacewith 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.

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Figure 5.2.2

Delete the Figure together with the NOTE and figure caption and replace with the

following:

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 (as)

Clause 5.3.3

Deleteclause text and replacewith 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.

Clause 5.3.7

Deletesecond paragraph and replacewith 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.

Clause 5.5.2

1 Deletepreamble and replacewith 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

replacewith 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;

h b

as2

b

as1

b

as

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Clause 5.6.2

Delete Clause text and replacewith 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 columnis 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.

Clause 5.6.3 and Table 5.6.3

Delete clause and table and replacewith 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:

u

*

f

N

N

. . . 5.6.3

where

*

fN = 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 As0.02Ac 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 condi tions (l0.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 0.5Lufor all cases.

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TABLE 5.6.3

FIRE RESISTANCE PERIODS (FRPs) FOR STRUCTURAL ADEQUACY

OF COLUMNS

FRP for

structural

adequacy

Minimum dimensions, mm

Combinations for column exposed on more than one sideColumn

exposed on

one side

u

*

f

N

N

= 0.2

u

*

f

N

N

= 0.5

u

*

f

N

N

= 0.7

u

*

f

N

N

= 0.7

min as b a

s b a

s b a

s b

30 25 200 25 20032

27

200

30025 155

60 25 20036

31

200

300

46

40

250

35025 155

903125

200300

4538

300400

5340

(1)

350450

(1)

25 155

12040

35

250

350

45(1)

40(1)

350(1)

450 (1)

57(1)

51 (1)

350(1)

450 (1) 35 175

180 45(1) 350 (1) 63(1) 350 (1) 70 (1) 450 (1) 55 230

240 61(1)

350(1)

75(1)

450(1)

70 295

LEGEND:

as= axis distance

b = smaller cross-sectional dimension of a rectangular column or the diameter of a circular column

NOTES:

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 bfor the column for the FRP. In all other

cases, the column shall be treated as a column exposed on more than one side.


Delete clause and table and replacewith 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*

f

*

f

N

Me = .

(c) e/b< 0.25 with emax.100 mm.

(d) The slenderness of the column under fire conditions is 30.

For columns that fall outside these limits, reference shall be made to alternative design

approaches, as specified in Clause 5.3.1.

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TABLE 5.6.4


OF BRACED COLUMNS

FRP for

structural

adequacy1.3 ccsys / fAfA


Combinations of (as) and (b)

= 0.2 = 0.3 = 0.5 = 0.7

min as b a

s b a

s b a

s b

30

0.125 150 25 150 30 200 30 300

25 250 25 350

0.525 150 25 150 25 150 30 200

25 250

1.025 150 25 150 25 150 30 200

25 300

60

0.130 150 40 200 40 300 25 500

25 200 25 300 25 500

0.525 150 35 150 35 250 40 350

25 200 25 350 25 550

1.025 150 30 150 40 200 50 300

25 200 25 400 30 600

90

0.140 200 40 300 50 500 40 550

25 250 25 400 25 550 25 600

0.535 150 45 200 45 300 50 500

25 200 25 300 25 550 40 600

1.025 200 40 200 40 250 50 500

25 300 25 550 45 600

120

0.150 250 50 400 25 550 60 550

25 350 25 550 45 600

0.545 200 45 300 50 450 60 500

25 300 25 550 25 600 50 600

1.040 200 50 250 45 450 60 600

25 250 25 400 30 600

180

0.150 400 60 500 60 550

(Note 1)25 500 25 550 30 600

0.545 300 50 450 60 500

75 60025 450 25 600 50 600

1.035 300 50 450 60 500

(Note 1)25 400 25 550 45 600

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FRP for

structural

adequacy1.3

ccsys / fAfA


Combinations of (as) and (b)

= 0.2 = 0.3 = 0.5 = 0.7

min as b a

s b a

s b a

s b

240

0.160 500 40 550 75 600

(Note 1)25 550 25 600

0.545 450 55 550 70 600

(Note 1)25 500 25 600

1.045 400 40 500 60 600

(Note 1)25 500 30 600

LEGEND:

as = axis distance

b = smaller cross-sectional dimension of a rectangular column or the diameter of a circular column

+

=

15.15.17.0

syscc

*f

fAfA

N

NOTES:

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 bin 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.


Deletethe clause and table and replacewith 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 5.6.4 (continued)

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TABLE 5.7.2


OF WALLS

FRP for

structural

adequacy

Minimum dimensions, mmCombinations of a

sand b

u

*

f

N

N

= 0.35

u

*

f

N

N

= 0.7

Wall exposed on

one side

Wall exposed on

two sides

Wall exposed on

one side

Wall exposed on

two sides

min as b a

s b a

s b a

s 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

120180

240

2540

55

150180

230

2545

55

160200

250

3550

60

160210

270

3555

60

220270

350

LEGEND:

as = axis distance

b = wall thickness

NOTES:

1

For u*f / NN 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 ( *b

T ) is greater than b.cr5.0 T , then transverse

reinforcement shall be provided in either and replacewith the following:

If the calculated bursting force ( *

bT ) is greater than b.cr5.0 T , with tan taken as ,

then transverse reinforcement shall be provided in either

2

DeleteItem (A) and replacewith the following:

(A) for serviceability

( )*b.cr

*

b.sisisi ,maxsin TTfA . . . 7.2.4(2)

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

Second paragraph, first line, deleteM* > 0.6Mu and replacewith M* > 0.6Muo.

Clause 8.1.9

Last line,deletereference to Clause 8.6(b) and replacewith Clause 8.6.1(b).

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Clause 8.1.10.1

Deletethe first two paragraphs and replacewith 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

Deletethe first paragraph and replacewith 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.

Clause 8.2.7.1

Delete definition forAstand replacewith 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

Clause 8.3.4, Item (a)

DeleteItem (a) and replacewith the following:

(a) Torsional reinforcement is required if

(i) uc* 25.0 TT > ; or . . . 8.3.4(1)

(ii)5.0

uc

*

uc

*

>+V

V

T

T

. . . 8.3.4(2)

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

of the web

0.1

uc

*

uc

*

>+V

V

T

T

. . . 8.3.4(3)

where Tuc and Vuc are calculated in accordance with Clauses 8.3.5 and 8.2.7

respectively.

Clause 8.3.4, Item (b)

Deletethe word not in the first line.

Clause 8.5.3.1

In paragraph commencing Alternatively, as a further simplification. delete bes and

replacewith be.

Clause 10.7.3.31

In the definition for deletetie and replacewith fitment.

2 In Item (a), in the definition for w deletetied and replacewith restrained.

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Clause 11.6.3

1 Clause title, deletewithout shear reinforcement and replacewith excludingwall

reinforcement.

2

First sentence, first line, delete without shear reinforcement and replace withexcluding wall reinforcement.

Clause 11.6.4

1

Clause title, deleteshear reinforcement and replacewith wall reinforcement.

2

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

reinforcement.

Clause 11.7.4, Item (b)

Deletethe second Item (i) and replacewith the following:

(ii) the vertical reinforcement ratio is not greater than 0.01 and a minimum

horizontal reinforcement ratio of 0.0025 is provided.

Appendix B, Table B4.3

Deletecolumn heading wording Expected coefficient variation and replacewith

Expected coefficient of variation.

Appendix B, Paragraph B4.5

1

DeleteItem (a) and replacewith 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, addand serviceability.

3 Last paragraph, third line, delete coefficient at variation and replace with

coefficient of variation.

AMDT

No. 2

MAR

2013

AMDT

No. 2

MAR

2013

AMDT

No. 2

MAR

2013

AMDT

No. 2

MAR

2013

AMDT

No. 2

MAR

2013



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