UL 2515A standard

S6S2-11

© Canadian Standards Association

10.9.5.5 Bending resistance

The factored bending resistance, Mrc, of a composite concrete-filled hollow structural section shall be taken as

Mr c = Cre + Cr’e’

where

(a) for a rectangular hollow structural section:

Cr =

Cr’ = [f066][f020][f020]c a(b – 2t) fc’ Cr + Cr’ = Tr

= [f066][f020][f020]

s[f020][f020]Ast Fy
Note: The concrete in compression is taken to have a rectangular stress block of intensity fc ’ over a depth of a = 0.85c, where c is the depth of concrete in compression.

(b) for a circular hollow structural section:

Cr =

e =

Cr’ =

e ‘ =

where

[f062] = value in radians derived from the following recursive equation:

bc = D sin([f062][f020][f020]/2)

a = bc /2 tan([f062][f020][f020]/4)

Conservatively, Mr c may be taken as

[f044]

fs s y r

A F C

- ’

2

f b

s y

F Dt 2

bc 1
2 1

p -

[23a1] ( ) + [23a3]
[23a2]

b b

[23a4]

[23a6] [23a5]

2

8 2 2

f b

c c

f D b D a

’ [23a1] [23a3][23a2]

[23a1]

[23a3] [23a2]

– –

[23a4] [23a6][23a5]

[23a4]

[23a6] [23a5]

c

b

2

b

c

[23a1]

[23a3] [23a2] [23a2]

p – b b

( ) + – -

1

2 1 5 6 0 5

[23a4]

[23a6] [23a5] [23a5]

. .

D b D a

2

c c

( )

A F D f

D

f f b b b

f

0 25

2

2

s s y c c

+ ’ ( ) – ( ) ( )
[23a1][23a3]

2 2 4

0 125

b

=

. sin / sin / tan /

.

2 ’ +
f DtF

c s y

[23a4][23a6]

c

f

Mr c =

( ) + ( ) -

Z th F

-

2 2 3 0 5 0 5

2

f

/ . .

2

n s y

[23a1][23a3]

( ) – -

D t D t h f

3

( )

n c c

[23a4][23a6] ’

f

where

hn =

Z = plastic modulus of the steel section alone

f

A f

D f t F f

c c c
c c c y c c

’ + – ’

2 4 2

f f f

( )

October 2011

454

(Replaces p. 454, May 2010)

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UL 244A standard

Proposition de modification

Proposal for change

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• la formulation proposée

• la raison de cette modification.

CSA welcomes your suggestions and comments. To submit your proposals for changes to CSA Standards and other CSA publications, please supply the information requested below and attach your proposal for change on a separate page(s). Be sure to include the • Standard/publication number • relevant Clause, Table, and/or Figure number(s)

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UL 96 standard

© Canadian Standards Association

is performed on the fraction of concrete passing a 28 mm sieve, with the larger aggregate being removed in accordance with CSA A23.2-1C.

5 Apparatus

The apparatus shall consist of the following: (a) a J-ring made of steel or stainless steel ring and 16 mm to 16 mm diameter rods (see Figure 1);

(b) a mould that meets the requirements of CSA A23.2-5C, as illustrated in Figure 1 of the referenced Test Method. The foot pieces specified as part of the slump cone mould are not mandatory for this Test Method;

(c) a round straight steel tamping rod 16 mm ± 1 mm in diameter and between 450 mm and 600 mm in length, having one end rounded to a hemispherical tip with a diameter of 16 mm; and

(d) a rigid non-absorbent smooth plastic surface, upon which to perform the slump flow test, at least 800 mm square to accommodate the horizontal spread of the concrete of the passing ability measurements.

Note: Rigid non-absorbent surfaces made of other materials are considered to influence the results of passing ability and slump flow. The use of a smooth (untextured) plastic surface is intended to provide consistent results.

6 Sample

The sample of concrete, from which test specimens are made to represent the entire batch, shall be obtained in accordance with the requirements of CSA A23.2-1C.

Note: If the concrete contains coarse aggregate particles that would be retained on a 40 mm sieve, the sample should be wet-sieved over a 28 mm screen using the procedures specified in CSA A23.2-1C.

7 Procedure

7.1

Dampen the rigid non-absorbent surface with a damp sponge and allow the surface to drain in a vertical position for 1 min immediately prior to performing the test. Place the rigid non-absorbent surface in as nearly a level position as possible and place the J-ring apparatus in the centre of the base plate.

7.2

Dampen the slump cone mould and place it in an inverted position concentric with the J-ring in the centre of the flat and moistened rigid surface. From the sample of concrete obtained in accordance with
Clause 6, immediately fill the inverted slump cone mould in one lift. Heap the concrete above the top of the mould.

7.3

Strike off the surface of the concrete level with the top of the mould by means of a screeding and rolling motion of the tamping rod. Remove concrete from the area surrounding the base of the mould to preclude interference with the movement of the flowing concrete. Remove the mould immediately from the concrete by raising it carefully in a vertical action. Raise the mould a distance of 230 mm ± 75 mm in 3 s ± 1 s by a steady upward lift with no lateral or torsional motion. Complete the entire test from start of the filling through removal of the mould without interruption and complete it within an elapsed time of 3 min.

Upon removal of the mould, allow the concrete to achieve maximum horizontal spread or until 2 min has lapsed. Determine if the diameter in the two diameters differs by more than 50 mm.

7.4

Calculate the average of the two measured diameters and record the average as the J-ring flow.

March 2011

(Replaces p. 539, July 2009)

Test methods and standard practices for concrete

20C

µ

539

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UL 2790 standard

© Canadian Standards Association Concrete materials and methods of concrete construction

n

± 8 max.

deviation if offset from main column line

n – 1 4

6

30 000 ± 8

5

L ± 30

Varies from
0 to L – 30 000

± 8 max. deviation

3

Grid Anchor bolts ± 3

2

1

± 3

± 8

Grid

± 8 max.

deviation

Note: All measurements are in millimetres.

Figure 3
Tolerances on anchor bolt placement (See Clause 6.7.3.1.)

March 2011

(Replaces p. 139, July 2009)

139

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UL 1690 standard

S6S1-10

14.14.1.3 Concrete deck slabs

[f044] 14.14.1.3.1 General
When the concrete deck slab is at least 175 mm thick and the requirements for the empirical design method in accordance with Clause 8.18.4 are satisfied, the deck slab shall be deemed to have adequate resistance for the CL loadings specified with a value of W not greater than 625 kN in Clauses 14.9.1.2 to

14.9.1.4. When the concrete deck slab is less than 175 mm thick, W is greater than 625 kN, or the requirements of Clause 8.18.4 are not satisfied, an evaluation of the deck slab shall be carried out in accordance with Clauses 14.14.1.3.2 and 14.14.1.3.3.

[f044] 14.14.1.3.2 Method of analysis
If all of the conditions specified in Items (a) to (e) are satisfied, the factored resistance shall be determined in accordance with the simplified method specified in Clause 14.14.1.3.3; otherwise, the resistance shall be determined in accordance with Section 8 and expressed as an equivalent wheel load: (a) the centre-to-centre spacing of the supporting beams for a slab panel does not exceed 4.5 m and the slab extends sufficiently beyond the external beams to provide full development length for the bottom transverse reinforcement;

(b) the ratio of the spacing of the supporting beams to the thickness of the slab does not exceed 20;

(c) the minimum slab thickness of sound concrete is at least 150 mm (with the minimum slab thickness used for slabs of variable thickness);

(d) all cross-frames or diaphragms extend throughout the cross-section of the bridge between external girders and the maximum spacing of such cross-frames or diaphragms is in accordance with Clause 8.18.5; and

(e) edge stiffening is in accordance with Clause 8.18.6.

14.14.1.3.3 Simplified method

If all of the conditions of Clause 14.14.1.3.2 are satisfied, the value of the factored resistance, Rr , shall be calculated as follows:

Rr = [f066] md Rn

where
[f066] md = 0.5

The values of Rn for both composite and non-composite concrete deck slabs shall be calculated as follows:

Rn = Rd Fq Fc

where Rd is taken from Figure 14.4 or 14.5, as applicable, for the deck thickness, d, and the deck span being considered; Fq is a correction factor based on q, where q = 50 (As[f06c]/bd[f06c] + Ast /bdt ); and Fc is a correction factor based on fc�.

The values of Fq and Fc shall be taken from Figure 14.4 or 14.5, as applicable, or obtained from those figures by linear interpolation.

For deck thicknesses other than those shown in Figures 14.4 and 14.5, the value of Rn shall be obtained by linear interpolation.

May 2010

(Replaces p. 666, November 2006)

� Canadian Standards Association

666

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UL 1413 standard

© Canadian Standards Association

Supplement No. 2 to CAN/CSA-S6-06, Canadian Highway Bridge Design Code

L

L

CJP

or

CJP

or

Example 18

Example 19

L

Example 20

Example 21

Category B

Example 21

(detail category
not established for aluminum)

Example 22

(detail category
not established for aluminum)

End of weld

Example 22

Figure 17.4 (Concluded)

–`,,,“`,“,,“`,“,`,`,`,`,,,,-`-`,,`,,`,`,,`—

October 2011

797

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UL 745-2-30 standard

Copyright CSA Standards
Provided by IHS under license with CSA

Licensee=Underwriters Laboratories Inc /5909636100, User=Lee, Jack

No reproduction or networking permitted without license from IHS

Not for Resale, 08/19/2013 07:48:37 MDT

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UL 180 standard

S6S1-10

© Canadian Standards Association

Table 8.5
Minimum concrete covers and tolerances (See Clause 8.11.2.2.)

[f044]

Environmental
exposure Component Reinforcement/ steel ducts Concrete covers and tolerances

Cast-in-place concrete, mm Precast concrete, mm

De-icing chemicals; spray or surface runoff containing de-icing chemicals; marine spray

(1) Top of bottom slab for rectangular voided deck[f020]

(2) Top surface of buried structure with less than 600 mm fill† Top surface of bottom slab of buried structure

(3) Top surface of structural component, except (1) [f020] and (2) above/

Reinforcing steel Pretensioning strands Post-tensioning ducts

Reinforcing steel Pretensioning strands Post-tensioning ducts

Reinforcing steel Pretensioning strands

Post-tensioning ducts
Longitudinal Transverse (dd [f0a3] 60 mm Transverse (dd > 60 mm ) 40 ± 10 —
60* ± 10

70 ± 20 —
90* ± 15

70 ± 20 —

130* ± 15 90* ± 15

130* ± 15

40 ± 10

55 ± 5

60* ± 10

50 ± 10

65 ± 5

70* ± 10

55 ± 10 70 ± 5

120* ± 10 80* ± 10

120* ± 10

(4) Soffit of precast deck form

(5) Soffit of slab less than 300 mm thick or soffit of top slab of voided deck

(6) Soffit of slab 300 mm thick or thicker or soffit of structural component, except (4) and (5) above

(7) Vertical surface of arch, solid or voided deck, pier cap, T-beam, or interior diaphragm

(8) Inside vertical surface of
buried structure or inside surface of circular buried structure

(9) Vertical surface of structural component, except (7) and (8) above

(10) Precast T-, I-, or box girder

Reinforcing steel Pretensioning strands Reinforcing steel Pretensioning strands Post-tensioning ducts

Reinforcing steel Pretensioning strands Post-tensioning ducts

Reinforcing steel Pretensioning strands Post-tensioning ducts

Reinforcing steel Pretensioning strands Post-tensioning ducts

Reinforcing steel Pretensioning strands Post-tensioning ducts

Reinforcing steel Pretensioning strands Post-tensioning ducts



50 ± 10 —
70* ± 10

60 ± 10 —
80* ± 10

70 ± 10 —
90* ± 10

70 ± 20 —
90* ± 15

70 ± 20 —
90* ± 15

— — —

40 ± 10 38 ± 3 45 ± 10 60 ± 5 65* ± 10

50 ± 10

65 ± 5

70* ± 10

60 ± 10

75 ± 5

80* ± 10

50 ± 10

65 ± 5

70* ± 10

55 ± 10 70 ± 5 75* ± 10

35 +10 or –5 50 ± 5
55* ± 10

(Continued)

May 2010

344

(Replaces p. 344, November 2006)

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UL 2335 standard

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