Note: There are no significant changes to Sections 6 and 15.
Section 1
Section 2
Section 3
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1.2.1 1.3.2 The definition of “Constructor” has been clarified
1.2.2 1.3.3 The definition of “Multiple-load-path structure” has been clarified 1.5.2.3 1.4.2.3 Bridge rehabilitations are no longer referred to
1.5.4.4 1.4.4.4 The temporary structures exceptions have been clarified 1.7.1 1.6.1 Temporary barriers are no longer referred to
1.9.2.2.1 1.8.2.2.1 This Clause has been rewritten
1.9.2.4 1.8.2.4 This Clause has been revised for greater specificity
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2.2 2.2 A definition of “Durability” has been added
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Table 3.5.1(a) Table 3.1 The definition of L in the legend has been modified to exclude reference to the CL-625 Truck or Lane
3.8.8.1 3.8.8.1 This Clause has been clarified by adding that the dynamic load allowance shall not be applied to the loads on barriers
Figure A3.1.2 Figure A3.1.2 All of the temperatures in the figure have been corrected from positive to negative
(Continued)
Section 4
Section 3 (Concluded)
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Table A3.2.2 Table A3.2.2 The drag coefficients for sign panels now also apply to noise barriers.
The equations for cylindrical and hexdecagonal (0 ≤ r < 0.26) sections of single member or truss for the middle range [3.6 < D(qCe)0.5 < 7.2] have been revised. Variable message signs have been included in the
definition of flat members.
A3.2.4.3.1 A3.2.4.3.1 In Item (a), the first equation for ai has been revised. In Item (b), the first equation for ai(x1) has been revised.
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4.4.1 4.4.1 A response modification factor of 1.0 and an importance factor of 1.0 have been specified for determining displacements
4.4.3 4.4.3 This Clause has been revised to include the requirement that a qualified specialist shall be consulted to determine the zonal acceleration ratio for sites not only located close to active faults but also having peak horizontal ground acceleration (PHA) values greater than 0.40
4.4.10.4.2 4.4.10.4.2 This Clause has been revised to include a requirement that seismic design forces for capacity-protected elements are to be determined using elastic design forces with R and I both equal to 1.0, and that connectors are to be designed to transmit the force effects determined from 1.25 times the elastic seismic forces determined with R and I both equal to 1.0
4.5.1 4.5.1 This Clause has been revised to include a provision that either uncracked or cracked cross-sectional properties shall be used when periods and seismic force effects are calculated
4.7.4.1.1 4.7.4.2.2 The minimum area of longitudinal reinforcement in reinforced concrete columns has been reduced from 0.01 to 0.008
4.7.4.1.2 4.7.4.2.3 The reduction in flexural resistance, as a function of the axial load level, has been removed
4.7.4.1.6 4.7.4.2.7 Lap splices of longitudinal reinforcement in reinforced concrete columns are now permitted within the centre half of the column height or in regions where it is demonstrated that plastic hinge regions cannot occur
4.10.7 4.10.7 This Clause has been revised to include a requirement that thermal
movements shall also be considered when horizontal deflections of seismic isolators are assessed
S6.1-06 © Canadian Standards Association
xl
November 2006Section 5
Section 7
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5.7.1.1 5.7.1.1 Limits for using the simplified method for multi-spine box girders have been specified
Tables A5.7.1.2.1, A5.7.1.2.2(a), and
A5.7.1.2.2(b)
Tables 5.3 to 5.5
These Tables were formerly in Appendix A5.2
Table 5.7.1.6.1(a)
Table 5.10 The maximum cantilever moments have been revised
5.7.1.7.1 5.7.1.7.1 The equivalent span used with the simplified elastic method for
determining deck slab transverse bending moments has been redefined Table
A5.2(a)(ii)
Table A5.2.2 Several of the expressions have been revised
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7.5.1 and 7.5.3
Tables 7.2 and 7.3
Soil-metal structures have been divided into two types, i.e., soil-metal structures with shallow corrugations and soil-steel structures with deep corrugations
7.5.4.4 7.5.4.4 For arch structures, footings are now required to resist development of horizontal reactions due to soil pressures on the conduit wall
7.5.6 7.5.6 Controlled low strength material (CLSM) is now permitted between adjacent conduits, with a smaller required minimum spacing between the conduits 7.6.1.3 7.6.2.3 The values for Es for soil compacted to different Standard Procter densities have
been revised. The values for Es for CLSM are now specified.
7.6.2.1.2 7.6.3.1.2 Extrapolation is now permitted to obtain values of Af for H/Dh < 0.2 7.6.2.1.3 7.6.3.1.3 The procedure for obtaining σL has been revised
— 7.6.3.3.2 This Clause is new
7.6.3.1 7.6.4.1 New depth of cover provisions have been provided for soil-metal structures with deep corrugations
Section 8
Section 9
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Current edition 8.4.1.5
and 8.4.1.6
8.4.1.5 and 8.4.1.6
These Clauses have been rewritten to be consistent with the International Federation for Structural Concrete CEB-FIP Model Code 90 (1993)
8.9 8.9 This Clause has been rewritten to be consistent with CSA A23.3-04, Design of concrete structures
Table 8.11.2.1
Table 8.4 The requirements for minimum concrete strength have been removed
8.12.3 8.12.3 This Clause has been rewritten to be consistent with the current provisions of Comité Européen de Normalisation (CEN) Eurocode 2: Design of Concrete Structures (1992)
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9.5.6 9.5.6 The load-sharing factor, km, is now found in Table 9.2
— Table 9.2 Values for km are lower
9.7.2 9.7.2 The size factor in shear, ksv, is now also obtained from Table 9.4 and is the same as ksb for sawn wood
9.7.3 9.7.3 The formula for factored shear load, Vf, is now calculated only for glued-laminated timber, not for sawn wood
9.8.3.3 9.8.3.3 The maximum slenderness ratio for columns is now 50 rather than 35
9.10 9.10 The text referring to the formula for the strength of wood in compression at an angle to load has been clarified
Tables 9.11.2(a), 9.11.2(b), and 9.11.2(c)
Tables 9.12 to 9.14
The characteristic strengths for sawn timbers have been revised in accordance with CAN/CSA-O86-01, Engineering design in wood. Shear strength, fvu, has been significantly increased for all sizes and grades.
S6.1-06 © Canadian Standards Association
10.5.7 10.5.7 New resistance factors and more precise definitions are now specified 10.9.5.5 10.9.5.5 A new version of this Clause has been provided to comply with
CAN/CSA-S16-01, Limit states design of steel structures 10.10.3.4 10.10.3.4 A sentence has been added for clarity
10.10.4.2 10.10.4.2 This Clause has been thoroughly rewritten to reflect new developments 10.11.6.3.1
These Clauses have been rewritten for clarity
Figure 10.11.6.3.1
Figure 10.4 This Figure has been revised for clarity
— 10.17.2.5 This is a new clause related to Clause 10.10.4.2 Table
This Table and this Figure have been corrected
10.17.2.6 10.17.2.7 The equations have been corrected Table
10.23.3.1
Table 10.12 This Table has been reorganized for compatibility with CSA G40.21-04, Structural quality steel
10.23.4 and 10.23.5
10.23.4 and 10.23.5
The references to Standards have been updated
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11.5.1.4 11.5.1.4 The surface of the joint exposed to pedestrian traffic is now required to be skid resistant
11.5.6 11.5.6 The movements now include those at the serviceability and ultimate limit states
11.6.1 11.6.1 Specifications are now given for the design-bearing rotation for bearings other than elastomeric bearings. The Clause also now includes grout bedding for bearings.
11.6.8.1 11.6.8.1 This Clause now specifies that the seismic design considerations specified in Section 4 shall be applied as necessary
Section 12
Section 13
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12.1 12.1 This Clause has been revised to clarify that Section 12 applies only to permanent barriers
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13.4.9 13.4.9 ASTM A 325/A 325M and ASTM A 490/A 490M bolts are now included in this Clause
13.6.1.1.2 13.6.1.1.2 Centre of gravity calculations for symmetrical and unsymmetrical bridges are now included in this Clause
13.6.1.4 13.6.1.4 This Clause now provides that tail locks are to be provided only when indicated by calculations
13.6.2.1.2 13.6.2.1.2 This Clause has been renamed
13.6.3.2 13.6.3.2 A minimum of two locking devices for end locks are now specified 13.6.3.3 13.6.3.3 Interference fitting and keying against rotation are now included
13.6.5.3.3 13.6.5.3.3 Counterweight guide shoe material is now required to be adjustable and replaceable
13.7.6 13.7.6 The criteria for calculating the forces for hydraulic cylinder connections have been revised
— 13.8.7.1.1 This new Clause has been added to describe the various types of brakes 13.8.17.5 13.8.17.5 Roller bearings now called anti-friction bearings
13.10.18.1 13.10.18.1 Manual, semi-automatic, and automatic sequence electrical controls are now allowed
13.10.46 13.10.46 LED technology for navigation lights is now allowed
13.13 13.13 This Clause now requires an operating and maintenance manual (which is to be kept up to date)
S6.1-06 © Canadian Standards Association
Table 14.2 Changes have been made to reinforcing steel strengths for the years 1956–1972 (now grouped with the values for 1914–1972)
14.13.1.2.2,
The symbol for factored resistance has been changed to Rr
14.13.1.5 14.14.1.6 A transition has been provided for shear strength of beams that do not satisfy the minimum transverse reinforcement requirements of Section 8. The proportion of transverse reinforcement contributing to shear resistance has been increased.
— 14.14.1.7 The size effect factor in wood has been increased for heavier wood beams in the absence of cracks, shakes, and splits. Specified strengths under axial and bending loads have been increased for larger wood members.
— 14.14.1.8 A method has been provided for determining the strength of steel plate girders with one-sided stiffener plates having a width-to-thickness ratio exceeding the limits of Section 10
Table 14.3.2 Table 14.15 Some of the values have been revised
14.15 14.15.2.3 Corrections have been made to the symbols used in the equations for coefficient of variation and standard deviation
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16.4.1 16.4.1 Glass-fibre-reinforced polymer (GFRP) is now permitted for primary
reinforcement and tendons. Wet glass transition temperature requirements have been added for matrices and adhesives.
16.4.2 16.4.2 Thermoplastic polymers are now permitted
16.4.3 16.4.3 Additional fibre types are now permitted for fibre-reinforced concrete (FRC) 16.5.3
—
16.5.3 Table 16.2
φFRPnow depends on the application φFRP now depends on the application 16.6.1
—
16.6.2 Table 16.3
The Ri values now depend on the application The Ri values now depend on the application
(Continued)
Section 16 (Concluded)
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16.7 16.7 The FRC deck slabs of the previous edition are now called “externally restrained deck slabs”. The Clause has been reorganized to explicitly include (a) full-depth cast-in-place concrete deck slabs;
(b) cast-in-place concrete deck slabs on stay-in-place formwork; and (c) full-depth precast concrete.
A GFRP crack control grid in the externally restrained deck slab is now required. Requirements for use of fibre-reinforced polymer (FRP) bars in edge beams are now specified.
16.8.1 16.8.2 Requirements for minimum flexural resistance and crack control reinforcement have been added
16.8.2 16.8.3 Factor F has been eliminated and new serviceability limit state limits have been specified for non-prestressed reinforcement
16.8.5.2 16.8.6.2 The stress limitations for FRP tendons have been changed 16.8.6 16.8.7 The provisions for calculation of shear capacity have been revised
16.8.7 16.8.8 Deck slabs with reinforcement required for strength are now referred to as
”internally restrained deck slabs”
16.10 16.10 This Clause now provides for all of the reinforcement in the barrier wall
— 16.11, 16.12,
and Annexes A16.1 and A16.2
These Clauses and Annexes are new