(1)SUPPLEMENT NO.4, "CANADIAN STRUCTURAL DESIGN MANUAL 1970&quot

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(1)SUPPLEMENT NO.4, "CANADIAN STRUCTURAL DESIGN MANUAL 1970" ERRATA AND REVISIONS Page. Requirement. Change. 4. 4.1.1.5.(2). 5 12. 4.1.2.2.(2) 4.1.6.3.(b). 18. Table 4.1.8.A. 26. 4.2.2.1.(1). 26. 4.2.2.1.(1 )(a). 26. 4.2.2.1.(1)(b). 26. 4.2.2.1.(1 )(b). 27. 4.2.2.9.(a). 32. 4.2.5.3.(1). 358. Clause 3.2. 370. 15.6.1.. Delete marginal note "Creep, shrinkage and other effects". In the fourth line delete the word "strength". In the second line change the word "zero" to read "full" . Change "CSA Standard B44-1966" to read "CSA Standard B44-1971", In the second and third lines change "CSA 080-C11965" to read "CSA 080. 1-1970". In the first line change "CSA 080-C2-1966" to read "CSA 080. 2-1970". In the first line change "CSA 080-C3-1965" to read "CSA 800.3-1970". In the second line change "CSA 080-C12-1965" to read "CSA 080. 12-1970" and title to read "Preservative Treatment of Timber Foundation Piles by Pressure Processes" . In the fifth and sixth lines delete "ASTM A245-64 Flat Rolled Carbon Steel Sheets of Structural Quality" and substitute with "ASTM A570-70 Hot Rolled Carbon Steel Sheets and Strip, Structural Quality and ASTM A611-70 Steel, Cold-Rolled Sheet, Carbon Structural" . In the seventh line, delete "ASTM A303-64 HotRolled Carbon Steel Strip of Structural Quality" and substitute with "ASTM A570-70 Hot-Rolled Carbon Steel Sheets and Strip, Structural Quality". In the eighth line change "ASTM A283-67" to read "ASTM A283-70a". In the twelfth and thirteenth lines delete "ASTM A415-64 Hot-Rolled Carbon Steel Sheets Commercial Quality" and substitute with "ASTM A569-66T HotRolled Carbon Steel Sheets and Strip, Commercial Quality". In the third and fourth lines change "ASTM D114361T, Load Settlement Relationship for Individual Piles Under Vertical Axial Load" to read "ASTM D1143-69 Load Settlement Relationship for Individual Vertical Piles Under Static Axial Load". Add to the definition of b the following: ", or one half the flange for determining width-thickness ratios (b/t)". Revised Clause 15.6.1 to read as follows: "15.6.1 In pin-connected tension members, the net area across the pin hole, normal to the axis of the member, shall be at least 1.33 times the cross-sectional area of the body of the member. The net area of any.

(2) Page. Requirement. Change. 370. 15.6.1. section on either side of the axis of the member measured at an angle of 45 degrees or less to the axis of the member, shall be not less than 0.9 times the cross-sectional area of the body of the member.". 374. Clause 16.2.4.1.. In the last line of Clause 16.2.4.1(b) (ii), delete "F. 375. 16.2.4.6(c). Revise Clause 16.2.4.6(c) to read as follows: "(c) The maximum bending stress considering the continuity of the structure shall not exceed 0.75Fy.". 407. 26.3.2. Revise Clause 26.3.2 to read as follows: "26.3.2 Holes may be punched, sub-punched or subdrilled and reamed, or drilled, as permitted by Clause 31.5. The nominal diameter of a hole shall be not more than Yts inch greater than the nominal bolt size, except that, where shown in the design drawings and at other locations approved by the designer, enlarged or slotted holes may be used with high-strength bolts. Joints utilizing enlarged or slotted holes shall be proportioned in accordance with the requirements of Clause 26 and Clause 16.3, and shall meet the following conditions: (a) Holes Yt6 inch larger than bolts Ys inch and less in diameter, % inch larger than bolts one inch in diameter, and ~6 inch larger than bolts 1% inch and"greater in diameter may be used in frictiontype joints provided a hardened washer is inserted under both the head and nut; (b) Slotted holes ~ inch wider than the bolt diameter and of a length not more than ~ inch greater than the enlarged hole diameters of Clauses 26.3.2(a) for bolt diameters listed therein may be used without regard to the direction of loading in friction type joints provided that a hardened washer is inserted under both the head and the nut; (c) Slotted holes with the longer dimension normal to the line of loading may be used in enclosed parts of statically loaded bearing-type joints provided the width of the slot is not more than Yt6 inch greater than the bolt diameter and its length is not more than 2% times the bolt diameter; (d) Slotted holes Yts inch wider than the bolt diameter and of a length not more than 2Y2 times the bolt diameter may be used without regard to the direction of loading, in enclosed parts of frictiontype joints, if one-third more bolts are provided than are needed to satisfy the allowable stress requirements of Clause 16.3; (e) "Enclosed parts" in Clauses 26.3.2(c) and (d) means interior layers of material in double-shear joints, such as the beam web in a beam-to-column double angle shear connection. Slotted holes may be used also in single-shear joints where slots are provided in one of the lapped parts, provided. 2. bt7"..

(3) Page. Requirement. Change. 407. 26.3.2. washers (or a continuous bar) not less than ~6 inch in thickness and having a minimum width equal to the length of the slot, are installed on the side of the slotted part away from its companion part. The requirements of Clause 26.3.2(c) shall apply to bearing-type joints and the requirements of Clause 26.3.2(d) shall apply to friction-type joints." Change the definition of MM in Clause 30.13.1 to read P as follows. 417. 30.13.1.. 428. Appendix D. 442. 3.1.. "M Mp. the ratio of smaller to larger moments at opposite ends of the unbraced length, in the plane of bending considered; positive when the member is bent in single curvature and negative when bent in double curvature.". Change notes to graph (Appendix D) as follows: "Co = 30 - F y/5 but not more than 20". Revise Clause 3.1 to read as follows: "3.1 Steel for the manufacture of structural members under this Standard shall conform to one of the following standards or to other similar standards as approved by the authority having jurisdiction: (a) CSA Standard G40.4-1959, (revised 1966), Medium Structural Steel; (b) CSA Standard G40.8-1971, Structural Steels with Improved Resistance to Brittle Fracture; (c) CSA Standard G40.10-1962, (revised 1966), Structural Quality Carbon Steel Sheets; (d) CSA Standard G40.11-1969 (revised 1970), High Strength Low-Alloy Atmospheric Corrosion Resisting Steels; (e) CSA Standard G40.12-1971 General Purpose Structural Steel; (0 ASTM Standard A36-70a Structural Steel; (g) ASTM Standard A242-70a High Strength Low-Alloy Structural Steel; (h) ASTM Standard A245-64, Flat-Rolled Carbon Steel Sheets of Structural Quality; (i) ASTM Standard A283-70a, Low and Intermediate Tensile Strength Carbon Steel Plate of Structural Quality; U) ASTM Standard A374-68, High-Strength Low-Alloy Cold-Rolled Steel Sheets and Strip; (k) ASTM Standard A375-64, High-Strength Low-Alloy Hot-Rolled Steel Sheets and Strip;. 3.

(4) Page. Requirement. Change. 442. 3.1.. (I). (m) (n). (0). (p) (q). 443. 4.2.3.. ASTM Standard A441-70a, High-Strength Low-Alloy Structural Manganese Vanadium Steel; ASTM Standard A446-69, Zinc-Coated (Galvanized) Steel Sheets of Structural Quality, Coils and Cut Lengths; ASTM Standard A529-70, Structural Steel with 42,000 psi (29.5 KGF/MM2) Minimum Yield Point (VI in. (12.7mm) Maximum Thickness) ; ASTM Standard A570-70, Hot-Rolled Carbon Steel Sheets and Strip, Structural Quality; ASTM Standard A572-70a, High-Strength Low-Alloy Columbium-Vanadium Steels of Structural Quality; ASTM Standard A588-70a, High-Strength Low-Alloy Structural Steel with 50,000 psi Minimum Yield Point to 4 in. Thick.". In Clause 4.2.3 change the formula to read, respectively: "(w/t)lim. b. =. v'f 103~t[1 v'f. (wIt) Ii m. b 444. 4.3.1.. =. 7~ 2250 ]. 5420. v'f. 80~[1 v'f. 1750 ]. .f. 1.83t4 1/ (W/t)2 -. Rb". (w/t)v'f. In Clause 4.3.1 change the formula for follows: HImin. Rb. (w/t)v'f. Imin. to read as. 4000000 ' f: but not less than. 9.2t 4 Change formula for d to read as follows: d. =. 2.8t. [(W /t)2 -. 4,OO~;OOOJ)1; but not less !~:t~'. 446. 4.5.. Revise Clause 4.5 to read: "4.5 Maximum Allowable Web Depth. The ratio (hIt) of flat webs of flexural members shall not exceed 150, where h clear distance between flanges measured along the plane of web, inches; t = thickness of web, inches. Where a web consists of two or more sheets, the hIt ratio of the individual sheets shall not exceed 150.". 447. 5.1.. Revise Clause 5.1 to read as follows: "5.1 Basic Design Stress 5.1.1 Virgin Material. Axial or flexural tensile or comprehensive stresses for virgin material shall not exceed the basic design stress given below except as otherwise specifically provided herein:. 4.

(5) Page. Requirement. 447. 5.1.. Change F. fult. =. fy/1.6, but not to exceed 1.80. where F fy. basic design stress; specified minimum yield strength in tension of the virgin material. 5.1.2 Cold-Formed Material 5.1.2.1 General. The change in strength resulting from cold work of forming may be utilized for design purposes provided the methods and limitations prescribed in Clause 5.1.2.2 are adhered to. Axial or flexural tensile or compressive stresses for cold-formed material shall not exceed the basic design stress given below except as otherwise specifically provided herein: F = f/y/1.6 where F = basic design stress; f' y = tensile yield strength determined in accordance with Clause 5.1.2.2." "5.1.2.2 Methods and Limitations for Utilization of Cold-Work of Forming. Utilization of cold-work of forming shall be on the following basis: (a) Axially Loaded Tension Members and Tension Flanges, Fully EffectiveAxial Compression Members, and Beams with Fully Effective Compression Flanges. The yield strength (f'y) of axially loaded tension members and the tension flanges of flexural members of axially loaded compression members in which the value ofQ, Clause 5.6.2 is unity; and of the compression flange of flexural members whose stiffened elements are not subject to a reduction in compressive stress as required by Clause 5.2; shall be determined by one of the following methods: (i) Full section tensile tests as specified in Clause 8.2.1 ; (ii) Computed as follows: f' y = C fye + (1 - C) fyf where: f' y = tensile yield strength of the full section of compression and tension members, or the full flange of flexural members; C = ratio of the total corner area to the total cross-sectional area of the full section of compression and tension members, or the full flange of flexural members; fye calculated tensile yield strength of the corners; fye (Be fy) / (R/t)m provided that (fu/fy) is not less than 1.2, that R/t does not exceed 7 and/or that the maximum included angle does not exceed 120°. fyf tensile yield strength of the flats determined in accordance with Clause 8.2.2 if tensile tests are conducted,. 5.

(6) Page. Requirement. Change. 447. 5.1.. or the yield strength of the virgin material if tests are not conducted. Be = 3.69 (fu/fy) - 0.819 (fu/fy)2 - 1.79 m = 0.192 (fu/fy) - 0.068 R = inside bend radius fy,fu = tensile yield and ultimate strengths respectively of the virgin steel specified by the relevant specification of Clause 3.1 or established in accordance with Clause 8.3 Application of the provisions of this Clause shall be confined to the following clauses of this Standard: 5.1 Basic Design Stress; 5.2 Compression on Unstiffened Elements; 5.3 Laterally Unbraced Beams; 5.6 Axially Loaded Compression Members; 5.7 Combined Axial and Bending Stresses; 5.8 Wind or Earthquake Loads; 5.9 Cylindrical Tubular Compression Members; 7.5 Wall Studs. (b) Axial Compression Members and Flanges of Beams which are not Fully Effective. The yield strength (f'y) of axially loaded compression members and the compression flange of flexural members not conforming to section (a) of this Clause may be taken as: (i) The tensile yield strength of the virgin steel (fy), specified by the relevant specification of Clause 3.1 or established in accordance with Clause 8.3; (ii) The tensile yield strength of the flats (fy[) determined in accordance with Clause 8.2.2. (c) Axially Loaded Tension Members and Tension Flanges. The effect on mechanical properties of any welding that is to be applied to the member shall be determined on the basis of tests of full section specimens containing within the gauge length such welding as the manufacturer intends to use. Any necessary allowance for such effect shall be made in the structural use of the member.". 449. 5.4.1.. In Clause 5.4.1, change the formula to read: "Fv 83,200,000. h . f 2/.. F " WIt a maxImum 0 73 . (h/t)2. 461. 8.2.1.. Revise Clause 8.2.1 to read as follows: "8.2.1 Full Section of Full Flange Tests 8.2.1.1 The tensile mechanical properties shall be determined by procedures which agree, in general with the provisions of CSA Standard G40.1-1971, General Requirements for Delivery of Steel Plates, Shapes, Sheet Piling and Bars, for Structural Use. 8.2.1.2 Where the principal effect of the loading to which the member will be subjected in service will be to produce bending stresses, the yield strength shall be. 6.

(7) Page. Requirement. Change. determined for the flanges only. In determining such yield strength, tests shall be made on specimens cut from the section. Each such specimen shall consist of one complete flange plus a portion of the web of such flat width ratio that the value of Q for the specimen is unity. 8.2.1.3 For acceptance and control purposes, two full section tests shall be made from each lot of not more than 50 tons, nor less than 30 tons of each section, or one test from each lot of less than 30 tons of each section. For this purpose a lot may be defined as that tonnage of one section that is formed in a single production run of material from one heat or blow." 461. 8.2.2.. Revise Clause 8.2.2 to read as follows: "8.2.2 Tests on Flat Elements of Formed Sections. The yield strength of flats, fy [, shall be established by means of a weighted average of the yield strengths of standard tensile coupons taken longitudinally from the flat portions of a representative cold-formed member. The weighted average shall be the sum of the products of the average yield strength for each flat portion times the ratio of the cross-sectional area of that flat portion to the total area of flats in the cross section. The exact number of such coupons will depend on the shape of the member, i.e. on the number of flats in the cross section. At least one tensile coupon shall be taken from the middle of each flat. If the actual virgin yield strength exceeds the specified minimum yield strength, the yield strength of the flats, fy[, shall be adjusted by multiplying the test values by the ratio of the specified minimum yield strength to the actual virgin yield strength.". 462. 8.3.. Add the following new Clause 8.3 : "8.3 Acceptance and Control Tests for Mechanical Properties of Virgin Steel. The following provisions apply to steel produced to other than the specifications listed in Clause 3.1 or other recognized specifications and when used in sections for which the increased yield strength and ultimate strength of the steel after cold-forming are computed from the virgin steel properties according to Clause 5.1.2.2. For acceptance and control purposes, at least four tensile specimens shall be taken from each lot as defined in Clause 8.2.1.3 for the establishment of the representative values of the virgin tensile yield strength and ultimate strength. Specimens shall be taken longitudinally from the quarter points of the width near the outer end of the coil. The tests shall be conducted in accordance with CSA Standard GIO.I, General Requirements for Delivery of Steel Plates, Shapes, Sheet Piling and Bars, for Structural Use.". 558. Notes to Figure CI-7. Add the following note: "7. Windward Wall C p : The pressure coefficient is 0.8 for the entire height. The variation shown in pressure is due to variation in exposure factor Ce". 7.

(8) Page. Requirement. Change. 583. Equation (3) for Coefficient C. Oelete equation and replace with: C. 0.05. 544. fifth paragraph. In line 8 after ",q," delete "and" and after '"Ce," add "and the pressure coefficient C p ,".. 546. Equation No.7.. In the second line of the definition of the symbol "B" replace "0" with "W".. 546. Equation No.7.. In the second line of the definition of the symbol "s" replace "0" with "W". In the fourth line from top of page, replace "0" with. 548. "'W".. In the last line delete the words "equation to" and replace with "equal to".. 548 550. Equation No. 11.. In the definition of symbols, the symbol for "exposure factor, previously defined" should be "Ce".. 553. Figure CI-2. In the formula at top of page replace "0" with "W", In the designation "O/H" for the curves, replace "0" with "W".. 554. Figure CI-3. In the formula near the bottom of the page, replace "0" with "W". In the designation "O/H" for the curves, replace "0" with "W".. 557. Figure CI-6. On the top diagram delete the dimension "0.10" and the associated dimension lines.. 558. Figure CI-7. Under "Cp = 0.8" (near top left of page) delete the curved arrow,. 559. Figure CI-8. Near the right side of the diagram, replace the dimension "B" with "W".. 560. Figure CI-I0. Replace the factor "q" by "qCgCe" in the formula for "Fn".. 561. Figure Cl-11. Replace the factor "q" by "qCg" in the formula for "F". Replace the factor "q" by "qCgCe" in the formulae for "Pi" and "Pe".. 561. Figure CI-12. Replace the factor "q" by "qCg" in the formula for "F". Replace the factor "q" by "qCeCg " in the formula for "Pe".. 562. Figure CI-14. Replace the factor "q" by "qC g " in the formula for "Pe". Oelete the formula: "Fn (pi + q) 1r d2 ". 4 8.

(9) Page. Requirement. Change. 563. Figure Cl-15. Replace the factor "q" by "qC g " in the formula for "'Fn".. 563. Figure Cl-16. Replace the factor "q" by "qC g" in the formulae for "Fn" and "Ft".. 564. Figure Cl-17. 565. Figure Cl-19. Replace the factor "q" by "qCgCe" in the ten formulae for the calculation of forces.. 565. Figure Cl-20. Replace the factor "q" by "qCg" in the two formulae for "Fm".. 590. Reference No.3, line 1.. Change spelling of "Eearthquake" to "Earthquake".. Replace the factor "q" by "qCg" in the formula for "Fn".. 9.

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(1)SUPPLEMENT NO.4, &quot;CANADIAN STRUCTURAL DESIGN MANUAL 1970&quot

(1)SUPPLEMENT NO.4, "CANADIAN STRUCTURAL DESIGN MANUAL 1970&quot