Steel Designer''''s Manual Part 16 potx

where y is the distance to the extreme fibre of the section from the elastic neutral axis. For castellated sections, the elastic moduli given are those at the net section. The elastic moduli of the tee are calculated at the outer face of the flange and toe of the tee formed at the net section. For parallel flange channels, the elastic modulus about the minor (y–y) axis is given at the toe of the section, i.e. y = B - c y where B is the width of the section c y is the distance from the back of the web to the centroidal axis. For angles, the elastic moduli about both axes are given at the toes of the section, i.e. y x = A - c x y y = B - c y Where A is the leg length perpendicular to the x–x axis B is the leg length perpendicular to the y–y axis C x is the distance from the back of the angle to the centre of gravity, referred to as the x–x axis C y is the distance from the back of the angle to the centre of gravity, referred to as the y–y axis. 3.2.4 Buckling parameter (u) and torsional index (x) The buckling parameter and torsional index used in buckling calculations are derived as follows: (1) For bi-symmetric flanged sections and flanged sections symmetrical about the minor axis only: (2) For flanged sections symmetric about the major axis only: uIS AH xAHIJ yx y = ()() [] = ()() [] 2 g 2 14 12 1 132. uSAh xhAJ x = ()() [] = [] 4 0 566 222 14 12 g . Z y = 1 1152 Notes on section dimensions and properties Steel Designers' Manual - 6th Edition (2003) This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ Notes on section dimensions and properties 1153 where S x is the plastic modulus about the major axis g= I x is the second moment of area about the major axis I y is the second moment of area about the minor axis A is the cross-sectional area h is the distance between shear centres of flanges (for T sections, h is the distance between the shear centre of the flange and the toe of the web) H is the warping constant J is the torsion constant. 3.2.5 Warping constant (H) and torsion constant (J) (1) I and H sections The warping constant and torsion constant for I and H sections are calculated using the formulae given in the SCI publication P057 Design of members subject to combined bending and torsion. [12] (2) Tee-sections For tee-sections cut from UB and UC sections, the warping constant (H) and torsion constant (J) have been derived as given below. where Note: These formulae do not apply to tee-sections cut from joists which have tapered flanges. For such sections, details are given in SCI publication 057. [12] (3) Parallel flange channels For parallel flange channels, the warping constant (H) and torsion constant (J) are calculated as follows: H h IAc thA I JBT DTt D T yy x = Ê Ë ˆ ¯ - Ê Ë ˆ ¯ È Î Í ˘ ˚ ˙ =+- () +- 2 2 2 33 33 44 424 1 2 3 1 3 22 042a . a 1 2 2 2 1 2 0 042 0 2204 0 1355 0 0865 0 0725 025 2 =-++- - = + () ++ () + . . t T r T tr T t T D Tr r tt rT HTB d T t JBT dTt D T t =+- Ê Ë ˆ ¯ =+- () +- - 1 144 1 36 2 1 3 1 3 0 21 0 105 33 3 3 33 11 44 3 a 1 - È Î Í ˘ ˚ ˙ I I y x Steel Designers' Manual - 6th Edition (2003) This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ where c y = is the distance from the back of the web to the centroidal axis Note: The formula for the torsion constant (J) is applicable to parallel flange channels only and does not apply to tapered flange channels. (4) Angles For angles, the torsion constant (J) is calculated as follows: where (5) ASB sections For ASB (asymmetric beams) Slimdek ® beam, the warping constant (H) and torsion constant (J) are as given in Corus brochure, Structural sections. [11] 3.2.6 Plastic modulus (S) The full plastic moduli about both principal axes are tabulated for all sections except angle sections. For angle sections, BS 5950-1: 2000 requires design using the elastic modulus. The reduced plastic moduli under axial load are tabulated for both principal axes for all sections except asymmetric beams and angle sections. For angle sections, BS 5950-1: 2000 requires design using the elastic modulus. When a section is loaded to full plasticity by a combination of bending and axial compression about the major axis, the plastic neutral axis shifts and may be located either in the web or in the tension flange (or in the taper part of the flange for a joist) depending on the relative values of bending and axial compression. Formulae giving the reduced plastic modulus under combined loading have to be used, which use a parameter n as follows: where F is the factored axial load A is the cross-sectional area p y is the design strength of the steel. n F Ap FP= () y z This is shown in the member capacity tables as a 3 3 2 0 0768 0 0479 23 2 22 =+ =+ () -+ () [] r t Drt rt Jbt dtt D t=+- () +- 1 3 1 3 021 33 33 44 a . a 3 2 2 0 0908 0 2621 0 1231 0 0752 0 0945 23 22 2 =- + + - - Ê Ë ˆ ¯ =++ () -+ () + () [] . . . t T r T tr T t T DrtT rtrT 3 1154 Notes on section dimensions and properties Steel Designers' Manual - 6th Edition (2003) This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ For each section, there is a ‘change’ value of n.Formulae for reduced plastic modulus and the ‘change’ value are given below. (1) Universal beams, universal columns and bearing piles If the value of n calculated is less than the change value, the plastic neutral axis is in the web and the formula for lower values of n must be used. If n is greater than the change value, the plastic neutral axis lies in the tension flange and the formula for higher values of n must be used. The same principles apply when the sections are loaded axially and bent about the minor axis, lower and higher values of n indicating that the plastic neutral axis lies inside or outside the web respectively. Major axis bending: Reduced plastic modulus: Change value: where Minor axis bending: Reduced plastic modulus: Change value: where (2) Joists Major axis bending: If the value of n calculated is less than the lower change value (n 1 ), the plastic neutral axis is in the web and the formula for lower values of n must be used. If n is greater than the higher change value (n 2 ), the plastic neutral axis lies in KS K A D K A T K BT A y12 2 2 4 4 8 4 1 == ==- 3 SKKn n tD A SK nKn n tD A y y r r for for =- < =- () + () ≥ 12 2 34 1 KS K A t K A B K DB A x12 2 3 2 4 4 4 2 1 == ==- SKKn n DTt A SK nKn n DTt A x x r r for for =- < - () =- () + () ≥ - () 12 2 34 2 1 2 Notes on section dimensions and properties 1155 Steel Designers' Manual - 6th Edition (2003) This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ the part of the tension flange that is not tapered and the formula for higher values of n must be used. If the value of n calculated lies between the lower change value (n 1 ) and the higher change value (n 2 ), the plastic neutral axis lies in the tapered part of the flange and then a linear interpolation between the two formulae is used to calculate the reduced plastic modulus. Reduced plastic modulus Change value where Minor axis bending: The same principles apply when the sections are loaded axially and bent about the minor axis, lower and higher values of n indicating that the plastic neutral axis lies inside or outside the web respectively. Reduced plastic modulus Change value where (3) Parallel flange channels Major axis bending: If the value of n calculated is less than the change value, the plastic neutral axis is in the web and the formula for lower values of n must be used. If n is greater KS K A D K A T K BT A y12 2 3 2 4 4 087 8 4 1 == == SKKn n tD A SK nKn n tD A y y r r for for =- < =- () + () ≥ 12 2 34 1 KS K A t K A B K DB A x12 2 3 2 4 4 4 2 1 8 == ==- =∞ () q flange taper SS KKn nn D AA T Bt t SS K nKn nn B A T Bt SS S S n xx xx xx x x rr1 1 rr2 rr1r2r1 for for ==- £=- + - () Ê Ë ˆ ¯ Ï Ì Ó ¸ ˝ ˛ == - () + () ≥=- - - () Ê Ë ˆ ¯ =+ - () - 12 2 34 2 2 4 11 2 4 tan tan q q nn nn nnn 1 21 for - Ê Ë ˆ ¯ << 12 1156 Notes on section dimensions and properties Steel Designers' Manual - 6th Edition (2003) This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ than the change value, the plastic neutral axis lies in the flange and the formula for higher values of n must be used. Reduced plastic modulus Change value where Minor axis bending: In calculating the reduced plastic modulus of a channel for axial force combined with bending about the minor axis, the axial force is considered as acting at the centroidal axis of the cross-section whereas it is considered to be resisted at the plastic neutral axis. The value of the reduced plastic modulus takes account of the resulting moment due to eccentricity relative to the net centroidal axis. The reduced plastic modulus of a parallel flange channel bending about the minor axis depends on whether the stresses induced by the axial force and applied moment are the same or of opposite kind towards the back of the channel. Where the stresses are of the same kind, an initial increase in axial force may cause a small initial rise of the ‘reduced’ plastic modulus, due to the eccentricity of the axial force. For each section there is again a change value of n. For minor axis bending the position of the plastic neutral axis when there is no axial load may be either in the web or in the flanges. When the value of n is less than the change value, the formula for lower values of n must be used. If n is greater than the change value, the formula for higher values of n must be used. The formulae concerned are complex and are therefore not quoted here. 3.2.7 Equivalent slenderness coefficient (f a ) and monosymmetry index (y a ) The equivalent slenderness coefficient (f a ) is tabulated for both equal and unequal angles. Two values of the equivalent slenderness coefficient are given for each unequal angle. The larger value is based on the major axis elastic modulus (Z u ) to the toe of the short leg and the lower value is based on the major axis elastic modulus to the toe of the long leg. The equivalent slenderness coefficient (f a ) is calculated as follows: KS K A t K A B K DB A x12 2 3 2 4 4 4 2 1 == ==- SKKn n DTt A SK nKn n DTt A x x r r for for =- < - () =- () + () ≥ - () 12 2 34 2 1 2 Notes on section dimensions and properties 1157 Steel Designers' Manual - 6th Edition (2003) This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ Definitions of all the individual terms are given in BS 5950-1 [1] , clause B.2.9. The monosymmetry index (y a ) is only applicable for unequal angles and is calculated as follows: Definitions of all the individual terms are given in BS 5950-1 [1] , Clause B.2.9. 3.3 Hollow sections Section properties are given for both hot-finished and cold-formed hollow sections. The ranges of hot-finished and cold-formed sections covered are different. The section ranges listed are in line with sections that are readily available from the major section manufacturers. For the same overall dimensions and wall thickness, the section properties for hot-finished and cold-formed sections are different because the corner radii are different. 3.3.1 Common properties For comment on second moment of area, radius of gyration and elastic modulus, see sections 3.2.1, 3.2.2 and 3.2.3. For hot-finished square and rectangular hollow sections, the sectional proper- ties have been calculated, using corner radii of 1.5t externally and 1.0t internally, as specified by BS EN 10210-2. [9] For cold-formed square and rectangular hollow sections, the sectional properties have been calculated, using the external corner radii of 2t if t £ 6mm, 2.5t if 6mm < t £ 10mm and 3t if t > 10mm as specified by BS EN 10219–2. [10] The internal corner radii used are 1.0t if t £ 6mm, 1.5t if 6mm < t £ 10mm and 2t if t > 10mm, as spec- ified by BS EN 10219-2. [10] 3.3.2 Torsion constant (J) For circular hollow sections: J = 2I For square and rectangular hollow sections: J At h th =+ 4 3 23 h y a it i u d =- + () È Î Í Í ˘ ˚ ˙ ˙ Ú 2 1 0 22 v vu v A It f g a ua = È Î Í ˘ ˚ ˙ Z AJ 2 05. 1158 Notes on section dimensions and properties Steel Designers' Manual - 6th Edition (2003) This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ Notes on section dimensions and properties 1159 where I is the second moment of area t is the thickness of section h is the mean perimeter = 2 [(B - t) + (D - t)] - 2 R c (4 -p) A h is the area enclosed by mean perimeter = (B - t) (D - t) - R c 2 (4 -p) B is the breadth of section D is the depth of section R c is the average of internal and external corner radii. 3.3.3 Torsion modulus constant (C) For circular hollow sections C = 2Z For square and rectangular hollow sections where Z is the elastic modulus and J, t, A h and h are as defined in section 3.3.2. 3.3.4 Plastic modulus of hollow sections (S) The full plastic modulus (S) is given in the tables. When a member is subject to a combination of bending and axial load the plastic neutral axis shifts. Formulae giving the reduced plastic modulus under combined loading have to be used, which use the parameter n as defined below. where F is the factored axial load A is the cross-sectional area p y is the design strength of the steel. For square and rectangular hollow sections there is a ‘change’ value of n. Formulae for reduced plastic modulus and ‘change’ value are given below. (1) Circular hollow sections SS n r = Ê Ë ˆ ¯ cos p 2 n F Ap FP= () y z This is shown in the member capacity tables as CJt A h =+ Ê Ë ˆ ¯ 2 h Steel Designers' Manual - 6th Edition (2003) This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ 1160 Bolts and welds (2) Square and rectangular hollow sections If the value of n calculated is less than the change value, the plastic neutral axis is in the webs and the formula for lower values of n must be used. If n is greater than the change value, the plastic neutral axis lies in the flange and the formula for higher values of n must be used. Major axis bending: Reduced plastic modulus Change value Minor axis bending: Reduced plastic modulus Change value where S, S x , S y are the full plastic moduli about the relevant axes A is the gross cross-sectional area D, B and t are as defined in section 3.3.2. 4 Bolts and welds 4.1 Bolt capacities The types of bolts covered are: • Grades 4.6, 8.8 and 10.9, as specified in BS 4190: [13] ISO metric black hexagon bolts, screws and nuts. • Non-preloaded and preloaded HSFG bolts as specified in BS 4395: [14] High strength friction grip bolts and associated nuts and washers for structural engineering. Part 1: General grade and Part 2: Higher grade. Preloaded HSFG bolts should be tightened to minimum shank tension (P o ) as specified in BS 4604. [15] • Countersunk bolts as specified in BS 4933: [16] ISO metric black cup and countersunk bolts and screws with hexagon nuts. SS An t n tB t A S A Dt n BD t A nn tB t A yy y r r for for =- £ - () = - () - () - () +- È Î Í ˘ ˚ ˙ > - () 22 2 8 22 4 1 2 1 22 SS An t n tD t A S A Bt n DB t A nn tD t A xx x r r for for =- £ - () = - () - () - () +- È Î Í ˘ ˚ ˙ > - () 22 2 8 22 4 1 2 1 22 Steel Designers' Manual - 6th Edition (2003) This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ Information on assemblies of matching bolts, nuts and washers is given is BS 5950-2. [1] (1) Non-preloaded bolts, Ordinary (Grades 4.6, 8.8 and 10.9) and HSFG (General and Higher Grade): (a) The tensile stress area (A t ) is obtained from the above standards. (b) The tension capacity of the bolt is given by: P nom = 0.8p t A t Nominal 6.3.4.2 P t = p t A t Exact 6.3.4.3 where p t is the tension strength of the bolt. Table 34 (c) The shear capacity of the bolt is given by: P s = p s A s 6.3.2.1 where p s is the shear strength of the bolt Table 30 A s is the shear area of the bolt. In the tables, A s has been taken as equal to A t . The shear capacity given in the tables must be reduced for large packings, large grip lengths, kidney shaped slots or long joints when applicable. 6.3.2.2 6.3.2.3 6.3.2.4 6.3.2.5 (d) The effective bearing capacity given is the lesser of the bearing capacity of the bolt given by: P bb = dt p p bb 6.3.3.2 and the bearing capacity of the connected ply given by: P bs = k bs dt p p bs 6.3.3.3 assuming that the end distance is greater than or equal to twice the bolt diameter to meet the requirement that P bs £ 0.5 k bs et p p bs where d is the nominal diameter of the bolt t p is the thickness of the ply. For countersunk bolts, t p is taken as the ply thickness minus half the depth of countersinking. Depth of countersinking is taken as half the bolt diameter based on a 90° countersink. 6.3.3.2 p bb is the bearing strength of the bolt Table 31 p bs is the bearing strength of the ply Table 32 Bolts and welds 1161 Steel Designers' Manual - 6th Edition (2003) This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ [...]... 18.5 20.2 22.5 1 016 1 016 1 016 1 016 1 016 1 016 1 016 1 016 ¥ ¥ ¥ ¥ ¥ ¥ ¥ ¥ ¥ ¥ ¥ ¥ 305 305 305 305 305 305 305 305 305 305 305 305 ¥ ¥ ¥ ¥ ¥ ¥ ¥ ¥ ¥ ¥ ¥ ¥ 487 437 393 349 314 272 249 222 289 253 224 201 # # # # # # # # † † † † † † † † † Section is not given in BS 4-1: 1993 # Check availability d/t Dimensions for Detailing Steel Designers' Manual - 6th Edition (2003) Dimensions and properties 1167 UNIVERSAL... Designation Second Moment of Area This material is copyright - all rights reserved Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ Axis x-x cm4 1 016 1 016 1 016 1 016 1 016 1 016 1 016 1 016 ¥ ¥ ¥ ¥ ¥ ¥ ¥ ¥ 305 305 305 305 305 305 305 305 ¥ ¥ ¥ ¥ ¥ ¥ ¥ ¥ 487 437 393 349 314 272 249 222 # # # #... 671 540 14.5 16. 4 18.4 20.4 160 0 1370 1160 982 160 0 1370 1160 982 366 284 224 181 0.491 0.492 0.507 0.533 5300 4670 4270 4050 0.0695 0.0561 0.0178 -0.0424 9160 7640 6810 9160 7640 6810 12900 10400 8960 0.445 0.475 0.498 709 521 430 16. 3 18.9 20.7 1210 974 842 1210 974 842 245 181 150 0.475 0.501 0.522 3880 3510 3340 0.0915 0.0283 -0.0208 197 173 147 134 7170 6200 5160 4640 7170 6200 5160 4640 10100... 53.3 42.0 33.0 25.1 28.3 22.0 17.0 12.6 30100 36900 45000 55700 12100 14800 18000 22000 16. 6 16. 5 16. 4 16. 2 10.6 10.5 10.4 10.2 1340 164 0 2000 2480 971 1190 1440 1760 162 0 2000 2460 3070 1080 1330 163 0 2030 27100 33300 40700 50500 163 0 1990 2410 2950 1.38 1.37 1.37 1.36 16. 2 12.9 10.5 8.19 500 ¥ 300 8.0 10.0 12.5 16. 0 20.0 ϳ ϳ ϳ ϳ ϳ 98.0 122 151 191 235 125 155 192 243 300 59.5 47.0 37.0 28.3 22.0 34.5... 0.460 285 229 197 165 131 13.8 15.4 16. 5 18.0 20.1 500 436 399 356 300 500 436 399 356 300 111 89.4 77.1 64.6 51.9 0.445 0.451 0.450 0.459 0.484 1420 1280 1190 1100 1040 0 .162 0.142 0.136 0.113 0.0531 1 016 1 016 1 016 1 016 1 016 1 016 1 016 1 016 ¥ ¥ ¥ ¥ ¥ ¥ ¥ ¥ ¥ ¥ ¥ ¥ 305 305 305 305 305 305 305 305 305 305 305 305 ¥ ¥ ¥ ¥ ¥ ¥ ¥ ¥ ¥ ¥ ¥ ¥ 487 437 393 349 314 272 249 222 289 253 224 201 # # # # # # # # † † †... 139 169 961 1180 1440 1720 138 169 206 247 0.439 0.439 0.439 0.439 26.4 21.2 16. 9 13.7 20.1 25.2 31.6 39.0 25.7 32.1 40.3 49.7 33.7 26.7 21.0 16. 8 856 1050 1300 1560 5.78 5.73 5.67 5.61 102 125 154 186 133 165 206 251 1710 2110 2600 3130 203 250 308 372 0.529 0.529 0.529 0.529 26.3 21.0 16. 7 13.6 23.3 29.1 36.6 45.3 29.6 37.1 46.7 57.7 38.7 30.7 24.2 19.4 1320 163 0 2020 2440 6.67 6.63 6.57 6.50 136 168 ... 20.5 16. 2 13.1 10.5 8.31 300 ¥ 300 6.3 8.0 10.0 12.5 16. 0 ϳ ϳ ϳ ϳ ϳ 57.8 72.8 90.2 112 141 73.6 92.8 115 142 179 44.6 34.5 27.0 21.0 15.8 10500 13100 160 00 19400 23900 12.0 11.9 11.8 11.7 11.5 703 875 1070 1300 1590 809 1010 1250 1530 1900 161 00 20200 24800 30300 37600 1040 1290 1580 1900 2330 1.18 1.18 1.17 1.17 1 .16 20.4 16. 2 13.0 10.5 8.26 350 ¥ 350 8.0 10.0 12.5 16. 0 ϳ ϳ ϳ ϳ 85.4 106 131 166 109... 10.2 10.2 10.2 160 .8 160 .8 160 .8 160 .8 160 .8 5.10 5.97 7.25 8.17 9.25 12.7 16. 1 17.1 20.4 22.3 8 7 7 6 6 110 110 110 110 110 32 28 26 24 22 1.24 1.22 1.21 1.20 1.19 14.4 17.2 20.1 23.0 25.8 152 ¥ 152 ¥ 37 152 ¥ 152 ¥ 30 152 ¥ 152 ¥ 23 37.0 30.0 23.0 161 .8 157.6 152.4 154.4 152.9 152.2 8.0 6.5 5.8 11.5 9.4 6.8 7.6 7.6 7.6 123.6 123.6 123.6 6.71 8.13 11.2 15.5 19.0 21.3 6 5 5 84 84 84 20 18 16 0.912 0.901... 21.2 16. 9 15.2 18.7 23.2 28.8 34.9 22.0 17.0 12.9 9.50 7.00 232 279 336 400 462 3.91 3.86 3.80 3.73 3.64 46.4 55.9 67.1 79.9 92.4 54.4 66.4 80.9 98.2 116 361 439 534 646 761 68.2 81.8 97.8 116 133 0.390 0.387 0.384 0.379 0.374 32.8 26.3 21.1 16. 8 13.6 22.7 28.2 35.2 42.9 52.1 21.0 16. 0 12.0 9.00 6.60 498 603 726 852 982 4.68 4.62 4.55 4.46 4.34 83.0 100 121 142 164 97.6 120 147 175 207 777 950 1160 ... 5 5 58 58 58 18 16 16 0.904 0.897 0.890 31.9 35.6 40.5 203 ¥ 133 ¥ 30 203 ¥ 133 ¥ 25 30.0 25.1 206.8 203.2 133.9 133.2 6.4 5.7 9.6 7.8 7.6 7.6 172.4 172.4 6.97 8.54 26.9 30.2 5 5 74 74 18 16 0.923 0.915 30.8 36.4 203 ¥ 102 ¥ 23 23.1 203.2 101.8 5.4 9.3 7.6 169 .4 5.47 31.4 5 60 18 0.790 34.2 178 ¥ 102 ¥ 19 19.0 177.8 101.2 4.8 7.9 7.6 146.8 6.41 30.6 4 60 16 0.738 38.8 152 ¥ 89 ¥ 16 16.0 152.4 88.7 . ¥ 165 ¥ 46 720 720 1290 0.323 52.1 16. 3 166 166 28.1 0.350 366 0.331 305 ¥ 165 ¥ 40 623 623 1100 0.331 39.9 18.5 142 142 21.7 0.355 323 0.312 305 ¥ 127 ¥ 48 711 711 1040 0. 416 74.8 11.7 116 116. 0.0641 1 016 ¥ 305 ¥ 349 # † 166 00 166 00 23500 0.440 164 0 12.7 1940 1940 491 0.478 6190 0.0858 1 016 ¥ 305 ¥ 314 # † 14900 14900 20900 0.443 1330 14.0 1710 1710 400 0.478 5570 0.0770 1 016 ¥ 305. 35.4 305 ¥ 165 ¥ 54 54.0 310.4 166 .9 7.9 13.7 8.9 265.2 6.09 33.6 6 90 24 1.26 23.3 305 ¥ 165 ¥ 46 46.1 306.6 165 .7 6.7 11.8 8.9 265.2 7.02 39.6 5 90 22 1.25 27.1 305 ¥ 165 ¥ 40 40.3 303.4 165 .0 6.0