1、APPENDIX A LOADING-H 15-44 (MI 3.5) TABLE OF MAXIMUM MOMENTS, SHEARS, AND RACTIONS- SIMPLE SPANS, ONE LANE Spans in feet; moments in thousands of foot-pounds; shears and reactions in thousands These values are subject to specification reduction for loading of multiple lanes. ImDact not included. of
2、pounds. / End shear and end End shear and end Span Moment reaction (a) Span Moment reaction (a) 1 6.0b) 24.0b) 42 2 12.0ibj 24.0ibj 44 3 18.0(b) 24.0( b) 46 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 24.0( b) 30.0(b) 36.0(b) 42 .O(b) 48.0
3、b) 54.0(b) 60.O(b) 66.0(b) 72.0(b) 78.0( b) 84.qb) 90.0(b) 96.0(b) 102 .O( b) 108 .O( b) 114.O(b) 120.0(b) 126 .O(b) 1 32.0( b) 138.0(b) 144.0(b) 150.0(b) 156.0( b) 162.7(b) 170.1 (b) 177.5(b) 185 .O(b) 192.4(b) 199.8( b) 207.3(b) 214.7(b) 222.2(b) 229.6(b) 237.1 (b) 244.5(b) 252.0(b) 259.5(b) 24.0
4、b) 24 .O(b) 24.0(b) 24.O(b) 24 .O(b) 24.0( b) 24.0( b) 24.0( b) 24.0(b) 24.0( b) 24.0( b) 24.0( b) 24.8(b) 25.l(b) 25.3( b) 25.6(b) 25.8(b) 26.O(b) 26.2(b) 26.3(b) 26.5(b) 26.6( b) 26.8(b) 26.9( b) 27.0(b) 27.l(b) 27.2(b) 27.3( b) 27.4(b) 27.5 27.7 27.9 28.1 28.4 28.6 28.9 29.1 48 50 52 54 56 58 60
5、 62 64 66 68 70 75 80 85 90 95 100 110 120 130 140 150 160 170 180 190 200 220 240 260 280 300 274.4(b) 289.3(b) 304.3(b) 3 19.2( b) 334.2(b) 349.1(b) 364.1(b) 379.l(b) 397.6 418.5 439.9 461.8 484.1 506.9 530.3 590.6 654.0 720.4 789.8 862.1 937.5 1,097.3 1,269.0 1,452.8 1,648.5 1,856.3 2,076.0 2,307
6、8 2,551.5 2,807.3 3,075 .O 3,646.5 4,266. O 4,933.5 5,649.0 6,412.5 29.6 30.1 30.5 31.0 31.5 32.0 32.5 32.9 33.4 33.9 34.4 34.9 35.3 35.8 36.3 37.5 38.7 39.9 41.1 42.3 43.5 45.9 48.3 50.7 53.1 55.5 57.9 60.3 62.7 65.1 67.5 72.3 77.1 81.9 86.7 91.5 (a) Concentrated load is considered placed at the s
7、upport. Loads used are those stipulated for shear. (b) Maximum value determined by Standard Truck Loading. Otherwise the Standard Lane Loading governs. 69 1 692 HIGHWAY BRIDGES APP. A LOADING-HS 15-44 (M13.5) TABLE OF MAXIMUM MOMENTS, SHEARS, AND REACTIONS- SIMPLE SPANS, ONE LANE Spans in feet; mome
8、nts in thousands of foot-pounds; shears and reactions in thousands These values are subject to specification reduction for loading of multiple lanes. Impact not included. of pounds. End shear and end and end Span Moment reaction (a) Span Moment reaction (a) 1 6.0(b) 24 .O(b) 42 364.0(b) 42.0(b) 2 12
9、 .O(b) 24.0( b) 44 390.7( b) 42.5(b) 3 18.O(b) 24.0(b) 46 417.4(b) 43 .O( b) 4 24.0( b) 24.0( b) 48 444.l(b) 43.5( b) 5 30.0( b) 24.0( b) 50 470.9( b) 43.9(b) 6 36 .O(b) 24.O(b) 52 497.7(b) 44.3(b) 7 42.0( b) 24.0(b) 54 524.5 (b) 44.7(b) 8 48.0(b) 24.0(b) 56 55 1.3(b) 45.0(b) 9 54.0(b) 24.0( b) 58 5
10、78.1(b) 45.3( b) 10 6O.O(b) 24.qb) 60 64.9(b) 45.6(b) 11 66.0( b) 24.0(b) 62 63 1 .8( b) 45.9(b) 12 72.0(b) 24.0(b) 64 658.6(b) 46.l(b) 13 78.0(b) 24,0(b) 66 685 .5(b) 46.4(b) 14 84.0(b) 24.0(b) 68 7 12.3( b) 46.6( b) 15 90.O(b) 25.6(b) 70 739.2(b) 46.8( b) 16 96.0(b) 27.0(b) 75 806.3(b) 47.3(b) 17
11、102 .O( b) 28.2(b) 80 873.7(b) 47.7( b) 18 108.0(b) 29.3(b) 85 941,0(b) 48.l(b) 19 114.0(b) 30.3(b) 90 1 ,8.3(b) 48.4( b) 20 120.0(b) 31.2(b) 95 1,074.9(b) 48.7(b) 21 126.0(b) 32.0(b) 100 1,143 .O( b) 49 .O( b) 22 1 32.0( b) 32.7(b) 110 1,277.7(b) 49.4(b) 23 138 .O(b) 33.4(b) 120 1,412.5(b) 49.8(b)
12、24 144.5(b) 34 .O(b) 130 1,547.3(b) 50.7 25 1 55.5( b) 34.6( b) 140 1,682.l(b) 53.1 End shear 26 166.6(b) 35.l(b) 150 1,856.3 55.5 27 1 77.8( b) 35.6( b) 160 2,076 .O 57.9 28 189 .O(b) 36.0(b) 170 2,307.8 60.3 29 200.3(b) 36.6(b) 180 2,551.5 62.7 30 211.6(b) 37.2(b) 190 2,807,3 65.1 31 223.0(b) 37.7
13、b) 200 3,075.0 67.5 32 234.4( b) 38.3(b) 220 3,646.5 72.3 33 245.8(b) 38.7(b) 240 4,266.0 77.1 34 257.7(b) 39.2(b) 260 4,933.5 81.9 35 270.9(b) 39.6(b) 280 5,649.0 86.7 36 284.2(b) 40.0(b) 300 6,412.5 91.5 37 297.5( b) 40.4(b) 38 310.7(b) 40.7(b) 39 324.0(b) 41.1(b) 40 337.4(b) 41.4(b) (a) Concentr
14、ated load is considered placed at the support. Loads used are those stipulated for shear. (b) Maximum value determined by Standard Truck Loading. Otherwise the Standard Lane Loading governs. APP. A HIGHWAY BRIDGES 693 LOADING-H 20-44 (M 18) TABLE OF MAXIMUM MOMENTS, SHEARS, AND REACTIONS- SIMPLE SPA
15、NS, ONE LANE Spans in feet; moments in thousands of foot-pounds; shears and reactions in thousands of pounds. These values are subject to specification reduction for loading of multiple lanes. Impact not included. End shear End shear and end and end reaction (a) Span Moment reaction (a) Span Moment
16、1 8.0(b) 32.0(b) 42 365.9b 39.4 2 16.0( b) 32.0(b) 44 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 24.O(b) 32.0( b) 40.O(b) 48.0(b) 56.0( b) 64.0(b) 72.0(b) 80.0( b) 88.0(b) 96.qb) 104.0(b) 112.0(b) 120.0(b) 128 .O(b) 1 36.0( b) 144.qb) 1
17、52.0(b) 160.0( b) 168 .O(b) 176.0(b) 184.O(b) 192.0( b) 200.0(b) 208 .O(b) 216.9(b) 226.8(b) 236.7(b) 246.6( b) 256.5(b) 266.5(b) 276.4(b) 286.3(b) 296.2(b) 306.2(b) 3 16.1 (b) 326.1 (b) 336.0(b) 346.0(b) 32.0(b) 32 .O( b) 32.0(b) 32.0(b) 32 .O( b) 32.0(b) 32.0( b) 32.0(b) 32,0(b) 32 .O( b) 32.0(b)
18、32.0(b) 32.5(b) 33.0(b) 33.4(b) 33.8( b) 34.l(b) 34.4( b) 34.7(b) 34.9(b) 35.l(b) 35.3(b) 35.5(b) 35.7(b) 35.9(b) 36.0(b) 36.l(b) 36.3(b) 36.4(b) 36.5(b) 36.6(b) 36.9 37.2 37.5 37.8 38.2 38.5 38.8 46 48 50 52 54 56 58 60 62 64 66 68 70 75 80 85 90 95 100 110 120 130 140 150 160 170 180 190 200 220 2
19、40 260 280 300 385.8tbj 405.7(b) 425.6(b) 445.6(b) 465.5(b) 485 .5(b) 505.4(b) 530.1 558.0 586.5 615.7 645.5 675.9 707.0 787.5 872.0 960.5 1,053.0 1,149.5 1,250.0 1,463.0 1,692.0 1,937.0 2,198.0 2,415.0 2,768.0 3,077.0 3,402.0 3,743. O 4,100.0 4,862. O 5,688.0 6,578.0 7,532.0 8,550.0 40.1 40.7 41.4
20、42.0 42.6 43.3 43.9 44.6 45.2 45.8 46.5 47.1 47.8 48.4 50.0 51.6 53.2 54.8 56.4 58.0 61.2 64.4 67.6 70.8 74.0 77.2 80.4 83.6 86.8 90.0 96.4 102.8 109.2 115.6 122.0 (a) Concentrated load is considered placed at the support. Loads used are those stipulated for shear. (b) Maximum value determined by St
21、andard Ruck Loading. Otherwise the Standard Lane Loading governs. 694 HIGHWAY BRIDGES APP A LOADING-HS 20-44 (MS18) TABLE OF MAXIMUM MOMENTS, SHEARS, AND REACTIONS- SIMPLE SPANS, ONE LANE Spans in feet; moments in thousands of foot-pounds; shears and reactions in thousands These values are subject t
22、o specification reduction for loading of multiple lanes. Impact not included. of pounds. End shear End shear and end and end Span Moment reaction (a) Span Moment reaction (a) 1 8.0(b) 32 .O( b) 42 2 16 .O( b) 32.0( b) 44 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31
23、 32 33 34 35 36 37 38 39 40 24 .O(b) 32.0( b) 4O.O(b) 48.0(b) 56.0( b) 64.O(b) 72.0(b) 80.0( b) 88.O(b) 96.0(b) 1 04.0( b) 112.0(b) 120.0( b) 128.0(b) 136.0(b) 144.O(b) 152.0(b) 160.0( b) 168.0(b) 176.0(b) 184.0(b) 192.7(b) 207.4(b) 222.2(b) 237 .O(b) 252.0(b) 267 .qb) 282.l(b) 297.3(b) 3 12.5(b) 32
24、7.8(b) 343.5 (b) 361.2(b) 378.9(b) 396.6(b) 414.3(b) 432.1(b) 449.8( b) 32.0( b) 32.0( b) 32.0(b) 32.0(b) 32.0(b) 32.0(b) 32.0(b) 32.0(b) 32.0(b) 32.0(b) 32.0(b) 32.0(b) 34.l(b) 36.0( b) 37.7(b) 39.l(b) 40.4(b) 41.6(b) 42.7(b) 43.6(b) 44.5(b) 45,3(b) 46.l(b) 46.8(b) 47.4(b) 48.0(b) 48.8(b) 49.6( b)
25、50.3(b) 51.0(b) 51.6(b) 52.2(b) 52.8(b) 53.3(b) 53.8(b) 54.3(b) 54.8(b) 55.2( b) 46 48 50 52 54 56 58 60 62 64 66 68 70 75 80 85 90 95 100 110 120 130 140 150 160 170 180 190 200 220 240 260 280 300 485.3(b) 520.9( b) 556.5(b) 592.1 (b) 627.9(b) 663.6(b) 699.3(b) 735.l(b) 770.8(b) 806.5(b) 842.4(b)
26、878.1 (b) 914.0(b) 949.7(b) 985.6(b) 1,075.l(b) 1,164.9(b) 1,254.7(b) 1,344.4(b) 1,434.1 (b) 1,524.0(b) 1,703.6(b) 1,883.3(b) 2,063.1(b) 2,242.8(b) 2,475.1 2,768.0 3,077.1 3,402.1 3,743.1 4,862. O 5,688.0 6,578.0 7,532.0 8,550.0 4,100.0 56.0(b) 56.7(b) 57.3( b) 58.0(b) 58.5(b) 59.1(b) 59.6(b) 60.0(b
27、) 60.4(b) 60.8(b) 61.2(b) 61.5(b) 61.9(b) 62.l(b) 62.4(b) 63.l(b) 63.6(b) 64.l(b) 64.5(b) 64.9(b) 65.3(b) 65.9(b) 66.4(b) 67.6 70.8 74.0 77.2 80.4 83.6 86.8 90.0 96.4 102.8 109.2 115.6 122.0 (a) Concentrated load is considered placed at the support. Loads used are those stipulated for shear. (b) Max
28、imum value determined by Standard Truck Loading. Otherwise the Standard Lane Loading governs. APPENDIX B TRUCK TRAIN AND EQUIVALENT LOADINGS - 1935 SPECIFICATIONS AM ER ICAN ASSOCIATION OF STATE HIGHWAY OFFICIALS 81 81 1( El 81 O 31 O 8 $1 il D (u QJ r) D 15 TON TRUCK 15TONTRUCK I ZOTONTRUCK I 15 TO
29、N TRUCK c) c) o c, O O c, O 30 I 14 1- 30 I 14 I 30 I 14 I 30 I 14 I 30 - I I I I I H-20-35 LOADING O O d %- 8 d 81 81 91 al 11% TON TRUCK I I 11UTONTRUCK I I 15TONTRUCK I 11% TON TRUCK Q O O n O o O o 30 I 14 I 30 I 14 I 30 1 14 I 30 I 14 1- 30 I I I I 1 I I I- H-15-35 LOADING TRUCK TRAIN LOADING 1
30、8,000 LBS. FOR MOMENT 6.000 LBS. FOR SHEAR CONCENTRATED LOAD 4 H-20-35 LOADING 3,500 LBS. FOR MOMENT I/ CONCENTRATED LOAD+ 9,500 LBS. FOR SHEAR r,iUNIFORM LOAD 480 LBS. PER LINEAR FOOT OF LANE H-15-35 LOADING, EQUIVALENT LOADING LANE WIDTH 10 FEET 695 APPENDIX C v) z zr o 696 APPENDIX C (Continued)
31、1 I I I EFFECTIVE LENGTH FACTOR, K 1; The Effective Length of a column, KL, has been used in the equations for allowable compression stress in the column. K is the ratio of the effective length of an ideal- ized pin-end column to the actual length of a column with various other end conditions. KL r
32、epresents the length be- tween inflection points of a buckled column. Restraint against rotation and translation of column ends influences the position of the inflection points in a column. Theoret- ical values of K for some idealized column end conditions dom comply fully with idealized restraint a
33、gainst rotation and translation, the recommended values suggested by the Column Research Council are higher than the idealized values. Columns in continuous frames unbraced by adequate attachment to shear wails, diagonal bracing, or adjacent structures depend on the bending stiffness of the rigidly
34、connected beams for lateral stability. The effective length factor, K, is dependent on the amount of bending stiffness supplied by the beams at the column ends. If the amount of stiffness supplied by the beams is small, the value of K are given in Table C-l. Since column end conditions sel- could ex
35、ceed 2.0. TABLE C-1 EFFECTIVE LENGTH FACTORS, K BUCKLED SHAPE OF COLUMN IS SHOWN BY DASHED LINE THEORETICAL I VALUE DESIGN VALUE OF K WHEN IDEAL CONDITIONS ARE APPR OX IMATEDW - END CONDITION CODE (O) 1 i t 0.5 0.65 (b) 1 t 0.7 o. 00 I .O I .2 1.0 I 2.0 1.0 1 2.1 2. o 2 .o ROTATION FIXED TRANSLATION
36、 FIXED ROTATION FREE TRANSLATION FIXED ROTATION FIXED TRANSLATION FREE RUATION FREE TRANSLATION FREE For riveted and bolted truss members (partially restrained), use K = 0.75. For pinned connections in truss rnembers,use K = 0.875 (pin friction). 697 698 HIGHWAY BRIDGES APP. c ao- 100.0 - 50.0- 30.0
37、 20.0 - - 10.0 - 9.0 - 8.0 - 7.0- 6.0 - 5.0 - 4.0 - 3.0- - 2.0 - - 1 .o- - - - - 40- TABLE C-2 Q)? 100.0 50.0 30.0 20.0 10.0 9.0 8.0 7.0 6.G 5.0 4.0 3.0 2.0 1.0 - - - - - - - - - - - - - - - - - - - 0- 10.0 5.0 4.0- 3.0 2.0- 1.5- 1 .o- - - - - - SIDESWAY PERMITTED FOR COLUMN ENDS SUPPORTED BY BUT N
38、OT RIGIDLY CONNECTED TOA FOOTING OR FOUNDATION, G IS THEORETICALLY EQUAL TO INFINITY, BUT UNLESS ACTUALLY DESIGNED AS A TRUE FRICTIONLESS PIN, MAY BE TAKEN EQUAL TO 10 FOR PRACTICAL DESIGN. IF THE COLUMN END IS RIGIDLY ATTACHED TO A PROPERLY DESIGNED FOOTING, G MAY BE TAKEN EQUAL TO 1.0. SMALLER VAL
39、UES MAY BE TAKEN IF J USTI FI ED BY AN ALY S I S. APP. c HIGHWAY BRIDGES 699 If it is assumed that elastic action occurs and that all columns buckle simultaneously in a frame, it can be ra- tionally shown that* (C-1) where subscripts a and b refer to the two ends of the column. G,Gb(T/K) - 36 - dK -
40、 6(Ga -k Gb) tan(dK) 2 = summation of all members rigidly connected to I, = moment of inertia of column; an end of the column in the plane of bending; *See “Steel Structures Design and Behavior” by Charles G. Salmon and John E. Johnson, published by International Text Book Company, 1971. Lc = unbrac
41、ed length of column; I, = moment of inertia of beam or other restraining L, = unsupported length of beam or other restraining K = effective length factor. member; member; Table C-2 is a graphical representation of the relationship between K, Ga, and Gb, and can be used to obtain the value of K easil
42、y. In frames which have columns that fall in the inelastic buckling range, (i.e., KL/r C, = (2 ER, 1/2), K may often be reduced. The procedure for reducing K can be found in “Effective Length of Columns in Un- braced Frames” by Joseph A. Yura, AZSC Engineering Journal, published by the American Inst
43、itute of Steel Construction, 101 Park Avenue, New York, New York 10017. APPENDIX D COMPUTATION OF PLASTIC SECTION MODULUS Z* The plastic modulus Z is the statical first moment of one half-area of the cross section about an axis through the centroid of the other half area. When a section is built up
44、from plates or shapes of more than one yield point, the plastic moment should be computed on the basis of equilibrium on the cross section with all fibers stressed to the appropriate yield point in either tension or compression. A 2- a AI (shaded) = A2 (clear) = A/2 a = distance between centroid of
45、A, and A2 2 = aA, = aA2 *Information in this Appendix is obtained from the Commentary of AIS1 Bulletin 15. Values of Z for rolled sections are listed in the Mun- uul of Steel Construction, Eighth Edition, 1980, American Institute of Steel Construction. 700 APPENDIX E Selected Conversion Factors Usef
46、ul in Hiphwav Bridpe Engineering US Cusroman, to Metric Leneth 1 in = 25.40 mm 1 ft = 304.8 mm = 0.3048 m 1 yd = 914.4 mm = 0.9144 m 1 mi = 1.609 x 10 mm =169 m = 1.609 km Area 1 in2 = 645.2 mm 1 ft = 92.90 X lo3 mm2 = 92.90 X lo3 d 1 yd = 836.1 X lo3 mm = 0.8361 d 1 mi = 2.590 x lo6 m = 2.590 km2 1
47、 acre = 4047 m2 = 4.047 x io5 km2 Volume lin3=16390mm3 1 ft3 = 28.32 x 10 mm3 = 28.32 x 10” m3 1 yd3 = 764.6 x 10 mm3 = 0.7646 m3 1 acwft = 1233 m3 SJJgJ 1 Wsec = 25.40 mm/s = 0.0254 m/s 1 ft/sec = 304.8 mmh = 0.3048 m/s = 1.097 kmh 1 ft/min = 5.080 mmh = 5.080 x lo3 m/s 1 mimt. = 447.0 mm/s = 0.447
48、0 m/s = 1.609 kmh - Mass 1 lbm = 0.4536 kg 1 slug = 14.59 kg Force 1 lb = 4.448 N 1 kip = 4448 N = 4.448 kN 1 ton = 8896 N = 8.896 kN Moment (or toraue) 1 Ibnin = 113.0 N-mm = 0.1130 Nam 1 lbmft = 1356 N.mm = 1.356 N-m 1 kipin = 113.0 x l Nmm = 113.0 N-m 1 kipft = 1.356 x lo6 N-mm = 1356 Nam Distrib
49、uted Loadings 1 lb/in = 0.1751 N/mm = 175.1 N/m 1 lb/ft = 0.01459 N/mm = 14.59 N/m 1 kip/ft = 14.59 N/mm = 14 590 N/m 1 in.lb/ft = 0.3707 N*mm/mm Leneth 1 cm = 0.3937 in 1 m = 39.37 in = 3.281 ft = 1.094 yd 1 km = 39.37 X lo3 in = 3281 ft = 0.6214 mi i = 39.37 x 103 in - Area 1 cm2 = 0.1550 in 1 m = 1550 in2 = 10.76 ft = 1.196 yd 1 km = 1.550 X lo9 in = 10.76 X lob ft 1 km = 247.1 acre = 0.3863 mi i mm2 = 1.550 x 103 in - Volume 1 mm3 = 61.02 X lod i$ = 35.31 X l9 f? 1 cm3 = 61.02 x lo9 in) = 35.31 x lob 1 m3 = 61.02 x i
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