1、Section 10 STRUCTURAL STEEL Part A GENERAL REQUIREMENTS AND MATERIALS 10.1 APPLICATION Notations = area of cross section (Articles 10.37.1.1, 10.34.4, 10.48.1.1, 10.48.2.1, 10.48.4.2, 10.48.5.3, and 10.55.1) = bending moment coefficient (Article 10.50.1.1.2) = effective area of a flange or splice pl
2、ate with holes or a tension member with holes (Articles 10.12, 10.18.2.2.1, 10.18.2.2.3, 10.18.2.2.4, and 10.18.4.1) = amplification factor (Articles 10.37.1.1 and 10.55.1) = product of area and yield point for bottom flange of steel section (Article 10.50.1.1.1) = product of area and yield point of
3、 that part of reinforcing which lies in the compression zone of the slab (Article 10.50.1.1.1) = product of area and yield point for top flange of steel section (Article 10.50.1.1.1) = product of area and yield point for web of steel section (Article 10.50.1.1.1) = area of flange (Articles 10.39.4.4
4、.2, 10.48.2.1, 10.53.1.2, and 10.56.3) = the sum of the area of filler plates on the top and bottom of the connected plate (Article 10.18.1.2.1) = area of compression flange (Articles 10.48.4.1 and 10.50.1.2.1) = gross area of a flange, splice plate or tension member (Articles 10.18.2.2.2, 10.18.2.2
5、.4, and 10.18.4.1) = net section of a tension member (Article 10.18.4.1) = the smaller of either the connected plate area or the sum of the splice plate areas on the top and bottom of the connected plate (Article 10.18.1.2.1) A: As AS AS, Au a a a a B B b b b b b b b b = total area of longitudinal r
6、einforcing steel at the interior support within the effective Aange width (Article 10.38.5.1.2) = total area of longitudinal slab reinforcement steel for each beam over interior support (Ar- ticle 10.38.5.1.3) = area of steel section (Articles 10.38.5.1.2, 10.54.1.1, and 10.54.2.1) = cross-sectional
7、 area of a stud shear connector (Article 10.38.5.1.2) = area of web of beam (Article 10.53.1.2) = distance from center of bolt under con- sideration to edge of plate, in. (Articles 10.32.3.3.2 and 10.56.2) = spacing of transverse stiffeners (Article 10.39.4.4.2) = depth of stress block (Figure 10.50
8、A) = ratio of numerically smaller to the larger end moment (Article 10.54.2.2) = constant based on the number of stress cycles (Article 10.38.5.1.1) = constant for stiffeners (Articles 10.34.4.7 and 10.48.5.3) = compression flange width (Table 10.32.1A and Articles 10.34.2.1, 10.48, 10.48.1.1, 10.48
9、.2, 10.48.2.1, and 10.61.4) = distance from center of bolt under consider- ation to toe of fillet of connected part, in. (Ar- ticles 10.32.3.3.2 and 10.56.2) = effective width of slab (Article 10.50.1.1.1) = effective flange width (Articles 10.38.3 and = widest flange width (Article 10.15.2.1) = dis
10、tance from edge of plate or edge of perfo- ration to the point of support (Article 10.35.2.3) = unsupported distance between points of sup- port (Article 10.35.2.7) = flange width between webs (Articles 10.37.3.1, 10.39.4.2, 10.51.5.1, and 10.55.3) 10.38.5.1.2) 25 1 252 HIGHWAY BRIDGES 10.1.1 = widt
11、h of stiffeners (Articles 10.34.5.2, 10.34.6, 10.37.2.4, 10.39.4.5.1, and 10.55.2) = width of a projecting flange element, angle, or stiffener (Articles 10.34.2.2, 10.34.4.7, 10.37.3.2, 10.39.4.5.1, 10.48.5.3, 10.5 1 S.5, and 10.55.3) = web buckling coefficient (Articles 10.34.4, 10.38.1.7, 10.48.5.
12、3, and 10.48.8) = compressive force in the slab (Article 10.50.1.1.1) = equivalent moment factor (Article 10.54.2.1) = compressive force in top portion of steel cec- tion (Article 10.50.1.1.1) = bending coefficient (Table 10.32.1A and Ar- ticles 10.48.4.1 and 10.50.2.2) = column slenderness ratio di
13、viding elastic and inelastic buckling (Table 10.32.1A) = coefficient about X axis (Article 10.36) = coefficient about the Y axis (Article 10.36) = buckling stress coefficient (Article 10.51.5.2) = clear distance between flanges, in. (Article 1 O. 15.2) = clear unsupported distance between flange com
14、ponents (Articles 10.18.2.3.4,10.18.2.3.7, 10.18.2.3.8, 10.18.2.3.9, 10.34.3, 10.34.4, 10.34.5, 10.37.2, 10.48.1, 10.48.2, 10.48.4, 10.48.5,10.48.6, 10.48.8, 10.49.2, 10.49.3.2, 10.50.1.1.2, 10.50.2.1, 10.55.2, and 10.61.1) = distance from the top of the slab to the neu- tral axis at which a composi
15、te section in pos- itive bending theoretically reaches its plastic- moment capacity when the maximum strain in the slab is at 0.003 (Article 10.50.1.1.2) = clear distance between the neutral axis and the compression flange (Articles 10.34.3.2.1, 10.34.5.1, 10.48.4.1, 10.49.2, 10.49.3, 10.50(b), 10.5
16、7, and 10.61.1) = moments caused by dead load acting on com- posite girder (Article 10.50.1.2.2) = depth of the web in compression at the plas- tic moment (Articles 10.50(b), 10.50.1.1.2, and 10.50.2.1) = depth of the web in compression of the non- composite steel beam or girder skicles 10.34.5.1 an
17、d 10.49.3.2(a) = distance from the top of the slab to the plas- tic neutral axis, in. (Article 10.50.1.1.2) = moments caused by dead load acting on steel girder (Article 10.50.1.2.2) = bolt diameter (Table 10.32.3B) = diameter of stud, in, (Article 10.38.5.1) = depth of beam or girder, in. (Table 10
18、.32.1A and Articles 10.13, 10.48.2, 10.48.4.1, and 10.50.1.1.2) =diameter of rocker or roller, in. (Article 10.32.4.2) = beam depth (Article 10.56.3) = column depth (Article 10.56.3) = spacing of intermediate stiffener (Articles 10.34.4, 10.34.5, 10.48.5.3, 10.48.6.3, and 10.48.8) = distance from th
19、e centerline of a plate longi- tudinal stiffener or the gage line of an angle longitudinal stiffener to the inner surface or the leg of the compression flange component (Articles 10.34.3.2.1, 10.34.5.1, 10.48.4.1, 10.49.3.2(a), and 10.61.1) = modulus of elasticity of steel, psi (Table 10.32.1AandArt
20、icles 10.15.3, 10.36, 10.37, 10.39.4.4.2, 10.54.1, and 10.55.1) = modulus of elasticity of concrete, psi (Article 10.38.5.1.2) = distance from the centerline of a splice to the centroid of the connection on the side of the joint under consideration (Articles 10.18.2.3.3, 10.18.2.3.5, and 10.18.2.3.7
21、) = maximum induced stress in the bottom flange (Article 10.20.2. i) = maximum compressive stress, psi (Article 10.41.4.6) = allowable axial unit stress (Table 10.32.1A and Articles 10.36, 10.37.1.2, and 10.55.1) = allowable bending unit stress (Table 10.32.1A and Articles 10.18.2.2.3, 10.37.1.2, an
22、d 10.55.1) = compressive bending stress permitted about the X axis (Article 10.36) = compressive bending stress permitted about the Y axis (Article 10.36) = buckling stress of the compression flange plate or column (Articles 10.48.2, 10.50.2.2, 10.51.1, 10.51.5, 10.54.1.1, and 10.54.2.1) = local buc
23、kling stress of a stiffener (Articles 10.34.4.7 and 10.48.5.3) = design stress for the controlling flange at a point of splice (Articles 10.18.2.2.3 and 10.18.2.3.8) = design stress for the controlling flange at a point of splice (Articles 10.18.2.2.1 and 10.18.2.3.4) = maximum horizontal force (Art
24、icle = Euler buckling stress (Articles 10.37.1, 10.20.2.2) 10.54.2.1, and 10.55.1) 10.1.1 DIVISION I-DESIGN 253 = Euler stress divided by a factor of safety (Ar- = design stress for the noncontrolling flange at = design stress for the noncontrolling flange at = computed bearing stress due to design
25、load = limiting bending stress (Article 10.34.4) = allowable range of stress (“able 10.3.1A) = reduced allowable tensile stress on rivet or bolt due to the applied shear stress, ksi (Ar- ticles 10.32.3.3.4 and 10.56.1.3.3) = specified minimum yield point of the rein- forcing steel (Article 10.38.5.1
26、.2) = factor of safety (Table 10.32.1A and Articles 10.32.1 and 10.36) = specified minimum tensile strength (Tables 10.2A, 10.32.1A and 10.32.3B and Article 10.18.4) = tensile strength of electrode classification (Table 10.56A and Article 10.32.2) = maximum bending strength of the flange (Articles 1
27、0.48.8.2, 10.50.1.2.1, and 10.50.2.2) = allowable shear stress (Table 10.32.1A and 10.32.3B and Articles 10.18.2.3.6, 10.32.2, 10.32.3, 10.34.4, 10.38.1.7, and 10.40.2.2) = shear strength of a fastener (Article 10.56. i .3) = combined tension and shear in bearing-type connections (Article 10.56.1.3)
28、 = design shear stress in the web at a point of splice (Articles 10.18.2.3.6, 10.18.2.3.7, and 10.18.2.3.9) = specified minimum yield point of steel (Arti- cles 10.15.2.1, 10.15.3, 10.16.11, 10.32.1, 10.32.4, 10.34, 10.35, 10.37.1.3, 10.38.1.7, 10.38.5,10.39.4,10.40.2.2,10.41.4.6,10.46, 10.48, 10.49
29、, 10.50, 10.51.5, 10.54, and 10.61 -4) = specified minimum yield strength of the flange (Articles 10.18.2.2.1, 10.48.1.1, 10.53.1, 10.57.1, and 10.57.2) = specified minimum yield strength of a transverse stiffener (Articles 10.34.4.7 and 10.48.5.3) = specified minimum yield strength of the web (Arti
30、cles 10.18.2.2.1,10.18.2.2.2,10.18.2.3.4, 10.53.1, and 10.61.1) ticle 10.36) a point of splice (Article 10.18.2.2.3) a point of splice (Article 10.18.2.2.1) (Table 10.32.3B) = computed axial compression stress (Articles 10.35.2.10, 10.36, 10.37, 10.55.2, and 10.55.3) = computed compressive bending s
31、tress (Arti- cles 10.34.2, 10.34.3, 10.34.5.2, 10.37, 10.39, and 10.55) = factored bending stress in the compression flange (Articles 10.48, 10.48.2.1(b), 10.48.4.1, 10.50.1.2.1, 10.50.2.2, 10.53, and 10.53.1.2) = maximum factored noncomposite dead load compressive bending stress in the web (Arti- c
32、le 10.61.1) = unit ultimate compressive strength of con- crete as determined by cylinder tests at age of 28 days, psi (Articles 10.38.1, 10.38.5.1.2, 10.45.3, and 10.50.1.1.1) = maximum flexural stress at the mid-thickness of the flange under consideration at a point of splice (Articles 10.18.2.2.3
33、and 10.18.2.3.8) = maximum flexural stress due to the factored loads at the mid-thickness of the controlling flange at apoint of splice (Articles 10.18.2.2.1 and 10.18.2.3.4) = noncomposite dead load stress in the com- pression flange (Articles 10.34.5.1 and 10.49.3.2(a) = top flange compressive str
34、ess due to the fac- tored noncomposite dead load divided by the factor R, (Article 10.61.4) = total noncomposite and composite dead-load plus composite live-load stress in the com- pression flange at the most highly stressed section of the web (Articles 10.34.5.1 and 10.49.3.2(a) = top flange compre
35、ssive stress due to non- composite dead load (Articles 10.34.2.1 and 10.34.2.2) = flexural stress at the mid-thickness of the non- controlling flange concurrent with fa (Articles 10.18.2.2.3 and 10.18.2.3.8) = flexural stress due to the factored loads at the mid-thickness of the noncontrolling flang
36、e at a point of splice concurrent with fcu (Articles 10.18.2.2.1 and 10.18.2.3.4) (L + I) at the mid-thickness of the flange under consideration at a point of splice (Articles 10.18.2.2.2 and 1 O. i 8.2.3.5) = maximum flexural stress due to D + = specified mimimum yield strength of the web = flexura
37、l stress due to D + L (L + I) at the mid- thickness of the other flange at a point of = the lesser of (fa) or Fy (Articles splice concurrent with f, in the flange under consideration (Article 10.18.2.3.5) fOf (Articles 10.34.4.7 and 10.48.5.3) 10.48.2.1(b), 10.48.2.2, and 10.53) 254 HIGHWAY BRIDGES
38、10.1.1 = range of stress due to live load plus impact, in the slab reinforcement over the support (Article 10.38.5.1.3) = modulus of rupture of concrete specified in Article 8.15.2.1.1 (Article 10.50.2.3) = maximum longitudinal bending stress in the flange of the panels on either side of the transve
39、rse stiffener (Article 10.39.4.4) = factored bending stress in either the top or bottom flange, whichever flange has the larger ratio of (fJF,) (Article 10.48.8.2) = tensile stress due to applied loads (Articles 10.32.3.3.3 and 10.56.1.3.2) = allowable tensile stress in the concrete spec- = unit she
40、ar stress (Articles 10.32.3.2.3, = maximum shear stress in the web at a point of = computed compressive bending stress about = computed compressive bending stress about = gage between fasteners, in. (Articles = height of stud, in. (Article 10.38.5.1.1) = horizontal design force resultant in the web
41、at a point-of splice (Articles 10.18.2.3.8 and 10.18.2.3.9) = overload horizontal design force resultant in the web at a point of splice (Article 10.18.2.3.5) = horizontal design force resultant in the web at a point of splice (Articles 10.18.2.3.4 and 10.18.2.3.5) = average flange thickness of the
42、channel flange, in. (Article 10.38.5.1.2) =moment of inertia, in.4 (Articles 10.34.4, 10.34.5, 10.38.5.1.1, 10.48.5.3, and 10.48.6.3) = moment of inertia of stiffener (Articles 10.37.2, 10.39.4.4.1, and 10.51.5.4) = moment of inertia of transverse stiffeners (Article 10.39.4.4.2) = moment of inertia
43、 of member about the ver- tical axis in the plane of the web, in4 (Article 10.48.4.1) =moment of inertia of compression flange about the vertical axis in the plane of the web, in4 (Table 10.32.1A and Article 10.48.4.1) = required ratio of rigidity of one transverse stiffener to that of the web plate
44、 (Articles 10.34.4.7 and 10.48.5.3) = St. Venant torsional constant, in4 (Table 10.32.1A and Article 10.48.4.1) :C-A :- A-L-1- O 1C 9 1 1 IAd:-l- ln ?O A 9 IIICU 111 t+lLIc.IG O.lJ.L.l.1 AlULIG lU.JO.+.J 10.34.4.4, and 10.34.4.7) splice (Article 1 O. 1 8.2.3.6) the x axis (Article 10.36) the y axis
45、(Article 10.36) 10.16.14, 10.24.5, and 10.24.6) = effective length factor in plane of buckling (Table 10.32.1A and Articles 10.37,10.54.1, and 10.54.2) = effective length factor in the plane of bend- ing (Article 10.36) = constant: 0.75 for rivets; 0.6 for high- strength bolts with thread excluded f
46、rom shear plane (Article 10.32.3.3.4) = buckling coefficient (Articles 10.34.3.2.1, 10.34.4, 10.39.4.3, 10.48.4.1, 10.48.8, 10.51.5.4, and 10.61.1) = distance from outer face of flange to toe of web fillet of member to be stiffened (Article 10.56.3) = LUUCkling cm-;ciei;t (A*ln etvacc /Tnhln ln 2 1R
47、 iUiib1 CVLIUIII “UYYU UU.Y .“.d-, = direct tension per bolt due to external load (Articles 10.32.3 and 10.56.2) = arch rib thrust at the quarter point from dead+live+impact loading (Articles 10.37.1 and 10.55.1) = thickness of the thinner outside plate or shape (Article 10.35.2) = thickness of memb
48、ers in compression (Arti- cle 10.35.2) = thickness of thinnest part connected, in (Ar- ticles 10.32.3.3.2 and 10.56.2) = computed rivet or bolt unit stress in tension, including any stress due to prying action (Ar- ticle 10.32.3.3.4) = thickness of the wearing surface, in. (Article 10.41.2) = flange
49、 thickness, in. (Articles 10.18.2.2.4, 10.34.2.1, 10.34.2.2, 10.39.4.2, 10.48, 10.48.1.1, 10.48.2, 10.48.2.1, 10.51.5.1, and 10.61.4) = thickness of a flange angle (Article 10.34.2.2) = thickness of the web of a channel, in. (Arti- cle 10.38.5.1.2) = thickness of stiffener (Articles 10.34.4.7 and 10.48.5.3) = thickness of flange delivering concentrated force (Article 10.56.3.2) = thickness of flange of member to be stiffened (Article 10.56.3.2) = thickness of the flange (Articles 10.37.3, 10.55.3, and 10.39.4.3) = thickness of the concrete haunch above the beam or girder top flang
