日本鋼結(jié)構(gòu)設(shè)計標準

1、.CHAPTER 1 GENERAL1.1 Scope of ApplicationThis Standard applies to the structural design of steel buildings. The Standard, however, need not apply to structural designs based on special research studies.1.2 Structural Safety Verification TestsWhere a design in involves connection and other structura

2、l details not expressly prescribed in this Standard, the structural safe& of such details shall be proved by tests or by other appropriate means.1.3 Enlargement of SectionSections of various structural elements shall be enlarged as required, with due consideration for practical limitation in precisi

3、on of structural designs, inadequacy in constructional workmanship, and such adverse factors as rusting, corrosion and wear of steel materials.1.4 NomenclatureAGross sectional area; nominal body area of a high-strength bolt; or sum of sectional areas of column components (mm2)ANNet section (mm2)AdSe

4、ctional area of lacing element; or total sectional area of a pair of lacing elements in the case of double lacing (mm2)AfCross-sectional area of compression flange; or cross-sectional area of either flange (mm2)ApSectional area of parts in contact (mm2)AsCross-sectional area of vertical or horizonta

5、l stiffeners (mm2)AwCross-sectional area of web plate (mm2)aEquivalent area loss due to rivet, bolt or high-strength bolt holes(mm2); or spacing of intermediate stiffeners (mm)a0Net area loss due to rivet, bolt or high-strength bolt holes (mm2)bWidth of compression element free at one edge and fixed

6、 at the other; width of rocker or roller; or longitudinal spacing or pitch of consecutive holes (mm) , but not larger than 2.3Bending coefficient dependent upon moment gradientDNominal outside diameter of steel pipe; or outside diameter of main steel pipe (mm)dWidth of element stiffened along two ed

7、ges; outside diameter of branch pipe; width of web plate; or diameter of pin (mm)d1Minimum width of the portion of web plate divides by vertical or horizontal stiffener (mm)EModulus of elasticity (N/mm2)eDistance between axes of gravity of components (mm)FBasic value used in determining allowable st

8、resses (N/mm2) (N/mm2)fAllowable stress in members subject to repeated stress variation (N/mm2)fbAllowable bending stress (N/mm2)fb1Allowable bending stress in bearing plates and similar elements subject to out-of-plane bending (N/mm2)fb2Allowable bending stress in pins subject to bending (N/mm2)fcA

9、llowable compressive stress (N/mm2)fcAllowable compressive stress in the toe of the web fillet of rolled shapes or build-up I-shaped members (N/mm2)flAllowable bearing stress in plates in riveted or bolted joints (N/mm2)fp1Allowable bearing stress for contact area of pins and for other milled surfac

10、es (N/mm2)fp2Allowable bearing stress for rockers or rollers (N/mm2)fsAllowable shear stress (N/mm2)fs0Allowable shear stress for high-strength bolts (N/mm2)fstAllowable shear stress for high-strength bolts subject to combined tension and shear (N/mm2)ftAllowable tensile stress (N/mm2)ft0Allowable t

11、ensile stress for rivets or bolts (N/mm2)ftsAllowable tensile stress for rivets or bolts subject to combined tension and shear (N/mm2)gTransverse spacing between fastener gage lines (mm)hDepth of beam (mm)I0Moment of inertia of intermediate stiffeners (mm4)ILMoment of inertia of horizontal or vertic

12、al stiffener (mm4)ISRequired moment of inertia of the stiffeners on compression flanges (mm4)iRadius of gyration, taken about an axis in the plane of web, of a tee section comprising the compression flange plus one-sixth of beam depth radius of gyration of a section with respect to axis subject to b

13、uckling; or radius of gyration of horizontal or vertical stiffeners on the web (mm)i1The least radius of gyration of sectional elements of compression members (mm)LEffective length of weld in branch connection of steel pipes (mm)lLength of member; or length of distributed load (mm)lbUnsupported leng

14、th of compression flange (mm)ldLength of lacing element (mm)lkEffective length of compression member subject to buckling (mm)l1Spacing of separators or tie plates; or length of hole in members with cover plates having holes (mm)l2Longitudinal component of the length of lacing of a built-up member (c

15、m)MBending moment (Nmm)M1Larger bending moment about the strong axis at the end of a member (Nmm)M2Smaller bending moment about the strong axis at the end of a member (Nmm)mNumber of components or groups of components connected by lacing or tie platesNCompression (N)N1Larger compression (N)N2Smaller

16、 compression (N)nNumber of structural planes formed by lacing or tie plates in built-up members; or number of vertical or horizontal stiffenersPConcentrated transverse load or reaction; or compression for computation of bearing stress (N)pSpacing of holes (mm)QShear (N)rRadius of curvature of rocker

17、 or roller (mm)TTension (N)T0Design bolt tension for high-strength bolt (N)tThickness of plate; wall thickness of pipe; thickness of web plate; or plate thickness of pin (mm)t0Distance from edge of flange to toe of web fillet (mm)ZcSection modulus of compression side of cross-section (mm3)ZtSection

18、modulus of tension side of a cross-section (cm3)Distribution factor for compressive stressFatigue factorIntersecting angle between two pipesCritical slenderness ratioSlenderness ratio of compression member (lk/ i)ySlenderness ratio of built-up compression member assumed to buckle as an integrated me

19、mberyeEffective slenderness ratio of built-up compression members Maximum compressive stress in web plate (N/mm2)0Allowable compressive stress in plate subject to buckling (N/mm2)cbBending stress of extreme fiber in compression (M/Zc) (N/mm2)tbBending stress of extreme fiber in tension (M/Zt) (N/mm2

20、)cMean compressive Stress (N/A) (N/mm2)PBearing stress (N/mm2)tMean tensile stress (T/AN); or tensile stress which is proportional to the force acting upon bolts (N/mm2)x,yNormal stresses perpendicular to each other (N/mm2)1,2Larger absolute value and smaller absolute value of stresses at the upper

21、and lower limits of stress range for members subject to repeated stress variation (N/mm2)Shear stress produced in rivets or bolts; or mean shear stress in web plate (N/mm2)0Allowable shear stress in plate subject to buckling (N/mm2)xyShear stress in the plane of normal stresses, x andy (N/mm2)CHAPTE

22、R 2 DRAWING PRACTICE2.1Rules of RepresentationDrawings shall be prepared in compliance with JIS Z 8302 General Rules for Technical Drawing, JIS A 0150 Drawing Office Practice for Architects and Builders (General Rules), JIS Z 8201 Mathematical Symbols and JIS Z 3021 Graphical Symbols for Welding.2.2

23、Items of Information to Be Given On Drawings(1) Drawings shall give complete information on dimensions, sectional shapes and relative positions of respective members. They shall also show, in terms of dimensions, all floor levels, column centers, and joints and connections of members. Drawings shall

24、 be prepared to scales large enough to give the foregoing information with clarity.(2) Where necessary, drawings shall show the qualities of steel materials to be used.(3) Where bolts or high-strength bolts are to be used, bolt qualities shall be distinctly shown on the drawings as necessary.(4) Cam

25、bers of trusses and beams shall be shown on the drawing as necessary.(5) Where parts are designed for metal-to-metal contact as in columns bearing on base plates, in column splices or in stiffeners bearing on beam flanges, the extent of milling or machining required for ends of such parts shall be i

26、ndicated on drawings as necessary.CHAPTER 3 CALCULATION OF I.OADS AND STRESSES3.1General LoadsLoads to be used in structural calculation shall, as a rule, be those prescribed in the Enforcement Order of the Building Standard Law.3.2ImpactFor structures carrying live loads which induce impact, the de

27、sign loads shall be increased in accordance with the assessed effects of such impact. Where the effects of impact are not based on measurement, the design loads may be increased in accordance with the following:(1) For structural supports of elevators :100% of the elevator Weight(2) For structural s

28、upports of overhead traveling cranes :Where the speed is less than 60 m/minute10% of the wheel loadWhere the speed is 60 m/minute or over20%of the wheel loadIf jointless rail is used, 60 m/minute in the above requirement may be replaced by 90 m/minute.”(3) For supports of motorized equipment:Not les

29、s than 20% of the equipment weight(4) For supports of equipment driven by reciprocating engines:Not less than 50% of the equipment weight(5) For hangers suspending floors or balconies:30% of the live load thereon3.3Crane Runway Lateral Forces(1) Braking Force in the Direction of Crane TravelThis sha

30、ll be taken as 15% of each wheel load subject to braking force, as applied to the top of the crane rail.(2) Horizontal Forces Normal to the Direction of Crane TravelCrane supporting girders on both ends of a crane shall be considered as subjected simultaneously to 10% of the crane wheel loads acting

31、 normal to the direction of crane travel. For computation, the crane trolley and lifted load shall be assumed to be in the most unfavorable condition.(3) Diagonal TensionWhere the load to be lifted is pulled by a crane in a diagonal direction, the stress induced in the structure by such operation sh

32、all be taken into account.(4) Earthquake ForcesEarthquake forces acting on cranes shall be assumed as applied at the top of the crane rail. Unless otherwise specified, the weight of lifted load may be disregarded in computing the weight of a crane.3.4Repeated Variation of StressesFor members subject

33、ed to repeated variation of stresses, the design stresses shall be increased to allow for the effects of material fatigue in accordance with Chap. 7.3.5Thermal StressesFor structures subject to large variation of temperature, thermal effects shall be given due regard in structural design.3.6Combinat

34、ion of StressesStresses in each structural component shall generally be combined in accordance with Table 3. 1, and further as specified below:Table 3.1 Combination of StressLoading conditionsFor general areasFor areas subject to heavy snowfallPermanent loadingUnder normal loadG + PG + P + STemporar

35、y loadingUnder snow loadUnder storm loadUnder seismic loadG + P + SG + P + WG + P + KG + P + SG + P + WG + P + S + WG + P + S + KSymbolsG:Stress due to dead load as prescribed by the Enforcement Order of the Building Standard LawP:Stress due to live load as prescribed by the aforesaid OrderS:Stress

36、due to snow load as prescribed by the aforesaid OrderW:Stress due to wind load as prescribed by the aforesaid OrderK:Stress due to seismic load as prescribed by the aforesaid Order(1) In combining stresses, the stress induced by cranes in structural supports shall be regarded as stress due to live l

37、oad.(2) Where more than one crane simultaneously acts on structural supports, the stresses due to cranes shall be combined for the most unfavorable case which is presumable in the course of actual crane operation.(3) For design computation of column joints and column bases, stress combinations in wh

38、ich storm or seismic load is involved shall also be investigated for cases where live loads are disregarded.CHAPTER 4 MATERIALS4.1QualitiesUnless otherwise provided, structural materials shall be of the qualities specified in the applicable standards listed in Table 4.1.Table 4.1 Standards Prescribi

39、ng Quality of Structural MaterialsNumbersTitlesJIS G 3136Rolled Steel for Construction Structure:SN 400 A, SN 400 B, SN 400 C, SN 490 B and SN 490 CJIS G 3101Rolled Steel for General Structure: SS 400, SS 490 and SS 540JIS G 3106Rolled Steel for Welded Structure: SM 400 A, B and C ; SM 490 A , B and

40、 C ; SM 490 YA and YB ; SM 520 B and C and SM 570JIS G 3114JIS G 3475Carbon Steel Tubes for Construction Structure:STKN 400 W, B, STKN 490 BJIS G 3444Carbon Steel Tubes for General Structural Purposes:STK 400 and STK 490JIS G 3466Carbon Steel Square Pipes for General Structural Purposes:STKR 400 and

41、 STKR 490JIS G 3138Rolled Steel Bar for Construction Structure:SNR 400 A, B, SNR 490 BJIS G 3350Light Gauge Steels for General Structures: SSC 400JIS G 3353JIS B 1186Sets of High-Strength Hexagon Bolt, Hexagon Nut and PlainWashers for Friction Grip JointsJIS B 1178JIS G 3104Rolled Steel for RivetsJI

42、S Z 3211Covered Electrodes for Mild SteelJIS Z 3212Covered Electrodes for High Tensile-Strength SteelJIS Z 3351JIS Z 3352Steel Wire for Submerged Arc WeldingJIS G 5101Carbon Steel Castings: SC480JIS G 5102Casting for Welding Structure: SCW 410, SCW 480JIS G 5201JIS G 3201Carbon Steel Forgings4.2Shap

43、es and Sizes Table 4.2 Standard Prescribing Shapes and Sizes of Structural MaterialsNumbersTitlesJIS G 3192Dimensions, Weight and Permissible Variations of Hot Rolled Steel SectionsJIS G 3193Dimensions, Weight and Permissible Variations of Hot Rolled Steel Plates, Sheets and StripJIS G 3194Shape, Di

44、mensions, Weight and Tolerance for Hot Rolled Flat SteelJIS G 3191Shape, Dimensions, Weight and Tolerance for Hot Rolled Steel Bar and Bar-in-CoilJIS G 3475JIS G 3444Carbon Steel Tubes for General Structural PurposesJIS G 3466Carbon Steel Square Pipes for General Structural PurposesJIS G 3350Light G

45、auge Steel for General StructuresJIS G 3353JIS B 1186Sets of High-Strength Hexagon Bolt, Hexagon Nut and Plain Washers for Friction Grip JointsJIS B 1178Based BoltsJIS B 1180Hexagon Head BoltsJIS B 1181Hexagon NutsJIS B 1256Plain WashersJIS B 1214Hot Headed RivetsJIS E 1101RailsJIS E 1103Light Rails

46、JIS A 5540Turnbuckles for Structural PurposeUnless otherwise provided, structural materials shall be of the shapes and sizes prescribed in Table 4.2. 4.3ConstantsPhysical constants for structural materials shall, in general, be taken as the values given in Table 4.3.Table 4.3 Physical Constants for

47、Structural MaterialsMaterialModulus of elasticity (N/mm2)Shear modulus (N/mm2)Poissons ratioCoefficient of linear expansion(1/)Steel,Cast steal andForged steel205,00079,0000.30.000012CHAPTER 5 ALLOWABLE STRESSES5.1Structural SteelAllowable stresses for structural steel under permanent loading shall

48、be determined on the basis of the values of F given in Table 5.1.Table 5.1 Values of F (N/mm2)Steel for construction structuresSteel for general structuresSteel for welded structuresSN400SNR400STKN400SN490SNR490STKN490SS400STK400STKR400SSC400SS490SS540SM400SMA400SM490SM490YSMA490STKR490STK490SM520SM

49、570FThickness (mm)t 4040 75, 325400400(1) Allowable Tensile StressOn the net section as defined in 13.1(5.1)whereft:allowable bending stress(N/mm2)(2) Allowable Shear Stress(5.2)wherefs:allowable shear stress(N/mm2)(3) Allowable Compressive Stress(a) On the gross section :When (5.3)When (5.4)(5.5)wh

50、erefc:allowable compressive stress (N/mm2):slenderness ratio of compression member ( see 11.1 )E:modulus of elasticity (N/mm2):critical slenderness ratio(b) On the web of rolled shapes or built-up I sections at the toe of the fillet :Regardless of the requirement of (a) above, allowable compressive

51、stress shall be as computed by Formula (5.6) below.(5.6)wherefc:allowable compressive stress (N/mm2)(4) Allowable Bending Stress(a) For flexural members such as rolled beams, plate girders and other built-up members having symmetrical axis in the loaded plane (except for box-type members), and meeti

52、ng the width-thickness ratio requirement of Chap. 8 and subjected to bending about the strong axis, allowable bending stress on extreme fibers in compression shall be taken as the larger value computed by Formula (5.7) or (5.8); however, such stress shall not exceed ft on extreme fibers in compressi

53、on or in tension.(5.7)(5.8)wherefb:allowable bending stress(N/mm2)lb:unbraced length of compression flange(mm)i:radius of gyration, taken about an axis in the plane of web, of a tee section comprising the compression flange plus one-sixth of the depth of beam(mm) , but not more than 2.3M2 and M1 are

54、 the smaller bending moment and the larger bending moment, respectively, about the strong axis at the ends of a member subject to buckling. (M2 / M1)takes a positive value in the case of single curvature and a negative value in the case of double curvature. Where moment on the center of the portion

55、subject to buckling is larger than M1 , C is taken as unity.h:depth of beam(mm)Af:cross-sectional area of compression flange(mm2):(see Formula 5.5)(b) For tubular and box-type steel members, for members having axes of symmetry in the loaded plane, subjected to bending about the weak axis and meeting

56、 the width-thickness ratio giving in Chap. 8,and for gusset plates loaded within their plane, allowable bending stresses on extreme fibers in tension and compression shall be taken as ft.(c) Allowable bending stress on extreme fibers in compression for channels and members not having axes of symmetry in the