【文章內容簡介】 25 325 ＞ 16~40 205 120 ＞ 40~60 200 115 ＞ 60~100 190 110 Q345 ≤ 16 310 180 400 ＞ 16~35 295 170 ＞ 35~50 265 155 ＞ 50~100 250 145 Q390 ≤ 16 350 205 415 ＞ 16~35 335 190 ＞ 35~50 315 180 ＞ 50~100 295 170 Q420 ≤ 16 380 220 440 ＞ 16~35 360 210 ＞ 35~50 340 195 ＞ 50~100 325 185 Note: Thickness in this table denotes the steel thickness at the calculation location, for members subject to axial force, it is the thickness of the thicker plate element of the section. Table Design value of cast steel strength(N/mm2) Steel grade Tension, pression and bending f Shear fv End bearing (planed and closely fitted) fce ZG200400 155 90 260 ZG230450 180 105 290 ZG270500 210 120 325 19 ZG310570 240 140 370 Table Design value of weld strength (N/mm2) Method of welding and type of electrode Member material Butt weld Fillet weld Steel grade Thickness or diameter (mm) Compression Tension , , for weld quality of class Shear Tension, pression and shear 1 and 2 3 Automatic, semiautomatic welding and manual welding with E43 type electrode Q235 ≤ 16 215 215 185 125 160 ＞ 16~40 205 205 175 120 ＞ 40~60 200 200 170 115 ＞60~100 190 190 160 110 Automatic, and semiautomatic welding and manual welding with E50 type electrode Q345 ≤ 16 310 310 265 180 200 ＞ 16~35 295 295 250 170 ＞ 35~50 265 265 225 155 ＞50~100 250 250 210 145 Automatic, and semiautomatic welding and manual welding with E55 type electrode Q390 ≤ 16 350 350 300 205 220 ＞ 16~35 335 335 285 190 ＞ 35~50 315 315 270 180 ＞50~100 295 295 250 170 Q420 ≤ 16 380 380 320 220 220 ＞ 16~35 360 360 305 210 ＞ 35~50 340 340 290 195 ＞50~100 325 325 275 185 Note : 1. The electrode wire and flux used for automatic and semiautomatic welding shall be guaranteed that the mechanical properties of the deposited metal is not lower than the requirement of the current national standards “ Carbon steel electrodes and fluxes wtfwvf wfwcf 20 for submerged arc welding” GB/T5293 and “ Fluxes for the submerged arc welding of low alloy steel” GB/T12470. 2. The weld quality class shall ply with the requirements of the current national standard “ Code for acceptance of construction quality of steel structures” GB 50205. For butt welds of steel ponents thinner than 8mm ultrasonic flaw detector shall not be used to determine the weld quality class. 3. For butt welds subject to flexion, take wcf as the design value of strength in pression zone and wtf in tension zone. 4. “ Thickness” in this table denotes the steel thickness at the location of calculation. For members in axial tension and axial pression it is the thickness of the thicker plate element of the section. Table Design value of bolted connection strength (N/mm2) Steel grade of bolts ( or property grade ) and steel grade of members Ordinary bolts Anchor bolts High strength bolts in bearing type joint Grade C Grade A , B Tension btf Shear bvf Bearing bcf Tension btf Shear bvf Bearing bcf Tension btf Tension btf Shear bvf Bearing bcf Ordinary bolts , 170 140 — — — — — — — — — — — 210 190 — — — — — — — — 400 320 — — — — — Anchor bolts Q235 — — — — — — 140 — — — Q345 — — — — — — 180 — — — High strength bolts in bearing type joint — — — — — — — 400 250 — — — — — — — — 500 310 — Members Q235 — — 305 — — 405 — — — 470 Q345 — — 385 — — 510 — — — 590 21 Q390 — — 400 — — 530 — — — 615 Q420 — — 425 — — 560 — — — 655 Note ： 1. Grade A bolts are used for bolts with d≤ 24mm and l≤ 10d or l≤ 150mm (take the lesser value)。 grade B bolts are used for bolts with either d 24mm or l10d or l 150mm (take the lesser value). d is the nominal diameter. l is the nominal length of bolt shank. 2. The precision and the surface roughness of holes of grade A, B bolts and the tolerance and surface roughness of holes of grade C bolts shall meet the requirements of the current national standard “ Code for acceptance of construction quality of steel structures” GB 50205. Table Design value of riveted connection strength (N/mm2) Steel grade of rivet and member Tension (breaking of rivet head) rtf Shear rvf Bearing rcf ClassⅠholes Class Ⅱ holes Class Ⅰholes Class Ⅱ holes Rivet BL2 or BL3 120 185 155 — — Member Q235 — — — 450 365 Q345 — — — 565 460 Q390 — — — 590 480 Note: 1. Holes made by the following processes belong to class I: 1) holes drilled to the design diameter on assembled members。 2) holes drilled to the design diameter separately on individual elements and members by using drilling template。 3) holes drilled or punched to a smaller diameter on individual elements and reamed afterwards to the design diameter on assembled member. 2. Holes punched or drilled without template to the design diameter on individual elements belong to class II. The design value of strength specified in Clause shall be multiplied by a relevant reduction factor in the following situations of member and connection calculation: 1. Single angle connected by one leg 1) for checking member and connection strength as axially loaded, multiply by 2) for checking stability as an axially loaded pression member Equal leg angles, multiply by + , but not larger than Unequal leg angles connected by short leg, multiply by + , but not larger than Unequal leg angl