1、附录A型钢混凝土构件的耐火极限A.0.1型钢混凝土梁的耐火极限表A.0.1型钢混凝土梁的耐火极限(min)梁荷载比加截面尺寸/(mmmm)耐火极限min梁荷载比？截面尺寸/(mmmm)耐火极限Zmin3006001803006001805007501805007501800.240012001800.44001200180600100018060010001803006001803006(X)925007501805007501360.640012001800.8400120018060010001806001000180注：表内中间值可按线性内插法确定。表A.0.2J型钢混凝土柱的耐火极限(
2、min)(柱截面型钢含钢率Gcs=4%)柱荷载比n长细比截面尺寸/(mmmm)耐火极限Zmin长细比截面尺寸/(mmmm)耐火极限min0.320300300600600I20012002000200024024024024060300300600600120012002000200066131240240403OO3OO600600120012002000200011724024024080300300600600120012002000200047802052400.520300300600600I2001200200020001082402402406030030060060012001
3、2002000200028429323240300300600600120012002000200049932402408030030060060012001200200020002127491020.720300300600600120012002000200042852402406030030060060012001200200020001214213840300300600600120012002000200020285914280300300600600I200120020002000991218注：表内中间值可按线性内插法确定。表A.0.2-2型钢混凝土柱的耐火极限(min)(柱截面
4、型钢含钢率CCcs=8%)柱荷载比n长细比截面尺寸/(mmmm)耐火极限Zmin长细比截面尺寸/(mmmm)耐火极限min0.320300300600600120012002000200024024024024060300300600600120012002000200098197240240403003006006001200120020002000175240240240803OO3OO6006001200120020002000701202402400.52030030060060012001200200020001632402402406030030060060012001200200
5、020004364140240403003006006001200I20020002000731402402408030030060060012001200200020003140731530.7203003006006001200120020002000631282402406030030060060012001200200020001920325740300300600600120012002000200030428921480300300600600120012002000200014131727注：表内中间值可按线性内插法确定。表A.0.2-3型钢混凝土柱的耐火极限(min)(柱截面型
6、钢含钢率Ctcs=12%)柱荷载比n长细比截面尺寸/(mmmm)耐火极限Zmin长细比截面尺寸/(mmmm)耐火极限min0.3203003006006001200120020002000240240240240603003006006001200120020002000131240240240403003006006001200120020002000234240240240803OO3OO6006001200120020002000931602402400.5203003006006001200120020002000217240240240603003006006001200120020
7、0020005785186240403003006006001200I20020002000971872402408030030060060012001200200020004253972040.72030030060060012001200200020008417024024060300300600600120012002000200025274276403003006006001200120020002000405711824080300300600600120012002000200019182335注：表内中间值可按线性内插法确定。附录B火灾后型钢混凝土柱受压承载力系数表BOl火灾后型
8、钢混凝土柱受压承载力系数七C7JCUC4kC力cuc4k,mm/MPaminmm/MPamin01.0001.00150.71150.85300.63300.8116356024003540450.54450.78600.50600.76900.44900.7301.0001.00150.82150.71300.77300.652400356024003580450.74450.61600.71600.58900.67900.5101.0001.00150.84150.96300.78300.9232003560240017.560450.76450.84600.71600.75900.699
9、00.6901.0001.00150.85150.89300.81300.8340003560240052.560450.77450.67600.75600.46900.71900.38注：表内中间值可采用插值法确定。附录C基于有限元法的型钢混凝土结构耐火计算方法c.o.对型钢混凝土梁、柱和梁柱连接节点进行耐火验算和火灾后力学性能计算时，也可采用有限元法。采用有限元法进行计算时，应对结果进行判断和校核，确认结果合理、有效后方可以应用于工程设计。C.0.2有限元模型中所用的材料热工参数和力学参数可根据本标准第4.2和4.3节的相关规定确定；模型中可考虑钢材高温蠕变、混凝土的瞬态热应变和短期高温徐
10、变的影响。C.0.3有限元模型中型钢-混凝土界面的粘结强度可根据本标准附录D相关规定确定。C.0.4有限元模型中的混凝土应采用实体单元进行模拟；型钢宜采用壳单元进行模拟；钢筋宜采用梁单元进行模拟。C.0.5型钢混凝土构件或节点的有限元模型可采用如下方法考虑混凝土高温爆裂的影响：1假定最外层纵筋的保护层在升温35min时失效；2假定最外层纵筋的保护层温度达到350时失效。C.0.6采用有限元法计算常温下型钢混凝土节点的受弯承载力和初始刚度时，宜采用如图C.0.6所示的边界条件。图Co.6型钢混凝土梁.柱节点常温模型计算边界条件1型钢混凝土梁；2型钢混凝土柱；3梁荷载；4-柱荷载C.0.7火灾后型
11、钢混凝土结构力学性能的有限元分析应考虑火灾后材料的力学性能、边界条件、结构变形和损伤情况。附录D型钢.混凝土界面粘结强度D.0.1高温下型钢.混凝土界面极限粘结强度可按下列公式计算:(D.0.1-1)却=l.O639e0004%(D.0.1-2)%=-0.0083rh+1.2774(D.0.1-3)ruo=(0.0059Css+0.5848)/(D.0.1-4)式中：ru高温下型钢-混凝土界面极限粘结强度(N/mm2)；7；火灾最高温度(),取20Cq800C;th火灾升温时间(min),取Omin九120min；k火灾最高温度对高温下型钢混凝土界面极限粘结强度的影响系数,仆1.();ki火灾
12、升温时间对高温下型钢混凝土界面极限粘结强度的影响系数,Art1.0；rllo常温下型钢-混凝土界面的极限粘结强度(Nmm2)；Css型钢的混凝土保护层厚度(mm),当Cs,08324时，取GS=0.832,%为型钢翼缘宽度(mm)；l混凝土抗拉强度设计值(N/mn?)。D.0.2高温后型钢-混凝土界面极限粘结强度可按下列公式计算：(D.0.2-1)fcrp=l.O5e-003(D.0.2-2)(D.0.2-Arl=-0.006kh1.1906Ipn3)式中：up高温后型钢-混凝土界面极限粘结强度(Nm?);7；火灾最高温度(),取20C800C;th火灾升温时间(min),取Ominth20min；kp火灾最高温度对高温后型钢-混凝土界面极限粘结强度的影响系数，织1.0;KP火灾升温时间对高温后型钢.混凝土界面极限粘结强度的影响系数，KpLO;u0常温下型钢混凝土界面极限粘结强度(Nmm2),用公式(D.0.1-4)计算。附录E火灾后性能评估方法E.0.1对火灾后型钢混凝土构件力学性能和加固措施进行评估，宜结合火灾现场调查结果和原结构设计资料进行，流程如图EOl所示。图E.0.1火灾后结构的力学性能和加固措施评估流程11
