常用大数据-混凝土结构(新要求规范)

wordword15/15word混凝土参数〔N/mm2〕混凝土强度等级强度标准值强度设计值模量抗压抗拉抗压抗拉弹性剪变疲变fckftkfcftEcEcfC1510.01.2740.88x104C2013.41.5441.02x1041.10x104C2516.71.782.80x1041.12x1041.20x104C3020.12.0141.20x1041.30x104C3523.42.203.15x1041.26x1041.40x104C4026.82.393.25x1041.30x1041.50x104C4529.62.513.35x1041.34x1041.55x104C5032.42.643.45x1041.38x1041.60x104C5535.52.743.55x1041.42x1041.65x104C6038.52.853.60x1041.44x1041.70x104C6541.52.933.65x1041.46x1041.75x104C7044.52.993.70x1041.48x1041.80x104C7547.43.053.75x1041.50x1041.85x104C8050.23.113.80x1041.52x1041.90x104普通钢筋参数〔N/mm2〕种类极限强度标准值fstk屈服强度标准值fyk抗拉强度设计值fy抗压强度设计值fy'横向钢筋抗拉设计值fyvEsHPB3004203002702702702.1x105HRB3354553353003003002.0x105HRB4005404003603603602.0x105HRB5006305004354103602.0x105界限受压区高度b混凝土强度≤C50C55C60C65C70C75C80有屈服点HPB300HRB335HRB400HRB500无屈服点HPB300HRB335HRB400HRB500β1不超过C50时，取为0.80，C80时，0.74，其间按线性内插法确定。α1不超过C50时，取为1.00，C80时，0.94，其间按线性内插法确定。截面受拉区配置不同种类的钢筋时，ξb应分别计算，并取其较小值。附加箍筋承受集中荷载〔HPB300〕(kN)箍筋直径两侧双肢箍筋总个数1468106810121416每根附加吊筋承受集中荷载(kN)吊筋直径HPB300级HRB335级HRB400级45度60度45度60度45度60度1029.9936.7333.3240.8139.9948.971243.1852.8947.9858.7757.5870.521458.7871.9965.3179.9978.3795.991676.7794.0385.30104.47102.36125.371897.17119.00107.96132.23129.55158.6720119.96146.92133.29163.24159.94195.8922145.15177.77161.28197.52193.53237.0325187.43229.56208.26255.07249.91306.0828235.12287.96261.24319.95313.49383.9532307.09376.11341.21417.90409.46501.48纵向受拉钢筋的锚固长度laE钢筋种类抗震等级混凝土等级C15C20C25C30C35C40C45C50C55≥C60HPB300一、二三四、非抗震HRB335一、二三四、非抗震HRB400一、二三四、非抗震HRB550一、二三四、非抗震注：1锚固长度修正系数详见《混规》条。2搭接长度取值：纵向钢筋搭接接头面积百分率≤25%时，取倍锚固长度，50%时，取倍，100%时取倍。钢筋种类混凝土等级C15C20C25C30C35C40C45C50C55C60C65C70C75C80HPB300HRB335HRB400HRB500HPB300HRB335HRB400HRB500板类〔悬臂板除外〕构件纵向受拉钢筋的最小配筋率(%)C15C20C25C30C35C40C45C50C55C60C65C70C75C80HPB300(Ⅰ)HRB335(Ⅱ)HRB400(Ⅲ)HRB500受压构件一侧纵向钢筋的最小配筋率(%)1m宽板内钢筋面积统计〔mm2〕钢筋间距)钢筋直径(mm)2045676/8898/101010/121212/141414/16166052362093274716416548381060107313091597188522252566295833518015724535348149162879580598211981414166919242219251385148231333453462591748758924112713311571181120882365901402183144284365597077168731065125714841710197222349513220729840541352967067882710091190140516201868211610012619628338539350363664478595811311335153917752011110114178257350357457578585714871102812141399161418281201051642363213274195305376547989421113128314791676125101157226308314402509515628767905106812321420160813015121729630238748949560473787010271184136515471401402022752803594544605616848089541100126814361501311882572623354244295246397548901026118313401601231772412453143984034915997078349621109125717011516622623129637437946256466578590610441183180109157214218279353358436532628742855986111719010314920320726533533941350459570381093410582001921962513183223934795656687708871005220129175178228289293357436514607700807914240118160164209265268327399471556641740838250113154157201254258314383452534616710804C15C20C25C30C35C40C45C50C55C60C65C70C75C80备注一级(支座)0和80ft/fyHPB3000.400.400.400.4240.4650.5070.5330.5600.5810.6040.6190.6340.6460.6581抗震时，梁端底面和顶面钢筋面积比，一级≥0.5，二三级不≥0.3。2沿梁顶面和底面的至少布置两根通长钢筋，一二级≥14mm，且不应小于相应纵筋面积的1/4。三四级≥12mm，3一二三级框架梁中贯穿中柱的每根纵向钢筋的直径，不宜大于柱1/20该方向截面尺寸，圆柱，取该方向弦长。4特一级取值同一级。5受扭纵筋最小配筋率详见《混》条；HRB3350.400.400.400.400.4190.4560.4800.5040.5230.5440.5570.5710.5810.592HRB4000.400.400.400.400.400.400.400.4200.4360.4530.4640.4760.4840.493HRB5000.400.400.400.400.400.400.400.400.400.400.400.400.4010.408一级(跨中)二级(支座)0和65ft/fyHPB3000.300.300.3060.3440.3780.4120.4330.4550.4720.4910.5030.5150.5250.534HRB3350.300.300.3000.3100.3400.3710.3900.4100.4250.4420.4530.4640.4720.481HRB4000.300.300.300.300.300.3090.3250.3410.3540.3680.3770.3860.3940.401HRB5000.300.300.300.300.300.300.300.300.300.3050.3120.3200.3260.332二级(跨中)三四级(支座)和55ft/fyHPB3000.250.250.2590.2910.3200.3480.3670.3850.3990.4160.4260.4360.4440.452HRB3350.250.250.250.2620.2880.3140.3300.3470.3590.3740.3830.3920.4000.407HRB4000.250.250.250.250.250.2610.2750.2890.2990.3120.3190.3270.3330.339HRB5000.250.250.250.250.250.250.250.250.250.2580.2640.2710.2760.281三四级(跨中)非抗震和45ft/fyHPB3000.200.200.2120.2380.2620.2850.3000.3150.3270.3400.3480.3570.3630.370HRB3350.200.200.200.2150.2360.2570.2700.2840.2940.3060.3140.3210.3270.333HRB4000.200.200.200.200.200.2140.2250.2360.2450.2550.2610.2680.2730.278HRB5000.200.200.200.200.200.200.200.200.2030.2110.2160.2210.2260.230转换梁转换梁上下纵向钢筋都要满足最小配筋率要求连梁跨高比≤0.5，抗震max〔0.2，45ft/fy〕0.5<跨高比≤1.5<跨高比，同框架梁注：1梁中每侧纵向构造钢筋面积〔不含架立筋〕不应小于腹板截面面积〔bhw〕的0.1%，梁宽较大时可适当放宽。连梁两侧腰筋总面积配筋率大于0.3%。2框架梁、转换梁中最大面积配筋率，抗震时，支座处取2.5%，跨中取4%；非抗震时取4%。3连梁中，非抗震时，顶面与底面单侧纵向钢筋的最大配筋率不宜大于2.5％；抗震时，跨高比≤1时，不宜大于％；1<跨高比≤2时，不宜大于％；2<跨高比≤2.5时，不宜大于％；2.5<跨高比时，不宜大于％；

框架梁、连梁沿梁全长箍筋面积配筋率〔加密区和非加密区〕ρsv钢筋等级混凝土等级加密区长度箍筋间距箍筋直径C15C20C25C30C35C40C45C50C55C60C65C70C75C80一级ft/fyvHPB3000.1010.1220.1410.1590.1740.1900.2000.2100.2180.2270.2320.2380.2420.247Max2h，500Minh/4，6d，10010HRB3350.0910.1100.1270.1430.1570.1710.1800.1890.1960.2040.2090.2140.2180.222HRB4000.0760.0920.1060.1190.1310.1430.1500.1580.1630.1700.1740.1780.1820.185二级ft/fyvHPB3000.0940.1140.1320.1480.1630.1770.1870.1960.2030.2120.2170.2220.2260.230Max1.5h，500Minh/4，8d，1008HRB3350.0850.1030.1190.1330.1470.1600.1680.1760.1830.1900.1950.2000.2030.207HRB4000.0710.0860.0990.1110.1220.1330.1400.1470.1520.1590.1630.1660.1700.173三四级ft/fyvHPB3000.0880.1060.1220.1380.1510.1650.1730.1820.1890.1960.2010.2060.2100.214Max1.5h，500Minh/4，8d，1508HRB3350.0790.0950.1100.1240.1360.1480.1560.1640.1700.1770.1810.1850.1890.192HRB4000.0660.0790.0920.1030.1130.1240.1300.1370.1420.1470.1510.1550.1570.160非抗震ft/fyvHPB3000.0810.0980.1130.1270.1400.1520.1600.1680.1740.1810.1860.1900.1940.197非抗震时，V≤0时，不需考虑最小配筋率，按构造要求配置箍筋即可HRB3350.0730.0880.1020.1140.1260.1370.1440.1510.1570.1630.1670.1710.1740.178HRB4000.0610.0730.0850.0950.1050.1140.1200.1260.1310.1360.1390.1430.1450.148注：1非抗震，存在扭矩时，框架梁，转换梁%。2由ρsv=As/bs=nAs1/bs，得As/s=bρsv。3框架梁非加密区的箍筋最大间距不宜大于加密区箍筋的2倍。4纵向钢筋搭接长度X围内的箍筋面积，钢筋受拉时取min〔5d，100〕，受压时取min〔10d，200〕。5加密区的箍筋肢距，一级：≤max〔200，20倍箍筋直径〕，二三级≤max〔250，20倍箍筋直径〕，四级≤300。6偏心受拉，ρsv≥0.36ft/fyv。梁中最小面积配箍率要求汇总抗震等级特一级一级二级三、四级非抗震备注框架梁ft/fyvft/fyvft/fyvft/fyvft/fyv沿梁全长《高》连梁ft/fyvft/fyvft/fyvft/fyvft/fyv抗震设计时，沿连梁全长箍筋直径和间距要满足框架梁加密区要求转换梁0ft/fyv0ft/fyv0ft/fyvft/fyvft/fyv加密区《高》箍筋单肢面积/间距As1/s钢筋间距箍筋直径6810121620600.47120.83781.30901.88503.35105.2360750.37700.67021.04721.50802.68084.1888800.35340.62830.98171.41372.51333.9270850.33260.59140.92401.33062.36543.6960900.31420.55850.87271.25662.23403.4907950.29760.52910.82671.19052.11643.30691000.28270.50270.78541.13102.01063.14161100.25700.45700.71401.02821.82782.85601200.23560.41890.65450.94251.67552.61801250.22620.40210.62830.90481.60852.51331300.21750.38670.60420.87001.54662.41661400.20200.35900.56100.80781.43622.24401500.18850.33510.52360.75401.34042.09441600.17670.31420.49090.70691.25661.96351700.16630.29570.46200.66531.18271.84801800.15710.27930.43630.62831.11701.74531900.14880.26460.41340.59521.05821.65352000.14140.25130.39270.56551.00531.57082200.12850.22850.35700.51410.91391.42802400.11780.20940.32720.47120.83781.30902500.11310.20110.31420.45240.80421.2566fc/fyv取值≤C35C40C45C50C55C60C65C70C75C80HPB300HRB335HRB400

抗震设计，梁、柱、墙的内力调整构件内力调整内容说明1框剪结构的框架柱、有关梁V，M1框架承当的总剪力调整0时，不调整，否如此取0，1.5Vfmax〕2构件内力调整按调整前、后总剪力的比值调整每根框架柱和与之相连框架梁的剪力与端部弯矩，框架柱N可不予调整1总体调整2按振型分解反响谱法计算地震作用时，调整应在振型组合后、并满足楼层最小地震剪力的前提下进展。3仅针对地震作用标准值2板柱抗震墙的抗震墙、柱板带V，M1板柱承当的总剪力的调整Vc≥i，2抗震墙承当的总剪力的调整Vc≥i，3构件内力调整调整后，相应调整每一抗震墙、柱、板带的V、M标准值，N不调整。1总体调整2按振型分解反响谱法计算地震作用时，调整应在振型组合后、并满足楼层最小地震剪力的前提下进展。3仅针对地震作用标准值3局部框支抗震墙的框支柱、有关梁V，M1框支柱总剪力调整a每层框支柱数目n≤10框支层≤2时，Vci≥V0框支层≥3时，Vci≥V0b每层框支柱数目n＞10框支层≤2时，∑Vci≥0框支层≥3时，∑Vci≥V02构件内力调整相应调整框支柱的弯矩与柱端框架梁的剪力和弯矩，但框支梁的剪力、弯矩、框支柱的轴力可不调整。1总体调整2式中Vci—调整后每根框支柱承当的地震剪力标准值；V0—水平地震作用下的总剪力。4框架结构的底层柱M弯矩设计值放大系数1框架结构底层柱柱底1局部调整5转换柱M，N1弯矩设计值放大系数2地震作用产生的轴力标准值放大1局部调整。2计算轴压比时，不调整4转换角柱的弯矩和剪力设计值调整后尚应增大1.1倍。6结构薄弱层有关梁、柱V1侧向刚度变化、承载力变化、竖向抗侧力构件连续性不符合要求的楼层，其对应于地震作用标准值的剪力应乘以1.25的增大系数。1局部调整4以调整后的地震剪力计算构件内力7规如此结构边榀构件V地震作用标准值的剪力放大系数1平行于地震作用方向的边榀，短边1.15，长边1.05；当扭转刚度较小时，周边各构件宜≥1.3.2角部构件乘以两个方向增大系数1局部调整2仅用于规如此结构不进展扭转藕联计算时构件内力调整内容说明8水平转换构件M、V、N1水平地震作用计算内力放大系数1构件调整。9框架柱M1一级框架结构和9度时的框架按梁端实配钢筋进展调整2其它情况一二三四框架结构其它结构1构件调整。2反弯点不在层高X围内的柱，柱端弯矩设计值可直接乘以的增大系数6框支梁柱节点调整见本表第5条10框架柱，框支柱V1一级框架结构和9度时的框架按梁端实配钢筋进展调整1构件调整。3轴力设计值不调整11角柱M，V设计值放大系数：1构件调整。12框架梁、连梁V梁端截面组合设计值放大系数1一级框架结构和9度时的框架，9度时的一级剪力墙，按实配钢筋进展调整。2其他情况：一、二、三、四级分别取1.3，1.2，1.1，11构件调整。13抗震墙墙肢M，V1特一级剪力墙、筒体墙：底部加强部位弯矩设计值乘以1.1，其它部位1.3。2双肢抗震墙当一肢偏心受拉时，另一肢弯矩、剪力设计值应乘以1.25。1构件调整。3底部加强部位取值：一般：Max〔底部两层，H/10〕；H≤24m时，可取底部一层；带转换层结构：Max〔转换层以上两层，H/10〕；H为房屋总高度14局部框支落地剪力墙M弯矩设计值放大系数1底部加强部位：1构件调整。2落地剪力墙不宜出现偏心受拉15抗震墙墙肢与局部框支落地剪力墙V设计值放大系数1底部加强部位：9度一级剪力墙，按实配1构件调整。16框架梁柱节点V强节点剪力设计值调整系数1一级框架结构和9度时的一级框架，按实配钢筋进展调整。1局部调整。框架梁纵向受拉钢筋的最小配筋率〔%〕抗震等级位置备注支座跨中特一、一Mft/fy〕Mft/fy〕框架梁中每侧腰筋最小配筋率不应小于腹板截面积的0.1%。抗扭纵筋最小配筋率详见规X二Mft/fy〕Mft/fy〕三、四Mft/fy〕Mft/fy〕非抗震Mft/fy〕连梁单侧纵向钢筋的最小、最大配筋率〔%〕跨高比最小配筋率跨高比最大配筋率l/h≤Mft/fy〕l/h≤1<l/h≤Mft/fy〕1<l/h≤2<l/h同框架梁2<l/h≤非抗震l/h≤<l/h非抗震注：连梁两侧腰筋直径不应小于8mm，间距不应大于200mm；跨高比≤2.5时，两侧腰筋总面积率≥0.3%。转换梁上、下每侧纵向受拉钢筋的最小配筋率〔%〕抗震等级特一一二三、四非抗震备注最小配筋率框架梁、转换梁最大配筋率支座，抗震时，2.5%〔当配置的受压钢筋面积不小于受拉钢筋的一半时，可放大到2.75%〕，非抗震时，4%；跨中截面，抗震和非抗震均为4%。梁中箍筋最小面积配箍率要求汇总抗震等级特一级一级二级三、四级非抗震备注框架梁ft/fyvft/fyvft/fyvft/fyvft/fyv沿梁全长《高》连梁ft/fyvft/fyvft/fyvft/fyvft/fyv抗震时，沿连梁全长箍筋直径和间距要满足框架梁加密区要求转换梁0ft/fyv0ft/fyv0ft/fyvft/fyvft/fyv仅加密区，《高》注：1偏心受拉时，不应小于6t/fyv；2非地震组合存在扭矩时，不应小于ft/fyv。

混凝土柱全部纵向钢筋最小配筋率〔%〕特一级一级二级三级四级非抗震备注中柱、边柱单侧钢筋配筋率不宜小于0.2%角柱框支柱——除特一级外，还需考虑以下调整：1框架结构中柱和边柱，表中数值增加0.1；2采用335MP级、400MP级纵向受力钢筋时，应分别按表中数值增加0.1和0.05采用；3当混凝土强度等级高于C60时，上述数值应增加0.1采用。4对Ⅳ类场地上较高〔高于40m框架结构，高于60m其它结构〕高层建筑，表中数值加0.1。5异形柱，除满足上述规定外，根据《异》6.2.5条，其调整后的全部纵向钢筋最小配筋率不应小于0.8%，Ⅳ类场地上高于28m的异形柱框架结构柱，还需增加0.1%。钢筋混凝土柱全部纵向钢筋最大配筋率〔%〕构件框架柱框支柱异形柱备注抗震543一级且剪跨比不大于2的柱，单侧钢筋配筋率不宜大于1.2%非抗震5〔不宜〕，6〔不应〕44钢筋混凝土柱箍筋最小体积配箍率〔%〕特一级一级二级三级四级9度非抗震框架柱——剪跨比不大于2的柱——框支柱———柱箍筋加密区的箍筋最小配箍特征值λν〔ρν=λνfc/fyv〕抗震等级箍筋形式轴压比一级普通箍、复合箍——螺旋箍、复合或连续复合矩形螺旋箍——二级普通箍、复合箍螺旋箍、复合或连续复合矩形螺旋箍三、四级普通箍、复合箍螺旋箍、复合或连续复合矩形螺旋箍8注：1；；2框支柱宜采用复合螺旋或井字复合箍，其最小配箍特征值应比表内数值增加；3计算复合螺旋箍的体积配筋率时，其非螺旋箍的箍筋体积应乘以换算系数。4混凝土强度等级高于C60时，箍筋宜采用复合箍、复合螺旋箍或连续复合矩形螺旋箍，当轴压比不大于0.6时，按表中