沙坪坝第二小学校连廊防火整体计算书

《沙坪坝第二小学校(暂定名)连廊防火整体计算书设计依据《工程结构通用规范》（GB5501-2021）《钢结构设计标准》(GB50017-2017)《建筑结构荷载规范》(GB50009-2012)《建筑抗震设计规范》(GB50011-2010)(2016年版)《建筑与市政工程抗震通用规范》（GB55002-2021）《建筑地基基础设计规范》(GB50007-2011)《建筑结构可靠性设计统一标准》(GB50068-2018)《钢管混凝土结构技术规范》(GB50936-2014)《钢管混凝土结构设计规程》(CECS28:2012)《矩形钢管混凝土结构技术规程》(CECS159-2004)《钢结构焊接规范》(GB50661-2011)《钢结构高强度螺栓连接技术规程》(JGJ82-2011)软件信息3D3SDesign2021.5（上海同磊土木工程技术有限公司）结构信息总体信息节点总数22支座总数4单元总数29材料种类1截面种类3荷载工况3几何信息节点编号图（整体）节点信息表节点号x坐标(m)y坐标(m)z坐标(m)备注节点号x坐标(m)y坐标(m)z坐标(m)备注13.0760.00012.300支座123.076-3.71212.300支座131.2760.00012.30041.276-3.63612.3005-0.5240.00012.3006-0.524-3.56012.3007-2.3240.00012.3008-2.324-3.48412.3009-4.1240.00012.30010-4.124-3.40812.30011-5.9240.00012.30012-5.924-3.33212.30013-8.824-0.00012.30014-8.824-3.21012.30015-7.724-0.00012.30016-7.724-3.25712.30017-7.724-0.0006.30018-7.724-3.2576.30019-7.724-3.2570.000支座220-7.7240.0000.000支座221-8.974-0.00012.30022-8.974-3.20412.300单元编号图（整体）单元信息表（注：等肢角钢的2、3轴分别对应u、v轴）单元号截面名称材料名称长度(m)面积(mm2)绕2轴惯性矩(×104mm4)绕3轴惯性矩(×104mm4)绕2轴计算长度系数绕3轴计算长度系数i节点释放j节点释放1H650x250x8x12Q235B1.80211008.003127.6777418.091.0006.000------2H650x250x8x12Q235B1.80211008.003127.6777418.091.0006.000------3H250x125x6x6Q235B3.7122928.00195.742907.111.0001.000R1R2R3R2R34H250x125x6x6Q235B3.6362928.00195.742907.111.0001.000R1R2R3R2R35H250x125x6x6Q235B3.5602928.00195.742907.111.0001.000R1R2R3R2R36H250x125x6x6Q235B3.4842928.00195.742907.111.0001.000R1R2R3R2R37H250x125x6x6Q235B3.4082928.00195.742907.111.0001.000R1R2R3R2R38H250x125x6x6Q235B3.3322928.00195.742907.111.0001.000R1R2R3R2R39H250x125x6x6Q235B3.2102928.00195.742907.111.0001.000R1R2R3R2R310H250x125x6x6Q235B3.2572928.00195.742907.111.0001.000R1R2R3R2R311H650x250x8x12Q235B1.80211008.003127.6777418.091.0006.000------12H250x125x6x6Q235B3.2572928.00195.742907.111.0001.000R1R2R3R2R313矩300x300x12x12Q235B6.00013824.0019143.4819143.482.0502.050------14矩300x300x12x12Q235B6.30013824.0019143.4819143.481.9521.952------15矩300x300x12x12Q235B6.00013824.0019143.4819143.482.0502.050------16矩300x300x12x12Q235B6.30013824.0019143.4819143.481.9521.952------17H650x250x8x12Q235B0.15011008.003127.6777418.091.0008.333------18H650x250x8x12Q235B1.10011008.003127.6777418.091.0001.136------19H650x250x8x12Q235B1.80011008.003127.6777418.091.0006.000------20H650x250x8x12Q235B1.80011008.003127.6777418.091.0006.000------21H650x250x8x12Q235B1.80011008.003127.6777418.091.0006.000------22H650x250x8x12Q235B1.80011008.003127.6777418.091.0006.000------23H650x250x8x12Q235B1.80011008.003127.6777418.091.0006.000------24H650x250x8x12Q235B1.80011008.003127.6777418.091.0006.000------25H650x250x8x12Q235B0.15011008.003127.6777418.091.0008.333------26H650x250x8x12Q235B1.10111008.003127.6777418.091.0001.136------27H650x250x8x12Q235B1.80211008.003127.6777418.091.0006.000------28H650x250x8x12Q235B1.80211008.003127.6777418.091.0006.000------29H650x250x8x12Q235B1.80211008.003127.6777418.091.0006.000------截面编号图（整体）截面信息表截面编号截面类型截面名称构件总数1矩形管截面矩300x300x12x1242焊接对称工字型截面H650x250x8x12163焊接对称工字型截面H250x125x6x69计算参数(1)动力特性计算计算振型数:9振型类型:特征向量(2)线性计算梁单元属性:一般梁单元（欧拉梁）梁抗扭惯性矩:自由扭转惯性矩考虑P-Δ/二阶效应：否设计参数结构重要性系数：1.000支撑临界角：15.000°抗震等级结构类型抗震等级构造措施的抗震等级钢框架三级三级计算简图计算简图（整体）注：蓝色单元为普通单元，绿色单元为连接单元，绿色实心圆为支座，黄色实心圆为主从节点的主节点支座信息表（单位:刚度：kN/mmkN*mm/rad位移：mmrad）支座类型平动1平动2平动3转动R1转动R2转动R31无无刚性无无无2刚性刚性刚性刚性刚性刚性材料信息材料特性名称材料弹性模量(kN/mm2)泊松比线膨胀系数设计强度(MPa)质量密度(kg/mm3)Q235B-1Q235206.0000.3001.20e-05按规范7.85e-06材料统计钢汇总表序号截面材性数量长度(m)重量(kg)1H250x125x6x6Q235B-1930.856709.2122H650x250x8x12Q235B-11624.1112083.4713矩300x300x12x12Q235B-1424.6002669.55329根79.566m5462kg荷载与组合工况信息序号工况号荷载类型自重系数荷载说明10恒121活032风0荷载信息(1)杆件导荷载列表(力：kN；分布力：kN/m；弯矩：kN.m；分布弯矩：kN.m/m)序号荷载类型工况导荷方式体型系数面荷载值(基本风压)1恒0双向杆件--4.5002活1双向杆件--3.5003风2双向杆件0.0000.400恒荷载恒荷载0(1)恒荷载0杆件导荷载杆件荷载表序号导荷方式面荷载值kN/m2不均匀分布1双向杆件4.500否恒荷载工况0杆件导荷载分布图（整体）活荷载活荷载1(1)活荷载1杆件导荷载杆件荷载表序号导荷方式面荷载值kN/m2不均匀分布1双向杆件3.500否活荷载工况1杆件导荷载分布图（整体）风荷载基本参数基本风压：0.40(kN/m2)地面粗糙度：B风计算用规范：《建筑结构荷载规范》(GB50009-2012)风荷载计算用阻尼比：0.02参考点高度Z0（m）：0.00风荷载参数高度(m)μz（修正前）ημz（修正后）βz12.31.061.001.061.88说明：μz为风压高度变化系数，η为风压高度变化修正系数，βz为风振系数，βgz为阵风系数（计算围护结构用）风荷载2(1)风荷载2杆件导荷载杆件荷载表序号导荷方式基本风压(kN/m2)体型系数风振系数1双向杆件0.400自动计算自动计算风荷载工况2体型系数分布图（整体）地震作用计算依据：《建筑抗震设计规范》(GB50011-2010)(2016年版)地震烈度：7度0.10g场地类别：Ⅱ类设计地震分组：第一组特征周期值(s)：0.35多遇水平地震影响系数最大值：0.08罕遇水平地震影响系数最大值：0.5计算振型数：9结构阻尼比：0.04周期折减系数：1按双向地震作用考虑耦联：否振型组合方法：CQC计算竖向地震作用：否温度荷载计算温差1：15.0度计算温差2：30.0度荷载组合(1)1.300恒载+1.50活载1(2)1.300恒载+1.30x0.50活载1+1.400水平地震(3)1.000恒载+1.00x0.50活载1+1.400水平地震(4)1.300恒载+1.50风载2(5)1.300恒载+1.50活载1+1.50x0.60风载2(6)1.300恒载+1.50x0.70活载1+1.50风载2(7)1.300恒载+1.50x0.70活载1+1.50x0.60风载2(8)1.000恒载+1.50风载2(9)1.300恒载+1.500温度1(10)1.300恒载+1.500温度2(11)1.300恒载+1.50活载1+1.500x0.600温度1(12)1.300恒载+1.50活载1+1.500x0.600温度2(13)1.300恒载+1.50x0.70活载1+1.500温度1(14)1.300恒载+1.50x0.70活载1+1.500温度2(15)1.300恒载+1.50风载2+1.500x0.600温度1(16)1.300恒载+1.50风载2+1.500x0.600温度2(17)1.300恒载+1.50x0.60风载2+1.500温度1(18)1.300恒载+1.50x0.60风载2+1.500温度2(19)1.300恒载+1.50活载1+1.50x0.60风载2+1.500x0.600温度1(20)1.300恒载+1.50活载1+1.50x0.60风载2+1.500x0.600温度2(21)1.300恒载+1.50x0.70活载1+1.50风载2+1.500x0.600温度1(22)1.300恒载+1.50x0.70活载1+1.50风载2+1.500x0.600温度2(23)1.300恒载+1.50x0.70活载1+1.50x0.60风载2+1.500x0.600温度1(24)1.300恒载+1.50x0.70活载1+1.50x0.60风载2+1.500x0.600温度2(25)1.300恒载+1.50x0.70活载1+1.50x0.60风载2+1.500温度1(26)1.300恒载+1.50x0.70活载1+1.50x0.60风载2+1.500温度2周期与振型周期与质量参与系数振型周期(s)X向质量参与系数Y向质量参与系数Z向质量参与系数15.1680.034%75.812%0.000%21.6930.010%21.903%0.000%31.67449.266%0.087%0.048%41.67349.307%0.000%0.047%50.4880.000%0.182%0.000%60.2010.000%0.011%0.000%70.1950.154%0.000%33.181%80.1950.154%0.000%33.177%90.1090.001%2.000%0.000%合计98.925%99.996%66.453%线性计算结果线性反力支座节点编号图（整体）最不利反力线性组合最不利反力表(标准值)(单位：kN、kN.m)节点号控制组合号组合序号N1N2N3M1M2M320N1最大223.050-0.09692.6030.3038.8990.22120N2最大24-0.0001.70691.029-21.014-11.01810.49020N3最大110.000-0.019110.644-0.252-13.836-0.00020M1最大230.000-1.73691.02920.613-11.018-10.49020M2最大223.050-0.09692.6030.3038.8990.22120M3最大24-0.0001.70691.029-21.014-11.01810.49020合力最大110.000-0.019110.644-0.252-13.836-0.00020N1最小21-3.0500.06689.455-0.705-30.934-0.22120N2最小230.000-1.73691.02920.613-11.018-10.49020N3最小410.000-0.00959.502-0.113-6.189-0.00020M1最小24-0.0001.70691.029-21.014-11.01810.49020M2最小21-3.0500.06689.455-0.705-30.934-0.22120M3最小230.000-1.73691.02920.613-11.018-10.49019N1最大223.047-0.02892.783-0.7168.8780.22119N2最大24-0.1211.73691.145-21.076-11.98110.48919N3最大110.0000.019110.876-0.331-13.8480.00019M1最大230.121-1.70591.27720.548-10.075-10.48919M2最大223.047-0.02892.783-0.7168.8780.22119M3最大24-0.1211.73691.145-21.076-11.98110.48919合力最大110.0000.019110.876-0.331-13.8480.00019N1最小21-3.0470.05889.6400.189-30.934-0.22119N2最小230.121-1.70591.27720.548-10.075-10.48919N3最小410.0000.00959.601-0.148-6.1930.00019M1最小24-0.1211.73691.145-21.076-11.98110.48919M2最小21-3.0470.05889.6400.189-30.934-0.22119M3最小230.121-1.70591.27720.548-10.075-10.4892N1最大110.0000.00080.6440.0000.0000.0002N2最大110.0000.00080.6440.0000.0000.0002N3最大110.0000.00080.6440.0000.0000.0002M1最大110.0000.00080.6440.0000.0000.0002M2最大110.0000.00080.6440.0000.0000.0002M3最大110.0000.00080.6440.0000.0000.0002合力最大110.0000.00080.6440.0000.0000.0002N1最小110.0000.00080.6440.0000.0000.0002N2最小110.0000.00080.6440.0000.0000.0002N3最小410.0000.00035.5950.0000.0000.0002M1最小110.0000.00080.6440.0000.0000.0002M2最小110.0000.00080.6440.0000.0000.0002M3最小110.0000.00080.6440.0000.0000.0001N1最大110.0000.00080.8790.0000.0000.0001N2最大110.0000.00080.8790.0000.0000.0001N3最大110.0000.00080.8790.0000.0000.0001M1最大110.0000.00080.8790.0000.0000.0001M2最大110.0000.00080.8790.0000.0000.0001M3最大110.0000.00080.8790.0000.0000.0001合力最大110.0000.00080.8790.0000.0000.0001N1最小110.0000.00080.8790.0000.0000.0001N2最小110.0000.00080.8790.0000.0000.0001N3最小410.0000.00035.6900.0000.0000.0001M1最小110.0000.00080.8790.0000.0000.0001M2最小110.0000.00080.8790.0000.0000.0001M3最小110.0000.00080.8790.0000.0000.000线性内力线性组合包络线性组合轴力N最大包络云图:kN（整体）轴力N最大的前10个单元的内力（单位：m,kN,kN.m）序号单元号组合号组合序号位置轴力N剪力Q2剪力Q3扭矩M弯矩M2弯矩M3119310.0003.42757.9600.0430.000-0.308-5.929227310.0003.42758.1100.0450.000-0.311-5.751320310.0002.83437.4150.040-0.000-0.236-100.592428210.0002.83349.4960.0390.000-0.234-124.663521310.0002.22816.4250.035-0.000-0.165-158.075629310.0002.22716.5760.0350.000-0.166-158.132722310.0001.609-5.0160.029-0.000-0.103-177.55781210.0001.609-5.6510.029-0.000-0.103-227.266923310.0000.978-26.9040.020-0.000-0.052-158.225102310.0000.978-26.7530.0200.000-0.052-158.345线性组合轴力N最小包络云图:kN（整体）轴力N最小的前10个单元的内力（单位：m,kN,kN.m）序号单元号组合号组合序号位置轴力N剪力Q2剪力Q3扭矩M弯矩M2弯矩M3114116.300-152.005-0.0000.0260.0000.457-19.131216116.300-151.684-0.000-0.026-0.0000.348-19.114313116.000-142.813-0.000-0.0860.0000.292-19.131415116.000-142.492-0.0000.086-0.0000.514-19.114519220.000-3.42780.408-0.0450.0000.31147.668627220.000-3.42780.596-0.0420.0000.30847.875720220.000-2.83453.710-0.0390.0000.234-84.323828320.000-2.83341.969-0.0400.0000.235-60.182921220.000-2.22826.457-0.0350.0000.166-168.0151029220.000-2.22726.646-0.0350.0000.165-168.106线性组合弯矩M2最大包络云图:kN.m（整体）弯矩M2最大的前10个单元的内力（单位：m,kN,kN.m）序号单元号组合号组合序号位置轴力N剪力Q2剪力Q3扭矩M弯矩M2弯矩M3114246.300-118.4820.1692.42814.68529.479-15.670216246.300-118.3380.0002.39014.68529.400-14.323319240.0000.00078.208-2.0860.00014.70123.592427340.0000.14460.215-2.0830.00014.69017.301515246.000-109.1450.0002.42214.68514.532-14.323613246.000-109.2900.1662.29714.68514.370-13.755720340.0000.00039.620-1.8920.00011.149-80.398828240.0000.11951.605-1.8890.00011.140-105.328921240.0000.00024.238-1.6690.0007.858-184.3121029340.0000.09418.699-1.6660.0007.851-142.529线性组合弯矩M2最小包络云图:kN.m（整体）弯矩M2最小的前10个单元的内力（单位：m,kN,kN.m）序号单元号组合号组合序号位置轴力N剪力Q2剪力Q3扭矩M弯矩M2弯矩M3116336.300-91.029-0.000-2.425-14.686-28.938-11.018214336.300-91.304-0.169-2.394-14.685-28.873-9.694319330.000-0.00060.1602.083-0.000-14.69818.147427230.000-0.14478.4922.085-0.000-14.69324.823513336.000-84.233-0.166-2.411-14.685-13.983-11.610615336.000-83.958-0.000-2.308-14.686-13.851-11.018720230.000-0.00051.5061.893-0.000-11.151-104.517828330.000-0.11939.8601.888-0.000-11.138-79.517921330.000-0.00018.6451.669-0.000-7.858-141.7781029230.000-0.09424.5231.667-0.000-7.852-183.710线性组合弯矩M3最大包络云图:kN.m（整体）弯矩M3最大的前10个单元的内力（单位：m,kN,kN.m）序号单元号组合号组合序号位置轴力N剪力Q2剪力Q3扭矩M弯矩M2弯矩M3127220.000-3.42780.596-0.0420.0000.30847.875219220.000-3.42780.408-0.0450.0000.31147.668316326.300-93.232-4.270-0.1290.309-0.50516.866414326.300-93.412-4.266-0.0450.3090.89716.840515310.000-75.3704.175-0.011-0.3090.00013.053613310.000-75.5554.1710.133-0.309-0.54813.010726111.1010.000-16.595-0.0020.000-0.00312.419818111.1000.000-16.5700.002-0.0000.00312.158925210.150-0.002-0.166-0.0000.000-0.0000.0121017210.150-0.002-0.1650.0000.0000.0000.012线性组合弯矩M3最小包络云图:kN.m（整体）弯矩M3最小的前10个单元的内力（单位：m,kN,kN.m）序号单元号组合号组合序号位置轴力N剪力Q2剪力Q3扭矩M弯矩M2弯矩M311110.0000.000-4.650-0.0000.0000.000-286.696229111.802-0.00013.2640.0000.0000.000-286.696321111.800-0.00013.005-0.0000.000-0.000-286.500422110.000-0.000-4.9120.0000.000-0.000-286.50052110.000-0.000-42.5290.0000.000-0.000-260.195623110.000-0.000-42.792-0.0000.0000.000-259.986728111.8020.00049.985-0.0010.000-0.000-245.979820111.800-0.00049.7260.0010.0000.000-245.874911110.0000.000-81.176-0.0000.0000.000-165.0911024110.000-0.000-81.4400.0000.000-0.000-164.947线性位移线性最大位移线性组合最大最小位移表最不利项节点组合名UxUyUzUxyzX方向位移最大22组合2-情况1(恒0+0.5活1+水平地震)35.434-0.0704.41935.709Y方向位移最大2组合2-情况3(恒0+0.5活1+水平地震)27.018137.2560.000139.890Z方向位移最大22组合1(恒0+活1)26.564-0.5594.93227.024空间位移最大2组合2-情况3(恒0+0.5活1+水平地震)27.018137.2560.000139.890X方向位移最小17组合2-情况2(恒0+0.5活1+水平地震)-1.255-0.301-0.1971.306Y方向位移最小2组合2-情况4(恒0+0.5活1+水平地震)15.290-138.1470.000138.990Z方向位移最小8组合1(恒0+活1)26.564-0.559-15.75530.890线性组合最大最小位移图（整体）验算结果杆件应力比限值分布图应力比限值表序号应力比下限应力比上限101应力比限值分布图（整体）杆件应力比分布图杆件验算结果云图强度应力比按“强度应力比”显示构件颜色（整体）“强度应力比”最大的前10个单元的验算结果（所在组合号／情况号）序号单元号强度绕2轴稳定绕3轴稳定沿2轴抗剪沿3轴抗剪沿2轴长细比沿3轴长细比验算结果1290.53