建筑幕墙安装工程安全施工计算书及相关施工图纸

9.1 钢结构支撑塔架计算书及图纸 19.1.1设计依据 19.1.2软件信息 29.1.3结构信息 29.1.1.1 总体信息 29.1.1.2 几何信息 39.1.1.3 计算参数 139.1.1.4 设计参数 139.1.4计算简图 149.1.5材料信息 159.1.1.5 材料特性 159.1.1.6 材料统计 159.1.6荷载与组合 169.1.1.7 工况信息 169.1.1.8 荷载信息 169.1.1.9 荷载组合 209.1.7周期与振型 209.1.1.10 周期与质量参与系数 209.1.8线性计算结果 219.1.1.11 线性反力 219.1.1.12 线性内力 249.1.1.13 线性位移 359.1.9验算结果 379.1.1.14 杆件应力比限值分布图 379.1.10塔架图纸 469.2 板块吊装炮车设计计算书 519.2.1设计依据 519.2.2计算简图 529.2.3荷载与组合 549.2.4内力位移计算结果 559.2.5设计验算结果 679.2.6钢丝绳验算 719.2.7配重校核 729.2.8销轴连接校核 739.2.9螺栓连接校核 769.1 钢结构支撑塔架计算书及图纸9.1.1设计依据《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)《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)9.1.2软件信息3D3SDesign2021.2（上海同磊土木工程技术有限公司）9.1.3结构信息9.1.1.1 总体信息节点总数60支座总数4单元总数140材料种类1截面种类2荷载工况29.1.1.2 几何信息图9.1.3.2-1塔架节点编号图（整体）

表9.1.3.2-1塔架节点信息表节点信息表节点号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10.0000.00012060.00020.0000.0006240.0003-0.0001.85016220.00041.8501.85018160.00051.8501.85014280.00060.0001.85012340.00071.8500.00016220.00081.8500.00012340.00090.0000.00018160.000100.0000.00014280.000111.8500.00014280.000120.0001.85014280.000131.8501.85016220.000140.0000.00016220.000150.0000.00012340.000161.8500.00018160.000170.0001.85018160.00018-0.0001.85010120.000191.8501.85012060.000201.8501.8508180.000210.0001.8506240.000221.8500.00010120.000231.8500.0006240.000240.0000.0008180.000251.8500.0008180.000260.0001.8508180.000271.8501.85010120.000280.0000.00010120.000291.8500.00012060.000300.0001.85012060.00031-0.0001.8504020.000321.8501.8505960.000331.8501.8502080.000340.0001.850140.000351.8500.0004020.000361.8500.000140.000370.0000.0005960.000380.0000.0002080.000391.8500.0002080.000400.0001.8502080.000411.8501.8504020.000420.0000.0004020.000431.8500.0005960.000440.0001.8505960.000451.8501.85012340.000461.8501.8506240.000470.0000.000140.000481.8501.850140.000490.0000.0000.000支座类型1500.0000.00018300.000511.8501.8500.000支座类型1521.8501.85018300.000531.8500.0000.000支座类型1541.8500.00018300.000550.0001.8500.000支座类型1560.0001.85018300.000571.8500.92518160.000580.9250.00018160.000590.0000.92518160.000600.9251.85018160.000图9.1.3.2-2塔架单元编号图（整体）

表9.1.3.2-2塔架单元信息表单元信息表（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1矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.0002矩150x150x5x5Q235B0.2802900.001017.421017.422.0002.0003矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.0004矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.0005矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R36矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R37矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R38矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R39矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R310矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R311矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R312矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R313矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R314矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R315矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R316矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R317矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R318矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R319矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R320矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R321矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.00022矩150x150x5x5Q235B0.9252900.001017.421017.422.0002.00023矩150x150x5x5Q235B0.9252900.001017.421017.422.0002.00024矩150x150x5x5Q235B0.9252900.001017.421017.422.0002.00025矩150x150x5x5Q235B0.9252900.001017.421017.422.0002.00026矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R327矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R328矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R329矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R330矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R331矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R332矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R333矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R334矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R335矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R336矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R337矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R338矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R339矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R340矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R341矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R342矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R343矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R344矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R345矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R346矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R347矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R348矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R349矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R350矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R351矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R352矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R353矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R354矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R355矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R356矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R357矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R358矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R359矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R360矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R361矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R362矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R363矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R364矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R365矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R366矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R367矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R368矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R369矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R370矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R371矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R372矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R373矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R374矩150x150x5x5Q235B0.1402900.001017.421017.425.0285.02875矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R376矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R377矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R378矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R379矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R380矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R381矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R382矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R383矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R384矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R385矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R386矩80x80x4x4Q235B1.8501216.00117.38117.381.0001.000R1R2R3R2R387矩150x150x5x5Q235B0.1402900.001017.421017.422.0002.00088矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.00089矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.00090矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.00091矩150x150x5x5Q235B0.2802900.001017.421017.422.0002.00092矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.00093矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.00094矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.00095矩150x150x5x5Q235B0.2802900.001017.421017.422.0002.00096矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.00097矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.00098矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.00099矩150x150x5x5Q235B0.1402900.001017.421017.425.0285.028100矩150x150x5x5Q235B0.1402900.001017.421017.422.0002.000101矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.000102矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.000103矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.000104矩150x150x5x5Q235B0.2802900.001017.421017.422.0002.000105矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.000106矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.000107矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.000108矩150x150x5x5Q235B0.2802900.001017.421017.422.0002.000109矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.000110矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.000111矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.000112矩150x150x5x5Q235B0.1402900.001017.421017.425.0285.028113矩150x150x5x5Q235B0.1402900.001017.421017.422.0002.000114矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.000115矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.000116矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.000117矩150x150x5x5Q235B0.2802900.001017.421017.422.0002.000118矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.000119矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.000120矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.000121矩150x150x5x5Q235B0.2802900.001017.421017.422.0002.000122矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.000123矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.000124矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.000125矩150x150x5x5Q235B0.1402900.001017.421017.425.0285.028126矩150x150x5x5Q235B0.1402900.001017.421017.422.0002.000127矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.000128矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.000129矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.000130矩150x150x5x5Q235B0.2802900.001017.421017.422.0002.000131矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.000132矩150x150x5x5Q235B1.9402900.001017.421017.422.0002.000133矩150x150x5x5Q235B0.9252900.001017.421017.422.0002.000134矩150x150x5x5Q235B0.9252900.001017.421017.422.0002.000135矩150x150x5x5Q235B0.9252900.001017.421017.422.0002.000136矩150x150x5x5Q235B0.9252900.001017.421017.422.0002.000137矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R3138矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R3139矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R3140矩80x80x4x4Q235B2.6811216.00117.38117.381.0001.000R1R2R3R2R3图9.1.3.2-3塔架截面编号图（整体）表9.1.3.2-3塔架截面信息表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150x150x5x5602矩形管截面矩80x80x4x4809.1.1.3 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9.1.1.4 设计参数结构重要性系数：1.000支撑临界角：15.000°表9.1.3.4-1抗争等级一览表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

9.1.4计算简图图9.1.4-1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

表9.1.4-1支座信息表支座信息表（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刚性刚性刚性刚性刚性刚性9.1.5材料信息9.1.1.5 材料特性表9.1.5.1-1材料特性表名称材料弹性模量(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-069.1.1.6 材料统计图9.1.5.2-1材料统计图表9.1.5.2-1钢汇总表钢汇总表序号截面材性数量长度(m)重量(kg)1矩80x80x4x4Q235B-180177.9051698.2092矩150x150x5x5Q235B-16080.6001834.859140根258.505m3533kg

9.1.6荷载与组合9.1.1.7 工况信息表9.1.6.1-1工况信息表序号工况号荷载类型自重系数荷载说明10恒121风09.1.1.8 荷载信息(1)节点荷载列表(力:kN;分布力:kN/m;弯矩:kN.m;分布弯矩:kN.m/m)表9.1.6.2-1节点荷载列表序号荷载类型工况PxPyPzMxMyMz1恒00.0000.000-31.0000.0000.0000.000(2)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)表9.1.6.2-2杆件导荷载列表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风1双向杆件2.4000.3501、恒荷载（1）恒荷载01）恒荷载0节点荷载表9.1.6.2-3节点荷载表节点荷载表序号Px(kN)Py(kN)Pz(kN)Mx(kN.m)My(kN.m)Mz(kN.m)10.0000.000-31.0000.0000.0000.000图9.1.6.2-1恒荷载工况0节点荷载分布图（整体）

2、风荷载（1）基本参数基本风压：0.35(kN/m2)地面粗糙度：C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风压高度变化修正系数：1.00（2）风荷载11）风荷载1杆件导荷载表9.1.6.2-4杆件荷载表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0.3502.400自动计算图9.1.6.2-2风荷载工况1体型系数分布图（整体）

3、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：8度0.20g场地类别：Ⅱ类设计地震分组：第二组特征周期值(s)：0.4多遇水平地震影响系数最大值：0.16罕遇水平地震影响系数最大值：0.9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合：否振型组合方法：CQC计算竖向地震作用：否9.1.1.9 荷载组合(1)1.200恒载+1.300水平地震(2)1.000恒载+1.300水平地震9.1.7周期与振型9.1.1.10 周期与质量参与系数表9.1.7.1-1周期与质量参与系数表振型周期(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10.57747.290%36.928%0.000%20.54836.460%47.258%0.000%30.1530.000%0.000%0.000%40.0790.000%0.000%72.869%50.0760.000%0.000%2.528%60.0710.000%0.000%0.000%70.0703.854%0.010%0.000%80.0580.197%8.905%0.000%90.0555.436%0.393%0.000%合计93.238%93.493%75.397%9.1.8线性计算结果9.1.1.11 线性反力图9.1.8.1-1支座节点编号图（整体）1、最不利反力表9.1.8.1-1线性组合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N1N2N3M1M2M355N1最大124.6071.62572.913-0.5900.7390.00655N2最大14-1.6574.233-23.751-1.016-0.568-0.00355N3最大132.109-4.68575.0350.7390.2910.00355M1最大132.109-4.68575.0350.7390.2910.00355M2最大124.6071.62572.913-0.5900.7390.00655M3最大124.6071.62572.913-0.5900.7390.00655合力最大132.109-4.68575.0350.7390.2910.00355N1最小11-4.155-2.078-21.6290.313-1.016-0.00655N2最小132.109-4.68575.0350.7390.2910.00355N3最小14-1.6574.233-23.751-1.016-0.568-0.00355M1最小14-1.6574.233-23.751-1.016-0.568-0.00355M2最小11-4.155-2.078-21.6290.313-1.016-0.00655M3最小11-4.155-2.078-21.6290.313-1.016-0.00653N1最大124.1552.078-21.629-0.3131.016-0.00653N2最大14-2.1094.68575.035-0.739-0.2910.00353N3最大14-2.1094.68575.035-0.739-0.2910.00353M1最大131.657-4.233-23.7511.0160.568-0.00353M2最大124.1552.078-21.629-0.3131.016-0.00653M3最大11-4.607-1.62572.9130.590-0.7390.00653合力最大14-2.1094.68575.035-0.739-0.2910.00353N1最小11-4.607-1.62572.9130.590-0.7390.00653N2最小131.657-4.233-23.7511.0160.568-0.00353N3最小131.657-4.233-23.7511.0160.568-0.00353M1最小14-2.1094.68575.035-0.739-0.2910.00353M2最小11-4.607-1.62572.9130.590-0.7390.00653M3最小124.1552.078-21.629-0.3131.016-0.00651N1最大120.1590.153-23.573-0.1890.1940.00751N2最大120.1590.153-23.573-0.1890.1940.00751N3最大11-0.496-0.49068.9340.577-0.581-0.00751M1最大11-0.496-0.49068.9340.577-0.581-0.00751M2最大120.1590.153-23.573-0.1890.1940.00751M3最大120.1590.153-23.573-0.1890.1940.00751合力最大11-0.496-0.49068.9340.577-0.581-0.00751N1最小11-0.496-0.49068.9340.577-0.581-0.00751N2最小11-0.496-0.49068.9340.577-0.581-0.00751N3最小120.1590.153-23.573-0.1890.1940.00751M1最小120.1590.153-23.573-0.1890.1940.00751M2最小11-0.496-0.49068.9340.577-0.581-0.00751M3最小11-0.496-0.49068.9340.577-0.581-0.00749N1最大120.4960.49068.934-0.5770.581-0.00749N2最大120.4960.49068.934-0.5770.581-0.00749N3最大120.4960.49068.934-0.5770.581-0.00749M1最大11-0.159-0.153-23.5730.189-0.1940.00749M2最大120.4960.49068.934-0.5770.581-0.00749M3最大11-0.159-0.153-23.5730.189-0.1940.00749合力最大120.4960.49068.934-0.5770.581-0.00749N1最小11-0.159-0.153-23.5730.189-0.1940.00749N2最小11-0.159-0.153-23.5730.189-0.1940.00749N3最小11-0.159-0.153-23.5730.189-0.1940.00749M1最小120.4960.49068.934-0.5770.581-0.00749M2最小11-0.159-0.153-23.5730.189-0.1940.00749M3最小120.4960.49068.934-0.5770.581-0.007

9.1.1.12 线性内力1、线性组合包络图9.1.8.2-1线性组合轴力N最大包络云图:kN（整体）表9.1.8.2-1单元的内力表轴力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M31126240.14038.600-2.2225.571-0.0040.1910.2462113230.14038.6002.222-5.571-0.004-0.191-0.2463101221.94038.0870.0300.2430.0090.235-0.039488211.94038.087-0.030-0.2430.009-0.2350.039587210.14037.480-0.257-0.2500.0090.269-0.2746100220.14037.4800.2570.2500.009-0.2690.2747128241.94032.975-0.210-0.012-0.0040.0010.1728115231.94032.9750.2100.012-0.004-0.001-0.1729127241.94032.3710.2380.001-0.004-0.066-0.24410114231.94032.371-0.238-0.001-0.0040.0660.244图9.1.8.2-2线性组合轴力N最小包络云图:kN（整体）表9.1.8.2-2单元的内力表轴力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M31126130.000-94.9822.719-6.0680.0030.9740.3922113140.000-94.982-2.7196.0680.003-0.974-0.392387120.000-87.3460.6280.620-0.009-0.7300.7364100110.000-87.346-0.628-0.620-0.0090.730-0.7365101110.000-87.101-0.452-0.664-0.0090.643-0.648688120.000-87.1010.4520.664-0.009-0.6430.6487127130.000-85.321-0.6570.4170.003-0.566-0.6218114140.000-85.3210.657-0.4170.0030.5660.6219128130.000-84.5920.617-0.3940.0030.5040.68110115140.000-84.592-0.6170.3940.003-0.504-0.681图9.1.8.2-3线性组合弯矩M2最大包络云图:kN.m（整体）表9.1.8.2-3单元的内力表弯矩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M3198121.940-24.9450.2633.743-0.0095.659-0.3012124121.940-18.1460.2123.480-0.0085.453-0.2183111110.000-25.465-0.263-3.743-0.0091.611-0.2124110111.940-25.6800.2121.119-0.0091.611-0.212522210.925-5.06316.3042.4670.0051.439-10.374624220.925-5.06316.3042.4670.0051.439-10.3747133110.000-2.404-19.184-2.5150.0051.439-12.3648135120.000-2.404-19.184-2.5150.0051.439-12.364921110.000-18.666-0.212-3.480-0.0081.313-0.197104111.940-8.3590.2020.821-0.0081.313-0.197图9.1.8.2-4线性组合弯矩M2最小包络云图:kN.m（整体）表9.1.8.2-4单元的内力表弯矩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M31111111.940-24.945-0.263-3.743-0.009-5.6590.301221111.940-18.146-0.212-3.480-0.008-5.4530.218398120.000-25.4650.2633.743-0.009-1.6110.212497121.940-25.680-0.212-1.119-0.009-1.6110.212522120.925-1.05718.001-2.5310.002-1.439-11.515624110.925-1.05718.001-2.5310.002-1.439-11.5157133220.000-3.716-14.7112.4520.001-1.439-9.5258135210.000-3.716-14.7112.4520.001-1.439-9.5259124120.000-18.6660.2123.480-0.008-1.3130.19710123121.940-8.359-0.202-0.821-0.008-1.3130.197图9.1.8.2-5线性组合弯矩M3最大包络云图:kN.m（整体）表9.1.8.2-5单元的内力表弯矩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M3124120.000-5.61919.6702.4620.005-0.8385.721222110.000-5.61919.6702.4620.005-0.8385.7213133120.925-4.272-18.0402.4460.0020.8245.5014135110.925-4.272-18.0402.4460.0020.8245.5015113120.00030.6825.4242.678-0.008-0.4201.3076126220.000-87.0945.9212.1810.008-0.7251.002787120.000-87.3460.6280.620-0.009-0.7300.7368102130.000-71.2890.6230.0490.0030.0120.6909101131.940-84.751-0.662-0.0180.0030.0120.69010128130.000-84.5920.617-0.3940.0030.5040.681图9.1.8.2-6线性组合弯矩M3最小包络云图:kN.m（整体）表9.1.8.2-6单元的内力表弯矩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M3122110.925-5.61919.4232.4620.0051.439-12.364224120.925-5.61919.4232.4620.0051.439-12.3643133110.000-2.404-19.184-2.5150.0051.439-12.3644135120.000-2.404-19.184-2.5150.0051.439-12.3645126110.00030.682-5.424-2.678-0.0080.420-1.3076113210.000-87.094-5.921-2.1810.0080.725-1.0027100110.000-87.346-0.628-0.620-0.0090.730-0.736889140.000-71.289-0.623-0.0490.003-0.012-0.690988141.940-84.7510.6620.0180.003-0.012-0.69010115140.000-84.592-0.6170.3940.003-0.504-0.6819.1.1.13 线性位移1、线性最大位移表9.1.8.3-1线性组合最大最小位移表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57组合1-情况1(恒0+水平地震)9.6754.022-1.00010.525Y方向位移最大54组合1-情况3(恒0+水平地震)4.0239.9030.08510.690Z方向位移最大1组合1-情况1(恒0+水平地震)5.0832.1190.2265.511空间位移最大56组合1-情况4(恒0+水平地震)-4.023-9.903-1.31610.770X方向位移最小59组合1-情况2(恒0+水平地震)-9.675-4.022-2.30410.728Y方向位移最小56组合1-情况4(恒0+水平地震)-4.023-9.903-1.31610.770Z方向位移最小59组合1-情况2(恒0+水平地震)-9.675-4.022-2.30410.728图9.1.8.3-1线性组合最大最小位移图（整体）

9.1.9验算结果9.1.1.14 杆件应力比限值分布图图9.1.9.1-1应力比限值表应力比限值表序号应力比下限应力比上限101图9.1.9.1-1应力比限值分布图（整体）

杆件应力比分布图图9.1.9.2-1杆件应力比分布图

杆件验算结果云图1、强度应力比图9.1.9.3-1按“强度应力比”显示构件颜色（整体）表9.1.9.3-1“强度应力比”最大的前10个单元的验算结果“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轴整体稳定绕3轴整体稳定沿2轴抗剪应力比沿3轴抗剪应力比沿2轴长细比沿3轴长细比结果1240.345(1/2)0.2310.3360.0910.0123131满足2220.345(1/1)0.2310.3360.0910.0123131满足31330.341(1/1)0.2270.3310.0900.0123131满足41350.341(1/2)0.2270.3310.0900.0123131满足51110.176(1/1)0.1260.1100.0010.0176666满足6980.176(1/2)0.1260.1100.0010.0176666满足7210.161(1/1)0.1270.1050.0010.0166666满足81240.161(1/2)0.1270.1050.0010.0166666满足91130.153(1/1)0.1430.1430.0280.02855满足101260.153(1/2)0.1430.1430.0280.02855满足

2、绕2轴稳定应力比图9.1.9.3-2按“绕2轴稳定应力比”显示构件颜色（整体）表9.1.9.3-2“绕2轴稳定应力比”最大的前10个单元的验算结果“绕2轴稳定应力比”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轴整体稳定绕3轴整体稳定沿2轴抗剪应力比沿3轴抗剪应力比沿2轴长细比沿3轴长细比结果1220.3450.231(1/1)0.3360.0910.0123131满足2240.3450.231(1/2)0.3360.0910.0123131满足31330.3410.227(1/1)0.3310.0900.0123131满足41350.3410.227(1/2)0.3310.0900.0123131满足51010.1360.160(1/1)0.1590.0030.0036666满足6880.1360.160(1/2)0.1590.0030.0036666满足71270.1320.157(1/3)0.1580.0030.0036666满足81140.1320.157(1/4)0.1580.0030.0036666满足91280.1310.156(1/3)0.1570.0030.0036666满足101150.1310.156(1/4)0.1570.0030.0036666满足

3、绕3轴稳定应力比图9.1.9.3-3按“绕3轴稳定应力比”显示构件颜色（整体）表9.1.9.3-3“绕3轴稳定应力比”最大的前10个单元的验算结果“绕3轴稳定应力比”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轴整体稳定绕3轴整体稳定沿2轴抗剪应力比沿3轴抗剪应力比沿2轴长细比沿3轴长细比结果1220.3450.2310.336(1/1)0.0910.0123131满足2240.3450.2310.336(1/2)0.0910.0123131满足31330.3410.2270.331(1/1)0.0900.0123131满足41350.3410.2270.331(1/2)0.0900.0123131满足51010.1360.1600.159(1/1)0.0030.0036666满足6880.1360.1600.159(1/2)0.0030.0036666满足71270.1320.1570.158(1/3)0.0030.0036666满足81140.1320.1570.158(1/4)0.0030.0036666满足91280.1310.1560.157(1/3)0.0030.0036666满足101150.1310.1560.157(1/4)0.0030.0036666满足

9.1.10塔架图纸图9.1.10-1塔架剖面图1-1图9.1.10-2塔架剖面图2-2图9.1.10-3塔架剖面图3-3图9.1.10-4支撑塔架大样图图9.1.10-5圆管与主体结构连接节点图图9.1.10-6幕墙立杆与圆管连接节点图

9.2 板块吊装炮车设计计算书9.2.1设计依据2(JGJ102-2003)参照下面图所示：采用有限元软件3D3S计算校核，计算过程及结果如下所示：图9.2.1-1小炮车截面大样图图9.2.1-2小炮车俯视平面图9.2.2计算简图图9.2.2-1小炮车计算模型注：黄色杆件：120x60x5钢通，绿色杆件：100x50x5钢通，青色杆件：L50X5角钢，红色杆件：φ30支撑螺杆，洋红色杆件：100x5钢方通，紫色杆件：140x5钢方通，蓝色杆件：φ20钢丝绳图9.2.2-2计算简图(圆表示支座，数字为节点号)图9.2.2-3节点编号图图9.2.2-4单元编号图9.2.3荷载与组合1、节点荷载1)工况号：0*输入荷载库中的荷载：卷扬机及其他构件自重序号Px(kN)Py(kN)Pz(kN)Mx(kN.m)My(kN.m)Mz(kN.m)10.00.0-1.00.00.00.0节点荷载分布图:图9.2.3-1节点荷载序号1分布图2)工况号:1*输入荷载库中的荷载:板块自重（动力系数1.3在内），根据前面轨道吊装数据：序号Px(kN)Py(kN)Pz(kN)Mx(kN.m)My(kN.m)Mz(kN.m)10.00.0-28.860.00.00.0节点荷载分布图:图9.2.3-2节点荷载序号1分布图2、荷载组合1）1.20恒载+1.40活载工况19.2.4内力位移计算结果1、组合内力表9.2.4-1各组合下支座反力设计值(单位：kN、kN.m)组合号节点号N1N2N3M1M2M3230.00.00.30.00.00.0240.0-0.00.30.00.00.01270.0-0.1-8.50.00.00.0280.00.1-8.50.00.00.0290.00.631.90.00.00.0300.0-0.631.90.00.00.02、内力包络及统计图9.2.4-1按轴力N最大显示构件颜色(kN)表9.2.4-1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位置轴力N剪力Q2剪力Q3扭矩M弯矩M2弯矩M3122110.00040.40.0-0.0-0.00.00.0221110.00025.90.00.00.00.00.0325111.63910.30.30.0-0.1-0.20.0426110.00010.2-0.3-0.00.1-0.20.0516110.00010.20.10.20.0-0.2-0.0615111.57410.1-0.1-0.1-0.0-0.2-0.0734110.0008.50.0-0.10.00.00.0835110.0008.50.00.1-0.0-0.00.0927110.0002.94.8-8.0-0.70.60.61028110.0002.94.88.00.7-0.60.6图9.2.4-2按轴力N最小显示构件颜色(kN)表9.2.4-2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位置轴力N剪力Q2剪力Q3扭矩M弯矩M2弯矩M311110.000-76.10.00.00.00.00.0236110.300-31.9-0.00.6-0.00.0-0.0337110.300-31.9-0.0-0.60.0-0.0-0.043110.000-19.81.5-0.40.30.11.856110.000-19.81.50.4-0.3-0.11.8613110.000-11.8-3.22.40.0-0.90.0710110.000-11.7-3.2-2.4-0.00.90.0848110.000-2.10.00.00.00.00.0929110.000-1.40.00.00.00.00.01023110.000-1.25.6-11.8-0.02.01.4图9.2.4-3按剪力Q2最大显示构件颜色(kN)表9.2.4-3剪力Q2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位置轴力N剪力Q2剪力Q3扭矩M弯矩M2弯矩M314110.0000.332.9-19.50.00.51.727110.0000.16.1-8.20.02.82.1345110.000-1.25.7-11.1-0.05.13.0423110.000-1.25.6-11.8-0.02.01.4527110.0002.94.8-8.0-0.70.60.6628110.0002.94.88.00.7-0.60.673110.000-19.81.5-0.40.30.11.886110.000-19.81.50.4-0.3-0.11.892110.0002.80.70.5-0.0-0.40.51043110.0002.80.7-0.2-0.0-0.30.5图9.2.4-4按剪力Q2最小显示构件颜色(kN)表9.2.4-4剪力Q2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位置轴力N剪力Q2剪力Q3扭矩M弯矩M2弯矩M315110.5500.3-32.919.50.00.51.7214110.3720.1-6.08.20.02.82.1338110.275-1.2-5.711.1-0.05.13.0424110.275-1.2-5.611.7-0.02.01.4513110.750-11.8-3.32.40.00.92.5610110.750-11.7-3.3-2.4-0.0-0.92.5739110.0972.8-0.7-0.4-0.0-0.40.5817110.992-0.4-0.71.10.21.10.6918110.991-0.4-0.7-1.1-0.2-1.10.61044110.2752.8-0.60.2-0.0-0.30.5图9.2.4-5按剪力Q3最大显示构件颜色(kN)表9.2.4-5剪力Q3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位置轴力N剪力Q2剪力Q3扭矩M弯矩M2弯矩M315110.0000.3-32.819.50.0-10.2-16.4224110.000-1.2-5.511.7-0.0-1.2-0.1338110.000-1.2-5.611.1-0.02.01.4414110.0000.1-6.08.20.0-0.2-0.1528110.0002.94.88.00.7-0.60.6613110.000-11.8-3.22.40.0-0.90.0712110.0000.0-0.11.2-0.00.0-0.0852110.0000.0-0.11.2-0.0-0.2-0.0917110.000-0.2-0.61.10.2-0.00.01033110.000-0.0-0.10.90.00.0-0.0图9.2.4-6按剪力Q3最小显示构件颜色(kN)表9.2.4-6剪力Q3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位置轴力N剪力Q2剪力Q3扭矩M弯矩M2弯矩M314110.0000.332.9-19.50.00.51.7223110.000-1.25.6-11.8-0.02.01.4345110.000-1.25.7-11.1-0.05.13.047110.0000.16.1-8.20.02.82.1527110.0002.94.8-8.0-0.70.60.6610110.000-11.7-3.2-2.4-0.00.90.079110.000-0.0-0.1-1.20.0-0.0-0.0820110.000-0.0-0.1-1.20.00.2-0.0918110.000-0.2-0.6-1.1-0.20.00.01051110.0000.0-0.1-0.9-0.0-0.0-0.0图9.2.4-7按弯矩M2最大显示构件颜色(kN.m)表9.2.4-7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位置轴力N剪力Q2剪力Q3扭矩M弯矩M2弯矩M3138110.275-1.2-5.711.1-0.05.13.0245110.000-1.25.7-11.1-0.05.13.0314110.3720.1-6.08.20.02.82.147110.0000.16.1-8.20.02.82.1523110.000-1.25.6-11.8-0.02.01.4624110.275-1.2-5.611.7-0.02.01.4717110.992-0.4-0.71.10.21.10.6813110.750-11.8-3.32.40.00.92.5910110.000-11.7-3.2-2.4-0.00.90.01028110.1782.94.88.00.70.8-0.3图9.2.4-8按弯矩M2最小显示构件颜色(kN.m)表9.2.4-8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位置轴力N剪力Q2剪力Q3扭矩M弯矩M2弯矩M315110.0000.3-32.819.50.0-10.2-16.424110.5500.332.8-19.50.0-10.2-16.4324110.000-1.2-5.511.7-0.0-1.2-0.1423110.275-1.25.5-11.8-0.0-1.2-0.1518110.991-0.4-0.7-1.1-0.2-1.10.6610110.750-11.7-3.3-2.4-0.0-0.92.5713110.000-11.8-3.22.40.0-0.90.0827110.1782.94.8-8.0-0.7-0.8-0.393111.485-19.81.3-0.40.3-0.6-0.31028110.0002.94.88.00.7-0.60.6图9.2.4-9按弯矩M3最大显示构件颜色(kN.m)表9.2.4-9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位置轴力N剪力Q2剪力Q3扭矩M弯矩M2弯矩M3145110.000-1.25.7-11.1-0.05.13.0238110.275-1.2-5.711.1-0.05.13.0313110.750-11.8-3.32.40.00.92.5410110.750-11.7-3.3-2.4-0.0-0.92.5514110.3720.1-6.08.20.02.82.167110.0000.16.1-8.20.02.82.173110.000-19.81.5-0.40.30.11.886110.000-19.81.50.4-0.3-0.11.895110.5500.3-32.919.50.00.51.7104110.0000.332.9-19.50.00.51.7图9.2.4-10按弯矩M3最小显示构件颜色(kN.m)表9.2.4-10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位置轴力N剪力Q2剪力Q3扭矩M弯矩M2弯矩M314110.5500.332.8-19.50.0-10.2-16.425110.0000.3-32.819.50.0-10.2-16.433111.485-19.81.3-0.40.3-0.6-0.346111.485-19.81.30.4-0.30.6-0.3527110.1782.94.8-8.0-0.7-0.8-0.3628110.1782.94.88.00.70.8-0.377110.3720.16.0-8.20.0-0.2-0.1814110.0000.1-6.08.20.0-0.2-0.1923110.275-1.25.5-11.8-0.0-1.2-0.11024110.000-1.2-5.511.7-0.0-1.2-0.1

2、组合位移图9.2.4-11最大正位移组合1:Ux(mm)图9.2.4-12最大正位移组合1:Uy(mm)图9.2.4-13最大正位移组合1:Uz(mm)9.2.4-14最大正位移组合1:Uxyz(mm)从上面计算可知，钢架最大变形为:d=4.4mm<1100x2/250=8.8mm（端部悬挑1100mm）显然满足规范设计要求！9.2.5设计验算结果Q235：弹性模量：2.06*105N/mm2；泊松比：0.30；线膨胀系数：1.20*10-5；质量密度：7850kg/m3。1、设计验算结果图及统计表根据计算分析模型，进行规范检验，检验结果表明，结构能够满足承载力计算要求，应力比最大值为0.85。下图为模型总体应力比分布图：图9.2.5-1杆件应力比分布图图9.2.5-2按“强度应力比”显示构件颜色表9.2.5-1“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轴整体稳定绕3轴整体稳定沿2轴抗剪应力比沿3轴抗剪应力比绕2轴长细比绕3轴长细比沿2轴w/l沿3轴w/l结果150.855(1/1)0.7140.7670.1840.10910101/52861/8074满足240.855(1/1)0.7140.7670.1840.10910101/52831/8068满足3220.628(1/1)0.0000.0000.0000.000----1/3006-满足4360.475(1/1)0.4750.4830.0000.00981811/24461/3561满足5370.475(1/1)0.4740.4830.0000.00981811/24501/3569满足6210.402(1/1)0.0000.0000.0000.000--满足7140.384(1/1)0.3400.