小学能力提升工程-边坡支护工程施工设计图计算书

PAGE1小学能力提升工程边坡支护工程施工设计图计算书目录TOC\o"1-3"\h\z\u5862一、工程概况 11583二、设计依据 17785三、设计参数 1870四、计算工况 227553五、支挡结构承荷计算及边坡破坏模式 219659六、支护桩计算 232104ZH1 21899731剖面支护桩计算 2304874剖面支护桩计算 42688335剖面支护桩计算 721049ZH2 9809210剖面支护桩计算 9270411剖面支护桩计算 1217865ZH3 153265822剖面支护桩计算 151249312剖面支护桩计算 1824202ZH4 211470923剖面支护桩计算 211715013剖面支护桩计算 2317269ZH5 2626379七、挡土墙 2922726八、锚杆挡墙计算 2919411九、锚索计算 2916612十一、挡土板计算 3016949十二、稳定性计算 30PAGE5一、工程概况受小学委托，由我公司承担小学能力提升工程边坡支护设计。按照建筑方案场坪后将在拟建教学楼周围形成六段边坡。支挡位置详见平面图。各段边坡分述如下：ABD段长约35m，最高约30m；HJK段长约26m，最高约15m，均为岩质边坡，均采用锚杆挡墙进行支挡。DF段长约25m，最高约33.5m,为岩土混合边坡，由于坡顶距离已有建筑较近，为控制边坡位移，上部采用锚拉桩进行支挡，下部岩质边坡采用锚索格构支护。FH段长约15m，最高约32m,为岩质边坡，为控制边坡位移，采用锚索格构支护。MN段长约12.8m，最高约6m，均为岩土混合边坡，为控制边坡位移，采用锚拉桩进行支挡。KL段长约16.8m，最高约5m，为岩土混合边坡；采用桩板墙进行支挡。边坡ABD段、DF段、FH段安全等级为一级，其余边坡安全等级为二级。均为永久性支护，设计使用有效年限均为50年。安全等级为一（二）级的结构重要性系数为1.1（1.0）。二、设计依据1、《设计合同》2、重庆大有工程设计研究院集团有限公司编制的《重庆市万州区沙河小学能力提升工程工程地质勘察报告（直接详勘）》文本及电子文件3、《建筑边坡工程技术规范》GB50330-20134、《建筑基坑支护技术规程》（JGJ120-2012）5、《混凝土结构设计规范》GB50010-2010（2015年版）6、《建筑抗震设计规范》GB50011-2010(2016年版)7、《建筑地基基础设计规范》GB50007-20118、《室外排水设计规范》GB50014-2006(2016年版)9、《建筑边坡检测工程检测技术规范》DBJ50/T-137-201210、《混凝土结构通用规范》GB55008-202111、《建筑与市政地基基础通用规范》GB55003-202112、边坡专项安全论证专家评审意见及方案可行性评估报告三、设计参数根据勘察报告，设计参数按下表取值：岩土名称天然重度(kN/m3)饱和重度(kN/m3)天然抗剪强度标准值饱和抗剪强度标准值土体水平抗力系数的比例系数、岩石水平抗力系数岩石抗压强度标准值（MPa）地基承载力特征值(kPa)岩土与锚固体极限粘结强度标准值(kPa)基底摩擦系数内聚力(kPa)内摩擦角(°)内聚力(kPa)内摩擦角(°)天然饱和素填土20.0*20.5*0*30*(综合)0*25*(综合)6MN/m4//现场检测确定//粉砂土20.0*21.0*0*28*(综合)0*23*(综合)12MN/m4//130*/0.30*粉质粘土19.619.921.914.015.610.514MN/m4//140*/0.25*强风化砂质泥岩23.0*23.5*042*(综合)//40MN/m4//300*150*0.35*强风化粉砂岩23.8*24.0*040*(综合)//35MN/m4//260*130*0.40*中风化砂质泥岩25.0*25.5*101031.1//140MN/m313.719.155430500*0.45*中风化砂岩25.0*/1500*32*//420MN/m330.4923.3192301200*0.50*L1////45*15*//////L2////45*15*//////层面L3////60*20*//////中风化基岩等效内摩擦角为55°，强风化基岩等效内摩擦角为42°。中风化岩体理论破裂角统一取为60.5°。滑体重度及潜在滑动面抗剪强度参数取值潜在滑动面饱和重度（kN/m3）饱和抗剪指标（现状坡面及基岩面）c（kPa）φ（°）填土界面（人工填土）19.53.217.6岩土界面20.514.049.45四、计算工况1）自重+长时间暴雨+附加荷载（饱和状态）2）计算软件及版本：理正岩土工程计算分析软件6.5版。五、支挡结构承荷计算及边坡破坏模式1、根据《建筑边坡工程技术规范》GB50330-2013中公式对各边坡进行计算，超载按每层建筑15kPa、无建筑按5kPa、道路按35kPa取值。其中DF、MN、FH、LK段边坡按照顶部有重要建筑考虑，按照边坡规范7.2.3条，岩质边坡考虑外倾结构面按照6.3.1条计算岩压力水平分力放大1.15倍与7.2.3条岩压力放大1.4（根据7.2.4条Ⅲ类岩质边坡主动岩压力修正系数取1.4）倍取大值，其中LK段边坡上部为土质，按照静止土压力考虑。ABD段、DF段、FH段、MN段、FJK段岩质边坡边坡坡角为75°~90°，三段边坡均存在外倾硬性结构面，结构面倾角均为65°，边坡破坏模式均为沿裂隙平面滑动破坏。LK段边坡无外倾结构面，破坏模式为沿理论破裂面滑动破坏。支护桩计算ZH1A-A′剖面荷载计算如下，可知支挡荷载为主动岩压力，控制荷载为706kN/m。原始条件:墙身尺寸:桩总长:22.500(m)嵌入深度:8.000(m)截面形状:方桩桩宽:1.500(m)桩高:1.800(m)桩间距:4.500(m)嵌入段土层数:1桩底支承条件:自由计算方法:K法土层序号土层厚(m)重度(kN/m3)内摩擦角(度)土摩阻力(kPa)K(MN/m3)被动土压力调整系数110.00026.00030.00500.003.0001.000桩前滑动土层厚:0.000(m)锚杆（索）参数:锚杆道数:3锚杆号锚杆类型竖向间距水平刚度入射角锚固体水平预加筋浆强度(m)(MN/m)(度)直径(mm)力(kN)fb(kPa)1锚索4.00020.00025.00150800.002100.002锚杆4.50020.00025.00150800.002100.003锚杆4.50020.00025.00150800.002100.00物理参数:桩混凝土强度等级:C30桩纵筋合力点到外皮距离:100(mm)桩纵筋级别:HRB400桩箍筋级别:HRB400桩箍筋间距:200(mm)场地环境:一般地区墙后填土内摩擦角:42.000(度)墙背与墙后填土摩擦角:15.000(度)墙后填土容重:20.000(kN/m3)横坡角以上填土的土摩阻力(kPa):50.00横坡角以下填土的土摩阻力(kPa):500.00坡线与滑坡推力:坡面线段数:1折线序号水平投影长(m)竖向投影长(m)121.0008.000地面横坡角度:0.000(度)墙顶标高:0.000(m)参数名称参数值推力分布类型三角形桩后剩余下滑力水平分力750.000(kN/m)桩前剩余抗滑力水平分力0.000(kN/m)钢筋混凝土配筋计算依据：《混凝土结构设计规范》(GB50010-2010)注意：内力计算时，滑坡推力、库仑土压力分项(安全)系数=1.350=====================================================================第1种情况:滑坡推力作用情况[桩身所受推力计算]假定荷载三角形分布:桩后:上部=0.000(kN/m)下部=465.517(kN/m)桩前:上部=0.000(kN/m)下部=0.000(kN/m)桩前分布长度=0.000(m)(一)桩身内力计算计算方法:K法 背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=462.307(kN-m)距离桩顶4.000(m)面侧最大弯矩=3283.671(kN-m)距离桩顶11.200(m)最大剪力=1118.836(kN)距离桩顶8.500(m)最大位移=31(mm)第1道锚索水平拉力=1374.216(kN)距离桩顶4.000(m)第2道锚索水平拉力=1310.323(kN)距离桩顶8.500(m)第3道锚索水平拉力=1207.377(kN)距离桩顶13.000(m)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-31.32-0.00020.4440.634-4.281-31.03-0.00030.8895.073-17.122-30.74-0.00041.33317.122-38.526-30.45-0.00051.77840.587-68.490-30.15-0.00062.22279.271-107.015-29.86-0.00072.667136.980-154.102-29.57-0.00083.111217.519-209.750-29.28-0.00093.556324.693-273.960-29.00-0.000104.000462.3071027.486-28.71-0.000114.45018.150945.084-28.43-0.000124.900-386.952853.904-28.14-0.000135.350-749.048753.949-27.85-0.000145.800-1064.189645.216-27.56-0.000156.250-1328.426527.707-27.25-0.000166.700-1537.809401.422-26.94-0.000177.150-1688.389266.359-26.61-0.000187.600-1776.216122.521-26.26-0.000198.050-1797.341-30.095-25.90-0.000208.500-1747.8151118.836-25.52-0.000218.950-2213.332948.668-25.12-0.000229.400-2600.299769.723-24.70-0.000239.850-2904.766582.000-24.26-0.0002410.300-3122.783385.502-23.79-0.0002510.750-3250.401180.227-23.30-0.0002611.200-3283.671-33.824-22.77-0.0002711.650-3218.643-256.652-22.21-0.0002812.100-3051.367-488.258-21.62-0.0002912.550-2777.895-728.639-21.01-0.0003013.000-2394.276-977.797-20.37-0.0003113.500-2437.733-57.556-19.63-0.0003214.000-2334.914-355.527-18.86-0.0003314.500-2080.400-664.334-18.07-25.5113414.944-1798.525-605.308-17.35-52.0363515.389-1542.348-548.726-16.60-49.8123615.833-1310.769-494.638-15.85-47.5463716.278-1102.669-443.088-15.08-45.2443816.722-916.913-394.112-14.30-42.9133917.167-752.348-347.740-13.52-40.5574017.611-607.811-303.997-12.73-38.1804118.056-482.129-262.905-11.93-35.7864218.500-374.118-224.479-11.13-33.3804318.944-282.591-188.733-10.32-30.9634419.389-206.355-155.677-9.51-28.5394519.833-144.212-125.317-8.70-26.1084620.278-94.962-97.660-7.89-23.6744720.722-57.403-72.709-7.08-21.2374821.167-30.332-50.467-6.27-18.7994921.611-12.544-30.934-5.45-16.3605022.056-2.835-14.112-4.64-13.9205122.5000.000-3.189-3.83-11.481(二)桩身配筋计算点号距顶距离面侧纵筋背侧纵筋箍筋(m)(mm2)(mm2)(mm2)1-0.0005400540028620.4445400540028630.8895400540028641.3335400540028651.7785400540028662.2225400540028672.6675400540028683.1115400540028693.55654005400286104.00054005400286114.45054005400286124.90054005400286135.35054005400286145.80054005400286156.25054005400286166.70054005400286177.15054005400286187.60054005400286198.05054005400286208.50054005400286218.95054005400286229.40054005400286239.850540054002862410.300542054002862510.750562954002862611.200568454002862711.650557754002862812.100540054002862912.550540054002863013.000540054002863113.500540054002863214.000540054002863314.500540054002863414.944540054002863515.389540054002863615.833540054002863716.278540054002863816.722540054002863917.167540054002864017.611540054002864118.056540054002864218.500540054002864318.944540054002864419.389540054002864519.833540054002864620.278540054002864720.722540054002864821.167540054002864921.611540054002865022.056540054002865122.50054005400286ZH26-6’剖面荷载计算如下，可知支挡荷载为主动岩压力，控制荷载为108kN/m。墙身尺寸:桩总长:12.000(m)嵌入深度:6.000(m)截面形状:方桩桩宽:0.800(m)桩高:1.000(m)桩间距:4.000(m)嵌入段土层数:2桩底支承条件:铰接计算方法:K法土层序号土层厚(m)重度(kN/m3)内摩擦角(度)土摩阻力(kPa)K(MN/m3)被动土压力调整系数10.00024.00025.00120.000.0001.00028.00025.50031.00500.00140.0001.000桩前滑动土层厚:0.000(m)锚杆（索）参数:锚杆道数:1锚杆号锚杆类型竖向间距水平刚度入射角锚固体水平预加筋浆强度(m)(MN/m)(度)直径(mm)力(kN)fb(kPa)1锚索1.50015.00035.00130300.002100.00物理参数:桩混凝土强度等级:C30桩纵筋合力点到外皮距离:100(mm)桩纵筋级别:HRB400桩箍筋级别:HRB400桩箍筋间距:200(mm)场地环境:一般地区墙后填土内摩擦角:42.000(度)墙背与墙后填土摩擦角:15.000(度)墙后填土容重:20.000(kN/m3)横坡角以上填土的土摩阻力(kPa):50.00横坡角以下填土的土摩阻力(kPa):500.00坡线与滑坡推力:坡面线段数:1折线序号水平投影长(m)竖向投影长(m)121.0008.000地面横坡角度:0.000(度)墙顶标高:0.000(m)参数名称参数值推力分布类型三角形桩后剩余下滑力水平分力120.000(kN/m)桩前剩余抗滑力水平分力0.000(kN/m)钢筋混凝土配筋计算依据：《混凝土结构设计规范》(GB50010-2010)注意：内力计算时，滑坡推力、库仑土压力分项(安全)系数=1.350=====================================================================第1种情况:滑坡推力作用情况[桩身所受推力计算]假定荷载三角形分布:桩后:上部=0.000(kN/m)下部=160.000(kN/m)桩前:上部=0.000(kN/m)下部=0.000(kN/m)桩前分布长度=0.000(m)(一)桩身内力计算计算方法:K法 背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=208.165(kN-m)距离桩顶8.160(m)面侧最大弯矩=406.628(kN-m)距离桩顶4.105(m)最大剪力=332.581(kN)距离桩顶6.000(m)最大位移=1(mm)第1道锚索水平拉力=315.419(kN)距离桩顶1.500(m)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-0.62-0.00020.2500.094-1.125-0.69-0.00030.5000.750-4.500-0.75-0.00040.7502.531-10.125-0.82-0.00051.0006.000-18.000-0.89-0.00061.25011.719-28.125-0.96-0.00071.50020.250274.919-1.03-0.00081.737-43.268261.119-1.09-0.00091.974-103.279245.301-1.16-0.000102.211-159.304227.463-1.22-0.000112.447-210.865207.606-1.28-0.000122.684-257.484185.729-1.33-0.000132.921-298.682161.833-1.37-0.000143.158-333.982135.917-1.41-0.000153.395-362.905107.982-1.43-0.000163.632-384.97278.028-1.45-0.000173.868-399.70646.054-1.45-0.000184.105-406.62812.061-1.45-0.000194.342-405.260-23.951-1.43-0.000204.579-395.123-61.983-1.40-0.000214.816-375.740-102.034-1.36-0.000225.053-346.632-144.105-1.31-0.000235.289-307.320-188.195-1.25-0.000245.526-257.327-234.304-1.18-0.000255.763-196.174-282.433-1.10-0.000266.000-123.384-332.581-1.02-0.000276.240-43.564-304.240-0.94-131.208286.48022.652-250.199-0.85-118.983296.72076.531-201.421-0.76-106.842306.960119.334-157.823-0.68-95.001317.200152.286-119.237-0.60-83.635327.440176.568-85.431-0.52-72.877337.680193.293-56.119-0.45-62.826347.920203.505-30.982-0.38-53.550358.160208.165-9.676-0.32-45.090368.400208.1508.156-0.27-37.467378.640204.25022.876-0.22-30.680388.880197.16934.842-0.18-24.715399.120187.52644.402-0.14-19.543409.360175.85651.890-0.11-15.126419.600162.61857.624-0.08-11.417429.840148.19761.896-0.06-8.3634310.080132.90864.978-0.04-5.9064410.320117.00767.114-0.03-3.9844510.560100.69368.522-0.02-2.5344610.80084.11769.391-0.01-1.4894711.04067.38669.882-0.01-0.7844811.28050.57370.127-0.00-0.3504911.52033.72570.228-0.00-0.1205011.76016.86470.260-0.00-0.0265112.0000.00035.133-0.00-0.000(二)桩身配筋计算点号距顶距离面侧纵筋背侧纵筋箍筋(m)(mm2)(mm2)(mm2)1-0.0001600160015320.2501600160015330.5001600160015340.7501600160015351.0001600160015361.2501600160015371.5001600160015381.7371600160015391.97416001600153102.21116001600153112.44716001600153122.68416001600153132.92116001600153143.15816001600153153.39516001600153163.63216001600153173.86816001600153184.10516001600153194.34216001600153204.57916001600153214.81616001600153225.05316001600153235.28916001600153245.52616001600153255.76316001600153266.00016001600153276.24016001600153286.48016001600153296.72016001600153306.96016001600153317.20016001600153327.44016001600153337.68016001600153347.92016001600153358.16016001600153368.40016001600153378.64016001600153388.88016001600153399.12016001600153409.36016001600153419.60016001600153429.840160016001534310.080160016001534410.320160016001534510.560160016001534610.800160016001534711.040160016001534811.280160016001534911.520160016001535011.760160016001535112.00016001600153ZH313-13’剖面计算项目：抗滑桩9桩板式挡土墙验算[执行标准：通用]计算项目：桩板式挡土墙1计算时间：2023-02-1323:22:24星期一原始条件:墙身尺寸:桩总长(m)9.000嵌入深度(m)4.000截面形状方桩桩宽(m)0.800桩高(m)1.000桩径(m)桩间距(m)4.000挡土板的类型数(<=5)1嵌入段土层数(<=20)1桩底支承条件铰接计算方法K法初始弹性系数A(MN/m3)初始弹性系数A1(MN/m3)板类板厚板宽板块型号(m)(m)数10.3001.0005土层土层厚重度MCK序号(m)(kN/m3)(MN/m4)(MN/m3.5)(MN/m3)15.00025.50140.000物理参数:桩混凝土强度等级C30桩纵筋合力点到外皮距离(mm)100桩纵筋级别HRB400桩箍筋级别HRB400桩箍筋间距(mm)200桩配筋形式桩拉区纵筋配筋范围(度)桩压区,拉区纵筋比板混凝土强度等级C30板纵筋合力点到外皮距离(mm)35板纵筋级别HRB400场地环境一般地区墙后填土类型多层填土墙后第1层填土内摩擦角(度)16.000墙后第1层填土粘聚力(kPa)0.000墙后第1层填土容重(kN/m3)20.000墙后第1层填土浮容重(kN/m3)墙背与墙后填土摩擦角(度)11.000地震烈度面侧地震动水压力系数背侧地震动水压力系数地基土容重(kN/m3)18.000地基土浮容重(kN/m3)基底摩擦系数0.500地基浮力系数地基土类型土质地基抗震基底容许偏心距墙身地震力调整系数地基土内摩擦角(度)30.000地基土粘聚力(kPa)10.000地基强度与偏心距验算时斜面长度作为基底宽墙后填土层参数：层层厚度容重浮容重粘聚力内摩擦土压力号(m)(kN/m3)(kN/m3)(kPa)角(度)调整系数12.50020.0009.0000.00016.0001.00021.50024.0009.0000.00042.0001.50031.00025.5009.0000.00052.0001.400土压力计算：土压力计算方法库仑坡线土柱:参数名称参数值坡面线段数1坡面起始是否低于墙顶否坡面起始距离(m)0.000地面横坡角度(度)0.000填土对横坡面的摩擦角(度)12.000挡墙分段长度(m)25.000坡面线段参数:折线水平投竖向投坡线长坡线仰换算序号影长(m)影长(m)(m)角(度)土柱110.0000.00010.0000.0001换算土柱参数:土柱距离(m)宽度(m)高度(m)序号1-12.00010.0000.750钢筋混凝土配筋计算依据：《混凝土结构设计规范》(GB50010-2010)注意：内力计算时，库仑土压力分项(安全)系数=1.350=====================================================================第1种情况:一般情况[土压力计算]计算高度为5.000(m)处的库仑主动土压力第1破裂角：19.692(度)Ea=82.066(kN)Ex=80.558(kN)Ey=15.659(kN)作用点高度Zy=2.168(m)(一)桩身内力计算计算方法:K法 背侧--为挡土侧；面侧--为非挡土侧。背侧最大弯矩=1278.526(kN-m)距离桩顶5.727(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=542.985(kN)距离桩顶8.818(m)桩顶位移=16(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-16-0.00020.1850.055-0.886-15-0.00030.3700.438-3.544-15-0.00040.5561.477-7.974-14-0.00050.7413.500-14.176-14-0.00060.9266.836-22.150-13-0.00071.11111.813-31.896-13-0.00081.29618.759-43.414-12-0.00091.48128.002-56.704-12-0.000101.66740.092-75.355-11-0.000111.85256.242-99.365-11-0.000122.03777.003-125.148-10-0.000132.222102.703-152.703-10-0.000142.407133.669-182.030-10-0.000152.593169.906-207.879-9-0.000162.778210.449-230.280-9-0.000172.963255.308-254.510-8-0.000183.148304.824-280.568-8-0.000193.333359.335-308.455-7-0.000203.519419.180-338.171-7-0.000213.704484.697-369.715-6-0.000223.889556.224-403.088-6-0.000234.074633.599-430.156-5-0.000244.259715.128-450.518-5-0.000254.444800.522-471.911-5-0.000264.630889.973-494.333-4-0.000274.815983.671-517.785-4-0.000285.0001081.808-542.266-3-234.308295.1821166.331-395.262-3-425.407305.3641225.540-263.378-3-380.549315.5451262.105-145.713-2-338.517325.7271278.526-41.326-2-299.398335.9091277.13350.740-2-263.231346.0911260.075131.453-2-230.014356.2731229.331201.771-1-199.706366.4551186.704262.635-1-172.239376.6361133.828314.958-1-147.515386.8181072.174359.618-1-125.410397.0001003.058397.450-1-105.784407.182927.647429.238-1-88.476417.364846.971455.713-1-73.313427.545761.933477.545-0-60.108437.727673.318495.345-0-48.665447.909581.808509.654-0-38.779458.091487.990520.948-0-30.239468.273392.372529.631-0-22.827478.455295.396536.038-0-16.322488.636197.449540.427-0-10.501498.81898.877542.985-0-5.136509.0000.000271.913-0-0.000(二)桩身配筋计算点号距顶距离面侧纵筋背侧纵筋箍筋 (m)(mm2)(mm2)(mm2)1-0.0001600160015320.1851600160015330.3701600160015340.5561600160015350.7411600160015360.9261600160015371.1111600160015381.2961600160015391.48116001600153101.66716001600153111.85216001600153122.03716001600153132.22216001600153142.40716001600153152.59316001600153162.77816001600153172.96316001600153183.14816001600153193.33316001600153203.51916001600153213.70416001674153223.88916001896153234.07416002138153244.25916002396153254.44416002668153264.63016002957153274.81516003262153285.00016003586153295.18216003867153305.36416004067153315.54516004190153325.72716004246153335.90916004242153346.09116004184153356.27316004079153366.45516003936153376.63616003759153386.81816003554153397.00016003326153407.18216003079153417.36416002818153427.54516002545153437.72716002264153447.90916001976153458.09116001684153468.27316001600153478.45516001600153488.63616001600153498.81816001600153509.00016001600153锚杆挡墙计算最大高度剖面12-12’剖面上表可见，由主动岩压力控制，控制荷载为502kN/mEah=510ehk=18.8倾角15横向竖向锚杆受力面积frbk=500锚杆间距2.22.55.5直径=0.11Kb=2.2Htk=114.278K=2.6Nak=118.31As=723L=1.78锚杆采用2根25三级钢，锚固长度为4米。锚杆挡墙立柱计算执行规范:《混凝土结构设计规范》(GB50010-2010),本文简称《混凝土规范》《建筑结构荷载规范》(GB50009-2012),本文简称《荷载规范》钢筋：d-HPB300;D-HRB335;E-HRB400;F-RRB400;G-HRB500;P-HRBF335;Q-HRBF400;R-HRBF5001计算简图：2计算条件：荷载条件:均布恒载标准值:42.00kN/m 活载准永久值系数:0.50均布活载标准值:0.00kN/m 支座弯矩调幅幅度:0