柱下条形基础设计计算书

1柱下条形基础课程设计计算书由平面图和荷载可知A、D轴的基础受力情况相同，B、C轴的基础受力情况相同。所以在计算时，只需对A、B轴的条形基础进行计算。一、A、D轴基础尺寸设计1、确定基础底面尺寸并验算地基承载力由已知的地基条件，地下水位埋深12m，假设基础埋深1.55m（基础底面到室外地面的距离），持力层为粘土层。（1）求修正后的地基承载力特征值查得0b，0.1d，3180.5181.0518/1.55mkNm(0.5)1601.018(1.550.5)178.9aakdmffdkPa（2）初步确定基础宽度条形基础轴线方向不产生整体偏心距，设条形基础两端均向外伸出0.255.41.35m基础总长575.40.25259.7lm则基础底面在单位1m长度内受平均压力1864.73282.536.6kFkN则基础底面在单位1m长度内受平均弯矩83.5012.656.6kMkNm282.531.87178.9181.55kaGFbmfd考虑偏心荷载的作用，取b=2.5m。（3）计算基底压力并验算基底处的总竖向荷载为：282.53181.01.552.5352.28kkFGkN基底总弯矩为：83.50kMkNm偏心距为：83.502.50.2370.417352.2866kkkMlemmFG基底平均压力为：352.28140.9178.92.51.0kkkaFGpkPafkPaA基底最大压力为：max660.2371140.91201.041.2214.682.5kkaeppkPafkPal满足条件。23、验算地基沉降量（1）求基底压力和基底附加应力基础底面处土的自重应力180.5181.0527.9czdkPa基底平均压力按准永久荷载计算1864.73113.016.62.5pkPa基底附加应力0113.0127.985.11czppkPa二、B、C轴基础尺寸设计1、确定基础底面尺寸并验算地基承载力（1）初步确定基础宽度基础底面在单位1m长度内受平均压力：kNFk49.1258.015.3325.06507650基础底面在单位1m长度内受平均弯矩mkNMk27.208.015.338)2580(基础平均埋深为m825.1mdfFbGak91.0825.12032.18149.125考虑偏心荷载的作用，将基底面积增大40%，则mb25.14.189.0，取b=1.3m。（3）计算基底压力并验算基底处的总竖向荷载为：kNGFkk94.1723.10.1825.12049.125基底总弯矩为：mkNMk27.20偏心距为：mlmGFMekkk217.063.16117.094.17227.20基底平均压力为：kPafkPaAGFpakkk32.18103.1330.13.194.172基底最大压力为：kPafkPaleppakk58.2172.187.2043.1117.06103.13361max取b=1.3m，满足条件。三、基础梁截面及配筋设计1、A、D轴3①用反梁法计算内力由结构力学计算器计算出内力图：弯矩图剪力图7F=395kNF=395kNF=790kNF=790kNF=790kNF=790kNF=790kNF=790kNF=790kNq=190.65kN/m66.87172.5766.87275.53-172.57245.72-108.04255.98-125.03251.78-119.06255.98-119.06254.72-125.03275.53-1108.04137.18-262.86407.75-377.97389.03-398.83396.90-394.15394.39-394.39394.15-396.90398.83-389.03377.97-407.75326.74-137.184由于支座反力与柱荷载不相等，在支座处存在不平衡力。把支座不平衡力均匀分布于支座两侧各1/3跨度范围。对两端挑出部分则布满均布力，调整后的内力图如下：弯矩图67.74-157.87-99.92-174.80-79.43-109.44248.92-92.34-86.51-126.65-82.89-85.10-120.62-85.10-82.89-120.62-86.51-92.34-126.65248.92-79.43-60.70-109.44-99.92-174.8067.74-60.70138.96-80.91170.07413.05-139.90111.08394.08-121.01129.97402.05-127.19123.79399.52-123.79127.19399.27-129.97121.01404.01-111.08139.90382.8880.9166.87172.5766.87275.53-172.57245.72-108.04255.98-125.03251.78-119.06255.98-119.06254.72-125.03275.53-1108.045剪力图②截面设计设基础梁高mmh950，宽mmb4501）正截面受弯承载力计算选用C20混凝土，HRB335级钢筋，2/6.9mmNfc，2/300mmNfy，0.11，8.01，mmas35，在负弯矩作用下配筋计算：0575.09154506.90.11057.1722.126201bhfMcs55.0059.0211bs970.02211ss2778915300970.057.1722.1mmhfMAoyss选用164，2804mmAs验算最小配筋率%17.09159503001.145.045.0%19.04509158040hhffyt但%207.0915900%2.0%2.00hh满足最小配筋率的要求。6在正弯矩作用下配筋计算：076.09154506.90.11053.27526s079.0211s960.02211ss2601048915300960.01053.275mmhfMAyss选用185，21272mmAs%17.045.0%309.045091512720hhffyt且%207.0%2.00hh，满足最小配筋率的要求。由于梁高h≥450mm，需要设置腰筋，,又腰筋间距不大于200mm，腰筋选用126，2）斜截面抗剪截面最大剪力设计值kNV75.407max验算截面尺寸mmahhsw9153595004033.2450915bhw，2/6.9mmNfc，0.1cmax02.9889154506.90.125.025.0VkNbhfcc截面尺寸满足要求。验算截面是否需要配箍筋kNkNbhft75.40705.31791545010.17.07.00需要配置箍筋只配置箍筋而不配弯起钢筋mmmmhfbhfVsnAyvtsv/3776.091521025.105.31775.40725.17.02001采用150@8，实际mmmmmmmmsnAsv/383.0/671.01503.5022217配箍率%126.02101.124.024.0%149.01504503.502min1yvtsvsvsvffbsnA满足最小配箍率的要求，可以。3）基础底板设计确定基础底板高度mmbh5.187815008计算基底净反力设计值：单位长度1m内kNF65.19015.338790mkNM37.3115.338)130100(mlmFMe267.06165.065.19037.31kPakPaleblFpn42.4588.1925.1165.0615.1165.19061maxminmkNapVn/086.10655.088.1921max基础应满足的有效高度mmfVhth7.13710.10.17.088.1067.00实际上基础有效高度mmmmh7.137200220402500，（按有垫层并暂按20底板筋直径计），可以。底板配筋计算底板最大弯矩mkNapMn17.2955.088.1922121221选用HPB235级钢筋，2/210mmNfy26030.7712102009.01017.299.0mmfhMAys选用150@14，21026mmAs，分布钢筋选用250@6。81、B、C轴①用反梁法计算内力和A,D轴一样，由结构力学计算器计算出调整后的内力②截面设计设基础梁高mmh950，宽mmb4501）正截面抗弯选用C20混凝土，HRB335级钢筋，2/6.9mmNfc，2/300mmNfy，0.11，8.01，mmas35，在负弯矩作用下配筋计算：0458.09154506.90.11005.1382.126201bhfMcs7F=316kNF=316kNF=632kNF=632kNF=632kNF=632kNF=632kNF=632kNF=632kNq=152.52kN/m109.75-210.22326.21-302.38311.22-319.07317.52-315.32315.52-315.52315.32-317.52319.07-311.22302.38-326.21210.22-109.75剪力图53.50-138.05220.43-86.43196.58-100.02204.78-95.26210.43-95.26204.78-100.02196.58-86.43220.43-138.0553.50弯矩图955.00469.0211bs，截面符合要求976.02211ss2618915300973.005.1382.1mmhfMAoyss为满足最小配筋率的要求取165，21005mmAs%237.04509151005，满足最小配筋率的要求。在正弯矩作用下配筋计算：061.09154506.90.11043.22026s063.0211s55.0b，截面符合要求969.02211ss260829915300969.01043.220mmhfMAyss选用165，21005mmAs%17.045.0%244.045091510050hhffyt且%207.0%2.00hh，满足最小配筋率的要求。由于梁高h≥450mm，需要设置腰筋，又腰筋间距不大于200mm，腰筋选用1262）斜截面抗剪截面最大剪力设计值kNV21.326max验算截面尺寸mmahhsw9153595004033.2450915bhw，2/6.9mmNfc，0.1c10max02.9889154506.90.125.025.0VkNbhfcc截面尺寸满足要求。验算截面是否需要配箍筋kNkNbhft57.33405.31791545010.17.07.00需要配置箍筋只配置箍筋而不配弯起钢筋mmmmhfbhfVsnAyvtsv/038.091521025.105.31721.32625.17.02001为满足最小配箍率的要求，则选用200@8，%12