毕业论文-武汉市吕锡三小学办公楼建筑结构设计

武汉市吕锡三小学办公楼建筑结构设计院系：专业班：姓名：学号：2013XXXXXXX指导教师：20年月④ΣGiui和ΣGiui2计算表3-20ΣGiui和ΣGiui2计算层次GiΣDuiGiuiGiui2410074.0116091620.0529532.9228.1937897.116091620.0466368.0017.1527897.116091620.0354279.569.9018315.615817280.0193160.493.101340.9758.34将表格数字结果代入计算公式：可得T=0.235s，取T=0.25S3.4内力计算3.4.1计算恒荷载作用下的内力采用分层法计算竖向荷载作用下的内力。分层法的基本假定：①梁上荷载仅在该梁上及与其相连的上下柱上产生内力，在其他层梁及柱上产生的内力可忽略不及；②竖向荷载作用下框架结构产生的水平位移可忽略不计。各层力矩分配计算的要点：a计算各端分配系数i:上层柱线刚度取为原线刚度的0.9倍，其他杆件不变；b计算固端弯矩；c由节点不平衡力矩，求分配弯矩；d由传递系数C，求传递弯矩。上层柱间的传递系数取为1/3,其他杆件的传递系数仍为1/2。

e循环、收敛后叠加，求杆端弯矩。（1）在对称荷载作用下奇数跨可取半结构结算①固端弯矩计算（2）分层计算弯距①顶层计算：分配系数图3-3顶层弯矩分配传递②中间层计算：分配系数图3-4中间层弯矩分配传递③底层计算：分配系数图3-5底层弯矩分配传递图④梁柱在恒荷载作用下为不平衡弯矩分配，调整不平衡弯矩后，可得出框架在恒荷载作用下的弯矩图。图3-6弯矩图（3）剪力的计算图3-7在恒荷载作用下的图(4)计算轴力：当某节点受到从柱传来的轴力和左右的剪力时，节点下柱的轴力为：,其中，，以拉力为负，压力为正。2--4层柱重9.4×（3.3-0.1）=30.08kN底层柱重为9.4×（4.7-0.1）=43.24kNA轴柱轴向力4层：N柱上=45.62+91.06=136.68kNN柱下=136.68+30.08=166.76kN3层：N柱上=166.76+40.1+60.03=266.89kNN柱下=266.89+30.08=296.97kN2层：N柱上=296.97+40.1+60.03=397.1kNN柱下=397.1+30.08=427.31kN1层：N柱上=427.31+40.1+60.03=527.31kNN柱下=527.31+43.24=570.55kNB轴柱轴向力4层：N柱上=18.16+16.27+98.87=133.3kNN柱下=133.3+30.08=163.38kN3层：N柱上=163.38+26.88+68.11+10.74=269.11kNN柱下=269.11+30.08=299.19kN2层：N柱上=299.19+26.88+68.11+10.74=404.92kNN柱下=404.92+30.08=435kN1层：N柱上=435+26.88+68.5+10.74=541.12kNN柱下=541.12+43.24=584.36Kn图3-8在恒荷载作用下N图3.4.2活荷载作用下内力计算（1）计算固端弯矩中间层边跨：中间层中跨：（2）分层计算弯矩①顶层：图3-9顶层活荷载弯矩分配传递图②中间层：图3-10中间层活荷载弯矩分配传递图③底层：图3-11底层活荷载弯矩分配传递图④在活荷载作用下的梁柱不平衡弯矩的分配，不平衡弯矩调整后即可得出活荷载作用下框架弯矩图。图3-12活荷载作用下弯矩图（3）剪力的计算同恒荷载作用下计算方法图3-13活荷载作用下的V图（4）计算轴力计算活荷载作用下轴力与恒荷载作用下的方法相同。图3-14活荷载作用下N图3.4.3计算风荷载标准值作用下的内力框架在风荷载（从左向右吹）下的内力用D值法（改进的反弯点法）进行计算，其步骤为：①计算各柱反弯点处的剪力值；②计算各柱反弯点高度；③计算各柱的杆端弯矩及梁端弯矩；④计算各柱的轴力和剪力。剪力在第层的第柱分配的公式为：，-第层楼面处集中风荷载标准值；-第层第根柱的抗侧刚度，由查表计算；自框架柱柱底开始计算的反弯点位置与柱高之比。由查表获取。表3-21A轴反弯点位置计算层号h(m)Ky0y1y2y3yy×h43.61.570.450000.451.6233.61.570.480000.481.72823.61.570.50000.51.814.12.150.550000.552.255表3-22B轴柱反弯点位置计算层号h(m)Ky0y1y2y3yy×h43.63.30.50000.51.833.63.30.50000.51.823.63.30.50000.51.814.14.660.550000.552.255（3）框架结构中各柱的杆端弯矩、梁端弯矩按下面公式计算：中柱：边柱：Vb=（M1b+M）Nb=Σ(Vlb-Vrb)（4）各轴在风载作用下框架柱剪力与梁弯矩的计算表3-23风载作用下A轴框架柱剪力和梁弯矩的计算层数ViΣDDimDim/ΣDVimy×hMc上Mc下M总47.11166424384020.231.4931.4853.241.9863.24316.04166424384020.233.3681.5846.7025.08611.788224.35166424384020.235.1141.659.8198.0817.899132.05182702281340.1546.7312.58512.25111.30823.559表3-24风载作用下B轴框架柱剪力和梁弯矩的计算47.11166424550780.3302.091.654.0133.3021.8462.167316.04166424550780.3304.7161.658.2538.2537.5938.913224.35166424550780.3307.1591.6512.52812.5289.22610.83132.05182702529490.2909.4232.58516.4916.4915.17117.809表3-25风载作用下框架柱轴力的计算层柱轴力A轴柱B轴柱C轴柱F轴柱4-3.24-0.3210.3213.243-15.028-1.6411.64115.0282-32.927-2.9242.92432.9271-56.486-4.2424.24256.486图3-15框架柱和梁在风载作用下的剪力弯矩图图3-16框架柱在风载作用下轴力图注：轴力压力为正，拉力为负。3.4.4地震作用下内力计算地震作用在求的时候先通过底部剪力法确定作用在各层上的剪力值的大小，然后在通过反弯点法或D值法求出作用在柱子上的剪力值的大小。

(1)计算水平地震作用下的内力表3-26水平地震作用下A柱的内力计算柱层号h(m)ViΣDDD/ΣDVikKy0M上M下VA柱43.61616.361609161281330.0169.5571.570.3617.67810.8969.5533.61933.261609161281330.01615.7521.570.4226.93820.32115.7423.62157.941609161281330.01620.8031.570.4434.32628.08520.7914.12282.131774070384010.02024.7111.570.4738.55235.58524.70表3-27水平地震作用下B柱的内力计算柱层号h(m)ViΣDDD/ΣDVikKy0M上M下VB柱43.6703.931609161550770.03415.2933.40.4525.23320.64615.2833.61207.21609161550770.03425.2053.40.537.80837.80825.2023.61617.31609161550760.03433.2873.40.549.93149.93133.1914.11934.21774070529450.03039.5393.40.559.30959.30939.53计算的梁端剪力和柱轴力公式如下；VE=(ME左+ME右)/L；M下=Viky0h，M上=Vik(1-y0)h；表3-28梁端剪力标准值层AB跨梁端剪力BC跨梁端剪力L(m)ME左ME右VEL(m)ME左ME右VE47.317.7787.7175.3112.417.51617.17816.52137.337.83417.87611.6062.440.57839.79438.27227.354.64826.83216.9752.460.90759.73057.44617.366.63633.40720.8422.475.83374.36871.524表3-29梁端轴力标准值层柱轴力A轴柱B轴柱C轴柱F轴柱4-5.31-11.21-11.21-5.313-16.92-37.87-37.82-16.912-33.86-78.25-78.25-33.881-54.71-129.03-129.03-54.72图3-17水平地震作用下的框架结构弯矩、剪力图3.5内力组合当各种荷载情况下的内力计算出以后，根据最不利又是可能的原则进行内力组合。当考虑结构塑性内力重分布的有利影响时，应在内力组合之前对竖向荷载作用下的内力进行调幅。有地震作用的情况时，应分别考虑恒荷载和活荷载由可变荷载效应控制的组合，由永久荷载效应控制的组合及重力荷载代表值与地震作用的组合，并比较三种组合的内力，取最不利者。结构控制界面为梁端与柱边及跨中，由于对称性，每层梁取5个控制面。3.5.1框架梁内力组合在有竖向荷载作用下，应当考虑框架梁端的塑性内力重分布，梁端弯矩需考虑弯矩调幅，因而表中恒载、活载两列中的弯矩值为乘以弯矩调幅系数0.8后的值，而剪力值仍采用（1）调幅前的剪力值横梁的内力组合表3-30顶层横梁内力组合杆件号截面内力荷载类别内力组合恒载活载风载地震1.35恒+活1.2×恒+1.4活1.2恒+0.9×(1.4活+1.4风)1.2×(恒+0.5活)+1.3地震A4B4A4右M-66.904-3.936-2.592.59-17.7817.78-85.7952-94.2564-88.5076-81.9808-105.76-59.5324V72.8484.7120.94-0.945.31-5.3194.0144103.056894.5391292.1703297.147883.3418跨中M643.264-0.560.56-5.035.0381.369689.66480.2070481.6182472.219485.2974B4左M90.3286.248-1.481.48-7.727.72117.1408128.1908114.4013118.1309102.1064122.1784V-79.096-4.952-0.940.94-5.315.31-101.848-111.732-102.339-99.9703-104.789-90.9834B4C4B4右M-45.056-2.424-1.731.73-17.5217.52-57.4608-63.2496-59.3012-54.9416-78.2976-32.7456V13.0160.721.81-1.8116.52-16.5216.627218.291618.80714.245837.5272-5.4248跨中M-7.808-0.4320000-9.9744-10.9728-9.91392-9.91392-9.6288-9.6288

表3-31三层横梁内力组合杆件号截面内力荷载类别内力组合恒载活载风载地震1.35恒+活1.2×恒+1.4活1.2恒+0.9×(1.4活+1.4风)1.2×(恒+0.5活)+1.3地震A3B3A3右M-36.32-20.456-9.439.43-37.8337.83-72.2224-69.488-81.2404-57.4768-105.037-6.6786V48.02416.1923.59-3.5911.61-11.6180.297681.024482.5541273.5073282.43752.251跨中M60.57614.208-1.681.68-9.989.9892.582495.985688.4764892.7100868.24294.19B3左M47.65623.584-6.076.07-17.8817.8890.204887.919679.2548494.5512448.093694.5816V-54.488-22.448-3.593.59-11.6111.61-96.8128-96.0068-98.1935-89.1467-93.9474-63.7614B3C3B3右M-16.984-10.048-7.137.13-40.5840.58-34.448-32.9764-42.0251-24.0575-79.163626.3444V8.9523.67.43-7.4338.27-38.2715.782415.685224.64025.916662.6534-36.8486跨中M-5.152-2.160000-9.2064-9.1152-8.904-8.904-7.4784-7.4784

表3-32二层横梁内力组合杆件号截面内力荷载类别内力组合恒载活载风载地震1.35恒+活1.2×恒+1.4活1.2恒+0.9×(1.4活+1.4风)1.2×(恒+0.5活)+1.3地震A2B2A2右M-36.32-20.456-14.3214.32-54.6554.65-72.2224-69.488-87.4018-51.3154-126.90315.1874V48.02416.1925.02-5.0216.98-16.9880.297681.024484.3559271.7055289.41845.27跨中M60.57614.208-3.463.46-13.9113.9192.582495.985686.2336894.9528863.13399.299B2左M47.65623.584-7.387.7.38-26.8326.8390.204887.919677.6042488.75336.4586106.2166V-54.488-22.448-5.025.02-16.9816.98-96.8128-96.0068-99.9953-87.3449-100.928-56.7804B2C2B2右M-16.984-10.048-8.668.16-60.9160.91-34.448-32.9764-43.9529-22.7597-105.59352.7734V8.9523.69.03-9.0357.45-57.4515.782415.685226.65623.900687.5874-61.7826跨中M-5.152-2.160000-9.2064-9.1152-8.904-8.904-7.4784-7.4784

表3-33底层横梁内力组合杆件号截面内力荷载类别内力组合恒载活载风载地震1.35×恒+活1.2恒+1.4活1.2恒+0.9×(1.4活+1.4风)1.2×(恒+0.5活)+1.3地震A1B1A1右M-33.392-19.632-18.8518.85-66.6466.64-67.5552-64.7112-88.5577-41.0557-138.48234.7824V47.71215.4647.18-7.1820.84-20.8478.90479.875285.7858467.6922493.624839.4408跨中M59.98414.664-3.353.35-33.4233.4292.510495.642486.2364494.6784437.3332124.2252B1左M49.41623.488-12.1412.14-33.4133.4192.182490.199673.59768104.190529.959116.825V-54.8-23.176-7.187.18-20.8420.84-98.2064-97.156-104.009-85.915-106.758-52.5736B1C1B1右M-18.36-10.256-14.2514.25-75.8375.83-36.3904-35.042-52.9096-16.9996-126.76570.3934V8.5923.614.84-14.8471.52-71.5215.350415.199233.5448-3.852105.4464-80.5056跨中M-5.152-2.160000-9.2064-9.1152-8.904-8.904-7.4784-7.47843.5.2框架柱内力组合（对柱子来讲，要确定Mmax及相应的N；Mmin,及相应的N；Nmax及相应的M和Nmin及相应的M四种内力，为后面的确定最危险内力用）（1）框架柱取每层柱顶和柱底两个控制截面表3-34A柱内力组合表层次截面内力恒载活载风载地震1.35恒+活1.2恒+1.4活1.2恒+0.9×(1.4活+1.4风)1.2×(恒+0.5活)+1.3地震MNN4柱顶M-70.89-4.744.01-4.0125.23-25.23-91.704-100.442-85.9878-96.093-55.113-120.711-120.711-55.113-120.711N133.37.58-0.320.32-11.2111.21170.572187.535169.1076169.914149.935179.081187.535149.935187.535柱底M-40.13-7.873.3-3.320.65-20.65-59.174-62.0455-53.9142-62.2302-26.033-79.723-79.723-26.033-79.723N163.387.58-0.320.32-11.2111.21206.668228.143205.2036206.01186.031215.177228.143186.031228.1433柱顶M-14.39-9.068.25-8.2537.81-37.81-29.952-28.4865-18.2886-39.078626.449-71.857-71.857-18.2886-71.857N269.1149.27-1.641.64-37.8837.88391.91412.5685382.9458387.0786303.25401.738412.5685303.25412.5685柱底M-14.39-7.878.25-8.2537.81-37.81-28.286-27.2965-16.7892-37.579227.163-71.143-71.143-16.7892-71.143N299.1949.27-1.641.64-37.8837.88428.006453.1765419.0418423.1746339.346437.834453.1765339.346453.17652柱顶M-14.39-9.0212.53-12.5349.93-49.93-29.896-28.4465-12.8454-44.42142.229-87.589-87.589-12.8454-87.589N404.9283.2-2.922.92-78.3578.35602.384629.842587.0568594.4152433.969637.679637.679587.0568637.679柱底M-15.16-8.7112.53-12.5349.93-49.93-30.386-29.176-13.3788-44.954441.491-88.327-88.327-13.3788-88.327N43583.2-2.922.92-78.3578.35638.48670.45623.1528630.5112470.065673.775673.775470.065673.7751柱顶M-24.32-8.9116.49-16.4959.31-59.31-41.658-41.742-19.6332-61.18842.573-111.633-111.633-19.6332-111.633N541.12119.25-4.244.24-129.03129.03816.294849.762794.2566804.9414553.155888.633888.633553.155888.633柱底M-13.4-3.2316.49-16.4959.31-59.31-20.602-21.320.6276-40.927259.085-95.121-95.1210.6276-95.121N584.36119.25-4.244.24-129.03129.03868.182908.136846.1446856.8294605.043940.521940.521605.043940.521表3-35柱剪力组合表层次恒载活载风载地震1.35恒+活1.2恒+1.4活1.2恒+0.9×(1.4活+1.4风)1.2×(恒+0.5活)+1.3地震柱A448.14.990.94-0.949.56-9.5664.70669.92565.191862.82373.14248.286332.17.753.59-3.5915.75-15.7549.3751.08552.808443.761663.64522.695229.439.465.02-5.0220.8-20.848.5649.190553.560840.910468.03213.95217.222.677.18-7.1824.71-24.7112.40212.41721.0752.981442.389-21.857柱B4-33.64-3.821.81-1.8115.29-15.29-45.716-49.234-42.9006-47.4618-22.783-62.5373-8.72-5.137.43-7.4325.21-25.21-17.646-16.902-7.566-26.289619.231-46.3152-8.72-5.379.03-9.0333.29-33.29-17.982-17.142-5.8524-28.60829.591-56.9631-6.29-2.5814.84-14.8439.54-39.54-11.16-11.07157.8996-29.497242.306-60.4983.6框架梁柱配筋计算3.6.1横梁配筋计算（1）梁的混凝土强度等级为C30，=14.3N/mm2，=1.43N/mm；纵筋的等级为HRB400，=360N/mm2，箍筋的等级为HPB235，=210N/mm2。（2）考虑地震作用时，结构构件的截面设计采用下面的表达式：S≤其中：—承载力抗震调整系数；S—地震作用效应或地震作用效应与其它荷载效应的基本组合；R—结构构件的承载力。注意：在截面配筋时，组合表中与地震力组合的内力均应乘以后再与静力组合的内力进行比较，挑选出最不利内力。表3-36承载力抗震调整系数材料结构构件受力状态钢筋混凝土梁受弯0.75轴压比小于0.15的柱偏压0.75轴压比大于0.15的柱偏压0.80抗震墙偏压0.85各类构件受剪、偏拉0.85（1）框架梁的正截面受弯承载力计算：在进行截面配筋计算时，①由表中得到的支座处弯矩为支座中心处的弯矩，需换算成支座边缘控制截面的弯矩进行配筋。②当梁下部受拉时，按T形截面计算，截面翼缘宽度按规定取值；当梁上部受拉时，按矩形截面计算。③截面一律按单筋梁计算。（2）梁截面的计算表3-37第一层框架梁正截面强度计算截面AB跨BD跨12345M（kNm）-88.5695.64104.19-52.91-9.2梁截面尺寸b×h（mm×mm）320×600320×600320×600320×550320×5500.0350.0380.0410.0210.0040.9820.9810.9790.9890.998A=(mm)28330633419834选筋314314314314314实配面积(mm)461461461461461（%）0.23%0.23%0.23%0.27%0.27%=0.2%h/h00.212%表3-38第二～四层框架梁正截面强度计算截面AB跨BC跨12345M（kNm）-126.9099.30128.19-105.59-10.97梁截面尺寸b×h（mm×mm）320×600320×600320×600320×550320×5500.0330.0260.0340.0330.0030.9830.9870.9830.9830.998A=(mm)40531640939741选筋314314314314314实配面积(mm)461461461461461（%）0.23%0.23%0.23%0.27%0.27%（%）0.22%表3-39梁斜截面强度计算截面一层二~四层A右B左B右A右B左B右设计剪力V(kN)93.62106.76105.4589.66111.7362,65（kN）79.5890.7589.6376.2194.9753.25b×h(mm×mm)320×600320×600320×600320×600320×600320×6000.2570.57570.57484.77570.57570.57484.770.25713.21713.21605.96713.21713.21605.96<0<0<0<0<0<0<0<0<0<0<0<0箍筋直径肢数2肢82肢82肢82肢82肢82肢8间距S100加密150非加密100加密150非加密100加密150非加密100加密150非加密100加密150非加密100加密150非加密（%）0.3370.2240.3370.2240.3370.2240.3370.2240.3370.2240.3370.224（%）0.1773.6.2框架柱配筋计算（1）柱的轴压比及剪跨比验算如表2-30所示：二级抗震，框架柱轴压比限值：0.8，柱的剪跨比一般不宜小于2。表3-40柱的剪跨比和轴压比柱层bhNB柱440040014.33.3228.1432.92＞20.0470.8340040014.33.3453.17652.92＞20.093240040014.33.3673.7752.92＞20.138140040014.34.7940.5214.16＞20.194底层柱：Nmax=940.521kN==940.521×103/（14.3×400×400）=0.312<0.8所以B轴柱满足轴压比的规定。由于框架边柱的轴压比中柱小一些，而柱截面、柱净高和混凝土强度等级与中柱相同，因而框架边柱的轴压比和剪跨比也都满足规范要求。表3-41各层柱箍筋计算结果柱层次(kN)0.2(kN)N(kN)0.3（%）实配及配筋率加密区非加密区B柱159.07775.632940.5211544.4＜00.16210@1000.26%210@2000.17%263.97775.632673.7751544.4＜00.16210@1000.26%210@2000.17%352775.632453.1761544.4＜00.16210@1000.26%210@2000.17%472.89775.632228.1431544.4＜00.16210@1000.26%210@2000.17%3.7楼板设计混凝土强度等级为C30；板内受力纵筋为HRB400，其余为HPB235钢筋。（1）荷载设计值：q=1.4×2=2.8kN/m2g=1.2×3.83=4.60kN/m2p=g+q/2=6.0kN/m2q/2=1.4kN/m2g+q=7.4kN/m22.跨度计算：内跨：支承中心线间距离边跨：取（1.025+b/2）与（+两者中的较小值）[14]为梁板边跨的净跨长，b为第一内支座的支承宽度，h为板厚。各区格板的计算跨度如表2-32所示：(1)弯矩计算：按弹性理论设计：连续双向板跨中最大正弯矩，活荷载分布情况可分解为满布荷载g+q/2及隔间布置±q/2，对前一种荷载可近似认为各区格板都固定支撑在中间支承上，对后一种荷载情况，可近似认为各区格板在中间支承处是简支的[15]。支座最大负弯矩近似按满布活荷载考虑，认为各区格板都固定在中间支座，楼盖周边仍按实际支承情况确定，然后按单块双向板计算各支座的负弯矩。根据不同的支承情况，整个楼盖可以分为4种区格板。对于混凝土，=0.2。根据公式m=表中系数×p求各区格板的弯矩值于表所示：表中系数为查《混凝土结构》（中册）附表7所得表3-42按弹性理论计算的弯矩值1234l013.42.43.62.4l025.23.45.23.60.650.710.690.67m1(0.0461+0.2×0.0151)×6.0×3.42+(0.075+0.2×0.0271)×1.4×3.42=3.92(0.0346+0.2×0.0106)×6.0×2.42+(0.0670+0.2×0.0280)×1.4×2.42=1.6(0.0433+0.2×0.0186)×6.0×3.62+(0.0633+0.2×0.0313)×1.4×3.62=4.31(0.0356+0.2×0.0204)×6.0×2.42+(0.0561+0.2×0.0334)×1.4×3.62=4.65m2(0.0151+0.2×0.0461)×6.0×3.42+(0.0271+0.2×0.075)×1.4×3.42=2.74(0.0106+0.2×0.0346)×6.0×2.42+(0.0280+0.2×0.0670)×1.4×2.42=0.51(0.0186+0.2×0.0397)×6.0×3.62+(0.0313+0.2×0.0633)×1.4×3.62=2.65(0.0204+0.2×0.0356)×6.496×2.42+(0.0334+0.2×0.0561)×1.4×2.42=3.24-0.0883×7.4×3.42=-7.96-0.0807×7.4×2.42=-2.77-0.0949×7.4×3.62=-8.55-0.0883×7.4×2.42=-9.42-0.0748×7.4×3.42=-6.74-0.0571×7.4×2.42=-1.96-0.0762×7.4×3.62=-6.87-0.0748×7.4×3.62=-7.98(2)截面设计：截面有效高度：假定选用8钢筋，则l01方向跨中截面的h01=80mm；l02方向跨中截面的h02=70mm；支座截面h0=80mm。最小配筋率：0.45>0.2%故取ρsmin=0.31%。截面设计时取用的弯矩设计值：中间跨的跨中截面及中间支座截面减小20%；边跨跨中截面及楼板边缘算起的第二个支座截面处，当lb/l0<1.5时减小20%，当lb/l0=1.5～2.0时减小10%；楼板的角区格不折减。为了便于计算，近似取=0.95，，过程见下表2-33表3-43截面配筋结果截面（mm）M（kNm）（mm2）配筋实(mm2)跨中1区格803.922468@200251702.741968@2002512区格801.601008@200251700.51378@2002513区格804.312708@200251702.651908@2002514区格804.652918@150335703.242328@150335支座1——280-7.964998@1004572——380-6.874308@1005021——480-2.881808@2002514——480-9.4259010@1506543——480-10.6566710@1007851短边80-6.744228@1005021长边80-7.964998@1005022短边80-1.961238@2002514短边80-6.874308@1005023.8基础设计设计基础的荷载包括:①框架柱传来的弯矩、轴力和剪力（可取设计底层柱的相应控制力）；②基础自重，回填土的重量；③底层基梁传来的轴力和弯矩[10]。该榀框架四根柱子，柱距分别为7300mm，2400mm，7300mm因而将柱分别做成柱下独立基础。采用荷载标准组合值。（1）初步确定基础高度：取基础总高度为700mm。采用柱下独立基础，混凝土强度等级C20，垫层采用C15，厚度为100mm，每端伸出基础边100mm。HPB235级钢筋，地基承载力特征值=500kN/m2（2）确定基础地面尺寸：（先按照轴心受压计算，然后再增大）设基础埋置深度d=1.5mB轴力最大，所以以B轴进行布置：=95.121kNmN=940.521kNV=-60.408kN设基础及基础上土的重力密度平均值=20kN/m3将其增大20%～40%，初步选用底面尺寸为：选用矩形l:b<2l×b=2×1.5A=3mb<3.0,基底承载力不对宽度进行修正。W=b/6=1/6×1.5×22=1mGk=bd=20×1.3×3=78kN地基承载力特征值fak=500(kPa)，当地震参与荷载组合时地基耐力提高系数ξa=1.1，宽度修正系数ηb=0;深度修正系数ηd=1土的重度γ=18(kN/m3);土的加权平均重度γm=20(kN/m)基础短边尺寸b=1500(mm);基础埋置深度d=1300(mm)承载力设计值：=+ηb×γ×(b-3)+ηd×γm×(d-0.5) =500+0×18×(1.5-3)+1×20×(1.3-0.5)=516(kPa) =1.1×516=567.6(kPa)基础底面抵抗矩基础边缘的最大和最小压力即校核地基承载力：=339.5kN/m2<=516kN/m2，=525.375<1.2=1.2×516=619.2kN/m2，故该基础底面尺寸满足要求。3、验算基础高度：（防止发生冲剪破坏）地基净反力计算：冲切长方体的有效高度=700-40=660mm，冲切破坏锥体最不利一侧斜截面上边和下边长分别为：=600+2×50=700mm，由于+2=2.02=2.所以 ==2m，,分别表示柱截面的长边，短边宽。考虑冲切荷载对取用的多边形面积=（2/2-0.6/2-0.66）×2－（1.5/2-0.6/2-0.66）2=0.0359m2=499.247×0.0359=17.92kN0.7=0.7×1.0×1.1×1350×660=686.07kN〉（当基础高度≤800时，取1.0，当基础高度2000时，取0.9，其间按照线性内插法计算）故该基础高度满足受冲切承载力要求。（3）基础底板配筋计算：沿基础长边方向，对柱边截面Ⅰ—Ⅰ处的弯矩M：M==173.72kNm==173.72×10/0.9×660×210=1392.6mm故长边方向配置716@240,A=1570mm===117.75×106/0.9×660×210=943.96mm故短边方向配置714@140，A=1077mm。3.9楼梯设计3.9.1梯段板设计层高3.6m，踏步尺寸150×300mm，采用C25混凝土，板采用HPB235钢筋，梁纵筋采用HRB335钢筋。取板厚h=100m