一榀框架计算(土木工程毕业设计手算全过程)

一榀框架计算(土木工程毕业设计手算全过程)四川大学锦江学院毕业论文（设计）一框架结构设计任务书1.1工程概况：本工程为成都万达购物广场成仁店，钢筋混凝土框架结构。梁板柱均为现浇，建筑面积约为5750m2，宽27米，长为45米，建筑方案确定。建筑分类为乙类公共类建筑，二类场地，抗震等级三级。图1-1计算平面简图1.2设计资料1）气象条件：基本风压3155KN/m22）抗震设防：设防烈度7度3）屋面做法：20厚水泥砂浆面层一层油毡隔离层40厚挤塑聚苯板保温层15厚高分子防水卷材20厚1:3水泥砂浆找平1:6水泥焦渣1%找坡层，最薄处30厚120厚现浇钢筋混凝土板粉底4）楼面做法：8~13厚铺地砖面层100厚钢筋砼楼板吊顶1.3设计内容1)确定梁柱截面尺寸及框架计算简图2)荷载计算3)框架纵横向侧移计算；4)框架在水平及竖向力作用下的内力分析；5)内力组合及截面设计；6)节点验算。二框架结构布置及结构计算简图确定2.1梁柱截面的确定通过查阅规范，知抗震等级为3级，允许轴压比为[μ]=0.85由经验知n=12~14kn/m2取n=13kn/m2拟定轴向压力设计值N=n•A=13kn/m2×81m2×5=5265KN拟定柱的混凝土等级为C30，fc=14.3N/mm2柱子尺寸拟定700mm×700mmμ===0.75<[μ]=0.85满足初步确定截面尺寸如下：柱：b×h=700mm×700mm梁（BC跨、CE、EF跨）=L/12=9000/12=750mm取h=800mm，b=400mm纵梁=L/12=9000/15=600mm取h=600mm，b=300mm现浇板厚取h=120mm2.2结构计算简图结构计算简图如下：图2-1结构计算简图图2-2平面计算简图三荷载计算：3.1恒载标准值计算1）①屋面板恒荷载标准值20厚1:3水泥砂浆面层0.02×20=0.4KN/M2一层油毡隔离层0.05KN/M240厚挤塑苯板保温层0.04×0.5=0.02KN/M215厚高分子防水卷材0.04KN/M220厚1:3水泥砂浆找平0.02×20=0.4KN/M21:6水泥渣1%找坡层最薄处30厚（0.03+0.045）/2×14=0.525KN/M2120厚现浇钢筋混凝土板0.12×25=3KN/M212厚板底抹灰0.012×20=0.24KN/M2合计4.675KN/M2屋面板传递给边柱的集中荷载：4.675×1.5×9=63KN中柱的集中荷载：4.675×3×9=126.23KN②屋顶次梁恒载标准值单向板传给次梁的荷载4.675×3=14.025KN/M次梁自重0.3×(0.6-0.12))×25=3.6KN/M次梁粉刷（0.6-0.12）×0.02×17×2=0.326KN/M合计18KN/M图3-1次梁计算单元及板传力图③屋顶框架梁所受恒荷载标准值次梁传给框架梁恒荷载18×9=162KN④屋顶框架梁重量梁自重：0.4×﹙0.8-0.12﹚×25=6.8KN/M粉刷：﹙0.8-0.12﹚×0.02×17×2=0.46KN/M合计7.26KN/M2）①楼面板恒载标准值8~13厚铺地砖面层0.6KN/M220厚1:2水泥砂浆结合层0.02×20=0.4KN/M2120厚钢筋砼楼板0.12×25=3KN/M2石膏板吊顶0.2KN/M2合计4.2KN/M2楼面板传递给边柱的集中荷载：4.2×1.5×9=56.7KN中柱的集中荷载：4.2×3×9=113.4KN②2~5层纵向次梁恒载标准值计算简图见图3楼面单向板传给纵向次梁恒荷载4.2×3=12.6KN/M次梁自重0.3×（0.6-0.12）×25=3.6KN/M合计16.2KN/M③2~5层框架梁所受恒荷载标准值次梁传递给框架梁恒荷载16.2×9≈150KN③2~5层框架梁恒载标准值框架梁自重0.4×（0.8-0.12）×25=6.8KN/M3）四层建在所取一榀框架梁上的填充墙恒荷载标准值墙自重0.2×（3.3-0.8）×10.3≈5.2KN/M粉刷（3.3-0.8）×0.02×17×2=1.7KN/M合计取（因为有构造柱取大点）7.2KN/M4）柱自重标准值1~3层柱自重：0.7×0.7×（4.2－0.12）×25＝49.98KN大理石贴面：0.5×4×0.7×4.2＝5.88KN合计55.86KN4~5层柱自重：0.7×0.7×（3.3-0.12）×25＝38.96KN大理石贴面：0.5×4×0.7×3.3＝4.62KN合计43.58KN5）外墙自重标准值5层外墙作用在边柱的集中荷载墙自重：0.2×（3.3-0.12）×10.3×（9-07）=54.37KN粉刷：2×0.02×（3.3-0.12）×17（9-0.7）=17.95KN合计72.32KN4层玻璃幕墙作用在边柱的集中荷载玻璃幕墙自重：1.5kn/m2×（9-0.7）×（3.3-0.12）=26.15KN2~3层外墙作用在边柱的集中荷载墙自重：0.2×（4.2-0.12）×10.3×（9-07）=69.76KN粉刷：2×0.02×（4.2-0.12）×17（9-0.7）=23.03KN合计92.79KN3.2活荷载标准值计算1）①屋面板活荷载标准值（不上人）：0.5KN/M²②顶层次梁受板传递的活荷载标准值（计算简图见图2）0.5×3=1.5KN/M③框架梁受次梁传递的活荷载标准值1.5×9=13.5KN④屋面板传递给边柱的集中荷载：0.5×1.5×9=6.75KN中柱的集中荷载：0.5×3×9=13.5KN2）①5层楼面板活荷载标准值：5KN/M²②5层次梁受板传递的活荷载标准值（计算简图见图3）5×3=15KN/M③框架梁受次梁传递的活荷载标准值15×9=135KN④5层面板传递给边柱的集中荷载：5×1.5×9=67.5KN中柱的集中荷载：5×3×9=135KN3）①4层楼面板活荷载标准值：2.5KN/M²②4层次梁受板传递的活荷载标准值（计算简图见图3）2.5×3=7.5KN/M③框架梁受次梁传递的活荷载标准值7.5×9=67.5KN④屋面板传递给边柱的集中荷载：2.5×1.5×9=33.75KN中柱的集中荷载：2.5×3×9=67.5KN4）①2~3层楼面板活荷载标准值：3.5KN/M²②2~3层次梁受板传递的活荷载标准值（计算简图见图3）3.5×3=10.5KN/M③框架梁受次梁传递的活荷载标准值10.5×9=94.5KN④屋面板传递给边柱的集中荷载：3.5×1.5×9=47.25KN中柱的集中荷载：3.5×3×9=94.5KN四内力计算4.1恒荷载作用下的内力计算刚度计算梁线刚度：截面的惯性矩Ib0===17×109mm4考虑现浇楼板对框架梁截面惯性矩的影响，中框架梁取I中=2Ib0边框架取I边=1.5Ib0i边跨梁=E=28×105Ei中跨梁=E=38×105E柱线刚度：截面的惯性矩IC===20×109mm4i4~5层柱=E=60×105Ei1~3层柱=E=48×105E取105E值作为基准值1，算得各杆件相对线刚度(见下图)图4-1梁柱相对线刚度图图4-2恒载作用下的计算简图由于分布荷载在梁汇总产生的内力远小于集中荷载，所以将梁的分布荷载近似等效为作用在次梁处的集中荷载，以便于计算。图4-3恒载等效荷载作用下的计算简图因为框架对称，且恒荷载为正对称荷载，所以取半榀框架进行计算。由结构力学梁端弯矩公式得到：顶层结点弯矩：MAB=-MBA=-Pa(1-)=194.67×3×(1-)=-389.34KN·M4层结点弯矩：MAB=-MBA=-Pa(1-)=213×3×(1-)=-426KN·M标准层结点弯矩：MAB=-MBA=-Pa(1-)=180.6×3×(1-)=-361.2KN·M采用二次弯矩分配法（见下图）图4-4恒载弯矩分配图在竖向荷载作用下，梁端截面有较大的负弯矩，设计时应进行弯矩调幅，降低负弯矩，以减少配筋面积。对于现浇框架，支座弯矩调幅系数为0.85（在内力组合的表中进行梁端调幅计算）图4-5恒载作用下的框架弯矩图（等效为集中荷载时）表4-1恒载作用下内力楼层荷载引起的弯矩弯矩引起的内力AB跨BC跨CD跨AB跨BC跨CD跨VAVBVBVCVCVDVAVBVBVCVCVD顶层194.67-194.67194.67-194.67194.67-194.67-16.52-16.520016.5216.525180.6-180.6180.6-180.6180.6-180.6-6.07-6.07006.076.074213-213213-213213-213-10.57-10.570010.5710.573180.6-180.6180.6-180.6180.6-180.6-9.18-9.18009.189.182180.6-180.6180.6-180.6180.6-180.6-11.07-11.070011.0711.07楼层恒载作用下的剪力AB跨BC跨CD跨VAVBVBVCVCVD顶层178.15-221.19194.67-194.67221.19-178.155174.53-186.67180.6-180.6186.67-174.534202.43-223.57213-213223.57-202.433171.42-189.78180.6-180.6189.78-171.422169.63-191.67180.6-180.6191.67-169.63图4-6恒载作用下的框架梁的剪力图柱轴力包括柱传下轴力和柱自重，恒载作用下的柱轴力见下图。图4-7恒载作用下柱的轴力图4.2活荷载作用下的内力计算活荷载按满跨布置，不考虑活荷载的最不利布置。此时，求得的跨中弯矩比最不利荷载位置法的计算结果偏小，故对梁跨中弯矩乘以1.2的增大系数。梁端弯矩应进行弯矩调幅，乘以调幅系数0.85.在内力组合的表中进行跨中弯矩增大和梁端调幅计算。方法同恒载作用下的内力计算，计算过程见下图。图4-8活荷载作用下的计算简图图4-9活荷载作用下的框架弯矩分配图图4-10活荷载作用下的框架弯矩图表4-2活载作用下的内力楼层荷载引起的弯矩弯矩引起的内力AB跨BC跨CD跨AB跨BC跨CD跨VAVBVBVCVCVDVAVBVBVCVCVD顶层13.5-13.513.5-13.513.5-13.50.610.6100-0.61-0.615135-135135-135135-135-7.3-7.3007.37.3467.5-67.567.5-67.567.5-67.5-2.3-2.3002.32.3394.5-94.594.5-94.594.5-94.5-5.19-5.19005.195.19294.5-94.594.5-94.594.5-94.5-5.19-5.19005.195.19楼层活荷载作用下的剪力AB跨BC跨CD跨VAVBVBVCVCVD顶层14.11-12.8913.5-13.512.89-14.115127.7-142.3135-135142.3-127.7465.2-69.867.5-67.569.8-65.2389.31-99.6994.5-94.599.69-89.31288.71-100.2994.5-94.5100.29-88.71图4-11活载载作用下的框架梁的剪力图图4-12活荷载作用下柱的轴力图4.3地震荷载作用下框架的内力计算一、水平地震作用标准值的计算1、框架的抗震等级由设计需求，抗震设防烈度为7度，房屋高度为19.2m<30m，可知该框架的抗震等级为三级。2、场地和特征周期值工程场地为Ⅱ类场地，地震设计特征周期值Tg=0.40s。3、重力荷载代表值（取第④轴线的KJL计算各层重力荷载代表值）对于楼层，重力荷载代表值取全部恒荷载和50%的楼面活荷载。对于屋顶是不上人屋顶故屋面活荷载不计入。顶层重力荷载代表值G6G6恒=（63+32.4）×2+（126.23+32.4）×2+162×6+7.26×27=1580.68KN第5层重力荷载代表值G5G5恒+0.5活=[(56.7+32.4+72.32)×2+(113.4+32.4)×2+150×6+6.8×27+43.58×4]+0.5×（67.5×2+135×2+135×6）=2479.86KN第4层重力荷载代表值G4G4恒+0.5活=[(56.7+32.4+26.15)×2+(113.4+32.4)×2+150×6+6.8×27+7.2×27+43.58×4]+0.5×（33.75×2+67.5×2+67.5×6）=2278.17KN第3层重力荷载代表值G3G3恒+0.5活=[(56.7+32.4+92.79)×2+(113.4+32.4)×2+150×6+6.8×27+55.86×4]+0.5×（47.25×2+94.5×2+94.5×6）=2387.67KN第2层重力荷载代表值G2G2恒+0.5活=2387.67KN4、结构自震周期T1对框架结构，采用经验公式计算:T1=0.085n=0.085×5=0.425s5、地震影响系数由=0.40s，T1=0.425s，<T1<5，则由地震影响曲线，有6、计算水平地震作用标准值（采用底部剪力法计算）因为T1<1.4，故顶部附加地震作用不考虑。可按下表计算计算水平地震作用标准值表二、水平地震作用产生的框架内力表4-3水平地震作用产生的框架内力位置顶层1580.6819.230349.1717.97169.5第5层2479.8615.939429.8717.97220.2第4层2278.1712.628704.9717.97160.3第3层2387.678.420056.4717.97112第2层2387.674.210028.2717.9756KN·m1、各柱剪力值及反弯点高度层数柱号反弯点高度y5169.5A50.187()601.074()6029.50.74B50.35()6055.21.19C50.35()6055.21.19D50.187()6029.50.744389.7A40.187()601.074()6067.91.09B40.35()601271.32C40.35()601271.32D40.187()6067.91.093550A30.225()481.27()4897.441.85B30.41()48177.561.93C30.41()48177.561.93D30.225()4838.71.852662A20.225()481.27()48117.32.1B20.41()48213.72.1C20.41()48213.72.1D20.225()48117.32.11718A10.418()481.92()48156.32.98B10.541()48202.32.73C10.541()48202.32.73D10.418()48156.32.982、水平地震作用下的框架内力图求出各柱剪力Vi和该柱反弯点高度yi后，则该柱下端弯矩为Mi=Viyi,上端弯矩为Vi(hi-yi),再利用节点平衡求出框架梁端弯矩，画出左地震作用下的框架内力图，右地震作用下的框架内力与左地震作用下的反号。图4-13水平地震(左震)作用下的框架内力图弯矩图(单位：KN·m)与梁剪力图(单位：KN)图4-14左震作用下的柱剪力图与轴力图(单位：KN)五内力组合5.1框架横梁内力组合：由于是对称结构，所以只算左跨和中跨，右跨内力与左跨反号。表5-1KJ4的屋面框架梁(顶层)内力组合表杆件截面位置内力种类①恒荷载②活荷载③重力荷载④左震⑤右震M＋maxM－maxVmax组合项组合值组合项组合值组合项组合值ABAM-245.47-30.43-260.6964.19-64.191.2×③+1.3×⑤-396.281.35①+0.7×1.4②V178.1514.11185.21-13.8813.88254.33跨中M295.7210.03300.74——1.2×①+1.4×②368.9B左M-371.88-25.8384.78-42421.35①+0.7×1.4②527.321.35①+0.7×1.4②V-221.19-12.89227.64-13.8813.88-311.24BCB右M-346.83-22.95-358.3157-571.2×③+1.3×⑤-504.071.35①+0.7×1.4②V194.6713.5201.42-14.914.9285.15跨中M175.9713.5182.72——1.2×①+1.4×②230.06C左M-346.83-22.95-358.31-57571.2×③+1.3×④-504.071.35①+0.7×1.4②V-194.67-13.5-201.42-14.914.9-285.15表5-2KJ4的框架梁(5层)内力组合表杆件截面位置内力种类①恒荷载②活荷载③重力荷载④左震⑤右震M＋maxM－maxVmax组合项组合值组合项组合值组合项组合值ABAM-319.31-192.1-415.36146.05-146.051.2×③+1.3×⑤-688.31.35①+0.7×1.4②V174.53127.7238.38-34.0334.03360.76跨中M187.93188.52376.45——1.2×①+1.4×②489.44B左M-331.78-248-455.78-114.3114.31.2×③+1.3×④-695.5261.2×③+1.3×④V-186.67-142.3-257.82-34.0334.03-391.46BCB右M-312.95-225.07-425.49155.28-155.281.2×③+1.3×⑤-712.451.35①+0.7×1.4②V180.6135248.1-40.640.6376.11跨中M173.63168.25257.76——1.2×①+1.4×②443.91C左M-312.95-225.07-425.49-155.28155.281.2×③+1.3×④-712.451.35①+0.7×1.4②V-180.6-135-248.1-40.640.6-376.11表5-3KJ4的框架梁(4层)内力组合表杆件截面位置内力种类①恒荷载②活荷载③重力荷载④左震⑤右震M＋maxM－maxVmax组合项组合值组合项组合值组合项组合值ABAM-312.55-107.09-366.1257.54-257.541.2×③+1.3×⑤-774.1221.2×③+1.3×⑤V202.4365.2235.03-53.0253.02350.96跨中M239.5991.81331.4——1.2×①+1.4×②416.04B左M-393.4-124.66-455.73-148.07148.071.2×③+1.3×④-739.371.2×③+1.3×④V-223.57-69.8-258.47-53.0253.02-379.02BCB右M-370.23-112.18-426.32201.2-201.21.2×③+1.3×⑤-773.141.2×③+1.3×⑤V21367.5246.75-52.652.6364.48跨中M203.4384.62245.74——1.2×①+1.4×②362.58C左M-370.23-112.18-426.32-201.2201.21.2×③+1.3×④-773.141.2×③+1.3×④V-213-67.5-246.75-52.652.6-364.48表5-4KJ4的框架梁(3层)内力组合表杆件截面位置内力种类①恒荷载②活荷载③重力荷载④左震⑤右震M＋maxM－maxVmax组合项组合值组合项组合值组合项组合值ABAM-265.49-138.94-334.96362.6-362.61.2×③+1.3×⑤-873.331.2×③+1.3×⑤V171.4289.31216.08-84.6984.69369.39跨中M201.86148.28276——1.2×①+1.4×②449.82B左M-335.72-175.67-423.55-285.24285.241.2×③+1.3×④-879.071.2×③+1.3×④V-189.78-99.69-239.63-84.6984.69-397.65BCB右M-315.18-164.93-397.65387.5-387.51.2×③+1.3×⑤-980.931.2×③+1.3×⑤V180.694.5227.85-101.31101.31405.12跨中M171107.36224.68——1.2×①+1.4×②355.5C左M-315.18-164.93-397.65-387.5387.51.2×③+1.3×④-980.931.2×③+1.3×④V-180.6-94.5-227.85-101.31101.31-405.12表5-5KJ4的框架梁(2层)内力组合表杆件截面位置内力种类①恒荷载②活荷载③重力荷载④左震⑤右震M＋maxM－maxVmax组合项组合值组合项组合值组合项组合值ABAM-251.06-131.37-316.75371.47-371.471.2×③+1.3×⑤-863.011.2×③+1.3×⑤V169.6388.71213.99-83.7183.71365.61跨中M213.53154.74290.9——1.2×①+1.4×②472.87B左M-335.72-175.67-423.55-269.07269.071.2×③+1.3×④-858.051.2×③+1.3×④V-191.67-100.29-241.82-83.7183.71-399BCB右M-315.18-164.93-397.65365.16-365.161.2×③+1.3×⑤-951.891.2×③+1.3×⑤V180.694.5227.85-95.4795.47397.53跨中M171107.36224.68——1.2×①+1.4×②355.5C左M-315.18-164.93-397.65-365.16365.161.2×③+1.3×④-951.891.2×③+1.3×④V-180.6-94.5-227.85-95.4795.47-397.535.2柱内力组合：由于是对称结构，所以只算A,B两柱，C,D两柱的内力与A,B反号。表5-65层柱内力组合表柱截面内力①活载②活载③重力荷载④左震⑤右震/M/max及相应NNmax相应的MNmin及相应的MVmax及相应N组合项组合值组合项组合值组合项组合值组合项组合值A柱上M288.7935.8306.69-75.5275.521.2×③+1.3×⑤466.21.35×①+0.7×1.4×②429.951.2×③+1.3×④269.851.2×③+1.3×⑤466.2N-273.55-20.85-283.9813.88-13.88-358.82-389.73-322.73-358.82剪力V-144.25-41.99-165.2529.5-29.5-236.65-235.89-134.75-236.65下M-375.66-102.77-427.0521.76-21.761.35×①+0.7×1.4×②-607.861.35×①+0.7×1.4×②-607.861.2×③+1.3×④-484.17-540.75N-317.13-20.85-327.5613.88-13.88-448.56-448.56-375.03-411.12B柱上M-29.47-2.05-30.5-116.47116.471.2×③+1.3×④-188.011.35×①+0.7×1.4×②-41.791.2×③+1.3×④-188.011.2×③+1.3×④-188.01N-574.49-39.89-594.441.02-1.02-712-814.65-712-712剪力V12.293.1313.8655.2-55.288.3919.6688.3988.39下M11.088.2815.2265.69-65.691.2×③+1.3×④103.661.35×①+0.7×1.4×②23.071.2×③+1.3×④103.66103.66N-618.07-39.89-638.021.02-1.02-764.3-900.42-764.3-764.3柱截面内力①活载②活载③重力荷载④左震⑤右震/M/max及相应NNmax相应的MNmin及相应的MVmax及相应N组合项组合值组合项组合值组合项组合值组合项组合值A柱上M148.41123.33210.08-150.06150.061.2×③+1.3×⑤447.171.35×①+0.7×1.4×②321.221.2×③+1.3×④57.021.2×③+1.3×⑤447.17N-653.08-216.05-761.1147.91-47.91-975.6-1093.39-851.05-975.6剪力V-104.95-59.79-134.8567.9-67.9-250.09-208.22-73.55-250.09下M-197.92-73.97-234.974.01-74.011.35×①+0.7×1.4×②-607.861.35×①+0.7×1.4×②-607.861.2×③+1.3×④-185.67-378.09N-696.66-216.05-804.6947.91-47.91-1152.22-1152.22-903.35-1027.9B柱上M-11.08-8.28-15.22-251.66251.661.2×③+1.3×④-345.421.2×①+1.4②-24.891.2×③+1.3×④-345.421.2×③+1.3×④-345.42N-1131.14-452.19-1357.247.59-7.59-1618.82-1990.43-1618.82-1618.82剪力V7.943.969.92127-127177.0020.44177.00177.00下M15.144.817.54167.64-167.641.2×③+1.3×④238.981.2×①+1.4②24.891.2×③+1.3×④238.98238.98N-1174.72-452.19-1626.917.59-7.59-1942.43-2042.73-1942.43-1942.43表5-74层柱内力组合表表5-83层柱内力组合表柱截面内力①活载②活载③重力荷载④左震⑤右震/M/max及相应NNmax相应的MNmin及相应的MVmax及相应N组合项组合值组合项组合值组合项组合值组合项组合值A柱上M169.7852.02195.79-228.98228.981.2×③+1.3×⑤532.621.35×①+0.7×1.4×②280.181.2×③+1.3×④-62.731.2×③+1.3×⑤532.62N-1014.34-315-1171.84100.93-100.93-1537.42-1890.68-1275-1537.42剪力V-78.24-29.9-93.1997.44-97.44-238.5-134.9314.84-238.5下M-158.82-73.6-195.62180.26-180.261.2×③+1.3×⑤-469.081.35×①+0.7×1.4×②-286.541.2×③+1.3×④-0.41-469.08N-1070.2-315-1227.7100.93-100.93-1604.45-1753.47-1342.03-1604.45B柱上M-12.11-3.84-14.03-243.26243.261.2×③+1.3×④-333.071.2×①+1.4②-24.891.2×③+1.3×④-333.071.2×③+1.3×④-333.07N-1829.41-656.99-2157.917.17-7.17-2580.17-3115.08-2580.17-2580.17剪力V5.762.426.97177.56-177.56239.1910.3239.19239.19下M12.086.3215.24342.69-342.691.2×③+1.3×④463.791.2×①+1.4②23.341.2×③+1.3×④463.79463.79N-1885.27-656.99-2213.777.17-7.17-2647.2-3182.11-2647.2-2647.2表5-92层柱内力组合表柱截面内力①活载②活载③重力荷载④左震⑤右震/M/max及相应NNmax相应的MNmin及相应的MVmax及相应N组合项组合值组合项组合值组合项组合值组合项组合值A柱上M153.5286.34196.69-246.33246.331.2×③+1.3×⑤556.261.35×①+0.7×1.4×②291.871.2×③+1.3×④-84.21.2×③+1.3×⑤556.26N-1423.51-451.56-1649.29185.62-185.62-2220.45-2364.27-1737.84-2220.45剪力V-80.03-43.31-101.69117.3-117.3-274.52-150.4830.46-274.52下M-182.62-95.56-230.4246.33-246.331.2×③+1.3×⑤-596.711.35×①+0.7×1.4×②-340.191.2×③+1.3×④43.75-596.71N-1479.37-451.56-1705.15185.62-185.62-2287.49-2439.68-1804.87-2287.49B柱上M-12.08-6.32-15.24-448.77448.771.2×③+1.3×④-601.691.2×①+1.4②-23.341.2×③+1.3×④-601.691.2×③+1.3×④-601.69N-2401.45-945.68-2874.2923.79-23.79-3480.08-4205.69-3418.22-3418.22剪力V5.763.07.26213.7-213.7286.5211.11286.52286.52下M12.086.3215.24448.77-448.771.2×③+1.3×④601.691.2×①+1.4②23.341.2×③+1.3×④601.69601.69N-2457.31-945.68-2930.1523.79-23.79-3547.1-4272.72-3485.25-3485.25表5-101层柱内力组合表柱截面内力①活载②活载③重力荷载④左震⑤右震/M/max及相应NNmax相应的MNmin及相应的MVmax及相应N组合项组合值组合项组合值组合项组合值组合项组合值A柱上M112.7358.99142.23-190.69190.691.2×③+1.3×⑤418.571.35×①+0.7×1.4×②291.871.2×③+1.3×④-77.221.2×③+1.3×⑤418.57N-1830.89-587.52-2124,65269.33-269.33-2899.71-3047.47-2199.45-2899.71剪力V-40.26-21.07-50.79156.3-156.3-264.14-75.0142.24-264.14下M-56.37-29.5-71.12465.77-465.771.2×③+1.3×⑤-690.851.35×①+0.7×1.4×②-1051.2×③+1.3×④520.16-690.85N-1886.75-587.52-2180.51269.33-269.33-2966.74-3122.88-2266.48-2966.74B柱上M-12.08-6.32-15.24-297.38297.381.2×③+1.3×④-404.881.2×①+1.4②-23.341.2×③+1.3×④-404.881.2×③+1.3×④-404.88N-2975.38-1234.97-3592.8735.55-35.55-4265.23-5299.41-4265.23-4265.23剪力V4.312.265.44202.3-202.3269.528.34269.52269.52下M6.043.167.62552.28-552.281.2×③+1.3×④727.111.2×①+1.4②11.671.2×③+1.3×④727.11727.11N-3031.24-1234.97-3648.7335.55-35.55-4332.26-5366.45-4332.26-4332.26六框架设计6.1框架梁截面设计：1）正截面承载力计算（由于组合后3层中跨梁弯矩最大，故取3层中跨梁验算）梁混凝土为C30正截面承载力计算：左支验算（由于是对称的，右支验算同左支）初步按双层配筋，取as=60mmαS===0.313ξ=1-=1-=0.388<ξb=0.55γs=0.5（1+）=0.91AS===4855.6mm245=45×=0.19%<0.2%ρmin=0.2%ρ===1.52%>ρmin=0.2%满足最小配筋率取1025双层布置，上下层各5根。跨中验算：采用单层钢筋，初步as取35mm翼缘计算宽度取值bf＇按梁的计算跨度考虑：bf＇=l0/3=9000/3=3000mm按梁的肋净距Sn考虑：bf＇=b+Sn=400+9000=9200mm按翼缘高度hf＇考虑：==0.16>0.1不受此项限制取最小值作bf＇，即bf＇=3000mmα1fcbf＇hf＇(-0.5hf＇)=14.3×3000×120×(765-0.5×120)=3603.6KN•M>355.5KN•M承载力满足要求。受压区高度x=-=765-=10.9mmAS===1558.7mm2取520钢筋单层布置实际AS=1571mm245=45×=0.19%<0.2%ρmin=0.2%ρ==0.49%>ρmin满足最小配筋率斜截面承载力验算(左支)fc=14.3N/mm2ft=1.43N/mm2fyv=300N/mm2纵筋排2层取保护层厚度25mm有效直径25mmas=25+25+12.5=62.5mm=h-as=800-62.5=737.5mm验算截面尺寸βc=1.0==1.84<40.25βcfcbh0=0.25×1.0×14.3×400×737.5＝1054.6KN>V=405.12KN截面抗剪满足验算是否需要计算配箍0.7ftbh0=0.7×1.43×400×737.5=295.3KN<V=405.12KN需要配箍计算配箍选用Φ8的双肢箍:n=2，ASV1=50.3mm2S===177.2mm取s=150mm验算配箍率ρsv,min=0.24=0.24=0.16%ρsv===0.17%>ρsv,min满足截面验算裂缝宽度Ate=0.5bh+(bf-b)=0.5×400×800+(3000-400)120=472000mm2ρte===0.003<0.01取ρte=0.01deq==20mm保护层取25mmas=35mmh0=800-35=765mmMK=203.43+84.62=288.05KN•Mσsk===275.49N/mm2ψ=1.1-0.65=1.1-0.65×=0.63裂缝宽度验算wmax=2.1Ψ(1.9c+0.08)=2.1×0.63××(1.9×25＋0.08)=0.41mm>wlim=0.2mm不满足故必须重新考虑截面尺寸，和配筋量，通过大概演算，初步梁截面不变还是800mm×400mm,纵筋配筋量增大，配成525，并重新验算。由于只是改变钢筋，没改变截面大小，故只用重新验算跨中正截面承载力，裂缝及扰度。重新验算正截面承载力计算(跨中)已知采用单层钢筋，配525as=37.5mm翼缘计算宽度取值bf＇按梁的计算跨度考虑：bf＇=l0/3=9000/3=3000mm按梁的肋净距Sn考虑：bf＇=b+Sn=400+9000=9200mm按翼缘高度hf＇考虑：==0.16>0.1不受此项限制取最小值作bf＇，即bf＇=3000mmα1fcbf＇hf＇(-0.5hf＇)=14.3×3000×120×(762.5-0.5×120)=3616.5KN•M>355.5KN•M承载力满足要求。45=45×=0.21%>0.2%ρmin=0.21%ρ==0.77%>ρmin满足最小配筋率。截面验算裂缝宽度Ate=0.5bh+(bf-b)=0.5×400×800+(3000-400)120=472000mm2ρte===0.005<0.01取ρte=0.01deq==25mm保护层取25mmas=37.5mmh0=800-37.5=762.5mmMK=203.43+84.62=288.05KN•Mσsk===176.9N/mm2ψ=1.1-0.65=1.1-0.65×=0.36裂缝宽度验算wmax=2.1Ψ(1.9c+0.08)=2.1×0.36××(1.9×25＋0.08)=0.17mm<wlim=0.2mm裂缝满足扰度验算由裂缝验算知ρte=0.005<0.01取0.01deq==25mmσsk===176.9N/mm2ψ=1.1-0.65=1.1-0.65×=0.36先计算抗弯刚度γf＇===1.02ρ===0.008===7.14(短期受弯刚度)BS===4.14×1014θ=2.0-0.4=2.0Mq=203.43+0.5×84.62=245.74KN•MB=BS=×4.14×1014=2.23×1014扰度验算V=×=×=5.87mm<Vlim=l0/250=9000/250=36mm挠度满足要求梁最终配筋2,3,4,5层梁配筋由于2,3,4,5层弯矩大小差距不是很大，且考虑到方便施工，故将2,3,4,5层框架梁统一做成800mm×400mm，跨中纵向受拉钢筋为525在梁下方通长布置。左支，右支在上方配1025分2层布置每层各5根，上层长度为：l0(净跨)/3=2766mm下层长度为：l0(净跨)/4=2075mm箍筋全梁配Φ8@150图6-12~5层梁左支配筋图顶层梁配筋计算方法同3层梁计算，最后算得顶层配筋跨中纵向受拉钢筋为420,在梁下方通长布置。左支，右支在上方配525，长度为l0(净跨)/3=2766mm箍筋全梁配Φ8@150图6-2顶层梁左支配筋图6.2框架柱设计柱正截面承载能力计算（柱顶截面，底截面）A轴柱子验算：由于A轴的柱是边柱，所以按偏心受压计算。取5层柱子验算。图6-3A第5层柱计算简图1．上截面Mmax情况下验算初始偏心距e0===1299mmea=max(20,h/30)=700/30=24mmei=e0+ea=1299+24=1323.3mm偏心距增大系数ξ1===9.8>1.0取ξ1=1.0因为l0/h=4.7<15取ξ2=1.0η=1+ξ1ξ2=1.008x===35.8mm<ξbho=0.55×670=368.5mm属于大偏心受压配筋计算x=35.8mm<2as`=2×30=60mm取x=60mme=ηei+h/2-as=1.008×1323.3+700/2-30=1653.8mmAs=Asˊ===1088.7mm22．下截面Mmax情况下验算初始偏心距e0===1355.1mmea=max(20,h/30)=700/30=24mmei=e0+ea=1355.1+24=1379.1mm偏心距增大系数ξ1===7.8>1.0取ξ1=1.0因为l0/h=4.7<15取ξ2=1.0η=1+ξ1ξ2=1.008x====44.8mm<ξbho=0.55×670=368.5mm属于大偏心受压配筋计算x=44.8mm<2as`=2×30=60mm取x=60e=ηei+h/2-as=1.008×1379.1+700/2-30=1710.1mmAs=Asˊ===1993.2mm23．上截面Nmax情况下验算初始偏心距e0===1103.2mmea=max(20,h/30)=700/30=24mmei=e0+ea=1355.1+24=1127.2mm偏心距增大系数ξ1===9.0>1.0取ξ1=1.0因为l0/h=4.7<15取ξ2=1.0η=1+ξ1ξ2=1.01x====38.9mm<ξbho=0.55×670=368.5mm属于大偏心受压配筋计算x=44.8mm<2as`=2×30=60mm取x=60e=ηei+h/2-as=1.01×1127.2+700/2-30=1458.5mmAs=Asˊ===958.5mm24．下截面Nmax情况下验算初始偏心距e0===1355.1mmea=max(20,h/30)=700/30=24mmei=e0+ea=1355.1+24=1379.1mm偏心距增大系数ξ1===7.8>1.0取ξ1=1.0因为l0/h=4.7<15取ξ2=1.0η=1+ξ1ξ2=1.008x====44.8mm<ξbho=0.55×670=368.5mm属于大偏心受压配筋计算x=44.8mm<2as`=2×30=60mm取x=60e=ηei+h/2-as=1.008×1379.1+700/2-30=1710.1mmAs=Asˊ===1993.2mm2通过比较A轴第5层柱子按下柱Mmax情况对称配筋。验算配筋率：一侧纵筋：===0.4%>ρmin=0.2%全部纵筋：===0.8%>0.6%满足选用622，实际As=Asˊ=2280.6mm2柱A层次12345截面尺寸700×700700×700700×700700×700700×700组合上截面下截面上截面下截面上截面下截面上截面下截面上截面下截面M（KN·m）418.57690.85556.26596.71532.62469.08447.17607.86466.2607.86N（KN）2899.712996.742220.452287.491537.421604.45975.61152.2358.82448.56V（KN）264.14264.14274.52274.52238.5238.5250.09208.22236.65235.89e0（mm）144.35230.54250.5260.9346.44292.36458.3527.612991355.1ea（mm）24242424242424242424l0（m）4.24.24.24.24.24.23.33.33.33.3ei（mm）168.35254.54274.5284.9370.44316.36482.3551.613231379.1l0/h6666664.74.74.74.7ξ11111111111ξ21111111111η1.11.0671.0621.061.0461.0541.0221.0191.0081.008e（mm）505.18591.59579.7621.99707.48653.44812.91882.081653.91710.1x(mm)289.7299.4221.8228.5153.6160.397.5115.135.844.8偏心判断大大大大大大大大大大计算As=As’（mm2）<01062.2626.47754.4873.7507.1929.11545.81088.71993.2实配单侧(>0.2%)5201571mm5201571mm5201571mm5201571mm6222280.6mmA轴其余柱子计算方法如上，下面列表计算。表6-1A轴柱按Mmax计算结果柱A层次12345截面尺寸700×700700×700700×700700×700700×700组合上截面下截面上截面下截面上截面下截面上截面下截面上截面下截面M（KN·m）291.87105291.87340.19280.18286.54321.22607.86429.95607.86N（KN）3047.473122.882364.272439.681890.681753.471093.391152.2389.73448.56V（KN）7575150.48150.48134.93134.93208.22208.22235.89235.89e0（mm）95.7733.6139.4260.9148.2163.4293.8527.61103.21355.1ea（mm）24242424242424242424l0（m）4.24.24.24.24.24.23.33.33.33.3ei（mm）119.7757.6163.4284.9152.2187.4317.8551.61127.21379.1l0/h6666664.74.74.74.7ξ11111111111ξ21111111111η1.141.31.121.061.111.091.031.0191.0091.008e（mm）456.6358.6503621.99488.94524.3647.33882.081457.31710.1x(mm)304.4312236.2243.7188.9175.17109.2115.138.944.8偏心判断大大大大大大大大大大计算As=As’（mm2）<0<0<0896.973.24<0174.31545.81565.41993.2实配单侧(>0.2%)5201571mm5201571mm5201571mm5201571mm6222280.6mm表6-2A轴柱按Nmax计算结果表6-3B轴柱按Mmax计算结果柱B层次12345截面尺寸700×700700×700700×700700×700700×700组合上截面下截面上截面下截面上截面下截面上截面下截面上截面下截面M（KN·m）404.08727.11601.69601.69333.07463.79345.42238.98188.01103.66N（KN）4265.234332.33480.083547.12580.172647.21618.821942.43712764.3V（KN）202.3202.3213.7213.723923917717788.3988.39e0（mm）94.7167.8172.9169.6129.1175.2213.4123264135.6ea（mm）24242424242424242424l0（m）4.24.24.24.24.24.23.33.33.33.3ei（mm）118.7191.8196.9193.6153.1199.2237.4147288159.6l0/h6666664.74.74.74.7ξ11111111111ξ21111111111η1.1451.091.091.091.111.0861.0451.0721.0371.067e（mm）455.91529.06534.62531.02489.94536.3568.08477.6411.66490.29x(mm)426432.8347.66354.35257.8264.45161.72194.0571.1376.35偏心判断小小大大大大大大大大计算As=As’（mm2）<01626.4665.73674.1<0<0<0<0<0<0实配单侧(>0.2%)6201885.2mm5201571mm5201571mm5201571mm5201571mmB轴柱子按Nmax计算：由于B轴柱按Nmax计算是弯矩很小，轴力很大，故偏心很小，所以按轴心受压计算，计算过程如下。取最底层验算（因为底层轴力最大）。l0=4200/700=6<8查表得ψ=1.00As’=<0故B轴全部柱子只需要构造配筋即可。实际配筋520，As=1571mm2。框架柱斜截面计算取A轴5层柱子验算