一榀框架计算土木工程毕业设计论文手算全过程

1、-. z. TOC o 1-3 h z u 一 框架构造设计任务书1.1 工程概况：本工程为万达购物广场-成仁店，钢筋混凝土框架构造。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：根本风压3155KN/m2 2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： 813厚铺地砖面层 100厚钢

2、筋砼楼板 吊顶1.3设计容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力分析；5)力组合及截面设计；6)节点验算。二 框架构造布置及构造计算简图确定2.1 梁柱截面确实定通过查阅规，知抗震等级为3级，允许轴压比为=0.85由经历知n=1214kn/m2 取n=13kn/m2拟定轴向压力设计值 N=nA=13kn/m281m25=5265KN拟定柱的混凝土等级为C30，fc=14.3N/mm2 柱子尺寸拟定700mm700mm=0.75=0.85 满足初步确定截面尺寸如下：柱：bh=700mm700mm梁BC跨、CE、EF跨=L/12=90

3、00/12=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 构造计算简图构造计算简图如下：图2-1构造计算简图图2-2平面计算简图三 荷载计算：3.1恒载标准值计算1屋面板恒荷载标准值20厚1:3水泥砂浆面层0.0220=0.4KN/M 2一层油毡隔离层 0.05KN/M 240厚挤塑苯板保温层 0.040.5=0.02KN/M 2 15厚高分子防水卷材 0.04KN/M 220厚1:3水泥砂浆找平 0.0220 =0.4 KN/M 21:6水泥渣1%找坡层最薄处30厚0.03+0.045

4、/214=0.525 KN/M 2120厚现浇钢筋混凝土板 0.1225=3 KN/M 212厚板底抹灰 0.01220=0.24 KN/M 2 合计4.675KN/M 2屋面板传递给边柱的集中荷载： 4.6751.59=63KN 中柱的集中荷载：4.67539=126.23KN屋顶次梁恒载标准值单向板传给次梁的荷载4.6753=14.025KN/M 次梁自重 0.3(0.6-0.12) 25=3.6KN/M 次梁粉刷 0.6-0.120.02172=0.326KN/M合计 18KN/M图3-1 次梁计算单元及板传力图屋顶框架梁所受恒荷载标准值次梁传给框架梁恒荷载 189=162KN屋顶框架梁

5、重量梁自重： 0.425=6.8KN/M 粉刷： 0.02172=0.46KN/M合计 7.26KN/M2楼面板恒载标准值 813厚铺地砖面层 0.6 KN/M 2 20厚1:2水泥砂浆结合层 0.0220=0.4 KN/M 2 120厚钢筋砼楼板 0.1225=3 KN/M 2 石膏板吊顶 0.2 KN/M 2 合计4.2 KN/M 2 楼面板传递给边柱的集中荷载：4.21.59=56.7KN 中柱的集中荷载：4.239=113.4KN25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 4.23=12.6KN/M 次梁自重 0.30.6-0.1225=3.6KN/M合计1

6、6.2KN/M25层框架梁所受恒荷载标准值次梁传递给框架梁恒荷载 16.29150 KN25层框架梁恒载标准值框架梁自重 0.40.8-0.1225=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 0.23.3-0.810.35.2KN/M 粉刷3.3-0.80.02172=1.7KN/M合计取因为有构造柱取大点 7.2KN/M4柱自重标准值13层柱自重： 0.70.74.20.122549.98KN石贴面： 0.540.74.25.88KN合计 55.86KN45层柱自重： 0.70.73.3-0.122538.96KN 石贴面： 0.540.73.34.62KN合计 4

7、3.58KN5外墙自重标准值5层外墙作用在边柱的集中荷载墙自重：0.23.3-0.1210.39-07 =54.37KN 粉刷： 20.023.3-0.12179-0.7=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/m29-0.73.3-0.12=26.15KN23层外墙作用在边柱的集中荷载墙自重： 0.24.2-0.1210.39-07 =69.76KN粉刷：20.024.2-0.12179-0.7=23.03KN合计 92.79KN3.2活荷载标准值计算1屋面板活荷载标准值不上人：0.5KN/M顶层次梁受板传递的活荷载标准值计算简图见图20.

8、53=1.5KN/M框架梁受次梁传递的活荷载标准值1.59=13.5KN屋面板传递给边柱的集中荷载： 0.51.59=6.75KN中柱的集中荷载： 0.539=13.5KN25层楼面板活荷载标准值： 5KN/M5层次梁受板传递的活荷载标准值计算简图见图353=15KN/M框架梁受次梁传递的活荷载标准值159=135KN5层面板传递给边柱的集中荷载： 51.59=67.5KN中柱的集中荷载： 539=135KN34层楼面板活荷载标准值： 2.5KN/M4层次梁受板传递的活荷载标准值计算简图见图32.53=7.5KN/M框架梁受次梁传递的活荷载标准值7.59=67.5KN屋面板传递给边柱的集中荷载

9、： 2.51.59=33.75KN中柱的集中荷载： 2.539=67.5KN423层楼面板活荷载标准值： 3.5KN/M23层次梁受板传递的活荷载标准值计算简图见图33.53=10.5KN/M框架梁受次梁传递的活荷载标准值10.59=94.5KN屋面板传递给边柱的集中荷载： 3.51.59=47.25KN中柱的集中荷载： 3.539=94.5KN四 力计算4.1 恒荷载作用下的力计算刚度计算梁线刚度： 截面的惯性矩Ib0= =17109mm4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=28105Ei中跨梁=E=38105E柱线刚度

10、： 截面的惯性矩 IC=20109mm4i45层柱=E=60105Ei13层柱=E=48105E取105E值作为基准值1，算得各杆件相对线刚度(见下列图)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，所以取半榀框架进展计算。由构造力学梁端弯矩公式得到：顶层结点弯矩：MAB=-MBA=-Pa(1-)=194.673(1-)=-389.34KNM4层结点弯矩：MAB=-MBA=-Pa(1-)=2133(1-)=-4

11、26KNM标准层结点弯矩：MAB=-MBA=-Pa(1-)=180.63(1-)=-361.2KNM采用二次弯矩分配法见下列图图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，设计时应进展弯矩调幅，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在力组合的表中进展梁端调幅计算图4-5恒载作用下的框架弯矩图等效为集中荷载时表4-1恒载作用下力楼层 荷载引起的弯矩 弯矩引起的力AB跨BC跨CD跨AB跨BC跨CD跨VAVBVBVCVCVDVAVBVBVCVCVD顶层194.67-194.67194.67-194.67194.67-194.67-16.52-16.52

12、0016.5216.525180.6-180.6180.6-180.6180.6-180.6-6.07-6.07006.076.074213-213213-213213-213-10.57-10.570010.5710.573180.6-180.6180.6-180.6180.6-180.6-9.18-9.18009.189.182180.6-180.6180.6-180.6180.6-180.6-11.07-11.070011.0711.07楼层恒载作用下的剪力AB跨BC跨CD跨VAVBVBVCVCVD顶层178.15-221.19194.67-194.67221.19-178.15 517

13、4.53-186.67180.6-180.6186.67-174.534202.43-223.57213-213223.57-202.433171.42-189.78180.6-180.6189.78-171.422169.63-191.67180.6-180.6191.67-169.63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列图。图4-7恒载作用下柱的轴力图4.2 活荷载作用下的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。梁端弯矩应进展弯矩调幅，乘以

14、调幅系数0.85.在力组合的表中进展跨中弯矩增大和梁端调幅计算。 方法同恒载作用下的力计算，计算过程见下列图。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活载作用下的力楼层 荷载引起的弯矩 弯矩引起的力AB跨BC跨CD跨AB跨BC跨CD跨VAVBVBVCVCVDVAVBVBVCVCVD顶层13.5-13.513.5-13.513.5-13.50.610.6100-0.61-0.615135-135135-135135-135-7.3-7.3007.37.3467.5-67.567.5-67.567.5-67.5-2.3-2.300

15、2.32.3394.5-94.594.5-94.594.5-94.5-5.19-5.19005.195.19294.5-94.594.5-94.594.5-94.5-5.19-5.19005.195.19楼层活荷载作用下的剪力AB跨BC跨CD跨VAVBVBVCVCVD顶层14.11-12.8913.5-13.512.89-14.11 5127.7-142.3135-135142.3-127.7465.2-69.867.5-67.569.8-65.2389.31-99.6994.5-94.599.69-89.31288.71-100.2994.5-94.5100.29-88.71图4-11活载载

16、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+32.42+126.23+32.42+1626+7.2627=1580.68KN 第5层重力荷载代表值G5 G5

17、恒+0.5活= (56.7+32.4+72.32)2+(113.4+32.4)2+1506+6.827+43.584 +0.567.52+1352+1356=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+1506+6.827+7.227+43.584 +0.533.752+67.52+67.56=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+1506+6.827+55.864 +0.547.252+94.52+94.56=2387

18、.67KN第2层重力荷载代表值G2 G2恒+0.5活=2387.67KN4、构造自震周期T1对框架构造，采用经历公式计算: T1=0.085n=0.0855=0.425s5、地震影响系数由=0.40s，T1=0.425s，T15，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T11.4，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力表4-3水平地震作用产生的框架力位置顶层1580.6819.230349.1717.97169.5第5层2479.8615.939429.8717.97220.2第4层 2278.1712.62870

19、4.9717.97160.3第3层2387.678.420056.4717.97112第2层2387.674.210028.2717.9756KNm1、各柱剪力值及反弯点高度层数柱号反弯点高度y5169.5A50.187()60 1.074()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.

20、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

21、(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力图，右地震作用下的框架力与左地震作用下的反号。图4-13水平地震(左震)作用下的框架力图弯矩图(单位：KNm)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 力组合5.1框架横梁力组合：由于是对称构造，所以只算左跨和中跨，右跨力与左跨反号。表5-1 KJ4的屋面框架梁(顶层)力组合表杆件截面位置力种类恒荷载活荷载重力荷载左震右震Mma*Mma* Vma*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+1.3-396.281.3

22、5+0.71.4V178.1514.11185.21-13.8813.88254.33跨中M295.7210.03300.741.2+1.4368.9B左M-371.88-25.8384.78-42421.35+0.71.4527.321.35+0.71.4V-221.19-12.89227.64-13.8813.88-311.24BCB右M-346.83-22.95-358.3157-571.2+1.3-504.071.35+0.71.4V194.6713.5201.42-14.914.9285.15跨中M175.9713.5182.721.2+1.4230.06C左M-346.83-22.

23、95-358.31-57571.2+1.3-504.071.35+0.71.4V-194.67-13.5-201.42-14.914.9-285.15表5-2 KJ4的框架梁(5层)力组合表杆件截面位置力种类恒荷载活荷载重力荷载左震右震Mma*Mma* Vma*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+1.3-688.31.35+0.71.4V174.53127.7238.38-34.0334.03360.76跨中M187.93188.52376.451.2+1.4489.44B左M-331.78-248-455.7

24、8-114.3114.31.2+1.3-695.5261.2+1.3V-186.67-142.3-257.82-34.0334.03-391.46BCB右M-312.95-225.07-425.49155.28-155.281.2+1.3-712.451.35+0.71.4V180.6135248.1-40.640.6376.11跨中M173.63168.25257.761.2+1.4443.91C左M-312.95-225.07-425.49-155.28155.281.2+1.3-712.451.35+0.71.4V-180.6-135-248.1-40.640.6-376.11表5-3

25、KJ4的框架梁(4层)力组合表杆件截面位置力种类恒荷载活荷载重力荷载左震右震Mma*Mma* Vma*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+1.3-774.1221.2+1.3V202.4365.2235.03-53.0253.02350.96跨中M239.5991.81331.41.2+1.4416.04B左M-393.4-124.66-455.73-148.07148.071.2+1.3-739.371.2+1.3V-223.57-69.8-258.47-53.0253.02-379.02BCB右M-370.

26、23-112.18-426.32201.2-201.21.2+1.3-773.141.2+1.3V21367.5246.75-52.652.6364.48跨中M203.4384.62245.741.2+1.4362.58C左M-370.23-112.18-426.32-201.2201.21.2+1.3-773.141.2+1.3V-213-67.5-246.75-52.652.6-364.48表5-4 KJ4的框架梁(3层)力组合表杆件截面位置力种类恒荷载活荷载重力荷载左震右震Mma*Mma* Vma*组合项组合值组合项组合值组合项组合值ABAM-265.49 -138.94-334.963

27、62.6-362.61.2+1.3-873.331.2+1.3V171.4289.31216.08-84.6984.69369.39跨中M201.86148.282761.2+1.4449.82B左M-335.72-175.67-423.55-285.24285.241.2+1.3-879.071.2+1.3V-189.78-99.69-239.63-84.6984.69-397.65BCB右M-315.18-164.93-397.65387.5-387.51.2+1.3-980.931.2+1.3V180.694.5227.85-101.31101.31405.12跨中M171107.362

28、24.681.2+1.4355.5C左M-315.18-164.93-397.65-387.5387.51.2+1.3-980.931.2+1.3V-180.6-94.5-227.85-101.31101.31-405.12表5-5 KJ4的框架梁(2层)力组合表杆件截面位置力种类恒荷载活荷载重力荷载左震右震Mma*Mma* Vma*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+1.3-863.011.2+1.3V169.6388.71213.99-83.7183.71365.61跨中M213.53154.74290.

29、91.2+1.4472.87B左M-335.72-175.67-423.55-269.07269.071.2+1.3-858.051.2+1.3V-191.67-100.29-241.82-83.7183.71-399BCB右M-315.18-164.93-397.65365.16-365.161.2+1.3-951.891.2+1.3V180.694.5227.85-95.4795.47397.53跨中M171107.36224.681.2+1.4355.5C左M-315.18-164.93-397.65-365.16365.161.2+1.3-951.891.2+1.3V-180.6-94

30、.5-227.85-95.4795.47-397.53-. z.5.2柱力组合：由于是对称构造，所以只算A,B两柱，C,D两柱的力与A,B反号。表5-6 5层柱力组合表柱截面力活载活载重力荷载左震右震/M/ma*及相应NNma*相应的MNmin及相应的MVma*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+1.3466.21.35+0.71.4429.951.2+1.3269.851.2+1.3466.2N-273.55-20.85-283.9813.88-13.88-358.82-389.73-322.73-35

31、8.82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+0.71.4-607.861.35+0.71.4-607.861.2+1.3-484.17-540.75N-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+1.3-188.011.35+0.71.4-41.791.2+1.3-188.011.2+1.3

32、-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+1.3103.661.35+0.71.423.071.2+1.3103.66103.66N-618.07-39.89-638.021.02-1.02-764.3-900.42-764.3-764.3柱截面力活载活载重力荷载左震右震/M/ma*及相应NNma*相应的MNmin及相应的MVma*及相应N组合项组合值组合项组合值组合项组合

33、值组合项组合值A柱上M148.41123.33210.08-150.06150.061.2+1.3447.171.35+0.71.4321.221.2+1.357.021.2+1.3447.17N-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+0.71.4-607.861.35+0.71.4-607.861.2+1.3-185.67-3

34、78.09N-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+1.3-345.421.2+1.4-24.891.2+1.3-345.421.2+1.3-345.42N-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+1

35、.3238.981.2+1.424.891.2+1.3238.98238.98N-1174.72-452.19-1626.917.59-7.59-1942.43-2042.73-1942.43-1942.43表5-7 4层柱力组合表表5-8 3层柱力组合表柱截面力活载活载重力荷载左震右震/M/ma*及相应NNma*相应的MNmin及相应的MVma*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+1.3532.621.35+0.71.4280.181.2+1.3-62.731.2+1.3532.62N-1014.

36、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+1.3-469.081.35+0.71.4-286.541.2+1.3-0.41-469.08N-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+1.

37、3-333.071.2+1.4-24.891.2+1.3-333.071.2+1.3-333.07N-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+1.3463.791.2+1.423.341.2+1.3463.79463.79N-1885.27-656.99-2213.777.17-7.17-2647.2-3182.11-2647.2-2647.2表

38、5-9 2层柱力组合表柱截面力活载活载重力荷载左震右震/M/ma*及相应NNma*相应的MNmin及相应的MVma*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+1.3556.261.35+0.71.4291.871.2+1.3-84.21.2+1.3556.26N-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

39、.52下M-182.62-95.56-230.4246.33-246.331.2+1.3-596.711.35+0.71.4-340.191.2+1.343.75-596.71N-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+1.3-601.691.2+1.4-23.341.2+1.3-601.691.2+1.3-601.69N-2401.45-945.68-2874.2923.79-23.79-3480.08-4205.69-34

40、18.22-3418.22剪力V5.763.07.26213.7-213.7286.5211.11286.52286.52下M12.086.3215.24448.77-448.771.2+1.3601.691.2+1.423.341.2+1.3601.69601.69N-2457.31-945.68-2930.1523.79-23.79-3547.1-4272.72-3485.25-3485.25表5-101层柱力组合表柱截面力活载活载重力荷载左震右震/M/ma*及相应NNma*相应的MNmin及相应的MVma*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.

41、99142.23-190.69190.691.2+1.3418.571.35+0.71.4291.871.2+1.3-77.221.2+1.3418.57N-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+1.3-690.851.35+0.71.4-1051.2+1.3520.16-690.85N-1886.75-587.52

42、-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+1.3-404.881.2+1.4-23.341.2+1.3-404.881.2+1.3-404.88N-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+1.3727.111.

43、2+1.411.671.2+1.3727.11727.11N-3031.24-1234.97-3648.7335.55-35.55-4332.26-5366.45-4332.26-4332.26-. z.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=60mmS=0.313=1- =1-=0.388b=0.55s=0.51+=0.91AS=4855.6mm245 =45=0.19%min=0.2% 满足最小配筋率取1025 双层布置，上下层各5根。跨

44、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： =0.160.1 不受此项限制取最小值作bf，即bf=3000mm1fcbfhf(-0.5 hf)=14.33000120(765-0.5120)=3603.6KNM355.5KNM 承载力满足要求。受压区高度*=-=765-=10.9mmAS=1558.7mm2取520钢筋 单层布置实际AS=1571mm245 =45=0.19%min满足最小配筋率斜截面承载力验算(左支)fc

45、=14.3N/mm2ft=1.43N/mm2 fyv=300 N/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 c=1.0=1.84V=405.12KN 截面抗剪满足验算是否需要计算配箍0.7 ftb h0=0.71.43400737.5=295.3KNsv,min 满足截面验算裂缝宽度Ate=0.5bh+( bf-b) =0.5400800+(3000-400)120=472000mm2te=0.003wlim=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

46、面不变还是800mm400mm,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)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： =0.160.1 不受此项限制取最小值作bf，即bf=3000mm1fcbfhf(-0.5 hf)=14.33000120120)=3616.5KNM355.5KNM 承载力满足要求。45 =45=0

47、.21%0.2% min=0.21%=0.77%min满足最小配筋率。截面验算裂缝宽度Ate=0.5bh+( bf-b) =0.5400800+(3000-400)120=472000mm2te=0.0050.01 取te=0.01deq=25mm保护层取25mm as=37.5mmh0=800-37.5=762.5mmMK=203.43+84.62=288.05KNMsk=176.9N/mm2=0.36裂缝宽度验算wma*=2.1(1.9c+0.08)=2.10.36(1.9250.08)=0.17mmwlim=0.2mm裂缝满足扰度验算由裂缝验算知te=0.0050.01 取0.01deq

48、=25mm sk=176.9N/mm2=0.36先计算抗弯刚度f=1.02=0.008=7.14(短期受弯刚度)BS=4.141014=2.0-0.4 =2.0Mq=203.43+0.584.62=245.74KNMB= BS=4.141014=2.231014扰度验算V=5.87mm1.0 取1=1.0因为l0/h=4.715 取2=1.0=1+12=1.008*=35.8mmbho=0.55670=368.5mm 属于大偏心受压配筋计算*=35.8mm1.0 取1=1.0 因为l0/h=4.715 取2=1.0=1+12=1.008*=44.8mmbho=0.55670=368.5mm 属

49、于大偏心受压 配筋计算 *=44.8mm1.0 取1=1.0 因为l0/h=4.715 取2=1.0=1+12=1.01*=38.9mmbho=0.55670=368.5mm 属于大偏心受压 配筋计算 *=44.8mm1.0 取1=1.0 因为l0/h=4.715 取2=1.0=1+12=1.008*=44.8mmbho=0.55670=368.5mm 属于大偏心受压 配筋计算 *=44.8mmmin=0.2% 全部纵筋：=0.8%0.6% 满足选用622，实际As=As=2280.6mm2柱 A层次 1 2 3 4 5截面尺寸700700700700700700700700700700组合上

50、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MKNm418.57690.85556.26596.71532.62469.08447.17607.86466.2607.86NKN2899.712996.742220.452287.491537.421604.45975.61152.2358.82448.56VKN264.14264.14274.52274.52238.5238.5250.09208.22236.65235.89e0mm144.35230.54250.5260.9346.44292.36458.3527.612991355.1eamm24242424242424242

51、424l0m4.24.24.24.24.24.23.33.33.33.3eimm168.35254.54274.5284.9370.44316.36482.3551.613231379.1l0/h6666664.74.74.74.711111111111211111111111.11.0671.0621.061.0461.0541.0221.0191.0081.008emm505.18591.59579.7621.99707.48653.44812.91882.081653.91710.1*(mm)289.7299.4221.8228.5153.6160.397.5115.135.844.8偏

52、心判断大大大大大大大大大大计算As=Asmm20.2%)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Mma*计算结果柱 A层次 1 2 3 4 5截面尺寸700700700700700700700700700700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MKNm291.87105291.87340.19280.18286.54321.22607.86429.95607.86NKN3047.473122.882364.272439.681890.681753.4710

53、93.391152.2389.73448.56VKN7575150.48150.48134.93134.93208.22208.22235.89235.89e0mm95.7733.6139.4260.9148.2163.4293.8527.61103.21355.1eamm24242424242424242424l0m4.24.24.24.24.24.23.33.33.33.3eimm119.7757.6163.4284.9152.2187.4317.8551.61127.21379.1l0/h6666664.74.74.74.711111111111211111111111.141.31.1

54、21.061.111.091.031.0191.0091.008emm456.6358.6503621.99488.94524.3647.33882.081457.31710.1*(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=Asmm2000896.973.240.2%)5201571mm5201571mm5201571mm520 1571mm6222280.6mm表6-2 A轴柱按Nma*计算结果表6-3 B轴柱按Mma*计算结果柱B层次 1 2 3 4 5截面尺寸70070070070070070

55、0700700700700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MKNm404.08727.11601.69601.69333.07463.79345.42238.98188.01103.66NKN4265.234332.33480.083547.12580.172647.21618.821942.43712764.3VKN202.3202.3213.7213.723923917717788.3988.39e0mm94.7167.8172.9169.6129.1175.2213.4123264135.6eamm24242424242424242424l0m4.24.2

56、4.24.24.24.23.33.33.33.3eimm118.7191.8196.9193.6153.1199.2237.4147288159.6l0/h6666664.74.74.74.711111111111211111111111.1451.091.091.091.111.0861.0451.0721.0371.067emm455.91529.06534.62531.02489.94536.3568.08477.6411.66490.29*(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A

57、s=Asmm201626.4665.73674.1000000.2%)6201885.2mm5201571mm5201571mm520 1571mm5201571mmB轴柱子按Nma*计算：由于B轴柱按Nma*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=68 查表得=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 V=236.65KN N上=358.82KN N下=411.12KN1.验算截面尺寸： h0=h-as=700-40=

58、640mm=0.94V=236.65KN 满足要求 2.验算是否需要计算配箍筋(上截面)：0.3fcA=0.314.3700700N=2102.1KNN下=411.12KN N上=358.82KN=2.5V=236.65KN可以按构造配箍验算是否需要计算配箍筋(下截面)： 0.3fcA=0.314.3700700N=2102.1KN358.82KN=2.5ftbh0+0.07N=1.43700660+0.07411.12=330.36V=236.65KN可以按构造配箍表6-4 A轴柱子斜截面承载力验算 表6-5 B轴柱子斜截面承载力验算柱 A层次 1 2 3 4 5截面尺寸7007007007

59、00700700700700700700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NKN2899.712996.742220.452287.491537.421604.45975.61027.9358.82411.12VKN264.14264.14274.52274.52238.5238.5250.09250.09236.65236.653333332.52.52.52.5是否需要计算配箍否否否否否否否否否否计算箍筋构造配箍构造配箍构造配箍构造配箍构造配箍构造配箍构造配箍构造配箍构造配箍构造配箍柱 B层次 1 2 3 4 5截面尺寸70070070070070070070

60、0700700700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NKN4265.234332.263418.223485.252598.812647.21618.821942.43712764.3VKN269.52269.52286.52286.52239.19239.1917717788.3988.393333332.52.52.52.5是否需要计算配箍否否否否否否否否否否计算箍筋构造配箍构造配箍构造配箍构造配箍构造配箍构造配箍构造配箍构造配箍构造配箍构造配箍框架柱最终配筋 柱子保护层取30mm ， A柱配筋：由规规定，当混凝土偏心受压构件的截面高度h600mm时，在柱的