钢筋混凝土多层框架结构课程设计计算书

1、一、设计资料1、建设地点：南方某城市郊区2、工程名称：某综合楼（底层为食堂，以上为宿舍）3、基本风压：0. 5kN/m24、地面粗糙类型：B类5、极端最高温度+38 ,极端最低温度+5 6、地质条件：地基承载力的标准值为220KPa,不考虑地下水的作用7、最大降雨量为：110mm/小时8、该地区抗震设防烈度为6度9、建筑物平安等级II级10、室内外高差0.450m,基础顶面到一层地面距离0. 600m。11、楼面和屋面采用现浇钢筋混凝土肋形楼盖结构，板厚、梁高、柱截面自定;12、屋面采用柔性防水，屋面恒荷载标准值（不包括现浇钢筋混凝土肋形楼盖自 重）为L9KN/m2；屋面为上人屋面，活荷载标准

2、值为2. OKN/m2；楼面恒荷载标准 值（不包括现浇钢筋混凝土肋形楼盖自重）为LOKN/m?。楼面活荷载标准值为2. OKN/m2o墙体采用灰砂砖,重度Y =18KN/m3,外墙贴瓷砖,墙面重4. 5KN/W, 内墙（180）面采用水泥粉刷，墙面重4. 04KN/m2；内墙（120）面采用水泥粉刷，标准层柱荷载楼面板传荷梁传荷墙传荷合计基础顶面荷载底层外纵墙自重基础梁自重合计活载顶层柱荷载3.0 x 14.974 = 44.922/c/V29.232/c/V98927 kN173.081/c/V； = 61.328/c/V； = 19219kN80.547/c/V屋面板传荷标准层柱荷载楼面板

3、传荷2.0 x 14.974 = 29.948/c/V2.0 x 14.974 = 29.948/c/V（4）B轴柱纵向集中荷载计算恒载顶层柱荷载屋面板传荷3.9 x 20.914 = 81.565/c/V梁传荷合计标准层柱荷载楼面板传荷梁传荷10.508AN92.164/c/V3.0 x 20.914 = 62.742/c/V10.508/c/V墙传荷合计基础顶面荷载内纵墙自重基础梁自重141.286/cN214.536/c/V16.228 x O.L不按翼缘高度考虑），即b/ = 2080mm。BC梁取 lo/3=838O/3=2793mm 与 b+sn=250+8400-360-135=

4、8155mm 中的较 小值（因为7坛=80/660=0.120.1,不按翼缘高度/1/考虑），即b/ = 2515mm。翼缘高度无，=80mm。正截面承载力计算如表所示。按T形截面计算截面AB梁跨中截面（4层）AB梁跨中截面（其他层）M(kN m)56. 37110. 84M(N mm)56367600. 00110836320.00abf h/ (h0 - -(N mm)1338725440. 001338725440. 00判别截面类型第一类T形截面第一类T形截面M as =. ?我1人比h。0. 00610.0120asb = 0.3836(Xs V sbOCs V sb=l-(l-2a

5、s)20. 00610.0120As = & b/hoajjfy307. 95607. 34(mm2)配筋率p = As/bh0. 2240%0. 4417%最小配筋率Pmin = 0.2% Pmin Pmin选择配筋率0. 2240%0. 4417%选择配筋面积（mn?）307. 95607. 34选择钢筋2C162C20实际配筋面积（加2）402628实际配筋率0. 2924%0. 4567%按T形截面计算截面BC梁跨中截面（4层）BC梁跨中截面（其他层）M (kN m)281.93430. 86M(N mm)281931120.00430857480. 00aJcbf hf (h0 f

6、) (N mm)2083224800. 002083224800. 00判别截面类型第一类T形截面第一类T形截面Mas =, 7h020. 01540. 0236a sb = 0.3836OCs V sbOts V sbS-(1-2%y0.01550. 0238As = W b/hoajjfy(mm2)1195. 861835. 24配筋率p = As/bh0. 6834%1.0487%最小配筋率Pmin 02%) Pmin Pmin选择配筋率0. 6834%1. 0487%选择配筋面积（mm?1195. 861835. 24选择钢筋4C204C25实际配筋面积（mn?）12561964实际配

7、筋率0.7177%1. 1223 %按矩形截面计算截面AB梁A端（4层）AB梁B端（4层）M (kN m)-43. 86-204. 33M(N mm)43864874.75204330452. 80M=na1fcbho0. 04040. 1882asb = 0.3836 Pmin选择配筋率0. 2000%0. 9045%选择配筋面积275. 001243. 66选择钢筋2C204C20实际配筋面积6281256实际配筋率0. 4567%0.9135%按矩形截面计算截面AB梁A端（其他层）AB梁B端（其他层）M (kN m)-120.39-304. 00M(N nun)120392027.153

8、03996691.10M ajcbfio0. 11090. 2799asb = 0.3836as Pmin Pmin选择配筋率0. 5067%1. 4479%选择配筋面积696. 771990. 80选择钢筋2C253C25+1C28实际配筋面积9822088实际配筋率0. 7142%1. 5185 %按矩形截面计算截面BC梁B端（4层）BC梁C端（4层）M (kN m)-236.16-169. 72M(N mm)236157207. 65169722703. 23Mas =7aJcbho0. 12990. 0933asb = 0.3836(Xs V Otsbots V a$b3-(1-2%产

9、0. 13960. 0981As= W bh()a/4(mm2)1068. 51751. 18配筋率p = As/bh0. 6106%0. 4292%最小配筋率Pmin = 2% Pmin Pmin选择配筋率0. 6106%0. 4292%选择配筋面积1068. 51751. 18选择钢筋4C203C20实际配筋面积1256942实际配筋率0.7177%0. 5383%3300 1 33003300 1 33003300 1 33003300 1 3300 . 3300 1 33003300 006600 图1.结构平面布置图1、结构体系选型：采用钢筋混凝土现浇框架结构体系。2、屋面结构：屋面

10、采用现浇钢筋混凝土肋形楼盖结构，板厚80。3、楼面结构：楼面采用现浇钢筋混凝土肋形楼盖结构，板厚80。三、框架计算简图及两柱线刚度1、确定框架计算简图框架的计算单元如图1所示，取轴上的一根框架计算。假定框架柱嵌固于 基础顶面，框架梁与框架柱刚接。由于各层柱尺寸不变，故梁跨等于柱截面形心 轴线之间的距离。底层柱高从基础顶面算至二层楼面，基础顶面标高为-0. 600m, 二层楼面标高为4. 000m,故底层柱高为4. 60m。其余各层柱高均为3. 60m。由此可 绘出框架计算简图，如图2。按矩形截面计算截面BC梁B端（其他层）BC梁C端（其他层）M (kN m)-443. 52-338. 84M(

11、N mm)443519367.78338835843.40MQ aifcbho0. 24390. 1863asb = 0.3836OCs Otsbots Pmin Pmin选择配筋率1.2434%0. 9095%选择配筋面积2175.961591. 54选择钢筋3C25+1C282C25+1C28实际配筋面积22141597实际配筋率1.2651%0.9126%斜截面承载力计算如表所示。截面AB梁A端（4 层）AB梁B端（4 层）AB梁A端（其 他层）AB梁B端（其 他层）V(kN)-90. 12117. 28-127. 18191.93V(N)90117. 00117276.80127181

12、.40191931.600.25Bcfcbh。(N)532312.50532312.50532312.50532312.500风 (N)140122. 50140122. 50140122.50140122. 50?lsv IZ - 0.7ftbhoSfyvO按构造配筋按构造配筋按构造配筋0. 28选择箍筋间距250250250250“su56. 44选择箍筋8 (2)8 (2)8 (2)8 (2)实际配筋面积101101101101配筋率0. 1616%0.1616%0. 1616%0. 1616%最小配筋率f0.24 箸=0.105%Jyv Pmin Pmin Pmin Pmin截面BC梁

13、B端（4层）BC梁C端（4层）BC梁B端（其 他层）BC梁C端（其 他层）V(kN)-275. 95149.90-512. 71246. 99V (N)275947. 20149899. 40512712.30246994.100.25Bcfcbh0(N)688875.00688875.00688875.00688875. 000.7回(N)181335.00181335.00181335.00181335. 00二，一。7九叫Sfyuh。0. 40按构造配筋1.390. 28选择箍筋间距250250100250sv99. 55139. 4769. 09选择箍筋08 (2)08 (2)010

14、(2)8 (2)实际配筋面积101101157101配筋率0. 1616%0.1616%0. 628%0. 1616%最小配筋率f0.24-= 0.105%Jyv Pmin Pmin Pmin) Pmin在主梁与次梁相交处，加六排附加箍筋8 （2） 50抗冲切破坏，验算其承 载力：mnfyvAsvl = 6 x 101mm2 x 270N/mm2 = 163620N 275.101kN进行吊筋计算：275.101kN- 163.620kN74=2 X 360N3，sin45。= 289mm选 2c12 (As = 226mm2)o2、框架柱截面设计A轴柱截面设计A轴柱选定截面尺寸450mm x

15、 450mm轴压比验算：底层柱 =1550.66/c/V轴压比曲=*=晨黑=04585 0.9(满足要求)JccJLO / X45UX43U截面尺寸复核取拆=450 40 = 410mmohw 410d =0.91 Vmax = 35.67kN满足最小截面尺寸要求考虑柱子同一截面分别承受正反向弯矩，采用对称配筋。Nb = aJcWbbh。= 1594.80/cN根据内力组合结果进行配筋计算正截面承载力计算第一组内力：Mmax = 48.85kN -m, N = 1265.45/c/VM1 46.98=0.96 0.9M2 48.85711/12 x 450 x 4503i= -= -= 129

16、.90y/A J 450 x 450lc4600Mi-=35.41 0,7乙弯矩增大系数其中%s = 1 +1300%s = 1 +晨0.5以 0.5 x 16.7 x 450 x 4501265.45 x 103=1.34一 x048.85 x 106 11265.45 x 1034600 9)2 x 1.34 = 1.75450因此，M = CmTnsM2 = 0.988 x 1.75 x 48.85 = 84.46/cN mM 84.46 Qen = =x 10J = 67mm N 1265.45匕=+ e0 = 67 + 20 = 87mm 3h0 = 123mmh450e = e；-

17、/ = 87 -I40 = 272mm22按小偏压计算。2Ne OASa.frbhr.(一四“/明1265.45 x 103 1.0 x 16.7 x 0.5176 x 450 x 4101265.45 x 103 x 272 - 0.43 x 1,0 x 16.7 x 450 x 4102(0.5176- 0.8)(410-40)+ 1.0 x 16.7 x 450 x 410+ 0.5176 = 0.45152, Ne O.5Qa1fcbhoAs = 4 =fy(hO a/)1265.45 x 103 x 272 - 0.4720 x (1 - 0.5 x 0,4720) x 1.0 x

18、16.7 x 450 x 4102360 x (410 - 40)=731 mm2按最小配筋率计算一侧纵向钢筋As = As = pminbh = 0.002 x 450 x 450 = 450mm2 全部纵向钢筋， Pminbh 0.0055 x 450 x 450=rmm = 557mms 22第二组内力：M = 34.38/c/V - m, Nmax = 1550.66/c/V%23.66= 0.688 0.9M2 34.38I 1/12 x 450 X 4503i = -= = 129.90、4 、450 x 450lc 4600-=35.41 i 129.90%34- 121乙=34

19、- 12 x (-0.688)= 42.256不需要考虑二阶效应M 34.38&= =x 10J = 22mm N 1550.66et = eQ + ea = 22 + 20 = 42mm 3h0 = 123mmh450e = ej-= 42 H40 = 227mm22按小偏压计算N - aJcWbbh。2Ne OA3a1fcbho&一哂狐一硝十 ”的+ & = 0.50862,Ne_f(l_0.5f)a/Mo4 = 4= 954 mmzfyh0 - a；)按最小配筋率计算一侧纵向钢筋As = As = pminbh = 0.002 x 450 x 450 = 450mm2全部纵向钢筋0.00

20、55 x 450 x 4507=557mmz第三组内力：M = 23.50kN rrif Nm/n = 152.34/cAf11.53=0.49 0.923.501/12 x 450 X 4503=129.90450 x 450lc4600%-=35.41 3/i0 = 123mmh450e =as = 174 H40 = 359mm22按大偏压计算Nx =20.27mm ajcb二4Ne - aJcbx(hQ -1)fy (h。 %)=-47 mm2按最小配筋率计算一侧纵向钢筋As = As = pminbh = 0.002 x 450 x 450 = 450mm2全部纵向钢筋， Pminb

21、h 0.0055 x 450 x 450=As = 557mm22根据计算结果，A轴柱截面选3c16 (4 = 4 = 603mm2)斜截面受剪承载力计算 剪力最大的内力组合M = 39.9 kN m, N = 946.22 kN, Vmax = 3567kN剪跨比人=奈=舞= &393,取入=31.75入 + 1.01.75入 + 1.0ftbhQ + 0.07N = 192.96/c/V Vmax=35.676N可不进行斜截面受剪承载力计算，按构造要求配筋。B轴柱截面设计B轴柱选定截面尺寸500mm x 500mm轴压比验算：底层柱= 3457.37 kN轴压比.=氏= S8281 0.9

22、(满足要求) 截面尺寸复核取拆=500 40 = 460mmohw 4601 =0.92 Vmax 满足最小截面尺寸要求考虑柱子同一截面分别承受正反向弯矩，采用对称配筋。Nb = aJcbbhQ = 1988.10/c/V根据内力组合结果进行配筋计算正截面承载力计算 第一组内力：Mmax = 211.44 kN m, N = 2371.63/c/V199.31 =0.94 0.9211.441/12 x 500 x 5003=144.34500 x 500lc3600%-=24.94 0,7“2弯矩增大系数= 1 +其中=0.88=0.88_ 0.5以 _ 0.5 x 16.7 x 500 x

23、 500一N -2371.63 x 10313600 9r)ns = 1 H；rx ()2 x 1.88 = 1.32 TOC o 1-5 h z 1300 f 211-44 X 106 + 20/4605002371.63 x 103),因此，M = CmrnsM2 = 0.982 X 1.32 X 211.44 = 274.08/c/V mM 274.082en = =x 10 = 116mmu N 2371.6361 = e0 + ea = 116 + 20 = 136mm O.3/io = 138mmh500e = 6j % = 136 H40 = 346mm22按小偏压计算。2Ne

24、OA3a1fcbhoG .2丽 Y) + aifcbh+ 匕=0.63282,Ne-l-O.5aJcbho4s = %s =77；：= 372 mm pminbhfy (% 一 %)按最小配筋率计算450mm2一侧纵向钢筋As = As = pminbh = 0.002 x 450 x 450 = 450mm2全部纵向钢筋4s = &pminbh 0.0055 x 450 x 4509 IILLILl L r Z=557mm第二组内力：M = 93.32 kN m, Nmax = 3457.37 kN93.32 =0.71 0.9130.671/12 x 500 x 5003=144.3450

25、0 x 500lc4600%-=31,87 34 12 J = 34 12 x (-0.71)=i144.34M2i )42.52不需要考虑二阶效应M 93.32 Qen = =x 10J = 27mmu N 3457.37Cj = e0 += 27 + 20 = 47mm O,3/io = 138mmh500e = , H% = 47 H40 = 257mm22按小偏压计算。N - aJcWbbh。gzNe 0.43% 入 Mn+ 2 = 1.05092，Ne - f (1 一 0.5f)%帅0As = As = 49 mmz 0,9M2 113.461/12 x 500 x 5003=14

26、4.34500 x 500lc3600%-=24.94 0.7乙弯矩增大系数九s = 1 +其中0.5fcA 0.5 x 16.7 x 500 x 500256.09 x 103.=8.1514,800图2.计算简图2、框架梁柱的线刚度计算对于中框架梁取21。AB跨梁13.15 x 107 x 2 X x 0.25 x 0.553EI12A?ab 梁= = 330 x id kN mI6.6BC跨梁3.15 x 107 x 2 x x 0.25 x 0.73EI12/汨=,=5.36 x IO,kN mBC/、 i8.4A、C轴底层柱3.15 x 107 x x 0.45 x 0.453EI1

27、2/恤层柱=/ =46= 2.34x 10 kN-mA、C轴2、3、4层柱i3.15 x 107 x x 0.45 x 0.453EI124L n 4尸件=.=2.99 x IO,kN , mN、3、4居仕I36Tlns = 1 H7105.06 x 106JL J U yJ I256.09 x 103Tlns = 1 H7105.06 x 106JL J U yJ I256.09 x 1033600 9rx ()2 x 8.15 = 1.35+ 20/460500因此，M = CmrnsM2 = 0.976 x 1.35 x 105.06 = 138A3kN mM 138.43 aen =

28、=x 10J = 1317mm N 105.06ei = eQ + ea = 1317 + 20 = 1337mm O.3/io = 138mmh500e = ej-as = 1337 H40 = 1547mm22按大偏压计算。Nx =12.58mmajcbNe a1fcbx(3,取入=31 75:九四 + 0.07N = 322.16/c/V Vmax = 115.82/c/VX + 1.0可不进行斜截面受剪承载力计算，按构造要求配筋。C轴柱截面设计C轴柱选定截面尺寸450mm x 450mm轴压比验算：底层柱4a% = 1919.71 kN轴压比的=*= 0,5677 0.9(满足要求)

29、/ fcAc 16.7x450 x450L 截面尺寸复核取拆=450 40 = 410mmohw 410=0.91 Vmax = 90.17 kN满足最小截面尺寸要求考虑柱子同一截面分别承受正反向弯矩，采用对称配筋。Nb = aJcWbbh。= 1594.80/cN根据内力组合结果进行配筋计算正截面承载力计算第一组内力：Mmax = 186.36/c/V 租，N = 1380.97 kN%176.711 = 0.95 0.9M2 186.36I 11/12 x 450 X 4503i = -= = 129.9014 J 450 x 450lc3600Mi-=27,71 0.7%弯矩增大系数其中

30、1.22_ 0.5fcA _ 0.5 x 16.7 x 450 x 450一N -1380.97 x 1034 ns = 1 +36001300/ 186.36 x 1061380.97 x 103450）2x 1.22 = 1.16因此，M = CmrnsM2 = 0.985 x 1.16 x 186.36 = 212.93/c/V m因此，M = CmrnsM2 = 0.985 x 1.16 x 186.36 = 212.93/c/V mM 212.93 aen = =x 105 = 154mmu N 1380.97= eQ + ea = 154 + 20 = 174mm 3/i0 = 1

31、23mmh450e =as = 174 H40 = 359mm22按大偏压计算。Nx =184mm a J*Ne - abx 一 克Ne - abx 一 克fy （八 o 一 4 ）=421 mm2按最小配筋率计算一侧纵向钢筋As = As = pminbh = 0.002 x 450 x 450 = 450mm2按最小配筋率计算一侧纵向钢筋As = As = pminbh = 0.002 x 450 x 450 = 450mm2全部纵向钢筋Pmi/nbh2Pmi/nbh20.0055 x 450 x 450=557mm2第二组内力：M = 322kN m, Nmax = 1919.71 kN

32、第二组内力：M = 322kN m, Nmax = 1919.71 kN/ _ 3.22M2 57.69/ _ 3.22M2 57.69=0.056 34- 1234- 12 x （-0.056）= 34.672i129.90M217需要考虑二阶效应 截面偏心距调节系数%Cm = 0.7 + 0.3Cm = 0.7 + 0.3x J = 0.7 + 0.3 x 0.056 = 0.717 0.7M2弯矩增大系数其中年 TIS = 1 + 1300如s = 1 +0.5 0.5 x 16.7 x 450 x 4501919.71 x 103=0.88因此,M = C7nqz1sM257.69 x

33、 1061919.71 x 1034600 9）2 x 0.88 = 1.584500.717 x 1.58 x 57.69 = 65.35/cN mM 65.35&en = =x 10J = 34mm N 1919.714=e（）+ e。= 34 + 20 = 54mm 3h0 = 123mmh450e = e； Hg = 54 H40 = 239mm22按小偏压计算N - aJXbbh。2Ne 0.43a/b/in+ & = 0.60112Aa = 543按最小配筋率计算一侧纵向钢筋As = As = pminbh = 0.002 x 450 x 450 = 450mm2全部纵向钢筋a =

34、 a f = Pminbhs _ s _ 20.0055 x 450 x 450?第三组内力：M = 97.35kN m, Nmin = 193.00 kN85.23M2 97.35=0.88 0.91/12 x 450 X 4503450 x 450129.90lc3600%-=27.71 3/i0 = 123mmh450e = e；-a. = 524 H40 = 709mm22按大偏压计算Nx =25.68mm a J*Ne-ajcbx-)4 =4 = 452mmfyo a；)按最小配筋率计算一侧纵向钢筋As = As = pminbh = 0.002 x 450 x 450 = 450m

35、m2全部纵向钢筋=557mmzAs = AQminbh 0.0055 x 450 x 450Q=557mm根据计算结果，A轴柱截面选3c16 (4 = 4 = 603mm2)斜截面受剪承载力计算 剪力最大的内力组合M = 167.31/c/V-m, N = 1375.69 kN, Vmax = 90.17 kN剪跨比人选=舞=a393,取入=31.75入 + 1.0ftbhQ + 0.07/V = 223.03/cN Vmax=90.17 kN可不进行斜截面受剪承载力计算，按构造要求配筋。B轴底层柱1l, 3.15 x 107 x x 0.50 x 0.503EI12A底层柱=-=获=357义

36、10 kNmB轴2、3、4层柱13.15 x 107 X x 0.50 x 0.503EI12九2、3、4层柱=7 =-=生56 X10 fc/V-mI3.0另U轴2、3、4层柱= 1.0,那么其余各杆件的相对线刚度如图2所示，作为计算各节点杆端弯矩分配系数的依据。四、荷载计算1、恒载标准值计算(1)屋面屋面自重0.08 x 25 + 1.9 = 3.9/c/V/m2楼面楼面自重0.08 x 25 + 1.0 = 3.0/cN/m2 梁700mm x 250mm梁自重(0.70 - 0.08)x 0.25 x 25 = 3.875/cN/zn梁侧抹灰(0.70 - 0.08)x 0.015 x

37、 17 x 2 = 0.316/c/V/m合计4.191/c/V/m(4) 梁550mm x 250mm梁自重(0.55 - 0.08)x 0.25 x 25 = 2.938fcN/m梁侧抹灰(0.55 - 0.08)x 0.015 x 17 x 2 = 0.240/cN/m合计3.178/cN/m 梁500mm x 250mm梁自重(0.50 - 0.08)x 0.25 x 25 = 2.625/cN/m梁侧抹灰(0.50 - 0.08)x 0.015 x 17 x 2 = 0.214/cN/m合计2.839/cN/m(6) 梁450mm x 250mm梁自重(0.45 0.08)x 0.2

38、5 x 25 = 2.313fcN/m梁侧抹灰(0.45 - 0.08)x 0.015 x 17 x 2 = 0.189fc/V/m合计2.502fc/V/m 基础梁500mm x 250mm梁自重0.50 x 0.25 x 25 = 3.125fc/V/m(8) A、C轴柱柱自重柱面抹灰合计(9)B轴柱0.45 x 0.45 x 25 = 5.063/c/V/m0.45 x 0.015 x 17 x 3 = 0.344/c/V/m5A07kN/m柱自重柱面抹灰合计(10)外纵墙(标准层)0.50 x 0.50 x 25 = 6.25fc/V/m0.50 x 0.015 x 17 x 3 =

39、0.383/c/V/m6.633fc/V/m墙自重外墙贴瓷砖铝合金玻璃窗合计(11)外纵墙(底层)0.9 x 0.18 x 18 = 2.916fc/V/m4.5kN/m0.45/cN/m7.866/cN/m墙自重4.6 - 2.1 - 0.55 - 0.4; x 0.18 x 18外墙贴瓷砖=5.022/c/V/m铝合金玻璃窗4.5/c/V/m合计0A5kN/m9.972/cN/m(12)内纵墙(标准层)墙自重3.6-0,5； x 0.18 x 18 = 10.044fc/V/m4.04/cN/m0.2kN/m14.284/c/V/m水泥粉刷木门合计(13)内纵墙(底层)墙自重水泥粉刷木门合计(14)内隔墙(标准层)4.6 - 0.5 - 0.4; X 0.18 x 18 = 11.988f