建筑设计 计算书

1、第1章建筑设计1.1设计题目某学院综合办公楼0mX15m1.2设计资料1.2.1建筑设计原始资料1、建筑地点：西南城市某学院校区内2、建筑层数：主体五层。1.2.2气候条件1、气温：室外平均气温最冷例C,最热月30C。2最大冻土深度：不考虑。3降雨情况：年降雨量051.5mm，最大降雨强度11.0mm/小时。4风向、风压：夏季主导风向是北偏西，基本风压剧KN/tf。5、基本雪压：不考虑。6、地震烈度：基本地震烈度为，建筑场地类别二类。1.2.3工程地质条件地基承载力为210N/m m2.1.2.4材料供应据调查，该城市材料供应及施工技术水平均能满足本工程的需要。由市建筑公司承担施工， 施工技术

2、和水平较高砖为MU7.5MU1渺浆M5M10砼为C10-C40；钢筋为一二级。第2章结构设计2.1结构的选型和布置2.1.1结构选型本建筑是一栋五层的办公楼，使用框架结构。因为框架结构适宜于平面布置简单、规则 、对称的结构。而且三层的建筑用框架结构房间布置比较的灵活，受力简单明了，计算时用 分层法和0值法也比较的简便。故采用框架结构。2.1.2结构布置1、办公楼的柱距（开间）取2皿如平面布置图所示。2、承重框架方向根据柱的布置，可以初步确定纵、横双向都要布置主要的承重框架，此时双向框架均承 受楼面荷载和水平荷载。由于我们在布置板时采用纵向，荷载向横向柱传递，故在计算时还 是采用横向布置近似计算

3、。3、梁系布置在柱上布置主梁，即主梁的跨度为柱距应m.然后考虑到板的最大跨度不能超4业m 故在主梁中间又横向布置了次梁，来传递板的荷载。如结构图所示。4、计算板的配置板的型号表示为fKB XX X X其中YKB是预应力空心板*乂标志板的长度，X标志 板的宽度，X标志荷载等级代号。我们在选板时，就是要选好板的型号，还有板的方向和计 算板的数量。2.2结构荷载计算2.2.1框架计算简图及梁柱线刚度计算1、确定框架计算简图取框架结构电根框架计算。该框架结构为纵横双向结构假定框架柱嵌固于基础顶面，框架梁玉柱固结。各层柱的截面尺寸不变，两跨等于柱截面轴心之间的距离，底层柱高为基 础顶面至二楼面，基础标高

4、根据地质条件，室内外标差定米，二层楼面标高为.6米， 故底层柱高3.9米，其他各层柱高从楼面算至上一层楼面，均!为米。框架梁跨度L=7200mm TOC o 1-5 h z 一一一一 11、梁截面高度:虬= 一 L=900mm600mm 取h=600mmb 18 12 Jb一 (11 一梁截面宽度:bb= 3 h=450mm300mm 取 bb=250mm框架梁截面尺寸均为bXhb=250mnX600mm一、一一 一 ri i b柱截面高度:hc= g 15 H=783mm313mm 取hc=500mm柱截面宽度:bc=h=500mm中间柱的截面尺寸为bc x hc=500mm 500mm边柱

5、截面尺寸为：bc x hc=500mm 600mm3、框架梁柱线刚度计算混凝土均采用230 (E=29.5x 106kN/m)梁柱线刚度计算如下：梁的线刚度:ib=EI/L=2.95x 107x0.25x0.72/ (12x7.2) =22.125k 103kN/m1 层柱线刚度:ic1 边=E/H=2.95k 107x0.5x0.72/ (12x 3.9) =68.1x 103kN/mii = EI/H=2.95k 107x0.5/ (12x3.9) =39.4x 103kN/mc1中 c25层柱线刚度: s = EI/H=2.95k 107x0.54/ (12x3.6) =42.7x 10

6、3kN/m c25 c4边=EI/H=2.9夕107x 0.5x 0.63/ (12x 3.6) =73.8x 103kN/m相对线刚度计算：取梁的相对线刚度为则ic1边 =3.08 ic1 中=1.78ic25F93 匚25边=3.34中2.2.2荷载计算1、恒载标准值计算竖向荷载计算：屋面恒载：三油两毡防水层0.3kN/m20mm厚水泥砂浆找平层0.4kN/m40mm后水泥石灰焦渣砂浆%0找平 0.56kN/m预应力空心板自重及灌缝重0.12x 25=3.0kN/m板底抹灰粉刷0.4kN/m共计4.66kN/m天沟自重（伸出墙外.5m）3.0kN/m楼面恒载： 水磨石地面0.65kN/m预

7、应力空心板及灌缝重3.0kN/m板底粉刷0.35kN/m共计4.0kN/m梁自重：bb x hb=250mm 600mm自重25x 0.25x 0.6=3.75kN/m抹灰层10mm厚砂浆0.01x 0.9x 2 x 17=0.306kN/m共计4.056kN/m柱自重：bc x hc=500mnx 500mm自重25x 0.25=6.25 kN/m抹灰层10mm厚砂浆0.01x 2 x 17=0.34kN/m共计6.59kN/mbc x hc=500mm 600mm自重25 x 0.3=7.5kN/m抹灰层10mm厚砂浆0.01x 2.2x 17=0.374kN/m共计7.874kN/m墙体

8、自重：内墙外墙均采甩40mm厚度自重0.24x 3.9x18=16.85kN/m抹灰层10mm厚砂浆0.01x 17x 2x 3.9=1.326kN/m自重18.176kN/m2、活载标准值屋面活载（不上人屋面）0.5kN/m雪载0.35 kN/m取上两个的最大值2.0kN/m楼面标准值办公区2.0kN/m走廊2.5 kN/m3、竖向荷载集中力计算（1）屋面恒载集中力计算天沟传递A、E柱集中力3.0 x 6.0=18kN横次梁自重引晶、E柱集中力4.056x 3=12.168kN横次梁自重引趣、C、D柱集中力4.056x 6=24.336kN横次梁承担屋面恒载引起、E柱集中力(6-0.3-0.

9、25 x 3x4.66x 0.5=38.1kN横次梁承担屋面恒载引起、C、D柱集中力(6-0.3-0.25 x 3x 4.66=76.89kN纵向框架梁引SA、B、C、D、E柱集中力4.056x 6=24.336kN屋面均布荷载 4.66x 3+4.056=18.036kN(2)楼面恒载集中力计算横次梁自重引SA、E柱集中力4.056x3=12.168kN横次梁自重引趣、C、D柱集中力4.056x6=24.336kN墙自重引缺、D、E柱集中力18.176k (6-0.5) =99.968kN横次梁承担楼面恒载引起、E柱集中力0.5x (6-0.25-0.) x 3 x 4=32.7kN横次梁承

10、担楼面恒载引起、C、D柱集中力(6-0.5) x 3 x 4=66kN1/c次梁及墙自重引起集中力18.176k 3+4.05& 3=66.696kN1/c次梁及墙自重引起、D柱集中力66.696k 0.5=33.348kN楼面均布荷载4x 3+4.056=16.056kN(3 )活载集中力计算屋面活载3 x 6 x 0.5x 0.5=4.5kN3x 6x 0.5=9kN3 x 0.5=1.5kN屋面活载引起、E柱集中力屋面活载引起3、C、D柱集中力均布活载楼面活载3 x 6 x 2 x 0.5=18kN3x6x2=36kN3 x 6 x 2 x 0.5+19.125=37.125kN3x 6

11、 x 2x 0.5+21.375=39.375kN屋面活载引起、E柱集中力屋面活载引起3柱集中力屋面活载引起2柱集中力屋面活载引起3柱集中力均布活载2x3=6kN2.5x 3=7.5kN从A到1/C处从1/C到E处4、各交点所受集中力计算(1)屋面部分屋面A、E柱集中力=天沟自套横次梁自重纵梁自套屋面恒载=18+12.168+38.1+4.0566=92.604kNB、C、D柱集中为横次梁自重引起3、C、D柱集中力纵梁自莓横次梁承担屋面恒载引 起B、C、D柱集中力=24.336+4.0566+76.89=125.562kN(2)楼面部分楼面A、E柱集中力=横次梁自重+纵梁自重+墙自重+横次梁承

12、担楼面恒载引起、E柱集中 力+柱自 1=4.056k 6+12.168+99.968+32.7+7.873.6=197.52kNB柱集中力=横次梁自重+纵梁自重+墙自重+横次梁承担楼面恒载引趣 柱集中力+柱自重 =24.336+4.05反 6+66+6.059( 3.6=138.556kNC柱集中左横次梁自虱纵梁自虱墙自重+横次梁承担楼面恒载引起 柱集中力柱自重 =24.336+4.05( 6+66+6.059( 3.6+33.348=171.903kND柱集中丹横次梁自虱纵梁自鑫墙自重+横次梁承担楼面恒载引趋 柱集中力柱自重=24.336+4.05( 6+66+6059 3.6+33.348

13、+99.969=271.871kN横梁均布4.056+4 3=16.056kN5、风荷载计算基本风压0.3kN/M风振系数Bz=1.0风载体形系数u=1.3s风压高度变化系数U(地面粗糙程度按类)，查表知：z离地面高度4.28.112uz111.063 = 1.0 x 1.3x(1.06 +1)/2x0.3x3.9x6 = 9.40kNF 2 = 1.0 x 1.3x(1 +1)/2x0.3x3.9x6 = 9.13kNF = 1.0 x 1.3x (1 +1)/2x 0.3x 4.05 x 6 = 9.48kN kw166.696197.52图2-3恒载作用下计算简图05666.696197

14、.522.3框架内力计算所有荷载值采用标准值计算，竖向荷载作用下内力计算采用分层法，水平荷载作用的内 力采用D值法。2.3.1竖向恒荷载计算最后的弯矩图如下:图2-5a恒载作用下弯矩图图2-5b恒载作用下剪图BEQ3L翎.1，2D.P56.814.3213620470 DI-7C4J6-20.0220.91B.92+ 4932.9735309.73i35.P539.67图2-5c恒载作用下轴力图-a.so13.117-d3B,521042 3 J4.513S9.3P-632.ee2.3.2竖向活载计算考虑活载不利位置，本例将活载作用下内力KB跨布置活载、BC跨布置活载、CD 跨布置活载和DE跨

15、布置活载分别计算，他们的弯矩图、剪力图和轴力图如下： 活荷载作用于AB跨内力图：J4541J 1111 V v V Vv if1111S1二1.川 hC61疝t77/1*j /厂r / zJ zJ ? J . / J kJ 7r . a r zJl/ j图2-6a活载作用在AB跨荷或图U2 口顶D.L7|口| 血做LUO-0.16口3*| COSa he coe：-ii.Jl3F-fl.3302L-D.2103S EflW-Ci 31互即）.45图2-6b活载作用在AB跨弯矩图图2-6c活载作用在AB跨剪力图图2-6d活载作用在AB跨轴力图图2-7a活载作用在BC跨荷或图图2-7b活载作用在B

16、C跨弯矩图0.09O.LiO-0.0618.01142田3土_ 1I2.81-4.500U.4313u-0.4518 01!907xlX；115-017.990.470.02,27U-0.4r1-J*2253.-0 i-n.pyQ.Q204 5000000000.0图2-7c活载作用在BC跨剪力图图2-7d活载作用在BC跨轴力图1.5b177/57.12567.5/9.37517/57.1256 /!59.375I”/7/777/7/7/7/图2-8a活载作用在CD跨荷或图4.38-4.37图2-8b活载作用在CD跨弯矩图图2-8c活载作用在CD跨剪力图图2-8d活载作用在CD跨荷或图J.59

17、.5|19/V/zZ图2-9a活载作用在DE跨荷或图图2-9b活载作用在CD跨弯矩图4 54图2-9c活载作用在CD跨剪力图图2-9d活载作用在CD跨轴力图2.3.3水平荷载作用下内力计算1、D值计算及各柱剪力分配。见表5.1。其中：D =a 12c ； V. =gj 鼠。(i层数;j、B、C、D轴柱)ij2、反弯点高度地。见表5.3。y = y + y + y + y ,反弯点高度为h。0123由表5.1的剪力值和衣.2反弯点高度，可以求出柱端弯矩值=(1 - y) hV ； 上jM下=yhV.。利用节点内力平衡条件，按梁线刚度比例可求出梁端弯矩值。左风作用下框架内力图如窗.9所示，与该图相

18、反取值即为右风作用下内力值。表2-1 D值计算磨力分配层数A柱B柱C柱D柱KacDKacDKacDKacD三0.3660.1500.3202.1000.5100.3802.1000.5100.3802.1000.5100.380二0.3660.1500.3202.1000.5100.3802.1000.5100.3802.1000.5100.380一0.4950.4000.3502.8380.6900.2102.8380.6900.2102.8380.6900.210层数E柱%(KN)柱剪力(KN)KacDVAVBVCVDVE三0.3660.1500.3201.78026.1604.7005.

19、5805.5805.5804.700二0.3660.1500.3201.78034.4706.2007.3607.3607.3606.200一0.4950.4000.3501.33043.72011.5106.9006.9006.90011.510表2-2反弯点高度的计算柱号层数yoa1y1a2y2a3y3yhyh柱A三0.451010100.453.91.76二0.5510101.350.040.593.92.18一0.75100.74-0.0200.734.73.43柱B三0.501010100.503.91.95二0.5010101.3500.503.91.95一0.58100.7400

20、0.584.72.73柱C三0.501010100.503.91.95二0.5010101.3500.503.91.95一0.58100.74000.584.72.73柱D三0.501010100.503.91.95二0.5010101.3500.503.91.95一0.58100.74000.584.72.73柱E三0.451010100.453.91.76二0.5510101.350.040.593.92.30一0.75100.74-0.0200.734.73.412.4内力组合各种荷载情况下的框架内力求得后，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

21、在内力组合之前对竖向荷载作用下的内力进,行调幅 乘以调幅系数0.8。分别考虑恒荷载和和荷载由可变荷载效应控制的组合和由永久荷载效应 控制的组合，并比较两种组合的内力，取最不利者。由于构件控制截面的内力值应取自支座 边缘处，为此，进行组合前应先计算各控制截面处段座边缘处内力值。梁支座边缘处的内力值：bM边=M - V -万式中：肱边支座边缘截面的弯矩标准值;V支座边缘截面的剪力标准值；边M梁柱中线交点处的弯矩标准值；V与M相应的梁柱中线交点处的剪力标准值;q梁单位长度的均布荷载标准值；b梁端支座宽度（即柱截面高度）柱上端控制截面在上层的梁底，柱下端控制截面在下层的梁顶。按轴线计算简图算得的 柱端

22、内力值，宜换算到控制截面处的值。有些值相当小时，为了简化起见，就采用了轴线处 内力值，这样算得的钢筋用量比需要的钢筋用量略微多了一点。内力组合表2.4-1表 2.4-20见附录。2.5截面设计与配筋计算查规范得：混凝土强度C30fc=14.3N/mm ft=1.43N/mm ftk=2.01N/mm钢筋强度HPB235HPB400& J” 1 + LE, 8 cufy=210N/mmfy=360N/mm0.8360-fyk=235N/mmfyk=400N/mm=0.5181+2 X105 X 0.00332.5.1框架梁截面设计与配筋计算1、正截面受弯承载力计算梁AB （顶层）：跨中截面M=4

23、2.04kN.mMa f bh21 c 042.04 X1061.0 X14.3 x 250 x 5652=0.037& = 1 -J1-2a = 1 -J1-2 x 0.037 = 0.038 匕(V - 0.7 fbh ) 83110 - 0.7 x1.43 x 250 x 565 八1.25 x 210 x 565b1= 01.25 f h0按构造要求配箍筋，取双肢箍200。梁AB、梁BC、梁CD和梁DE各截面的斜截面受剪承载力配筋计算见下表表2-5框架梁斜截面配筋计算层数计算公式梁AB梁BC梁CD梁DE顶层Vb(kN)81.21085.60084.40083.8000.7ftbh014

24、1.600141.600141.600141.600Asv/S0000实配箍筋2 8 2002 8 2002 8 2002 8 200加密区（梁端0.9m）2 8 1002 8 1002 8 1002 8 100其他层Vb(kN)84.55082.660128.60080.8000.7ftbho141.600141.600141.600141.600Asv/S0000实配箍筋2 8 2002 8 2002 8 2002 8 200加密区（梁端0.9m）2 8 1002 8 1002 8 1002 8 1003、裂缝宽度验算裂缝宽度验算时，要求框架各梁按荷载效应的标准值组合并考虑长期作用影响的最

25、大裂 缝宽度不大于规范规定的裂缝宽度限值。规范规定的裂缝宽度限值可查得网 现以一 层的AB梁的A支座为例，说明裂缝宽度验算的方法查得该截面正常使用极限状态下的荷载 效应组合值为:M58.387 kN.mb = = 7L670 x106 = 241.79N / mm2sk 0.87h0 A0.87 X 565 x 603p =金=603= 0.01te A 0.5 X 250 X 600te中=1.1 0.65 = 1.1 - 0.65 x201=0.560pb.0.01 x 241.79Z nd 23 X162d = = 16mmeq 乙 nv d 3 X 1.0 X16i i ia =2.1

26、w =a 中二(1.9c + 0.08 = 2.1x0.560 x 241.79 x(1.9x27 + 0.08x丛) maxcr* EP2 X1050.01ste=0.213mm w = 0.3mm满足抗裂缝要求。梁AB、梁BC、梁CD和梁DE各截面的裂缝宽度验算见下表：表2-6框架梁裂缝宽度验算层数计算公式梁AB梁BC支座左截面支座左截面-1跨中截面支座右截面跨中截面支座右截面5Mk(kN.m)46.17540.51657.87060.03038.37056.660b155.784136.692195.240202.527129.451191.158skPl0.010.010.010.01

27、0.010.01te 中0.2610.1440.4310.4550.0910.417d161616161616aee2.12.12.12.12.12.1crw0.0640.0310.1320.1450.0180.125标准层Mk(kN.m)57.88035.79054.25056.32032.80063.950b195.274120.747183.027190.011110.660215.752skp0.010.010.010.010.010.01te中0.4310.0180.3860.412-0.0810.494d161616161616eq a2.12.12.12.12.12.1crw0.

28、1320.0030.1110.123-0.0140.1681Mk(kN.m)58.39037.57058.57057.22032.66070.400b196.994126.752197.601193.047110.187237.513skp0.010.010.010.010.010.01矿0.4370.0690.4390.423-0.0860.550d161616161616eq a2.1002.1002.1002.1002.1002.100crw0.1350.0140.1360.128-0.0150.205表2-7框架梁裂缝宽度验算层 数计算公式梁CD梁DE支座左截而跨中截面支座右截而支座左

29、截而跨中截面支座右截而5Mk(kN.m)59.28036.57059.80055.92041.01047.730b199.997123.379201.751188.661138.358161.030skL0.010.010.010.010.010.01评0.4470.0410.4520.4070.6200.289d161616161616eq a2.12.12.12.12.12.1cr w0.1400.0080.1430.1210.1350.073标准层Mk(kN.m)100.12088.470100.17064.01033.55056.290b337.781298.477337.950215

30、.955113.190189.909skp0.010.010.010.010.010.01甘0.7130.6620.7130.495-0.0540.412d161616161616aeq2.12.12.12.12.12.1crw0.3780.3110.3790.168-0.0100.1231Mk(kN.m)100.88062.790100.60049.48034.15055.110b340.346211.839339.401166.934115.214185.928skp0.010.010.010.010.010.01成0.7160.4830.7150.317-0.0340.397d16161

31、6161616eqa2.1002.1002.1002.1002.1002.100crw0.3830.1610.3810.083-0.0060.1162.5.2框架柱截面设计与配筋计算1、轴压比验算A轴柱：底层柱 Nmax=927.178kNN927.178x103*轴压比 rn = = 143 500 600 = 0-21611.05 匕 I 14.3 500 600则A轴柱的轴压比满足要求其他轴柱的验算如表表2-8框架柱轴压比验算A轴柱B轴柱C轴柱D轴柱E轴柱Nmax(KN)927.1781195.6241385.9141681.779964.178b(mm)500500500500500h

32、(mm)600500500500600fc(N/mm)14.314.314.314.314.3r N0.2161.050.2791.050.3231.050.3921.050.2251.052、截面尺寸的复核A轴柱:取h=600-35=565mm,|V|max=25.229 KN因为 hw/b=565/500=1.1325.229 KN满足要求。C C 0其余柱的计算如下表所示表2-9框架柱截面尺寸复核A轴柱B轴柱C轴柱D轴柱E轴柱b500500500500500h600500500500600V36.10518.16229.59233.08835.287hw/b1.130.930.930.9

33、31.130.25fcbho1009.94831.19831.19831.191009.94VmaxVmaxVmaxVmaxVmax3、正截面受弯承载力的计算柱在同一截面分别承受正反向弯矩，故柱正截面采用对称。A 轴柱：N=afbh E =1.0 x 14.3 x 500 x 565 x 0.518 = 2092.591kNb 1c 0 b一层:选M大或N大的组合，最不利的组合M=46.667kN.m,N=927.17kN和M=65.548kN.m N=855.845 KN第一组内力:M=46.667 kN.m,N=927.178 kN弯矩中由风荷载产生的弯矩5%低柱的计算长度0=1.25H=

34、5.875meo=M/N=46.667/927.178=50.3 mme =max(20,h/30)= max(20,600/30)=20mme =e+e=70.3 mmi 0 aV0.5fA/N=0.5x14.3x 0.5x 600/927.178 =2.313 1c.取 E=1.01l/h=5.875/0.6=9.791150.取 E=1.02.门=1 +f 1400e / h0 h )& = 1+1 21400 x 70.3/565(5.875 2x1.0 x1.0 = 1.550e =ne + h/2 - a =1.550 x 70.3 + 600/2 - 35 = 372.555 m

35、mi.N 匕 a fbh. g = b-e0+ g = 0.234 1c.取 g=1.01l/h=5.875/0.6=9.791150.取 g=1.02.门=1 +1f 匕gg 1400e./ h0 h ) 1211 f 5.875 V=1 +1400 x59.767/565 0.6 )x 1.0 x 1.0 = 1.647e =ne + h/2 a =1.647 x 59.767 + 600/2 35 = 363.436 mmi.&1555.867 x 10314.3 x 500 x(565 35)=0.411 1c.取 E=1.01l/h=4.875/0.6=8.125150.取 E=1.

36、02.门=1 +f 1400e. / h0 h )=1+1f 4875 21400 x96.589/565 0.6 )x 1.0 x 1.0 = 1.276e =n e + h/2 a =1.276 x 96.589 + 600/2 35 = 400.282 mm i.&927.178 x10314.3 x 500 x(565 35)=0.210Eb,Ne以 fbh2 (10.5&)=A = 1c 0sf；(h0 -以：)927.178 x 400.282 14.3 x500 x 5652 x10-3 x 0.21 x (1 0.5 x 0.21)360 x(565 - 35)按构造配筋，由于

37、受压柱纵向受力钢筋的最小配筋率为,对于对称配筋则是.3%, 即：Asmin=0.6%A/= 0.006 x 500 x 600/2 = 900 mm查配筋表，每侧实配 20 （A半二942 mm） 其余轴柱的配筋如下表：表2-10框架柱正截面配筋计算计算公式A轴柱B轴柱C轴柱D轴柱E轴柱1层 第一组b500500500500500h600500500500600lo58755875587558755875Nb=afcbh02092.591722.221722.221722.222092.59M43.62020.93310.17528.16550.622N1743.8782175.5892553

38、.1213131.4431764.976e0=M/N25.0139.6223.9858.99428.681ea二20.00020202020.000ei=e0+eQ45.01329.62223.98528.99448.681-LUU0.5fa/N1.2300.8220.7000.5711.215E10.9620.6140.5460.4390.962lo/h9.7911.7511.7511.759.79E21.01.01.01.01.0n1.8271.9512.0441.6941.765e =，e + h / 2 a347.236272.778264.023264.125350.904ig0.3

39、820.6700.7650.8610.393As0004460Asmin900840840840900As3 203 203 204 203 20实配钢筋面积94294294212569421层 第组b500500500500500h600500500500600lo58755875587558755875Nb=afcbh02092.591722.221722.221722.222092.59M61.78136.33943.86142.02473.685N1555.8671742.6632059.2202523.5791599.83e0=M/N39.70820.85321.30016.6534

40、6.058ea二20.00020202020.000e.二e +e59.70840.85341.30036.65366.0580.5fa/N1.3791.0260.8680.7081.341g110.7480.6030.531lo/h9.7911.7511.7511.759.79g211.01.01.01n1.6481.8401.6701.6631.586e =门。+ h / 2 a363.402290.153283.951275.956369.751is0.3850.5260.6330.7480.396As00000Asmin900840840840900As3 203 203 204 20

41、3 20实配钢筋面积94294294212569422至5层b500500500500500h600500500500600lo48754875487548754875Nb=afcbh02092.591722.221722.221722.222092.59M55.82235.94760.03765.76655.053N1396.4661352.0081815.2282015.9251277.882e0=M/N39.97426.58833.07432.62343.081ea二20.00020202020.000渲0邕59.97446.58853.07452.62363.0810.5fa/N1.5

42、361.3220.9850.8871.679E11.01111.0lo/h8.139.759.759.758.13E21.01.01.01.01.0n1.4441.6781.5951.6001.422e =门。.+ h / 2 a351.616293.162299.648299.198354.723飞0.3460.4070.5460.6060.316As0000 3,取入二3 n 0 2 x 0.565又 V0.3fA=0.3x14.3x500 x 600 = 1287kN N，取N=855.845kN4V -75 fbh -0.07N 25.831 x 103 -175 x 14.3x 50

43、0 x 565 -0.07 x 855.845 x 103土 =4sf h0210 x 565按构造配箍筋，双肢820Q2-5层，最不利内力组合：M=51.576 kN.m,N=545.468 kNV=26.501 kN3 9一.剪跨比U H/2h= 3.451)3，取入二3 n 0 2 x 0.565又.0.3fA=0.3 x 14.3 x 500 x 600 = 1287kN，取N=545.468kN cV -175 fbh - 0.07 N 26.501 x 103 -175 x 14.3 x 500 x 565 - 0.07 x 545.468 x 103A 人+1。 04210 x

44、565= V 0sfyvh0按构造配箍筋，双肢820Q其余柱的配筋如下表表2-12框架枉斜截面受剪承载力计算层计算公式A轴柱B轴柱C轴柱D轴柱E轴柱1H47004700470047004700h600500500500600b500500500500500M44.73920.93343.86128.16573.685N1741.0272175.5892059.2203131.4431599.830V17.5387.47518.07512.64424.363H/2h4.165.055.055.054.16r333330.3fA1287.01072.51072.51072.51287.0N1287

45、.01072.51072.51072.51287.0A/S00000实配箍筋2 8 2002 8 2002 8 2002 8 2002 8 20025H39003900390039003900h600500500500600b500500500500500M55.82235.94760.45560.45454.613N1396.4661352.8061732.5552239.1551349.961V28.19718.16229.95230.05927.447H/2h3.454.194.194.193.45r2.613332.610.3fA1287.01072.51072.51072.51287

46、.0N494.2657.7658.21072.5511.5A/S00000实配箍筋2 8 2002 8 2002 8 2002 8 2002 8 2006、裂缝宽度验算A轴柱：一层，e。/ h0=76.598/565=0.1360.5可不要验算裂缝宽度；2-3层，e。/ h0=39.974/565=0.0830.5可不要验算裂缝宽度;B轴柱：一层,e/ =29.622/465=0.0640.5可不要验算裂缝宽度；2-3层，e/ h0=13.778/465=0.0300.5可不要验算裂缝宽度。C轴柱：一层，e/ h0=40.452/465=0.0870.5可不要验算裂缝宽度；2-3层，e/ h0

47、=31.717/465=0.0680.5可不要验算裂缝宽度。D轴柱：一层，e/ h0=23.929/465=0.0510.5可不要验算裂缝宽度；2-3层，e/ h0=28.167/465=0.0610.5可不要验算裂缝宽度。E轴柱：一层，e/ h0=56.262/565=0.1000.5可不要验算裂缝宽度；2-3层，e/ h0=50.292/565=0.089如上2图假定基础高度翔=500+50 +200=750mm=0.75n则作用于基底的弯矩和相应基底的轴向 力设计值为：第一批 Mb = 34.266 + 0.75 x 14.448 = 45.102kN ,N = 1541.432 +18

48、.5 = 1559.932kN ；第二批 M = -30.906 + 0.75 x 12.644 = 21.423kN ,botN=1403.886+18.5=1422.386kN第三批 Mo = 9.896 - 0.75 x 0.965 = 9.172kN ,N = 1681.779 +18.5 = 1700.279kN。2.6.2确定基底尺寸1、按第一组荷载设计值进行计算计算中不考虑由于宽度和深度对地基承载力的修正f=380kN/i2。（基础底的标高 k为-（0.5+0.75）=-1.25m-1m故基底为砾石层）先按轴心受压估算有：1559.932=4.4心380 - 20 x 1.25将

49、其增大40%初步选用底板尺寸为x l = 3 x 3 = 9m 2:W = bl 2 = x 3 x 32 = 4.5m 366G = rbld = 20 x 3 x 3 x 1.25 = 225kNpmax = G + F * M = 1559.932 + 225 + 45.102p . = bl 一 w9 4.5208.348 +188.3032208.348kN / m2 1.2f = 1.2 x 380 = 456kN / m2 188.303kN / m2 1.2f = 1.2 x 380 = 456kN / m2=198.326kN / m2 1.2f = 456kN / m2验算

50、：eb/6的条件=0.03m 3/6 = 0.5m_M45.102e = NbOt = 1559.932 + 225bot满足要求。所选基础底板尺寸为x l = 3m x 3m。2、验算其它组内力设计值作用下的基底应力第一组：Pmax = G + F * M = 1422.386 + 225 + 21.423 = p bl w94.5min187.804kN / m2 1.2f = 1.2 x 380 = 456kN / m2178.282kN / m2 1.2f = 1.2 x 380 = 456kN / m2P max + P min2187.804 +178.2822=183.043kN

51、/m2 1.2f = 456kN/m2验算：e b/6的条件=0.013m 3/6 = 0.5m_M21.423e = N0 = 1422.386 + 225bot满足要求。第二组：Pmax = G + F + M = 1700.279 + 225 + 9.172P bl w94.5min215.958kN / m2 1.2f = 1.2 x 380 = 456kN / m2211.882kN / m2 1.2f = 1.2 x 380 = 456kN / m2Pmax + Pmin = 215.958 + 211.882 = 427.84kN / m2 1.2f = 456kN / m222

52、验算：eb/6的条件M9.172一 一 一e =bo- = 0.005m 3/6 = 0.5mN 1700.279 + 225满足要求。最后确定基底尺寸为x l = 3m x 3m。2.6.3基础高度验算前面已经初步假定基础的高度为75nt取杯壁高岛=200mm b + 2h0 = 0.5 + 2 x 0.715 = 1.93mf bh一、一 f lb一、2 f 30.5一 一f30.5 c F ?|A =c-hl ch= 0.715x 3 0.71511220 J1220 J122J122J2=1.32m 2取第三组净反力:p= 215.958 - 20 x 1.25 = 190.958kN /m2F = p - A = 190.958 x 1.32 = 252.065kN F= 0.7 f A2 = 0.7 x 1.43 x 103 x 0