大学毕业设计-5层框架结构教学楼毕业设计计算书.docx

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1、第一部分：工程概况一工程概况1 .建设项目名称：辅助教学楼本工程建筑功能为公共建筑，使用年限为50年；建筑平面的横轴轴距为8.1m,纵轴轴距为5.4m和4.5m；内、外墙体材料为陶粒混凝土空心砌块，外墙装修使用乳白色涂料仿石材外墙涂料，内墙装修喷涂乳胶漆，教室内地面房间采用水磨石地面，教室房间墙面主要采用石棉吸音板，门窗采用塑钢窗和装饰木门。全楼设楼梯两部。2 .建筑地点：苏州某地3 .设计资料：3.1.1. 地质水文资料：根据工程地质勘测报告，拟建场地地势平坦，表面为平均厚度0.3m左右的杂填土，以下为1.21.5m左右的淤泥质粘土，承载力的特征值为70kN/m2,再下面为较厚的垂直及水平分

2、布比较均匀的粉质粘土层，其承载力的特征值为180kN/m2,可作为天然地基持力层。3.1.2. 震设防要求：六度四级设防3.1.3. 底层室内主要地坪标高为0.000,相当于黄海高程3.0m。3.1.4. 地下潜水位达黄海高程2.4-2.5m,对本工程无影响。4 .主要构件材料及尺寸估算4.1.1. 主要构件材料框架梁、板、柱采用现浇钢筋混凝土构件，墙体采用混凝土空心砌块，混凝土强度：梁、板、柱均采用C30混凝土，钢筋使用HPB235, HRB 400二种钢筋。L4.2.主要构件的截面尺寸(1)框架梁：横向框架梁，最大跨度L=8.1m,h=(1/81/12) L=1000mm675mm,取 h

3、=800mmb=(1/21/3) h=400mm266mm,取 b=300mm纵向框架梁，最大跨度L=5.4m,h=(1/121/13) L=450mm415mm,取 h=600mmb=(1/21/3) h=300mm200mm,取 b=250mm(2)框架柱：初定边柱尺寸400mmx600mm,中柱500mmx500mm角柱500mmx600mm,一至五层框架柱混凝土强度C30oN=7XN -0Fgn其中，n为验算截面以上楼层层数，g为折算在单位建筑面积上的重力荷载代表值，框架结构近似取18 kN/m2,F为按简支状态计算的柱的负荷面，B为考虑地震作用组合后柱轴压力增大系数。抗震等级四级的框

4、架结构轴压比=1.0,边柱和中柱的负荷面积分别是5.4mx4.05m和5.4mx5.4m0边柱中柱,3x5.4x4.05x18x1Q3x5=178936W1.0x14.31.25x5.4x5,4x18x103x521.0x14.3=229405m边柱取400mmx600mm ,中柱取500mmx500mmo5 .框架结构计算简图和结构平面布置图框架结构计算简图第二部分：楼板设计5.1. 屋面和楼面板的荷载计算屋面和楼面板的荷载取自建筑荷载规范(GB500092001)教室采用水磨石地面名称做法厚度(mm)容重(KN/m3)重量KN(m2)彩色水磨石楼白水泥大理石15250.38面子面1:3水泥

5、砂浆找平18200.36纯水泥浆一道2200.04钢筋混凝土楼板120253板底20厚粉刷抹平20170.34楼面静载4.1楼面活载2厕所采用地石专地面名称做法厚度(mm)容重(KN/m3)重量KN(m2)厕所地砖铺实10200.21：4干硬性水泥砂浆25200.5基层处理剂一遍0.05C20混凝土0.5%找坡20250.711：2.5水泥砂浆找平20200.4防水涂料1.50.2钢筋混凝土楼板120253板底20厚粉刷抹平20170.34楼面静载5.4楼面活载2.5不上人屋面名称做法厚度(mm)容重(KN/m3)重量KN(m2)非上人屋面高分子卷材4120.05平憎水珍珠岩保温层6040.2

6、41：3水泥砂浆找平20200.41:6水泥焦渣找坡50150.75钢筋混凝土楼板120253板底20厚粉刷抹平20170.34楼面静载5.2楼面活载0.7走道水磨石地面名称做法厚度(mm)容重(KN/m3)重量KN(m2)彩色水磨石楼面白水泥大理石子面15250.381:3水泥砂浆找平18200.36纯水泥浆一道2200.04钢筋混凝土楼板100252.5板底20厚粉刷抹平20170.34楼面静载3.6楼面活载2.55.2. .楼板计算根据混凝土结构设计规范(GB500102002),楼板长边102与短边101之比小于2时，宜按双向板计算。楼板长边102与短边101之比大于2,但小于3.0时

7、，宜按双向板计算，当按沿短边受力的单向板计算时，应沿长边方向布置足够的构造钢筋。根据本工程的实际尺寸，楼板全为双向板，楼板按照弹性方法进行计算。双向板按弹性理论的计算方法：多跨连续双向板跨中最大正弯矩：为了求得连续双向板跨中最大正弯矩，荷载分布情况可以分解为满布荷载g+q/2及间隔布置土 q/2两种情况，前一种情况可近似认为各区格板都固定支承在中间支承上，对于后一种情况可近似认为在中间支承处都是简支的。沿楼盖周边则根据实际支承情况确定。分别求得各区格板的弯矩，然后叠加得到各区格板的跨中最大弯矩。多跨连续双向板支座最大负弯矩：(1)标准层楼板计算:标准层楼板区格划分:标准层楼板区格图板A按四边固

8、定计算:一、基本资料：1、边界条件(左端/下端/右端/上端)：固定/固定/固定/固定/2、荷载:永久荷载标准值：g =4.10 kN/M2可变荷载标准值：q =2.00 kN/M2计算跨度 Lx=5400 mm ；计算跨度 Ly =4225 mm板厚H=120 mm；碎强度等级：C30；钢筋强度等级：HRB4003、计算方法：弹性算法。4、泊松比：p = l/5.二、计算结果：平行于Lx方向的跨中弯矩MxMx=(0.01393+0.02794/5)x(1.20x4.1+1.40xl.0)x4.22=2.20kN-M考虑活载不利布置跨中X向应增加的弯矩：Mxa =(0.03283+0.05809

9、/5)x(1.4x 1.0)x 4.22= l.llkNMMx=2.20+1.11=3.31kN-MAsx=257.92mm2,实配8180(As =279.mm2)pmin =0.215%, p =0.233%平行于Ly方向的跨中弯矩MyMy =(0.02794+0.01393/5)x(1.20x 4.1+1.40x 1.0)x 4.223.47kNM考虑活载不利布置跨中丫向应增加的弯矩：Mya =(0.05809+0.03283/5)x(1.4x1.0)x 4.221.62kN-MMy=3.47+1.62=5.08kN-MAsy=257.92mm2,实配8200(As =279.mm2)p

10、min =0.215%, p =0.233%沿Lx方向的支座弯矩MxMx=0.05610x(1.20x4.1+1.40x2.0)x 4.227.73kN-MAsx=265.06mm2,实配8200(As =279.mm2)pmin =0.215%, p =0.233%沿Ly方向的支座弯矩MyMy=0.06765x(1.20x4.1+1.40x2.0)x 4.229.32kN-MAsy=321.57mm2,实配8150(As =335.mm2)pmin =0.215%, p =0.279%板B5400一、基本资料：1、边界条件（左端/下端/右端/上端）：固定/钱支/钱支/固定/固定/2、荷载:永

11、久荷载标准值：g =4.10 kN/M2可变荷载标准值：q =2.00 kN/M2计算跨度 Lx=5400 mm ；计算跨度 Ly =4225 mm板厚H=120 mm；碎强度等级：C30；钢筋强度等级：HRB4003、计算方法：弹性算法。4、泊松比：p = l/5.二、计算结果：平行于Lx方向的跨中弯矩MxMx =(0.02206+0.03255/5)x(1.20x 4.1+1.40x 1.0)x 4.223.22kN-M考虑活载不利布置跨中X向应增加的弯矩：Mxa =(0.03283+0.05809/5)x(1.4x1.0)x 4.22l.llkN-MMx=3.22+1.11=4.33kN

12、-MAsx=257.92mm2,实配8200(As =279.mm2)pmin =0.215%, p =0.233%平行于Ly方向的跨中弯矩MyMy =(0.03255+0.02206/5)x(1.20x 4.1+1.40x 1.0)x 4.224.17kN-M考虑活载不利布置跨中Y向应增加的弯矩：Mya =(0.05809+0.03283/5)x(1.4x1.0)x 4.221.62kN-MMy=4.17+1.62=5.79kN-MAsy=257.92mm2,实配8200(As =279.mm2)pmin =0.215%, p =0.233%沿Lx方向的支座弯矩MxMx=0.07144x(1

13、.20x4.1+1.40x2.0)x 4.22=9.85kN-MAsx=340.29mm2,实配8200(As =279.mm2)pmin =0.215%, p =0.233%沿Ly方向的支座弯矩MyMy=0.07939x(1.20x 4.1+1.40x 2.0)x 4.22=10.94kN-MAsy=379.79mm2,实配8150(As =335mm2) pmin =0.215%, p =0.279%板D5400、基本资料：In边界条件（左端/下端/右端/上端）：较支/较支/固定/固定/2、荷载:永久荷载标准值：g =4.10 kN/M2可变荷载标准值：q =2.00 kN/M2计算跨度

14、Lx=5400 mm ；计算跨度 Ly =4225 mm板厚H=120 mm；碎强度等级：C30；钢筋强度等级：HRB4003、计算方法：弹性算法。4、泊松比：p = l/5.二、计算结果：平行于Lx方向的跨中弯矩MxMx =(0.02140+0.03728/5)x(1.20x4.1+1.40x1.0)x4.22=3.25kN-M考虑活载不利布置跨中X向应增加的弯矩：Mxa =(0.03283+0.05809/5)x(1.4x1.0)x 4.22=l.llkN-MMx=3.25+1.11=4.37kN-MAsx=257.92mm2,实配8200(As =279.mm2)pmin =0.215%

15、, p =0.233%平行于Ly方向的跨中弯矩MyMy =(0.03728+0.02140/5)x(1.20x4.1+1.40x1.0)x4.22=4.69kN-M考虑活载不利布置跨中丫向应增加的弯矩：Mya =(0.05809+0.03283/5)x(1.4x1.0)x 4.22=1.62kN-MMy=4.69+1.62=6.30kNMAsy=257.92mm2,实配8200(As =279.mm2)pmin =0.215%, p =0.233%沿Lx方向的支座弯矩MxMx=0.07520x(1.20x4.1+1.40x2.0)x 4.22=10.36kNMAsx=358.94mm2,实配8

16、200(As =279.mm2,)pmin =0.215%, p =0.233%沿Ly方向的支座弯矩MyMy=0.09016x(1.20x 4.1+1.40x 2.0)x 4.22=12.42kNMAsy=433.83mm2,实配8150(As =335.mm2,)pmin =0.215%, p =0.279%板E一、基本资料：1、边界条件(左端/下端/右端/上端)：较支/固定/固定/固定/2、荷载:永久荷载标准值：g =4.10 kN/M2可变荷载标准值：q =2.00 kN/M2计算跨度 Lx=5400 mm ；计算跨度 Ly =4225 mm板厚H=120 mm；碎强度等级：C30；钢筋

17、强度等级：HRB4003、计算方法：弹性算法。4、泊松比：p = l/5.二、计算结果：平行于Lx方向的跨中弯矩MxMx =(0.01435+0.03214/5)x(1.20x4.1+1.40x1.0)x4.22=2.34kN-M考虑活载不利布置跨中X向应增加的弯矩：Mxa =(0.03283+0.05809/5)x(1.4x 1.0)x 4.22= l.llkN-MMx=2.34+1.11=3.45kN-MAsx=257.92mm2,实配8200(As =279.mm2)pmin =0.215% ， p =0.233%平行于Ly方向的跨中弯矩MyMy =(0.03214+0.01435/5)

18、x(1.20x4.1+1.40x1.0)x422=3i95kN.M考虑活载不利布置跨中丫向应增加的弯矩：Mya =(0.05809+0.03283/5)x(1.4x 1.0)x 4.22=1.62kN-MMy=3.95+1.62=5.57kNMAsy=257.92mm2,实配8200(As =279.mm2)pmin =0.215%, p =0.233%沿Lx方向的支座弯矩MxMx=0.05707x(1.20x4.1+1.40x2.0)x 4.22=7.86kN-MAsx=269.77mm2,实配8200(As =279.mm2)pmin =0.215%, p =0.233%沿Ly方向的支座弯

19、矩MyMy=0.07319x(1.20x4.1+1.40x2.0)x 4.22=10.09kN-MAsy=348.92mm2,实配8150(As =335.mm2)pmin =0.215%, p =0.279%1Ir,5400.一、基本资料：1、边界条件(左端/下端/右端/上端)：钱支/固定/固定/固定/2、荷载：永久荷载标准值：g =3.60 kN/M2可变荷载标准值：q =2.50 kN/M2计算跨度 Lx=5400 mm ；计算跨度 Ly =4225 mm板厚H =120 mm；碎强度等级：C30；钢筋强度等级：HRB4003、计算方法：弹性算法。4、泊松比：p = l/5.二、计算结果

20、：平行于Lx方向的跨中弯矩MxMx =(0.00380+0.04000/5)x(1.20x3.6+1.40xl.3)x 2.72=0.52kN-M考虑活载不利布置跨中X向应增加的弯矩：Mxa =(0.01740+0.09650/5)x(1.4x 1.3)x 2.72=0.47kNMMx=0.52+0.47=0.99kN-MAsx=200.00mm2,实配8200(As =251mm2)pmin =0.200%, p =0.251%平行于Ly方向的跨中弯矩MyMy =(0.04000+0.00380/5)x(1.20x3.6+1.40xl.3)x2.72=1.80kNM考虑活载不利布置跨中丫向应

21、增加的弯矩：Mya =(0.09650+0.01740/5)x(1.4x 1.3)x 2.72=1.28kN*MMy=1.80+1.28=3.08kNMAsy=200.00mm2,实配8200(As =251.mm2)pmin =0.200%, p =0.251%沿Lx方向的支座弯矩MxMx=0.05700x(1.20x 3.6+1.40x 2.5)x 2.72=3.25kNMAsx=200.00mm2,实配8200(As =251.mm2)pmin =0.200%, p =0.251%沿Ly方向的支座弯矩MyMy=0.08290x(1.20x3.6+1.40x2.5)x 2.724.73kN

22、-MAsy=200.00mm2,实配10200(As =393.mm2)pmin =0.200% ， p =0.393%(2)楼面板设计板A一、基本资料：1、边界条件(左端/下端/右端/上端)：固定/固定/固定/固定/2、荷载：永久荷载标准值：g =5.20 kN/M2可变荷载标准值：q =0.70 kN/M2计算跨度 Lx=5400 mm ；计算跨度 Ly =4225 mm板厚H=120 mm；碎强度等级：C30；钢筋强度等级:HRB4003、计算方法：弹性算法。4、泊松比：p = l/5.二、计算结果：平行于Lx方向的跨中弯矩MxMx =(0.01393+0.02794/5)x(1.35x

23、 5.2+0.98x 0.3)x 4.22=2.57kN-M考虑活载不利布置跨中X向应增加的弯矩：Mxa =(0.03283+0.05809/5)x(1.4x0.3)x 4.22=0.27kN-MMx=2.57+0.27=2.84kNMAsx=257.92mm2,实配8200(As =279.mm2)pmin =0.215%, p =0.233%平行于Ly方向的跨中弯矩MyMy =(0.02794+0.01393/5)x(1.35x5.2+0.98x 0.3)x 4.22=4.04kN-M考虑活载不利布置跨中丫向应增加的弯矩：Mya =(0.05809+0.03283/5)x(1.4x 0.3

24、)x 4.22=0.40kNMMy=4.04+0.40=4.43kNMAsy=257.92mm2,实配8200(As =279.mm2) pmin =0.215%, p =0.233%沿Lx方向的支座弯矩MxMx=0.05610x(1.35x 5.2+0.98x 0.7)x 4.22=7.72kNMAsx=264.57mm2,实配8200(As =279.mm2,) pmin =0.215%, p =0.233%沿Ly方向的支座弯矩MyMy=0.06765x(1.35x5.2+0.98x0.7)x 4.229.31kN-MAsy=320.96mm2,实配8150(As =335.mm2,) p

25、min =0.215%, p =0.279%板B5400基本资料1、边界条件(左端/卜端/右端/上端)：固定作交支/固定/固定/2、荷载：永久荷载标准值：g =5.20 kN/M2可变荷载标准值：q =0.70 kN/M2计算跨度 Lx =5400 mm ；计算跨度 Ly =4225 mm板厚H=120 mm；碎强度等级：C30；钢筋强度等级：HRB4003、计算方法：弹性算法。4、泊松比：p = l/5.二、计算结果：平行于Lx方向的跨中弯矩MxMx =(0.02206+0.03255/5)x(1.35x 5.2+0.98x 0.3)x 4.22=3.76kN-M考虑活载不利布置跨中X向应增

26、加的弯矩：Mxa =(0.03283+0.05809/5)x(1.4x 0.3)x 4.22=0.27kNMMx=3.76+0.27=4.03kN-MAsx=257.92mm2,实配8200(As =279.mm2)pmin =0.215%, p =0.233%平行于Ly方向的跨中弯矩MyMy =(0.03255+0.02206/5)x(1.35x 5.2+0.98x 0.3)x 4.224.86kN-M考虑活载不利布置跨中丫向应增加的弯矩：Mya =(0.05809+0.03283/5)x(1.4x0.3)x 4.220.40kN-MMy=4.86+0.40=5.25kNMAsy=257.9

27、2mm2,实配8200(As =279.mm2)pmin =0.215%, p =0.233%沿Lx方向的支座弯矩MxMx=0.07144x(1.35x5.2+0.98x0.7)x 4.229.83kN-MAsx=339.65mm2,实配8200(As =279.mm2)pmin =0.215%, p =0.233%沿Ly方向的支座弯矩MyMy=0.07939x(1.35x5.2+0.98x0.7)x 4.2210.92kN-MAsy=379.07mm2,实配8150(As =335.mm2)pmin =0.215%, p =0.279%板D5400一、基本资料：1、边界条件（左端/下端/右端

28、/上端）：较支/较支/固定/固定/2、荷载：永久荷载标准值：g =5.20 kN/M2可变荷载标准值：q =0.70 kN/M2计算跨度 Lx =5400 mm ；计算跨度 Ly =4225 mm板厚H=120 mm；碎强度等级：C30；钢筋强度等级：HRB4003、计算方法：弹性算法。4、泊松比：p = l/5.二、计算结果：平行于Lx方向的跨中弯矩MxMx =(0.02140+0.03728/5)x(1.35x 5.2+0.98x 0.3)x 4.223.79kN-M考虑活载不利布置跨中X向应增加的弯矩：Mxa =(0.03283+0.05809/5)x(1.4x0.3)x 4.220.2

29、7kN-MMx=3.79+0.27=4.06kN-MAsx=257.92mm2,实配8200(As =279.mm2)pmin =0.215%, p =0.233%平行于Ly方向的跨中弯矩MyMy =(0.03728+0.02140/5)x(1.35x 5.2+0.98x 0.3)x 4.225.46kN-M考虑活载不利布置跨中Y向应增加的弯矩：Mya =(0.05809+0.03283/5)x(1.4x0.3)x 4.220.40kN-MMy=5.46+0.40=5.86kN-MAsy=257.92mm2,实配8200(As =279.mm2)pmin =0.215%, p =0.233%沿

30、Lx方向的支座弯矩MxMx=0.07520x(1.35x5.2+0.98x0.7)x 4.2210.34kN-MAsx=358.27mm2,实配8200(As =279.mm2)pmin =0.215%, p =0.233%沿Ly方向的支座弯矩MyMy=0.09016x(1.35x 5.2+0.98x 0.7)x 4.22=12.40kN-MAsy=433.01mm2,实配8150(As =335.mm2)pmin =0.215%, p =0.279%板E5400、基本资料：1、边界条件（左端/下端/右端/上端）：钱支/固定/固定/固定/2、荷载:永久荷载标准值：g =5.20 kN/M2可变

31、荷载标准值：q =0.70 kN/M2计算跨度 Lx =5400 mm ；计算跨度 Ly =4225 mm板厚H=120 mm；碎强度等级：C30；钢筋强度等级:HRB4003、计算方法：弹性算法。4、泊松比：p = l/5.二、计算结果：平行于Lx方向的跨中弯矩MxMx =(0.01435+0.03214/5)x(1.35x 5.2+0.98x 0.3)x 4.22=2.73kN-M考虑活载不利布置跨中X向应增加的弯矩：Mxa =(0.03283+0.05809/5)x(1.4x0.3)x 4.22=0.27kN-MMx=2.73+0.27=3.00kN-MAsx=257.92mm2,实配8

32、200(As =279.mm2)pmin =0.215%, p =0.233%平行于Ly方向的跨中弯矩MyMy =(0.03214+0.01435/5)x(1.35x 5.2+0.98x 0.3)x 4.22=4.60kN-M考虑活载不利布置跨中丫向应增加的弯矩：Mya =(0.05809+0.03283/5)x(1.4x 0.3)x 4.220.40kN-MMy=4.60+0.40=5.00kNMAsy=257.92mm2,实配8200(As =279.mm2)pmin =0.215%, p =0.233%沿Lx方向的支座弯矩MxMx=0.05707x(1.35x5.2+0.98x0.7)x

33、 4.227.85kN-MAsx=269.27mm2,实配8200(As =279.mm2)pmin =0.215%, p =0.233%沿Ly方向的支座弯矩MyMy=0.07319x(1.35x5.2+0.98x0.7)x 4.2210.07kN-MAsy=348.27mm2,实配8150(As =335.mm2)pmin =0.215%, p =0.279%板C1,5400.一、基本资料：1、边界条件(左端/下端/右端/上端)：较支/固定/固定/固定/2、荷载：永久荷载标准值：g =5.20 kN/M2可变荷载标准值：q =0.70 kN/M2计算跨度 Lx=5400 mm ；计算跨度 L

34、y =2700 mm板厚H=120 mm；碎强度等级：C30；钢筋强度等级: HRB4003、计算方法：弹性算法。4、泊松比：p = l/5.二、计算结果：平行于Lx方向的跨中弯矩MxMx =(0.00380+0.04000/5)x(1.35x5.2+0.98x 0.3)x 2.72=0.63kN-M考虑活载不利布置跨中X向应增加的弯矩：Mxa =(0.01740+0.09650/5)x(1.4x0.3)x2.72=0.09kN-MMx=0.63+0.09=0.73kN-MAsx=200.00mm2,实配8200(As =251.mm2)pmin =0.200%, p =0.251%平行于Ly

35、方向的跨中弯矩MyMy =(0.04000+0.00380/5)x(1.35x5.2+0.98x 0.3)x 2.72=2.19kNM考虑活载不利布置跨中丫向应增加的弯矩：Mya =(0.09650+0.01740/5)x(1.4x0.3)x 2.72=0.25kNMMy=2.19+0.25=2.44kN-MAsy=200.00mm2,实酉己8200(As =251mm2)pmin =0.200%, p =0.251%沿Lx方向的支座弯矩MxMx=0.05700x(1.35x 5.2+0.98x 0.7)x 2.72=3.20kN*MAsx=200.00mm2,实配8200(As =251.m

36、m2)pmin =0.200%, p =0.251%沿Ly方向的支座弯矩MyMy=0.08290x(1.35x5.2+0.98x0.7)x 2.72=4.66kN-MAsy=200.00mm2,实配8180(As =279.mm2)pmin =0.200%, p =0.279%第三部次梁计算3.1荷载计算恒载设计值：板传来的自重4.1xl.2x4.05=19.93KN/M次梁自重0.25x (0.4-0.12) x25xl.2=2.1KN/M次梁粉刷0.02x (0.4-0.12)x2xl7xl.2=0.23KN/M小计：22.26KN/M活载设计值：20xl.4x4.05=11.34KN/M

37、荷载设计值 g+q=22.6+11.34=33.6KN/Mg+q=33.6KN/M_I _I _I _I _I _I _-_I _1_1-I-1-12111LJ - zLA8(0EF45004500450。540054003.2 次梁计算3.2.1. 弯矩计算边跨Ma=-l/16(g+q)Loi2=-33.6x4.52/16=-42.525KNMMl = l/14(g+q)Loi2=33.6 x4.52/14=48.60KNMMb=-l/ll(g+q)Loi2=-33.6x4.52/H=-61.85 KNM第二跨Mb=-l/ll(g+q)Lo22=-33.6x4.52/H=-61.85 KNM

38、M2= l/16(g+q)k22=33.6x4.52/16=42.525KNMMc=-l/14(g+q)Lo22=-33.6x4.52/14=-48.60KN-M第三跨Mc=-l/14(g+q)Lo32=-33.6x4.52/14=-48.60 KN*MM3= l/16(g+q)k32=33.6x4.52/16=42.525KN-MMd=-l/14(g+q)Lo32=-33.6x4.52/14=-48.60KN-M第四跨Md=-l/14(g+q)L()42=-33.6x5.42/14=-69.98KN-MM4= l/16(g+q)Lo42=33.6x5.42/16=61.24KNMMe=-l/

39、ll(g+q)Lo42=-33.6x5.42/ll=-89.07KN-M第五跨Me=-l/ll(g+q)Lo52=-33.6x5.42/14=-89.07KNMM5= l/14(g+q)Lo52=33.6x5.42/16=69.98KNMMf=-l/16(g+q)Lo52=-33.6x5.42/ll =-61.24KN-M由于第3跨和第4跨的计算长度不同，支座D处弯矩取两者较大值：-69.98KN M3.2.2. 剪力计算边跨Va=O.5(g+q)Loi=0.5x33.6x4.5=75.6KNVbl=0.55(g+q)Ui=0.55x33.6x4.5=83.16KN第二跨Vbr=0.55(g+

40、q)Lo2=0.55x33.6x4.5=83.16KNVcl= O.55(g+q)Lo2=0.55x33.6x4.5=83.16KN第三跨Vcr=O.55(g+q)Lo3=0.55x33.6x4.5=83.16KNVdl=0.55(g+q)U)3=0.55x33.6x4,5=83.16KN第四跨Vdr=0.55(g+q)Lo4=0.55x33.6x5.4=99.79KNVel=0.55(g+q)Lo4=0.55x33.6x5,4=99.79KN第五跨Ver=O.55(g+q)Lo5=0.55x33.6x5.4=99.79KNVf=0.5(g+q)ks=0.5x33.6x5.4=90.72KN3

41、.3 .截面设计3.3.1. AB跨跨中配筋：C30混凝土，fc=14.331N/mm , HRB400, fy360N/mm ,纵筋合力点至近边边缘的距离as =35mm ;M=48.60KN-Mbxh =250x400mm, ho = h - as =400-35=365mm3=0.518士=0.093b =0.518As = alxfcxbxx/fy =1x14.331x250x34/360=339mmp = As /(b x ho)=339/(250x365)=0.37%0.20%选配314(461mm2)根据裂缝宽度小于0.3mm重新选配218+116AB跨支座配筋计算：C30混凝土

42、，fc=14.331N/mm , HRB400, fy =360N/mm ,纵筋合力点至近边边缘的距离as =35mm ; M=48.60KNMbxh =1800x400mm, ho = h - as =400-35=365mm出=0.518W =0.012=0.518As = alxfcxbxx/fy =1x14.331x1800x5/360=326mm选配218(508mm2)根据裂缝宽度小于0.3mm重新选配2203.3.2斜截面受剪承载力计算：设计参数：混凝土强度等级 C30, fc=14.331N/mm, ft =1.433N/mm, as=30mm，钢筋等级HRB235箍筋抗拉强度

43、设计值fyv =210N/mm ,箍筋间距s =150mm剪力设计值V =99.8kN截面尺寸 bxh =250x280mm, ho = h - as =280-30=250mm计算过程：0.7 x ft x b x ho =0.7x1432.9x0.25x0.25=62.7kN 0.7 x ft x b x h。、h V =99.8kN,满足要求。V 0.7 x ft x b x ho +1.25 x fyv x Asv/s x hoAsv =(V -0.7 x ft x b x ho) x s /(1.25 x fyv x ho)(99790-0.7x1432.9x0.25x0.25)x150/(1.25x210x250)=85mm沿梁全长配8150次梁其他截面配筋见下表截面