徐金俊组卓壕计算书

1、 18届毕业设计（）题目：江苏省镇江市某设计小学教学楼专业：土木工程班级：土木 1403姓名：杜卓壕指导： 起讫日期：3 月-6 月2018 年 06 月南京工业大学本科生毕业设计（）I南京工业大学本科生毕业设计（）AbstractThis project is for a primary school building in Zhenjiang City, JiangsuProvince.The actual project has five floors, and the building site is about 70.2mlong and 14.7m wide. On the oth

2、er hand the height of building is about 19.8mincluding the 4.2m high bottom floor and same 3.9m high of the rest, and theheigh difference between indoor and outdoor is 0.45m. Moreover dispelingcolumns in top floor to arrange large meeting rooms has been required.Based on the buildings functions and

3、attempts, the buildings height and thenumber of floors, site conditions, structural component materials and thedifficulty of construction technology and other factors, it is decided to adopt aframework system. The design life of the structure is 50 years and the structureis 3 cross-frame structures.

4、 The safety grade of the building structure is GradeMaterial supply and general materials can be supplied in a timely companiesas planned. According to the architectural design features, structural designfeatures, existing construction conditions of the construction program, theprogram would be desi

5、gned total details of the basic foundation design, the mainstructural engineering and reality work site construction carefully. According toconstruction requirements and site conditions, planing draws of the preparationof the construction schedule and design of the construction site is in order.Keyw

6、ords: frame structure ; top column extraction ; column seismic designindependent foundation南京工业大学本科生毕业设计（）目录摘要Abstract1.工程设计已知条件错误!未定义书签。1.1气象资料错误!未定义书签。1.2地质资料错误!未定义书签。1.3抗震设防烈度：错误!未定义书签。1.4荷载资料错误!未定义书签。2.荷载计算及计算简图错误!未定义书签。2.1确定计算简图错误!未定义书签。2.2梁柱截面. 错误!未定义书签。2.3材料强度等级82.4荷载计算错误!未定义书签。3.框架内力计算203.1恒

7、载作用下的框架内力错误!未定义书签。3.2活载作用下的框架内力错误!未定义书签。3.3风荷载作用下内力计算443.4作用下框架的内力计算474.框架内力组合错误!未定义书签。5框架梁柱截面设计错误!未定义书签。南京工业大学本科生毕业设计（）6.楼梯结构设计错误!未定义书签。6.1梯段板计算错误!未定义书签。6.2休息平台板计算错误!未定义书签。6.3梯段梁 TL2 计算错误!未定义书签。7.现浇楼面板设计917.1跨中最大弯矩错误!未定义书签。7.2求支座中点最大弯矩错误!未定义书签。7.3单向板区格计算947.4双向板计算错误!未定义书签。8.基础设计错误!未定义书签。8.1荷载计算错误!未

8、定义书签。8.2确定基础底面积错误!未定义书签。8.3地基变形验算错误!未定义书签。8.4基础结构设计错误!未定义书签。参考文献致谢南京工业大学本科生毕业设计（）1南京工业大学本科生毕业设计（）图 1-3 东立面图2南京工业大学本科生毕业设计（）3图 1-1 底层平面图南京工业大学本科生毕业设计（）4图 1-2 南立面图（1:100）南京工业大学本科生毕业设计（）图 1-4剖面图图 1-5 剖面计算简图5南京工业大学本科生毕业设计（）6南京工业大学本科生毕业设计（）0.1225=3 kN/2（01025=2.5 kN/2） 0.01216=0.192 kN/2120150mm12 厚纸筋石灰粉

9、平顶7南京工业大学本科生毕业设计（）4.87 kN/2（4.37 kN/2）屋面荷载标准值a = 1350 = 0.45中跨 BC 双向板：3000梯形荷载：= (1 22 + 3) = 3.0/252三角形荷载：=P = 2.73kN/8BC 跨主次梁荷载：边跨 AB、CD 主梁均布荷载：2.71.352.732.7=3.686 kN/m4.873=14.6 kN/m0.6m 女儿墙重女儿墙内外粉刷0.692.36=12.74kN0.620.02917=3.67kN小计16.4kN边跨 AB、CD 横向框架梁自重小计0.60.2525=3.75kN/m4.08kN/m中跨 BC 横向框架梁自

10、重0.40.225=2.00kN/m次梁自重0.500.2025=2.50kN/m(0.15-0.12)0.02217=0.19kN/m次梁内外粉刷小计2.76kN/m纵向框架梁自重0.30.725=5.25kN/m屋面恒载：G51（G54） 女儿墙传来纵向梁自重16.41kN5.648=45.15kN21/22.753+4.87331/22=52.08kN次来小计113.64kNG52（G53） 纵向来5.648+2.758=67.13kN8南京工业大学本科生毕业设计（）次来2.753+14.613+2.73.69=62.04kN小计129.17kNg51（g53）4.08+14.61=18

11、.69kN/m2.19+4.372.7=13.99kN/mg5212 厚板底粉刷0.01216=0.19 kN/m2楼面荷载标准值3.692 (3.192 ) kN/m22.190kN/m中跨 BC 横向框架梁自重（+粉刷）次梁自重（+粉刷）2.758kN/mAB、CD 跨填充墙自重（内墙）小计0.2(3.9-0.6)20=13.2kN/m15.44kN/mA、D 轴外墙自重小计8(3.9-0.7)-2.11.8380.220=7.13kN/m8.98kN/mB、C 轴线墙自重8(3.9-0.7)-0.92.1-2.11.8280.220=8.07kN/m墙体粉刷8(3.9-0.7)-0.92

12、.1-2.11.8280.02217=1.37kN/m9.99kN/m小计柱自重0.50.53.825=23.75kN由板荷载传递示意图可知，次梁收到的是三角形荷载，而楼面荷载为 3.192 kN/m2。9南京工业大学本科生毕业设计（）楼面梯形荷载：= (1 22 + 3) = 2.19/252楼面三角形荷载：=P = 2.00kN/8中跨 BC 主（次）梁均布纵向框架梁2.71.3522.7=2.69kN/m(1.5+4.2)1.352=1.83kN/mGi1（Gi4）外墙自重7.1380.7=39.92kN80.54=4.34kN23.75kN钢窗重柱自重纵向来5.648+2.753+11

13、.083=86.61kN小计154.62kNGi2（Gi3）内墙自重8.0780.7=45.19kN80.54=4.3kN门窗重柱自重23.75kN5.648+2.753+311.08+1.8382.69=125.99kN纵向小计199.25kN主梁自重gi1(gi3)4.08kN/m楼面荷载11.08kN/m小计15.15kN/m主梁自重gi22.19kN/m楼面荷载8.07kN/m小计10.26kN/m边跨 AB、CD 主次梁均布荷载中跨BC 主次梁荷载活载编号0.53=1.5kN/m2.71.350.312.7=0.42kN/m10南京工业大学本科生毕业设计（）Q51（Q54） Q53（

14、Q53）q51（q53）1.56=9.0kN0.318+1.56+2.70.42=12.65kN1.5kN/mq521.35kN/m（2）标准层楼面荷载边跨 AB、CD 主次梁均布荷载中跨BC 主次梁荷载活载编号2.53=7.5kN/m2.71.352.192.7=2.95kN/mQi1（Qi4）Qi3（Qi3） qi1（qi3）7.56=45.0kN2.208+7.56+2.72.95=70.56kN7.5kN/mqi29.45kN/m11南京工业大学本科生毕业设计（）图 2-3横向框架上的风荷载横向梁(4.0862+2.192.7)10=548.25kN5.6470.24=1584.83k

15、N0.50.5251.840=450kN纵向梁柱自重：横向梁548.25kN纵梁1584.83kN0.50.5253.939=950.62kN柱自重：12层次Z0A ()51.001.3019.800.740.408.773.3741.001.3015.900.670.4015.215.3031.001.3012.000.650.4015.215.1421.001.308.100.650.4015.215.1411.001.304.200.650.4017.015.75南京工业大学本科生毕业设计（）隔墙自重：橫墙（13.2+2.244）610=926.64kN 2(7.13+1.21)70.2

16、+16.3870.2=1735.48kN0.64(70.2+14.7)2=108.33kN4 = 11014.0纵墙钢窗横梁548.25kN纵梁1584.83kN隔墙自重：橫墙（13.2+2.244）610=926.64kN 2(7.13+1.21)70.2+16.3870.2=1735.48kN0.64(70.2+14.7)2=108.33kN纵墙钢窗3 = 211037.85横梁548.25kN纵梁1584.83kN柱自重：0.50.5254.240=1050.0kN隔墙自重：橫墙（13.2+2.244）610=926.64kN 2(7.13+1.21)70.2+16.38（70.2-4.

17、2）=1666.69kN0.64(70.2+14.7)2=108.33kN纵墙钢窗13南京工业大学本科生毕业设计（）2 = 9659.8914杆件截面0(4)(4)L(mm) =相对刚度bh边框架梁25060030.004.51096.7510960003.381071.000边框架梁20040030.001.071091.610927001.781070.527中框架梁25060030.004.5109910960004.51071.333中框架梁20040030.001.071092.1410927002.381070,705底层框架柱50050030.005.211095.2110946

18、503.361070.996中层框架柱50050030.005.211095.2110939004.01071.187南京工业大学本科生毕业设计（）15南京工业大学本科生毕业设计（）16层()() = + (顶层) = (1 )(其他层) 楼层剪力 ()520.257934.88160681.32652.92+329.24982.16416.3511014.00180078.90731.741713.90层() (kN) (kN/mm) = / (层间相对位移）总位移57944.887944.88487 8916.26312.48411014.0018948.88502.5037.71296.

19、22311037.8529986.73502.5059.67258.51211037.8541024.58502.5081.64198.8419659.8950684.47432.45117.20117.20南京工业大学本科生毕业设计（） = 617473.5 = = 0.116 2838.33 = 329.24图 2-4横向框架上的作用17层次h(m) () (/) = () ()53.9982.16487.892.017.0943.91713.90502.503.417.0933.92272.30502.504.527.0923.92655.78502.505.287.0914.65283

20、8.30432.456.568.45312.4511037.85137421.23558.402272.3028.5511037.8594373.60383.482655.7814.659659.8944918.49182.522838.30南京工业大学本科生毕业设计（）节点 A1: 10 = 410 = 4 0.996 = 3.98411 = 411 = 4 1.333 = 5.33212 = 412 = 4 1.187 = 4.748（相对线刚度见表 2-3） = 4(0.996 + 1.333 + 1.187) = 14.064= 10 =3.984= 0.28410 14.064= 1

21、1 =5.322= 0.37811 14.064= 12 =4.748= 0.33812 14.064节点 B1: 11 = 11 = 2 0.705 = 1.410 = 4(0.996 + 1.333 + 1.187) + 2 0.705 = 15.474= 11 = 1.3334 = 0.34511 15.474= 12 = 0.9964 = 0.25712 15.474= 11 = 0.7054 = 0.09111 15.474= 10 = 1.1874 = 0.30710 15.4741.1874节点 A2:= = 0.3202123(1.187+1.333+1.187)41.3334

22、= 0.36022(1.187+1.333+1.187)41.3334节点 B2:= 0.32822(1.333+1.1872)4+20.70518南京工业大学本科生毕业设计（）1.1874= = 0.2922321(1.187+1.333+1.187)4+20.7050.7052= 0.08722(1.187+1.333+1.187)4+20.7051.3334节点 A5:= 0.52955(1.333+1.187)41.1874= 0.47154(1.333+1.187)41.3334节点 B5:= 0.464550.7052+(1.187+1.333)41.1874= 0.413540.

23、7052+(1.187+1.333)40.7052= 0.123550.7052+(1.187+1.333)41211 = 3 = 1.33 19南京工业大学本科生毕业设计（）1= 0.67 11112板传来的荷载作用:1= = 2 = 33.24 111112= 51 2 = 3.27 11961= 2 = 1.96 1132节点 A5 的不平衡弯矩:55 = 12.24 43.83 = 56.07 节点 B5 的不平衡弯矩:55 + 55 = 56.07 1.33 4.48 = 50.26 节点 A1 的不平衡弯矩:11 = 12.24 33.24 = 45.48 节点 B1 的不平衡弯矩

24、:11 + 11 = 45.48 1.33 3.27 = 40.88 节点 A2、A3、A4 及节点 B2、B3、B4 与相应 A1、B1 相同。20南京工业大学本科生毕业设计（）21南京工业大学本科生毕业设计（论文）三跨对称框架的恒载弯矩分配表上柱下柱右梁左梁上柱下柱右梁A550.26D55层杆件编号A5A4A5B5B5A5B5B4B5D5分配系数0.4710 5290.4640.4150.123固端弯矩-56.0756.07-5.81-0.67附加弯矩0分配过程26.4129.6614.83-5.975.07-13.72-27.43-24.54-7.277.274.074.572.291.

25、749-1.87-1.67-0.500.50分配结果35.55-35 5543.88-30.43-13.587.10A440.88D44层杆件编号A4A5A4A3A4B4B4A4B4B5B4B3B4D4分配系数0.320.320.360.3280.2920.2920.087固端弯矩-45.4845.48-4.6-0.67附加弯矩0分配过程13.207.28-6.70-13.41-11.94-11.94-3.563.5610.1410.1411.415.71-12.27-5.422.04-0.9871.973.933.503 501.04-1.04-0.96-0.96-1.0841.71-20.

26、71-13.86-7.111.84分配结果24.4215.47-39 89A340.88D33层杆件编号A3A4A3A2A3B3B3A3B3B4B3B2B3D3分配系数0.320.320.360.3280.2920.2920.087固端弯矩-45.4845.48-4.6-0.67附加弯矩0分配过程14.5514.5516.378.19-5.97-5.975.077.19-6.09-12.18-10.84-10.84-3.233.23-1.97-1.97-2.22-1.111.749-0.39-0.08-0.07-0.07-0.020.02分配结果17.6519.76-37.4240.30-15

27、.13-17.27-7.852.58A240.88D22层杆件编号A2A3A2A1A2B2B2A2B2B3B2B1B2D2分配系数0.320.320 3600.3280.2920.2920.087固端弯矩-45.4845.48-4.6-0.67附加弯矩0分配过程7.28-6.70-13.41-11.94-11.94-3.563.5614.3714.3716.178.08-5.42-0.9870.05-0.44-0.87-0.78-0.78-0.230.230.440.440.4939.28-18.14-12.71-8.393.1221.1014.86-35 96A140.88D11层杆件编号A

28、1A2A1A0A1B1B1A1B1B2B1B0B1D1分配系数0.3380.2840 3780.3450.2570.3070.091固端弯矩-45.4845.48-4.6-0.67附加弯矩0分配过程15.3712.9217.198.60-5.977.190.00-7.50-15.01-11.18-13.36-3.963.960.110.090.120.06-0.3890.000.110.080 100.03-0.03分配结果22.6713.01-35.6739.24-17.46-13.26-8.533.266.46-6.680.050.056.50-6.63A 0B 022南京工业大学本科生毕

29、业设计（）23层q（kN/ m)g（kN/m)l( m)gl/2= /2( )( ) /l1/=+ 2 /l注=+ 24 1.05 1/ /2514.614.08612.2443.38-35.5543.891.3954.68-57.46411.084.08612.2433.24-39.9841.690.2945.19-45.77311.084.08612.2433.24-36.9840.110.5244.96-46.00211.084.08612.2433.24-38.1040.190.3545.13-45.83111.084.08612.2433.24-34.7738.960.7044.78

30、-46.18层q（kN/m)g（kN/m)l(m)gl/2lq/ 4 = 2 + q/4 = ( 4 + /4)511.802.192.72.967.9410.93-10.9348.622.192.72.965.828.78-8.7838.622.192.72.965.828.78-8.7828.622.192.72.965.828.78-8.7818.622.192.72.965.828.78-8.78层q（kN/m)g（kN/m)l(m)gl/2 ( ) ( ) /l1/=+ 2 /l= (+ 2 + /l)514.614.08612.2443.38-35.5543.891.3954.68

31、-57.46411.084.08612.2433.24-39.9841.690.2945.19-45.77311.084.08612.2433.24-36.9840.110.5244.96-46.00211.084.08612.2433.24-38.1040.190.3545.13-45.83111.084.08612.2433.24-34.7738.960.7044.78-46.18南京工业大学本科生毕业设计（）图 3-3荷载作用下弯矩图24南京工业大学本科生毕业设计（）图 3-4荷载作用下梁剪力、柱轴力图11= = 2 = 1.5 62 = 4.5kN m55551212= 15 2 =

32、1.35 2.72 = 0.51kN m555969611= 2 = 1.35 2.72 = 0.31kN m553232（2）二至四层横梁11= = 2 = 7.5 62 = 22.5kN m11111212= 15 2 = 9.45 2.72 = 3.59kN m511969625南京工业大学本科生毕业设计（）11= 2 = 9.45 2.72 = 2.15kN m1132325 = 55 + 5 = 4.5kN m1 = 2 = 3 = 4 = 11 + 1 = 22.5kN m5 = 55 + 5 = 4.5kN m1 = 2 = 3 = 4 = 11 + 1 = 22.5kN m当

33、BC 跨布置活载时：5 = 55 + 5 = 0.5kN m1 = 2 = 3 = 4 = 11 + 1 = 3.59kN m当 AB 跨和 BC 跨同时布置活载时：5 = 55 + 5 = 4.5kN m1 = 2 = 3 = 4 = 11 + 1 = 22.5kN m5 = 55 + 5 + 5= 4.5 0.5 = 4.0kN m1 = 2 = 3 = 4 = 11 + 1 + 11 = 18.91kN m26南京工业大学本科生毕业设计（）图 3-5活载不利布置（1）图 3-6活载不利布置（2）图 3-7 活载不利布置（3）图 3-8活载不利布置（4）27南京工业大学本科生毕业设计（）3

34、-18。28南京工业大学本科生毕业设计（论文）三跨对称框架的活载1弯矩分配图上柱下柱右梁左梁上柱下柱右梁A54.5D55层杆件编号A5A4A5B5B5A5B5B4B5D5分配系数0.4710.5290.4640.4150 123固端弯矩-4.54.500.00附加弯矩0分配过程2 122.381.190.52-0.84-1.44-2.88-2.58-0.760.761.071.210.600.914-0.70-0.63-0.190.19分配结果2 35-2.352.71-1.77-0.950.95A4-3.59D44层杆件编号A4A5A4A3A4B4B4A4B4B5B4B3B4D4分配系数0.320.320.360.3280.2920.2920.087固端弯矩00-3.59-2.15附加弯矩0分配过程1.063.600.