徐金俊組卓壕計(jì)算書(shū)

1、 18屆畢業(yè)設(shè)計(jì)（）題目：江蘇省鎮(zhèn)江市某設(shè)計(jì)小學(xué)教學(xué)樓專(zhuān)業(yè)：土木工程班級(jí)：土木 1403姓名：杜卓壕指導(dǎo)： 起訖日期：3 月-6 月2018 年 06 月南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（）I南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（）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南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（）目錄摘要Abstract1.工程設(shè)計(jì)已知條件錯(cuò)誤!未定義書(shū)簽。1.1氣象資料錯(cuò)誤!未定義書(shū)簽。1.2地質(zhì)資料錯(cuò)誤!未定義書(shū)簽。1.3抗震設(shè)防烈度：錯(cuò)誤!未定義書(shū)簽。1.4荷載資料錯(cuò)誤!未定義書(shū)簽。2.荷載計(jì)算及計(jì)算簡(jiǎn)圖錯(cuò)誤!未定義書(shū)簽。2.1確定計(jì)算簡(jiǎn)圖錯(cuò)誤!未定義書(shū)簽。2.2梁柱截面. 錯(cuò)誤!未定義書(shū)簽。2.3材料強(qiáng)度等級(jí)82.4荷載計(jì)算錯(cuò)誤!未定義書(shū)簽。3.框架內(nèi)力計(jì)算203.1恒

7、載作用下的框架內(nèi)力錯(cuò)誤!未定義書(shū)簽。3.2活載作用下的框架內(nèi)力錯(cuò)誤!未定義書(shū)簽。3.3風(fēng)荷載作用下內(nèi)力計(jì)算443.4作用下框架的內(nèi)力計(jì)算474.框架內(nèi)力組合錯(cuò)誤!未定義書(shū)簽。5框架梁柱截面設(shè)計(jì)錯(cuò)誤!未定義書(shū)簽。南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（）6.樓梯結(jié)構(gòu)設(shè)計(jì)錯(cuò)誤!未定義書(shū)簽。6.1梯段板計(jì)算錯(cuò)誤!未定義書(shū)簽。6.2休息平臺(tái)板計(jì)算錯(cuò)誤!未定義書(shū)簽。6.3梯段梁 TL2 計(jì)算錯(cuò)誤!未定義書(shū)簽。7.現(xiàn)澆樓面板設(shè)計(jì)917.1跨中最大彎矩錯(cuò)誤!未定義書(shū)簽。7.2求支座中點(diǎn)最大彎矩錯(cuò)誤!未定義書(shū)簽。7.3單向板區(qū)格計(jì)算947.4雙向板計(jì)算錯(cuò)誤!未定義書(shū)簽。8.基礎(chǔ)設(shè)計(jì)錯(cuò)誤!未定義書(shū)簽。8.1荷載計(jì)算錯(cuò)誤!未

8、定義書(shū)簽。8.2確定基礎(chǔ)底面積錯(cuò)誤!未定義書(shū)簽。8.3地基變形驗(yàn)算錯(cuò)誤!未定義書(shū)簽。8.4基礎(chǔ)結(jié)構(gòu)設(shè)計(jì)錯(cuò)誤!未定義書(shū)簽。參考文獻(xiàn)致謝南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（）1南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（）圖 1-3 東立面圖2南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（）3圖 1-1 底層平面圖南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（）4圖 1-2 南立面圖（1:100）南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（）圖 1-4剖面圖圖 1-5 剖面計(jì)算簡(jiǎn)圖5南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（）6南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（）0.1225=3 kN/2（01025=2.5 kN/2） 0.01216=0.192 kN/2120150mm12 厚紙筋石灰粉

9、平頂7南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（）4.87 kN/2（4.37 kN/2）屋面荷載標(biāo)準(zhǔn)值a = 1350 = 0.45中跨 BC 雙向板：3000梯形荷載：= (1 22 + 3) = 3.0/252三角形荷載：=P = 2.73kN/8BC 跨主次梁荷載：邊跨 AB、CD 主梁均布荷載：2.71.352.732.7=3.686 kN/m4.873=14.6 kN/m0.6m 女兒墻重女兒墻內(nèi)外粉刷0.692.36=12.74kN0.620.02917=3.67kN小計(jì)16.4kN邊跨 AB、CD 橫向框架梁自重小計(jì)0.60.2525=3.75kN/m4.08kN/m中跨 BC 橫向框架梁自

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次梁內(nèi)外粉刷小計(jì)2.76kN/m縱向框架梁自重0.30.725=5.25kN/m屋面恒載：G51（G54） 女兒墻傳來(lái)縱向梁自重16.41kN5.648=45.15kN21/22.753+4.87331/22=52.08kN次來(lái)小計(jì)113.64kNG52（G53） 縱向來(lái)5.648+2.758=67.13kN8南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（）次來(lái)2.753+14.613+2.73.69=62.04kN小計(jì)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樓面荷載標(biāo)準(zhǔn)值3.692 (3.192 ) kN/m22.190kN/m中跨 BC 橫向框架梁自重（+粉刷）次梁自重（+粉刷）2.758kN/mAB、CD 跨填充墻自重（內(nèi)墻）小計(jì)0.2(3.9-0.6)20=13.2kN/m15.44kN/mA、D 軸外墻自重小計(jì)8(3.9-0.7)-2.11.8380.220=7.13kN/m8.98kN/mB、C 軸線墻自重8(3.9-0.7)-0.92.1-2.11.8280.220=8.07kN/m墻體粉刷8(3.9-0.7)-0.92

12、.1-2.11.8280.02217=1.37kN/m9.99kN/m小計(jì)柱自重0.50.53.825=23.75kN由板荷載傳遞示意圖可知，次梁收到的是三角形荷載，而樓面荷載為 3.192 kN/m2。9南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（）樓面梯形荷載：= (1 22 + 3) = 2.19/252樓面三角形荷載：=P = 2.00kN/8中跨 BC 主（次）梁均布縱向框架梁2.71.3522.7=2.69kN/m(1.5+4.2)1.352=1.83kN/mGi1（Gi4）外墻自重7.1380.7=39.92kN80.54=4.34kN23.75kN鋼窗重柱自重縱向來(lái)5.648+2.753+11

13、.083=86.61kN小計(jì)154.62kNGi2（Gi3）內(nèi)墻自重8.0780.7=45.19kN80.54=4.3kN門(mén)窗重柱自重23.75kN5.648+2.753+311.08+1.8382.69=125.99kN縱向小計(jì)199.25kN主梁自重gi1(gi3)4.08kN/m樓面荷載11.08kN/m小計(jì)15.15kN/m主梁自重gi22.19kN/m樓面荷載8.07kN/m小計(jì)10.26kN/m邊跨 AB、CD 主次梁均布荷載中跨BC 主次梁荷載活載編號(hào)0.53=1.5kN/m2.71.350.312.7=0.42kN/m10南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（）Q51（Q54） Q53（

14、Q53）q51（q53）1.56=9.0kN0.318+1.56+2.70.42=12.65kN1.5kN/mq521.35kN/m（2）標(biāo)準(zhǔn)層樓面荷載邊跨 AB、CD 主次梁均布荷載中跨BC 主次梁荷載活載編號(hào)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南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（）圖 2-3橫向框架上的風(fēng)荷載橫向梁(4.0862+2.192.7)10=548.25kN5.6470.24=1584.83k

15、N0.50.5251.840=450kN縱向梁柱自重：橫向梁548.25kN縱梁1584.83kN0.50.5253.939=950.62kN柱自重：12層次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南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（）隔墻自重：橫墻（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縱墻鋼窗橫梁548.25kN縱梁1584.83kN隔墻自重：橫墻（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縱墻鋼窗3 = 211037.85橫梁548.25kN縱梁1584.83kN柱自重：0.50.5254.240=1050.0kN隔墻自重：橫墻（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縱墻鋼窗13南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（）2 = 9659.8914桿件截面0(4)(4)L(mm) =相對(duì)剛度bh邊框架梁25060030.004.51096.7510960003.381071.000邊框架梁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底層框架柱50050030.005.211095.2110946

18、503.361070.996中層框架柱50050030.005.211095.2110939004.01071.187南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（）15南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（）16層()() = + (頂層) = (1 )(其他層) 樓層剪力 ()520.257934.88160681.32652.92+329.24982.16416.3511014.00180078.90731.741713.90層() (kN) (kN/mm) = / (層間相對(duì)位移）總位移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南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（） = 617473.5 = = 0.116 2838.33 = 329.24圖 2-4橫向框架上的作用17層次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南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（）節(jié)點(diǎn) A1: 10 = 410 = 4 0.996 = 3.98411 = 411 = 4 1.333 = 5.33212 = 412 = 4 1.187 = 4.748（相對(duì)線剛度見(jiàn)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節(jié)點(diǎn) 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節(jié)點(diǎn) A2:= = 0.3202123(1.187+1.333+1.187)41.3334

22、= 0.36022(1.187+1.333+1.187)41.3334節(jié)點(diǎn) B2:= 0.32822(1.333+1.1872)4+20.70518南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（）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節(jié)點(diǎn) A5:= 0.52955(1.333+1.187)41.1874= 0.47154(1.333+1.187)41.3334節(jié)點(diǎn) 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南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（）1= 0.67 11112板傳來(lái)的荷載作用:1= = 2 = 33.24 111112= 51 2 = 3.27 11961= 2 = 1.96 1132節(jié)點(diǎn) A5 的不平衡彎矩:55 = 12.24 43.83 = 56.07 節(jié)點(diǎn) B5 的不平衡彎矩:55 + 55 = 56.07 1.33 4.48 = 50.26 節(jié)點(diǎn) A1 的不平衡彎矩:11 = 12.24 33.24 = 45.48 節(jié)點(diǎn) B1 的不平衡彎矩

24、:11 + 11 = 45.48 1.33 3.27 = 40.88 節(jié)點(diǎn) A2、A3、A4 及節(jié)點(diǎn) B2、B3、B4 與相應(yīng) A1、B1 相同。20南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（）21南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（論文）三跨對(duì)稱(chēng)框架的恒載彎矩分配表上柱下柱右梁左梁上柱下柱右梁A550.26D55層桿件編號(hào)A5A4A5B5B5A5B5B4B5D5分配系數(shù)0.4710 5290.4640.4150.123固端彎矩-56.0756.07-5.81-0.67附加彎矩0分配過(guò)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分配結(jié)果35.55-35 5543.88-30.43-13.587.10A440.88D44層桿件編號(hào)A4A5A4A3A4B4B4A4B4B5B4B3B4D4分配系數(shù)0.320.320.360.3280.2920.2920.087固端彎矩-45.4845.48-4.6-0.67附加彎矩0分配過(guò)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分配結(jié)果24.4215.47-39 89A340.88D33層桿件編號(hào)A3A4A3A2A3B3B3A3B3B4B3B2B3D3分配系數(shù)0.320.320.360.3280.2920.2920.087固端彎矩-45.4845.48-4.6-0.67附加彎矩0分配過(guò)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分配結(jié)果17.6519.76-37.4240.30-15

27、.13-17.27-7.852.58A240.88D22層桿件編號(hào)A2A3A2A1A2B2B2A2B2B3B2B1B2D2分配系數(shù)0.320.320 3600.3280.2920.2920.087固端彎矩-45.4845.48-4.6-0.67附加彎矩0分配過(guò)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層桿件編號(hào)A

28、1A2A1A0A1B1B1A1B1B2B1B0B1D1分配系數(shù)0.3380.2840 3780.3450.2570.3070.091固端彎矩-45.4845.48-4.6-0.67附加彎矩0分配過(guò)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分配結(jié)果22.6713.01-35.6739.24-17.46-13.26-8.533.266.46-6.680.050.056.50-6.63A 0B 022南京工業(yè)大學(xué)本科生畢

29、業(yè)設(shè)計(jì)（）23層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層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層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南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（）圖 3-3荷載作用下彎矩圖24南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（）圖 3-4荷載作用下梁剪力、柱軸力圖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）二至四層橫梁11= = 2 = 7.5 62 = 22.5kN m11111212= 15 2 = 9.45 2.72 = 3.59kN m511969625南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（）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當(dāng)

33、BC 跨布置活載時(shí)：5 = 55 + 5 = 0.5kN m1 = 2 = 3 = 4 = 11 + 1 = 3.59kN m當(dāng) AB 跨和 BC 跨同時(shí)布置活載時(shí)：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南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（）圖 3-5活載不利布置（1）圖 3-6活載不利布置（2）圖 3-7 活載不利布置（3）圖 3-8活載不利布置（4）27南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（）3

34、-18。28南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（論文）三跨對(duì)稱(chēng)框架的活載1彎矩分配圖上柱下柱右梁左梁上柱下柱右梁A54.5D55層桿件編號(hào)A5A4A5B5B5A5B5B4B5D5分配系數(shù)0.4710.5290.4640.4150 123固端彎矩-4.54.500.00附加彎矩0分配過(guò)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分配結(jié)果2 35-2.352.71-1.77-0.950.95A4-3.59D44層桿件編號(hào)A4A5A4A3A4B4B4A4B4B5B4B3B4D4分配系數(shù)0.320.320.360.3280.2920.2920.087固端彎矩00-3.59-2.15附加彎矩0分配過(guò)程1.063.600.