1、 18屆畢業(yè)設(shè)計（）題目：江蘇省鎮(zhèn)江市某設(shè)計小學(xué)教學(xué)樓專業(yè)：土木工程班級：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（）I南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計（）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（）目錄摘要Abstract1.工程設(shè)計已知條件錯誤!未定義書簽。1.1氣象資料錯誤!未定義書簽。1.2地質(zhì)資料錯誤!未定義書簽。1.3抗震設(shè)防烈度：錯誤!未定義書簽。1.4荷載資料錯誤!未定義書簽。2.荷載計算及計算簡圖錯誤!未定義書簽。2.1確定計算簡圖錯誤!未定義書簽。2.2梁柱截面. 錯誤!未定義書簽。2.3材料強度等級82.4荷載計算錯誤!未定義書簽。3.框架內(nèi)力計算203.1恒

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

8、定義書簽。8.2確定基礎(chǔ)底面積錯誤!未定義書簽。8.3地基變形驗算錯誤!未定義書簽。8.4基礎(chǔ)結(jié)構(gòu)設(shè)計錯誤!未定義書簽。參考文獻致謝南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計（）1南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計（）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（）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（）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（）圖 1-4剖面圖圖 1-5 剖面計算簡圖5南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計（）6南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計（）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（）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16.4kN邊跨 AB、CD 橫向框架梁自重小計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） 女兒墻傳來縱向梁自重16.41kN5.648=45.15kN21/22.753+4.87331/22=52.08kN次來小計113.64kNG52（G53） 縱向來5.648+2.758=67.13kN8南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計（）次來2.753+14.613+2.73.69=62.04kN小計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0.2(3.9-0.6)20=13.2kN/m15.44kN/mA、D 軸外墻自重小計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（）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5.648+2.753+11

13、.083=86.61kN小計154.62kNGi2（Gi3）內(nèi)墻自重8.0780.7=45.19kN80.54=4.3kN門窗重柱自重23.75kN5.648+2.753+311.08+1.8382.69=125.99kN縱向小計199.25kN主梁自重gi1(gi3)4.08kN/m樓面荷載11.08kN/m小計15.15kN/m主梁自重gi22.19kN/m樓面荷載8.07kN/m小計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（）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（）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（）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（）2 = 9659.8914桿件截面0(4)(4)L(mm) =相對剛度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（）15南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計（）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（） = 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（）節(jié)點 A1: 10 = 410 = 4 0.996 = 3.98411 = 411 = 4 1.333 = 5.33212 = 412 = 4 1.187 = 4.748（相對線剛度見表 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 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 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 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（）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 A5:= 0.52955(1.333+1.187)41.1874= 0.47154(1.333+1.187)41.3334節(jié)點 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（）1= 0.67 11112板傳來的荷載作用:1= = 2 = 33.24 111112= 51 2 = 3.27 11961= 2 = 1.96 1132節(jié)點 A5 的不平衡彎矩:55 = 12.24 43.83 = 56.07 節(jié)點 B5 的不平衡彎矩:55 + 55 = 56.07 1.33 4.48 = 50.26 節(jié)點 A1 的不平衡彎矩:11 = 12.24 33.24 = 45.48 節(jié)點 B1 的不平衡彎矩

24、:11 + 11 = 45.48 1.33 3.27 = 40.88 節(jié)點 A2、A3、A4 及節(jié)點 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（）21南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計（論文）三跨對稱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（）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（）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（）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（）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：5 = 55 + 5 = 0.5kN m1 = 2 = 3 = 4 = 11 + 1 = 3.59kN m當(dāng) AB 跨和 BC 跨同時布置活載時：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（）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（）3

34、-18。28南京工業(yè)大學(xué)本科生畢業(yè)設(shè)計（論文）三跨對稱框架的活載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分配過程1.063.600.