土木工程工民建專業(yè)畢業(yè)設計結構計算書鋼結構辦公樓

1、結構計算書設計題目：鋼結構辦公樓專業(yè)：土木工程 班級：姓名：電話成日期：指導教師：目 錄1.摘要22.設計概況63.結構布置64.荷載計算95.重力荷載標準值計算116.水平地震作用下的內力計算197.風荷載作用下框架內力計算27 8.豎向荷載作用下框架內力計算319.框架梁柱的內力組合5410.框架柱驗算5411.框架梁驗算6712.節(jié)點設計6913.壓型鋼板組合樓板計算8214.組合次梁設計9315.樓梯計算10316.基礎計算108電算校核114參考文獻120致謝122摘 要本工程為辦公樓新建工程，采用框架結構（全鋼結構），主體五層，抗震設防烈度為7度，場地類別

2、為ii類。主導風向為西南風，基本風壓0.65kn/m2，基本雪壓0.35 kn/m2。樓板、屋蓋均采用壓型鋼板組合樓板。 本設計選取4軸所在的橫向框架作為結構計算單元，先后進行了橫豎向荷載下的內力分析、內力組合、施工圖繪制等工作，具體包括： 荷載匯集，重力荷載代表值的計算，橫向框架側移剛度計算，水平地震荷載作用下的內力計算及位移驗算。風荷載作用下的內力計算及位移驗算，豎向荷載作用下框架內力計算，框架的內力組合，柱下獨立基礎、標準層樓板、框架梁、框架柱、樓梯的配筋計算?？蚣芰?、框架柱、樓板、基礎及樓梯的平法施工圖繪制。整個結構在設計過程中，嚴格遵循相關的專業(yè)技術規(guī)范的要求，參考相關資料和有關最新

3、的國家標準規(guī)范，對設計的各個環(huán)節(jié)進行綜合全面的科學性考慮。認真貫徹了“安全、經濟、適用、美觀”的設計原則。關鍵詞：全鋼框架結構；辦公樓；結構設計this engineering is a new construction for mingren office building in the city of chang chun, using frame structure(steel structure), principal part is five storey, seismic fortification ntensity is 7 degrees, site classificatio

4、n is . the dominant wind direction is south-west , reference wind pressure-0.65kn/and the reference snow pressure-0.35 kn/.the types of floor or roof structure is pressed steel plate combines building plank. this designer selects the horizontal axis of the 4th as the calculation unit for structural

5、framework , has conducted the analysis of the force internal 、combination of internal forces、 preparation of construction drawing of horizontal, vertical load.the specific is as follows. load combination, the calculating of gravity representative values、horizontal frameworks lateral movement rigid、i

6、nternal force of earthquake action and the checking of displacement.the calculating of internal force and the checking of displacement for wind load，the calculation of framework s internal force for vertical load.the calculation of frameworks inernal force combination,the reinforce calculation of co

7、lumns independent foundation、standard layer floor、frame-beam、frame-column、staircase.the drawing of construction for frame-beam、frame-column、staircase、foundation、floor. during the design process,the entire structure has strictly abided by related professional technical specification request .referenc

8、ing to the relevant information and the newest national specification, all aspects of the design has an comprehensive scientific consideration conscientiously implement the principles of “safe、economic、applicable、beauty”. key words: steel frame structure;office building; structural design.符 號 混凝土彈性模

9、量；n軸向力設計值；m彎矩設計值；v剪力設計值；a構件截面面積；i截面慣性矩；永久荷載標準值；可變荷載標準值；永久荷載分項系數(shù)；可變荷載分項系數(shù)；結構總水平地震作用標準值；ge地震時結構的重力荷載代表值；等效總重力荷載代表值；t結構自振周期；承載力抗震調整系數(shù)；構件長細比；地基承載力特征值；基礎高度；d基礎埋置深度；土的重力密度；風荷載標準值；結構頂部附加水平地震作用標準值；樓層層間位移；e偏心距；箍筋面積；b結構迎風面寬度；截面有效高度；受拉區(qū)、受壓區(qū)縱筋面積。2.設計概況2.1 建設項目名稱：辦公樓（全鋼框架結構）2.2 建設地點：2.3 設計資料：2.3.1 地質水文資料：根據工程地質勘

10、測報告，擬建場地地勢平坦，表面為平均厚度0.5m左右的雜填土，以下為1.0m左右的淤泥質粘土，承載力的特征值為80 kn/m2，再下面為較厚的垂直及水平分布比較均勻的粉質粘土層，其承載力的特征值為230kn/m2，可作為天然地基持力層。2.3.2 氣象資料：全年主導風向：西南風 基本風壓為：0.65kn/m2地面粗糙度：c類基本雪壓為：0.35kn/m2土壤標準凍深：-1.62米抗震設防烈度：7度3.結構方案布置3.1 結構形式選擇根據辦公建筑功能的要求，建筑物的結構形式應滿足傳力可靠，受力合理的要求。對多層鋼結構建筑，可采用純框結構平面布置圖架形式，框架應雙向剛接，本工程位于7度抗震設防地區(qū)

11、，結構只有5層，結構形式比較規(guī)則，純框架形式很容易滿足，經濟性能優(yōu)于框架支撐體系，為使建筑平面布置靈活，獲得較大的使用空間，本結構設計采用鋼框架結構形式。3.2 結構布置根據建筑功能的要求，及建筑物可用的占地平面地形，具體布置見結構平面布置圖，樓梯采用整體現(xiàn)澆板式樓梯，基礎方案采用柱下獨立基礎。3.2.1 梁板柱截面尺寸確定（1）梁截面：1）主梁 梁高取l/15500選熱軋h型鋼hn5002001016，尺寸5002001016 主梁zl3取350175711mm（改主梁選用500*250*10*16）（2）次梁：梁高取l/18400 選用hn 400200813mm梁凈跨：主梁 zl17.5

12、0.57.0m zl27.20.56.7m zl32.70.52.2m柱高：首層3.630.50.050.150.054.95m 其他層3.6m（3）柱截面：采用箱形柱取50050020（4）壓型鋼板組合樓板：壓型鋼板為yx51-250-750 厚度1.2mm,混凝土為c25梁柱匯集表編號截面長度（高度）zl150020010167.0zl250020010166.7zl33501757112.2c0z1500500204.95z2500500203.64.荷載計算4.1 恒載標準值計算屋面1.2厚壓型鋼板 0.17kn/m2100厚c25鋼筋混凝土板 0.1252.

13、5 kn/m220厚1：3水泥砂漿找平層 0.02200.4 kn/m22厚sbs改性瀝青隔氣層 0.025 kn/m2100厚聚苯乙烯泡沫塑料保溫板0.10.50.05 kn/m2100厚水泥珍珠巖找坡層 0.140.4 kn/m220厚1：3水泥砂漿找平層 0.02200.4 kn/m24厚sbssbs改性瀝青隔氣層 0.05 kn/m2v型輕鋼龍骨吊頂 0.12 kn/m2頂棚上鋪焦渣鋸末絕緣層 0.2 kn/m2合計：4.32 kn/m2樓面1.2厚壓型鋼板 0.17kn/m2100厚c25鋼筋混凝土板 0.1252.5 kn/m230厚1：3水泥砂漿找平層 0.03200.6 kn/

14、m2瓷磚地面 0.55 kn/m2v型輕鋼龍骨吊頂 0.12 kn/m2頂棚上鋪焦渣鋸末絕緣層 0.2 kn/m2合計：4.14 kn/m2內墻200厚nalc板 0.281.6 kn/m240厚混合砂漿抹面刮大白 0.04170.68 kn/m2合計：2.28 kn/m2外墻20厚混合砂漿抹面刮大白 0.02170.34kn/m2200厚nalc板 0.281.6 kn/m220厚1：2.5水泥砂漿找平層 0.02200.4 kn/m260厚eps板保溫層 0.060.50.03 kn/m2合計：2.37 kn/m2女兒墻：同外墻做法 2.37 kn/m24.2.活荷載標準值計算辦公室樓面

15、2.0 kn/m2（走廊、樓梯間取2.5 kn/m2）不上人屋面 0.5 kn/m2雪荷載 0.35 kn/m25.重力荷載代表值計算5.1 出屋面樓梯間恒荷載：屋面：4.327.27.5233.28 kn女兒墻：（7.27.5）20.62.3741.81 kn柱：78.5（0.520.462）3.0436.17 knzl1: 89.6107.0212.55 knzl2: 89.6106.7212.01 kncl1:66107.029.24 kn外墻：3（7.27.5）22.37209.03 kn合計：554.09 kn出屋面電梯間同樓梯間 合計：554.09 kn屋面雪荷載：0.353617

16、.7223.02 kn女兒墻：2.370.92.15 kn/m屋面：4.32 kn/m2 樓面：4.14 kn/m25.2 頂層恒荷載屋面：（3617.77.57.22）2286.14 kn女兒墻：(3617.7)214.40.92.37198.37 kn柱：78.5（0.520.462）3.624/2130.22 knzl1:89.6107.01275.26 knzl2:89.6106.720120.06 knzl3:50102.266.6 kncl1:66107.02092.4 kn樓面：4.147.57.22447.12 kn外墻：縱墻：363.62.372614.3 kn橫墻：17.7

17、3.62.372302.03 kn內墻：縱墻：（3622.537.24.7）3.62.28673.06 kn橫墻：7.5152.283.6923.4 kn頂層恒荷載標準值：gk554.0922286.14198.3710.2275.26120.066.692.4447.121.05(614.3302.03673.06923.4)0.51005843.10 kn頂層重力荷載代表值為：g55843.100.5223.025954.61kn5.3 四層恒荷載屋面：7.217.724.321101.08 kn樓面：3617.74.142638.01 kn女兒墻：(7.2417.72)0.92.3713

18、6.94 kn柱：78.5（0.520.462）3.632347.26 knzl1:89.6107.016100.35knzl2:89.6106.728168.09knzl3:50102.288.8kncl1:66107.028129.36 kn外墻：縱墻：50.43.62.3727.22.372825.9kn橫墻：17.73.62.372302.03 kn內墻：縱墻：（50.422.537.24.7）3.62.287.222.28876.62kn橫墻：7.5172.283.6302.03 kn水泥臺階：（2.31.50.151.71.50.15）2018 kn四層恒荷載標準值：gk1101.

19、082638.011.05347.26100.35168.098.8129.36825.90302.03876.621046.52136.94187830.85kn活荷載：辦公區(qū)：2.0（7.53627.57.24）648 kn樓梯間、走廊、衛(wèi)生間：2.5（7.57.24362.7）783 kn屋面：0.3517.714.489.21 kn四層重力荷載代表值為：g47830.850.5（64878389.21）8590.96kn5.4 標準層：樓面：50.417.74.143693.21 kn外墻：縱墻：50.43.62.372860.03 kn橫墻：17.73.62.372302.03 kn

20、內墻：縱墻：（50.424.77.22.53）3.62.28909.45 kn橫墻：7.5192.283.61169.64 kn柱、梁同四層活荷載：辦公區(qū)：2.0（50.47.527.57.24）1080 kn樓梯間、走廊、衛(wèi)生間：2.5（50.42.77.57.24）880.2 kngk3693.211.05347.26100.35168.098.8129.36860.03302.03909.451169.647872.88 kn重力荷載代表值：g237872.880.5（1080+880.2）8852.98 kn底層：柱：78.5（0.520.462）（1.84.950.5）412.37

21、kngk3693.211.05412.37100.35168.098.8129.36860.03302.03909.451169.647937.99kn重力荷載代表值為：g17937.990.5（1080880.2）8918.09 kn5.5 梁、柱線剛度計算梁柱截面尺寸鋼框架結構中，考慮現(xiàn)澆樓板與鋼梁得共同作用，在計算梁線剛度時，對中框架梁ib1.5eib/l0,對邊框架梁取ib1.2eib/l0取4軸一榀框架計算，框架梁與柱采用剛性連接，梁跨等于軸線之間得距離：ab、cd跨：zl1:i4.781044 l7.5m e2.06105bc跨：zl3: i1.371044 l2.7m e2.06

22、105梁線剛度表梁號慣性矩i0104/4e(kn.m)ib104/4(kn.m)中框架柱邊框架柱ab、cd跨4.78104131291969415755bc跨1.37104104531567912544柱的線剛度：icb14/12b24/125004/124604/1214.771084一層柱線剛度：iceic/h2.0610514.77108/495061467 kn.m25層柱線剛度：iceic/h2.0610514.77108/360084517 kn.m框架梁柱相對線剛度計算令邊柱i251.0,則其余各桿件的相對線剛度為：框架梁相對線剛度：iabicd0.233 ibc0.186一層框

23、架柱相對線剛度：ic0.727框架相對線剛度圖邊框架柱的d值計算樓層柱位ic（kn.m）ib（kn.m）kib/2ickib/ic(底層)kk+20.5+kk+2(底層)層高h(m)d12ic/h2(kn/m)柱根數(shù)d5邊柱84517315100.1860.0853.66651中柱565980.3550.144112694邊柱84517315100.1860.0853.66651426604中柱565980.3550.144112694450763邊柱84517315100.1860.0853.66651426604中柱565980.3550.144112694450762邊柱84517315

24、100.1860.0853.66651426604中柱565980.3550.144112694450761邊柱61467157550.2560.3554.9510085440340中柱282990.4600.39011740446960中框架柱的d值計算樓層柱位ic（kn.m）ib（kn.m）kib/2ickib/ic(底層)kk+20.5+kk+2(底層)層高h(m)d12ic/h2(kn/m)柱根數(shù)d合計1045邊柱84517393880.2330.1043.68138129765626.011中柱707460.4180.17313538121624564邊柱84517393880.23

25、30.1043.68138129765633.179中柱707460.4180.17313538121624563邊柱84517393880.2330.1043.68138129765633.179中柱707460.4180.17313538121624562邊柱84517393880.2330.1043.68138129765633.179中柱707460.4180.17313538121624561邊柱61467196940.3200.3534.95106261212751236.545中柱353730.5750.4171255312150636重力荷載代表值（kn）層數(shù)54321gi59

26、54.618590.968852.988852.988918.09橫向框架結構自振周期：t1.7tun框架頂點位移計算層數(shù)gi（kn）gi（kn）di104(kn/m)層間相對位移igi/ di(m)ci(m)55954.615954.6126.0110.02280.346948590.9614545.5733.1790.04380.324138852.9823398.5533.1790.07050.280328852.9832251.5333.1790.09720.209818918.0941169.6236.5450.11260.1126自振周期：t11.70.90.34690.901s6

27、.水平地震作用計算：6.1 本建筑高度不超過40m，故可用底部剪力法進行計算，結構抗震設防烈度為7度，結構阻尼比為0.035，tg0.35 mas0.08結構等效總重力荷載：geq0.85gi0.8541169.6234994（kn）tg0.35t10.901s5tg1.65r0.90.05-0.5+50.90.05-0.0350.5+50.0350.92當結構阻尼比不等于0.05時，mas應乘以調整系數(shù)2210.05-0.06+1.711.126(tgt)r2mas(0.350.901)0.921.1260.080.038結構總水平地震作用等效的底部剪力標準值：fekgeq0.0383499

28、41330（kn）頂點附加水平地震作用系數(shù)tg0.35s t10.901s1.4tg1.40.350.49sn0.08t10.070.080.9010.070.142頂點附加水平地震作用：fnfekn13300.142188.86（kn）各層水平地震作用標準值計算：五層：figihifekgihi(1-n) 0.2411330(10.142)275.02（kn）加fn后f5fifn275.02188.86463.88（kn）層數(shù)hi(m)hi(m)gi（kn）gi hi（knm）gihigihifi（kn）vi（kn）53.6019.355954.611152220.241275.02463.

29、8843.6015.758590.361352980.283322.94786.8233.6012.518852.981075640.225256.761043.5823.608.558852.98756930.158180.301223.8814.954.958918.09441450.092104.981328.86 樓層地震作用 地震作用樓層剪力圖各樓層地震剪力最小取值驗算，基本周期3.5s，7度區(qū)，0.016（剪力系數(shù)）滿足vii=jngj層數(shù)vi（kn）gi（kn）i=jngj（kn）5463.885954.6195.274786.828590.96232.7331043.58885

30、2.98374.0221223.888852.98516.0211328.868918.09658.716.2 橫向框架側移計算框架的水平位移分為兩部分，由框架彎曲變形產生的位移um和柱子軸向變形產生的位移un,框架頂端位移為uum+un 可由d值法求得層間位移計算層數(shù)層間剪力vi（kn）層間剛度di (kn/m)層間位移vidi(m)層高hi(m)e5463.882601100.001783.61/17734786.823317900.002373.61/139031043.583317900.003143.61/105321223.883317900.003693.61/90011328.

31、863654500.003644.951/1338層間彈性轉角均滿足ee1300un0.00178（m）0.0387m 滿足要求6.3框架在水平地震作用下的內力計算6.3.1 各層柱剪力計算選取4軸框架柱計算，各層柱剪力按vjidjidjvj分配層間剪力到各柱上層數(shù)層間剪力邊柱ad值中柱bd值中柱cd值邊柱dd值d104(kn/m)邊柱a剪力中柱b剪力中柱c剪力邊柱d剪力5463.8881381353813538813826.01114.5124.1424.1414.514786.8281381353813538813833.17919.3032.1032.1019.3031043.58813

32、81353813538813833.17925.6042.5842.5825.6021223.8881381353813538813833.17930.0249.9449.9430.0211328.861062612553 125531062636.54538.6445.6545.6538.64各層反彎點高度計算:層數(shù)h(mm)k0123h5邊柱36000.2330.1330.133478.8中柱36000.4180.2590.259932.44邊柱36000.2330.2830.2831018.8中柱36000.4180.3590.3591292.43邊柱36000.2330.4170.41

33、71501.2中柱36000.4180.4500.45016202邊柱36000.2330.5840.050.6342282.4中柱36000.4180.5410.0440.58521061邊柱49500.3200.950-0.0450.9054479.75中柱49500.5750.791-0.0250.7663791.76.3.2 框架柱彎矩計算樓層柱位每柱剪力h（m）柱彎矩（knm）柱頂柱底5邊柱14.510.47945.297.43中柱24.140.93264.4122.504邊柱19.301.01949.8119.67中柱32.101.29274.0941.473邊柱25.601.50

34、153.7338.43中柱42.581.62084.3168.982邊柱30.022.28239.5768.51中柱49.942.10674.61105.171邊柱38.644.48018.16173.11中柱45.653.79252.95173.116.3.3 梁端彎矩、剪力及柱軸力位置ab、cd跨l7.5mbc跨l2.7m柱軸力m左（knm）m右（knm）vb（kn）m左（knm）m右（knm）vb（kn）na（kn）nb（kn）545.2932.2110.3332.2132.2123.8610.3313.53457.2448.3014.0748.3048.3035.7824.4035.2

35、4373.4062.8918.1762.8962.8946.5942.5763.66278.0071.8019.9771.8071.8053.1962.5496.88186.6779.0622.1079.0679.0658.5684.64133.34左震作用框架彎矩圖左震作用框架剪力圖左震作用框架軸力圖7.風荷載作用下的內力計算7.1風荷載計算本地區(qū)基本風壓00.65 kn/m2 迎風面s0.8 背風面s0.5h/b18.9/17.71.071.5 h18.9m30m 不考慮風振系數(shù)z的影響地面粗糙度類別為c類風荷載計算層數(shù)高度hi(m)sz0kqkhuh1fk女兒墻20.251.30.654

36、.9901.2519.351.30.8270.650.6995.0331.23.615.099415.751.30.7550.650.6384.5943.63.616.538312.151.30.740.65待添加的隱藏文字內容30.6254.53.63.616.228.551.30.740.650.6254.53.63.616.214.951.30.740.650.6254.53.64.9519.2387.2 風荷載作用下的框架層間剪力及側移計算層數(shù)fi（kn）vi（kn）di(b、c) (kn/m)di(a、d) (kn/m)di(kn/m)ui（m）ut（m）515.09915.0991

37、35388138433520.000350.00545416.53831.637135388138433520.000730.00510316.247.837135388138433520.001100.00437216.264.037135388138433520.001480.00327119.23883.2751255310626463580.001790.00179um0.00545h/5000.0368m 滿足要求層數(shù)層間剪力邊柱ad值中柱bd值中柱cd值邊柱dd值d(kn/m)邊柱a剪力中柱b剪力中柱c剪力邊柱d剪力515.099813813538135388138433522.8

38、34.7154.7152.83431.637813813538135388138433525.949.889.885.94347.837813813538135388138433528.9814.9414.948.98264.0378138135381353881384335212.0219.9919.9912.02183.275106261255312553106264635819.0922.5522.5519.09各層反彎點高度計算層數(shù)h(mm)k0123h5邊柱36000.2330.1330.133478.8中柱36000.4180.2590.259932.44邊柱36000.2330.

39、2830.2831018.8中柱36000.4180.3590.3591292.43邊柱36000.2330.4170.4171501.2中柱36000.4180.4500.45016202邊柱36000.2330.5840.050.6342282.4中柱36000.4180.5410.0440.58521061邊柱49500.3200.950-0.0450.9054479.75中柱49500.5750.791-0.0250.7663791.77.3 框架柱彎矩計算樓層柱位每柱剪力h（m）柱彎矩（knm）柱頂柱底5邊柱2.830.4799.380.803中柱4.7150.93212.974.0

40、14邊柱5.941.01916.195.20中柱9.881.29223.1212.453邊柱8.981.50119.1713.16中柱14.941.62029.5824.202邊柱12.022.28215.3127.96中柱19.992.10630.2241.741邊柱19.094.48026.4668.04中柱22.553.79244.4267.207.4 梁端彎矩、剪力及柱軸力位置ab、cd跨l7.5mbc跨l2.7m柱軸力m左（knm）m右（knm）vb（kn）m左（knm）m右（knm）vb（kn）na（kn）nb（kn）59.386.492.126.496.494.812.122.6

41、9416.9913.574.0713.5713.5710.056.198.69324.3721.026.0521.0221.0215.5712.2418.21228.4727.217.4227.2127.2120.1619.6630.95154.4243.0813.0043.0843.0831.9032.6649.85風荷載作用框架彎矩圖風荷載作用框架剪力圖風荷載作用框架軸力圖8.豎向荷載作用下的內力計算8.1 恒載計算：取一榀框架為計算單元8.1.1 屋蓋：板傳給次梁：4.327.22.577.76 kn板傳給邊框架梁：4.327.21.2538.88 kna、d軸女兒墻傳給邊框架梁：2.3

42、70.97.215.36 kn板傳給b、c軸框架梁：4.327.22.680.87 knzl1自重：89.6100.896 kn/mzl2自重：89.6107.26.45 kncl1自重：66107.24.75 knzl3自重：50100.5 kn/m8.1.2 樓面：板傳給次梁：4.147.22.574.52 kn板傳給邊框架梁：4.147.21.2537.26 knab、cd軸上墻體自重：2.283.68.21 kn/m邊框架梁上墻體自重：2.373.67.261.43 kn柱自重：3.678.5（0.520.462）10.85 kn板傳給b、c軸框架梁：4.147.22.677.5 kn

43、內墻：3.62.287.259.10 knzl1自重：89.6100.896 kn/mzl2自重：89.6107.26.45 kncl1自重：66107.24.75 knzl3自重：50100.5 kn/m8.2 活荷載計算：取一榀框架為計算單元8.2.1 屋蓋板傳給次梁：0.57.22.59 kn板傳給邊框架梁：0.57.21.254.5 kn板傳給b、c軸框架梁：0.57.22.69.36 kn8.2.2 樓面板傳給次梁：cd軸 2.03.62.52.53.62.540.5 knab軸2.07.22.536 kn板傳給邊框架梁：d軸 （2.02.5）3.61.2520.25 kna軸 2.07.21.2518 kn板傳給b、c軸框架梁：b軸2.07.21.252.57.21.3542.3 kna軸2.03.61.252.57.21.352.53.61.2544.55 kn分配系數(shù)計算：五層：abdc41.9741.97+47.610.21 ad47.6141.97+47.610.79bacd41.9741.97+47.61+41.570.18 bc47.6141.97+47.61+41.570.68bccb41.5741.97+47.61+41.570.14二四層：abdc41.9741