土木工程工民建專業(yè)畢業(yè)設(shè)計(jì)結(jié)構(gòu)計(jì)算書鋼結(jié)構(gòu)辦公樓

1、結(jié)構(gòu)計(jì)算書設(shè)計(jì)題目：鋼結(jié)構(gòu)辦公樓專業(yè)：土木工程 班級(jí)：姓名：電話成日期：指導(dǎo)教師：目 錄1.摘要22.設(shè)計(jì)概況63.結(jié)構(gòu)布置64.荷載計(jì)算95.重力荷載標(biāo)準(zhǔn)值計(jì)算116.水平地震作用下的內(nèi)力計(jì)算197.風(fēng)荷載作用下框架內(nèi)力計(jì)算27 8.豎向荷載作用下框架內(nèi)力計(jì)算319.框架梁柱的內(nèi)力組合5410.框架柱驗(yàn)算5411.框架梁驗(yàn)算6712.節(jié)點(diǎn)設(shè)計(jì)6913.壓型鋼板組合樓板計(jì)算8214.組合次梁設(shè)計(jì)9315.樓梯計(jì)算10316.基礎(chǔ)計(jì)算108電算校核114參考文獻(xiàn)120致謝122摘 要本工程為辦公樓新建工程，采用框架結(jié)構(gòu)（全鋼結(jié)構(gòu)），主體五層，抗震設(shè)防烈度為7度，場(chǎng)地類別

2、為ii類。主導(dǎo)風(fēng)向?yàn)槲髂巷L(fēng)，基本風(fēng)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(shè)計(jì)選取4軸所在的橫向框架作為結(jié)構(gòu)計(jì)算單元，先后進(jìn)行了橫豎向荷載下的內(nèi)力分析、內(nèi)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(jì)算，橫向框架側(cè)移剛度計(jì)算，水平地震荷載作用下的內(nèi)力計(jì)算及位移驗(yàn)算。風(fēng)荷載作用下的內(nèi)力計(jì)算及位移驗(yàn)算，豎向荷載作用下框架內(nèi)力計(jì)算，框架的內(nèi)力組合，柱下獨(dú)立基礎(chǔ)、標(biāo)準(zhǔn)層樓板、框架梁、框架柱、樓梯的配筋計(jì)算?？蚣芰骸⒖蚣苤?、樓板、基礎(chǔ)及樓梯的平法施工圖繪制。整個(gè)結(jié)構(gòu)在設(shè)計(jì)過程中，嚴(yán)格遵循相關(guān)的專業(yè)技術(shù)規(guī)范的要求，參考相關(guān)資料和有關(guān)最新

3、的國(guó)家標(biāo)準(zhǔn)規(guī)范，對(duì)設(shè)計(jì)的各個(gè)環(huán)節(jié)進(jìn)行綜合全面的科學(xué)性考慮。認(rèn)真貫徹了“安全、經(jīng)濟(jì)、適用、美觀”的設(shè)計(jì)原則。關(guān)鍵詞：全鋼框架結(jié)構(gòu)；辦公樓；結(jié)構(gòu)設(shè)計(jì)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(hào) 混凝土彈性模

9、量；n軸向力設(shè)計(jì)值；m彎矩設(shè)計(jì)值；v剪力設(shè)計(jì)值；a構(gòu)件截面面積；i截面慣性矩；永久荷載標(biāo)準(zhǔn)值；可變荷載標(biāo)準(zhǔn)值；永久荷載分項(xiàng)系數(shù)；可變荷載分項(xiàng)系數(shù)；結(jié)構(gòu)總水平地震作用標(biāo)準(zhǔn)值；ge地震時(shí)結(jié)構(gòu)的重力荷載代表值；等效總重力荷載代表值；t結(jié)構(gòu)自振周期；承載力抗震調(diào)整系數(shù)；構(gòu)件長(zhǎng)細(xì)比；地基承載力特征值；基礎(chǔ)高度；d基礎(chǔ)埋置深度；土的重力密度；風(fēng)荷載標(biāo)準(zhǔn)值；結(jié)構(gòu)頂部附加水平地震作用標(biāo)準(zhǔn)值；樓層層間位移；e偏心距；箍筋面積；b結(jié)構(gòu)迎風(fēng)面寬度；截面有效高度；受拉區(qū)、受壓區(qū)縱筋面積。2.設(shè)計(jì)概況2.1 建設(shè)項(xiàng)目名稱：辦公樓（全鋼框架結(jié)構(gòu)）2.2 建設(shè)地點(diǎn)：2.3 設(shè)計(jì)資料：2.3.1 地質(zhì)水文資料：根據(jù)工程地質(zhì)勘

10、測(cè)報(bào)告，擬建場(chǎng)地地勢(shì)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(zhì)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(zhì)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(dǎo)風(fēng)向：西南風(fēng) 基本風(fēng)壓為：0.65kn/m2地面粗糙度：c類基本雪壓為：0.35kn/m2土壤標(biāo)準(zhǔn)凍深：-1.62米抗震設(shè)防烈度：7度3.結(jié)構(gòu)方案布置3.1 結(jié)構(gòu)形式選擇根據(jù)辦公建筑功能的要求，建筑物的結(jié)構(gòu)形式應(yīng)滿足傳力可靠，受力合理的要求。對(duì)多層鋼結(jié)構(gòu)建筑，可采用純框結(jié)構(gòu)平面布置圖架形式，框架應(yīng)雙向剛接，本工程位于7度抗震設(shè)防地區(qū)

11、，結(jié)構(gòu)只有5層，結(jié)構(gòu)形式比較規(guī)則，純框架形式很容易滿足，經(jīng)濟(jì)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(jié)構(gòu)設(shè)計(jì)采用鋼框架結(jié)構(gòu)形式。3.2 結(jié)構(gòu)布置根據(jù)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(jié)構(gòu)平面布置圖，樓梯采用整體現(xiàn)澆板式樓梯，基礎(chǔ)方案采用柱下獨(dú)立基礎(chǔ)。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(hào)截面長(zhǎng)度（高度）zl150020010167.0zl250020010166.7zl33501757112.2c0z1500500204.95z2500500203.64.荷載計(jì)算4.1 恒載標(biāo)準(zhǔn)值計(jì)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(jì)：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(jì)：4.14 kn/m2內(nèi)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(jì)：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(jì)：2.37 kn/m2女兒墻：同外墻做法 2.37 kn/m24.2.活荷載標(biāo)準(zhǔn)值計(jì)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(jì)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(jì)：554.09 kn出屋面電梯間同樓梯間 合計(jì)：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(nèi)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(biāo)準(zhǔn)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(nèi)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(tái)階：（2.31.50.151.71.50.15）2018 kn四層恒荷載標(biāo)準(zhǔn)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(biāo)準(zhǔn)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(nèi)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(jì)算梁柱截面尺寸鋼框架結(jié)構(gòu)中，考慮現(xiàn)澆樓板與鋼梁得共同作用，在計(jì)算梁線剛度時(shí)，對(duì)中框架梁ib1.5eib/l0,對(duì)邊框架梁取ib1.2eib/l0取4軸一榀框架計(jì)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(hào)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(duì)線剛度計(jì)算令邊柱i251.0,則其余各桿件的相對(duì)線剛度為：框架梁相對(duì)線剛度：iabicd0.233 ibc0.186一層框

23、架柱相對(duì)線剛度：ic0.727框架相對(duì)線剛度圖邊框架柱的d值計(jì)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(yuǎn)(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(jì)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(yuǎn)(m)d12ic/h2(kn/m)柱根數(shù)d合計(jì)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(jié)構(gòu)自振周期：t1.7tun框架頂點(diǎn)位移計(jì)算層數(shù)gi（kn）gi（kn）di104(kn/m)層間相對(duì)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(jì)算：6.1 本建筑高度不超過40m，故可用底部剪力法進(jìn)行計(jì)算，結(jié)構(gòu)抗震設(shè)防烈度為7度，結(jié)構(gòu)阻尼比為0.035，tg0.35 mas0.08結(jié)構(gòu)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(dāng)結(jié)構(gòu)阻尼比不等于0.05時(shí)，mas應(yīng)乘以調(diào)整系數(shù)2210.05-0.06+1.711.126(tgt)r2mas(0.350.901)0.921.1260.080.038結(jié)構(gòu)總水平地震作用等效的底部剪力標(biāo)準(zhǔn)值：fekgeq0.0383499

28、41330（kn）頂點(diǎn)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(diǎn)附加水平地震作用：fnfekn13300.142188.86（kn）各層水平地震作用標(biāo)準(zhǔn)值計(jì)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(yàn)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(cè)移計(jì)算框架的水平位移分為兩部分，由框架彎曲變形產(chǎn)生的位移um和柱子軸向變形產(chǎn)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(jì)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h(yuǎn)i(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(zhuǎn)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(nèi)力計(jì)算6.3.1 各層柱剪力計(jì)算選取4軸框架柱計(jì)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(diǎn)高度計(jì)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(jì)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(fēng)荷載作用下的內(nèi)力計(jì)算7.1風(fēng)荷載計(jì)算本地區(qū)基本風(fēng)壓00.65 kn/m2 迎風(fēng)面s0.8 背風(fēng)面s0.5h/b18.9/17.71.071.5 h18.9m30m 不考慮風(fēng)振系數(shù)z的影響地面粗糙度類別為c類風(fēng)荷載計(jì)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(nèi)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(fēng)荷載作用下的框架層間剪力及側(cè)移計(jì)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(diǎn)高度計(jì)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(jì)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(fēng)荷載作用框架彎矩圖風(fēng)荷載作用框架剪力圖風(fēng)荷載作用框架軸力圖8.豎向荷載作用下的內(nèi)力計(jì)算8.1 恒載計(jì)算：取一榀框架為計(jì)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(nèi)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(jì)算：取一榀框架為計(jì)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(jì)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