目錄TOC\o"1-3"\h\u摘要 IAbstract II前言（或取名引言、序、緒論等） 31建筑工程概況 41.1工程概況 41.1.1工程名稱 41.1.2建設地點 41.1.3工程概況 41.1.4氣象資料 41.1.5地質(zhì)條件 41.1.6地震情況 41.1.7材料 42建筑結(jié)構設計 52.1截面尺寸的初步估算 52.1.1板截面初估 52.1.2主梁截面初估 52.1.3次梁截面初估 52.1.4框架柱截面尺寸 52.2柱網(wǎng)布置 72.3框架計算簡圖 82.3.1確定框架計算簡圖 82.3.2計算各框架梁柱線剛度： 82.4荷載計算 92.4.1恒載標準值計算 92.4.2活荷載標準值 112.4.3豎向荷載下框架受荷總圖 112.4.4風荷載計算 162.4.5水平地震作用計算 172.4.6多遇水平地震作用計算 212.5內(nèi)力計算 222.5.1恒荷載作用下固端彎矩的計算 222.5.2活荷載作用下固端彎矩的計算 222.5.3豎向荷載下剪力計算 262.5.4豎向荷載下柱軸力計算 302.5.5風荷載作用下的內(nèi)力分析 322.5.6水平地震作用下內(nèi)力分析 362.6內(nèi)力組合 412.6.1豎向荷載作用下梁端剪力和彎矩調(diào)幅 412.6.2水平地震作用下梁端彎矩調(diào)整 432.6.3風載作用下梁端彎矩調(diào)整 442.7框架柱的截面設計 532.7.1內(nèi)力調(diào)整 532.7.2框架柱的截面設計 542.8框架梁的截面設計 572.8.1正截面受彎承載力計算 572.8.2斜截面受剪承載力計算 602.9框架梁柱節(jié)點抗震驗算 632.10板的配筋計算 642.10.1屋面板的計算 642.10.2樓面板的計算 672.11樓梯的計算 712.11.1樓梯梯段斜板設計 712.11.2平臺板設計 722.11.3平臺梁設計 732.12基礎的配筋計算 742.12.1荷載設計值 742.12.2A柱獨立基礎的計算 752.12.3B柱獨立基礎的計算 782.12.4C柱獨立基礎的計算 812.12.5拉梁的計算 843結(jié)論 85參考文獻 86致謝 87

前言隨著科技的快速發(fā)展和教育的不斷深化，實驗室已成為科研和教學的重要場所。實驗樓作為這些場所的載體，其結(jié)構設計的重要性日益凸顯。實驗樓結(jié)構設計不僅關乎建筑物的安全性和穩(wěn)定性，更直接影響到科研和教學的質(zhì)量。因此，對實驗樓結(jié)構設計的研究顯得尤為重要。本次設計的標題為“星華學校實驗樓結(jié)構設計”。建筑結(jié)構畢業(yè)設計是本科教學的重要環(huán)節(jié)。通過結(jié)合基本理論和現(xiàn)場施工經(jīng)驗，對本工程的建筑結(jié)構進行了詳細的設計。設計過程中參考了國家現(xiàn)行設計規(guī)范和標準，力求全面涵蓋結(jié)構設計的各個方面，并與工程實際密切相關，以在現(xiàn)場施工中發(fā)揮主要指導作用。

1建筑工程概況1.1工程概況1.1.1工程名稱泰安市泰山區(qū)星華學校實驗樓1.1.2建設地點泰安市泰山區(qū)1.1.3工程概況本工程星華學校實驗樓，位于泰安市泰山區(qū)。建筑面積4823.28m2。為四層框架結(jié)構，建筑高度為，層高，設計使用年限50年。1.1.4氣象資料基本風壓：,地面粗糙度為C類?；狙海?。1.1.5地質(zhì)條件場地標準凍結(jié)深度為，場地土類型為中硬場地土，建筑場地類別為Ⅱ類。1.1.6地震情況抗震設防烈度為7度，設計地震分組為第二組，框架抗震等級二級。1.1.7材料基礎：鋼筋混凝土。梁：鋼筋混凝土。柱：鋼筋混凝土。隔墻：加氣混凝土砌塊。樓板：鋼筋混凝土

2建筑結(jié)構設計2.1截面尺寸的初步估算2.1.1板截面初估取樓板厚且?=120mm>?min2.1.2主梁截面初估截面高度，截面寬度b=(1/3~1/2)h,h/b≤4,。，取h=700mm。，取b=300mm。2.1.3次梁截面初估截面高度，截面寬度b=(1/3~1/2)h。，取h=600mm，取b=250mm，取h=450mm，取b=250mm2.1.4框架柱截面尺寸（1）按軸壓比初估框架柱截面尺寸：結(jié)構單位面積重量,取?？蚣軌Φ氖芎奢d范圍如圖所示,框柱材料采用了C40砼,fc=19.1N/㎡,框架的抗震等級為二級,軸壓比。柱的截面尺寸一般根據(jù)軸壓比限值按下列公式估算：N=βFn（2-1）Ac=N/[μN]fc（2-2）可以初步估算框架柱截面尺寸，具體計算過程如下:框架柱軸向壓力設計值按式計算。⑤軸與B軸相交中柱N==1.25×14×(4.2+4.05)×(4.35+3.6)×4×1.0×1.1=5050.24kN=5050.24x103/0.8x19.1=330513.09取中柱截面尺寸為。⑤軸與D軸相交邊柱=1.25×14×4.2×(4.35+3.6)×4×1.1×1.1=2828.13kNAc=bchc≥N/μfc=2828.13×103/0.8×19.1=185087.04考慮到邊柱承受偏心荷載且跨度較大，故取D軸邊柱截面尺寸。⑤軸與A軸相交邊柱=1.25×14×4.05×(4.35+3.6)×4×1.1×1.1=2727.13kN=28727.13×103/0.8×19.1=178477.09考慮到邊柱承受偏心荷載且跨度較大，故取A軸邊柱截面尺寸為。角柱雖然承受面荷載較小，但由于角柱承受雙向偏心荷載作用，受力復雜，故截面尺寸取與A軸邊柱相同，即。故框架柱截面尺寸為。（2）校核框架柱截面尺寸是否滿足構造要求：構造要求框架柱截面高度不宜小于，寬度不宜小于。為避免發(fā)生剪切破壞，柱凈高與截面長邊之比宜大于4，=3.9/0.6=6.5＞4。（3）框架柱截面高度和寬度h≥（1/10～１/15）H0=（1/10～１/15）×5100=510～340㎜故所選框架柱截面尺寸滿足構造要求。為了簡化施工，各柱截面從底層到頂層不改變。2.2柱網(wǎng)布置圖2-1柱網(wǎng)布置2.3框架計算簡圖2.3.1確定框架計算簡圖框架的計算單元如圖2-2，框架柱嵌固于基礎頂面，框架梁與柱剛接。底層柱高從基礎頂面算至二層樓面，室內(nèi)外高差為，基礎頂面至室外地坪取，故基礎頂面標高至0.000的距離定為?1.20m，二層樓面標高為3.90m，故底層柱高為5.1m。其余各層柱高從樓面算至上一層樓面（即層高），故均為3.90m。圖2-2框架計算簡圖2.3.2計算各框架梁柱線剛度：由于樓面板與框架梁的混凝土一起澆筑，對于中框架梁取I=2I0，邊框架梁取見表2-1框架梁柱線剛度。表2-1框架梁柱線剛度構件線剛度相對線高度框架梁AB跨邊框0.79中框1.05BC跨邊框0.76中框1.02框架柱二～四層1.00底層0.762.4荷載計算2.4.1恒載標準值計算(1)不上人屋面保護層：著色涂料防水層：1.5厚高分子卷材0.1找平層：20mm厚水泥砂漿0.0220=0.4找坡層：水泥焦渣找坡2%，最薄處30mm厚0.0314=0.42保溫層：60mm厚聚苯乙烯泡沫塑料板0.060.5=0.03結(jié)構層：120mm厚鋼筋混凝土現(xiàn)澆板250.12=3.0總計：3.95(2)各層頂棚0.3(3)各層樓面磨光花崗巖樓面：1.5結(jié)構層：0.1225=3.0總計：4.5(4)雨篷荷載厚細石混凝土面層1.00防水層0.30找坡層0.50防水層0.30找平層0.40120mm厚鋼筋混凝土現(xiàn)澆板結(jié)構層250.12=3.0板底粉刷總計5.70(5)梁自重自重：抹灰：總計：4.6K自重：抹灰：總計：3.53K自重：抹灰：總計：1.80K(6)柱自重自重：抹灰：總計：9.7K(7)外墻自重（加氣混凝土塊）標準層：墻自重：塑鋼窗：貼面磚外墻面：內(nèi)墻面：總計：5.98K底層：墻自重：塑鋼窗：貼面磚外墻面：內(nèi)墻面：總計：7.4KN/m玻璃幕墻自重：(8)內(nèi)縱墻自重墻自重：內(nèi)墻面：總計：5.89K(9)內(nèi)隔墻自重內(nèi)隔墻：內(nèi)墻面：總計：6.57K2.4.2活荷載標準值(1)屋面和樓面標準值由《荷載規(guī)范》查得：不上人屋面：0.5樓面：2.0走廊：2.5樓梯：2.5(2)雪荷載標準值：屋面活荷載與雪荷載不同時組合，兩者中取大值。2.4.3豎向荷載下框架受荷總圖確定板傳遞給梁的荷載時，要分區(qū)格考慮。若為單向板，可沿板的短跨作中線，將板上荷載平均分給兩長邊的梁；若為雙向板，可沿四角點作線，將板區(qū)格分為四小塊，將每小塊板上的荷載傳遞給與之相鄰的梁。本結(jié)構樓面荷載的傳遞示意圖如圖2-3。圖2-3荷載傳遞示意圖(1)A軸——B軸間的框架梁屋面?zhèn)鹘o梁的荷載：恒載：活載：梁自重：5.38樓面?zhèn)鹘o梁的荷載：恒載：活載：梁自重：5.38(2)B軸——C軸間的框架梁屋面?zhèn)鹘o梁的荷載：恒載：活載：梁自重：5.38樓面?zhèn)鹘o梁的荷載：恒載：活載：梁自重：5.38(3)A軸柱縱向集中荷載的計算①頂層柱：女兒墻自重：（墻高900）恒荷載=女兒墻自重+梁自重+板傳荷載+次梁自重活荷載=板傳荷=9.63kN②標準層柱:恒荷載=墻自重+梁自重+板傳荷載+次梁自重+隔墻自重+柱自重=226.6kN活荷載=37.43kN(4)B軸柱縱向集中荷載的計算①頂層柱：恒荷載=梁自重+板傳荷載+次梁自重=162.17kN活荷載=板傳荷=13.86kN②標準層柱:恒荷載=墻自重+梁自重+板傳荷載+次梁自重+隔墻自重+柱自重=265.43kN活荷載=55.43kN(5)C軸柱縱向集中荷載的計算①頂層柱：恒荷載=女兒墻自重+梁自重+板傳荷載+次梁自重=145.34kN活荷載=板傳荷=7.38kN②標準層柱:恒荷載=墻自重+梁自重+板傳荷載+次梁自重+隔墻自重+柱自重=202.37kN活荷載=29.55kN(6)3軸線與1/B軸相交處主梁的集中荷載頂層恒荷載=次梁自重+板傳荷載=119.92kN活荷載=板傳荷載=11.88kN標準層：恒荷載=次梁自重+板傳荷載+內(nèi)縱墻自重+隔墻自重=187.04kN活荷載=板傳荷載=47.55kN圖2-4恒荷載作用下結(jié)構計算簡圖圖2-5活荷載作用下結(jié)構計算簡圖2.4.4風荷載計算風壓標準值計算公式為:（2-1）因結(jié)構高度H=16.8m<30m,可取=1.0;對于矩形平面=1.3;可查《建筑結(jié)構荷載規(guī)范》。將風荷載換算成作用于框架每層節(jié)點上的集中荷載，計算過程如表2-2所示。表2-2風荷載計算層次離地高度（m）（）（）416.20.7611.30.43.90.97.54312.30.7411.30.43.93.911.9328.40.7411.30.43.93.911.9314.50.7411.30.44.53.912.84圖2-6風荷載作用下的計算簡圖2.4.5水平地震作用計算該建筑物的高度為，結(jié)構以剪切變形為主，且質(zhì)量和剛度沿高度均勻分布，故可采用底部剪力法計算水平地震作用。(1)重力荷載代表值的計算屋面處重力荷載代表值=結(jié)構和構配件自重標準值+0.5屋面活荷載標準值樓面處重力荷載代表值=結(jié)構和構配件自重標準值+0.5樓面活荷載標準值其中結(jié)構和構配件自重取樓面上、下各半層層高范圍內(nèi)（屋面處取頂層的一半）的結(jié)構及構配件自重。1)第四層重力荷載標準值的計算①女兒墻的重力荷載代表值的計算女兒墻線荷載：②第四層屋面板結(jié)構層及構造層自重標準值③第四層梁自重標準值：④第四層柱自重標準值：⑤第四層墻自重標準值：⑥屋頂活荷載標準值⑦第四層重力荷載代表值：=10342.92KN⑧第四層重力荷載設計值：=12747.62KN2)標準層樓面處重力荷載標準值計算①標準層樓面板結(jié)構層及構造層自重標準值②標準層梁自重標準值：③標準層柱自重標準值：④標準層墻自重標準值：⑤標準層樓面活荷載標準值⑥標準層重力荷載代表值：=12718.31KN⑦標準層重力荷載設計值：=17182.643)底層樓面處重力荷載標準值的計算①底層樓面板結(jié)構層及構造層自重標準值②底層梁自重標準值：③底層柱自重標準值：④底層墻自重標準值：⑤雨篷自重標準值⑥底層樓面活荷載標準值⑦底層重力荷載代表值：=13033.26KN⑧底層重力荷載設計值：=17560.58KN(2)框架柱抗側(cè)剛度D和結(jié)構基本自振周期計算1)框架柱抗側(cè)剛度D的計算表2-3橫向2～4層D值的計算構件名稱數(shù)量∑DA軸柱邊框19882239764中框241428193136B軸柱邊框31243262484中框262138289704C軸柱邊框19882239763中框241428193136表2-4橫向底層柱D值的計算構件名稱數(shù)量∑DA軸柱邊框177758142200B軸柱邊框19997239994中框215848172672C軸柱邊框1745881396642)結(jié)構基本自振周期計算用頂點位移法計算結(jié)構基本自振周期表2-5頂點位移計算結(jié)果層次410342.9210342.928179880.01260.1720312718.3123061.238179880.02820.1594212718.3135779.548179880.04370.1312113033.2648812.805580180.08750.0875結(jié)構基本自振周期考慮非結(jié)構墻影響折減系數(shù)=0.7則結(jié)構的基本自振周期為：2.4.6多遇水平地震作用計算由于該工程所在地區(qū)抗震設防烈度為8度，場地土為=2\*ROMANII類，設計地震分組為第一組，由《抗震規(guī)范》查得：由于，故式中，——衰減系數(shù)，取0.9，取1.0不需要考慮頂部附加水平地震作用的影響。對于多質(zhì)點體系，結(jié)構底部總縱向水平地震作用標準值：質(zhì)點的水平地震作用標準值，樓層地震剪力及樓層間位移的計算過程見表9表2-6，，的計算層號410342.9216.8173761.06518761.681667.701667.708179880.0020312718.3112.9164066.2518761.681574.663242.368179880.0040212718.319.0114464.79518761.681098.604340.968179880.0053113033.265.166469.63518761.68637.954978.915580180.00892.5內(nèi)力計算2.5.1恒荷載作用下固端彎矩的計算AB跨的固端彎矩：頂層：標準層：BC跨的固端彎矩：頂層：標準層：2.5.2活荷載作用下固端彎矩的計算AB跨的固端彎矩：頂層：標準層：BC跨的固端彎矩：頂層：標準層：用彎矩二次分配法求解恒載或活載作用下的彎矩。圖2-7恒載的彎矩二次分配圖2-8活載的彎矩二次分配圖2-9恒載彎矩圖圖2-10活載彎矩圖2.5.3豎向荷載下剪力計算(1)AB跨梁的剪力令，得：由上式可以得出,計算過程列于下表表2-7AB跨梁恒載作用下剪力計算層數(shù)453.94171.975.3815.9457.4386.57378.66180.665.381865.9091.08276.89179.135.381865.8791.11165.49193.035.381862.7494.23表2-8AB跨梁活載作用下剪力計算層數(shù)46.8813.961.885.056.80324.1553.427.520.0127.24225.6652.497.520.3126.94122.1955.707.519.4927.76(2)BC跨梁的剪力令，得：由上式可以得出,計算過程列于下表表2-9BC跨梁恒載作用下剪力計算層數(shù)F4230.12107.325.3815.94119.92146.7885.283305.7176.235.3818187.04198.61109.222307.23174.995.3818187.04198.64108.891301.88157.225.3818187.04200.42107.41表2-10BC跨梁活載作用下剪力計算層數(shù)F421.3212.671.8811.8812.347.44379.5645.397.547.5549.2829.77280.547.667.547.5549.1229.93179.5142.737.547.5549.5929.46(3)柱剪力計算由公式，得下表表2-11恒載作用柱剪力計算層數(shù)柱號層高4A3.953.9442.8424.82B3.958.1559.9430.28C3.9107.3291.4850.973A3.935.8237.5518.81B3.965.163.5732.99C3.984.7585.9643.772A3.939.3445.8721.85B3.964.5371.9935.01C3.989.03104.3249.581A5.119.629.815.77B5.136.8618.4310.84C5.152.926.4515.56表2-12活載作用柱剪力計算層數(shù)柱號層高4A3.96.8810.134.36B3.97.3611.314.79C3.912.6719.798.323A3.914.0212.556.81B3.914.8313.97.37C3.925.623.412.562A3.913.1115.337.29B3.914.1115.747.65C3.924.2628.4413.511A5.16.863.432.02B5.18.074.042.37C5.114.297.154.20圖2-11恒載剪力圖圖2-12活載剪力圖2.5.4豎向荷載下柱軸力計算柱軸力可用表達式計算，計算過程列于下表表2-13恒載作用柱軸力計算層數(shù)柱號4A057.43163.97221.4B86.57146.78162.17395.52C85.280145.34230.623A065.9226.6513.9B91.08198.61265.43950.64C109.220202.37542.212A065.87226.6806.37B91.11198.94265.431506.12C108.890202.37853.471A062.74226.61095.71B94.23200.42265.432066.2C107.410202.371163.25表2-14活載作用柱軸力計算層數(shù)柱號4A05.059.3614.41B6.812.3413.8633C7.4407.3814.823A020.0137.4371.85B27.2449.2855.43164.95C29.77029.5574.142A020.3137.43129.59B26.9449.1255.43296.44C29.93029.55133.621A019.4937.43186.51B27.7649.5955.43429.22C29.46029.55192.63圖2-13恒載軸力圖圖2-14活載軸力圖2.5.5風荷載作用下的內(nèi)力分析框架柱剪力和柱端彎矩計算采用D值法，計算過程和結(jié)果見下表表2-15A框架柱反彎點位置層號K43.91.050.350000.351.3733.91.050.450000.451.7623.91.050.450000.451.7615.11.380.580000.582.61表2-16B框架柱反彎點位置層號K43.92.070.400000.401.5633.92.070.450000.451.7623.92.070.500000.501.9515.12.710.550000.552.48表2-17C框架柱反彎點位置層號K43.91.020.350000.351.3733.91.020.450000.451.7623.91.020.450000.451.7615.11.330.580000.582.61表2-18風荷載作用下A框架柱剪力和柱端的計算層號47.5484497241420.2862.150.355.462.94311.9384497241420.2863.410.457.315.98211.9384497241420.2863.410.457.315.98112.8456817177750.3134.020.587.5910.48表2-19風荷載作用下B框架柱剪力和柱端的計算層號47.5484497362130.4293.230.47.565.04311.9384497362130.4295.110.4510.978.97211.9384497362130.4295.110.59.979.97112.8456817215840.3804.880.559.8812.07表2-20風荷載作用下C框架柱剪力和柱端的計算層號47.5484497241420.2862.150.355.462.94311.9384497241420.2863.410.457.315.98211.9384497241420.2863.410.457.315.98112.8456817174580.3073.950.587.4610.30表2-21風載作用下框架梁梁端彎矩剪力計算層號梁節(jié)點4AB05.465.461.15BA07.563.851.15BC07.563.711.74CB05.4610.921.743AB2.947.3110.252.27BA5.0410.978.152.27BC5.0410.977.863.03CB2.947.3117.563.032AB5.987.3113.292.83BA8.979.9710.112.83BC8.979.979.743.56CB5.987.3120.63.561AB5.987.5913.572.92BA9.979.8810.112.92BC9.979.889.742.76CB5.987.5913.442.76表2-22風載作用下框架柱軸力計算層號柱號4A01.151.15B1.151.74-0.59C1.7401.743A02.273.42B2.273.03-1.35C3.0304.772A02.836.25B2.833.56-2.08C3.5608.331A02.929.17B2.922.76-1.92C2.76011.09圖2-15風載彎矩圖圖2-16風載作用剪力圖圖2-17風載作用軸力圖2.5.6水平地震作用下內(nèi)力分析框架柱剪力和柱端彎矩計算采用D值法，計算過程和結(jié)果見下表表2-23A框架柱反彎點位置層號K43.91.050.400000.401.5633.91.050.450000.451.7623.91.050.500000.501.9515.11.380.610000.613.11表2-24B框架柱反彎點位置層號K43.92.070.450000.451.7633.92.070.450000.451.7623.92.070.500000.501.9515.12.710.550000.552.81表2-25C框架柱反彎點位置層號K43.91.020.400000.401.5633.91.020.450000.451.7623.91.020.500000.501.9515.11.330.620000.623.16表2-26橫向水平地震荷載作用下A框架柱剪力和柱端的計算層號41767.05817988241420.03053.010.40124.0482.7033435.51817988241420.030103.070.45221.09180.8924599.55817988241420.030137.990.50269.08269.0815170.88558018177750.032165.470.61329.12514.78表2-27橫向水平地震荷載作用下B框架柱剪力和柱端的計算層號41767.05817988362130.04477.750.45166.77136.4533435.51817988362130.044151.160.45324.24265.2924599.55817988362130.044202.380.50394.64394.6415170.88558018215840.039201.660.55462.81565.66表2-28橫向水平地震荷載作用下C框架柱剪力和柱端的計算層號41767.05817988241420.03053.010.40124.0482.7033435.51817988241420.030103.070.45221.09180.8924599.55817988241420.030137.990.50269.08269.0815170.88558018174580.031160.300.62310.66506.87表2-29橫向水平地震荷載作用下框架梁端彎矩剪力計算層號梁節(jié)點4AB124.0482.70124.0425.81BA166.77136.4585.0525.81BC166.77136.4581.7224.50CB124.0482.70124.0424.503AB221.09180.89303.7966.51BA324.24265.29234.9566.51BC324.24265.29225.7463.04CB221.09180.89303.7963.042AB269.08269.08449.9797.10BA394.64394.64336.5697.10BC394.64394.64323.3792.06CB269.08269.08449.9792.061AB329.12514.78598.20127.84BA462.81565.66437.30127.84BC462.81565.66420.15119.03CB310.66506.87579.74119.03表2-30橫向水平地震荷載作用下框架柱軸力計算層號柱號4A025.8125.81B25.8124.501.31C24.50024.503A066.5192.32B66.5163.044.78C63.04087.542A097.10189.42B97.1092.069.82C92.060179.601A0127.84317.26B127.84119.0318.63C119.030298.63圖2-18水平地震作用彎矩圖圖2-19水平地震作用剪力圖圖2-20水平地震作用軸力圖2.6內(nèi)力組合各種荷載情況下的框架內(nèi)力求得后，根據(jù)最不利又是可能的原則進行內(nèi)力組合。當考慮結(jié)構塑性重分布的有利影響時，應在內(nèi)力組合之前對豎向荷載作用下的內(nèi)力進行調(diào)幅。當有地震作用時，應分別考慮恒荷載和活荷載由可變荷載效應控制的組合、由永久荷載效應控制的組合及豎向荷載與地震作用的組合，并比較三種組合的內(nèi)力，取最不利者。由于構件控制截面的內(nèi)力值應取支座邊緣處，為此，進行組合前，應先計算各控制截面處的內(nèi)力值。梁支座邊緣處的內(nèi)力按相關公式計算。梁端剪力和彎矩按下式計算：式中，——梁端截面的剪力和彎矩；，——內(nèi)力計算得到的梁端軸線截面的剪力和彎矩；——作用在梁上的豎向分布恒荷載和活荷載。當計算水平荷載或豎向集中荷載產(chǎn)生的內(nèi)力時，則。柱上端控制截面在上層的梁底，柱下端控制截面在下層的梁頂。按軸線計算簡圖算得的柱端內(nèi)力值，宜換算成控制截面出處的值。為了簡化起見，也可采用軸線處內(nèi)力值，這樣算得的鋼筋用量比需要的鋼筋用量微多一點。2.6.1豎向荷載作用下梁端剪力和彎矩調(diào)幅(1)豎向荷載作用下AB跨梁端剪力和彎矩調(diào)幅①恒載：②活載：計算過程列于下表表2-31豎向恒載作用下AB跨梁端剪力和彎矩調(diào)幅層數(shù)45.3815.9457.4353.9486.57171.9755.4226.5384.56112.2135.381865.9078.6691.08180.6663.8443.7889.02117.8225.381865.8776.8991.11179.1363.8142.3789.05116.5915.381862.7465.4994.23193.0360.6834.1992.17126.77表2-32豎向活載作用下AB跨梁端剪力和彎矩調(diào)幅層數(shù)41.885.056.886.813.965.004.006.759.1437.520.0124.1527.2453.4219.8213.3727.0534.6227.520.3125.6626.9452.4920.1214.4926.7533.9717.519.4922.1927.7655.719.3011.9627.5736.29(2)豎向荷載作用下BC跨梁端剪力和彎矩調(diào)幅①恒載：②活載：計算過程列于下表表2-33豎向恒載作用下BC跨梁端剪力和彎矩調(diào)幅層數(shù)45.3815.94146.78230.1285.28107.32145.17140.5583.2760.8835.3818198.61305.7109.22176.23197.00185.46107.16108.8425.3818198.94307.23108.89174.99197.33186.59106.83107.9415.3818200.42301.88107.41157.22198.81181.86105.3594.17表2-34豎向活載作用下BC跨梁端剪力和彎矩調(diào)幅層數(shù)41.8812.3421.327.4412.6712.3413.357.397.9237.549.2879.5629.7745.3949.2848.8629.5827.4427.549.1280.529.9347.6649.1249.6629.7429.2117.549.5979.5129.4642.7349.5948.7329.2725.402.6.2水平地震作用下梁端彎矩調(diào)整M'=M－則四層：三層：二層：一層：2.6.3風載作用下梁端彎矩調(diào)整M'=M－則四層：三層：二層：一層：梁柱內(nèi)力組合見下表表2-35框架橫梁的內(nèi)力組合梁內(nèi)力組合層號位置內(nèi)力恒載活載左風右風左地震右地震1.2恒載+1.4活載1.35*恒載+1.4*(0.7活載+0.6風載)1.2恒載+1.4*0.9*(活載+風載)1.2（恒載+0.5*活載）+1.3*地震1.0*(恒載+0.5*活載）+1.3*地震左風右風左風右風左地震右地震左地震右地震4層梁ABM-26.53-4.005.12-5.12116.30-116.30-37.44-35.43-44.04-30.42-43.33116.95-185.43122.66-179.72V55.425.00-1.151.15-25.8125.8173.5078.7580.6871.3674.2535.95103.0624.3791.47梁BAM-112.21-9.14-3.513.51-77.3177.31-147.45-163.39-157.49-150.59-141.75-240.64-39.63-217.28-16.28V-84.56-6.75-1.151.15-25.8125.81-110.92-121.74-119.81-111.43-108.53-139.08-71.97-121.49-54.38Mmax102.24112.77109.96103.5299.31161.1676.08149.5763.32梁BCM-140.55-13.353.19-3.1974.37-74.37-187.35-200.15-205.51-181.46-189.50-79.99-273.35-50.54-243.91V145.1712.34-1.741.74-24.5024.50191.48206.61209.53187.56191.94149.76213.46119.49183.19梁CBM-60.88-7.92-4.944.94-116.69116.69-84.14-94.10-85.80-89.26-76.81-229.5173.89-216.5486.86V-83.27-7.39-1.741.74-24.5024.50-110.27-121.12-118.20-111.43-107.04-136.21-72.51-118.82-55.12Mmax199.78217.50217.39198.16198.01212.06215.46181.66188.333層梁ABM-43.78-13.379.57-9.57283.84-283.84-71.25-64.17-80.24-57.32-81.44308.43-429.55318.53-419.46V63.8419.82-2.272.27-66.5166.51104.36103.70107.5198.72104.442.04174.96-12.71160.21梁BAM-117.82-34.62-7.477.47-215.00215.00-189.85-199.26-186.71-194.42-175.59-441.66117.34-414.63144.37V-89.02-27.05-2.272.27-66.5166.51-144.69-148.59-144.78-143.77-138.05-209.52-36.59-189.01-16.08Mmax131.56134.55130.22131.33125.53308.70146.33287.19150.71梁BCM-185.46-48.866.95-6.95206.83-206.83-120.94-292.42-304.09-105.34-122.8617.01-520.7558.99-478.77V197.0049.28-3.033.03-63.0463.04145.60311.70316.79134.88142.52184.02347.92139.69303.59梁CBM-108.84-27.44-9.349.34-284.88284.88-179.80-181.67-165.98-187.73-164.19-517.42223.27-492.90247.78V-107.16-29.58-3.033.03-63.0463.04-148.24-176.20-171.11-147.91-140.28-228.29-64.39-203.90-40.00Mmax446.51336.50332.20442.34435.88379.72325.03332.55301.172層梁ABM-42.37-14.4912.44-12.44420.84-420.84-71.13-60.95-81.85-53.43-84.78487.55-606.63497.48-596.71V63.8120.12-2.832.83-97.1097.10104.74103.48108.2498.36105.49-37.59214.87-52.36200.10梁BAM-116.59-33.97-8.798.79-307.43307.43-187.47-198.07-183.30-193.79-171.63-559.95239.37-533.23266.08V-89.05-26.75-2.832.83-97.1097.10-144.31-148.81-144.06-144.13-137.00-249.143.32-228.6623.81Mmax132.58136.96131.12133.92125.84416.41208.53406.63208.81梁BCM-186.59-49.668.23-8.23295.75-295.75-293.43-293.65-307.48-276.11-296.85130.77-638.18173.06-595.90V197.3349.12-3.563.56-92.0692.06305.56311.54317.52294.20303.17146.59385.95102.21341.57梁CBM-107.94-29.21-12.2212.22-422.35422.35-170.42-184.61-164.08-181.73-150.94-696.11402.00-671.60426.51V-106.83-29.74-3.563.56-92.0692.06-169.83-176.36-170.38-170.15-161.18-265.72-26.36-241.38-2.02Mmax322.98334.81330.23319.17312.30414.74428.12367.80427.511層梁ABM-34.19-11.9612.69-12.69559.85-559.85-57.77-47.22-68.54-40.11-72.09679.60-776.01687.64-767.98V60.6819.30-2.922.92-127.84127.8499.8498.38103.2893.45100.81-81.80250.59-95.86236.52梁BAM-126.77-36.29-9.239.23-398.95398.95-202.93-214.46-198.95-209.48-186.22-692.53344.74-663.55373.72V-92.17-27.57-2.922.92-127.84127.84-149.20-153.90-149.00-149.02-141.66-293.3439.05-272.1560.24Mmax134.41138.64132.05135.63125.75543.54258.95532.69260.67梁BCM-181.86-48.738.91-8.91384.44-384.44-286.45-285.78-300.75-268.41-290.86252.30-747.24293.55-706.00V198.8149.59-2.762.76-119.03119.03308.00314.67319.31297.58304.53113.59423.0768.87378.34梁CBM-94.17-25.40-12.6112.61-544.03544.03-148.56-162.61-141.43-160.90-129.12-835.48579.00-814.11600.37V-105.35-29.27-2.762.76-119.03119.03-167.40-173.23-168.59-166.78-159.82-298.7210.76-274.7234.75Mmax333.97346.49341.25330.40322.55466.03550.11417.48537.60表2-36框架柱的內(nèi)力組合表柱內(nèi)力組合層號位置內(nèi)力恒載活載左風右風左地震右地震1.2恒載+1.4活載1.35恒載+1.4*(0.7活載+0.6風載)1.2恒載+1.4*0.9*(活載+風載)1.2（恒載+0.5*活載）+1.3*地震1.0*(恒載+0.5*活載）+1.3*地震左風右風左風右風左地震右地震左地震右地震4層A4A3M上-53.94-6.885.46-5.46124.04-124.04-74.36-74.98-84.15-66.52-80.2892.40-230.11103.87-218.63M下78.6610.13-2.942.94-82.7082.70108.57113.65118.59103.45110.86-7.04207.98-23.79191.24N上-221.40-14.41-1.151.15-25.8125.81-285.85-313.98-312.05-285.29-282.39-307.88-240.77-262.16-195.05N下-259.23-14.41-1.151.15-25.8125.81-331.25-365.05-363.12-330.68-327.78-353.28-286.17-299.99-232.88V-24.82-4.362.15-2.1553.01-53.01-35.89-35.97-39.59-32.57-37.9936.51-101.3141.91-95.91B4B3M上-58.15-7.367.56-7.56166.77-166.77-80.08-79.36-92.07-69.53-88.58142.61-291.00154.97-278.63M下59.9411.31-5.045.04-136.45136.4587.7687.7796.2479.8392.53-98.67256.10-111.79242.98N上-395.52-33.000.59-0.591.31-1.31-520.82-565.80-566.79-515.46-516.95-492.72-496.13-410.32-413.72N下-433.35-33.000.59-0.591.31-1.31-566.22-616.87-617.86-560.86-562.34-538.12-541.52-448.15-451.55V-30.28-4.793.23-3.2377.75-77.75-43.04-42.86-48.29-38.30-46.4461.87-140.2968.40-133.75C4C3M上107.3212.675.46-5.46124.04-124.04146.52161.89152.71151.63137.87297.64-24.87274.91-47.60M下-91.48-19.79-2.942.94-82.7082.70-137.48-145.36-140.42-138.42-131.01-229.16-14.14-208.896.14N上-230.62-14.82-1.741.74-24.5024.50-297.49-327.32-324.40-297.61-293.22-317.49-253.79-269.88-206.18N下-268.45-14.82-1.741.74-24.5024.50-342.89-378.39-375.47-343.01-338.62-362.88-299.18-307.71-244.01V50.978.322.15-2.1553.01-53.0172.8178.7775.1674.3668.94135.07-2.76124.04-13.783層A3A2M上-35.82-14.027.31-7.31221.09-221.09-62.61-55.96-68.24-51.44-69.86236.02-338.81244.59-330.25M下37.5512.55-5.985.98-180.89180.8962.6357.9768.0153.3468.41-182.57287.75-191.33278.98N上-513.90-71.85-3.423.42-92.3292.32-717.27-767.05-761.31-711.52-702.90-779.81-539.77-669.84-429.81N下-551.73-71.85-3.423.42-92.3292.32-762.67-818.12-812.38-756.92-748.30-825.20-585.17-707.67-467.64V-18.81-6.813.41-3.41103.07-103.07-32.11-29.20-34.93-26.86-35.45107.33-160.65111.78-156.21B3B2M上-65.10-14.8310.97-10.97324.24-324.24-98.88-93.20-111.63-82.98-110.63334.49-508.53349.00-494.03M下63.5713.90-8.978.97-265.29265.2995.7491.91106.9882.50105.10-260.25429.50-274.36415.40N上-950.64-164.951.35-1.354.78-4.78-1371.70-1443.88-1446.15-1346.90-1350.31-1233.52-1245.95-1026.90-1039.33N下-988.47-164.951.35-1.354.78-4.78-1417.09-1494.95-1497.22-1392.30-1395.70-1278.92-1291.35-1064.73-1077.16V-32.99-7.375.11-5.11151.16-151.16-49.91-47.47-56.05-42.44-55.31152.50-240.52159.83-233.18C3C2M上84.7525.607.31-7.31221.09-221.09137.54145.64133.36143.17124.75404.48-170.36384.97-189.87M下-85.96-23.40-5.985.98-180.89180.89-135.91-144.00-133.95-140.17-125.10-352.35117.97-332.82137.50N上-542.21-74.14-4.774.77-87.5487.54-754.45-808.65-800.63-750.08-738.06-808.94-581.33-693.08-465.48N下-580.04-74.14-4.774.77-87.5487.54-799.84-859.72-851.70-795.47-783.45-854.33-626.73-730.91-503.31V43.7712.563.41-3.41103.07-103.0770.1174.2668.5372.6564.05194.05-73.93184.04-83.942層A2A1M上-39.34-13.117.31-7.31269.08-269.08-65.56-59.82-72.10-54.52-72.94294.73-404.88303.91-395.70M下45.8715.33-5.985.98-269.08269.0876.5171.9281.9766.8381.89-285.56414.05-296.27403.34N上-806.37-129.59-6.256.25-189.42189.42-1149.07-1220.85-1210.35-1138.80-1123.05-1291.64-799.15-1117.41-624.92N下-844.20-129.59-6.256.25-189.42189.42-1194.47-1271.92-1261.42-1184.20-1168.45-1337.04-844.55-1155.24-662.75V-21.85-7.293.41-3.41137.99-137.99-36.43-33.78-39.51-31.11-39.70148.79-209.98153.89-204.88B2B1M上-64.53-14.119.97-9.97394.64-394.64-97.19-92.57-109.32-82.65-107.78427.13-598.93441.45-584.62M下71.9915.74-9.979.97-394.64394.64108.42104.24120.9993.66118.78-417.20608.86-433.17592.89N上-1506.12-296.442.08-2.089.82-9.82-2222.36-2322.03-2325.52-2178.24-2183.48-1972.44-1997.97-1641.57-1667.11N下-1543.95-296.442.08-2.089.82-9.82-2267.76-2373.10-2376.59-2223.63-2228.88-2017.84-2043.37-1679.40-1704.94V-35.01-7.655.11-5.11202.38-202.38-52.72-50.47-59.05-45.21-58.09216.49-309.70224.26-301.93C2C1M上89.0324.267.31-7.31269.08-269.08140.80150.11137.82146.61128.19471.20-228.41450.96-248.64M下-104.32-28.44-5.985.98-269.08269.08-165.00-173.73-163.68-168.55-153.48-492.05207.56-468.34231.26N上-853.47-133.62-8.338.33-179.60179.60-1211.23-1290.13-1276.13-1203.02-1182.03-1337.82-870.86-1153.76-686.80N下-891.30-133.62-8.338.33-179.60179.60-1256.63-1341.20-1327.21-1248.42-1227.43-1383.21-916.25-1191.59-724.63V49.5813.513.41-3.41137.99-137.9978.4183.0477.3180.8272.22246.99-111.79235.72-123.051層A1A0M上-19.62-6.867.59-7.59329.12-329.12-33.15-26.83-39.59-22.62-41.75400.20-455.52404.81-450.91M下9.813.43-10.4810.48-514.78514.7816.577.8025.412.8929.30-655.38683.04-657.69680.74N上-1095.71-186.51-9.179.17-317.26317.26-1575.97-1669.69-1654.29-1561.41-1538.30-1839.20-1014.32-1601.40-776.53N下-1145.18-186.51-9.179.17-317.26317.26-1635.33-1736.48-1721.07-1620.77-1597.66-1898.56-1073.68-1650.87-826.00V-5.77-2.024.02-4.02165.47-165.47-9.75-6.39-13.15-4.40-14.53206.98-223.25208.33-221.89B1B0M上-36.86-8.079.88-9.88462.81-462.81-55.53-49.37-65.97-41.95-66.85552.58-650.73560.76-642.55M下18.434.04-12.0712.07-565.66565.6627.7718.7038.9812.0042.41-710.82759.90-714.91755.81N上-2066.20-429.221.92-1.9218.63-18.63-3080.35-3208.39-3211.62-3017.84-3022.68-2712.75-2761.19-2256.59-2305.03N下-2115.67-429.221.92-1.9218.63-18.63-3139.71-3275.18-3278.40-3077.20-3082.04-2772.12-2820.56-2306.06-2354.50V-10.84-2.374.88-4.88201.66-201.66-16.33-12.86-21.06-9.85-22.14247.73-276.59250.13-274.18C1C0M上52.9014.297.46-7.46310.66-310.6683.4991.6979.1590.8972.09475.91-331.80463.90-343.81M下-26.45-7.15-10.3010.30-506.87506.87-41.75-51.37-34.06-53.73-27.77-694.96622.90-688.96628.91N上-1163.25-192.63-11.0911.09-298.63298.63-1665.58-1768.48-1749.85-1652.59-1624.64-1899.70-1123.26-1647.78-871.35N下-1212.72-192.63-11.0911.09-298.63298.63-1724.95-1835.27-1816.63-1711.95-1684.00-1959.06-1182.62-1697.25-920.82V15.564.203.95-3.95160.30-160.3024.5528.4421.8028.9418.99229.58-187.20226.05-190.732.7框架柱的截面設計2.7.1內(nèi)力調(diào)整(1)強柱弱梁原則：《規(guī)范規(guī)定》，一、二、三級框架梁柱節(jié)點處，除框架頂層和軸壓比小于0.15者及框支梁與框支柱的節(jié)點外，柱端組合的彎矩設計值應符合下式要求：式中——節(jié)點上、下拄端截面順時針或逆時針方向組合的彎矩設計值之和，上、下柱端的彎矩設計值，可按彈性分析分配；——節(jié)點左右梁端截面逆時針或順時針方向組合的彎矩設計值和；——柱端彎矩增大系數(shù)，二級框架取1.2。表2-37柱彎矩調(diào)整節(jié)點調(diào)整前節(jié)點上端彎矩調(diào)整前節(jié)點下端彎矩1.2倍的節(jié)點處梁端彎矩調(diào)整后節(jié)點上端彎矩調(diào)整后節(jié)點下端彎矩207.98338.81515.46196.06319.40287.75404.88727.96302.43425.53414.05455.52931.21443.40487.81256.10508.53765.71256.46402.37429.50598.931053.06439.79697.07608.86650.731310.38633.41676.97229.16404.48620.90224.55396.35352.35471.20835.33357.39477.94492.05475.911002.58509.65492.93二級框架結(jié)構的底層，柱下端截面組合的彎矩設計值應乘以增大系數(shù)1.25，底層柱配筋宜按上、下端的不利情況配置。A軸柱：683.041.25=853.80 B軸柱：759.901.25=949.88C軸柱：694.961.25=868.70(2)強剪弱彎原則對于框架梁，其梁端截面組合的剪力設計值應按下式調(diào)整：式中：V——梁端截面組合的剪力設計值——梁的凈跨——梁在重力荷載代表值下，按簡支梁分析的梁端截面剪力設計值；——梁左右端截面逆時針或順時針方向組合的彎矩設計值；——梁端剪力增大系數(shù)，二級框架取1.2。對于框架柱組合的剪力設計值應按下式調(diào)整：式中：——柱端截面剪力設計值；——柱的凈高；——柱上下端順時針或逆時針方向截面組合的彎矩設計值；——柱剪力增大系數(shù)，二級框架取1.2?？蚣芰旱募袅φ{(diào)整結(jié)果見表42表2-38框架梁剪力調(diào)整梁號調(diào)整后剪力梁號調(diào)整后剪力120.88209.23152.04319.51160.20328.78169.68331.33框架柱截面的剪力調(diào)整結(jié)果見表43表2-39框架柱剪力調(diào)整柱號調(diào)整后剪力柱號調(diào)整后剪力164.97482.59240.71454.00336.36202.14374.40291.77211.92382.29367.37379.992.7.2框架柱的截面設計已知材料的強度等級C40，鋼筋的強度等級HPB235HRB400該框架的抗震等級為二級。(1)軸壓比的驗算：底層柱；軸壓比：軸壓比滿足要求。(2)正截面受彎承載力計算：柱同一截面分別受正反向彎矩，故采用對稱配筋。從柱的內(nèi)力組合表可見，，為大偏心受壓，選M大N小的組合。首層，B軸柱的最不利組合為：查表得：，則，在彎矩中由水平地震作用產(chǎn)生的彎矩設計值75%，則柱的計算長度取下列二式中的較小值：式中，——柱的上端、下端節(jié)點處交匯的各柱線剛度之和與交匯的各梁線剛度之和的比值；——比值中的較小值；——柱的高度，對底層柱為從基礎頂面到一層樓蓋頂面的高度；對其余層柱為上下兩層樓蓋之間的高度。在這里，，故取，取=1.0因為，，所以，=1.0=2314.16選525。2454柱一側(cè)的配筋率垂直于彎矩作用平面內(nèi)的受壓承載力按軸心受壓計算首層：，查表，故滿足要求。(3)斜截面受剪承載力計算首層，最不利組合，因為剪跨比所以按構造要求選擇箍筋加密取箍筋最大間距取，取48@100。非加密區(qū)取200。柱上端加密區(qū)長度取600，柱根取1500。其他柱的配筋過程同上，其配筋結(jié)果見表44：表2-40柱配筋結(jié)果層號柱號主筋箍筋層號柱號主筋箍筋46208@200/10026208@200/1005188@200/1005188@200/1005188@200/1005188@200/10036208@200/10016258@200/1005188@200/1005258@200/1005188@200/1005258@200/1002.8框架梁的截面設計2.8.1正截面受彎承載力計算梁（300700）A端彎矩：，選425，=1964。B端彎矩：，選425，=1964。跨中截面彎矩：，計算方法同的單筋矩形梁選425，=1964。表45框架梁配筋層號計算公式梁AB梁BC支座左截面跨中截面支座右截面支座左截面跨中截面支座右截面4層185.43161.16240.64273.35217.50229.51139.07120.87180.48205.01217.50172.130.0560.0110.0730.0830.0200.0690.0580.0110.0760.0860.0200.072523.43444.29685.60783.18803.17652.66480.00480.00480.00480.00480.00480.00實配鋼筋316316416416416416層號計算公式梁AB梁BC支座左截面跨中截面支座右截面支座左截面跨中截面支座右截面3層429.55318.53441.66520.75446.51517.42322.16238.90331.25390.56446.51388.070.1300.0220.1340.1580.0420.1570.1400.0230.1440.1720.0420.1711265.98883.101304.661562.231667.401551.21480.00480.00480.00480.00480.00480.00實配鋼筋520320520520620520層號計算公式梁AB梁BC支座左截面跨中截面支座右截面支座左截面跨中截面支座右截面2層606.63497.48559.95638.18428.12696.1145