南昌園林主宅小區(qū)2#樓畢業(yè)設(shè)計(jì)

西南科技大學(xué)網(wǎng)絡(luò)學(xué)院南昌學(xué)習(xí)中心畢業(yè)設(shè)計(jì)姓名：班級(jí)：專業(yè)：編制日期：任務(wù)書

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南昌園林主宅小區(qū)2#樓畢業(yè)設(shè)計(jì)摘要本畢業(yè)設(shè)計(jì)工程為南昌園林住宅小區(qū)2#樓畢業(yè)設(shè)計(jì)?？偨ㄖ娣e3400m2，主體建筑層數(shù)為6層，采用框架結(jié)構(gòu)。本畢業(yè)設(shè)計(jì)主要完成下列內(nèi)容：建筑方案的確定：建筑平面、剖面及立面設(shè)計(jì)。設(shè)計(jì)荷載分別考慮了水平荷載和豎向荷載下的結(jié)構(gòu)內(nèi)力計(jì)算。對(duì)于水平荷載下的結(jié)構(gòu)內(nèi)力計(jì)算，考慮了地震作用和風(fēng)荷載效應(yīng)對(duì)結(jié)構(gòu)內(nèi)力的影響。設(shè)計(jì)時(shí)，先進(jìn)行了層間荷載代表值的計(jì)算,接著利用頂點(diǎn)位移法求出自振周期，進(jìn)而按底部剪力法計(jì)算水平地震荷載作用下大小，采用D值法求出在水平荷載作用下的框架梁柱內(nèi)力（彎矩、剪力、軸力）。對(duì)豎向荷載下內(nèi)力計(jì)算，主要考慮了恒荷和活荷效應(yīng)的影響。內(nèi)力計(jì)算主要采用了分層力矩分配法計(jì)算框架梁柱桿件內(nèi)力。結(jié)構(gòu)內(nèi)力計(jì)算中還考慮了幾組最不利的內(nèi)力組合，選取最不利內(nèi)力組合進(jìn)行了梁柱的配筋計(jì)算。選取最安全的結(jié)果計(jì)算配筋并繪圖。關(guān)鍵詞房屋建筑結(jié)構(gòu)畢業(yè)設(shè)計(jì)

畢業(yè)設(shè)計(jì)說(shuō)明書目錄9964南昌園林主宅小區(qū)2#樓畢業(yè)設(shè)計(jì) 427278摘要 431735關(guān)鍵詞 429373畢業(yè)設(shè)計(jì)說(shuō)明書目錄 53476引言 832517建筑設(shè)計(jì)圖 926245建筑圖（第1張共11張） 1014205建筑圖（第2張共11張） 1115703建筑圖（第3張共11張） 1221493建筑圖（第4張共11張） 138267建筑圖（第5張共11張） 1412457建筑圖（第6張共11張） 1528069建筑圖（第7張共11張） 1616859建筑圖（第8張共11張） 1725444建筑圖（第9張共11張） 189527建筑圖（第10張共11張） 1910661建筑圖（第11張共11張） 2018198結(jié)構(gòu)設(shè)計(jì)圖 215446結(jié)構(gòu)施工圖（第1張共9張） 22800結(jié)構(gòu)施工圖（第2張共9張） 233204結(jié)構(gòu)施工圖（第3張共9張） 248939結(jié)構(gòu)施工圖（第4張共9張） 251452結(jié)構(gòu)施工圖（第5張共9張） 2629306結(jié)構(gòu)施工圖（第6張共9張） 276158結(jié)構(gòu)施工圖（第7張共9張） 288652結(jié)構(gòu)施工圖（第8張共9張） 296612結(jié)構(gòu)施工圖（第9張共9張） 309185結(jié)構(gòu)設(shè)計(jì)計(jì)算書 3122907第一節(jié)結(jié)構(gòu)布置及計(jì)算簡(jiǎn)圖 3132474第二節(jié)荷載統(tǒng)計(jì) 3414315第三節(jié)豎向荷載計(jì)算 3824092第四節(jié)水平荷載計(jì)算 5120619第五節(jié)內(nèi)力組合 7232424第六節(jié)框架梁柱設(shè)計(jì) 901734第七節(jié)基礎(chǔ)設(shè)計(jì) 1003838第八節(jié)樓梯設(shè)計(jì) 10519669施工組織設(shè)計(jì) 11110050第一章工程概況 11121970第二章現(xiàn)場(chǎng)平面布置 11213659第三章主要施工方案 11314702第四章施工組織及施工進(jìn)度計(jì)劃 14516718第五章質(zhì)量保證措施 14711098第六章工期保證措施 14828259第七章施工部署 14920273第八章施工技術(shù)措施 15126295第九章機(jī)械設(shè)備配備情況 1552881第十章安全施工措施 15620866第十一章文明施工措施 15917301第十二章附圖表 16217199概預(yù)算 16627642分部分項(xiàng)工程量清單 16618346措施項(xiàng)目清單 16726644其他項(xiàng)目清單 1672901零星項(xiàng)目工作表 16730534工程量計(jì)算表 16718635建筑基數(shù)表 2074325門窗表 20819594總說(shuō)明 20916370單位工程費(fèi)匯總 2093106分部分項(xiàng)工程量清單報(bào)價(jià)表 21010246措施項(xiàng)目清單計(jì)價(jià)表 21214317參考文獻(xiàn) 21328336致謝： 213

引言房屋建筑工程項(xiàng)目投標(biāo)制度的推行，有利于促使房地產(chǎn)工程建設(shè)按程序進(jìn)行，保證建設(shè)的科學(xué)性、合理性；有利于保證工程質(zhì)量、縮短工期、節(jié)約投資；有利于促進(jìn)承包企業(yè)提高履約率，提高經(jīng)營(yíng)管理水平。近年來(lái)，我國(guó)房地產(chǎn)建設(shè)事業(yè)得到持續(xù)、健康、快速發(fā)展。房地產(chǎn)建設(shè)資金發(fā)展到多元化投資模式，特別是實(shí)行法定工程招標(biāo)投標(biāo)機(jī)制以來(lái)，市場(chǎng)經(jīng)濟(jì)體制不斷完善，房地產(chǎn)建設(shè)市場(chǎng)也在日趨規(guī)范，市場(chǎng)競(jìng)爭(zhēng)將會(huì)日趨激烈。因此對(duì)房地產(chǎn)工程招投標(biāo)的標(biāo)書編制工作提出了更高的要求：一是必須快速準(zhǔn)確地運(yùn)用定額科學(xué)地編制工程概預(yù)算；二是要求在很短的時(shí)間內(nèi)熟悉招標(biāo)文件和圖紙及工程計(jì)量規(guī)則；三是要求認(rèn)真研究施工方案并科學(xué)合理地編制施工組織設(shè)計(jì)建議書；四是要求熟悉招標(biāo)中的評(píng)標(biāo)原則，研究投標(biāo)策略并在很短的時(shí)間內(nèi)提出科學(xué)合理的報(bào)價(jià)；五是要求投標(biāo)單位認(rèn)真編制標(biāo)書，把握工程造價(jià)的動(dòng)態(tài)因素，使其投標(biāo)報(bào)價(jià)不僅科學(xué)合理，而且既有良好的競(jìng)爭(zhēng)性，同時(shí)又有合理的利潤(rùn)。

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結(jié)構(gòu)施工圖（第1張共9張）

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結(jié)構(gòu)施工圖（第9張共9張）

南昌園林住宅小區(qū)2#樓結(jié)構(gòu)設(shè)計(jì)結(jié)構(gòu)設(shè)計(jì)計(jì)算書第一節(jié)結(jié)構(gòu)布置及計(jì)算簡(jiǎn)圖1.1工程介紹工程名稱：南昌園林住宅小區(qū)2#樓畢業(yè)設(shè)計(jì)建筑類型：鋼筋混凝土框架結(jié)構(gòu)設(shè)計(jì)標(biāo)高：室內(nèi)設(shè)計(jì)標(biāo)高±0.000，室外高差0.450m。建筑介紹：本項(xiàng)目為6層，占地面積約為939m2，總建筑面積約為3400m2；層高3.0m。樓板厚度取120mm。框架梁、柱、樓面、屋面板均為現(xiàn)澆。填充墻采用粉煤灰空心砌塊砌筑。門窗使用：門窗材料及洞口大小詳見建筑圖中的門窗表。地質(zhì)條件：基資料:場(chǎng)地土為II類。1鉆探場(chǎng)地平坦，場(chǎng)地高程為7m。2場(chǎng)地土層（自上而下分布）3雜填土層：1.0m，4粘土Ⅰ：褐黃－棕褐色，中密，很濕，可塑狀態(tài)，厚2.2～2.6m，5粘土Ⅱ：灰黃色，中密，很濕，飽和，可塑～硬塑狀態(tài)，厚6m，6中砂層：中密，厚5～8m。7地下水位：地下3.0～3.5m之間。主要土層的物理力學(xué)指標(biāo)見表1土層容重γ壓縮模量E雜填土6018粘土Ⅰ80～1001938.78～10粘土Ⅱ180～2001976.4700~90025～30中砂層250～340201700~190025～351.2梁,柱截面計(jì)算柱網(wǎng)簡(jiǎn)圖：圖1.1柱網(wǎng)布置圖梁的計(jì)算跨度：框架梁的計(jì)算跨度以上柱形心為準(zhǔn)，由于建筑軸線與柱軸線重合，框架柱的截面尺寸根據(jù)柱的軸壓比限值，按下列公式計(jì)算：1、柱組合的軸壓力設(shè)計(jì)值N=βFgEn注：β考慮地震作用組合后柱軸壓力增大系數(shù)。F按簡(jiǎn)支狀態(tài)計(jì)算柱的負(fù)載面積。gE折算在單位建筑面積上的重力荷載代表值，可近似的取15KN/m2。n為驗(yàn)算截面以上的樓層層數(shù)。2、Ac≥N/uNfc注：uN為框架柱軸壓比限值，本方案為二級(jí)抗震等級(jí)，查《抗震規(guī)范》可知取為0.8。fc為混凝土軸心抗壓強(qiáng)度設(shè)計(jì)值，對(duì)C30，查得14.3N/mm2。3、計(jì)算過(guò)程：對(duì)于邊柱：N=βFgEn=1.3×15.21×15×6=1482.975（KN）Ac≥N/uNfc=1482.975×103/0.9/14.3=115223.67（mm2）取600mm×600mmN=βFgEn=1.3×30.42×15×6=2965.95（KN）Ac≥N/uNfc=2965.95×103/0.9/14.3=230454.55（mm2）取600mm×600mm對(duì)于內(nèi)柱：N=βFgEn=1.25×60.84×15×6=5703.75（KN）Ac≥N/uNfc=5703.75×103/0.9/14.3=443181.82（mm2）取600mm×600mm4、柱高3。6米，如圖所示：圖1.4柱子布置圖第二節(jié)荷載統(tǒng)計(jì)2.1第一層表2.1一層梁柱自重:梁（柱編號(hào)截面（m2）長(zhǎng)度（m）體積密度KN/m3根數(shù)單重（kN）總重L10.3×0.7=0.213.61.512253037.8923.41588.9L20.25×0.45=0.11252.10.236155.988.5L30.25×0.45=0.11253.00.43210320L40.25×0.4=0.130.387.560L50.25×0.4=0.12.10.2185.2542Z10.6×0.6=0.363.01.2965632.41814.41814.4內(nèi)外墻體的重: 資料準(zhǔn)備：外墻墻厚240mm單位面積墻體重量為：5.5*0.24=1.32kN/m2表2.2一層墻自重墻體每片面積（m2）片數(shù)重量（KN）總重（KN）外墻橫墻3.0×3.15-2.1×1.8=7.5616159.667937.5633×.2-2.1×1.8=5.82430.732.1×3.2-1.6×1.8=3.84210.132.1×3.2-1.5×1.4=4.62212.27.4×2.9-3.0×1.5=16.06121.27.4×2.9-3.0×2.4=12.82116.92外墻縱墻3.6×2.9=20.884110.412.1×3.15-1.5×2.4=3.01527.96內(nèi)墻橫墻3.0×3.15=5.416114.053×3.2=9.6450.692.1×3.2=6.72217.74內(nèi)墻縱墻3.6×2.9=20.8814385.86門窗重量:門窗荷載計(jì)算M-1、M-4采用木門，單位面積木門重量為0.2kN/m2M-2、M-3、M-5采用鋼框門，單位面積鋼框門重量為0.4kN/m2C-1、C-2、C-3、C-6均采用鋼框玻璃窗，單位面積鋼框玻璃窗重量為0.45kN/㎡表2.3一層門窗自重型號(hào)面積數(shù)量重量總重Ｍ－１１×２．４148.064門Ｍ－２１５×２．４22.8859.076(kN)Ｍ－３３．６×２．４13.456Ｍ－４０．９×２．４20.864Ｍ－５１．５×２．４22.88窗Ｃ－１２．１×１．８2034.02Ｃ－２１．６×１．８22.592Ｃ－３３．６×１．５12.43Ｃ－６１．５×１．４21.89樓板恒載、活載計(jì)算（樓梯間按樓板計(jì)算）：面積：54.2×18.3=991.86（m2）樓面均布恒載：按樓面做法逐項(xiàng)計(jì)算：25厚水泥砂漿找平0.025×20=0.05kN/m2120厚現(xiàn)澆鋼筋混凝土樓板0.12×25=3kN/m215厚紙筋石灰抹灰0.015×16=0.24kN/m2共計(jì)3.74kN/m2恒載：3.74×991.86=3709.5KN樓面均布活荷載：樓面均布活荷載對(duì)于辦公樓一般房間為2.0KN/m2，樓面均布活荷載標(biāo)準(zhǔn)值為：2.0×991.86=1983.72G1=G恒+G活=(1588.9+1814.4+937.56)×1.05+59.076+3709.5+0.5×1983.72=9318.3KN2.2第二層表2.4二層梁柱自重梁（柱編號(hào)截面（m2）長(zhǎng)度（m）體積密度KN/m3根數(shù)單重（kN）總重L10.3×0.7=0.213.61.512253037.8923.41588.9L20.25×0.45=0.11252.10.236155.988.5L30.25×0.45=0.11253.00.43210320L40.25×0.4=0.130.387.560L50.25×0.4=0.12.10.2185.2542L60.3×0.7=0.217.41.55438.75155Z10.6×0.6=0.363.01.2965632.41814.41814.4內(nèi)外墻體的重：資料準(zhǔn)備：外墻墻厚240mm單位面積墻體重量為：5.5*0.24=1.32kN/m2表2.5二層墻自重墻體每片面積（m2）片數(shù)重量（KN）總重（KN）外墻橫墻3.0×3.15-2.1×1.8=7.5616159.6671023.03×3.2-2.1×1.8=5.82430.732.1×3.2-1.6×1.8=3.84210.132.1×3.2-1.5×1.4=4.62212.22.9×7.4-3.0×1.5=16.06121.22.9×7.4-3.0×2.1×1.8×2=13.9118.35外墻縱墻3.6×2.9=20.884110.412.1×3.15-1.6×1.8=3.73529.86內(nèi)墻3.0×1.5=5.416114.053×3.2=9.6450.692.1×3.2=6.72217.74內(nèi)墻縱墻3.6×2.9=20.8817468.54門窗重量:門窗荷載計(jì)算M-1、M-4采用木門，單位面積木門重量為0.2kN/m2M-2、M-3、M-5采用鋼框門，單位面積鋼框門重量為0.4kN/m2C-1、C-2、C-3、C-6均采用鋼框玻璃窗，單位面積鋼框玻璃窗重量為0.45kN/㎡表2.6二層門窗自重型號(hào)面積數(shù)量重量57.868(kN)門Ｍ－１１×２．４188.64Ｍ－４０．９×２．４20.864Ｍ－５１．５×２．４11.44窗Ｃ－１２．１×１．８2237.42Ｃ－２１．６×１．８45.184Ｃ－３３．６×１．５12.43Ｃ－６１．５×１．４21.89樓板恒載、活載計(jì)算（樓梯間按樓板計(jì)算）：同第一層樓板恒載：3709.5KN樓板活載：1983.72KNG2=G恒+G活=(1588.9+1814.4+1023.0)×1.05+57.868+3709.5+0.5×1983.72=9407.468KN2.3頂層頂層除屋面荷載,其他荷載與第二層一樣屋面均布恒載：二氈三油防水層0.35kN/m2冷底子有熱瑪蹄脂0.05kN/m220mm厚1：2水泥砂漿找平0.02×20=0.4kN/m2100～140厚(2%坡度)膨脹珍珠巖(0.1+0.14)×7/2=0.84kN/m2120mm厚現(xiàn)澆鋼筋混凝土樓板0.12×25=3kN/m215mm厚紙筋石灰抹底0.015×16=0.24kN/m2共計(jì)4.88kN/m2恒載:4.88×(991.86-0.6×0.6×56)=4738.48屋面均布活載:荷載0.2kN/m2活載值為:194.2kNG6=G恒+G活=(1588.9+1814.4+1023.0)×1.05+57.868+4738.48+0.5×194.2=9541.69kN圖2.1各質(zhì)點(diǎn)荷載重力代表值圖第三節(jié)豎向荷載計(jì)算3.1恒荷載計(jì)算梁端、柱端彎矩采用彎矩二次分配法計(jì)算。（1）、1層B節(jié)點(diǎn)的彎矩分配系數(shù)1層C節(jié)點(diǎn)的彎矩分配系數(shù)其余節(jié)點(diǎn)見圖3.1（2）、固端彎矩計(jì)算均布恒載和集中荷載偏心引起的固端彎矩構(gòu)成節(jié)點(diǎn)不平衡彎矩：M均載M集中荷載＝－FeM梁固端＝M1＋M2計(jì)算的梁固端彎矩如圖3.1所示。各恒載傳遞計(jì)算結(jié)果如圖3.1所示。（3）、框架梁剪力計(jì)算：取節(jié)點(diǎn)平衡可求得梁端的剪力，計(jì)算結(jié)果見表3－1。（4）、恒載作用下柱的剪力計(jì)算結(jié)果見表3－2。表3－2柱剪力層數(shù)B軸柱C軸柱D軸柱E軸柱610.776.294.047.5059.485.822.985.5249.595.823.055.7339.415.773.035.63211.566.733.486.8311.150.740.400.70（5）、橫梁跨中計(jì)算取脫離體按簡(jiǎn)支梁計(jì)算，則有：集中荷載產(chǎn)生的彎矩e－為集中荷載到梁端的距離。計(jì)算結(jié)果見表3－3。6層梁DE的計(jì)算＝=則有＝＋＝-（6）、框架柱的軸力計(jì)算，根據(jù)荷載分布及剪力進(jìn)行計(jì)算B軸柱6層：N1=梁端剪力＋縱梁傳來(lái)恒載＝31.48＋173.91＝205.39KNN2=N1+柱自重＝205.39＋16.11＝221.50KN5層：N3=N2＋梁端剪力＋縱梁傳來(lái)恒載＝221.50＋45.32＋173.35＝440.17KNN4=N3+柱自重＝440.17＋16.11＝456.28KN4層：N5=N4＋梁端剪力＋縱梁傳來(lái)恒載＝456.28＋45.32＋173.35＝674.95KNN6=N5+柱自重＝674.95＋16.11＝691.06KN3層：N7=N6＋梁端剪力＋縱梁傳來(lái)恒載＝691.06＋45.32＋173.35＝909.73KNN8=N7+柱自重＝909.73＋16.11＝925.84KN2層：N9=N8＋梁端剪力＋縱梁傳來(lái)恒載＝925.84＋45.32＋173.35＝1144.51KNN10=N9+柱自重＝1144.51＋16.11＝1160.62KN1層：N11=N10＋梁端剪力＋縱梁傳來(lái)恒載＝1160.62＋45.32＋173.35＝1379.29KNN12=N11+柱自重＝1379.29＋24.17＝1403.46KNC軸柱6層：N1=（左＋右）梁端剪力＋縱梁傳來(lái)恒載＝31.48＋17.05＋148.28＝196.81KNN2=N1+柱自重＝196.81＋16.11＝212.92KN5層：N3=N2＋（左＋右）梁端剪力＋縱梁傳來(lái)恒載＝212.92＋23.48＋45.32＋191.16＝472.88KNN4=N3+柱自重＝472.88＋16.11＝488.99KN4層：N5=N4＋（左＋右）梁端剪力＋縱梁傳來(lái)恒載＝488.99＋23.48＋45.32＋191.16＝748.95KNN6=N5+柱自重＝748.95＋16.11＝765.06KN3層：N7=N6＋（左＋右）梁端剪力＋縱梁傳來(lái)恒載＝765.06＋23.48＋45.32＋191.16＝1025.02KNN8=N7+柱自重＝1025.02＋16.11＝1041.13KN2層：N9=N8＋（左＋右）梁端剪力＋縱梁傳來(lái)恒載＝1041.13＋23.48＋45.32＋191.16＝1301.09KNN10=N9+柱自重＝1301.09＋16.11＝1313.60KN1層：N11=N10＋（左＋右）梁端剪力＋縱梁傳來(lái)恒載＝1313.60＋23.48＋45.32＋191.16＝1577.16KNN12=N11+柱自重＝1577.16＋24.17＝1601.33KND軸柱6層：N1=（左＋右）梁端剪力＋縱梁傳來(lái)恒載＝17.05＋29.16＋147.42＝193.03KNN2=N1+柱自重＝193.03＋16.11＝209.74KN5層：N3=N2＋（左＋右）梁端剪力＋縱梁傳來(lái)恒載＝209.74＋32.42＋23.48＋220.79＝486.43KNN4=N3+柱自重＝486.43＋16.11＝502.54KN4層：N5=N4＋（左＋右）梁端剪力＋縱梁傳來(lái)恒載＝502.54＋32.42＋23.48＋220.79＝779.23KNN6=N5+柱自重＝779.23＋16.11＝795.34KN3層：N7=N6＋（左＋右）梁端剪力＋縱梁傳來(lái)恒載＝795.34＋32.42＋23.48＋220.79＝1072.03KNN8=N7+柱自重＝1072.03＋16.11＝1088.14KN2層：N9=N8＋（左＋右）梁端剪力＋縱梁傳來(lái)恒載＝1088.14＋32.42＋23.48＋220.79＝1364.83KNN10=N9+柱自重＝1364.83＋16.11＝1380.94KN1層：N11=N10＋（左＋右）梁端剪力＋縱梁傳來(lái)恒載＝1380.94＋32.42＋23.48＋220.79＝1657.63KNN12=N11+柱自重＝1657.63＋24.17＝1681.80KNE軸柱6層：N1=梁端剪力＋縱梁傳來(lái)恒載＝29.16＋162.58＝191.74KNN2=N1+柱自重＝191.74＋16.11＝207.85KN5層：N3=N2＋梁端剪力＋縱梁傳來(lái)恒載＝207.85＋32.42＋154.35＝394.62KNN4=N3+柱自重＝394.62＋16.11＝410.73KN4層：N5=N4＋梁端剪力＋縱梁傳來(lái)恒載＝410.73＋32.42＋154.35＝597.50KNN6=N5+柱自重＝597.50＋16.11＝613.01KN3層：N7=N6＋梁端剪力＋縱梁傳來(lái)恒載＝613.01＋32.42＋154.35＝800.38KNN8=N7+柱自重＝800.38＋16.11＝816.49KN2層：N9=N8＋梁端剪力＋縱梁傳來(lái)恒載＝816.49＋32.42＋154.35＝1003.26KNN10=N9+柱自重＝1003.26＋16.11＝1019.37KN1層：N11=N10＋梁端剪力＋縱梁傳來(lái)恒載＝1019.37＋32.42＋154.35＝1206.14KNN12=N11+柱自重＝1206.14＋24.17＝1230.31KN恒荷載標(biāo)準(zhǔn)值作用下的彎矩圖、剪力圖、軸力圖如圖3.3、3.4、和3.5所示。3.2活荷載計(jì)算梁端、柱端彎矩采用彎矩二次分配法計(jì)算。（1）、1層B節(jié)點(diǎn)的彎矩分配系數(shù)1層C節(jié)點(diǎn)的彎矩分配系數(shù)其余節(jié)點(diǎn)見圖3－1。（2）、固端彎矩計(jì)算均布活載和集中荷載偏心引起的固端彎矩構(gòu)成節(jié)點(diǎn)不平衡彎矩：M均載M集中荷載＝－FeM梁固端＝M1＋M2根據(jù)上述公式計(jì)算的梁固端彎矩略。（3）、各活載傳遞計(jì)算結(jié)果略。（4）、橫梁跨中計(jì)算取脫離體按簡(jiǎn)支梁計(jì)算，則有：活荷載標(biāo)準(zhǔn)值作用的彎矩圖、剪力圖、軸力圖如圖3.0.1、3.0.2、和3.0.3所示。第四節(jié)水平荷載計(jì)算4.1水平風(fēng)荷載作用下內(nèi)力計(jì)算(1)風(fēng)荷載標(biāo)準(zhǔn)值風(fēng)荷載標(biāo)準(zhǔn)值按式計(jì)算?；撅L(fēng)壓ω0=0.35kN/m2，由規(guī)范查得（迎風(fēng)面）和（背風(fēng)面）。風(fēng)壓高度系數(shù)μz取值按B類地面。規(guī)范規(guī)定，對(duì)于高度大于30m且高寬比大于1.5的房屋結(jié)構(gòu)，應(yīng)采用風(fēng)振系數(shù)來(lái)考慮風(fēng)壓脈動(dòng)的影響。本結(jié)構(gòu)h=19.5m＜30m，故取值1.0。hiw為下層柱高，hj為上層柱高，對(duì)于頂層為女兒墻高度的2倍。迎風(fēng)面的寬度，B＝7.3m?？蚣芙Y(jié)構(gòu)分析時(shí)，按靜力等效原理將分布風(fēng)荷載轉(zhuǎn)化為節(jié)點(diǎn)集中荷載，計(jì)算過(guò)程見下表4－1。其中z為節(jié)點(diǎn)到室外地面的高度。表4－1集中風(fēng)荷載標(biāo)準(zhǔn)值層次z/m/mWk/kn619.51.241.31.00.353.02.411.12516.51.191.31.00.353.03.011.85413.51.081.31.00.353.03.010.76310.51.011.31.00.353.03.010.0627.51.01.31.00.353.03.09.9614.51.01.31.00.354.53.012.46(2)、風(fēng)荷載作用下的水平側(cè)移驗(yàn)算1、側(cè)移剛度D計(jì)算見表4－2。表4－2橫向D值的計(jì)算層構(gòu)件名稱2～5中柱C0.4118696邊柱B0.2210032中柱D0.4319608邊柱E0.2410944層構(gòu)件名稱底層中柱C0.684521邊柱B0.53391中柱D0.694587邊柱E0.5335242、風(fēng)荷載作用下層間剪力及側(cè)移計(jì)算由式計(jì)算層間剪力，然后據(jù)框架的層間側(cè)移剛度，再按式和式計(jì)算各層的相對(duì)側(cè)移和絕對(duì)側(cè)移，計(jì)算過(guò)程見表4－3。表4-3風(fēng)荷載作用下層間剪力及側(cè)移計(jì)算層數(shù)層高（mm）V剪力（KN)△u(m)△u/h限值6300011.12592800.00021/166661/5505300022.97592800.000151/86924300033.73592800.000381/75243300042.79592800.000721/47622300053.75592800.000911/36461450066.21160230.0041/1125由表4-3可知，風(fēng)荷載作用下框架最大層間彈性位移角為1/1125，遠(yuǎn)小于1/550，滿足規(guī)范要求。(3)、風(fēng)荷載作用下內(nèi)力計(jì)算框架在風(fēng)荷載下的內(nèi)力用D值法進(jìn)行計(jì)算。1、反彎點(diǎn)的高度：各柱反彎點(diǎn)高度比y按式確定，其中底層柱需考慮修正值，第二層柱需考慮修正值，其余柱均無(wú)修正，具體計(jì)算過(guò)程及結(jié)果見表4-4。表4-4風(fēng)載作用下的柱反彎點(diǎn)高度層柱Hiy0y1y2y3yyh/m6邊柱B3.00.560.250000.250.75中柱C3.01.40.360000.361.08中柱D3.01.50.340000.341.11邊柱E3.00.650.270000.270.815邊柱B3.00.560.350000.351.08中柱C3.01.40.420000.421.26中柱D3.01.50.430000.431.29邊柱E3.00.650.370000.371.114邊柱B3.00.560.400000.401.20中柱C3.01.40.450000.451.35中柱D3.01.50.450000.451.35邊柱E3.00.650.400000.401.203邊柱B3.00.560.450000.451.35中柱C3.01.40.470000.471.41中柱D3.01.50.480000.481.44邊柱E3.00.650.450000.451.352邊柱B3.00.560.5000.0500.551.65中柱C3.01.40.5000.0500.551.65中柱D3.01.50.5000.0500.551.65邊柱E3.00.650.5000.0500.551.651邊柱B5.71.060.6500-0.050.603.42中柱C5.72.670.5500-0.050.502.85中柱D5.72.860.5500-0.050.502.85邊柱E5.71.230.6200-0.050.673.252、根據(jù)各柱分配到的剪力及反彎點(diǎn)的位置計(jì)算柱端彎矩，再由柱端彎矩根據(jù)節(jié)點(diǎn)平衡求梁端彎矩。公式為和邊跨梁端彎矩為中柱梁端彎矩為風(fēng)荷載作用下框架結(jié)構(gòu)內(nèi)力計(jì)算過(guò)程見表4-5，表4-6，表4-7。表4-5A風(fēng)荷載作用下邊柱E和梁柱端彎矩計(jì)算層數(shù)Ｖi/(kN)∑Ｄ(N/mm)Dim(N/mm)Vim（kN）yh/(m)Mc上/(kN·m)Mc下/(kN·m)Mb總/(kN·m)611.1259280109442.050.814.481.669.71522.9759280109444.241.118.054.7115.90433.7359280109446.221.2011.207.4620.50342.7959280109447.901.3513.0710.6724.06253.7559280109449.921.6513.3916.3754.04166.2116023352414.563.2535.6747.3247.32表4-5B風(fēng)荷載作用下邊柱B和梁柱端彎矩計(jì)算層數(shù)Ｖi/(kN)∑Ｄ(N/mm)Dim(N/mm)Vim（kN）yh/(m)Mc上/(kN·m)Mc下/(kN·m)Mb總/(kN·m)611.1259280100321.880.754.231.418.88522.9759280100323.891.087.474.3014.58433.7359280100325.711.2010.286.8518.82342.7959280100323.641.3511.959.7722.04253.7559280100329.091.6512.2715.0038.54166.2116023339114.013.4223.5447.9147.91表4-6A風(fēng)荷載作用下中柱C剪力和梁柱端彎矩計(jì)算層數(shù)Ｖi/(kN)∑Ｄ(N/mm)Dim(N/mm)Vim（kN）yh/(m)Mc上/(kN·m)Mc下/(kN·m)Mb左(kN·m)Mb右/(kN·m)611.1259280186963.511.087.803.792.684.11522.9759280186963.641.266.749.126.3910.00433.73592801869610.631.3517.5414.3510.4016.31342.79592801869613.331.4121.1918.8013.8621.68253.75592801869616.961.6522.9027.9816.2625.43166.2116023452118.682.8553.2453.2331.6749.54表4-6B風(fēng)荷載作用下中柱D剪力和梁柱端彎矩計(jì)算層數(shù)Ｖi/(kN)∑Ｄ(N/mm)Dim(N/mm)Vim（kN）yh/(m)Mc上/(kN·m)Mc下/(kN·m)Mb左(kN·m)Mb右/(kN·m)611.1259280196083.011.116.824.003.892.93522.9759280196087.341.2912.559.479.437.12433.73592801960810.831.3517.8714.7615.5811.76342.79592801960813.731.4421.4219.7720.6215.56253.75592801960817.561.6523.7128.9724.7818.70166.2116023458719.612.8555.8955.8948.3748.37表4-7A荷載作用下框架柱D、E軸力和梁端剪力計(jì)算層次梁端剪力柱軸力邊梁DE中梁CDED6（9.71+2.93）/3.0=3.51（3.89+4.11）/2.7=2.96-3.510.550.555（15.90+7.12）/3.0=6.39（9.43+10.00）/2.7=7.19-6.39-0.8-0.254(20.50+11.76)/3.0=8.96（15.58+16.31）/2.7=11.81-8.96-2.85-3.103(24.06+15.56)/3.0=11.01（20.62+21.68）/2.7=15.67-11.01-4.66-7.762(54.04+18.70)//3.0=20.21（24.78+25.43）/2.7=18.60-20.211.61-6.151(47.32+36.49)/3.0=23.28（48.37+49.54）/2.7=26.26-23.28-2.98-9.13表4-7B荷載作用下框架柱B、C軸力和梁端剪力計(jì)算層次梁端剪力柱軸力邊梁BC中梁CDBC6（8.88+2.63）/4.2=2.74（3.89+4.11）/2.7=2.96-2.74-0.22-0.225（14.58+6.39）/4.2=4.99（9.43+10.00）/2.7=7.19-4.99-2.20-2.424(18.82+10.40)/4.2=6.96（15.58+16.31）/2.7=11.81-6.96-4.85-3.673(22.04+13.86)/4.2=8.55（20.62+21.68）/2.7=15.67-8.55-7.12-14.392(38.54+16.26)/4.2=13.05（24.78+25.43）/2.7=18.60-13.05-5.55-19.941(31.94+31.67)/4.2=15.14（48.37+49.54）/2.7=26.26-15.14-11.12-31.063、風(fēng)荷載作用下框架結(jié)構(gòu)彎矩、剪力、軸力圖如圖4.1、4.2、4.3所示。4.2地震荷載的計(jì)算該建筑的主體結(jié)構(gòu)高度為18.9m，且質(zhì)量和剛度沿高度均勻分布，故可采用底部剪力法進(jìn)行計(jì)算水平地震作用。（1）、作用于屋面梁和各層樓面梁處的重力荷載代表值為：屋面梁處：GEW＝結(jié)構(gòu)和構(gòu)件自重＋50％雪荷載樓面梁處：GEU＝結(jié)構(gòu)和構(gòu)件自重＋50％活荷載其中構(gòu)件和結(jié)構(gòu)自重取樓面上、下1/2層高范圍內(nèi)（屋面梁處取頂層的一半）的結(jié)構(gòu)和構(gòu)件的重（包括縱、橫梁自重，樓板結(jié)構(gòu)層及構(gòu)造層，縱橫墻體及柱等自重）。GE1＝外墻自重＋內(nèi)墻自重＋樓板自重＋梁自重＋柱自重＋50%活載＝5.37×5.7×40+1.93×[(2.7+3.0)×10+16.5×2+3×2+51.6×3]+15.96×(6.5+51.6)×2+16.73×[(3.0+2.7)×10+51.6]+3×2×8.56+3.37×51.6×10.5+2.0×51.6×10.5×50%=1224.36+495.62+2173.75+1913.67+51.9+541.8=6840.20kN≈6900kNGE2＝GE3＝GE4＝外墻自重＋內(nèi)墻自重＋樓板自重＋陽(yáng)臺(tái)自重＋梁自重＋柱自重＋50%活載＝5.37×3×40+2.60×51.6×4+1.93×10.5×16+1.04×(2.7+3.0)×6×3.37×51.6×10.5+[2.1×3.37×6+(2.1+2.1+1.8)×5.18×3+(1.3+1.8+0.4)×6×10.98]×2+11.02×(10.5+3.0+4.2+10.5+2.6)×6+3.32×(1.5×3.9+1.2×3.4)×6+2.0×51.6×10.5×50%＝644.4+536.64+324.24+39.31+1825.87+366.28+2076.17+541.8＝6354.61kN≈6400kNGE頂＝外墻自重＋內(nèi)墻自重＋屋面板自重＋天溝自重＋女兒墻自重＋梁自重＋柱自重＋突出屋面重＋50%雪荷載＝6.34×51.6×10.5+2.60×51.6×4+1.93×10×10.5+(1.85+6.67)×(51.6+10.5)×2+0.35×51.6×10.5×50%=3421.70+536.64+202.65+1058.10+94.82=5313.91≈5400KN（2）、框架自振周期的計(jì)算框架自振周期可采用假象頂點(diǎn)位移法計(jì)算，對(duì)于民用框架和框架抗震墻房屋，也可按下列經(jīng)驗(yàn)公式計(jì)算：式中H—房屋主體結(jié)構(gòu)的高度（m），H＝19.50m；B－房屋震動(dòng)方向的長(zhǎng)度，在計(jì)算橫向水平地震作用時(shí)，為房屋寬度取10.50m。則＝0.42（3）、多遇水平地震作用標(biāo)準(zhǔn)值及位移計(jì)算由于設(shè)防烈度為7度，抗震等級(jí)為三級(jí)，近震，場(chǎng)地土為?類，由?建筑抗震設(shè)計(jì)規(guī)范（GBJ11－89）?，表4.1.4－1和表4.1.4－2可查得?，則橫向地震影響系數(shù)：由抗震規(guī)范可知對(duì)于多質(zhì)點(diǎn)體系，結(jié)構(gòu)底部總橫向水平地震作用標(biāo)準(zhǔn)值為各質(zhì)點(diǎn)的水平地震作用按下式計(jì)算：計(jì)算得作用遇各質(zhì)點(diǎn)橫向水平地震作用標(biāo)準(zhǔn)值如表4－8：表4－8橫向Feik的計(jì)算層GiHiGiHi∑GiHiFi6540020.7111780499590506.65660017.7116820529.44660012.797020439.73660010.777220350.0266008.757420260.2169005.739330211.8（4）、框架水平位移計(jì)算eq\o\ac(○,1)用于橫向框架計(jì)算得側(cè)移剛度D值計(jì)算結(jié)果見表4－9。表4－9橫向D值的計(jì)算層構(gòu)件名稱2～5中柱C0.4118696邊柱B0.2210032中柱D0.4319608邊柱E0.2410944層構(gòu)件名稱底層中柱C0.684521邊柱B0.53391中柱D0.694587邊柱E0.533524eq\o\ac(○,2)框架側(cè)移驗(yàn)算多遇地震作用下框架層間彈性位移應(yīng)符合下式條件：－多遇地震作用標(biāo)準(zhǔn)值產(chǎn)生的樓層間最大的彈性層間位移。第i層層間彈性位移式中，為樓層點(diǎn)地震剪力；為第i層第k柱的抗側(cè)剛度。則地震作用下框架側(cè)移計(jì)算如表4－10：表4－10地震作用下框架側(cè)移計(jì)算層次FiVi∑D?uehi?ue/hi6506.6506.65928000.00013.01/300005529.41036.05928000.00193.01/15794439.71425.75928000.00283.01/10713350.01755.75928000.00343.01/8822260.21998.95928000.00383.01/7891211.82209.71602300.01075.71/580則1/580<1/550知本設(shè)計(jì)抗震側(cè)移滿足規(guī)范要求。（5）、地震作用下內(nèi)力計(jì)算框架在地震下的內(nèi)力用D值法進(jìn)行計(jì)算。1、反彎點(diǎn)的高度：各柱反彎點(diǎn)高度比y按式確定，其中底層柱需考慮修正值，第二層柱需考慮修正值，其余柱均無(wú)修正，具體計(jì)算過(guò)程及結(jié)果見表4-11。表4-11地震作用下的柱反彎點(diǎn)高度層柱Hiy0y1y2y3yyh/m6邊柱B3.00.560.250000.250.75中柱C3.01.40.360000.361.08中柱D3.01.50.340000.341.11邊柱E3.00.650.270000.270.815邊柱B3.00.560.350000.351.08中柱C3.01.40.420000.421.26中柱D3.01.50.430000.431.29邊柱E3.00.650.370000.371.114邊柱B3.00.560.400000.401.20中柱C3.01.40.450000.451.35中柱D3.01.50.450000.451.35邊柱E3.00.650.400000.401.203邊柱B3.00.560.450000.451.35中柱C3.01.40.470000.471.41中柱D3.01.50.480000.481.44邊柱E3.00.650.450000.451.352邊柱B3.00.560.5000.0500.551.65中柱C3.01.40.5000.0500.551.65中柱D3.01.50.5000.0500.551.65邊柱E3.00.650.5000.0500.551.651邊柱B5.71.060.6500-0.050.603.42中柱C5.72.670.5500-0.050.502.85中柱D5.72.860.5500-0.050.502.85邊柱E5.71.230.6200-0.050.673.252、根據(jù)各柱分配到的剪力及反彎點(diǎn)的位置計(jì)算柱端彎矩，再由柱端彎矩根據(jù)節(jié)點(diǎn)平衡求梁端彎矩。公式為和邊跨梁端彎矩為中柱梁端彎矩為風(fēng)荷載作用下框架結(jié)構(gòu)內(nèi)力計(jì)算過(guò)程見表4-12，表4-13，表4-14。表4-12A地震作用下邊柱E和梁柱端彎矩計(jì)算層數(shù)Ｖi/(kN)∑Ｄ(N/mm)Dim(N/mm)Vim（kN）yh/(m)Mc上/(kN·m)Mc下/(kN·m)Mb總/(kN·m)6506.6592800109449.350.8120.487.5743.7251036.05928001094419.121.1136.1421.2368.6041425.75928001094426.321.247.3731.5885.0631755.75928001094432.411.3553.4843.7593.5721998.95928001094436.901.6549.8160.88179.9512209.7160230352448.593.25119.06157.94157.94表4-12B地震作用下邊柱B和梁柱端彎矩計(jì)算層數(shù)Ｖi/(kN)∑Ｄ(N/mm)Dim(N/mm)Vim（kN）yh/(m)Mc上/(kN·m)Mc下/(kN·m)Mb總/(kN·m)6506.6592800100328.570.7519.286.4240.0951036.05928001003217.531.0833.0618.9362.3641425.75928001003224.121.243.4228.9577.9731755.75928001003229.711.3549.0240.1185.7721998.95928001003233.821.6545.6655.81162.4312209.7160230339146.763.42106.62159.93159.93表4-13A地震作用下中柱C剪力和梁柱端彎矩計(jì)算層數(shù)Ｖi/(kN)∑Ｄ(N/mm)Dim(N/mm)Vim（kN）yh/(m)Mc上/(kN·m)Mc下/(kN·m)Mb左(kN·m)Mb右/(kN·m)6506.65928001869615.971.0830.6713.6512.1418.5251036.05928001869632.671.2656.8541.1629.4944.7641425.75928001869644.961.3574.1960.7045.9169.6731755.75928001869655.371.4188.0478.0759.1989.8421998.95928001869663.041.6585.10104.0164.9498.5612209.7160230452162.342.85177.69177.69112.12170.15表4-13B地震作用下中柱D剪力和梁柱端彎矩計(jì)算層數(shù)Ｖi/(kN)∑Ｄ(N/mm)Dim(N/mm)Vim（kN）yh/(m)Mc上/(kN·m)Mc下/(kN·m)Mb左(kN·m)Mb右/(kN·m)6506.65928001960816.751.1131.6718.6018.0513.0251036.05928001960834.261.2958.5944.2043.8433.3441425.75928001960847.151.3577.8163.0669.3052.7131755.75928001960858.071.4490.5983.0287.6166.6321998.95928001960866.111.6589.25109.0998.1974.6812209.7160230458763.252.85180.28180.28164.36125.01表4-14A地震作用下框架柱D、E軸力和梁端剪力計(jì)算層次梁端剪力柱軸力邊梁DE中梁CDED615.9213.54-15.922.382.38528.3132.81-28.31-4.5-2.12438.2651.47-38.26-13.21-15.33344.5065.72-44.5-21.22-36.55270.7372.87-70.73-2.14-38.69178.59123.89-78.59-45.3-83.99表4-14B地震作用下框架柱B、C軸力和梁端剪力計(jì)算層次梁端剪力柱軸力邊梁BC中梁CDBC612.4313.54-12.43-1.11-1.11521.8632.81-21.86-10.95-12.06429.4951.47-29.49-21.98-34.04334.5165.72-34.51-31.21-65.25254.1372.87-54.13-18.74-83.99164.77123.89-64.77-59.12-143.113、地震作用下框架結(jié)構(gòu)彎矩、剪力、軸力圖如圖4.4、4.5、4.6所示。第五節(jié)內(nèi)力組合5.1結(jié)構(gòu)彎矩調(diào)幅：考慮結(jié)構(gòu)塑性內(nèi)力重分布的影響，在內(nèi)力組合之前，對(duì)豎向作用下的荷載的內(nèi)力進(jìn)行調(diào)幅，將支端的彎矩乘以0.85以減小，而跨中彎矩相應(yīng)增加，支座剪力相應(yīng)改變。5.2控制截面：每跟梁一般有三個(gè)控制截面：左端支座截面、跨種截面和右端支座截面。每跟柱一般只有兩個(gè)控制截面：柱頂截面和柱底截面。由于構(gòu)件控制截面的內(nèi)力組合取自支座邊緣處，為此，進(jìn)行組合前先計(jì)算各控制截面處（支座邊緣處的）的內(nèi)力值。梁支座邊緣處的內(nèi)力值：式中M邊－支座邊緣截面的彎矩標(biāo)準(zhǔn)值；V邊－支座邊緣截面的剪力標(biāo)準(zhǔn)值；M－梁柱中線交點(diǎn)處的彎矩標(biāo)準(zhǔn)值；V－與M相應(yīng)的梁柱中線交點(diǎn)的剪力標(biāo)準(zhǔn)值；q－梁?jiǎn)挝婚L(zhǎng)度的均布標(biāo)準(zhǔn)值；b－梁端支座寬度（就柱截面高度）5.3框架內(nèi)力組合：分別考慮恒載和活載由可變荷載效應(yīng)控制的組合和由永久荷載效應(yīng)控制的組合，并比較兩種組合的內(nèi)力，取最不利組合。附表1梁柱的內(nèi)力組合計(jì)算附表1.1框架梁的組合內(nèi)力計(jì)算續(xù)表截面內(nèi)力工況內(nèi)力組合內(nèi)力最不利內(nèi)力（1）（2）（3）（4）（5）（6）（7）（8）（9）（10）(11)（12）（13）左右左右六AM-21.72-3.02-3.032.90-2.9011.33-11.33-30.43-35.31-31.13-22.00-30.12-26.97-34.28-22.63-29.94-10.13-32.22-6.60-28.69-35.31V29.423.523.54-1.111.11-4.334.3342.2344.1040.2333.7536.8638.3441.1432.4635.2527.0236.5921.7231.2944.10AB跨中M21.092.512.430.25-0.250.93-0.9331.1430.7228.8225.6624.9628.7928.1624.5723.9421.0219.2017.6715.8531.14B左M-23.10-0.27-0.21-2.412.41-9.489.48-33.47-29.43-28.10-31.09-24.35-31.10-25.02-26.48-20.40-30.15-11.67-26.67-8.18-33.47V-30.09-1.88-1.86-1.111.11-4.334.33-43.40-41.53-38.74-37.66-34.55-39.88-37.08-33.86-31.06-36.44-26.87-31.16-21.59-43.40B右M-35.84-1.37-1.172.71-2.7110.32-10.32-47.45-52.00-44.93-39.21-46.80-41.32-48.15-34.15-40.98-22.81-42.93-17.33-37.46-52.00V42.602.682.46-1.011.01-3.863.8659.2960.9854.8749.7152.5353.2255.7744.7043.6540.5549.0833.0841.6160.98BD跨中M44.773.723.55-0.280.28-1.061.0663.8564.3258.9353.3354.1258.0658.7649.1049.8140.9343.0033.9436.0164.32DM-35.01-4.53-4.39-3.053.05-11.6911.69-54.26-49.14-48.35-46.28-37.74-51.56-43.88-44.56-36.87-44.95-22.15-39.35-16.56-54.26V-40.01-3.92-3.77-1.011.01-3.863.86-58.70-57.01-53.50-49.43-46.60-54.22-51.68-46.22-43.08-47.07-38.54-39.94-31.41-58.70五AM-29.21-9.10-9.083.64-3.6427.46-27.46-42.27-54.43-47.79-24.92-45.19-37.40-55.64-31.55-49.80-3.01-57.161.45-52.09-57.16V33.5510.9310.92-2.892.89-10.9610.9653.5858.4355.5636.2144.3150.3957.6743.0850.9627.6851.9121.0545.2758.43AB跨中M19.857.617.610.31-0.311.17-1.1734.5233.9934.4724.2523.3933.8033.0229.8329.0522.4320.1518.8816.6034.52B左M-23.89-8.58-8.60-6.626.62-25.1325.13-46.22-35.10-40.68-37.94-19.40-47.82-31.14-43.04-26.36-49.86-0.86-45.643.37-49.86V-30.94-10.67-10.68-2.892.89-10.9610.96-54.65-49.80-52.07-41.17-33.08-54.21-46.93-48.03-40.74-49.11-24.89-42.94-18.72-54.65B右M-51.95-13.08-13.096.35-6.3523.84-23.84-77.62-88.28-80.65-53.45-71.23-70.82-86.82-60.43-76.43-29.40-75.89-20.62-67.11-88.28V58.4214.6214.62-2.332.33-8.748.7491.2495.1590.5766.8473.3785.5991.4673.9179.7857.3976.7046.2165.5395.15BD跨中M67.7615.3215.32-0.770.77-2.872.87105.84107.14102.7680.2382.3999.65101.5986.0988.0365.0870.6853.7759.36107.14DM-56.60-13.78-13.76-6.916.91-25.9825.98-95.72-84.11-83.61-77.59-58.25-93.99-76.58-82.67-65.26-82.47-31.81-72.95-22.29-95.72V-54.77-14.23-14.22-2.332.33-8.748.74-89.84-85.93-85.65-68.99-62.46-86.59-80.72-75.64-69.76-72.78-53.47-62.26-42.94-89.84四AM-27.10-9.21-9.2112.72-12.7246.08-46.08-34.93-56.30-45.41-14.71-50.33-28.10-60.15-22.68-54.7316.39-73.4621.15-68.71-73.46V32.6910.9910.99-5.065.06-18.3418.3450.6559.1554.6132.1446.3146.7059.4540.1652.9118.6859.2112.1952.7259.45AB跨中M20.157.637.630.57-0.572.06-2.0635.1634.2034.8624.9823.3834.5133.0830.4829.0523.5819.5619.9815.9735.16B左M-25.27-8.43-8.44-11.5911.59-41.9641.96-52.11-32.64-42.13-46.55-14.10-55.55-26.34-50.50-21.29-67.4514.37-63.0218.80-67.45V-31.80-10.61-10.61-5.065.06-18.3418.34-57.58-49.08-53.01-45.24-31.08-57.90-45.15-51.54-38.79-58.11-17.58-51.80-11.27-58.11B右M-53.31-13.23-13.2510.58-10.5838.16-38.16-76.05-93.82-82.49-49.16-78.78-67.31-93.97-56.65-83.31-16.73-91.14-7.74-82.15-93.97V59.0514.6214.62-3.903.90-14.0714.0790.7797.3291.3365.4076.3284.3794.2072.5682.3952.1483.2340.8671.9597.32BD跨中M67.6415.1215.12-1.221.22-4.394.39105.11107.16102.3479.4682.8898.68101.7685.1588.2363.4071.9652.1260.68107.16DM-54.92-13.94-13.93-11.6411.64-42.0442.04-97.58-78.03-85.42-82.20-49.61-98.13-68.80-87.15-57.82-96.69-14.71-87.41-5.43-98.13V-54.14-14.23-14.23-3.903.90-14.0714.07-90.31-83.76-84.89-70.43-59.51-87.81-77.98-76.98-67.16-78.03-46.93-67.61-36.52-90.31三AM-26.18-8.87-8.8718.08-18.0861.54-61.54-28.85-59.22-43.83-6.10-56.73-19.81-65.37-14.58-60.1432.45-87.5637.04-82.96-87.56V32.1610.8210.81-3.603.60-24.5224.5247.9760.0753.7428.5148.6743.1561.3036.7254.8711.2365.424.8459.0365.42續(xù)表截面內(nèi)力工況內(nèi)力組合內(nèi)力最不利內(nèi)力（1）（2）（3）（4）（5）（6）（7）（8）（9）（10）(11)（12）（13）左右左右三AB跨中M19.857.567.560.79-0.792.70-2.7034.8733.5434.4024.9322.7134.3432.3530.3728.3823.9018.6320.3615.0934.87B左M-26.49-8.81-8.81-16.5016.50-56.1556.15-58.26-30.54-44.12-54.89-8.69-63.08-22.10-58.38-16.80-82.5526.94-77.9231.58-82.55V-32.32-10.78-10.79-3.603.60-24.5224.52-60.24-48.15-53.88-48.86-28.70-61.44-43.29-54.97-36.83-65.56-11.37-59.15-4.96-65.56B右M-54.41-13.54-13.5514.73-14.7350.10-50.10-74.35-99.10-84.25-44.67-85.91-63.79-100.91-52.91-90.03-6.21-103.912.96-94.73-103.91V59.4714.5714.75-5.435.43-18.4918.4990.0099.1291.7663.7678.9782.8896.5670.9984.6747.6688.5236.3177.1799.12BD跨中M67.3115.0615.06-1.691.69-5.735.73104.21107.05101.8678.4183.1497.62101.8884.1688.4261.7772.9450.5461.72107.05DM-53.98-13.59-13.59-16.2416.24-55.2855.28-99.83-72.55-83.80-87.51-42.04-102.36-61.44-91.57-50.64-108.60-0.80-99.488.32-108.60V-53.71-14.10-14.09-5.435.43-18.4918.49-90.89-81.77-84.19-72.05-56.85-89.06-75.38-78.32-64.63-82.41-41.54-72.08-31.21-90.89二AM-24.64-8.53-8.5323.27-23.2773.04-73.04-22.08-61.17-41.513.01-62.15-11.00-69.64-6.07-64.7145.20-93.6349.54-92.89-93.63V31.4010.6310.63-9.309.30-29.1629.1645.0060.6252.5624.6650.7039.3662.7933.0856.515.2369.67-1.0163.4369.67AB跨中M19.997.577.570.96-0.963.07-3.0735.2133.0034.5925.3322.6434.7432.3230.7428.3224.3918.4020.8214.8435.21B左M-28.09-9.21-9.21-21.3521.35-66.9166.91-64.88-29.01-46.60-63.00-3.82-72.21-18.41-66.60-12.79-94.6635.81-89.7640.72-94.66V-33.09-10.97-10.97-9.309.30-29.1629.16-63.23-47.61-55.07-52.73-26.69-65.25-41.81-58.63-35.19-71.57-7.12-65.01-0.57-71.57B右M-56.23-13.98-13.9918.76-18.7658.89-58.89-73.85-105.37-87.05-41.21-93.74-61.45-108.73-50.21-97.480.52-114.3110.00-104.83-114.31V60.1614.9114.91-6.916.91-21.7021.7090.02101.6393.0762.5281.8782.2799.6970.2487.6544.9992.9533.4981.45101.63BD跨中M66.7114.9014.90-2.182.18-6.796.79102.83106.49100.9177.0083.1096.08101.5782.7488.2360.1273.3649.0062.24106.49DM-52.49-13.25-13.25-20.6320.63-64.8364.83-101.18-66.52-81.54-91.87-34.11-105.68-53.09-95.18-43.19-116.4110.01-107.5518.87-116.41V-53.03-13.93-13.93-6.916.91-21.7021.70-91.05-79.44-83.14-73.31-53.96-89.89-72.48-79.29-61.88-85.17-33.62-74.97-27.02-91.05一AM-22.17-7.72-7.7227.91-27.9179.41-79.41-14.05-60.94-37.4112.47-65.68-1.16-71.503.27-67.0654.00-100.8557.90-96.95-100.85V30.0110.2310.22-11.0611.06-31.4931.4941.2559.8350.3320.5351.5034.9762.8428.9656.841.0370.62-4.9464.6570.62AB跨中M19.817.637.631.37-1.373.83-3.8335.3733.0734.4525.6921.8535.1131.6631.1527.7025.0017.5321.4513.9835.37B左M-31.28-10.06-10.07-25.1825.18-71.7571.75-73.24-30.94-51.62-72.79-2.28-81.94-18.48-75.68-12.23-102.6433.68-97.1942.72-102.64V-34.48-11.37-11.37-11.0611.06-31.4931.49-66.98-48.40-53.69-56.86-25.89-69.64-41.77-62.74-34.87-75.76-6.17-68.940.66-75.76B右M-58.22-14.60-14.6021.93-21.9362.58-62.58-74.48-111.33-90.30-39.16-100.5