《S收費(fèi)站綜合辦公樓建筑及結(jié)構(gòu)設(shè)計(jì)》12000字（論文）

河北工程大學(xué)成人教育學(xué)院畢業(yè)設(shè)計(jì)（論文）--1緒論我這次選擇的畢業(yè)設(shè)計(jì)題目為《S收費(fèi)站綜合辦公樓建筑及結(jié)構(gòu)設(shè)計(jì)》，希望能夠站在第一視角，設(shè)計(jì)出功能齊全適宜員工工作生活的綜合辦公樓。教育建筑的建造不是機(jī)械的，必須是在提高娛樂(lè)環(huán)境質(zhì)量的同時(shí)，提升建筑質(zhì)量。如果綜合辦公樓規(guī)劃有足夠的活動(dòng)采光空間，元就能有一個(gè)舒適的娛樂(lè)和工作，有利于工作質(zhì)量的提高。本文本著人性化和安全性要求的設(shè)計(jì)理念，并翻閱相關(guān)的書(shū)籍資料，參觀走訪不同的收費(fèi)站綜合樓，在我腦海中浮現(xiàn)了大致的設(shè)計(jì)形象后，進(jìn)行了最后的畢業(yè)設(shè)計(jì)。2建筑設(shè)計(jì)2.1工程概況（1）工程名稱：S收費(fèi)站綜合辦公樓（2）工程概況：建筑總高度為22.2m，共6層，每層層高3.6m，室內(nèi)外高差0.6m；（3）工程地質(zhì)條件：該工程位于S收費(fèi)站旁，從工程勘察的地質(zhì)調(diào)查中可以看出，場(chǎng)地土主要有以下兩個(gè)特點(diǎn)：1.基坑土層主要為粉土和砂質(zhì)土，土質(zhì)較好；2.土的滲透性、流沙的開(kāi)挖過(guò)程、動(dòng)力水頭引起的管涌，基坑工程的設(shè)計(jì)應(yīng)是解決基坑管涌問(wèn)題的關(guān)鍵。根據(jù)巖土工程勘察報(bào)告，該場(chǎng)地土層自上而下分為7層，各土層主要參數(shù)如表3.1所示：表3.1場(chǎng)地土層主要力學(xué)參數(shù)序號(hào)土層名稱層厚（m）重度γ(kN/m3)黏聚力ck(kPa)內(nèi)摩擦角φk(°)滲透系數(shù)k(cm-6/s)①雜填土2.218.5211-②粉土6.019.51114.22×10-4③粉質(zhì)粘土6.519.244113×10-5④混土角礫7.019.630166×10-42.2總平面設(shè)計(jì)項(xiàng)目位于收費(fèi)站內(nèi)，建設(shè)用地適宜，周邊環(huán)境良好。鑒于該項(xiàng)目符合辦公和娛樂(lè)需要，首先選擇框架結(jié)構(gòu)，框架結(jié)構(gòu)強(qiáng)度高，整體性好，剛度大，抗震性好，平面布置靈活，開(kāi)窗更大，滿足本工程的使用要求。根據(jù)房間使用要求，確定柱間距橫向?yàn)?米，縱向?yàn)?.5米，房間深度為6米。走廊滿足員工的休息和活動(dòng)要求，柱子之間的距離為4.5米。根據(jù)建筑規(guī)范，每層樓的高度是36米。根據(jù)建筑設(shè)計(jì)防火規(guī)范和初步設(shè)計(jì)，綜合辦公樓每層可容納400人，總設(shè)計(jì)為三層樓梯，位于綜合辦公樓正門(mén)前和綜合辦公樓兩側(cè)。因此，在緊急情況下，人們可以通過(guò)樓梯到達(dá)最近的出口，以便快速逃生并滿足疏散需要。因?yàn)榇皯舻呐渲梅贤L(fēng)、采光和采光的要求，也符合建筑的美觀。2.3平面設(shè)計(jì)中學(xué)綜合辦公樓內(nèi)活動(dòng)所需空間較大，首先確定使用室的大小，并根據(jù)中學(xué)校舍設(shè)計(jì)規(guī)范，確定中間過(guò)道的寬度，然后確定房間平面圖的形狀和具體尺寸。房間平面的形狀和尺寸，主要由每班員工人數(shù)、娛樂(lè)儀器特點(diǎn)和采光通風(fēng)等要求所決定，按照每間教室容納50人計(jì)算，每層樓層容納人數(shù)約為400人。然后初步擬定柱截面為450×450mm，梁截面為300×450mm。圖2.2首層平面圖圖2.3標(biāo)準(zhǔn)層平面圖2.4立面設(shè)計(jì)外部主體和立面反映了內(nèi)部空間的特點(diǎn)，但不應(yīng)簡(jiǎn)單地理解為內(nèi)部空間的最終裝修、建筑師工程竣工后的最終處理，應(yīng)與室內(nèi)設(shè)計(jì)同時(shí)進(jìn)行。整個(gè)項(xiàng)目建筑的外部形象在很大程度上取決于使用功能、材料、結(jié)構(gòu)施工技術(shù)、經(jīng)濟(jì)和周?chē)h(huán)境，但建筑外形的藝術(shù)美并不是由投資多少?zèng)Q定的。事實(shí)上，只要充分發(fā)揮設(shè)計(jì)師的主觀能動(dòng)性，在一定的經(jīng)濟(jì)條件下，充分運(yùn)用材料技術(shù)手段和構(gòu)圖規(guī)律，力求創(chuàng)新，就完全有可能用較少的投資設(shè)計(jì)和建造適宜且漂亮的建筑。對(duì)于中學(xué)綜合辦公樓，考慮到它的實(shí)用性與降低成本的要求，并未對(duì)結(jié)構(gòu)進(jìn)行過(guò)多的立面造型設(shè)計(jì)，簡(jiǎn)單而質(zhì)樸。圖2.4正立面圖2.5剖面設(shè)計(jì)建筑剖面主要反映建筑構(gòu)件在垂直方向上的組合比例。剖面設(shè)計(jì)的主要任務(wù)是確定建筑物空間的組合比例。在建筑物的樓層高度，應(yīng)考慮是否有足夠的凈空，以防止房間產(chǎn)生壓迫感固定高度為3,6米。窗高1.8米，考慮到室內(nèi)采光和通風(fēng)要求，女兒墻的高度是1.2米。2.6平面布置這棟樓是綜合辦公樓，房間主要用作教室。共有普通教室35間，電腦室2間，圖書(shū)閱覽室1間，音樂(lè)室2間，音樂(lè)欣賞室1間，美術(shù)室2間，娛樂(lè)辦公室5間，黨政辦公室1間，社團(tuán)辦公室1間，多媒體會(huì)議室1間。每層樓有一間教師教室和一間開(kāi)水房。圖2.5剖面圖3結(jié)構(gòu)設(shè)計(jì)3.1結(jié)構(gòu)選型說(shuō)明（1）樓梯開(kāi)間4.5m，進(jìn)深為7.8m，踏步高150mm，寬280mm，單跑級(jí)數(shù)為12級(jí)，符合樓梯設(shè)計(jì)各項(xiàng)要求，并能保障綜合辦公樓正常通行。（2）天溝：采用現(xiàn)澆的外天溝。（3）橫梁：窗橫梁及門(mén)橫梁均采用鋼筋混凝土梁，縱向框架梁兼作窗橫梁。（4）基礎(chǔ)梁：現(xiàn)澆鋼筋混凝土基礎(chǔ)梁。（5）基礎(chǔ)：由于荷載不是很大，所以在鋼筋混凝土柱下，基礎(chǔ)采用獨(dú)立基礎(chǔ)的承載能力很大。（6）門(mén)窗：大面積門(mén)窗洞口，能滿足教室采光、疏散要求。（7）臺(tái)階：由于室內(nèi)外高差為0.6m，綜合辦公樓正門(mén)以及兩旁側(cè)門(mén)前坪均設(shè)置有4級(jí)150mm×250mm的臺(tái)階。（8）材料選用:混凝土：采用C30混凝土；窗：鋼塑門(mén)窗，γ=0.35kN/m2；門(mén)：木門(mén)，γ=0.2kN/m23.2框架計(jì)算簡(jiǎn)圖及梁柱線剛度3.2.1確定框架計(jì)算簡(jiǎn)圖框架計(jì)算單元在圖3.1中示出，通過(guò)取前軸上的一個(gè)幀進(jìn)行計(jì)算。假定框架柱固定于基礎(chǔ)的上表面，框架梁立即附接到柱上。由于各層柱截面尺寸不同，梁橫梁等于柱截面中心軸距。根據(jù)地質(zhì)條件和內(nèi)外高度的差異，將下部樓板柱的高度從地基的頂面計(jì)算到第二層，上部基礎(chǔ)高度為-1.20m。，上一層標(biāo)高3.60m，使下一層柱高為4.80m，其余樓層柱高為一層至一層（即樓層高度）360m。3.2.2框架梁柱的線剛度計(jì)算對(duì)于中框架梁取I=2I0底層柱（B～E軸）：i底柱=EI/l=3×107kN/m2÷12×(0.45m)4/4.8m=2.1×104kN·m其余各層柱（B～E軸）：i左余柱=EI/l=3×107kN/m2÷12×(0.45m)4/3.6m=2.8×104kN·m令i余柱=1.0，則i、左邊梁=2.3×104/2.8×104=0.82i、中邊梁=5.1×104/2.8×104=1.07i、右邊梁=2.3×104/2.8×104=0.82i、底層柱=2.1×104/2.8×104=0.75圖3.1框架梁、柱相對(duì)線剛度圖3.2結(jié)構(gòu)布置圖3.3荷載計(jì)算3.3.1恒荷載標(biāo)準(zhǔn)值計(jì)算（1）屋面30m厚C20細(xì)石混凝土防水1.00kN/m280mm厚聚笨乙烯泡沫塑料0.08m×0.5kN/m3=0.30kN/m21.5mm厚改性瀝青0.30kN/m225mm厚1：3水泥砂漿結(jié)合層0.025m×20kN/m3=0.50kN/m220mm厚1：3水泥砂漿0.02m×20kN/m3=0.4kN/m21：6水泥焦渣找坡0.9kN/m2120mm厚現(xiàn)澆鋼筋混凝土板0.12m×25kN/m3=3kN/m220mm厚混合砂漿0.02m×17kN/m3=0.34kN/m2合計(jì)：6.89kN/m2（2）各層走廊樓面10mm面層水磨石地面20mm水泥砂漿打底0.65kN/m2素水泥漿結(jié)合層一道（3）柱自重b×h=450mm×450mm柱自重25kN/m3×0.45m×0.45m=5.06kN/m抹灰層：10厚混合砂漿0.41kN/m合計(jì)：5.47kN/m標(biāo)準(zhǔn)柱底層柱（4）外縱墻自重標(biāo)準(zhǔn)層：縱墻0.7m×0.24m×18kN/m3=3.02kN/m鋁合金窗0.95kN/m水刷石外墻面0.75kN/m水泥粉刷內(nèi)墻面0.54kN/m合計(jì)：5.26kN/m底層：縱墻（4.8m-2.2m-0.3m）×0.24m×18kN/m3=9.94kN/m鋁合金窗0.95kN/m水刷石外墻面0.75kN/m水泥粉刷內(nèi)墻面0.54kN/m合計(jì)：12.18kN/m（5）內(nèi)縱墻自重標(biāo)準(zhǔn)層：縱墻3.3m×0.24m×18kN/m3=14.26kN/m水泥粉刷內(nèi)墻面2.59kN/m合計(jì)：16.85kN/m（6）內(nèi)隔墻自重標(biāo)準(zhǔn)層：內(nèi)隔墻0.7m×0.29m×9.8kN/m3=1.99kN/m鋁合金窗0.95kN/m水泥粉刷墻面0.65kN/m合計(jì)：3.59kN/m底層：內(nèi)隔墻（4.8m-2.2m-0.3m）×0.29m×9.8kN/m3=6.54kN/m鋁合金窗0.95kN/m水泥粉刷內(nèi)墻面1.15kN/m合計(jì)：8.64kN/m（9）欄桿自重0.24m×1.1m×18kN/m3+0.05m×0.24m×25kN/m3=5.05kN/m圖3.3荷載傳遞示意圖3.3.2活荷載標(biāo)準(zhǔn)值計(jì)算（1）屋面和樓面活荷載標(biāo)準(zhǔn)值上人屋面：2.0kN/m2樓面：教室2.0kN/m2走廊2.5kN/m2（2）雪荷載Sk=1.0m×0.35kN/m2=0.35kN/m2屋面活荷載與雪荷載不同時(shí)考慮，兩者中取大值。3.3.3豎向荷載下框架受荷總圖屋面板傳荷載：板傳至三角形或梯形荷載，為簡(jiǎn)化計(jì)算近似等效為均布荷載，荷載的傳遞示意圖如圖3.3所示。頂層柱：女兒墻自重（做法：墻高1100mm，100mm的混凝土壓頂）：18kN/m3×1.1m×0.24m+25kN/m3×0.1m×0.24m+（1.2m×2+0.24m）×0.5kN/m2=6.67kN/m圖3.4天溝構(gòu)造天溝自重（琉璃瓦+現(xiàn)澆天溝，上圖所示）：琉璃瓦自重：1.05m×1.1kN/m2=1.16kN/m現(xiàn)澆天溝自重：25kN/m3×［0.60m+（0.20m-0.080m）］×0.08m+（0.6m+0.2m）×（0.5kN/m2+0.36kN/m2）=2.13kN/m合計(jì)：3.29kN/m頂層柱恒載=女兒墻及天溝自重+梁自重+板傳荷載=（6.67kN/m+3.29kN/m）×6m+2.75kN/m×（6m-0.45m）+16.24kN/m×6m=172.46kN頂層柱活載=板傳活載=7.5kN/m×3m=22.50kN標(biāo)準(zhǔn)層恒載=墻自重+梁自重+板傳荷載=5.26kN/m×（6m-0.45m）+2.75kN/m×（6m-0.45m）+16.24kN/m×3m=93.18kN標(biāo)準(zhǔn)層柱活荷載=板傳活載=7.5kN/m×3m=22.50kN基礎(chǔ)頂面恒載=底層外縱墻+基礎(chǔ)梁自重=12.18kN/m×（6m-0.45m）+2.75kN/m×（6m-0.45m）=82.86kN（5）C和D軸柱縱向集中荷載的計(jì)算頂層柱恒載=梁自重+板傳荷載=2.75N/m×（6m-0.45m）+6.89kN/m2×2.25m×5/8×4.5m+6.89kN/m2×2.25m×（1-2×0.52+0.53）×4.5m=90.15kN頂層柱活載=板傳荷載=2.0kN/m2×2.25m×5/8×4.5m+2.0kN/m2×2.25m×（1-2×0.52+0.53）×4.5m=30.11kN標(biāo)準(zhǔn)層恒載=梁自重+板傳荷載=2.75kN/m×（6m-0.45m）+4.33kN/m2×2.25m×5/8×4.5m+4.33kN/m2×2.25m×（1-2×0.52+0.53）×4.5m=88.01kN標(biāo)準(zhǔn)層活載=板傳荷載=2.5kN/m2×2.25m×（1-2×0.52+0.53）×4.5m+2.0kN/m2×2.25m×5/8×4.5m=30.11kN基礎(chǔ)頂面恒載=基礎(chǔ)梁自重+底層內(nèi)隔墻自重=2.5kN/m×（6m-0.45m）+8.64kN/m×（6m-0.45m）=61.83kN框架在水平作用下的受荷總圖如圖所示（圖中數(shù)值均為標(biāo)準(zhǔn)值）。圖3.5豎向受荷總圖3.4內(nèi)力計(jì)算3.4.1水平作用下的內(nèi)力計(jì)算與側(cè)移驗(yàn)算表3.1集中風(fēng)荷載標(biāo)準(zhǔn)值21.60.951.291.411.30.53.62.415.9618.00.791.221.341.30.53.63.617.2114.40.631.141.251.30.53.63.615.0110.80.471.041.201.30.53.63.613.147.20.321.001.111.30.53.63.611.693.60.161.001.041.30.54.83.610.59水平作用下框架側(cè)移計(jì)算水平荷載作用下框架的層間側(cè)移可按下式計(jì)算：Δuj=Vj/∑Dij（3.2）式中Vj——第j層的總剪力；∑Dij——第j層所有柱的抗側(cè)剛度之和；Δuj——第j層的層間側(cè)移。j層側(cè)移:uj=∑Δuj（3.3）頂點(diǎn)側(cè)移:u=∑Δuj表3.2橫向2-6層D值計(jì)算構(gòu)件名稱==D=B軸柱0.2917544C軸柱0.48612600D軸柱0.48612600E軸柱0.2917544∑D=7544+12600+12600+7544=40288kN/m表3.3橫向底層D值計(jì)算構(gòu)件名稱==D=B軸柱0.5165644C軸柱0.6687306D軸柱0.6687306E軸柱0.5165644∑D=5644+7306+7306+5644=25900kN/m表3.4水平作用下框架側(cè)移計(jì)算層次Wk/kNVi/kN∑D/（kN/m）Δuj/mΔuj/h615.9615.96402880.00041/9000517.2133.17402880.00081/4500415.0148.18402880.00121/3000313.1461.32402880.00151/2400211.6973.01402880.00181/2000110.5983.96259000.00321/1500u=∑Δuj=0.0089側(cè)移驗(yàn)算：層間側(cè)移最大值：1/1500＜1/550（滿足要求）水平作用的內(nèi)力計(jì)算：框架在風(fēng)荷載（從左向右吹）作用下的內(nèi)力用D值法（改進(jìn)的反彎點(diǎn)法）進(jìn)行計(jì)算。（1）求各柱反彎點(diǎn)處的剪力值；（2）求各柱反彎點(diǎn)高度；（3）求各柱的桿端彎矩及梁端彎矩；（4）求各柱的軸力和梁剪力。第i層第m柱所分配的剪力為：Vim=Vi，Vi=∑Wi（3.4）框架柱反彎點(diǎn)位置，計(jì)算結(jié)果見(jiàn)下表。表3.5B軸框架柱反彎點(diǎn)位置層號(hào)h/my0y1y2y3yyh/m63.60.820.310000.311.1253.60.820.400000.401.4443.60.820.450000.451.6233.60.820.450000.451.6223.60.820.5000-0.0330.531.9114.81.100.650-0.01100.763.65表3.6C軸框架柱反彎點(diǎn)位置層號(hào)h/my0y1y2y3yyh/m63.61.890.390000.391.4053.61.890.440000.441.5843.61.890.450000.451.6233.61.890.490000.491.7623.61.890.500000.501.8014.82.520.550000.552.64表3.7D軸框架柱反彎點(diǎn)位置層號(hào)h/my0y1y2y3yyh/m63.61.890.390000.391.4053.61.890.440000.441.5843.61.890.450000.451.6233.61.890.490000.491.7623.61.890.500000.501.8014.82.520.550000.552.64表3.8E軸框架柱反彎點(diǎn)位置層號(hào)h/my0y1y2y3yyh/m63.60.820.310000.311.1253.60.820.400000.401.4443.60.820.450000.451.6233.60.820.450000.451.6223.60.820.5000-0.0330.531.9114.81.100.650-0.01100.763.65梁端剪力、彎矩、柱軸力計(jì)算公式：M＝柱剪力×h（1-y）（3.5）M=柱剪力×h×y（3.6）（3.7）（3.8）（3.9）（3.10）表3.9水平作用下B、E軸框架柱剪力和梁柱端彎矩的計(jì)算層VikN∑DkN/mDimkN/mDim/∑DVimkNyhmMc上kN·mMc下kN·mMb總kN·m615.964028875440.1893.021.127.493.387.49533.174028875440.1896.271.4413.549.0316.92448.184028875440.1899.111.6218.0414.7627.07361.324028875440.18911.591.6222.9518.7637.71273.014028875440.18913.801.9123.3226.3642.10183.602590056440.21818.223.6520.9566.5047.31表3.10水平作用下C、D軸框架柱剪力和梁柱端彎矩的計(jì)算層VikN∑DkN/mDimkN/mDim∑DVimkNyhmMc上kN·mMc下kN·mMb左kN·mMb右kN·m615.9640288126000.3135.001.40117.004.776.23533.1740288126000.31310.381.5820.9716.4012.1415.83448.1840288126000.31315.081.6229.8624.4320.0726.19361.3240288126000.31319.191.7635.3133.7725.9233.82273.0140288126000.31322.851.8041.1341.1332.5042.40183.602590073060.28223.582.6450.9362.2539.9552.12表3.11水平作用下框架柱軸力與梁端剪力層梁端剪力/kN柱軸力/kNBC跨VbBCCD跨VbCDDE跨VbDEB軸NcBC軸D軸E軸NcEVbBC-VbCDNcCVbCD-VbDENcD62.042.772.04-2.04-0.72-0.720.720.722.0454.847.044.84-6.89-2.19-2.922.192.926.8947.8611.647.86-14.75-3.78-6.703.786.7014.75310.6115.0310.61-25.36-4.43-11.124.4311.1225.36212.4318.8412.43-37.79-6.41-17.546.4117.5437.79114.5423.1614.54-52.33-8.62-26.168.6226.1652.33注：軸力壓力為正，拉力為負(fù)。圖3.6水平作用下框架彎矩圖(單位：KNm)圖3.7水平作用下框架剪力圖(單位：KN)圖3.8水平作用下框架軸力圖(單位：KN)3.4.2恒、活荷載作用下的內(nèi)力計(jì)算（1）計(jì)算方法和荷載傳遞路線豎向荷載作用下的內(nèi)力一般可采用近似法，有分層法，彎矩二次分配法和迭代法。當(dāng)框架為少層少跨時(shí)，采用彎矩二次分配法較為理想。這里豎向荷載作用下的內(nèi)力計(jì)算采用彎矩二次分配法。（2）框架橫梁均布恒荷載、活荷載可從前面荷載計(jì)算中查得。（3）豎向荷載設(shè)計(jì)值、固端彎矩的計(jì)算作用于屋面處均布豎向荷載設(shè)計(jì)值的計(jì)算恒載：活載：作用于樓面處均布豎向荷載設(shè)計(jì)值的計(jì)算恒載：活載：因?yàn)榛钶d產(chǎn)生的內(nèi)力小于恒載產(chǎn)生的內(nèi)力，可不考慮活載的最不利布置，而把活載同時(shí)滿布于各跨。以下固端彎矩均為滿布活載后計(jì)算的。由均布豎向荷載設(shè)計(jì)值在屋面處引起的固端彎矩恒載：活載：由均布豎向荷載設(shè)計(jì)值在樓面處引起的固端彎矩恒載：活載：分配系數(shù)的計(jì)算以為例:表3.12分配系數(shù)的計(jì)算層號(hào)相對(duì)線剛度i分配系數(shù)B軸C軸B軸C軸上柱下柱右梁左梁上柱下柱右梁上柱下柱右梁左梁上柱下柱右梁頂層—1.00.820.82—1.01.07—0.550.450.28—0.350.37標(biāo)準(zhǔn)層1.01.00.820.821.01.01.070.350.350.300.200.260.260.28底層1.00.750.820.821.00.751.070.390.290.320.230.270.210.29B、C軸的分配系數(shù)與D、E軸的分配系數(shù)分別反對(duì)稱。分配與傳遞恒載作用下的分配圖見(jiàn)圖13，活載作用下的分配圖見(jiàn)圖3.9。梁柱內(nèi)力計(jì)算考慮到鋼筋混凝土結(jié)構(gòu)中塑性內(nèi)力重分布的有利影響，和“強(qiáng)柱弱梁”的抗震要求，在豎向荷載下可以適當(dāng)降低梁端彎矩，進(jìn)行調(diào)幅（調(diào)幅系數(shù)取0.8），以減少負(fù)彎矩鋼筋的擁擠現(xiàn)象。圖3.9恒載作用下橫向框架彎矩的二次分配圖圖3.10活載作用下橫向框架彎矩的二次分配圖圖3.11豎向恒載作用下的彎矩圖(單位：KNm)注：（括號(hào)里的數(shù)為調(diào)幅后的彎矩值，調(diào)幅系數(shù)：0.8）表3.13豎向恒載作用下橫梁的跨中彎矩層號(hào)BC、DE跨梁CD跨梁683.26154.471.1466.2867.230.95566.76102.635.8435.7145.369.65463.79102.638.8137.1745.368.19363.79102.638.8137.1745.368.19264.01102.638.5937.1245.368.24160.60102.642.0039.1145.366.25圖3.12豎向活載滿布作用下的彎矩圖(單位：KNm)注：（括號(hào)里的數(shù)為調(diào)幅后的彎矩值，調(diào)幅系數(shù)：0.8）表3.14豎向活載滿布作用下橫梁的跨中彎矩層號(hào)BC、DE跨梁CD跨梁626.8447.2520.4119.6619.870.21514.1647.2533.0916.3319.873.54413.6147.2533.6416.5619.873.31313.6147.2533.6416.5619.873.31213.7147.2533.5416.5319.873.34112.4947.2534.7617.4819.872.39表3.15豎向恒載作用下BC、DE跨梁端剪力計(jì)算層號(hào)634.316.00102.936.5196.42109.44522.796.0068.371.3866.9969.75422.796.0068.372.0366.3470.40322.796.0068.372.0366.3470.40222.796.0068.371.9666.4170.33122.796.0068.372.4365.9470.80表3.16豎向恒載作用下CD跨梁端剪力計(jì)算層號(hào)626.564.5059.760.0059.7659.76517.924.5040.320.0040.3240.32417.924.5040.320.0040.3240.32317.924.5040.320.0040.3240.32217.924.5040.320.0040.3240.32117.924.5040.320.0040.3240.32表3.17豎向活載滿布作用下BC、DE跨梁端剪力計(jì)算層號(hào)610.506.0031.501.4630.0432.96510.506.0031.500.7830.7232.28410.506.0031.500.9130.5932.41310.506.0031.500.9130.5932.41210.506.0031.500.8830.6232.38110.506.0031.501.0930.4132.59表3.18豎向活載作用下CD跨梁端剪力計(jì)算層號(hào)67.854.5017.660.0017.6617.6657.854.5017.660.0017.6617.6647.854.5017.660.0017.6617.6637.854.5017.660.0017.6617.6627.854.5017.660.0017.6617.6617.854.5017.660.0017.6617.66表3.19豎向荷載設(shè)計(jì)值下各柱剪力計(jì)算層號(hào)恒載活載hB、E軸柱C、D軸柱hB、E軸柱C、D軸柱63.6-26.9015.453.6-12.025.5453.6-14.448.713.6-7.094.2543.6-16.039.083.6-7.404.3133.6-15.949.123.6-7.394.3123.6-18.179.633.6-8.594.5914.8-6.324.424.8-3.171.74表3.20恒載作用下B、E軸柱向力的計(jì)算層號(hào)柱端橫梁傳剪力縱向集中荷載柱自重柱軸力6上端96.42172.4619.69268.88268.88下端288.57288.575上端66.9993.1819.69160.17429.05下端179.86468.434上端66.3493.1819.69159.52608.26下端179.21667.333上端66.3493.1819.69159.52807.16下端179.21885.922上端66.4193.1819.69159.591025.82下端179.281124.271上端65.9482.8626.26148.81246.81下端175.061351.83表3.21恒載作用下C、D軸柱向力的計(jì)算層號(hào)柱端橫梁傳剪力縱向集中荷載柱自重柱軸力左梁右梁6上端109.4459.7690.1519.69259.35259.35下端279.04279.045上端69.7540.3288.0119.69198.08457.43下端217.77496.814上端70.4040.3288.0119.69198.73656.16下端218.42715.233上端70.4040.3288.0119.69198.73854.89下端218.42933.652上端70.3340.3288.0119.69198.661053.55下端218.351152.001上端70.8040.3288.0126.26199.131351.13下端225.391456.15表3.22活載滿布作用下B、E軸柱向力的計(jì)算層號(hào)柱端橫梁傳剪力縱向集中荷載柱自重柱軸力6上端30.0422.0519.6952.0952.09下端71.7871.785上端30.7222.0519.6952.77104.86下端72.46144.244上端30.5922.0519.6952.64157.50下端72.33216.573上端30.5922.0519.6952.64210.14下端72.33288.902上端30.6222.0519.6952.67262.81下端72.36361.261上端30.4122.0526.2652.46413.72下端78.72518.74表3.23活載滿布作用下C、D軸柱向力的計(jì)算層號(hào)柱端橫梁傳剪力縱向集中荷載柱自重柱軸力左梁右梁6上端32.9617.6630.1119.6980.7380.73下端100.42100.425上端32.2817.6630.1119.6980.05160.78下端99.74200.164上端32.4117.6630.1119.6980.18240.96下端99.87300.033上端32.4117.6630.1119.6980.18321.14下端99.87399.902上端32.0817.6630.1119.6979.85400.99下端99.54499.441上端32.5917.6630.1126.2680.36579.80下端106.62684.823.5內(nèi)力組合各控制截面內(nèi)力的計(jì)算、各內(nèi)力組合見(jiàn)下面表3.24-3.26圖3.13豎向恒載作用下框架剪力圖(單位：KN)圖3.14豎向恒載作用下框架軸力圖(單位：KN)圖3.15豎向活載作用下框架剪力圖(單位：KN)圖3.16豎向活載作用下框架軸力圖(單位：KN)表3.24橫向框架B、E柱彎矩和軸力組合層次截面位置內(nèi)力6柱頂M64.8022.447.49-7.49115.47109.92109.17115.47N268.8852.092.04-2.04390.86415.08395.58390.86415.08柱底M-32.05-20.84-3.383.38-68.98-64.11-67.6468.98N288.5771.782.04-2.04439.30461.35446.78439.30461.35V-26.90-12.02-3.023.02-51.23-48.34-49.115柱頂M23.1312.2113.54-13.5460.2043.4444.8560.20N429.05104.866.89-6.89655.67684.08661.66655.67684.08柱底M-28.85-13.32-9.039.03-62.78-52.27-53.2762.78N468.43144.246.89-6.89752.54776.62764.05752.54766.52V-14.44-7.09-6.276.27-34.16-26.58-27.254柱頂M28.8913.3218.04-18.0474.1852.3253.3274.18N608.26157.5014.75-14.75946.95978.65950.41946.95978.65柱底M-28.85-13.32-14.7614.76-70.00-52.27-53.2770.00N667.33216.5714.75-14.751092.261117.471103.991092.261117.47V-16.03-7.40-9.119.11-40.04-29.04-29.603柱頂M28.8513.3222.95-22.9580.3252.2753.2780.32N807.16210.14265.36-265.361567.721299.811262.791262.791567.72柱底M-28.37-13.10-18.7618.76-74.19-51.40-52.3874.19N885.92288.9025.36-25.361459.071484.891467.561459.071484.89V-15.94-7.39-11.5711.57-43.02-28.91-29.472柱頂M29.7413.7323.32-23.3282.3753.8854.9182.37N1025.82262.8137.79-37.791609.741647.671598.921598.921647.67柱底M-35.67-16.46-26.3626.36-96.76-64.61-65.8596.76N1124.27361.2637.79-37.791851.931879.021854.891851.931879.02V-18.17-8.59-13.8013.80-50.02-33.12-33.831柱頂M17.638.1420.95-20.9557.8131.9432.5557.81N1246.81413.7252.33-52.332083.402096.912075.382075.382096.91柱底M-12.71-6.82-66.5066.50-107.64-23.98-24.80107.64N1351.83518.7452.33-52.332341.742343.712348.432341.742348.43V-6.32-4.42-18.2218.22-23.51-12.95-13.77表3.25橫向框架C、D柱彎矩和軸力組合層次截面位置內(nèi)力6柱頂M35.4311.5711.00-11.0070.9559.4058.7170.95N259.3580.730.72-0.72413.86430.85424.24413.86430.85柱底M-20.20-8.36-7.007.00-43.59-35.63-35.9443.59N279.04100.420.72-0.72462.28477.12475.44462.28477.12V15.455.545.00-5.0031.8226.4026.305柱頂M14.997.5520.97-20.9753.9227.7928.5653.92N457.43160.782.19-2.19754.26778.31774.01754.26778.31柱底M-16.35-7.76-16.4016.40-50.06-29.83-30.4850.06N496.81200.162.19-2.19851.13870.85876.40851.13876.40V8.714.2510.38-10.3828.8916.0116.404柱頂M16.357.7629.86-29.8667.0229.8330.4867.02N656.16240.966.70-6.701099.441126.781124.741099.441126.78柱底M-16.35-7.76-24.4324.43-60.18-29.83-30.4860.18N715.23300.036.70-6.701244.761265.591278.321244.761278.32V9.084.3115.08-15.0835.3316.5716.933柱頂M16.357.7635.31-35.3173.8629.8330.4873.86N854.89321.1411.12-11.121444.521475.241475.461444.521475.46柱底M-16.49-7.74-33.7733.77-72.09-30.00-30.6272.09N933.65399.911.12-11.121638.071660.331680.241638.071680.24V9.124.3119.19-19.1940.5516.6216.982柱頂M16.37.8341.13-41.1381.2529.8430.5281.25N1053.55400.996.41-6.411777.581823.281825.651777.581825.65柱底M-18.36-8.71-41.1341.13-84.83-33.50-34.2384.83N1152499.446.41-6.412019.772054.642081.622019.772081.62V9.634.5922.85-22.8546.4317.5917.981柱頂M10.424.4950.93-50.9382.3318.5618.7982.33N1351.13579.88.62-8.622362.772403.832433.082362.772433.08柱底M-10.72-3.84-62.2562.25-96.14-18.31-18.2496.14N1456.13684.828.62-8.622621.092650.602706.102621.092706.10V4.421.7423.58-23.5837.217.717.74表3.26框架梁內(nèi)力組合表層號(hào)桿件名稱截面位置內(nèi)力六層BC左M-30.15-11.19-7.03-59.14-51.89-51.85V89.9928.352.04146.28149.84147.68跨中M56.9116.331.3690.5893.1691.15右M-56.75-17.56-14.31-108.26-94.17-92.68V-103.01-31.27-2.04-165.58-170.33-167.39CD左M39.5711.765.6169.3765.1863.95V54.7816.392.7789.8890.3488.68跨中M0.760.1701.131.201.15五層BC左M-62.62-8.22-3.08-89.38-92.76-86.65V101.148.920.75133.55145.46133.86跨中M71.894.060.4992.00101.1191.95右M-82.87-8.322.10-112.57-120.20-111.09V-108.48-8.96-0.75-142.41-155.41-142.72CD左M-34.44-1.43-2.41-46.16-47.92-43.33V20.321.591.7828.6329.0226.61跨中M23.470.57028.8832.2628.96四層BC左M-51.42-34.02-8.45-115.22-103.44-109.33V83.0844.132.10157.95156.29161.48跨中M53.2826.131.2198.3998.06100.52右M-72.54-37.036.03-141.30-134.96-138.90V-83.96-45.23-2.10-160.39-158.58-164.07CD左M-15.06-9.21-6.92-38.39-29.54-30.97V16.556.805.1234.8829.1429.38跨中M6.745.54015.0714.6415.84層號(hào)桿件名稱截面位置內(nèi)力三層BC左M-66.75-35.58-13.91-142.45-125.69-129.91V82.6644.263.511159.38155.85161.16跨中M46.3224.921.7989.2487.4590.47右M-71.14-37.8910.32-146.12-133.93-138.41V-84.38-45.10-3.51-162.51-159.01-164.40CD左M-16.65-8.24-11.84-45.29-30.72-31.52V16.556.808.7739.4829.1429.38跨中M7.714.58015.0214.9915.66二層BC左M-66.76-35.78-19.97-150.36-125.91-130.20V82.7144.295.13161.53155.95161.26跨中M46.2724.792.2689.6187.2690.23右M-71.22-37.9415.45-152.73-134.09-138.58V-84.33-45.07-5.13-164.45-158.92-164.29CD左M-16.55-8.19-17.72-52.48-30.53-31.33V16.556.8013.1144.9529.1429.38跨中M7.624.52014.8414.8115.47一層BC左M-60.28-32.31-28.54-149.01-113.69-117.57V81.9743.907.24162.80154.56159.82跨中M50.727.182.2697.9495.6398.89右M-68.85-36.6421.39-155.74-129.59-133.92V-85.07-45.46-7.24-168.48-160.31-165.73CD左M-20.54-10.36-24.55-68.63-38.09-39.15V16.556.8018.1851.3429.1429.38跨中M11.616.7022.3722.3723.313.6截面設(shè)計(jì)與配筋計(jì)算混凝土強(qiáng)度：C25，，柱：C30，，；梁：C30，，板：C30，，；鋼筋強(qiáng)度：HPB235，；HRB400，；（3.13）3.6.1框架梁正截面受彎承載力計(jì)算計(jì)算公式：（3.14）（3.15）（3.16）無(wú)論梁是上部，還是下部受拉，都按矩形截面設(shè)計(jì)，其配筋計(jì)算見(jiàn)表3.27。3.6.2框架梁斜截面受剪承載力計(jì)算計(jì)算公式：≥V（3.17）V<（18）其配筋計(jì)算見(jiàn)表28。3.6.3框架柱截面計(jì)算大偏壓構(gòu)件（）（3.19）小偏心構(gòu)件（）計(jì)算如下：（3.20）的較大值（3.21）（3.22）（3.23）（3.24）（3.25）（3.26）（3.27）最小配筋率：全截面，每側(cè)B軸柱截面設(shè)計(jì)：（1）軸壓比驗(yàn)算底層柱：；軸壓比：，故軸壓比滿足要求。（3.28）（2）截面尺寸復(fù)核取，，屬一般柱；（3.29），故尺寸滿足要求。（3）正截面受彎承載力計(jì)算柱同一截面分別承受正反向彎矩，故采用對(duì)稱配筋。A軸柱：第一層：B軸柱以內(nèi)力組合表可見(jiàn)，選用，的組合，最不利組合為：；（3.30）第二組內(nèi)力組合：；；；，?。挥?，故??；；；；,為小偏壓情況；(3.30)；故按構(gòu)造配筋，由于縱向受力鋼筋采用HRB400，最小總配筋率，；每側(cè)實(shí)配416，實(shí)際配筋；（4）垂直于彎矩作用平面得受壓承載力驗(yàn)算第一層：；，查規(guī)范表格有：；(3.32)，故承載力滿足要求。（5）斜截面受剪承載力計(jì)算第一層：最不利內(nèi)力組合：；因?yàn)榧艨绫龋?，故?3.33)所以；故可按構(gòu)造配筋，取四支箍φ8@150。其它各層配筋計(jì)算見(jiàn)表3.29-3.34。表3.27框架梁正截面配筋計(jì)算層號(hào)計(jì)算公式截面梁BC梁CDB跨中C左C右跨中六層M/(kN·m)81.7090.6690.7064.6744.740.1110.1230.1230.0880.0610.1170.1310.1310.0920.063581650650454310360360360360360實(shí)配鋼筋318318318318318五層M/(kN·m)87.8258.4378.3532.8632.120.1190.0790.1060.0440.0430.1270.0820.1120.0460.045五層628408556226220360360360360360實(shí)配鋼筋318318318318318四層M/(kN·m)93.4289.4896.2160.0128.890.1260.1210.1300.0810.0390.1360.1290.1400.0850.040671641693420198360360360360360實(shí)配鋼筋318(763)318(763)318(763)318(763)318(763)三層M/(kN·m)105.7465.8790.2273.5433.220.1430.0890.1220.1000.0450.1550.0940.1310.1050.046768463647520228360360360360360實(shí)配鋼筋318(763)318(763)318(763)318(763)318(763)二層M/(kN·m)112.8667.73134.12168.9365.910.2510.1530.1820.2290.8920.2940.1670.2020.2630.09414578259991303463360360360360360實(shí)配鋼筋422(1520)422(1520)422(1520)422(1520)422(1520)一層M/(kN·m)109.7467.73134.12168.9365.910.1490.0920.1810.2290.0890.1620.0960.2010.2630.0948004779991303463360360360360360實(shí)配鋼筋422(1520)422(1520)422(1520)422(1520)422(1520)表3.28框架梁斜截面配筋計(jì)算層號(hào)計(jì)算公式截面梁BC梁CDB跨中C左C右跨中六層截面B支座BC跨中C支座左C支座右CD跨中V/(KN)126.12126.12127.5217.8217.82445.09445.09445.09445.09445.09>0>0>0>0>0實(shí)配箍筋2Φ8@2002Φ8@2002Φ8@2002Φ8@2002Φ8@200五層截面B支座BC跨中C支座左C支座右CD跨中V/(KN)95.0295.0294.4217.8217.82445.09445.09445.09445.09445.09>0>0>0>0>0實(shí)配箍筋2Φ8@2002Φ8@2002Φ8@2002Φ8@2002Φ8@200四層截面B支座BC跨中C支座左C支座右CD跨中V/(KN)98.0598.0598.2129.9729.97445.09445.09445.09445.09445.09>0>0>0>0>0實(shí)配箍筋2Φ8@2002Φ8@2002Φ8@2002Φ8@2002Φ8@200三層截面B支座BC跨中C支座左C支座右CD跨中V/(KN)100.66100.6690.2241.3241.32445.09445.09445.09445.09445.09>0>0>0>0>0實(shí)配箍筋2Φ8@2002Φ8@2002Φ8@2002Φ8@2002Φ8@200二層截面B支座BC跨中C支座左C支座右CD跨中V/(KN)99.6299.6299.9150.7650.76445.09445.09445.09445.09445.09>0>0>0>0>0實(shí)配箍筋2Φ8@2002Φ8@2002Φ8@2002Φ8@2002Φ8@200一層截面B支座BC跨中C支座左C支座右CD跨中V/(KN)109.51109.51111.2460.2260.22445.09445.09445.09445.09445.09>0>0>0>0>0實(shí)配箍筋2Φ8@2002Φ8@2002Φ8@2002Φ8@2002Φ8@200表3.29B框架軸柱正截面配筋計(jì)算截面六層五層四層三層二層一層MmaxNmaxMmaxNmaxMmaxNmaxMmaxNmaxMmaxNmaxMmaxNmaxM(kN·m)75.7945.8341.5031.4055.0732.8758.8910.9763.5739.9776.0011.34N(kN)366.93418.39633.54693.13901.41967.141174.191241.121446.971515.521759.031797.89Nb(kN)1383.31383.31383.31383.31383.31383.31383.31383.31383.31383.31383.31383.3偏心大大大大大大大大小小小小l0(mm)3.603.603.603.603.603.603.603.603.603.604.804.80e0(mm)206.55109.5465.5045.3061.0933.9950.158.8443.9326.3743.216.31ea(mm)202020202020202020202020ei(mm)226.55129.5485.5065.3081.0953.9970.1526.8463.9346.3763.2126.31l0/h(mm)8.008.008.008.008.008.008.008.008.008.0010.6710.67ζ11.01.01.01.01.01.01.01.01.00.9550.8230.805ζ21.01.01.01.01.01.01.01.01.01.01.01.0η1.0841.1461.2221.2911.2341.3511.2701.6581.2971.3911.4392.032ηei(mm)245.52148.51104.4884.27100.0672.9689.1347.8182.9064.5090.9753.47e(mm)435.52338.51294.48274.27290.06262.96279.13237.81272.90254.50280.96243.47ξ0.0850.0490.0320.0240.0300.0200.0260.0110.5510.5240.6590.673As=As'132﹤0﹤0﹤0﹤0﹤0﹤0﹤0﹤0﹤032.16﹤0ρ(%)0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%Asmin709709709709709709709709709709709709配筋416416416416416416416416416416416416實(shí)配面積(mm)804mm2804mm2804mm2804mm2804mm2804mm2804mm2804mm2804mm2804mm2804mm2804mm2表3.30C軸框架柱正截面配筋計(jì)算截面六層五層四層三層二層一層MmaxNmaxMmaxNmaxMmaxNmaxMmaxNmaxMmaxNmaxMmaxNmaxM(kN·m)73.0159.7946.2841.5580.0280.0291.1591.15104.9548.2671.5210.21N(kN)282.76297.41528.17552.52800.33800.331070.891070.891998.092049.131933.562316.73Nb(kN)1383.31383.31383.31383.31383.31383.31383.31383.31383.31383.31383.31383.3偏心大大大大大大大大小小小小l0(mm)3.603.603.603.603.603.603.603.603.603.604.804.80e0(mm)258.20201.0487.6275.2099.9899.9885.1285.1252.5323.5536.994.41ea(mm)202020202020202020202020ei(mm)278.20221.04107.6295.20119.98119.98105.12105.1272.5343.5556.9924.41l0/hmm8.008.008.008.008.008.008.008.008.008.0010.6710.67ζ11.01.01.01.01.01.01.01.01.00.9550.8230.805ζ21.01.01.01.01.01.01.01.00.7250.7070.7490.625η1.1211.1521.3131.3541.2811.2811.3201.3201.3361.5471.4431.863ηeimm311.93254.76141.35128.93153.71153.71138.84138.8496.9767.3882.2445.49e(mm)501.93444.76331.35318.93343.71343.71328.84328.84286.96257.38272.24235.49ξ0.1060.1110.1980.2070.2990.2990.4010.4010.6900.7300.6930.8As=As'226115﹤0﹤0﹤0﹤0﹤0﹤0530100170100ρ(%)0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%Asmin709709709709709709709709709709709709配筋416416416416416416416416416416416416實(shí)配面積(mm)804mm2804mm2804mm2804mm2804mm2804mm2804mm2804mm2804mm2804mm2804mm2804mm2表3.31B軸框架柱斜截面配筋計(jì)算層數(shù)六層五層四層三層二層一層N/kN390.55656.63925.041197.811470.591759.03rRE*N331.97558.14786.281018.141250.001495.18Vmax-34.47-22.92-28.91-30.98-37.39-24.77rRE*V-29.30-19.48-24.57-26.33-31.78-21.05Hn(m)3.63.63.63.63.64.8λ=Hn/(2h0)4.344.344.344.344.345.78λ(>3時(shí)取3)3333330.2βcfcbh0667.63667.63667.63667.63667.63667.63截面是否滿足滿足滿足滿足滿足滿足滿足0.3fcbh(KN)868.73868.73868.73868.73868.73868.73N/kN(實(shí)取值)331.97558.14786.28868.73868.73868.73〈0〈0〈0〈0〈0〈0構(gòu)造配筋構(gòu)造配筋構(gòu)造配筋構(gòu)造配筋構(gòu)造配筋構(gòu)造配筋實(shí)配箍筋加密區(qū)4Φ8@1004Φ8@1004Φ8@1004Φ8@1004Φ8@1004Φ8@100非加密區(qū)4Φ8@1504Φ8@1504Φ8@1504Φ8@1504Φ8@1504Φ8@150表3.32C軸框架柱斜截面配筋計(jì)算層數(shù)六層五層四層三層二層一層N/kN282.79537.01800.331070.891998.092348.35rRE*N240.37456.46680.28910.261698.381996.10Vmax40.233.3841.4546.5553.3533.85rRE*V34.1728.3735.2339.5745.3528.77Hn(m)3.63.63.63.63.64.8λ=Hn/(2h0)4.344.344.344.344.345.78λ(>3時(shí)取3)3333330.2βcfcbh0667.63667.63667.63667.63667.63667.63截面是否滿足滿足滿足滿足滿足滿足滿足0.3fcbh(KN)868.73868.73868.73868.73868.73868.73N/kN(實(shí)取值)240.37456.46680.28868.73868.73868.73〈0〈0〈0〈0〈0〈0構(gòu)造配筋構(gòu)造配筋構(gòu)造配筋構(gòu)造配筋構(gòu)造配筋構(gòu)造配筋實(shí)配箍筋加密區(qū)非加密區(qū)表3.33D軸框架柱斜截面配筋計(jì)算層數(shù)六層五層四層三層二層一層N/kN282.79537.01800.331070.891998.092348.35rRE*N240.37456.46680.28910.261698.381996.10Vmax40.233.3841.4546.5553.3533.85rRE*V34.1728.3735.2339.5745.3528.77Hn(m)3.63.63.63.63.64.8λ=Hn/(2h0)4.344.344.344.344.345.78λ(>3時(shí)取3)3333330.2βcfcbh0667.63667.63667.63667.63667.63667.63截面是否滿足滿足滿足滿足滿足滿足滿足0.3fcbh(KN)868.73868.73868.73868.73868.73868.73N/kN(實(shí)取值)240.37456.46680.28868.73868.73868.73〈0〈0〈0〈0〈0〈0構(gòu)造配筋構(gòu)造配筋構(gòu)造配筋構(gòu)造配筋構(gòu)造配筋構(gòu)造配筋表3.34E軸框架柱斜截面配筋計(jì)算層數(shù)六層五層四層三層二層一層N/kN390.55656.63925.041197.811470.591759.03rRE*N331.97558.14786.281018.141250.001495.18Vmax-34.47-22.92-28.91-30.98-37.39-24.77rRE*V-29.30-19.48-24.57-26.33-31.78-21.05Hn(m)3.63.63.63.63.64.8λ=Hn/(2h0)4.344.344.344.344.345.78λ(>3時(shí)取3)3333330.2βcfcbh0667.63667.63667.63667.63667.63667.63截面是否滿足滿足滿足滿足滿足滿足滿足0.3fcbh(KN)868.73868.73868.73868.73868.73868.73N/kN(實(shí)取值)331.97558.14786.28868.73868.73868.73〈0〈0〈0〈0〈0〈0構(gòu)造配筋構(gòu)造配筋構(gòu)造配筋構(gòu)造配筋構(gòu)造配筋構(gòu)造配筋3.7樓板設(shè)計(jì)3.7.1樓板的計(jì)算板的內(nèi)力計(jì)算：A、B、C、D區(qū)格板的計(jì)算：由于板的，故按雙向板計(jì)算，且按彈性理論計(jì)算。在求各區(qū)格跨內(nèi)正彎矩時(shí)，按恒荷載均布及活荷載棋盤(pán)式布置計(jì)算，取荷載：22222'00.628.26.42mkNmkNmkNqgg；（1）由可變荷載效應(yīng)控制的組合：荷載設(shè)計(jì)值：；（2）由永久荷載效應(yīng)控制的組合：荷載設(shè)計(jì)值：；故采用第（1）種荷載設(shè)計(jì)值進(jìn)行計(jì)算。3.7.2塑性理論內(nèi)力計(jì)算對(duì)雙向板進(jìn)行分區(qū)如下圖所示：圖3.17區(qū)格板劃分表3.35A、B區(qū)格雙向板的彎矩計(jì)算區(qū)格AB計(jì)算簡(jiǎn)圖跨內(nèi)支座計(jì)算簡(jiǎn)圖表3.36C、D區(qū)格雙向板的彎矩計(jì)算區(qū)格CD計(jì)算簡(jiǎn)圖跨內(nèi)支座計(jì)算簡(jiǎn)圖A-B支座：A-C支座：B-D支座：C-D支座：3.7.3配筋計(jì)算板的最小配筋率：，故取，則。按照上面的計(jì)算方法，即可求得配筋表，如下表37所示：3.8樓梯設(shè)計(jì)樓梯間墻240mm，樓梯中距為l=3.75m，上平臺(tái)樓梯梁寬度b1=250mm，下平臺(tái)樓梯梁寬b2=250mm，踏步為水磨石，采用C30混凝土，Ⅰ，Ⅱ級(jí)鋼筋。3.8.1梯斜板計(jì)算（1）板厚(33)cosψ===0.881,(34)取板厚取為h=120mm。表3.37板配筋計(jì)算截面選配鋼筋實(shí)配面積/跨中A區(qū)格2.6080163φ8@2002521.5670112φ8@200252B區(qū)格2.2680142φ8@2002521.367098φ8@200252C區(qū)格2.9980187φ8@2002521.8070129φ8@200252D區(qū)格6.1280384φ10@2003933.2370232φ10@200393支座A-B5.2080326φ10@15052