【S小學(xué)擴(kuò)建工程教學(xué)樓結(jié)構(gòu)設(shè)計(jì)（論文）7900字】

S小學(xué)擴(kuò)建工程教學(xué)樓結(jié)構(gòu)設(shè)計(jì)摘要本設(shè)計(jì)結(jié)構(gòu)類型采用鋼筋混凝土框架結(jié)構(gòu)，層數(shù)為5層，建筑面積為4898.9m2。通過查詢抗震設(shè)計(jì)規(guī)范及荷載規(guī)范可知：該地區(qū)抗震設(shè)防烈度為7度，設(shè)計(jì)地震分組為第一組，水平地震影響系數(shù)最大值為0.10，基本風(fēng)壓及雪壓分別為0.45kN/m2、0.3kN/m2。本次計(jì)算中選取一榀代表性框架（=8\*GB3⑧軸）對其計(jì)算分析，并完成樓板、樓梯以及基礎(chǔ)等構(gòu)件的設(shè)計(jì)。設(shè)計(jì)的主要思路首選根據(jù)跨度以及受荷面積估算梁板柱的截面尺寸并選取相應(yīng)的材料等級，然后對一榀框架的荷載進(jìn)行計(jì)算統(tǒng)計(jì)，并對框架在水平荷載和豎向荷載作用下分別進(jìn)行內(nèi)力計(jì)算，接著對計(jì)算的內(nèi)力進(jìn)行內(nèi)力組合，求出最不利內(nèi)力組合對框架的梁柱進(jìn)行配筋計(jì)算，再對樓板、樓梯以及基礎(chǔ)等構(gòu)件進(jìn)行配筋計(jì)算，最后通過pkpm建模軟件對其進(jìn)行建模分析計(jì)算，繪制相應(yīng)的結(jié)構(gòu)施工圖。關(guān)鍵詞：框架結(jié)構(gòu)；建筑結(jié)構(gòu)設(shè)計(jì)；配筋計(jì)算目錄TOC\o"1-2"\h\u240631設(shè)計(jì)資料 37552結(jié)構(gòu)的選型和布置 3184773荷載統(tǒng)計(jì) 4253923.1恒、活荷載 4320684豎向荷載作用下內(nèi)力計(jì)算 8112984.1一榀框架豎向恒載計(jì)算 8114994.2一榀框架豎向活載計(jì)算 16133965.基礎(chǔ)設(shè)計(jì) 23110025.1地基條件 23250435.2外墻基礎(chǔ)設(shè)計(jì)及驗(yàn)算 23267746.地震荷載計(jì)算及驗(yàn)算 2780186.1樓層重力荷載代表值計(jì)算 27295066.2樓層地震剪力計(jì)算 29172756.3抗震墻截面凈面積計(jì)算 2944516.4橫墻地震剪力分配及強(qiáng)度驗(yàn)算 30173727.樓梯設(shè)計(jì) 3241137.1梯板設(shè)計(jì)計(jì)算 3261497.2平臺板設(shè)計(jì)計(jì)算 33133447.3平臺梁設(shè)計(jì)計(jì)算 345847結(jié)論 354299參考文獻(xiàn) 361設(shè)計(jì)資料本次設(shè)計(jì)題目為：萊西市城關(guān)小學(xué)擴(kuò)建工程教學(xué)樓結(jié)構(gòu)設(shè)計(jì)，結(jié)構(gòu)類型為框架結(jié)構(gòu)，本工程位于萊西市；根據(jù)查詢抗震設(shè)計(jì)規(guī)范及荷載規(guī)范可知：該地區(qū)抗震設(shè)防烈度為7度，設(shè)計(jì)地震分組為第一組，水平地震影響系數(shù)最大值為0.10，基本風(fēng)壓及雪壓分別為0.45kN/m2、0.3kN/m2。地面粗糙度類別為B類，場地類別為Ⅱ類。本設(shè)計(jì)建筑物為6層框架結(jié)構(gòu)，建筑平面長為50.9m，寬為16.2m，建筑高度為20.5m；對于建筑物底層、標(biāo)準(zhǔn)層以及頂層的高度，根據(jù)任務(wù)書以及相關(guān)規(guī)范的要求，設(shè)計(jì)其高度分別為4.3m、3.3m、3.3m；基于建筑功能以及屋面安全性,本設(shè)計(jì)中屋面采用非上人的形式。2結(jié)構(gòu)的選型和布置本設(shè)計(jì)為鋼筋混凝土柱承重的框架結(jié)構(gòu)，根據(jù)建筑物的功能以及開間、進(jìn)深的長度，對其梁板柱進(jìn)行合理的布置，并選擇=8\*GB3⑧軸框架作為計(jì)算軸，對其進(jìn)行計(jì)算分析材料選用如表2.1：表2.1材料表構(gòu)件名稱梁板柱基礎(chǔ)梯梁梯板梯柱混凝土C30C30C30C30C30C30C30縱向鋼筋HRB400HRB400HRB400HRB400HRB400HRB400HRB400箍筋HRB400HRB400HRB400HRB400墊層C15具體情況見結(jié)構(gòu)布置圖2.1。圖2.1結(jié)構(gòu)平面布置圖3荷載統(tǒng)計(jì)3.1恒、活荷載3.1.1屋面荷載20mm厚1；2.5水泥砂漿保護(hù)層20×0.02=0.4kN/m2高聚物瀝青防水卷材0.5kN/m20mm厚1：3水泥砂漿找平層20×0.02=0.4kN/m2100mm厚珍珠巖保溫板5×0.10=0.5kN/m2120mm厚現(xiàn)澆鋼筋混凝土板25×0.12=3kN/m220mm厚混合砂漿粉刷層17×0.02=0.34kN/m2屋面恒荷載合計(jì)gk=5.14kN/m2屋面活荷載qk=0.5kN/m2屋面荷載5.14+0.5=5.64kN/m2屋面荷載設(shè)計(jì)值1.35×5.89+1.4×0.7×0.5=8.44kN/m23.1.2樓面荷載居室、陰臺、陽臺、走道、樓梯休息平臺（h=100mm）10mm厚普通樓面干水泥擦縫0.24kN/m25mm厚1：2.5水泥砂漿粘結(jié)層20×0.005=0.1kN/m225mm厚1：3干硬性水泥砂漿結(jié)合層20×0.025=0.5kN/m2100mm厚現(xiàn)澆鋼筋混凝土板25×0.1=2.5kN/m215m'm厚混合砂漿粉刷層17×0.015=0.255樓面恒荷載合計(jì)gk=3.595kN/m2，取3.6kN/m2樓面活荷載qk=2.0kN/m2樓面荷載3.6+2.0=5.6kN/m2樓面荷載設(shè)計(jì)值1.2×3.6+1.4×2.0=7.12kN/m2盥洗室、廁所、公共衛(wèi)生間10mm厚抗滑地磚0.24kN/m21；3水泥砂漿找平層最薄處20厚，1%坡向地漏20×（0.02+5.4×0.01/2）=0.94kN/m280mm厚現(xiàn)澆鋼筋混凝土板25×0.08=2kN/m220mm厚混合砂漿粉刷層17×0.02=0.34kN/m2樓面恒荷載合計(jì)gk=3.52kN/m2，取3.5kN/m2樓面活荷載qk=2.0kN/m2樓面荷載3.5+2.0=5.5kN/m2樓面荷載設(shè)計(jì)值1.2×3.5+1.4×2.0=7.0kN/m23.1.3樓梯間梯段板荷載（踏步尺寸：150mm×300mm，h=120mm）5mm厚膠結(jié)劑粘10mm厚大理石板0.3+0.15）×28×0.01/0.3=0.42kN/m220mm厚水泥砂漿找平層(0.3+0.15)×20×0.02/0.3=0.6kN/m2150mm×300mm三角形踏步0.5×0.3×0.15×25/0.3=1.875kN/m220mm厚混合砂漿粉刷層17×0.02/0.894=0.360kN/m2樓面恒荷載合計(jì)gk=3.255kN/m2，取3.3kN/m2樓面活荷載qk=2.0kN/m2樓面荷載7.0+2.0=9.0kN/m2樓面荷載設(shè)計(jì)值1.35×3.3+1.4×0.7×2.0=6.42kN/m23.1.4墻體荷載女兒墻（b=120mm）50mm厚聚苯板0.17kN/m225mm厚抹面膠漿17×0.025=0.425kN/m2120mm厚現(xiàn)澆鋼筋混凝土墻25×0.12=4.5kN/m2墻體恒荷載合計(jì)gk=5.095kN/m2，取5.1kN/m2墻體荷載設(shè)計(jì)值5.1×1.35=6.9kN/m2陰臺、陽臺欄板（b=80）50mm厚聚苯板0.17kN/m225mm厚抹面膠漿17×0.025=0.425kN/m280mm厚現(xiàn)澆混凝土欄板25×0.08=2kN/m215mm厚1：3水泥砂漿打底20×0.015=0.3kN/m26mm厚1：2.5水泥砂漿抹面，壓實(shí)趕光20×0.006=0.12kN/m2墻體恒荷載合計(jì)gk=3.015kN/m2，取3.0kN/m2墻體荷載設(shè)計(jì)值1.35×3.0=4.05kN/m2370mm厚外墻60mm厚聚苯板0.17kN/m210mm厚抹面膠漿17×0.01=0.17kN/m2370mm厚粉煤灰磚墻體14×0.37=5.18kN/m215mm厚1：3水泥砂漿打底20×0.015=0.3kN/m210m'm厚1：2.5水泥砂漿抹面，壓實(shí)趕光20×0.01=0.2kN/m2墻體恒荷載合計(jì)gk=6.02kN/m2墻體荷載設(shè)計(jì)值1.35×6.02=8.13kN/m2240厚內(nèi)墻10mm：2.5水泥砂漿抹面，壓實(shí)趕光20×0.01=0.2kN/m215mm厚1：3水泥砂漿打底20×0.015=0.3kN/m2240mm厚蒸壓粉煤灰磚墻體14×0.24=3.36kN/m215mm厚1：3水泥砂漿打底20×0.015=0.3kN/m210mm厚1：2.5水泥砂漿抹面，壓實(shí)趕光20×0.01=0.2kN/m2墻體恒荷載合計(jì)gk=4.36kN/m2墻體荷載設(shè)計(jì)值1.35×4.36=5.89kN/m23.1.5門窗自重為0.5kN/m24豎向荷載作用下內(nèi)力計(jì)算4.1一榀框架豎向恒載計(jì)算4.1.1計(jì)算分配系數(shù)一榀框架節(jié)點(diǎn)標(biāo)號圖如下：圖4.1框架節(jié)點(diǎn)編號圖根據(jù)一榀框架節(jié)點(diǎn)標(biāo)號進(jìn)行計(jì)算，如下所示：表4.1彎矩分配系數(shù)節(jié)點(diǎn)編號分配系數(shù)計(jì)算1節(jié)點(diǎn)右梁57214/120760=0.474節(jié)點(diǎn)下柱63546/120760=0.5262節(jié)點(diǎn)左梁57214/160760=0.356節(jié)點(diǎn)右梁40000/160760=0.249節(jié)點(diǎn)下柱63546/160760=0.3955節(jié)點(diǎn)上柱63546/184306=0.345節(jié)點(diǎn)右梁57214/184306=0.31節(jié)點(diǎn)下柱63546/184306=0.3456節(jié)點(diǎn)上柱63546/224306=0.283節(jié)點(diǎn)左梁57214/224306=0.255節(jié)點(diǎn)右梁40000/224306=0.178節(jié)點(diǎn)下柱63546/224306=0.2839、13節(jié)點(diǎn)上柱63546/184306=0.345節(jié)點(diǎn)右梁57214/184306=0.31節(jié)點(diǎn)下柱63546/184306=0.34510、14節(jié)點(diǎn)上柱63546/224306=0.283節(jié)點(diǎn)左梁57214/224306=0.255節(jié)點(diǎn)右梁40000/224306=0.178節(jié)點(diǎn)下柱63546/224306=0.28317節(jié)點(diǎn)上柱63546/170492=0.373節(jié)點(diǎn)右梁57214/170492=0.336節(jié)點(diǎn)下柱49732/170492=0.29218節(jié)點(diǎn)上柱63546/210492=0.302節(jié)點(diǎn)左梁57214/210492=0.272節(jié)點(diǎn)右梁40000/210492=0.19節(jié)點(diǎn)下柱49732/210492=0.2364.1.2計(jì)算桿件固端彎矩表4.2常見荷載作用下桿件的固端彎矩荷載形式圖公式集中荷載均布荷載梯形荷載三角形荷載（1）頂層恒載作用下梁固端計(jì)算：頂層邊跨均布恒載：g=26.31kN/m-1/12×26.31×7.22=-113.66kN.m頂層中跨均布恒載：g=11.51kN/m-1/12×11.51×2.42=-5.52kN.m（2）標(biāo)準(zhǔn)層恒載作用下梁固端計(jì)算：標(biāo)準(zhǔn)層邊跨均布恒載：g=25.96kN/m-1/12×25.96×7.22=-112.15kN.m標(biāo)準(zhǔn)層中跨均布恒載：g=8.87kN/m-1/12×8.87×2.42=-4.26kN.m4.1.3計(jì)算桿端彎矩表4.3恒載下彎矩二次分配表上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.5260.4740.3560.3950.2490.2490.3950.3560.4740.526偏心矩偏心矩偏心矩偏心矩0.000-113.660113.6600.000-5.5205.5200.000-113.660113.6600.00059.79053.870-38.500-42.720-26.93026.93042.72038.500-53.870-59.79019.345-19.25026.935-15.26513.465-13.46515.265-26.93519.250-19.345-0.050-0.045-8.948-9.928-6.2596.2599.9288.9480.0450.05079.09-79.0993.15-67.91-25.2425.2467.91-93.1579.09-79.090.3450.3450.3100.2550.2830.2830.1780.1780.2830.2830.2550.3100.3450.3450.000-112.150112.1500.000-4.2604.2600.000-112.150112.1500.00038.69038.69034.770-27.510-30.530-30.530-19.20019.20030.53030.53027.510-34.770-38.690-38.69029.89519.345-13.75517.385-21.360-15.2659.600-9.60021.36015.265-17.38513.755-29.895-19.345-12.242-12.242-11.0002.4582.7282.7281.716-1.716-2.728-2.728-2.45811.00012.24212.24256.3445.79-102.14104.48-49.16-43.07-12.1412.1449.1643.07-104.48102.14-56.34-45.790.3450.3450.3100.2550.2830.2830.1780.1780.2830.2830.2550.3100.3450.3450.000-112.150112.1500.000-4.2604.2600.000-112.150112.1500.00038.69038.69034.770-27.510-30.530-30.530-19.20019.20030.53030.53027.510-34.770-38.690-38.69019.34519.345-13.75517.385-15.265-15.2659.600-9.60015.26515.265-17.38513.755-19.345-19.345-8.603-8.603-7.7300.9041.0031.0030.631-0.631-1.003-1.003-0.9047.7308.6038.60349.4349.43-98.86102.93-44.79-44.79-13.2313.2344.7944.79-102.9398.86-49.43-49.430.3450.3450.3100.2550.2830.2830.1780.1780.2830.2830.2550.3100.3450.3450.000-112.150112.1500.000-4.2604.2600.000-112.150112.1500.00038.69038.69034.770-27.510-30.530-30.530-19.20019.20030.53030.53027.510-34.770-38.690-38.69019.34520.915-13.75517.385-15.265-16.2909.600-9.60015.26516.290-17.38513.755-19.345-20.915-9.144-9.144-8.2171.1651.2931.2930.813-0.813-1.293-1.293-1.1658.2179.1449.14448.8950.46-99.35103.19-44.50-45.53-13.0513.0544.5045.53-103.1999.35-48.89-50.460.3730.2920.3360.2720.3020.2360.1900.1900.3020.2360.2720.3360.3730.2920.000-112.150112.1500.000-4.2604.2600.000-112.150112.1500.00041.83032.75037.680-29.350-32.580-25.460-20.50020.50032.58025.46029.350-37.680-41.830-32.75019.3450.000-14.67518.840-15.2650.00010.250-10.25015.2650.000-18.84014.675-19.3450.000-1.742-1.364-1.569-3.760-4.175-3.263-2.6272.6274.1753.2633.7601.5691.7421.36459.4331.39-90.7197.88-52.02-28.72-17.1417.1452.0228.72-97.8890.71-59.43-31.3915.69-14.3614.36-15.69框架梁跨中彎矩的計(jì)算公式如下所示：以表格的形式列出框架梁跨中彎矩的計(jì)算結(jié)果。表4.4恒載作用下梁跨中彎矩計(jì)算層號梁跨lMlMrgM中5F邊跨7.20-79.0993.1526.310.125×26.31×7.22-(79.09+93.15)/2=84.37中跨2.40-25.2425.2411.510.125×11.51×2.42-(25.24+25.24)/2=-16.954F邊跨7.20-102.14104.4825.960.125×25.96×7.22-(102.14+104.48)/2=64.91中跨2.40-12.1412.148.870.125×8.87×2.42-(12.14+12.14)/2=-5.753F邊跨7.20-98.86102.9325.960.125×25.96×7.22-(98.86+102.93)/2=67.33中跨2.40-13.2313.238.870.125×8.87×2.42-(13.23+13.23)/2=-6.842F邊跨7.20-99.35103.1925.960.125×25.96×7.22-(99.35+103.19)/2=66.95中跨2.40-13.0513.058.870.125×8.87×2.42-(13.05+13.05)/2=-6.661F邊跨7.20-90.7197.8825.960.125×25.96×7.22-(90.71+97.88)/2=73.93中跨2.40-17.1417.148.870.125×8.87×2.42-(17.14+17.14)/2=-10.754.1.4恒載作用下梁端剪力的計(jì)算恒載作用下梁左右端剪力及柱端剪力計(jì)算公式如下所示：其中Rr，Rl假定框架梁為簡支時(shí)梁端的剪力。表4.5恒載作用下梁端剪力層號梁跨lRlRrMlMrVlVr5F邊跨7.2094.72-94.72-79.0993.1592.77-96.67中跨2.4013.81-13.81-25.2425.2413.81-13.814F邊跨7.2093.46-93.46-102.14104.4893.14-93.79中跨2.4010.64-10.64-12.1412.1410.64-10.643F邊跨7.2093.46-93.46-98.86102.9392.89-94.03中跨2.4010.64-10.64-13.2313.2310.64-10.642F邊跨7.2093.46-93.46-99.35103.1992.93-93.99中跨2.4010.64-10.64-13.0513.0510.64-10.641F邊跨7.2093.46-93.46-90.7197.8892.46-94.46中跨2.4010.64-10.64-17.1417.1410.64-10.644.1.5恒載作用下柱剪力和軸力的計(jì)算框架柱端剪力計(jì)算公式：框架柱軸力計(jì)算公式：柱頂軸力：Nt=上層柱底軸力+F-V左+V右柱底軸力：Nb=本層柱頂軸力+柱自重表4.6恒載作用下柱端剪力層號層高lMtMbV5F邊柱3.6079.0956.34-37.62中柱3.60-67.91-49.1632.524F邊柱3.6045.7949.43-26.45中柱3.60-43.07-44.7924.413F邊柱3.6049.4348.89-27.31中柱3.60-44.79-44.5024.82F邊柱3.6050.4659.43-30.53中柱3.60-45.53-52.0227.11F邊柱4.6031.3915.69-10.23中柱4.60-28.72-14.369.37表4.7恒載作用下柱軸力層號柱FVlVrG柱NtNb5F邊柱46.570.0092.7729.23139.34168.57中柱60.29-96.6713.8129.23170.77200.004F邊柱59.720.0093.1329.23321.42350.65中柱72.36-93.7910.6429.23376.79406.023F邊柱59.720.0092.9029.23503.27532.50中柱72.36-94.0210.6429.23583.04612.272F邊柱59.720.0092.9329.23685.15714.38中柱72.36-93.9910.6429.23789.26818.491F邊柱59.720.0092.4637.35866.56903.91中柱72.36-94.4610.6437.35995.951033.30圖4.2恒載作用下彎矩圖圖4.3恒載作用下剪力圖圖4.4恒載作用下軸力圖4.2一榀框架豎向活載計(jì)算4.2.1計(jì)算桿件固端彎矩（1）頂層活載作用下梁固端計(jì)算：頂層邊跨均布活載：q=1.79kN/m-1/12×1.79×7.22=-7.73kN.m頂層中跨均布活載：q=0.75kN/m-1/12×0.75×2.42=-0.36kN.m（2）標(biāo)準(zhǔn)層活載作用下梁固端計(jì)算：標(biāo)準(zhǔn)層邊跨均布活載：q=7.16kN/m-1/12×7.16×7.22=-30.93kN.m標(biāo)準(zhǔn)層中跨均布活載：q=3kN/m-1/12×3×2.42=-1.44kN.m4.2.2計(jì)算桿端彎矩表4.8活載下框架彎矩二次分配表上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.5260.4740.3560.3950.2490.2490.3950.3560.4740.526偏心矩偏心矩偏心矩偏心矩0.000-7.7307.7300.000-0.3600.3600.000-7.7307.7300.0004.0703.660-2.620-2.910-1.8401.8402.9102.620-3.660-4.0705.335-1.3101.830-4.1750.920-0.9204.175-1.8301.310-5.335-2.117-1.9080.5070.5630.355-0.355-0.563-0.5071.9082.1177.29-7.297.45-6.52-0.930.936.52-7.457.29-7.290.3450.3450.3100.2550.2830.2830.1780.1780.2830.2830.2550.3100.3450.3450.000-30.93030.9300.000-1.4401.4400.000-30.93030.9300.00010.67010.6709.590-7.520-8.350-8.350-5.2505.2508.3508.3507.520-9.590-10.670-10.6702.0355.335-3.7604.795-1.455-4.1752.625-2.6251.4554.175-4.7953.760-2.035-5.335-1.245-1.245-1.119-0.456-0.507-0.507-0.3190.3190.5070.5070.4561.1191.2451.24511.4614.76-26.2227.75-10.31-13.03-4.384.3810.3113.03-27.7526.22-11.46-14.760.3450.3450.3100.2550.2830.2830.1780.1780.2830.2830.2550.3100.3450.3450.000-30.93030.9300.000-1.4401.4400.000-30.93030.9300.00010.67010.6709.590-7.520-8.350-8.350-5.2505.2508.3508.3507.520-9.590-10.670-10.6705.3355.335-3.7604.795-4.175-4.1752.625-2.6254.1754.175-4.7953.760-5.335-5.335-2.384-2.384-2.1420.2370.2630.2630.166-0.166-0.263-0.263-0.2372.1422.3842.38413.6213.62-27.2428.44-12.26-12.26-3.903.9012.2612.26-28.4427.24-13.62-13.620.3450.3450.3100.2550.2830.2830.1780.1780.2830.2830.2550.3100.3450.3450.000-30.93030.9300.000-1.4401.4400.000-30.93030.9300.00010.67010.6709.590-7.520-8.350-8.350-5.2505.2508.3508.3507.520-9.590-10.670-10.6705.3355.770-3.7604.795-4.175-4.4552.625-2.6254.1754.455-4.7953.760-5.335-5.770-2.534-2.534-2.2770.3090.3420.3420.215-0.215-0.342-0.342-0.3092.2772.5342.53413.4713.91-27.3828.51-12.18-12.46-3.853.8512.1812.46-28.5127.38-13.47-13.910.3730.2920.3360.2720.3020.2360.1900.1900.3020.2360.2720.3360.3730.2920.000-30.93030.9300.000-1.4401.4400.000-30.93030.9300.00011.5409.03010.390-8.020-8.910-6.960-5.6005.6008.9106.9608.020-10.390-11.540-9.0305.3350.000-4.0105.195-4.1750.0002.800-2.8004.1750.000-5.1954.010-5.3350.000-0.494-0.387-0.445-1.039-1.154-0.902-0.7260.7261.1540.9021.0390.4450.4940.38716.388.64-25.0027.07-14.24-7.86-4.974.9714.247.86-27.0725.00-16.38-8.644.32-3.933.93-4.32框架梁跨中彎矩的計(jì)算公式如下所示：以表格的形式列出框架梁跨中彎矩的計(jì)算結(jié)果。表4.9活載作用下梁跨中彎矩計(jì)算層號梁跨lMlMrgM中5F邊跨7.20-7.297.451.790.125×1.79×7.22-(7.29+7.45)/2=4.23中跨2.40-0.930.930.750.125×0.75×2.42-(0.93+0.93)/2=-0.394F邊跨7.20-26.2227.757.160.125×7.16×7.22-(26.22+27.75)/2=19.41中跨2.40-4.384.3830.125×3×2.42-(4.38+4.38)/2=-2.223F邊跨7.20-27.2428.447.160.125×7.16×7.22-(27.24+28.44)/2=18.56中跨2.40-3.93.930.125×3×2.42-(3.9+3.9)/2=-1.742F邊跨7.20-27.3828.517.160.125×7.16×7.22-(27.38+28.51)/2=18.45中跨2.40-3.853.8530.125×3×2.42-(3.85+3.85)/2=-1.691F邊跨7.20-2527.077.160.125×7.16×7.22-(25+27.07)/2=20.36中跨2.40-4.974.9730.125×3×2.42-(4.97+4.97)/2=-2.814.2.3活載作用下梁端剪力的計(jì)算恒載作用下梁左右端剪力及柱端剪力計(jì)算公式如下所示：其中Rr，Rl假定框架梁為簡支時(shí)梁端的剪力。表4.10活載作用下梁端剪力層號梁跨lRlRrMlMrVlVr5F邊跨7.206.44-6.44-7.297.456.42-6.46中跨2.400.90-0.90-0.930.930.90-0.904F邊跨7.2025.78-25.78-26.2227.7525.57-25.99中跨2.403.60-3.60-4.384.383.60-3.603F邊跨7.2025.78-25.78-27.2428.4425.61-25.95中跨2.403.60-3.60-3.903.903.60-3.602F邊跨7.2025.78-25.78-27.3828.5125.62-25.94中跨2.403.60-3.60-3.853.853.60-3.601F邊跨7.2025.78-25.78-25.0027.0725.49-26.07中跨2.403.60-3.60-4.974.973.60-3.604.2.4活載作用下柱剪力和軸力的計(jì)算框架柱端剪力計(jì)算公式：框架柱軸力計(jì)算公式：柱頂軸力：Nt=上層柱底軸力+F-V左+V右柱底軸力：Nb=Nt表4.11活載作用下柱剪力層號層高lMtMbV5F邊柱3.607.2911.46-5.21中柱3.60-6.52-10.314.684F邊柱3.6014.7613.62-7.88中柱3.60-13.03-12.267.033F邊柱3.6013.6213.47-7.53中柱3.60-12.26-12.186.792F邊柱3.6013.9116.38-8.41中柱3.60-12.46-14.247.421F邊柱4.608.644.32-2.82中柱4.60-7.86-3.932.56表4.12活載作用下柱軸力層號柱FVlVrNtNb5F邊柱2.210.006.428.638.63中柱4.01-6.460.9011.3711.374F邊柱8.820.0025.5743.0243.02中柱16.02-25.993.6056.9856.983F邊柱8.820.0025.6177.4577.45中柱16.02-25.953.60102.55102.552F邊柱8.820.0025.62111.89111.89中柱16.02-25.943.60148.11148.111F邊柱8.820.0025.49146.2146.2中柱16.02-26.073.60193.8193.8圖4.5活載作用下彎矩圖圖4.6活載作用下剪力圖圖4.7活載作用下軸力圖5.基礎(chǔ)設(shè)計(jì)5.1地基條件建筑物施工場地由于其地形相對比較平坦,場地最大標(biāo)高差為3.5m,地基混凝土自上而下分別為:雜填土,1.72m;耕土,0.5m;卵石質(zhì)沉積土層,4.0m,該沉積土層的埋深范圍為2.5m~6.60m;泥巖風(fēng)化層,工程結(jié)構(gòu)特性主要為一般黏性混凝土,該風(fēng)化層厚度約3.00m。根據(jù)所描述的工程中地基內(nèi)容,天然的地基一般使用卵石砌筑層,開挖的深度一般是2.5m,基礎(chǔ)已經(jīng)做好然后進(jìn)行回填的時(shí)候就使用三七灰土。5.2外墻基礎(chǔ)設(shè)計(jì)及驗(yàn)算此建筑為五層砌體結(jié)構(gòu),基礎(chǔ)采用墻下條形剛性基礎(chǔ),延長度方向去1m進(jìn)行計(jì)算。5.2.1地基承載力設(shè)計(jì)值的計(jì)算此建筑基礎(chǔ)基礎(chǔ)建在卵石層上,承載力最大,一層作為持力層,fk=300kPa?；A(chǔ)底面以上土的平均重度。現(xiàn)分析假設(shè)圖中基礎(chǔ)基層埋深深淺寬度為1.2m,小于3.0m,故圖中基礎(chǔ)基層埋深深淺寬度對整個(gè)土方建筑地基基礎(chǔ)承載力的校正不再需要進(jìn)行直接考慮,查詢等相關(guān)統(tǒng)計(jì)資料后即可直接得知圖中基礎(chǔ)深淺埋深對整個(gè)土方建筑地基基礎(chǔ)承載力的實(shí)際校正作用系數(shù)。5.2.2基礎(chǔ)頂面線荷載的確定5.2.2.1板荷載向線荷載的轉(zhuǎn)化A門廳屋面板(q=9.4kN/m2)B門廳樓面板（q=7.0kN/m2）C居室屋面板（q=9.4kN/m2）D居室樓面板（q=7.0kN/m2）E陽臺屋面板（q=9.4kN/m2）F陽臺樓面板（q=7.0kN/m2）5.2.2.2基礎(chǔ)頂面荷載的傳導(dǎo)A屋面梁1傳至基礎(chǔ)荷載的確定屋面板傳至梁3的荷載：梁3自重產(chǎn)生的線荷載：則屋面板處梁3上的線荷載為梁3傳至節(jié)點(diǎn)5、節(jié)點(diǎn)6的荷載為屋面板傳至梁1上的荷載：梁1自重產(chǎn)生的線荷載：則梁1上的均布荷載為梁1上的荷載分布如下圖所示：通過這個(gè)計(jì)算我們很有可能會得到在每個(gè)節(jié)點(diǎn)1和在每個(gè)節(jié)點(diǎn)2上的流體壓力和應(yīng)力分別常數(shù)為使得f=81.68kn,取常數(shù)為使得f=81.7kn。將節(jié)點(diǎn)1和節(jié)點(diǎn)2處的集中力平均值分布為2.7m相鄰的墻段:8~9和5~6,q=30.26kn/m,取q=30.3kn/m。B樓面梁1傳至基礎(chǔ)荷載的確定屋面板傳至梁3的荷載：梁3自重產(chǎn)生的線荷載：則屋面板處梁3上的線荷載為梁3傳至節(jié)點(diǎn)5、節(jié)點(diǎn)6的荷載為屋面板傳至梁1上的荷載：梁1自重產(chǎn)生的線荷載：則梁1上的均布荷載為梁1上的荷載分布如下圖所示：計(jì)算公式后即可得相鄰節(jié)點(diǎn)1和在相鄰節(jié)點(diǎn)2上的兩個(gè)集中力分布為,將在相鄰節(jié)點(diǎn)1和在相鄰節(jié)點(diǎn)2處的兩個(gè)集中力均勻地區(qū)別分布至2.7m作為相鄰的節(jié)點(diǎn)墻段:8~9和5~6,q=61.7/2.7=23.96kn/m,取q=24kn/m。綜合計(jì)算a、b兩種計(jì)算方法可以進(jìn)行綜合計(jì)算的實(shí)驗(yàn)結(jié)果:梁1傳到地球基礎(chǔ)頂面的兩個(gè)線性重力荷載分別為q+q=30.3+245=150.3kn/m。屋面板傳至基礎(chǔ)荷載為：樓面板傳至基礎(chǔ)荷載為：墻體自重傳至基礎(chǔ)的荷載為：合計(jì)：綜合A、B、C計(jì)算結(jié)果：基礎(chǔ)頂面線荷載為：，取。5.2.3基礎(chǔ)底面尺寸驗(yàn)算，假定的基礎(chǔ)寬度滿足要求。5.2.4地基承載力驗(yàn)算，滿足要求。5.2.5基礎(chǔ)大放腳尺寸確定基礎(chǔ)大放腳臺階數(shù)：b——基礎(chǔ)寬度（mm）a——墻厚（mm）b2——基礎(chǔ)最大容許懸挑長度（mm），b2=[b2/H0]H0H0——基礎(chǔ)墊層高度由“地基規(guī)范”查得[b2/H0]=1：1.5b2[b2/H0]H0=300/1.5=200mm，取b2=235mm。（取基礎(chǔ)墊層高度為H0=300mm），取n=3。磚墻大放腳地步寬度，基礎(chǔ)剖面圖如下：6.地震荷載計(jì)算及驗(yàn)算6.1樓層重力荷載代表值計(jì)算經(jīng)計(jì)算知一層外墻門窗面積為135m2，一層內(nèi)墻門窗面積為138m2，一層陽臺窗面積為174.84m2；二~五層外墻門窗面積為139m2，二~五層內(nèi)墻門窗面積為143m2，二~五層陽臺窗面積為218m2。一層總重量計(jì)算外墻重內(nèi)墻重陽臺欄板重樓梯重門窗重荷載統(tǒng)計(jì)7057kN二~五層每層重量計(jì)算外墻重內(nèi)墻重陽臺欄板重樓梯重門窗重荷載統(tǒng)計(jì)6539kN五層總重量：6539-227=6312kN屋面板重量：樓面板重量：屋面板活荷載（按50%計(jì)）：樓面板活荷載（按50%計(jì)）：女兒墻重：則：女兒墻重力荷載代表值為五層重力荷載代表值為二~四層各層重力荷載代表值為首層重力荷載代表值為6.2樓層地震剪力計(jì)算設(shè)防烈度為七度，，計(jì)算過程見下表：表6.1樓層地震剪力計(jì)算女兒墻41522.894620.01247.447.73=142.25974318.951846300.2399431937.84985615.351512900.196773.72711.53985611.751158080.1505923303.5298568.15803260.104410.63714.11101154.55460230.059232.93947Σ580467725623947經(jīng)驗(yàn)算6.3抗震墻截面凈面積計(jì)算6.3.1橫墻凈面積計(jì)算6.4橫墻地震剪力分配及強(qiáng)度驗(yàn)算由于首層墻體材料與2~6層墻體均不同，因此，需分別驗(yàn)算首層、二層縱橫墻體強(qiáng)度。在橫墻中，13軸墻體從屬面積較大，且豎向應(yīng)力較小，墻體開洞；因此，取13軸墻體進(jìn)行驗(yàn)算。本工程為剛性樓蓋方案，首層采用MU15蒸壓粉煤灰磚，M7.5混合砂漿砌筑；二~六層采用MU10蒸壓粉煤灰磚，M7.5混合砂漿砌筑，基礎(chǔ)采用MU15粘土磚，M7.5混合砂漿砌筑。6.4.1首層13軸橫墻抗震強(qiáng)度驗(yàn)算13軸墻體開洞見下圖，門尺寸：2100mm1500mm。a墻肢:b墻肢：因此，a墻肢需同時(shí)考慮剪切變形和彎曲變形，b墻肢只考慮剪切變形，令Et=1.則：6.4.1.2墻肢抗震強(qiáng)度驗(yàn)算：屋面板、樓面板荷載設(shè)計(jì)值：墻體自重：查表知：則：，滿足要求6.4.2二層13軸橫墻抗震強(qiáng)度驗(yàn)算由6.4.1計(jì)算知：=0.064，=0.4246.4.2.1墻肢抗震強(qiáng)度驗(yàn)算：屋面板、樓面板荷載設(shè)計(jì)值：墻體自重：查表知：則：，滿足要求。7.樓梯設(shè)計(jì)由樓梯平面和剖面可知，標(biāo)準(zhǔn)層踏步尺寸為150×300mm，標(biāo)準(zhǔn)層層高為3600mm。樓梯梁板混凝土等級為C30，梯柱混凝土等級為C30，梯板鋼筋為HPB300，梯梁梯柱縱向受力鋼筋與箍筋級別同框架梁柱鋼筋。樓梯面層為30mm厚現(xiàn)制水磨石面層，底部為20mm厚水泥石灰砂漿，樓梯活載為3.5kN/m2。7.1梯板設(shè)計(jì)計(jì)算（1）梯板厚度的估算b=(1502+3002)^0.5=335.4mm，故cosα=300/335.4=0.894梯板的水平投影長度ln=3300mm，梯板的斜向凈長為ln/cosα=3300/0.894=3691mm；梯板厚度h=（1/30~1/25）×3691=123~147.6mm，取h=130mm（2）荷載統(tǒng)計(jì)表7.1梯板荷載計(jì)算荷載種類荷載標(biāo)準(zhǔn)值（kN/m2）分項(xiàng)系數(shù)荷載設(shè)計(jì)值（kN/m2）永久荷載30mm水磨石面層0.65×（0.15+0.3）/0.3=0.975————踏步自重0.15×0.5×25=1.875————梯板自重0.13×25/0.894=3.635————板底粉刷0.02×17/0.894=0.38————小計(jì)6.8651.3g=6.865×1.3=8.925可變荷載3.51.5q=3.5×1.5=5.25合計(jì)————14.175（3）跨度計(jì)算梯段板單跨兩端與支撐構(gòu)件整澆，lo=ln=3300mm。（4）內(nèi)力計(jì)算跨中彎矩14.175×3.32/10=15.44kN.m130-25=105mm，b=1000mm1000000×15.44/14.3/1052=0.0981-(1-2×0.098)^0.5=0.1030.5×(1+(1-2×0.098)^0.5)=0.9481000000×15.44/0.948/270/105=574mm20.2%0.24×130×1000×0.01=260mm2板底受力鋼筋選用C10@125（AS=628mm2），梯板支座筋選用C8@150(335mm2)，分布鋼筋C8@300，每踏步下一根。7.2平臺板設(shè)計(jì)計(jì)算（1）平臺板厚度的估算平臺板ln=1300mm；平臺板厚度h≥1/30ln=43.33mm，取h=100mm（2）荷載統(tǒng)計(jì)表7.2平臺板荷載計(jì)算荷載種類荷載標(biāo)準(zhǔn)值（kN/m2）分項(xiàng)系數(shù)荷載設(shè)計(jì)值（kN/m2）永久荷載30mm水磨石面層0.65————平臺板自重0.1×25=2.5————板底粉刷0.02×17=0.34——