現(xiàn)澆混凝土框架結(jié)構(gòu)設(shè)計計算書1、設(shè)計資料某學生宿舍采用框架結(jié)構(gòu)，其建筑平面圖和剖面圖如圖1和圖2。建設(shè)地點為某城市郊區(qū)，底層為食堂，層高4.5m，2~4層為學生宿舍，層高3.9m，室內(nèi)外高差為0.6m?；撅L壓為。不考慮抗震設(shè)防。樓面和屋面采用現(xiàn)澆鋼筋混凝土肋形樓蓋結(jié)構(gòu)，板厚120mm。屋面采用柔性防水，屋面構(gòu)造層的恒載標準值為，屋面為上人屋面，活荷載標準值為。樓面構(gòu)造層的恒載標準值為，樓面活荷載標準值為。墻體采用灰砂磚，重度，外墻貼瓷磚，墻面重，內(nèi)墻采用水泥粉刷，墻面重。木框玻璃窗重，木門重。梁的混凝土等級為C30，柱的混凝土等級為C30，鋼筋為HRB335。圖1建筑平面圖圖2建筑剖面圖小組號(m)(m)(m)(m)17.262.45.0（4.2）5.0（4.2）36.662.15.0（4.2）5.0（4.2）57.262.44.5（3.9）4.5（3.9）76.662.14.5（3.9）4.5（3.9）2、結(jié)構(gòu)布置及結(jié)構(gòu)計算簡圖的確定結(jié)構(gòu)平面布置圖見圖3邊跨梁：AB跨：，CD跨：，取，。中跨（BC跨）梁：取，。邊柱：A軸連系梁：，D軸連系梁：取，。中柱（B軸、C軸）連系梁：取，。1層柱截面：。2-4層柱截面：。結(jié)構(gòu)計算簡圖見圖4圖3結(jié)構(gòu)平面布置圖圖4結(jié)構(gòu)計算簡圖（圖中線剛度單位為：求梁截面慣性矩時考慮到現(xiàn)澆樓板的作用，取，各梁柱線剛度標在結(jié)構(gòu)計算簡圖圖4中。AB跨梁：CD跨梁：BC跨梁：上部柱：底層柱：3、荷載計算3.1.恒載計算（1）屋面框架梁線荷載標準值：120mm厚現(xiàn)澆鋼筋混凝土樓板0.12×25=3.0構(gòu)造層3.2415mm厚紙筋石灰抹底0.015×16=0.24屋面恒荷載：邊跨框架梁自重0.3×0.6×25=4.5梁側(cè)粉刷2×﹙0.6-0.12﹚×0.36=0.35中跨框架梁自重0.4×0.25×25=2.5梁側(cè)粉刷2×﹙0.4-0.12﹚×0.36=0.20因此，作用在頂層框架梁上的線荷載：（2）樓面框架梁線荷載標準值：120mm厚現(xiàn)澆鋼筋混凝土樓板0.12×25=3.0構(gòu)造層1.5615mm厚紙筋石灰抹底0.015×16=0.24樓面恒荷載邊跨框架梁及梁側(cè)粉刷4.85邊跨填充墻自重0.18×﹙3.9-0.6﹚×18=10.69墻面粉刷2×﹙3.9-0.6﹚×0.36=2.38中跨框架梁及梁側(cè)粉刷2.70因此，作用在中間層框架梁上的線荷載為：（3）屋面框架節(jié)點集中荷載標準值：邊柱連系梁自重0.25×0.5×6×25=18.75kN粉刷2×（0.5-0.12）×6×（0.5+0.36）/2=1.96kN0.9m高女兒墻自重0.9×0.24×6×18=23.33kN女兒墻外瓷磚2×0.9×6×0.5=5.4kNAB連系梁傳來屋面自重6/2×6/2×6.48=58.32kNCD連系梁傳來屋面自重（6+6-5.7）/2×5.7/2×6.48=58.17kN因此，頂層邊節(jié)點集中荷載中柱連系梁自重0.4×0.25×6×25=15kN粉刷2×﹙0.4-0.12﹚×6×0.36=1.21kNAB連系梁傳來屋面自重6/2×6/2×6.48+0.5×（6+6-2.1）×2.1/2×6.48=92kNCD連系梁傳來屋面自重6/2×6/2×6.48+0.5×（6+6-5.7）×5.7/2×6.48=91.85kN因此，頂層中節(jié)點集中荷載（4）樓面框架節(jié)點集中荷載標準值邊柱連系梁自重18.75kN粉刷1.96kN木框玻璃窗自重3.6×2.4×0.3=2.59kN墻體面積（6-0.4）×（3.9-0.5）-3.6×2.4=10.4m2墻體自重10.4×0.24×18=44.93kN內(nèi)粉刷+外瓷磚10.4×﹙0.36+0.5﹚×0.5=8.94kN框架柱自重0.4×0.45×3.9×25=17.55kN內(nèi)粉刷+外瓷磚0.4×3.9×（0.5+0.36）=1.34kN連系梁傳來樓面自重6/2×6/2×4.8=43.2kN（6+6-5.7）/2×5.7/2×4.8=43.09kN因此，中間層邊節(jié)點集中荷載中柱連系梁自重15kN粉刷1.21kN內(nèi)縱墻自重﹙6-0.4﹚×﹙3.9-0.5﹚×0.18×18=61.69kN粉刷2×﹙6-0.4﹚×（3.9-0.5）×0.36=14.77kN扣除門洞加門重-2.4×1.2×﹙18×0.18-0.2﹚=-8.76kN框架柱自重17.55kN粉刷1.34kN連系梁傳來樓面自重6/2×6/2×4.8+0.5×（6+6-2.1）×2.1/2×4.8=68.15kN6/2×6/2×4.8+0.5×（6+6-5.7）×5.7/2×4.8=68.04kN因此，中間層中節(jié)點集中荷載恒荷載作用下的結(jié)構(gòu)計算簡圖見圖5。圖5恒荷載內(nèi)力計算簡圖3.2.活載計算活載作用下的結(jié)構(gòu)計算簡圖見圖6。圖6活荷載內(nèi)力計算簡圖3.3.風荷載計算計算公式，左風荷載作用下的結(jié)構(gòu)計算簡圖見圖7。因結(jié)構(gòu)高度為16.2m＜30m，可取=1.0，對于矩形平面=1.3，計算過程見表1，z為框架節(jié)點至室外地面高度，A為一榀框架各層節(jié)點的受風面積。風載計算表（表1）層次（m）（）（）41.01.316.21.1800.517.113.1231.01.312.31.0810.523.416.4421.00.523.415.2111.00.525.216.38圖7左風載作用下結(jié)構(gòu)計算簡圖4、內(nèi)力計算4.1恒荷載作用下的內(nèi)力計算中間層：把梯形（及三角形）荷載化作等效均布荷載邊跨梁AB:中跨梁BC：邊跨梁CD：彎矩分配計算見表2。彎矩分配計算表（表2）節(jié)點ABCD桿端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分配系數(shù)40.30.220.580.210.21固端彎矩-123.71123.71-3.313.31-97.2397.23分配傳遞28.4528.4566.8133.41-29.23-58.45-24.61-24.61-46.14-23.076.726.7215.797.9016.3832.7617.5517.5549.1324.57-4.62-9.24-3.88-3.88-7.28-3.64-35.52-70.64-25.58-25.581.061.0610.925.845.8416.368.18-1.28-2.56-1.07-1.07-2.01-1.01-2.37-4.74-1.72-1.720.290.290.70.350.470.940.510.511.420.71-0.16-0.31-0.13-0.13-0.25-0.13-0.21-0.41-0.15-0.15桿端彎矩36.5236.52-73.296.06-29.43-29.43-36.6820.0823.923.9-68.2254.9-27.45-27.45柱端彎矩12.1712.17-24.432.02-9.81-9.81-12.236.697.977.97-22.7418.3-9.15-9.15分層法算得的彎矩與結(jié)構(gòu)力學求解器求得的彎矩存在很小的差距，相對偏小。但是對整個結(jié)構(gòu)基本沒影響，因而用結(jié)構(gòu)力學求解器求得的彎矩可以用于后面的設(shè)計計算。結(jié)構(gòu)力學求解器求得的恒荷載的彎矩圖見圖8、剪力圖見圖9、軸力圖見圖10。圖8恒荷載作用下的彎矩圖圖9恒荷載作用下的剪力圖圖10恒荷載作用下的軸力圖4.2樓面活荷載作用下的內(nèi)力計算活荷載作用下的內(nèi)力計算也采用分層法，故不再具體計算。用結(jié)構(gòu)力學求解器求得的活荷載的彎矩圖見圖11、剪力圖見12、軸力圖見13。圖11活荷載作用下的彎矩圖圖12活荷載作用下的剪力圖圖13活荷載作用下的軸力圖4.3風荷載作用下內(nèi)力計算風荷載作用下的內(nèi)力計算采用D值法。左風作用與右風作用的內(nèi)力值大小一樣，方向相反。因此計算了左風荷載來代表。用D值法計算得到的結(jié)果見表3，用結(jié)構(gòu)力學求解器求得的左風荷載的彎矩圖見圖14、剪力圖見圖15、軸力圖見圖16。D值法計算內(nèi)力表（表3）KV（kN）y0M上（）M下()第4層A2.110.512.810.4066.514.45B3.740.653.580.457.686.28C4.060.673.690.457.926.48D2.430.553.030.4226.834.99第3層A2.110.516.120.45612.9810.88B3.740.657.80.515.2115.21C4.060.678.040.515.6815.68D2.430.556.60.47213.5912.15第2層A2.110.519.380.45619.916.68B3.740.6511.950.523.323.3C4.060.6712.320.524.0224.02D2.430.5510.110.47220.8218.61第1層A1.970.6213.610.5530.6237.43B3.490.7316.020.5536.0544.01C3.760.7416.240.5536.5444.66D2.270.6514.270.5532.1139.24圖14左風荷載作用下的彎矩圖圖15左風荷載作用下的剪力圖圖16左風荷載作用下的軸力圖5、內(nèi)力組合根據(jù)前面內(nèi)力計算結(jié)果，即可進行框架各梁柱各控制截面上的內(nèi)力組合，梁的控制截面為梁端柱邊及跨中；柱的為柱頂和柱底。梁控制截面上的內(nèi)力組合見表4，柱控制截面上的內(nèi)力組合見表5。層次截面位置內(nèi)力恒載活載風載左風載右恒×1.2恒×1.2+活×1.4恒×1.2+活×1.4+左風×1.4×0.6恒×1.2+活×1.4+右風×1.4×0.6最不利組合4AM-32.36-7.745.93-5.93-38.832-49.668-44.6868-54.6492-54.6492V79.1519.96-1.961.9694.98122.924121.2776124.5704124.5704AB梁跨中M84.321.62-0.150.15101.16131.428131.302131.554131.554B左M-54.37-13.52-6.236.23-65.244-84.172-89.4052-78.9388-89.4052V-86.25-21.83-1.961.96-103.5-134.062-135.708-132.416-135.708B右M-29.36-7.60.89-0.89-35.232-45.872-45.1244-46.6196-46.6196V15.113.63-1.051.0518.13223.21422.33224.09624.096BC梁跨中M-19.44-5.1600-23.328-30.552-30.552-30.552-30.552C左M-19.88-5.23-0.90.9-23.856-31.178-31.934-30.422-31.934V-3.96-0.84-1.051.05-4.752-5.928-6.81-5.046-6.81C右M-34.5-8.786.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-70.518M下39.997.94-13.3313.3347.98859.10447.906870.301270.3012N-687.84-118.3215.12-15.12-825.408-991.056-978.355-1003.76-1003.76V-23.72-4.719.05-9.05-28.464-35.058-27.456-42.66-42.66B柱M上36.167.1223.06-23.0643.39253.3672.730433.989672.7304M下-37.26-7.32-21.6521.65-44.712-54.96-73.146-36.774-73.146N-821.68-165.9610.48-10.48-986.016-1218.36-1209.56-1227.16-1227.16V20.984.1212.77-12.7725.17630.94441.670820.217241.6708C柱M上-27.52-5.6923.74-23.74-33.024-40.99-21.0484-60.9316-60.9316M下28.355.85-22.522.534.0242.2123.3161.1161.11N-753.78-155.7-7.257.25-904.536-1122.52-1128.61-1116.43-1128.61V-15.96-3.313.21-13.21-19.152-23.772-12.6756-34.8684-34.8684D柱M上30.186.2817.51-17.5136.21645.00859.716430.299659.7164M下-31.56-6.54-14.6214.62-37.872-47.028-59.3088-34.7472-59.3088N-667.32-116.45-18.3518.35-800.784-963.814-979.228-948.4-979.228V18.713.899.74-9.7422.45227.89836.079619.716436.07961A柱M上-31.93-6.3126.36-26.36-38.316-47.15-25.0076-69.2924-69.2924M下14.022.78-35.5235.5216.82420.716-9.120850.552850.5528N-936.67-157.9928.19-28.19-1124-1345.19-1321.51-1368.87-1368.87V-10.44-2.0714.06-14.06-12.528-15.426-3.6156-27.2364-27.2364B柱M上28.35.5534.45-34.4533.9641.7370.66812.79270.668M下-13.62-2.66-40.0640.06-16.344-20.068-53.718413.5824-53.7184N-1122.09-220.8618.33-18.33-1346.51-1655.71-1640.31-1671.11-1671.11V9.111.7916.2-16.210.93213.43827.046-0.1727.046C柱M上-21.95-4.5135.18-35.18-26.34-32.654-3.1028-62.2052-62.2052M下9.92.04-40.440.411.8814.736-19.248.67248.672N-1031.06-207.63-12.1312.13-1237.27-1527.95-1538.14-1517.76-1538.14V-6.92-1.4316.43-16.43-8.304-10.3063.4952-24.1072-24.1072D柱M上24.785.1427.55-27.5529.73636.93260.07413.7960.074M下-11.54-2.38-36.0536.05-13.848-17.18-47.46213.102-47.462N-907.39-155.43-34.3834.38-1088.87-1306.47-1335.35-1277.59-1335.35V8.251.7114.46-14.469.912.29424.44040.147624.44046、截面設(shè)計6.1.1梁的配筋計算頂層AB梁跨中（1）幾何參數(shù)：截面類型:T形,截面寬度:,截面高度:,上翼緣計算寬度:,上翼緣計算高度:。（2）材料信息：混凝土等級:C30，，受拉縱筋種類:HRB335，最小配筋率:受拉縱筋合力點至近邊距離:（3）受力信息：（4）設(shè)計參數(shù)：結(jié)構(gòu)重要性系數(shù):（5）計算截面有效高度：（6）判斷截面類型：屬于第一類T形截面,可按的單筋矩形截面進行計算。（7）確定相對界限受壓區(qū)高度：（8）確定計算系數(shù)：（9）計算相對受壓區(qū)高度： 滿足要求。（10）計算縱向受拉鋼筋面積：選用320，。（11）驗算最小配筋率：,滿足最小配筋率要求。其他框架梁的縱向受拉鋼筋面積及鋼筋選用結(jié)果見表6。橫梁正截面受彎承載力計算（表6）層號混凝土等級截面尺寸截面位置內(nèi)力組合實取最小配筋率驗算型號滿足？4C30300600A支座-54.655650.03990.0407329.122164020.22滿足C30跨中131.555650.01320.0132781.263209420.52滿足C30B支座-89.415650.06530.0676545.943166030.34滿足C30250400B支座-46.623650.09790.1032448.923166030.60滿足C30跨中-30.553650.06410.0663288.572143080.31滿足C30C支座-31.933650.06700.0695302.092164020.40滿足C30300600C支座-58.885650.04300.0440355.182164020.22滿足C30跨中113.655650.01310.0132674.952227600.42滿足C30D支座-41.755650.03050.031250.192143080.17滿足2-3C30300600A支座-119.655650.08740.0916739.772227600.42滿足C30跨中135.605650.01350.0136805.483209420.52滿足C30B支座-152.905650.11160.1187958.982259820.55滿足C30250400B支座-88.353650.18550.2069899.952259820.98滿足C30跨中-61.413650.12890.1385602.562206280.63滿足C30C支座-69.243650.14540.1578686.512227600.76滿足C30300600C支座-110.575650.08070.0843681.032227600.42滿足C30跨中112.905650.0130.0.0131670.472227600.42滿足C30D支座-97.575650.07120.0740597.752206280.35滿足·1C30300600A支座-126.015650.09200.0967781.193209420.52滿足C30跨中141.495650.01410.0142840.713209420.52滿足C30B支座-146.615650.10710.1135916.993209420.52滿足C30250400B支座-54.533650.11450.1219530.323209420.94滿足C30跨中-25.343650.05320.0547237.922143080.31滿足C30C支座-40.183650.08440.0883383.882227600.76滿足C30300600C支座-110.125650.08040.0839678.132227600.42滿足C30跨中118.505650.01370.0138703.962227600.42滿足C30D支座-104.735650.07650.0796643.502227600.42滿足6.1.2梁箍筋的計算頂層A支座（1）幾何參數(shù)：截面類型:T形,截面寬度:,截面高度:,上翼緣計算寬度:,上翼緣計算高度:。（2）材料信息：混凝土等級:C30，，箍筋種類：HPB300，，箍筋間距:最小配箍率:，縱筋合力點至近邊距離:（3）荷載信息：（4）設(shè)計參數(shù)：結(jié)構(gòu)重要性系數(shù):（5）計算截面有效高度和腹板高度：（6）確定受剪面是否符合條件：當時截面符合條件。（7）確定是否需要按構(gòu)造箍筋：不進行斜截面的承載力計算，僅需按構(gòu)造要求配置箍筋。（8）計算箍筋面積：選用2φ8@200，。（9）驗算最小配箍率：,滿足最小配箍率要求。其他框架梁箍筋面積計算及箍筋選用結(jié)果見表7。梁斜截面受剪承載力驗算（表7）層次混凝土等級截面尺寸截面位置V(kN)h0(mm)箍筋選用（雙肢箍）(kN)最小配箍率驗算b(mm)h(mm)d（mm）s(mm)()(%)滿足？4C30300600A支座124.57565606169.678200101246.710.168滿足C30300600左B支座-135.71565606169.678200101246.710.168滿足C30250400右B支座24.136532691.348200101141.110.202滿足C30250400左C支座-6.8136532691.348200101141.110.202滿足C30300600右C支座125.63565606169.678200101246.710.168滿足C30300600D支座-119.25565606169.678200101246.710.168滿足2-3C30300600A支座159.82565606169.678200101246.710.168滿足C30300600左B支座-167.91565606169.678200101246.710.168滿足C30250400右B支座32.8136532691.348200101141.110.202滿足C30250400左C支座-16.3436532691.348200101141.110.202滿足C30300600右C支座152.07565606169.678200101246.710.168滿足C30300600D支座-150678200101246.710.168滿足1C30300600A支座162.73565606169.678200101246.710.168滿足C30300600左B支座-171.29565606169.678200101246.710.168滿足C30250400右B支座38.0436532691.348200101141.110.202滿足C30250400左C支座-21.7236532691.348200101141.110.202滿足C30300600右C支座157.70565606169.678200101246.710.168滿足C30300600D支座-153.28565606169.678200101246.710.168滿足6.2框架柱的配筋計算6.2.1正截面承載力計算為方便起見，柱子配筋一律采用對稱配筋，選用第四層A柱作為計算實例，其余各層柱列表計算：（1）第四層A柱三種組合如下：②③組合①：（2）柱子計算長度為：（3）判斷是否考慮二階效應(yīng)：故不需要考慮二階效應(yīng)。（4）判別大小偏心：故為大偏心受壓。（5）配筋計算：由于因此有每側(cè)配筋為218,509單側(cè)配筋為總配筋率且小于驗算截面承載力頂層柱最大軸力為，查表可得因此滿足要求。其他框架柱鋼筋面積計算及鋼筋選用結(jié)果見表8、表9。6.2.2斜截面受剪承載力驗算頂層A柱最不利內(nèi)力組：M=-69.66N=-287.38kNV=-38.53kN截面尺寸滿足要求。因為剪跨比，所以，故只需按構(gòu)造配箍，構(gòu)造要求配置箍筋2φ10@200。因從頂層柱到底層柱，柱的軸力不斷增大，而剪力雖然也增大，但增大幅度不大，即總能滿足，故所有柱的配筋都按構(gòu)造配筋，故柱的箍筋配筋均按構(gòu)造配筋。80196單片機IP研究與實現(xiàn),TN914.42AT89S52單片機實驗系統(tǒng)的開發(fā)與應(yīng)用,TG155.1F406基于單片機的LED三維動態(tài)信息顯示系統(tǒng),O536TG174.444基于單片機的IGBT光伏充電控制器的研究,TV732.1TV312基于89C52單片機的印刷品色彩質(zhì)量檢測系統(tǒng)的研究,TP391.41基于單片機+CPLD體系結(jié)構(gòu)的信標機設(shè)計,TU858.3TN915.62基于單片機SPCE061A的汽車空調(diào)控制系統(tǒng),TM774TM621.3帶有IEEE488接口的通用單片機系統(tǒng)方案設(shè)計與研究,TN015基于VC的單片機軟件式開發(fā)平臺,TG155.1F406基于VB的單片機虛擬實驗軟件的研究與開發(fā),TG155.1F406采用單片機的電阻點焊智能控制器開發(fā),TG155.1F406基于51系列單片機的PROFIBUS-DP智能從站研究,TG155.1F406八位單片機以太網(wǎng)接入研究與實現(xiàn),TG155.1F406基于單片機與Internet的數(shù)控機床遠程監(jiān)控系統(tǒng)的研發(fā),R319TP319基于單片機和DSP控制的醫(yī)用輸液泵的研究,U467.11基于單片機控制新型逆變穩(wěn)壓電源的設(shè)計與仿真,F426.22TP311.52基于8位單片機的摩托車發(fā)動機電控單元軟硬件的開發(fā),TB61基于430單片機的變壓器監(jiān)控終端的研究,TG155.1F406逆變點焊單片機控制系統(tǒng)研究,TG131TG113.14單片機控制數(shù)字變量柱塞泵的研究,F426.22TP311.52基于單片機控制的高通量藥物篩選及檢測系統(tǒng)開發(fā),R730.55R734.2MCS8051以及DS80C320單片機軟核的設(shè)計,TP391基于AVR單片機的應(yīng)用設(shè)計實踐,TN015\t"_b