框架結(jié)構(gòu)畢業(yè)設(shè)計(jì)實(shí)例

摘要本工程為框架住宅樓，位于南陽(yáng)市宛城花園內(nèi)。建筑縱向長(zhǎng)度64m，橫向長(zhǎng)度14m，房屋總高度m,層高3m，室內(nèi)外高差450mm，總建筑物面積5450m2。建筑物坐北朝南，底層為私家車庫(kù)、上部為住宅，建筑功能要求比擬高,以滿足住戶的使用要求。結(jié)構(gòu)型式采用現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu)。在確定框架計(jì)算簡(jiǎn)圖和荷載之后，先用迭代法計(jì)算豎向荷載〔恒載及活荷載〕作用下的框架內(nèi)力〔彎矩、剪力、軸力〕，然后采用底部剪力法計(jì)算關(guān)鍵詞：住宅框架結(jié)構(gòu)結(jié)構(gòu)設(shè)計(jì)抗震設(shè)計(jì)內(nèi)力組合目錄一．工程概況-----------------------------------------------------3二．結(jié)構(gòu)選型及結(jié)構(gòu)布置-------------------------------------------3三．確定框架計(jì)算簡(jiǎn)圖----------------------------------------------4四、荷載計(jì)算------------------------------------------------------7五、框架內(nèi)力計(jì)算------------------------------------------------15六、框架內(nèi)力組合-------------------------------------------------39七、框架柱截面的設(shè)計(jì)與配筋---------------------------------------45八、框架梁截面的設(shè)計(jì)與配筋---------------------------------------48九、根底設(shè)計(jì)-----------------------------------------------------51十、現(xiàn)澆板的設(shè)計(jì)-------------------------------------------------54十一、板式樓梯設(shè)計(jì)-----------------------------------------------61一、工程概況1.建設(shè)工程名稱：南湖花園C型住宅樓2.建設(shè)地點(diǎn)：湖南省岳陽(yáng)市3.設(shè)計(jì)資料：3.1.帝制水文資料：地形概述：擬建場(chǎng)地地形平緩，地面標(biāo)高在70.00～75.00之間。自然地表1m內(nèi)為填土，填土承載力特征值：80Kpa；填土下層為3m厚粘土，粘土承載力特征值：220Kpa；粘土下層為強(qiáng)風(fēng)化巖，風(fēng)化巖承載力特征值：350Kpa，地下水位較深，不考慮其影響。3.2.氣象資料：溫度：最熱月平均30.1度，最冷月平均4.2度，夏季極端最高39.8度，冬季極端最低-8.5度。相對(duì)濕度：最熱月平均73%。全年主導(dǎo)風(fēng)向：全年為偏南風(fēng)，夏季為西南風(fēng)，地面粗糙程度為C類。223.3.抗震設(shè)防要求：地震設(shè)計(jì)烈度為7度，抗震等級(jí)為三級(jí)。近震、二類場(chǎng)地、特征周期Ｔg=0.3s、amax3.4.施工條件和能力：工程所需預(yù)制構(gòu)件和其它建筑材料供給地點(diǎn)均在10KM以內(nèi)，運(yùn)輸條件良好。設(shè)備條件：有各類塔吊、自行式起重機(jī)、井架、砼攪拌機(jī)、灰漿機(jī)等，供工地選用。水電條件均由業(yè)主保障供給。勞動(dòng)力供給情況：勞動(dòng)力由建筑公司統(tǒng)一調(diào)配，能夠滿足施工中勞動(dòng)力的需要。二.結(jié)構(gòu)選型及結(jié)構(gòu)布置根據(jù)建筑功能要求以及建筑施工的布置圖，本工程確定采用框架承重方案，2.主要構(gòu)件選型〔１〕框架結(jié)構(gòu)形式：現(xiàn)澆鋼筋混凝框架、現(xiàn)澆樓蓋。砼采用Ｃ30〔２〕墻體采用：灰砂磚；墻體厚度：240mm〔３〕樓梯：采用板式樓梯〔４〕根底采用：柱下獨(dú)立根底3.梁﹑柱截面尺寸估算主要承重框架:取L=5700mmh=(1/8～1/12)L=712mm～475mm取h=550mm.300mm～200mm取b=250mm主要框架梁初選截面尺寸為：b×h=250mm×550mm次要承重框架：取L=5400mmh=(1/12～1/15)L=450mm～360mm取h=500mm250mm～167mm取b=250mm故次要框架梁初選截面尺寸為：b×h=250mm×500mm〔3〕框架柱:×3000=300mm～200mmb=(1～2/3)h取b=h故次要框架梁初選截面尺寸為：b×h=500×500mm三、確定結(jié)構(gòu)計(jì)算簡(jiǎn)圖1．確定框架計(jì)算簡(jiǎn)圖取⑤軸框架進(jìn)行計(jì)算，框架的計(jì)算單元如下圖。假定框架柱嵌固于基頂，負(fù)一層柱高從根底頂面算至一層樓面，高為。其余層柱高從樓面算至上一層樓面〔即層高〕，故均為，由此可繪出框架計(jì)算簡(jiǎn)圖：對(duì)于中框架梁取I=2I0×107×2×1/12××3×104×107×2×1/12××3×104負(fù)一層柱：其余層柱：令=1.0，那么其余桿件的相對(duì)線性剛度為：四、荷載計(jì)算：1、恒載標(biāo)準(zhǔn)值計(jì)算①屋面恒載×××結(jié)構(gòu)層:120厚現(xiàn)澆鋼筋混凝土板0.12X25=3KN/m×∑=5.36KN/m②住宅樓面恒載大理石面層，水泥砂漿檫逢30厚1：3干硬性水泥砂漿，面上撒2厚素水泥1.16KN/水泥結(jié)合層一道結(jié)構(gòu)層：120厚現(xiàn)澆鋼筋混凝土抹灰層：10厚混合砂漿∑=4.33KN/㎡③廁所樓板恒載陶瓷磚地面0.65KN/㎡×20=0.30KN/㎡×24=0.96KN/㎡×14=4.2KN/㎡×20=0.4KN/㎡15厚聚氨脂涂料防水層0.05KN/㎡×20=0.4KN/㎡×25=3KN/㎡板底抹灰0.4KN/㎡∑=10.36KN/㎡④梁自重〔b×h=250×550〕梁自重25××17×[(0.55-0.12)×∑=3.43KN/m⑤梁自重〔b×h=250×500mm〕梁自重25××17×[(0.50-0.12)×∑⑥梁自重〔b×h=250×450mm〕梁自重25××(0.45-0.12)=2.06KN/m抹灰層：10厚混合漿17××[(0.45-0.12)×∑⑦梁自重〔b×h=250×400mm〕梁自重25××抹灰層：10厚混合漿17××[(0.40-0.12)×∑⑧外縱墻自重標(biāo)準(zhǔn)層：×××××∑底層：.5-0.4〕××m×m×m×m∑m⑨內(nèi)縱墻自重標(biāo)準(zhǔn)層：××m×m∑m⑩陽(yáng)臺(tái)欄桿自重××m×0.35=0.53KN/m×0.5=0.75KN/m×0.36=0.54KN/m∑m⑩女兒墻天溝自重〔做法：墻高700㎜，100㎜厚的砼壓頂〕×××24×××2+0.24〕×17=3.91KN/m×0.08+〔0.3-0.08〕×0.08]×KN/m∑m2、活荷載設(shè)計(jì)標(biāo)準(zhǔn)值計(jì)算屋面和樓面活荷載標(biāo)準(zhǔn)值根據(jù)《荷載標(biāo)準(zhǔn)》查得：不上人屋面0.5KN/㎡樓面、廁所2KN/㎡陽(yáng)臺(tái)2.5KN/㎡雪荷載KN/㎡屋面活荷載和雪荷載不同時(shí)考慮，兩者中取較大值3、豎向荷載下框架屋頂：KN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/m五、框架內(nèi)力計(jì)算1、恒載和活栽計(jì)算①挑梁A屋面板傳荷載：恒載=梁自重+女兒墻天溝自重=2.22+5.29=7.51KN/m樓面板傳荷載：恒載=梁自重+欄桿自重=2.22+5.45=7.67KN/m②A～B框架梁屋面板傳荷載：恒載=梁自重+板傳荷載=3.81+8.99+7.92=20.72KN/m活載=板傳活載=0.89+0.79=1.68KN/m樓面板傳荷載〔A～2/A〕：7=28.42KN/mKN/m樓面板傳荷載〔2/A～B〕：恒載=梁自重+墻自重+板傳荷載=3.43+12.10+7.74+2.36=26.01KN/m活載=板傳活載=3.57+1.09KN/m③B～D框架梁屋面板傳荷載：恒載=梁自重+板傳荷載=3.43+8.20+7.52=19.53KN/m活載=板傳活載=0.80+0.75=1.55KN/m樓面板傳荷載〔B～C〕：恒載=梁自重+板傳荷載=3.43+2.38=5.81KN/m活載=板傳活載=0.92KN/㎡樓面板傳荷載〔C～D〕：恒載=梁自重+墻自重+板傳荷載=3.43+4.87+4.87+12.1=25.65KN/m活載=板傳活載=2.25+2.25=4.50KN/m④D～1/D挑梁屋面板傳荷載：恒載=梁自重+女兒墻天溝自重=2.22+2.36+5.29=9.87KN/m活載=板傳活載=0.23KN/m樓面板傳荷載：恒載=梁自重+墻自重+板傳荷載=2.22+2.03+13.27=17.52KN/m活載=板傳活載=0.94KN/m⑤D軸柱縱向集中荷載：×2.7+〔8.65+5.29〕×1.95=66.41KN活載=〔0.35+0.85〕××1.95=4.43KN其他層柱：恒載=63.65+15.23=748.88KN活載=12.17+4.74=16.91KN⑥B軸柱縱向集中荷載：××1.95=79.66KN××1.95=6.97KN其他層柱：恒載=44.51+35.15=79.66KN活載=6.40+13.18=19.58KN⑦A軸柱縱向集中荷載：××1.95=67.20KN活載=〔0.38+0.85〕×2.7+0.61+1.95=4.51KN其他層柱：××1.95=81.14KN××1.95=18.94KN2、風(fēng)荷載的計(jì)算1、作用在建筑物的屋面梁和樓面梁節(jié)點(diǎn)處的集中風(fēng)荷載標(biāo)準(zhǔn)值:根本風(fēng)壓為0.4KN/m:風(fēng)壓高度變化系數(shù),考慮到建設(shè)地位于某中型城市郊區(qū),所以取地面粗糙度為C類.:風(fēng)震系數(shù),β=1+ξvφ/μ，對(duì)于建筑總高度不超過(guò)30m:下層柱高.:上層柱高.B:迎風(fēng)面的寬度,為.集中風(fēng)荷載標(biāo)準(zhǔn)值和設(shè)計(jì)值離地高度(m)(KN/m)/m/m/KN1111111標(biāo)準(zhǔn)層D值計(jì)算構(gòu)件名稱i=∑ib/2ica=i/(2+I)D=ai12/hA軸柱18061B軸柱29593D軸柱19520∑D=67318KN/m負(fù)一層D值的計(jì)算構(gòu)件名稱i=∑ib/2ica=i/(2+I)D=ai12/hA軸柱21291B軸柱34065C軸柱0．31322979∑D=78355KN/m風(fēng)荷載作用下框架側(cè)移計(jì)算層號(hào)Wj/KNvj/KN∑D/(KN/M)Δuj/mΔyj/m6671741/426055671741/192664671741/12730320.20671741/99762671741/82021671741/6731-1783551/6708U=∑Δuj=層間側(cè)移最大值1/6708<1/550(滿足要求)A軸柱反彎點(diǎn)位置層號(hào)h/myyh/m63.000.700.300.000.000.000.300.9053.000.700.350.000.000.000.351.0543.000.700.400.000.000.000.401.2033.000.700.450.000.000.000.451.3523.000.700.450.000.000.000.451.3513.000.700.500.000.000.000.501.50-13.500.810.650.000.000.000.652.28B軸柱反彎點(diǎn)位置層號(hào)h/myyh/m63.001.480.370.000.000.000.371.1153.001.480.420.000.000.000.421.2643.001.480.470.000.000.000.471.4133.001.480.470.000.000.000.471.4123.001.480.470.000.000.000.471.4113.001.480.500.000.000.000.501.50-13.501.730.600.000.000.000.602.10D軸柱反彎點(diǎn)位置層號(hào)h/myyh/m63.000.780.300.000.000.000.300.9053.000.780.390.000.000.000.391.1743.000.780.440.000.000.000.441.3233.000.780.450.000.000.000.451.3523.000.780.450.000.000.000.451.3513.000.780.500.000.000.000.501.50-13.500.910.650.000.000.000.652.28框架各柱的桿端彎矩、梁端彎矩按下式計(jì)算，計(jì)算過(guò)程如表所示。中柱出的梁邊柱處的梁風(fēng)荷載作用下A軸框架柱剪力和梁柱端的彎矩計(jì)算層/KN∑D/KN/m/KN/m//KNyh/m667174180615671741806146717418061367174180612671741806116717418061荷載作用下B軸框架柱剪力和梁柱端的彎矩計(jì)算層/KN∑D/KN/m/KN/m//KNyh/m667174295930.4412.081.113.942.311.862.07567174295930.4414.611.268.025.814.895.44467174295930.4416.971.4111.099.838.008.91367174295930.4418.901.4114.1512.5511.3612.65267174295930.44110.821.4117.2115.2614.0815.68167174295930.44113.191.5019.7819.7816.5718.46-178355340650.43515.272.1021.3832.0719.4821.69風(fēng)荷載作用下D軸框架柱剪力和梁柱端的彎矩計(jì)算層/KN∑D/KN/m/KN/m//KNyh/m667174195200.2911.370.902.891.242.89567174195200.2913.041.175.563.566.80467174195200.2914.601.327.736.0711.28367174195200.2915.871.359.697.9215.76267174195200.2917.141.3511.789.6419.70167174195200.2918.701.5013.0513.0522.69-178355229790.29310.302.2812.5723.4925.62風(fēng)荷載作用下框架柱軸力和梁端剪力層梁端剪力/KN柱軸力/KND軸AB跨BD跨A軸B軸60.790.97-0.79-0.18-0.180.9752.022.40-2.82-0.38-0.563.3743.263.96-6.08-0.69-1.257.3334.465.57-10.54-1.11-2.3612.9025.676.94-16.21-1.27-3.6319.8416.598.07-22.80-1.48-5.1127.91-17.589.28-30.38-1.70-6.8137.183、水平地震作用的計(jì)算該建筑高度為，且質(zhì)量和剛度沿高度均勻分布，故可采用底部剪力法來(lái)計(jì)算水平地震作用。荷載計(jì)算屋面重力值：G面××10.8〕=269.18KN樓面重力值：G板××10.8)=217.45KN梁重力值：G梁=4×××××3.6+2××1.5=102.45KN柱重力值：G標(biāo)柱×3=56.25KNG負(fù)一層柱×KN墻重力值：G女兒墻××2=24.60KNG標(biāo)準(zhǔn)墻×××××××××3=270.65KNG負(fù)一層墻×××〔4.65+10.8〕=211.78KN活載×10.8〕×2=100.44KN重力荷載代表值G6=G板+G梁+G上柱/2+G女兒墻+F活/2+G墻/2G5=G4=G3=G2=G1=G板+G梁+G上柱+G標(biāo)準(zhǔn)墻+F活/2G-1=G板+G梁+G上柱/2+G下柱/2+G標(biāo)準(zhǔn)墻+F活/2地震作用下框架側(cè)移計(jì)算層號(hào)Gj/KNvj/KN∑D/(KN/M)Δuj/m66106106717456971307671744697200467174369727016717426973398671741697409567174-1672476778355U=∑Δuj=多遇水平地震作用標(biāo)準(zhǔn)值以及位移計(jì)算：由設(shè)防烈度為7度、近震；場(chǎng)地土為Ⅱ類，由《建筑抗震設(shè)計(jì)標(biāo)準(zhǔn)〔GBJ11-89〕》查得：amax=0.08,Tg=0.35s,那么橫向地震影響系數(shù)：α=αmax×0.35=0.49,由抗震標(biāo)準(zhǔn)可知尚須計(jì)算頂部附加集中水平地震作用。δn1×結(jié)構(gòu)總水平地震作用標(biāo)準(zhǔn)層：Fek=αGeg××頂部的附加集中水平地震作用為：Fn=δnFek×Fi=GiHiFek〔1-δn〕/∑GiHiF1F2F3F4F5F6層Fi〔KN〕Vi(m)∑DΔue667174567174467174367174267174167174-178355一層：0.0021/3=1/1429<1/550滿足要求地震作用下A軸框架柱剪力和梁柱端的彎矩計(jì)算層/KN∑D/KN/m/KN/m//KNyh/m6671741806112.4626.1711.2126.175671741806120.1139.2021.1150.424671741806126.5147.7231.8168.833671741806131.6852.2742.7684.082671741806135.6058.7548.07101.511671741806138.2957.4457.44105.50-1783552129140.1348.9691.50106.39地震作用下B軸框架柱剪力和梁柱端的彎矩計(jì)算層/KN∑D/KN/m/KN/m//KNyh/m667174295930.44120.4138.5722.6518.2420.32567174295930.44132.9357.2941.4937.8142.13467174295930.44143.4269.0361.2252.2758.24367174295930.44151.8882.4973.1567.9775.73267174295930.44158.3192.7182.2278.4587.41167174295930.44162.7194.0794.0783.3892.90-178355340650.43564.1489.79134.6986.9796.89地震作用下D軸框架柱剪力和梁柱端的彎矩計(jì)算層/KN∑D/KN/m/KN/m//KNyh/m667174195200.29113.460.9028.2712.1128.27567174195200.29121.721.1739.7525.4151.86467174195200.29128.641.3248.1137.8073.52367174195200.29134.221.3556.4646.2094.26267174195200.29138.461.3563.4651.92109.66167174195200.29141.371.5062.0562.05113.97-178355229790.29343.272.2852.7898.65114.83地震載作用下框架柱軸力和梁端剪力層梁端剪力/KN柱軸力/KND軸AB跨BD跨A軸B軸6-1.74-1.749.53515.4818.43-23.27-2.95-4.6927.96421.2525.84-44.52-4.59-9.2853.79326.6833.33-71.19-6.66-15.9387.12231.5738.64-102.76-7.07-23.00125.76133.1440.56-135.90-7.43-30.43166.33-133.9241.51-169.82-7.59-38.02207.84六、框架內(nèi)力組合各種荷載情況下的框架內(nèi)力求的后，根據(jù)最不利又是可能的原那么進(jìn)行組合。當(dāng)考慮結(jié)構(gòu)塑性內(nèi)力重分布的有利影響時(shí)，應(yīng)在內(nèi)力組合之前對(duì)豎向荷載作用下的內(nèi)力進(jìn)行調(diào)幅。由于構(gòu)件控制截面的內(nèi)力值應(yīng)取支座邊緣處，為此，進(jìn)行組合前，應(yīng)先計(jì)算個(gè)控制截面出的〔支座邊緣處的〕內(nèi)力值。支座邊緣處的內(nèi)力值：式中——支座邊緣處截面的彎矩標(biāo)準(zhǔn)值；——支座邊緣處截面的剪力標(biāo)準(zhǔn)值：M——梁柱中線交點(diǎn)處餓彎矩標(biāo)準(zhǔn)值；V——與M相應(yīng)的梁柱中線交點(diǎn)處的剪力標(biāo)準(zhǔn)值；q——梁?jiǎn)挝婚L(zhǎng)度的均布荷載標(biāo)準(zhǔn)值；b——梁端支座寬度〔即柱截面高度〕。柱上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(jì)算簡(jiǎn)圖算得的柱端內(nèi)力值，宜換算到控制截面處的值。為了簡(jiǎn)化起見(jiàn)，也可以采用軸線處的內(nèi)力值，這樣算得的鋼筋用量比需要的鋼筋用量略微多一點(diǎn)。各內(nèi)力組合見(jiàn)表：框架梁內(nèi)力組合表層次截面位置內(nèi)力SGKSQKSWKSEKGK+1.26(SQK+SWK)YREGK+QKEK]GK+SQKG+QKGKwK→←→←→←負(fù)一層AM-18.46VB右MV16B左MVDMV跨間MABMBD框架梁內(nèi)力組合表層次截面位置內(nèi)力SGKSQKSWKSEKGK+1.26(SQK+SWK)YREGKQK)+EK]GK+SQKG+QKGKwK→←→←→←六層AM2.67VB右MV-7.79B左MVDM2V跨間MABMBD2豎向框架Ａ柱彎矩和軸力組合表層次截面內(nèi)力SGKSQKSWKSEKGK+1.26(SQK+SWK)YREGKQK)+EK]GK+SQKGKQK|Mmax||Nmin||Nmax|→←→←NMM負(fù)一層柱頂M-14.28-3.26-11.63-48.96-35.90-6.59-61.8133.66-22.54-21.7061.8133.66-22.54N1569.04263.7130.38171.182254.032176.211677.931344.132381.912252.042176.211344.132381.91柱底M-7.14-1.63-21.73-91.50-38.0016.76-96.2582.18-11.27-10.85-96.2582.81-11.27N1590.92263.7130.38171.182280.292202.471697.621363.822411.452278.301697.621363.822411.45V6.121.409.5340.1321.12-2.9045.16-33.099.669.3045.16-2.9045.16三層柱頂M-19.19-4.62-8.96-52.27-40.14-17.56-69.9731.96-30.53-29.50-69.97-17.56-69.97N868.79137.0410.5470.321228.501201.94901.86764.741309.911234.401309.911201.94901.86柱底M-19.93-4.62-7.33-42.77-38.97-20.50-61.3722.03-31.53-30.38-31.53-20.50-61.37N887.54137.0410.5470.321251.001224.44918.74781.611335.221256.901335.221224.44918.74V13.043.085.4331.6826.3712.6943.78-18.0020.6819.9620.6812.6943.78豎向框架B柱彎矩和軸力組合表層次截面內(nèi)力SGKSQKSWKSEKGK+1.26(SQK+SWK)YREGKQK)EK]GK+SQKGKQK|Mmax||Nmin||Nmax|→←→←NMM負(fù)一層柱頂M2.34-1.16-21.38-89.78-25.5928.29-85.8689.212.001.1889.2189.212.00N2130.00385.706.8138.023050.563033.402098.712024.573261.203095.982024.572024.573261.20柱底M1.17-5.80-32.07-134.69-46.3134.50-132.44130.20-4.22-6.72130.20130.20-4.22N2151.88385.706.8138.023076.823059.662118.402044.263290.743122.242044.262044.263290.74V-1.00-1.9915.2764.1315.53-22.9560.88-64.17-3.34-3.99-64.17-64.17-3.34三層柱頂M2.19-1.68-14.15-82.49-17.3218.34-79.0981.771.280.2881.7781.771.28N1159.44200.752.3615.931647.251641.301134.311103.251765.991672.381103.251103.251765.99柱底M2.20-1.68-12.55-73.15-15.2916.34-69.9772.671.290.2972.6772.671.29N1178.19200.752.3615.931669.751663.801151.181120.121791.311694.881120.121120.121791.31V-1.46-1.128.9051.888.05-14.3848.85-52.32-3.09-3.32-52.32-52.32-3.09豎向框架D柱彎矩和軸力組合表層次截面內(nèi)力SGKSQKSWKSEKGK+1.26(SQK+SWK)YREGKQK)EK]GK+SQKGKQK|Mmax|NminNmax→←→←NMM負(fù)一層柱頂M9.823.06-12.57-52.78-0.2031.48-41.4861.4516.3216.0761.45-41.4816.32N1473.39220.72-37.18-207.841999.332093.021206.181611.472209.802077.081611.471206.182209.80柱底M4.911.53-23.49-98.65-21.7837.42-91.19101.188.168.03101.18-91.198.16N1495.27220.72-37.18-207.842025.582119.281225.871631.162239.332103.331631.161225.872239.33V-4.21-1.3110.3043.276.28-19.6837.91-46.47-6.99-6.89-46.4737.91-6.99三層柱頂M13.774.23-9.69-56.469.6434.06-41.0769.0322.8222.4569.03-41.0722.82N812.31114.98-12.90-87.121103.391135.90689.25859.141211.601135.74859.14689.251211.60柱底M13.774.23-7.92-46.2011.8731.83-31.0759.0222.8222.4559.02-31.0722.82N831.06114.98-12.90-87.121125.891158.40706.13876.011236.911158.24876.01706.131236.91V-9.18-2.825.8734.22-7.17-21.9724.05-42.68-15.21-14.96-42.6824.05-15.21七、柱截面的設(shè)計(jì)與配筋1、設(shè)計(jì)依據(jù)鋼筋砼等級(jí)C40=14.3N/mm=1.43N/mm鋼筋強(qiáng)度HPB235=210N/mmHRB400=360N/mmξb=0518框架的柱截面設(shè)計(jì)軸壓比驗(yàn)算底層B柱：N軸壓比:Un=N/fc×500×500)=0.924<[]采用復(fù)式箍。⑵截面尺寸復(fù)核取h=500-35=465mmV因?yàn)閔4所以×××500×N滿足要求.⑶正截面受彎承載力計(jì)算(采取對(duì)稱配筋)B軸柱：從柱的內(nèi)力表中可見(jiàn)Nb=ξb×500×465×0.518=1722KNN>Nb，為小偏壓，選用M大，N大的組合最不利組合為：M=130.20KN.M和N=2044.26KN第一組內(nèi)力M=4.22KN.m和N=3290.74KN柱的計(jì)算長(zhǎng)度取以下二式中的較小值=1.0H==M/N==465mm=max{20mm,500/30}=20mm=+=0.81+20=c××500×/h=3.5/0.5=7<15.那么：e=h/2-α×21.28+250-35=ξ=按構(gòu)造要求配筋，由于縱向受力鋼筋采用HRB400，最小總配筋率為=0.5%×500×500/2=625mm采用對(duì)稱配筋每側(cè)實(shí)配320=941mm第二組內(nèi)力M=130.20KN.m和N=2044.26KN柱的計(jì)算長(zhǎng)度取以下二式中的較小值=1.0H==M/N==465mm=max{20mm,500/30}=20mm=+=63.7+20=c××500×/h=3.5/0.5=7<15.那么：e=h/2-α×83.7+250-35=ξ=按構(gòu)造要求配筋，由于縱向受力鋼筋采用HRB400，最小總配筋率為%=0.5%×500×500/2=625mm采用對(duì)稱配筋每側(cè)實(shí)配320=941mm⑷斜截面受剪承載力計(jì)算負(fù)一層最不利內(nèi)力組合因?yàn)榧艨绫龋∫驗(yàn)锳××500×500=1072.5KN<2044.26KN按構(gòu)造配筋.需取復(fù)式箍筋410@200加密區(qū)：410@100三層最不利內(nèi)力組合因?yàn)榧艨绫?，取因?yàn)锳××500×500=1072.5KN<1120.12KN按構(gòu)造配筋.需取復(fù)式箍筋410@200加密區(qū)：410@100⑸裂縫寬度的驗(yàn)算e/h=63.7/465=0.137<0.55可不驗(yàn)算裂縫寬八、框架梁截面的設(shè)計(jì)與配筋⑴正截面的受彎承載力的計(jì)算梁AB〔b×h=250mm×550一層：跨中截面彎矩代入數(shù)據(jù)可的=1-××250×515×332mmmax[0.2%,]=0.2%×250×550=275mm下部實(shí)配316(A=603mm)上部按構(gòu)造要求配筋。⑵截面受剪承載力計(jì)算選用箍筋抗剪。先按構(gòu)造配筋××250×515=451.34kN>滿足要求取雙肢箍8@200/100⑶主梁吊筋的計(jì)算：由次梁傳至主梁AB的集中力為：Q+G=8.44+51.14=58.58KN那么選216〔由次梁傳給主梁BD的集中力為:那么選216〔梁配筋表層計(jì)算公式梁BD梁AB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-1M/〔KN.m〕0.1910.0900.2680.2110.1120.2300.2140.0950.3190.2390.1190.265/mm1092486163312236111353Asmin/mm275275275275275275實(shí)配鋼筋A(yù)s/mm2322(1140)316(602)222225(1742)222225(1742)316(602)325(1743)6M/〔KN.m〕0.0710.0310.0740.0780.0400.0890.0730.0310.0770.0810.0410.093/mm375160394413211477Asmin/mm275275275275275275實(shí)配鋼筋A(yù)s/mm2316(603)316(603)316(603)316(603)316(603)316(603)九、根底設(shè)計(jì)1、設(shè)計(jì)依據(jù)=1918.88KNV=64.17KN混凝土強(qiáng)度等級(jí)去C30柱截面尺寸b×h=500×500㎜初步確定尺寸〔考慮偏心，將基底面積增大10%〕×1918.88/〔220-20×取l××驗(yàn)算偏心矩e基底出總的豎向力為：+=1918.88+20×20×偏心矩e=M/(F+G4、基底最大凈反力KPaKPaP=〔+〕/2=〔231.28+201.43〕/2=216.36KPa<=220KPa=264KPa5、根底高度驗(yàn)算假設(shè)設(shè)根底高h(yuǎn)=600mm有效高度為ho=540mmA1==3.03-0.83=2.20㎡A2××0.5=××100×0.56=560.56KN>滿足條件，選用根底高度為600mm6、配筋計(jì)算=224.26KPa因?yàn)閮蛇呄嗟?，所以兩個(gè)截面配筋相同選用1710()十、現(xiàn)澆板的設(shè)計(jì)1、標(biāo)準(zhǔn)層板的配筋×1.2=×按彈性理論計(jì)算：在求各區(qū)格板跨內(nèi)正彎矩時(shí)，按恒載均布及活荷載棋盤(pán)式布置計(jì)算，取荷載:在求中間支座最大彎矩時(shí)，按恒荷載及活荷載均滿布各區(qū)格板計(jì)算，取荷載：標(biāo)準(zhǔn)層雙向板彎矩計(jì)算區(qū)格B2B4Lx/Ly跨內(nèi)計(jì)算簡(jiǎn)圖跨內(nèi)U=0mx××1.3)×2××1.3)×2my××1.3)×2××1.3)×2Umx(u)××my(u)××支座計(jì)算簡(jiǎn)圖××2××2××2××2區(qū)格B8Lx/Ly跨內(nèi)計(jì)算簡(jiǎn)圖跨內(nèi)U=0mx××1.3)×2my××1.3)×2Umx(u)×my(u)×支座計(jì)算簡(jiǎn)圖××××2標(biāo)準(zhǔn)層樓蓋配筋表截面ho/mmAs/mm2選配鋼筋實(shí)配面積/mm2跨中B2lx方向100250252ly方向90255252B4lx方向100101252ly方向90113252B8lx方向100117252ly方向90113252支座B2lx方向100501523ly方向100482523B4lx方向100208252ly方向100208252B8lx方向100218252ly方向1002282522、屋頂板配筋g=××按彈性理論計(jì)算：在求各區(qū)格板跨內(nèi)正彎矩時(shí)，按恒載均布及活荷載棋盤(pán)式布置計(jì)算，取荷載:在求中間支座最大彎矩時(shí)，按恒荷載及活荷載均滿布各區(qū)格板計(jì)算，取荷載：屋面板雙向板彎矩計(jì)算區(qū)格D2D3Lx/Ly跨內(nèi)計(jì)算簡(jiǎn)圖跨內(nèi)U=0mx××0.32)×2××0.32)×2my××0.32)×2××0.32)×2Umx(u)××my(u)××支座計(jì)算簡(jiǎn)圖××2××2××2××2區(qū)格D4D5Lx/Ly跨內(nèi)計(jì)算簡(jiǎn)圖跨內(nèi)U=0mx××0.32)×2××0.32)×2my××0.32)×2××0.32)×2Umx(u)××my(u)××支座計(jì)算簡(jiǎn)圖××2××2××2××2D2～D3支座：D2～D4支座：D3～D5支座：D4～D5支座：屋面板配筋表截面ho/mmAs/mm2選配鋼筋實(shí)配面積/mm2跨中D2lx方向100202252ly方向90203252D3lx方向100164252ly方向90203252D4lx方向100177252ly方向9088252D5lx方向100144252ly方向9097252支座D2——D3100424523D2——D4100342393D3——D5100378393D4——D5100312393十一、板式樓梯設(shè)計(jì)1、斜板TB1的設(shè)計(jì)對(duì)斜板TB1取1m的寬度作為其計(jì)算單元。踏步的尺寸為250×166mm,cosφ確定斜板厚度t斜板的水平投影凈長(zhǎng)為l1n=3500mm斜板的斜向凈長(zhǎng)為l=l1n/cosa=3500/0.833=4202mm斜板的厚度為t1=〔1/25～1/30〕l=〔1/25～1/30〕×4202mm=168～140mm,取t1=150mma、荷載計(jì)算踏步的尺寸為250×166mm，斜板的厚度取t=150mm，cosφ=0.833,那么截面平均高度為h=166/2+150/0.833=263m恒載××25=7.89KN/m××17=1.02KN/m××2.5=3.5KN/m總計(jì)：12.65KN/mb、計(jì)算簡(jiǎn)圖斜板的計(jì)算簡(jiǎn)圖可用一根假想的跨度為l1n的水平梁替代，如以下圖所示，其計(jì)算跨度取斜板水平投影凈長(zhǎng)l1n=3500mmc．內(nèi)力計(jì)算斜板的內(nèi)力，一般只需跨中最大彎矩即可，考慮到斜板兩端均勻與梁整結(jié)，對(duì)板有約束作用，所以跨中最大彎矩取:m×2d、截面的承載力計(jì)算=130㎜αs=M/(α1fcbho2×106/〔1××1000×130×=As=α1fcbhoξ/fy××1000×130×選配1010@100(As=785)考慮斜板與平臺(tái)梁、板的整體性，斜板兩端/4范圍內(nèi)按構(gòu)造承受負(fù)彎矩作用的鋼筋，其數(shù)量為跨中截面配筋的1/2。選配510@200(As=383)分布鋼筋選用58@250(As=201)即每步下放置一根。2、斜板TB2的設(shè)計(jì)對(duì)斜板TB1取1m的寬度作為其計(jì)算單元。踏步的尺寸為250×166mm,cosφ確定斜板厚度t斜板的水平投影凈長(zhǎng)為l1n=2000mm斜板的斜向凈長(zhǎng)為l=l1n/cosa=2000/0.833=2400mm斜板的厚度為t1=〔1/25～1/30〕l=〔1/25～1/30〕×2400mm=96～80mm,取t1=100mma、荷載計(jì)算踏步的尺寸為250×166mm，斜板的厚度取t=150mm，cosφ=0.833,那么截面平均高度為h=166/2+10