鋼筋混凝土多層框架結構設計

鋼筋混凝土多層框架結構設計1.設計資料（1）基本資料南方某高校擬建一四層教學樓，采用整體式鋼筋混凝土框架結構，現(xiàn)澆雙向板肋梁樓蓋，樓板厚均按100㎜設計，屋面板按120㎜設計。建筑總高19.0m，每層層高3.9m，室內(nèi)外高差0.45m?；A頂面標高定位－1.0m?？拐鹪O防烈度為7度，Ⅱ類場地土，特征周期分區(qū)為第三組?；撅L壓w0=0.35kN/㎡，地面粗糙度為B類?；狙簊0=0.25kN/㎡?；詈奢d：內(nèi)走道及衛(wèi)生間、樓梯間：2.5kN/㎡，其余房間：2.0kN/㎡。上人屋面活荷載：2.0kN/㎡；不上人屋面活荷載:0.5kN/㎡。（2）建筑構造樓面面層做法：水磨石樓面（0.76kN/㎡）；頂棚抹灰：20㎜厚混合砂漿刷乳膠漆（γ=17kN/?）；內(nèi)墻做法：190厚小型空心砌塊（2.28kN/㎡）；外墻做法：240厚小型空心砌塊（2.88kN/㎡）；內(nèi)外墻裝修一律采用20㎜厚混合砂漿找平后刷外墻漆。（3）材料選用混凝土：各層均采用C30鋼筋：梁、柱中受力縱筋均采用HRB335，箍筋及構造鋼筋采用HPB235。2.結構布置及計算簡圖結構布置圖（1）抗震等級確定：框架結構，高度H=19m<30m，設防烈度為7度，抗震等級為三級。（2）框架結構梁、柱截面尺寸確定①框架梁截面尺寸確定主梁：h×b=600㎜×250㎜次梁：h×b=450㎜×200㎜主梁：h×b=450㎜×250㎜次梁：h×b=400㎜×200㎜②框架柱截面尺寸確定N=(2.7/2+6.6/2)×6.6×4×15=1841.4KNAc=1.3N/(fc+0.01fy＇)=1.3×1841.4×1000/(14.3+0.01×300)=138.4×103㎜2則取標準層的柱尺寸為：450㎜×450㎜μN=N/(fcbchc)=1841.4×1000/(14.3×450×450)=0.64<0.9符合要求則得標準層柱為450㎜×450㎜，底層柱尺寸大些取500㎜×500㎜（3）計算簡圖如下所示3.重力荷載計算（1）恒荷載標準值計算：屋面：卷材防水屋面2.23kN/㎡結構層0.12×25=3kN/㎡抹灰層0.02×17=0.34kN/㎡合計5.57kN/㎡各層樓面：大理石樓面1.36kN/㎡結構層：100㎜厚現(xiàn)澆鋼筋混凝土板0.1×25=2.5kN/㎡抹灰層：20厚混合砂漿刷乳膠漆0.02×17=0.34kN/㎡合計4.2kN/㎡①標準層梁自重(頂層)：主梁b×h=250×600：自重25×0.25×（0.6－0.1）=3.125kN/m抹灰0.02×（0.6－0.1）×17×2=0.34kN/m合計3.47kN/m（3.33kN/m）次梁b×h=200×450：自重25×0.2×（0.45－0.1）=1.75kN/m抹灰2×（0.45－0.1）×0.02×17=0.238kN/m合計1.98kN/m（1.87kN/m）主梁b×h=450×250：自重25×0.25×（0.45－0.1）=2.188kN/m抹灰（0.45－0.1）×2×17×0.02=0.238KN/m合計2.43kN/m（2.29kN/m）次梁b×h=200×400：自重25×0.2×（0.4－0.1）=1.5kN/m抹灰（0.4-0.1）×2×17×0.02=0.204kN/m合計1.704kN/m（1.59kN/m）基礎梁：b×h=250×450:自重25×0.25×0.45=2.81kN/m②標準層柱自重：b×h=450×450：自重25×0.45×0.45=5.06kN/m抹灰0.02×0.45×17×4=0.612kN/m合計5.67kN/m底層柱自重：b×h=500×500自重25×0.5×0.5=6.25kN/m抹灰0.02×0.5×4×17=0.68kN/m合計6.93kN/m③內(nèi)外墻自重⒈外墻窗0.4×2.4×2.4=2.304KN外墻自重（3.045×0.9+0.375×2.4+0.27×2.4）×（2.64+2×0.02×17）=14.24KN內(nèi)墻自重3.045×3.3×（2.09+2×0.02×17）=27.83KN⒉外墻窗0.4×2.4×2.4×2=4.608KN外墻（（7.2-0.45）×0.9+（7.2-0.45-2.4×2）×2.4）×（2.64+2×0.02×17）=35.7KN內(nèi)墻（7.2-0.45）×3.3×（2.09+2×0.02×17）=61.7KN⒊外墻（6.6-0.33-0.355）×3.3×（2.64+2×0.02×17）=64.8KN內(nèi)墻（6.6-0.33-0.355）×3.3×（2.09+2×0.02×17）=54.07KN⒋外墻（（2.7-0.095×2）×0.9+0.205×2×2.4）×（2.64+2×0.02×17）=10.76KN窗0.4×2.1×2.4=2.016KN則自重為10.76+2.016=12.776KN（2）活荷載標準值計算屋面：不上人屋面：0.5kN/㎡樓面：內(nèi)走道及衛(wèi)生間、樓梯：2.5kN/㎡其余房間：2.0kN/㎡雪荷載：0.25kN/㎡（3）各層重力荷載代表值計算頂層G?=屋面板重+頂層梁重+女兒墻重+0.5(標準層墻重+標準層柱重)+雪活載=[（16.544×2+40.31×4）×2+（27.83×2+61.7×4）×2-27.83+12.766+71.38×4+59.6×8+5.67×28×3.9]+（36+0.24-0.45×7）×3.33×4+1.59×7.2+（2.7-0.19）×2.29×11+（6.6-0.33-0.355）×2×（3.33×7+4×1.87）+0.9×（36+17.1）×2×（0.24×18+0.02×17×2）+0.5×0.25×36×17.1=5961.27KN標準層G?=G?=樓板重+標準層梁重+標準層墻重+標準層柱重+樓面活活載=（16.544×2+40.31×4）×2+（27.83×2+61.7×4）×2+12.766+64.80×4+54.07×8+5.67×2.8×3.9+3.6×36×17.1+3.6×7.2×（7.5-3.6）+（36+0.24-0.45×7）×3.47×4+1.7×7.2+（2.7-0.19）×2.43×11+（6.6-0.33-0.355）×2×（3.47×7+4×1.98）+0.5×[36×6.6×2+32.4×6.6×2+（2.7×36+6.6×3.6）×2.5]=6157.7KN底層G?=樓板重+標準層梁重+0.5(標準層和底層墻重+標準層和底層柱重)+0.5*基礎梁重+樓面活活載=（1027.45+775.09+619.164）+2317.25+471.53+486.79+0.25×0.45×25×（36×4+17.1×7）×0.5+0.5×[36×6.6×2+32.4×6.6×2+（2.7×36+6.6×3.6）×2.5]-370.83=6670.8KN4.框架側移剛度計算（1）框架梁線剛度計算截面h×b跨度L矩形截面慣性矩Io邊框架梁中框架梁Ib=1.5Iooib=EIb/LLIb=2IoIb=EIb/LL0.6×0.2556.64.5×6.75×QUOTE307009×409000.45×0.2252.71.9×QUOTE2.85×QUOTE316003.8×QUOTE42200（2）框架柱線剛度計算截面bc×hc層高h截面慣性矩lc線剛度ic=EIc/hh500×5004.95.2×QUOTE32000450×4503.93.42×QUOTE26000（3）柱側移剛度計算中框架2～4層D值計算K=∑ib/2iicα=k/(2+k))D=12αic//h2A,F軸柱2×40900/(2××26000)=1.570.449026B,C軸柱2×(40900+422200)/((2×26000)==3.190.6112513∑D=2×(9026+12513)=43078,38702/43078=89.4%>70%,滿足要求。中框架底層D值計算K=∑ib/iccα=（0.5+k）/((2+k)D=12αic//h^2A,F軸柱40900/211000=1.280.548636B,C軸柱2.60.66710715∑D=2×（8636+10715）=38702邊框架2～4層D值計算K=∑ib/2iicα=k/(2+k))D=12αic//h^2A,F軸柱2×30700/(2××26000)=1.180.377590B,C軸柱2.40.55511282∑D=2×(7590+11282)=37744邊框架底層D值計算K=∑ib/iccα=（0.5+k）/((2+k)D=12αic//h^2A,F軸柱30700/320000=0.960.497837B,C軸柱1.950.6629916∑D=2×(7837+9916)=35506各層層間側移剛度計算表層次1234∑D2645222908782908782908785.橫向水平地震作用下框架結構的內(nèi)力和側移計算（1）結構頂點假想位移計算層次Gi∑Gi∑D層間側移∑Gi/∑Dμi45961.275961.272908780.02050.219336157.712119.02908780.04170.198826157.718276.72908780.06280.157116670.824947.52645220.09430.0943基本周期為：T?=1.7ψtQUOTEQUOTEEMBEDEquation.3=1.7×0.7×=0.56s（2）水平地震作用及樓層地震剪力計算設防烈度7度，Ⅱ類場地，設計地震分組為第三組，αmax=0.08，Tg=0.45sTg<T?<5Tgα?=(Tg/T)ηαmax=(0.45/0.56)×1.0×0.08=0.067由于T?＜1.4Tg=1.4×0.45=0.63，不考慮附加頂部集中力。結構總水平地震作用效應標準值為：Fek=α?Geq=α?×0.85×∑Gi=0.065×0.85×27368.7=1512.12kNFi=GiHi/(∑GjHj)×Fek多遇地震下樓層剪力和樓層彈性位移計算：層次hiHiGiFiVi∑DiΔμi(m)43.916.65961.27533.0533.02908780.00183μ/H<1/550033.912.76157.7420.6953.62908780.0032823.98.86157.7291.31244.92908780.0042814.94.96670.8175.91420.82645220.00537層間最大位移為：0.00109<1/550，滿足要求。（3）水平地震作用下框架內(nèi)力計算各層柱端彎矩及剪力計算層次hiVi∑Di邊柱中柱MijMijMijMij上端彎矩下端彎矩上端彎矩下端彎矩43.953329087836.8927.6249.240.2633.9953.629087863.551.9580.0380.0323.91244.929087875.3575.35104.5104.514.91420.826452281.54134.2134.7164.6③各層梁端彎矩計算層次邊跨梁中跨梁Mi左Mi右Mi左Mi右436.8936.8924.8423.31391.1291.1261.0356.892127.3127.394.6887.431156.9156.9121.57113.03④各層梁端剪力計算層次邊跨Vb中跨Vb49.2817.25322.9941.37233.5362.52142.3781.78注：Vb=（Mb左+Mb右）/l⑤各柱軸力計算層次邊柱中柱413.523.31391.1256.892127.387.131156.9113.03注：各柱軸力為相應層及以上層梁端剪力代數(shù)和。⑥彎矩圖、剪力圖、軸力圖分別如下：彎矩圖剪力、軸力圖6.橫向風荷載作用下框架結構的內(nèi)力和側移計算（1）風荷載標準值計算B=6.6mω0=0.35kN/㎡ωk=βzμsμzωo（hi+hj）B/2離地高度zμzβzμshihjωk16.051.161.01.33.91.810.8312.151.061.01.33.93.913.348.251.01.01.33.93.912.784.351.01.01.34.353.913.51（2）風荷載作用下各層柱端剪力和彎矩計算層次hiVi∑Di邊柱DijVijyMij上端彎矩Mij下端彎矩43.910.834307890262.271.675.063.7933.924.174307890265.061.75510.858.8823.936.954307890267.741.9515.0915.0914.950.4643078863611.263.04820.8634.32續(xù)表中柱DijVijyMij上端彎矩Mij下端彎矩125133.141.7556.7355.51125137.011.9513.6713.671251310.721.9521.920.91071513.982.69530.8237.67（4）風荷載作用下各層梁端彎矩計算層次邊跨梁中跨梁Mi左Mi右Mi左45.063.4153.32314..649.749.74223.9717.5517.55135.9526.2526.25（5）風荷載作用下各層梁端剪力計算層次邊跨Vb中跨Vb41.274.9833.6410.1226.2115.4819.3117.8（6）風荷載作用下各柱軸力計算層次邊柱中柱41.273.7134.9110.25211.1217.27120.4325.76（7）彎矩圖、剪力圖、軸力圖分別如下：彎矩圖剪力、軸力圖7.豎向荷載作用下框架結構內(nèi)力計算（1）荷載計算α=1-2×0.252+0.253=0.891①邊跨：屋面板傳荷載：恒載：5.57×3.6×α=17.86kN/m活載：0.5×3.6×α=1.6kN/m梁自重：3.94kN/m樓面板傳荷載：恒載：3.6×3.6×α=11.54kN/m活載：2.0×3.6×α=6.41kN/m梁自重：4.09kN/m框架梁均布荷載：屋面梁：恒載=梁自重＋板傳荷載=3.94＋17.86=21.8kN/m活載=板傳荷載=1.6kN/m樓面梁：恒載=梁自重＋墻自重＋板傳荷載=4.09＋11.54+9.768=25.40kN/m活載=板傳荷載=6.41kN/m②中跨：屋面板傳荷載：恒載：5.57×1.35×2×5/8=9.40kN/m活載：0.5×1.35×2×5/8=0.84kN/m梁自重：2.815kN/m樓面板傳荷載：恒載：3.6×1.35×2×5/8=6.08kN/m活載：2.5×1.35×2×5/8=4.22kN/m梁自重：2.965kN/m框架梁均布荷載：屋面梁：恒載=梁自重＋板傳荷載=2.815＋9.40=12.22kN/m活載=板傳荷載=0.84kN/m樓面梁：恒載=梁自重＋板傳荷載=2.965＋6.08=9.05kN/m活載=板傳荷載=4.22kN/m（2）邊柱縱向集中荷載計算頂層柱恒載=女兒墻＋梁自重＋板傳荷載=5.25×7.2＋3.34×(7.2-0.45)+17.86×0.5×7.2+2.24×7.2×2/4+5.57×5/8×1..8×7.2=177.82KN頂層柱活載=板傳活載=0.5×5/8×1.8×7.2＋0.5×1.6×7.2=9.81kN標準層柱恒載=墻自重＋梁自重＋板傳荷載=24.094×2+3.465×(7.2-0.45)+11.54×0.5×7.2+2.34×7.2×2/4+3.6×5/8×1.8×7.2=150.70KN標準層柱活載=板傳活載=6.41×7.2×0.5+2×1.8×5/8×7.2=39.28KN（3）中柱縱向集中荷載計算頂層柱恒載=梁自重＋板傳荷載=5.57×1.8×5/8×7.2+17.86×0.5×7.2+2.24×7.2×2/4+3.34×(7.2-0.45)+2.7×2.24×2/4+5.57×1.35×[1-2×(2.7/7.2)2+(2.7/7.2)3]×7.2+5.57×5/8×2.7×0.9=200.59KN頂層柱活載=板傳活載=0.5×1.8×5/8×7.2+0.5×[1-2×(2.7/7.2)2+(2.7/7.2)3]×7.2+0.5×5/8×2.7×0.9+1.6×7.2×0.5=13.85KN標準層柱恒載=梁自重＋墻自重＋板傳荷載=3.6×1.8×5/8×7.2+11.54×0.5×7.2+2.34×7.2×2/4+3.465×(7.2-0.45)+2.7×2.34×2/4+3.6×[1-2×(2.7/7.2)2+(2.7/7.2)3]×7.2+3.6×5/8×2.7×0.9+9.768×7.2=205.11KN標準層柱活載=板傳活載=2.5×[1-2×(2.7/7.2)2+(2.7/7.2)3]×7.2×1.35+6.41×7.2×0.5+2×1.8×7.2×5/8+2.5×5/8×2.7×1.35=59.49KN豎向荷載作用下荷載分布圖如下：恒載（活載）（4）內(nèi)力計算①梁柱相對線剛度計算層次邊跨中跨邊柱梁中柱梁41.01.711.01.9231.01.711.01.9221.01.711.01.9211.01.711.01.92豎向恒載：上柱下柱右梁左梁上柱下柱右梁0.3690.6310.4660.2720.26211.78-94.1894.18-20.06-7.4230.4151.99-31.08-18.14-17.4812.78-15.5426.00-8.961.021.74-7.94-4.63-4.4744.21-55.9981.16-31.73-29.37上柱下柱右梁左梁上柱下柱右梁0.2700.2700.4600.3660.2140.2140.20615.07-109.73109.73-20.51-5.5025.5625.5643.54-30.64-17.92-17.92-17.2415.2112.78-15.3221.77-9.07-8.96-3.42-3.42-5.83-1.37-0.80-0.80-0.7736.3535.92-87.3499.49-27.79-27.68-23.51上柱下柱右梁左梁上柱下柱右梁0.2700.2700.4600.3660.2140.2140.20615.07-109.73109.73-20.51-5.5025.5625.5643.54-30.64-17.92-17.92-17.2412.7811.36-15.3221.77-8.96-7.94-2.38-2.38-4.06-1.78-1.04-1.04-1.0135.5634.94-85.5799.08-27.92-26.90-23.75上柱下柱右梁左梁上柱下柱右梁0.2500.3190.4310.3460.2020.2570.19518.84-109.73109.73-25.64-5.5022.7228.9939.18-27.19-15.88-20.20-15.3212.78-13.6019.59-8.960.210.260.35-3.68-2.15-2.73-2.0735.7129.25-83.8098.45-26.99-22.93-22.8914.63-11.47豎向活載：上柱下柱右梁左梁上柱下柱右梁0.3690.6310.4660.2720.2620.98-6.916.91-1.39-0.512.193.74-2.33-1.36-1.323.21-1.171.87-2.1-0.75-1.290.110.060.064.65-5.636.56-3.35-1.77上柱下柱右梁左梁上柱下柱右梁0.2700.2700.4600.3660.2140.2140.2063.93-27.6927.69-5.95-2.566.426.4210.92-7.02-4.10-4.10-3.961.103.21-3.515.46-0.68-2.10-0.22-0.22-0.36-0.98-0.57-0.57-0.568.308.41-20.6425.10-5.35-6.77-7.08上柱下柱右梁左梁上柱下柱右梁0.2700.2700.4600.3660.2140.2140.2063.93-27.6927.69-5.95-2.566.426.4210.92-7.02-4.10-4.10-3.963.212.85-3.515.46-2.10-1.79-0.69-0.69-1.17-0.42-0.24-0.24-0.248.948.58-21.4525.71-6.44-6.13-6.76上柱下柱右梁左梁上柱下柱右梁0.2500.3190.4310.3460.2020.2570.1954.91-27.6937.69-7.44-2.565.707.279.81-6.12-3.57-4.55-3.453.21-3.064.91-2.10-0.04-0.05-0.06-0.97-0.57-0.72-0.558.877.22-21.0024.79-6.24-5.27-6.563.61-2.64恒載下簡支梁跨中中彎矩邊跨中跨頂層144.6411.7