鋼筋混凝土多層框架結(jié)構(gòu)設(shè)計

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鋼筋混凝土多層框架結(jié)構(gòu)設(shè)計

1.設(shè)計資料（1）基本資料

南方某高校擬建一四層教學(xué)樓，采用整體式鋼筋混凝土框架結(jié)構(gòu)，現(xiàn)澆雙向板肋梁樓蓋，樓板厚均按100㎜設(shè)計，屋面板按120㎜設(shè)計。

建筑總高19.0m，每層層高3.9m，室內(nèi)外高差0.45m?；A(chǔ)頂面標(biāo)高定位－1.0m?？拐鹪O(shè)防烈度為7度，Ⅱ類場地土，特征周期分區(qū)為第三組?；撅L(fēng)壓w0=0.35kN/㎡，地面粗糙度為B類?；狙簊0=0.25kN/㎡。

活荷載：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(gòu)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(gòu)造鋼筋采用HPB235。2.結(jié)構(gòu)布置及計算簡圖

結(jié)構(gòu)布置圖

（1）抗震等級確定：框架結(jié)構(gòu)，高度H=19m70%,滿足要求。中框架底層D值計算A,F軸柱B,C軸柱K=∑ib/ic40900/21000=1.282.6α=（0.5+k）/(2+k)0.540.67D=12αic/h^2863610715∑D=2×（8636+10715）=38702邊框架2～4層D值計算A,F軸柱B,C軸柱K=∑ib/2ic2×30700/(2×26000)=1.182.4α=k/(2+k)0.370.55D=12αic/h^2759011282∑D=2×(7590+11282)=37744邊框架底層D值計算K=∑ib/icα=（0.5+k）/(2+k)D=12αic/h^2

A,F軸柱B,C軸柱30700/32000=0.961.950.490.6278379916∑D=2×(7837+9916)=35506各層層間側(cè)移剛度計算表

層次∑D1264522229087832908784290878

5.橫向水平地震作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移計算（1）結(jié)構(gòu)頂點假想位移計算

層次4321Gi5961.276157.76157.76670.8∑Gi5961.2712119.018276.724947.5∑D290878290878290878264522層間側(cè)移∑Gi/∑D0.02050.04170.06280.09430.21930.19880.15710.0943μi基本周期為：T?=1.7ψtut=1.7×0.7×0.2193=0.56s（2）水平地震作用及樓層地震剪力計算

設(shè)防烈度7度，Ⅱ類場地，設(shè)計地震分組為第三組，αmax=0.08，Tg=0.45sTg

1

豎向恒載：

1.01.711.01.92上柱下柱右梁0.3690.63111.78-94.1830.4151.9912.78-15.541.021.7444.21-55.99上柱下柱右梁0.2700.2700.46015.07-109.7325.5625.5643.5415.2112.78-15.32-3.42-3.42-5.8336.3535.92-87.34上柱下柱右梁0.2700.2700.46015.07-109.7325.5625.5643.5412.7811.36-15.32-2.38-2.38-4.0635.5634.94-85.57上柱下柱右梁0.2500.3190.43118.84-109.7322.7228.9939.1812.78-13.600.210.260.3535.7129.25-83.8014.63

豎向活載：

左梁上柱下柱右梁0.4660.2720.26294.18-20.06-7.42-31.08-18.14-17.4826.00-8.96-7.94-4.63-4.4781.16-31.73-29.37左梁上柱下柱右梁0.3660.2140.2140.206109.73-20.51-5.50-30.64-17.92-17.92-17.2421.77-9.07-8.96-1.37-0.80-0.80-0.7799.49-27.79-27.68-23.51左梁上柱下柱右梁0.3660.2140.2140.206109.73-20.51-5.50-30.64-17.92-17.92-17.2421.77-8.96-7.94-1.78-1.04-1.04-1.0199.08-27.92-26.90-23.75左梁上柱下柱右梁0.3460.2020.2570.195109.73-25.64-5.50-27.19-15.88-20.20-15.3219.59-8.96-3.68-2.15-2.73-2.0798.45-26.99-22.93-22.89-11.47上柱下柱右梁0.3690.6310.98-6.912.193.74左梁上柱下柱右梁0.4660.2720.2626.91-1.39-0.51-2.33-1.36-1.32

3.21-1.17-0.75-1.294.65-5.63上柱下柱右梁0.2700.2700.4603.93-27.696.426.4210.921.103.21-3.51-0.22-0.22-0.368.308.41-20.64上柱下柱右梁0.2700.2700.4603.93-27.696.426.4210.923.212.85-3.51-0.69-0.69-1.178.948.58-21.45上柱下柱右梁0.2500.3190.4314.91-27.695.707.279.813.21-3.06-0.04-0.05-0.068.877.22-21.003.61

恒載下簡支梁跨中彎矩頂層標(biāo)準(zhǔn)層活載下簡支梁跨中彎矩頂層1.87-2.10.110.060.066.56-3.35-1.77左梁上柱下柱右梁0.3660.2140.2140.20627.69-5.95-2.56-7.02-4.10-4.10-3.965.46-0.68-2.10-0.98-0.57-0.57-0.5625.10-5.35-6.77-7.08左梁上柱下柱右梁0.3660.2140.2140.20627.69-5.95-2.56-7.02-4.10-4.10-3.965.46-2.10-1.79-0.42-0.24-0.24-0.2425.71-6.44-6.13-6.76左梁上柱下柱右梁0.3460.2020.2570.19537.69-7.44-2.56-6.12-3.57-4.55-3.454.91-2.10-0.97-0.57-0.72-0.5524.79-6.24-5.27-6.56-2.64邊跨144.64166.78中跨11.708.61邊跨10.69中跨0.824.10標(biāo)準(zhǔn)層42.77恒載（活載）調(diào)幅后梁端及跨中彎矩

層次4321A軸右梁-44.80（-4.50）-69.87（-16.51）-68.46（-17.16）-67.04（-16.80）B軸左梁64.93（5.25）79.59（20.08）79.26（20.57）78.76（19.83）B軸右梁-23.50（-1.42）-18.81（-5.66）-19.00（-5.41）-18.31（-5.25）邊跨跨中86.23（6.66）87.41（24.93）88.28（24.34）89.24（24.84）中間跨跨中-17.67（-0.95）-14.9（-2.98）-15.14（-2.66）-14.28（-2.46）恒,活荷載下框架梁和柱彎矩圖：

恒載下梁端剪力計算層次簡支梁邊框簡支梁中跨4321

V。78.4891.44V左74.9989.5789.5789.41V右81.9793.1393.3293.47V。16.5012.22V左16.5012.22V右16.5012.22

活載下梁端剪力計算層次簡支梁端邊框簡支梁端中跨4V。5.76V左5.63V右5.89V。1.13V左1.13V右1.133223.0822.4622.5722.5523.7023.6723.615.705.705.701恒,活載下框架剪力圖：

恒載下柱軸力、剪力表層次柱頂4321活載下柱軸力、軸力表

252.81515.2777.591039.82A軸軸力F柱底274.93537.32799.711073.7820.6618.3318.128.96B軸剪力V軸力F柱頂299.06631.64964.411297.22柱底321.18653.76986.531331.18剪力V15.2614.2613.827.02

層次柱頂4321

恒,活荷載下柱軸力圖：

15.4477.18139.03200.86A軸軸力F