某商場(chǎng)購物中心的建筑設(shè)計(jì)和結(jié)構(gòu)設(shè)計(jì)關(guān)鍵詞：不規(guī)則對(duì)稱，一榀框架，內(nèi)力組合目錄TOC\o"1-2"\h\u2380前言 1214711建筑設(shè)計(jì) 2228471.1設(shè)計(jì)原則 2285461.2場(chǎng)地控制 2308481.3建筑平面設(shè)計(jì) 2320991.4建筑立面設(shè)計(jì) 3178162結(jié)構(gòu)設(shè)計(jì) 412912.1總設(shè)計(jì)概況 4267332.2結(jié)構(gòu)布置及計(jì)算簡(jiǎn)圖 4233652.3梁柱相對(duì)線剛度的計(jì)算 6259032.4荷載計(jì)算 7132612.5豎向受荷總圖 919972.6豎向荷載下的內(nèi)力計(jì)算 11321102.7水平荷載作用下的內(nèi)力計(jì)算 25297222.8框架結(jié)構(gòu)內(nèi)力組合 35174332.9截面設(shè)計(jì)與配筋計(jì)算 49184362.10基礎(chǔ)配筋計(jì)算 558357結(jié)論 627677參考文獻(xiàn) 641建筑設(shè)計(jì)1.1設(shè)計(jì)概況對(duì)于一個(gè)完整的商場(chǎng)，一定要有各種功能，可以滿足出生于不同年代人們的需求，出生的年代不同，人們的生活和精神需求也不相同，所以要進(jìn)行布局的合理性，分區(qū)的恰當(dāng)性。1.2場(chǎng)地控制為了保證該商場(chǎng)附近的整體運(yùn)作，所以在進(jìn)行設(shè)計(jì)是需要進(jìn)行一些限制。1.3建筑平面設(shè)計(jì)商場(chǎng)內(nèi)共有三部電梯，兩部樓梯。采用鋁合金門窗，所有們均使用平開門，其密封性、保溫性、防塵性都很好。2結(jié)構(gòu)設(shè)計(jì)2.1總設(shè)計(jì)概況2.1.1設(shè)計(jì)依據(jù)（1）依據(jù)任務(wù)書（畢業(yè)設(shè)計(jì)）。（2）遵照相關(guān)規(guī)范。2.1.2設(shè)計(jì)題目、建筑面積、建筑高度設(shè)計(jì)題目：貴陽市家樂福購物中心設(shè)計(jì)，建筑面積：4458平米，占地面積：1486平米?？偢叨葹?4.75米，層高均為4.5m。2.1.3結(jié)構(gòu)類型、墻體材料鋼筋混凝土框架結(jié)構(gòu)和加氣混凝土砌塊。2.1.4自然條件（1）氣溫：冬季8.1℃，夏季19.6℃。（2）風(fēng)向：夏季西南風(fēng)，冬季東北風(fēng)。2.1.5地質(zhì)條件（1）場(chǎng)地平坦，無軟弱下臥層，地面粗糙度類別為D類。表2.1各巖土層力學(xué)指標(biāo)匯總表層號(hào)巖土層名稱fak（kPa）模量（Mpa）γ（kN/m3）Ck（Kpa）1素填土//162粉質(zhì)粘土1906.19/Es1-219.026.03細(xì)砂17015/E019.24粉質(zhì)黏土1203.89/Es1-219.524.9（2）6度抗震設(shè)防烈度，第一組地震分組，基本地震加速度值是0.10g,地下水位：最高-3.1m，常年-3.7m。土體最大凍結(jié)深度：0.09m。2.2結(jié)構(gòu)布置及計(jì)算簡(jiǎn)圖2.2.1結(jié)構(gòu)布置結(jié)構(gòu)類型確定后，再進(jìn)行下一步。結(jié)構(gòu)布置的合理性對(duì)后面所有計(jì)算影響很大。2.2.2梁、柱、板截面尺寸確定（1）梁截面尺寸①橫向主梁I=5m,h=（)I=625-416.7mm,取h=450mm②橫向次梁③縱向主梁I=5m,取h=(1/8-1/12)I=900mm取b=(1/2-1/3)h=400mm(2)柱截面尺寸抗震等級(jí)為四級(jí)，軸壓比限值為0.90，混凝土C35,=16.7N/。N=2531kN/mA≧=b=h===410mm,取b=h=500mm柱：500mm×500mm(3)板尺寸2≤9/4.5≤3，按照雙向板為4500/40=112.5mm板厚取120mm2.2.3確定計(jì)算簡(jiǎn)圖圖2.1框架計(jì)算簡(jiǎn)圖（mm）2.3梁柱相對(duì)線剛度的計(jì)算2.3.1梁柱截面特征中框架梁I=2.0I0，梁柱采用的混凝土等級(jí)為C35，EC=3.15×I0=bh3m4，一．柱子底層柱：L=4.5m+0.8m+0.45m=5.65m=kN·m其余柱:L=4.5m=kN·m二．梁中框取邊框取AC跨梁：L=5m=kN·mCF跨梁:L=5m=kN·mFG跨梁：L=5m=kN·mAC跨梁：=0.56CF跨梁：=0.56FG跨梁：=0.56相對(duì)線剛度如下圖所示：圖2.2梁柱相對(duì)線剛度2.4荷載計(jì)算2.4.1恒載標(biāo)準(zhǔn)值(1)上人屋面恒載：C20保護(hù)層：水泥結(jié)合層：隔離層：高分子卷材：水泥找平層憎水巖保溫層水泥砂漿找平：水泥焦渣找坡：底部粉刷抹平：鋼筋混凝土樓板：總計(jì):(2)標(biāo)準(zhǔn)層樓面混合面層：純水泥砂漿：水泥砂漿結(jié)合層純水泥砂漿一道：鋼筋混凝土樓板：板底粉刷抹平：總計(jì):(3)1.橫向主梁截面：梁自重：混合砂漿抹灰：總計(jì)：2.縱向主梁截面尺寸：梁自重：混合砂漿抹灰：總計(jì)：(4)次梁截面尺寸：梁自重：混合砂漿抹灰：總計(jì)：(5)基礎(chǔ)梁：梁自重：總計(jì)：(6)柱截面尺寸：柱自重：混合砂漿抹灰：總計(jì):(7)墻1.外縱墻①標(biāo)準(zhǔn)層縱墻：5.5kN/m3×m×0.2m=3.95kN/m抹灰層：17kN/m3×m×2m×0.01=1.224kN/m總計(jì):5.181kN/m②底層縱墻:（4.5-0.9）m×0.2m×5.5kN/m=3.96kN/m抹灰層：17kN/m3×m×2m×0.01=1.224kN/m總計(jì):5.181kN/m2.橫墻①標(biāo)準(zhǔn)層橫墻：5.5kN/m3×（4.5m-0.45m）×0.2m=4.455kN/m抹灰層：17kN/m3×（4.5m-0.45m）m×2m×0.01=1.377kN/m總計(jì):5.831KN/m②底層橫墻：5.5kN/m3×（4.5m-0.45m）×0.2m=4.455kN/m抹灰層：17kN/m3×（4.5m-0.45m）m×2m×0.01=1.377kN/m總計(jì):5.831KN/m3.女兒墻女兒墻：混凝土壓頂：抹灰層：總計(jì)：2.4.2活荷載標(biāo)準(zhǔn)值計(jì)算（1）商場(chǎng)樓面:3.5kN/㎡上人屋面：2.0kN/㎡（2）雪荷載：0.2N/㎡2.5豎向受荷總圖2.5.1荷載傳遞圖2.3板傳荷載圖（mm）(1)A-C軸間的梁（C-F,F-G軸間的梁與其相同）①頂層板傳荷載：=1-2×06：：恒載：活載：③梁自重：頂層梁所受荷載=板傳荷載+梁自重=活載=8.01KN/m標(biāo)準(zhǔn)層梁所受荷載=梁自重+板傳荷載=活載=14.02kN/mA（G）軸柱所受集中荷載女兒墻：①頂層柱恒載=2.278KN/m×9m++=②頂層柱活載=9/2.25m××2.25m×2＋2kN/m×2.25m×0.89×9/2.25m×2=22.50+32.04=54.54kN③標(biāo)準(zhǔn)層柱恒載=5.184kN/m×﹙9-0.5﹚m＋4.16kN/m×﹙9-0.5﹚m＋4.16kN/m×5/8×2.25m×9/2.25m×2＋4.16kN/m×2.25m×0.89×9m×1/2×2＋1.8kN/m×9/2.25m×2=44.064+15.98+46.8+74.97+14.4=196.21KN④=95.45kN⑤基礎(chǔ)頂面恒載=5.83kN/m×﹙9-0.5﹚m＋2.5kN/m×﹙9-0.5﹚m=70.81kN(3)C（F）軸柱所受集中荷載①頂層柱恒載=②③④⑤2.5.2豎向受荷總圖圖2.4豎向受荷總圖(線荷載：kN/m，集中力：kN)2.6豎向荷載下的內(nèi)力計(jì)算2.6.1恒載表2.4恒載彎矩計(jì)算（二次分配法，kN?m)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0.370370370.629629630.3863636360.2272727270.3863636360.3863636360.2272727270.3863636360.629629630.37037037偏心矩偏心矩偏心矩偏心矩0.00-183.53183.530.00-183.53183.53250-183.5325183.5325067.98115.560.000.000.000.000.000.00-115.56-67.9816.910.0057.780.000.000.000.00-57.780.00-16.91-6.26-10.65-22.32-13.13-22.3222.3213.1322.3210.656.2678.62-78.62218.99-13.13-205.86205.8613.13-218.9978.62-78.620.270270270.270270270.4594594590.3148148150.1851851850.1851851850.3148148150.3148148150.1851851850.1851851850.3148148150.4594594590.270270270.270270270.00-125.15125.150.00-125.15125.150.00-125.15125.150.0033.8233.8257.500.000.000.000.000.000.000.000.00-57.50-33.82-33.8233.9915.490.0028.750.000.000.000.000.000.00-28.750.00-33.99-15.49-13.37-13.37-22.73-9.05-5.32-5.32-9.059.055.325.329.0522.7313.3713.3754.4435.94-90.38144.84-5.32-5.32-134.20134.205.325.32-144.8490.38-54.44-35.940.2475247520.3316831680.4207920790.2961672470.1742160280.2334494770.2961672470.2961672470.1742160280.2334494770.2961672470.4207920790.2475247520.3316831680.00-125.15125.150.00-125.15125.150.00-125.15125.150.0030.9841.5152.660.000.000.000.000.000.000.000.00-52.66-30.98-41.5116.910.0026.330.000.000.000.00-26.330.00-16.91-4.19-5.61-7.12-7.80-4.59-6.15-7.807.804.596.157.807.124.195.6143.7035.90-79.60143.68-4.59-6.15-132.94132.944.596.15-143.6879.60-43.70-35.9017.95-3.073.07-17.95(2)參照公式：V=Vq+VmVq-梁上對(duì)應(yīng)的均布荷載所引起的剪力，。Vm-梁端對(duì)應(yīng)的彎矩所引起的剪力，。表2.5恒荷載和彎矩引起的剪力（kN)恒載荷載引起的剪力彎矩引起的剪力層次AC跨CF跨FG跨AC跨CF跨FG跨3122.36122.36122.36-15.6015.600015.60-15.60283.4383.4383.43-6.056.05006.05-6.05183.4383.4383.43-7.127.12007.12-7.12表2.6恒載作用下的總剪力(kN)恒載總的剪力層次3106.76141.96122.36122.36141.96106.76277.3889.4883.4383.4389.4877.38176.4390.5383.4383.4390.5376.43(3)柱軸力：梁端剪力，P-節(jié)點(diǎn)集中力及柱自重表2.7恒載作用下的柱軸力(kN)恒載N=V+PA軸C軸F軸G軸3345.57375.23700.93730.59700.93730.59345.57375.532648.82678.481207.791237.451207.791237.45648.82678.481951.12980.781715.701745.361725.701745.36951.12980.78內(nèi)力圖如下：圖2.5恒載未調(diào)幅彎矩圖（kN·m）圖2.6恒載0.85調(diào)幅后彎矩圖（kN·m）圖2.7恒載作用下剪力圖（kN）圖2.8恒載作用下軸力圖（kN）2.6.2活載(1)彎矩：彎矩：M=ql2/12跨中：M=ql2/8圖2.8活載彎矩計(jì)算（二次分配法，kN?m)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0.370370370.629629630.3863636360.2272727270.3863636360.3863636360.2272727270.3863636360.629629630.37037037偏心矩偏心矩偏心矩偏心矩0-54.067554.06750-54.067554.06750-54.067554.0675020.02534.0425000000-34.0425-20.02512.788513514017.021250000-17.021250-12.788513514-4.736486486-8.052027027-6.576392045-3.868465909-6.5763920456.5763920453.8684659096.5763920458.0520270274.73648648628.07702702725.99047297310.444857955-3.868465909-6.5763920456.5763920453.868465909-10.444857955-25.990472973-28.0770270270.270270270.270270270.4594594590.3148148150.1851851850.1851851850.3148148150.3148148150.1851851850.1851851850.3148148150.4594594590.270270270.270270270-94.63594.6350-94.63594.6350-94.63594.635025.57702702725.57702702743.48094594600000000-43.480945946-25.577027027-25.57702702710.012511.712252475021.740472973000000-21.7404729730-10.0125-11.712252475-5.871554723-5.871554723-9.981643029-6.844222973-4.026013514-4.026013514-6.8442229736.8442229734.0260135144.0260135146.8442229739.9816430295.8715547235.87155472329.71797230431.41772477933.49930291714.89625-4.026013514-4.026013514-6.8442229736.8442229734.0260135144.026013514-14.89625-33.499302917-29.717972304-31.4177247790.2475247520.3316831680.4207920790.2961672470.1742160280.2334494770.2961672470.2961672470.1742160280.2334494770.2961672470.4207920790.2475247520.3316831680-94.63594.6350-94.63594.6350-94.63594.635023.4245049531.38883663439.82165841600000000-39.821658416-23.42450495-31.38883663412.788513514019.9108292080000-19.9108292080-12.788513514-3.165473642-4.24173468-5.381305191-5.89693548-3.468785576-4.648172672-5.896935485.896935483.4687855764.6481726725.896935485.3813051913.1654736424.2417346833.0475448222744035322514.013893728-3.468785576-4.648172672-5.896935485.896935483.4687855764.648172672-14.013893728-34.440353225-33.047544822-27573550977-2.3240863362.324086336-13.573550977（2）梁端剪力-梁上均布荷載所引起的剪力，。-梁端彎矩所引起的剪力，。表2.9活荷載和彎矩引起的剪力(kN)恒載層次AC跨CF跨FG跨AC跨CF跨FG跨336.0536.0536.05-1.731.73001.73-1.73263.0963.0963.09-2.072.07002.07-2.07163.0963.0963.09-2.272.27002.27-2.27表2.10活載下的總剪力(kN)恒載層次334.3237.7836.0536.0537.7834.32261.0265.1663.0963.0965.1661.02160.8265.3663.0963.0965.3660.82(3)柱軸力：梁端剪力，P-節(jié)點(diǎn)集中力及柱自重表2.11活載下的柱軸力(kN)恒載N=V+PA軸C軸F軸G軸388.86118.52182.91212.57182.52212.5788.86118.522274.99304.65531.72561.38531.72561.38274.99304.651460.92490.58880.73910.39880.73910.39460.92490.58內(nèi)力圖如下：圖2.9活載未調(diào)幅彎矩圖（kN·m）圖2.10活載0.85調(diào)幅后彎矩圖（kN·m）圖2.11活載作用下剪力圖（kN）圖2.12活載作用下軸力圖（kN）2.7水平荷載作用下的內(nèi)力計(jì)算2.7.1風(fēng)荷載計(jì)算(1)風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算=，地面粗糙度為D類，,故表2.12集中風(fēng)荷載標(biāo)準(zhǔn)值層次314.750.511.31.00.44.52.88.71210.250.511.31.00.44.54.510.7415.750.511.31.00.45.754.512.23(2)風(fēng)荷載的位移驗(yàn)算層間位移和頂點(diǎn)位移：,層間彈性位移角，層間彈性位移角限值。。表2.13橫向D值的計(jì)算（kN/m）2-4層首層構(gòu)件A1.020.33833201.270.5414300B2.050.50649802.540.6695310C2.050.50649802.540.6695310D1.020.33833201.270.5414300∑16420∑19220表2.14橫向風(fēng)荷載下的位移驗(yàn)算層次△/m/mθe=△ui/hi38.71164200.00054.51/9000210.74164200.00074.51/6427110.23192200.0006025.751/9552由圖1/6427<1/550，滿足規(guī)范要求。(3)風(fēng)荷載的內(nèi)力計(jì)算①表2.15A、G軸框架柱反彎點(diǎn)位置ky0y1y2y3yyh/m34.50.830.350000.351.5824.50.830.450000.452.0315.751.080.6010000.6013.47表2.16G、F軸框架柱反彎點(diǎn)位置層號(hào)h/mky0y1y2y3yyh/m34.51.670.400000.401.8024.51.670.450000.452.0315.752.160.550000.553.16②彎矩及柱端剪力：剪力：柱端：彎矩：下端：上端：表2.17各層柱端彎矩及剪力計(jì)算（A,G柱）層次h/m1-ymym總彎矩34.58.711642033201.760.650.355.152.775.1524.510.741642033202.170.550.455.374.108.1415.7512.231922043002.740.3990.6016.299.4710.39表2.18各層柱端彎矩及剪力計(jì)算（C,F柱）層次h/m1-ymym左彎矩右彎矩34.58.711642049802.640.600.4507.134.753.573.5724.510.741642049803.250.550.456.586.585.675.6715.7512.231922053103.400.450.558.8010.757.697.69（4）梁端剪力及柱軸力：表2.19風(fēng)荷載作用下框架柱軸力與梁端剪力層梁端剪力/KN軸力/KNAC跨VbABCF跨VbBCFG跨VbCDA軸NBAC軸F軸G軸VbAB-VbBCNBBVbBC-VbCDNBCNCD30.970.790.970.970.180.18-0.18-0.18-0.9721.531.261.53-2.500.270.45-0.27-0.452.5012.011.712.01-4.010.300.75-0.30-0.754.01圖2.13風(fēng)載作用下彎矩圖（左風(fēng)，kN·m）圖2.14風(fēng)載下剪力圖（左風(fēng)，kN）圖2.15風(fēng)載下軸力圖（左風(fēng)，kN）2.7.2水平地震作用（1）重力荷載代表值①：屋面：上半層墻自重：：：半層柱自重：雪荷載：=41.004＋1560.06+24.3＋25.38＋193.86＋99.09＋59.31＝2003.004kN②第二層上半部及三層下半部：樓面：27m×9m×4.16kN/m=1010.88kN上下半墻自重：99.09kN×2=198.18kN：50.76kN縱向主梁+次梁自重：387.72kN上下柱自重：59.31×2=118.62kN：3.5kN/m2×27m×9m=672kN=1010.88＋198.18＋50.76＋387.72＋118.62＋0.5×796＝2164.16kN③第一層上半部+第二層下半部：上下柱自重：59.31kN+6.59kN/m×4×5.75/2=87.92kN活載：796kN=恒載+梁自重=1010.88＋198.18＋50.76＋387.72＋87.92＋0.5×796＝2133.46kN：G＝∑G＝6300.62kN圖2.16橫向自振周期，取，則1.7，表2.20橫向框架頂點(diǎn)位移=32003.0042003.004164200.2451.08422164.164167.164164200.5110.83912133.466300.624192200.3280.328T1=（3）用底部剪力法計(jì)算。，設(shè)計(jì)地震分組為第一組，則，由于考慮頂點(diǎn)附加地震作用。因?yàn)楣式Y(jié)構(gòu)總水平地震作用＝0.01×0.85×6300.624＝53.56kN頂部附加地震作用FEk=0.169×53.56=9.05kN表2.21各樓層地震剪力層次（m）(m)34.514.752003.00429544.310.46220.5820.5824.510.252164.1622182.640.34715.4336.0115.755.752133.4612267.400.1928.5344.54圖2.17水平地震作用與層間剪力分布（4）和用公式，=表2.22變形驗(yàn)算320580164201.254.51/3600236310164202.214.51/2036144540192202.325.751/2478可見1/2478＜1/550滿足≤h。（5）①彎矩及框架柱端剪力：剪力：柱端：彎矩：下端，上端：表2.23各層柱端彎矩及剪力計(jì)算（A,G柱）層次h/m1-ymym總彎矩34.520.581642033204.160.650.3512.176.5512.1724.536.311642033207.340.550.4518.1714.8624.7215.7544.541922043009.970.3990.60122.8734.4537.73表2.24各層柱端彎矩及剪力計(jì)算（C,F柱）層次h/m1-ymym左彎矩右彎矩34.520.581642049806.240.600.4016.8511.238.438.4324.536.3116420498011.010.550.4527.2522.3019.2419.2415.7544.5419220531012.310.450.5531.8538.9338.2338.23②軸力計(jì)算：表2.25水平地震作用下框架柱軸力與梁端剪力AC跨VbABCF跨VbBCFG跨VbCDA軸NcAC軸F軸G軸VbAB-VbBCNcBVbBC-VbCDNcCNcD32.291.872.29-2.290.420.42-0.42-0.422.2924.884.284.88-7.173.013.43-3.01-3.437.1718.448.508.44-15.61-0.063.370.06-3.3715.61注：軸力壓力為-，拉力為+。內(nèi)力圖見下圖：圖2.18地震荷載作用下彎矩圖（kN·m）圖2.19地震荷載作用下剪力圖（kN）圖2.20地震荷載作用下軸力圖（kN）2.8框架結(jié)構(gòu)內(nèi)力組合：2.8.1不考慮地震荷載作用（1）（2）2.8.2考慮地震荷載作用表2.26梁支座邊緣處的彎矩和剪力(M：kN?m;V:kN)層次截面恒載內(nèi)力活載內(nèi)力地震內(nèi)力風(fēng)載內(nèi)力柱軸線處柱邊緣處柱軸線處柱邊緣處柱軸線處柱邊緣處柱軸線處柱邊緣處MVMVMVMVMVMVMVMV均布

恒載均布

活載柱寬3A66.83106.813.4593.16522.0934.324.9330.3112.172.29111.0252.2915.150.974.6650.9727.1918.0110.5Cl186.1142115.16128.368.8837.78-1033.778.432.2917.28452.2913.570.973.0850.9727.1918.0110.5Cr178.1122.4116.95108.765.5936.05-12.432.048.431.8737.49351.8733.570.793.1750.7927.1918.0110.5Fl178.1122.4116.95108.765.5936.05-12.432.048.431.8737.49351.8733.570.793.1750.7927.1918.0110.5Fr186.1142115.16128.368.8837.78-1033.778.432.2917.28452.2913.570.973.0850.9727.1918.0110.5G66.83106.813.4593.16522.0934.324.9330.3112.172.29111.0252.2915.150.974.6650.9727.1918.0110.52A76.8277.3838.1368.10928.4861.02-2.0354.0124.724.88222.2794.8828.141.537.3751.5318.54214.0210.5Cl123.189.4878.3780.20912.6765.16-19.958.1519.244.88216.7994.8825.671.534.9051.5318.54214.0210.5Cr114.183.4372.35574.1595.8163.09-25.756.0819.244.28317.0994.2835.671.265.041.2618.54214.0210.5Fl114.183.4372.35574.1595.8163.09-25.756.0819.244.28317.0994.2835.671.265.041.2618.54214.0210.5Fr123.189.4878.3780.20912.6765.16-19.958.1519.244.88216.7994.8825.671.534.9051.5318.54214.0210.5G76.8277.3838.1368.10928.4861.02-2.0354.0124.724.88222.2794.8828.141.537.3751.5318.54214.0210.5層次截面恒載內(nèi)力活載內(nèi)力地震內(nèi)力風(fēng)載內(nèi)力柱軸線處柱邊緣處柱軸線處柱邊緣處柱軸線處柱邊緣處柱軸線處柱邊緣處MVMVMVMVMVMVMVMV均布

恒載均布

活載柱寬1A67.6676.4329.44567.15929.2760.82-1.1453.8137.7338.44233.5128.44210.392.019.3854.3218.54214.0210.5Cl122.190.5376.86581.25911.9165.36-20.858.3538.2348.44234.0138.4427.692.016.6854.3218.54214.0210.5Cr12383.4381.27574.1595.0263.09-26.556.0838.2348.50133.9848.5017.691.716.8353.6818.54214.0210.5Fl12383.4381.27574.1595.0263.09-26.556.0838.2348.50133.9848.5017.691.716.8353.6818.54214.0210.5Fr122.190.5376.86581.25911.9165.36-20.858.3538.2348.44234.0138.4427.692.016.6853.6818.54214.0210.5G67.6676.4329.44567.15929.2760.82-1.1453.8137.7338.44233.5128.4427.692.016.6853.6818.54214.0210.5表2.287內(nèi)力基本組合表（梁AC）(M：kN?m;V:kN)表內(nèi)力基本組合表（梁AC）層次截面位置內(nèi)力恒載SGK活載SQK左風(fēng)右風(fēng)左震右震不考慮地震荷載作用考慮地震荷載作用活載起控制作用左震右震1.2SGK

+1.4SQK

+1.4ψWSWK｛1.2

(SGK+0.5SQK)

+1.3SEhK｝｛1.2

(SGK+0.5SQK)

+1.3SEhK｝左風(fēng)右風(fēng)3層左M-13.45-4.934.67-4.6711.03-11.03-19.12-26.950-3.57-25.070.75V93.1730.31-0.970.97-2.292.29153.42155.050107.95113.020.85中M148.8172.180.79-0.791.88-1.88279.28278.960168.24164.580.75V-10.99-1.73-0.970.97-2.292.29-16.42-14.800-14.62-9.560.85右M-115.1610.00-3.093.09-7.287.28-126.68-121.600-106.250-92.040.75V-128.360-33.77-0.970.97-2.292.29-202.12-200.500-150.680-145.620.851層左M-29.4551.149.385-9.38533.51-33.512-25.866-41.6336.678-58.67070.75V67.15953.81-4.324.32-8.448.442152.296159.55486.617105.273690.85中M92.82133.4961.35-1.350.25-0.2505299.412297.144143.855143.366960.75V-7.05-2.27-4.324.32-8.448.442-15.266-8.009-17.677110.979710.85右M-76.86520.8-6.6856.685-34.0134.013-68.733-57.502-92.981175-26.6558250.75V-81.259-58.35-3.683.68-8.448.442-182.29-176.109-121.97109-103.314270.85表2.28內(nèi)力基本組合表（梁CF）(M：kN?m;V:kN)表內(nèi)力基本組合表（梁CF）層次截面位置內(nèi)力恒載SGK活載SQK左風(fēng)右風(fēng)左震右震不考慮地震荷載作用考慮地震荷載作用活載起控制作用左震右震1.2SGK

+1.4SQK

+1.4ψWSWK｛1.2

(SGK+0.5SQK)

+1.3SEhK｝｛1.2

(SGK+0.5SQK)

+1.3SEhK｝左風(fēng)右風(fēng)3層左M-116.9512.403.1750-3.1757.49-7.49-120.31-124.95-92.37-106.980.75V108.76-32.04-0.7900.790-1.871.8784.9986.3292.5396.660.85中M97.1783.061000.000.00232.79232.89124.83124.830.75V00-0.7900.790-1.871.87-0.660.66-2.072.070.85右M-116.95-12.40-3.1753.175-7.497.49-160.57-155.03-118.14-103.530.75V-108.76-32.04-0.7900.79-1.871.87-176.03-174.70-129.35-125.210.851層左M-81.2826.506.835-6.83533.984-33.984-54.689-66.1714-28.0881-94.35690.75V74.1656.08-3.683.68-8.5018.501164.412170.59494.849375113.6365850.85中M64.73150.620000288.548288.5482126.03735126.037350.75V00-3.683.68-8.5018.501-3.09123.0912-9.3936059.3936050.85右M-81.2826.50-6.3856.385-33.9933.984-65.793-55.0666-94.3569-28.08810.75V-74.159-56.08-3.683.68-8.5018.501-170.59-164.412-113.63659-94.8493750.85表2.29內(nèi)力基本組合表（梁FG）(M：kN?m;V:kN)表內(nèi)力基本組合表（梁FG）層次截面位置內(nèi)力恒載SGK活載SQK左風(fēng)右風(fēng)左震右震不考慮地震荷載作用考慮地震荷載作用活載起控制作用左震右震1.2SGK

+1.4SQK

+1.4ψWSWK｛1.2

(SGK+0.5SQK)

+1.3SEhK｝｛1.2

(SGK+0.5SQK)

+1.3SEhK｝左風(fēng)右風(fēng)3層左M-115.1610-3.0853.09-7.287.28-126.78-121.60-106.25-92.040.75V128.3633.77-0.9700.97-2.292.29200.50202.12145.62150.680.85中M148.8172.180.790-0.791.88-1.88280.29278.96168.24164.580.75V17.5951.73-0.9700.97-2.292.2922.7224.3516.3021.360.85右M-13.45-4.934.665-4.6711.03-11.03-19.12-26.96-3.57-25.070.75V-93.17-30.31-0.970.97-2.292.29-155.05-153.42-113.02-107.950.851層左M-76.8720.8-6.6856.685-34.0134.013-68.733-57.5026-92.981-26.65580.75V81.25958.35-3.683.68-8.4428.442176.110182.292103.314121.9710.85中M92.82133.4961.35-1.350.2505-0.2505299.412297.1444143.8554143.3670.75V7.052.27-3.683.68-8.4428.4428.546814.7292-0.9797117.6770.85右M-29.4451.149.385-9.38533.512-33.512-25.855-41.62146.6867-58.66170.75V-67.159-53.81-3.683.68-8.4428.442-159.02-152.834-105.2737-86.61690.85表2.30內(nèi)力基本組合表（柱A）(M：kN?m;V:kN;N:kN)表內(nèi)力基本組合表（柱A）層次截面位置內(nèi)力恒載SGK活載SQK左風(fēng)右風(fēng)左震右震不考慮地震荷載作用考慮地震荷載作用活載起控制作用左震右震1.3SGK+1.5SQK+1.54ψWSWKγRE｛1.2(SGK+0.5SQK)+1.3SEhK｝γRE｛1.2(SGK+0.5SQK)+1.3SEhK｝左風(fēng)右風(fēng)3層上M78.6228.08-5.155.15-12.1712.17129.33137.9881.07107.960.85N345.5788.860.97-0.97-2.292.29539.90538.27395.27400.330.85V-66.53-28.901.76-1.764.16-4.16-118.81-121.77-73.41-82.070.8下V54.4429.72-2.772.77-6.556.55104.61109.2663.4577.920.85M375.23118.520.97-0.97-2.292.29617.02615.39440.65445.710.85V-66.53-28.901.76-1.764.16-4.16-118.81-121.77-73.41-82.070.82層上M35.9431.42-5.375.37-18.1718.1782.6191.6332.6172.760.85N648.82274.99-2.502.50-7.177.171161.471165.67794.12809.960.85V-39.82-32.2332.1-2.107.34-7.34-91.15-94.67-46.07-61.330.8下M43.733.05-4.14.10-14.8614.8695.27102.1545.0177.850.85N678.48304.65-2.502.50-7.177.171238.591242.79839.50855.340.85V-39.82-32.2332.1-2.107.34-7.34-91.15-94.67-46.07-61.330.81層上M35.927.15-6.296.29-22.8722.8775.806486.373625.1931575.735850.85N951.42460.92-4.014.01-15.6115.611783.621790.3601188.268551222.766650.85V-26.925-20.3602.74-2.749.97-9.97-58.512-63.1162-25.252192-45.9897920.8下M17.9513.57-9.479.47-34.4534.4532.583248.4928-12.8375563.296950.85N980.78490.58-4.014.01-15.6115.611860.381867.1161233.342351267.840450.85V-26.925-20.3602.74-2.749.97-9.97-58.513-63.1162-25.252192-45.9897920.8注：軸壓比小于0.15的柱，取0.75，反之，取0.8表2.31內(nèi)力基本組合表（柱C）(M：kN?m;V:kN;N:kN)表內(nèi)力基本組合表（柱C）層次截面位置內(nèi)力恒載SGK活載SQK左風(fēng)右風(fēng)左震右震不考慮地震荷載作用考慮地震荷載作用活載起控制作用左震右震1.3SGK+1.5SQK+1.54ψWSWKγRE｛1.2(SGK+0.5SQK)+1.3SEhK｝γRE｛1.2(SGK+0.5SQK)+1.3SEhK｝左風(fēng)右風(fēng)3層上M-13.13-3.87-7.137.13-16.8516.85-27.16-15.18-33.993.250.85N700.93182.910.18-0.180.42-0.421097.341097.04808.70807.770.85V9.233.972.64-2.646.24-6.2418.8514.4217.254.270.8下V-5.32-4.03-4.574.57-11.2311.23-15.86-8.19-19.894.930.85M730.59212.570.18-0.180.42-0.421174.461174.15854.08853.150.85V9.233.972.64-2.646.24-6.2418.8514.4217.254.270.82層上M-5.32-4.03-6.586.58-27.2527.25-17.55-6.50-37.5922.630.85N1207.79531.720.45-0.453.43-3.432194.132193.381506.911499.330.85V5.003.74752.92-2.9211.01-11.0113.698.7918.04-4.860.8下M-4.59-3.47-6.586.58-22.322.30-15.89-4.84-31.0918.190.85N1237.45561.380.45-0.453.43-3.432271.252270.491552.291544.710.85V5.003.74752.92-2.9211.01-11.0113.698.7918.04-4.860.81層上M-6.15-4.67-8.88.8-31.8531.85-21.31-6.526-43.8489526.539550.85N1715.7880.730.75-0.753.37-3.373292.493291.2322202.910152195.462450.85V4.613.4863.4-3.412.31-12.3113.26847.556418.90128-6.703520.8下M-3.07-2.32-10.7510.75-38.9338.93-15.9622.098-47.3322538.703050.85N1745.36910.390.75-0.753.37-3.373369.613368.3482248.289952240.842250.85V4.613.4863.4-3.412.31-12.3113.26847.556418.90128-6.703520.8注：軸壓比小于0.15的柱，取0.75，反之，取0.8表2.32內(nèi)力基本組合表（柱F）(M：kN?m;V:kN;N:kN) 表內(nèi)力基本組合表（柱F）層次截面位置內(nèi)力恒載SGK活載SQK左風(fēng)右風(fēng)左震右震不考慮地震荷載作用考慮地震荷載作用活載起控制作用左震右震1.3SGK+1.5SQK+1.54ψWSWKγRE｛1.2(SGK+0.5SQK)+1.3SEhK｝γRE｛1.2(SGK+0.5SQK)+1.3SEhK｝左風(fēng)右風(fēng)3層上M13.133.87-7.137.13-16.8516.8515.1827.16-3.2533.990.85N700.93182.91-0.180.18-0.420.421097.041097.34807.77808.700.85V-9.23-3.972.64-2.646.24-6.24-14.42-18.85-4.27-17.250.8下V5.324.03-4.574.57-11.2311.238.1915.86-4.9319.890.85M730.59212.57-0.180.18-0.420.421174.151174.46853.15854.080.85V-9.23-3.972.64-2.646.24-6.24-14.42-18.85-4.27-17.250.82層上M5.324.03-6.586.58-27.2527.256.5017.55-22.6337.590.85N1207.79531.72-0.450.45-3.433.432193.382194.131499.331506.910.85V-5.00-3.74752.92-2.9211.01-11.01-8.79-13.694.86-18.040.8下M4.593.47-6.586.58-22.322.304.8415.89-18.1931.090.85N1237.45561.38-0.450.45-3.433.432270.492271.251544.711552.290.85V-5.00-3.74752.92-2.9211.01-11.01-8.79-13.694.86-18.040.81層上M6.154.67-8.88.8-31.8531.856.52621.291-26.5395543.848950.85N1725.7880.73-0.750.75-3.373.373303.233304.4922205.662452213.110150.85V-4.61-3.4863.4-3.412.31-12.31-7.5564-13.26846.70352-18.901280.8下M3.072.32-10.7510.75-38.9338.93-2.09815.872-38.7030547.292250.85N1745.36910.39-0.750.75-3.373.373368.353368.9582240.842252247.989950.85V-4.61-3.4863.4-3.412.31-12.31-7.5564-13.31846.70352-18.871280.8注：軸壓比小于0.15的柱，取0.75，反之，取0.8表2.33內(nèi)力基本組合表（柱G）(M：kN?m;V:kN;N:kN)表內(nèi)力基本組合表（柱G）層次截面位置內(nèi)力恒載SGK活載SQK左風(fēng)右風(fēng)左震右震不考慮地震荷載作用考慮地震荷載作用活載起控制作用左震右震1.3SGK+1.5SQK+1.54ψWSWKγRE｛1.2(SGK+0.5SQK)+1.3SEhK｝γRE｛1.2(SGK+0.5SQK)+1.3SEhK｝左風(fēng)右風(fēng)3層上M-78.62-28.08-5.155.15-12.1712.17-137.98-129.33-107.96-81.070.85N345.5788.860.97-0.97-2.292.29539.90538.27395.27400.330.85V66.5328.901.76-1.764.16-4.16121.77118.8182.0773.410.8下V-54.44-29.72-2.772.77-6.556.55-109.26-104.61-77.92-63.450.85M375.53118.520.970.00-2.292.29617.38616.56440.96446.020.85V66.5328.901.76-1.764.16-4.16121.77118.8182.0773.410.82層上M-35.94-31.42-5.375.37-18.1718.17-91.63-82.61-72.76-32.610.85N648.82274.99-2.502.50-7.177.171161.471165.67794.12809.960.85V39.8232.232.1-2.107.34-7.3494.6791.1561.3346.070.8下M-43.70-33.05-4.14.10-14.8614.86-102.15-95.27-77.85-45.010.85N678.48304.65-2.502.50-7.177.171238.591242.79839.50855.340.85V39.8232.232.1-2.107.34-7.3494.6791.1561.3346.070.81層上M-35.90-27.15-6.296.29-22.8722.87-86.37-75.81-75.74-25.190.85N951.12460.92-4.014.01-15.6115.611783.261790.001187.961222.460.85V26.9326.362.74-2.749.97-9.9771.5266.9148.8728.130.8下M-17.95-13.57-9.479.47-34.4534.45-48.49-32.58-63.3012.840.85N980.78490.58-4.014.01-15.6115.611860.381867.121233.341267.840.85V26.9326.362.74-2.749.97-9.9771.5266.9148.8728.130.8注：軸壓比小于0.15的柱，取0.75，反之，取0.82.9截面設(shè)計(jì)與配筋計(jì)算混凝土強(qiáng)度：：2.9.1柱截面設(shè)計(jì)（1）最不利內(nèi)力的選取根據(jù)內(nèi)力組合表可確定最不利組合為：：M=15.872N=3368.958kNV=-13.3184kN第二組：M=47.29225N=2247.98995kNV=-18.87182kN，=（2）柱軸壓比計(jì)算=/=≤[0.85]。復(fù)核=，又,滿足要求。，采用對(duì)稱配筋。=①M(fèi)=15.872kN·m,N=3368.958kN===39.839>=17.9032，需考慮附加彎矩的影響.，取=0.6196則Cm=1.1032=1+1.5561=2.5561=1.1032×2.5561×15.872=44.7573kN·me0=M/N=43.92×103／3368.958=13.037㎜=29.704㎜=29.704+500/2-50=229.704mm===0.617≤=0.62<0：，=45二者取大值，=0.55%=416()②M=47.29225kN·m,N=2247.98995kN=×==22.8737，.=0.9286＜1，取=0.9286=0.9780>0.7取Cm=0.9780=1+2.847=3.847=0.978×3.847×47.29225=179.180kN·me0=M/N=179.180×103／2247.98995=79.1262㎜=95.9292㎜===0.598≤=0.9286<0：，=45=二者取大值，=0.55%=416()（5）垂直于彎矩=3368.958KN，查表得==3845.222kN>=,所以滿足要求（6）斜截面，取因＜N=3368.958kN,所以N=1252.50kN=>V=-13.3184kN410@250