武昌理工學(xué)院畢業(yè)設(shè)計(jì)(論文）⑧女兒墻自重（31.55×22+19..88×2）×1×33..8=38899.888kNNG5k=85000.5+66115.66+118711.11+7200+125..334+259..888+20.6633+389..888=48611..93kNN重力荷載代表值值值的計(jì)算算根據(jù)抗震規(guī)范，GE=Gk+∑iQki，得Qk1=Qk22=2.0×（4..52π/4+44..5×27.55++4.55×31.55++5.44×28.88))+2..5××(2.7×31.55×2+5..44×2.7）=13355..55KKNQk3=Qk44=2.0×（4..5×14.44++4.55×31.55++5.44×28.88))+2..5××(2.7×31.55×2+5..44×2.7）=11866KKNQk4=2.00×（44.5×14.44++15..3××31.55))`=10944KKNG1=50088.888+00.5××13335..555=56766..66kNNG2=48688.888+00.5××13335..555=55366..66kNNG3=G4=448868.8888+0..55×118855.844=55461..880kNG5=48611.993+00.5××10093..5==54088..68kNN重力荷載代表值值值計(jì)算簡(jiǎn)圖圖見4.5所示圖4.555重力荷載載代代表值計(jì)計(jì)算簡(jiǎn)簡(jiǎn)圖4.4.2框架架架自振周周期計(jì)計(jì)算按頂點(diǎn)位移法計(jì)計(jì)計(jì)算，考考慮填填充墻對(duì)對(duì)結(jié)構(gòu)構(gòu)自振周周期的的影響，取取基基本自振振周期期調(diào)整系系數(shù)TT=0.7，頂點(diǎn)位位移移按反彎點(diǎn)點(diǎn)法計(jì)算算。D底=12EII/hh3=（12×3×104×4004/12))//4000033=1200000N/MD底=12EII/hh3=（12×3×104×4004/12))//3600033=1646600N/M橫向框架頂點(diǎn)位位位移計(jì)算算見表表4.3：表4.3橫橫橫向框架頂頂點(diǎn)點(diǎn)位移計(jì)計(jì)算層次Gi（kN)∑Gi(kN))Di(kN)層間位移Δi=5540954098065400.00745462108718065400.01335462163338065400.02025537218708065400.02715677275475880000.047則∑Δi=0...114即頂點(diǎn)位移為：：：ΔT=∑Δi=0.11144則框架的自振周周周期為：：T1=1.7TT==1.7×××0.77×==0.44022(s)4.4.3橫向向向地震作作用計(jì)計(jì)算本結(jié)構(gòu)為一一般般建筑物，質(zhì)質(zhì)量和高度分分布均勻變化化，場(chǎng)地類別別為Ⅱ類，設(shè)計(jì)地地震分組為第第一組，抗震震設(shè)防烈度為為7度。由于框框架結(jié)構(gòu)高度度19.4m<<30m，可以采用用底部剪力法法。根據(jù)場(chǎng)地地類別和設(shè)計(jì)計(jì)地震分組可可以知道:特征周期值Tggg=0.3355s，αmax=00..08。因?yàn)門g<T11=0..4022s<5TTg,則基本地地震震周期的的地震震影響系系數(shù)：：α1=（Tg//T1）γη22αmax=（0.355//0.44022）0.9×11..0×00.008=00.0071因T1=0.44022s<1..4Tg=0.4499s,故不考慮慮頂頂部附加加地震震作用。結(jié)構(gòu)總水平地震震震作用標(biāo)標(biāo)準(zhǔn)值值FEk=а1Geq=0..0071×0..885×2275545..6==16622..46N各層水平地震作作作用標(biāo)準(zhǔn)準(zhǔn)值和和樓層剪剪力，以及及彈性變形形驗(yàn)算計(jì)算算過程見下下表4.4、表4.5。表4.4各層層層地震作用用下下樓層地震震剪剪力層次hi(m)Hi(m)Gi(kN)GiHiFEk(kN)))Fi(kN)Vi(kN)53.619.45409104934...61662.4666522.50522.5043.615.8546286299.6661662.4666429.71952.2133.612.2546266636.4441662.4666331.801284.022223.68.6553747618.2221662.4666237.111521.12221555677283851662.4666141.341662.4666表4.5彈彈彈性變形驗(yàn)驗(yàn)算算層數(shù)層間剪力Vi(((kN)層間剛度Di（kN/m）層間位移（m）層高h(yuǎn)i（m）層間相對(duì)彈性轉(zhuǎn)轉(zhuǎn)轉(zhuǎn)角5522.508065400.000644483.61/55564952.218065400.001188813.61/304831284.02228065400.001599923.61/226121521.12228065400.001888863.61/159111662.46665880000.0028222751/1769層間相對(duì)轉(zhuǎn)角均均均小于[θ]=1//5550的要求。5結(jié)構(gòu)內(nèi)力計(jì)算算算5.1恒荷載載載下框架架的內(nèi)內(nèi)力計(jì)算算5.1.1二次次次彎矩分分配法法計(jì)算桿桿端彎彎矩二次彎矩分配法法法計(jì)算恒恒荷載載作用下下的框框架結(jié)構(gòu)構(gòu)內(nèi)力力，由于于框架架結(jié)構(gòu)對(duì)對(duì)稱，荷荷載對(duì)稱稱，故故可取半半邊結(jié)結(jié)構(gòu)計(jì)算算，計(jì)計(jì)算簡(jiǎn)圖圖如下下：圖5.1結(jié)結(jié)結(jié)構(gòu)計(jì)算簡(jiǎn)簡(jiǎn)圖圖具體計(jì)算步驟：：：（1）首先計(jì)算算框框架各桿件件件的線剛剛度及及分配系系數(shù)。（2）計(jì)算框架架各各層梁端在在在豎向荷荷載作作用下的的固端端彎矩。（3）計(jì)算框架架各各節(jié)點(diǎn)處的的的不平衡衡彎矩矩，并將將每一一節(jié)點(diǎn)處處的不不平衡彎彎矩同同時(shí)進(jìn)行分配并向向遠(yuǎn)遠(yuǎn)端傳遞遞，傳傳遞系數(shù)數(shù)為1/2。（4）進(jìn)行兩次次分分配后結(jié)束束束（僅傳傳遞一一次，但但分配配兩次）。首先計(jì)算框架各各各桿件的的線剛剛度及分分配系系數(shù)計(jì)算過過程程見表5.1、5.2所示。表5.1梁梁梁、柱轉(zhuǎn)動(dòng)動(dòng)剛剛度及相相對(duì)轉(zhuǎn)轉(zhuǎn)動(dòng)剛度度構(gòu)件名稱轉(zhuǎn)動(dòng)剛度S（NNN·mm）相對(duì)轉(zhuǎn)動(dòng)剛度SSS，框架梁邊跨4×ib=4×××5.4×110010=21.66×110104.22第二跨2×ib=2×××12×10010=24×100104.68中跨1×ib=2×××6×10100=12×100102.3330框架柱首層4×ic=4×××1.288×11010=5.122×110101.00其他層4×ic=4×××1.788×11010=7.122×110101.39分配系數(shù)按下式式式計(jì)算:μ=S/∑S各節(jié)點(diǎn)桿桿件件分配系系數(shù)見見表7分配系數(shù)數(shù)μ表5.2分分分配系數(shù)表表節(jié)點(diǎn)∑S′ikμ左梁μ右梁μ上柱μ下柱61.39+4...22=5.611—0.25—0.755~34.22+1...39×22==7.000—0.600.200.2021.00+1...39+4.222=6.611—0.640.210.15124.22+4...68+1.399=10.22990.410.45—0.1411~94.68+1...39×22++4.222=11.66880.360.400.120.1284.22+4...68++1..39++1..00=11.22990.370.420.120.09184.68+2...30++1..39==8..370.560.27—0.1717~154.68+2...30++1..39×22=9.7760.480.240.140.14144.68+2...30++1..39++1..00=9.3770.500.240.150.11彎矩分配與傳遞遞遞見下圖圖所示示。首先先將各各節(jié)點(diǎn)的的分配配系數(shù)填填在相相應(yīng)的方方框內(nèi)內(nèi)，將梁梁的固固端彎矩矩填寫寫在框架架橫梁梁相應(yīng)位位置上上，然后后將節(jié)節(jié)點(diǎn)放松松，把把各節(jié)點(diǎn)點(diǎn)不平平衡彎矩“同時(shí)”進(jìn)行分配配。假假定：遠(yuǎn)遠(yuǎn)端固固定進(jìn)行行傳遞遞（不向向滑動(dòng)動(dòng)端傳遞遞）；；右（左左）梁梁分配彎彎矩向向左（右右）梁梁傳遞；；上（下下）柱分分配彎彎矩向下下（上上）柱傳傳遞（傳傳遞系數(shù)數(shù)均為為1/2）；第一一次次分配彎彎矩傳傳遞后，再再進(jìn)進(jìn)行第二二次彎彎矩分配配，然然后不再再傳遞遞。5.1.2恒載載載作用下下的梁梁端固端端彎矩矩計(jì)算1.屋面梁邊跨：Mp=====52.9922kN·mm第二跨：Mp=====17.1155kN·mm中跨：Mp=====91.4466kN·mm2.樓面梁邊跨：Mp=====28.5511kN·mm第二跨：Mp=====9.244kNN·m中跨：Mp=====49.2288kN·mm5.1.3恒載載載作用下下的框框架支座座彎矩矩二次分分配分配法采用彎矩矩矩二次分分配法法進(jìn)行計(jì)計(jì)算，計(jì)計(jì)算過程程見表表5.3所示示。表5.3恒恒恒荷載彎矩矩二二次分配配上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁0.750.250.410.140.450.560.170.27-52.9252.92-17.15-91.4639.6913.23-14.67-5.00-16.1051.2215.5524.692.85-7.346.62-1.1625.61-8.053.4503.371.12-12.33-4.21-13.532.580.781.2445.91-45.9132.54-10.37-21.1745.7519.78-65.530.200.200.600.360.120.120.400.480.140.140.24-28.5128.51-9.24-49.285.705.7017.11-6.94-2.31-2.31-7.7123.656.906.9011.8319.852.85-3.478.56-2.50-1.1611.83-3.867.783.45-3.85-3.85-11.53-6.02-2.01-2.01-6.69-3.54-1.03-1.03-1.7721.704.70-26.4024.11-6.82-5.48-11.8116.2513.659.32-39.220.200.200.600.360.120.120.400.480.140.140.24-28.5128.51-9.24-49.285.705.7017.11-6.94-2.31-2.31-7.7123.656.906.9011.832.852.85-3.478.29-1.16-1.1611.83-3.863.453.45-0.45-0.45-1.34-6.41-2.11-2.11-7.04-1.46-0.43-0.43-0.738.108.10-16.2023.45-5.58-5.58-12.1618.349.929.92-38.180.200.200.600.360.120.120.400.480.140.140.24-28.5128.51-9.24-49.285.705.7017.11-6.94-2.31-2.31-7.7123.656.906.9011.832.852.99-3.478.29-1.16-1.1611.83-3.863.453.70-0.47-0.47-1.42-6.41-2.11-2.11-7.04-1.58-0.46-0.46-0.798.088.22-16.3023.45-5.58-5.58-12.1618.219.8910.14-38.240.210.150.640.370.120.090.420.500.150.110.24-28.5128.51-9.24-49.285.984.2818.25-7.13-2.31-1.73-8.0924.647.395.4211.832.85-3.579.13-1.1612.32-4.053.450.150.110.46-7.51-2.43-1.83-8.520.300.090.070.148.984.39-13.3723.00-5.90-3.56-13.5420.8910.935.49-37.312.20-1.782.75梁的跨中彎矩的的的計(jì)算，由由公公式計(jì)算，樓樓面荷載載按滿滿布考慮慮。恒恒荷載的的彎矩矩分配圖圖見圖圖5.2所示。40.16kNNN·m17.52kNNN·m22,95kNNN·m22.90kNNN·m24.59kNNN·m-16.31kkkN·mm-4.79kNNN·m-6.01kNNN·m-5.94kNNN·m-7.97kNNN·m71.87kNNN·m22.38kNNN·m23.42kNNN·m23.36kNNN·m24.29·mmm圖5.2恒荷荷荷載作用下下的的框架彎彎矩圖圖（單位：kN·m）5.2活荷載下下下框架的的內(nèi)力力計(jì)算5.2.1活活活荷載作作用下下的梁端端固端端彎矩計(jì)計(jì)算1.屋面梁邊跨：Mp=====15.1199kN·mm第二跨：Mp=====4.922kNN·m中跨：Mp=====26.2244kN·mm2.樓面梁邊跨：Mp=====15.1199kN·mm第二跨：Mp=====6.155kNN·m中跨：Mp=====26.2244kN·mm5.2.2活載載載作用下下的框框架支座座彎矩矩二次分分配活荷載的彎矩二二二次分配配，計(jì)計(jì)算過程程見表表5.4。表5.4活活活荷載彎矩矩二二次分配配上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁0.750.250.410.140.450.560.170.27-15.1915.19-4.92-26.2411.393.80-4.21-1.44-4.6214.694.467.082.85-2.111.90-1.167.35-2.311.840-0.56-0.18-3.32-1.13-3.640.260.080.1313.68-13.689.56-3.73-5.8312.646.38-19.030.200.200.600.360.120.120.400.480.140.140.24-15.1915.19-6.15-26.243.043.049.11-3.25-1.08-1.08-3.6212.603.673.676.305.701.52-1.634.56-0.72-0.546.30-1.812.231.84-1.12-1.12-3.35-3.46-1.15-1.15-3.84-1.08-0.32-0.32-0.547.623.44-11.0613.04-2.95-2.77-7.319.715.585.19-20.480.200.200.600.360.120.120.400.480.140.140.24-15.1915.19-6.15-26.243.043.049.11-3.25-1.08-1.08-3.6212.603.673.676.301.521.52-1.634.56-0.54-0.546.30-1.811.841.84-0.45-0.45-1.34-3.52-1.17-1.17-3.91-0.90-0.26-0.26-0.457.624.11-9.0512.98-2.79-2.79-7.389.895.255.25-20.390.200.200.600.360.120.120.400.480.140.140.24-15.1915.19-6.15-26.243.043.049.11-3.25-1.08-1.08-3.6212.603.673.676.301.521.60-1.634.56-0.54-0.546.30-1.811.841.97-0.30-0.30-0.89-3.52-1.17-1.17-3.91-0.96-0.28-0.28-0.484.264.34-8.612.98-2.79-2.79-7.389.835.235.33-20.420.210.150.640.370.120.090.420.500.150.110.24-15.1915.19-6.15-26.243.192.289.72-3.34-1.08-0.81-3.8013.123.942.896.301.52-1.674.86-0.546.56-1.901.840.030.020.10-4.03-1.31-0.98-4.580.030.010.010.014.742.30-7.0412.68-2.93-1.79-7.9711.255.792.90-19.931.15-0.891.45活荷載作用下的的的框架彎矩矩圖圖見圖5.3所示。梁的跨中彎矩的的的計(jì)算，由由公公式計(jì)算，樓樓面荷載載按滿滿布考慮慮。11.16kNNN·m10.46kNNN·m11.77kNNN·m11.99kNNN·m12.92kNNN·m-4.31kNNN·m-2.36kNNN·m-2.48kNNN·m-2.23kNNN·m-3.46kNNN·m20.34kNNN·m18.89kNNN·m18.98kNNN·m18.95kNNN·m19.44kNNN·m..圖5.3活荷荷荷載作用下下的的框架彎彎矩圖圖（單位：kN·m）5.3恒（活）載載載下剪力力、軸軸力計(jì)算算5.3.1恒（活活）載作作用下下的框架架梁端端剪力梁端剪力可根據(jù)據(jù)據(jù)梁上豎豎向荷荷載引起起的剪剪力與梁梁端彎彎矩引起起的剪剪力相疊疊加而而得：eq\o\ac(○,1)荷載引引引起的剪力力：：V左=V右=q1L1/2eq\o\ac(○,2)彎矩引引引起的剪力力：：邊跨：V左=-V右=（M左+M右）/L第二跨：V左===-V右=（M左+M右）/L中跨：V左=V右=（M左+M右）/L計(jì)算過程見表555.5。表5.5恒恒恒（活）載載作作用下的的框架架梁端剪剪力層數(shù)q（kN/m）L（m）ql/2∑M/l左端V=ql//22-∑M/l右端V=ql//22+∑M/lABBCCEABBCCEABBCCEABBCCEABBCCEABBCCE531.3618.8237.644.52.75.470.5625.4101.632.97-9.1067.5934.5101.6373.5316.3101.639.005.4010.80-20.25-7.29-29.16-0.92-2.520-19.33-4.77-29.16-21.17-9.81-29.16416.9010.1420.284.52.75.438.0213.6954.750.51-1.64037.5115.3354.7538.5312.0554.759.006.7510.80-20.25-9.11-29.16-0.32-0.890-19.93-8.22-29.16-20.57-10-29.16316.9010.1420.284.52.75.438.0213.6954.75-1.61-2.29039.6315.9854.7536.4111.454.759.006.7510.80-20.2555-9.11-29.16-0.87-0.930-19.38-8.18-29.16-21.12-10.04-29.16216.9010.1420.284.52.75.438.0213.6954.75-1.59-2.24039.6115.9354.7536.4311.4554.759.006.7510.80-20.25-9.11-29.16-0.97-0.740-19.28-8.37-29.16-21.22-9.85-29.16116.9010.1420.284.52.75.438.0213.6954.75-2.14-2.72040.1616.4154.7535.8810.9754.759.006.7510.80-20.25-9.11-29.16-1.25-1.210-19-7.9-29.16-21.5-10.32-29.16注：上、下格數(shù)數(shù)數(shù)字分別為恒、活荷載載作作用下的的相應(yīng)應(yīng)數(shù)據(jù)5.3.2框架架架柱軸力力計(jì)算算柱的計(jì)算考慮粉粉粉刷層自自重，粉粉刷層的的自重重系數(shù)取1.2。底層層層柱：0.4×0.4×5.00××25××1..2=244kN其余余余柱：0.4×0.4×3.66××25××1..2=177..28kNN恒（活）載作用用用下的框框架邊邊柱軸力力計(jì)算算計(jì)算過程見表555.6。表5.6恒恒恒（活）載載作作用下框框架邊邊柱軸力力計(jì)算算(kN)層數(shù)截面橫梁剪力縱向梁傳來的荷荷荷載柱自重柱軸力恒載活載恒載活載恒載活載5頂67.5919.3368.45017.28136.0419.33底17.28153.3219.334頂37.5119.9392.88017.28283.7139.26底17.28300.9939.263頂39.6321,1292.88017.28433.560.38底92.8817.28450.7860.382頂39.6119.2692.88017.28583.2779.64底92.88600.5579.641頂40.1619.0092.88024733.5998.64底757.5998.64恒（活）載作用用用下的框框架中中柱軸力力計(jì)算算計(jì)算過程見表555.7。表5.7恒恒恒（活）載載作作用下框框架中中柱軸力計(jì)計(jì)算(kN)層數(shù)截面橫梁剪力縱向梁傳來荷載載載柱自重柱軸力恒載活載恒載活載恒載活載5頂34.54.7789.82017.28124.324.77底141.64.774頂15.338.2291.49017.28248.4212.99底265.712.993頂15.988.1891.49017.28373.1721.17底390.4521.172頂15.938.3791.49017.28497.8729.54底515.1529.541頂16.417.9091.49024623.0537.44底647.0537.44層數(shù)截面橫梁剪力縱向梁傳來荷載載載柱自重柱軸力恒載活載恒載活載恒載活載5頂101.6329.1685.23017.28186.8629.16底204.1429.164頂54.7529.1687.25017.28346.1458.32底363.4258.323頂54.7529.1687.25017.28505.4287.48底87.25522.787.482頂54.7529.1687.25017.28664.7116.64底87.25681.98116.641頂54.7529.1687.25024823.98145.8底847.98145.8(4)恒載、活活活載下的的的梁梁剪力圖圖、柱柱軸力圖圖如圖圖5.4（1）、（2）所示（1）（2）圖5.4恒恒恒載、活載載下下的的梁梁剪力力圖、柱柱軸力力圖5.4水平地震震震作用下下的框框架的內(nèi)內(nèi)力計(jì)計(jì)算因橫梁線剛度與與與柱線剛剛度之之比大于3，故內(nèi)力計(jì)計(jì)算算采用反彎彎點(diǎn)點(diǎn)法計(jì)算算。確定各柱反彎點(diǎn)點(diǎn)點(diǎn)位置。假定除底底底層外各各層上上下柱兩兩端轉(zhuǎn)轉(zhuǎn)角相同同，反反彎點(diǎn)的的位置置固定不不變。除除底層柱柱的反反彎點(diǎn)高高度位位于2/3柱高出，其其其余層柱柱的反反彎點(diǎn)位位于1/2柱高。圖5.5反反反彎點(diǎn)位置置示示意圖（2）分層層取脫離離體計(jì)計(jì)算各反反彎點(diǎn)點(diǎn)處剪力力。（3）先求求柱端彎彎矩，再再節(jié)點(diǎn)平平衡求求梁端彎彎矩，當(dāng)當(dāng)為中間間點(diǎn)時(shí)時(shí)，按梁梁的相相對(duì)線剛剛度分分配節(jié)點(diǎn)點(diǎn)處柱柱端不平平衡彎彎矩。根據(jù)以上上上計(jì)算原原則，計(jì)計(jì)算框架架的彎彎矩如表5.8所示。表5.8水水水平地震作作用用下框架架中梁梁軸力、彎矩矩計(jì)算(kN)層號(hào)軸號(hào)Fi(KN)Vj(KN)vh或(1-vv)h((m))柱端彎矩Mc(((KN.mm))梁端彎矩Mb(((KN.mm))MabMbaMbcMcbMce5A522.592.081.8165.75165.7551.38114.37111.0554.70B92.08165.75C92.08165.754A952.21163.701.8294.66294.6691.35203.32197.4297.24B163.70294.66C163.70294.663A1014.0111219.001.8394.20394.20122.20272.00264.12130.09B219.00394.20C219.00394.202A1251.1222258.521.8465.34465.34144.25321.08311.78153.56B258.52465.34C258.52465.341A1662.4666265.211.67471.07471.07146.03325.04315.62155.45B265.21471.07C265.21471.07A1662.4666265.213.33939.32939.32291.19648.13629.34309.97B265.21939.32C265.21939.325.5風(fēng)荷載下下下框架的的內(nèi)力力計(jì)算因橫梁線剛度與與與柱線剛剛度之之比大于3，故內(nèi)力計(jì)計(jì)算算采用反彎彎點(diǎn)點(diǎn)法計(jì)算算。（1）確定各柱柱反反彎點(diǎn)位置置置。假定除底底底層外各各層上上下柱兩兩端轉(zhuǎn)轉(zhuǎn)角相同同，反反彎點(diǎn)的的位置置固定不不變。除除底層柱柱的反反彎點(diǎn)高高度位位于2/3柱高出，其其其余層柱柱的反反彎點(diǎn)位位于1/2柱高。圖5.6反彎彎彎點(diǎn)位置示示意意圖（2）分層層取脫離離體計(jì)計(jì)算各反反彎點(diǎn)點(diǎn)處剪力力。（3）先求求柱端彎彎矩，再再節(jié)點(diǎn)平平衡求求梁端彎彎矩，當(dāng)當(dāng)為中間間點(diǎn)時(shí)時(shí)，按梁梁的相相對(duì)線剛剛度分分配節(jié)點(diǎn)點(diǎn)處柱柱端不平平衡彎彎矩。根據(jù)以以以上計(jì)算算原則則，計(jì)算算框架架的彎矩矩如表表5.9所示。表5.9水水水平地震作作用用下框架架中梁梁軸力、彎矩矩計(jì)算(kN)層號(hào)軸號(hào)Fi(KN)Vj(KN)vh或(1-vv)h((m))柱端彎矩Mc(((KN.mm))梁端彎矩Mb(((KN.mm))MabMbaMbcMcbMce5A4.910.821.801.471.470.461.020.990.49B0.821.47C0.821.474A10.581.761.803.174.651.443.213.111.53B1.763.17C1.763.173A16.292.721.804.898.062.505.565.402.66B2.724.89C2.724.892A22.003.671.806.6011.493.567.937.703.79B3.676.60C3.676.601A30.875.151.678.5915.194.7110.4810.185.01B5.158.59C5.158.59A30.875.153.3317.1325.737.9717.7517.248.49B5.1517.13C5.1517.13風(fēng)荷載作用下的的的框架彎彎矩圖圖如圖5..77所示：圖5.7風(fēng)荷載載載作用下的的框框架彎矩矩圖6內(nèi)力組合由于本設(shè)計(jì)計(jì)的的主要任務(wù)務(wù)務(wù)是設(shè)計(jì)計(jì)基礎(chǔ)礎(chǔ)，故只只統(tǒng)計(jì)計(jì)柱底層層邊柱柱和中柱柱的內(nèi)內(nèi)力組合合，計(jì)計(jì)算過程程見下下表。根據(jù)《荷載規(guī)范范范》和《高高層層建筑混混凝土土結(jié)構(gòu)設(shè)設(shè)計(jì)規(guī)規(guī)程》（JGJ33--20100），由于于風(fēng)荷載載作用用下的組組合與與考慮地地震組組合相比比，一一般較小小，對(duì)對(duì)于結(jié)構(gòu)構(gòu)設(shè)計(jì)計(jì)不起控控制作作用，故故不考考慮。本本工程程只考慮慮以下下二種內(nèi)內(nèi)力組組合：梁端彎矩M都是是是經(jīng)過調(diào)調(diào)幅后后的彎矩矩，調(diào)調(diào)幅系數(shù)數(shù)為0.8。調(diào)幅只只對(duì)對(duì)豎向荷荷載作作用下的的內(nèi)力力進(jìn)行調(diào)調(diào)幅，不不對(duì)水平平荷載載作用下下的內(nèi)內(nèi)力進(jìn)行行調(diào)幅幅。（見見下表表61、6.2）：：表6.1底底底層邊柱內(nèi)內(nèi)力力組合表表層數(shù)恒載活載恒載+活載1.2×恒載+++1.44×活載1.35×恒載載載+1.44××0.77×活載Nmax、M、V底層M頂4.392.306.698.498.188.18M底2.201.153.354.254.104.10N頂-733.5999-98.64-832.2333-1018.4440-1087.0001-1087.0001N底-757.5999-98.64-856.2333-1047.2220-1119.4441-1119.4441V265.210265.21318.48358.04358.04表6.2底底底層中柱內(nèi)內(nèi)力力組合表表層數(shù)恒載活載恒載+活載1.2×恒載+++1.44×活載1.35×恒載載載+1.44××0.77×活載Nmax、M、V底層M頂-3.59-1.79-5.38-6.81-6.60-6.60M底-1.78-0.89-2.67-3.38-3.28-3.28N頂-623.0555-37.44-660.4999-800.0888-877.8111-877.8111N底-647.0555-37.44-684.4999-828.8888-910.2111-910.2111V265.210265.21318.48358.04358.04層數(shù)恒載活載恒載+活載1.2×恒載+++1.44×活載1.35×恒載載載+1.44××0.77×活載Nmax、M、V底層M頂5.492.908.3910.6510.2510.25M底2.751.454.205.335.135.13N頂-823.9888-145.8000-969.7888-1192.9990-1255.2226-1255.2226N底-847.9888-145.8000-993.7888-1221.7770-1287.6666-1287.6666V265.210265.21318.48358.04358.047基礎(chǔ)設(shè)計(jì)7.1.選擇樁樁樁端持力力層、承承臺(tái)埋深深根據(jù)地質(zhì)條件，以以粉質(zhì)粘土層層為樁尖持力力層，采用預(yù)預(yù)制混凝土方方樁，樁長(zhǎng)L=20m，截面尺寸寸為400mmm400mm，樁尖進(jìn)入入粉質(zhì)粘土層層為2m。樁身材料料：混凝土，C30級(jí)，=14..3；鋼筋，二級(jí)級(jí)鋼筋，==300。承承臺(tái)用C20及混凝土，==9.6；=1.100，鋼筋，三三級(jí)鋼筋，===360,承臺(tái)底面埋埋深d=2.00m。7.2.確定單單單樁極限限承載載力標(biāo)準(zhǔn)準(zhǔn)值根據(jù)地基基礎(chǔ)規(guī)規(guī)規(guī)范經(jīng)驗(yàn)驗(yàn)公式式樁側(cè)土的極限側(cè)側(cè)側(cè)阻力標(biāo)標(biāo)準(zhǔn)值值（kPa）查表取可得：淤泥質(zhì)粘土層，=22~30kPa，取=23.14kPa.灰色粘土層，時(shí)時(shí)時(shí)，=40~~555kPPa，取=422..14kkPaa。亞粘土層，時(shí)時(shí)時(shí)，=55~~770kPPa，取=577..14kkPaa。粉質(zhì)粘土層，時(shí)，=55~~770kPPa，取=577..14kkPaa。樁的極限端阻力力力標(biāo)準(zhǔn)值值（kPa），可查表表取取值：IL粉質(zhì)粘土層，（可可塑），混混凝凝土預(yù)制制樁樁樁長(zhǎng)20m，取=199000-228000kPPa，取=200228.557kPaa單樁豎向承載力力力特征值值：=水平承載力特征征征值：（一一一般取10mm）b=｛｝｝由于混凝凝土土預(yù)制樁樁樁型型為方形形，故故取1.0m，地基土土橫橫向抗力力系數(shù)數(shù)的比例例系數(shù)數(shù)2~4..5，取2.5樁頂水平位移系系系數(shù)，αh=0..557×220==11..4>>4取ah=4，則=0..9940則7.3.確定樁樁樁數(shù)和承承臺(tái)尺尺寸取n===2根樁距，取A===1.22m。承臺(tái)尺寸a=11mb==，承承臺(tái)高取0.8m。確定承臺(tái)平面尺尺尺寸及樁樁的排排列如下下圖所所示。圖7.1基基礎(chǔ)礎(chǔ)剖面圖7.4.樁頂作作作用效用用驗(yàn)算算單樁所受的平均均均作用力力（取取承臺(tái)及及其上上的土的的平均均重度)::單樁所受的最大大大作用力力：基樁水平力設(shè)計(jì)計(jì)計(jì)值小于Rha==68..222kN故無須驗(yàn)驗(yàn)算算考慮群群樁效效應(yīng)的基基樁水水平承載載力。7.5.樁基礎(chǔ)礎(chǔ)礎(chǔ)沉降驗(yàn)驗(yàn)算7.5.1求求求基底壓壓力和和基底附附加壓壓力基底壓力：基底附加壓力：：：=5344..45--199.66416..8857.5.2確確確定沉降降計(jì)算算深度因不存在相鄰荷荷荷載影響響，故故：Zn=bb((2.5--00.4llnbb)=11×(2.5--0.44lnn1)==2..5,取=3m7.5.3沉沉沉降計(jì)算算表777.1計(jì)算樁基基礎(chǔ)礎(chǔ)最終沉沉降量量點(diǎn)號(hào)Zil/bz/b12.02.64.00.0515103.0103.00.0606.1823.02.66.00.0685205.5102.50.0606.15樁尖以下3m處處處附加應(yīng)應(yīng)力：：=28..555kPPa自重應(yīng)力kPaaa由于計(jì)計(jì)算到樁尖尖尖一下3m即可。7.5.4確確確定沉降降經(jīng)驗(yàn)驗(yàn)系數(shù)等效沉降系數(shù)：：：樁基沉降經(jīng)驗(yàn)系系系數(shù)：（查查樁樁基規(guī)范5.5..111）樁基沉降為：<120mm滿足規(guī)范要求7.6.樁身結(jié)結(jié)結(jié)構(gòu)設(shè)計(jì)計(jì)計(jì)算算兩段樁長(zhǎng)為和，采采用雙點(diǎn)點(diǎn)吊立立的強(qiáng)度度計(jì)算算進(jìn)行樁樁身配配筋設(shè)計(jì)計(jì)。吊吊點(diǎn)位置置在距樁頂、樁端平平平面處，起起吊吊時(shí)樁身身最大大正負(fù)彎彎矩，其其，，為每延延米米樁的自自重，故故：樁身截面有效高高高度查《混凝土結(jié)構(gòu)構(gòu)構(gòu)設(shè)計(jì)規(guī)規(guī)范》()附表得，，樁身受拉主筋筋筋配筋量量：為便于配筋，上上上下兩段段樁都都采用相相同的的配筋，選選用用220（），因此此整整個(gè)截面面的主主筋為420（12566），其其配筋率5%>，其其他他構(gòu)造鋼鋼筋見見施工圖圖，樁樁的吊裝裝圖如如圖3所示。圖7.2樁的的的吊裝圖樁身強(qiáng)度：上段樁吊點(diǎn)位置置置：距樁樁端處處下段樁吊點(diǎn)位置置置：距樁樁端處處箍筋采用8@22200,在樁頂和和樁樁尖應(yīng)適適當(dāng)加加密，具具體見見樁身結(jié)結(jié)構(gòu)施施工圖。樁樁尖尖長(zhǎng)，取，樁頂頂設(shè)設(shè)置三層層8@@50鋼筋網(wǎng)，層層層距。地基基礎(chǔ)課程設(shè)計(jì)7.7.承臺(tái)設(shè)設(shè)設(shè)計(jì)計(jì)算算地基基礎(chǔ)課程設(shè)計(jì)承臺(tái)高0..88m，樁頂伸伸入入承臺(tái)50mm，鋼筋的的保保護(hù)層取35mm，則承臺(tái)臺(tái)有有效高度度：。7.7.1承臺(tái)臺(tái)臺(tái)受沖切切承載載力驗(yàn)算算7.1.1.柱柱柱邊沖切切有公式可求得沖沖沖垮比與沖沖切切系數(shù)：，，因h=800mmmm，故可取取。>F=128777.666×1.355==17338..34kkN((滿足)7.7.2承臺(tái)臺(tái)臺(tái)受剪承承載力力計(jì)算剪跨比與以上沖沖沖垮比相相同，故故，因（滿足）。構(gòu)造配箍筋，箍箍箍筋采用用6@@200。7.7.3承臺(tái)臺(tái)臺(tái)受彎承承載力力計(jì)算選用7#25，，沿平行于y軸軸方向均勻勻勻布置。選用3#12，，沿平行x軸方方向均勻勻布置。圖7.3基基基礎(chǔ)配筋圖8結(jié)論畢業(yè)設(shè)計(jì)是大學(xué)學(xué)學(xué)本科教教育培培養(yǎng)目標(biāo)標(biāo)實(shí)現(xiàn)現(xiàn)的重要要階段段，是畢畢業(yè)前前的綜合合學(xué)習(xí)習(xí)階段，是是深深化、拓拓寬、綜綜合教學(xué)學(xué)的重重要過程,是對(duì)大學(xué)學(xué)期期間所學(xué)學(xué)專業(yè)業(yè)知識(shí)的的全面面總結(jié)。畢業(yè)設(shè)計(jì)題目為為為《深圳圳市天天翔辦公公樓樁樁基礎(chǔ)設(shè)設(shè)計(jì)》。在在在設(shè)計(jì)前前期，我我溫習(xí)了了《結(jié)結(jié)構(gòu)力學(xué)學(xué)》、《鋼鋼鋼筋混凝凝土》、《建建筑結(jié)構(gòu)抗震震設(shè)計(jì)》等知知識(shí)，并借閱閱了《抗震規(guī)規(guī)范》、《混混凝土規(guī)范》、《荷荷載規(guī)范》等等規(guī)范。在設(shè)設(shè)計(jì)時(shí)，我們們通過所學(xué)的的基本理論、專專業(yè)知識(shí)和基基本技能進(jìn)行行建筑、結(jié)構(gòu)構(gòu)設(shè)計(jì)。在畢畢設(shè)后期，主主要進(jìn)行設(shè)計(jì)計(jì)手稿的電腦腦輸入，并得得到老師的審審批和指正，使使我圓滿的完完成了任務(wù)，在在此表示衷心心的感謝。畢業(yè)設(shè)計(jì)的兩個(gè)個(gè)個(gè)月里，在在指指導(dǎo)老師——蘇卿老師師的的幫助下下，經(jīng)經(jīng)過資料料查閱閱、設(shè)計(jì)計(jì)計(jì)算算、論文文撰寫寫以及外外文的的翻譯，加加深深了對(duì)新新規(guī)范范、規(guī)程程、手手冊(cè)等相相關(guān)內(nèi)內(nèi)容的理理解。鞏鞏固了專專業(yè)知知識(shí)、提提高了了綜合分分析、解解決問題題的能能力。在在進(jìn)行行內(nèi)力組組合的的計(jì)算時(shí)時(shí)，進(jìn)進(jìn)一步了了解了了Exceel。在繪圖圖時(shí)時(shí)熟練掌掌握了了AutooCCAD，以上所所有有這些從從不同同方面達(dá)達(dá)到了了畢業(yè)設(shè)設(shè)計(jì)的的目的與與要求求。在結(jié)構(gòu)計(jì)算過程程程中，我我用PkPM的TAT--8對(duì)手算結(jié)結(jié)果果進(jìn)行了了復(fù)合合，發(fā)現(xiàn)PkPM計(jì)算出來來的的結(jié)果偏偏于保保守，我我認(rèn)為為這樣是是出于于安全的的考慮慮。由于自己水平