柱下鋼筋混凝土獨立基礎(chǔ)實例

1歡迎。下載1.設(shè)計資料；3)冬季土壤凍結(jié)深度-0.8m；e=0.85,fak=209kPa,Es1=7.5mPa;；9)施工隊伍技術(shù)力量與工期要求正常。結(jié)構(gòu)情況主體1.2.2材料的選擇2.3結(jié)構(gòu)形式1.2.4框架柱的截面尺寸2.基礎(chǔ)設(shè)計計算內(nèi)容2.1.1地梁荷載計算精品文檔精品文檔A0-(D作用下-0.1-0.10.62歡迎下載2ff精品文檔地梁縱向荷載計算精品文檔6661-69.465-54.4-0.1052.24260.310079.355.18-45.18-0.1052.24VV53r-037.33C混凝土fc=9.iC混凝土fc=9.i理》構(gòu)件配筋原理，地梁配筋詳細計算見表1-3,1-4o表1-3地梁橫向配筋計算地梁橫向配筋計算B-68.8.191<12sM563.6syo實配鋼筋配筋率最小配筋率9.64000.450.16%300365722.65①14As=7690.60%2①14As=3080.26%4①14As=6150.50%h截面M(kN.m)M155.040.15220.0470.2%—0.2%——0.22%h0.2130.8940.0480.9760.1660.9170°°tAss3歡迎下載3精品文檔tyty表1-4地梁縱向配筋計算-2.24M：s1cos1cosMA①14A①14As=6152%①14As=615As=308sfhsysfhAsAs=308As=9233%3%h400h4000.2%—0.2%——0.22%h3650.4c0.4c"fth0.16%fyhefyhe4歡迎下載精品文檔精品文檔2.4確定地基承載力假設(shè)基礎(chǔ)寬度b<3m因為d=1.8m>0.5m,所以根據(jù)GBo0.416.418.7101.80.4akbfbakb20901.013.41.80.55確定邊柱基礎(chǔ)底面積n0GSGkQ1SQ1kQiciSQik其中0「QG1.2,Qi1.4,ci0.7.②由永久荷載效應(yīng)控制的組合n00￡SGkQiciSQik—i1其中01.0,G1.35,Qi1.4,ci°.7nSciQik2)標(biāo)準(zhǔn)組合:SciQik5歡迎下載5精品文檔邊柱、中柱荷載組合值計算如下表2-1,2-2基基本組合邊地震標(biāo)準(zhǔn)恒荷載活荷載風(fēng)荷載可變荷永久荷柱荷載組合載控制載控制M9.043.27±99.12±123.99168.5234.1234.1N666.7185.9±95.78±149.47924.31160.71224.6基本組合中中柱--245.1M-1.39M-1.39-175.2N99.68200.21±18.95±26.311225.61517.11582按地基承載力確定基礎(chǔ)底面積，荷載效應(yīng)取按正常使用極限狀態(tài)下荷載效應(yīng)的標(biāo)準(zhǔn)組「if1.4Fhowwo924.345.18226.4201.95101.45.77~6.73m26歡迎下載6精品文檔FGkA924.345.18202.231.95102.231.42.23akPa<f226.4kPaaeFGFGkkmax924.345.18202.231.95102.231.40.1496e171.89160.149223.17kpa<1.2fa271.68kPa7歡迎下載7精品文檔柱下鋼筋混凝土獨立基礎(chǔ)高度由混凝土受沖切承載力確定F1224.645.181.35PjbT2.23194.8kPa心距234.1-eF6610.182<234.1-3)基底最大凈反力設(shè)計值F1妲194.8Pjmaxbll265.71kPa底最小凈反力設(shè)計值F1魚194.8F1魚194.816°182123.89kPa示。柱邊截面：取h800mm,h0755mmbc2h00.520.7552.01m<b2.2m6)柱邊沖切驗算rlPjj22aca°bb2-2°hptc0hptcj22°bb2c22h30.50.7552.22222h800mm,hp1.08歡迎下載8ayayhpteoo0hpteoo0.71.011000.50.755729.59kN>286.96kN精品文檔Pjmax265.71hmmhmm取dh1.11.5m。1.120.3551.81m<b2.2m8kN00.71.07.72kN800mm001.10.355AM317.871062061.5mm°s0.9fh0.9300755°的彎矩設(shè)計值jmaxMj丄265.71194.822.248317.87kNmjmaxc2jc2j265.71194.82.230.529歡迎下載9yy精品文檔1PjmaxjjPjmaxjjll1265.71194.822.21.1265.71194.82.231.5AsMy010.9y01AsAs693003556ssAsskNmM丄RbQ221ac24jcc12194.82.20.5230.521848mm2方向的彎矩kNmAsM°0.9fh°0.930075514242Vi111MP242Vi1112194.82.21.1231.52473.66kNm7366106A800mm2AsVysVybA1256A0E s1ES753,Z2.5b2.91.820.50.51)下臥層頂面處的附加應(yīng)力歡迎下載aa精品文檔lbPkzl2ztanb2ztanzl2ztanb2ztan321.10.4242.221.10.424kPa16.40.418.7102.528.31kPa基礎(chǔ)寬度b=2.2m<3m,因為d=2.9m>0.5m,所以根據(jù)GBbO d1.11.81.09.762.90.5128.4kPa>cz82.0428.31110.31kPa按地基承載力確定基礎(chǔ)底面積，荷載效應(yīng)取按正常使用極限狀態(tài)下荷載效應(yīng)的標(biāo)準(zhǔn)組合，計算簡圖如圖1-6所示oA1.2~1.41.2~1.47.72~9m2h°Wwh°1225.669.48226.4201.95101.402.6.2地基承載力驗算PkFGkFG1225.669.48202.43.61.952.43.6102.43.61.4a174.89kPa<f226.4kPaa歡迎下載MkkFGkk精品文檔202.4202.43.61.95102.43.61.460.1641-3a232.25kPa<1.2f271.68kPaa122W+rLL —.〔.〔巾ij_3III|rrIlIlfi'lX-:wi“肌a歡迎下載。迎下載。。精品文檔距eeoF245.169.481.350.146<63)基底最大凈反力設(shè)計值PjmaxPjmax250.6kPabr134)基底最小凈反力設(shè)計值60.14660.146Pjminbr13137.32kPa柱邊截面，取h800mm,h0755mmbc2h00.520.7552.01m<b2.4mPjhch。20.7hpftbch0h0Pjh0h°23.60.7552.40.52222250.60522.4222h800mm,1.0hp0.71.011000.50.7550.755729.59kN>.62kN面沖切驗355mm取0355mm取0l11.220.3551.91m<b2.4mjjPjmaxI12ib精品文檔2~22250.63.61.8274kNhpt010.7fbhpt010.71.011001.20.3550.355425.06kN>312.74kNPjmaxjcPjmaxjPbIjac250.6193.9622.40.5250.6193.962.43.60.5294kNAsyjmaxjmaxjj250.6193.962kNm2447.6mm22jmaxPbljmax2.41.2250.6193.962.43.61.82Asy0.9fy0101AsssAss2464mm2迎下載。迎下載yyyy精品文檔2)計算基礎(chǔ)短邊方向的彎矩1MPbb21a241MPbb21a12193.962.40.523.60.5224.65kNmAsM°0.9fh°224.651060.9300755141M=bb12l丄194