柱下鋼筋混凝土獨立基礎實例

1歡迎。下載1.設計資料；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.基礎設計計算內(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基礎寬度b<3m因為d=1.8m>0.5m,所以根據(jù)GBo0.416.418.7101.80.4akbfbakb20901.013.41.80.55確定邊柱基礎底面積n0GSGkQ1SQ1kQiciSQik其中0「QG1.2,Qi1.4,ci0.7.②由永久荷載效應控制的組合n00￡SGkQiciSQik—i1其中01.0,G1.35,Qi1.4,ci°.7nSciQik2)標準組合: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準恒荷載活荷載風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底面積，荷載效應取按正常使用極限狀態(tài)下荷載效應的標準組「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)基底最大凈反力設計值F1妲194.8Pjmaxbll265.71kPa底最小凈反力設計值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力歡迎下載aa精品文檔lbPkzl2ztanb2ztanzl2ztanb2ztan321.10.4242.221.10.424kPa16.40.418.7102.528.31kPa基礎寬度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底面積，荷載效應取按正常使用極限狀態(tài)下荷載效應的標準組合，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)基底最大凈反力設計值PjmaxPjmax250.6kPabr134)基底最小凈反力設計值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)計算基礎短邊方向的彎矩1MPbb21a241MPbb21a12193.962.40.523.60.5224.65kNmAsM°0.9fh°224.651060.9300755141M=bb12l丄194