基礎(chǔ)手算設(shè)計(jì)計(jì)算書(shū)

基礎(chǔ)計(jì)算書(shū)內(nèi)容：土層概況樁型選取單樁豎向承載力計(jì)算錨樁單樁豎向抗拔承載力及抗裂計(jì)算工程樁配筋計(jì)算樁根數(shù)、樁承受彎矩計(jì)算底板抗沖切計(jì)算底板配筋計(jì)算底板裂縫計(jì)算底板裂縫計(jì)算荷載設(shè)計(jì)值下樁筏計(jì)算荷載標(biāo)準(zhǔn)值下樁筏計(jì)算（一）、土層概況層序土名預(yù)制方樁(350x350)樁側(cè)極限摩阻力標(biāo)準(zhǔn)值fs（KPa）樁端極限端承力標(biāo)準(zhǔn)值fp（KPa）壓縮模量(建議值)Es(Mpa)1-1雜填土01-2浜填土152粉質(zhì)粘土153淤泥質(zhì)粉質(zhì)粘土15/254-1淤泥質(zhì)粘土224-2粉砂505粉質(zhì)粘土406暗綠色粉質(zhì)粘土701600157-1草黃色粉砂805000307-2草黃色粉砂100600045（二）、樁型選取建筑自然地坪標(biāo)高平均值4.550m左右，選取預(yù)制方樁[截面350x350，混凝土設(shè)計(jì)強(qiáng)度等級(jí)C35]?！?.000相當(dāng)絕對(duì)標(biāo)高5.350，室外設(shè)計(jì)地坪相對(duì)標(biāo)高－0.550(平均)，有地下室一層，承臺(tái)厚度約650mm，承臺(tái)底絕對(duì)標(biāo)高為1.050，樁頂絕對(duì)標(biāo)高1.100(樁進(jìn)入承臺(tái)0.050m)，樁頂入土深度5.350-0.550-1.10=3.700m。樁基持力層選7-1層土(草黃色粉砂)，樁長(zhǎng)27m,樁底標(biāo)高為-25.900（1.100-27=-25.900）。樁長(zhǎng)細(xì)比為27/0.350=77.1，樁進(jìn)入7-1層土25.90-23.95=1.90m>Max[B(0.40m)；2L(0.70m)]（三）、單樁豎向承載力計(jì)算1.按照地基土對(duì)樁的支撐能力確定預(yù)制樁的單樁豎向承載力設(shè)計(jì)值:根據(jù)工程地質(zhì)剖面IV-IV′確定土層厚度：18孔(計(jì)算從基底計(jì)起)（+4.55）：層序土名層底標(biāo)高值（m）土層厚度h（m）樁側(cè)極限摩阻力標(biāo)準(zhǔn)值fs（kPa）fsh(kN/m)1-1雜填土3.750.80001-2浜填土00002粉質(zhì)粘土1.352.401503淤泥質(zhì)粉質(zhì)粘土-2.754.10(3.90)15/2558.504-1淤泥質(zhì)粘土-5.853.102268.204-2粉砂-8.552.7050135.005粉質(zhì)粘土-21.4512.9040516.006暗綠色粉質(zhì)粘土-23.952.5070175.007-1草黃色粉砂-29.90(-25.85)5.95(1.90)80152.007-2草黃色粉砂-55.4525.551000Σfsh1104.70Rd＝Rsk/γs＋Rpk/γp＝UpΣfsili/γs＋fpAp/γpUp＝4×0.35＝1.40mUpΣfsili＝1546.58kN；fpAp＝5000×0.35x0.35＝612.5kNρp＝Rpk/(Rsk＋Rpk)＝612.5/(612.5＋1546.58)=0.28查表6.2.4-2，內(nèi)插得：γp＝1.216γs＝1.826Rd＝612.50/1.216＋1546.58/1.825＝1350.67=1350kN2.按照樁身結(jié)構(gòu)強(qiáng)度確定灌注樁的單樁豎向承載力設(shè)計(jì)值:Rd≤0.66fcAp＝0.66×16.7×350x350/1000＝1350.20kN單樁豎向承載力設(shè)計(jì)值為1350kN（四）、錨樁單樁豎向抗拔承載力及抗裂計(jì)算1.按照地基土對(duì)樁的支撐能力確定灌注樁的錨樁單樁豎向抗拔承載力設(shè)計(jì)值:Rd’＝UpΣλifsili/γs＋GpΣλifsili＝(58.5+68.2+516+175)×0.5+(135+152)×0.6＝580.2kN/mUpΣλifsili/γs＝1.4x580.2/1.6=507.68kN；Gp＝(γt-γw×1.2)×Ld2＝0.352×[(25-10×1.2)×29.5+25×1)]=50.04kN；Rd’＝507.68+50.04=557.72kN2.按照試樁要求和位置確定錨樁的單樁豎向抗拔承載力設(shè)計(jì)值:1350×1.6÷4×1.2=648kN＞557.72kN；錨樁單樁豎向抗拔承載力設(shè)計(jì)值為500kN;3.錨樁配筋、抗裂計(jì)算:錨樁配筋計(jì)算：[兩段配筋,上(15m)+下(15.5m)=30.5m]①.錨樁上段1/2樁長(zhǎng)配筋計(jì)算a)根據(jù)抗拔力確定配筋量：557.72/0.310=1799mm2b)根據(jù)裂縫計(jì)算確定配筋量：按照0.3mm的裂縫寬度控制計(jì)算,裂縫計(jì)算:Ns=500kN預(yù)估配筋A(yù)s=N/fy=500/0.17=2941mm2選筋8φ22（3040）A=122500m2As=3040mm2Pte=As/Ate=3040/122500=0.0248σss=Ns/As=500000/3040=164.47N/mm2Ψ=1.1-0.65ftk/(Pteσss)=1.1-0.65x1.57/(0.0248x164.47)=0.85Wmax=αcrΨσss(2.7c+0.1d/Pte)v/Es=2.7x0.85x164.47x(2.7x50+0.1x22/0.0248)x0.7/200000=0.296mm認(rèn)為滿(mǎn)足綜合考慮確定錨樁上截的配筋為8Φ22,可滿(mǎn)足要求。（五）、工程樁配筋計(jì)算按國(guó)標(biāo)97G361（六）、樁根數(shù)、樁承受彎矩計(jì)算1.估算單樁總數(shù):上部結(jié)構(gòu)恒活設(shè)計(jì)值：168397.6kN基礎(chǔ)底板所圍面積：430.43m2地下室外墻所圍面積：381.55m2覆土荷載：[（430.43-381.55）x18x(5.35-0.55-1.70)]x1.2=3273.00kN地下室面層重量：[(0.05x22)x381.55]x1.2=503.65kN底板浮容重：0.65x15x430.43x1.2=5036.03kN基礎(chǔ)底板面以上部分水浮力：-381.55x(3.54-1.70)x10=-7020.52kN地下室活荷載：381.55x5x1.4=2670.85kN下部結(jié)構(gòu)荷載總值：3273+503.65+5036.03-7020.52+2670.85=4463kN估算樁數(shù)：(168397.6+4463)x1.2/1350=154根經(jīng)過(guò)調(diào)整，實(shí)際布樁數(shù)量為156根,計(jì)算結(jié)果見(jiàn)TBSA計(jì)算結(jié)果2.邊樁驗(yàn)算:作用于樁頂?shù)目偤奢d：175028.45kN荷載中心：X=25584.24Y=25124.66樁形心：X=25673.48Y=25250.69偏心：Ex=89.24Y=126.03偏心率：ex=89.24/30000=0.3%ey=1269.03/14300=0.9%上部結(jié)構(gòu)在地震作用下的整體彎矩：Mex=226896.62kN.mMey=209748.25kN.m上部結(jié)構(gòu)在風(fēng)作用下的整體彎矩：Mwx=45925.9kN.mMwy=93439.6kN.m邊樁計(jì)算用數(shù)據(jù)：地震作用下Mox=226896.62x1.3+175028.45x0.08924+45925.9x0.28=294965.61+15619.54+12859.25=323444.4kN.mMoy=209748.25x1.3+175028.45x0.12603+93439.6x0.28=272672.73+22058.84+26163.09=320894.66kN.m風(fēng)作用下M’ox=175028.45x0.08924+45925.9x1.4=15619.54+64296.26=79915.8kN.mM’oy=175028.45x0.12603+93439.6x1.4=22058.84+130815.44=152874.28kN.m將數(shù)據(jù)輸入SFC軟件，計(jì)算結(jié)果滿(mǎn)足要求，見(jiàn)所附SFC結(jié)果文件。（七）、底板抗沖切計(jì)算:底板C30,厚0.65m,底板ho=650-50=1250mm,Um=4x(350+600)=3800mm樁邊受沖切力設(shè)計(jì)值F1=1350kN,Fl<(0.7Bh.ft+0.5Gpc.m)y.Um.h0Bs=2y1=0.4+1.2/Bs=1Bh=1Gpcm=0y=11350000<(0.7x1.43+0)x1x3800x600=2282280滿(mǎn)足要求.（八）、底板配筋計(jì)算:(底板C30,厚0.70m)由TBSP計(jì)算得知,在標(biāo)準(zhǔn)值作用下,底板彎矩峰值為:Mxk=1433kN·m,Myk=1794kN·m,設(shè)計(jì)值采用峰值的0.7×1.25進(jìn)行配筋計(jì)算.Mx=1433×0.7×1.25=1253.88kN·m,My=1794×0.7×1.25=1569.75kN·m,X方向(長(zhǎng)向):鋼筋在外皮,底板ho=1300-50=1250mm,Y方向(短向):鋼筋在內(nèi)皮,底板ho=1300-50-40=1210mm,①.Y方向:αs=M/fcmbh02=1253.88×106/16.5×1000×12502=0.04862,γs=0.975As=M/fyγsh0=1253.88×106/310×0.975×1250=3318.79mm2配Φ28@150，②.X方向:αs=M/fcmbh02=1569.75×106/16.5×1000×12102=0.065,γs=0.966As=M/fyγsh0=1569.75×106/290×0.966×1210=4630.95mm2配Φ32@150，（九）、底板裂縫計(jì)算:(底板C30,厚0.70m)X向:(局部雙排—另配一排Φ28@200)Ate=0.5*1000*1400=700000mm2As=(6.66+5)*615.3=7174.4mm2Pte=As/Ate=7174.4/700000=0.01025Ms=1253.88/1.25=1003.11kN·m/m,σss=Ms/0.87hoAs=1003.11*106/0.87*1350*7174.4=119.05KN/mm2Ψ=1.1-0.65ftk/Pteσss=1.1-0.65*2/0.01025*119.05=0.0347<0.4,取Ψ=0.4Wmax=αcrΨσss(2.7c+0.1d/Pte)v÷Es=2.1*0.4*119.05(2.7*50+0.1*28/0.01025)0.7÷200000=0.143mm滿(mǎn)足.Y向:(局部雙排—另配一排Φ32@200)Ate=0.5*1000*800=700000mm2As=(6.66+5)*804.3=9378.14mm2Pte=As/Ate=9378.14/700000=0.0134Ms=1