獨(dú)棟別墅畢業(yè)設(shè)計(jì)計(jì)算書電算版PKPM

IV類場地且較高的高層建筑，最小總配筋率應(yīng)增加0.1%。注：1表中括號內(nèi)數(shù)值用于框架結(jié)構(gòu)的柱；2鋼筋強(qiáng)度標(biāo)準(zhǔn)值小于400Mpa時(shí)，表中數(shù)值應(yīng)增加0.1，鋼筋強(qiáng)度標(biāo)準(zhǔn)值為400Mpa時(shí)，表中數(shù)值應(yīng)增加0.053混凝土強(qiáng)度等級高于C60，上述數(shù)值應(yīng)相應(yīng)增加0.1。本結(jié)構(gòu)采用HRB400鋼筋，故全截面最小配筋率中柱和邊柱為0.75，角柱為0.85。8.3框架柱箍筋配筋計(jì)算由PKPM計(jì)算結(jié)果可知，本柱節(jié)點(diǎn)域抗剪箍筋面積起控制作用（計(jì)算數(shù)值0.7）。本例統(tǒng)一采用3肢箍，考慮到”強(qiáng)柱弱梁“的設(shè)計(jì)原則把配筋結(jié)果放大，用3根φ10進(jìn)行計(jì)算，取加密區(qū)間距為100mm。由。柱體積配箍率驗(yàn)算：綜上所述，框架柱配縱筋818，箍筋φ10@100/200、3肢箍。8.4框架柱平法施工圖見結(jié)施圖59.獨(dú)立基礎(chǔ)計(jì)算設(shè)計(jì)資料：該地區(qū)地表為0.3m厚雜填土；其下為1.6m厚粉質(zhì)粘土，其特性稍有光滑，干強(qiáng)度中等，韌性中等，承載力特征值130Kpa，，以此層作為建筑天然地基淺基礎(chǔ)設(shè)計(jì)的持力層，其下無地下水，根據(jù)監(jiān)測資料，同類建筑竣工3—5年后實(shí)際沉降量為3—5cm，完全能滿足使用要求。此獨(dú)立基礎(chǔ)采用C30強(qiáng)度等級混凝土，HRB400鋼筋作為受力鋼筋。本例以3—C軸基礎(chǔ)單獨(dú)進(jìn)行計(jì)算。9.1JCCAD計(jì)算參數(shù)9.2JCCAD計(jì)算結(jié)果JCCAD計(jì)算結(jié)果文件+荷載代碼Load荷載組合公式548SATWE標(biāo)準(zhǔn)組合:1.00*恒+1.00*活549SATWE標(biāo)準(zhǔn)組合:1.00*恒+1.00*風(fēng)x553SATWE標(biāo)準(zhǔn)組合:1.00*恒+1.00*風(fēng)y557SATWE標(biāo)準(zhǔn)組合:1.00*恒-1.00*風(fēng)x561SATWE標(biāo)準(zhǔn)組合:1.00*恒-1.00*風(fēng)y573SATWE標(biāo)準(zhǔn)組合:1.00*恒+1.00*活+0.60*1.00*風(fēng)x577SATWE標(biāo)準(zhǔn)組合:1.00*恒+1.00*活-0.60*1.00*風(fēng)x581SATWE標(biāo)準(zhǔn)組合:1.00*恒+1.00*活+0.60*1.00*風(fēng)y585SATWE標(biāo)準(zhǔn)組合:1.00*恒+1.00*活-0.60*1.00*風(fēng)y589SATWE標(biāo)準(zhǔn)組合:1.00*恒+1.00*風(fēng)x+0.70*1.00*活593SATWE標(biāo)準(zhǔn)組合:1.00*恒-1.00*風(fēng)x+0.70*1.00*活597SATWE標(biāo)準(zhǔn)組合:1.00*恒+1.00*風(fēng)y+0.70*1.00*活601SATWE標(biāo)準(zhǔn)組合:1.00*恒-1.00*風(fēng)y+0.70*1.00*活1005SATWE標(biāo)準(zhǔn)組合:1.00*(恒+0.50*活)+1.00*地x+0.38*豎地1006SATWE標(biāo)準(zhǔn)組合:1.00*(恒+0.50*活)-1.00*地x+0.38*豎地1007SATWE標(biāo)準(zhǔn)組合:1.00*(恒+0.50*活)+1.00*地y+0.38*豎地1008SATWE標(biāo)準(zhǔn)組合:1.00*(恒+0.50*活)-1.00*地y+0.38*豎地1009SATWE標(biāo)準(zhǔn)組合:1.00*(恒+0.50*活)+0.20*1.00*風(fēng)x+1.00*地x+0.38*豎地1013SATWE標(biāo)準(zhǔn)組合:1.00*(恒+0.50*活)+0.20*1.00*風(fēng)y+1.00*地y+0.38*豎地1017SATWE標(biāo)準(zhǔn)組合:1.00*(恒+0.50*活)-0.20*1.00*風(fēng)x-1.00*地x+0.38*豎地1021SATWE標(biāo)準(zhǔn)組合:1.00*(恒+0.50*活)-0.20*1.00*風(fēng)y-1.00*地y+0.38*豎地1185SATWE準(zhǔn)永久組合:1.00*恒+0.50*活1186SATWE基本組合:1.20*恒+1.40*活1187SATWE基本組合:1.35*恒+0.70*1.40*活1188SATWE基本組合:1.20*恒+1.40*風(fēng)x1192SATWE基本組合:1.20*恒+1.40*風(fēng)y1196SATWE基本組合:1.20*恒-1.40*風(fēng)x1200SATWE基本組合:1.20*恒-1.40*風(fēng)y1212SATWE基本組合:1.20*恒+1.40*活+0.60*1.40*風(fēng)x1216SATWE基本組合:1.20*恒+1.40*活-0.60*1.40*風(fēng)x1220SATWE基本組合:1.20*恒+1.40*活+0.60*1.40*風(fēng)y1224SATWE基本組合:1.20*恒+1.40*活-0.60*1.40*風(fēng)y1228SATWE基本組合:1.20*恒+1.40*風(fēng)x+0.70*1.40*活1232SATWE基本組合:1.20*恒-1.40*風(fēng)x+0.70*1.40*活1236SATWE基本組合:1.20*恒+1.40*風(fēng)y+0.70*1.40*活1240SATWE基本組合:1.20*恒-1.40*風(fēng)y+0.70*1.40*活1644SATWE基本組合:1.20*(恒+0.50*活)+1.30*地x+0.50*豎地1645SATWE基本組合:1.20*(恒+0.50*活)-1.30*地x+0.50*豎地1646SATWE基本組合:1.20*(恒+0.50*活)+1.30*地y+0.50*豎地1647SATWE基本組合:1.20*(恒+0.50*活)-1.30*地y+0.50*豎地1648SATWE基本組合:1.20*(恒+0.50*活)+0.20*1.40*風(fēng)x+1.30*地x+0.50*豎地1652SATWE基本組合:1.20*(恒+0.50*活)+0.20*1.40*風(fēng)y+1.30*地y+0.50*豎地1656SATWE基本組合:1.20*(恒+0.50*活)-0.20*1.40*風(fēng)x-1.30*地x+0.50*豎地1660SATWE基本組合:1.20*(恒+0.50*活)-0.20*1.40*風(fēng)y-1.30*地y+0.50*豎地計(jì)算獨(dú)基時(shí)[不考慮]獨(dú)基范圍內(nèi)的線荷載獨(dú)基底板最小配筋率:0.150%中華人民共和國國家標(biāo)準(zhǔn)GB50007-2011--綜合法符號說明:fak:地基承載力特征值fa:修正后的承載力特征值(地震荷載組合:faE)q:用于地基承載力特征值修正的基礎(chǔ)埋深Pt:平均覆土壓強(qiáng)(包括基礎(chǔ)自重)fy:計(jì)算底板鋼筋時(shí)采用的抗拉設(shè)計(jì)強(qiáng)度ft:混凝土軸心抗拉強(qiáng)度設(shè)計(jì)值Load:荷載代碼Mx':相對于基礎(chǔ)底面形心的繞x軸彎矩標(biāo)準(zhǔn)組合值My':相對于基礎(chǔ)底面形心的繞y軸彎矩標(biāo)準(zhǔn)組合值N':相對于基礎(chǔ)底面形心的軸力標(biāo)準(zhǔn)組合值Pmax:該組合下最大基底反力Pmin:該組合下最小基底反力S:基礎(chǔ)底面長B:基礎(chǔ)底面寬M1:底板x向配筋計(jì)算用彎矩設(shè)計(jì)值M2:底板y向配筋計(jì)算用彎矩設(shè)計(jì)值A(chǔ)Gx:底板x向全截面配筋面積AGy:底板y向全截面配筋面積節(jié)點(diǎn)號=13位置:C30fak(kPa)=130.0q=0.75mPt=24.0kPafy=360MPa寬度修正系數(shù)=0.30深度修正系數(shù)=1.50LoadMx'(kN*m)My'(kN*m)N(kN)Pmax(kPa)Pmin(kPa)fa(kPa)S(mm)B(mm)548-2.54-1.19438.44140.24134.37137.5019671967549-1.7714.62379.43153.44121.31137.5018291829553-17.94-1.05379.60156.03118.82137.5018291829557-1.89-16.59383.75155.04119.50137.501840184056114.28-0.91383.58151.84122.60137.5018401840573-2.508.17437.14145.39128.56137.5019671967577-2.57-10.55439.73147.48126.92137.5019701970581-12.20-1.23437.24147.58126.41137.50196719675857.13-1.15439.63143.66130.69137.5019701970589-2.2714.48419.22151.01122.91137.5019261926593-2.38-16.73423.54153.26121.50137.5019321932597-18.43-1.20419.39153.48120.54137.501926192660113.78-1.06423.37149.66125.00137.501932193210051.9543.87402.27164.0891.84137.50196719671006-6.31-46.04417.76165.0088.41137.50201620161007-46.65-0.22402.41164.9491.05137.5019671967100842.29-1.95417.62164.8996.39137.501978197810091.9646.99401.84164.5188.71137.50197819781013-49.87-0.23402.01164.8387.69137.50198219821017-6.33-49.16418.19164.7585.54137.5020332033*102145.51-1.94418.02163.9392.87137.5020002000柱下獨(dú)立基礎(chǔ)沖切計(jì)算:at(mm)load方向p_(kPa)沖切力(kN)抗力(kN)H(mm)load方向p_(kPa)沖切力(kN)抗力(kN)H(mm)350.1186X+79.121.7125.8270.1186X-80.122.7125.8270.350.1186Y+81.123.6125.8270.1186Y-79.121.5125.8270.350.1187X+84.128.6133.8280.1187X-85.129.7133.8280.350.1187Y+86.130.5133.8280.1187Y-84.128.3133.8280.350.1188X+74.114.6118.0260.1188X-65.101.7102.9240.350.1188Y+68.105.4110.3250.1188Y-67.103.9110.3250.350.1192X+67.104.1110.3250.1192X-68.105.0110.3250.350.1192Y+76.116.8118.0260.1192Y-65.101.1102.9240.350.1196X+66.102.7102.9240.1196X-76.117.2118.0260.350.1196Y+69.106.8110.3250.1196Y-68.105.3110.3250.350.1200X+68.105.4110.3250.1200X-69.106.2110.3250.350.1200Y+66.102.5110.3250.1200Y-75.115.8118.0260.350.1212X+83.127.0133.8280.1212X-78.119.7125.8270.350.1212Y+80.123.2125.8270.1212Y-79.121.1125.8270.350.1216X+78.120.1125.8270.1216X-85.129.3133.8280.350.1216Y+81.124.1125.8270.1216Y-79.121.9125.8270.350.1220X+79.121.3125.8270.1220X-80.122.4125.8270.350.1220Y+85.129.7133.8280.1220Y-78.118.9125.8270.350.1224X+80.122.1125.8270.1224X-80.123.1125.8270.350.1224Y+79.120.7125.8270.1224Y-83.127.1133.8280.350.1228X+83.125.9133.8280.1228X-73.113.3118.0260.350.1228Y+76.117.9118.0260.1228Y-75.116.0118.0260.350.1232X+74.114.2118.0260.1232X-84.128.7133.8280.350.1232Y+77.118.8125.8270.1232Y-76.117.4118.0260.350.1236X+75.116.3118.0260.1236X-76.117.3118.0260.350.1236Y+84.128.6133.8280.1236Y-73.112.5118.0260.350.1240X+76.117.6118.0260.1240X-77.117.9125.8270.350.1240Y+74.114.7118.0260.1240Y-83.126.8133.8280.350.1644X+91.139.3174.1270.1644X-66.103.9122.7220.350.1644Y+71.111.1132.4230.1644Y-72.112.5142.4240.350.1645X+69.107.5132.4230.1645X-95.145.2174.1270.350.1645Y+77.119.9142.4240.1645Y-74.114.4142.4240.350.1646X+71.111.5132.4230.1646X-71.111.6132.4230.350.1646Y+92.141.0174.1270.1646Y-66.103.4122.7220.350.1647X+74.115.2142.4240.1647X-75.116.9142.4240.350.1647Y+69.108.1132.4230.1647Y-93.142.8174.1270.350.1648X+92.141.4174.1270.1648X-66.103.1122.7220.350.1648Y+71.111.0132.4230.1648Y-72.112.3142.4240.350.1652X+71.111.4132.4230.1652X-71.111.5132.4230.350.1652Y+93.143.3174.1270.1652Y-65.102.7122.7220.350.1656X+68.107.0132.4230.1656X-96.147.6174.1270.350.1656Y+77.120.0142.4240.1656Y-74.114.6142.4240.350.1660X+74.115.4142.4240.1660X-75.117.0142.4240.350.1660Y+69.107.5132.4230.1660Y-95.145.3174.1270.基礎(chǔ)底面長、寬大于柱截面長、寬加兩倍基礎(chǔ)有效高度!不用進(jìn)行受剪承載力計(jì)算基礎(chǔ)各階尺寸:NoSBH1260026003002500500150柱下獨(dú)立基礎(chǔ)底板配筋計(jì)算:LoadM1(kN*m)AGx(mm*mm)LoadM2(kN*m)AGy(mm*mm)118693.5740.2118694.1744.4118799.3786.1118799.8790.1118885.1673.8118879.4628.6119279.2626.9119286.4684.0119686.9687.8119680.5637.3120080.1634.0120086.0681.0121296.4762.5121293.7741.8121697.9774.6121694.4747.0122093.3738.1122097.9775.1122493.8742.4122496.6764.1122894.7749.6122889.3706.6123296.6764.6123290.4715.3123688.9703.7123696.3762.1124089.8710.9124095.5755.61644101.0599.8164484.3500.41645105.3625.2164589.4530.7164683.5495.91646102.1606.0164787.7520.31647103.9616.71648102.3607.1164884.2499.8165283.5495.41652103.4613.61656106.8633.8165689.5531.3166087.8520.91660105.4625.5x實(shí)配:C10@130(0.16%)y實(shí)配:C10@130(0.16%)9.3獨(dú)立基礎(chǔ)沖切驗(yàn)算與配筋計(jì)算書[計(jì)算條件]獨(dú)基類型:錐形現(xiàn)澆獨(dú)基尺寸(單位mm):長寬高一階26002600300二階500500150基礎(chǔ)底標(biāo)高：-1.2m基礎(chǔ)移心：S方向:0mmB方向:0mm底板配筋：Y方向:10@130X方向:10@130單位面積的基礎(chǔ)及覆土重：18.0kPa柱截面信息：柱截面高：350mm柱截面寬：350mm柱偏心x：0mm柱偏心y：0mm柱轉(zhuǎn)角：0°荷載信息豎向荷載基本值：Nk=571KnX方向彎矩基本值：Mx=2Kn*mY方向彎矩基本值：My=1Kn*m[計(jì)算結(jié)果]1、沖切驗(yàn)算采用GB5007-2002建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范,公式如下：8.2.7-18.2.7-28.2.7-3沖切力抗力計(jì)算:X+方向,高度H=450Fl=pj*Al=84.81*1.36=115.290.7*βhp*ft*(at+ab)*ho/2=0.7*1.00*1270.94*(0.35+1.15)*0.40/2=266.90KN◎◎◎本方向沖切驗(yàn)算滿足◎◎◎X-方向,高度H=450Fl=pj*Al=84.32*1.36=114.620.7*βhp*ft*(at+ab)*ho/2=0.7*1.00*1270.94*(0.35+1.15)*0.40/2=266.90KN◎◎◎本方向沖切驗(yàn)算滿足◎◎◎Y+方向,高度H=450Fl=pj*Al=84.11*1.36=114.330.7*βhp*ft*(at+ab)*ho/2=0.7*1.00*1270.94*(0.35+1.15)*0.40/2=266.90KN◎◎◎本方向沖切驗(yàn)算滿足◎◎◎Y-方向,高度H=450Fl=pj*Al=85.29*1.36=115.940.7*βhp*ft*(at+ab)*ho/2=0.7*1.00*1270.94*(0.35+1.15)*0.40/2=266.90KN◎◎◎本方向沖切驗(yàn)算滿足◎◎◎四邊沖切驗(yàn)算H=450.Fl=N-pk*(bc+2*h0)*(hc+2*h0)=571.00-84.5*(350.0+2*400.0)*(350.0+2*400.0)*1e-6=459.3KnFr=0.7*Bhp*ft*am*h0=0.7*1.00*1270.9*(350.0+350.0+2*400.0)*400.0*1e-6=1067.6Kn◎◎◎四邊沖切驗(yàn)算滿足◎◎◎X+方向,高度H=450mmFl=pj*Al=84.81*1.27=107.500.7*βhp*ft*(at+ab)*ho/2=0.7*1.00*1270.94*(0.50+1.30)*0.40/2=320.28KN◎◎◎本方向沖切驗(yàn)算滿足◎◎◎X-方向,高度H=450mmFl=pj*Al=84.30*1.27=106.850.7*βhp*ft*(at+ab)*ho/2=0.7*1.00*1270.94*(0.50+1.30)*0.40/2=320.28KN◎◎◎本方向沖切驗(yàn)算滿足◎◎◎Y+方向,高度H=450mmFl=pj*Al=84.06*1.27=106.540.7*βhp*ft*(at+ab)*ho/2=0.7*1.00*1270.94*(0.50+1.30)*0.40/2=320.28KN◎◎◎本方向沖切驗(yàn)算滿足◎◎◎Y-方向,高度H=450mmFl=pj*Al=85.29*1.27=108.100.7*βhp*ft*(at+ab)*ho/2=0.7*1.00*1270.94*(0.50+1.30)*0.40/2=320.28KN◎◎◎本方向沖切驗(yàn)算滿足◎◎◎獨(dú)基尺寸長寬高260026003005005001502、剪切驗(yàn)算b+2*h0=1150mm<BB=2600Y方向不需要進(jìn)行抗剪計(jì)算:h+2*h0=1150mm<HH=2600X方向不需要進(jìn)行抗剪計(jì)算:3、配筋驗(yàn)算采用GB5007-2002建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范,計(jì)算公式如下：彎矩計(jì)算：x方向,h0=390mmM=1/12*a1*a1*[(2l+a`)*1(Pjmax+Pj)+(Pjmax-Pj)*l]=1.12*1.12[(2*2.60+0.35)*(84.8+84.5)+(84.8-84.5)*2.60]/12=99.19KNmM=1/12*a1*a1*[(2l+a`)*1(Pjmax+Pj)+(Pjmax-Pj)*l]=1.12*1.12[(2*2.60+0.35)*(84.1+84.4)+(84.1-84.4)*2.60]/12=98.58KNmy方向,h0=390mmM=1/12*a1*a1*[(2l+a`)*1(Pjmax+Pj)+(Pjmax-Pj)*l]=1.12*1.12[(2*2.60+0.35)*(83.6+84.4)+(83.6-84.4)*2.60]/12=98.15KNmM=1/12*a1*a1*[(2l+a`)*1(Pjmax+Pj)+(Pjmax-Pj)*l]=1.12*1.12[(2*2.60+0.35)*(85.3+84.6)+(85.3-84.6)*2.60]/12=99.62KNmx方向,h0=390mmM=1/12*a1*a1*[(2l+a`)*1(Pjmax+Pj)+(Pjmax-Pj)*l]=1.12*1.12[(2*2.60+0.35)*(84.8+84.5)+(84.8-84.5)*2.60]/12=99.19KNmM=1/12*a1*a1*[(2l+a`)*1(Pjmax+Pj)+(Pjmax-Pj)*l]=1.12*1.12[(2*2.60+0.35)*(84.1+84.4)+(84.1-84.4)*2.60]/12=98.58KNmy方向,h0=390mmM=1/12*a1*a1*[(2l+a`)*1(Pjmax+Pj)+(Pjmax-Pj)*l]=1.12*1.12[(2*2.60+0.35)*(83.6+84.4)+(83.6-84.4)*2.60]/12=98.15KNmM=1/12*a1*a1*[(2l+a`)*1(Pjmax+Pj)+(Pjmax-Pj)*l]=1.12*1.12[(2*2.60+0.35)*(85.3+84.6)+(85.3-84.6)*2.60]/12=99.62KNm配筋計(jì)算：M1=99.194AGx=M1/(0.9*h0*fy)=99194.062/(0.9*0.390*360.)=785.012mm*mmM2=99.625AGy=M2/(0.9*h0*fy)=99624.883/(0.9*0.390*360.)=788.421mm*mmM1=99.194AGx=M1/(0.9*h0*fy)=99194.062/(0.9*0.390*360.)=785.012mm*mmM2=99.625AGy=M2/(0.9*h0*fy)=99624.883/(0.9*0.390*360.)=788.421mm*mmX方向配筋Y方向配筋785.012788.421原鋼筋X方向配筋量滿足原鋼筋Y方向配筋量滿足計(jì)算的配筋方案為：AGx:HRB40010@130AGy:HRB40010@1309.43—C軸獨(dú)立基礎(chǔ)詳圖（J1）圖9.4.13—C軸獨(dú)立基礎(chǔ)詳圖（1）圖9.4.23—C軸獨(dú)立基礎(chǔ)詳圖（2）9.5、基礎(chǔ)施工圖及基礎(chǔ)詳圖見結(jié)施圖610.樓梯設(shè)計(jì)設(shè)計(jì)資料：本別墅采用現(xiàn)澆板式A型樓梯。層高3.3m，踏步尺寸165×260mm。采用混凝土強(qiáng)度等級C30，鋼筋為HRB400和HPB330。樓梯上均布活荷載標(biāo)準(zhǔn)值=2.0kN／m2，試設(shè)計(jì)此樓梯。10.1樓梯板配筋計(jì)算板傾斜度設(shè)板厚h=100mm取1m寬板帶計(jì)算。荷載計(jì)算荷載分項(xiàng)系數(shù)樓梯荷載統(tǒng)計(jì)表表10.1-1荷載種類荷載標(biāo)準(zhǔn)值（KN/m)恒荷載梯板水磨石面層三角形踏步樓梯斜板板底抹灰其他配件0.65x(0.165+0.26)/0.26=1.060.165x0.26x25/(2x0.26)=2.060.1x25x1/0.844=2.960.02x17x1/0.844=0.400