鋼筋混凝土結(jié)構(gòu)設(shè)計(jì)范本

同濟(jì)大學(xué)浙江學(xué)院2008－2009第二學(xué)期《混凝土結(jié)構(gòu)設(shè)計(jì)》課程設(shè)計(jì)專業(yè)土木工程班級學(xué)號姓名教師簽名：批閱日期：目錄一．工程概況及設(shè)計(jì)資料二．現(xiàn)澆鋼筋混凝土主次梁單向板樓蓋及柱設(shè)計(jì)三．現(xiàn)澆鋼筋混凝土雙向板樓蓋結(jié)構(gòu)設(shè)計(jì)四．混合結(jié)構(gòu)建筑物墻體設(shè)計(jì)五.現(xiàn)澆鋼筋混凝土板式樓梯設(shè)計(jì)六．混合結(jié)構(gòu)建筑物墻下條形基礎(chǔ)與柱下單獨(dú)基礎(chǔ)《鋼筋混凝土結(jié)構(gòu)》課程設(shè)計(jì)計(jì)算書（2009-7）一．工程概況及設(shè)計(jì)資料1.1結(jié)構(gòu)形式采用混合結(jié)構(gòu)，樓屋蓋為鋼筋混凝土單向板主次梁，豎向承重結(jié)構(gòu)為內(nèi)框架，基礎(chǔ)為鋼筋混凝土柱下獨(dú)立基礎(chǔ)和墻下條形基礎(chǔ)。樓梯為現(xiàn)澆鋼筋混凝土板式樓梯。1.2水文地質(zhì)地基土層自上而下為：人工填土,層厚0.6～1.0m；褐黃色粘土,層厚4.0～4.5m，fa=80kN/m2,γ＝19kN/m3；灰色淤泥質(zhì)粉土,層厚20~22m,fa=70kN/m2,γ＝18kN/m3；暗綠色粘質(zhì)粉土,未穿,fa=160kN/m2，γ＝20kN/m3。地下水位在自然地表以下0.8m,水質(zhì)對結(jié)構(gòu)無侵蝕作用?；A(chǔ)持力層為褐黃色粘土層。1.3設(shè)計(jì)荷載基本風(fēng)壓及基本雪壓按上海地區(qū)采用。常用建筑材料和構(gòu)件自重參照荷載規(guī)范確定。屋面使用荷載按不上人屋面設(shè)計(jì)。樓面使用荷載值根據(jù)荷載規(guī)范確定（本設(shè)計(jì)按4.6表規(guī)定取值）。1.4樓屋面做法屋面：細(xì)砂面層，二布三油PVC防水層,40厚C20細(xì)石混凝土找平層（雙向配筋?4@200），最薄處60厚擠塑板保溫層,，油膏膠泥一度隔氣層，現(xiàn)澆鋼筋混凝土屋面板，板下20厚紙筋灰粉底。樓面：30厚水泥砂漿面層，現(xiàn)澆鋼筋混凝土梁板，板底梁面20厚紙筋灰粉面。1.5材料混凝土：基礎(chǔ)用C20，上部結(jié)構(gòu)用C25。墻體：。1.6平面尺寸與使用荷載二．現(xiàn)澆鋼筋混凝土主次梁單向板樓蓋及柱設(shè)計(jì)2.2取1m板帶）2.2.面層××鋼砼樓面板××板底粉刷××（kN/m）（kN/m）×折算荷載（設(shè)計(jì)值）：g’（kN/m）=1.2gk+1.4qk/2=6.228kN/mq’（kN/m）=1.4qk/2=2.1kN/m2.2.2l=2.0板彎矩計(jì)算截面1截面B截面2截面C截面3kg0.078-0.1050.033-0.0790.046mg=kgg’l21.943-2.6150.822-1.9681.263kq0.100-0.1190.079-0.1110.085mq=kqq’l20,84-0.9990.633-0.9320.787m=mg+mq2.783-3.6141.483-2.9002.050（kq按活荷載最不利布置取值。）2.2.3板配筋計(jì)算截面1截面B截面2截面C截面3m(kn.m)4.0915.2452.3474.3072.850αs=M／α1fcbh020.0950.1220.0550.1010.067γs=(1+√1－2αs)/20.950.9350.9720.9470.965as=m/(fyγsh0)341.77445.21191.64360.96234.39選用?8@140?8@110?6@120?8@140?6@120實(shí)配（mm2）359457236359236(b=1000mm，h0=h－as=60mm。C25：fc=11.9N/mm2，ft=1.27N/mm2，α1=1.0；hpb235：fy=210N/mm2。)as,min=max{0.2%,0.45ft/fy}bh=2.2.42.3取1m板帶）2.3.1×××××××2.3.2內(nèi)力分析M=kq(g+q)l2l1=2.0-0.25-0.2/2=1.65ml2=2.0-0.2=1.8mlB板彎矩計(jì)算截面1截面B截面2截面C截面3彎矩系數(shù)1/11-1/111/161/14-1/16彎矩值2.213-2.4181.810-2.0691.810（kq按活荷載最不利布置取值。）2.4次梁配筋設(shè)計(jì)2.4荷載恒載板傳來2.94×2/1=5.88kN/m次梁自重25×0.2×(0.4-0.08)+17×0.02×(0.4-0.08)×2=1.818kN/mgk（kN/m）=5.88+1.818=7.698kN/m活載板傳來qk（kN/m）=6.0×2/1=12kN/m折算荷載（設(shè)計(jì)值）：g’（kN/m）=1.2gk+1.4qk/4=13.438kN/mq’（kN/m）=1.4×3qk/4=12.6kN/m2.4l=6m次梁彎矩計(jì)算kg0.077-0.1070.036-0.071mg=kgg’l237.250-51.76317.416-34.348kq0.100-0.1210.071-0.571mq=kqq’l245.360-54.88632.206-48.535m=mg+γqmq82.610-106.64949.622-82.883（kq按活荷載最不利布置取值。）次梁kg0.393-0.6070.536-0.464Vg=kgg’l31.687-48.94143.217-37.411kq0.466-0.6200.603-0.571Vq=kqq’l33.718-46.87245.587-43.168v=vg+vq65.405-95.81388.804-80.5792.4bf’=min{6000/3,200+2000-200,200+12×80}=1160mm次梁縱筋配筋計(jì)算m(kn.m)82.610106.64949.62282.883α1fcbh02（α1fcbf’h02）1.839×1093.171×1081.839×1093.171×108αs=M／α1fcbh02（αs=M／α1fcbf’h02）0.0450.3360.0270.261γs=(1+√1－2αs)/20.9770.7860.9860.846as=m/(fyγsh0)765.401239.14456.45894.71選用318420218220+18實(shí)配（mm2）763.021256.0508.7882.34(h0=h－as=365mm。C25：fc=11.9N/mm2，ft=1.27N/mm2，α1=1.0；hpb335：fy=300N/mm2?？缰邪吹谝活怲形截面;支座按矩形截面。)箍筋配筋計(jì)算VkN65.40595.81388.80480.579V/βc0.0750.1100.1020.093Vc（=64.89764.89764.89764.897Vc0.50830.91623.90715.682/1.25fyv）mm2mm)(mm)(n=2,=28.26mm20.0050.3230.2500.16411304175226345實(shí)配?6@200?6@200?6@200?6@200構(gòu)造要求：d≥dmin(dmin=6mm，h≤800mm)：s≤smax（smax=200mm，300mmh≤500mm：＞=ftfyv（hpb235：fyv=210N/mm2；βc=1.0）2.4.4梁配筋設(shè)計(jì)2.5.1計(jì)算簡圖荷載標(biāo)準(zhǔn)值：（主梁自重按次梁間距長(2m)分段折算簡化為集中荷載）恒載主梁自重25×0.25×(0.6-0.08)×2.0=6.5kN粉刷17×0.02×(0.6-0.08)×2×2.0=0.707kN次梁傳來7.698×6.0=46.188kNG=6.5+0.707+46.188=53.395kN活載Q=12×6.0=72kN/m2.5.2l=6主梁彎矩計(jì)算kg0.222-0.333mgk=kgGl71.122-106.683kq0.278-0.333mqk=kqQl120.096-143.856m=γgmgk+γqmqkγg=1.2，γq=1.4253.481-329.418γg=1.35，γq=1.0216.111-287.878（kq按活荷載最不利布置取值。）主梁kg0.667-1.333Vgk=kgG35.614-71.176kq0.833-1.333Vqk=kqQ59.976-95.976v=γgvgk+γqvqkγg=1.2，γq=1.4126.703-219.778γg=1.35，γq=1.0108.055-192.0642.5.3bf’=min{6000/3,250+2000-250,2500+12×400}=2000mm主梁縱筋計(jì)算m(kn.m)253.481329.418α1fcbh02（α1fcbf’h02）7.598×1099.497×108αs=M／α1fcbh02（αs=M／α1fcbf’h02）0.0330.347γs=(1+√1－2αs)/20.9830.777as=m/(fyγsh0)1521.32501.2選用422525實(shí)配（mm2）1519.762453.13(h0=h－as=565mm。C25：fc=11.9N/mm2，ft=1.27N/mm2，α1=1.0；hpb335：fy=300N/mm2。跨中按第一類T形截面;支座按矩形截面。)主梁箍筋計(jì)算VkNV/βcVc（=Vc/1.25fyv）mm2mm)(mm)(n=2,=28.26mm2實(shí)配?6@200?6@100（hpb235：fyv=210N/mm2；βc=1.0）集中力計(jì)算：F=min{7.698×6.0×1.2+12×6.0×1.4,7.698×6.0×1.35+12×6.0×1.0}=156.23kN集中力兩側(cè)附加箍筋面積:fyv=156.23×103/210=744mm每側(cè)各4道?8雙肢箍（實(shí)際×50.3=804.8mm2.5.4主配筋設(shè)計(jì)計(jì)算簡圖×0.35×0.35×3.9+17×0.02×0.35×4×3.9=13.80kN×0.35×0.35×4.82+17×0.02×0.35×4×4.82=13.80kN×0.2×(0.4-0.08)×6+17×0.02×(0.4-0.08)×6×2=10.906kN×0.25×(0.6-0.08)×2+17×0.02×(0.6-0.08)×2×2=7.207kN×6×2+10.906+7.207=66.473kN×6×2軸向壓力恒載二層：N2g=××2=243.69kN底層：N1g=××2+N2g+13.80=453.236kN軸向壓力活載二層：N2q=××2=21.996kN底層：N1q=××2+N2q=285.948kN×252.465+1.4×21.996，1.35×252.465+1.0×21.996}=362.824kN×470.292+1.4×285.948，1.35×470.292+1.0×285.948}=964.678kNn≤Nu=0.9φ(fcA+fy’As’)fc=11.9N/mm2,fy=300N/mm2400N/mm2,bh=122500mm2φ=0.92As’=(N-φfcA)/φfy’=(964.678-0.92×11.9×122500)/(0.92×300)<0ρs,min’=0.6%As’/bh<ρs,min’As’=0.6%bh=0.006×350×350=735mm16（As’=804mm2×16=240實(shí)選?6@200筋圖三．現(xiàn)澆鋼筋混凝土雙向板樓蓋結(jié)構(gòu)設(shè)計(jì)3.1截面尺寸（假定）板厚（mm）803.2荷載計(jì)算gk=2.94kN/mqk=6kN/mg=1.2×2.94=3.528kN/mq=1.4×6=8.4kN/mg+q=3.528+8.4=11.928kN/m3.3區(qū)格板內(nèi)力計(jì)算（取1m板帶）lx=2700mmly=3130mmlx/ly支承條件αxαyαx′αy′0.86四邊嵌固-0.0618-0.0549四邊鉸支0.04960.0350Mx=αx（g+q）lx2=0.0496×11.928×2.72=4.313kN.mMy=αy（g+q）ly2=0.0350×11.928×3.132=4.090kN.mMxμ=Mx+μMy=4.313+0.2×4.090=5.131kN.mMyμ=My+μMx=4.090+0.2×4.313=4.953kN.mMx′=-αx′（g+q）lx2=-0.0618×11.928×2.72=-5.340kN.mMy′=-αy′（g+q）ly2=-0.0549×11.928×3.132=-6.415kN.m3.4區(qū)格板配筋計(jì)算跨中截面支座截面短向長向短向長向m(kn.m)5.1314.9535.3406.415h060506060αs=M／α1fcbh020.1200.1660.1250.150γs=(1+√1－2αs)/20.9360.9090.9330.918as=m/(fyγsh0)435.1618.9454.3554.6選用?10@150?10@150?10@140?10@140實(shí)配（mm2）623623561561(b=1000mm，h0=h－as=60mm。)3.5區(qū)格板配筋圖四．混合結(jié)構(gòu)建筑物墻體設(shè)計(jì)4.1靜力計(jì)算方案確定樓（屋）蓋類別：整體式鋼筋混凝土樓（屋）蓋橫墻間距：24m計(jì)算方案：剛性方案4.2底層縱墻高厚比驗(yàn)算β=H0/h=（3870+450+500）/370=13.03〔β〕=24μ1=1.0μ2=1-0.4bs/b=1-0.4×3/6=0.8β=13.03≤μ1μ2〔β〕=1.0×0.8×24=19.24.3底層縱墻承載力驗(yàn)算4.3.1計(jì)算單元（1）計(jì)算單元：取一個(gè)開間的窗洞中線間距內(nèi)的豎向6m寬墻做為計(jì)算單元（2）受荷范圍：6m×3m（3）計(jì)算截面:二層樓蓋主梁底面、底面基礎(chǔ)梁上表面4.3.2計(jì)算簡圖 （1）荷載資料屋面防水層（kN/m2）：0.35kN/m2找平層（kN/m2）：25×0.04=1.0kN/m2隔氣層（kN/m2）：0.1kN/m2保溫層（kN/m2）：4×0.06=0.24kN/m2粉刷層（kN/m2）：17×0.02=0.34kN/m2磚墻（厚370）（kN/m2）：19×0.37+17×0.02+0.55=7.92kN/m2（厚240）（kN/m2）：19×0.24+20×0.02+0.55=5.51kN/m2鋼窗（kN/m2）：0.55kN/m2屋面荷載（kN/m2）：0.35+1+0.24+0.1+25×0.08+0.34=4.03kN/m2樓面荷載（kN/m2）：20*0.03+25×0.08+17×0.02=2.94kN/m2（2）荷載計(jì)算（按荷載標(biāo)準(zhǔn)值）計(jì)算荷載項(xiàng)荷載計(jì)算墻體Nw3k女兒墻5.51×1×6=33.06kNNw2k第2層7.92×3.9×6-7.92×1.2×3+0.45×1.2×3=158.436kNNw1k第1層7.92×4.82×6-7.92×1.2×3+0.45×1.2×3=202.154kN屋面Nl2k-gMl2k-g4.03×6×3+25×6×0.32×0.2+17×0.02×0.32×6×2+25×3×0.52×0.25+17×0.02×0.52×3×2=94.256kN94.256×0.105=9.899kN.mNl2k-qMl2k-q0.5×6×3=9.0kN9.0×0.105=0.945kN.mewa0=10√（hc/f）=0.2mew=h/2－0.4a0=0.105m樓面Nl1k-gMl1k-g2.94×6×3+25×6×0.32×0.2+17×0.02×0.32×6×2+25×3×0.52×0.25+17×0.02×0.52×3×2=74.636kN74.636×0.105=7.837kN.mNl1k-qMl1k-q6×6×3=108kN108×0.105=11.34kN.mela0=10√（hc/f）=0.2mel=h/2－0.4a0=0.105m說明：Nw計(jì)入墻體荷載及鋼窗重。a0=10√（hc/f）=0.2m（3）縱墻內(nèi)力圖（按荷載標(biāo)準(zhǔn)值計(jì)算）1）恒載下軸力圖、彎矩圖2）可變載下軸力圖、彎矩圖（4）底層縱墻內(nèi)力計(jì)算（按設(shè)計(jì)值）1.2×360.388+1.4×117=596.266kN1.2×7.837+1.4×11.34=25.280kN.m1.35×360.388+1.0×117=601.184kN1.35×7.837+1.0×11.34=21.693kN.m1.2×562.542+1.4×117=838.850kN1.2×562.542+1.4×117=874.092kN說明：γg，γQ）=（1.2,1.4）；γg，γQ）=（1.35,1.0）4.3.3底層縱墻受壓承載力驗(yàn)算N(kN)596.266601.184874.092A(m2)0.37×3=1.111.111.11e=M/N(m)0.0420.0360e/h0.1140.0970y(m)0.1850.1850.185β=H0/h13.0313.0313.03φ0.5530.5860.797f（γaf）1.51.51.35Nu（=φfA）(kN)920.745975.6901194.304備注滿足滿足滿足說明：φ=1/﹛1+12﹝e/h+√（1/φ0－1）/12）2﹜，φ0=1/（1+αβ2）4.3.4局部受壓承載力驗(yàn)算Nl+ψN0≤ηγfAlAl=a0b=0.2×0.25=0.05m2A0=(2h+b)h=(2×0.37+0.25)×0.37=0.3663m2A0/Al=0.3663/0.05=7.326>3.0ψ=1.5－0.5（A0/Al）=0γ=1+0.35√（A0/Al－1）=1.88<2.0Nl=max{1.2×74.636+1.4×108,1.35×74.636+1.0×108}=240.763kNηγfAl=0.7×1.88×1.5×103×0.05=98.7kNNl>ηγfAl局部受壓承載力不滿足4.3.5局部受壓承載力不滿足時(shí)可采取的措施及設(shè)計(jì)驗(yàn)算方法采取措施：設(shè)置圈梁作為墊梁，或設(shè)置墊塊五.現(xiàn)澆鋼筋混凝土板式樓梯設(shè)計(jì)5.1梯段斜板設(shè)計(jì)5.1.1荷載計(jì)算及計(jì)算簡圖踏步斜邊長c=(a2+b2)0.5=335mm梯段斜板段水平長度l=3600+b1=3800mm（b1為平臺梁寬）梯段斜板厚度h=l/（25~30）=130mm取h=130mml0=3.78m(梯段斜板計(jì)算跨度=斜板水平投影長度+平臺梁寬)l0=min{3800,1.05×3600}=3780mm荷載計(jì)算：地磚面層0.55×(0.15+0.3)×1/0.3=0.825kN/m三角形踏步25×0.3×0.15/2×1/0.3=1.875kN/m斜板25×0.13×0.335×1/0.3=3.629kN/m板底抹灰17×0.02×1×0.335/0.3=0.380kN/m恒載gk=6.709kN/m活載qk=3.5kN/m荷載設(shè)計(jì)值g+q=γggk+γQqk=×6.709+1.4×3.5，1.35×6.709+1.0×3.5}=12.951kN/m5.1.2內(nèi)力計(jì)算m=(g+q)l2/10=12.951×3.782/10=18.50kN/m5.1.3配筋計(jì)算h0=h－20=110mmαs=m/(α1fcbh02)=18.50×106/(1.0×11.9×1000×1102)=0.128γs=(1+(1-2αs)0.5)/2=0.931as=m/(fyγsh0)=18.50×106/(300×0.931×110)=602.2mmρmin=max(0.2%，0.45ft／As，min=ρminbh=0.002×1000×130=260選用HRB335縱筋?12@180(As=628mm2)；分布鋼筋每踏步下1?6。5.1.3配筋計(jì)圖5.2平臺板設(shè)計(jì)(取1m板帶)l=6000-3600-250-250/2+80/2+200/2=2165mmgk=0.55×1+17×0.02×1+25×0.08×1=2.89kN/mqk=3.5×1=3.5kN/mg+q=γggk+γQqk=×2.89+1.4×3.5，1.35×2.89+1.0×3.5}=8.368kN/mm=(g+q)l2/8=8.368×2.1652/8=4.903kN/mh0=h－20=60mmαs=m/(α1fcbh02)=4.903×106/(1.0×11.9×1000×602)=0.114γs=(1+(1-2αs)0.5)/2=0.939as=m/(fyγsh0)=4.903×106/(210×0.939×60)=414.4mmρmin=max(0.2%，0.45ft／As，min=ρminbh=0.00272×1000×80=217.6mm選用HPB235縱筋?10@170(As=462mm2)分布筋?6@2005.3平臺梁設(shè)計(jì)l1=6000-2500-250-120=3130mmln=-120-250/2=2885l=min{l1,1.05ln}=3029mmh=l/12=0.252mm取h=0.3m則h0=0.265mgk=17×(0.22+0.22+0.2)×0.02+25×0.2×0.22+2.89×0.5×2.165/1+6.709×3.78×0.5/1=17.126kN/mqk=3.5×0.5×2.165/1+3.5×0.5×3.78/1=10.404kN/mg+q=γggk+γQqk=×17.126+1.4×10.404，1.35×17.126+1.0×10.404}=35.117kN/mm=(g+q)l2/8=35.117×3.2092/8=40.274kN/mh0=h－20=265mmhf’/h0=80/265=0.3bf’=min{3029/6,200+2885/2}=505mm取bf’=505mmα1fcbf’hf’(h0-hf’/2)=1.0×11.9×505×80×(265-80/2)=108.171kN/m>M屬于第一類T形截面αs=m/(α1fcbf’h02)=40.274×106/(1.0×11.9×505×2652)=0.095γs=(1+(1-2αs)0.5)/2=0.95as=m/(fyγsh0)=40.274×106/(300×0.95×265)=533mmρmin=max(0.2%，0.45ft／As，min=ρminbf’h=0.002×505×300=303mm選用HRB335縱筋2?18(As=508.7mm2)V=(g+q)ln/2=35.117×2.885/2=50.656kNVc=0.7ftbh0=0.7×1.27×200×265=47.117kNV<0.25βcfcbh0=0.25×1.0×11.9×200×265=157.675kNVsv=V-Vc=50.656-47.117=3.539kNVsv/1.25×210×265=0.051選用（n=2，Asv1=28.26mms=nAsv1/0.051=2×28.26/0.051=1108mm構(gòu)造配置箍筋?6@200六．混合結(jié)構(gòu)建筑物墻下條形基礎(chǔ)與柱下單獨(dú)基礎(chǔ)、6.1墻下條形基礎(chǔ)6.1.1基礎(chǔ)底板寬度基底豎向力Nk（kN/m）計(jì)算：由墻體計(jì)算得到NGk=562.542-0.92×7.92×6=518.824kNNk=(NGk+NQk)/6=105.971kN基礎(chǔ)埋置深度確定：1.5m底板寬度：B≥Nk/(fa－γ1D1－γ2D2)B≥105971/[80-20×(0.8+0.45/2)-10×0.25]=1.86m選用寬度：B=1.9m6.1.2按擴(kuò)展基礎(chǔ)設(shè)計(jì)1﹚基礎(chǔ)板高度h1（按1m板帶計(jì)算)地基凈反力設(shè)計(jì)值：N=×518.824+1.4×117，1.35×518.824+1.0×117}=817.412kNqj（kN/m）=N/B=817.412/(6×1.9)=71.70kN/m剪力設(shè)計(jì)值：B2=(B－墻厚)/2=