某六層磚混住宅畢業(yè)設(shè)計(jì)圖紙與計(jì)算書

./目錄第一章設(shè)計(jì)指導(dǎo)書前附頁第二章結(jié)構(gòu)設(shè)計(jì)過程…………2頁2-1板式樓梯的設(shè)計(jì)……………2頁2-2預(yù)應(yīng)力空心樓板的選用……4頁2-3墻體的高厚比驗(yàn)算與承載力驗(yàn)算…………4頁2-4挑梁的計(jì)算…………………12頁2-5雙向板的計(jì)算………………14頁2-6單向板的計(jì)算………………15頁2-7邊梁的計(jì)算…………………15頁2-8過梁的計(jì)算…………………16頁2-9基礎(chǔ)的計(jì)算…………………18頁第二章結(jié)構(gòu)設(shè)計(jì)過程2-1板式樓梯的設(shè)計(jì)梯段板計(jì)算跨度=8×0.28+0.1×2=2.44m,板厚100mm,休息平臺凈跨1.5m,板厚80mm,平臺梁截面尺寸bh=200×300mm,樓梯開間2.6m,梯段寬1.1m,樓梯采用金屬欄桿,選用材料為C20砼,=1\*ROMANI級鋼筋。根據(jù)荷載規(guī)X,住宅樓梯荷載標(biāo)準(zhǔn)值取為2.0KN/m2梯段板<TB1>設(shè)計(jì)①計(jì)算荷載設(shè)計(jì)值取一個踏步寬280為計(jì)算單元,板厚100,現(xiàn)計(jì)算板寬1.1X圍的荷載設(shè)計(jì)值踏步板自重[<0.116+0.283>/2×0.28×1.1×25]×1.2/0.28=6.58KN踏步地面重<0.28+0.167>×0.02×1.1×20×1.2/0.28=0.84KN/m底板抹灰重<0.326×0.02×1.1×17>×1.2/0.28=0.52KN/m欄桿重0.1×1.2=0.12KN/m人群荷載2.0×11×1.4=3.08KN/mq=11.14KN/m②配筋Mmax=ql2/8=11.14×2.442/8=8.29KN·m每米寬彎矩設(shè)計(jì)值M=8.29/1.1=7.54KN·m/mαs=M/<αfcbh02>=7.54×10÷<1.0×9.6×1000×802>=0.123ξ=1-=0.132<ξb=0.614As=?cbξho/fy=9.6×1000×0.132×80/210=482.7mm選受力縱筋為Φ10150<As=550mm2>,分布筋Φ6250由于踏步板與平臺梁整體現(xiàn)澆,TL1和TL2有一定嵌固作用,則在板的支座配負(fù)彎矩構(gòu)造筋,以防平臺梁對板的彈性約束而產(chǎn)生裂縫,其長ln/4=0.25×<2.44-0.2>=560mm,取600mm。<2>休息平臺板<TB2>設(shè)計(jì)①計(jì)算荷載設(shè)計(jì)值取平臺板寬1為計(jì)算單元,板厚100。平臺板自重1.2×0.1×25=3.00KN/m平臺板面層重1.2×0.02×20=0.40KN/m底板抹灰重1.2×0.02×17=0.41KN/m人群荷載1.4×2.0=2.80KN/mq=6.61KN/m②配筋平臺板計(jì)算跨度lo=ln+h/2+b/2=1.5+0.1/2+0.2/2=1.65mMmax=ql2/8=6.61×1.652/8=2.25KN·mαs=M/<αfcbh02>=2.25×10÷<1.0×9.6×1000×802>=0.037ξ=1-=0.038<ξb=0.614As=?cbξho/fy=9.6×1000×0.132×80/210=140.0mm2選受力縱筋為Φ10150<As=550mm2>,分布筋Φ6250由于平臺板與平臺梁整體現(xiàn)澆,考慮嵌固作用,則在板的支座配負(fù)彎矩構(gòu)造筋,以防平臺梁對板的彈性約束而產(chǎn)生裂縫,其長ln/4=0.25×1.5=375mm,取450mm。<3>平臺梁設(shè)計(jì)①計(jì)算荷載設(shè)計(jì)值踏步板傳來荷載11.14/1.1×2.44/2=11.34KN/m平臺板傳來荷載6.61×<1.5/2+0.2>=6.28KN/m平臺梁自重1.2×0.2×<0.3-0.1>×25=1.2KN/m梁側(cè)抹灰重1.2×0.02×2×0.3×17=0.24KN/mq=19.06KN/m②配筋平臺梁計(jì)算跨度:lo=ln+a=2.36+0.24=2.65mlo=1.05ln=1.05×2.36=2.48m取計(jì)算跨度lo=2.48mMmax=ql2/8=19.06×2.482/8=14.65KN·mV=ql/2=19.06×2.36/2=22.49KNαs=M/<αfcbh02>=14.65×10÷<1.0×9.6×200×2652>=0.109ξ=1-=0.116<ξb=0.614As=?cbξho/fy=9.6×200×0.116×265/210=281.1mm選受力縱筋為3Φ12<As=339mm2>V<0.1?cbho=0.1×9.6×200×265=50880N=50.88KN按構(gòu)造配筋Φ6150<4>角梁<JL>設(shè)計(jì)①計(jì)算荷載設(shè)計(jì)值截面尺寸bh=200×300mm底層梯段板計(jì)算跨度=10×0.28+0.2=3.0m踏步板傳來荷載11.14/1.1×3.0/2=11.63KN/m梁自重1.2×0.2×<0.3-0.1>×25=1.2KN/m梁側(cè)抹灰重1.2×0.02×2×0.3×17=0.24KN/mq=13.07KN/m②配筋平臺梁計(jì)算跨度:lo=ln+a=1.1+0.24=1.34mlo=1.05ln=1.05×1.1=1.16m取計(jì)算跨度loMmax=ql2/8=13.07×1.162/8=2.20KN·mV=ql/2=13.07×1.1/2=7.19KNαs=M/<αfcbh02>=2.2×10÷<1.0×9.6×200×2652>=0.016ξ=1-=0.016<ξb=0.614As=?cbξho/fy=9.6×200×0.016×265/210=38.8mm選受力縱筋為2Φ8<As=101mm2>V<0.1?cbho=0.1×9.6×200×265=50880N=50.88KN按構(gòu)造配筋Φ2-2預(yù)應(yīng)力空心樓板的選用<1>3.6跨臥室水泥樓面0.40KN/m2,板底粉刷0.25KN/m2,樓面活荷載標(biāo)準(zhǔn)值2.0KN/m2。選600寬的樓板型號,采用冷低碳鋼絲級=1\*ROMANI級配筋荷載設(shè)計(jì)值γGGk+γk=1.2×<0.40+0.25>+1.4×2=3.58KN/m2荷載短期組合值Gk+Qk=<0.40+0.25>+0.5×2=2.65KN/m2荷載長期組合值Gk+ψk=<0.4+0.25>+0.5×2=1.65KN/m2查表選YKB3661<2>3.3m跨臥室計(jì)算同上,選YKB<3>4.2m跨臥室選500mm寬,計(jì)算同上,選YKB<4>2.9m跨餐廳選500mm2-3墻體的高厚比驗(yàn)算與承載力驗(yàn)算高厚比驗(yàn)算:內(nèi)外墻采用Mu10機(jī)磚,M7.5混合砂漿砌筑,則[β]=26<1>一層A軸線上⑤⑦間縱墻橫墻間距S=3.3m層高H=3.0+0.6+0.5=4.10m由2H=6.0mH≤S≤2H得墻的計(jì)算高度Ho=0.4S+0.2H=0.4×4.2+0.2×4.1=2.50mh=240mm非承重240mm墻u1=1.2u2=1-0.4bs/s=1-0.4×1.8/3.3=0.78>0.7β=Ho/h=2500/240=10.4<u1u2[β]=1.2×0.78×26=24.34滿足要求<2>一層C軸線上④⑥間縱墻橫墻間距S=4.2m層高H=3.0+0.6+0.5=4.10m由2H=6.0mH≤S≤2H得墻的計(jì)算高度Ho=0.4S+0.2H=0.4×4.2+0.2×4.1=2.50mh=240mm非承重240mm墻u1=1.2u2=1-0.4bs/s=1-0.4×2.4/4.2=0.77>0.7β=Ho/h=2500/240=10.4<u1u2[β]=1.2×0.77×26=24.02滿足要求墻體力驗(yàn)算<1>荷載標(biāo)準(zhǔn)值屋蓋恒載標(biāo)準(zhǔn)值:保溫層與面層2.86KN/m2預(yù)制板自重<寬600mm>1.95KN/m頂棚粉刷0.25KN/m25.06KN/m2搭500mm寬預(yù)制板水泥樓面0.40KN/m的樓蓋恒載標(biāo)準(zhǔn)值:預(yù)制板自重<寬500mm>1.99KN/m頂棚粉刷0.25KN/m22.64KN/m2搭600mm寬預(yù)制板水泥樓面0.40KN/m的樓蓋恒載標(biāo)準(zhǔn)值:預(yù)制板自重<寬600mm>1.95KN/m頂棚粉刷0.25KN/m22.60KN/m2現(xiàn)澆砼樓蓋水泥樓面0.40KN/m2恒載標(biāo)準(zhǔn)值:現(xiàn)澆板自重<厚0.1m>2.5KN/m2頂棚粉刷0.25KN/m23.15KN/m2女兒墻<帶壓頂>自重:5.24KN/m2鋁合金窗0.4KN/m2<2>活載標(biāo)準(zhǔn)值<乘折減系數(shù)>上人屋面2.0KN/m2樓面2.0KN/m2廚房廁所2.0KN/m2陽臺2.50KN/m2<3>BC間①號橫墻此段墻為外橫墻,受一側(cè)樓<屋>蓋傳來的荷載,故為偏心受壓?？刂泼嫒?層頂板底標(biāo)高=1\*ROMANI-=1\*ROMANI截面和1層頂板底標(biāo)高處=2\*ROMANII-=2\*ROMANII截面,取1m長體作計(jì)算單元。①計(jì)算控制截面軸向壓力設(shè)計(jì)值與偏心距eo<eo=240/2-0.4×10>表1板傳恒載NBGi<KN>板傳活載NBQi<KN>墻重NWi<KN>梁重Nli<KN>板載偏心距eo<mm>屋面1.35×5.06×1×2.1/2=7.171.0×2×1×2.1/2=2.11.35×5.24×1×1.1=7.78240/2-0.4×10×=926層1.35×3.15×1×2.1/2=4.471.0×2×1×2.1/2=2.11.35×5.24×1×<3-0.08-0.24>=18.961.35×25×1×0.24×.24=1.945層4.472.11.35×5.24×1×<3-0.1-0.24>=18.821.944層4.472.118.821.943層4.472.118.821.942層4.472.118.821.94240/2-0.4×10×=89筆下文學(xué)ikdzs②=1\*ROMANI-=1\*ROMANI截面<6層頂板底>軸向壓力設(shè)計(jì)值N=1\*ROMANI=NBG7+NBQ7+NW7=7.17+2.1+7.78=17.05KN偏心距e=<NBG7+NBQ7>eo/N=1\*ROMANI=<7.17+2.1>×0.092/17.05=0.05m=2\*ROMANII-=2\*ROMANII截面<1層頂板底>軸向壓力設(shè)計(jì)值N=2\*ROMANII=N=1\*ROMANI+0.7∑NBQi+∑NBGi+∑Nli+∑NWi=17.05+0.7×5×2.1+5×4.47+5×1.94+<18.96+4×18.82>=150.69KN偏心距e=<NBG2+0.7NBQ2>eo/N=2\*ROMANII=<4.47+0.7×2.1>×0.089/150.69=0.0③承載力驗(yàn)算=1\*ROMANI-=1\*ROMANI截面?=1.69MPaS=5.7mH=3.0m則H<S<2HHo=0.4S+0.2H=0.4×5.7+0.2×3=2.88mγ=1β=γHo/h=1×2.88/0.24=12.0由e/h=0.05/0.24=0.21β=12.0查ψ=0.414ψ?A=0.414×1.69×1000×240=167.92KN>N=1\*ROMANI=17.05KN滿足要求=2\*ROMANII-=2\*ROMANII截面?=1.69MPaS=5.7mH=3.0m則H<S<2HHo=0.4S+0.2H=0.4×5.7+0.2×3=2.88mγ=1β=γHo/h=1×2.88/0.24=12.0由e/h=0.003/0.24=0.013β=12.0查ψ=0.794ψ?A=0.794×1.69×1000×240=322.05KN>N=2\*ROMANII=150.69KN滿足要求<4>軸線①②間C號縱墻此段墻為外縱墻,受一側(cè)樓<屋>蓋傳來的荷載,故為偏心受壓。控制面取6層頂板底標(biāo)高=1\*ROMANI-=1\*ROMANI截面和1層頂板底標(biāo)高處=2\*ROMANII-=2\*ROMANII截面,取1m長體作計(jì)算單元。只有現(xiàn)澆板支承于該段墻上,則每層墻體的高度:6層3.0-0.08-0.28=2.68m1到5層3.0-0.1-0.24=2.66m①計(jì)算控制截面軸向壓力設(shè)計(jì)值與偏心距eo<eo=240/2-0.4×10>見下頁表2②=1\*ROMANI-=1\*ROMANI截面<6層頂板底>軸向壓力設(shè)計(jì)值N=1\*ROMANI=NBG7+NBQ7+NW7=40.88+11.97+16.34=69.16KN偏心距e=<NBG7+NBQ7>eo/N=1\*ROMANI=<40.88+11.97>×0.092/69.16=0.07m=2\*ROMANII-=2\*ROMANII截面<1層頂板底>軸向壓力設(shè)計(jì)值N=2\*ROMANII=N=1\*ROMANI+0.7∑NBQi+∑NBGi+∑Nli+∑NWi+∑Nci=17.05+0.7×5×11.97+5×25.45+5×4.08+<32.17+4×31.88>+5×0.58=421.30KN偏心距e=<NBG2+0.7NBQ2>eo/N=2\*ROMANII=<25.45+0.7×11.97>×0.089/421.30=0.007m表2板傳恒載NBGi<KN>板傳活載NBQi<KN>門窗重Nci<KN>墻重NWi<KN>梁重Nli<KN>板載偏心距eo<mm>屋面1.35×5.06××2.1×5.7×/2=7.171×2×2.1×5.7/2=11.971.35×5.24×2.1×1.1=16.34240/2-0.4×10×=926層1.35×3.15××2.1×5.7/2=25.451×2×2.1×5.7/2=11.971.35×0.4×4.2×0.9=0.581.35×5.24×<2.1××1.2>=32.171.35×25×2.1×0.24×0.24=4.085層25.4511.970.5831.884.084層25.4511.970.5831.884.083層25.4511.970.5831.884.082層25.4511.970.5831.884.08240/2-0.4×10×=89③承載力驗(yàn)算=1\*ROMANI-=1\*ROMANI截面?=1.69MPaS=2.1mH=3.0mS<H則Ho=0.6S=0.6×2.1=1.26mγ=1β=γHo/h=1×1.26/0.24=5.25由e/h=0.07=0.29β=5.25查ψ=0.397ψ?A=0.397×1.69×<2.1-1.2>×1000×240=144.92KN>N=1\*ROMANI=69.16KN滿足要求=2\*ROMANII-=2\*ROMANII截面?=1.69MPaS=2.1mH=3.0mS<H則Ho=0.6S=0.6×2.1=1.26mγ=1β=γHo/h=1×1.26/0.24=5.25由e/h=0.007/0.24=0.029β=5.25查ψ=0.917ψ?A=0.917×1.69×<2.1-0.9>×1000×240=446.32KN>N=2\*ROMANII=421.30KN滿足要求<5>1/B與C間4號橫墻此段墻兩側(cè)受樓<屋>蓋傳來的荷載,控制面取±0.000標(biāo)高處,取1m①計(jì)算控制截面軸向壓力設(shè)計(jì)值表3板傳恒載NBGi<KN>板傳活載NBQi<KN>墻重NWi<KN>梁重Nli<KN>屋面1.35×5.06×<2.9/2+4.2/2>=24.251.0×2×1×2.1/2=2.16層1.35×1×<2.9/2×3.15+4.2/2×2.64>=13.651.0×2×1×2.1/2=2.11.35×5.24×1×2.64=18.681.35×25×1×0.24×0.24=1.945層13.651018.681.944層13.651018.681.943層13.651018.681.942層13.651018.681.941層18.681.94②±0.000標(biāo)高處軸向壓力設(shè)計(jì)值N=2\*ROMANI=∑NBGi+0.7∑NBQi++∑Nli+∑NWi=<24.25+5×13.65>+0.7×6×10+6×1.94+6×18.68=258.22KN知?=1.69MPaS=1.5mH=3.0m則S<HHo=0.6S=0.6×1.5=γ=1β=γHo/h=1×0.9/0.24=3.75由e=0β=3.75查ψ=0.985ψ?A=0.985×1.69×1000×240=399.5KN>N=1\*ROMANI=258.22KN滿足要求<6>AB間①號橫墻此段墻為外橫墻,受一側(cè)樓<屋>蓋傳來的荷載,故為偏心受壓。控制面取6層頂板底標(biāo)高=1\*ROMANI-=1\*ROMANI截面和1層頂板底標(biāo)高處=2\*ROMANII-=2\*ROMANII截面,取1m長體作計(jì)算單元。計(jì)算控制截面軸向壓力設(shè)計(jì)值與偏心距eo<eo=240/2-0.4×10>表4板傳恒載NBGi<KN>板傳活載NBQi<KN>墻重NWi<KN>梁重Nli<KN>板載偏心距eo<mm>屋面1.35×[5.06×1×3.6/2+2.6×1/4.5×1.5×3.6/2+25×3.6/2×1/4.5×0.35×0.24+4.44×1.1×3.3×0.12×1/4.5]=16.121.0×<2×1×3.6/2+2.5×1.5/4.2×1×1.8>=5.211.35×5.24×1.1×1=7.78240/2-0.4×10×=866層1.35×[2.6×1×3.6/2+2.6×1/4.5×1.5×3.6/2+25×3.6/2×1/4.5×0.35×0.24+4.44×1.1×3.3×0.12×1/4.5]=10.141.0×<2×1×3.6/2+2.5×1.5/4.2×1×1.8>=5.211.35×5.24×1×2.64=18.661.35×25×1×0.24×.24=1.945層10.145.2118.661.944層10.145.2118.661.943層10.145.2118.661.942層10.145.2118.661.94240/2-0.4×10×=86②=1\*ROMANI-=1\*ROMANI截面<6層頂板底>軸向壓力設(shè)計(jì)值N=1\*ROMANI=NBG7+NBQ7+NW7=16.12+5.21+7.78=29.11KN偏心距e=<NBG7+NBQ7>eo/N=1\*ROMANI=<16.12+5.21>×0.086/29.11=0.06m=2\*ROMANII-=2\*ROMANII截面<1層頂板底>軸向壓力設(shè)計(jì)值N=2\*ROMANII=N=1\*ROMANI+0.7∑NBQi+∑NBGi+∑Nli+∑NWi=29.11+5×10.14+0.7×5×5.21+5×1.94+5×18.66=201.05KN偏心距e=<NBG2+0.7NBQ2>eo/N=2\*ROMANII=<10.14+0.7×5.21>×0.086/201.05=0.0③承載力驗(yàn)算=1\*ROMANI-=1\*ROMANI截面?=1.69MPaS=4.5mH=3.0m則H<S<2HHo=0.4S+0.2H=0.4×4.5+0.2×3=2.4mγ=1β=γHo/h=1×2.40/0.24=10由e/h=0.06/0.24=0.25β=10查ψ=0.39ψ?A=0.39×1.69×1000×240=158.18KN>N=1\*ROMANI=29.11KN滿足要求=2\*ROMANII-=2\*ROMANII截面?=1.69MPaS=4.5mH=3.0m則H<S<2HHo=0.4S+0.2H=0.4×4.5+0.2×3=2.4mγ=1β=γHo/h=1×2.40/0.24=10由e/h=0.006/0.24=0.025β=10查ψ=0.82ψ?A=0.82×1.69×1000×240=332.59KN>N=2\*ROMANII=201.05KN滿足要求<7>AB間3號橫墻此段墻兩側(cè)受樓<屋>蓋傳來的荷載,控制面取±0.000標(biāo)高處,取1m①計(jì)算控制截面軸向壓力設(shè)計(jì)值表5板傳恒載NBGi<KN>板傳活載NBQi<KN>墻重NWi<KN>梁重Nli<KN>屋面1.35×[2.6×1×3.6+2.6×1/4.5×1.5×3.6+25×3.6×1/4.5×0.35×0.24+4.44×1.1×5.1×0.12×1/4.5]=14.821.0×<2×1×3.6+2.5×1.5/4.2×1×1.8>=8.816層14.828.811.35×5.24×1×2.64=18.681.35×25×1×0.24×0.24=1.945層14.828.8118.681.944層14.828.8118.681.943層14.828.8118.681.942層14.828.8118.681.941層18.681.94②±0.000標(biāo)高處軸向壓力設(shè)計(jì)值N=2\*ROMANI=∑NBGi+0.7∑NBQi++∑Nli+∑NWi=6×14.82+0.7×6×8.81+6×1.94+6×18.68=249.64KN知?=1.69MPaS=4.5mH=3.0m則H<S<2HHo=0.4S+0.2H=0.4×4.5+0.2×3=2.4mγ=1β=γHo/h=1×2.4/0.24=10由e=0β=10查ψ=0.87ψ?A=0.87×1.69×1000×240=352.87KN>N=1\*ROMANI=249.64KN滿足要求2-4挑梁的計(jì)算取eq\o\ac<○,3>軸線上陽臺樓層挑梁計(jì)算選材料用C25砼,HRB335受力鋼筋〔=2\*ROMANII級〕,HPB235〔=1\*ROMANI級〕,則fc=9.6N/㎡,fyv=210/mm<2>確定挑梁尺寸根部高度h≥1/6×1.5=0.25m,端部高h(yuǎn)1=400mm,平均高度=<400+200>/2=300mm,寬度b=250mm<3>計(jì)算作用在挑梁上的荷載①均布荷載設(shè)計(jì)值樓面?zhèn)鱽淼暮奢d〔活荷載不折減〕〔1.2×2.60+1.4×2.5〕×3.6=23.83KN/m梁上砌體重量1.2×<3-0.3>×5.24=16.98KN/m梁自重1.2×<0.25×0.3×25+0.02×20×2×0.3>=2.54KN/mq=43.35KN/m②梁端集中荷載設(shè)計(jì)值欄板重量<4.44KN/m>F=1.2×4.44×3.6=19.18KN/m<4>抗傾覆驗(yàn)算①求Xl1=<1.52>l=<1.52>×1.5=<2.253>m取l1=2.0m>2.2hb=880mm則X0=0.3h=0.3×400=120mm因挑梁下有構(gòu)造柱則取X0'=0.5X0=0.5×120=60mm②計(jì)算由荷載設(shè)計(jì)值產(chǎn)生的傾覆力矩Mov=43.35×1.5×<1.5/2+0.06>+19.18×<1.5+0.06>=82.59KN?m③計(jì)算由恒載標(biāo)準(zhǔn)值產(chǎn)生的抗傾覆力矩本層墻體產(chǎn)生的抗傾覆荷載見圖,墻體自重標(biāo)準(zhǔn)值〔不考慮粉刷時重為19KN/m3〕產(chǎn)生的抗傾覆力矩Mr1等于圖中a,b,c各部分墻重對點(diǎn)O的力矩之和〔l3為45o擴(kuò)展角邊線的水平投影長〕Gra=19×0.24×2.0×<3-0.4>=23.71KNla=2.0/2=1.0mGrb=19×0.24×2.42×1/2=13.13KNlb=2+2×1/3=2.67mGrc=19×0.24×2.0×<3-2>=9.12KNlc=2+2.0/2=3m∴Mr1=Mr1a+Mr1b+Mr1c=0.8Gra<la-X0>+0.8Grb<la-X0>+0.8Grc<lc-X0>=0.8×23.71×<1-0.06>+0.8×13.13×<2.67-0.06>+0.8×9.12×<3-0.06>=66.70KN本層樓蓋恒荷載標(biāo)準(zhǔn)值產(chǎn)生的抗傾覆力矩Mr2=2.60×3.6×2.0×<2.0/2-0.06>×0.8=29.05KN?mMr=Mr1+Mr2=66.70+29.05=95.75KN?m>Mov=82.59KN?m滿足要求<5>挑梁下墻體局部受壓承載力驗(yàn)算計(jì)算由傾覆荷載設(shè)計(jì)值產(chǎn)生的軸向力R=43.26×1.5+19.18=84.07KNNl=2R=168.14KNη=0.7r=1.5f=1.69MpaAl=1.2bhb=1.2×250×400=120000mm2ηrfAl=0.7×1.5×1.69×120000=212.94KN>Nl滿足要求<6>挑梁的承載力計(jì)算最大彎矩設(shè)計(jì)值等于傾覆力矩Mmax=Mov=82.59KN?m最大剪力設(shè)計(jì)值為挑梁在墻外邊緣處的剪力Vmax=43.35×1.5+19.18=84.21KNαs=M/αfcbh02=82.59×10÷<1.0×9.6×250×2652>=0.395ξ=1+<1-2αs>?=0.542<ξb=0.550As=fcbξh0/fy=11.9×250×0.542×265/300=1424.3mm2選4Φ22<As=1520mm驗(yàn)算截面尺寸V/bh0=84.21×103÷<250×265>=1.271<0.25fc=2.97>0.7ft=0.7×1.27=0.889截面尺寸可用,按計(jì)算配箍配箍計(jì)算Asv/s=<V-0.7ftbho>÷1.25fyvho=<84.21×103-0.7×1.27×250×265>÷<1.25×210×265>=0.364選雙肢<n=2>Φ6箍筋<Asv1=28.3mm2>則箍筋間距s=200Asv1/0.364=155.5mm取s=ρsv=Asv/bs=56.6<250×150>=0.00151>0.24ft/fyv=0.24×1.27/210=0.00145滿足要求2-5雙向板的計(jì)算設(shè)板厚100mm,樓面采用20mm厚水泥砂漿面層,天棚抹灰20mm厚混合砂漿,采用C20砼?c=9.6N/mm2,HPB235級鋼筋<=1\*ROMANI級>?y=210N/mm2①荷載計(jì)算:20mm厚水泥砂漿樓面0.02m×20KN/m3=0.40KN/m2100厚板自重0.1m×25KN/m3=2.50KN/m220mm厚天棚抹灰0.02m×17KN/m3=0.34KN/m2恒載標(biāo)準(zhǔn)值3.24KN/m2恒載設(shè)計(jì)值gk=1.2×3.24KN/m2=3.89KN/m2活載設(shè)計(jì)值Pk=1.4×2.0KN/m2=2.80KN/m2荷載設(shè)計(jì)值q=gk+Pk=3.89KN/m2+2.80KN/m2=6.69KN/m2②按塑性理論計(jì)算,雙向板四周與圈梁整澆計(jì)算跨度lx=2.9-0.24=2.66mly=3.0-0.24=2.76mn=ly/lx=2.76/2.66=1.04取α=1/n2=0.92β=2采用分離式配筋,各塑性鉸線上總彎矩為Mx=lymx=2.76mxMy=lxmy=αlxmx=0.92×2.66mx=2.45mxMx'=Mx"=lymx’=βlymx=2×2.76mx=5.52mxMy'=My"=lxmy’=βlxmy=βαlxmx=2×0.92×2.66mx=4.89mx代入2Mx+2My+Mx'+Mx"+My'+My"=Plx2<3ly-lx>/12解得mx=0.71KN·m/mmy=αmx=0.92×0.71=0.65KN·m/mlx方向mx=0.71KN·mho=h-20=100-20=80mm近似按As=m÷<0.95?yho>=0.71×10÷<0.95×210×80>=44.49mmly方向my=0.65KN·mho=h-30=70mmAs=m÷<0.95?yho>=0.65×10÷<0.95×210×80>=46.5mm雙向配Φ8150<As=1008mm2>板四邊構(gòu)造筋<伸出墻750mm2-6單向板的計(jì)算樓面采用20mm厚水泥砂漿面層,天棚抹灰20mm厚混合砂漿,采用C20砼?c=9.6N/mm2,HPB235級鋼筋<=1\*ROMANI級>?y=210N/mm2板按考慮塑性內(nèi)力重分布計(jì)算,考試剛度要求,板厚h≥<1/35~1/40>=52.5mm~60mm,取h=100mm①荷載計(jì)算:20mm厚水泥砂漿樓面0.02m×20KN/m3=0.40KN/m2100mm厚板自重0.1m×25KN/m3=2.50KN/m220mm厚天棚抹灰0.25KN/m2恒載標(biāo)準(zhǔn)值3.15KN/m2荷載設(shè)計(jì)值q=gk+Pk=1.2×3.15+1.4×2.0=6.58KN/m2②按塑性理論計(jì)算,板四周與圈梁整澆計(jì)算跨度lx=ln=2.1-0.24=1.86m配筋:=1\*ROMANI-=1\*ROMANI板帶<板的邊帶>M=qlo2/16=6.58×1.862/16=1.42KN·mαs=M/<αfcbh02>=1.42×10÷<1.0×9.6×1000×752>=0.026ξ=1-=0.026<ξb=0.614As=?cbξho/fy=9.6×1000×0.026×75/210=89.1mm2=2\*ROMANII-=2\*ROMANII板帶M=0.8×1.42=1.14KN·mαs=M/<αfcbh02>=1.14×10÷<1.0×9.6×1000×752>=0.021ξ=1-=0.021<ξb=0.614As=?cbξho/fy=9.6×1000×0.021×75/210=72mm2則受力筋配Φ6200,分布筋Φ8100,板四邊構(gòu)造筋Φ6200<伸出墻500mm2-7邊梁的計(jì)算<1>廚房欄板下設(shè)邊梁初定梁寬=200mm,梁高h(yuǎn)=q=1.2×19×0.24×1=5.47KN/m<7KN/m選BL3032<92ZG312>Al=aob=240×200=48000mm2Nl=1/2×5.47×3=8.21KN<ηγ?Al=1.0×1.25×1.69×4800=101.4KN<2>陽臺欄板下設(shè)邊梁初定梁寬=200mm,梁高h(yuǎn)=q=1.2×19×0.24×1=5.47KN/m<7KN/m選BL3632<92ZG312>Al=aob=240×200=48000mm2Nl=1/2×5.47×3.6=9.85KN<ηγ?Al=1.0×1.25×1.69×4800=101.4KN2-8過梁的計(jì)算采用C20砼,HPB235級鋼筋?t=1.10N/mm2?c=9.6N/mm2取④軸線上客廳與餐廳之間聯(lián)系洞口上的過梁跨度ln=1.56m高度h=240mm寬度b=240mm內(nèi)力計(jì)算:梁板荷載q=1.2×[2.64×2.9/2+2.64×4.2/2+0.24×0.24×25+0.02×20×<2×0.24+0.24>]計(jì)算跨度lo=1.05ln=1.05×1.56=1.64mM=qlo2/8=13.32×1.642/8=4.59KN·mV=qln/2=13.31×1.56/2=10.39KN配筋:αs=M/<αfcbh02>=4.59×10÷<1.0×9.6×240×2052>=0.047ξ=1-=0.048<ξb=0.614As=?cbξho/fy=9.6×240×0.048×205/210=108.0mm2圈梁下部2Φ12<As=226mm2>已滿足Vc=0.7?tbho=0.7×1.10×140×205=37.88KN>V按構(gòu)造配箍Φ6150ρsv=Asv/bs=56.6÷<240×150>=0.00157>0.24?t/?yv=0.24×1.10/210=0.00126滿足客廳窗C-3上以圈代過跨度ln=2.4m高度h=240mm寬度b=240mm內(nèi)力計(jì)算:梁上墻高h(yuǎn)w=1.1m>ln/3=0.8m按高為0.8m的墻體均布自重計(jì)算q=1.2×[0.8×5.24+0.24×0.24×25+0.02×20×<2×0.24+0.24>]=7.10KN/m計(jì)算跨度lo=1.05ln=1.05×2.4=M=qlo2/8=7.10×2.522/8=5.64KN·mV=qln/2=7.10×2.4/2=8.52KN配筋αs=M/<αfcbh02>=5.64×10÷<1.0×9.6×240×2052>=0.0582ξ=1-=0.06<ξb=0.614As=?cbξho/fy=9.6×240×0.06×205/210=134.9mm2圈梁下部2Φ12<As=226mm2>已滿足Vc=0.7?tbho=0.7×1.10×140×205=37.88KN>V按構(gòu)造配箍Φ6150ρsv=Asv/bs=56.6÷<240×150>=0.00157>0.24?t/?yv=0.24×1.10/210=0.00126滿足M-1上過梁跨度ln=0.9m高度h=120mm寬度b=240mm過梁上墻高h(yuǎn)w=3-2.1-0.12-0.24-0.12=0.42m>ln/3=0.3m則按又hw<ln則取實(shí)際均布外荷載q=1.2×[2.64×4.2/2+0.24×0.12×25+0.02×20×<2×0.12+0.24>]=7.75KN<10KN/m則選92ZG313中GL09242梁端砌體局部受壓力驗(yàn)算:過梁支座認(rèn)為應(yīng)力均勻分布,取ao=a=250mm,η=1.0對于墻端部局壓可取局壓強(qiáng)度提高系數(shù)γ=1.25,同時可不考慮上部荷載影響Al=aob=250×240=60000mm2Nl=7.75×1.4/2=5.43KN<ηγ?Al=1.0×1.25×1.69×60000=126.75KN滿足要求<4>M-2上過梁跨度ln=0.8m高度h=120mm寬度b=90mm過梁上墻高h(yuǎn)w=3-2.1-0.12-0.24-0.12m=0.42m>ln/3=0.27m又hw<ln則取實(shí)際均布外荷載q=1.2×[2.64×2.9/2+0.24×0.09×25+0.02×20×<2×0.12+0.09>]=5.08KN<10KN/m則選92ZG313中GL08242梁端砌體局部受壓力驗(yàn)算:過梁支座認(rèn)為應(yīng)力均勻分布,取ao=a=250mm,η=1.0對于墻端部局壓可取局壓強(qiáng)度提高系數(shù)γ=1.25,同時可不考慮上部荷載影響Al=aob=250×90=22500mm2Nl=5.08×1.3/2=3.30KN<ηγ?Al=1.0×1.25×1.69×22500=47.53KN滿足要求<5>上過梁跨度ln=2.7m高度h=240mm寬度b=240mm過梁上墻高h(yuǎn)w=3-2.5-0.1=0.4m>ln/3=0.9則按0.4m又hw<ln則取實(shí)際均布外荷載q=1.2×[3.15×3.0/2+0.24×0.24×25+0.02×20×<2×0.24+0.24>]=7.74KN<10KN/m則選92ZG313中GL27242梁端砌體局部受壓力驗(yàn)算:過梁支座認(rèn)為應(yīng)力均勻分布,取ao=a=250mm,η=1.0對于墻端部局壓可取局壓強(qiáng)度提高系數(shù)γ=1.25,同時可不考慮上部荷載影響Al=aob=250×240=60000mm2Nl=7.74×3.2/2=3.30KN<ηγ?Al=1.