鋼筋混凝土結(jié)構(gòu)設(shè)計(jì)計(jì)算書

單向板肋樓蓋課程設(shè)計(jì)計(jì)算書１．確定截面尺寸（表1）、梁板結(jié)構(gòu)布置圖（圖1）。表1構(gòu)件名稱L跨度構(gòu)造要求計(jì)算值取值板長(zhǎng)2000≥L/40且≥80≥52.5且≥8080次梁b×h5400(1/18～1/15)L300～360200×400主梁b×h6000(1/15～1/12)L420～500250×5002.計(jì)算簡(jiǎn)圖：1）計(jì)算跨度（表2）：表2構(gòu)件名稱構(gòu)造要求參量取值跨度差計(jì)跨板=1780,a=120,h=8018201.1%518001800次梁=5155,a=24052752.4%451505150主梁=5680,a=370,b=40060200.36%460006000構(gòu)件名稱板次梁主梁計(jì)算簡(jiǎn)圖見圖12）計(jì)算簡(jiǎn)圖（表3）:表33.荷載計(jì)算（表4）:表4構(gòu)件名稱g設(shè)＝1.2gk+1.3qk備注板2.264.48.91=20厚面層+80厚板+15厚低次梁7.34.4×2.0=8.820.2=板傳+次梁重+次梁抹灰主梁50.838.8×6.0=55.4128.64=次梁傳+主梁重+主梁抹灰1.2gk60.991.3qk=68.644.板的內(nèi)力及配筋計(jì)算(表5)：位置邊跨中離端二支座中跨中中見支座彎矩系數(shù)1.821.811.801.802.68-2.651.80-2.06①~②④~⑤②~④①~②④~⑤②~④1.801.98-2.06-2.260.0740.0730.0500.0550.0570.0620.0760.0750.050.050.050.06240233155155155186配筋8@200(252)8@2008@2008@2008@2008@2005.次梁的內(nèi)力配筋計(jì)算：Ｍ計(jì)算及配筋見表6，Ｖ計(jì)算及配筋見表7位置邊跨中離端二支座中跨中中間支座彎矩系數(shù)5.7255.4375.1505.15051.0949.8833.4838.26b或178520017162000.160.150.100.120.1750.1630.1050.12As=a1fcbh0/fy506471303370配筋218(508)218(508)216(406)216(406)位置A右B左B右C左剪力配筋系數(shù)0.450.600.550.555.2755.2755.1505.15047.9463.9357.2157.21＜0＜0＜0＜0配筋8@200As/s=0.2836.主梁內(nèi)力及配筋計(jì)算。（1）M計(jì)算及配筋見表8。項(xiàng)次荷載圖邊跨中中跨中支座BKm/MB支座CKm/MC截面1Km/M1截面2Km/M2截面3Km/M3截面4Km/M41G=.60.990.23887.410.14352.440.08029.270.11140.61-0.286-104.65-0.191-69.892Q=68.640.286118.210.23898.37-0.127-52.30-0.111-45.71-0.095-39.26-0.143-76.713Q=68.64-0.048-19.84-0.096-39.680.02684.830.22291.42-0.095-39.26-0.143-58.894Q=68.640.226-93.410.11547.530.09940.770.19478.89-0.331-136.8-0.048-19.765Q=68.64-0.032-13.22-0.063-25.880.17572.070.11246.21-0.095-39.760.286-117.7861+2193.19185.53--23.03-13.20-143.26-128.781+367.5712.76143.97132.55-143.91-128.781+4180.8399.8870.04119.5-241.45-89.651+574.1826.56101.3486.73-143.92-189.69(2)V計(jì)算及配筋表9項(xiàng)次荷載圖支座AKV/VAB左KV/VAB右KV/VA左CKV/VAC右KV/VA1G=60.990.71443.54-1.286-78.431.09566.78-0.905-55.190.90555.192Q=68.640.85758.82-1.143--78.450.0483.290.0483.290.92574.013Q=68.640.67946.60-1.321-90.671.27487.44-0.726-56.44-0.107-7.344Q=68.64-0.095-6.52-0.095-6.520.08155.59-1.190-92.511.19081.6851+2102.36156.8870.07-51.09118.681+390.14-169.12154.22-105.0247.851+437.02-84.95122.37-147.08136.87(3)配筋計(jì)算：A：正截面受彎截面位置邊跨中支座B中跨中支座CM198.18-208.12132.55-156.17bf/b20072502000250ho465440465440As=M/a1fcbho20.0380.360.030.0270.0390.470.030.27145020659620.314配筋422（1520）622（2280）420(1256)422(1520)極限彎矩Mu198.18-208.12-132.55-156.17B斜截面受彎：ABBCV102.36169.12154.22136.870.7ftbh0+1.25fyv(Asv/s)h0167.54彎120Vsb=0.8fyAsbSINa=53.29(4)附加橫向鋼筋（主，次梁交接處）次梁傳力：F=7.3×5×1.2+8.8×5×1.3=101s=2h1+3b=800Asv=F/fyv=480