【教學(xué)樓建筑結(jié)構(gòu)設(shè)計與計算21000字】

第6章截面設(shè)計6.1內(nèi)力調(diào)整6.1.1梁端內(nèi)力調(diào)整為了滿足建筑物的延性設(shè)計，使結(jié)構(gòu)在地震中吸收更多的能量，設(shè)計結(jié)構(gòu)應(yīng)使梁最終的破壞形態(tài)為彎矩破壞而非剪切破壞，故對其剪力設(shè)計值進行放大調(diào)整，簡稱強剪弱彎；抗規(guī)對應(yīng)的公式如下所示。—梁凈跨；—重力荷載代表值作用下簡支梁梁端剪力設(shè)計值；—有震組合下，梁端左右彎矩設(shè)計值；—框架梁端剪力放大系數(shù)，其數(shù)值由抗震等級確定，三級、二級、一級分別對應(yīng)為1.1、1.2、1.3；表8-1梁端剪力強剪弱彎調(diào)整樓層凈跨ln(m)?vbMbl+Mbrg+q/2VGbV5F5.801.20265.5822.3277.67132.622.201.20546.5713.6818.06316.184F5.801.20545.3728.4398.94211.772.201.201279.7313.6217.98716.013F5.801.20820.8828.4398.94268.772.201.202043.0213.6217.981132.352F5.801.201016.8928.4398.94309.332.201.202566.5913.6217.981417.941F5.801.201168.9028.4398.94340.782.201.202589.2913.6217.981430.326.1.2柱端內(nèi)力調(diào)整（1）柱端彎矩的調(diào)整由于柱子為框架的承重構(gòu)件，基于延性設(shè)計理念，要確保柱子破壞晚于梁的破壞，簡稱強柱弱梁；抗規(guī)對應(yīng)的公式如下所示。、分別為節(jié)點處柱端、梁端彎矩設(shè)計值之和；—柱端彎矩放大系數(shù)；其數(shù)值由抗震等級確定，四級、三級、二級、一級分別對應(yīng)為1.2、1.3、1.5、1.7；表8-2柱端彎矩調(diào)整樓層柱編號5F邊柱228.741.50-343.11-315.62中柱410.021.50-615.03-696.024F邊柱420.831.50-315.62-425.27中柱928.021.50-696.02-1077.313F邊柱567.021.50-425.27-507.27中柱1436.421.50-1077.31-1339.382F邊柱676.361.50-507.27-693.42中柱1785.841.50-1339.38-1521.501F邊柱817.241.50-532.44-1761.80中柱1793.191.50-1168.29-2320.12（2）柱端剪力的調(diào)整使結(jié)構(gòu)在地震中吸收更多的能量且柱子破壞前產(chǎn)生更大的變形，設(shè)計結(jié)構(gòu)應(yīng)使柱最終的破壞形態(tài)為彎矩破壞而非剪切破壞，故對其剪力設(shè)計值進行放大調(diào)整，簡稱強剪弱彎；抗規(guī)對應(yīng)的公式如下所示?！觾舾?；—柱上下端彎矩設(shè)計值；—柱端剪力增大系數(shù)，其數(shù)值由抗震等級確定，四級、三級、二級、一級分別對應(yīng)為1.1、1.2、1.3、1.5；表8-3柱端剪力調(diào)整樓層柱編號V5F邊柱1.30658.733.55241.23中柱1.301311.043.55480.104F邊柱1.30740.893.55271.31中柱1.301773.333.55649.393F邊柱1.30932.533.55341.49中柱1.302416.693.55884.992F邊柱1.301200.683.55439.69中柱1.302860.883.551047.651F邊柱1.302294.244.85614.95中柱1.303488.424.85935.046.2梁截面設(shè)計6.2.1梁正截面受彎計算各樓層梁配筋計算方法一樣，取一層邊跨梁配筋計算，進行過程展示，并用表格的形式列出其余樓層梁配筋計算?？蚣芰夯炷翞镃30，框架梁縱筋選用HRB400，箍筋選用HRB400；相應(yīng)的參數(shù)：fc=14.3kN/m2、ft=1.43kN/m2、fy=360kN/m2、fyv=360kN/m2。表8-4梁構(gòu)件控制截面內(nèi)力樓層邊跨中跨MlM1MrVmaxMlM2Vmax5F-228.74102.44-162.71132.62-299.26-24.84316.184F-420.83141.95-305.70211.77-657.40-15.04716.013F-567.02151.43-432.79268.77-1039.39-14.831132.352F-676.36162.30-520.15309.33-1300.89-14.361417.941F-817.24233.09-522.30340.78-1318.39-24.731430.32（1）框架梁正截面受彎計算對于框架梁支座截面，由于彎矩為負彎矩，根據(jù)彎矩的方向可知，梁頂部受拉，底部受壓，故設(shè)計時按矩形截面；對于跨中截面，如跨中截面彎矩為正彎矩，其梁底受拉，梁頂受壓，設(shè)計時按T型截面設(shè)計，反之，按矩形截面設(shè)計。由規(guī)范可知T型截面受壓翼緣寬度計算公式如下所示。由于，不考慮。邊跨min(7200/3，300+6600-300)=2400mm中跨min(2400/3，300+6600-300)=800mm（1）邊跨跨中正截面設(shè)計彎矩M1=233.09kN.m，板厚h=120mm，取as=35mm，受壓翼緣寬度為2400mm；0.000001×14.3×2400×120×(750-35-0.5×120)=2697.55kN.m，大于跨中截面彎矩設(shè)計值，該截面為第一類T形截面。截面類型為第一類T型截面。1×14.3×2400×715×715.mm1000000×233.090.01331－(1－2×0.0133)^0.5=0.0134<0.5181×14.3×2400×715×0.0134=328819.92N328819.92/360=913.39mm2跨中最小配筋率為max（0.25，55×1.43/360）=0.25%0.01×0.25×300×750=562.5mm2邊跨跨中梁底選配6C16(1206mm2)。（2）邊跨左支座正截面設(shè)計彎矩M左=-817.24kN.m，取as=60mm，ho=750-60=690mm；1×14.3×300×690×690=2042469000N.mm1000000×817.24/2042469000=0.40011－(1－2×0.4001)^0.5=0.518<0.5181×14.3×300×690×0.518=1533331.8N1533331.8/360=4259.26mm2支座截面最小配筋率為max（0.3，65×1.43/360）=0.3%0.01×0.3×300×750=675mm2邊跨左支座梁頂選配8C25(3927mm2)（3）邊跨右支座正截面設(shè)計彎矩M左=-522.3kN.m，取as=60mm，ho=750-60=690mm；1×14.3×300×690×690=2042469000N.mm1000000×522.3/2042469000=0.25571－(1－2×0.2557)^0.5=0.301<0.5181×14.3×300×690×0.301=890990.1N890990.1/360=2474.97mm2支座截面最小配筋率為max（0.3，65×1.43/360）=0.3%0.01×0.3×300×750=675mm2邊跨左支座梁頂選配8C25(3927mm2)。表8-5框架梁正截面計算樓層截面配筋配筋面積1F邊跨左-817.240.40.5183407.46758C2539271.75%邊跨中233.090.0130.013886.1562.56C1612060.54%邊跨右-522.300.2560.3012475.06758C2539271.75%中跨左-1318.390.4850.5183407.46758C2539271.75%中跨中-24.730.0110.01193.7562.56C1612060.54%2F邊跨左-676.360.3310.4193445.26758C2539271.75%邊跨中162.300.0090.009613.5562.56C1612060.54%邊跨右-520.150.2550.32466.86758C2539271.75%中跨左-1300.890.4750.5183407.46758C2539271.75%中跨中-14.360.0070.00759.6562.56C1612060.54%3F邊跨左-567.020.2780.3342746.36758C2539271.75%邊跨中151.430.0090.009613.5562.56C1612060.54%邊跨右-432.790.2120.2411981.66758C2539271.75%中跨左-1039.390.4650.5183407.46758C2539271.75%中跨中-14.830.0070.00759.6562.56C1612060.54%4F邊跨左-420.830.2060.2331915.86758C2539271.75%邊跨中141.950.0080.008545.3562.56C1612060.54%邊跨右-305.700.150.1631340.36758C2539271.75%中跨左-657.400.3220.4033313.76758C2539271.75%中跨中-15.040.0070.00759.6562.56C1612060.54%5F邊跨左-228.740.1120.119978.56758C2539271.75%邊跨中102.440.0060.006409.0562.56C1612060.54%邊跨右-162.710.080.083682.56758C2539271.75%中跨左-299.260.1470.161315.66758C2539271.75%中跨中-24.840.0110.01193.7562.56C1612060.54%6.2.2梁斜截面受剪計算（1）受剪截面的驗算邊跨梁：5800/750=7.73>2.50.001×0.2×14.3×300×715=613.47kN340.78<613.47，故滿足截面要求。中跨梁：2200/750=2.93>2.50.001×0.2×14.3×300×715=613.47kN1430.32<613.47，故滿足截面要求。（2）斜截面受剪計算由規(guī)范可知，斜截面受剪承載力應(yīng)滿足如下要求;其中，；梁混凝土等級為C30，箍筋為HPB300，ft=1.43kN/m2，fyv=270kN/m2。0.001×0.6×0.7×1.43×300×715/0.85=151.56kN時，按構(gòu)造配筋，反之，按計算配筋?？蚣芸拐鸬燃墳槎墸蚣芰鹤钚∨涔柯师裺v≥0.28ft/fyv=0.148%。加密區(qū)的長度，是由抗震等級決定，一級抗震時，其長度為max（2h，500），二三四級抗震時，長度為max（1.5h，500）。加密區(qū)長度為l。表8-6框架梁斜截面計梁Vbb×hoftfyvASV/sl加密區(qū)非加密實配ASV/s%1F邊跨340.78300×7151.432700.8331070A8@100A8@1500.670.223中跨1430.32300×7151.432705.631070A12@100A12@1002.2610.7542F邊跨309.33300×7151.432700.6951070A8@100A8@1500.670.223中跨1417.94300×7151.432705.5761070A12@100A12@1002.2610.7543F邊跨268.77300×7151.432700.5161070A8@100A8@1500.670.223中跨1132.35300×7151.432704.3181070A12@100A12@1002.2610.7544F邊跨211.77300×7151.432700.2651070A8@100A8@1500.670.223中跨716.01300×7151.432702.4851070A12@100A12@1002.2610.7545F邊跨132.62300×7151.43270構(gòu)造1070A8@100A8@1500.670.223中跨316.18300×7151.432700.7251070A12@100A12@1002.2610.7546.3柱截面設(shè)計框架柱軸壓比：表8-7柱軸壓比驗算層號柱N（KN）fcb×hμμN5F邊柱393.3814.3800×8000.0430.75中柱491.8114.3800×8000.0540.754F邊柱896.1714.3800×8000.0980.75中柱1344.6214.3800×8000.1470.753F邊柱1400.0914.3800×8000.1530.75中柱2463.3914.3800×8000.2690.752F邊柱1905.3514.3800×8000.2080.75中柱3785.7314.3800×8000.4140.751F邊柱2439.7714.3800×8000.2670.75中柱5117.5514.3800×8000.5590.756.3.1框架柱正截面計算柱混凝土等級、縱筋、箍筋分別為C30、HRB400、HPB300。相應(yīng)參數(shù)為fc=14.3kN/m2，ft=1.43kN/m2，fy=360kN/m2，fyv=270kN/m2。根據(jù)柱M-N包絡(luò)圖可知，對于柱截面設(shè)計要取軸力最大、軸力最小以及彎矩絕對值最大三組控制內(nèi)力對其進行計算。根據(jù)受壓區(qū)高度x的不同，柱截面的受力類型可以分為大偏心受壓和小偏心受壓。大偏心受壓時：，此時受壓區(qū)鋼筋屈服；小偏心受壓時：以三層邊柱為例，對其過程進行展示，并以表格形式列出其余樓層各柱的配筋計算。表8-8三層邊柱柱內(nèi)力設(shè)計值內(nèi)力軸力最大軸力最小彎矩絕對值最大Nt(kN)1306.06632.751112.31Mt（kN.m）98.88-425.27425.27Nb(kN)1400.09702.181181.75Mb（kN.m）95.31-507.27507.27（1）軸力最大組合95.31/98.88=0.9640.7+0.3×-1×0.964=0.7（小于0.7時，取0.7）0.001×0.5×14.3×800×800=4576kN4576/1306.06=1（大于1時，取1）max(800/30,20)=26.7mm1300×(98.88×1000/1306.06+26.7)/765=174.031+1/174.03×5.382×1=1.170.7×1.17×98.88=80.98kN.m1000×80.98/1306.06=62mm62+26.7+800/2-35=453.7mm0.518×765=396.3mm103×1306.06/14.3/800=114.2mm≤396.3mm，故框架柱為大偏心受壓。1306.06×1000×453.7-14.3×800×114.2×(765-0.5×114.2)=-332275117N.mm360×(765-35)=262800N/mm-332275117/262800=-1264mm2（2）軸力最小組合425.27/507.27=0.8380.7+0.3×-1×0.838=0.7（小于0.7時，取0.7）0.001×0.5×14.3×800×800=4576kN4576/702.18=1（大于1時，取1）max(800/30,20)=26.7mm1300×(507.27×1000/702.18+26.7)/765=1273.021+1/1273.02×5.382×1=1.020.7×1.02×-507.27=-362.19kN.m1000×362.19/702.18=516mm516+26.7+800/2-35=907.7mm0.518×765=396.3mm103×702.18/14.3/800=61.4mm≤396.3mm，故框架柱為大偏心受壓。702.18×1000×907.7-14.3×800×61.4×(765-0.5×61.4)=121584717N.mm360×(765-35)=262800N/mm121584717/262800=463mm2（3）彎矩絕對值最大組合425.27/507.27=0.8380.7+0.3×0.838×-1=0.7（小于0.7時，取0.7）0.001×0.5×14.3×800×800=4576kN4576/1181.75=1（大于1時，取1）max(800/30,20)=26.7mm1300×(507.27×1000/1181.75+26.7)/765=774.821+1/774.82×5.382×1=1.040.7×1.04×507.27=369.29kN.m1000×369.29/1181.75=312mm312+26.7+800/2-35=703.7mm0.518×765=396.3mm1181.75×1000/14.3/800=103.3mm≤396.3mm，故框架柱為大偏心受壓。1181.75×1000×703.7-14.3×800×103.3×(765-0.5×103.3)=-11405314N.mm360×(765-35)=262800N/mm-11405314/262800=-43mm2表8-9軸力最大組合框架柱配筋計算層號柱截面內(nèi)力M1/M2eaMe0e判斷單邊配筋ρ1F邊柱頂M70.85-0.6430.7126.71.574.3932423.7396.3202.6大偏壓-211512808C252.150.85N2317.33邊柱底M110.230.7126.71.4108.0344435.7396.3213.3大偏壓-20651280N2439.77中柱頂M795.32-0.3490.70.9126.71.14634.67126517.7396.3439.4小偏壓-63512808C252.150.85N5027.13中柱底M2275.760.70.89426.71.051672.68327718.7396.3447.3小偏壓36851280N5117.552F邊柱頂M102.45-0.8090.7126.71.286.0648439.7396.3158.3大偏壓-170012808C252.150.85N1811.32邊柱底M126.660.7126.71.18104.6255446.7396.3166.6大偏壓-17031280N1905.35中柱頂M968.83-0.9930.7126.71.06718.87193584.7396.3324.9大偏壓-24912808C252.150.85N3716.3中柱底M961.860.7126.71.06713.7189580.7396.3330.9大偏壓-2811280N3785.733F邊柱頂M98.88-0.9640.7126.71.1780.9862453.7396.3114.2大偏壓-126312808C252.150.85N1306.06邊柱底M95.310.7126.71.1878.7356447.7396.3122.4大偏壓-13631280N1400.09中柱頂M849.22-0.8980.7126.71.04618.23258649.7396.3209.3大偏壓-9512808C252.150.85N2393.95中柱底M762.330.7126.71.05560.31227618.7396.3215.3大偏壓-3591280N2463.394F邊柱頂M93-0.9990.7126.71.1272.9191482.7396.370.1大偏壓-75312808C252.150.85N802.14邊柱底M93.10.7126.71.1373.6482473.7396.378.3大偏壓-8581280N896.17中柱頂M631.03-0.8080.7126.71.03454.97357748.7396.3111.5大偏壓18712808C252.150.85N1275.18中柱底M510.090.7126.71.04371.35276667.7396.3117.5大偏壓-1951280N1344.625F邊柱頂M116.63-0.8150.7126.71.0484.91284675.7396.326.2大偏壓-8912808C252.150.85N299.35邊柱底M95.050.7126.71.0670.53179570.7396.334.4大偏壓-2651280N393.38中柱頂M310.68-0.5580.7126.71.02221.83520911.7396.337.3大偏壓26912808C252.150.85N426.71中柱底M173.360.7126.71.04126.21257648.7396.343大偏壓-1791280N491.81表8-10軸力最小組合框架柱配筋計算層號柱截面內(nèi)力M1/M2eaMe0e判斷單邊配筋ρ1F邊柱頂M-532.44-0.3020.7126.71.05-391.34404795.7396.384.8大偏壓26612808C252.150.85N969.58邊柱底M-1761.80.7126.71.02-1257.9311871578.7396.392.7大偏壓34651280N1060.01中柱頂M-1168.29-0.5040.7-2.44726.71.12-915.94-490-98.3396.3-163.5大偏壓372412808C252.150.85N-1870.4中柱底M-2320.120.7-2.57126.71.06-1721.53-967-575.3396.3-155.6大偏壓38031280N-1779.982F邊柱頂M-507.27-0.7320.7126.71.03-365.74450841.7396.371大偏壓34812808C252.150.85N812.47邊柱底M-693.420.7126.71.02-495.1561952.7396.377.1大偏壓7601280N881.9中柱頂M-1339.38-0.880.7-3.73726.71.06-993.82-812-420.3396.3-107大偏壓276912808C252.150.85N-1224.39中柱底M-1521.50.7-3.96226.71.05-1118.3-968-576.3396.3-101大偏壓31211280N-1154.953F邊柱頂M-425.27-0.8380.7126.71.02-303.64480871.7396.355.3大偏壓32512808C252.150.85N632.75邊柱底M-507.270.7126.71.02-362.19516907.7396.361.4大偏壓4631280N702.18中柱頂M-1077.31-0.8040.7-8.08726.71.07-806.91-1426-1034.3396.3-49.5大偏壓292812808C252.150.85N-565.87中柱底M-1339.380.7-9.21826.71.06-993.82-2002-1610.3396.3-43.4大偏壓35281280N-496.434F邊柱頂M-315.62-0.7420.7126.71.02-225.35567958.7396.334.7大偏壓32112808C252.150.85N397.5邊柱底M-425.270.7126.71.02-303.646561047.7396.340.4大偏壓5351280N462.59中柱頂M-723.75-0.6720.7-41.21826.71.11-562.35-5065-4673.3396.3-9.7大偏壓230012808C252.150.85N-111.02中柱底M-1077.310.7-110.05326.71.07-806.91-19406-19014.3396.3-3.6大偏壓31291280N-41.585F邊柱頂M-343.110.920.976126.71.01-338.2220692460.7396.314.3大偏壓105912808C252.150.85N163.5邊柱底M315.620.976126.71.01311.1313611752.7396.320大偏壓8681280N228.6中柱頂M-615.03-0.8840.7126.71-430.521010610497.7396.33.7大偏壓157912808C252.150.85N42.6中柱底M-696.020.7126.71-487.2145244915.7396.39.4大偏壓17031280N107.7表8-11彎矩絕對值最大組合框架柱配筋計算層號柱截面內(nèi)力M1/M2eaMe0e判斷單邊配筋ρ1F邊柱頂M532.44-0.3020.7126.71.1409.98196587.7396.3183.1大偏壓-69012808C252.150.85N2094.43邊柱底M1761.80.7126.71.031270.26581972.7396.3191大偏壓25231280N2184.85中柱頂M-1168.29-0.5040.7-2.44726.71.12-915.94-490-98.3396.3-163.5大偏壓372412808C252.150.85N-1870.4中柱底M-2320.120.7-2.57126.71.06-1721.53-967-575.3396.3-155.6大偏壓39031280N-1779.982F邊柱頂M507.27-0.7320.7126.71.05372.84234625.7396.3139.2大偏壓-42012808C252.150.85N1592.57邊柱底M693.420.7126.71.04504.81304695.7396.3145.3大偏壓161280N1662.01中柱頂M-1339.38-0.880.7-3.73726.71.06-993.82-812-420.3396.3-107大偏壓276912808C252.150.85N-1224.39中柱底M-1521.50.7-3.96226.71.05-1118.3-968-576.3396.3-101大偏壓31211280N-1154.953F邊柱頂M425.27-0.8380.7126.71.04309.6278669.7396.397.2大偏壓-19512808C252.150.85N1112.31邊柱底M507.270.7126.71.04369.29312703.7396.3103.3大偏壓-421280N1181.75中柱頂M-1077.31-0.8040.7-8.08726.71.07-806.91-1426-1034.3396.3-49.5大偏壓292812808C252.150.85N-565.87中柱底M-1339.380.7-9.21826.71.06-993.82-2002-1610.3396.3-43.4大偏壓35281280N-496.434F邊柱頂M328.44-0.7720.7126.71.03236.81382773.7396.354.2大偏壓8512808C252.150.85N619.86邊柱底M425.270.7126.71.03306.62448839.7396.359.9大偏壓2701280N684.95中柱頂M-723.75-0.6720.7-41.21826.71.11-562.35-5065-4673.3396.3-9.7大偏壓230012808C252.150.85N-111.02中柱底M-1077.310.7-110.05326.71.07-806.91-19406-19014.3396.3-3.6大偏壓31291280N-41.585F邊柱頂M343.11-0.920.7126.71.01242.5810331424.7396.320.5大偏壓60012808C252.150.85N234.87邊柱底M315.620.7126.71.02225.357511142.7396.326.2大偏壓4471280N299.97中柱頂M-615.03-0.8840.7126.71-430.521010610497.7396.33.7大偏壓157912808C252.150.85N42.6中柱底M-696.020.7126.71-487.2145244915.7396.39.4大偏壓17031280N107.76.3.2框架柱斜截面計算（1）柱截面驗算以首層邊柱為例，柱截面b×h為800×800mm，剪力設(shè)計值為614.95kN。ho=800-35=765mm首層結(jié)構(gòu)高度為5.6m，故首層凈高Hn=5.6-0.75=4.85m剪跨比4.85/2/0.765=3當時，取。剪力應(yīng)滿足0.20×14.3×800×765/1000=1750.32kN614.95<1750.32kN，滿足要求。（2）柱截面驗算柱截面剪力設(shè)計值應(yīng)滿足如下公式：N為有震組合下（與剪力設(shè)計值V同一組合）柱軸力設(shè)計值，且該值≤。表8-12框架柱斜截面計算層號柱NVmaxh0fyvftλAsv/s實配箍筋類型5F邊柱234.87241.237652701.432.32<0A10@200/1000.86復(fù)合0.6中柱42.6480.17652701.432.320.62A10@200/1000.86復(fù)合0.64F邊柱619.86271.317652701.432.32<0A10@200/1000.86復(fù)合0.6中柱-111.02649.397652701.432.321.36A10@200/1000.86復(fù)合0.63F邊柱1112.31341.497652701.432.32<0A10@200/1000.86復(fù)合0.6中柱-565.87884.997652701.432.322.46A10@200/1000.86復(fù)合0.62F邊柱1592.57439.697652701.432.320.04A10@200/1000.86復(fù)合0.6中柱-1224.391047.657652701.432.323.3A10@200/1000.86復(fù)合0.61F邊柱2094.43614.957652701.433.000.85A10@200/1000.86復(fù)合0.6中柱-1870.4935.047652701.433.003.24A10@200/1000.86復(fù)合0.6第7章板截面設(shè)計圖9-1板的平面布置圖7.1荷載計算表9-1樓板面荷載板區(qū)隔編號gk（kN/m2）qk（kN/m2）g（kN/m2）q（kN/m2）g+pg+p/2p/2A3.962.55.153.758.97.0251.875B3.963.55.155.2510.47.7752.625恒載分項系數(shù)為1.3，活載分項系數(shù)1.5。7.2板的彎矩計算根據(jù)板的寬長比查表可以求出雙向板的彎矩系數(shù)。對于編號A板，寬長比為0.458，板的跨中系數(shù)為0.0409、0.0089，支座系數(shù)為-0.0836、-0.0569，周邊簡支時的跨中系數(shù)為0.0965、0.0174。對于編號B板，寬長比為0.364，板的跨中系數(shù)為0.04、0.0038，支座系數(shù)為-0.0829、-0.057，周邊簡支時的跨中系數(shù)為0.0965、0.0174。雙向板跨中彎矩雙向板支座彎矩其中、、分別為跨中彎矩系數(shù)、支座彎矩系數(shù)、簡支時跨中彎矩系數(shù)。表9-2彎矩計算區(qū)格截面彎矩(kN.m)彎矩調(diào)整(kN.m)A跨中（短板）0.0409×7.025×3.32+0.0965×1.875×3.32=5.15.1+1.04×0.2=5.31跨中（長板）0.0089×7.025×3.32+0.0174×1.875×3.32=1.041.04+5.1×0.2=2.06支座（短板）-0.0836×8.9×3.32=-8.1-8.1支座（長板）-0.0569×8.9×3.32=-5.51-5.51B跨中（短板）0.04×7.775×2.42+0.0965×2.625×2.42=3.253.25+0.43×0.2=3.34跨中（長板）0.0038×7.775×2.42+0.0174×2.625×2.42=0.430.43+3.25×0.2=1.08支座（短板）-0.0829×10.4×2.42=-4.97-4.97支座（長板）-0.057×10.4×2.42=-3.41-3.417.3板的配筋計算板的厚度h=120mm，根據(jù)環(huán)境類別取板的保護層厚度為15mm，假定板底鋼筋直徑d為10mm，短邊方向跨中配筋計算時，板的有效高度ho=h-15-d/2=100mm；由于板底為雙向受力鋼筋，短邊鋼筋在下，故長邊方向跨中配筋計算時，板的有效高度ho=h-15-d-d/2=90mm。。板配筋不僅要滿足計算的要求還得滿足最小配筋率的要求。由規(guī)范可知板的最小配筋率。最小配筋面積為0.2×0.01×1000×120=240mm2板配筋計算按如下公式計算：；；表9-3板配筋計算A區(qū)格跨中B區(qū)格跨中支座短邊方向長邊方向短邊方向長邊方向A/AA/BB/BM5.312.063.341.08-8.1-5.51-3.410.0370.0180.0230.0090.0570.0390.0240.9810.9910.9880.9950.9710.9800.988150.3664.1693.933.5231.72156.1895.87實際配筋C8@200C8@200C8@200C8@200C8@200C8@200C8@200配筋面積(mm2)251251251251251251251(mm2)240240240240240240240滿足要求第8章樓梯結(jié)構(gòu)設(shè)計由樓梯平面和剖面可知，標準層踏步尺寸為163.6×270mm，標準層層高為3300mm。樓梯梁板混凝土等級為C30，梯柱混凝土等級為C30，梯板鋼筋為HRB400，梯梁梯柱縱向受力鋼筋與箍筋級別同框架梁柱鋼筋。樓梯面層為30mm厚現(xiàn)制水磨石面層，底部為20mm厚水泥石灰砂漿，樓梯活載為3.5kN/m2。8.1梯段板設(shè)計計算（1）梯板厚度的估算b=(1592+3002)^0.5=339.5mm，故cosα=300/339.5=0.884梯板的水平投影長度ln=3900mm，梯板的斜向凈長為ln/cosα=3900/0.884=4412mm；梯板厚度h=（1/30~1/25）×4412=147.1~176.5mm，取h=150mm（2）荷載統(tǒng)計表10-1梯板荷載計算荷載種類荷載標準值（kN/m2）分項系數(shù)荷載設(shè)計值（kN/m2）永久荷載30mm水磨石面層0.65×（0.159+0.3）/0.3=0.995————踏步自重0.159×0.5×25=1.988————梯板自重0.15×25/0.884=4.242————板底粉刷0.02×17/0.884=0.385————小計7.611.3g=7.61×1.3=9.893可變荷載3.51.5q=3.5×1.5=5.25合計————15.143（3）跨度計算梯段板單跨兩端與支撐構(gòu)件整澆，lo=ln=3900mm。。（4）內(nèi)力計算跨中彎矩15.143×3.92/10=23.03kN.m150-25=125mm，b=1000mm1000000×23.03/14.3/1252=0.1031-(1-2×0.103)^0.5=0.1090.5×(1+(1-2×0.08)^0.5)=0.9581000000×23.03/0.946/360/125=541mm20.2%0.2×150×1000×0.01=300mm2板底受力鋼筋選用C12@200（AS=565mm2），梯板支座筋選用C8@150(335mm2)，分布鋼筋C8@300，每踏步下一根。。8.2平臺板設(shè)計計算（1）平臺板厚度的估算平臺板ln=1900mm；平臺板厚度h≥1/30ln=63.33mm，取h=100mm（2）荷載統(tǒng)計表10-2平臺板荷載計算荷載種類荷載標準值（kN/m2）分項系數(shù)荷載設(shè)計值（kN/m2）永久荷載30mm水磨石面層0.65————平臺板自重0.1×25=2.5————板底粉刷0.02×17=0.34————小計3.491.3g=3.49×1.3=4.537可變荷載3.51.5q=3.5×1.5=5.25合計————9.787（3）跨度計算平臺板lo=ln=1900mm。。（4）內(nèi)力計算跨中彎矩9.787×1.92/8=4.42kN.m100-15-5=80mm，b=1000mm1000000×4.42/14.3/1000/802=0.0481-(1-2×0.048)^0.5=0.0490.5×(1+(1-2×0.048)^0.5)=0.9751000000×4.42/0.975/360/80=157mm20.2×100×1000×0.01=200mm2板底受力鋼筋C8@200（AS=251mm2），分布鋼筋C8@200（AS=251mm2），布置時雙層雙向拉通鋼筋。8.3平臺梁設(shè)計計算（1）平臺梁截面估算平臺梁跨度lc=2700mm；梁高h≥1/12lc=225mm，取h=200mm，b=400mm。（2）荷載統(tǒng)計表10-3梯梁荷載計算荷載種類荷載標準值（kN/m）分項系數(shù)荷載設(shè)計值（kN/m）永久荷載平臺板傳遞荷載3.49×1.9/2=3.32————梯板傳遞荷載7.61×3.9/2=14.84————平臺梁自重0.2×（0.4-0.1）×25=1.5————梁底抹灰自重0.02×（0.4-0.1）×2×17=0.2————小計19.861.3g=19.86×1.3=25.82可變荷載3.5×（1.9/2+3.9/2+0.2）=10.851.5q=10.85×1.5=16.28合計————42.1（3）跨度計算平臺板lo=lc=2700mm，凈跨為ln=2700-200=2500mm（4）內(nèi)力計算跨中彎矩42.1×3.92/8=80.04kN.m42.1×0.5×2.5=52.63kN400-45=355mmb=200mm80.04×1000000/14.3/200/3652=0.211－(1－2×0.21)^0.5=0.2380.5×(1+(1-2×0.21)^0.5)=0.8811000000×80.04/0.881/360/365=691mm20.2×200×400×0.01=160mm2梁底受力鋼筋選用3C18（As=763mm2），梁頂配筋與梁底一致。。0.7×1.43×200×365/1000=73.07kNV=52.63kN<73.07kN，故按構(gòu)造要求配置箍筋；×0.28=0.28×1.43/360=0.111%故梯梁箍筋選配A8@200，實際配箍率為0.502%，故滿足要求。。第9章柱下獨立基礎(chǔ)設(shè)計依據(jù)地質(zhì)土層的情況，本設(shè)計基礎(chǔ)采用獨立基礎(chǔ)；基礎(chǔ)持力層選用黏土，未修正地基承載力特征值為250kPa；根據(jù)內(nèi)力組合表，查到邊柱和中柱控制內(nèi)力，分別對其進行基礎(chǔ)設(shè)計；控制內(nèi)力如下表所示。混凝土采用C30，鋼筋采用HRB400，相應(yīng)的參數(shù)：fc=14.3kN/m2、ft=1.43kN/m2、fy=360kN/m2。表11-1一層柱底控制內(nèi)力控制內(nèi)力柱編號N(kN)M(kN.m)V(kN)邊柱標準值1823.0331.55-11.27設(shè)計值2439.77110.23-25.78中柱標準值1932.09-26.089.31設(shè)計值5117.552275.76-438.769.1邊柱獨立基礎(chǔ)設(shè)計9.1.1邊柱基礎(chǔ)底面尺寸確定基礎(chǔ)埋深為基底至室外地面的高度，假設(shè)基礎(chǔ)高度為800m，故基礎(chǔ)埋深d為0.8+0.05=0.85m，由持力層土層參數(shù)查規(guī)范可知：深度修正系數(shù)為1.6?；滓陨贤恋募訖?quán)平均重度：17.4kN/m3深度修正后地基承載力特征值：250+1.6×17.4×(0.85-0.5)=259.74kpa0.85+0.75/2=1.225m邊柱柱底軸力標準值為：1823.03kN邊柱基底計算面積1823.03/(259.74-20×1.225)=7.75m2，由于柱底偏心距的存在，基底計算面積增大10%，即1.1×7.75=8.53m，一般l/b=（1.2~2.0），取基礎(chǔ)長度為3.5m，寬度為2.5m，基底面積為8.75>8.53mm2,滿足要求，另外基礎(chǔ)寬度小于3m，無需進行寬度修正。9.1.2持力層承載力驗算20×1.225×8.75=214.38kN基底彎矩31.55+11.27×0.8=40.6kN.m偏心距40.6/2037.41=0.02m<L/6=3.5/6=0.583m?；灼骄鶋毫χ担?(214.38+1823.03)/8.75=232.85<fa=259.74kpa，故滿足要求?；走吘壍淖畲髩毫χ?232.85×(1+6×0.02/3.5)=240.83<1.2fa=311.69kpa，故滿足要求。9.1.3基礎(chǔ)高度驗算（1）計算基底凈反力邊柱柱底內(nèi)力設(shè)計值F=2439.77kN、V=-25.78kN、M=110.23kN.m基底彎矩設(shè)計值110.23-25.78×0.8=89.61kN.m(110.23-25.78×0.8)/2439.77=0.037m 基礎(chǔ)邊緣處的最大和最小凈反力為：2439.77×(1±6×0.037/3.5)/8.75=296.52kpa/261.15kpa基礎(chǔ)沖切驗算基礎(chǔ)受沖切承載力應(yīng)滿足如下公式：基礎(chǔ)有效高度ho=h-50=800-50=750mm0.8m0.8+2×0.75=2.3m0.5×(0.8+2.3)=1.55m由于h0小于800mm，故0.7×1×1.43×1550×750/1000=1163.66kN((2.5×(3.5-0.8-2×0.75)/2)-0.01=1.49m2296.52×1.49=441.81kN<1163.66kN，故滿足沖切驗算。由于，故滿足沖切驗算。9.1.4基礎(chǔ)配筋計算（1）柱邊（1-1截面）：對于此處偏心荷載可以取和的平均值。圖11-1配筋驗算示意圖(3.5+0.8)×(296.52-261.15)/(2×3.5)=21.73kpa261.15+21.73=282.88kpa(296.52+282.88)/2=289.7kpa(3.5-0.8)2×(2×2.5+0.8)=42.28m3289.7×42.28/24=510.38kN.m0.9×750×360=243000N/mm510.38×1000000/243000=2100.3mm2每米寬配筋面積：2100.3/2.5=840.1mm2/m故每延米最小配筋面積為0.15%×1000×800=1200mm2/m。選配C18@200，面積為1272mm2/m>max(840.1mm2,1200mm2)，滿足要求。（2）柱邊（2-2截面）：(296.52+261.15)/2=278.84kpa(2.5-0.8)2×(2×3.5+0.8)=22.54m3278.84×22.54/24=261.9kN.m0.9×(750-18)×360=234900N/mm261.9×1000000/234900=1104.3mm2每米寬配筋面積：1104.3/3.5=315.5mm2/m，故每延米最小配筋面積為0.15%×1000×800=1200mm2/m。選配C18@180，面積為1414mm2/m>max(315.5mm2,1200mm2)，滿足要求。9.2中柱獨立基礎(chǔ)設(shè)計9.2.1中柱基礎(chǔ)底面尺寸確定11-2中柱基礎(chǔ)計算簡圖中柱軸力標準值Fk=1932.09kN，合力F=2Fk=3864.18kN，l1=2400mm。對左中柱點彎矩取矩1932.09×2.4/3864.18=1.2mlo=(1/2~2/3)l1=1.2~1.6m，取lo為1.6m，故基礎(chǔ)長度l=2(xo+lo)=5.6m，基底壓力均勻分布。邊柱基底計算面積：3864.18/5.6/(259.74-20×1.225)=2.93m，取b=3m。9.2.2持力層承載力驗