第六小學(xué)教學(xué)樓畢業(yè)設(shè)計計算書

河北工程大學(xué)科信學(xué)院畢業(yè)設(shè)計2013年畢業(yè)設(shè)計說明書結(jié)構(gòu)設(shè)計專業(yè)：土木工程專業(yè)學(xué)生:李鵬指導(dǎo)老師：駢龍江河北工程大學(xué)土木學(xué)院2014年6月4日①外墻200厚蒸壓粉煤灰混凝土砌塊（5.5KN/m3），外墻涂料，內(nèi)墻20mm抹灰，則外墻重力荷載為：5.5×0.2+17×0.02=1.44kN/m2②內(nèi)墻200厚蒸壓粉煤灰混凝土砌塊（5.5KN/m3）,雙面抹灰各20mm，則內(nèi)墻重力荷載為：5.5×0.2+17×0.02×2=1.78kN/m2③木門單位面積重力荷載：0.2kN/m2 一層：外墻（計入窗戶）：（2×10.1×0.25+84.6×0.25×2）×0.6=28.41m228.41×4.9×5.5=766m3內(nèi)墻（計入門窗）（8.4×8+4.2×2+7.4×12）×0.2×3.9×0.6×5.5=424KN水泥粉刷墻面（外墻算一面，內(nèi)墻算兩面）：【（10.1×3.9+84.6×3.9）×0.36+2×3.9（8.4×8+4.2×2+7.4×12）×0.36】×0.6=357KN匯總：首層自重：766+424+357=1547KN2—5層：外墻：（10.1×0.5+84.6×0.5）×3.9×5.5×0.6=610KN內(nèi)墻：424KN水泥粉刷墻面：357KN總結(jié):610+424+357=1391/層4.4梁、柱計算柱子鋼筋混凝土的重度?。?5KN/m3首層柱子：0.6×0.6×4.9×25=44KN/根合計：44×39=1716KN/首層2—5層柱子：0.6×0.6×3.9×25=35KN/根合計：35×31=1085KN/層4.4梁、柱的計算①主梁：2.7×0.5×0.2×13+（7.4×13+8.4×9×3+3.9×2）×0.5×0.55=3.5+91=94.5m394.5×25=2363KN/層②次梁：【（8.4×0.5×0.55×9+3.9×0.5×0.25×2）×25=544KN總結(jié)：每層梁的自重為2363+544=2907KN/層⑷板：25×84.6×10.1×0.1=2316KN/層采用水磨石地面（10mm面層，20mm水泥砂漿打底）：0.65×84.6×10.1=65KN4.5各質(zhì)點重力荷載代表值計算集中于各樓層標高處的重力荷載代表值，為計算單元范圍內(nèi)的各樓層樓面上的重力荷載代表值及上下各半層的墻柱等重量。各層重力荷載代表值（KN）一層二層三層四層五層88328439843984397201計算簡圖見下圖。圖4.2各質(zhì)點重力荷載代表值框架側(cè)移剛度的計算5.1梁線剛度計算：斷面b×h跨度L矩形截面慣性矩I0(m4)邊框架梁中框架梁Ib=1.5I0Kb=EIb/lIb=2.0I0Kb=EIb/l500×2502.70.33×10-30.495×10-30.55×1040.66×10-30.73×104500×5503.96.9×10-310.35×10-37.96×10413.8×10-310.6×104500×5507.46.9×10-310.35×10-34.2×10413.8×10-35.6×104500×5508.46.9×10-310.35×10-33.7×10413.8×10-34.9×1045.2柱線剛度的計算:層次混凝土強度等級斷面b×h(m2)層高h(m)慣性矩Ic（m4）線剛度Kc=EIc/h跨度K=∑Kb/2Kc（一般層)K=∑Kb/Kc(首層)K/（2+K）（一般層）（K+0.5）/（2+K）D=角柱1C300.624.910.8×10-36.6×1047.40.640.432142502.70.080.27992037.40.640.431142502—5C250.623.910.8×10-37.8×1047.42.70.213131082.70.070.0342652邊框架中柱1C300.624.910.8×10-36.6×1040.680.440145142—5C250.623.910.8×10-37.8×1040.610.23414400中框架中柱1C300.624.910.8×10-36.6×1040.960.492162292—5C250.623.910.8×10-37.8×1040.810.28817723第六章橫向水平荷載作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移計算6.1橫向自振周期的計算橫向自振周期的計算采用頂點位移法，基本自振周期可按下式計算：，式中為頂點位移（單位為m），按D值法計算，見下表。表6.1橫向框架頂點位移計算層次Gi（KN）（KN）Di-=∑Gi/D(m)5720172014352790.01650.262348439156404352790.0360.245838439240794352790.0550.209828439325184352790.07470.154818832413505158660.08010.0801注：1.為結(jié)構(gòu)基本自振周期考慮非承重磚墻影響的折減系數(shù)，取0.8。2.為假想把集中在各層樓面處的重力荷載代表值Gi作為水平荷載而算得的結(jié)構(gòu)頂點位移。=1.7×0.6×=0.52s6.2橫向水平地震作用及樓層地震剪力的計算地震作用按8度計算，基本地震加速度0.20g，Ⅲ類場地所屬設(shè)計地震分組為第二組。Tg=0.52s，=0.16，由于T1=0.5s<1.4Tg。無需考慮附加地震作用。FEK=×G=η2=0.55×0.16=0.088FEK=0.088×0.85×41350=3093各層地震作用及樓層地震剪力層數(shù)hiHiGi（KN）GiHiFiVi53.920.572011476210.28889189143.916.684391400880.273844173533.912.784391071750.209646238123.98.88439742630.145449283014.94.98832432770.08426030933層數(shù)ViDiUi-Ui-1=Vi/Dhi層間彈性轉(zhuǎn)角備注58914352792.0×10-33.91/1950＜1/550417354352794.0×10-33.91/975＜1/550323814352795.5×10-33.91/709＜1/550228304352796.5×10-33.91/600＜1/5501309335158662.0×10-34.91/817＜1/5506.3變形驗算水平地震作用下框架結(jié)構(gòu)的層間位移和頂點位移分別按下列公式計算:，各層的層間彈性位移角,，根據(jù)《建筑抗震規(guī)范》，考慮磚填充墻抗側(cè)力作用的框架，層間彈性位移角限值。計算過程如下表6.3:地震作用按8度計算，基本地震加速度0.20g，Ⅲ類場地所屬設(shè)計地震分組為第二組。Tg=0.52s，=0.16，由于T1=0.5s<1.4Tg。無需考慮附加地震作用。FEK=×G=η2=0.55×0.9=0.495FEK=0.55×0.9×41350=17398KN各層地震作用及樓層地震剪力層數(shù)hiHiGi（KN）GiHiFiVi53.920.572011476210.2885011501143.916.684391400880.2734750976133.912.784391071750.20936371339823.98.88439742630.14525231592114.94.98832432770.084146217383彈塑性變形驗算：==0.3,查表=1.8，=1.8×層數(shù)ViDiUi-Ui-1=Vi/Dhi/hi=1.8×550114352790.01153.91/3391/188≤1/50497614352790.02243.91/1741/97≤1/503133984352790.03083.91/1271/74≤1/502159214352790.03663.91/1071/59≤1/501173835158660.03374.91/1451/81≤1/50由此可見，最大層間彈性位移角發(fā)生在第一層，0.000533658<1/550(滿足規(guī)范要求).6.4水平地震作用下框架內(nèi)力計算1、框架柱端剪力及彎矩分別按下列公式計算：注：1.y0框架柱的標準反彎點高度比。2.y1為上下層梁線剛度變化時反彎點高度比的修正值。3.y2、y3為上下層層高變化時反彎點高度比的修正值。4.y框架柱的反彎點高度比。下面以21軸線橫向框架內(nèi)力的計算為例(表6.4)：層次層高層間剪力Vi層間剛度DiA軸柱B軸柱C軸柱DimVimKYM上M下DimVimKYM上M下DimVimKYM上M下53.98914352791310826.80.540.3074321772336.30.810.35925026525.40.07-0.03522-143.917354352791310852.20.540.40122821772370.60.810.40166110265210.60.070.1436633.923814352791310871.70.540.451541261772396.90.810.45208170265214.50.070.31401723.928304352791310885.20.540.5315617617723115.20.810.50225225265217.20.070.50343414.930935158661425085.40.640.701262931622997.40.960.6571311920355.20.081.0411271梁端彎矩、剪力及柱軸力分別按以下公式計算：，計算結(jié)構(gòu)見下圖：左震作用下梁柱彎矩圖左震作用下梁端剪力及柱軸力、彎矩圖第七章豎向荷載作用下框架結(jié)構(gòu)的內(nèi)力計算恒荷載作用下框架彎矩圖恒荷載作用下AB跨梁端剪力VAB、VAB和跨中彎矩M層alMABMBAVABVBAM56.625.632.17.4-29.8958.4234.40-42.35-35.2946.6210.202.17.4-71.3472.6055.11-55.45-38.3036.6210.202.17.4-72.4972.1255.33-55.23-37.9626.6210.202.17.4-72.4972.1255.33-55.23-37.9616.6210.202.17.4-70.6770.3255.33-55.24-39.77注：彎矩剪力以繞桿端順時針轉(zhuǎn)動為正。恒荷載作用下BC跨梁端剪力VBC、VCB和跨中彎矩M層qlMBCMCBVBCVCBM53.132.7-3.120.655.14-3.31-0.9747.72.7-6.143.0011.56-9.23-2.4537.72.7-6.283.0211.60-9.18-2.3727.72.7-6.283.0211.60-9.18-2.3717.72.7-6.813.0411.79-9.00-2.09注：彎矩剪力以繞桿端順時針轉(zhuǎn)動為正。層柱高HMA底MA上VA底=VA上53.926.6722.39-12.5843.931.6435.46-17.2033.931.6431.64-16.2223.923.7431.64-14.214.911.8723.74-7.27層柱高HMB底MB上VB底=VB上53.9-35.17-53.0522.6243.9-32.92-35.1717.4633.9-32.92-32.9216.8823.9-38.96-32.9218.4314.9-12.27-24.557.51層柱高HMC底MC上VC底=VC上53.9-1.99-3.55-1.4243.9-1.65-1.34-1.1133.9-1.65-1.55-0.8223.9-1.84-1.55-0.8714.9-0.73-1.45-0.44恒荷載作用下的剪力圖（單位：KN）層邊柱A中柱B邊柱C橫梁端部壓力縱梁端部壓力柱重柱軸力橫梁端部壓力縱梁端部壓力柱重柱軸力橫梁端部壓力縱梁端部壓力柱重柱軸力5柱頂34.4075.4335.1109.8342.35+5.1486.8535.1134.343.3141.5035.144.81柱底144.83169.3479.814柱頂55.1191.9735.1291.9155.45+11.56101.8535.1338.29.2363.3035.1152.34柱底326.91373.2187.343柱頂55.2391.9735.1474.1137.96+11.60101.8535.1524.619.1863.3035.1259.82柱底509.11559.61294.822柱頂55.2391.9735.1656.3137.96+11.60101.8535.1711.029.1863.3035.1367.3柱底691.31746.02402.31柱頂55.2491.9744.1838.5239.77+11.79101.8544.1899.439.0063.3044.1474.6柱底882.52943.43518.6恒荷載作用下的軸力圖活荷載作用下的內(nèi)力計算采用彎矩二次分配，彎矩圖如下：活載下的彎矩圖（單位：KN?M）活荷載作用下AB跨梁端剪力VAB、VAB和跨中彎矩M層qlMABMBAVABVBAM54.27.4-8.1718.519.73-12.53-12.3244.27.4-15.916.5311.04-11.21-9.4534.27.4-16.116.2911.10-11.16-9.4724.27.4-16.116.2911.10-11.16-9.4714.27.4-15.715.9411.10-11.16-9.84注：彎矩剪力以繞桿端順時針轉(zhuǎn)動為正?；詈奢d作用下BC跨梁端剪力VBC、VCB和跨中彎矩M層lMBCMCBVBCVCBM52.7-1.00.440.21-0.210.7242.7-0.280.260.01-0.010.2732.7-0.350.270.03-0.030.3122.7-0.350.270.03-0.030.3112.7-0.450.280.06-0.060.37注：彎矩剪力以繞桿端順時針轉(zhuǎn)動為正。層柱高HMA底MA上VA底=VA上53.96.125.97-3.143.96.957.85-3.7233.96.956.95-3.5623.98.36.95-3.9114.92.65.2-2.0層柱高HMB底MB上VB底=VB上53.97.514.165.5543.96.325.463.0233.96.326.323.2423.97.476.323.5414.92.364.721.82層柱高HMC底MC上VC底=VC上53.90.540.660.3143.90.420.310.1933.90.420.420.2223.90.550.420.2514.90.140.280.11活荷載作用下的剪力圖（單位：KN）層邊柱A中柱B邊柱C橫梁端部壓力縱梁端部壓力柱重柱軸力橫梁端部壓力縱梁端部壓力柱重柱軸力橫梁端部壓力縱梁端部壓力柱重柱軸力5柱頂9.7322.0535.131.7812.7433.3935.146.130.2111.3435.111.55柱底4柱頂11.0422.0535.164.8711.2233.3935.190.740.0111.3435.122.90柱底3柱頂11.1022.0535.198.0211.1933.3935.1135.320.0311.3435.134.27柱底2柱頂11.1022.0535.1131.1711.1933.3935.1179.90.0311.3435.145.64柱底1柱頂11.1022.0544.1164.3211.2233.3944.1224.510.0611.3444.157.04柱底活荷載作用下的軸力圖第八章橫向框架內(nèi)力組合8.1結(jié)構(gòu)抗震等級查《建筑抗震規(guī)范》可知本工程框架為二級抗震等級。8.2框架梁內(nèi)力組合本例考慮三種內(nèi)力組合，即，及。對于本工程，這種內(nèi)力組合與考慮地震作用的組合相比一般較小，對結(jié)構(gòu)設(shè)計不起主要控制作用，故不予考慮。各層梁內(nèi)力組合結(jié)果見表8.1等?？紤]到鋼筋混凝土結(jié)構(gòu)具有塑性內(nèi)力重分布的性質(zhì)，在豎向荷載下可以適當(dāng)降低梁端彎矩，進行調(diào)幅（調(diào)幅系數(shù)取0.85），以減少負彎矩鋼筋的擁擠現(xiàn)象。為梁端剪力增大系數(shù)，二級抗震取1.2?？蚣芰簝?nèi)力組合層數(shù)位置內(nèi)力恒荷載活荷載地震荷載1.2(SGK+0.5SQK)+1.3SEK1.35SGK+Sqk1.2SGK+1.4SEK|MMAX|及相應(yīng)的V|VMAX|及相應(yīng)的M左震右震左震右震左震右震5AB左M-25.41-6.9474-7461.544-130.856-41.243573.108-134.092-134.09-130.86V34.49.73-212119.81874.41856.1711.8870.6870.6874.42AB中M41.4514.333.65-3.6563.08353.59370.287554.8544.6370.29-AB右M-49.66-15.7381.3-81.336.66-174.72-82.77154.228-173.412-174.7236.66V-42.35-12.53-2121-85.638-31.038-69.7025-80.22-21.42-31.04-85.64BC左M-2.65-0.8510.7-10.710.22-17.6-4.427511.8-18.16-18.16-18.16V5.140.21-12.112.1-9.43622.0247.149-10.77223.10823.1123.11BC中M1.25-0.725.65-5.658.413-6.2770.96759.41-6.419.41-BC右M-0.55-0.3722-2227.718-29.482-1.112530.14-31.46-31.4630.14V-3.31-0.21-12.112.1-19.82811.632-4.6785-20.91212.96812.97-20.914AB左M-60.64-13.52154-154119.32-281.08-95.384142.832-288.368-288.37-281.03V55.1111.04-46.646.612.176133.33685.43850.892131.372131.37133.34AB中M49.0911.8818.45-18.4590.02142.05178.151584.73833.07890.02-AB右M-61.71-14.05190.9-190.9165.688-330.652-97.3585193.208-341.312-341.31165.688V-55.45-11.21-46.646.6-133.846-12.686-86.0675-131.78-1.3-1.3-133.846BC左M-5.22-0.2425.1-25.126.222-39.038-7.28728.876-41.404-41.404-41.404V11.560.01-22.322.3-15.11242.86815.616-17.34845.09245.09245.092BC中M3.13-0.234.95-4.9510.053-2.8173.995510.686-3.17410.686-BC右M-2.55-0.2235-3542.308-48.692-3.662545.94-52.06-52.0645.94V-9.23-0.01-22.322.3-40.07217.908-12.4705-42.29620.14420.144-42.2963AB左M-61.62-13.69236-236224.642-388.958-96.877256.456-404.344-404.344-404.344V55.3311.1-69.969.9-17.814163.92685.7955-31.464164.256164.256164.256AB中M48.8111.8922.55-22.5595.02136.39177.783590.14227.00295.021-AB右M-61.3-13.85281.1-281.1283.56-447.3-96.605319.98-467.1-467.1319.98V-55.23-11.16-69.969.9-163.84217.898-85.7205-164.13631.58431.58-164.13BC左M-5.34-0.336.9-36.941.382-54.558-7.50945.252-58.068-58.06-58.06V11.60.03-30.730.7-25.97253.84815.69-29.0656.956.956.9BC中M3.06-0.274.55-4.559.425-2.4053.86110.042-2.69810.042-BC右M-2.57-0.2346-4656.578-63.022-3.699561.316-67.484-67.48461.316V-9.18-0.03-30.730.7-50.94428.876-12.423-53.99631.96431.96-53.9962AB左M-61.62-13.69282-282284.442-448.758-96.877320.856-468.744-468.744-468.744V55.3311.1-87.787.7-40.954187.06685.7955-56.384189.176189.176189.176AB中M48.8111.8933.6-33.6109.38622.02677.7835105.61211.532109.386-AB右M-61.3-13.85349.2-349.2372.09-535.83-96.605415.32-562.44-562.44415.32V-55.23-11.16-87.787.7-186.98241.038-85.7205-189.05656.50456.504-189.056BC左M-5.34-0.345.8-45.852.952-66.128-7.50957.712-70.528-70.528-70.528V11.60.03-35.935.9-32.73260.60815.69-36.3464.1864.1864.18BC中M3.06-0.272.6-2.66.890.133.8617.3120.0327.3-BC右M-2.57-0.2351-5163.078-69.522-3.699568.316-74.484-74.4868.316V-9.18-0.03-35.935.9-57.70435.636-12.423-61.27639.24439.244-61.2761AB左M-60.07-13.35302-302312.506-472.694-94.4445350.716-494.884-494.884-494.884V55.2411.1-76.276.2-26.112172.00885.674-40.392172.968172.968172.968AB中M39.7712.2120.15-20.1581.24528.85565.899575.93419.51481.245-AB右M-59.77-13.55261.7-261.7260.356-420.064-94.2395294.656-438.104-438.104294.656V-55.24-11.16-76.276.2-172.04426.076-85.734-172.96840.39240.392-172.968BC左M-5.79-0.3834.3-34.337.414-51.766-8.196541.072-54.968-54.968-54.968V11.790.06-29.429.4-24.03652.40415.9765-27.01255.30855.30855.308BC中M2.83-0.315.35-5.3510.165-3.7453.510510.886-4.09410.886-BC右M-2.58-0.2445-4555.26-61.74-3.72359.904-66.096-66.09659.904V-9-0.06-29.429.4-49.05627.384-12.21-51.9630.3630.36-51.968.3框架柱內(nèi)力組合框架柱內(nèi)力組合柱子層數(shù)位置內(nèi)力SGKSQKSEK1.2SGK+1.4SQK1.2(SGK+0.5SQK)+1.3SEK1.35SGK+0.75SQK|MMAX|及相應(yīng)的N|NMAX|及相應(yīng)的M|NMIN|及相應(yīng)的M左震右震左震右震A柱5柱頂M22.395.97-747435.226-65.75126.6534.704126.65126.65-65.75N109.8331.78-2121176.288123.564178.164172.1055178.16178.16123.56柱底M26.676.12-323240.572-5.92477.27640.594577.2777.27-5.92N144.8331.78-2121218.288165.564220.164219.3555220.16220.16165.564柱頂M35.467.58-12212253.164-111.5205.753.556205.7205.7-111.5N291.9164.87-67.667.6441.11301.334477.094442.731477.09477.09301.33柱底M31.646.95-828247.698-64.462148.73847.9265148.74148.74-64.46N326.9164.78-67.667.6482.984343.28519.04489.9135519.04519.04343.283柱頂M31.646.95-15415447.698-158.062242.33847.9265242.34242.34-158.06N474.1198.02-167.5167.5706.16409.994845.494713.5635845.49845.49409.99柱底M31.646.95-12612647.698-121.662205.93847.9265205.94205.94-121.66N509.1198.02-167.5167.5748.16451.994887.494760.8135887.49887.49451.992柱頂M31.646.95-15615647.698-160.662244.93847.9265244.94244.94-160.66N656.31131.17-255.2255.2971.21534.5141198.034984.3961198.031198.03534.51柱底M23.748.3-17617640.108-195.332262.26838.274262.26262.26-195.33N691.31131.17-255.2255.21013.21576.5141240.0341031.6461240.031240.03576.511柱頂M23.745.2-12612635.768-132.192195.40835.949195.41195.41-132.19N838.52164.32-331.4331.41236.272673.9961535.6361255.2421535.641535.64673.99柱底M11.872.6-29329317.884-365.096396.70417.9745396.7396.7-365.09N882.52164.32-331.4331.41289.072726.7961588.4361314.6421588.441588.44726.8B柱5柱頂M53.0514.16-929283.484-47.444191.75682.2375191.7683.48-47.44N134.3446.13-8.98.9225.79177.316200.456215.9565200.46225.79177.32柱底M35.177.5-505052.704-18.296111.70453.1045111.752.7-18.29N169.3446.13-8.98.9267.79219.316242.456263.2065242.46267.79219.324柱頂M35.175.46-16616649.848-170.32261.2851.5745261.2849.85-170.32N338.290.74-54.254.2532.876389.824530.744524.625530.74532.87389.82柱底M32.926.32-11011048.352-99.704186.29649.182186.348.35-99.7N373.290.74-54.254.2574.876431.824572.744571.875572.74574.88431.823柱頂M32.926.32-20820848.352-227.104313.69649.182313.7313.7-227.1N524.61135.32-93.493.4818.98589.304832.144809.7135832.14832.14589.3柱底M32.926.32-17017048.352-177.704264.29649.182264.3264.3-177.7N559.61135.32-93.493.4860.98631.304874.144856.9635874.14874.14631.32柱頂M32.926.32-22522548.352-249.204335.79649.182335.8335.8-249.2N711.02179.9-145.2145.21105.084772.4041149.9241094.8021149.921149.92772.4柱底M38.967.47-22522557.21-241.266343.73458.1985343.73343.73-241.27N746.02179.9-145.2145.21147.084814.4041191.9241142.0521191.921191.92814.41柱頂M24.554.72-717136.068-60.008124.59236.6825124.59124.59-60N899.43224.51-1921921393.63964.4221463.6221382.6131463.621463.62964.42柱底M12.272.36-31131118.028-388.16420.4418.3345420.44420.44-388.16N943.43224.51-1921921446.431017.2221516.4221442.0131516.421516.421017.22C柱5柱頂M3.550.66-22225.184-23.94433.2565.287533.2633.26-23.94N44.8111.55-12.112.169.94244.97276.43269.15676.4376.4344.97柱底M1.990.541-13.1444.0121.4123.09154.011.414.01N79.8111.55-12.112.1111.94286.972118.432116.40686.97118.4386.974柱頂M1.340.31-36362.042-45.00648.5942.041548.5948.59-45N152.3422.9-34.334.4214.868151.958241.268222.834241.27241.27151.96柱底M1.650.42-662.568-5.56810.0322.542510.0310.03-5.57N187.3422.9-34.334.4256.868193.958283.268270.084283.27283.27193.963柱頂M1.550.42-40402.448-49.88854.1122.407554.1154.11-49.89N259.8234.27-65.165.1359.762247.716416.976376.4595416.98416.98247.72柱底M1.650.42-17172.568-19.86824.3322.542524.3324.33-19.87N294.8234.27-65.165.1401.762289.716458.976423.7095458.98458.98289.722柱頂M1.550.42-34342.448-42.08846.3122.407546.3146.31-42.09N367.345.64-101101504.656336.844599.444530.085599.44599.44336.84柱底M1.840.55-34342.978-41.66246.7382.896546.7446.74-41.66N402.345.64-101101546.656378.844641.444577.335641.44641.44378.841柱頂M1.450.28-11112.132-12.39216.2082.167516.2116.21-12.39N474.657.04-130.4130.4649.376434.224773.264683.49773.26773.26434.22柱底M0.730.14-2712711.072-351.34353.261.0905353.26353.26-351.34N518.657.04-130.4130.4702.176487.024826.064742.89826.06826.06487.02框架柱剪力組合柱層數(shù)SGKSQKSEK1.2SGK+1.4SQK1.2(SGK+0.5SQK)+1.3SEK1.35SGK+0.7SQKVMAX左震右震左震右震A5-12.58-3.126.8-26.8-19.43617.884-51.796-19.153-51.84-17.2-3.7252.2-52.2-25.84844.988-90.732-25.824-90.733-16.22-3.5671.7-71.7-24.44871.61-114.81-24.389-114.812-14.2-3.9185.2-85.5-22.51491.374-130.536-21.907-130.541-7.27-285.4-85.4-11.524101.096-120.944-11.2145-120.94B522.625.5536.3-36.334.91477.664-16.71634.42277.66417.463.0270.6-70.625.18114.544-69.01625.685114.54316.883.2496.9-96.924.792148.17-103.7725.056148.17218.433.54115.2-115.227.072174-125.5227.358517417.511.8297.4-97.411.56136.724-116.51611.4125136.72C5-1.42-0.315.4-5.4-2.1385.13-8.91-2.134-8.914-1.11-0.1910.6-10.6-1.59812.334-15.226-1.6315-15.233-0.82-0.2214.5-14.5-1.29217.734-19.966-1.261-19.972-0.87-0.2517.2-17.2-1.39421.166-23.554-1.3495-23.551-0.44-0.1155.2-55.2-0.68271.166-72.354-0.671-72.35第九章截面設(shè)計 為承載力調(diào)整系數(shù)，具體取值見下表承載力調(diào)整系數(shù)的取值結(jié)構(gòu)構(gòu)件類別正截面承載力計算斜截面承載力計算梁偏心受壓柱梁、柱0.750.80.85注：軸壓比小于0.15的偏心受壓柱，取0.759.1框架梁本方案以第一層AB跨框架梁的計算為例，說明計算方法和過程。9.1.1梁正截面受彎承載力計算 從前面計算的結(jié)構(gòu)選出AB跨跨間截面及支座截面的最不利內(nèi)力，并將支座中心處的彎矩換算為支座邊緣控制截面的彎矩進行配筋計算。以一層AB間的梁為例:A支座彎矩：MA=494.88KN﹒mRE=0.75×494.88=371.16KN﹒m跨間彎矩取控制截面,由前面計算可知，=81.25KN﹒m=0.75×81.25=60.94KN﹒m當(dāng)梁下部受拉時，按T形截面設(shè)計；當(dāng)梁上部受拉時，按矩形截面設(shè)計。翼緣計算寬度當(dāng)按跨度考慮時，mmmmmlbf28008.234.83'按梁間距考慮時，mmmmsbbnf8400)5008400(500'按翼緣高度考慮時，bf′=b+12hf′=1700mm取三者最小者，故mmmmbf1700'梁內(nèi)縱向鋼筋選HRB335級鋼（），?；炷?，下部跨間截面按單筋T形截面計算，因為：mmahhs515355500=1.0×14.3×mmahhs515355500==0.0095=0.00950.0095×1.0×14.3×1700×515÷300=396.5實配鋼筋2B20+4C22（），，滿足要求。將下部跨間截面的4C22鋼筋伸入支座，作為支座負彎矩作用下的受壓鋼筋（1520），再計算相應(yīng)的受拉鋼筋，即支座A上部<0.518,滿足要求實取6C22（），，，滿足要求。9.1.2梁斜截面受剪承載力計算GJ跨故截面尺寸滿足要求。驗算是否需要按計算配置箍筋箍筋用HPB235級鋼筋（），則得梁端加密區(qū)箍筋取4肢φ8@100，加密區(qū)長度取0.85m，非加密區(qū)箍筋取4肢φ8@1500，箍筋配筋率箍筋設(shè)置滿足要求。9.2框架柱9.2.1柱正截面承載力計算先以第2層J柱為例，因為軸壓比取20mm和偏心方向截面尺寸的1/30兩者中的較大值，即550/30=18.3mm，故取=20mm。柱的計算長度。對稱配筋為大偏心受壓情況。再按及相應(yīng)的一組計算。節(jié)點上、下柱端彎矩及軸力此組內(nèi)力是非地震組合情況，且無水平荷載效應(yīng)，故不必進行調(diào)整，且取。故應(yīng)考慮偏心距增大系數(shù)η。故按構(gòu)造配筋，且應(yīng)滿足。單側(cè)配筋率 ，故選4Ф20（）。總配筋率驗算垂直于彎矩方向的承載力查表滿足要求。9.2.2柱斜截面受剪承載力計算以第2層J柱為例進行計算框架柱的剪力設(shè)計值V=104.18KN與相應(yīng)的軸力故該層柱應(yīng)按構(gòu)造配置箍筋。柱端加密區(qū)的箍筋選用4肢Φ8＠100。由表10.3查的一層柱底的軸壓比n=0.38,,則最小體積配箍率取Φ8，，則。根據(jù)構(gòu)造要求，取加密區(qū)箍筋為4肢Φ8＠100，加密區(qū)位置及長度按規(guī)范要求確定。非加密區(qū)還應(yīng)滿足，故箍筋取4肢Φ10＠150。各層柱箍筋計算結(jié)果見下表。9.3框架梁柱節(jié)點核芯區(qū)截面抗震驗算第2層中節(jié)點的計算，由節(jié)點兩側(cè)梁的受彎承載力計算節(jié)點核芯區(qū)的剪力設(shè)計值，二級框架梁柱節(jié)點核芯區(qū)組合的剪力設(shè)計值Vj按下式計算：注：為柱的計算高度，可采用節(jié)點上、下柱反彎點之間的距離,即為節(jié)點左右梁端逆時針或順時針方向組合彎矩設(shè)計值之和，即剪力設(shè)計值，滿足要求。節(jié)點核心區(qū)的受剪承載力按式計算，其中N取二層柱底軸力和二者中的較小者，故取。設(shè)節(jié)點區(qū)配箍為4Φ10＠100，則故承載力滿足要求。第十章樓梯設(shè)計10.1設(shè)計資料10.1.1樓梯概況本工程樓梯為現(xiàn)澆整體板式樓梯，踏步尺寸150mm×300mm，層高3600mm；采用混凝土強度等級C30，板采用級，梁采用級鋼筋；樓梯上均布活荷載標準值。10.2樓梯板設(shè)計10.2.1梯段板數(shù)據(jù)板傾斜角：取1m寬板帶計算。10.2.2確定板厚板厚要求取板厚要h=120mm。10.2.3荷載計算1)恒載：20厚花崗石樓面(0.3+0.15)×0.02×15.4/0.3=0.5kN/m20厚水泥砂漿找平層(0.3+0.15)×0.02×20/0.3=0.6kN/m三角形踏步重×0.3×0.15×25/0.3=1.88kN/m混凝土斜板0.12×25/0.894=3.36kN/m板底抹灰0.02×17/0.894=0.38kN/m恒荷載標準值=6.72kN/m恒荷載設(shè)計值=1.2×6.72=8.06kN/m2)活荷載活荷載標準值活荷載設(shè)計值3)荷載總計荷載設(shè)計值總量10.2.4內(nèi)力計算跨中彎矩：10.2.5配筋計算板保護層厚度20，有效高度，板水平計算跨度。，選配Φ10＠100，，分布筋每級踏步1根Φ8。10.3平臺板計算10.3.1板跨度，取板帶進行計算。平臺板厚10.3.2荷載計算1)恒載：20厚花崗石樓面0.02×15.4=0.3kN/m20厚水泥砂漿找平層0.02×20=0.4kN/m平臺板：0.07×25=1.75板底抹灰0.02×17=0.34kN/m恒荷載標準值恒荷載設(shè)計值2)活荷載活荷載標準值=2.5kN/m活荷載設(shè)計值=1.4×2.5=3.5kN/m3)荷載總計10.3.3內(nèi)力計算跨中彎矩10.3.4配筋計算板的保護層厚度為20，有效高度。