【Y图书馆结构设计18000字】

表3-56框架柱在竖向荷载下作用的轴力A柱=E柱层数柱自重横梁传来纵梁传来各层+各层+静荷载活荷载静荷载活荷载上端下端VABVBA△NA静△NA活VEDVDE△NE静△NE活317.98118.2613.16113.125.64231.3818.8231.38249.3618.8217.98179.2697.1154.1639.36333.42136.46582.78600.5658.16121.4175.8798.0798.0739.36330.03137.43930.59951.9997.52B柱=D柱层数柱自重横梁传来纵梁传来各层+各层+静荷载活荷载静荷载活荷载上端下端VB=VBA+VBCVB=VBA+VBC△NC静△NC活VD=VDC+VDEVD=VDC+VDE△NB静△NB活315.41311.3825.63132.3611.28443.7436.91443.74459.1536.91215.41495.01183.55242.578.72737,51262.331196.661212.1115.63118.83438.62184.62242.578.72681.12263.341893.221912.05194.35C柱层数柱自重横梁传来纵梁传来各层+各层+静荷载活荷载静荷载活荷载上端下端VC=VCB+VCDVC=VCB+VCD△NC静△NC活315.41278.3223.9132.3611.28443.7436.91443.74459.1536.91215.41402.5168.26242.578.72737.51262.331196.661212.1115.63118.83402.06168.06242.578.72681.12263.341893.221912.05194.35表3-57框架柱在竖向荷载下作用的内力层数A柱B柱恒载活载恒载活载M上M下VM上M下VM上M下VM上M下V371.7668.9433.513.2226.169.38-14.02-17.78-7.57-1.2-5.65-1.63271.578.2535.6532.7934.6216.05-17.78-13.22-7.38-5.65-5.85-2.74141.7612.5312.5318.479.235.54-10.89-5.45-3.27-4.82-2.41-1.45层数C柱D柱恒载活载恒载活载M上M下VM上M下VM上M下VM上M下V300000014.0217.787.571.25.651.63200000017.7813.227.385.655.852.74100000010.895.453.274.822.411.45层数E柱恒载活载M上M下VM上M下V3-71.76-68.94-33.5-13.22-26.16-9.382-71.5-78.25-35.65-32.79-34.62-16.051-41.7620.88-12.53-18.47-9.23-5.543.8内力组合3.8.1内力调整梁端控制截面的弯矩与剪力应按下式计算：(3-23)式中：－柱边的弯矩－柱轴线处的弯矩－柱轴线处的剪力－柱宽梁端调幅系数应取为0.85，跨中弯矩适当放大。调幅后跨中弯矩按下式计算：（3-24）表3-58恒载作用下框架梁内力截面内力AB跨BC跨CD跨DE跨梁左跨中梁右梁左跨中梁右梁左跨中梁右梁左跨中梁右3M/KN·m-40.89159.57-154.8-146.4653.68-131.99-131.9953.68-146.46-154.8159.57-40.892M/KN·m-88.9123.8-206.1-188.1277.33-175.6-175.677.33-188.12-206.1123.8-88.91M/KN·m-72.11135.63-205.42-189.1275.56-175.6-175.675.56-189.12-205.42135.63-72.11

表3-59活荷载作用下框架梁的内力截面内力AB跨BC跨CD跨DE跨梁左跨中梁右梁左跨中梁右梁左跨中梁右梁左跨中梁右3M/KN·m-9.325.47-13.84-12.954.72-11.7-11.74.72-12.95-13.845.47-9.322M/KN·m-15.3858.76-93.84-86.0435.02-80.5-80.535.02-86.04-93.8458.76-15.381M/KN·m-3.3762.16-93.64-86.5234.69-80.5-80.534.69-86.52-93.6462.16-3.373.8.2框架梁柱的内力组合本工程考虑如下三种内力组合：（1）由可变荷载控制的组合：1.3SGK+1.5SQK1.3SGK+0.9×1.5（SQK+SWK）（2）由永久荷载控制的组合：1.35SGK+1.4×0.7SQK（3）地震作用的组合（水平地震作用效应与重力荷载代表值效应组合）：1.3（SGK+0.5SQK）+1.5SEK本设计只对一榀框架梁和框架柱A、B、C、D、E柱进行内力组合，组合见下表。表3-60框架梁的内力组合层数截面位置内力恒载活载SekSwk1.3SGK+1.5SQK+0.6×1.5SWK1.2(SGK+0.5SQK)+1.3SEKSGKSQK左震右震左风右风左风右风左震右震三层ABM-40.89-9.3233.36-33.360.30-0.30-66.87-67.41-11.29-98.03V118.2611.2610.25-10.250.09-0.09170.71170.55161.99135.34BAM-154.80-13.84-28.1328.13-0.250.25-222.23-221.78-230.63-157.50V166.1413.1610.25-10.250.09-0.09235.80235.64220.59193.94BCM-146.46-12.9513.54-13.540.12-0.12-209.72-209.93-165.92-201.12V145.2412.475.38-5.380.05-0.05207.56207.47188.76174.78CBM-131.99-11.70-18.7618.76-0.160.16-189.28-188.99-189.80-141.02V139.1611.955.38-5.380.05-0.05198.88198.79181.16167.17CDM-131.99-11.7018.76-18.760.16-0.16-188.99-189.28-141.02-189.80V139.1611.955.38-5.380.05-0.05198.88198.79181.16167.17DCM-146.46-12.95-13.5413.54-0.120.12-209.93-209.72-201.12-165.92V145.2412.475.38-5.380.05-0.05207.56207.47188.76174.78DEM-154.80-13.8428.13-28.130.25-0.25-221.78-222.23-157.50-230.63V166.1413.1610.25-10.250.09-0.09235.80235.64220.59193.94EDM-40.89-9.32-33.2633.36-0.300.30-67.41-66.87-97.90-11.29V118.2611.2610.25-10.250.09-0.09170.71170.55161.99135.34跨中MAB109.575.472.62-2.620.03-0.03150.67150.62138.17131.36MBC53.684.72-2.612.61-0.020.0276.8576.8863.8670.64MCD53.684.722.61-2.610.02-0.0276.8876.8570.6463.86MDE109.575.47-2.622.62-0.030.03150.62150.67131.36138.17层数截面位置内力恒载活载SekSwk1.3SGK+1.5SQK+0.6×1.5SWK1.2(SGK+0.5SQK)+1.3SEKSGKSQK左震右震左风右风左风右风左震右震二层ABM-88.90-15.3878.66-78.660.75-0.75-137.97-139.32-13.65-218.17V179.2673.4824.17-24.170.23-0.23343.47343.05290.62227.78BAM-206.10-93.84-66.3566.35-0.630.63-409.26-408.12-389.88-217.37V288.5097.1024.17-24.170.23-0.23520.91520.49435.88373.04BCM-188.12-86.0431.95-31.950.30-0.30-373.35-373.89-235.83-318.90V206.5186.4512.70-12.700.12-0.12398.25398.03316.19283.17CBM-175.60-80.50-44.2444.24-0.420.42-349.41-348.65-316.53-201.51V201.2584.1312.70-12.700.12-0.12387.93387.71308.49275.47CDM-175.60-80.5044.24-44.240.42-0.42-348.65-349.41-201.51-316.53V201.2584.1312.70-12.700.12-0.12387.93387.71308.49275.47DCM-188.12-86.04-31.9531.95-0.300.30-373.89-373.35-318.90-235.83V206.5186.4512.70-12.700.12-0.12398.25398.03316.19283.17DEM-206.10-93.8466.35-66.350.63-0.63-408.12-409.26-217.37-389.88V228.5097.1024.17-24.170.23-0.23442.91442.49363.88301.04EDM-88.90-15.38-78.6678.66-0.750.75-139.32-137.97-218.17-13.65V179.2673.4824.17-24.170.230.09343.47343.34290.62227.78跨中MAB123.8058.766.16-6.160.06-0.06249.13249.03191.82175.81MBC77.3335.02-6.156.15-0.060.06153.01153.11105.81121.80MCD77.3335.026.15-6.150.06-0.06153.11153.01121.80105.81MDE123.8058.76-6.166.16-0.060.06249.03249.13175.81191.82层数截面位置内力恒载活载SekSwk1.3SGK+1.5SQK+0.6×1.5SWK1.2(SGK+0.5SQK)+1.3SEKSGKSQK左震右震左风右风左风右风左震右震一层ABM-72.11-3.37127.22-127.221.29-1.29-97.64-99.9676.83-253.94V175.8772.5137.91-37.910.39-0.39337.75337.05303.83205.27BAM-205.42-93.64-100.21100.21-1.021.02-408.42-406.59-432.96-172.42V231.8998.0737.91-37.910.39-0.39448.91448.21386.39287.83BCM-189.21-86.5248.25-48.250.49-0.49-375.31-376.19-216.24-341.69V206.7386.5519.43-19.430.20-0.20398.75398.39325.27274.75CBM-175.60-80.50-68.3268.32-0.680.68-349.64-348.42-347.84-170.20V201.0384.0319.43-19.430.20-0.20387.56387.20316.91266.40CDM-175.60-80.5068.32-68.320.68-0.68-348.42-349.64-170.20-347.84V201.0384.0319.43-19.430.20-0.20387.56387.20316.91266.40DCM-189.21-86.52-48.2548.25-0.490.49-376.19-375.31-341.69-216.24V206.7386.5519.43-19.430.20-0.20398.75398.39325.27274.75DEM-205.42-93.64100.21-100.211.02-1.02-406.59-408.42-172.42-432.96V231.8998.0737.91-37.910.39-0.39448.91448.21386.39287.83EDM-72.11-3.37-127.22127.22-1.291.29-99.96-97.64-253.9476.83V175.8772.5137.91-37.910.39-0.39337.75337.05303.83205.27跨中MAB135.6362.1613.51-13.510.14-0.14269.69269.43217.62182.49MBC76.5634.69-10.0410.04-0.100.10151.47151.6599.63125.74MCD76.5634.6910.04-10.040.10-0.10151.65151.47125.7499.63MDE135.6362.16-13.5113.51-0.140.14269.43269.69182.49217.62表3-61框架柱A的内力组合A柱荷载组合层数截面位置内力恒载活载SekSwk1.3SGK+1.5SQK+0.6×1.5SWK1.2(SGK+0.5SQK)+1.3SEKSGKSQK左震右震左风右风左风右风左震右震三层柱顶M71.7613.22-33.3633.36-0.300.30112.85113.3950.68137.41N231.3818.80-10.2510.25-0.090.09328.91329.08275.61302.26柱底M68.9426.16-27.2927.29-0.250.25128.64129.0962.95133.90N249.3618.80-10.2510.25-0.090.09352.29352.45297.19323.84二层柱顶M71.5032.79-51.3751.37-0.500.50141.69142.5938.69172.26N582.7858.16-24.1724.17-0.230.23844.65845.06702.81765.65柱底M78.2534.62-51.3751.37-0.500.50153.21154.1147.89181.45N600.5658.16-24.1724.17-0.230.23867.76868.18724.15786.99一层柱顶M41.7618.47-75.8575.85-0.790.7981.2882.70-37.41159.80N930.5997.52-37.9137.91-0.390.391355.701356.401125.941224.50柱底M20.889.23-92.7092.70-0.960.9640.1341.85-89.92151.10N951.9997.52-37.9137.91-0.390.391383.521384.221151.621250.18表3-62框架柱B的内力组合B柱荷载组合层数截面位置内力恒载活载SekSwk1.3SGK+1.5SQK+0.6×1.5SWK1.2(SGK+0.5SQK)+1.3SEKSGKSQK左震右震左风右风左风右风左震右震三层柱顶M-14.02-1.20-41.6741.67-0.370.37-20.36-19.69-71.7236.63N443.7436.91-4.874.87-0.040.04632.19632.26548.30560.97柱底M-17.78-5.65-34.1034.10-0.300.30-31.86-31.32-69.0619.60N459.1536.91-4.874.87-0.040.04652.22652.30566.80579.46二层柱顶M-17.78-5.65-64.2064.20-0.630.63-32.16-31.02-108.1958.73N1196.66115.63-11.4711.47-0.110.111729.001729.201490.461520.28柱底M-13.22-5.85-64.2064.20-0.630.63-26.53-25.39-102.8364.09N1212.10115.63-11.4711.47-0.110.111749.081749.271508.991538.81一层柱顶M-10.89-4.82-84.2684.26-0.880.88-22.18-20.60-125.5093.58N1893.22194.35-18.4818.48-0.190.192752.542752.882364.452412.50柱底M-5.45-2.41-102.99102.99-1.071.07-11.66-9.74-141.87125.90N1912.05194.35-18.4818.48-0.190.192777.022777.362387.052435.09表3-63框架柱C的内力组合C柱荷载组合层数截面位置内力恒载活载SekSwk1.3SGK+1.5SQK+0.6×1.5SWK1.2(SGK+0.5SQK)+1.3SEKSGKSQK左震右震左风右风左风右风左震右震三层柱顶M0.000.00-37.5137.51-0.320.32-0.290.29-48.7648.76N410.6835.180.000.000.000.00586.65586.65513.92513.92柱底M0.000.00-30.6930.69-0.260.26-0.230.23-39.9039.90N426.0935.180.000.000.000.00606.69606.69532.42532.42二层柱顶M0.000.00-57.7957.79-0.570.57-0.510.51-75.1375.13N1071.09113.900.000.000.000.001563.271563.271353.651353.65柱底M0.000.00-57.7957.79-0.570.57-0.510.51-75.1375.13N1086.50113.900.000.000.000.001583.301583.301372.141372.14一层柱顶M0.000.00-78.8578.85-0.790.79-0.710.71-102.51102.51N1731.06192.620.000.000.000.002539.312539.312192.842192.84柱底M0.000.00-92.7092.70-0.960.96-0.860.86-120.51120.51N1749.89192.620.000.000.000.002563.792563.792215.442215.44表3-64框架柱D的内力组合D柱荷载组合层数截面位置内力恒载活载SekSwk1.3SGK+1.5SQK+0.6×1.5SWK1.2(SGK+0.5SQK)+1.3SEKSGKSQK左震右震左风右风左风右风左震右震三层柱顶M14.021.20-41.6741.67-0.370.3719.6920.36-36.6371.72N443.7436.914.87-4.87-0.040.04632.19632.26560.97548.30柱底M17.785.65-34.1034.10-0.300.3031.3231.86-19.6069.06N459.1536.914.87-4.87-0.040.04652.22652.30579.46566.80二层柱顶M17.785.65-64.2064.20-0.630.6331.0232.16-58.73108.19N1196.66115.6311.47-11.47-0.110.111729.001729.201520.281490.46柱底M13.225.85-64.2064.20-0.630.6325.3926.53-64.09102.83N1212.10115.6311.47-11.47-0.110.111749.081749.271538.811508.99一层柱顶M10.894.82-84.2684.26-0.880.8820.6022.18-93.58125.50N1893.22194.3518.48-18.48-0.190.192752.542752.882412.502364.45柱底M5.452.41-102.99102.99-1.071.079.7411.66-125.90141.87N1912.05194.3518.48-18.48-0.190.192777.022777.362435.092387.05表3-65框架柱E的内力组合E柱荷载组合层数截面位置内力恒载活载SekSwk1.3SGK+1.5SQK+0.6×1.5SWK1.2(SGK+0.5SQK)+1.3SEKSGKSQK左震右震左风右风左风右风左震右震三层柱顶M-71.76-13.22-33.3633.36-0.300.30-113.39-112.85-137.41-50.68N231.3818.8010.25-10.25-0.090.09328.91329.08302.26275.61柱底M-68.94-26.16-27.2927.29-0.250.25-129.09-128.64-133.90-62.95N249.3618.8010.25-10.25-0.090.09352.29352.45323.84297.19二层柱顶M-71.50-32.79-51.3751.37-0.500.50-142.59-141.69-172.26-38.69N582.7858.1624.17-24.17-0.230.23844.65845.06765.65702.81柱底M-78.25-34.62-51.3751.37-0.500.50-154.11-153.21-181.45-47.89N600.5658.1624.17-24.17-0.230.23867.76868.18786.99724.15一层柱顶M-41.76-18.47-75.8575.85-0.790.79-82.70-81.28-159.8037.41N930.5997.5237.91-37.91-0.390.391355.701356.401224.501125.94柱底M-20.88-9.23-92.7092.70-0.960.96-41.85-40.13-151.1089.92N951.9997.5237.91-37.91-0.390.391383.521384.221250.181151.62表3-66框架柱的剪力组合层数截面位置恒载活载SekSwk1.3SGK+1.5SQK+0.6×1.5SWK1.2(SGK+0.5SQK)+1.3SEKSGKSQK左震右震左风右风左风右风左震右震柱A三层-33.50-9.3814.44-14.440.13-0.13-57.50-57.74-27.06-64.60二层-35.65-16.0524.46-24.460.24-0.24-70.20-70.64-20.61-84.21一层-12.53-5.5433.71-33.710.35-0.35-24.28-24.9125.46-62.18柱B三层7.571.6318.04-18.040.16-0.1612.4312.1433.51-13.39二层7.382.7430.57-30.570.30-0.3013.9713.4350.24-29.24一层3.271.4537.45-37.450.39-0.396.786.0853.48-43.89柱C三层0.000.0016.24-16.240.14-0.140.13-0.1321.11-21.11二层0.000.0027.52-27.520.27-0.270.24-0.2435.78-35.78一层0.000.0033.71-33.710.35-0.350.32-0.3243.82-43.82柱D三层-7.57-1.6318.04-18.040.16-0.16-12.14-12.4313.39-33.51二层-7.38-2.7430.57-30.570.30-0.30-13.43-13.9729.24-50.24一层-3.27-1.4537.45-37.450.39-0.39-6.08-6.7843.89-53.48柱E三层33.509.3814.44-14.440.13-0.1357.7457.5064.6027.06二层35.6516.0524.46-24.460.24-0.2470.6470.2084.2120.61一层12.535.5433.71-33.710.35-0.3524.9124.2862.18-25.463.9框架结构截面设计3.9.1承载能力极限状态验算非抗震设计时，截面承载极限状态的设计表达式为：γ0S≤R式中：γ0—结构重要性系数，一般房屋的安全等级为二级，可取γ0=1.0S—结构构件的内力组合设计值R—结构构件的承载力设计值抗震设计时，结构构件的截面抗震验算的设计表达式为：S≤R/γRE式中：γRE—承载抗震调整系数S—抗震设计时，结构构件的内力组合设计值R—结构构件承载设计值表3-67承载力抗震调整系数的取值结构类型受力特性取值梁受弯0.75轴压比＜0.15的柱偏压0.75轴压比＞0.15的柱偏压0.8其他构件受剪、受压0.853.9.2二层框架梁截面设计基本数据：混凝土等级采用C30：＝14.3，＝1.43纵向受力钢筋采用HRB400：=360箍筋采用HRB335：=300主梁尺寸边跨梁均为300×600mm2，混凝土使用C30，保护层厚度为35mm，=35+8+14/2=50mm，则＝600-50＝550mm；=600-50=550mm。对于C30的混凝土，＝1.0，β=0.8，HRB400钢筋＝0.518，应满足，。1、框架梁正截面抗弯设计（1）AB、DE跨梁（6.0m）按计算跨度考虑时，=l0/3=6000÷3=2000mm按梁（纵肋）净距考虑时，=b＋Sn=300＋(6000-400)=5900mm其中Sn指净距，b指主梁的宽度；按翼缘高度考虑时，h0=h-=600-50=550mm，h主梁高度，为纵向受拉钢筋合力点到混凝土受压边缘的竖向距离，/h0=120/550=0.22≥0.10，为翼缘的高度。取=2000mm(取前两种情况的最小值)。跨中梁截面类型的确定：1.0×14.3×2000×120×(550-120/2)=1681.68KN·m＞M=249.13是第一类T形截面。梁支座：ρmin=max(0.25%,0.55ft/fy)=0.26%Amin==0.26%×300×600＝468梁跨中：ρmin=max(0.2%,0.45ft/fy)=0.22%Amin==0.22%×300×600＝396（2）BC、CD跨梁（6m）按计算跨度考虑时，=l0/3=6000÷3=2000mm按梁（纵肋）净距考虑时，=b＋Sn=300＋(6000-400)=5900mm其中Sn指净距，b指主梁的宽度；按翼缘高度考虑时，h0=h-=600-50=550mm，/h0=120/550=0.22≥0.1取=2000mm(取前两种情况的最小值)。跨中梁截面类型的确定：1.0×14.3×2000×120×(550-120/2)=1681.68KN·m＞M=153.11KN·m是第一类T形截面。梁支座：ρmin=max(0.25%,0.55ft/fy)=0.26%Amin==0.26%×300×600＝468梁跨中：ρmin=max(0.2%,0.45ft/fy)=0.22%Amin==0.22%×300×600＝396（3）二层边跨跨间（MBA、MDE）抗弯钢筋，跨度6m由表3-31，取最大正弯矩为无地震组合=249.13KN·m。，，符合要求，选3B25，AS=1473mm2﹥=468mm2,此时，与假设相差很小，故不再重算，并将3B25深入支座，作为支座负弯矩下的受压钢筋。边跨支座左支座抗弯钢筋由内力组合表3.31，经比较应取有地震组合，=-218.17KN·m,调幅系数0.85=-218.17×0.85=-185.44KN·m抵抗负弯矩时，按双筋截面计算，已知=1473mm2，=55.5mm，且取x=111mm，近似取=1042mm2As≥Amin==0.26%×300×600＝468mm2，符合要求，选3B22，AS=1140mm2，此时。满足抗震要求。综上所述，边跨跨间配3B25，梁端配3B25+3B22。（4）二层中跨跨间（）抗弯钢筋，跨度6m，，，选4B16，AS=804mm2﹥=396mm2,此时，与假设相似，故不再重算，并将4B16深入支座，作为支座负弯矩下的受压钢筋。（5）中跨支座左支座MB抗弯钢筋=-253.83KN·m=-318.9KN·m=-253.83×0.85=-215.76KN·m=-318.9×0.85=-271.07KN·m抵抗正弯矩时，，，选3B22，AS=1140mm2﹥=468mm2抵抗负弯矩时，按双筋截面计算，已知=1140mm2，=55.5mm且，近似取mm2选4B20，AS=1256mm2﹥=1162mm2满足抗震要求。综上所述，中跨跨间配3B22，梁端配3B22+4B20。（6）中跨支座右支座抗弯钢筋=-316.53KN·m=-201.51KN·m=-316.53×0.85=-269.05KN·m=-201.51×0.85=-171.28KN·m抵抗正弯矩时，，选3B25，AS=1473mm2﹥=468mm2抵抗负弯矩时，按双筋截面计算，已知=1473mm2，=55.5mm且，近似取mm2选2B25，AS=982mm2﹥=962mm2满足抗震要求。综上所述，中跨跨间配3B25，梁端配3B25+2B25。2、框架梁斜截面抗剪设计（1）AB跨斜截面抗剪设计由《混凝土结构设计规范》第11.3.2条规定，二级抗震等级：1）地震组合时的重力荷载代表值产生的剪力设计值D:VGb=290.62KNC:VGb=435.88KN2）地震组合下的剪力设计值A:=310.99KNB:=396.69KN（3-25）式中：—混凝土强度影响系数，当混凝土强度等级不超过C50时，取=1.0=0.2×1.0×14.3×300×550=471.9KN>=310.99KN满足要求。其斜截面受剪承载力应符合下列规定：（3-26）3）箍筋数量考虑非地震组合，取343.47KN，据《混凝土结构设计规范》第6.3.1条规定：当时，满足：（3-27）4）截面尺寸验算0.25×1.0×14.3×300×550=598.86KN>V=343.47KN,满足要求。（3-28)箍筋数量：=0.7×1.43×300×550+300××550=352KN＞V=343.47KN，按构造要求配箍筋。5）考虑跨间非加密区箍筋配置双肢箍B8@200，验证最小配箍率：符合要求。1、框架梁裂缝验算（以二层梁边跨DC跨为例）取荷载效应的准永久组合计算弯矩值：Mq=123.8+0.5×58.76=153.18KN·m（1）框架梁裂缝的验算方法（3-30）式中：（2）框架梁裂缝的验算由上式计算计算参数：=217=0.005<0.01，取=0.498=35+8=43mm=25mm=0.28mm钢筋混凝土结构裂缝控制等级为三级，=0.28，=0.20，经验算知，ωmax≥ωlim，现采取加大AB跨梁底部受拉钢筋数量和直径的措施进行调整，将其调整为425的钢筋，AS=1964mm2，重新验算裂缝宽度：=162=0.006<0.01，取=0.294=35+8=43mm=25mm=0.13mm满足要求。2、框架梁的挠度验算取荷载效应的准永久组合计算弯矩值：Mk=123.8+58.76=182.56KN·mMq=123.8+0.5×58.76=153.18KN·m（1）框架梁的挠度验算方法计算受弯构件的短期刚度：(3-31)（3-32）跨中挠度：（3-33）式中：—梁的计算跨度（2）框架梁的挠度验算由上式计算计算参数：=6.67=1.19%=1.23=1.92×1014N·mm因为计算时未配置受压钢筋，故=0，验算构件挠度：对于的屋盖，楼盖及楼梯构件，符合要求。3.9.4框架柱截面设计1、基本数据纵向受力钢筋采用HRB400：=360箍筋采用HRB335：=300框架柱截面尺寸为400mm×400mm，保护层厚度为35mm，假设=50mm，则＝400-50＝350mm。对于C40的混凝土，＝1.0，HRB400钢筋＝0.518，应满足。2、柱轴压比验算三级框架结构轴压比的限制为0.85。表3-68框架柱轴压比验算表A柱=E柱三层0.11＜0.85二层0.26＜0.85一层0.41＜0.85B柱=D柱三层0.18＜0.85二层0.50＜0.85一层0.79＜0.85C柱三层0.17＜0.85二层0.45＜0.85一层0.72＜0.85均符合要求。3、根据“强柱弱梁”调整柱端弯矩弯矩设计值应符合下式要求：(3-34)一层柱底：A柱：M=ηMcu=1.3×151.1=196.43KN·mB柱：M=ηMcu=1.3×125.9=163.67KN·mC柱：M=ηMcu=1.3×268.84=349.49KN·mD柱：M=ηMcu=1.3×125.9=163.67KN·mE柱：M=ηMcu=1.3×151.1=196.43KN·m柱顶应满足强柱弱梁的要求：三级抗震要求表3-69框架柱上柱、下柱弯矩计算表1.3∑Mb∑Mc一层A柱1.3×253.94=330.12KN·m181.45+159.8=341.25KN·m一层B柱1.3×(432.96+216.24)=843.96KN·m64.09+93.58=157.67KN·m一层C柱1.3×(347.84+170.2)=673.42KN·m75.13+102.51=177.64KN·m一层D柱1.3×(432.96+216.24)=843.96KN·m64.09+93.58=157.67KN·m一层E柱1.3×253.94=330.12KN·m181.45+159.8=341.25KN·mM上柱M下柱一层A柱330.12×181.45/341.25=175.53KN·m330.12×159.8/341.25=154.59KN·m一层B柱843.96×64.09/157.67=343.05KN·m843.96×93.58/157.67=500.91KN·m一层C柱673.42×75.13/177.64=284.81KN·m673.42×102.51/177.64=300.61KN·m一层D柱843.96×64.09/157.67=343.05KN·m843.96×93.58/157.67=500.91KN·m一层E柱330.12×181.45/341.25=175.53KN·m330.12×159.8/341.25=154.59KN·m柱端弯矩调整汇总成表。表3-70框架柱端弯矩调整层次框架柱截面一层A柱柱顶154.59123.67柱底196.43157.14B柱柱顶500.91400.73柱底163.67130.94C柱柱顶300.61240.49柱底349.49279.59D柱柱顶500.91400.73柱底163.67130.94E柱柱顶154.59123.67柱底196.43157.14注：取0.80。4、框架柱正截面承载力计算柱同一截面分别承受正反向弯矩，故采用对称配筋。（1）边柱A、E地震作用下两种不利组合分别为：第一种组合：151.1KN·m1250.18KN第二种组合：-89.92KN·m1151.62KN

非地震作用下两种不利组合分别为：第一种组合：40.13KN·m1383.52KN第二种组合：41.85KN·m1384.22KN第一种组合弯矩M=151.1KN·m,轴力调整为：1250.18×0.8=1000.14KN。柱底弯矩：0.8×1.3×89.92=93.52KN·m柱顶弯矩：1.3=1.3×432.96=562.85KN·m=82.7+154.11=236.81KN·m按弹性分析分配柱上下端弯矩：0.8×32.66=26.13KN·m1151.62×0.8=921.3KN地震作用调整后，地震组合调整后的组合为：第一种组合：151.1KN·m1000.14KN第二种组合：93.52KN·m921.3KN与非地震作用两种组合相比，得出最不利组合：第一种组合：151.1KN·m1000.14KN第二种组合：41.85KN·m1384.22KN1）第一种组合：故需考虑效应。控制截面的弯矩设计值：（3-35）=0.94，取=1.00×0.94=0.94＜1取=1，1×151.1=151.1KN·m，先按大偏心受压情况计算故可按大偏心受压情况计算。选2C16（AS=402mm2），截面配筋率为：ρ=402×2/400×400=0.502%ρ=0.502%＞ρmin，由《混凝土结构设计原理》查表得，/截面安全。3）第二种组合：故需考虑效应。=0.85，取=1.53×0.90=1.37>11.37×81.28=111.35KN·m，故可按大偏心受压情况计算则采用构造配筋，。取，选2C16，，由《混凝土结构设计原理》查表得，截面安全。综上可知，D、A柱配筋选用2C16。3.9.5楼板设计（双向板）板的示意图如图3-17所示：图3-17板的示意图1、荷载计算楼面恒载标准值：5.22KN/m2楼面活载标准值：2.5KN/m2恒载设计值：g=1.3×5.22=6.77KN/m2活载设计值：q=1.5×2.5=3.75KN/m2荷载设计值：p=g+q=10.52KN/m22、相关系数计算：由Lx=6m,Ly=2m，则，f=0.00253，注：f—为板中心点的挠度——分别为固定边中心点沿方向板中心点单位板宽内的弯矩即可算得有关弯矩：M=表中系数×对于跨中弯矩，尚考虑横向变形的影响，则混凝土的泊松比取=0.2。跨中弯矩：X方向固端弯矩：Y方向固端弯矩：3、配筋120-25-10/2=90mm为便于计算，取1m板带宽作为计算单元。（1）X方向：M=1.72KN·m，h0=90mm，，=0.94，选配B8@200，252mm=max{0.20％，0.45}=max﹙0.20％,0.21％﹚=0.21％，满足最小配筋率的要求。（2）Y方向：M=0.49KN·m，h0=90mm，，=0.998，选配B8@200，252mm，满足最小配筋率的要求（3）支座配筋1）X方向短边支座：M=3.48KN·m，h0=90mm，，=0.988，选配B8@200，252mm=max{0.20％，0.45}=max﹙0.20％,0.21％﹚=0.21％，满足要求。2）Y方向长边支座：M=2.390KN·m，h0=90mm，，=0.992，选配B8@200，252mm=max{0.20％，0.45}=max﹙0.20％,0.21％﹚=0.21％，满足要求。3.10楼梯设计（1）结构形式和材料强度（2）楼梯斜板该板倾斜角度为=0.5551）计算跨度和板厚计算跨度：=3780mm=3780+270=4050mm梯段板的厚度：取h=140mm；2）荷载计算(取1m宽的板作为计算单元)恒载：水磨石面层1/0.27×0.65×﹙0.27＋0.15﹚=1.01KN/m三角形踏步重1/2×0.27×0.15×1/0.27×25=1.88KN/m120厚混凝土斜板0.12×25×1/0.874=3.43KN/m20厚板底抹灰0.02×17×1/0.874=0.39KN/m恒荷载标准值=6.7KN/m恒荷载设计值=1.3×6.7=8.71KN/m活荷载标准值=3.5×1=3.5KN/m活荷载设计值=1.5×3.5kN/m=5.25KN/m总荷载=+=13.96KN/m3）内力计算如图3-17所示，梯段板的计算简图：图3-17踏步板计算简图4）配筋计算楼梯段斜板配筋计算如下：=140-25=115mm=0.08×1.0×14.3/300×1000×115=438.53mm受力钢筋选用B12@200(=565mm),分布钢筋选用B8@300。（3）平台板计算(HRB335钢筋，)1）计算跨度与板厚计算跨度取该板视为单跨简支板，板厚应≥=，取h=140mm。2）荷载计算(取1m宽的板作为计算单元)恒载：3）内力计算该板两端与梁整浇，取跨中弯矩=12.03×1.572/10=2.97KN/m4）配筋计算=140-25=115mm=0.017×1.0×14.3/300×1000×115=93.19mm受力钢筋选用B8@250(=201mm),分布钢筋选用B8@300。（4）平台梁计算1）计算跨度和截面尺寸该梁为简支梁，近似取计算跨度，=1.05×5.76=6.05m截面尺寸取300×600mm22）荷载计算3）内力计算==43.28×6.05/8=198.02KN·m==43.28×6.05/2=130.92KN4）配筋计算截面按倒L形计算，=900mm设=600-50=550mm；由属于第一类T形截面。=0.052×1.0×14.3×900×550/300=1226.94mm钢筋选用4B22(=1520mm)满足要求斜截面承载力：=0.25×1.0×14.3×300×550=589.88KN>V=130.92KN，满足要求。配置B8@200的箍筋，则斜截面受剪承载力;截面尺寸满足要求。3.11基础设计（以柱C柱下基础为例）3.11.1荷载计算3.11.2确定基础的埋置深度根据工程地质概况，取，基础埋2m。3.11.3确定地基土的承载力特征值先假定基础宽度b=3m,初步确定地基承载力特征值（3-41）则=120+2×18×（2-0.5）=174KN/mm2荷载效应组合：,风荷载组合值系数为0.6（1）柱顶弯矩柱底弯矩：（2）剪力（3）柱底轴力则基础底面积：取b=3.9m>3m,不符合要求，地基承载力还需根据宽度进行修正。则=120+0.5×19×（3.9-3）+2×18×（2-0.5）=182.55KN/mm2其中—基础及其上回填土的平均重度，一般可近似取20KN/m。A=[1+(0.1~0.4)]×14.85=16.34~20.79m2选用正方形基底，取b=4.2m。2、验算基础底面尺寸取值是否合适最大压力:（1）作用在基底中心的弯矩、轴力

（2）基底边缘压力满足要求，所以基底尺寸选用4.2×4.2m2。3.11.4基础高度的确定1、基础的荷载组合则h0=1160mm，则，该基础需进行柱边和变阶处抗冲切验算。由柱传至基础顶面的最不利荷载效应的基本组合有两组：第一种组合第二种组合第三种组合与第一种组合相同。（1）第一组：M及相应的N和V/（2）第二组：N及相应的M和V/2、基础冲切破坏的验算（1）验算柱与基础交接处的冲切承载力h=1200mm，则=0.97则=0.95满足抗冲切承载力。（2）验算基础交阶处的冲切承载力第一个变截