吉列綜合辦公樓建筑結(jié)、構(gòu)設(shè)計（框架）

表4-22梁AB、CD內(nèi)力組合層數(shù)截面

位置內(nèi)力SGK恒SQK活SWK1風(fēng)SWK2風(fēng)SEK1地震SEK2地震1.2SGK+1.4*0.9(SQK+SWK)[1.2(SGK+0.5SQK)+1.3SEK]*γRE1.35SGK+1.4×0.7SQK1.2SGK+1.4SQK→←→←→←→←7層AM-30.50-9.445.19-5.1947.66-47.66-41.96-55.0314.77-78.17-50.43-49.8261.93V17.8413.23-1.591.59-14.5814.5836.0740.087.7936.2337.0539.94B左M35.8210.573.70-3.7034.01-34.0151.6460.9670.153.8358.7257.78V-20.08-13.71-1.591.59-14.5814.58-43.37-39.36-38.46-10.03-40.54-43.29B右M-6.78-2.312.37-2.3721.71-21.71-8.06-14.0314.03-28.31-11.42-11.3749.62V5.651.44-2.632.63-24.1324.135.2811.91-17.7929.269.048.80跨間MAB57.0619.910.75-0.756.83-6.8394.5092.6166.9753.6596.5496.35MBC-4.28-1.440000-6.95-6.95-4.50-4.50-7.19-1.756層AM-47.01-11.999.90-9.9072.93-72.93-59.05-83.9923.40-118.81-75.21-73.20108.31V41.3213.40-3.203.20-23.8523.8562.4470.5019.9666.4768.9168.34B左M47.9112.337.99-7.9960.67-60.6783.1062.96107.82-10.4976.7674.75V-41.70-13.53-3.203.20-23.8523.85-71.12-63.06-66.87-20.36-69.55-68.98B右M-0.56-1.335.06-5.0645.56-45.564.03-8.7243.32-45.52-20.59-2.5376.78V4.511.80-5.635.63-42.6342.630.5914.77-36.7046.437.857.93跨間MAB70.0319.910.96-0.966.13-6.13110.33107.9177.9666.01114.05111.91MBC-3.48-1.800000-6.44-6.44-3.94-3.94-6.46-6.70

5層AM-46.10-11.5416.08-16.08105.32-105.32-49.60-90.1256.00-149.37-73.54-71.48118.44V41.2213.38-5.405.40-35.5835.5859.5273.138.4377.8168.7668.20B左M47.4812.0014.18-14.1893.92-93.9289.9654.23139.70-43.4475.8673.78V-41.80-13.56-5.405.40-35.5835.58-74.05-60.44-78.41-9.03-69.72-69.14B右M-4.34-1.458.94-8.9459.18-59.184.23-18.3053.14-62.26-7.28-7.2464.33V4.511.80-9.939.93-65.7565.75-4.8320.19-59.2468.987.857.93跨間MAB70.0319.910.95-0.955.70-5.70110.32107.9377.5466.43114.05111.91MBC-3.48-1.800000-6.44-6.44-3.94-3.94-6.46-6.704層AM-46.10-11.5422.24-22.24134.47-134.47-41.84-97.88121.78-140.44-73.54-71.48133.31V41.2213.38-7.387.38-44.7444.7457.0275.62-0.5086.7468.7668.20B左M47.4812.0019.12-19.12116.14-116.4196.1948.00161.37-65.1075.8673.78V-41.80-13.56-7.387.38-44.7444.74-76.54-57.95-87.34-0.10-69.72-69.14B右M-4.34-1.4512.07-12.0766.20-66.208.17-22.2459.99-69.10-7.28-7.24106.62V4.511.80-13.4113.41-73.5673.56-9.2224.58-66.8576.597.857.93跨間MAB70.0319.911.56-1.569.21-9.21111.09107.1680.9763.01114.05111.91MBC-3.48-1.800000-6.44-6.44-3.94-3.94-6.46-6.703層AM-16.87-11.3526.06-26.06150.90-150.90-17.09-67.38126.84-167.42-33.90-36.13137.35V41.1613.37-8.888.88-51.2851.2855.0577.43-6.9493.0668.6768.11B左M47.3912.0023.70-23.70136.25-136.25101.8542.13180.89-84.8075.7473.67V-41.86-13.57-8.888.88-51.2851.28-78.52-56.14-93.786.22-69.81-69.23B右M-4.33-1.4614.92-14.9285.79-85.7911.76-25.8379.09-88.20-7.28-7.24115.80V4.711.80-16.5816.58-95.3395.33-12.9728.81-87.9098.008.128.17跨間MAB70.0319.911.18-1.187.33-7.33110.61107.6479.1364.84114.05111.91MBC-3.48-1.800000-6.44-6.44-3.94-3.94-6.46-6.702層AM-45.95-11.4630.50-30.50164.72-164.72-31.15-108.01114.09-207.11-73.26-71.18136.06V41.2313.37-10.1510.15-54.6754.6753.5379.11-10.1896.4368.7668.19B左M47.2711.9526.36-26.36141.42-141.42104.9938.57185.81-89.9675.5373.45V-41.79-13.75-10.1510.15-54.6754.67-80.26-54.68-97.109.50-69.89-69.40B右M-4.42-1.4616.64-16.6489.33-89.3313.82-28.1182.46-91.73-7.35-7.35129.49V4.511.80-18.4818.48-99.2599.25-15.6030.96-91.90101.647.857.93跨間MAB70.0319.912.07-2.0711.65-11.65111.73106.5183.3560.63114.05111.91MBC-3.48-1.800000-6.44-6.44-3.94-3.94-6.46-6.701層AM-44.39-11.5033.86-33.86162.83-162.83-25.09-110.42113.63-203.89-71.20-69.37137.53V41.2313.36-11.8311.83-56.8856.8851.4081.22-12.3498.5868.7568.18B左M45.7611.1032.39-32.39155.70-155.70109.7128.09197.99-105.6372.6570.45V-41.80-13.58-11.8311.83-56.8856.88-82.18-52.37-99.1911.73-69.74-69.17B右M-4.78-1.5720.34-20.3497.74-97.7417.91-33.3490.29-100.31-7.99-7.93135.07V4.511.80-22.6022.60-108.60108.60-20.8036.16-101.01110.757.857.93跨間MAB70.0319.910.74-0.743.56-3.56110.06108.1975.4668.52114.05111.91MBC-3.48-1.800000-6.44-6.44-3.94-3.94-6.46-6.70注：1.彎矩M的量綱為KN·m；剪力V的量綱為KN；梁端剪力以繞桿件順時針方向旋轉(zhuǎn)為正；2.表中彎矩調(diào)幅后跨中彎矩M比調(diào)幅前跨中彎矩大，近似取為調(diào)幅前跨中彎矩的1.1倍；考慮手算時沒有考慮活荷載的最不利布置和跨中彎矩并非跨間最大彎矩，則跨中彎矩也應(yīng)適當(dāng)放大，故再乘以一個1.2的系數(shù)，即表中調(diào)幅后彎矩M為調(diào)幅前跨中彎矩乘以1.32.水平荷載作用下不調(diào)幅。表4-22A、D柱內(nèi)力組合層截面內(nèi)力SGK恒SQKSWK1SWK2SEK1SEK21.2SGK+1.4*0.9(SQK+SWK)[1.2(SGK+0.5SQK)+1.3SEK]*γRE1.35SGK+1.4*0.7SQK1.2SGK+1.4SQK→←→←→←→←7上M55.5515.71-5.675.67-52.0352.0379.3193.606.34107.7990.3988.65107.796.3490.39N151.2743.16-1.591.59-14.5814.58233.90237.91141.35169.78246.51241.95169.78141.35246.51下M37.0310.61-1.421.42-13.0013.0056.0259.5925.4350.7860.3959.2950.7825.4360.39N179.7543.16-1.591.59-14.5814.58268.08272.09166.98195.41284.96276.12195.41166.98284.96V-30.86-8.772.36-2.3621.68-21.68-45.11-51.06-10.58-52.86-50.26-49.316上M32.878.14-9.449.44-67.0867.0837.8161.59-32.1698.7752.3550.8498.77-32.1652.35N341.1789.49-4.794.79-33.4333.43516.13528.20314.73379.18548.28422.69379.18314.73548.28下M34.519.11-4.914.91-34.8634.8646.7059.081.1769.1554.5754.1769.151.1754.57N398.1389.49-4.794.79-33.4333.43584.48596.55329.54394.73625.18603.04394.73329.54625.18V-22.46-5.754.78-4.7833.98-33.98-28.17-40.2210.33-55.93-35.96-35.005上M34.519.11-12.7912.79-81.1381.1336.7869.01-43.94114.2655.5254.17114.26-43.9455.52N530.97129.80-10.1910.19-74.0174.01787.87813.55464.12608.44844.01818.88608.44464.12844.01下M34.519.11-8.248.24-52.3152.3142.5163.27-15.8486.1655.5254.1786.16-15.8455.52N616.41129.80-10.1910.19-74.0174.01890.41916.08541.02685.34959.36921.41685.34541.02959.36V-23.01-6.077.01-7.0144.48-44.48-26.43-44.0919.93-66.81-37.01-36.114上M34.519.11-16.2116.21-95.5895.5832.4373.35-58.03128.3555.5254.17128.35-58.0355.52N720.77179.11-17.5717.57-118.75118.751068.461112.74613.51845.071148.571115.68845.07613.511148.57下M35.779.26-10.8110.81-63.7263.7240.9768.21-25.7798.4957.3655.8998.49-25.7757.36N834.69179.11-17.5717.57-118.75118.751205.171249.44716.04947.601302.361252.38947.60716.041302.36V-23.43-6.129.01-9.0153.10-53.10-24.47-47.1834.75-68.79-37.63-36.683上M32.579.04-17.9117.91-102.56102.5627.9173.04-66.62133.3852.8351.74133.38-66.6252.83N910.51202.47-26.4526.45-170.03170.031314.401381.05774.791076.351427.611376.071076.35774.791427.61下M28.889.08-14.6614.66-83.9283.9227.6364.57-51.74111.9047.8947.37111.90-51.7447.89N1052.90202.47-26.4526.45-170.03170.031485.271551.92872.941204.501619.841546.941204.50872.941619.84V-20.48-6.0410.86-10.8662.16-62.16-18.50-45.8739.46-81.76-33.57-33.032上M34.249.04-18.8818.88-97.2097.2028.6976.27-59.89129.6555.0853.74129.65-59.8955.08N1100.33263.76-36.6036.60-224.70224.701606.621698.85889.911328.071743.931689.661328.07889.911743.93下M38.0110.05-18.8818.88-97.2097.2034.4982.06-56.04133.5061.2859.79133.50-56.0461.28N1271.19263.76-36.6036.60-224.70224.701811.651903.881043.681481.851974.591894.701481.851043.681974.59V-24.08-6.3612.59-12.5964.80-64.80-21.05-52.7738.65-87.71-38.74-37.801上M28.777.60-18.5318.53-82.6782.6720.7567.45-51.29109.9246.2945.16109.92-51.2946.29N1289.31307.06-48.4348.43-281.58281.581873.051995.091024.021573.102041.491977.061573.101024.022041.49下M14.383.80-66.8466.84-298.24298.24-62.17106.26-276.13305.4423.1422.58305.44-276.1323.14N1525.92307.06-48.4348.43-281.58281.582156.982279.021236.961786.052360.912260.991786.051236.962360.91V-8.63-2.2817.07-17.0776.18-76.188.28-34.7465.48-83.07-33.99-13.55注：1.M的量綱為KN·m；N、V的量綱為KN；彎矩和剪力以繞柱端截面順時針旋轉(zhuǎn)為正，軸力受壓為正.桂林理工大學(xué)本科畢業(yè)設(shè)計·論文表4-22B、C柱內(nèi)力組合層截面內(nèi)力SGK恒SQKSWK1SWK2SEK1SEK21.2SGK+1.4*0.9(SQK+SWK)[1.2(SGK+0.5SQK)+1.3SEK]*γRE1.35SGK+1.4*0.7SQK1.2SGK+1.4SQK→←→←→←→←7上M-44.54-13.59-7.347.34-67.3367.33-79.82-61.32-111.8519.45-73.4534.42-111.85-111.85-73.45N163.9158.97-1.041.04-9.559.55269.68272.30164.74183.37279.07279.25164.74164.74279.07下M-33.20-9.25-3.563.56-32.7232.72-55.98-47.01-65.94-2.14-53.89-52.79-65.94-65.94-53.89N192.3958.97-1.041.04-9.559.55303.86306.48190.38209.00317.52313.43190.38190.38317.52V25.917.613.63-3.6333.35-33.3545.2536.1159.26-57.7342.4441.756上M-30.74-7.32-12.1412.14-86.2686.26-61.41-30.81-115.0653.14-48.67-47.14-115.06-115.06-48.67N389.04117.94-3.473.47-28.3328.33611.08619.82375.59430.83640.79631.96375.59375.59640.79下M-31.64-8.02-9.939.93-70.5870.58-60.59-35.56-100.9036.73-50.57-49.20-100.90-100.90-50.57N446.00117.94-3.473.47-28.3328.33679.43688.18426.85482.09717.68700.32426.85426.85717.68V20.795.117.36-7.3652.28-52.2840.6622.1171.98-29.9633.0732.105上M-31.64-8.02-17.7917.79-112.91112.91-70.49-25.66-142.1778.00-50.57-49.20-142.17-142.17-50.57N614.27176.91-8.008.00-58.5058.50949.95970.11575.42689.491002.64984.80575.42575.421002.64下M-31.64-8.02-14.5614.56-92.3892.38-66.42-29.73-122.1657.99-50.57-49.20-122.16-122.16-50.57N699.71176.91-8.008.00-58.5058.501052.481072.64652.31766.391117.981087.33652.31652.311117.98V21.095.3510.78-10.7868.43-68.4345.6318.4788.11-45.3333.7132.804上M-31.64-8.02-22.8622.86-134.77134.77-76.88-19.27-163.4999.32-50.57-49.20-163.49-163.49-50.57N839.50235.88-14.0314.03-87.3287.321286.931322.29776.56946.831364.491337.63776.56776.561364.49下M-31.80-8.06-18.7018.70-110.28110.28-71.88-24.75-139.7775.28-50.83-49.44-139.77-139.77-50.83N953.43235.88-14.0314.03-87.3287.321423.651459.00879.101049.371518.291474.35879.10879.101518.29V21.155.3613.85-13.8581.69-81.6949.5814.68101.85-58.2033.8132.883上M-31.35-8.06-27.5527.55-155.74155.74-82.49-13.06-183.69120.00-50.22-48.90-183.69-183.69-50.22N1064.79294.85-21.7321.73-131.37131.371621.881676.64962.911219.081726.421690.54962.91962.911726.42下M-31.37-7.95-22.5422.54-127.43127.43-76.06-19.26-156.0592.43-50.14-48.77-156.05-156.05-50.14N1207.19294.85-21.7321.73-131.37131.371792.761847.521091.071347.241918.661861.421091.071091.071918.66V20.915.3416.70-16.7094.39-94.3952.8610.78113.25-70.8132.4932.572上M-31.37-7.96-29.0429.04-149.54149.54-84.26-11.08-177.62113.99-50.15-48.79-177.62-177.62-50.15N1290.01353.82-30.0630.06-175.95175.951955.952031.701148.681491.782088.262043.361148.681148.682088.26下M-34.31-8.70-29.0429.04-149.54149.54-88.72-15.54-180.60111.01-54.84-53.35-180.60-180.60-54.84N1460.88353.82-30.0630.06-175.95175.952160.992236.741302.461645.562318.932248.401302.461302.462318.93V21.895.5519.36-19.3699.69-99.6957.658.87119.40-75.0034.9934.041上M-26.45-6.71-34.0234.02-153.54153.54-83.062.67-176.53122.88-42.28-41.13-176.53-176.53-42.28N1514.41412.79-40.8340.83-227.67227.672285.962388.851326.751770.702448.992395.201326.751326.752448.99下M-13.22-3.36-40.7040.70-306.16306.16-92.989.58-311.92285.10-21.14-42.17-311.92-311.92-21.14N1713.76412.79-40.8340.83-227.67227.672525.182628.071506.161950.122718.112634.421506.161506.162718.11V7.932.0120.37-20.3791.94-91.9437.71-13.6297.68-81.6012.6812.33注：1.M的量綱為KN·m；N、V的量綱為KN；2.彎矩和剪力以繞柱端截面順時針旋轉(zhuǎn)為正，軸力受壓為正.4.9框架結(jié)構(gòu)梁、柱截面設(shè)計4.9.1梁截面設(shè)計以下均以第一層框架為例，說明梁截面設(shè)計的計算過程。材料強(qiáng)度：梁柱受力鋼筋采用HRB400級（）；其他采用HPB300級（）；C35（，）；C30(）。ρmin為最小配筋率，其取值分跨中和支座：C35：跨中：ρmin={0.25%，55ft/fy(%)}max=0.25%支座：ρmin={0.30%，65ft/fy(%)}max=0.30%從表4-21中挑出第一層AB跨梁及BC跨梁跨中和支座截面最不利內(nèi)力。

⑴梁正截面受彎承載力計算AB跨梁的調(diào)幅后的最不利跨中彎矩M=114.05KN·m由于板現(xiàn)澆，考慮到樓板貢獻(xiàn)，按T形截面計算。翼緣寬：，，取,因?yàn)?1.0×16.7×2100×90×(565-90/2)=1641.28KN·m＞176.54KN·m故屬第一類T形截面;實(shí)配鋼筋222(As=942mm2)，，滿足要求。支座彎矩選用內(nèi)力組合中支座截面的最不利內(nèi)力，按支座邊緣控制截面的彎矩進(jìn)行配筋計算。MA=203.89KN·mMB=197.99KN·m按矩形截面進(jìn)行計算;支座A上部：＜又，滿足要求。實(shí)配鋼筋420(As=1256mm2)。支座BL上部：;實(shí)配鋼筋420(As=1256mm2),，滿足要求。框架梁正截面受彎承載力計算和配筋如下表所示：表4-24框架梁正截面配筋計算位置AB、CD梁BC梁支座左跨中支座右支座左跨中支座右7-78.1796.54-70.15-28.31-7.19-28.310.0570.0100.0510.0210.00080.0210.0590.0100.0520.0210.00080.02139747135014138141選配鋼筋414316414312212312實(shí)配鋼筋面積6156036153392263396-118.81114.05-107.82-45.52-6.70-45.520.0870.0120.0790.0330.00070.0330.0910.0120.0820.0340.00070.03461356655222933229選配鋼筋416316416312212312實(shí)配鋼筋面積8046038043392263395-149.37114.05-139.70-62.26-6.70-62.260.1090.0120.1020.0450.00070.0450.1160.0120.1080.0460.00070.04678156672731033310選配鋼筋416316416312212312實(shí)配鋼筋面積8046038043392263394-140.44114.05-161.37-69.10-6.70-69.100.1030.0120.1180.0500.00070.0500.1090.0120.1260.0510.00070.05173356684834333343選配鋼筋418316418314212314實(shí)配鋼筋面積101760310174612264613-167.42114.05-180.89-88.20-6.70-88.200.1220.0120.1320.0640.00050.0640.1310.0120.1420.0660.00070.06688256695644433444選配鋼筋418316418314212314實(shí)配鋼筋面積101760310174612264612-207.11114.05-185.81-91.73-6.70-91.730.1290.0100.1160.0570.00050.0570.1390.0100.1240.0590.00050.059109355097546428464選配鋼筋420216420316212316實(shí)配鋼筋面積125660312566032266031-203.89114.05-197.99-99.19-6.70-99.190.1270.0100.1240.0620.00050.0620.1360.0100.1330.0640.00050.0641069550104650328503選配鋼筋420316420316212316實(shí)配鋼筋面積12566031256603226603經(jīng)查表得，表中數(shù)據(jù)都不大于，滿足要求。⑵梁斜截面受彎承載力計算（箍筋用HPB300級鋼筋，)AB跨梁兩端支座剪力值相差較小，為方便計算取兩者較大值確定箍筋數(shù)量。故截面尺寸滿足要求。加密區(qū)選擇雙肢φ8@100（），非加密區(qū)選擇雙肢φ8@200，非加密區(qū)配筋率，滿足要求。BC跨梁兩端支座故截面尺寸滿足要求。由于非加密區(qū)長度較小，故全跨均按加密取配置選擇雙肢φ8@100（）?？蚣芰盒苯孛媸芗舫休d力計算和配筋如下表4-25所示：表4-25框架梁斜截面配筋計算樓層截面梁端加密區(qū)非加密區(qū)實(shí)配箍筋（）實(shí)配箍筋（）7梁AB、CD43.37605.96>V＜02φ8@100（1.01)2φ8@200（0.17)梁BC29.26605.96>V＜02φ8@100（1.01)/6梁AB、CD71.12605.96>V＜02φ8@100（1.01)2φ8@200（0.17)梁BC46.43605.96>V＜02φ8@100（1.01)/5梁AB、CD78.41605.96>V＜02φ8@100（1.01)2φ8@200（0.17)梁BC69.89605.96>V＜02φ8@100（1.01)/4梁AB、CD87.34605.96>V＜02φ8@100（1.01)2φ8@200（0.17)梁BC76.59605.96>V＜02φ8@100（1.01)/3梁AB、CD93.78605.96>V＜02φ8@100（1.01)2φ8@200（0.17)梁BC98.00605.96>V＜02φ8@100（1.01)/2梁AB、CD97.10707.66>V＜02φ8@100（1.01)2φ8@200（0.17)梁BC101.64707.66>V＜02φ8@100（1.01)/1梁AB、CD99.19707.66>V＜02φ8@100（1.01)2φ8@200（0.17)梁BC110.75707.66>V＜02φ8@100（1.01)/4.9.2框架柱配筋計算⑴剪跨比和軸壓比驗(yàn)算柱的剪跨比按式，其中取柱上、下端截面彎矩設(shè)計值的較大者。柱的剪跨比宜大于2，軸壓比不宜大于0.75（二級抗震等級）。由表4-26可見，本設(shè)計各柱剪跨比和軸壓比均滿足要求。表中、和都不考慮承載力抗震調(diào)整系數(shù)。表4-26框架柱剪跨比和軸壓比驗(yàn)算柱號層次(mm)(mm)(N/mm2)(KN﹒m)(KN)(KN)A柱760055014.3107.79284.9652.863.71＞20.06＜0.75660055014.398.77625.1855.933.21＞20.13＜0.75560055014.3114.26959.3666.813.11＞20.20＜0.75460055014.3128.351302.3668.793.39＞20.28＜0.75360055014.3133.381619.8481.762.97＞20.34＜0.75260055016.7133.501974.5987.712.77＞20.36＜0.75170065016.7305.442360.9183.075.66＞20.31＜0.75B柱760055014.3111.85190.3859.263.43＞20.04＜0.75660055014.3115.06717.6871.982.91＞20.15＜0.75560055014.3142.171117.9888.112.93＞20.24＜0.75460055014.3163.491518.29101.852.92＞20.32＜0.75360055014.3183.691918.66113.252.95＞20.41＜0.75260055016.7180.602318.93119.402.75＞20.42＜0.75170065016.7311.922718.1197.684.91＞20.36＜0.75⑵柱正截面受壓承載力計算為實(shí)現(xiàn)墻柱弱梁的破壞機(jī)構(gòu)，對二級框架，柱端組合彎矩設(shè)計值應(yīng)按進(jìn)行調(diào)整，取為1.5。為了避免柱腳過早屈服，二級框架底層柱下端截面組合的彎矩設(shè)計值，應(yīng)乘以增大系數(shù)1.5?？拐鹪O(shè)計時，二級框架柱端組合的剪力設(shè)計值應(yīng)按進(jìn)行調(diào)整，取為1.3。設(shè)計時應(yīng)先調(diào)整柱端彎矩，再根據(jù)調(diào)整后的、計算剪力設(shè)計值。另外，抗震設(shè)計時偏心受壓構(gòu)件的承載力抗震調(diào)整系數(shù)，對于剪力取0.85；對于軸向壓力，當(dāng)軸壓比小于0.15時取0.75，不小于0.15取0.80。以第一層A柱為例說明抗震設(shè)計時柱端組合彎矩和組合剪力設(shè)計值調(diào)整過程。在右震作用下，柱端彎矩組合設(shè)計值第一層：柱底柱頂?shù)诙樱褐子艺鹱饔孟碌谝粚恿褐?jié)點(diǎn)處柱端彎矩和為：查表4-21得由于，則調(diào)整柱端彎矩為第2層柱底第1層柱頂由于軸壓比大于0.15，取，軸壓比小于0.15取，柱端組合彎矩設(shè)計值：第2層柱底;第1層柱頂?shù)?層柱底表4-27A柱控制截面內(nèi)力調(diào)整值層次截面7柱頂107.79169.7882.86柱底72.18195.416柱頂43.48379.1861.67柱底90.48394.735柱頂148.50608.44109.93柱底90.26685.344柱頂134.45845.07114.29柱底113.78947.603柱頂154.091076.35141.62柱底153.511204.502柱頂178.661328.07164.63柱底178.911481.851柱頂146.771573.10151.92柱底458.161786.05表4-28B柱控制截面內(nèi)力調(diào)整值層次截面7柱頂-111.85164.74-82.36柱底-67.04190.386柱頂-116.97375.59-100.17柱底-100.06426.855柱頂-141.75575.42-119.72柱底-118.27652.314柱頂-158.29776.56-137.12柱底-139.53879.103柱頂-183.38962.91-156.15柱底-155.761091.972柱頂-177.291148.68-164.66柱底-180.341302.461柱頂-357.011326.75-194.97柱底-467.881506.16取20mm和偏心方向截面最大尺寸的兩者中的最大值。柱的計算長度按確定。以第一層A柱為例：⑴按及相應(yīng)的一組計算。判斷是否考慮附加彎矩桿端彎矩比截面回轉(zhuǎn)半徑長細(xì)比軸壓比故不需考慮桿件自身撓曲變形影響，，取判別偏壓：取，，，取屬于大偏心受壓，因計算配筋按構(gòu)造配筋⑵再按及相應(yīng)的一組計算。判斷是否考慮附加彎矩桿端彎矩比:截面回轉(zhuǎn)半徑:長細(xì)比:軸壓比:故不需考慮桿件自身撓曲變形影響，取判別偏壓：，取經(jīng)過計算得，該組內(nèi)力下構(gòu)件截面未達(dá)到承載力極限狀態(tài)，按構(gòu)造配筋。選配425（）總配筋率表4-29框架柱縱向鋼筋計算樓層內(nèi)力大小偏壓實(shí)配鋼筋面積（mm2）A柱7300020551.61571.610.041821.61大偏壓307.23構(gòu)造配筋425（As=1964mm2）6300020229.22249.220.084499.22大偏壓＜0構(gòu)造配筋425（As=1964mm2）5300020216.68236.680.145486.68大偏壓＜0構(gòu)造配筋425（As=1964mm2）4300020141.88161.880.201411.88大偏壓＜0構(gòu)造配筋425（As=1964mm2）3300020127.93147.930.255397.93大偏壓＜0構(gòu)造配筋425（As=1964mm2）2300020120.73140.730.212390.73大偏壓609.71構(gòu)造配筋425（As=1964mm2）1500023.33256.53276.860.223576.86大偏壓239.37構(gòu)造配筋425（As=1964mm2）B柱7300020587.51607.510.040857.51大偏壓336.98構(gòu)造配筋425（As=1964mm2）6300020274.03294.030.090544.03大偏壓44.83構(gòu)造配筋425（As=1964mm2）5300020217.30237.30.138487.3大偏壓＜0構(gòu)造配筋425（As=1964mm2）4300020180.06200.060.186450.06大偏壓＜0構(gòu)造配筋425（As=1964mm2）3300020167.94187.940.231437.94大偏壓＜0構(gòu)造配筋425（As=1964mm2）2300020138.46158.460.187408.46大偏壓511.30構(gòu)造配筋425（As=1964mm2）1500023.33310.64333.970.198633.97大偏壓341.43構(gòu)造配筋425（As=1964mm2）⑶柱斜截面受壓承載力計算見表4-27，第一層A軸柱最大剪力為剪力，對應(yīng)軸力取，取，取箍筋采用井字復(fù)合箍筋，加密區(qū)箍筋選用4φ8@100，非加密區(qū)為4φ8@200，由《混凝土設(shè)計規(guī)范》中表11.4.17查得，則最小體積配筋率：，，滿足要求。各層柱箍筋計算見下表。表4-30框架柱箍筋計算柱號層次(KN)N實(shí)配箍筋加密區(qū)非加密區(qū)A柱782.861394.25195.411544.40>N<04φ8@100(2.01)4φ8@200(1.01)661.671394.25394.731544.40>N<04φ8@100(2.01)4φ8@200(1.01)5109.931394.25685.341544.40>N<04φ8@100(2.01)4φ8@200(1.01)4114.291394.25947.601544.40>N<04φ8@100(2.01)4φ8@200(1.01)3141.621394.251204.501544.40>N<04φ8@100(2.01)4φ8@200(1.01)2164.631628.251481.851803.60>N<04φ8@100(2.01)4φ8@200(1.01)1151.921899.631786.052454.90>N<04φ8@100(2.01)4φ8@200(1.01)782.361394.25190.381544.40>N<04φ8@100(2.01)4φ8@200(1.01)6100.171394.25426.851544.40>N<04φ8@100(2.01)4φ8@200(1.01)5119.721394.25652.311544.40>N<04φ8@100(2.01)4φ8@200(1.01)4137.121394.25879.101544.40>N<04φ8@100(2.01)4φ8@200(1.01)3156.151394.251091.971544.40>N<04φ8@100(2.01)4φ8@200(1.01)2164.661628.251302.461803.60>N<04φ8@100(2.01)4φ8@200(1.01)1194.971899.631506.162454.90>N<04φ8@100(2.01)4φ8@200(1.01)⑶框架梁柱節(jié)點(diǎn)核心區(qū)截面抗震驗(yàn)算以第一層框架中節(jié)點(diǎn)為例，由節(jié)點(diǎn)兩側(cè)梁的受彎承載力計算節(jié)點(diǎn)核心區(qū)的剪力設(shè)計值，因節(jié)點(diǎn)兩側(cè)梁不等高，即本設(shè)計為二級抗震等級，按計算節(jié)點(diǎn)的剪力設(shè)計值，其中為柱的計算高度，取上、下柱反彎點(diǎn)間的距離，由表4-13和表4-21可得（左震）節(jié)點(diǎn)核心區(qū)剪力設(shè)計值按計算，即因，故取,,，則由得滿足要求。節(jié)點(diǎn)核心區(qū)的受剪承載力按計算，其中取二層柱底軸力和二者中的較小值，故取。 節(jié)點(diǎn)區(qū)配置4φ8@100的箍筋，，節(jié)點(diǎn)受剪承載力滿足要求。表4-31節(jié)點(diǎn)核心區(qū)箍筋計算結(jié)果柱號層次(KN)N(KN)(KN)實(shí)配箍筋邊節(jié)點(diǎn)747.832725.410.002574<04φ8@100(2.01)675.772725.41195.412574<04φ8@100(2.01)5181.342725.41394.732574<04φ8@100(2.01)4394.342725.41685.342574<04φ8@100(2.01)3410.732725.41947.62574<04φ8@100(2.01)2369.443182.821204.53006<04φ8@100(2.01)1368.764332.181481.853006<04φ8@100(2.01)中節(jié)點(diǎn)7272.592725.410.004092<04φ8@100(2.01)6492.652725.41190.382574<04φ8@100(2.01)5624.452725.41426.852574<04φ8@100(2.01)4716.802725.41652.312574<04φ8@100(2.01)3841.862725.41879.12574<04φ8@100(2.01)2868.703182.821091.973006<04φ8@100(2.01)1937.814332.181302.464092<04φ8@100(2.01)5.基礎(chǔ)設(shè)計5.1基礎(chǔ)設(shè)計資料本設(shè)計根據(jù)建筑物規(guī)模、功能特點(diǎn)、上部結(jié)構(gòu)型式、荷載的大小和分布以及地基土層分布、土的性質(zhì)、地下水情況等因素，確定基礎(chǔ)結(jié)構(gòu)類型為現(xiàn)澆柱下獨(dú)立基礎(chǔ)，具體設(shè)計資料如下：基礎(chǔ)結(jié)構(gòu)類型：現(xiàn)澆柱下獨(dú)立基礎(chǔ)基礎(chǔ)埋置深度：1.800m5.2工程地質(zhì)條件：工程地質(zhì)條件：(1)自然地表1米內(nèi)為填土，填土下層3米厚為紅粘土，再下為礫石層。粘土允許承載力為180kN/m2，礫石層允許承載力為300kN/m2，建筑場地為Ⅱ類，地面粗糙度為C類。(2)地下水位：地表以下2米，水質(zhì)對混凝土無侵蝕柱截面尺寸：700mm×700mm基礎(chǔ)材料：采用C25混凝土,HRB335級鋼筋，設(shè)混凝土墊層(C25)。5.3基礎(chǔ)計算基礎(chǔ)面積的計算采用荷載標(biāo)準(zhǔn)組合，基礎(chǔ)配筋的計算采用荷載基本組合。5.3.1A柱下獨(dú)立基礎(chǔ)結(jié)構(gòu)計算由框架結(jié)構(gòu)計算結(jié)果可得：由A柱傳給基礎(chǔ)的軸向力由A柱傳給基礎(chǔ)內(nèi)力組合標(biāo)準(zhǔn)值：N=2360.91kN，M=23.14kN·m，V=33.99kN5.3.2初步確定基礎(chǔ)高度根據(jù)埋置深度和構(gòu)造要求，初步確定H0=800mm5.3.3初步估計所需的基礎(chǔ)底面尺寸A0計算修正后的地基承載力特征值fa，先不考慮寬度修正fa=fak+ηbr(b-3)+ηdrm(d-0.5)=180+1.6×20×(1.8-0.5)=221.6kN/m2先按軸心受壓基礎(chǔ)試算基礎(chǔ)面積，基礎(chǔ)底面積:A≥NK/(fa-rd)=2360.91/(221.6-20×1.8)=12.72m2考慮荷載偏心，將基底面積擴(kuò)大1.1～1.4倍，即A0=（1.1～1.4）A=13.99m2～17.81m2取基底邊長比b/l=1(b為荷載偏心方向邊長)，取l=4.0m,b=4.0m，A0=l×b=l2=16.0m2。需進(jìn)行寬度修正：fa=fak+ηbr(b-3)+ηdrm(d-0.5)=180+0.3×18×(4-3)+1.6×20×(1.8-0.5)=227.0kN/m2先按軸心受壓基礎(chǔ)試算基礎(chǔ)面積，基礎(chǔ)底面積:A≥NK/(fa-rd)=2360.91/(227.0-20×1.8)=12.36m2考慮荷載偏心，將基底面積擴(kuò)大1.1～1.4倍，即A0=（1.1～1.4）A=13.60m2～17.30m2取基底邊長比b/l=1(b為荷載偏心方向邊長)，取l=4.0m,b=4.0m，A0=l×b=l2=16.0m2?；A(chǔ)及臺階上的土自重：基底處的抵抗力矩：偏心荷載作用下地基承載力驗(yàn)算 偏心距 ，時，,滿足要求。5.3.4基礎(chǔ)受沖切承載力驗(yàn)算地基凈反力為：基礎(chǔ)計算圖如下圖26所示：（圖中尺寸單位為mm）(1)對柱邊進(jìn)行受沖切承載力計算有效高度為：h0=800-40=760mm由圖可知，沖切荷載面積（圖中陰影部分面積）：,滿足規(guī)范要求。(2)對變階處進(jìn)行受沖切承載力計算有效高度為：h0=400-40=360mm由圖可知，沖切荷載面積（圖中陰影部分面積）：，滿足規(guī)范要求。5.3.5基礎(chǔ)底板配筋(1)按柱邊截面計算a、沿基礎(chǔ)長邊方向LX,對柱截面Ⅰ-Ⅰ處,基礎(chǔ)寬高比為800/400=2＜2.5l=4000,at=600，bt=700,b=4000,A=a×b=4.0×4.0=16.0m2,G=576.0kN；基礎(chǔ)底板鋼筋面積，則基礎(chǔ)長邊方向LX采用:16@100，實(shí)配面積：2011mm2b、沿基礎(chǔ)短邊方向LY，對柱截面Ⅱ-Ⅱ處，基礎(chǔ)寬高比為800/400=2＜2.5l=4000,at=700，bt=700,b=4000,A=a×b=4.0×4.0=16.0m2,G=576.0kN；基礎(chǔ)底板鋼筋面積，則基礎(chǔ)短邊方向LY采用：16@100，實(shí)配面積：2011mm2(2)按變階處截面計算a、沿基礎(chǔ)長邊方向,對變階處截面Ⅲ-Ⅲ處,基礎(chǔ)寬高比為800/400=2＜2.5l=4000,at=2050，bt=2050,b=4000,A=a×b=4.0×4.0=6.0m2,G=576.0kN；基礎(chǔ)底板鋼筋面積，則基礎(chǔ)長邊方向LX采用:12@140，實(shí)配面積：808mm2b、沿基礎(chǔ)短邊方向，對變階處截面Ⅳ-Ⅳ處，基礎(chǔ)寬高比為800/400=2＜2.5l=4000,at=2050，bt=2050,b=4000,A=a×b=4.0×4.0=16.0m2,G=576.0kN；基礎(chǔ)底板鋼筋面積，則基礎(chǔ)短邊方向LY采用：12@140，實(shí)配面積：808mm2綜上可知A柱下獨(dú)立基礎(chǔ)底板配筋為：①沿基礎(chǔ)長邊方向按柱邊處截面計算配筋：16@100，實(shí)配面積：2011mm2②沿基礎(chǔ)短邊方向按柱邊處截面計算配筋：16@100，實(shí)配面積：2011mm25.4C柱下獨(dú)立基礎(chǔ)結(jié)構(gòu)計算B柱和C柱的間距有2.4m，在設(shè)計基礎(chǔ)尺寸時，由于兩柱間距太小基礎(chǔ)發(fā)生碰撞，所以采用聯(lián)合基礎(chǔ)。聯(lián)合基礎(chǔ)大樣如下圖：N=2718.11KN，F(xiàn)k=2N×1.2=2×2718.11×1.2=6523.46KN5.4.1初步確定基礎(chǔ)高度根據(jù)埋置深度和構(gòu)造要求，初步確定H0=800mm5.4.2按中心荷載初步估計所需的基礎(chǔ)底面尺寸A計算修正后的地基承載力特征值fa，需進(jìn)行寬度修正：先按軸心受壓基礎(chǔ)試算基礎(chǔ)面積，基礎(chǔ)底面積:5.4.3驗(yàn)算基底壓力p根據(jù)《地基基礎(chǔ)設(shè)計規(guī)范》第5.2.1條規(guī)定，p≤1.2fa,滿足要求5.4.4基礎(chǔ)受沖切承載力驗(yàn)算1.確定荷載的合力和合力作用點(diǎn)作用在基礎(chǔ)頂面的豎向荷載為：由有得以合力作用點(diǎn)作為基底的形心，則基底長度為此時基底壓力均勻分布2.確定基礎(chǔ)底面寬度取b=4.0m所以，基礎(chǔ)底面尺寸為滿足設(shè)計要求按靜定梁計算基礎(chǔ)內(nèi)力基礎(chǔ)沿縱向的凈反力 由剪力為0的截面確定最大彎矩的截面位置，假定彎矩最大截面至基礎(chǔ)左端距離為則，當(dāng)有最大負(fù)彎矩最大正彎矩4.確定基礎(chǔ)高度抗沖切強(qiáng)度驗(yàn)算：考慮沿柱全周邊的沖切作用<1>、柱1:沖切力 破壞錐體實(shí)際底面積：上下周邊平均值：由有即解得：則取由即基礎(chǔ)高度大于柱距的1/6,因此無需配置受剪鋼筋<2>、柱2的計算同柱1<3>、受剪承載力驗(yàn)算：計算截面在沖切破壞錐體底面邊緣處：5.配筋計算<1>、縱向鋼筋A(yù).底面配筋：每米寬配筋面積配鋼筋根數(shù)：實(shí)際配筋：滿足即實(shí)配鋼筋為B.頂面配筋每米寬配筋面積配<2>、橫向配筋基礎(chǔ)橫向?qū)挾葹閎，在柱下取一垂直于基礎(chǔ)縱向的假想等效梁進(jìn)行計算。（等效梁寬度沿基礎(chǔ)的縱向）A.柱1等效梁寬度為則等效梁底面積為其基底凈壓力為柱截面彎矩為橫向鋼筋面積每米寬配筋面積配B.柱2的計算同柱1綜合上述計算可知C柱下獨(dú)立基礎(chǔ)底板配筋結(jié)果為：①沿基礎(chǔ)長邊方向應(yīng)按柱邊處截面計算進(jìn)行配筋:12@150，實(shí)配面積：870mm2②沿基礎(chǔ)短邊方向應(yīng)按柱邊截面計算進(jìn)行配筋：12@125，實(shí)配面積：905mm26.樓梯設(shè)計6.1樓梯設(shè)計資料采用現(xiàn)澆板式樓梯，樓梯結(jié)構(gòu)平面布置詳見建施圖。層高3.0m，樓梯踏步面層為瓷磚地面，底面用20mm厚石灰砂漿抹平。踏步尺寸150mm×280mm，采用混凝土強(qiáng)度等級C30，fc=14.3N/mm2,平臺梁鋼筋采用HRB400級鋼筋，斜板、平臺板采用HPB300級鋼筋。樓梯上均布活荷載標(biāo)準(zhǔn)值qK=2.5KN/m2.6.2樓梯計算6.2.1樓梯板計算板傾斜度,0.881樓梯板厚度應(yīng)取樓梯板斜長的，所以樓梯板厚h=120mm。取1m寬板帶計算（1）荷載計算瓷磚地面（包括水泥粗砂打底）0.55KN/m2×(0.28+0.15)m×=0.84KN/m三角形踏步×25KN/m3×0.28m×0.15m×=1.88KN/m120mm厚現(xiàn)澆鋼筋混凝土樓板25KN/m3×0.12m×1m×=3.41KN/m20mm厚板底抹灰17KN/m3×0.02m×1m×=0.39KN/mΣ=6.52kN/m恒載標(biāo)準(zhǔn)值：gk=6.52kN/m活載標(biāo)準(zhǔn)值：qk=1m×2.50kN/m2=2.5kN/m荷載設(shè)計值：p=1.2×6.52+1.4×2.50=11.32kN/m2）截面設(shè)計板水平計算跨度：ln=2.80m彎矩設(shè)計值：(h0=120-20=100mm)選用φ8@120mm,As=419mm2分布筋φ8@200mm，每級踏步下一根，梯段配筋見結(jié)構(gòu)圖。6.2.2平臺板計算設(shè)平臺板厚h=80mm，取1m寬板帶計算（1）荷載計算瓷磚地面（包括水泥粗砂打底）0.55KN/m20mm厚1：3干硬性水泥砂漿