摘要III類場地,地震動參數區劃的特征周期分組按第一組考慮，則,,采用底部剪力法計算。由于,故考慮頂部附加地震作用。結構頂部附加作用：且計算的結構底部剪力為：計算結果列于表4.13表4.13各層地震作用及樓層地震剪力層號hiHiGiGiHiGiHi/GiHiFiVi53.619.21245.7323918.020.3182.3982.3943.615.61314.8920512.280.2770.66181.4233.6121314.8915778.680.2154.36235.7723.68.41314.8911045.080.1438.05273.8214.84.81181.575671.540.0719.54293.36橫向框架各層水平地震作用和地震剪力如圖4.36所示。圖4.36左地震作用下框架圖4.5.4地震作用下內力計算地震作用力沿豎向呈倒三角形分布,內力計算采用D值法。地震作用下框架柱剪力計算，計算結果見表4.14。表4.14地震作用下框架柱剪力樓層ViB軸C軸D軸E軸μVbiμVciμVdiμVei582.390.2016.480.3024.720.3024.720.2016.484181.420.2036.280.3054.430.3054.430.2036.283235.770.2047.150.3070.730.3070.730.2047.152273.820.2054.760.3082.150.3082.150.2054.761293.360.2367.470.2779.210.2779.210.2367.47（1）框架柱反彎點位置框架柱的反彎點高度，計算結果見表4.15。表4.15反彎點高度計算樓層柱5B0.850.351.00.0-0.01.00.00.35C1.50.3751.00.0-0.01.00.00.375D1.50.3751.00.0-0.01.00.00.375E0.850.351.00.0-0.01.00.00.354B0.850.41.00.01.00.01.00.00.4C1.50.451.00.01.00.01.00.00.45D1.50.451.00.01.00.01.00.00.45E0.850.41.00.01.00.01.00.00.43B0.850.451.00.01.00.01.00.00.45C1.50.4751.00.01.00.01.00.00.475D1.50.4751.00.01.00.01.00.00.475E0.850.451.00.01.00.01.00.00.452B0.850.51.00.01.00.01.330.00.5C0.01.00.01.330.00.5D0.01.00.01.330.00.5E0.850.51.00.01.00.01.330.00.51B1.140.631.00.00.750.0-0.00.63C2.060.551.00.00.750.0-0.00.55D2.060.551.00.00.750.0-0.00.55E1.140.631.00.00.750.0-0.00.63（2）地震作用下內力計算MC上Mc下Mb總Mb左Mb右表4.16地震荷載作用下B軸框架剪力和梁柱彎矩層號VimyhMC上Mc下Mb總516.480.353.638.5620.7638.56436.280.43.678.3752.2599.14347.150.453.693.3776.39145.61254.760.53.698.5898.58174.97167.470.634.8119.83204.04218.41表4.17地震荷載作用下C軸框架剪力和梁柱彎矩層號VimyhMC上Mc下Mb總Mb左Mb右524.720.383.655.6233.3755.6232.3723.25454.430.453.6107.7688.17141.1382.1458.99370.730.483.6133.68120.95221.85129.1292.73282.150.503.6147.86147.86268.82156.45112.36179.210.554.8171.09209.11318.95185.63133.32表4.18地震荷載作用下柱軸力層號梁端剪力/kN柱軸力/kNB軸C軸D軸E軸BC跨CD跨DE跨VbBC-VbBCNcCVbCD-VbDENcDNcE59.8515.509.85-9.85-5.65-5.655.655.659.85425.1839.3325.18-35.03-14.15-19.8014.1519.8035.03338.1661.8238.16-53.48-23.67-43.4623.6743.4653.48246.0374.9146.03-68.86-28.88-58.1928.8872.3468.86156.1288.8856.12-99.02-32.76-105.1132.76105.1199.02根據表4.16,4.17,4.18得出地震彎矩、剪力、軸力圖如圖4.37,4.38,4.39：右震下的內力計算和左震相同。圖4.37左地震作用下彎矩圖圖4.38左地震作用下剪力圖圖4.39左地震作用下軸力圖4.5.5變形驗算表4.19變形驗算層號ViDiVi/Dihi層間相對彈性轉角限制582.39592380.0013909123.60.0003860.0018181824181.42592380.0030625173.60.0008510.0018181823235.77592380.00398013.60.0011060.0018181822273.82592380.0046224083.60.0012840.0018181821293.36396340.0074017264.80.0015420.001818182層間相對彈性轉角均滿足的要求。4.6最不利內力組合內力組合主要為計算各框架在恒載、樓面活載、屋面活載、風荷載作用下，各主要截面可能發生的最不利內力。4.6.1控制截面框架柱的彎矩、軸力和剪力沿柱高是線性變化的，因此可取各層柱的上、下端截面作為控制截面。對于框架梁，在水平作用和豎向作用下，剪力沿梁軸線呈線性變化，彎矩則呈拋物線形變化，因此，除取梁的兩端為控制截面以外，還應在跨間取最大正彎矩的截面為控制截面。為了簡便，不再用求極值的方法確定最大正彎矩控制截面，而直接以梁的跨中截面作為控制截面[13]。4.6.2梁端彎矩調幅按照框架結構的合理破壞形式，在梁端出現塑性鉸是允許的，為了便于澆搗混凝土，也往往希望節點處梁的負鋼筋放得少些，因此在進行框架結構設計時，一般均對梁端彎矩進行調幅，人為地減少梁端負彎矩，減少節點附近梁頂面的配筋量。調幅后梁端彎矩可取：其中的取值一般在之間，彎矩調幅系數。以一層BC跨為例：BC支座彎矩調幅：BC跨中彎矩：對C取力矩：其他各層彎矩調幅見表4.20表4.20彎矩調幅表層次截面部恒載活載位調幅前調幅后調幅前調幅后5支座B-73.07-62.11-7.49-6.37C左-86.52-73.54-7.8-6.63C右-20.18-17.15-0.83-0.71D左-20.18-17.15-0.83-0.71D右-86.52-73.54-7.8-6.63E-73.07-62.11-7.49-6.37跨中BC66.3278.293.754.90CD-5.29-2.260.300.42ED66.3278.293.754.904支座B-97.07-82.51-31.37-26.66C左-113.68-96.63-36.88-31.35C右-14.29-12.15-6.43-5.47D左-17.24-12.15-4.26-5.47D右-74.2-96.63-16.68-31.35E-66.6-82.51-14.47-26.66跨中BC62.8978.7222.8727.44CD-3.1-0.970.810.97ED62.9878.7222.8727.443支座B-95.4-81.09-32.5-27.63C左-113.81-96.74-37.62-31.98C右-14.19-12.06-5.88-5.00D左-17.17-12.06-5.88-5.00D右-74.28-96.74-16.53-31.98E-68.22-81.09-14.09-27.63跨中BC63.779.3921.9426.33CD-3.01-0.880.260.312ED63.779.3921.9426.332支座B-95.78-81.41-32.65-27.75C左-113.92-96.83-37.65-32.00C右-14.11-11.99-5.86-4.98D左-14.11-11.99-5.86-4.98D右-113.92-96.83-37.65-32.00E-95.78-81.41-32.65-27.75跨中BC63.4979.1621.8526.22CD-2.93-0.810.240.29ED63.4979.1621.8526.221支座B-89.17-75.79-30.17-25.64C左-109.38-92.97-36.36-30.91C右-18.62-15.83-7.32-6.22D左-18.62-15.82-7.32-6.22D右-109.38-92.97-36.36-30.91E-89.17-75.79-30.17-25.64跨中BC6983.8123.7828.54CD-7.44-4.6451.72.04ED6983.8123.7828.544.6.3豎向活荷載的最不利位置在框架結構設計中，應考慮豎向活荷載布置對結構的影響，一般考慮活荷載最不利布置有分跨計算組合法、最不利荷載位置法、分層組合法和滿布荷載法等四種方法。在本次設計中，采取滿布荷載法，即把活荷載同時作用于所有的框架梁上，這樣求得內力在支座處與按最不利荷載位置法求得的內力較為接近，可直接進行內力組合。但求的的梁的跨中彎矩卻比最不利荷載位置法的計算結構要小，因此對梁跨中彎矩應乘以1.2系數予以增大[14]。4.6.4內力組合框架結構截面在是最不利內力的荷載效應組合可采用簡化規則，按下列組合值中取最不利值確定：（1）非抗震情況以二層BC跨為例，梁B支座的剪力組合為當永久荷載效應起控制作用時：當可變荷載效應起控制作用時：所以最不利內力組合的（2）因本次設計還考慮抗震設計，則還需下式設計以二層BC跨為例，梁B支座的剪力組合為框架柱內力組合見表4.21~表4.26；框架梁內力組合見表4.27~表4.30。表4.21B、E柱非抗震內力組合層次截面內力恒荷載活荷載左風右風永久荷載起控制效應可變荷載起控制效應（左風）可變荷載起控制效應（右風）選取數值Mmax及NNmax及MNmin及MSGKSQKSW1KSW2KMMM5層柱頂M-73.07-7.493.65-3.65-105.98-92.52-101.72-105.98-105.98-92.52N226.0513.99-0.690.69318.88288.02289.76318.88318.88288.02柱底M-41.21-11.321.76-1.76-66.73-61.50-65.93-66.73-66.73-61.50N251.2513.99-0.690.69352.90318.26320.00352.90352.90318.264層柱頂M-55.85-20.057.34-7.34-95.05-83.03-101.53-101.53-95.05-83.03N489.6678.72-2.902.90738.19683.13690.43690.43738.19683.13柱底M-37.6-13.784.89-4.89-64.26-56.32-68.64-68.64-64.26-56.32N514.8678.72-2.902.90772.21713.37720.67720.67772.21713.373層柱頂M-57.8-18.7310.49-10.49-96.39-79.74-106.18-106.18-96.39-79.74N753.27143.18-5.515.511157.231077.391091.271091.271157.231077.39柱底M-37.16-13.618.58-8.58-63.50-50.93-72.55-72.55-63.50-50.93N778.47143.18-5.515.511191.251107.631121.511121.511191.251107.632層柱頂M-58.62-19.0313.01-13.01-97.79-77.93-110.71-110.71-97.79-77.93N1016.88207.65-8.408.401576.291471.311492.481492.481576.291471.31柱底M-45.49-16.6812.88-12.88-77.76-59.38-91.83-91.83-77.76-59.38N1042.1207.65-8.408.401610.311501.551522.721522.721610.311501.551層柱頂M-43.68-13.519.09-19.09-72.20-45.37-93.48-93.48-72.20-45.37N1280.49271.97-12.9612.961995.191862.941895.601895.601995.191862.94柱底M-21.84-6.7531.82-31.82-36.105.38-74.81-74.81-36.105.38N1305.69271.97-12.9612.962029.211893.181925.841925.842029.211893.18表4.22C、D柱非抗震內力組合層次截面內力恒荷載恒荷載活荷載左風右風永久荷載起控制效應可變荷載起控制效應（左風）可變荷載起控制效應（右風）選取數值Mmax及NNmax及MNmin及MSGKSQKSW1KSW2KMMM5層柱頂M-66.35-6.975.065.06-96.40-82.03-82.03-96.40-96.40-82.03N262.4619.94-0.320.32373.86339.67340.48373.86373.86339.67柱底M-36.72-9.763.04-3.04-59.14-52.53-60.19-60.19-59.14-52.53N287.6619.94-0.320.32407.88369.91370.72370.72407.88369.914層柱頂M-62.67-20.6910.5510.55-104.88-87.98-87.98-87.98-104.88-87.98N583.26116.32-1.511.51901.39844.57848.38848.38901.39844.57柱底M-37.11-11.947.8-7.8-61.80-49.75-69.40-69.40-61.80-49.75N608.46116.32-1.511.51935.41874.81878.62878.62935.41874.813層柱頂M-62.51-19.7915.0115.01-103.78-81.03-81.03-81.03-103.78-81.03N904.06212.98-3.663.661429.201348.621357.841357.841429.201348.62柱底M-36.98-11.913.58-13.58-61.59-42.26-76.48-76.48-61.59-42.26N929.26212.98-3.663.661463.221378.861388.081388.081463.221378.862層柱頂M-62.82-19.8919.4219.42-104.30-75.98-75.98-75.98-104.30-75.98N1224.86309.62-5.985.981956.991852.421867.491867.491956.991852.42柱底M-42.58-13.719.42-19.42-70.91-43.89-92.83-92.83-70.91-43.89N1250.06309.62-5.985.981991.011882.661897.731897.731991.011882.661層柱頂M-48.18-15.2427.2727.27-79.98-42.66-42.66-42.66-79.98-42.66N1545.66406.42-11.1811.182484.932352.792380.972380.972484.932352.79柱底M-24.09-7.6232.5-32.5-39.992.44-79.46-79.46-39.992.44N1570.86406.42-11.1811.182518.952383.032411.212411.212518.952383.03表4.23B、E軸地震作用下內力組合層次截面內力恒荷載活荷載左震右震左震起控制效應右震起控制效應Mmax及NNmax及MNmin及MSGKSQKME左ME右MM5層柱頂M-73.07-7.4938.56-38.56-42.05-142.31-142.31-142.31-42.05N226.0513.99-9.859.85266.85292.46292.46292.46266.85柱底M-41.21-11.3220.76-20.76-29.26-83.23-83.23-83.23-29.26N251.2513.99-9.859.85297.09322.70322.70322.70297.094層柱頂M-55.85-20.0578.37-78.3722.83-180.93-180.93-180.9322.83N489.6678.72-33.0333.03591.89677.76677.76677.76591.89柱底M-37.6-13.7852.25-52.2514.54-121.31-121.31-121.3114.54N514.8678.72-33.0333.03622.13708.00708.00708.00622.133層柱頂M-57.8-18.7393.37-93.3740.78-201.98-201.98-201.9840.78N753.27143.18-53.4853.48920.311059.361059.361059.36920.31柱底M-37.16-13.6176.39-76.3946.55-152.07-152.07-152.0746.55N778.47143.18-53.4853.48950.551089.601089.601089.60950.552層柱頂M-58.62-19.0398.58-98.5846.39-209.92-209.92-209.9246.39N1016.88207.65-68.8668.861255.331434.361434.361434.361255.33柱底M-45.49-16.6898.58-98.5863.56-192.75-192.75-192.7563.56N1042.08207.65-68.8668.861285.571464.601464.601464.601285.571層柱頂M-43.68-13.5119.83-119.8395.26-216.30-216.30-216.3095.26N1280.49271.97-95.0495.041576.221823.321823.321823.321576.22柱底M-21.84-6.75204.04-204.04234.99-295.51-295.51-295.51234.99N1305.69271.97-95.0495.041606.461853.561853.561853.561606.46表4.24C、D軸地震作用下內力組合層次截面內力恒荷載活荷載左震右震左震起控制效應右震起控制效應Mmax及NNmax及MNmin及MSGKSQKME左ME右MM5層柱頂M-66.35-6.9753.62-53.62-14.10-153.51-153.51-153.51-14.10N262.4619.94-5.655.65319.57334.26334.26334.26319.57柱底M-36.72-9.7633.37-33.37-6.54-93.30-93.30-93.30-6.54N287.6619.94-5.655.65349.81364.50364.50364.50349.814層柱頂M-62.67-20.69107.76-107.7652.47-227.71-227.71-227.7152.47N583.26116.32-19.8019.80743.96795.44795.44795.44743.96柱底M-37.11-11.9488.17-88.1762.93-166.32-166.32-166.3262.93N608.46116.32-19.8019.80774.20825.68825.68825.68774.203層柱頂M-62.51-19.79133.68-133.6886.90-260.67-260.67-260.6786.90N904.06212.98-43.4643.461156.161269.161269.161269.161156.16柱底M-36.98-11.9120.95-120.95105.72-208.75-208.75-208.75105.72N929.26212.98-43.4643.461186.401299.401299.401299.401186.402層柱頂M-62.82-19.89147.86-147.86104.90-279.54-279.54-279.54104.90N1224.86309.62-58.1958.191579.961731.251731.251731.251579.96柱底M-42.58-13.7147.86-147.86132.90-251.53-251.53-251.53132.90N1250.06309.62-58.1958.191610.201761.491761.491761.491610.201層柱頂M-48.18-15.24171.09-171.09155.46-289.38-289.38-289.38155.46N1545.66406.42-98.4998.491970.612226.682226.682226.681970.61柱底M-24.09-7.62209.11-209.11238.36-305.32-305.32-305.32238.36N1570.86406.42-98.49190.322000.852376.302376.302376.302000.85表4.25柱剪力非抗震內力組合軸號層次恒荷載活荷載風荷載永久荷載起控制效應可變荷載起控制效應最不利內力組合VGKVQKVW1KVVVmaxB軸526.224.921.5041.4839.5541.48420.358.023.4038.1938.8138.81320.777.615.3039.9541.1941.19220.318.547.1941.8344.1944.1916.732.6710.6120.6124.8124.81C軸521.964.152.2535.6034.4235.60420.666.845.1038.8839.8439.84320.586.597.9440.9143.0043.00222.207.1010.7945.9949.1849.1817.122.2912.4522.3127.1227.12D軸521.964.152.2535.6034.4235.60420.666.845.1038.8839.8439.84320.586.597.9440.9143.0043.00222.207.1010.7945.9949.1849.1817.122.2912.4522.3127.1227.12E軸526.224.921.5041.4839.5541.48420.358.023.4038.1938.8138.81320.777.615.3039.9541.1941.19220.318.547.1941.8344.1944.1916.732.6710.6120.6124.8124.81表4.26柱剪力地震作用下內力組合層次截面恒荷載活荷載地震地震起控制效應最不利內力組合VGKVQKVEVVmaxB軸526.224.9216.4855.8455.84420.358.0236.2876.4076.40320.777.6147.1590.7990.79220.318.5454.76100.68100.6816.732.6767.4797.3997.39C軸521.964.1524.7260.9860.98420.666.8454.4399.6699.66320.586.5970.73120.60120.60222.207.1082.15137.70137.7017.122.2979.21112.89112.89D軸521.964.1524.7260.9860.98420.666.8454.4399.6699.66320.586.5970.73120.60120.60222.207.1082.15137.70137.7017.122.2979.21112.89112.89E軸526.224.9216.4855.8455.84420.358.0236.2876.4076.40320.777.6147.1590.7990.79220.318.5454.76100.68100.6816.732.6767.4797.3997.39表4.27梁剪力非抗震組合層次截面部位恒荷載活荷載風荷載永久荷載起控制效應可變荷載起控制效應最不利內力組合VGVQVW1VVVmax5支座B66.655.070.9295.7287.5395.72C左70.375.160.92100.8392.10100.83C右127.8125.8827.81D左127.8125.8827.81D右70.375.160.92100.8392.10100.83E66.655.070.9295.7287.5395.724支座B76.6825.132.36130.13126.65130.13C左92.3427.972.36154.05149.02154.05C右12.235.633.7925.2126.5526.55D左12.235.633.7925.2126.5526.55D右92.3427.972.36154.05149.02154.05E76.6825.132.36130.13126.65130.133支座B76.4124.863.98130.86128.03130.86C左92.6128.253.98156.05151.74156.05C右12.235.636.3627.3729.7829.78D左12.235.636.3627.3729.7829.78D右92.6128.253.98156.05151.74156.05E76.4124.863.98130.86128.03130.862支座B76.4524.875.67132.34130.22132.34C左92.5728.235.67157.40153.80157.40C右12.235.639.229.7633.3633.36D左12.235.639.229.7633.3633.36D右92.5728.235.67157.40153.80157.40E76.4524.875.67132.34130.22132.341支座B76.1624.728.22133.95132.90133.95C左92.8628.398.22160.09157.56160.09C右12.235.6313.0132.9638.1638.16D左12.235.6313.0132.9638.1638.16D右92.8628.398.22160.09157.56160.09E76.1624.728.22133.95132.90133.95表4.28梁彎矩非抗震內力組合層次截面部位恒荷載活荷載左風右風永久荷載效應可變荷載起控制效應（左風）可變荷載起控制效應（右風）最不利內力組合MGMQMW1MW2MMMMmax5支座B-62.11-6.373.65-3.65-93.15-77.95-87.15-93.15C左-73.54-6.63-2.952.95-108.26-100.32-92.89-108.26C右-17.15-0.715.06-5.06-28.10-15.10-27.85-28.10D左-17.15-0.71-5.065.06-28.10-27.85-15.10-28.10D右-73.54-6.632.95-2.95-108.26-92.89-100.32-108.26E-62.11-6.37-3.653.65-93.15-87.15-77.95-93.15跨中BC78.2884.9——110.49——110.49CD-2.2630.4195——-2.64——-2.64ED78.2884.9——110.49——110.494支座B-82.51-26.669.09-9.09-145.15-121.16-144.06-145.15C左-96.63-31.35-5.685.68-165.94-162.61-148.30-165.94C右-12.15-5.477.91-7.91-28.40-11.50-31.43-31.43D左-12.15-5.47-7.917.91-28.40-31.43-11.50-31.43D右-96.63-31.355.68-5.68-165.94-148.30-162.61-165.94E-82.51-26.66-9.099.09-145.15-144.06-121.16-145.15跨中BC78.7227.44——133.16——133.16CD-0.970.972——-0.35——-0.35ED78.7228.03——133.74——133.743支座B-81.09-27.62515.38-15.38-149.46-112.74-151.49-151.49C左-96.7385-31.977-9.549.54-169.95-168.40-144.36-169.95C右-12.0615-4.99813.28-13.28-32.34-4.04-37.50-37.50D左-12.0615-4.998-13.2813.28-32.34-37.50-4.04-37.50D右-96.7385-31.9779.54-9.54-169.95-144.36-168.40-169.95E-81.09-27.625-15.3815.38-149.46-151.49-112.74-151.49跨中BC79.38527.23232——133.86——133.86CD-0.8780.627——-0.57——-0.57ED79.38527.23232——133.86——133.862支座B-81.413-27.752521.59-21.59-155.24-105.46-159.87-159.87C左-96.832-32.0025-13.813.8-173.68-173.91-139.13-173.91C右-11.9935-4.98119.21-19.21-37.213.54-44.87-44.87D左-11.9935-4.981-19.2119.21-37.21-44.873.54-44.87D右-96.832-32.002513.8-13.8-173.68-139.13-173.91-173.91E-81.413-27.7525-21.5921.59-155.24-159.87-105.46-159.87跨中BC79.16227.156——133.48——133.48CD-0.8110.644——-0.46——-0.46ED79.16227.156——133.48——133.481支座B-75.7945-25.644531.98-31.98-154.32-82.97-163.56-163.56C左-92.973-30.906-19.5219.52-172.20-175.10-125.91-175.10C右-15.827-6.22227.18-27.18-50.307.41-61.08-61.08D左-15.827-6.222-27.1827.18-50.30-61.087.41-61.08D右-92.973-30.90619.52-19.52-172.20-125.91-175.10-175.10E-75.7945-25.6445-31.9831.98-154.32-163.56-82.97-163.56跨中BC83.81128.75807——141.33——141.33CD-4.6452.04——-6.27——-6.27ED83.81128.75807——141.33——141.33表4.29梁剪力抗震組合層次截面部位恒載活載左震右震左震起控制效應右震起控制效應最不利內力組合VGVQVE左VE右VVVmax5支座B66.655.079.85-9.8595.8370.2295.83C左70.375.169.85-9.85100.3574.74100.35C右18.91.1315.50-15.5043.513.2143.51D左18.91.1315.50-15.5043.513.2143.51D右70.375.169.85-9.85100.3574.74100.35E66.655.079.85-9.8595.8370.2295.834支座B76.6825.1325.18-25.18139.8374.36139.83C左92.3427.9725.18-25.18160.3294.86160.32C右12.235.6339.33-39.3369.18-33.0869.18D左12.235.6339.33-39.3369.18-33.0869.18D右92.3427.9725.18-25.18160.3294.86160.32E76.6825.1325.18-25.18139.8374.36139.833支座B76.4124.8638.16-38.16156.2257.00156.22C左92.6128.2538.16-38.16177.6978.47177.69C右12.235.6361.82-61.8298.42-62.3198.42D左12.235.6361.82-61.8298.42-62.3198.42D右92.6128.2538.16-38.16177.6978.47177.69E76.4124.8638.16-38.16156.2257.00156.222支座B76.4524.8746.03-46.03166.5046.82166.50C左92.5728.2346.03-46.03187.8668.18187.86C右12.235.6374.91-74.91115.44-79.33115.44D左12.235.6374.91-74.91115.44-79.33115.44D右92.5728.2346.03-46.03187.8668.18187.86E76.4524.8746.03-46.03166.5046.82166.501支座B76.1624.7256.12-56.12179.1833.27179.18C左92.8628.3956.12-56.12201.4255.51201.42C右12.235.6388.88-88.88133.60-97.49133.60D左12.235.6388.88-88.88133.60-97.49133.60D右92.8628.3956.12-56.12201.4255.51201.42E76.1624.7256.12-56.12179.1833.27179.18表4.30梁彎矩抗震組合層次截面部位恒荷載活荷載左震右震左震起控制效應右震起控制效應最不利內力組合MGMQMD左MD右MMMmax5支座B-62.11-6.3738.56-38.56-28.22-128.48-128.48C左-73.54-6.63-32.3732.37-134.31-50.15-134.31C右-17.15-0.7123.25-23.259.22-51.23-51.23D左-17.15-0.71-23.2523.25-51.239.22-51.23D右-73.54-6.6332.37-32.37-50.15-134.31-134.31E-62.11-6.37-38.5638.56-128.48-28.22-128.484支座B-82.5095-26.664599.14-99.1413.87-243.89-243.89C左-96.628-31.348-58.9958.99-211.45-58.08-211.45C右-12.1465-5.465599.29-99.29111.22-146.93-146.93D左-12.1465-5.4655-99.2999.29-146.93111.22-146.93D右-96.628-31.34858.99-58.99-58.08-211.45-211.45E-82.5095-26.6645-99.1499.14-243.8913.87-243.893支座B-81.09-27.7525145.61-145.6175.33-303.25-303.25C左-96.7385-32.0025-92.7392.73-255.84-14.74-255.84C右-12.0615-6.0435129.12-129.12149.76-185.96-185.96D左-12.0615-6.0435-129.12129.12-185.96149.76-185.96D右-96.7385-32.002592.73-92.73-14.74-255.84-255.84E-81.09-27.7525-145.61145.61-303.2575.33-303.252支座B-81.413-27.7525174.97-174.97113.11-341.81-341.81C左-96.832-32.0025-112.36112.36-281.4710.67-281.47C右-11.9935-4.981156.45-156.45186-220.77-220.77D左-11.9935-4.981-156.45156.45-220.77186.00-220.77D右-946.832-32.0025112.36-112.36-1009.33-1301.47-1301.47E-81.413-27.7525-174.97174.97-341.81113.11-341.811支座B-75.7945-25.6445218.41-218.41177.59-390.27-390.27C左-92.973-30.906-133.32133.32-303.4343.20-303.43C右-15.827-6.222185.63-185.63218.59-264.04-264.04D左-15.827-6.222-185.63185.63-264.04218.59-264.04D右-92.973-30.906133.32-133.3243.20-303.43-303.43E-75.7945-25.6445-218.41218.41-390.27177.59-390.274.7框架梁設計根據框架柱和框架梁控制截面內力設計值，利用正截面承載力和斜截面承載力計算公式，算出所需縱筋及箍筋并進行配筋。混凝土強度：C30，鋼筋強度：HRB400，4.7.1梁支座邊緣彎矩計算梁的支座截面考慮了柱支座寬度的影響，按支座邊緣截面的彎矩計算，其值:按上式的計算結果列入表4.31中[14]。表4.31梁支座邊緣彎矩計算（抗震）截面位置支座M組支座V組柱寬M值B-5-128.4895.830.5-104.52B-4-243.89139.830.5-208.93B-3-303.25156.220.5-264.20B-2-341.81166.500.5-300.18B-1-390.27179.180.5-345.48C左-5-134.31100.350.5-109.22C左-4-211.45160.320.5-171.37C左-3-255.84177.690.5-211.42C左-2-281.47187.860.5-234.50C左-1-303.43201.420.5-253.07C右-5-51.2343.510.5-40.35C右-4-146.9369.180.5-129.63C右-3-185.9698.420.5-161.36C右-2-220.77115.440.5-191.91C右-1-264.04133.600.5-230.64D左-5-51.2343.510.5-40.35D左-4-146.9369.180.5-129.63D左-3-185.9698.420.5-161.36D左-2-220.77115.440.5-191.91D左-1-264.04133.600.5-230.64D右-5-134.31100.350.5-109.22D右-4-211.45160.320.5-171.37D右-3-255.84177.690.5-211.42D右-2-281.47187.860.5-234.50D右-1-303.43201.420.5-253.07E-5-128.4895.830.5-104.52E-4-243.89139.830.5-208.93E-3-303.25156.220.5-264.20E-2-341.81166.500.5-300.18E-1-390.27179.180.5-345.48表4.32梁支座邊緣彎矩計算（非抗震）截面位置支座M組支座V組柱寬M值B-5-93.15395.720.5-69.2B-4-145.15130.130.5-112.6B-3-151.49130.860.5-118.8B-2-159.87132.340.5-126.8B-1-163.56133.950.5-130.1C左-5-108.26100.830.5-83.0C左-4-165.94154.050.5-127.4C左-3-169.95156.050.5-130.9C左-2-173.91157.400.5-134.6C左-1-175.10160.090.5-135.1C右-5-28.1027.810.5-21.1C右-4-31.4326.550.5-24.8C右-3-37.5029.780.5-30.1C右-2-44.8733.360.5-36.5C右-1-61.0838.160.5-51.5D左-5-28.1027.810.5-21.1D左-4-31.4326.550.5-24.8D左-3-37.5029.780.5-30.1D左-2-44.8733.360.5-36.5D左-1-61.0838.160.5-51.5D右-5-108.26100.830.5-83.0D右-4-165.94154.050.5-127.4D右-3-169.95156.050.5-130.9D右-2-173.91157.400.5-134.6D右-1-175.10160.090.5-135.1E-5-93.15395.720.5-69.2E-4-145.16130.130.5-112.6E-3-151.49130.860.5-118.8E-2-159.87132.340.5-126.8E-1-163.56133.950.5-計算縱向受拉鋼筋當梁支座處承受負彎矩，截面設計按矩形截面設計；而當梁跨中承受正彎矩，應考慮樓板的影響，按T形截面設計。框架梁內縱向鋼筋選級鋼。對于T形截面受彎構件受壓翼緣計算寬度的取值，應考慮翼緣厚度、梁跨度和受力狀況等因素。以2層BC跨為例。（1）BC跨跨中計算(a)翼緣計算寬度當按跨度考慮時：(b)按梁間距考慮時：(c)按翼緣高度考慮時：3者間取最小值，則[15]。查內力組合表4.35可知屬于第一類T形截面，同理CD,DE跨梁也為第一類T形截面。選配222（2）B支座處計算（a）非抗震情況下：選配鋼筋222滿足要求。（b）地震作用下：選配鋼筋420（3）C右支座抗震計算：取，故取受拉區鋼筋選用：420（）受壓區鋼筋選用：210（）其他跨計算步驟同上，其結果見下表。表4.33非抗震支座配筋表層次部位截面Mbh0αsζfyAsAsmin配筋5層支座B69.223272505600.0620.064360354.68300216C左83.0498252505600.0740.077360428.46300216+26C右21.146642004100.0440.045360146.57300216D左21.146642004100.0440.045360146.57300216D右83.0498252505600.0740.077360428.46300216+26E左69.223272505600.0620.064360354.683002164層支座B112.6226852505600.1000.106360589.94300216+212C左127.427042505600.1140.121360672.77300216+214C右24.792632004100.0520.053360172.54300216D左24.792632004100.0520.053360172.54300216D右127.427042505600.1140.121360672.77300216+214E左112.6226852505600.1000.106360589.94300216+2123層支座B118.7794252505600.1060.112360624.22300416C左130.935112505600.1170.125360692.61300416C右30.058232004100.0630.065360210.44300216D左30.058232004100.0630.065360210.44300216D右130.935112505600.1170.125360692.61300416E左118.7794252505600.1060.112360624.223004162層支座B126.7814252505600.1130.120360669.13300416C左134.5601252505600.1200.128360713.19300416C右36.532412004100.0760.079360257.70300216D左36.532412004100.0760.079360257.70300216D右134.5601252505600.1200.128360713.19300416E左126.7814252505600.1130.120360669.133004161層支座B130.12505600.1160.124360687.73300416C左135.12505600.1200.129360716.17300416C右51.542004100.1070.114360370.21300216D左51.542004100.1070.114360370.21300216D右135.12505600.1200.129360716.17300416E左130.12505600.1160.124360687.73300416表4.34非抗震跨中配筋層次截面柱號Mb'fh'fMf’αsζAs配筋5跨中BC110.4916901201595.020.0150.015552.12220CD2.641000120943.800.0010.00113.12216DE110.4916901201595.020.0150.015552.122204跨中BC133.7416901201595.020.0180.018669.35222CD27.111000120943.800.0060.006134.89216DE133.7416901201595.020.0180.018669.352223跨中BC133.8616901201595.020.0180.018669.96222CD29.871000120943.800.0070.007148.68216DE133.8616901201595.020.0180.018669.962222跨中BC133.4816901201595.020.0180.018668.04222CD29.731000120943.800.0070.007147.96216DE133.4816901201595.020.0180.018668.042221跨中BC141.3316901201595.020.0190.019707.69222CD4.271000120943.800.0010.00121.20216DE141.3316901201595.020.0190.019707.69222表4.35抗震支座配筋層次部位截面MαsζζbfyγSAsAsmin是否滿足最小配筋率配筋5層支座B104.520.0700.0730.3503600.964403.49300是316C左109.220.0730.0760.3503600.962422.38300是316C右40.350.0630.0650.3503600.967211.94300否316D左40.350.0630.0650.3503600.967211.94300否316D右109.220.0730.0760.3503600.962422.38300是316E左104.520.0700.0730.3503600.964403.49300是3164層支座B208.930.1400.1510.3503600.924840.85300是418C左171.370.1150.1220.3503600.939678.98300是418C右129.630.2020.2280.3503600.886743.59300是418D左129.630.2020.2280.3503600.886743.59300是418D右171.370.1150.1220.3503600.939678.98300是418E左208.930.1400.1510.3503600.924840.85300是4183層支座B264.20.1770.1960.3503600.9021089.62300是418C左211.420.1410.1530.3503600.923851.75300是418C右161.360.2520.2950.3503600.852961.93300是418D左161.360.2520.2950.3503600.852961.93300是418D右211.4250.1410.1530.3503600.923851.75300是418E左264.20.1770.1960.3503600.9021089.62300是4182層支座B300.184750.2010.2260.3503600.8871259.35300是420C左234.504750.1570.1720.3503600.914954.29300是420C右191.910750.2990.3670.350配置雙筋見表下D左191.910750.2990.3670.350D右234.504750.1570.1720.3503600.914954.29300是420E左300.184750.2010.2260.3503600.8871259.35300是4201層支座B345.4750.2310.2670.3503600.8671469.98300是422C左253.07450.1690.1870.3503600.9071038.46300是422C右230.64050.3600.4700.350配置雙筋見表下D左230.64050.3600.4700.350D右253.07450.1690.1870.3503600.9071038.46300是422E左345.4750.2310.2670.3503600.8671469.98300是422注：B、C左、D右、E梁截面尺寸為C右、D左梁截面尺寸為表4.36雙筋表Mζebh0α1fcAs'As受拉受壓1層支座c230.64050.35200410114.3253.0311393.064222142層支座c191.910750.35200410114.337.871177.894202104.7.3梁斜截面受剪承載力設計為了防止斜壓破壞，驗算截面最小尺寸對于二層BC跨：（1）非抗震：，因驗算是否需要配置箍筋由于比值過小所以按構造配筋選配8@250，（2）考慮地震作用時BC跨中受剪配筋支座處：驗算截面尺寸截面滿足。選取10@200，二級抗震加密區長度選取其他跨計算步驟同上，如下表所示。表4.37非抗震斜截面支座配筋表層次部位截面Vbh0驗算截面尺寸是否按計算配筋配筋0.25βc*fc*b*h0αcvftV'與V比較5支座B94.95250560500.500.71.43140.14>V,構造配筋8@250C左100.06250560500.500.71.43140.14>V,構造配筋8@250C右26.622004102382.08>V,構造配筋8@250D左26.622004102382.08>V,構造配筋8@250D右100.06250560500.500.71.43140.14>V,構造配筋8@250E左94.95250560500.500.71.43140.14>V,構造配筋8@2504支座B128500.71.43140.14>V,構造配筋8@250C左152.07250560500.500.71.43140.14>V,構造配筋8@250C右26.552004102382.08>V,構造配筋8@250D左26.552004102382.08>V,構造配筋8@250D右152.07250560500.500.71.43140.14>V,構造配筋8@250E左128500.71.43140.14>V,構造配筋8@2503支座B128.03250560500.500.71.43140.14>V,構造配筋8@250C左152.71250560500.500.71.43140.14>V,構造配筋8@250C右29.782004102382.08>V,構造配筋8@250D左29.782004102382.08>V,構造配筋8@250D右152.71250560500.500.71.43140.14>V,構造配筋8@250E左128.03250560500.500.71.43140.14>V,構造配筋8@2502支座B130.22250560500.500.71.43140.14>V,構造配筋8@250C左153.8250560500.500.71.43140.14>V,構造配筋8@250C右33.362004102382.08>V,構造配筋8@250D左33.362004102382.08>V,構造配筋8@250D右153.8250560500.500.71.43140.14>V,構造配筋8@250E左130.22250560500.500.71.43140.14>V,構造配筋8@2501支座B132.9250560500.500.71.43140.14>V,構造配筋8@250C左157.56250560500.500.71.43140.14>V,構造配筋8@250C右38.162004102382.08>V,構造配筋8@250D左38.162004102382.08>V,構造配筋8@250D右157.56250560500.500.71.43140.14>V,構造配筋8@250E左132.9250560500.500.71.43140.14>V,構造配筋8@250注：因為As/s值較小所以按構造配筋表4.38抗震斜截面支座處配筋表層次部位截面Vbbh0驗算截面尺寸是否按計算配筋Asv/s非加密區配筋加密區長度加密區配筋1/γRE*(0.2βc*fc*b*h0）VftV'與V比較5層支座B104.52250560533.8778.41.4384.08大于構造配筋8@200900.008@100C左109.22250560533.8781.91.4384.08大于8@200900.008@100C右58.605200410312.6944.01.4349.25大于8@200600.008@100D左58.605200410312.6944.01.4349.25大于8@200600.008@100D右109.22250560533.8781.91.4384.08大于8@200900.008@100E104.52250560533.8778.41.4384.08大于8@200900.008@1004層支座B208.93250560533.87156.71.4384.08小于0.298@200900.008@100C左184.38250560533.87138.31.4384.08小于0.228@200900.008@100C右141.10200410312.69105.81.4349.25小于0.318@200600.008@100D左141.10200410312.69105.81.4349.25小于0.318@200600.008@100D右184.38250560533.87138.31.4384.08小于0.228@200900.008@100E208.93250560533.87156.71.4384.08小于0.298@200900.008@1003層支座B264.20250560533.87198.11.4384.08小于0.458@200900.008@100C左211.42250560533.87158.61.4384.08小于0.308@200900.008@100C右174.73200410312.69131.01.4349.25小于0.448@200600.008@100D左174.73200410312.69131.01.4349.25小于0.448@200600.008@100D右211.42250560533.87158.61.4384.08小于0.308@200900.008@100E264.20250560533.87198.11.4384.08小于0.458@200900.008@1002層支座B30087225.11.4384.08小于0.5610@200900.0010@100C左234.50250560533.87175.91.4384.08小于0.3610@200900.0010@100C右204.58200410312.69153.41.4349.25小于0.5610@200600.0010@100D左204.58200410312.69153.41.4349.25小于0.5610@200600.0010@100D右234.50250560533.87175.91.4384.08小于0.3610@200900.0010@100E30087225.11.4384.08小于0.5610@200900.0010@1001層支座B345.48250560533.87259.11.4384.08小于0.6910@200900.00