設計題目：江西省景德鎮(zhèn)市實驗中學學生宿舍樓設計I框架梁非抗震內力基本組合表件跨向截面內力荷載種類恒荷載+活荷載恒荷載+活荷載+風荷載恒載活載風荷載恒荷載控制組合1.3恒+1.5*(0.7活+風)1.3恒+1.5*(活+0.6風)左風右風1.35恒+1.5*0.7活左風右風左風右風六層橫梁第一跨梁左端M-59.30-4.973.142.02-85.28-77.60-87.03-81.72-87.38V79.525.160.83-0.83112.77110.04107.55111.86110.37跨中M119.237.69————169.04梁右端M-63.88-5.082.023.14-91.57-85.35-91.40-88.85-92.48V81.065.19-0.830.83114.89112.85108.82114.39111.96第二跨梁左端M-18.64-0.862.322.02-26.06-22.10-28.16-23.70-27.33V14.910.841.35-1.3521.0122.2818.2521.8519.43跨中M17.471.14————24.77梁右端M-18.64-0.862.022.32-26.06-22.10-28.16-23.70-27.33V14.910.84-1.351.3521.0122.2818.2521.8519.43續(xù)表五層橫梁第一跨梁左端M-74.70-17.918.185.25-119.65-103.65-128.18-116.61-131.34V80.5520.632.15-2.15130.39129.60123.13137.59133.71跨中M119.7730.75————193.98梁右端M80.5520.635.258.18-121.02-109.38-125.13-120.81-130.26V-75.33-18.40-2.152.15130.85132.07121.57139.32133.02第二跨梁左端M-15.46-3.552.322.02-24.59-15.95-31.70-20.69-30.14V21.113.383.50-3.5032.0436.2325.7335.6529.35跨中M19.374.56————30.94梁右端M-15.46-3.552.022.32-24.59-15.95-31.70-20.69-30.14V21.113.38-3.503.5032.0436.2325.7335.6529.35四層橫梁第一跨梁左端M-72.58-18.5513.378.58-117.46-93.78-133.89-110.15-134.22V20.6420.643.52-3.52130.29131.55120.98138.72132.38跨中M119.7730.75————193.98梁右端M-73.75-18.948.5813.37-119.46-102.90-128.65-116.57-132.02V80.8520.77-3.523.52130.96135.50118.33141.42131.12第二跨梁左端M-15.97-3.379.888.58-25.10-11.43-37.18-18.09-33.54V21.113.385.72-5.7232.0439.5722.4037.6527.35跨中M19.374.56————30.94梁右端M-15.97-3.378.589.88-25.10-11.43-37.18-18.09-33.54V21.113.38-5.725.7232.0439.5722.4037.6527.35續(xù)表三層橫梁第一跨梁左端M-72.58-18.5518.9712.18-117.46-85.38-142.29-105.11-139.26V80.4620.645.00-5.00130.29133.76118.77140.05131.06跨中M119.7730.75————193.98梁右端M-73.75-18.9412.1818.97-119.46-97.51-134.04-113.34-135.26V80.8520.77-5.005.00130.96139.09114.74143.57128.96第二跨梁左端M-15.97-3.3714.0112.18-25.10-6.04-42.57-14.86-36.78V21.113.388.12-8.1232.0443.1618.8139.8125.20跨中M19.374.56————30.94梁右端M-15.97-3.3712.1814.01-25.10-6.04-42.57-14.86-36.78V21.113.38-8.128.1232.0443.1618.8139.8125.20二層橫梁第一跨梁左端M-73.30-18.6422.1714.23-118.52-81.61-148.11-103.30-143.20V80.4820.645.84-5.84130.32135.06117.54140.84130.33跨中M119.7730.75————193.98梁右端M-74.34-19.0114.2322.17-120.32-95.27-137.95-112.36-137.97V80.8320.77-5.845.84130.93141.11112.66144.77127.70第二跨梁左端M-15.78-3.3516.3714.23-24.82-2.69-45.37-12.73-38.34V21.113.389.48-9.4832.0445.2116.7641.0423.97跨中M19.374.56————30.94梁右端M-15.78-3.3514.2316.37-24.82-2.69-45.37-12.73-38.34V21.113.38-9.489.4832.0445.2116.7641.0423.97續(xù)表一層橫梁第一跨梁左端M-73.35-17.1625.8715.34-117.04-74.57-152.17-97.81-144.37V87.7920.596.59-6.59140.13145.64125.85150.95139.08跨中M130.9430.75————209.06梁右端M-75.67-17.8415.3425.87-120.88-94.08-140.11-111.32-138.93V88.5720.82-6.596.59141.43152.34121.66155.58137.16第二跨梁左端M-19.98-3.8117.6515.34-30.98-6.97-53.00-17.89-45.51V24.533.3810.23-10.23140.1350.7720.0946.1527.74跨中M21.684.56————34.05梁右端M-19.98-3.8115.3417.65-30.98-6.97-53.00-17.89-45.51V24.533.38-10.2310.23140.1350.7720.0946.1527.74框架梁抗震內力基本組合表桿件跨向截面內力荷載種類內力組合重力荷載地震荷載1.2（重力荷載）+1.3地震左震右震左震右震六層橫梁第一跨梁左端M-61.0116.21-16.21-39.10-70.72V80.65-4.754.7577.0187.51跨中M134.20————————梁右端M-65.07-15.1615.16-73.34-43.78V82.024.75-4.7588.9178.40第二跨梁左端M-18.859.88-9.88-7.33-26.60V15.30-6.596.598.3322.88跨中M20.00————————梁右端M-18.859.88-9.88-7.33-26.60V15.30-6.596.598.3322.88五層橫梁第一跨梁左端M-83.5062.39-62.39-14.32-135.98V90.84-17.3117.3173.53111.79跨中M150.16————————梁右端M-84.46-51.8651.86-126.58-25.45續(xù)表V91.1717.31-17.31-112.1273.86第二跨梁左端M-17.2633.81-33.8117.43-48.49V22.79-22.5422.54-1.6548.15跨中M24.06————————梁右端M-17.2633.81-33.8117.43-48.49V22.79-22.5422.54-1.6548.15四層橫梁第一跨梁左端M-81.8687.49-87.4911.63-158.97V90.78-24.1324.1365.93119.26跨中M150.16————————梁右端M-83.23-71.7871.78-144.89-4.92V91.2424.13-24.13119.7366.40第二跨梁左端M-17.6646.79-46.7929.73-61.51V22.79-31.1931.19-11.2257.72跨中M24.06————————梁右端M-17.6646.79-46.7929.73-61.51V22.79-31.1931.19-11.2257.72續(xù)表三層橫梁第一跨梁左端M-81.86102.36-102.3626.13-173.47V90.78-28.7728.7760.80124.38跨中M150.16————————梁右端M-83.23-87.5287.52-160.2410.43V91.2428.77-28.77124.8561.27第二跨梁左端M-17.6657.05-57.0539.73-71.52V22.79-38.0338.03-18.7865.28跨中M24.06————————梁右端M-17.6657.05-57.0539.73-71.52V22.79-38.0338.03-18.7865.28二層橫梁第一跨梁左端M-82.62122.24-122.2444.82-193.54V90.80-33.7033.7055.38129.85跨中M150.16————————梁右端M-83.85-100.16100.16-173.1222.20V91.2133.70-33.70130.2755.80續(xù)表第二跨梁左端M-17.4665.29-65.2947.95-79.37V22.79-43.5343.53-24.8571.35跨中M24.06————————梁右端M-17.4665.29-65.2947.95-79.37V22.79-43.5343.53-24.8571.35一層橫梁第一跨梁左端M-81.93178.27-178.27100.08-247.55V98.08-45.9345.9349.30150.79跨中M162.58————————梁右端M-84.59-124.84124.84-197.8545.59V98.9845.93-45.93151.7150.21第二跨梁左端M-21.8981.38-81.3859.64-99.05V26.21-54.2554.25-33.2186.69跨中M26.62————————梁右端M-21.8981.38-81.3859.64-99.05V26.21-54.2554.25-33.2186.69注：1.表中彎矩單位為，剪力單位為；2.本例中考慮到風荷載作用類型同地震荷載極為相似，但其大小相對與地震荷載較小，故該處沒考慮該組合形式。9.2豎向框架柱的內力組合框架柱取每層柱頂和柱底兩個控制截面?？蚣苤强拐饍攘窘M合表桿件跨向截面內力荷載種類恒荷載+活荷載恒荷載+活荷載+風荷載Mmax及相應的NNmin及相應的MNmax及相應的M恒載活載風荷載永久荷載控制組合1.3恒+1.5*(0.7活+風)1.3恒+1.5*(活+0.6風)左風右風1.35恒+1.5×0.7活左風右風左風右風NMM頂層柱A柱柱頂M65.895.533.143.1494.7696.1886.7596.7891.1294.763.1494.76N126.107.18-0.83-0.83177.77170.23172.71173.96175.45177.77-0.83177.7柱底M-42.12-8.272.632.63-65.55-61.10-65.79-65.77-68.58-65.551.56-65.5N148.787.18-0.83-0.83208.40199.72202.21203.45204.94208.40-0.83208.4V-32.73-4.18-0.83-0.83-48.58-36.76-57.13-42.71-54.93續(xù)表B柱柱頂M-50.27-4.694.344.34-72.46-63.77-76.78-68.48-76.29-87.534.34-72.4N138.418.58-0.52-0.52195.25187.69190.18192.05193.54128.56-0.8195.25柱底M39.917.782.162.16-61.5163.2956.8265.5061.6263.662.1661.51N161.098.58-0.52-0.52225.88217.19219.67221.54223.03148.98-0.8225.88V27.333.78-0.52-0.5240.6049.6829.3147.3035.08五層柱A柱柱頂M40.8711.636.626.6267.3975.2755.4276.5364.6285.736.6267.39N281.6035.91-2.98-2.98417.87399.31408.26417.26422.63292.53-2.9417.87柱底M-37.06-9.804.414.41-60.32-51.85-65.08-58.90-66.84-66.794.41-60.32N304.2935.91-2.98-2.98448.49428.81437.75446.75452.12312.95-2.9448.49V-23.62-6.49-2.98-2.98-38.70-13.66-61.38-26.12-54.76B柱柱頂M-26.61-8.729.139.13-44.48-30.06-57.45-39.46-55.90-85.929.13-44.48N318.2342.89-1.86-1.86471.65454.26463.21475.35480.72300.76-2.9471.65柱底M35.559.296.096.0957.1065.1046.8465.6354.6778.386.0957.10N340.9242.89-1.86-1.86502.27483.76492.70504.85510.21321.18-2.9502.27V-23.62-6.49-1.86-1.8630.7854.086.3646.9918.36續(xù)表四層柱A柱柱頂M43.5910.818.968.9670.2081.4654.5880.9564.82111.638.9670.20N437.0164.65-6.50-6.50657.85626.24645.76659.24670.95500.12-6.5657.85柱底M-37.06-9.807.337.33-60.32-47.47-69.46-56.27-69.47-93.317.33-60.32N459.7064.65-6.50-6.50688.48655.74675.25688.73700.44521.90-6.5688.48V-24.44-6.25-6.50-6.50-39.55-3.07-73.59-19.98-62.29B柱柱頂M-28.65-8.0212.3712.37-46.53-27.10-64.21-38.13-60.40-117.1612.3-46.53N498.1577.19-4.06-4.06748.14718.88738.40757.52769.23502.65-6.5748.14柱底M35.559.2910.1210.12-57.1071.1540.7969.2651.04110.0910.157.10N520.8377.19-4.06-4.06778.77748.38767.89787.01798.72524.43-6.5778.77V19.455.24-4.06-4.0631.4066.06-4.4654.3112.00三層柱A柱柱頂M43.5910.8111.6411.6470.2085.4850.5683.3662.41121.6611.670.20N592.4393.39-11.50-11.50897.84850.96885.47899.89920.59693.03-11.50897.84柱底M-36.14-9.689.529.52-58.95-42.86-71.43-52.93-70.07-100.489.52-58.95N615.1293.39-11.50-11.50928.47880.46914.96929.38950.09714.81-11.50928.47V-24.16-6.21-11.50-11.50-39.147.87-83.72-13.25-68.20續(xù)表B柱柱頂M-28.65-8.0216.0716.07-46.53-21.56-69.76-34.81-63.73-127.2516.0-46.53N678.06111.49-7.18-7.181024.64981.291015.791038.361059.06682.19-11.501024.64柱底M34.809.2013.1513.1556.0074.6235.1870.8747.21124.3213.1556.00N700.75111.49-7.18-7.181055.271010.781045.291067.851088.56703.97-11.501055.27V19.235.22-7.18-7.1831.0776.27-15.3260.305.34二層柱A柱柱頂M45.3011.0312.6412.6472.7489.4451.5186.8264.06123.5812.672.74N747.86122.14-17.34-17.341137.861074.451126.471139.821171.03891.09-17.341137.86柱底M-48.02-11.8612.6412.64-77.29-55.92-93.85-68.85-91.60-126.9012.6-77.29N770.55122.14-17.34-17.341168.481103.951155.971169.311200.52912.87-17.341168.48V-28.28-6.94-17.34-17.34-45.4610.67-98.77-14.34-80.00續(xù)表B柱柱頂M-30.26-8.2117.4517.45-48.90-21.78-74.14-35.95-67.36-132.8117.4-48.90N857.95145.78-10.83-10.831301.101242.401294.421318.411349.62861.13-17.341301.10柱底M45.3011.0517.4517.4571.9896.6744.3291.1759.76-150.19-17.4571.98N880.64145.78-10.83-10.831331.731271.901323.921347.901379.11882.91-17.341331.73V22.905.84-10.83-10.8336.6390.61-18.8271.355.69底層柱A柱柱頂M33.487.2013.2313.2352.7570.9231.2466.2242.42115.3913.2352.75N919.39150.83-23.93-23.931399.551317.681389.481399.911442.991117.29-23.931399.55柱底M-16.74-3.6023.2523.25-26.389.33-60.41-6.24-48.09-160.5823.25--26.38N948.95150.83-23.93-23.931439.461356.111427.911438.341481.421145.67-23.931439.46V-11.68-2.51-23.93-23.93-18.2345.66-81.3019.14-57.04續(xù)表B柱柱頂M-16.57-4.5315.5515.55-26.81-2.98-49.62-14.35-42.33-127.6415.55-26.81N1057.21180.13-14.46-14.461603.771527.611599.421623.031666.111060.24-23.931603.77柱底M8.292.2727.3327.3313.4154.14-27.8438.77-10.43156.1327.3313.41N1086.78180.13-14.46-14.461643.671566.041637.851661.461704.541088.62-23.931643.67V5.781.58-14.46-14.469.3572.65-54.3047.97-28.20注：表中的彎矩單位為，軸力單位為?？蚣苤拐饍攘窘M合表桿件跨向截面內力荷載種類MmaxNmaxNmin重力荷載地震荷載1.3地震+1.2（重力荷載）左震右震左震右震NMM頂層柱A柱柱頂M67.79-32.6232.6238.93123.7594.763.1494.76N131.27-4.754.75151.35163.71177.77-0.83177.77柱底M-45.9016.21-16.21-34.00-76.15-65.551.56-65.55N153.96-4.754.75178.58190.93208.40-0.83208.40V-34.4514.80-14.80-22.10-60.58B柱柱頂M-51.35-42.3842.38-116.71-6.53-87.534.34-72.46N144.83-1.831.83171.41176.18128.56-0.83195.25柱底M43.6125.03-25.0384.8819.7963.662.1661.51N167.52-1.831.83198.64203.40148.98-0.83225.88V28.7820.43-20.4361.097.97五層柱A柱柱頂M-31.06-44.6544.65-1.79114.3185.736.6267.39N341.82-22.0622.06332.67390.04292.53-2.98417.87柱底M40.2029.77-29.77-11.65-89.05-66.794.41-60.32N364.51-22.0622.06359.89417.26312.95-2.98448.49V21.5922.55-22.55-2.99-61.62續(xù)表B柱柱頂M-41.96-59.4559.45-114.5640.00-85.929.13-44.48N493.60-7.067.06401.01419.37300.76-2.98471.65柱底M-27.5643.29-43.29104.51-8.0478.386.0957.10N364.51-7.067.06428.24446.59321.18-2.98502.27V21.5931.13-31.1366.38-14.56四層柱A柱柱頂M49.00-52.3552.35-9.26126.85111.638.9670.20N470.91-46.2046.20505.04625.15500.12-6.50657.85柱底M-41.9642.83-42.835.34-106.03-93.317.33-60.32N493.60-46.2046.20532.26652.37521.90-6.50688.48V-27.5628.84-28.844.42-70.57B柱柱頂M-32.65-72.2772.27-133.1354.76-117.1612.37-46.53N538.89-14.1214.12628.31665.02502.65-6.50748.14柱底M40.2059.13-59.13125.10-28.63110.0910.1257.10N561.57-14.1214.12655.53692.25524.43-6.50778.77V22.0839.82-39.8278.25-25.27續(xù)表三層柱A柱柱頂M49.00-61.1261.12-20.66138.25121.6611.6470.20N640.69-74.9774.97671.38866.29693.03-11.50897.84柱底M-40.9850.01-50.0115.83-114.18-100.489.52-58.95N663.38-74.9774.97698.60893.51714.81-11.50928.47V-27.2733.67-33.6711.06-76.49B柱柱頂M-32.65-81.0981.09-144.6066.23-127.2516.07-46.53N735.95-23.3923.39852.74913.54682.19-11.501024.64柱底M39.4072.30-72.30141.28-46.72124.3213.1556.00N758.64-23.3923.39879.96940.77703.97-11.501055.27V21.8346.48-46.4886.63-34.23二層柱A柱柱頂M50.82-61.1261.12-18.47140.44123.5812.6472.74N810.50-108.66108.66831.341113.86891.09-17.341137.86柱底M-53.9661.12-61.1214.71-144.20-126.9012.64-77.29N833.19-108.66108.66858.571141.09912.87-17.341168.48V-31.7537.04-37.0410.05-86.25續(xù)表B柱柱頂M-34.37-84.3784.37-150.9268.44-132.8117.45-48.90N932.99-33.2233.221076.411162.77861.13-17.341301.10柱底M50.8384.37-84.37170.67-48.69-150.19-17.4571.98N955.68-33.2233.221103.631190.00882.91-17.341331.73V25.8251.13-51.1397.45-35.49底層柱A柱柱頂M37.08-66.6466.64-42.14131.13115.3913.2352.75N996.38-154.59154.59994.691396.621117.29-23.931399.55柱底M-18.54117.16-117.16130.06-174.55-160.5823.25--26.38N1025.94-154.59154.591030.161432.091145.67-23.931439.46V-12.9342.74-42.7440.05-71.09B柱柱頂M-18.84-94.1994.19-145.0599.84-127.6415.55-26.81N1149.42-41.5441.541325.301433.321060.24-23.931603.77柱底M9.42121.85-121.85169.71-147.11156.1327.3313.41N1178.99-41.5441.541360.781468.791088.62-23.931643.67V6.5750.24-50.2473.20-57.43注：表中的彎矩單位為，軸力單位為。第10章截面設計10.1設計內力1、梁設計內力的選擇梁利用彎矩與剪力進行截面設計，具體來說，利用彎矩設計縱向鋼筋，利用剪力設計箍筋。所以彎矩與剪力不需取同一組工況的內力。分別取最大值為設計內力即可。具體設計內力的選擇見下文各個桿件截面設計。2、柱設計內力的選擇柱利用彎矩與軸力進行設計，兩者是耦合的，不可孤立的選擇，所以，兩者必須來自于同一種工況。究竟哪一種工況最危險，需要借助于N－M包絡圖來判斷，必要時還要試算，哪一種配筋量大，那么這一組即為設計內力。剪力用于設計箍筋，可以取自不同于彎矩和軸力的工況（即取最大值）。具體設計內力的選擇見下文各個桿件截面設計。10.2梁截面設計設計思路：對于邊跨梁（因為各個梁截面計算方法相同，僅荷載不同，本文僅取屋面邊跨梁進行計算，其余梁截面具體計算過程從略），首先利用跨中正彎矩設計值，以單筋T形截面來配置梁底縱筋（因為跨中梁頂負筋一般配置較少，以單筋截面設計帶來的誤差較?。蝗缓蟾鶕?jù)“跨中梁底縱筋全部錨入支座”的原則確定支座的梁底縱筋，利用支座負彎矩設計值以雙筋矩形截面來配置梁頂縱筋?？v筋的截斷、錨固以構造要求確定。鋼筋采用電渣壓力焊接，所以不考慮鋼筋的搭接。然后按《高規(guī)》有關要求配置抗剪箍筋，驗算梁抗剪承載力；對于中跨梁，因其跨中正彎矩較小，所以利用支座負彎矩設計值，以單筋T形截面來配置梁頂縱筋即可。其余操作同邊跨梁。（因計算方法一樣，本例只選取屋面第一跨框架梁進行計算，其余梁配筋結果詳結構圖）由以上荷載組合可知，第一跨屋面框架梁跨中彎矩應取169.04KN/m2，梁左端彎矩-85.28KN/m2，剪力112.77KN，梁右端彎矩-91.57KN/m2，剪力114.89KN，具體計算結果如下:設計參數(shù)：梁砼：C30（fC=14.3KN/m2ft=1.43KN/m2）縱筋：HRB400（fy=360KN/m2）；箍筋：HPB300（fy=270KN/m2）；縱筋保護層厚：。梁的正截面受彎承載力計算從內力組合表中分別選出屋面層第一跨跨間截面和支座截面的最不利內力，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。跨中截面計算：169.04KN/m21.0×169.04/(1.0×14.3×250×5652)0.161=1.0×14.3×250×5652×0.161/360=904mm2實配鋼筋2250.67%>0.2%滿足要求。第一跨梁左端支座截面計算：-85.28KN/m21.0×-85.28/(1.0×14.3×250×5652)-0.078=1.0×14.3×250×5652×-0.078/360=451mm2實配鋼筋4140.67%>0.2%滿足要求。第一跨梁右端支座截面計算：-91.57KN/m21.0×-91.57/(1.0×14.3×250×5652)-0.078=1.0×14.3×250×5652×-0.078/360=485mm2實配鋼筋4140.43%>0.2%滿足要求。梁斜截面受剪承載力計算同樣取屋面層第一跨梁進行計算：驗算梁截面尺寸0.25×14.3×250×565=505KN>112.77KN截面尺寸滿足要求。判別是否需要按計算配置腹筋0.7×1.0×1.43×250×565=141KN>112.77KN只配箍筋不配彎起鋼筋(112.77-141)/(1.25×270×565)=-0.150選直徑為8的箍筋，兩只箍，，，代入上式得S=-670.289mm,按構造要求進行配筋Φ8@200配箍率=0.201%。且所選箍筋直徑和間距均符合構造規(guī)定，故選Φ8@100箍筋。因篇幅有限，其余各層梁配筋計算結果具體詳結構施工圖。10.3框架柱截面設計剪跨比和軸壓比驗算下表給出了框架柱各層剪跨比和軸壓比計算結果，其中剪跨比也可取。表中的都不應考慮承載力抗震調整系數(shù)。由下表可見，各柱的剪跨比和軸壓比均滿足要求。柱的剪跨比和軸壓比驗算柱號層次B

/mm

/mm

/kN

/kNA柱650046014.3123.7560.58190.934.44>20.053<0.8550046014.3114.3161.62417.264.03>20.117<0.8450046014.3126.8570.57652.373.91>20.182<0.8350046014.3 138.2576.49893.513.93>20.250<0.8250046014.3144.2086.251141.093.63>20.319<0.8150046014.3174.5571.091432.095.34>20.401<0.8B柱650046014.3116.7161.09203.404.15>20.057<0.8550046014.3114.5666.38446.593.75>20.125<0.8450046014.3133.1378.25692.253.70>20.194<0.8350046014.3144.6086.63940.773.63>20.263<0.8250046014.3170.6797.451190.003.81>20.333<0.8150046014.3169.7173.201468.795.04>20.411<0.8柱正截面承載力計算以第一層A軸柱為例進行配筋計算說明。根據(jù)A柱內力組合表將支座中心處的彎矩換算至支座邊緣，并與柱端組合彎矩的調整值比較后，選出最不利組合，進行配筋計算。最不利組合如下：M=-60.41KN.mN=1427.91KNV=-81.30KN1427.91/（1.0×14.3×500×460）=0.434為大偏心受壓。0.434×460=199.7mm求經計算取-60.41/1427.91=-42.3mm-22.3mm-22.3+500/2-30=197.7mm=38.8mm實配1216,最小總配筋率,經計算配筋率滿足要求。斜截面受剪承載力計算因為由上表可知，剪跨比5.34>3，取值為3。因為0.3×14.3×500×500=1072.5KN>N=-81.30KN所以取N=1072.5KN=200.00根據(jù)《建筑抗震設計規(guī)范》GB50011-2010,抗震等級為四級，框架結構的柱的箍筋最大間距為8d和100的較小值，箍筋的最小直徑為8mm，則：單只箍，n=4,則S=1.0mm按構造配筋，取復式箍4Φ8@200，加密區(qū)取復式箍4Φ8@100。裂縫寬度驗算：-42.3/460=-0.09<0.55，可不驗算裂縫寬度。其它各層柱同理可得相關配筋計算結果，因篇幅所限，這里不再贅述，具體計算結果詳結構施工圖。第11章基礎設計1設計說明根據(jù)工程地質條件及畢業(yè)設計任務書的要求，本基礎采用柱下鋼筋混凝土獨立基礎，為了施工方便，基礎構造形式采用階形現(xiàn)澆基礎，以第三層砂礫土為持力層?；炷翉姸鹊燃壊捎?，基礎下設100厚混凝土墊層，墊層用素混凝土，鋼筋選用級，。由于篇幅限制，本例只選取邊軸線柱下獨立基礎進行配筋計算舉例。由上述內力組合表可得選取的荷載為M=-60.41KN.mN=1427.91KNV=-81.30KN，具體計算過程如下：2示意圖三、計算信息 1.幾何參數(shù) 臺階數(shù) n=2 矩形柱寬 bc=500mm 矩形柱高 hc=500mm 基礎高度 h1=300mm 基礎高度 h2=300mm 一階長度b1=500mm b2=500mm 一階寬度a1=500mm a2=500mm 二階長度b3=500mm b4=500mm 二階寬度a3=500mm a4=500mm 2.材料信息 基礎混凝土等級: C30 ft_b=1.43N/mm2 fc_b=14.3N/mm2 柱混凝土等級: C30 ft_c=1.43N/mm2 fc_c=14.3N/mm2 鋼筋級別: HRB400 fy=360N/mm2 3.計算信息 結構重要性系數(shù): γo=1.0 基礎埋深: dh=1.600m 縱筋合力點至近邊距離: as=40mm 基礎及其上覆土的平均容重: γ=20.000kN/m3 最小配筋率: ρmin=0.100% Fgk=1427.910kN Fqk=100.000kN Mgxk=-60.410kN×m Vgxk=-81.300kN 永久荷載分項系數(shù)rg=1.20 可變荷載分項系數(shù)rq=1.40 Fk=Fgk+Fqk=1427.910+100.000=1527.910kN Mxk=Mgxk+Fgk×(B2-B1)/2+Mqxk+Fqk×(B2-B1)/2 =-60.410+1427.910×(1.250-1.250)/2+(0.000)+100.000×(1.250-1.250)/2 =-60.410kN×m Vxk=Vgxk+Vqxk=-81.300+(0.000)=-81.300kN F1=rg×Fgk+rq×Fqk=1.20×1427.910+1.40×100.000=1853.492kN Mx1=rg×(Mgxk+Fgk×(B2-B1)/2)+rq×(Mqxk+Fqk×(B2-B1)/2) =1.20×(-60.410+1427.910×(1.250-1.250)/2)+1.40×(0.000+100.000×(1.250-1.250)/2) =-72.492kN×m Vx1=rg×Vgxk+rq×Vqxk=1.20×(-81.300)+1.40×(0.000)=-97.560kN F2=1.35×Fk=1.35×1527.910=2062.679kN Mx2=1.35×Mxk=1.35×(-60.410)=-81.554kN×m Vx2=1.35×Vxk=1.35×(-81.300)=-109.755kN F=max(|F1|,|F2|)=max(|1853.492|,|2062.679|)=2062.679kN Mx=max(|Mx1|,|Mx2|)=max(|-72.492|,|-81.554|)=-81.554kN×m Vx=max(|Vx1|,|Vx2|)=max(|-97.560|,|-109.755|)=-109.755kN 5.修正后的地基承載力特征值 fa=300.000kPa四、計算參數(shù) 1.基礎總長Bx=b1+b2+b3+b4+bc=0.500+0.500+0.500+0.500+0.500=2.500m 2.基礎總寬By=a1+a2+a3+a4+hc=0.500+0.500+0.500+0.500+0.500=2.500mA1=a1+a2+hc/2=0.500+0.500+0.500/2=1.250mA2=a3+a4+hc/2=0.500+0.500+0.500/2=1.250mB1=b1+b2+bc/2=0.500+0.500+0.500/2=1.250mB2=b3+b4+bc/2=0.500+0.500+0.500/2=1.250m 3.基礎總高H=h1+h2=0.300+0.300=0.600m 4.底板配筋計算高度ho=h1+h2-as=0.300+0.300-0.040=0.560m 5.基礎底面積A=Bx×By=2.500×2.500=6.250m2 6.Gk=γ×Bx×By×dh=20.000×2.500×2.500×1.600=200.000kN G=1.35×Gk=1.35×200.000=270.000kN五、計算作用在基礎底部彎矩值 Mdxk=Mxk-Vyk×H=-60.410-0.000×0.600=-60.410kN×m Mdyk=Myk+Vxk×H=0.000+(-81.300)×0.600=-48.780kN×m Mdx=Mx-Vy×H=-81.554-0.000×0.600=-81.554kN×m Mdy=My+Vx×H=0.000+(-109.755)×0.600=-65.853kN×m六、驗算地基承載力 1.驗算軸心荷載作用下地基承載力 pk=(Fk+Gk)/A=(1527.910+200.000)/6.250=276.466kPa 因γo×pk=1.0×276.466=276.466kPa≤fa=300.000kPa 軸心荷載作用下地基承載力滿足要求 2.驗算偏心荷載作用下的地基承載力 exk=Mdyk/(Fk+Gk)=-48.780/(1527.910+200.000)=-0.028m 因|exk|≤Bx/6=0.417m x方向小偏心, Pkmax_x=(Fk+Gk)/A+6×|Mdyk|/(Bx2×By) =(1527.910+200.000)/6.250+6×|-48.780|/(2.5002×2.500) =295.197kPa Pkmin_x=(Fk+Gk)/A-6×|Mdyk|/(Bx2×By) =(1527.910+200.000)/6.250-6×|-48.780|/(2.5002×2.500) =257.734kPa eyk=Mdxk/(Fk+Gk)=-60.410/(1527.910+200.000)=-0.035m 因|eyk|≤By/6=0.417m y方向小偏心 Pkmax_y=(Fk+Gk)/A+6×|Mdxk|/(By2×Bx) =(1527.910+200.000)/6.250+6×|-60.410|/(2.5002×2.500) =299.663kPa Pkmin_y=(Fk+Gk)/A-6×|Mdxk|/(By2×Bx) =(1527.910+200.000)/6.250-6×|-60.410|/(2.5002×2.500) =253.268kPa 3.確定基礎底面反力設計值 Pkmax=(Pkmax_x-pk)+(Pkmax_y-pk)+pk =(295.197-276.466)+(299.663-276.466)+276.466 =318.395kPa γo×Pkmax=1.0×318.395=318.395kPa≤1.2×fa=1.2×300.000=360.000kPa 偏心荷載作用下地基承載力滿足要求七、基礎沖切驗算 1.計算基礎底面反力設計值 1.1計算x方向基礎底面反力設計值 ex=Mdy/(F+G)=-65.853/(2062.679+270.000)=-0.028m 因ex≤Bx/6.0=0.417m x方向小偏心 Pmax_x=(F+G)/A+6×|Mdy|/(Bx2×By) =(2062.679+270.000)/6.250+6×|-65.853|/(2.5002×2.500) =398.516kPa Pmin_x=(F+G)/A-6×|Mdy|/(Bx2×By) =(2062.679+270.000)/6.250-6×|-65.853|/(2.5002×2.500) =347.941kPa 1.2計算y方向基礎底面反力設計值 ey=Mdx/(F+G)=-81.554/(2062.679+270.000)=-0.035m 因ey≤By/6=0.417 y方向小偏心 Pmax_y=(F+G)/A+6×|Mdx|/(By2×Bx) =(2062.679+270.000)/6.250+6×|-81.554|/(2.5002×2.500) =404.545kPa Pmin_y=(F+G)/A-6×|Mdx|/(By2×Bx) =(2062.679+270.000)/6.250-6×|-81.554|/(2.5002×2.500) =341.912kPa 1.3因Mdx≠0Mdy≠0 Pmax=Pmax_x+Pmax_y-(F+G)/A =398.516+404.545-(2062.679+270.000)/6.250 =429.833kPa 1.4計算地基凈反力極值 Pjmax=Pmax-G/A=429.833-270.000/6.250=386.633kPa Pjmax_x=Pmax_x-G/A=398.516-270.000/6.250=355.316kPa Pjmax_y=Pmax_y-G/A=404.545-270.000/6.250=361.345kPa 2.驗算柱邊沖切 YH=h1+h2=0.600m,YB=bc=0.500m,YL=hc=0.500m YB1=B1=1.250m,YB2=B2=1.250m,YL1=A1=1.250m,YL2=A2=1.250m YHo=YH-as=0.560m 2.1因(YH≤800)βhp=1.0 2.2x方向柱對基礎的沖切驗算 x沖切位置斜截面上邊長 bt=YB=0.500m x沖切位置斜截面下邊長 bb=YB+2×YHo=1.620m x沖切不利位置 bm=(bt+bb)/2=(0.500+1.620)/2=1.060m x沖切面積Alx=max((YL1-YL/2-ho)×(YB+2×ho)+(YL1-YL/2-ho)2,(YL2-YL/2-ho)×(YB+2×ho)+(YL2-YL/2-ho)2 =max((1.250-0.500/2-0.560)×(0.500+2×0.560)+(1.250-0.500/2-0.560)2,(1.250-0.500/2-0.560)×(0.500+2×0.560)+(1.250-0.500/2-0.560)2) =max(0.906,0.906) =0.906m2 x沖切截面上的地基凈反力設計值 Flx=Alx×Pjmax=0.906×386.633=350.444kN γo×Flx=1.0×350.444=350.44kN γo×Flx≤0.7×βhp×ft_b×bm×YHo(6.5.5-1) =0.7×1.000×1.43×1060×560 =594.19kN x方向柱對基礎的沖切滿足規(guī)范要求 2.3y方向柱對基礎的沖切驗算 y沖切位置斜截面上邊長 at=YL=0.500m y沖切位置斜截面下邊長 ab=YL+2×YHo=1.620m y沖切面積Aly=max((YB1-YB/2-ho)×(YL+2×ho)+(YB1-YB/2-ho)2,(YB2-YB/2-ho)×(YL+2×ho)+(YB2-YB/2-ho)2) =max((1.250-0.500/2-0.560)×(0.500+0.560)+(1.250-0.500/2-0.560)2,(1.250-0.500/2-0.560)×(0.500+0.560)+(1.250-0.500/2-0.560)2) =max(0.906,0.906) =0.906m2 y沖切截面上的地基凈反力設計值 Fly=Aly×Pjmax=0.906×386.633=350.444kN γo×Fly=1.0×350.444=350.44kN γo×Fly≤0.7×βhp×ft_b×am×YHo(6.5.5-1) =0.7×1.000×1.43×1060×560 =594.19kN y方向柱對基礎的沖切滿足規(guī)范要求 3.驗算h2處沖切 YH=h2=0.300m YB=bc+b2+b4=1.500m YL=hc+a2+a4=1.500m YB1=B1=1.250m,YB2=B2=1.250m,YL1=A1=1.250m,YL2=A2=1.250m YHo=YH-as=0.260m 3.1因(YH≤800)βhp=1.0 3.2x方向變階處對基礎的沖切驗算 因YL/2+ho>=YL1和YL/2+h0>=YL2 x方向基礎底面外邊緣位于沖切破壞錐體以內,不用計算x方向的柱對基礎的沖切驗算 3.3y方向變階處對基礎的沖切驗算 因YB/2+ho>=YB1和YB/2+ho>=YB2 y方向基礎底面外邊緣位于沖切破壞錐體以內,不用計算y方向的柱對基礎的沖切驗算八、柱下基礎的局部受壓驗算 因為基礎的混凝土強度等級大于等于柱的混凝土強度等級，所以不用驗算柱下擴展基礎頂面的局部受壓承載力。九、基礎受彎計算 1.因Mdx>0,Mdy>0此基礎為雙向受彎 2.計算I-I截面彎矩 因ex≤Bx/6=0.417mx方向小偏心 a=(Bx-bc)/2=(2.500-0.500)/2=1.000m Pj1=((Bx-a)×(Pmax_x-Pmin_x)/Bx)+Pmin_x-G/A =((2.500-1.000)×(398.516-347.941)/2.500)+347.941-270.000/6.250 =335.086kPa 因ey≤By/6=0.417my方向小偏心 a=(By-hc)/2=(2.500-0.500)/2=1.000m Pj2=((By-a)×(Pmax_y-Pmin_y)/By)+Pmin_y-G/A =((2.500-1.000)×(404.545-341.912)/2.500)+341.912-270.000/6.250 =336.292kPa βx=1.024 βy=1.024 MI_1=1/48×βx×(Bx-bc)2×(2×By+hc)×(Pj1+Pjmax_x) =1/48×1.024×(2.500-0.500)2×(2×2.500+0.500)×(335.086+355.316) =324.03kN×m MII_1=1/48×βy×(By-hc)2×(2×Bx+bc)×(Pj2+Pjmax_y) =1/48×1.024×(2.500-0.500)2×(2×2.500+0.500)×(336.292+361.345) =327.42kN×m 3.計算II-II截面彎矩 因x方向小偏心 a=(Bx-bc-b2-b4)/2=(2.500-0.500-0.500-0.500)/2=0.500m Pj1=((Bx-a)×(Pmax_x-Pmin_x)/Bx)+Pmin_x-G/A =((2.500-0.500)×(398.516-347.941)/2.500)+347.941-270.000/6.250 =345.201kPa 因y方向小偏心 a=(By-hc-a2-a4)/2=(2.500-0.500-0.500-0.500)/2=0.500m Pj2=((By-a)×(Pmax_y-Pmin_y)/By)+Pmin_y-G/A =((2.500-0.500)×(404.545-341.912)/2.500)+341.912-270.000/6.250 =348.818kPa βx=1.020 βy=1.020 MI_2=1/48×βx×(Bx-bc-b2-b4)2×(2×By+hc+a2+a4)×(Pj1+Pjmax_x) =1/48×1.020×(2.500-0.500-0.500-0.500)2×(2×2.500+0.500+0.500+0.500)×(345.201+355.316) =96.76kN×m MII_2=1/48×βy×(By-hc-a2-a4)2×(2×Bx+bc+b2+b4)×(Pj2+Pjmax_y) =1/48×1.020×(2.500-0.500-0.500-0.500)2×(2×2.500+0.500+0.500+0.500)×(348.818+355.316) =98.09kN×m十、計算配筋 10.1計算Asx Asx_1=γo×MI_1/(0.9×(H-as)×fy) =1.0×324.03×106/(0.9×(600.000-40.000)×360) =1785.9mm2 Asx_2=γo×MI_2/(0.9×(H-h2-as)×fy) =1.0×96.76×106/(0.9×(600.000-300.000-40.000)×360) =1148.6mm2 Asx1=max(Asx_1,Asx_2) =max(1785.9,1148.6) =1785.9mm2 Asx=Asx1/By=1785.9/2.500=714mm2/m Asx=max(Asx,ρmin×H×1000) =max(714,0.100%×600×1000) =714mm2/m 選擇鋼筋14@180,實配面積為855mm2/m。 10.2計算Asy Asy_1=γo×MII_1/(0.9×(H-as)×fy) =1.0×327.42×106/(0.9×(600.000-40.000)×360) =1804.6mm2 Asy_2=γo×MII_2/(0.9×(H-h2-as)×fy) =1.0×98.09×106/(0.9×(600.000-300.000-40.000)×360) =1164.4mm2 Asy1=max(Asy_1,Asy_2) =max(1804.6,1164.427) =1804.6mm2 Asy=Asy1/Bx=1804.6/2.500=722mm2/m Asy=max(Asy,ρmin×H×1000) =max(722,0.100%×600×1000) =722mm2/m 選擇鋼筋14@180,實配面積為855mm2/m。第12章板的設計1.本例選取屋面層樓面板進行計算，根據(jù)設計可把板分為四類，即A、B、C、D見下圖所示：板的區(qū)格圖2.荷載設計值屋面活荷載由上文可知q=0.50，屋面恒荷載由上文可知q=6.00由于活荷載標準值小于4.0,故活荷載分項系數(shù)為1.4,恒荷載分項系數(shù)為1.2。3.計算跨度（1）內跨為軸線間距離（2）邊跨各區(qū)格板計算跨度見下表區(qū)格ABCD3.603.603.603.603.006.603.006.604.彎矩計算跨中最大正彎矩發(fā)生在活荷載為棋盤式布置時，它可以簡化為當內支座固支時作用下的跨中彎矩值與當內支座鉸支時作用下的跨中彎矩兩者之和。支座最大負彎矩近似按活荷載滿布求得，即內支座固支時，作用下的支座彎矩。本設計中，樓蓋邊緣對支座的作用是為固定支座。所有區(qū)格按其位置與尺寸分為A、B、C、D四類，計算彎矩時，考慮泊松比的影響，取。因篇幅所限，本畢業(yè)設計只選取B區(qū)格進行計算舉例，說明計算方法，其它區(qū)格的計算過程略。五、計算參數(shù):示意圖計算參數(shù):1.計算板的跨度:Lo=3600mm2.計算板的有效高度:ho=h-as=110-20=90mm六、配筋計算(lx/ly=3600/6600=0.545<2.000所以按雙向板計算):1.X向底板鋼筋1)確定X向板底彎矩Mx=表中系數(shù)(γG×ｑgk+γQ×ｑqk)×Lo2=(0.0386+0.0054×0.200)×(1.300×6.500+1.500×0.500)×3.62=4.736kN×m2)確定計算系數(shù)αs=γo×Mx/(α1×fc×b×ho×ho)=1.00×4.736×106/(1.00×16.7×1000×90×90)=0.0353)計算相對受壓區(qū)高度ξ=1-sqrt(1-2×αs)=1-sqrt(1-2×0.035)=0.0364)計算受拉鋼筋面積As=α1×fc×b×ho×ξ/fy=1.000×16.7×1000×90×0.036/360=149mm25)驗算最小配筋率ρ=As/(b×h)=149/(1000×110)=0.135%ρ<ρmin=0.200%不滿足最小配筋要求所以取面積為As=ρmin×b×h=0.200%×1000×110=220mm2采取方案8@200,實配面積251mm22.Y向底板鋼筋1)確定Y向板底彎矩My=表中系數(shù)(γG×ｑgk+γQ×ｑqk)×Lo2=(0.0054+0.0386×0.200)×(1.300×6.500+1.500×0.500)×3.62=1.570kN×m2)確定計算系數(shù)αs=γo×My/(α1×fc×b×ho×ho)=1.00×1.570×106/(1.00×16.7×1000×90×90)=0.0123)計算相對受壓區(qū)高度ξ=1-sqrt(1-2×αs)=1-sqrt(1-2×0.012)=0.0124)計算受拉鋼筋面積As=α1×fc×b×ho×ξ/fy=1.000×16.7×1000×90×0.012/360=49mm25)驗算最小配筋率ρ=As/(b×h)=49/(1000×110)=0.044%ρ<ρmin=0.200%不滿足最小配筋要求所以取面積為As=ρmin×b×h=0.200%×1000×110=220mm2采取方案8@200,實配面積251mm23.X向支座左邊鋼筋1)確定左邊支座彎矩Mox=表中系數(shù)(γG×ｑgk+γQ×ｑqk)×Lo2=0.0815×(1.300×6.500+1.500×0.500)×3.62=9.722kN×m2)確定計算系數(shù)αs=γo×Mox/(α1×fc×b×ho×ho)=1.00×9.722×106/(1.00×16.7×1000×90×90)=0.0723)計算相對受壓區(qū)高度ξ=1-sqrt(1-2×αs)=1-sqrt(1-2×0.072)=0.0754)計算受拉鋼筋面積As=α1×fc×b×ho×ξ/fy=1.000×16.7×1000×90×0.075/360=312mm25)驗算最小配筋率ρ=As/(b×h)=312/(1000×110)=0.283%ρ≥ρmin=0.200%滿足最小配筋要求采取方案8@160,實配面積314mm24.X向支座右邊鋼筋1)確定右邊支座彎矩Mox=表中系數(shù)(γG×ｑgk+γQ×ｑqk)×Lo2=0.0815×(1.300×6.500+1.500×0.500)×3.62=9.722kN×m2)確定計算系數(shù)αs=γo×Mox/(α1×fc×b×ho×ho)=1.00×9.722×106/(1.00×16.7×1000×90×90)=0.0723)計算相對受壓區(qū)高度ξ=1-sqrt(1-2×αs)=1-sqrt(1-2×0.072)=0.0754)計算受拉鋼筋面積As=α1×fc×b×ho×ξ/fy=1.000×16.7×1000×90×0.075/360=312mm25)驗算最小配筋率ρ=As/(b×h)=312/(1000×110)=0.283%ρ≥ρmin=0.200%滿足最小配筋要求采取方案8@160,實配面積314mm25.Y向上邊支座鋼筋1)確定上邊支座彎矩Moy=表中系數(shù)(γG×ｑgk+γQ×ｑqk)×Lo2=0.0571×(1.300×6.500+1.500×0.500)×3.62=6.807kN×m2)確定計算系數(shù)αs=γo×Moy/(α1×fc×b×ho×ho)=1.00×6.807×106/(1.00×16.7×1000×90×90)=0.0503)計算相對受壓區(qū)高度ξ=1-sqrt(1-2×αs)=1-sqrt(1-2×0.050)=0.0524)計算受拉鋼筋面積As=α1×fc×b×ho×ξ/fy=1.000×16.7×1000×90×0.052/360=216mm25)驗算最小配筋率ρ=As/(b×h)=216/(1000×110)=0.196%ρ<ρmin=0.200%不滿足最小配筋要求所以取面積為As=ρmin×b×h=0.200%×1000×110=220mm2采取方案8@200,實配面積251mm26.Y向下邊支座鋼筋1)確定下邊支座彎矩Moy=表中系數(shù)(γG×ｑgk+γQ×ｑqk)×Lo2=0.0571×(1.300×6.500+1.500×0.500)×3.62=6.807kN×m2)確定計算系數(shù)αs=γo×Moy/(α1×fc×b×ho×ho)=1.00×6.807×106/(1.00×16.7×1000×90×90)=0.0503)計算相對受壓區(qū)高度ξ=1-sqrt(1-2×αs)=1-sqrt(1-2×0.050)=0.0524)計算受拉鋼筋面積As=α1×fc×b×ho×ξ/fy=1.000×16.7×1000×90×0.052/360=216mm25)驗算最小配筋率ρ=As/(b×h)=216/(1000×110)=0.196%ρ<ρmin=0.200%不滿足最小配筋要求所以取面積為As=ρmin×b×h=0.200%×1000×110=220mm2采取方案8@200,實配面積251mm2七、跨中撓度計算：Mk按荷載效應的標準組合計算的彎矩值Mq按荷載效應的準永久組合計算的彎矩值1.計算荷載效應Mk=Mgk+Mqk=(0.0386+0.0054×0.2