【《某中学5层教学楼设计》18000字（论文）】

.2框架结构柱的内力组合 表6-2柱内力组合表楼层柱位置截面位置内力种类恒载活（雪）载最大值风荷载（左风）风荷载（右风）可变荷载控制基本组合可变荷载控制基本组合可变荷载控制基本组合永久荷载控制基本组合Nmax及相应的M，VNmin及相应的M，V恒载活（雪）载最大值|M|max及相应的N，V①②③④1.2*①+1.4*②1.2*①+1.4*③1.2*①+1.4*④1.2*①+0.9*(1.4*②+1.4*③)1.2*①+0.9*(1.4*②+1.4*④)1.35*①+1.0②1.35*①+1.0*②1.2*①+1.4*③5左边柱柱顶截面M91.238.692.982.98121.64113.65105.3124.18116.67131.85131.85113.65117.62N262.1514.46-1.681.68334.82312.23316.93330.68334.92368.36368.36312.23337.09V-27.97-3.370.4-0.4-38.28-33.01-34.12-37.31-38.31-41.13-41.13-33-38.82柱底截面M91.3232.2-2.192.19154.66106.52112.65147.4152.92155.48155.48106.52157.62N281.3714.46-2.982.98357.89333.47341.82352.11359.62394.31394.31333.47361.91V-27.97-3.37-3.373.37-38.28-38.28-28.85-42.06-33.56-41.13-41.13-38.28-33.73左中柱柱顶截面M-20.441.45-1.451.45-22.5-26.56-22.5-24.53-20.87-26.14-26.14-26.56-20.54N262.1517.6217.62-17.62339.25339.25289.91358.98314.58371.52371.52339.25315.46V20.793.47-3.473.4729.8120.0929.8124.9533.6931.5431.5420.0934.49柱底截面M-20.441.45-1.451.45-22.5-26.56-22.5-24.53-20.87-26.14-26.14-26.56-20.54N281.3717.6217.62-17.62362.31362.31312.98382.05337.64397.47397.47362.31338.53V20.793.47-3.473.4729.8120.0929.8124.9533.6931.5431.5420.0934.49右中柱柱顶截面M20.44-1.45-1.451.4522.522.526.5620.8724.5326.1426.1422.5-20.54N262.1517.62-17.6217.62339.25289.91339.25314.58358.98371.52371.52289.91315.46V-20.79-3.47-3.473.47-29.81-29.81-20.09-33.69-24.95-31.54-31.54-29.8134.49柱底截面M20.44-1.45-1.451.4522.522.526.5620.8724.5326.1426.1422.5-20.54N281.3717.62-17.6217.62362.31312.98362.31337.64382.05397.47397.47312.98338.53V-20.79-3.47-3.473.47-29.81-29.81-20.09-33.69-24.95-31.54-31.54-29.8134.49右边柱柱顶截面M-91.23-8.692.98-2.98-121.64-105.3-113.65-116.67-124.18-131.85-131.85-105.3117.62N262.1514.461.68-1.68334.82316.93312.23334.92330.68368.36368.36316.93337.09V27.973.370.4-0.438.2834.1233.0138.3137.3141.1341.1334.12-38.82柱底截面M-91.32-32.2-2.192.19-154.66-112.65-106.52-152.92-147.4-155.48-155.48-112.65157.62N281.3714.462.98-2.98357.89341.82333.47359.62352.11394.31394.31341.82361.91V27.973.37-3.373.3738.2828.8538.2833.5642.0641.1341.1328.85-33.734左边柱柱顶截面M-91.3232.2-32.232.2-64.5-154.66-64.5-109.58-28.44-91.08-91.08-154.66-154.66N289.2448.1248.12-48.12414.46414.46279.72468.35347.09438.59438.59414.46414.46V3.375.07-5.075.0711.14-3.0511.144.0416.829.629.62-3.05-3.05柱底截面M-89.33-33.01-33.0133.01-153.41-153.41-60.98-190.38-107.2-153.61-153.61-153.41-190.38N281.3748.12-48.1248.12405.01270.28405.01337.64458.91427.97427.97270.28337.64V5.075.07-5.075.0713.18-1.0113.186.0818.8611.9111.91-1.016.08左中柱柱顶截面M-14.19-6.19-6.196.19-25.69-25.69-8.36-32.63-17.03-25.35-25.35-25.69-32.63N509.961.12-61.1261.12697.45526.31697.45611.88765.9749.49749.49526.31611.88V15.725.365.36-5.3626.3726.3711.3632.3718.8626.5826.5826.3732.37柱底截面M-14.19-6.196.19-6.19-25.69-8.36-25.69-17.03-32.63-25.35-25.35-8.36-32.63N525.2761.12-61.1261.12715.89544.76715.89630.32784.35770.23770.23544.76784.35V15.725.365.36-5.3626.3726.3711.3632.3718.8626.5826.5826.3718.86右中柱柱顶截面M14.196.19-6.196.1925.6925.698.3632.6317.0325.3525.358.36-32.63N509.961.1261.12-61.12697.45526.31697.45611.88765.9749.49749.49697.45611.88V-15.72-5.365.36-5.36-26.37-26.37-11.36-32.37-18.86-26.58-26.58-11.3632.37柱底截面M14.196.196.19-6.1925.698.3625.6917.0332.6325.3525.3525.69-32.63N525.2761.1261.12-61.12715.89544.76715.89630.32784.35770.23770.23715.89784.35V-15.72-5.365.36-5.36-26.37-26.37-11.36-32.37-18.86-26.58-26.58-11.3618.86右边柱柱顶截面M91.32-32.2-32.232.264.564.5154.6628.44109.5891.0891.0864.5-154.66N289.2448.12-48.1248.12414.46279.72414.46347.09468.35438.59438.59279.72414.46V-3.37-5.07-5.075.07-11.14-11.143.05-16.82-4.04-9.62-9.62-11.14-3.05柱底截面M89.3333.01-33.0133.01153.4160.98153.41107.2190.38153.61153.6160.98-190.38N281.3748.1248.12-48.12405.01405.01270.28458.91337.64427.97427.97405.01337.64V-5.07-5.07-5.075.07-13.18-13.181.01-18.86-6.08-11.91-11.91-13.186.083左边柱柱顶截面M89.33-33.0133.01-33.0160.98153.4160.98107.224.0187.5987.59153.41153.41N753.9382.02-82.0282.021019.54789.891019.54904.721111.411099.831099.83789.89789.89V-21.06-5.36-5.365.36-32.78-32.78-17.77-38.78-25.27-33.79-33.79-32.78-32.78柱底截面M89.47-33.0633.06-33.0661.08153.6561.08107.3624.0587.7287.72153.65153.65N769.382.0282.02-82.021037.991037.99808.331129.85923.161120.581120.581037.991037.99V-21.06-5.365.36-5.36-32.78-17.77-32.78-25.27-38.78-33.79-33.79-17.77-17.77左中柱柱顶截面M-14.66-1616-16-39.994.81-39.99-17.59-57.91-35.79-35.794.81-57.91N753.93104.42104.42-104.421050.91050.9758.531167.85904.721122.231122.231050.9904.72V16.755.28-5.285.2827.4912.7127.4920.133.4127.8927.8912.7133.41柱底截面M-14.66-16-1616-39.99-39.994.81-57.91-17.59-35.79-35.79-39.99-57.91N769.3104.42-104.42104.421069.35776.971069.35923.161186.31142.981142.98776.97923.16V16.755.28-5.285.2827.4912.7127.4920.133.4127.8927.8912.7120.1右中柱柱顶截面M14.661616-1639.99-4.8139.9917.5957.9135.7935.7939.99-57.91N753.93104.42-104.42104.421050.91050.9758.531167.85904.721122.231122.23758.53904.72V-16.75-5.28-5.285.28-27.49-12.71-27.49-20.1-33.41-27.89-27.89-27.4933.41柱底截面M14.6616-161639.9939.99-4.8157.9117.5935.7935.79-4.81-57.91N769.3104.42104.42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表7-1框架梁正截面配筋表表7-1框架梁正截面配筋表楼层梁位置截面位置α1ƒcbh0M(106)αξ=1-ƒyA实配钢筋AsAs.min5左边跨梁左支座114.325071574.98119.930.06560.06793004Φ181017375跨中114.32500715232.28183.120.010.01013004Φ181017375右支座114.3250715133.23116.690.06380.0663004Φ181017375中跨梁左支座114.325036580.9930.270.06360.06573004Φ181017375跨中114.380036570.8653.150.03490.03553003Φ18763375右支座114.325036580.9926.140.05490.05653004Φ181017375右边跨梁左支座114.3250715133.23116.690.06380.0663004Φ181017375跨中114.32500715232.2825.010.00140.00143004Φ181017375右支座114.325071574.98119.930.06560.06793004Φ1810173754左边跨梁左支座114.3250715148.25224.380.12280.13143004Φ181017375跨中114.32500715193.46127.70.0070.0073004Φ181017375右支座114.3250715169.46130.930.07160.07443004Φ181017375中跨梁左支座114.325036577.9339.720.08340.08723004Φ181017375跨中114.380036550.8630.040.01970.01993003Φ18763375右支座114.325036577.9322.590.04740.04863004Φ181017375右边跨梁左支座114.3250715169.46130.930.07160.07443004Φ181017375跨中114.32500715193.46127.640.0070.0073004Φ181017375右支座114.3250715148.25224.380.12280.13143004Φ1810173753左边跨梁左支座114.3250715133.69223.140.12210.13063004Φ201256375跨中114.32500715190.83124.470.00680.00683004Φ181017375右支座114.3250715148.07124.060.06790.07043004Φ181017375中跨梁左支座114.325036569.8939.850.08370.08753004Φ181017375跨中114.380036551.3728.860.01890.01913003Φ18603375右支座114.325036569.8922.170.04650.04773004Φ181017375右边跨梁左支座114.3250715158124.060.06790.07043004Φ181017375跨中114.32500715190.83124.390.00680.00683004Φ181017375右支座114.3250715133.69223.140.12210.13063004Φ2012563752左边跨梁左支座114.3250715148.25224.380.12280.13143004Φ181017375跨中114.32500715193.46127.70.0070.0073004Φ181017375右支座114.3250715169.46130.930.07160.07443004Φ181017375中跨梁左支座114.325036577.9339.720.08340.08723004Φ181017375跨中114.380036550.8630.040.01970.01993003Φ18763375右支座114.325036577.9322.590.04740.04863004Φ181017375右边跨梁左支座114.3250715169.46130.930.07160.07443004Φ181017375跨中114.32500715193.46127.640.0070.0073004Φ181017375右支座114.3250715148.25224.380.12280.13143004Φ1810173751左边跨梁左支座114.3250715165.5196.160.10730.11383004Φ181017375跨中114.3250071559.27127.390.0070.0073004Φ181017375右支座114.3250715178.44131.210.07180.07463004Φ181017375中跨梁左支座114.325036583.3739.640.08320.0873004Φ181017375跨中114.380036551.8929.940.01960.01983003Φ18763375右支座114.325036570.6922.550.04730.04853004Φ181017375右边跨梁左支座114.3250715178.44131.210.07180.07463004Φ181017375跨中114.32500715192.81127.340.0070.0073004Φ181017375右支座114.3250715165.5196.160.10730.11383004Φ1810173757.1.2斜截面受剪承载力计算今以顶层右边梁为例，来进行斜截面受剪承载力计算。整品框架梁的最大固端剪力为：。（1）验算截面尺寸：，由计算结果可以看出此梁属于厚腹梁。查表得，因为混凝土强度等级没有达到C50的级别，所以，截面符合条件。（2）验算是否需要计算配置箍筋：，故只需按构造配置箍筋。规范规定，当时，箍筋的配筋率应该大于；布置了2肢Φ8@200（），满足要求。因整品框架的截面尺寸相同，所用材料也相同，故各梁均按2肢Φ8@200配置箍筋。梁端加密区采用2肢Φ8@100，加密区长度详见梁施工图。7.1.3裂缝宽度控制验算受弯构件取一最大内力组合进行验算，这一组若满足，其它组也满足。由内力组合表可知，梁的最大跨中弯矩存在于顶层边跨梁上，顶层边跨梁的计算跨度，跨中最大标准组合计算弯矩：（1）按荷载效应的标准组合计算弯矩（2）计算纵向受拉钢筋的应力（3）计算有效配筋率（4）计算受拉钢筋的应力不均匀系数（5）计算最大裂缝宽度混凝土保护层厚度，（6）查《规范》，得最大裂缝宽度的限值，裂缝宽度满足要求。7.1.4受弯构件的挠度验算受弯构件取一最大内力组合进行验算，这一组合若满足要求，其它组合也满足要求。由内力组合表可知，梁的最大跨中弯矩存在于顶层边跨梁上，顶层边跨梁的计算跨度，跨中最大标准组合计算弯矩（1）按受弯构件荷载效应的标准组合并考虑荷载长期作用影响计算弯矩值按荷载效应标准组合所计算的最大弯矩：按荷载效应的准永久组合（2）计算受拉钢筋应变不均匀系数（3）计算构件的短期刚度计算钢筋与混凝土弹性模量比值计算纵向受拉钢筋配筋率计算受压翼缘面积与腹板有效面积的比值计算短期刚度（4）计算构件刚度B（5）计算梁的挠度并验算查《规范》挠度限值为所以，满足要求。7.2框架柱截面设计7.2.1轴压比验算底层柱轴压比满足要求。7.2.2截面尺寸复核取，因为所以满足要求。7.2.3正截面受弯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。以底层左中柱为例，从柱的内力组合表中选用N大，M大的组合，最不利组合为：第一组内力因为房屋中梁柱为刚接的框架结构，则底层柱的计算长度为（1）确定初始偏心矩（2）确定偏心矩增大系数回转半径由《规范》知，应计算系数根据《规范》，根据《规范》取根据《规范》（3）求轴向力到纵向钢筋作用点的距离（4）确定混凝土压区高度x因为属于小偏心受压，则（5）求纵向钢筋按构造配筋，则实配3Φ18（）最小总配筋率所以，满足要求。(6)验算配筋率全部纵向钢筋每一侧纵向钢筋满足要求。另一组因为房屋中梁柱为刚接的框架结构，则底层柱的计算长度为（1）确定初始偏心矩（2）确定偏心矩增大系数回转半径由《规范》知，应计算系数根据《规范》，根据《规范》取根据《规范》（3）求轴向力到纵向钢筋作用点的距离（4）确定混凝土压区高度x因为属于小偏心受压，则（5）求纵向钢筋实配3Φ20（）最小总配筋率所以，满足要求。(6)验算配筋率全部纵向钢筋每一侧纵向钢筋满足要求。垂直于弯矩作用平面的受压承载力验算在垂直于弯矩作用方向上，柱子是安全的。7.2.4斜截面受剪承载力计算最不利内力组合因为剪跨比因为所以取按构造配筋，取复式箍3Φ8@200，加密区取复式箍3Φ8@100。（五）裂缝宽度验算，可不验算裂缝宽度。柱配筋见下表：表7-2柱配筋表1楼层柱位置截面位置内力种类Nmax及相应的M，Ve0M/Neaeiξ1ξ2ηχξbh0ξe(e’)AS实际配筋ρmin×AAsv/S实际配筋1.35*①+1.0*②5左边柱柱顶截面M131.850.3613.313.663.1115.5764.40200.750.82241.03-2826.293Φ18763400<04Φ8@200N368.36V-41.13柱底截面M155.480.3914.314.692.9014.8368.94201.750.82236.02-2777.123Φ18763400<04Φ8@200N394.31V-41.13左中柱柱顶截面M-26.14-0.0715.315.233.0814.9564.95202.750.82240.38-2820.333Φ18763400<04Φ8@200N371.52V31.54柱底截面M-26.14-0.0716.316.232.8814.3469.49203.750.81235.46-2771.113Φ18763400<04Φ8@200N397.47V31.54右中柱柱顶截面M26.140.0717.317.373.0814.3464.95204.750.82240.38-2820.333Φ18763400<04Φ8@200N371.52V-31.54柱底截面M26.140.0718.318.372.8813.8469.49205.750.81235.46-2771.113Φ18763400<04Φ8@200N397.47V-31.54右边柱柱顶截面M-131.85-0.3619.318.943.1114.0164.40206.750.82241.03-2826.293Φ18763400<04Φ8@200N368.36V41.13柱底截面M-155.48-0.3920.319.912.9013.5768.94207.750.82236.02-2777.123Φ18763400<04Φ8@200N394.31V41.134左边柱柱顶截面M-91.08-0.2121.321.092.6113.0376.68208.750.81228.85-2692.363Φ18763400<04Φ8@200N438.59V9.62柱底截面M-153.61-0.3622.321.942.6712.9874.82209.750.81230.44-2712.793Φ18763400<04Φ8@200N427.97V11.91左中柱柱顶截面M-25.35-0.0323.323.271.5311.61131.03210.750.74202.37-2050.333Φ18763400<04Φ8@200N749.49V26.58柱底截面M-25.35-0.0324.324.271.4911.50134.66211.750.73201.36-2003.053Φ18763400<04Φ8@200N770.23V26.58右中柱柱顶截面M25.350.0325.325.331.5311.47131.03212.750.74202.37-2050.333Φ18763400<04Φ8@200N749.49V-26.58柱底截面M25.350.0326.326.331.4911.38134.66213.750.73201.36-2003.053Φ18763400<04Φ8@200N770.23V-26.58右边柱柱顶截面M91.080.2127.327.512.6112.3276.68214.750.81228.85-2692.363Φ18763400<04Φ8@200N438.59V-9.62柱底截面M153.610.3628.328.662.6712.2874.82215.750.81230.44-2712.793Φ18763400<04Φ8@200N427.97V-11.913左边柱柱顶截面M87.590.0829.329.381.0410.87192.28216.750.58190.46-1066.183Φ18763400<04Φ8@200N1099.83V-33.79柱底截面M87.720.0830.330.381.0210.82195.91217.750.57189.99-986.313Φ18763400<04Φ8@200N1120.58V-33.79左中柱柱顶截面M-35.79-0.0331.331.271.0210.80196.19218.750.57189.95-979.773Φ18763400<04Φ8@200N1122.23V27.89柱底截面M-35.79-0.0332.332.271.0010.76199.82219.750.55189.50-895.113Φ18763400<04Φ8@200N1142.98V27.89右中柱柱顶截面M35.790.0333.333.331.0210.75196.19220.750.57189.95-979.773Φ18763400<04Φ8@200N1122.23V-27.89柱底截面M35.790.0334.334.331.0010.71199.82221.750.55189.50-895.113Φ18763400<04Φ8@200N1142.98V-27.89右边柱柱顶截面M-87.59-0.0835.335.221.0410.72192.28222.750.58190.46-1066.183Φ18763400<04Φ8@200N1099.83V33.79柱底截面M-87.72-0.0836.336.221.0210.69195.91223.750.57189.99-986.313Φ18763400<04Φ8@200N1120.58V33.792左边柱柱顶截面M153.840.1137.337.410.7810.51255.80224.750.10184.141962.263Φ18763400<04Φ8@200N1463.17V36.21柱底截面M83.840.0638.338.360.7710.49259.43225.750.04183.872417.653Φ18763400<04Φ8@200N1483.92V36.21左中柱柱顶截面M-29.34-0.0239.339.280.7710.48261.34226.750.01183.732692.433Φ18763400<04Φ8@200N1494.88V29.47柱底截面M-9.5-0.0140.340.290.7510.46264.97227.75-0.06183.483293.183Φ18763400<04Φ8@200N1515.63V29.47右中柱柱顶截面M29.340.0241.341.320.7710.45261.34228.750.01183.732692.433Φ18763400<04Φ8@200N1494.88V-29.47柱底截面M9.50.0142.342.310.7510.44264.97229.75-0.06183.483293.183Φ18763400<04Φ8@200N1515.63V-29.47右边柱柱顶截面M-153.84-0.1143.343.190.7810.44255.80230.750.10184.141962.263Φ18763400<04Φ8@200N1463.17V-36.21柱底截面M-83.84-0.0644.344.240.7710.43259.43231.750.04183.872417.653Φ18763400<04Φ8@200N1483.92V-36.211左边柱柱顶截面M83.840.0545.345.350.6310.34319.37232.7532.68180.333862902.113Φ18763400<04Φ8@200N1826.77V-8.37柱底截面M147.120.0846.346.380.6210.33324.00233.7510.06180.11315411.073Φ18763400<04Φ8@200N1853.28V-8.37左中柱柱顶截面M-27.38-0.0147.347.290.6110.32326.52234.757.54179.99164166.123Φ18763400<04Φ8@200N1867.67V13.48柱底截面M-27.38-0.0248.348.280.6710.34296.69235.75-1.75181.5028432.903Φ18763400<04Φ8@200N1697.07V13.48右中柱柱顶截面M27.380.0149.349.310.6110.30326.52236.757.54179.99164166.123Φ18763400<04Φ8@200N1867.67V-13.48柱底截面M27.380.0250.350.320.6710.33296.69237.75-1.75181.5028432.903Φ18763400<04Φ8@200N1697.07V-13.48右边柱柱顶截面M-83.84-0.0551.351.250.6310.30319.37238.7532.68180.333862902.113Φ18763400<04Φ8@200N1826.77V8.37柱底截面M-147.12-0.0852.352.220.6210.29324.00239.7510.06180.11315411.073Φ18763400<04Φ8@200N1853.28V8.37表7-3柱配筋表2楼层柱位置截面位置内力种类Nmax及相应的M，Ve0M/Neaeiξ1ξ2ηχξbh0ξe(e’)AS实际配筋ρmin×AAsv/S实际配筋1.35*①+1.0*②5左边柱柱顶截面M117.620.3513.313.653.3916.0958.93200.750.82248.08-2885.103Φ18763400<04Φ8@200N337.09V-38.82柱底截面M157.620.4414.314.743.1615.2563.27201.750.82242.38-2838.463Φ18763400<04Φ8@200N361.91V-33.73左中柱柱顶截面M-20.54-0.0715.315.233.6315.8355.15202.750.83253.78-2925.513Φ18763400<04Φ8@200N315.46V34.49柱底截面M-20.54-0.0616.316.243.3815.0959.18203.750.82247.73-2882.403Φ18763400<04Φ8@200N338.53V34.49右中柱柱顶截面M-20.54-0.0717.317.233.6315.1555.15204.750.83253.78-2925.513Φ18763400<04Φ8@200N315.46V34.49柱底截面M-20.54-0.0618.318.243.3814.5459.18205.750.82247.73-2882.403Φ18763400<04Φ8@200N338.53V34.49右边柱柱顶截面M117.620.3519.319.653.3914.2358.93206.750.82248.08-2885.103Φ18763400<04Φ8@200N337.09V-38.82柱底截面M157.620.4420.320.743.1613.7363.27207.750.82242.38-2838.463Φ18763400<04Φ8@200N361.91V-33.734左边柱柱顶截面M-154.66-0.3721.320.932.7613.2372.46208.750.81232.57-2738.693Φ18763400<04Φ8@200N414.46V-3.05柱底截面M-190.38-0.5622.321.743.3913.8259.03209.750.82247.94-2884.073Φ18763400<04Φ8@200N337.64V6.08左中柱柱顶截面M-32.63-0.0523.323.251.8711.97106.97210.750.77210.77-2347.203Φ18763400<04Φ8@200N611.88V32.37柱底截面M-32.63-0.0424.324.261.4611.47137.12211.750.73200.70-1970.393Φ18763400<04Φ8@200N784.35V18.86右中柱柱顶截面M-32.63-0.0525.325.251.8711.81106.97212.750.77210.77-2347.203Φ18763400<04Φ8@200N611.88V32.37柱底截面M-32.63-0.0426.326.261.4611.36137.12213.750.73200.70-1970.393Φ18763400<04Φ8@200N784.35V18.86右边柱柱顶截面M-154.66-0.3727.326.932.7612.5172.46214.750.81232.57-2738.693Φ18763400<04Φ8@200N414.46V-3.05柱底截面M-190.38-0.5628.327.743.3912.9959.03215.750.82247.94-2884.073Φ18763400<04Φ8@200N337.64V6.083左边柱柱顶截面M153.410.1929.329.491.4511.20138.09216.750.72200.45-1957.463Φ18763400<04Φ8@200N789.89V-32.78柱底截面M153.650.1530.330.451.1010.89181.47217.750.62191.98-1282.643Φ18763400<04Φ8@200N1037.99V-17.77左中柱柱顶截面M-57.91-0.0631.331.241.2610.99158.17218.750.68195.95-1672.713Φ18763400<04Φ8@200N904.72V33.41柱底截面M-57.91-0.0632.332.241.2410.94161.39219.750.68195.34-1623.333Φ18763400<04Φ8@200N923.16V20.1右中柱柱顶截面M-57.91-0.0633.333.241.2610.93158.17220.750.68195.95-1672.713Φ18763400<04Φ8@200N904.72V33.41柱底截面M-57.91-0.0634.334.241.2410.89161.39221.750.68195.34-1623.333Φ18763400<04Φ8@200N923.16V20.1右边柱柱顶截面M153.410.1935.335.491.4511.00138.09222.750.72200.45-1957.463Φ18763400<04Φ8@200N789.89V-32.78柱底截面M153.650.1536.336.451.1010.74181.47223.750.62191.98-1282.643Φ18763400<04Φ8@200N1037.99V-17.772左边柱柱顶截面M190.680.1637.337.460.9610.62209.36224.750.51188.39-646.563Φ18763400<04Φ8@200N1197.55V27.29柱底截面M134.050.1138.338.410.9510.61209.85225.750.51188.33-632.513Φ18763400<04Φ8@200N1200.37V34.68左中柱柱顶截面M-52.85-0.0439.339.260.8310.52240.22226.750.29185.38638.513Φ18763400<04Φ8@200N1374.03V39.46柱底截面M-49.06-0.0440.340.260.9310.57214.44227.750.48187.83-495.203Φ18763400<04Φ8@200N1226.59V8.84右中柱柱顶截面M-52.85-0.0441.341.260.8310.49240.22228.750.29185.38638.513Φ18763400<04Φ8@200N1374.03V39.46柱底截面M-49.06-0.0442.342.260.9310.54214.44229.750.48187.83-495.203Φ18763400<04Φ8@200N1226.59V8.84右边柱柱顶截面M190.680.1643.343.460.9610.54209.36230.750.51188.39-646.563Φ18763400<04Φ8@200N1197.55V27.29柱底截面M134.050.1144.344.410.9510.53209.85231.750.51188.33-632.513Φ18763400<04Φ8@200N1200.37V34.681左边柱柱顶截面M103.180.0745.345.370.7510.40266.80232.75-0.10183.353644.303Φ18763400<04Φ8@200N1526.1V0.33柱底截面M170.780.1046.346.400.6810.36295.27233.75-1.57181.5824740.143Φ18763400<04Φ8@200N1688.92V-0.09左中柱柱顶截面M-49.89-0.0347.347.270.6610.34300.95234.75-2.47181.2745717.393Φ18763400<04Φ8@200N1721.41V25.24柱底截面M-55.03-0.0448.348.260.7510.38264.98235.75-0.06183.483295.413Φ18763400<04Φ8@200N1515.7V2.81右中柱柱顶截面M-49.89-0.0349.349.270.6610.33300.95236.75-2.47181.2745717.393Φ18763400<04Φ8@200N1721.41V25.24柱底截面M-55.03-0.0450.350.260.7510.37264.98237.75-0.06183.483295.413Φ18763400<04Φ8@200N1515.7V2.81右边柱柱顶截面M103.180.0751.351.370.7510.36266.80238.75-0.10183.353644.303Φ18763400<04Φ8@200N1526.1V0.33柱底截面M170.780.1052.352.400.6810.32295.27239.75-1.57181.5824740.143Φ18763400<04Φ8@200N1688.92V-0.097.3板的截面设计由计算简图可知，将楼板划分了A板，B板两种板块，均按照双向板计算，按塑性理论计算。主梁的h＝600毫米，宽度b=300毫米，纵梁（连梁）的高度h＝450毫米，宽度b=250毫米，走道梁h＝400毫米，宽度b=为300毫米。图7-1板区格板划分选取板A、B、C、D进行计算：屋面板：楼面板：板A：，板B：，，，跨中弯矩设计值：；支座处弯矩设计值：，配筋计算：，近似取值表7-4楼面板A的配筋计算项目x向跨中x向支座y向跨中y向支座q8.248.248.248.24lx3650365036503650ly7310731073107310n2.0032.0032.0032.003α0.2490.2490.2490.249β2222M2128962442579247564260711285214As147354214329实配钢筋Φ8@200Φ8@150Φ8@200Φ8@150实配As251335251335注：直径为14mm的钢筋为HRB335，直径为10mm的钢筋为HPB235。表7-5楼面板B的配筋计算项目x向跨中x向支座y向跨中y向支座q8.248.248.248.24lx3650365036503650ly2150215021502150n0.5890.5890.5890.589α2.8822.8822.8822.882β2222M1507083301416621702004340399As84168121242实配钢筋Φ8@200Φ8@150Φ8@200Φ8@150实配As251335251335表7-6屋面板A的配筋计算项目x向跨中x向支座y向跨中y向支座q8.248.248.248.24lx3650365036503650ly7310731073107310n2.0032.0032.0032.003α0.2490.2490.2490.249β2222M2550677851013556676032313520645As139279242284实配钢筋Φ8@200Φ8@150Φ8@200Φ8@150实配As251335251335注：直径为14mm的钢筋为HRB335，直径为8mm的钢筋为HPB235。表7-7屋面板B的配筋计算项目x向跨中x向支座y向跨中y向支座q8.248.248.248.24lx3650365036503650ly2150215021502150n0.5890.5890.5890.589α2.8822.8822.8822.882β2222M1805614361122726000835200167As6312791182实配钢筋Φ8@200Φ8@150Φ8@200Φ8@150实配As251335251335板C、D的配筋参照板B、A的配筋7.4楼梯设计设计资料楼梯为板式楼梯结构的两级楼梯。楼梯高度3.6米（标准层），楼梯宽度3.3米，左右台阶宽度1.65米，楼梯宽度0.16米。每场比赛有11个台阶，台阶高度为150毫米，台阶宽度为300毫米。楼梯板的厚度为120毫米。游乐平台的横梁宽度为250毫米，但高度为400毫米。用于楼梯的活荷载的标准值为。台阶面层为30毫米厚水磨石，下层为30层C30混凝土混合砂浆抹灰；台阶板及其余平台梁均为HRB335钢筋，其余钢筋为HPB300级钢筋。设计内容包括：楼梯断面板支架、休息平台横梁支架和车身休息平台支架。图7-2楼梯结构平面布置图图7－3梁式楼梯剖面图7.4.2梯段板计算说明：将整个梯段板视为单向板，取一米板宽的一条板带作为计算单元。（1）荷载计算踏步尺寸300mm×150mm，斜板厚度取t=120mm,,则截面平均高度为：。恒荷载（一米宽板带的线载）：踏步板自重踏步面层重踏步抹灰重g=8.使用活荷载q=3.5KN/m总计g+q=8.062+3.5=11.562KN/m(2)内力计算水平投影计算跨度为跨中最大弯矩为(3)截面承载力计算选用Φ1实配7.4.3休息平台板计算说明：休息平台板为单向板，取一米宽板带为计算单元。（1）荷载计算休息平台板厚取h=120mm，按单向板进行配筋设计。恒荷载（一米宽板带的线载）：休息平台板自重板面抹灰自重板底抹灰自重g=使用活荷载