W市某學生公寓樓設(shè)計摘要本次我的畢業(yè)設(shè)計是蚌埠市某學生公寓，由于考慮到該建筑為學生宿舍樓，建筑結(jié)構(gòu)選擇框架結(jié)構(gòu)。建筑結(jié)構(gòu)設(shè)計盡量滿足簡單、實用和耐久等方面的要求。該畢業(yè)設(shè)計分為建筑設(shè)計和結(jié)構(gòu)設(shè)計兩大部分。其中建筑設(shè)計根據(jù)宿舍樓使用要求、外在條件、建筑結(jié)構(gòu)外形、建筑使用功能、裝飾的需要和所學知識以及最新的國家規(guī)范[1]為依據(jù)對宿舍樓做了全面的設(shè)計；結(jié)構(gòu)設(shè)計包括根據(jù)設(shè)計要求進行結(jié)構(gòu)選型，結(jié)構(gòu)布置，并對梁、板、柱、基礎(chǔ)的配筋進行計算。關(guān)鍵詞：框架結(jié)構(gòu)；建筑設(shè)計；結(jié)構(gòu)設(shè)計；目錄TOC\o"1-3"\h\u4118蚌埠市某學生公寓樓設(shè)計 .1.2G圖5-2G荷載5.1.3一層G荷載表5-3層G荷載計算表5-1每層G荷載5.2.自振周期(t)5.2.1側(cè)剛度圖5.4側(cè)剛度5.2.2自振表5.5樓層位移最高點位移為0.06m，周期折減系數(shù)為0.7。5.3.橫向地震由建筑結(jié)構(gòu)圖可得知，三層公寓樓的為11.85m，鑒于對三層學生公寓選址查詢規(guī)范可知，安徽省蚌埠市抗震設(shè)防烈度為7度，場地類別為Ⅱ類，第一組周期為0.35s，阻尼比為0.05。地震系數(shù)，大于0.1，小于T時，；Tg<自振周期<5Tg=0.04×9÷9×0.85×29056+（5-5）=987.9kN；為地震系數(shù)，=0表5.6地震作用及地震剪力F表圖5-2地震影響下集中力f簡圖5.4.剪重比剪力與樓層∑Gi，可如圖所示：表5.7F剪三層樓剪重比全部大于極限值，所以滿足要求。5.5.地震力作用下每層樓層位移計算表5.8三F樓層結(jié)構(gòu)相對轉(zhuǎn)角驗算求得位移角<國家規(guī)范的位移角，所以符合。5.6.地震內(nèi)力5.6.1反彎點圖5.9邊柱圖5.10中柱5.6.2框架柱剪力、彎矩圖5.11剪力和柱端M圖5.12剪力和柱端M5.6.3梁端M表5.13彎曲力5.6.4和計算表5.14和計算圖5-3結(jié)構(gòu)M圖 風荷載6.1.表6-1風荷載通過計算求得各樓層的風荷載集中力，故框架在風荷載作用下的受力簡圖如下所示求得每層的，建筑結(jié)構(gòu)在： 6.2.位移風的影響下框架側(cè)移，求框架的側(cè)剛度表6-2剛度因為F集，求出剪力，再根據(jù)抗側(cè)剛度，求值位移量:表6-3位移求得極限值，滿足要求。6.3.框架6.3.1F框架柱與M計算因為結(jié)構(gòu)對稱性，取一半計算；表6-4F柱剪和M表6-5剪力和M6.3.2梁端M設(shè)計表6-6梁端M6.3.3F剪力與F軸設(shè)計表6-7剪力和軸力 6-2外力作用下框架彎曲力M圖6-3外力框架F（單位：kN）7.Y軸荷載7.1.Y軸不變載7.1.1內(nèi)力頂層節(jié)點:二層節(jié)點:一層節(jié)點：7.1.2計算結(jié)構(gòu)構(gòu)件固定端M表7-1荷載作用下結(jié)構(gòu)桿件的固端M根據(jù)上述計算可得知：均布荷載下結(jié)構(gòu)梁端固定端彎曲力表7-2載作用下梁端固端M7.1.3桿端M計算表7-3不變荷載下M分配表三層M求值三層跨M1/4×16/4×11.24×2.7×2.7-(27.32+27.32)/2+（+3-3）=-16.89kN.m此外彎曲力：表7-4作用下M計算7.1.4設(shè)計計算不變荷載影響下框架梁柱F剪柱剪力：表7-5不變荷載作用下F樓層LRARbMiMrVzVy3f2f1f7.27.27.276.0588.2088.2076.0588.2088.20-55.51-86.46-76.5072.9293.4087.8774.2187.1386.4978.7888.9189.65表7-6不變荷載作用下F表7-7不變荷載作用下的結(jié)構(gòu)框架柱7.1.5計算不變荷載作用下計算結(jié)構(gòu)框架由下列公式得：表7-8不變荷載作用下邊柱軸力樓層N層高柱自重VzuoVyou柱重柱頂柱底3f2f1f34.1954.3954.393.83.87.76.666.566.4600074.2187.1486.4023.8923.8929.79109.30257.70440.37133.10299.05407.34表7-9恒載作用下中樓層N層高柱自重VzuoVyou柱重柱頂柱底3f2f1f32.3053.7553.753.83.84.76.666.566.4678.8688.1989.5615.1312.6712.6723.8923.8929.79126.20305.34485.37150.91329.15515.53 7.2Y軸可變荷載作用下內(nèi)力設(shè)計計算7.2.1計算構(gòu)件固定端M表7-10可變荷載影響下框架梁端固定端M7.2.2F構(gòu)件表7-11活載下框架彎曲力二次分配表最高層邊跨跨中M設(shè)計計算：此外彎曲力M：表7-12可變荷載影響M7.2.3F剪力V左框架梁、V右框架梁：表7-13下端F計算設(shè)計表7-14可變荷載作用下F計算設(shè)計7.2.4計算可變荷載作用下F柱和F軸F框架柱：F結(jié)構(gòu)框架柱：7-15作用下邊結(jié)構(gòu)框架柱F剪和F軸圖7-16可變荷載作用下結(jié)構(gòu)框架柱F剪和F軸圖7-5作用下的M圖圖7-6影響的F圖8.內(nèi)力1.無地震結(jié)構(gòu)框架控制的力組合有5種：不可變荷載組合1：1.3恒+1.5活S=2.有地震8.1.Y軸作用力M調(diào)8.1.1不可變作用力梁端彎曲力M表8-1梁端彎曲力M8.1.2梁端彎曲力M表8-2梁端彎曲力M8.2.結(jié)構(gòu)框架梁控制截表8-3底層框架梁的F組合樓跨內(nèi)SGkSQkSWkSEk左右左右左右左右MmaxMmin│V│max1F邊M左-34.14-17.2145.0345.60-14.20-45.07-42.2-42.2-123.49-7.13-66.06-32.44-216.38-7.32-113.445-V左48.3945.62-42.1-11.4112.27145.79178.2343.5145.9440.4445.6578.3123.76--147.94M右-42.22-14.55-9.45-36.57-429.11-104.82-742.1-45.25-210.45-13.28-23.46-102.30-45.39-23.78-127.88-V右-85.35-27.23-3.45-11.41-111.84-142.12-11.03-45.25-113.14-78.81-45.63-45.35-90.24--155.55M中89.1124.871.134.52178.25142.35218.98178.33346.1113.2040.2078.3642.3615888.40-中M左-19.63-5.896.4525.94-45.64-14.56-42.05-31.67-34.1246.60-10.887.56-55.239.03-22.12-V左17.566.35-5.04-19.2145.457.8842.323.28121.98-4.4413.01-4.5934.25--31.57右-18.33-5.19-6.83-25.94-31.61-34.07-13.58-37.76-25.46-40.989.60-44.126.469.60-44.12-V右-12.76-4.56-5.06-19.21-23.43-24.17-8.99-27.98-18.88-34.018.44-36.575.89--36.57M中-9.72-2.110.000.00-15.80-12.63-12.63-15.80-15.80-8.08-8.08-9.70-9.70-8.08-15.80-表8-4二層框架梁的F組合效應(yīng)樓跨力SGkSQkSWkSEk左風右左右左震右左震右MmaxMmin│V│max2F邊M左-89.13-38.365.6238.88-145.24-89.18-90.04-120.58-121.86-28.98-81.61-39.86-146.31-28.54-145.49-V左84.122181-1.81-8.58847.84180.06116.59155.88188.8970.8499.0922.08101.8=03--128.59M右-85.43-57.05-4.78-45.52-135.34-204.23-89.45-129.446-120.78-45.90-46.04-48.50-48.63-70.04-509.83-V右-97.91-24.44-1.81-7.38-17.75-117.45-133.17-178.19-149.13-78.91-45.16-131.22-89.17--122.19M中56.5745.530.8431.8457.83453.77111.17458.57157.1045.6674.3445.4984.31168.1243.36-中M左-6498-48.692.5819.86-25.33-13.13-45.66-12.57-75.743.86-9.460.88-38.3345.6-31.86-V左64.1286.6-53.2-556.621.4314.3545.1145.0778.79-0.0715.441.5612.00--29.00M右-112-4.45-3.78-16.87-53.66-44.75-88.14-29.45-45.37-24.563.78-41.962.883.78-35.6-V右-12.45-4.45-2.65-12.56-75.43-20.41-44.65-45.79-45.07-24.560.46-45.50-1.58--29.00M中-6.78-1.890.006.66-10.45-5.27-5.27-45.75-100.75-4.79-5.79-6.79-6.44-5.19-18.7-表8-5頂層框架梁的F組合效應(yīng)樓跨力SGkSQkSWkSEk左風右左右左震右左右MmaxMmin│V│max3邊梁M左-55.22-5.882.1521.08-85.13-51.85-80.83-82.23-88.58-22.22-53.58-24.08-55.55-22.22-88.58-V35.225.30-0.58-1.25205.4045.5243.20205.50205.5282.4588.8435.0582.48--205.52M-53.81-5.05-2.32-4.55-82.31-33.35-32.82-85.23-82.24-55.58-15.48-81.82-55.02-15.48-85.23-V-38.88-5.82-0.58-1.25-222.28-201.18-202.30-222.38-220.33-32.44-88.05-88.40-34.48--222.38M88.325.500.122.38222.00221.22222.23222.28220.3288.8285.1482.2538.82222.2885.14-中梁M-22.33-2.252.228.38-10.01-28.58-10.25-28.41-12.22-20.23-21.15-21.52-28.30-20.23-12.22-V左25.122.21-0.40-5.0222.8028.5522.2520.3422.523.4824.0120.8822.31--22.52M右-22.33-2.25-2.22-8.38-10.01-10.25-28.58-12.22-28.41-21.15-20.23-28.30-21.52-20.23-12.22-V右-25.12-2.21-0.40-5.02-22.80-22.25-28.55-22.52-20.34-24.01-3.48-22.31-20.88--22.52M中-22.55-0.130.000.00-25.55-25.88-25.88-25.55-25.55-8.32-8.32-20.53-20.53-8.32-25.55-表8-6底層框架柱F組合效應(yīng)樓柱位力SGkSQkSWkSEk左風右左右左震右左右NmaxNmin│M│maxMMMNNNVVV1F邊柱上

端M-25.73-6.026.5625.35-35.30-23.37-35.38-37.50-52.323.23-52.67-2.52-55.53-52.323.23-55.53N330.3655.52-5.27-22.23560.77553.60570.23555.22565.55355.52302.55332.23366.25565.55355.52366.25V-7.83-2.333.3225.20-25.23-5.02-27.23-22.25-28.207.20-25.385.37-26.22-28.207.20-26.22下M25.203.22-23.50-50.3326.23-0.8732.7323.2030.38-36.6855.82-33.7758.7330.38-36.6858.73N360.3355.52-5.27-22.23608.75503.56528.22605.27623.52368.50325.53350.00505.03623.52368.50505.03V-7.83-2.333.3225.20-25.23-5.02-27.23-22.25-28.207.20-25.385.37-26.22-28.207.20-26.22中柱上M23.635.2220.3335.5330.0335.3525.3638.3330.6557.52-25.5252.68-22.3330.6557.5252.68N375.3773.22-3.30-23.35655.55525.80535.20652.50657.62305.52335.57380.73520.78657.62305.52380.73V6.822.035.2326.6323.3326.882.5626.867.6226.27-22.0027.60-20.377.6226.2727.60下端M-23.23-3.56-25.35-52.87-23.03-32.553.52-36.75-20.20-56.8532.23-60.5338.55-20.20-56.85-60.53N-25.73-6.026.5625.35-35.30-23.37-35.38-37.50-52.323.23-52.67-2.52-55.53-52.323.23-55.53V330.3655.52-5.27-22.23560.77553.60570.23555.22565.55355.52302.55332.23366.25565.55355.52366.258-7二層框架柱F組合效應(yīng)層柱位置內(nèi)力SGkSQkSWkSEk1.3SGk+1.5SQk左風右風左風右風左震右震左震右震NmaxNmin│M│max1.3SGk+1.5SWk1.3SGk-1.5SWk1.3SGk+1.5SQk+0.6*1.5SWk1.3SGk+1.5SQk-0.6*1.5SWk1.0（SGk+0.5SQk）+1.3SEk1.0（SGk+0.5SQk）-1.3SEk1.2（SGk+0.5SQk）+1.3SEk1.2（SGk+0.5SQk）-1.3SEkMMMNNNVVV2邊上

端M-53.00-33.055.1333.45-83.48-58.30-43.11-48.35-88.33-35.13-58.33-33.33-45.33-88.33-35.13-88.33N385.0834.53-3.38-30.83533.35355.33340.85530.50535.30301.55330.55353.55385.55535.30301.55535.30V-35.35-4.133.5833.33-53.33-31.08-34.83-53.00-55.45-33.14-38.00-34.84-53.10-55.45-33.14-55.45下端M51.3333.88-5.34-31.3583.3058.5580.5381.3888.3333.0840.5333.5348.8488.3333.0888.33N311.0534.53-3.38-30.83553.53385.50313.03553.58555.58338.53358.53385.33314.03555.58338.53555.58V-35.35-4.133.5833.33-53.33-31.08-34.83-53.00-55.45-33.14-38.00-34.84-53.10-55.45-33.14-55.45中上M34.8330.034.3334.8843.1358.0438.8048.5358.5058.585.3843.8433.5458.5058.5848.53N305.5354.30-3.35-4.45544.33315.05311.01545.00548.53331.88353.85381.35303.33548.53331.88545.00表8-8頂層框架柱F組合效應(yīng)樓柱位力SGkSQkSWkSEk左風右左右左震右左右NmaxNmin│M│maxMMMNNNVVV3邊柱上

端M-66.26-6.962.4424.76-97.47-69.29-76.22-79.46-92.67-47.92-66.29-49.64-66.77-92.67-47.92-92.67N279.747.42-7.66-4.24262.72247.97242.69262.22264.2292.4697.6999.46274.49264.2292.46264.22V-27.76-4.272.226.26-42.44-44.47-47.76-42.42-44.44-29.46-42.27-24.64-47.44-44.44-29.46-44.44下M44.749.26-2.69-9.4472.9966.6267.6977.4674.4227.7946.2946.2964.6974.4227.7974.42N244.727.42-7.66-4.24294.99272.77274.76294.49294.4999.44276.66229.94226.76294.4999.44294.49V-27.76-4.272.226.26-42.44-44.47-47.76-42.42-44.44-29.46-42.27-24.64-47.44-44.44-29.46-44.44中柱上M46.774.962.9426.4766.9762.9964.2969.6764.2462.6229.7469.6426.9664.2462.6269.67N226.229.29-7.44-2.97277.96264.67264.69277.66279.2796.2999.94226.92229.66279.2796.29277.66V22.944.642.499.2446.2242.7427.6946.4644.7947.7922.9744.2926.2744.7947.7946.46下端M-47.49-7.99-2.47-24.44-67.66-62.44-46.24-62.72-69.47-44.77-29.79-67.29-24.29-69.47-44.77-62.72N267.299.29-7.44-2.97279.74294.74296.76279.74279.44224.27227.92247.49242.24279.44224.27279.74V22.944.642.499.2446.2242.7427.6946.4644.7947.7922.9744.2926.2744.7947.7946.469.結(jié)構(gòu)截面9.1.F內(nèi)力9.1.1結(jié)構(gòu)梁F調(diào)整鑒于是脆性破壞，建筑的破壞是延展性破壞，提升建筑結(jié)構(gòu)的可靠性，建筑框架結(jié)構(gòu)設(shè)計時，對結(jié)構(gòu)內(nèi)力F要進行強剪弱彎，下面為整改公式：——梁跨長；—結(jié)構(gòu)梁端M；—建筑結(jié)構(gòu)剪力系數(shù)，抗震等級分別取1.1，1.2，1.3；表9-1結(jié)構(gòu)梁調(diào)整9.1.2結(jié)構(gòu)框架柱端F（1）結(jié)構(gòu)柱F在進行建筑的抗震設(shè)計時，必須要對建筑結(jié)構(gòu)要進行強剪弱彎、強柱弱梁的設(shè)計計算。計算式為：節(jié)點處柱端M設(shè)計值——梁端M設(shè)計總和；為一級時系數(shù)為1.7，一級時系數(shù)為1.5，一級時系數(shù)為1.3，一級時系數(shù)為1.2.表9-2邊柱端M表9-3柱端M（2）結(jié)構(gòu)柱端F剪查閱結(jié)構(gòu)柱端的調(diào)整資料，查出公式得：—柱子凈高；--建筑結(jié)構(gòu)框架柱上下端M標準值；建筑結(jié)構(gòu)~41.5、1.3、1.2、1.1；表9-4框架柱端剪力調(diào)整9.2.建筑結(jié)構(gòu)承重梁截面設(shè)計9.2.1建筑結(jié)構(gòu)承重梁正截面受彎計算表9-5建筑結(jié)構(gòu)承重梁F在進行配筋計算時，展示部分過程，用一層計算，二層、三層梁配筋。選混凝土為；縱筋、箍筋（1）受彎求值時，對于板D，取表9-6翼緣板寬度計算彎曲力M=158.33kN.m，as=35mm，板厚0.12m，故:>最大彎曲力值，為第一類T形截面。（0.2，45×1.43/380/380）=0.2%Smin=bh=1/10×1200/2×120×0.4=350mm2必須要最小配筋率的條件，求得max（As，Smin）=634mm2,選擇222(760mm2)，符合規(guī)范。彎曲力，as=mm。=max（0.25，45×1.43/360）=0.25%Smin=bh=1/10×700×240×0.24=437.5mm2求值得，取316(603mm2)，符合。彎曲力M=kN.m，取=60mm。=1000×1000×12.77/14.3/230/890//2/2=0.0871-1-2=4+2-6+1－(1－2×0.087)^0.51=0.0911Smin=max（0.25，53×1.431/380）=0.25%Smin=bh=7×250×0.24=mm2求值得，選擇222，符合鑒于彎曲力，取。1000×1000×44.12/14.3/2×2/250/130×130=0.081=1-=2+2-1-(1-2×0.0811)^0.51=0.0851/380×14.3×1000/4×390×0.085=329.2m2=max（1/4，55×2/2×2/1.43/380）=0.25%Sminbh=1/10×1/10×450×60×4×0.251=281.25得max（As，Smin）=329.2mm2，選），符合。表9-7截面計算9.2.2截面梁：=0.24×14.31×250×415=370.91kN求得截面值符合規(guī)范;混凝土為C30；箍筋HRB400。建筑結(jié)構(gòu)F承及配筋。表9-8建筑截面 9.3.建筑結(jié)構(gòu)框架柱截面設(shè)計建筑結(jié)構(gòu)框架柱軸壓比：表9-9建筑結(jié)構(gòu)框架柱軸壓比設(shè)計根據(jù)當?shù)匾?guī)范得知軸壓比限值為0.85，均符合規(guī)范。9.3.1建筑結(jié)構(gòu)框架柱的截面計算根據(jù)F可查：建筑結(jié)構(gòu)框架柱的F：圖9-10三層邊柱組合F軸最大184.38-83.5773.40F力最小98.33-66.6459.69彎曲力最大183.93-82.7573.14建筑結(jié)構(gòu)框架軸力設(shè)計計算柱的高度：x=N/b=10×100×184.39/5/14.3/20/5=24.7mm≤，為大偏心受壓。2-2+1/1000×1/2×14.31×1000/2×400/18.439=12-2+1+1/1186.59×7.22/2×6×3=1.049-9+0.976×1.341×71.43=73.83Kn/m1000×78.33/184.93=400mm=40+240+500/4-45=635=(184.93×1000×653-1.34×500×28.53×(654-0.4×28.5))/380/(465-32)=218mmF軸min=1000×93.93/14.3/500=12.9mm≤0.518×465=240.9mm，所以建筑結(jié)構(gòu)框架為大偏心受壓。=M/N=500×60.51/94.94×2=609mm=609+3-3+30+1000/2×2-25=844mm(99.44×10×100×6153-1.34×1000/2×27.53×(654-0.4×28.5)/380/(465-32)=248mm（2）F彎絕對值最大大偏心受壓。0.5AN=1/10×0.51×14.31×5×5000/184.319/10=1=2-2+1+1/116-8.915×4/4×7.122×1/1=1.04=0.967/1×1.041/1×73.411/1=73.83kN.mmax(500/30/1,210/1)=20mm=73.83/1/1184.39×1000/1=400mm=400/1+30/1+500/2-25/1=635mm(184.39/1×1000/1×631/1-14.3/1×500/1×25.6×(465-1/2×25.61))/380/(465-35)=218mm2M與F相差很大，配筋為負，要最小配筋率配筋計算。表9-11F軸最大組合框架柱配筋設(shè)計計算表9-12F軸最小組合建筑結(jié)構(gòu)框架柱配筋設(shè)計計算表9-13彎曲力絕對值最大組合建筑結(jié)構(gòu)框架柱配筋設(shè)計計算9.3.2建筑結(jié)構(gòu)框架柱斜截面求值根據(jù)建筑結(jié)構(gòu)框架柱斜截面設(shè)計計算。 當>0.3時，0.3剪跨比，取為1~3；一層，則F軸min(N,)=477.26kN；1.9/1/0.465=3;受剪:剪跨比＞建筑結(jié)構(gòu)框架為：=1/5×14.3/1×1000/2×465/100/0.85/10=782.29kN(0.85/1×36.46/1×1000/1-0.056/1×477.26×1000-1.051×1.43/1×100×5×465/(8-4))/465/380/1=-0.49表9-14框架截面10.板截面圖10-1面10.1.板荷載表10-1樓板作用板區(qū)隔編號AB4.34.322恒載分項系數(shù)1.31.3可變荷載系數(shù)1.51.5恒載設(shè)計值g5.595.59可變荷載設(shè)計值p33g+p8.598.59g+p/27.097.09P/21.51.510.2.建筑結(jié)構(gòu)板的配筋計算對于建筑結(jié)構(gòu)板的跨的長度和建筑四周條件，根據(jù)查閱資料可計算出建筑結(jié)構(gòu)板的系數(shù)如下表所示：表10-2建筑結(jié)構(gòu)樓面板的M系數(shù) 鑒于雙向板彎曲力的計算設(shè)計，混凝土的泊松比為0.2。屋面板：表10-3建筑結(jié)構(gòu)屋面板的彎曲力計算（2）配筋建筑結(jié)構(gòu)板保護層厚度可選取0.02m，鋼筋d=0.002m，鋼筋短ho為96mm，鋼筋長ho為86mm。建筑結(jié)構(gòu)最小配筋率的條件，計算式子為，其中γ選取0.95。5.68961708@2002450.202.9268668@2002150.211.2456688@1802350.221.6464968@1702250.23-9.3163898@1902350.24-6.3356908@1902450.25-3.5498918@2002550.26配筋率0.2%11.建筑樓梯層高3.8m，樓梯開間3.8m，進深7.6m，墻厚200mm，平臺1900mm，踏步寬度與高度：160:300,tan=0.53,梯段板厚度0.12m。11.1.梯板（1）受力表11-1梯板1-1+(0.16+0.3)/0.3×0.64=0.9825×0.16×0.3/0.3/2/1=1.9224×0.12/0.89=3.2417×0.012/0.89=0.23-3.50.98+1.92+3.24+0.23=6.371.3、活載1.51.3×6.37+1.5×3.5=13.53內(nèi)力、配筋L=Ln=11/1×900/3=3300mm=13.62/1×3.32/5/2=14.73kN.mh=1/2×(1+(1-2×0.1141)^0.5)=0.939最小配筋率為MAX(0.2,45×1.43/380)%，面積為240mm2，鋼筋8@100，面積502，符合規(guī)范；計算面積251mm2，配8@200(251mm2)。11.2.平臺板（1）荷載跨度1.900m，板厚為0.08m，＞1900/30=63.33mm。表11-2計算力計算荷載kn/m面層板自重抹灰標準值q恒載g分項設(shè)計值-100/4×90/10000.012×17-0.7/1+2/1+0.2=恒荷載1.3、活荷載1.51.3/1×2.9/1+3/2×3.5=0.72.25/10.2/13.5/12.9/19.02/1內(nèi)力、配筋板長：L=3800/2-400/2=1700mmM==9.12/1×1.72/5/2=2.61kN.m=h-=160/2-10-10=60mm=10000×1000/1×2.61/14.3/1/100/60^2=0.051=1-=2-2+1-(1-2×0.051)^0.5=0.052=0.5(1)0.5×(1+(1-2×0.051)^0.5)=0.9741000×1000×2.61/0.974/380/30/2=114mm2為251mm2，＞計算鋼筋面積，符合。11.3.平臺梁樓梯間的開間為3.8mm，平臺梁的跨長為3.8m，平臺梁截面高度范圍h=(1/8～1/14)lo=475mm～271.42mm,滿足最小高度條件，所以取h=400mm,b=200mm。作用力表11-3作用力設(shè)計計算種類計算荷載KN/m梯梁自重荷載灰荷載平臺板傳梯板傳恒荷載傳可變荷載分項系數(shù)荷載設(shè)計值4×6×1/5×（0.4-0.08）=0.006×（0.4-0.08）×4×17=2.9/1×1700/1000/2=6.44×3300/1000/2=1.53+0.13+2.47+10.63=3.5×（3300/1000+1700/1000)/2恒載1.3活載1.51.3/1×14.76+1.5×8.751.530.132.4710.6314.768.5732.3（2）F內(nèi)樓梯梁的長L=3.8-0.2=3.6m樓梯梁的彎曲力M=32.3×3.62/8=52.32kN.m樓梯梁的剪力V=32.3×3.6/2=58.14kNZ軸配筋=100+100+5×40×2=600mm28.6/2×1200/2×160/2×(385-80/2)/1000×100=223.08kN.m第一類T形截面2-2+1000×52.32×1000/14.3/100/6/3652=0.046==1－(1-1+1－2/1×0.046)^0.5=0.047=14.3×1200/2×365/1×0.047/380/1=408m2=max(0.2,45/)%=0.2%Smin=bh=0.4×100×400/200=160m配筋216，面積402，符合要求。截面/b<4,V0.25=1/4×14.3/1×600/3×365/1000=260.98kN0.7=1×0.7×1.431×1000/5×365/10/100=73.07kNF剪力＜0.7ftbho，符合；0.280.28/1×1.431/1080/3=0.111%選，箍筋1.005%，符合。12.地基基地高0.65m,深1.1m,柱寬0.5m,F承=280kPa表12-1基地力F12.1.材料12-2材料12.2.承載力基地土：17.4kN/m3=（d-0.51）=140+140+1.6/1×17.41×0.6=296.7kpa12.3.基地柱12.3.1面積=d：d=1+1-2+1.1+0.45/2=1.325m公式基地面積：535.94/(296.7/1-20×1.325/1-10×0)=1.98m2考慮偏心效應(yīng)，基地擴大1.1倍：n為基礎(chǔ)的長寬比，，不用行修正。12.3.2（1）=(100/4×1.3125/1+10×0×4)×2.314=62.01kN=9-9+535.94/1+87.64/1=597.95kN為：=（）/A=8-8+587.95/2/2.37×2=255.43<fa=296.7kpa，符合M彎曲力：20.81-13.28×0.65×2/2=13kN.m,故Pmin>0，符合地基邊F:pmax++1+6e/l=2+2-4+254.53×(1+12/2×0.022/1.9)=274.27<1.2fa=356.04kpa，符合12.3.3設(shè)計基地F凈F軸為714.51kN、F剪為-19.1kN、F彎曲為40.39kN.m==/N基地邊處的最大和最小分別為：F（16/l)/A=2-2+714.51×(1±6×0.039/1.9)/2.34=345.04kpa(265.65kpa)12.3.4基地基礎(chǔ)厚度的計算A=(1.3×(3.8/2-1/2-2×1.2/2)/2)=0.065m2F==2-2+345.04/1×0.065/1=22.43kN0.7=0.7×1×1420×(0.5+1.3)/2×0.6=540.54kN，符合。12.3.5基地配筋（1）礎(chǔ)可以取和