《J市人民醫(yī)院住院樓結(jié)構(gòu)設計》11000字（論文）

、工程概況1.1設計資料該項目是J市人民醫(yī)院住院樓的結(jié)構(gòu)設計。擬議的建筑位于山西省J市。住院樓的上部結(jié)構(gòu)是五層的，沒有地下室。J市本地基本設防烈度為。住院樓面積為，住院樓高度為，住院樓平面圖是矩形，住院樓的形狀規(guī)則[1]，并且每個樓層的高度等于，每個房間的凈空達到3.6m，室內(nèi)外高差為0.45m，地基承載力的修訂標準值為。1.2氣象資料溫度：年平均氣溫7.5℃左右，降水量：年平均降雨量毫米?；狙海夯撅L壓[2]：1.3住院樓活荷載類別及荷載標準值統(tǒng)計（1）住院樓樓面活載：（）（2）屋面（上人屋面）活載：[2]

2、建筑設計該住院樓根據(jù)用途，建筑規(guī)模和標準確定各種類型的房間。住院樓由病房，門廳室和辦公室等組成。住院樓根據(jù)使用要求，土地條件和結(jié)構(gòu)選擇，根據(jù)住院樓模數(shù)選擇間隔和深度[3]。確定建筑計劃，增加使用面積系數(shù)，并有發(fā)展空間?？紤]到住院樓醫(yī)護人員的使用情況，相應地調(diào)整了構(gòu)件的大小，并建立了安全的疏散通道。住院樓建筑的防火設計符合現(xiàn)行國家規(guī)定[4]。良好的建筑方位是要滿足室內(nèi)良好的陽光和自然通風的基本條件，也是被動的重要措施。節(jié)能。設計時，請嘗試安排一個好的方向作為房間。因此，確定所提議的住院樓被布置為朝北[5]。為了充分利用自然光，宿舍被設計成一個長的東西方向和一個短的南北方向的矩形。2.1結(jié)構(gòu)形式上部結(jié)構(gòu)是無地下室的現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu)。地板采用帶有主梁和次梁的現(xiàn)澆地板板系統(tǒng)?？紤]到擬建住院樓的平面輪廓為東西向長，南北向短的矩形，為了使兩個方向的剛度盡可能接近，并提高了抗震性能，地板設計主梁在南北方向排列，副梁在東西向排列。2.2建筑方案2.2.1確定使用功能根據(jù)《醫(yī)院分級管理標準》的要求，住院樓組成：

①辦公室等；

②病房。2.2.2確定房間種類和數(shù)量除上述主要房間需滿足使用功能外，各輔助用房也應符合規(guī)范。每層住院樓都配有一個衛(wèi)生間，衛(wèi)生間內(nèi)會配備一個馬桶和淋浴噴灑，而每一層還會有一個盥洗室，可以緩解上廁所和洗澡不便的問題，而且盥洗室里的淋浴噴灑之間會有隔斷，盥洗室里的是蹲便器。還有洗衣機可供護士和醫(yī)護人員使用。由于社會因素和醫(yī)護人員個人因素等問題，為了防止院外外閑散人員和無關(guān)人員威脅到住院人士的安全，醫(yī)院為了住院人士的安全著想，不允許非住院人士家屬（除特殊情況相關(guān)人員外）進入住院樓，一樓進門處大廳會安排等候區(qū)，由住院樓辦公室工作人員通知親屬等來拜訪住院人士。根據(jù)上述各項使用功能需求，確定首層一個醫(yī)護人員辦公室，一個大廳，一個公共衛(wèi)生間，一個樓梯室等：其他各層均是住院人士專屬的大小不等的七個病房，還有一個樓梯室，一個閱覽室等。2.2.3門窗尺寸普通門：陽臺高mm陽臺高mm子母門：普通窗：陽臺高陽臺高mm陽臺高mm陽臺高mm2.3建筑施工圖（見附錄）該住院樓施工圖詳情見附錄。3、結(jié)構(gòu)初步設計3.1.構(gòu)件截面尺寸的確定根據(jù)建筑的使用功能及結(jié)構(gòu)設計的要求，確定主體結(jié)構(gòu)共5層，層高均為，女兒墻高為。為避免混凝土保護層厚度增加，且節(jié)約建筑材料，所有結(jié)構(gòu)構(gòu)件均選用強度等級為的混凝土和級的鋼筋。衛(wèi)生間隔墻采用。樓蓋及屋蓋均采用主次梁現(xiàn)澆鋼筋砼結(jié)構(gòu)，均取。3.1.1框架梁截面尺寸初估1、橫向框架梁截面：根據(jù)經(jīng)驗，確定框架梁高度：h=l邊跨：h=l=417mm~824mm中跨：h=l=192.9mm~337.5mm綜合考慮荷載，確定邊跨、中跨橫向框架梁截面高度為。根據(jù)經(jīng)驗，確定橫向框架梁寬度b1=h=b2=h=確定邊跨、中跨橫向框架梁截面寬度為。即確定框架梁尺寸為、

圖3.1.1柱網(wǎng)圖3.1.2住院樓中、邊柱截面初估中、邊柱尺寸初始估計：。1.確定框架柱截面尺寸由框架柱從屬面積示意圖可知，該擬建框架結(jié)構(gòu)住院樓的框架柱僅有三種，即中柱、邊柱、角柱。底層框架柱通過軸壓比限值估算其截面尺寸，為使該擬建住院樓框架雙向剛度接近，因此設計本方案中所有框架柱截面均為正方形。中柱：（從屬面積為），由估計計算作用效應：計算其截面尺寸為，確定框架柱，中柱截面尺寸為邊柱：（從屬面積為=23.76㎡），由估計計算作用效應：計算其截面尺寸為，考慮到邊柱的承受偏心荷載作用較大，且為了方便施工，降低設計施工過程較大的錯誤率，從而選擇確定邊柱與中柱截面尺寸相同，確定邊柱截面尺寸為。角柱：①軸與A軸相交角柱（從屬面積為=11.88㎡）估計計算作用效應：計算其截面尺寸為，因為角柱承受雙向偏心荷載較大，受力情況復雜，在雙向地震作用下，容易引發(fā)框架發(fā)生水平扭轉(zhuǎn)效應，角柱會因承擔水平扭轉(zhuǎn)產(chǎn)生的剪力過多而提前崩潰，故增大其截面面積，為便于施工，選擇截面尺寸中柱相同，確定角柱截面尺寸為。綜上所述，考慮到抗震概念設計，確定底層邊柱、中柱、角柱截面尺寸取。綜上所述，結(jié)構(gòu)的構(gòu)件尺寸如下：主梁一：主梁二：柱截面尺寸：1—5層3.1.3本住院樓五層側(cè)面框架簡化圖圖3.1.1住院樓側(cè)面五層框架簡化圖

4、荷載計算4.1荷載統(tǒng)計4.1.1的計算統(tǒng)計1.住院樓屋面標準值（上人屋面）計算統(tǒng)計類別（kN/㎡）合計4.1.1住院樓統(tǒng)計表QUOTE2.住院樓面大小的計算統(tǒng)計類別（）1234合計4.1.2住院樓統(tǒng)計表4.1.2中、邊柱荷載類別計算統(tǒng)計中、邊柱合計：4.1.3二-四層內(nèi)外墻荷載類別計算統(tǒng)計自重計算統(tǒng)計數(shù)量2合計：外墻面荷載類別計算統(tǒng)計自重荷載計算計算合計：4.1.4二-四層內(nèi)墻荷載類別計算統(tǒng)計二-－層內(nèi)墻荷載墻面涂層荷載合計：4.2住院樓一、二主梁荷載大小計算統(tǒng)計 （1）主梁一的荷載計算統(tǒng)計 大小計算荷載大小計算合計：（2）主梁二的荷載計算統(tǒng)計 =合計:4.3住院樓樓面統(tǒng)計表（kN/㎡）[2]活荷載4.4下住院樓EQ\o\ac(○,1)-EQ\o\ac(○,1)軸－載計算統(tǒng)計4.4.1EQ\o\ac(○,A)～EQ\o\ac(○,B)軸主梁一、二荷載類別計算統(tǒng)計類別統(tǒng)計及計算===主梁一重EQ\o\ac(○,A)～EQ\o\ac(○,B)軸間一、二主梁計算主梁一荷載類別計算統(tǒng)計主梁一=主梁一主梁二荷載類別計算統(tǒng)計主梁二主梁二=4.4.2EQ\o\ac(○,B)～EQ\o\ac(○,C)軸住院樓面荷載類別計算統(tǒng)計住院樓計算住院樓計算住院樓計算住院樓計算2.5kN/mEQ\o\ac(○,B)～EQ\o\ac(○,C)軸住院樓主梁計算統(tǒng)計主梁一=主梁一=主梁二=主梁二=4.4.3EQ\o\ac(○,C)～EQ\o\ac(○,D)軸住院樓面荷載類別計算統(tǒng)計住院樓計算住院樓計算住院樓計算住院樓計算主梁一住院樓主梁二住院樓主梁二4.4.4EQ\o\ac(○,A)軸柱計算統(tǒng)計首層=首層二、五層=二、五層4.4.5EQ\o\ac(○,B)軸柱計算統(tǒng)計首層計算首層計算二、五層計算二、五層計算=4.4.6EQ\o\ac(○,C)軸柱計算統(tǒng)計首層首層二、五層計算=二、五層4.4.7EQ\o\ac(○,D)軸柱計算統(tǒng)計首層首層二、五層計算=二、五層圖4.4.7標準值5、住院樓重力恒載（自重）標準值及代表值計算5.1各層住院樓恒載（自重）標準值及代表值5.1.1五層重力永久荷載恒載（自重）標準值及代表值的計算統(tǒng)計住院樓主梁一計算：110kN7×3.3×0.5×4=47kN合計：5.1.2二、四層重力恒載（自重）標準值及代表值的計算統(tǒng)計住院樓（3）主梁一、二荷載之和110kN（4）二、四層計算：（5）二、四層計算：合計：5.1.3首層重力恒載（自重）標準值及代表值的計算統(tǒng)計（1）住院樓樓面首層527kN（2）首層住院樓120kN（3）首層住院樓主梁一、二110kN（4）計算：（5）計算：合計：6、地震作用下框架側(cè)移計算6.1框架柱抗側(cè)剛度的計算表6.1橫梁、框架柱線剛度計算桿件類型截面尺寸b×h混凝土的彈性模量EcILi=EcI/L相對剛度邊框架梁AB、CD跨250×600306.75×10966003.07×1070.648邊框架梁BC跨250×400302.00×10927002.22×1070.468中間框架梁AB、CD跨250×600309.00×10966004.09×1070.863中間框架梁BC跨250×400302.67×10927002.97×1070.627框架柱底層500×500305.21×10938004.11×1070.867框架柱其他層500×500305.21×10933004.74×1071表6.22～5層框架柱側(cè)移剛度D值計算構(gòu)建名稱i=∑ib/∑icαcDEQ\o\ac(○,A)軸0.8630.30113566EQ\o\ac(○,B)軸1.4890.42733219EQ\o\ac(○,C)軸1.4890.42733219EQ\o\ac(○,D)軸0.8630.30113566

表6.3底層框架柱橫向側(cè)移剛度D值計算構(gòu)件名稱i=∑ib/∑icαcDEQ\o\ac(○,A)軸0.9950.2458327EQ\o\ac(○,B)軸1.7180.31418422EQ\o\ac(○,C)軸1.7180.31418422EQ\o\ac(○,D)軸0.9950.2458327表6.4樓層假想位移計算層數(shù)GiViΣDiΔUiUi5910.079910.079935709.726205.89641070.9761981.0559357021.171196.1731070.9763052.0319357032.618174.99921070.9764123.0779357044.063142.38111172.8135295.825349898.31898.318基本自振周期T1=2?Φi框架結(jié)構(gòu)取0.7查《建筑抗震設計規(guī)范》（GB500011-2010）得到場地特征周期值為Tg=0.4水平地震影響系數(shù)最大值αmix=0.5[6]T=0.579α1=（Tg/T1）0.9αmax=0.2065δN=0.5T1+0.07=0.3595Geq=0.85×5295.82=4501.447kNFEk=Geqα1=4501.447×0.2065=929.549kNΔFN=δNFEk=0.3595×929.549=334.173kN[7]FEk（1-δN）=929.549×（1-0.3595）=595.376kNFi=GiHi/×F(1-dn)[8]表6.5水平地震作用下框架側(cè)移計算層數(shù)層高HiGiGi×HiGiHi/ΣGiHiFiViΣDΔUiΔUΔUi/h53.317910.07915471.340.29172.659172.659935701.854.681/178843.313.71070.97614672.370.272163.728336.387935703.650.991/91733.310.41070.97611138.150.206124.434460.821935704.943.81/67123.37.11070.9767603.930.14185.139545.96935705.833.951/56614.254.251172.8134984.4550.09350.012595.572534986.422.281/667由表可知ΔUi/h均小于1/550，滿足房屋抗震變形要求圖6.6地震作用下層間剪力圖

7、住院樓的荷載計算繪制出計算單元簡圖并表示其從屬面積[9]：圖6.1計算單元簡圖7.1住院樓的荷載統(tǒng)計與計算7.1.1住院樓首層計算圖7.1.1住院樓首層荷載簡圖17.1.2二、四層住院樓簡圖圖7.1.2住院樓首層荷載簡圖27.1.3住院樓五層簡圖圖7.1.3住院樓五層荷載簡圖q主梁一邊跨=2.0×3.3=6.6kN/mq主梁二中跨=2×2.7=5.4kN/m7.2各層桿件節(jié)點處的配系數(shù)計算圖7.2.1住院樓側(cè)面EQ\o\ac(○,1)-EQ\o\ac(○,1)表7.2.2彎矩分配系數(shù)圖7.1.4二、四層住院樓簡圖圖7.1.4二、四層住院樓荷載簡圖7.3住院樓EQ\o\ac(○,1)-EQ\o\ac(○,1)內(nèi)力計算7.3.1框架梁的固端彎矩根據(jù)以上的計算結(jié)果簡化框架梁的固端彎矩結(jié)算過程頂層邊跨固端彎矩：頂層中跨固端彎矩：標準層邊跨固端彎矩：標準層中跨固端彎矩[10]：7.3.2邊跨主梁一剪力計算

表7.3.3邊跨主梁一端V剪力（kN） 519.3255.3453.28121.20-80.1595.2365.41-71.45416.5234.2243.3418.34-105.51123.4357.38-58.32316.5234.2243.3418.34-106.26127.3655.42-58.30316.5234.2243.3418.31-107.54132.4355.54-58.29116.5234.2243.3418.34-104.29118.4655.33-58.19515.3425.343.48.1525.4233.44-31.24413.4534.213.47.5622.2429.78-27.64313.4534.213.47.5622.2429.78-27.64213.4534.213.47.5622.2429.78-27.64113.4534.213.47.5622.2429.78-27.64表7.3.4中跨主梁二端V剪力（kN）表7.3.5邊跨M跨中彎矩（kN·m）519.2435.4549.2318.24-65.21165.22-48.24417.414.1543.3116.14-109.2359.455.75317.414.1543.3116.14-107.5459.180.86217.414.1543.3116.14-108.7559.413.17117.414.1543.3116.142-104.3759.37-14.72表7.3.6邊、中柱N軸力（kN）565.47118.2319.64180.45101.4581.3120.75183.52201.31200.14459.42139.520.64360.4194.54132.8421.75365.32364.27369.47359.09137.521.64534.2194.46131.8422.75558.33536.51585.37259.53138.522.64689.4494.32130.8423.75733.42690.17757.65156.28143.322.75868.9794.27129.8424.75921.57872.14928.78圖7.3.7住院樓下分配圖展示圖7.3.8住院樓下圖（kN·m）圖7.3.9住院樓下主梁、（kN）7.4邊跨主梁一計算表7.4.1邊跨主梁一端（kN）1.813.86-29.4331.4516.24-14.241.813.86-18.7518.4717.21-13.421.813.86-53.2455.4316.11-14.371.813.86-40.1545.1215.34-14.121.813.86-35.4639.7514.75-14.16表7.4.2住院樓中跨主梁二端（kN）6.54.394.39-4.397.845.295.29-5.297.845.295.29-5.297.845.295.29-5.297.845.295.29-5.29表7.4.3住院樓中跨主梁二（kN·m）MBAVAM中-19.1325.9811.76-3.62-10.3911.5112.64-15.26-43.2750.1411.7720.60-31.9740.6711.4910.14-27.3636.1911.465.96

表7.4.4住院樓邊、中柱（kN）縱梁橫梁縱梁13.1725.0551.5516.556.5825.0914.0521.3189.1117.5325.8866.0013.1821.31114.5816.5625.88113.1212.7921.31125.7716.2725.88152.8412.7421.31198.4316.2925.88192.49圖7.4.5住院樓樓面分配展示圖7.4.6住院樓樓面下簡圖展示（kN·m）圖7.4.7住院樓樓面下主梁、（kN）8、框架內(nèi)力組合8.1彎矩調(diào)幅具體彎矩調(diào)幅過程[11]見表8.1。表8.1框架梁彎矩調(diào)幅計算荷載種類桿件跨向彎矩標準值調(diào)幅系數(shù)調(diào)幅后彎矩值Mi0Mr0M0bMiMrM恒載（永久荷載）頂層AB-66.17-75.5546.560.8-52.94-60.4460.73BC-19.49-19.49-11.090.8-15.59-19.59-7.19五層AB-99.31-100.362.580.8-79.45-80.2922.55BC-17.71-17.71-6.670.8-14.17-14.17-3.13四層AB-97.06-99.090.390.8-77.65-79.2720.01BC-18.35-18.35-6.970.8-1468-14.683.3三層AB-96.95-99.061.540.8-77.56-79.2321.14BC-16.97-16.97-7.340.8-13.58-13.58-3.95二層AB-86.89-88.2810.990.8-69.51-70.6228.51BC-23.97-23.9717.410.8-19.18-19.18-12.62滿跨活載頂層AB-22.58-27.216.740.8-18.06-21.7811.72BC-6.06-6.060.180.8-4.85-4.851.39五層AB-13.64-12.6418.380.8-10.91-10.1121.01BC-0.46-0.460.20.8-0.370.370.29四層AB-46.8-51.3717.480.8-37.1-41.127.26BC-6.68-6.680.140.8-5.34-5.341.48三層AB-35.42-41.97.020.8-28.34-28.34-54.28BC-4.37-4.370.170.8-3.5-3.51.04二層AB-30.81-37.422.480.8-24.65-24.659.3BC-8.89-8.89-0.270.8-7.11-7.112.050.5（雪載或活載）頂層AB-0.14-4.040.980.8-0.11-3.231.4BC-7.04-7.040.050.8-5.63-5.631.46五層AB-2.51-1.315.060.8-2-1.055.44BC6.67-6.670.480.8-5.34-5.341.81四層AB-2.15-1.394.940.8-1.72-1.115.29BC-6.61-6.610.480.8-5.29-5.291.8三層AB-2.11-1.384.910.8-1.69-1.15.26BC-6.62-6.620.520.8-5.3-5.31.84二層AB-2.69-4.195.130.8-2.15-3.355.82BC-10.82-10.820.410.8-8.66-8.662.578.2內(nèi)力換算AB跨內(nèi)力調(diào)整[12]見表8.3，BC跨內(nèi)力調(diào)整見表8.2，調(diào)整后AB跨內(nèi)力[13]統(tǒng)計見表8.4，調(diào)整后BC跨內(nèi)力統(tǒng)計見表8.5，地震作用下梁端內(nèi)力調(diào)整[14]見表8.6，風荷載作用下梁端內(nèi)力調(diào)整[15]見表8.7。表8.2 豎向荷載作用下BC跨梁內(nèi)力調(diào)整荷載種類層次調(diào)整前內(nèi)力標準值調(diào)整前內(nèi)力標準值MiMrVLVrM邊r緣M邊r緣V邊r緣V邊r緣恒載頂層-15.59-15.5930.2430.24-9.36-9.3628.1228.125-14.17-14.1726.4126.41-10.08-10.0825.0225.024-14.68-14.6826.4126.41-10.59-10.5925.0225.023-13.58-13.5826.4126.41-9.49-9.4925.0225.022-19.18-19.1826.4126.41-15.09-15.0925.0225.02活載頂層-4.85-4.853.653.65-4.68-4.683.443.445-0.37-0.374.564.56-0.24-0.243.503.504-5.34-5.344.564.56-4.47-4.473.503.503-3.50-3.54.564.56-2.63-2.633.503.502-7.11-7.114.564.56-6.24-6.243.503.500.5（雪載或活載）頂層-5.63-5.630.180.18-5.56-5.560.100.105-5.34-5.3410.7310.73-4.90-4.9010.2010.204-5.29-5.2910.7310.73-4.90-4.9010.2010.203-5.3-5.310.7310.73-4.90-4.9010.2010.202-8.66-8.6610.7310.73-4.90-4.9010.2010.20

表8.3豎向荷載作用下AB跨梁內(nèi)力調(diào)整荷載種類層次調(diào)整前內(nèi)力標準值調(diào)整前內(nèi)力標準值MiMrVLVrM邊r緣M邊r緣V邊r緣V邊r緣恒載頂層-52.94-60.4462.8146.56-42.04-48.5859.4643.215-79.45-80.2956.362.58-7244-73.1452.601.764-7765-79.2756.180.39-70.69-72.0752.420.273-77.56-79.2356.211.54-70.58-72.0552.451.082-69.51-70.6256.2810.99-62.61-63.3652.527.23活載頂層-18.06-21.7814.1515.55-17.33-20.9813.8115.215-10.91-10.1115.0314.67-7.93-7.0113.6914.204-37.10-41.1014.1615.54-34.13-37.9912.8214.493-28.34-33.5213.8715.83-25.36-30.4312.5314.512-24.65-29.9413.8515.85-21.69-26.9212.513.740.5（雪載或活載）頂層-0.11-3.231.433.87-0.03-2.921.33.845-2.00-1.0533.7674.54-0.60-0.4233.0973.874-1.72-1.1133.7974.27-0.31-0.5133.1273.63-1.69-1.1033.7974.23-0.27-0.5233.1273.562-2.15-3.3534.0675.71-0.76-1.733.3975.04表8.4 AB邊跨的內(nèi)力表展示風頂層左端M-42.04-17.33-0.0313.363.42V59.4613.811.3-4.2-1.08跨中M60.7311.721.41.80.46右端M-48.59-20.98-2.92-9.76-2.49V-43.21-15.21-3.74-4.2-1.08五層左端M-72.44-7.93-0.638.28.88V52.613.6933.09-13.17-2.51跨中M22.5521.015.441.981.98右端M-73.14-7.01-0.42-34.24-4.91V-1.76-13.33-73.87-13.17-2.51四層左端M-70.69-34.03-0.3177.7314.68V52.4212.8233.12-26.24-3.91跨中M20.0127.265.295.563.94右端M-72.07-37.99-0.51-66.61-6.79V-0.27-14.2-73.6-26.24-3.91三層左端M-70.58-25.36-0.27112.9920.7V52.4512.5333.12-38.02-5.43跨中M21.1454.285.268.425.78右端M-72.5-30.43-0.52-96.15-9.15V-1.08-14.49-73.56-38.02-5.43二層左端M-62.61-21.69-0.76153.5332.43V52.5212.5133.39-49.77-8.43跨中M28.519.35.8216.679.26右端M-63.36-26.92-1.7-120.19-13.92V-7.23-14.51-75.04-49.77-8.43表8.5BC中跨的內(nèi)力表展示風頂層左端M-9.36-4.68-5.565.791.48V28.123.440.15.271.35跨中M-7.191.391.4600右端M-9.36-4.68-5.56-5.79-1.48V-28.12-3.44-0.1-5.27-1.35五層左端M-10.08-0.24-4.920.672.69V25.023.510.2-16.08-3.83跨中M3.130.291.8100右端M-10.08-0.24-4.9-20.67-2.69V-25.02-3.5-10.2-16.08-3.83四層左端M-10.59-4.47-4.8539.973.47V25.023.510.2-32.68-6.57跨中M3.31.481.800右端M-10.59-4.47-4.85-39.97-3.47V-25.02-3.5-10.2-32.68-6.57三層左端M-9.49-2.63-4.8657.944.44V25.023.510.2-46.3-9.9跨中M-3.951.041.8400右端M-9.49-2.63-4.86-57.94-4.44V-25.02-3.5-10.2-46.3-9.9二層左端M-15.09-4.68-5.5671.16.98V25.023.510.2-64.63-14.26跨中M-12.622.052.5700右端M-15.09-4.68-5.56-71.1-6.98V-25.02-3.5-10.2-64.63-14.26表8.6 地震作用下內(nèi)力調(diào)整跨層次調(diào)整前內(nèi)力標準值調(diào)整前內(nèi)力標準值MiMrVLVrM邊r緣M邊r緣V邊r緣V邊r緣AB頂層14.41-10.81-4.24.213.36-9.76-4.24.2541.49-37.53-13.1713.1738.2-34.24-13.1713.17484.29-73.17-26.2426.2477.73-66.61-26.2426.243122.49-105.65-38.0238.02112.99-96.15-38.0238.022165.97-132.63-49.7749.77153.53-120.19-49.7749.77BC頂層7.11-7.11-5.275.275.79-5.79-5.275.27524.69-24.69-16.0816.0820.67-20.67-16.0816.08448.14-48.14-32.6832.6839.97-39.97-32.6832.68369.51-69.51-46.346.357.94-57.94-46.346.3287.26-87.26-64.6364.6371.1-71.1-64.6364.63

表8.7 風荷載作用下內(nèi)力調(diào)整跨層次調(diào)整前內(nèi)力標準值調(diào)整前內(nèi)力標準值MiMrVLVrM邊r緣M邊r緣V邊r緣V邊r緣AB頂層3.69-2.76-1.081.83.42-2.49-1.081.0859.51-5.54-2.512.518.88-4.91-2.512.51415.66-7.77-3.913.9114.68-6.79-3.913.91322.06-105.65-38.0238.02112.99-96.15-38.0238.02234.54-132.63-49.7749.77153.53-120.19-49.7749.77BC頂層1.82-1.82-1.351.351.48-1.48-1.351.3553.65-3.65-3.833.832.69-2.69-3.833.8345.11-5.11-6.576.573.47-3.47-6.576.5736.91-6.919.99.94.44-4.44-9.99.9210.54-10.54-14.2614.266.98-6.98-14.2614.268.3內(nèi)力組合梁內(nèi)力組合[16]見表8.3.1，柱內(nèi)力組合[17]見8.3.2表8.3.1住院樓主梁內(nèi)力組合桿件跨向截面內(nèi)力恒載活載1.3恒＋1.5×0.7活1/2（活＋雪）地震1.3地震+1.2[恒＋0.5（活＋雪）]附表1梁內(nèi)力組合左右左右住院樓頂橫梁邊跨AB左邊主梁M-39.04-17.33-72.85-0.0313.36-13.36-33.12-67.85V59.4613.8191.801.30-4.204.2067.4578.37跨中M60.7311.7291.261.401.80-1.8076.9072.22-77.9893.42V————————————————96.94梁右端M-48.59-20.98-85.20-2.92-9.769.76-74.50-49.12-96.88-79.96V-43.21-15.21-72.14-3.74-4.204.20-61.80-50.88-19.3042.19BC跨梁左端M-9.36-4.68-17.08-5.565.79-5.79-10.38-25.43-17.08V28.123.4440.170.10-5.275.2727.0140.72-19.3042.19跨中M-7.191.39-7.891.460.000.00-6.88-6.88-114.06-81.42V————————————————-115.82梁右端M-9.36-4.68-17.08-5.56-5.795.79-25.43-10.38-110.02-109.81V-28.12-3.44-40.17-0.10-5.275.27-40.72-27.01-13.3321.36五層橫梁AB跨梁左端M-72.44-7.93-102.50-0.6038.20-38.20-37.99-137.31-27.01V52.6013.6982.7533.09-13.1713.1785.71119.95-20.52-21.36跨中M22.5521.0151.385.441.98-1.9836.1631.01-149.65119.95V————————————————-132.78梁右端M-73.14-7.01-102.44-0.42-34.2434.24-132.78-43.76-186.25-110.02V-1.76-13.33-16.28-73.87-13.1713.17-107.88-73.64-24.5415.85BC跨梁左端M-10.08-0.24-13.36-4.9020.67-20.678.90-44.85-9.32V25.023.5036.2010.20-16.0816.0821.3663.17-20.64-17.39跨中M-3.130.29-3.761.810.000.00-1.58-1.58-156.15111.54V————————————————-132.78梁右端M-10.08-0.24-13.36-4.90-20.6720.67-44.858.90-186.25-105.61V-25.02-3.50-36.20-10.20-16.0816.08-63.17-21.36-44.8541.72四層橫梁AB跨梁左端M-70.69-34.03-127.63-0.3177.73-77.7315.85-186.25-18.13V52.4212.8281.6110.77-26.2426.2441.72109.94-47.62-21.36跨中M20.0127.2654.64-13.465.56-5.5615.090.63-229.43106.28V————————————————-131.51梁右端M-72.07-37.99-133.58-14.83-66.6166.61-190.87-17.69-248.61-112.48V-0.27-14.20-15.26-10.99-26.2426.24-47.6220.60-31.8620.56BC跨梁左端M-10.59-4.47-18.46-0.8239.97-39.9738.27-65.65-15.54V25.023.5036.202.46-32.6832.68-9.5175.46-38.18-27.21跨中M-3.301.48-2.74-0.230.000.00-4.24-4.24V————————————————梁右端M-10.59-4.47-18.46-0.82-39.9739.97-65.6538.27V-25.02-3.50-36.20-2.46-32.6832.68-75.469.51三層橫梁AB跨梁左端M-70.58-25.36-118.38-14.19112.99-112.9945.16-248.61V52.4512.5381.3410.83-38.0238.0226.51125.36跨中M21.14-54.28-29.51-13.548.42-8.4220.07-1.83V————————————————梁右端M-72.50-30.43-126.20-14.53-96.1596.15-229.4320.56V-1.08-14.49-16.62-10.93-38.0238.02-63.8435.01BC跨梁左端M-9.49-2.63-15.10-0.8957.94-57.9462.87-87.78V25.023.5036.202.46-46.3046.30-27.2193.17跨中M-3.951.04-4.04-0.330.000.00-5.14-5.14V————————————————梁右端M-9.49-2.63-15.10-0.89-57.9457.94-87.7862.87V-25.02-3.50-36.20-2.46-46.3046.30-93.1727.21二層橫梁AB跨梁左端M-62.61-21.69-104.17-13.62153.03-153.03107.46-290.42V52.5212.5181.4110.88-49.7749.7711.38140.78跨中M28.519.3046.83-14.2916.67-16.6738.74-4.61V————————————————梁右端M-63.36-26.92-110.63-13.61-120.19120.19-248.6163.88V-7.23-14.51-24.63-10.88-49.7749.77-86.4342.97BC跨梁左端M-15.09-4.68-24.53-0.8871.10-71.1073.27-111.59V25.023.5036.202.46-64.6364.63-51.04117.00跨中M-12.622.05-14.25-0.330.000.00-15.54-15.54V————————————————梁右端M-15.09-4.68-24.53-0.88-71.1071.10-111.5973.27V-25.02-3.50-36.20-2.46-64.6364.63-117.0051.049、框架梁柱截面設計9.1框架梁截面配筋設計資料梁、柱內(nèi)縱筋選用HRB400級鋼筋[18]箍筋選用HPB300級鋼筋混凝土強度C30（，）梁、柱保護層厚度取35mm，。[17]正截面受彎承載力計算AB、CD跨中正彎矩按照T形截面計算，其余均按矩形計算[19]。梁AB跨中正彎矩作用下的配筋計算按計算跨度考慮bf‘=1/3l0=1/3×6.6=2.2m按梁凈距考慮bf‘=b+sn=0.25+3.05=3.3mbf‘取值為2.2梁跨中按照單鋼筋T形截面進行計算配筋h0=h-as=600-40=560hf=100α1fcbf’hf‘（h0-hf‘/2）=1.0×14.3×2200×100×（560-100/2）=1604.46kN·m該截面屬于一類T形截面αs=M/α1fcbf’h02=93.41×106/1.0×14.3×2200×5602=0.0081ξ=1-1?2aAs=α1fcbf‘ξh0/fy=1.0×14.3×2200×0.0079×560/360=743mm2As=743mm2>minbh=0.2%×250×600=300mm2CD跨配筋與AB跨配筋計算方式相同A軸支座正彎矩作用下的配筋計算αs=M/α1fcbf‘h02=0.035ξ=1-1?2aAs=α1fcbf‘ξh0/fy=1.0×14.3×250×0.0359×260/360=200mm2As<minbh=375mm2B、C、D軸支座配筋計算同AA軸負彎矩配筋計算As=77.79×106/360×（560-40）=570mm2B、C、D軸支座配筋計算同ABC跨中負彎矩作用下配筋計算h0=h-as=400-40=360mmαs=0.19×106/1.0×14.3×250×3602=0.00015ξ=1-1?2as=0.00013<2as‘/hAs<minbhBC跨中正彎矩作用下配筋計算Bf‘=1/3l0=1/3×2.7=0.9mbf‘=b+sn=0.25+3.05=3.3m取bf‘=0.9，梁跨中按照雙筋T形截面計算h0=h-as=400-40=360mmhf=100mmAs<minbh=200mm2各個位置具體配筋[20]見表9.1表9.1框架梁截面配筋樓層混凝土強度等級b×h截面組合內(nèi)力柱邊截面Mh0As=M/a1|cbh02xAs=xbh0a1|c/|y實際配筋備注MV頂層C30250×600A5支座-77.79993.4185-52.1085600.095035530.10003948743.070992416A=804mm2SV>min跨中-96.943-109.285600.064739150.06698248497.530986220A=628mm2SV>minB5支座左-96.878-79.69-74.9635600.064695750.06693596497.185427220A=628mm2SV>min250×400B5支座右-19.30242.193-7.69893600.031190610.03169283151.333275214A=308mm2SV>min跨中-17.082-13.443600.027603260.02799512133.676703214A=308mm2SV>minC5支座左-19.302-42.193-7.69893600.031190610.03169283151.333275214A=308mm2SV>min五層C30250×600A4支座-114.06-81.416-136.455600.076169330.07931474589.132287220A=628mm2SV>min跨中-115.82-108.165600.077344330.08059186598.618413220A=628mm2SV>minB4支座左-110.02-109.81-79.8195600.073469390.07638686567.384653220A=628mm2SV>min250×400B4支座右-13.3321.36-7.4563600.02154030.02177743103.987226214A=308mm2SV>min跨中-27.013-6.613600.043651020.04464773213.192933214A=308mm2SV>minC4支座左-20.52-21.36-14.6463600.033158810.03372759161.049234214A=308mm2SV>min四層C30250×600A3支座-149.65119.949-116.665600.099936220.10550151783.641762416A=804mm2SV>min跨中-132.78-113.55600.0886740.09299835690.771079222A=760mm2SV>minB3支座左-186.25-110.02-155.995600.124378270803266418A=1017mm2SV>min250×400B3支座右-24.54215.849-20.1843600.039658070.04047727193.278987214A=308mm2SV>min跨中-9.321-8.293600.015062050.0151772372.4712526214A=308mm2SV>minC3支座左-20.64-17.391-15.8573600.033352720.03392829162.007579214A=308mm2SV>min三層C30250×600A2支座-156.15111.54-125.485600.104280640.11037158819.815584418A=1017mm2SV>min跨中-132.78-115.025600.0886740.09299835690.771079222A=760mm2SV>minB2支座左-186.25-105.61-157.215600.124378270803266418A=1017mm2SV>min250×400B2支座右-44.84741.716-33.3753600.072469460.07530487359.580758216A=402mm2SV>min跨中-18.132-9.593600.029299980.02974228142.019398214A=308mm2SV>minC2支座左-47.624-21.36-53.4983600.076956890.08017055382.814354216A=402mm2SV>min二層C30250×600A1支座-229.43106.28-200.25600.153215490.167192081241.86565420A=1257mm2SV>min跨中-131.51-87.515600.087825890.09206376683.82913416A=804mm2SV>minB1支座左-248.61-112.48-217.685600.166024010.182716711357.17914422A=1521mm2SV>min250×400B1支座右-31.86320.559-26.2093600.051488270.05288677252.534345214A=308mm2SV>min跨中-15.54-4.093600.02511150.02543497121.451971214A=308mm2SV>minC1支座左-38.182-27.214-30.6983600.061699310.06373007304.311081214A=308mm2SV>min9.1.1梁截面配筋梁的混凝土強度等級選用C30混凝土，fy=360,鋼筋選用HRB400梁截面配筋[21]見表9.1.1表9.1.1梁截面配筋樓層混凝土強度等級b×h截面組合內(nèi)力柱邊截面MREh0s=REM/1cbh20As=bh01c/y實際配筋MV頂層C30250×600A5支座-142.3179.13-120.550.755600.0950355270.10003948743.070994222A=760mm2跨中-106.36105.370.755600.0710278880.07374721547.777912222A=760mm2B5支座左-151.16-97.23-124.420.755600.1009456140.10663066792.028869416A=804mm2250×400B5支座右-57.4223.86-50.8590.753600.0927865040.09754391465.772175218A=509mm2跨中-12.56-13.40.753600.0202960380.0205062997.9175431214A=308mm2C5支座左-49.16-32.84-40.1290.753600.079438950.08287291395.718145216A=402mm2五層C30250×600A4支座-207.2387.45-183.180.755600.1383895180.149576011111.01736420A=1257mm2跨中-82.3-89.190.755600.0549604660.05655998420.114975220A=628mm2B4支座左-235.42-115.56-203.640.755600.157214980.172008431277.6404420A=1257mm2250×400B4支座右-79.2362.74-61.9770.753600.1280298620468315222A=760mm2跨中-7.28-4.680.753600.0117639450.0118339756.5071916214A=308mm2C4支座左-89.7-59.77-73.2630.753600.1449486140222293222A=760mm2四層C30250×600A3支座-312.27132.42-275.850.755600.2085359010.236502651756.68916425A=1963mm2跨中-86.78-96.780.755600.0579522380.05973646443.709157220A=628mm2B3支座左-272.4-130.47-236.520.755600.1819104610.202391651503.32021425A=1963mm2250×400B3支座右-125.4178.23-103.90.753600.2026533510.22883641092.69381322A=1140mm2跨中-5.42-6.40.753600.0087583220.0087970242.0057503214A=308mm2C3支座左-121.75-78.56-100.150.753600.196739060.221204851056.25318322A=1140mm2三層C30250×600A2支座-320.25130.29-284.420.755600.2138649960.24351471808.77309425A=1963mm2跨中-103.52-93.740.755600.0691313170.0717019532.585769220A=628mm2B2支座左-281.33-124.83-2470.755600.1878739720.209903771559.11854425A=1963mm2250×400B2支座右-130.2884.13-107.140.753600.2105229140.239109621141.74843420A=1257mm2跨中-9.3-7.730.753600.0150281170.0151427772.3067212214A=308mm2C2支座左-142.33-85.2-118.90.753600.2299948290.265146041266.07234422A=1521mm2二層C30250×600A1支座-320.12112.73-289.120.755600.2137781810.243399951807.92073425A=1963mm2跨中-75.25-80.150.755600.0502524310.05158282383.145759218A=509mm2B1支座左-326.93-129.23-291.390.755600.2183259430.24943481852.74629425A=1963mm2250×400B1支座右-145.32107.32-115.810.753600.2348264490.271750661297.6094422A=1521mm2跨中-5.24-2.240.753600.0084674550.0085036140.6047422214A=308mm2C1支座左-155.23-106.23-126.020.753600.2508402820.294082561404.24421422A=1521mm2

續(xù)表10.1.2橫向框架梁AB、BC跨斜截面受剪承載力計算樓層混凝土強度等級b×h斜截面組合內(nèi)力Vh00.25ccbh00.7tbh0選用箍筋（雙肢）vcs=0.7flbh0+yvASV/Sh0備注頂層C30250×600A5支座84.69560668.5167.588@200243.6336安全B5支座左-107.23560668.5167.588@200243.6336安全250×400B5支座右29.87360429.75107.738@200156.6216安全C5支座左-35.75360429.75107.738@200156.6216安全五層C30250×600A5支座79.42560668.5167.588@200243.6336安全B5支座左-115.73560668.5167.588@200243.6336安全250×400B5支座右61.75360429.75107.738@200156.6216安全C5支座左-52.64360429.75107.738@200156.6216安全四層C30250×600A5支座117.84560668.5167.588@200243.6336安全B5支座左-132.56560668.5167.588@200243.6336安全250×400B5支座右78.23360429.75107.738@200156.6216安全C5支座左-78.23360429.75107.738@200156.6216安全三層C30250×600A5支座126.54560668.5167.588@200243.6336安全B5支座左-119.82560668.5167.588@200243.6336安全250×400B5支座右102.16360429.75107.738@200156.6216安全C5支座左-101.21360429.75107.738@200156.6216安全二層C30250×600A5支座130.31560668.5167.588@200243.6336安全B5支座左-121.23560668.5167.588@200243.6336安全250×400B5支座右105.45360429.75107.738@200156.6216安全C5支座左-89.42360429.75107.738@200156.6216安全樓層混凝土強度等級b×h斜截面組合內(nèi)力V選用箍筋（雙肢）頂層C30250×600A5支座71.21217.13101.159560713.066667143.648@200241.5168B5支座左85.2217.13115.149560713.066667143.648@200241.5168250×400B5支座右5.3376.6536.6157360458.492.348@200155.2608C5支座左5.3376.6536.6157360458.492.348@200155.2608五層C30250×600A5支座56.42241.2