月土木工程框架结构毕业设计的计算书

'目录摘要1第1章绪论3第2章框架结构布置及计算简图51.1梁、柱截面估算51.2确定结构计算简图71.3梁、柱线刚度7第3章楼面设计103.1设计资料103.2楼面的结构平面布置103.3楼面板的设计103.4次梁的设计19第4章楼梯设计274.1底下三层楼梯设计274.2其他层楼梯设计30第5章框架在荷载作用下的受力345.1恒荷载计算345.2恒荷载作用下框架的受荷情况365.3竖向可变荷载作用下框架的受力39第6章荷载作用下框架的内力分析426.1恒荷载作用下框架的内力分析426.2活荷载作用下框架的内力分析43 第7章地震作用内力计算507.1重力荷载代表值507.2水平地震作用计算547.3水平地震作用下框架的内力分析59第8章风荷载内力计算658.1风荷载计算658.2风荷载标准值作用下的内力计算66第9章内力组合719.1梁内力组合719.2柱内力组合78第10章截面设计8610.1梁截面设计8610.2柱截面设计9210.3框架梁柱节点抗震验算112第11章基础设计113结束语118致谢119参考文献120 摘要随着经济的发展，商住楼以其优越的地理位置、且商且住灵活变通的物业功能、居家投资两相宜的营销理念在楼市中异军突起。商住楼不但具有写字楼所具有的一切优势，包括从产品上、服务上这些方面，也具有写字楼所没有的优势。用途上，商住楼可商可住，而纯写字楼只能商用；另外价格上，商住楼更有优势，它以比住宅稍高比写字楼更低的价格优势获得中小企业的青睐。本次毕业设计是商住楼，主要进行的是结构设计部分。结构设计简而言之就是用结构语言来表达工程师所要表达的东西。结构语言就是结构师从建筑及其它专业图纸中所提炼简化出来的结构元素，包括基础、墙、柱、梁、板、楼梯、大样细部图等等。然后用这些结构元素来构成建筑物或构筑物的结构体系，包括竖向和水平的承重及抗力体系，再把各种情况产生的荷载以最简洁的方式传递至基础。结构设计的阶段大体可以分为三个阶段：一结构方案阶段：根据建筑的重要性，建筑所在地的抗震设防烈度，工程地质勘查报告，建筑场地的类别及建筑的高度和层数来确定建筑的结构形式，本工程采用的是框架结构；二结构计算阶段：包括荷载计算、内力计算和构件计算；三施工图设计阶段：根据上述计算结果，来最终确定构件布置和构件配筋以及根据规范的要求来确定结构构件的构造措施。关键词：商住楼；结构设计；荷载计算；节点验算 ABSTRACTWiththedevelopmentofeconomy,commerce-residencebuildingemergesintherealestatemarketforitsadvantageouslocation,flexibledualfunctionsandthemarketingideaofbeingappropriateforbothhousingandinvestment.Ithasallthemeritsoftheofficebuildingintheaspectsofproductandservice,aswellasseveraladvantagesthattheofficebuidinglacks.First,itcanbeusedaseitherresidenceorofficebuilding,whileanordinaryofficebuidingcanonlybeusedforbusinesspurpose.Additionaly,commerce-residencebuildinggainsitsadvantageoverofficebuildingintermsofprice.Itfindsfavourintheeyesofsmallandmedium-sizedenterpriseswithitspricealittlehigherthanresidentbuildingbutlowerthanofficebuilding.Thisgraduationprojectisanadministrationbuilding,itwassomeofstructuraldesignthatmainlycarriedon.Thestructuraldesignexpressesthethingthattheengineerwillexpressinstructurallanguageinbrief.Thestructurallanguageisstructuralelementssimplifiedoutrefinedfromthebuildingandotherspecializeddrawingsofstructuralengineer,includingfoundation,wall,column,roofbeam,board,stair,full-pageproofdetailpicture,etc..Thencometoformthestructuralsystemsofthebuildingorstructureswiththesestructural elements,includingverticalityandbearingandresiststrengthsystemoflevel,andthenvariousloadthatsituationproduceinamostsuccinctwayfromtransmissiontofoundation.Thestageofthestructuraldesigncanbedividedintothreestagesonthewhole:1.Structuralschemestage:Accordingtotheimportanceofthebuilding,providingfortificationagainstearthquakesintheearthquakeintensity,thegeologicprospectreportoftheprojectofthebuildingsite,classificationandheightandstoreyofthebuildingofthebuildingfieldarecountedtoconfirmthestructuralformofarchitecture,whatthisprojectisadoptedisframestructure;2.Calculatestageinstructure:Includingloadingandcalculating,theinternalforceiscalculatedandcalculatedwiththecomponent;3.Constructiondrawingsdesignphase:Accordingtodescribedaboveresultofcalculation,come,confirmcomponentassignwithcomponentmixingmusclingandcoming,confirmingstructuralstructuremeasuringofcomponentaccordingtotherequestofnormfinally.Keyword:Commerce-residencebuildingStructuraldesign;Loadandcalculate;Nodalcheckingcomputations.、第1章绪论1.1工程背景本项目为莆田市莆田学院职工住宿楼。工程为7层现浇 钢筋混凝土框架结构体系，占地面积约为850m2，总建筑面积约为7652.80m2；一至七层层高为2.9m，平面尺寸为8.40×26.40m。基础采用独立基础，室内地坪为±0.000m，室外内高差0.45m。框架梁、柱、楼面、屋面板板均为现浇。1.2设计资料①气象资料：常年主导风向为东南风，基本风压为，年最高气温为39℃，最低气温4℃。②地质水文资料：建筑物所处的场地位Ⅱ类场地，地下水位高度为地面下5.0m左右，地下水为无腐蚀性的一般水。地质情况自上而下叙述如下：杂填土，灰黄色粉质粘土，粉砂夹粉质粘土。③地震设防烈度：7度（设计基本地震加速度为0.15g）。④抗震等级：根据建筑高度和抗震设防烈度，根据规范知框架的抗震等级为二级。⑤设计地震分组：设计地震分组为第二组（）⑥材料：柱采用C25，纵筋采用HRB335，箍筋采用HPB235，梁采用C25，纵筋采用HRB335，箍筋采用HPB235。基础采用C25，纵筋采用HRB335，箍筋采用HPB235。板采用C25，钢筋为HPB235⑦做法：上人屋面做法：C20钢筋混凝土预制板，25厚1：3水泥砂浆结合层，4mm厚油毡隔离层，4mm厚高分子卷材，20厚1：3水泥砂浆结合层，60厚憎水珍珠岩保温层，20mm水泥砂浆找平，50厚1：6水泥焦渣找坡，100mm厚钢筋混凝土楼板，20mm粉刷抹底。楼面做法：13mm厚地砖面层,100mm厚钢筋混凝土现浇板，20mm粉刷抹底，20mm水泥砂浆结合层，2mm厚纯水泥砂浆一道，。墙身做法：外墙为加气混凝土切块砌筑而成，外加瓷砖贴面，砖自重，厚为200mm；内墙为粉煤灰轻渣空心砌块，砖自重。内隔墙厚度均为120mm。门窗做法：门为木门，自重0.2kN/m2，窗为铝合金玻璃窗，自重0.5kN/m2。风荷载标准值0.7kN/m2。活荷载：上人屋面均布活荷载标准值2.0kN/m2，楼面活荷载标准值2.0kN/m2，阳台活荷载标准值2.5kN/m2，走廊活荷载为3.5kN/m2。 1.3工程特点本工程为7层，主体高度为22.45米，属多层建筑。第2章框架结构布置及计算简图2.1梁、柱截面尺寸估算2.1.1梁截面估算①横向框架：AB跨，取。，取，，，取，所以横向框架梁的截面尺寸为：BC跨，取。，取，，，取，所以横向框架梁的截面尺寸为：②纵向框架：取最大值，，取，，，取，所以纵向框架梁的截面尺寸为： ③次梁：连续梁，取，，取，，，取，所以连续梁的截面尺寸为：，取，，取，，，取，所以梁的截面尺寸为：④阳台挑梁：取，，取，，，取，所以阳台挑梁的截面尺寸为：2.1.2柱截面尺寸估算本工程为现浇钢筋混凝土结构，7度设防，高度，抗震等级为三级。全部柱采用相同的截面，按中柱进行估算。整个建筑的恒载标准值估算为12KN/m2。活载标准值为2.0KN/m2.C25强度等级混凝土的轴心抗压强度设计值fc=11.9N/mm2.按中柱的负荷面积估算底层柱的轴力：恒载：活载：估算柱轴力设计值对于三级框架，柱截面按下式估算：柱截面估算为 2.1.3梁、柱、板材料汇总表2.1梁、板材料汇总构件混凝土强度等级截面尺寸或厚度钢筋级别梁主梁二级次梁二级板一级表2.2柱材料汇总柱1～7层截面混凝土强度等级钢筋级别二级2.2确定结构计算简图2.2.1根据结构平面布置图，选定第②号轴线作为计算单元，如图2.1所示。 图2.1框架结构计算单元2.2.2梁的计算高（跨）度：梁的跨度：取轴线间距，即AB跨为3.6m，BD跨为4.8m。底层柱高：设基础底面标高为1m，0.45m为室内外高差，基础高度为600，则底层柱高为：。其他层取层高，即2-7层为3.0m。2.3梁、柱线刚度(其中E=3.0×1010N/m2)框架在竖向荷载作用下，可忽略节点的侧移，按刚性方案设计。在水平荷载作用下，不能忽略节点侧移，按弹性方案设计。2.3.1梁柱惯性矩计算①框架柱惯性矩： 1～7层：②框架梁惯性矩：主要框架梁：2.3.2梁柱线刚度计算：根据公式，可以得出梁、柱的线刚度如下：（其中）底层柱其他层柱BD梁AB梁取其他层柱的线刚度为基准值，所以=1算得梁、柱的相对线刚度标于图中。 图2.2结构计算简图第3章楼面设计 3.1设计资料①楼面做法：13mm地砖面层，2mm纯水泥砂浆一道，20mm1：2水泥砂浆结合层，钢筋混凝土现浇板，20mm粉刷抹平。②楼面荷载：均布活荷载标准值2kN/m2③材料：混凝土强度等级梁为C25，板为C25；梁内受力纵筋为HRB335，其余为HRB235钢筋，板为HRB2353.2楼面的结构平面布置3.3楼面板的设计（弹性理论）3.3.1楼板厚度的确定房间楼板短边为：3300mm，3600mm，3000mm，取L=3600mm。，取h=100mm。卫生间、厨房楼面：取L=3600mm，，取h=90mm。荷载计算恒荷载标准值：房间： 13mm地砖面层2mm厚纯水泥砂浆一道20mm厚1：2水泥砂浆结合层100mm厚钢筋混凝土楼板板底20mm厚粉刷抹底恒荷载标准值：合计：恒荷载设计值：活荷载标准值：活荷载设计值：荷载设计值：卫生间：13mm地砖面层捷罗克防水层2mm厚纯水泥砂浆一道30mm1:4水泥砂浆找平层20mm厚1：2水泥砂浆结合层100mm厚钢筋混凝土楼板板底20mm厚粉刷抹底恒荷载标准值：合计：恒荷载设计值：活荷载标准值：荷载设计值： 双向板弯矩计算区格12343300/4500=0.733600/4500=0.793300/4500=0.732100/3300=0.64跨内计算简图μ=1/6（）（）μ=1/6（）（）支座计算简图（） （）双向板弯矩计算（续）区格7811131500/2500=0.603300/4200=0.793600/4500=0.82500/4200=0.60跨内计算简图μ=1/6（）（）μ=1/6（）（）支座计算简图（） （）5号板：∵，故按单向板计算。（取1ｍ板宽计算）　　　　　　　ｐ＝ｇ＋ｑ荷载总设计值为：计算简图（取１ｍ板宽计算），如右图所示。支座弯矩：跨中弯矩：取∴∴∴故，按构造配筋，取8@180，实际配筋面积为2796号板：∵，故按单向板计算。（取1ｍ板宽计算）　　　　　　　ｐ＝ｇ＋ｑ荷载总设计值为：计算简图（取１ｍ板宽计算），如右图所示。支座弯矩：跨中弯矩： 取∴∴∴故，按构造配筋，取8@180，实际配筋面积为2799号板：∵，故按单向板计算。（取1ｍ板宽计算）　　　　　　　ｐ＝ｇ＋ｑ荷载总设计值为：计算简图（取１ｍ板宽计算），如右图所示。支座弯矩：跨中弯矩：取∴∴∴故，按构造配筋，取8@180，实际配筋面积为27910号板：∵，故按单向板计算。（取1ｍ板宽计算）　　　　　　　ｐ＝ｇ＋ｑ荷载总设计值为： 计算简图（取１ｍ板宽计算），如右图所示。支座弯矩：跨中弯矩：取∴∴∴故，按构造配筋，取8@180，实际配筋面积为27912号板：∵，故按单向板计算。（取1ｍ板宽计算）　　　　　　　ｐ＝ｇ＋ｑ荷载总设计值为：计算简图（取１ｍ板宽计算），如右图所示。支座弯矩：跨中弯矩：取∴∴∴故，按构造配筋，取8@180，实际配筋面积为27914号板： ∵，故按单向板计算。（取1ｍ板宽计算）　　　　　ｐ＝ｇ＋ｑ荷载总设计值为：支座弯矩：跨中弯矩：∴∴∴故，按构造配筋，取8@180，实际配筋面积为279配筋率：，满足要求。由上面计算可知，板间支座弯矩是不平衡的，实际应用时可近似取相邻两个区格板支座弯矩的平均值，即：1-7支座：1-8支座：1-3支座：2-7支座：2-8支座：2-11支座：3-4支座： 3-9支座：3-14支座：4-5支座：4-10支座：5-6支座：5-10支座：6-6支座：7-8支座：8-9支座：9-10支座：9-11支座：10-12支座：10-13支座：11-12支座：11-14支座：12-13支座：各跨内支座弯矩已求得，即可近似按算出相应的钢筋截面面积， 支坐截面h0=80,计算见表3.2，表3.2双向板配筋计算截面M（）选配钢筋实际配筋面积跨内14.11802588@1802792.8702018@18027924.44×0.8802228@1802793.38×0.8701938@18027934.41×0.8802218@1802793.82×0.8702198@18027941.56×0.880788@1802790.83×0.870478@18027970.29×0.875138@1802790.17×0.865118@18027980.9×0.880458@1802790.47×0.870278@180279113.90×0.8801958@1503352.66×0.8701348@150335130.52×0.875258@1802790.29×0.865178@180279支座1-36.638041510@180436 1-72.96801858@1802791-83.54802228@1802792-73.43802158@1802792-84.02802528@1802792-117.368046110@1604913-44.18802628@1802793-93.07801928@1802793-143.30802078@1802794-51.2580788@180279表3.2双向板配筋计算（续）截面M（）选配钢筋实际配筋面积支座4-101.76801108@1802795-60.6980438@1802795-100.8680548@1802796-60.8880558@1802797-80.8280518@1802798-90.8280518@1802799-113.48802188@18027910-120.8680548@18027910-130.8680548@18027911-123.61802268@18027911-143.71802328@18027912-137.448046610@160491次梁的计算：求第一跨的集中力L1。 恒荷载：梁自重：　　　梁侧抹灰：　　梁上砖墙重：墙间抹灰及瓷砖砖面：恒荷载标准值：　　　（7）号板传来的荷载标准值：（8）号板传来的荷载标准值：同理，活荷载标准值：恒载作用下的支座剪力，活载作用下的支座剪力，所以，对第一跨的集中力为：恒荷载：梁自重：　　　梁侧抹灰：　　梁上砖墙重：墙间抹灰及瓷砖砖面： 恒荷载标准值：　　　（1）号板传来的荷载标准值：（7）号板传来的荷载标准值：（8）号板传来的荷载标准值：同理，活荷载标准值：：恒荷载标准值：　　　（3）号板传来的荷载标准值：（9）号板传来的荷载标准值：同理，活荷载标准值：：恒荷载标准值：　　　（10）号板传来的荷载标准值：同理，活荷载标准值：：恒荷载标准值：　　　（15）号板传来的荷载标准值：同理，活荷载标准值：利用上面的值算出如下1连续梁：　　1．1基本资料　1．1．1工程名称：工程一　1．1．2结构构件的重要性系数γo＝1.00考虑活荷不利组合　1．1．3混凝土容重γc＝25.00kN/m箍筋间距Sv＝200mm　1．1．4可变荷载的分项系数γQ＝1.40可变荷载的组合值系数ψc＝0.70　可变荷载的准永久值系数ψq＝0.40　1．1．5C25混凝土强度：fc＝11.9N/mmft＝1.27N/mm　ftk＝1.78N/mmEc＝27871N/mm　1．1．6钢筋强度设计值：fy＝300N/mmfyv＝210N/mm　Es＝200000N/mm　1．1．7纵筋合力点至近边距离as＝40mm受拉钢筋最小配筋率ρmin＝0.20%　 　1．2几何信息　最左端支座：固端i———跨号Li———第i跨跨度（mm）　b———截面宽度（mm）h———截面高度（mm）　bf"———上翼缘高度（mm）hf"———上翼缘高度（mm）　bf———下翼缘高度（mm）hf———下翼缘高度（mm）　　--------------------------------------------------------------------------　iLi截面bhbf"hf"bfhf右节点　　--------------------------------------------------------------------------　14500矩形250400固端　24500矩形250400固端　33000矩形250400固端　42400矩形250400固端　53000矩形250400固端　64500矩形250400固端　74500矩形250400铰支　--------------------------------------------------------------------------　1．3荷载信息　i、j———跨号、节点号P、P1———单位：kN/m、kN　M—————单位：kN·MX、X1———单位：mm　　1．3．1跨中荷载　-------------------------------------------------------------------　i恒、活荷荷载类型P或MP1XX1　-------------------------------------------------------------------　1恒荷均布荷载8.63　1恒荷对称梯形3.391　1恒荷对称梯形3.211　1恒荷对称梯形7.061　 1恒荷集中荷载9.783　1活荷对称梯形3.302　1活荷对称梯形2.632　1活荷对称梯形1.501　2恒荷均布荷载8.63　2恒荷均布荷载3.21　2恒荷对称梯形7.062　2活荷均布荷载2.63　2活荷对称梯形3.302　3恒荷均布荷载8.63　3恒荷均布荷载3.21　3活荷均布荷载3.21　4恒荷均布荷载8.63　4恒荷对称梯形3.211　4活荷均布荷载1.50　5恒荷均布荷载8.63　5恒荷均布荷载3.21　5活荷均布荷载2.63　6恒荷均布荷载8.63　6恒荷均布荷载3.21　6恒荷对称梯形7.062　6活荷对称梯形3.302　6活荷均布荷载2.63　7恒荷均布荷载8.63　7恒荷对称梯形3.391　7恒荷对称梯形3.211　7恒荷对称梯形7.062　7恒荷集中荷载9.783　7活荷对称梯形1.501　7活荷对称梯形3.302　7活荷对称梯形2.632　梁自重-----------------------------------------------------------　1恒荷均布荷载2.50　2恒荷均布荷载2.50　3恒荷均布荷载2.50　4恒荷均布荷载2.50　5恒荷均布荷载2.50　6恒荷均布荷载2.50　7恒荷均布荷载2.50　-------------------------------------------------------------------　1．4计算结果　 1．4．1梁内力设计值及配筋　V——剪力（kN），以绕截面顺时针为正；M——弯矩（kN·M），以下侧受拉为正；　As———纵筋面积（mm）；Asv———箍筋面积（mm）　-----------------------------------------------------------------------　iI246J　-----------------------------------------------------------------------　1M－-68.80.00.00.0-68.8　As面筋707000706　As/bho0.79%0.00%0.00%0.00%0.78%　x/ho0.1970.0000.0000.0000.197　裂缝宽度0.2880.0000.0000.0000.288　实配面筋777000777　　M＋0.08.634.48.60.0　As底筋080334800　As/bho0.00%0.09%0.37%0.09%0.00%　x/ho0.0000.0220.0930.0220.000　裂缝宽度0.0000.0490.3290.0490.000　实配底筋089367890　　V112.145.80.0-45.8-91.7　Asv7319191973　构造配筋As,min＝200Asv,min＝73Dmin＝φ6Smax＝300　挠度验算截面4：f＝-5.9f/Li＝1/765　.......................................................................　2M－-58.60.00.00.0-58.6　As面筋591000591　As/bho0.66%0.00%0.00%0.00%0.66%　x/ho0.1650.0000.0000.0000.165　裂缝宽度0.3030.0000.0000.0000.303　实配面筋650000650　　M＋0.07.329.37.30.0　As底筋068282680　As/bho0.00%0.08%0.31%0.08%0.00%　x/ho0.0000.0190.0790.0190.000　裂缝宽度0.0000.0420.3310.0420.000　实配底筋075310750　　V81.639.00.0-39.0-78.1　Asv7319191919　 构造配筋As,min＝200Asv,min＝73Dmin＝φ6Smax＝300　挠度验算截面4：f＝-4.8f/Li＝1/934　.......................................................................　3M－-16.90.00.00.0-16.9　As面筋160000160　As/bho0.18%0.00%0.00%0.00%0.18%　x/ho0.0450.0000.0000.0000.045　裂缝宽度0.2630.0000.0000.0000.263　实配面筋176000176　　M＋0.02.18.42.10.0　As底筋02079200　As/bho0.00%0.02%0.09%0.02%0.00%　x/ho0.0000.0050.0220.0050.000　裂缝宽度0.0000.0120.0480.0120.000　实配底筋02287220　　V33.816.90.0-16.9-33.8　Asv1919191919　构造配筋As,min＝200Asv,min＝19Dmin＝φ6Smax＝300　挠度验算截面4：f＝-0.7f/Li＝1/4228　.......................................................................　4M－-10.00.00.00.0-10.0　As面筋9400094　As/bho0.10%0.00%0.00%0.00%0.10%　x/ho0.0260.0000.0000.0000.026　裂缝宽度0.0550.0000.0000.0000.055　实配面筋103000103　　M＋0.01.25.01.20.0　As底筋01247120　As/bho0.00%0.01%0.05%0.01%0.00%　x/ho0.0000.0030.0130.0030.000　裂缝宽度0.0000.0070.0280.0070.000　实配底筋01351130　　V25.612.50.0-12.5-25.0　Asv1919191919　构造配筋As,min＝200Asv,min＝19Dmin＝φ6Smax＝300　挠度验算截面4：f＝-0.3f/Li＝1/8900　.......................................................................　5M－-16.50.00.00.0-16.5　 As面筋156000156　As/bho0.17%0.00%0.00%0.00%0.17%　x/ho0.0430.0000.0000.0000.043　裂缝宽度0.2460.0000.0000.0000.246　实配面筋171000171　　M＋0.02.18.22.10.0　As底筋01977190　As/bho0.00%0.02%0.09%0.02%0.00%　x/ho0.0000.0050.0210.0050.000　裂缝宽度0.0000.0120.0460.0120.000　实配底筋02185210　　V32.916.50.0-16.5-32.9　Asv1919191919　构造配筋As,min＝200Asv,min＝19Dmin＝φ6Smax＝300　挠度验算截面4：f＝-0.7f/Li＝1/4334　.......................................................................　6M－-58.60.00.00.0-58.6　As面筋591000591　As/bho0.66%0.00%0.00%0.00%0.66%　x/ho0.1650.0000.0000.0000.165　裂缝宽度0.3030.0000.0000.0000.303　实配面筋650000650　　M＋0.07.329.37.30.0　As底筋068282680　As/bho0.00%0.08%0.31%0.08%0.00%　x/ho0.0000.0190.0790.0190.000　裂缝宽度0.0000.0420.3310.0420.000　实配底筋075310750　　V81.639.00.0-39.0-78.1　Asv7319191919　构造配筋As,min＝200Asv,min＝73Dmin＝φ6Smax＝300　挠度验算截面4：f＝-4.8f/Li＝1/934　.......................................................................　7M－-103.20.00.00.00.0　As面筋11350000　As/bho1.26%0.00%0.00%0.00%0.00%　x/ho0.3170.0000.0000.0000.000　裂缝宽度0.2330.0000.0000.0000.000　 实配面筋12490000　　M＋0.00.051.651.60.0　As底筋005145140　As/bho0.00%0.00%0.57%0.57%0.00%　x/ho0.0000.0000.1440.1440.000　裂缝宽度0.0000.0000.3140.3140.000　实配底筋005665660　　V135.068.822.9-22.9-68.7　Asv11619191919　构造配筋As,min＝200Asv,min＝73Dmin＝φ6Smax＝300　挠度验算截面4：f＝-10.7f/Li＝1/421　-----------------------------------------------------------------------　4楼梯设计本楼梯间开间为2.4m，进深为5.1。采用现浇板式楼梯，一至七层为等跑楼梯，共20级踏步，踏步宽250mm，其踏步的水平投影长度为9×250=2250mm。楼梯的踢面和踏面均做30厚水磨石层，底面为20厚白色抹灰。混凝土强度等级C30（）。板采用HPB235钢筋（），梁纵筋采用HRB335钢筋（）。1梯段板TB1设计 板倾斜角tanα=150/250=0.60，cosα=0.86。斜板的水平投影计算长度为：，板厚约为板斜长的，取h=100mm。取1m宽板带计算。1）荷载计算恒荷载：踏步重：斜板重：20mm厚找平层30厚水磨石面层板底抹灰金属栏杆重恒荷载标准值：∴总荷载2）截面设计斜板的计算简图可用一根假想的跨度为的水平梁替代，由于此楼梯设计时仅在中间休息平台下设有平台梁，而在楼梯与楼板层交界处，有主梁兼作平台梁。故为了简化计算，可按均布荷载进行计算，并取均布荷载为。水平投影计算跨度为，计算简图如下图所示。 板水平计算跨度ln=2.45m，弯矩设计值。板的有效高度。，选配10@140，实际配筋面积，分布钢筋选用8@200。2平台板PTB1设计设平台板厚100mm，取1m宽带板计算。1）荷载计算恒荷载：30厚水磨石面层20mm厚找平层平台板自重：板底抹灰恒荷载标准值：∴总荷载2）截面设计平台板的计算跨度弯矩设计值 板的有效高度。，选配8@200，实际配筋面积4.1.3平台梁TL1设计设平台梁截面尺寸为1）荷载计算梁自重梁侧粉刷平台板传来梯段板传来∴总荷载2）截面设计，取两者之间的较小值，弯矩设计值：剪力设计值：截面按倒L形计算，，取经判别属第一类T形截面。 ，选配2＠1２，实际配筋面积，3）箍筋计算斜截面受剪承载力为所以，箍筋按构造配置，选用8@200。第5章框架在荷载作用下的受力恒荷载计算为了便于今后的内力组合，荷载计算宜按标准值计算。①不上人屋面：高分子卷材12×0.004=0.05KN/m220mm厚1：3水泥砂浆找平20×0.02=0.40KN/m260mm厚憎水珍珠岩保温层4×0.06=0.24KN/m220mm厚1：3水泥砂浆找平20×0.02=0.40KN/m250厚1：6水泥焦渣找坡15×0.05=0.75KN/m2100mm厚钢筋混凝土楼板25×0.10=2.50KN/m220mm厚板底粉刷抹平17×0.02=0.34KN/m2不上人屋面恒荷载标准值：4.68KN/m2②上人屋面： C20钢筋砼预制板25×0.035=0.88KN/m225mm厚1：3水泥砂浆找平25×0.02=0.50KN/m24mm厚油毡隔离层12×0.004=0.05KN/m24mm厚高分子卷材12×0.004=0.05KN/m220mm厚1：3水泥砂浆找平20×0.02=0.40KN/m260mm厚憎水珍珠岩保温层4×0.06=0.24KN/m220mm厚1：3水泥砂浆找平20×0.02=0.40KN/m250厚1：6水泥焦渣找坡15×0.05=0.75KN/m2100mm厚钢筋混凝土楼板25×0.10=2.50KN/m220mm厚板底粉刷抹平17×0.02=0.34KN/m2上人屋面恒荷载标准值：6.11KN/m2③楼面荷载：13mm厚地砖面层0.013×22=0.29KN/m22mm厚纯水泥砂浆一道0.002×20=0.04KN/m220厚1：2水泥砂浆结合层0.02×20=0.40KN/m2100mm厚钢筋混凝土楼板0.10×25=2.5KN/m2板底20mm厚粉刷抹平0.02×17=0.34KN/m2楼面恒载标准值：3.57KN/m2④梁自重梁自重25×0.25×(0.40-0.10)=1.88KN/m梁侧抹灰层0.01×(0.40-0.10+0.25/2)×2×17=0.14KN/m合计：2.02KN/m梁自重25×0.25×(0.50-0.10)=3KN/m梁侧抹灰层0.01×(0.50-0.10+0.25/2)×2×17=0.18KN/m合计：3.18KN/m 梁自重25×0.20×(0.30-0.10)=1KN/m梁侧抹灰层0.01×(0.30-0.10+0.20)×2×17=0.14KN/m合计：1.14KN/m④柱自重：1～7层：柱自重25×0.55×0.55=7.56KN/m柱侧抹灰层0.01×0.55×4×17=0.37KN/m合计：7.93KN/m⑤墙自重及装饰外墙：200mm厚加气混凝土砌块6×0.2=1.2KN/m2单位面积瓷砖贴面0.5KN/m2水泥粉刷内墙面0.36KN/m2合计：2.06KN/m2内墙：粉煤灰轻渣空心砌块6×0.2=1.2KN/m2()水泥粉刷内墙面2×0.36=0.72KN/m2合计：1.92KN/m2轻质隔墙采用泰柏板1.10KN/m2⑦屋顶女儿墙：女儿墙自重：0.20×8×1.1=1.76KN/m水泥粉刷墙面1.1×2×0.36=0.79KN/m合计：2.55KN/m ⑧门窗：铝合金窗0.5KN/m2木门0.2KN/m2⑨栏杆自重：4.0KN/m玻璃幕墙1.5KN/m2、恒荷载作用下框架的受荷情况框架梁除了受楼板传来的荷载和自重外，还受次梁传来的集中力。集中力　　恒载的集中力1.结构构件的重要性系数γo＝1.00考虑活荷不利组合　2.混凝土容重γc＝25.00kN/m箍筋间距Sv＝200mm　3.可变荷载的分项系数γQ＝1.40可变荷载的组合值系数ψc＝0.70　可变荷载的准永久值系数ψq＝0.40　4.C25混凝土强度：fc＝11.9N/mmft＝1.27N/mm　ftk＝1.78N/mmEc＝27871N/mm　1．1．6钢筋强度设计值：fy＝300N/mmfyv＝210N/mm　Es＝200000N/mm　1．1．7纵筋合力点至近边距离as＝40mm受拉钢筋最小配筋率ρmin＝0.20%　　1．2几何信息　最左端支座：固端i———跨号Li———第i跨跨度（mm）　b———截面宽度（mm）h———截面高度（mm）　bf"———上翼缘高度（mm）hf"———上翼缘高度（mm）　bf———下翼缘高度（mm）hf———下翼缘高度（mm）　　--------------------------------------------------------------------------　iLi截面bhbf"hf"bfhf右节点　　--------------------------------------------------------------------------　14500矩形250400固端　24500矩形250400固端　--------------------------------------------------------------------------　1．3荷载信息　i、j———跨号、节点号P、P1———单位：kN/m、kN　M—————单位：kN·MX、X1———单位：mm　　1．3．1跨中荷载　-------------------------------------------------------------------　i恒、活荷荷载类型P或MP1XX1　-------------------------------------------------------------------　 1恒荷均布荷载8.63　1恒荷对称梯形3.391　1恒荷对称梯形3.211　1恒荷对称梯形7.061　1恒荷集中荷载9.783　2恒荷均布荷载8.63　2恒荷均布荷载3.21　2恒荷对称梯形3.212　梁自重-----------------------------------------------------------　1恒荷均布荷载2.50　2恒荷均布荷载2.50　-------------------------------------------------------------------　1．4计算结果　1．4．1梁内力设计值及配筋　V——剪力（kN），以绕截面顺时针为正；-----------------------------------------------------------------------　iI246J　-----------------------------------------------------------------------　1V93.737.60.0-37.6-89.3　Asv7319191919　构造配筋As,min＝200Asv,min＝73Dmin＝φ6Smax＝300　挠度验算截面4：f＝-4.2f/Li＝1/1076　.......................................................................　2V40.226.70.0-26.7-40.3　Asv1919191919　构造配筋As,min＝200Asv,min＝19Dmin＝φ6Smax＝300　挠度验算截面4：f＝-3.7f/Li＝1/1228　-----------------------------------------------------------------------活载的集中力：1．跨中荷载　-------------------------------------------------------------------　i恒、活荷荷载类型P或MP1XX1　-------------------------------------------------------------------　1活荷对称梯形2.632　1活荷对称梯形1.501　1活荷对称梯形1.501　2活荷均布荷载0.00　2活荷对称梯形1.502　梁自重-----------------------------------------------------------　1恒荷均布荷载2.50　2恒荷均布荷载2.50　-------------------------------------------------------------------　1．4计算结果　V——剪力（kN），以绕截面顺时针为正；-----------------------------------------------------------------------　iI246J　-----------------------------------------------------------------------　1V26.712.20.0-12.2-22.6　Asv1919191919　构造配筋As,min＝200Asv,min＝19Dmin＝φ6Smax＝300　挠度验算截面4：f＝-1.4f/Li＝1/3226　.......................................................................　 2V14.25.70.0-5.7-13.5　Asv1919191919　构造配筋As,min＝200Asv,min＝19Dmin＝φ6Smax＝300　挠度验算截面4：f＝-0.8f/Li＝1/5852　顶层荷载分析：⑴A-B轴间框架梁屋面板传给梁的三角形荷载：框架梁的自重：3.18kN/m⑵B-D轴间框架梁屋面板传给梁的三角形荷载：框架梁的自重：3.18kN/m.标准层荷载分析：⑴A-B轴间框架梁楼面板传给梁的三角形荷载:框架梁自重及墙重：⑵B-C轴间框架梁楼面板传给梁的三角形荷载:框架梁自重及墙重：梁传给框架梁的集中力： ⑶C-D轴框架梁：楼面板传给梁的荷载：框架梁自重及墙重：框架梁受力图如下图：固端弯矩计算：A端阳台弯矩11.321.5+3.181.5=19.37D端阳台弯矩-11.321.5+3.181.5=-19.37 顶层：A-B轴：B-D轴：标准层：A-B轴：标准层B-D轴：①代入上式得：② 代入上式得：③④ 代入上式得：⑤其中，P=49.1kN/m，a=1.5m，b=3.3m则⑥①，②，③，④，⑤,⑥相加得：节点分配系数u的计算：根据梁、柱相对线刚度，算出各节点的弯矩分配系数μij例如：顶层：节点A: 节点B:节点D:6层：节点A:节点B: 节点D:层的分配系数与6层相同.1层：节点A:节点B:节点D: 上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱7　0.7800.2200.190　0.6700.1400.170　0.83019.37　-18.2818.28　　-39.1139.11　-0.85-0.243.96　13.962.92-3.36　-16.38-0.461.98-0.12　8.20-1.681.46　-5.41-1.19-0.33-1.22　-4.29-0.900.67　3.28-2.49-16.8820.90　17.87-38.7737.88　-18.5160.4400.4400.1200.1100.4000.4000.0800.1000.4500.45019.37　-17.2917.29　　-58.3143.4　-0.92-0.92-0.254.5116.4116.413.28-2.40-10.81-10.81-0.43-0.462.26-0.126.988.20-1.201.64-8.19-5.41-0.60-0.60-0.16-1.52-5.54-5.54-1.111.205.385.38-1.94-1.98-15.4520.1517.8419.07-57.3443.83-13.62-10.8450.4400.4400.1200.1100.4000.4000.0800.1000.4500.45019.37　-17.2917.29　　-58.3143.4　-0.92-0.92-0.254.5116.4116.413.28-2.40-10.81-10.81-0.46-0.462.26-0.128.208.20-1.201.64-5.41-5.41-0.59-0.59-0.16-1.66-6.03-6.03-1.210.924.134.13-1.96-1.96-15.4420.0218.5818.58-57.4443.56-12.09-12.0940.4400.4400.1200.1100.4000.4000.0800.1000.4500.45019.37　-17.2917.29　　-58.3143.4　-0.92-0.92-0.254.5116.4116.413.28-2.40-10.81-10.81-0.46-0.462.26-0.128.208.20-1.201.64-5.41-5.41-0.59-0.59-0.16-1.66-6.03-6.03-1.210.924.134.13-1.96-1.96-15.4420.0218.5818.58-57.4443.56-12.09-12.0930.4400.4400.1200.1100.4000.4000.0800.1000.4500.45019.37　-17.2917.29　　-58.3143.4　-0.92-0.92-0.254.5116.4116.413.28-2.40-10.81-10.81-0.46-0.462.26-0.128.208.20-1.201.64-5.41-5.41-0.59-0.59-0.16-1.66-6.03-6.03-1.210.924.134.13 -1.96-1.96-15.4420.0218.5818.58-57.4443.56-12.09-12.0920.4400.4400.1200.1100.4000.4000.0800.1000.4500.45019.37　-17.2917.29　　-58.3143.4　-0.92-0.92-0.254.5116.4116.413.28-2.40-10.81-10.81-0.46-0.532.26-0.128.209.43-1.201.64-5.41-6.37-0.56-0.56-0.15-1.79-6.52-6.52-1.301.014.564.56-1.93-2.00-15.4419.8818.0919.32-57.5343.65-11.66-12.6210.5100.3400.1400.1300.4600.3100.1000.1100.5300.36019.37　-17.2917.29　　-58.3143.4　-1.06-0.71-0.295.3318.8712.724.10-2.64-12.74-8.65-0.46　2.67-0.158.20-1.322.05-5.41-1.13-0.75-0.31-0.88-3.10-2.09-0.670.371.781.21-2.64-1.46-15.2421.6023.9710.63-56.2043.18-16.36-7.44　　　-0.73　5.31-3.72 梁端剪力、及跨中最大弯矩、跨中弯矩计算：7层 4层 1层 柱轴力计算：顶层=女儿墙自重+梁自重+板传荷载+梁端剪力标准层=墙自重+梁自重+板传荷载+梁端剪力+上柱轴力 柱子：底层柱子： 活载作用下框架的受荷情况屋面及楼面活载的标准值为;还受次梁传来的集中力。顶层荷载分析（1）A-B轴间框架梁屋面板传给梁的三角形荷载（2）B-D轴间框架梁屋面板传给梁的三角形荷载标准层荷载分析（1）A-B轴间框架梁楼面板传给梁的三角形荷载（2）B-C轴间框架梁楼面板传给梁的三角形荷载框架梁KL1传给框架梁的集中力：（3）B-D轴间框架梁楼面板传给梁的三角形荷载阳台的集中力：4.3.3框架梁受力图如图 固端弯矩计算A端阳台弯矩4.221.5=6.33D端阳台弯矩4.221.5=6.33顶层：A-B轴：B-D轴： 标准层：A-B轴：标准层B-D轴：①代入上式得：② 代入上式得：③④ 代入上式得：⑤其中，P=8.2kN/m，a=1.5m，b=3.3m则①，②，③，④，⑤相加得：节点分配系数n的计算与恒载一样。上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱7　0.7800.2200.190　0.6700.1400.170　0.8306.33　-4.864.86　　-10.8012.26　-1.15-0.321.13　3.980.83-0.76　-3.71-0.320.56-0.16　1.48-0.380.42　-1.28-0.19-0.05-0.18　-0.63-0.130.15　0.72-1.66-4.675.65　4.83-10.4810.6　-4.2760.4400.4400.1200.1100.4000.4000.0800.1000.4500.4506.33　-4.864.86　　-12.2612.04　-0.65-0.65-0.180.812.962.960.59-0.57-2.57-2.57-0.57-0.320.41-0.091.991.48-0.290.30-1.86-1.280.220.220.06-0.34-1.24-1.24-0.250.281.281.28 -1.00-0.75-4.575.253.713.20-12.2012.05-3.14-2.5750.4400.4400.1200.1100.4000.4000.0800.1000.4500.4506.33　-4.864.86　　-12.2612.04　-0.65-0.65-0.180.812.962.960.59-0.57-2.57-2.57-0.32-0.320.41-0.091.481.48-0.290.30-1.28-1.280.110.110.03-0.28-1.03-1.03-0.210.231.021.02-0.86-0.86-4.65.303.413.41-12.1611.99-2.83-2.8340.4400.4400.1200.1100.4000.4000.0800.1000.4500.4506.33　-4.864.86　　-12.2612.04　-0.65-0.65-0.180.812.962.960.59-0.57-2.57-2.57-0.32-0.320.41-0.091.481.48-0.290.30-1.28-1.280.110.110.03-0.28-1.03-1.03-0.210.231.021.02-0.86-0.86-4.65.303.413.41-12.1611.99-2.83-2.8330.4400.4400.1200.1100.4000.4000.0800.1000.4500.4506.33　-4.864.86　　-12.2612.04　-0.65-0.65-0.180.812.962.960.59-0.57-2.57-2.57-0.32-0.320.41-0.091.481.48-0.290.30-1.28-1.280.110.110.03-0.28-1.03-1.03-0.210.231.021.02-0.86-0.86-4.65.303.413.41-12.1611.99-2.83-2.8320.4400.4400.1200.1100.4000.4000.0800.1000.4500.4506.33　-4.864.86　　-12.2612.04　-0.65-0.65-0.180.812.962.960.59-0.57-2.57-2.57-0.32-0.370.41-0.091.481.70-0.290.30-1.28-1.510.130.130.03-0.31-1.12-1.12-0.220.251.131.13-0.84-0.89-4.615.283.323.54-12.1812.02-2.73-2.9610.5100.3400.1400.1300.4600.3100.1000.1100.5300.3606.33　-4.864.86　　-12.2612.04　-0.75-0.50-0.210.963.402.290.74-0.63-3.03-2.06 -0.32　0.48-0.101.48-0.310.37-1.28-0.08-0.05-0.02-0.14-0.49-0.33-0.110.100.480.33-1.15-0.55-4.615.584.391.96-11.9411.88-3.83-1.73-0.28　0.98-0.86梁端剪力、及跨中最大弯矩、跨中弯矩计算：7层 4层 2、3、4和5层相同1层 4.3.8柱轴力计算：顶层=板传荷载+梁端剪力 标准层=板传荷载+梁端剪力+上柱轴力 地震作用内力计算重力荷载代表值计算重力荷载代表值按恒载+0.5活载计算。1塔楼：不上人屋面恒载：主梁自重：柱子自重：墙自重：窗、门自重：50%的不上人屋面活载：塔楼重力荷载代表值2屋顶：屋面恒载：梁自重：女儿墙重： 50%柱自重：50%的外墙自重：50%内墙自重：50%门窗自重：50%楼梯：50%屋顶活载：屋顶重力荷载代表值32~6层：楼面恒载：梁自重：一层柱子自重：外墙自重：内墙自重：门窗自重：楼梯：阳台自重： 楼面活载：1～6层重力荷载代表值31层：楼面恒载：梁自重：一层柱子自重：外墙自重：内墙自重：门窗自重：楼梯：阳台自重：楼面活载：1层重力荷载代表值 图.1质点重力荷载代表值水平地震力作用下框架的侧移验算1横向框架自振周期按顶点位移法计算框架的自振周期顶点位移法是求结构基本频率的一种近似方法。将结构按质量分布情况简化为无限质点的悬臂直杆，导出以直杆顶点位移表示的基频公式。这样，只要求出结构的顶点水平位移，就可以按下式求得结构的基本周期：式中：—— 基本周期调整系数。考虑填充墙对框架自振周期影响的折减系数，框架结构取0.6—0.7，该框架取0.7。——框架结构的顶点假想位移。在未求出框架的周期前，无法求出框架的地震力及位移，是将框架的重力荷载视为水平作用力，求得的假想框架顶点位移。然后由求出，再用求出框架结构的底部剪力。进而求出框架各层剪力和结构真正的位移。框架侧移刚度按求D值的方法计算。柱的侧移刚度按式：。式中可查公式求得。其中，，具体的计算过程和计算结果见表表1底层D值的计算构件名称（KN/m）A轴0.38011813B轴0.45314082D轴0.35310974表22～7层D值的计算构件名称（KN/m）A轴0.12312497B轴0.220320 D轴0.10101602各层D值汇总各层D值汇总，见表3所示。表3各层D值汇总表层次柱类型1层D值×根数2～7层D值×根数边柱A轴柱11813×8=10124012497×8=67464D轴柱14082×8=12925620320×8=143864中柱B轴柱10974×8=11114410160×8=90224294952343816，所以该框架为纵向规则框架。3计算框架的自振周期横向框架结构顶点假想位移计算结构顶点的假想侧移由：，，。结构顶点的假想侧移计算层次Gi(kN)Vgi(kN)Di(N/mm)△ui(mm)ui(mm)73026.513026.513438168.8211.4 62307.315333.8234381615.5202.652307.317641.1334381622.2187.142307.319948.4434381628.9164.832307.3112255.7534381635.6135.922307.3114563.0634381642.4100.312526.1817089.2429495257.957.9横向框架自震周期计算∴横向地震作用计算本设计中高度不超过40米，以剪切变形为主，且质量和刚度沿着高度方向分布比较均匀的结构，以及近似于单质点体系的结构，可以采用底部剪力法等简化方法计算抗震作用。因此本框架采用底部剪力法计算抗震作用。本场地类别为Ⅱ类场地，7度设防区，设计地震分组为第二组，通过查表得：结构的特征周期和水平地震影响系数最大值（7度，多遇地震作用）为：=0.40s=0.08，由于=0.55（S）则结构横向总水平地震作用标准值：<<5.则地震影响系数曲线的图可知：0.05时，则有 结构横向水平地震作用标准值：因，故无需考虑顶部附加水平地震作用的影响各层横向地震剪力计算见下表，表中质点i的水平地震作用标准值，楼层地震剪力及楼层层间位移的计算过程见表。各质点横向水平地震作用及楼层地震剪力计算表层次hi(m)Hi(m)Gi(kN)GiHi(kN·m)GiHi/GjHjFi(kN)Vi(kN)FEK(kN)△Fn(kN)7322.453026.5167945.150.290248.5248.5857.0306319.452307.3144877.180.191164.1412.6857.0305316.452307.3137955.250.162138.8555.1857.0304313.452307.3131033.320.132113.5668.6857.0303310.452307.3124111.390.10388.2756.8857.030237.452307.3117189.460.07362.9819.6857.03014.454.452526.1811241.500.04841.1857.0857.03022.517089.2234353.25 横向框架各层水平地震作用和地震剪力见下图横向框架抗震变形验算多遇地震作用下，层间弹性位移验算见下表横向水平地震作用下的位移计算层次Vi(kN)Di(N/mm)△ui(mm)ui(mm)hi(mm)7248.53438160.7213.7130001/41676412.63438161.2012.9930001/25005555.13438161.6111.7930001/18634668.63438161.949.0430001/15463756.83438162.207.1030001/1364 2819.63438162.384.8930001/12611857.02949522.912.5144501/1529楼层最大层间位移与楼层层高之比为：，满足位移要求。水平地震作用下框架的内力分析取轴线横向框架进行内力计算，对于地震作用下的各柱的剪力分配，应放在整个楼层中，按照抗侧移刚度在同层中进行分配。框架柱端剪力、弯矩分别按式和式计算，其中、层间剪力、梁柱线刚度比分别取自前面的表格。各柱反弯点高度比y按式确定，其中为标准反弯点高度比，查表确定；为柱上、下端框架梁相对线刚度变化时反弯点高度比的修正值；为柱的上层层高变化时反弯点高度比的修正值；为柱的下层层高变化时，反弯点高度比的修正值。本设计中，底层柱需要考虑修正值，其余柱均无需修正。具体计算过程见下表5.7。框架柱端剪力、弯矩计算层次hi(m)Vi(kN)Di(N/mm)A柱Di1Vi1kyMi1上Mi1下73.0248.5343816124979.030.2800.0824.932.1763.0412.63438161249715.000.2800.2832.3912.6053.0555.13438161249720.180.2800.3439.9520.5843.0668.63438161249724.300.2800.4043.7429.1633.0756.83438161249727.510.2800.5041.2641.26 23.0819.63438161249729.790.2800.6134.8654.5214.5857.02949521181334.320.4200.7833.60119.14 B柱D柱Di2Vi2kyMi2上Mi2下Di3Vi3kyMi3上Mi3下2032014.690.5000.2035.258.81101607.340.2100.0121.810.222032024.390.5000.3547.5525.601016012.190.2100.2128.907.682032032.810.5000.4059.0539.371016016.400.2100.3133.9615.262032039.520.5000.4565.2053.351016019.760.2100.4035.5623.712032044.730.5000.5067.0967.091016022.360.2100.5033.5533.552032048.440.5000.5565.3979.931016024.220.2100.6525.4347.231408240.920.7400.7054.62127.451097431.890.3200.8324.12117.77梁端弯矩A柱和梁端弯矩B左梁端弯矩B右梁和梁端弯矩D24.9335.2520.1315.1235.2521.8134.5656.3632.1824.1856.3629.1252.5584.6648.3436.3284.6641.6464.32104.5759.7144.86104.5750.8270.42120.4468.7751.67120.4457.2676.12132.4975.6556.84132.4958.9888.12134.5576.8357.72134.5571.35梁端弯矩、剪力及柱轴力计算层次AB梁BC梁柱轴力MblMbrLVbMblMbrLVbA柱NB柱NC柱N724.9320.133.612.5215.1221.814.87.6912.52(4.82)7.69 634.5632.183.618.5424.1829.124.811.1031.06(12.26)18.80552.5548.343.628.0336.3241.644.816.2459.08(24.04)35.04464.3259.713.634.4544.8650.824.819.9393.53(38.56)54.97370.4268.773.638.6651.6757.264.822.69132.20(54.53)77.67276.1275.653.642.1656.8458.984.824.13174.36(72.56)101.80188.1276.833.645.8257.7271.354.826.89220.18(91.49)128.69 水平地震作用下框架的弯矩图、梁端剪力图及柱轴力图水平地震作用下框架的弯矩图（单位：） 水平地震作用下框架的剪力图（单位：） 风荷载内力计算6.1.风荷载的计算本地区的基本风压，场地为Ⅱ类场地，地面粗糙度为C类。风压标准值计算公式为：式中：—Z高度出的风振系数，—风荷载体型系数—风压高度变化系数，—基本风压确定各系数的值因结构高度H=22.15m<30m，所以=1.0。查〈〈荷载规范〉〉得值，迎风面=0.8，背风面=-0.5，所以取=1.3。风压高度变化系数可根据各楼层标高处的高度Hi，查表得到标准高度的值，再用线性差值法求得各层高度的值，查得的结果见下表。风压高度变化系数层数Hi（mm）23.251.001.00722.151.001.00619.150.841.00516.150.841.00413.150.741.00310.150.741.0027.150.741.0014.150.741.0015m以下楼层：15m以上20m以下楼层：20m以上楼层：6.1.3将分布风荷载转化为节点集中荷载 按静力等效原理将分布的风荷载转化为节点集中荷载。如下图所示。计算第7层，即屋面处的集中荷载要考虑女儿墙的影响。风荷载如下图所示：风荷载作用下计算简图风荷载作用下框架的内力分析对于风载作用下的各柱的剪力分配，应放在整个楼层中，按照抗侧移刚度在同层中进行分配。框架柱端剪力、弯矩分别按式和式计算，其中、层间剪力、梁柱线刚度比分别取自前面的表格。各柱反弯点高度比y按式确定，其中为标准反弯点高度比，查表确定； 为柱上、下端框架梁相对线刚度变化时反弯点高度比的修正值；为柱的上层层高变化时反弯点高度比的修正值；为柱的下层层高变化时，反弯点高度比的修正值。本设计中，底层柱需要考虑修正值，其余柱均无需修正。具体计算过程见下 框架柱端剪力、弯矩计算表层次hi(m)Vi(kN)Di(N/mm)A柱Di1Vi1kyMi1上Mi1下73.009.13343816124970.330.2800.020.980.0263.0018.04343816124970.660.2800.231.510.4553.0026.95343816124970.980.2800.292.090.8543.0034.78343816124971.260.2800.392.311.4833.0042.61343816124971.550.2800.452.562.0923.0050.44343816124971.830.2800.562.423.0814.4559.77294952118132.390.4200.792.248.42B柱D柱Di2Vi2kyMi2上Mi2下Di3Vi3kyMi3上Mi3下203200.540.5000.151.380.24101600.270.2100.090.740.07203201.070.5000.352.081.12101600.530.2100.161.340.26203201.590.5000.402.871.91101600.800.2100.261.770.62203202.060.5000.403.702.47101601.030.2100.361.971.11203202.520.5000.454.163.40101601.260.2100.452.081.70203202.980.5000.504.474.47101601.490.2100.601.792.68140822.850.7400.684.068.64109742.220.3200.792.087.82 梁端弯矩A柱和梁端弯矩B左梁端弯矩B右梁和梁端弯矩D0.981.380.790.591.380.741.532.321.331.002.321.422.543.992.281.713.992.023.175.613.202.415.612.594.036.623.782.846.623.194.517.874.493.387.873.495.328.544.873.668.544.76梁端弯矩、剪力及柱轴力计算层次AB梁BD梁柱轴力MblMbrLVbMblMbrLVbA柱NB柱NC柱N70.980.793.60.490.590.994.80.330.49(0.16)0.3361.531.333.60.791.001.654.80.551.29(0.40)0.8852.542.283.61.341.712.584.80.892.63(0.85)1.7843.173.203.61.772.413.274.81.184.39(1.44)2.9634.033.783.62.172.844.114.81.456.56(2.16)4.4124.514.493.62.503.384.534.81.659.06(3.01)6.0515.324.873.62.833.665.004.81.8011.89(4.04)7.86 风荷载作用下框架的弯矩图、梁端剪力图及柱轴力图如图 6内力组合框架内力组合⑴结构抗震等级由《抗震规范》表6.1.2确定，本工程框架结构的抗震等级为三级。⑵框架梁内力组合本设计根据《荷载规范》（GB5009—2001）第3.2.4条规定，对于框架结构的基本组合和《抗震规范》第5.4.1条的结构构件地震作用效应和其他荷载效应的基本组合，可以考虑以下四种组合，即：①1.2×SGK+1.4×SQK②1.35×SGK+SQk③[1.2（SGE+SQK）+1.3SEK]×其中：SGK——恒荷载标准值效应SQK——活荷载标准值效应SWK——风荷载标准值效应SGE——重力荷载代表值效应SEK——水平地震作用代表值效应——考虑地震作用时的荷载效应组合承载力调整系数，其值见表承载力抗震调整系数材料结构构件受力状态钢筋混凝土梁受弯0.75轴压比小于0.15的柱偏压0.75轴压比不小于0.15的柱偏压0.80各类构件受剪、偏拉0.85注：表中系数值取于《荷载规范》 框架梁的内力组合：以第7层A截面为例先进行调幅，得出的恒荷载，活荷载，地震的弯距和剪力如下对它们进行3种组合，梁的=0.75。对弯距组合左rRE[1.2（SGK+0.5SQK）+1.3SEK]=8.75右rRE[1.2（SGK+0.5SQK）-1.3SEK]=-39.871.35SGK+SQK=-24.711.2SGK+1.4SQK=-22.43对剪力组合左rRE[1.2（SGK+0.5SQK）+1.3SEK]=12.56右rRE[1.2（SGK+0.5SQK）-1.3SEK]=36.971.35SGK+SQK=39.161.2SGK+1.4SQK=35.50框架柱的内力组合：以第7层A柱柱顶为例，轴压比N/fbh=0.03<0.15,所以=0.75对弯距组合左rRE[1.2（SGK+0.5SQK）+1.3SEK]=-21.62右rRE[1.2（SGK+0.5SQK）-1.3SEK]=26.991.35SGK+SQK=4.511.2SGK+1.4SQK=4.18对轴力组合左rRE[1.2（SGK+0.5SQK）+1.3SEK]=84.93右rRE[1.2（SGK+0.5SQK）-1.3SEK]=109.341.35SGK+SQK=153.471.2SGK+1.4SQK=139.08找出|Mmax|所对应的N，Nmin所对应的M，Nmax所对应的M对剪力的组合左rRE[1.2（SGK+0.5SQK）+1.3SEK]=7.25右rRE[1.2（SGK+0.5SQK）-1.3SEK]=-10.361.35SGK+SQK=-2.601.2SGK+1.4SQK=-2.40其他梁和柱如下图 恒活地震组合层次截面位置内力SGKSQKSEKrRE[1.2（SGK+0.5SQK）+1.3SEK]1.35SGK+SQK1.2SGK+1.4SQK→←七层AM-15.19-4.2024.938.75-39.87-24.71-22.43V24.416.2112.5212.5636.9739.1635.50B左M-18.81-5.0920.13-38.850.41-30.48-27.66V26.646.7512.5239.2214.8142.7138.72B右M-34.89-9.4315.12-20.90-50.39-56.53-51.30V40.8210.787.6934.0949.0965.8959.76DM-34.09-9.5421.81-56.24-13.71-55.56-50.45V41.6510.837.6949.8634.8667.0660.81跨中MAB9.032.3613.874.5114.5513.20 4.80MBC21.286.086.6928.4115.3734.8131.62六层AM-13.09-4.1434.5620.05-47.34-21.81-19.85V24.666.2918.546.9543.1039.5835.88B左M-18.14-4.7732.18-49.8512.90-29.26-26.54V27.206.6718.5445.569.4143.3939.31B右M-51.61-10.9424.18-27.80-74.95-80.61-72.87V64.1811.0511.1051.9173.5697.6988.07DM-39.45-10.7929.12-68.75-11.97-64.05-58.13V44.6712.0111.1056.4334.7972.3165.61跨中MAB8.172.552.3810.8210.8213.5812.35 MBC18.322.664.9422.5022.5027.3924.64五层AM-13.90-4.1452.5536.86-65.61-22.91-20.82V24.666.2928.03-2.3052.3539.5835.88B左M-18.02-4.7748.34-65.5028.77-29.10-26.39V27.206.6728.0354.810.1543.3939.31B右M-51.70-10.9436.32-16.04-86.87-80.74-72.98V64.1811.0516.2446.9078.5797.6988.07DM-39.20-10.7941.64-80.730.46-63.71-57.83V44.6712.0116.2461.4429.7772.3165.61跨中MAB8.172.554.2112.6112.6113.5812.35MBC18.322.660.0022.8727.3924.64 5.32四层AM-13.90-4.1464.3248.34-77.09-22.91-20.82V24.666.2934.45-8.5658.6139.5835.88B左M-18.02-4.7759.71-76.5839.85-29.10-26.39V27.206.6734.4561.07-6.1143.3939.31B右M-51.70-10.9444.86-7.71-95.19-80.74-72.98V64.1811.0519.9343.3082.1797.6988.07DM-39.20-10.7950.82-89.699.41-63.71-57.83V44.6712.0119.9365.0426.1872.3165.61跨中MAB8.172.554.6113.004.0113.5812.35MBC18.322.665.9623.5011.8727.3924.64 三层AM-13.90-4.1470.4254.29-83.03-22.91-20.82V24.666.2938.66-12.6762.7239.5835.88B左M-18.02-4.7768.77-85.4248.69-29.10-26.39V27.206.6738.6665.18-10.2143.3939.31B右M-51.70-10.9451.67-1.07-101.83-80.74-72.98V64.1811.0522.6940.6184.8697.6988.07DM-39.20-10.7957.26-95.9615.69-63.71-57.83V44.6712.0122.6967.7323.4872.3165.61跨中MAB8.172.551.6510.116.8913.5812.35MBC18.322.665.5923.1412.2327.3924.64二层AM-13.90-4.1459.84-88.59-22.91-20.82 76.12V24.666.2942.16-16.0866.1339.5835.88B左M-18.02-4.7775.65-92.1255.39-29.10-26.39V27.206.6742.1668.59-13.6243.3939.31B右M-51.70-10.9456.843.97-106.87-80.74-72.98V64.1811.0524.1339.2186.2697.6988.07DM-39.20-10.7958.98-97.6417.37-63.71-57.83V44.6712.0124.1369.1322.0872.3165.61跨中MAB8.172.550.478.968.0413.5812.35MBC18.322.662.1419.7715.6027.3924.64一层AM-13.72-4.1588.1271.70-100.13-22.67-20.61 V24.166.2145.82-20.1469.2138.8335.20B左M-19.44-5.0276.83-94.6655.15-31.26-28.35V27.706.7545.8272.64-16.7144.1539.99B右M-50.58-10.7557.725.92-106.64-79.03-71.45V55.6211.0326.8928.8081.2486.1277.77DM-38.86-10.6971.35-109.3529.78-63.15-57.32V40.8512.0326.8968.4015.9667.1861.05跨中MAB7.542.4111.2918.88-3.1412.5911.46MBC15.082.8213.6328.131.5523.1820.92注：M以下部受拉为正，单位为kN·m；V以向上为正，单位为kN。A柱：恒活地震 层次截面内力SGKSQKSEKrRE[1.2（SGK+0.5SQK）+1.3SEK]1.35SGK+SQK1.2SGK+1.4SQK|Mmax|NNminMNmaxM→←7柱顶M2.241.4924.93-21.6226.994.514.1826.99-21.624.51N95.9823.9012.5284.93109.34153.47139.08109.3484.93153.47柱底M-1.75-0.902.170.14-4.10-3.26-3.00-4.100.14-3.26N118.6723.9012.52105.35129.77184.10166.30129.77105.35184.106柱顶M1.780.6832.39-29.6733.493.082.8233.49-29.673.08N177.6647.8831.06151.16211.72287.72261.07211.72151.16287.72柱底M-1.76-0.7712.6010.35-14.22-3.15-2.88-14.2210.35-3.15N200.3547.8831.06171.58232.14318.35288.30232.14171.58318.355柱顶M1.760.7739.95-37.0240.883.152.8840.88-37.023.15 N259.3471.8659.08208.14323.35421.97383.07323.35208.14421.97柱底M-1.76-0.7720.5818.14-22.00-3.15-2.88-22.0018.14-3.15N282.0371.8659.08228.56343.77452.60410.30343.77228.56452.604柱顶M1.760.7743.74-40.7244.583.152.8844.58-40.723.15N341.0295.8493.53258.85441.24556.22505.06441.24258.85556.22柱底M-1.76-0.7729.1626.50-30.36-3.15-2.8830.3626.50-3.15N363.7195.8493.53279.28461.66586.85532.29461.66279.28586.853柱顶M1.760.7741.26-38.3042.163.152.8842.16-38.303.15N422.70119.82132.20305.45563.24690.47627.06563.24305.45690.47柱底M-1.54-0.7641.2638.50-41.96-2.84-2.6141.9638.50-2.84N445.39119.82325.88583.67721.10654.29583.67325.88721.10 132.202柱顶M1.800.8034.86-34.1438.373.232.9638.37-34.143.23N504.38143.80174.36371.89734.56824.71749.06734.56371.89824.71柱底M-2.38-1.0454.5250.55-55.77-4.25-3.9055.77-50.55-4.25N527.07143.80174.36369.07709.07855.34776.28709.07369.07855.341柱顶M1.310.5033.60-33.4536.442.272.0736.44-33.452.27N585.56167.70220.18413.65871.62958.21870.37871.62413.65958.21柱底M-0.66-0.25119.14115.46-116.87-1.14-1.04116.87115.46-1.14N619.21167.70220.18418.08847.431003.63910.75847.87418.081003.63注：M以左侧受拉为正，单位为kN·m；N以受压为正，单位为kN。恒活地震层次SGKSQKSEKrRE[1.2（SGK+0.5SQK）+1.3SEK]1.35SGK+SQK1.2SGK+1.4SQK→← 7-1.33-0.809.037.25-10.36-2.60-2.406-1.18-0.4815.0013.35-15.90-2.07-1.905-1.17-0.5120.1818.39-20.96-2.09-1.914-1.17-0.5124.3022.41-24.98-2.09-1.913-1.10-0.5127.5125.60-28.04-2.00-1.832-1.39-0.6129.7927.52-30.57-2.49-2.281-0.44-0.1734.3232.99-33.93-0.76-0.70注：V以绕柱端顺时针为正，单位为kN·m。B柱：恒活地震层次截面内力SGKSQKSEKrRE[1.2（SGK+0.5SQK）+1.3SEK]1.35SGK+SQK1.2SGK+1.4SQK|Mmax|NNminMNmaxM→←7M-16.08-4.35-50.8017.94-26.06-23.65-50.8017.94-26.06 柱顶35.25N152.7150.884.82165.03155.64257.04234.13165.03155.64257.04柱底M16.063.348.8124.557.3725.0222.6125.027.3725.02N175.4050.884.82185.46176.06287.67261.36287.67176.06287.676柱顶M-17.16-2.8847.55-63.1029.62-26.05-23.47-63.1029.62-26.05N306.6891.7712.26329.26305.36505.79459.79329.26305.36505.79柱底M16.723.0725.6041.39-8.5325.6423.1341.39-8.5325.64N329.3791.7712.26349.68325.78536.42487.01349.68325.78536.425柱顶M-16.72-3.0759.05-74.0041.14-25.64-23.13-74.0041.14-25.64N460.65132.6624.04497.72450.84754.54685.44497.72450.84754.54柱底M16.723.0739.3754.82-21.9625.6423.1354.82-21.9625.64 N483.34132.6624.04518.14471.26785.17712.67518.14471.26785.174柱顶M-16.72-3.0765.20-85.3350.28-25.64-23.13-85.3350.28-25.64N614.62173.5538.56713.44633.241003.29911.09713.44633.241003.29柱底M16.723.0753.3573.01-37.9625.6423.13-73.01-37.9625.64N637.31173.5538.56735.22655.021033.92938.32735.22655.021033.923柱顶M-16.72-3.0767.09-87.3052.25-25.64-23.13-87.3052.25-25.64N768.59214.4454.53897.49784.071252.041136.75897.49784.071252.04柱底M16.282.9967.0986.84-52.7124.9722.5386.84-52.7124.97N791.28214.4454.53919.27805.851282.671163.98919.27805.851282.672柱顶M-17.39-3.1965.39-86.2349.78-26.67-24.06-86.2349.78-26.67N922.56255.331083.68932.751500.791362.401083.68932.751500.79 72.56柱底M21.573.9579.93105.73-60.5233.0729.83105.73-60.5233.07N945.25255.3372.561105.46954.541531.421389.631105.46954.541531.421柱顶M-9.57-1.7654.62-66.8446.77-14.68-13.24-66.8446.77-14.68N1068.47296.2891.491263.101072.801738.711578.441263.11072.801738.71柱底M4.780.88127.45137.56-127.547.336.62137.56-127.547.33N1102.12296.2891.491295.401105.101784.141618.821295.41105.101784.14注：M以左侧受拉为正，单位为kN·m；N以受压为正，单位为kN。恒活地震层次SGKSQKSEKrRE[1.2（SGK+0.5SQK）+1.3SEK]1.35SGK+SQK1.2SGK+1.4SQK→←710.712.5614.6925.11-3.5317.0215.41611.291.9824.3834.82-12.7217.2215.53 511.152.0532.8142.95-21.0317.1015.43411.152.0539.5249.49-27.5717.1015.43311.002.0244.7354.42-32.8016.8715.22212.992.3848.4459.99-34.4719.9217.9713.220.5940.9143.05-36.724.944.45注：V以绕柱端顺时针为正，单位为kN·m。D柱：恒活地震层次截面内力SGKSQKSEKrRE[1.2（SGK+0.5SQK）+1.3SEK]1.35SGK+SQK1.2SGK+1.4SQK|Mmax|NNminMNmaxM→←7柱顶M-16.66-3.8421.81-37.994.54-26.33-23.8337.994.54-26.33N112.2628.1628.21141.2186.20179.71162.87141.2186.20179.71 柱底M12.262.830.2212.5212.0919.3817.5419.3812.0919.38N134.9528.1628.21161.63106.62210.34190.10210.34106.62210.346柱顶M-9.76-2.3128.90-38.0018.35-15.49-14.02-38.0018.35-15.49N213.39117.9857.60301.30188.98406.06374.05301.30188.98406.06柱底M10.882.557.6818.433.4517.2415.6118.433.4517.24N236.08117.9857.60321.72209.40436.69401.28321.72209.40436.695柱顶M-10.88-2.5533.96-44.0522.17-17.24-15.61-44.0522.17-17.24N360.47207.8086.99502.75333.12694.43640.36502.75333.12694.43柱底M10.882.5515.2625.82-3.9417.2415.6125.82-3.9417.24N383.16207.8086.99523.17353.54725.07667.59523.17353.54725.074M-10.88-2.55-48.6525.31-17.24-15.61-48.6525.31-17.24 柱顶35.56N461.60207.80116.38663.92421.84830.96761.72663.92421.84830.96柱底M10.882.5523.7136.33-12.9917.2415.6136.33-12.9917.24N484.29207.80116.38685.70443.63861.59788.95685.7443.63861.593柱顶M-10.88-2.5533.55-46.5623.22-17.24-15.61-46.5623.22-17.24N562.73207.80145.77791.57488.36967.49883.08791.57488.36967.49柱底M10.492.4633.5546.14-23.6416.6215.0546.14-23.6416.62N585.42207.80145.77813.35510.15998.12910.30813.35510.15998.122柱顶M-11.36-2.6625.43-38.6314.26-18.00-16.29-38.6314.26-18.00N663.86207.80175.16919.22554.881104.011004.43919.22554.881104.01柱底M14.723.4547.2364.91-33.3323.3221.1164.91-33.3323.32 N686.55207.80175.16941.00576.671134.641031.66941.00576.671134.641柱顶M-6.70-1.5624.12-32.2717.90-10.61-9.60-32.2717.9-10.61N761.17207.80204.571043.22617.711235.381121.201043.22617.711235.38柱底M3.350.77117.77126.07-118.905.294.79126.07-118.905.29N794.82207.80204.571075.52650.021280.811161.581075.52650.021280.81注：M以左侧受拉为正，单位为kN·m；N以受压为正，单位为kN。恒活地震层次SGKSQKSEKrRE[1.2（SGK+0.5SQK）+1.3SEK]1.35SGK+SQK1.2SGK+1.4SQK→←79.642.227.3416.832.5215.2313.7966.881.6212.1918.81-4.9610.919.8857.251.7016.4123.29-8.7111.4910.4047.251.7026.56-11.9811.4910.40 19.7637.121.6722.3728.97-14.6511.2810.2128.692.0424.2232.35-14.8813.7712.4712.260.5231.8933.36-28.823.573.23注：V以绕柱端顺时针为正，单位为kN·m。 梁的受弯承载力计算：框架梁的截面尺寸均为250×500m㎡；AB跨的跨度为3600㎜，则bf"=3600/3=1200㎜；BC跨的跨度为4800㎜，则bf"=4800/3=1600㎜；hf"=100㎜.最小配筋率：Max=(0.2%,0.45×ft/fy)=0.2%；最小配箍率：0.24×ft/fyv=0.24*1.27/210=0.145%；粱的保护层厚度为25mm，则h0=h-35。as,max=0.399；§b=0.550；Bc=1.0；a=1.0；跨中按T形截面设计,对AB跨：因此为第一类T形截面；对BC跨：因此为第一类T形截面；以第7层AB跨梁为例，给出计算方法和过程，其他各梁的配筋计算见以下表格。（1）跨中下部受拉，按T形截面设计。翼缘计算宽度按跨度考虑时，；，故配筋316，，（2）支座（以左支座为例）将下部截面的钢筋316深入支座，作为支座负弯矩作用下的受压钢筋，再计算相应的受拉钢筋As。，则故配筋316，，全部梁的正截面配筋计算过程与结果见表10.1。 层次截面M（kN·m）b/bf’as§As"(m㎡)As(m㎡)实配钢筋（二级）实配面积（m㎡）配筋率（%）As"/As7跨间AB14.5512000.0050.005104.553166030.52跨间BC34.8116000.0080.008250.603166030.52支座A-39.87250-0.059-0.057603309.073166030.521.00支座B左-38.85250-0.061-0.059603301.163166030.521.00支座B右-56.53250-0.033-0.033603438.223166030.521.00支座D-56.24250-0.033-0.033603435.973166030.521.006跨间AB13.5812000.0040.00497.563166030.52跨间BC27.3916000.0070.007197.003166030.52支座A-47.34250-0.047-0.046603366.983166030.521.00支座B左-49.85250-0.043-0.043603386.433166030.521.00支座B右-80.612500.0040.004603624.883187630.660.79支座D-68.75250-0.014-0.014603532.953166030.521.005跨间AB13.5812000.0040.00497.563166030.52跨间BC27.3916000.0070.007197.003166030.52支座A-65.61250-0.019-0.019603508.603166030.521.00支座B左-65.50250-0.019-0.019603507.753166030.521.00支座B右-86.872500.0140.014603673.413187630.660.79支座D-80.732500.0050.005603625.813187630.660.794跨间AB13.5812000.0040.00497.563166030.52 跨间BC27.3916000.0070.007197.003166030.52支座A-77.09250-0.001-0.001603597.603166030.521.00支座B左-76.58250-0.002-0.002603593.643166030.521.00支座B右-95.192500.0270.027603737.913209410.810.64支座D-89.692500.0190.019603695.273209410.810.643跨间AB13.5812000.0040.00497.563166030.52跨间BC27.3916000.0070.007197.003166030.52支座A-83.032500.0080.008603643.643187630.660.79支座B左-85.422500.0120.012603662.173187630.660.79支座B右-101.832500.0370.038603789.383209410.810.64支座D-95.962500.0280.029603743.883209410.810.642跨间AB13.5812000.0040.00497.563166030.52跨间BC27.3916000.0070.007197.003166030.52支座A-88.592500.0170.017603686.743209410.810.64支座B左-92.122500.0220.023603714.113209410.810.64支座B右-106.872500.0450.046603828.453209410.810.64支座D-97.642500.0310.031603756.903209410.810.641跨间AB18.8812000.0060.006135.763166030.52跨间BC28.1316000.0070.007202.343166030.52支座A-100.132500.0350.035603776.203209410.810.64 支座B左-94.662500.0260.027603733.803209410.810.64支座B右-106.642500.0450.046603826.673209410.810.64支座D-109.352500.0490.050603847.673209410.810.64 斜截面受剪承载力计算承载力抗震调整系数。以第7层AB跨梁为例，给出计算方法和过程，其他各梁的配筋计算见表格。第7层梁AB：∵跨高比故截面尺寸满足要求。梁端箍筋加密区取双肢箍8@100，箍筋用HPB235级钢筋（），加密区的长度，取非加密区取双肢箍8@200设置满足要求。全部梁的斜截面受剪承载力配筋计算过程与结果见表。 层次截面Vmax梁端加密区实配钢筋加密区长度非加密区实配钢筋配箍率（%）7AB跨间42.71276.68103.35-0.49728@1001.01075028@2000.5050.202BC跨间67.06276.68103.35-0.29728@1001.01075028@2000.5050.2026AB跨间45.56276.68103.35-0.47328@1001.01075028@2000.5050.202BC跨间97.69276.68103.35-0.04628@1001.01075028@2000.5050.2025AB跨间54.81276.68103.35-0.39828@1001.01075028@2000.5050.202BC跨间97.69276.68103.35-0.04628@1001.01075028@2000.5050.2024AB跨间61.07276.68103.35-0.34628@1001.01075028@2000.5050.202BC跨间97.69276.68103.35-0.04628@1001.01075028@2000.5050.202 3AB跨间65.18276.68103.35-0.31328@1001.01075028@2000.5050.202BC跨间97.69276.68103.35-0.04628@1001.01075028@2000.5050.2022AB跨间68.59276.68103.35-0.28528@1001.01075028@2000.5050.202BC跨间97.69276.68103.35-0.04628@1001.01075028@2000.5050.2021AB跨间72.64276.68103.35-0.25228@1001.01075028@2000.5050.202BC跨间86.12276.68103.35-0.14128@1001.01075028@2000.5050.202 柱截面承载力计算：混凝土强度等级为C25，fc=11.9N/m㎡，ft=1.27N/m㎡，应力系数a=1.0,高度系数B=0.8。纵向受力钢筋采用HRB335，fy=fy"=300N/m㎡;箍筋采用HPB235，fy=fy"=210N/m㎡.最小配筋率：Max=(0.2%,0.45×ft/fy)=0.2%；最小配箍率：0.24×ft/fyv=0.24*1.27/210=0.145%；粱的保护层厚度为25mm，则h0=h-40。as,max=0.399；§b=0.550；Bc=1.0；a=1.0；构造要求1）抗震调整系数2）二级抗震设防要求，框架柱纵筋最小配筋百分率应满足：3）剪跨比宜大于2，二级框架轴压比应小于0.8柱的剪跨比和轴压比验算：柱号层次b（mm）h（mm）h0（mm）fc(N/mm2)Mc(kN·m)Vc(kN)N(kN)Mc/Vch0N/fcbh轴压比限值A柱755055051011.926.9910.36109.345.110.0300.9655055051011.933.4915.90211.724.130.0590.9555055051011.940.8820.96323.353.820.0900.9455055051011.944.5824.98441.243.500.1230.9355055051011.942.1628.04563.242.950.1560.9255055051011.955.7730.57709.073.580.1970.9155055051011.9116.8733.93847.876.750.2360.9B柱755055051011.950.8025.11165.033.970.0460.9655055051011.963.1034.82329.263.550.0910.9555055051011.974.0042.95497.723.380.1380.9 455055051011.985.3349.49713.443.380.1980.9355055051011.987.3054.42897.493.150.2490.9255055051011.9105.7359.991105.463.460.3070.9155055051011.9137.5643.051295.406.270.3600.9D柱755055051011.937.9916.83141.214.430.0390.9655055051011.938.0018.81301.303.960.0840.9555055051011.944.0523.29502.753.710.1400.9455055051011.948.6526.56663.923.590.1840.9355055051011.946.5628.97791.573.150.2200.9255055051011.964.9132.35941.003.930.2610.9155055051011.9126.0733.361075.527.410.2990.910.2.4柱正截面承载力计算计算要点：①，，当ξ＜ξb，且N时为大偏心受压柱；当ξ＞ξb时为小偏心受压柱。②ea取20mm和h/30两者中的较大值。③。④柱的计算长度为：。⑤时，；时，且。⑥ ⑦，；，具体计算与配筋过程见下页表。10.2.5柱斜截面承载力计算以7层A柱为例，给出计算过程，其余的计算过程与结果见下表。最不利内力组合：，，，截面满足要求。∵剪跨比，∴∵，∴柱箍筋加密区的体积配箍率为：加密区箍筋最大间距，所以加密区取复式箍38@100柱上端加密区的长度取，底层柱根取，故取500mm。非加密区取38@150其余柱斜截面配筋计算与配筋过程与结果见表。 边柱A：层次组合b(mm)h(mm)h0(mm)M(kN·m)N(kN)e0eaeil0/h§1§27Mmax55055051026.99109.34246.8420.00266.846.821.001.001.063283.78Nmax5505505103.26184.1017.7120.0037.716.821.001.001.44954.64Nmin55055051021.6284.93254.5620.00274.566.821.001.001.062291.506Mmax55055051033.49211.72158.1820.00178.186.821.001.001.095195.12Nmax5505505103.15318.359.8920.0029.896.821.001.001.56646.83Nmin55055051029.67151.16196.2820.00216.286.821.001.001.078233.225Mmax55055051040.88323.35126.4320.00146.436.821.001.001.116163.36Nmax5505505103.15452.606.9620.0026.966.821.001.001.62843.89Nmin55055051037.02208.14177.8620.00197.866.821.001.001.086214.804Mmax55055051044.58441.24101.0320.00121.036.821.001.001.140137.97Nmax5505505103.15586.855.3720.0025.376.821.001.001.66842.30Nmin55055051040.72258.85157.3120.00177.316.821.001.001.096194.253Mmax55055051042.16563.2474.8520.0094.856.821.001.001.179111.79Nmax5505505102.84721.103.9420.0023.946.821.001.001.70740.87Nmin55055051038.30305.45125.3920.00145.396.821.001.001.116162.322Mmax55055051055.77709.0778.6520.0098.656.821.001.001.172115.59Nmax5505505104.25855.344.9720.0024.976.821.001.001.67841.90 Nmin55055051050.55369.07136.9720.00156.976.821.001.001.108173.901Mmax550550510116.87847.87137.8420.00157.848.451.001.001.165183.88Nmax5505505101.141003.631.1420.0021.148.451.001.002.23247.17Nmin55055051033.45413.6580.8720.00100.878.451.001.001.258126.90接上表：0.32h0Nb偏心情况N/afcbee"（当x<2*40时)Ne§As/As"实配钢筋实配面积总配筋率（%)163.201835.87大偏心16.7148.7837.833166030.57163.201835.87小偏心28.13289.6453.320.44941.16-5508.74163.201835.87大偏心12.9856.5034.03163.201835.87大偏心32.35-39.88-59.893166030.57163.201835.87小偏心48.64281.8389.720.44941.18-5204.99163.201835.87大偏心23.10-1.78-1.91163.201835.87大偏心49.40-71.64-164.293166030.57163.201835.87小偏心69.15278.89126.230.44941.21-4877.26163.201835.87大偏心31.80-20.20-29.82163.201835.87小偏心67.42372.97164.570.44941.34-4183.953166030.57163.201835.87小偏心89.66277.30162.730.44941.25-4509.23163.201835.87大偏心39.55-40.75-74.82163.201835.87小偏心86.06346.79195.320.44941.39-3720.843166030.57 163.201835.87小偏心110.18275.87198.930.44941.30-4070.08163.201835.87小偏心46.67397.32121.360.44941.27-4751.34163.201835.87小偏心108.34350.59248.590.44941.62-1982.593166030.57163.201835.87小偏心130.69276.90236.850.44941.40-3402.99163.201835.87大偏心56.39-61.10-159.93163.201835.87大偏心129.54418.88355.15-158.443166030.57163.201835.87小偏心153.34282.17283.200.44941.64-1543.63163.201835.87小偏心63.20361.90149.700.44941.30-4434.98中柱B：层次组合b(mm)h(mm)h0(mm)M(kN·m)N(kN)e0eaeil0/h§1§27Mmax55055051050.80165.03307.8220.00327.826.821.001.001.052344.76Nmax55055051025.02287.6786.9720.00106.976.821.001.001.158123.91Nmin55055051017.94155.64115.2720.00135.276.821.001.001.125152.206Mmax55055051063.10329.26191.6420.00211.646.821.001.001.080228.58Nmax55055051025.64536.4247.8020.0067.806.821.001.001.25084.73Nmin55055051029.62305.3697.0020.00117.006.821.001.001.145133.945Mmax55055051074.00497.72148.6820.00168.686.821.001.001.100185.61Nmax55055051025.64785.1732.6620.0052.666.821.001.001.32269.59Nmin55055051041.14450.8491.2520.00111.256.821.001.001.152128.19 4Mmax55055051085.33713.44119.6020.00139.606.821.001.001.121156.54Nmax55055051025.641033.9224.8020.0044.806.821.001.001.37861.73Nmin55055051050.28633.2479.4020.0099.406.821.001.001.170116.343Mmax55055051087.30897.4997.2720.00117.276.821.001.001.144134.21Nmax55055051024.971282.6719.4720.0039.476.821.001.001.42956.40Nmin55055051052.25784.0766.6420.0086.646.821.001.001.195103.572Mmax550550510105.731105.4695.6420.00115.646.821.001.001.146132.58Nmax55055051033.071531.4221.5920.0041.596.821.001.001.40758.53Nmin55055051049.78932.7553.3720.0073.376.821.001.001.23190.301Mmax550550510137.561295.40106.1920.00126.198.451.001.001.206152.23Nmax5505505107.331784.144.1120.0024.118.451.001.002.08050.15Nmin55055051046.771072.8043.6020.0063.608.451.001.001.40989.64接上表：0.32h0Nb偏心情况N/afcbee"（当x<2*40时)Ne§As/As"实配钢筋实配面积总配筋率（%)163.201835.87大偏心25.21109.76128.463166030.57163.201835.87小偏心43.95358.91103.250.44941.22-4999.11163.201835.87小偏心23.78387.2060.260.44941.18-5409.96163.201835.87大偏心50.31-6.42-15.003166030.57163.201835.87小偏心81.96319.73171.510.44941.31-4245.46 163.201835.87小偏心46.66368.94112.660.44941.24-4886.14163.201835.87大偏心76.05-49.39-174.333166030.57163.201835.87小偏心119.96304.59239.160.44941.47-2985.04163.201835.87小偏心68.88363.19163.740.44941.33-4224.05163.201835.87小偏心109.01391.54279.340.44941.63-1659.623166030.57163.201835.87小偏心157.97296.73306.800.44941.75-465.19163.201835.87小偏心96.75351.34222.480.44941.49-3008.59163.201835.87小偏心137.13369.21331.360.44941.77-107.493166030.57163.201835.87小偏心195.98291.40373.770.44941.63-989.88163.201835.87小偏心119.80338.57265.470.44941.70-1182.73163.201835.87小偏心168.90367.58406.340.44941.70-196.863166030.57163.201835.87小偏心233.98293.53449.520.44940.34-219.06163.201835.87小偏心142.51325.30303.430.44941.70-926.76163.201835.87小偏心197.92387.23501.620.44940.48-846.823166030.57163.201835.87小偏心272.60285.15508.740.44940.51-951.20163.201835.87小偏心163.91324.64348.270.44941.60-1393.51边柱D：组合b(mm)h(mm)h0(mm)M(kN·m)N(kN)e0eaeil0/h§1§2 层次7Mmax55055051037.99141.21269.0320.00289.036.821.001.001.059305.97Nmax55055051019.38210.3492.1420.00112.146.821.001.001.151129.07Nmin5505505104.5486.2052.6720.0072.676.821.001.001.23389.606Mmax55055051038.00301.30126.1220.00146.126.821.001.001.116163.05Nmax55055051017.24436.6939.4820.0059.486.821.001.001.28576.41Nmin55055051018.35188.9897.1020.00117.106.821.001.001.145134.035Mmax55055051044.05502.7587.6220.00107.626.821.001.001.157124.55Nmax55055051017.24724.0723.8120.0043.816.821.001.001.38760.74Nmin55055051022.17333.1266.5520.0086.556.821.001.001.196103.494Mmax55055051048.65663.9273.2820.0093.286.821.001.001.182110.21Nmax55055051017.24861.5920.0120.0040.016.821.001.001.42356.94Nmin55055051025.31421.8460.0020.0080.006.821.001.001.21296.933Mmax55055051046.56791.5758.8220.0078.826.821.001.001.21595.75Nmax55055051016.62998.1216.6520.0036.656.821.001.001.46253.59Nmin55055051023.22488.3647.5520.0067.556.821.001.001.25184.482Mmax55055051064.91941.0068.9820.0088.986.821.001.001.190105.91Nmax55055051023.321134.6420.5520.0040.556.821.001.001.41857.49Nmin55055051014.26554.2825.7320.0045.736.821.001.001.37062.661Mmax550550510126.071075.52117.2220.00137.228.451.001.001.190163.26 Nmax5505505105.291280.814.1320.0024.138.451.001.002.07950.17Nmin55055051017.90617.7128.9820.0048.988.451.001.001.53275.02接上表：0.32h0Nb偏心情况N/afcbee"（当x<2*40时)Ne§As/As"实配钢筋实配面积总配筋率（%)163.201835.87大偏心21.5870.9771.073166030.57163.201835.87小偏心32.14364.0776.580.44941.19-5264.49163.201835.87小偏心13.17324.6027.980.44941.15-5709.17163.201835.87小偏心46.04398.05119.930.44941.26-4768.213166030.57163.201835.87小偏心66.72311.41135.990.44941.24-4711.99163.201835.87小偏心28.87369.0369.740.44941.19-5327.50163.201835.87小偏心76.81359.55180.770.44941.37-3947.133166030.57163.201835.87小偏心110.63295.74214.140.44941.37-3676.11163.201835.87小偏心50.90338.49112.760.44941.23-4920.31163.201835.87小偏心101.44345.21229.190.44941.51-2847.313166030.57163.201835.87小偏心131.64291.94251.540.44941.49-2778.71163.201835.87小偏心64.45331.93140.020.44941.26-4623.52163.201835.87小偏心120.94330.75261.820.44941.66-1584.083166030.57163.201835.87小偏心152.50288.59288.040.44941.71-937.16163.201835.87小偏心74.62319.48156.020.44941.28-4455.42 163.201835.87小偏心143.77340.91320.800.44941.40-2795.663166030.57163.201835.87小偏心173.36292.49331.870.44941.42-2618.17163.201835.87小偏心84.69297.66164.990.44941.27-4411.13163.201835.87大偏心164.33398.26428.33-225.633166030.57163.201835.87小偏心195.69285.17365.250.44941.51-1876.16163.201835.87小偏心94.38310.02191.500.44941.34-3982.56柱斜截面受剪承载力计算：柱号层次h0(mm)Vmax（kN)M(kN·m)N(kN)0.3fcA(kN)边柱A751010.36546.2126.993.00109.341079.93651015.90546.2133.493.00211.721079.93551020.96546.2140.883.00323.351079.93451024.98546.2144.583.00441.241079.93351028.04546.2142.162.95563.241079.93251030.57546.2155.773.00709.071079.93151033.93546.21116.873.00847.871079.93中柱B751025.11606.9050.803.00165.031079.93651034.82606.9063.103.00329.261079.93551042.95606.9074.003.00497.721079.93 451049.49606.9085.333.00713.441079.93351054.42606.9087.303.00897.491079.93251059.99606.90105.733.001105.461079.93151043.05606.90137.563.001295.401079.93边柱D751016.83546.2137.993.00141.211079.93651018.81546.2138.003.00301.301079.93551023.29546.2144.053.00502.751079.93451026.56546.2148.653.00663.921079.93351028.97546.2146.563.00791.571079.93251032.35546.2164.913.00941.001079.93151033.36546.21126.073.001075.521079.93接上表：配箍特征值梁端加密区实配钢筋配箍率（%）加密区长度非加密区实配钢筋配箍率（%）-0.8480.0600.40038@1000.61650038@1500.411-0.8630.0600.40038@1000.61650038@1500.411-0.8890.0600.40038@1000.61650038@1500.411-0.9280.0600.40038@1000.61650038@1500.411-0.9910.0600.40038@1000.61650038@1500.411 -1.0510.0600.40038@1000.61650038@1500.411-1.1100.0600.40038@1000.61665838@1500.411-0.7470.0600.40038@1000.61650038@1500.411-0.7630.0600.40038@1000.61650038@1500.411-0.7970.0600.40038@1000.61650038@1500.411-0.8770.0600.40038@1000.61650038@1500.411-0.9520.0600.40038@1000.61650038@1500.411-1.0190.0700.40038@1000.61650038@1500.411-1.1770.0700.40038@1000.61665838@1500.411-0.8080.0600.40038@1000.61650038@1500.411-0.8940.0600.40038@1000.61650038@1500.411-0.9840.0600.40038@1000.61650038@1500.411-1.0590.0600.40038@1000.61650038@1500.411-1.1200.0600.40038@1000.61650038@1500.411-1.1860.0600.40038@1000.61650038@1500.411-1.2650.0600.40038@1000.61665838@1500.411 10基础配筋计算10.1B柱下基础设计根据提供工程资料，本工程所在地的地质条件良好，选用柱下独立基础即可满足要求。选用阶形独立基础，基础高度取700mm，根据上部结构传来的内力值进行基础设计，并进行抗冲切验算和基础配筋。建筑物所处的场地土为Ⅱ类，地下水位在地面-5.Om处，地基土的物理力学性质指标见附表。地质钻孔资料表土层代号名称厚度m含水量w(%)天然重度g(kn/m3)孔隙比e塑性指数Ip液性指数IL直剪试验(直快)压缩模量Es(mpa)承载力标准值fk(kpa)Psmpa内摩擦角j°粘聚力c(kpa)1杂填土0.518.82灰黄色粉质粘土4.026.719.60.750.6150.6020167.02003粉砂夹粉质粘土>1021.620.10.541.0120.425158.2260采用计算。计算参数如下：基础梁和墙重根据实际情况取基础埋深,持力层选择在粘性土,承载离修正系数:，基础混凝土采用C30。 10.1.1基础底面积初步估算.假设：b=3由公式:基础底面积按20%增大,即:按长宽比=1.2计算,则初步选择基础底面积且b=2.8m<3m不需再对进行修正。10.1.2地基承载力验算.基础和回填土重偏心距基底最大压力为:且 尺寸满足条件。10.1.3基底净反力计算:偏心距基础边缘处的最大和最小净反力:10.1.4基础抗冲切验算： 10.1.5配筋计算：选用HPB235钢筋=210N/ 长方向：I-I截面(柱边)柱边净反力:所以长方向选择1-1，2-2截面较大的配筋，实配短方向配筋采用与长方向一致，实配A、D柱：（两柱数值差不多，去D柱来算）采用计算。计算参数如下： 基础梁和墙重根据实际情况取基础埋深,持力层选择在粘性土,承载离修正系数:，基础混凝土采用C30。10.1.1基础底面积初步估算.假设：b=3由公式:基础底面积按20%增大,即:按长宽比=1.5计算,则初步选择基础底面积且b=2.0m<3m不需再对进行修正。10.1.2地基承载力验算.基础和回填土重偏心距 基底最大压力为:且尺寸满足条件。10.1.3基底净反力计算:偏心距基础边缘处的最大和最小净反力:10.1.4基础抗冲切验算： 10.1.5配筋计算：选用HPB235钢筋=210N/ 长方向：I-I截面(柱边)柱边净反力:所以长方向选择1-1，2-2截面较大的配筋，实配短方向配筋采用与长方向一致，实配10.4基础梁设计：混凝土采用C30，，钢筋选用HRB335级钢，，等效矩形应力系数，则 取h=500截面尺寸选用。①先按轴心受拉设计，上下对称配筋拉力钢筋选用HRB335级，，则②按梁受弯计算线荷载梁自重梁上墙重设计值采用单筋矩形截面进行配筋，另一侧采用相同配筋；支座弯距最大，以此来配筋。综上，取316，钢筋净间距=，满足要求箍筋按构造选用8100。'