南昌市红角州中学教学楼设计-土木工程毕业设计计算书

'摘要框架结构具有结构性能良好、施工方便、造价低廉、空间利用率高等突出优点，许多城市普遍兴建了各种类型的框架建筑。经过长期的实践应用，该项技术较为成熟。该项技术的研究在国外的发展较之国内要早，所以在有些方面要领先于国内，学校建筑的各项建筑指标都比较高，如防火等级、抗震防裂度，还有结构构造方面等，而框架结构建筑的空间分隔灵活，自重轻，有利于抗震，节省材料，利于安排需要较大空间的建筑结构，框架结构的梁、柱构件易于标准化，定型化，便于装配整体式结构，以缩短工期，采用现浇混凝土框架时，结构的整体性，刚度较好，设计处理好能达到较好的抗震效果。因此现代学校主体大都采用框架结构，或者框架剪力墙结构。材料上多用钢筋混凝土，局部采用钢结构，以满足承受自重，活荷载以及办公用具和实验器材的荷载，并保证具有足够的强度和稳定性要求。关键词：框架结构，钢筋混凝土，荷载计算3 AbstractTheframestructurehasastructurewithgoodperformance,easyconstruction,lowcost,andhighlighttheadvantagesofhighspaceutilization,manycitiesaregenerallytheconstructionofvarioustypesofframeconstruction.Afterlong-termpracticalapplications,thetechnologyismoremature.Thetechnologyearlierthandomesticdevelopmentinforeigncountries,soinsomerespectsaheadofthedomesticIndicatorsoftheconstructionofschoolbuildingsarehigh,suchasfirerating,seismiccrackcontroldegree,aswellastextureandstructure,soIchosethesubject,andbetteruseoftheknowledge.Spaceframestructurebuildingseparatedbyaflexible,lightweight,seismic,materialsavings,whichwillhelparrangeneedalargerspaceofthebuildingstructure,theframestructureofbeamsandcolumnseasilystandardized,stereotyped,andfacilitatetheassemblyoftheoverallstructureinordertoshortentheconstructionperiodusingin-situconcreteframe,structuralintegrity,stiffness,betterdesignedhandlecanachievebetterseismiceffects.Modernschoolprincipalwerepoweredbyaframestructureorframeshearwallstructure.Useofreinforcedconcretematerials,thelocaluseofsteelstructuretowithstandtheweight,liveloadaswellasofficesuppliesandlaboratoryequipmentload,andtoensuresufficientstrengthandstabilityrequirements.Keywords:framestructure,reinforcedconcrete,loadcalculation3 目录Abstract1前言1第一章方案论述21.1建筑设计说明21.2建筑设计论述21.2.1建筑概况21.2.2建筑与环境21.2.3建筑与材料31.2.4施工条件和能力31.2.5建筑平面设计31.2.6建筑立面设计31.2.7本建筑的构造说明41.3结构设计说明41.3.1抗震设计说明41.3.2部分工程构造41.3.3建筑材料选用51.3.4结构设计方案51.4结构设计论述61.4.1框架梁61.4.2框架柱61.4.3楼板及屋面板61.4.4基础和墙71.4.5结点及构造要求7第二章地震作用下框架结构分析82.1重力荷载代表值的计算82.1.1截面尺寸选取（三级框架）82.1.2荷载汇集82.1.3重力荷载代表值计算102.2水平地震作用下的框架变形与内力分析143 2.2.1框架梁、柱刚度142.2.2水平地震作用分析（采用底部剪力法）162.2.3水平地震作用下框架内力分析（D值法）18第三章风荷载作用下框架内力分析233.1自然情况233.2风荷载计算233.3风荷载作用下框架内力分析（采用D值法）24第四章框架在竖向荷载作用下的内力分析（分层法）284.1竖向荷载计算284.1.1永久荷载计算284.1.2活荷载计算294.2竖向荷载作用下框架内力计算294.2.1竖向荷载作用下框架计算简图294.2.2梁固端弯矩304.2.3内力分配系数计算314.2.4竖向荷载作用下框架内力计算32第五章内力组合505.1本设计采用的组合公式505.1.1梁端负弯矩组合公式505.1.2梁端正弯矩组合公式505.1.3梁跨中正弯矩组合公式505.1.4梁端剪力组合公式505.1.5框架柱内力组合公式515.2框架梁内力组合515.3框架柱的内力组合62第六章框架结构配筋计算676.1框架梁配筋计算676.1.1框架梁正截面配筋676.1.2框架梁斜截面配筋716.2框架柱配筋计算733 6.2.1框架柱端弯矩和剪力调整736.2.2框架柱配筋计算756.3现浇板配筋计算796.3.1荷载计算796.3.2配筋计算79第七章楼梯、雨篷、女儿墙设计827.1楼梯构件计算827.1.1斜板TB1内力及配筋计算827.1.2平台板TB2内力及配筋计算837.1.3平台梁TL内力及配筋计算847.2雨蓬设计857.3女儿墙设计86第八章基础设计888.1边柱基础设计888.1.1基础截面确定888.1.2地基承载力验算898.1.3基础抗冲切验算898.1.4基础底面配筋计算908.2中柱基础设计918.2.1基础截面确定918.2.2地基承载力验算928.2.3基础抗冲切验算928.2.4基础底面配筋计算938.3基础梁设计948.3.1纵向基础梁设计948.3.2横向基础梁设计95小结97参考文献98致谢1003 前言高校教学楼的设计要求以人为本，具有合理性的功能设计，可让学生在其中更加方便、安全、舒适的生活和学习。框架结构建筑的空间分隔灵活，自重轻，有利于抗震，节省材料，可以较灵活的配合建筑平面布置，利于安排需要较大空间的建筑结构，框架结构的梁、柱构件易于标准化、定型化，便于装配整体式结构，以缩短施工工期，采用现浇混凝土框架时，结构的整体性、刚度较好，设计处理好能达到较好的抗震效果。因此，现代学校主体大都采用框架结构，或钢架剪力墙结构。材料上多用钢筋混凝土，局部采用钢结构，以满足承受自重、活荷载以及实验器材和办公用具荷载，并保证具有足够的强度和稳定性要求。99 第一章方案论述1.1建筑设计说明依据毕业设计任务书。遵照国家现行的各种设计规范、有关授课教材、建筑设计、结构设计、构造要求等相关资料。设计题目：南昌市红角州中学教学楼。总建筑面积5285平方米，层数6层。钢筋混凝土框架结构，柱下独立基础。1.2建筑设计论述1.2.1建筑概况本工程占地面积约960平方米，建筑面积5285平方米。本建筑主体采用六层现浇钢筋混凝土框架结构，总高度27.1米，室内外高差0.25米，女儿墙高0.9米。建筑建筑采用一字形，总长度61.1米，总宽度21.9米，按照抗震规范，抗震设防烈度为7度。1.2.2建筑与环境工程资料：根据工程地质勘察报告，地面以下土层分布自上而下土层厚度及土质情况依次为：1、天然地面以下1M厚为填土，地基标准承载力为120KN／M2，填土以下2M厚为粘土，地基承载力为250KN/M2，粘土以下为中密粗砂层，地基砂载力为300KN／M2。2、地下水位：天然地面以下4M处99 3、地震设防烈度：6度常年主导风向西北风夏季主导风向西南风平均汽速夏季3.1M／秒冬季4M／秒基本风压W0=0.45KN/M2基本雪压S0=0.45KN／M2最大积雪深度：11cm最高气温40.60C最低气温-9.3℃最冷月平均温度4.5℃1—2月最热月平均温度29.7℃7—9月最大降雨量50.4mm／小时月最大降雨量184.3mm4—6月1.2.3建筑与材料该结构为框架结构，为了减轻整个结构的自重，墙体采用非承重蒸压粉煤灰砖，有利于抗震设计。塑钢窗具有轻质、耐腐蚀、密闭性好、美观等特点，与铝合金窗相比，保温效果好，经济效益高，传热系数小，有利于保温节能要求。正门选用玻璃门，这样比较美观，其他门均采用实木门比较经济。1.2.4施工条件和能力工程所需预制构件和其它建筑材料供应地点均在10km以内，运输条件良好。设备条件：有各类塔吊、自行式起重机、井架、混凝土搅拌机、灰浆机等，供工地选用。水电条件：均由业主保障供应。劳动力供应情况：由建筑公司统一调配99 1.2.5建筑平面设计本高校教学楼为矩形，形式简单，符合安全经济的要求。设计的布局满足建筑设计的模数。1.2.6建筑立面设计本建筑立面简洁明了，，在经济适用基础上尽显气派美观。墙体采用蓝色涂料，颜色明快，协调统一。1.2.7本建筑的构造说明平屋顶构造：保温材料选择40mm厚挤塑聚苯板保温，为不上人屋面。垂直防潮层：在室内地坪填土前，在水平防潮层之间的垂直墙面上用20mm水泥砂浆抹面。散水：散水采用素混凝土现浇，外抹水泥砂浆，坡度约为5%，宽度为900mm基础：本工程的基础形式为柱下混凝土独立基础，基础埋深2.2米，即满足结构上的要求，又保证了建筑的经济可行性。1.3结构设计说明1.3.1抗震设计说明工程为钢筋混凝土现浇框架结构，抗震设防烈度为7度，设计地震分组为第一组，设计基本地震加速度值为0.10g。1.3.2部分工程构造（1）屋面：为不上人屋面防水层：高分子改性沥青卷材99 100mm厚钢筋混凝土板40mm厚挤塑聚苯板保温层20mm厚1：3水泥砂浆找平层20mm厚板下水泥砂浆抹灰5mm厚1：3水泥砂浆（2）楼面：100mm厚钢筋混凝土板30mm厚水磨石地面20mm厚水泥砂浆抹灰（3）厕所：防滑地砖100mm厚钢筋混凝土板50mm厚防水砂浆20mm厚水泥砂浆抹灰1.3.3建筑材料选用墙体：蒸压粉煤灰砖窗：塑钢窗门：实木门除正大门（玻璃门）外1.3.4结构设计方案（1）自然条件：基本风压：0.300KN/m2，基本雪压：0.350KN/m2。（2）工程地质条件：拟建场地地形平坦，地下稳定水位距地表3m以下，无侵蚀性。建筑场地类别为Ⅲ类场土地，地震设防烈度为7度。土质分布具体情况见表1-1，表1-1建筑地层一览表（标准值）序号岩土分类土层深度(m)厚度范围(m)地基承载力99 (kPa)1填土0—112中砂1—432503砾石4以下300-400注：1）表中给定土层深度从自然地坪算起；2）地下稳定水位距地坪3m以下。（3）材料情况：蒸压粉煤灰砖等级为MU10；砂浆等级为M5混凝土：C15（垫层）、C20（过梁、构造柱、女儿墙）、C30（基础、梁、板）、C40（柱）纵向受力钢筋：HRB335级箍筋：HPB235级钢筋（4）抗震设防要求：设防基本烈度为7度，设计地震分组为第一组，设计基本地震加速度值为0.10g。（5）结构体系：现浇钢筋混凝土框架结构。（6）施工：梁、板、柱、基础均现浇，墙体为砖砌。1.4结构设计论述1.4.1框架梁纵横向框架主梁跨度为3.6m、9m，尺寸为350mm×900mm，满足结构要求。此设计的梁均采用C30混凝土现浇而成，纵向受力钢筋采用HRB335级钢筋，箍筋采用HPB235级钢筋，均满足结构以及抗震强剪弱弯的要求。1.4.2框架柱柱采用C40混凝土现浇，柱截面尺寸均为500mm×500mm。且柱为大偏心受压柱是考虑到设计中的梁柱墙的搭接关系，考虑强柱弱梁要求计算配筋前需要对柱的受力进行调整。此设计受力钢筋采用HRB335级钢筋，箍筋采用HPB235级钢筋，99 均满足结构及抗震要求。1.4.3楼板及屋面板为了省钱,减少地板和屋顶面板采用现浇混凝土的成本,尽管不同等级的混凝土梁和板和列,可能不便施工的过程。楼面次梁沿水平布局,地板为双向板,双层双向布局应力钢筋,钢筋板和梁连接也满足要求。1.4.4基础和墙基于一个柱下独立基础,使用C30现浇混凝土、钢筋满足要求。外墙的使用370毫米蒸压粉煤灰砖砌墙,内墙使用240毫米厚非轴承蒸压粉煤灰砖墙壁,楼梯,以满足消防安全要求。1.4.5结点及构造要求梁板柱相连处结点，其钢筋搭接及锚固均满足要求，节点处应满足抗震上的强节点弱构件等要求。99 第二章地震作用下框架结构分析2.1重力荷载代表值的计算2.1.1截面尺寸选取（三级框架）（1）框架柱：根据轴压比公式初步选定柱截面尺寸为（2）框架梁：，取，取选定纵横向框架主梁截面尺寸为（3）板：，双向板最小板厚80mm，取2.1.2荷载汇集（1）屋面：1）恒载G：高分子改性沥青卷材0.1100mm厚钢筋混凝土板25×0.1=2.540mm厚挤塑聚苯板保温层3.5×0.04=0.1420mm厚1：3水泥砂浆找平层20×0.02=0.420mm厚板下水泥砂浆抹灰20×0.02=0.499 5mm厚1：3水泥砂浆找坡层20×0.05=1∑G=4.542）活载Q（不上人屋面）：雪载：0.35∑Q=0.35∑P=∑G+∑Q=4.89（2）楼面：1）恒载G：100mm厚钢筋混凝土板25×0.1=2.530mm厚水磨石地面0.6520mm厚水泥砂浆抹灰20×0.02=0.4∑G=3.552）活载Q：教室2.5走廊2.5楼梯2.5∑Q=2.5∑P=∑G+∑Q=6.0599 2.1.3重力荷载代表值计算（1）简图及层数划分：如图：图2-1计算简图（2）各层重力荷载代表值计算：六层上半层女儿墙：(57.98+20.78)×2×0.9×0.12×25=425kN99 屋面：58.1×20.9×4.72=5731kN横梁：（8.5×2×0.8×0.35+1.9×0.3×0.45）×17×25=2147kN纵主梁：4×3.1×16×0.8×0.35×25=1388kN柱总：4×17×2×0.5×0.5×25=850kN内墙240：[(8.5×14+3.1×30)×1.2-2.4×0.9×4-1.2×0.9×26-0.6×(1.2×8+0.9×18)]×0.24×14=679kN外墙370：[(8.5×4+3.1×32)×1.2+1.9×2×1.55-1.2×(2.4×32+3.6×8+1.5×2)]×0.37×14=183kN窗：[0.9×(2.4×4+1.2×26)+1.2×(2.4×32+3.6×8+1.5×2)]×0.3=50kN门：0.6×(1.2×8+0.9×18)×0.2=3kN∑=11159kN下半层柱总：4×17×2.1×0.5×0.5×25=892kN内墙240：(8.5×14+3.1×30-1.2×8-0.9×18)×2.1×0.24×14=1313kN外墙370：[(8.5×4+3.1×32+1.9×2)×2.1-1.2×(2.4×32+3.6×8+1.5×2)]×0.37×14=815kN窗：1.2×(2.4×32+3.6×8+1.5×2)×0.3=39kN门：2.1×(1.2×8+0.9×18)×0.2=10kN∑=3069kN五层上半层楼面：58.1×20.9×4.8=5828kN横梁：（8.5×2×0.8×0.35+1.9×0.3×0.45）×17×25=2147kN纵主梁：4×3.1×16×0.8×0.35×25=1388kN柱总：4×17×2×0.5×0.5×25=850kN内墙240：[(8.5×12+3.1×30)×1.2-2.4×0.9×6-1.2×0.9×24-0.6×(1.2×12+0.9×12)]×0.24×14=604kN外墙370：[(8.5×4+3.1×32)×1.2+1.9×2×1.55-1.2×(2.4×32+3.699 ×8+1.5×2)]×0.37×14=183kN窗：[0.9×(2.4×6+1.2×24)+1.2×(2.4×32+3.6×8+1.5×2)]×0.3=50kN门：0.6×(1.2×12+0.9×12)×0.2=3kN∑=11380kN下半层内墙240：(8.5×12+3.1×30-1.2×12-0.9×12)×2.1×0.24×14=1198kN外墙370：[(8.5×4+3.1×32+1.9×2)×2.1-1.2×(2.4×32+3.6×8+1.5×2)]×0.37×14=815kN柱总：4×17×2.1×0.5×0.5×25=892kN窗：1.2×(2.4×32+3.6×8+1.5×2)×0.3=39kN门：2.1×(1.2×12+0.9×12)×0.2=10kN∑=2954kN四层上半层楼面：58.1×20.9×4.8=5828kN横梁：（8.5×2×0.8×0.35+1.9×0.3×0.55）×17×25=2147kN纵主梁：4×3.1×16×0.8×0.35×25=1388kN柱总：4×17×2×0.5×0.5×25=850kN内墙240：[(8.5×11+3.1×30)×1.2-2.4×0.9×11-1.2×0.9×13-0.6×(1.2×10+0.9×11)]×0.24×14=580kN外墙370：[(8.5×4+3.1×32)×1.2+1.9×2×1.55-1.2×(2.4×28+3.6×4+1.5×2)]×0.37×14=332kN窗：[0.9×(2.4×11+1.2×13)+1.2×(2.4×28+3.6×4+1.5×2)]×0.3=41kN门：0.6×(1.2×10+0.9×11)×0.2=2kN∑=11428kN下半层内墙240：(8.5×11+3.1×30-1.2×10-0.9×11)×2.1×0.24×14=1161kN外墙370：[(8.5×4+3.1×32+1.9×2)×2.1-1.2×(2.4×28+3.6×4+1.599 ×2)]×0.37×14=964kN柱总：4×17×2.1×0.5×0.5×25=892kN窗：1.2×(2.4×28+3.6×4+1.5×2)×0.3=30kN门：2.1×(1.2×10+0.9×11)×0.2=9kN∑=3056kN三～二层下半层3056kN三～二层上半层11428kN一层上半层上半层楼:58.1x20.9x4.8=5828kn梁:(8.5*2*0.8*0.8+0.35*0.3*0.45*17*25=2147kn)纵桁:4*3.1*16*0.8*0.8*25=1388kn总列:4*17*2*0.5*0.5*25=850kn240年的内壁:[(8.5*13+3.1*29)*1.2--2.4*10-1.2*0.9*0.9*13-0.6*(10+0.9*1.2*12*0.24*14=633kn))370年外部:[(8.5*4+3.1*32)*1.2+1.9*1.551.55*2*1.35(1.35*2+0.9*2)*(2.4*27+3.6*4+1.5)]x0.37*14=342kn窗口:[0.9*(10+1.2*2.4*13)+1.2*(2.4*27+3.6*4+3.6*0.3=39kn))门:0.6*(1.2*10+0.9*14+1.35*1.35=3kn*2)0.1*1.8*(4.2+3*25=32kn)σ=11559knG6=11159knG5=3069+11380=14449knG4=2954+11428=14382knG3=G2=3056+11428=14984knG1=3056+11559=14615knG=83573knσ=7286平方米99 标准差σ=83573/7286=11.47kn/mG/22.2水平地震作用下的框架变形与内力分析2.2.1框架梁、柱刚度（1）框架梁的线刚度在计算线刚度时考虑楼板对梁刚度的有利影响，即板作为翼缘工作。在工程上为简化计算，通常梁均先按矩形截面计算某惯性矩，然后乘以增大系数。中框架梁,边框架梁框架梁采用C30混凝土，边跨梁350×900mm中跨梁300×550mm1）中框架2）边框架：（2）框架柱的刚度：1）框架柱的线刚度柱采用C40混凝土，首层高度为5.2m,2-6层高度为4.2m，99 柱截面：500mm×500mm2）框架柱的侧移刚度标准层：，，底层：，，表2-1侧移刚度计算截面层高混凝土弹性模量线刚度2～6层中框架中柱0.254.23.25×1074.036.10.75320643.5边柱0.254.23.25×1074.033.520.63817490.7边框架中柱0.254.23.25×1074.034.570.69619080.8边柱0.254.23.25×1074.032.640.56915599.1底层中框架中柱0.255.23.25×1073.2557.550.84312199.4边柱0.255.23.25×1073.2554.350.76411036.2边框中柱0.255.23.25×1073.2555.660.8041161499 架边柱0.255.23.25×1073.2553.270.71510328.4，2.2.2水平地震作用分析（采用底部剪力法）（1）框架水平地震作用及水平地震剪力计算：场地Ⅲ类第一组，,,,所以不考虑顶部附加地震作用力。因为,所以=0.85×83573=71037.05kN0.08×71037.05=5683kN>，，，，，表2-2水平地震作用下剪力计算质点626.21115956831291.131291.13178.544522144491403.792694.92409.7399 417.8143821130.533825.45639.84313.614984899.934725.38879.5829.414984622.015347.391119.3315.214615335.625683.011353.17(2）水平地震作用下的层间位移和顶点位移计算：表2-3水平地震作用下的层间位移和顶点位移计算层61291.134.20.00000052694.924.21282745.60.002100.000543825.454.21282745.60.002980.0007134725.384.21282745.60.003680.0008825347.394.21282745.60.004170.0009915683.015.2784837.60.007240.00139≤,所以满足规范规定的弹性位移要求。图2-2楼层剪力分布图99 2.2.3水平地震作用下框架内力分析（D值法）(1）水平地震作用下框架柱剪力和柱弯矩计算—反弯点到柱下端结点的距离，即反弯点高度。—标准反弯点高度比。—上下横粱线刚度比对标准反弯点高度比的修正系数。—上层层高变化修正值。—下层层高变化修正值。根据框架总层数，该柱所在层和梁柱线刚度比K查表得。表2-4边柱反弯点高度层64.23.520.4500.0000.0000.0000.45054.23.520.4760.0000.0000.0000.47644.23.520.5000.0000.0000.0000.50034.23.520.5000.0000.0000.0000.50024.23.520.5000.0000.0000.0000.50015.24.350.5500.0000.0000.0000.55099 表2-5中柱反弯点高度层64.26.10.4500.0000.0000.0000.45054.26.10.5000.0000.0000.0000.50044.26.10.5000.0000.0000.0000.50034.26.10.5000.0000.0000.0000.50024.26.10.5000.0000.0000.0000.50015.27.550.5500.0000.0000.0000.550表2-6水平地震作用下边柱的剪力和弯矩层64.21282745.617490.70.0141291.1318.080.45034.1741.7654.21282745.617490.70.0142694.9237.730.47675.4383.0444.21282745.617490.70.0143825.4553.560.500112.48112.4834.21282745.617490.70.0144725.3866.160.500138.94138.9499 24.21282745.617490.70.0145347.3974.860.500157.21157.2115.2784837.611036.20.0145683.0179.560.550227.54186.17表2-7水平地震作用下中柱的剪力和弯矩层64.21282745.620643.50.01611291.1320.790.45039.2948.0354.21282745.620643.50.01612694.9243.390.50091.1291.1244.21282745.620643.50.01613825.4561.590.500129.34129.3434.21282745.620643.50.01614725.3876.080.500159.77159.7724.21282745.620643.50.01615347.3986.090.500180.79180.7915.2784837.612199.40.01555683.0188.090.550251.94206.13注：1）；2）；3）(2）水平地震作用下梁端弯矩和剪力计算：1）水平地震作用下框架梁的弯矩计算梁的弯矩按刚度分配，B轴左端=0.58，=0.42。表2-8水平地震作用下的梁端弯矩层A轴B轴641.7634.1741.7648.0339.2927.8620.17583.0475.43117.2191.1291.1275.6454.774112.48112.48187.91129.34129.34127.8792.5999 3138.94138.94251.42159.77159.77167.68121.432157.21157.21296.15180.79180.79197.52143.041186.17227.54343.38206.13251.94224.41162.512）水平地震作用下的梁端剪力和柱轴力标准值：表2-9水平地震作用下的梁端剪力和柱轴力标准值层AB跨梁端剪力BC跨梁端剪力柱轴力边柱（kN）中柱(kN)6941.7627.867.742.420.1720.1716.817.749.0759117.2175.6421.432.454.7754.7745.6429.1733.2849187.91127.8735.092.492.5992.5977.1664.2675.3539251.42167.6846.572.4121.43121.43101.19110.83129.9729296.15197.5254.852.4143.04143.04119.2165.58194.3219343.38224.4163.092.4162.51162.51135.43228.67266.6699 (3）水平地震作用下的框架内力图如下：图2-3水平地震作用下框架内力图99 第三章风荷载作用下框架内力分析3.1自然情况地区基本风压，，地面粗糙程度B类。3.2风荷载计算在实际工程中，对于高度不大于30m，高宽比小于1.5的高层建筑，风振系数取。式中：--单位面积上的风荷载标准值（）；--基本风压值；--风荷载体型系数；--z高度处的风压高度变化系数；--z高度处的风振系数。表3-1水平风荷载作用下的剪力层611.31.380.30.53828.148.14511.31.310.30.51097.7215.86411.31.230.30.47977.2523.11311.31.120.30.43686.629.71211.31.000.30.395.935.61111.31.000.30.395.941.5199 图3-1楼层剪力分布图3.3风荷载作用下框架内力分析（采用D值法）(1）风荷载作用下框架柱剪力和柱弯矩计算：表3-2风荷载作用下边柱的剪力和弯矩层64.276268.417490.70.2298.141.890.4503.574.3754.276268.417490.70.22915.863.630.4677.128.1344.276268.417490.70.22923.115.290.50011.1111.1134.276268.417490.70.22929.716.80.50014.2814.2824.276268.417490.70.22935.618.150.50017.1217.1215.246471.211036.20.23741.519.840.55028.1423.0399 表3-3风荷载作用下中柱的剪力和弯矩层64.276268.420643.50.2718.142.210.4504.185.1154.276268.420643.50.27115.864.30.5009.039.0344.276268.420643.50.27123.116.260.50013.1513.1534.276268.420643.50.27129.718.050.50016.9116.9124.276268.420643.50.27135.619.650.50020.2720.2715.246471.212199.40.26341.5110.920.55031.2325.55注：（1）；2）；3）(2)风荷载作用下梁端弯矩计算：梁的弯矩按刚度分配，B轴左端=0.58，=0.42。表3-4风荷载作用下梁端弯矩层A轴B轴64.373.574.375.114.182.962.1558.137.1211.79.039.037.665.55411.1111.1118.2313.1513.1512.869.32314.2814.2825.3916.9116.9117.4312.63217.1217.1231.420.2720.2721.5615.62123.0328.1440.1525.5531.2326.5819.24(3)风荷载作用下的梁端剪力和柱轴力标准值：99 表3-5风荷载作用下梁端剪力和轴力标准值层AB跨梁端剪力BC跨梁端剪力柱轴力边柱（kN）中柱(kN)694.372.960.812.42.152.151.790.810.985911.77.662.152.45.555.554.622.963.454918.2312.863.452.49.329.327.766.417.763925.3917.434.762.412.6312.6310.5211.1713.522931.421.565.882.415.6215.6213.0117.0520.651940.1526.587.412.419.2419.2416.0324.4629.27(4)风荷载作用下框架内力图：99 图3-2风荷载作用下框架内力图99 第四章框架在竖向荷载作用下的内力分析（分层法）4.1竖向荷载计算4.1.1永久荷载计算(1)屋面梁上线荷载标准值计算：1）梁重：边跨梁0.35×0.02×17=0.119kN/m0.35×0.8×25=7kN/m0.8×2×0.02×17=0.544kN/m=7.663kN/m中跨梁0.3×0.02×17=0.102kN/m0.3×0.45×25=3.375kN/m0.45×2×0.02×17=0.306kN/m=3.783kN/m2）屋面板荷载计算：屋面板边跨为3.6×9m，按双向板计算，支承梁受到梯形荷载，把梯形荷载转换成均布荷载：，中跨为3.6×2.4m，按双向板计算，支承梁受到三角形荷载，把三角形荷载转换成均布荷载系数为5/8=0.625。屋面梁上线荷载标准值为：边跨：g1=4.54×3.6×0.928+7.663=22.83kN/m中跨：g2=4.54×3.6×0.625+3.783=14kN/m(2)楼面梁上线荷载标准值计算：99 边跨：g3=3.55×3.6×0.928+7.663=19.52kN/m中跨：g4=3.55×3.6×0.625+3.783=11.77kN/m4.1.2活荷载计算(1）屋面边跨：q1=0.35×3.6×0.928=1.17kN/m中跨：q2=0.35×3.6×0.625=0.79kN/m(2）楼面边跨：q3=2.5×3.6×0.928=8.35kN/m中跨：q4=2.5×3.6×0.625=5.63kN4.2竖向荷载作用下框架内力计算4.2.1竖向荷载作用下框架计算简图图4-1竖向荷载作用下框架计算简图99 4.2.2梁固端弯矩(1)恒载：边跨：中跨：99 (2)活载：边跨：中跨：4.2.3内力分配系数计算(1）转动刚度及相对转动刚度计算：表4-1转动刚度及相对转动刚度构件名称转动刚度相对转动刚度框架梁边跨3.52中跨2.58框架柱2—6层11层0.81(2）分配系数计算：各杆件分配系数见下表：表4-2杆件分配系数位置层边63.52+1=4.52—0.779—0.2299 节点153.52+1+1=5.52—0.6380.1810.18143.52+1+1=5.52—0.6380.1810.18133.52+1+1=5.52—0.6380.1810.18123.52+1+1=5.52—0.6380.1810.18113.52+1+0.81=5.33—0.6600.1880.152中间节点63.52+2.58+1=7.10.4960.363—0.14153.52+2.58+1+1=8.10.4350.3190.1230.12343.52+2.58+1+1=8.10.4350.3190.1230.12333.52+2.58+1+1=8.10.4350.3190.1230.12323.52+2.58+1+1=8.10.4350.3190.1230.12313.52+2.58+1+0.81=7.910.4450.3260.1260.1024.2.4竖向荷载作用下框架内力计算(1)恒载作用下弯矩计算99 99 (2)活载作用下弯矩计算99 (3）竖向荷载作用下框架梁的弯矩和剪力计算：在框架梁的梁端由于负弯矩较大，负钢筋过于拥挤，设计时往往允许进行弯矩调幅，降低负弯矩，减少配筋。调幅系数设为0.85。支座弯矩降低以后，经过内力重分配，跨中弯矩将增大，跨中弯矩的增大系数设为1.1。1）恒载作用下的弯矩：表4-3恒载作用下的弯矩层AB跨BC跨左端中间右端左端（右端）中间6-46.82-39.8148.05162.86119.38101.47-63.42-53.91-53.34-45.345-62.12-51.95113.48124.83106.290.27-44.76-38.05-36.29-30.854-62.12-51.95113.48124.83106.290.27-44.76-38.05-36.29-30.853-62.12-51.95113.48124.83106.290.27-44.76-38.05-36.29-30.852-62.12-51.95113.48124.83106.290.27-44.76-38.05-36.29-30.851-58.83-50105.69116.26115.3898.07-45.7-38.85-37.23-31.652）活载作用下的弯矩：表4-4活载作用下的弯矩层AB跨BC跨左端中间右端左端（右端）中间6-2.33-1.987.48.146.785.76-2.94-2.5-2.37-2.015-26.54-22.5648.553.3545.5538.72-19.58-16.64-17.91-15.224-26.54-22.5648.553.3545.5538.72-19.58-16.64-17.91-15.223-26.54-22.5648.553.3545.5538.72-19.58-16.64-17.91-15.222-26.54-22.5648.553.3545.5538.72-19.58-16.64-17.91-15.221-25.13-21.3649.3354.2645.2938.5-20.16-17.14-18.49-15.7299 注：为调幅后的弯矩，弯矩符号以顺时针为正。恒载作用下弯矩图图4-2恒载作用下弯矩图活载作用下弯矩图图4-3活载作用下弯矩图99 3）恒载作用下梁端剪力:在均布荷载作用下梁端的剪力计算公式：99 ，，表4-4恒载作用下梁端剪力位置层AB跨622.83972.5694.67110.888.96105.09519.52951.3682.1393.5877.2588.7419.52951.3682.1393.5877.2588.7319.52951.3682.1393.5877.2588.7219.52951.3682.1393.5877.2588.7119.52946.8682.6393.0577.7588.17BC跨6142.4016.816.813.313.3511.772.4014.1214.1211.1811.18411.772.4014.1214.1211.1811.18311.772.4014.1214.1211.1811.18211.772.4014.1214.1211.1811.18111.772.4014.1214.1211.1811.184）活载梁端剪力：在均布荷载作用下梁端的剪力计算公式：，，99 表4-5活载梁端剪力位置层AB跨61.1794.454.775.764.485.4758.35919.0135.4639.6933.3737.648.35919.0135.4639.6933.3737.638.35919.0135.4639.6933.3737.628.35919.0135.4639.6933.3737.618.35920.1635.3439.8233.2537.73BC跨60.792.400.950.950.750.7555.632.406.766.765.355.3545.632.406.766.765.355.3535.632.406.766.765.355.3525.632.406.766.765.355.3515.632.406.766.765.355.35(4）柱轴力和剪力：1)恒载作用下的柱轴力剪力：表4-6恒载作用下边柱产生的轴力和剪力层截面横梁剪力（kN）纵向荷载（kN）柱重（kN）（kN）边柱轴力（kN）边柱剪力（kN）61-194.67165.1625.63259.83259.8324.722-2285.46285.4653-382.13207.0525.63289.18574.6419.714-4314.81600.2745-582.13207.0525.63289.18889.4619.716-6314.81915.0937-782.13207.0525.63289.181204.2719.7199 8-8314.811229.929-982.13207.0525.63289.181519.0820.1910-10314.811544.71111-1182.63207.0531.87289.681834.397.5912-12321.551866.26说明：a.假定外纵墙受力荷载完全由纵梁承受。b.为本层荷载产生的轴力。c.柱重：首层：0.52×5.1×25=31.87kN，标准层：0.52×4.1×25=25.63kNd.纵向荷载六层(0.35+0.8×2)×0.02×17+0.35×0.8×25=7.66kN/m（0.3+0.45×2）×0.02×17+0.3×0.45×25＝3.78kN/m①7.66×3.6=27.58kN②4.54×3.6×0.625×3.6＝36.77kN③4.54×3.6×0.928×4.5+7.66×4.25=100.81kN∑=165.16kN一至五层①7.66×3.6=27.58kN②3.55×3.6×0.625×3.6+3.1×0.37×1.1×14=46.42kN③3.55×3.6×0.928×4.5+7.66×4.25+4.25×0.24×3.3×14=133.05kN∑=207.05kN表4-7恒载作用下中柱产生的轴力和剪力层截面横梁剪力左（kN）横梁剪力右（kN）纵向荷载（kN）柱重（kN）（kN）中柱轴力（kN）中柱剪力（kN）61-1110.816.8189.725.63317.3317.317.792-2342.93342.9399 53-393.5814.12253.3225.63361.02703.9514.414-4386.65729.5845-593.5814.12253.3225.63361.021090.614.416-6386.651116.2337-793.5814.12253.3225.63361.021477.2514.418-8386.651502.8829-993.5814.12253.3225.63361.021863.914.6810-10386.651889.53111-1193.0514.12253.3231.87360.492250.025.512-12392.362281.89纵向荷载：，六层①7.66×3.6=27.58kN②4.54×3.6×0.625×3.6+4.54×1.2×0.407×3.6=44.76kN③4.54×3.6×0.928×4.5+7.66×4.2+（4.54×3.6×0.625+3.78)×1.2=117.36kN∑=189.7kN一至五层①7.66×3.6=27.58kN②3.55×3.6×0.625×3.6+3.55×1.2×0.407×3.6+3.1×0.24×3×14=78.57kN③3.55×3.6×0.928×4.5+7.66×4.25+（3.55×3.6×0.625+3.78）×1.2+4.25×0.24×3.3×14=147.17kN∑=253.32kN2)活载作用下的柱轴力：表4-8活载作用下柱的轴力和剪力层截面A柱轴力(kN)A柱剪力(kN)纵向荷载(kN)B柱轴力（kN）B柱剪力(kN)99 （kN）纵向荷载（kN）(kN)(kN)61-14.778.112.874.955.760.959.6616.373.482-253-335.4657.8393.298.4239.696.7668.98115.345.94-445-535.4657.8393.298.4239.696.7668.98115.345.96-637-735.4657.8393.298.4239.696.7668.98115.345.98-829-935.4657.8393.298.6239.696.7668.98115.346.1410-10111-1135.3457.8393.173.2439.826.7668.98115.342.3512-12纵向荷载：AB跨六层0.35×3.6×0.625×3.6+0.35×3.6×0.928×4.5=8.1kN一至五层2.5×3.6×0.625×3.6+2.5×3.6×0.928×4.5=57.83kNBC跨六层0.35×3.6×0.625×3.6+0.35×3.6×0.928×4.5＋0.35×3.6×0.407×1.2＋0.35×3.6×0.625×1.2＝9.66kN一至五层2.5×3.6×0.625×3.6＋2.5×3.6×0.928×3.6＋2.5×3.6×0.407×1.2＋2.5×3.6×0.625×1.2＝68.98kN(5)梁端弯距调幅：由于钢筋混凝土结构有塑性内力重分布性质，因此在重力荷载作用下对梁端弯矩进行调幅。调幅系数梁端为0.85，跨中为1.1。表4-9梁左端弯矩调幅位置层数梁左端99 边跨6-46.82-39.8-2.33-1.98-47.99-40.795-62.12-51.95-26.54-22.56-75.39-64.084-62.12-51.95-26.54-22.56-75.39-64.083-62.12-51.95-26.54-22.56-75.39-64.082-62.12-51.95-26.54-22.56-75.39-64.081-58.83-50-25.13-21.36-71.4-60.69中跨6-63.42-53.91-2.94-2.5-64.89-55.165-44.76-38.05-19.58-16.64-54.55-46.374-44.76-38.05-19.58-16.64-54.55-46.373-44.76-38.05-19.58-16.64-54.55-46.372-44.76-38.05-19.58-16.64-54.55-46.371-45.7-38.85-20.16-17.14-55.78-47.41表4-10梁跨中弯矩调幅位置层数梁跨中边跨6148.05162.867.48.14151.75166.935113.48124.8348.553.35137.73151.54113.48124.8348.553.35137.73151.53113.48124.8348.553.35137.73151.52113.48124.8348.553.35137.73151.51105.69116.2649.3354.26130.36143.39中跨6-53.34-45.34-2.37-2.01-54.53-46.3599 5-36.29-30.85-17.91-15.22-45.25-38.464-36.29-30.85-17.91-15.22-45.25-38.463-36.29-30.85-17.91-15.22-45.25-38.462-36.29-30.85-17.91-15.22-45.25-38.461-37.23-31.65-18.49-15.72-46.48-39.5表4-11梁右端弯矩调幅位置层数梁右端边跨6119.38101.476.785.76126.16107.245106.290.2745.5538.72128.98109.634106.290.2745.5538.72128.98109.633106.290.2745.5538.72128.98109.632106.290.2745.5538.72128.98109.631115.3898.0745.2938.5138.03117.32中跨663.4253.912.942.564.8955.16544.7638.0519.5816.6454.5546.37444.7638.0519.5816.6454.5546.37344.7638.0519.5816.6454.5546.37244.7638.0519.5816.6454.5546.37145.738.8520.1617.1455.7847.41注：。4.2.5控制截面处内力99 (1)控制截面梁：梁端及跨中；柱：上下柱端截面。(2)梁柱边缘处、的计算（水平荷载和竖向荷载作用下）。表4-12竖向荷载作用下梁左端控制截面处剪力层梁左端边跨622.831.170.594.6788.964.774.4891.2519.528.350.582.1377.2535.4633.3793.93419.528.350.582.1377.2535.4633.3793.93319.528.350.582.1377.2535.4633.3793.93219.528.350.582.1377.2535.4633.3793.93119.528.350.5582.6377.7535.3433.2594.37中跨6140.790.516.813.30.950.7513.67511.775.630.514.1211.186.765.3513.85411.775.630.514.1211.186.765.3513.85311.775.630.514.1211.186.765.3513.85211.775.630.514.1211.186.765.3513.85111.775.630.5514.1211.186.765.3513.85表4-13竖向荷载作用下梁右端控制截面处剪力位置层梁右端边跨622.831.170.5110.8105.095.765.47107.82519.528.350.593.5888.739.6937.6107.5419.528.350.593.5888.739.6937.6107.5319.528.350.593.5888.739.6937.6107.5219.528.350.593.5888.739.6937.6107.599 119.528.350.593.0588.1739.8237.73107.03中跨6140.790.516.813.30.950.7513.68511.775.630.514.1211.186.765.3513.86411.775.630.514.1211.186.765.3513.86311.775.630.514.1211.186.765.3513.86211.775.630.514.1211.186.765.3513.86111.775.630.514.1211.186.765.3513.86注：1），2），3）表4-14竖向荷载作用下梁左端控制截面处弯矩位置层梁左端边跨60.539.888.9617.561.984.480.8691.240.7917.9950.551.9577.2532.6422.5633.3714.2293.9364.0840.640.551.9577.2532.6422.5633.3714.2293.9364.0840.630.551.9577.2532.6422.5633.3714.2293.9364.0840.620.551.9577.2532.6422.5633.3714.2293.9364.0840.610.55077.7530.5621.3633.2513.0594.3760.6937.1中跨60.553.9113.350.582.50.752.3113.6855.1651.7450.538.0511.1835.2516.645.3515.313.8646.3742.940.538.0511.1835.2516.645.3515.313.8646.3742.930.538.0511.1835.2516.645.3515.313.8646.3742.920.538.0511.1835.2516.645.3515.313.8646.3742.910.538.8511.1836.0517.145.3515.813.8647.4143.94表4-15竖向荷载作用下梁右端控制截面处弯矩层梁右端99 位置边跨60.5101.47105.0975.25.765.474.39107.82107.2480.2850.590.2788.768.138.7237.629.32107.5109.6382.7540.590.2788.768.138.7237.629.32107.5109.6382.7530.590.2788.768.138.7237.629.32107.5109.6382.7520.590.2788.768.138.7237.629.32107.5109.6382.7510.598.0788.1776.0338.537.7329.07107.03117.3290.56中跨60.553.9113.350.592.50.752.3113.6855.1651.7450.538.0511.1835.2516.645.3515.313.8646.3742.940.538.0511.1835.2516.645.3515.313.8646.3742.930.538.0511.1835.2516.645.3515.313.8646.3742.920.538.0511.1835.2516.645.3515.313.8646.3742.910.538.8511.1836.0517.145.3515.813.8647.4143.94注：1），2），3）表4-16水平地震作用下梁控制截面处的内力99 位置层梁左端梁右端梁跨中边跨67.740.541.7639.8227.8625.926.95521.430.5117.21111.8575.6470.2820.78435.090.5187.91179.2127.87119.130.02346.570.5251.42239.78167.68156.0441.87254.850.5296.15282.44197.52183.8149.31163.090.5343.38327.61224.41208.6429.48中跨616.810.520.1715.9720.1715.970545.640.554.7743.3654.7743.360477.160.592.5973.392.5973.303101.190.5121.4396.13121.4396.1302119.20.5143.04113.24143.04113.2401135.430.5162.51128.65162.51128.650表4-17风荷载作用下梁控制截面处的内力位置层梁左端梁右端梁跨中边跨60.810.54.374.172.962.760.752.150.511.711.167.667.122.0243.450.518.2317.3712.86122.6834.670.525.3924.2217.4316.263.9825.880.531.429.9321.5620.094.9217.410.540.1538.326.5824.736.78中跨61.790.52.151.72.151.7054.620.55.554.395.554.39099 47.760.59.327.389.327.380310.520.512.631012.63100213.010.515.6212.3715.6212.370116.030.519.2415.2319.2415.230注：99 第五章内力组合5.1本设计采用的组合公式5.1.1梁端负弯矩组合公式（1)1.2恒+1.4活（由可变荷载控制的组合）（2)1.35恒+1.4×0.7活+1.4×0.6风（由永久荷载控制的组合）（3)0.75×[1.2（恒+0.5活）+1.3地]（有地震作用下要乘以系数0.75，地震作用的系数为1.3）（4)1.2恒+0.9×1.4（风+活）（简化的组合）5.1.2梁端正弯矩组合公式0.75×[1.3地+（恒+0.5活）]（有地震作用下要乘以系数0.75，地震作用的系数为1.3）5.1.3梁跨中正弯矩组合公式（1)0.75×[1.2（恒+0.5活）+1.3地]（有地震作用下要乘以系数0.75，地震作用的系数为1.3）（2)1.2恒+1.4活（由可变荷载控制的组合）（3)1.35恒+1.4×0.7活+1.4×0.6风（由永久荷载控制的组合）（4)1.2恒+0.9×1.4（风+活）（简化的组合）5.1.4梁端剪力组合公式（1)0.85×[1.2（恒+0.5活）+1.3地]（有地震作用下要乘以系数0.85，地震作用的系数为1.3）（2)1.2恒+1.4活（由可变荷载控制的组合）（3)1.35恒+1.4×0.7活+1.4×0.6风（由永久荷载控制的组合）99 （4）1.2恒+0.9×1.4（风+活）（简化的组合）5.1.5框架柱内力组合公式（1)考虑地震作用时：1.3地+1.2(恒+0.5活)（2)不考虑地震作用时：1)1.35恒+0.7×1.4活+0.6×1.4风（由永久荷载控制的组合）2)1.2恒+1.4活（由可变荷载控制的组合）3)1.2恒+1.4×0.9（风+活）（简化的组合）5.2框架梁内力组合表5-1六层边跨梁内力组合位置楼层内力及组合梁左端梁跨中梁右端边跨梁6永久荷载-17.5688.96162.86-8.0675.2-105.09可变荷载-0.864.488.14-0.54.39-5.47地震作用左来39.82-7.746.95-7.7427.86-7.74右来-39.827.74-6.957.74-27.867.74风荷载左来4.17-0.810.7-0.812.76-0.81右来-4.170.81-0.70.81-2.760.81梁端（1）-22.28113.0296.39-133.77（2）-28.05125.17108.14-147.91（3）-55.0289.6396.81-104.58（4）-27.41113.4299.25-134.02梁端25.3360.8530.88-77.32跨中（1）206.8310.37（2）228.4312.05（3）157.0115.03（4）206.5711.32梁端（1）-22.28113.0296.39-133.77（2）-28.05125.17108.14-147.91（3）-62.35101.58109.72-118.52（4）-27.41113.4299.25-134.0299 表5-2五层边跨梁内力组合位置楼层内力及组合梁左端梁跨中梁右端边跨梁5永久荷载-32.6477.25124.83-5.7268.1-88.7可变荷载-14.2233.3753.35-2.1129.32-37.6地震作用左来111.85-21.4320.78-21.4370.28-21.43右来-111.8521.43-20.7821.43-70.2821.43风荷载左来11.16-2.152.02-2.157.12-2.15右来-11.162.15-2.022.15-7.122.15梁端（1）-59.08139.42122.77-159.08（2）-68.35138.8126.65-158.4（3）-145.59105.43143-117.64（4）-71.15137.45127.63156.52梁端78.649.55-41.65-59.73跨中（1）224.49-9.82（2）222.5-11.59（3）156.61-27（4）219.56-12.23梁端（1）-59.08139.42122.77-159.08（2）-68.35138.8126.65-158.4（3）-165119.49162.07-133.32（4）-71.15137.45127.63156.52表5-3四层边跨梁内力组合位置楼层内力及组合梁左端梁跨中梁右端边跨梁4永久荷载-32.6477.25124.83-5.7268.1-88.7可变荷载-14.2233.3753.35-2.1129.32-37.6地震作用左来179.2-35.0930.02-35.09119.1-35.09右来-179.235.09-30.0235.09-119.135.09风荷载左来17.37-3.452.68-3.4512-3.45右来-17.373.45-2.683.45-123.45梁端（1）-59.08139.42122.77-159.08（2）-72.59139.89130.75-159.49（3）-211.26118.75190.6-130.96（4）-78.97139.09151.36-158.16梁端144.2736.23-54.06-46.41跨中（1）224.49-9.8299 （2）223.05-12.69（3）165.62-40.31（4）220.39-15.01梁端（1）-59.08139.42122.77-159.08（2）-72.59139.89130.75-159.49（3）-239.43134.58216.01-148.42（4）-78.97139.09151.36-158.16表5-4三层边跨梁内力组合位置楼层内力及组合梁左端梁跨中梁右端边跨梁3永久荷载-32.6477.25124.83-5.7268.1-88.7可变荷载-14.2233.3753.35-2.1129.32-37.6地震作用左来239.78-46.5741.87-46.57156.04-46.57右来-239.7846.57-41.8746.57-156.0446.57风荷载左来24.22-4.673.98-4.6716.26-4.67右来-24.224.67-3.984.67-16.264.67梁端（1）-59.08139.42122.77-159.08（2）-78.34140.91134.33-160.51（3）-270.32129.94226.61-142.15（4）-87.6140.63139.15-159.7梁端203.3325.04-90.08-35.22跨中（1）224.49-9.82（2）224.13-13.71（3）177.17-51.51（4）222.03-15.41梁端（1）-59.08139.42122.77-159.08（2）-78.34140.91134.33-160.51（3）-306.36147.26256.82-161.1（4）-87.6140.63139.15-159.799 表5-5二层边跨梁内力组合位置楼层内力及组合梁左端梁跨中梁右端边跨梁2永久荷载-32.6477.25124.83-5.7268.1-88.7可变荷载-14.2233.3753.35-2.1129.32-37.6地震作用左来282.44-54.8549.31-54.85183.81-54.85右来-282.4454.85-49.3154.85-183.8154.85风荷载左来29.93-5.884.92-5.8820.09-5.88右来-29.935.88-4.925.88-20.095.88梁端（1）-59.08139.42122.77-159.08（2）-83.14141.93137.54-161.53（3）-311.92138.01253.69-150.23（4）-94.8142.15143.98-161.22梁端244.9316.97-117.15-27.15跨中（1）224.49-9.82（2）224.94-14.93（3）184.43-59.58（4）223.22-16.93梁端（1）-59.08139.42122.77-159.08（2）-83.14141.93137.54-161.53（3）-353.51156.41287.51-170.26（4）-94.8142.15143.98-161.2299 表5-6一层边跨梁内力组合位置楼层内力及组合梁左端梁跨中梁右端边跨梁1永久荷载-30.5677.75116.26-5.2176.03-88.17可变荷载-13.0533.2554.26-2.2429.07-37.73地震作用左来327.61-63.0929.48-63.09208.64-63.09右来-327.6163.09-29.4863.09-208.6463.09风荷载左来38.3-7.416.78-7.4124.73-7.41右来-38.37.41-6.787.41-24.737.41梁端（1）-54.94139.85131.93-158.63（2）-86.22143.77151.9-162.23（3）-352.81146.44284.93-157.84（4）-101.37144.53159.02-162.68梁端291.599.26-135.5-18.76跨中（1）215.48-9.39（2）215.82-15.45（3）157.79-67.21（4）216.42-18.41梁端（1）-54.94139.85131.93-158.63（2）-86.22143.77151.9-162.23（3）-399.85165.95322.92-178.88（4）-101.37144.53159.02-162.6899 表5-7六层中跨梁内力组合位置楼层内力及组合梁左(右)端梁跨中中跨梁6永久荷载-50.5813.3-45.340可变荷载-2.310.75-2.010地震作用左来15.97-16.810-16.81右来-15.9716.81016.81风荷载左来1.7-1.790-1.79右来-1.71.7901.79梁端（1）-63.9317.01（2）-71.9720.19（3）-62.1428.7（4）-65.7519.16梁端-23.23-6.13跨中（1）-57.220（2）-63.181.5（3）-41.7116.39（4）-56.942.25梁端（1）-63.9317.01（2）-71.9720.19（3）-70.4232.53（4）-65.7519.1699 表5-8五层中跨梁内力组合位置楼层内力及组合梁左(右)端梁跨中中跨梁5永久荷载-35.2511.18-30.850可变荷载-15.35.35-15.220地震作用左来43.36-45.640-45.64右来-43.3645.64045.64风荷载左来4.39-4.620-4.62右来-4.394.6204.62梁端（1）-63.7220.91（2）-66.2724.22（3）-80.8956.97（4）-67.1125.98梁端10.1-34.1跨中（1）-58.330（2）-56.563.88（3）-34.6144.5（4）-56.25.82梁端（1）-63.7220.91（2）-66.2724.22（3）-91.6764.57（4）-67.1125.9899 表5-9四层中跨梁内力组合位置楼层内力及组合梁左(右)端梁跨中中跨梁4永久荷载-35.2511.18-30.850可变荷载-15.35.35-15.220地震作用左来73.3-77.160-77.16右来-73.377.16077.16风荷载左来7.38-7.760-7.76右来-7.387.7607.76梁端（1）-63.7220.91（2）-68.7826.85（3）-110.0887.7（4）-70.8829.93梁端39.29-64.84跨中（1）-58.330（2）-56.566.52（3）-34.6175.23（4）-56.2梁端（1）-63.7220.91（2）-68.7826.85（3）-124.7699.39（4）-70.8829.9399 表5-10三层中跨梁内力组合位置楼层内力及组合梁左(右)端梁跨中中跨梁3永久荷载-35.2511.18-30.850可变荷载-15.35.35-15.220地震作用左来96.13-101.190-101.19右来-96.13101.190101.19风荷载左来10-10.520-10.52右来-1010.52010.52梁端（1）-63.7220.91（2）-70.9829.17（3）-132.34111.13（4）-74.1833.41梁端61.55-88.26跨中（1）-58.330（2）-56.568.84（3）-34.6198.66（4）-56.213.25梁端（1）-63.7220.91（2）-70.9829.17（3）-149.98125.95（4）-74.1833.4199 表5-11二层中跨梁内力组合位置楼层内力及组合梁左(右)端梁跨中中跨梁2永久荷载-35.2511.18-30.850可变荷载-15.35.35-15.220地震作用左来113.24-119.20-119.2右来-113.24119.20119.2风荷载左来12.37-13.010-13.01右来-12.3713.01013.01梁端（1）-63.7220.91（2）-72.9731.26（3）-149.12128.69（4）-77.1636.55梁端78.23-105.82跨中（1）-58.330（2）-56.5610.93（3）-34.61116.22（4）-56.216.39梁端（1）-63.7220.91（2）-72.9731.26（3）-169145.85（4）-77.1636.5599 表5-12一层中跨梁内力组合位置楼层内力及组合梁左(右)端梁跨中中跨梁1永久荷载-36.0511.18-31.650可变荷载-15.85.35-15.720地震作用左来128.65-135.430-135.43右来-128.65135.430135.43风荷载左来15.23-16.030-16.03右来-15.2316.03016.03梁端（1）-65.3820.91（2）-76.9433.8（3）-164.35144.1（4）-82.3640.35梁端92.48-121.65跨中（1）-59.990（2）-58.1313.46（3）-35.55132.04（4）-57.7920.2梁端（1）-65.3820.91（2）-76.9433.8（3）-186.26163.31（4）-82.3640.3599 5.3框架柱的内力组合表5-13六层框架柱内力组合楼层截面位置内力种类内力值组合结果恒载活载地震作用风荷载1）2）3）左来右来左来右来6边柱上端M57.176.75-41.7641.76-4.374.37126.9418.3785.6178.0582.61N259.8312.87-7.747.74-0.810.81329.58309.46351.07329.81329.03V-24.72-4.9518.08-18.081.89-1.89-56.14-9.13-38.57-36.59-38.28下端M46.6614.05-34.1734.17-3.573.57108.842077.4275.6678.19N285.4612.87-7.747.74-0.810.81360.34340.21384.39360.57359.79V-27.72-4.9518.08-18.081.89-1.89-59.74-12.73-42.47-40.19-41.88中柱上端M-40.9-4.77-20.1720.17-2.152.15-78.16-25.72-59.65-55.76-57.8N317.316.37-9.079.07-0.980.98402.37378.79429.35403.68402.62V17.793.4820.79-20.792.21-2.2150.46-3.5928.3926.2228.52下端M-33.81-9.86-39.2939.29-4.184.18-97.564.59-57.13-54.38-58.26N342.9316.37-9.079.07-0.980.98433.13409.55462.67434.43433.38V17.793.4820.79-20.792.21-2.2150.46-3.5928.3926.2228.52表5-14五层框架柱内力组合楼层截面位置内力种类内力值组合结果恒载活载地震作用风荷载1）2）3）左来右来左来右来99 5边柱上端M41.417.69-83.0483.04-8.138.13168.25-47.6677.9874.4582.21N574.6493.29-29.1729.17-2.962.96783.46707.62840.94820.17810.84V-19.71-8.4237.73-37.733.63-3.63-77.7520.34-36.92-35.44-38.83下端M41.417.69-75.4375.43-7.127.12158.35-37.7677.1474.4580.94N600.2793.29-29.1729.17-2.962.96814.22738.38874.26850.93841.6V-19.71-8.4237.73-37.733.63-3.63-77.7520.34-36.92-35.44-38.83中柱上端M-30.27-12.4-91.1291.12-9.039.03-162.2274.69-59.09-53.68-63.32N703.95115.34-33.2833.28-3.453.45957.21870.681031.071006.22944.41V14.415.943.39-43.394.3-4.377.34-35.5728.1325.5530.14下端M-30.27-12.4-91.1291.12-9.039.03-162.2274.69-59.09-53.68-63.32N729.58115.34-33.2833.28-3.453.45987.96901.441064.381036.971025.17V14.415.943.39-43.394.3-4.377.3435.5728.1325.5530.14表5-15四层框架柱内力组合楼层截面位置内力种类内力值组合结果恒载活载地震作用风荷载1）2）3）左来右来左来右来4边柱上端M41.417.69-112.48112.48-11.1111.11206.52-85.9380.4974.4585.97N889.4693.29-64.2664.26-6.416.411206.861039.791253.111197.961192.97V-19.71-8.4253.56-53.565.29-5.29-98.3340.92-38.32-35.44-40.93下端M41.417.69-112.48112.48-11.1111.11206.52-85.9380.4974.4585.97N915.0993.29-64.2664.26-6.416.411237.621070.541286.431228.711223.73V-19.71-8.4253.56-53.565.29-5.29-98.3340.92-38.32-35.44-40.93中柱上端M-30.27-12.4-129.34129.34-13.1513.15-211.91124.38-62.55-53.68-68.52N1090.6115.34-75.3575.35-7.767.761475.881279.971537.331470.21463.83V14.415.961.59-61.596.26-6.26100.9-59.2329.7725.5532.61下M-30.27-12.4-129.34129.34-13.1513.15-211.91124.38-62.55-53.68-68.5299 端N1116.23115.34-75.3575.35-7.767.761506.631310.721570.651500.951494.58V14.415.961.59-61.596.26-6.26100.9-59.2329.7725.5532.61表5-16三层框架柱内力组合楼层截面位置内力种类内力值组合结果恒载活载地震作用风荷载1）2）3）左来右来左来右来3边柱上端M41.417.69-138.94138.94-14.2814.28240.92-120.3383.1574.4589.96N1204.2793.29-110.83110.83-11.1711.171645.181357.021666.361575.731576.74V-19.71-8.4266.16-66.166.8-6.8-114.7157.30-39.59-35.44-42.83下端M41.417.69-138.94138.94-14.2814.28240.92-120.3383.1574.4589.96N1229.993.29-110.83110.83-11.1711.171675.931387.781699.681606.491607.50V-19.71-8.4266.16-66.166.8-6.8-114.7157.30-39.59-35.44-42.83中柱上端M-30.27-12.4-159.77159.77-16.9116.91-251.47163.94-65.71-53.68-73.25N1477.25115.34-129.97129.97-13.5213.522010.871672.942044.821934.181935.06V14.415.976.08-76.088.05-8.05119.74-78.0731.2825.5534.87下端M-30.27-12.4-159.77159.77-16.9116.91-251.47163.94-65.71-53.68-73.25N1502.88115.34-129.97129.97-13.5213.522041.621703.702078.131964.931965.82V14.415.976.08-76.088.05-8.05119.74-78.0731.2825.5534.8799 表5-17二层框架柱内力组合楼层截面位置内力种类内力值组合结果恒载活载地震作用风荷载1）2）3）左来右来左来右来2边柱上端M41.917.9-157.21157.21-17.1217.12265.39-143.3586.3975.3494.41N1519.0893.29-165.58165.58-17.0517.052094.121663.622080.551953.501961.92V-20.19-8.6274.86-74.868.15-8.15-126.7267.92-41.54-36.30-45.36下端M42.8918.32-157.21157.21-17.1217.12266.83-141.9188.0977.1296.12N1544.7193.29-165.58165.58-17.0517.052124.881694.372113.871984.261992.68V-20.19-8.6274.86-74.868.15-8.15-126.7267.92-41.54-36.30-45.36中柱上端M-30.55-12.65-180.79180.79-20.2720.27-279.28190.78-69.14-54.37-78.14N1863.9115.34-194.32194.32-20.6520.652558.502053.272553.452398.162408.03V14.686.1486.09-86.099.65-9.65133.22-90.6233.2126.2137.51下端M-31.11-13.14-180.79180.79-20.2720.27-280.24189.81-70.35-55.73-79.43N1889.53115.34-194.32194.32-20.6520.652589.262084.022586.772428.912438.78V14.686.1486.09-86.099.65-9.65133.22-90.6233.2126.2137.5199 表5-18一层框架柱内力组合楼层截面位置内力种类内力值组合结果恒载活载地震作用风荷载1）2）3）左来右来左来右来1边柱上端M26.311.24-227.54227.54-23.0323.03334.11-257.5064.5547.3074.74N1834.3993.17-228.67228.67-24.4624.462554.441959.902496.562331.712349.48V-7.59-3.2479.56-79.569.84-9.84-114.4892.38-21.31-13.64-25.59下端M13.155.62-186.17186.17-28.1428.14261.17-222.8746.2423.6558.32N1866.2693.17-228.67228.67-24.4624.462592.691998.142537.992369.952387.73V-7.59-3.2479.56-79.569.84-9.84-114.4892.38-21.31-13.64-25.59中柱上端M-19.06-8.13-206.13206.13-25.5525.55-295.72240.22-54.21-34.25-65.31N2250.02115.34-266.66266.66-29.2729.273115.892422.573062.652861.502882.23V5.52.3588.09-88.0910.92-10.92122.53-106.5118.639.8923.32下端M-9.53-4.07-251.94251.94-31.2331.23-341.40313.64-42.61-17.13-55.91N2281.89115.34-266.66266.66-29.2729.273154.132460.813104.082899.742920.48V5.52.3588.09-88.0910.92-10.92122.53-106.5118.639.8923.3299 第六章框架结构配筋计算6.1框架梁配筋计算6.1.1框架梁正截面配筋（1）截面尺寸边跨：梁端跨中中跨：单筋梁端跨中双筋梁端跨中（2）材料强度混凝土等级：C30钢筋等级：纵向受力筋HRB335箍筋HPB235（3）配筋率纵向受力筋：支座截面，取跨中截面，箍筋：沿梁全长，直径不宜小于8mm99 加密区加密区长度为1.5倍梁高和500mm中的较大值；间距为8倍纵向钢筋直径、1/4梁高和150mm中的最小值；箍筋最小直径为8mm。（4）计算公式1）正截面弯矩：负弯矩作用下的计算公式公式使用条件且正弯矩作用下的计算公式矩形截面公式使用条件且T形截面公式使用条件且2）斜截面抗剪计算公式：仅配箍筋截面条件3)计算参数：，，，，，梁端，跨中,（5）承载力计算99 表6-1六层框架梁配筋计算六层边跨中跨左端跨中右端左（右）端跨中负弯矩正弯矩负弯矩正弯矩负弯矩正弯矩55.0225.33228.43108.1430.8865.7523.2363.181924.141797.26920.962151.151820.981355.961060.68413.28实配面积219918841884219918841570101710177Φ206Φ206Φ207Φ206Φ205Φ204Φ184Φ18表6-2五层框架梁配筋计算五层边跨中跨左端跨中右端左（右）端跨中负弯矩正弯矩负弯矩正弯矩负弯矩正弯矩145.5978.6224.4914341.6580.8910.158.332311.192024.91905.022300.1218671461.09969.5381.24实配面积251321992199251321991570101710178Φ207Φ207Φ208Φ207Φ205Φ204Φ184Φ18表6-3四层框架梁配筋计算四层边跨中跨左端跨中右端左（右）端跨中99 负弯矩正弯矩负弯矩正弯矩负弯矩正弯矩211.26144.27224.49190.654.06110.0839.2958.332591.382305.55905.022503.541920.041522.881172.21381.24实配面积251325132513251325131570127212728Φ208Φ208Φ208Φ208Φ205Φ205Φ185Φ18表6-4三层框架梁配筋计算三层边跨中跨左端跨中右端左（右）端跨中负弯矩正弯矩负弯矩正弯矩负弯矩正弯矩270.32203.33224.49226.6190.08132.3461.5558.332844.222557.94905.022657.432073.971695.741276.29381.24实配面积282725132513282725131884125612569Φ208Φ208Φ209Φ208Φ206Φ204Φ204Φ20表6-5二层框架梁配筋计算二层边跨中跨左端跨中右端左（右）端跨中负弯矩正弯矩负弯矩正弯矩负弯矩正弯矩311.92244.93224.94253.69117.15149.1278.2358.3330222735.72905.022773.152189.651825.821386.75381.24实配面积3142282728273142282718841570157010Φ209Φ209Φ2010Φ209Φ206Φ205Φ205Φ20表6-6一层框架梁配筋计算99 一层边跨中跨左端跨中右端左（右）端跨中负弯矩正弯矩负弯矩正弯矩负弯矩正弯矩352.81291.59216.42284.93135.5164.3592.4859.993196.742935.12861.92906.662268.071943.881428.95392.2实配面积3142314231423142314221991570157010Φ2010Φ2010Φ2010Φ2010Φ207Φ205Φ205Φ206.1.2框架梁斜截面配筋框架梁抗剪计算中，设计剪力取组合和调整剪力。表6-7六层、五层框架梁端配箍计算六层五层边跨中跨边跨中跨左端右端左（右）端左端右端左（右）端组合125.17147.9132.53139.42159.0864.57101.42125.561.43122.44130.9862.68-262-363-329-286-328-319实配箍筋φ8@100（4）φ8@100（4）φ8@100（4）φ8@100（4）φ8@100（4）φ8@100（4）99 表6-8四层、三层框架梁端配箍计算四层三层边跨中跨边跨中跨左端右端左（右）端左端右端左（右）端组合139.89159.4999.39147.26161.1125.95139.14138.6194154.16147.77117.9-287-329-566-317-333-1393实配箍筋φ8@100（4）φ8@100（4）φ8@100（4）φ8@100（4）φ8@100（4）φ8@100（4）表6-9二层、一层框架梁端配箍计算二层一层边跨中跨边跨中跨左端右端左（右）端左端右端左（右）端组合156.41170.26145.85165.95178.88163.31164.74154.66135.85176.32160.5151.67-342-3581490-376-3841323实配箍筋φ8@100（4）φ8@100（4）φ8@100（4）φ8@100（4）φ8@100（4）φ8@100（4）框架梁跨中截面按构造配箍：φ8@200（4）99 6.2框架柱配筋计算6.2.1框架柱端弯矩和剪力调整（1）柱截面尺寸：500mm×500mm（2）材料强度：混凝土强度C40；纵向受力钢筋HRB335；箍筋HPB235。（3）框架柱端弯矩和剪力调整：，、按柱端组合弯矩比值确定。表6-10边柱柱端弯距计算节点左梁右梁上柱下柱7—68.5975.4500175.456—181.5199.650.39378.460.607121.195—263.37289.710.434125.730.566163.984—337370.70.462171.260.538199.443—388.86427.750.476203.610.524224.142—439.84483.820.444214.820.5562691————261.17——表6-11中柱柱端弯距计算99 节点左梁右梁上柱下柱14120.6979.17219.85001219.8513178.28100.84307.030.376115.440.624191.5912237.61137.24412.340.436179.780.566233.3811282.5164.98492.230.457224.950.543267.2810316.26185.9552.380.474261.830.526290.559355.21204.89616.110.487300.050.513316.068————341.4——表6-12边柱剪力计算层63.375.4578.4651.3053.3121.19125.7382.3143.3163.98171.26111.7533.3199.44203.61134.3523.3224.14214.82146.3214.3269261.17135.62表6-13中柱剪力计算层63.3219.85115.44111.7653.3191.59179.78123.7943.3233.38224.95152.7833.3267.28261.83176.3723.3290.55300.05196.8714.3316.06341.4168.1999 6.2.2框架柱配筋计算（1）偏压计算公式：大偏压构件（），小偏心构件（）计算如下：的最大值，，，，，最小配筋率：全截面，每侧抗震折减系数：顶层=0.75其他层=0.8最不利内力选取原则：大偏压柱弯矩尽可能大（取组合弯矩和调整弯矩的大值），轴力尽可能小小偏压柱弯矩尽可能大，轴力尽可能大99 表6-14框架柱配筋计算层柱位内力(m)(mm)(mm)(mm)(mm)(mm2)实配M(kN.m)N(kN)6边柱126.94329.585.2520385.16405.161.69905.340.152291.712Φ1677.42384.395.2520201.41221.412.09681.640.131990.7中柱97.56433.135.2520225.24245.241.87678.450.152253.857.13462.675.2520123.48143.482.39563.070.131978.45边柱168.25783.465.2520214.75234.751.50572.620.243619.612Φ2077.14874.265.252088.23108.231.98433.860.202988.6中柱162.22957.215.2520169.47189.471.51505.940.263958.359.091064.385.252055.5275.522.15382.270.223235.64边柱206.521206.865.2520171.12191.121.40487.640.344014.016Φ2080.491286.435.252062.5782.571.87374.350.263932.2中柱211.911475.885.2520143.58163.581.38446.150.394790.562.551570.655.252039.8259.821.98338.620.303426.93边柱240.921645.185.2520146.44166.441.34442.570.444635.183.151699.685.252048.9268.921.79343.250.333959.8中柱251.472010.875.2520125.06145.061.32410.980.534999.965.712078.135.252031.6251.621.86316.060.393771.32边柱266.832124.885.2520125.57145.571.30409.030.555728.916Φ22266.832124.885.2520125.57145.571.30409.030.555728.9中柱280.242589.265.2520108.23128.231.28383.900.555728.9280.242589.265.2520108.23128.231.28383.900.555728.91334.112554.445.220130.80150.801.24406.290.555728.999 边柱261.172592.695.220100.73120.731.29375.710.555728.9中柱341.43154.135.220108.24128.241.22376.990.555728.9341.43154.135.220108.24128.241.22376.990.555728.9（2）框架柱抗剪计算：计算公式,取。框架柱最小体积配箍率：。最大间距min（8倍纵筋，150mm），最小直径8mm。表6-15六层、五层框架柱配箍计算六层五层边柱中柱边柱中柱上端下端上端下端上端下端上端下端351.07384.39429.35462.67840.94874.261031.071064.3851.351.3111.7611.7682.3182.31123.79123.79718.16718.16718.16718.16718.16718.16718.16718.16-0.139-0.153-0.171-0.184-0.334-0.347-0.409-0.42399 表6-16四层、三层框架柱配箍计算四层三层边柱中柱边柱中柱上端下端上端下端上端下端上端下端1253.111286.431475.881570.651666.361699.682044.822078.13111.75111.75152.78152.78134.35134.35176.37176.37718.16718.16718.16718.16718.16718.16718.16718.16-0.498-0.511-0.586-0.624-0.662-0.675-0.812-0.825表6-17二层、一层框架柱配箍计算二层一层边柱中柱边柱中柱上端下端上端下端上端下端上端下端2094.122124.882558.52589.262554.442592.693115.893154.13146.32146.32196.87196.87135.62135.62168.19168.19718.16718.16718.16718.16718.16718.16718.16718.16-0.832-0.844-1.016-1.028-1.015-1.030-1.238-1.253经过计算可知框架柱的配箍均按构造配筋。柱加密区实配普通复合箍筋四肢箍φ8@100，2—6层为600mm、底层柱根自基础顶面至刚性地面以上为1500，柱非加密区实配普通复合箍筋φ8@150（4）。99 6.3现浇板配筋计算6.3.1荷载计算（1）屋面：（2）楼面、走廊：在确保安全的情况下，为了计算方便统一取。6.3.2配筋计算（1）A板（四边固定板）跨中截面：支座截面：采用分离式配筋，取内力臂系数为99 由内弯矩平衡得：，实配φ8@100，，实配φ8@200，，实配φ12@110，，实配φ8@200，（2）B板（四边固定板）跨中截面：支座截面：采用分离式配筋，取内力臂系数为99 由内弯矩平衡得：，实配φ8@200，，实配φ8@200，，实配φ8@150，，实配φ8@200，99 第七章楼梯、雨篷、女儿墙设计7.1楼梯构件计算楼梯使用活荷载2.5层高均为4.2m，楼梯间墙240mm，中距踏步水磨石0.65，抹灰20厚采用C30混凝土现浇，，HRB335级钢筋，HPB235级钢筋，7.1.1斜板TB1内力及配筋计算（1）确定板厚踏步尺寸，，，取(2）荷载永久荷载标准值，取1m宽板带计算梯段板自重（0.1/0.894+0.15/2）×25×1=4.67kN/m2踏步水磨石重（1+0.15/0.3）×0.65×1=0.975kN/m2板底抹灰重20×0.02/0.894×1=0.447kN/m2栏杆重0.1kN/m2g=6.192kN/m2使用活荷载标准值q=2.5kN/m2荷载设计值99 取(3）截面设计板计算水平跨度跨中最大弯矩实配7.1.2平台板TB2内力及配筋计算取板厚100mm(1）荷载计算永久荷载设计值平台板自重0.1×25=2.5kN/m2板面水磨石重1×0.65=0.65kN/m2板底抹灰重0.02×20=0.4kN/m2g=3.55kN/m2可变荷载设计值q=2.5kN/m2荷载设计值99 取(2)内力计算(3）截面设计实配7.1.3平台梁TL内力及配筋计算底层(1）截面尺寸平台板尺寸2500mm×3600mm取平台梁截面尺寸，取h=350mm，b=240mm(2）荷载计算斜板传来恒载6.192×3.9/2=12.07kN/m平台板传来恒载3.55×（2.5/2+0.24）=5.29kN/m梁自重0.35×0.24×25+2×0.35×0.01×20=2.24kN/mg=19.6kN/m活载标准值q=2.5×（3.9/2+2.5/2+0.24）=8.6kN/m99 荷载设计值取(3)内力计算，取(4）截面设计正截面承载力验算实配3Φ16，（As=804mm2）斜截面承载力验算计算得,可按构造配箍，实配7.2雨蓬设计雨篷采用挑板式，悬挑板1.81m×4.2m，根部120mm，端部80mm，因此只计算板99 荷载：恒载悬挑板（0.12+0.08）/2×4.2×25=10.5kN/m20mm厚砂浆抹灰2×0.02×4.2×20=3.36kN/m改性沥青防水层0.1×2.4=0.24kN/mg=14.1kN/m活载雪载0.35kN/m2q=0.35×4.2=1.47kN/m荷载组合取内力计算取每米板带需要钢筋为实配7.3女儿墙设计女儿墙高度900mm，宽120mm。C20混凝土，99 HPB235级钢筋风荷载计算取1m长板带实际配筋实配99 第八章基础设计基础形式为柱下钢筋混凝土独立基础，正方形。混凝土等级C30，，HRB335级钢筋，基础梁，暂取基础埋深2.2m,根据任务书可知，基底土为中砂，，，，，。8.1边柱基础设计8.1.1基础截面确定由于埋深范围内没有地下水，，基础底面宽度为：，取按规范规定，对不大于7层的的建筑可不作地基变形验算。基础自重由基础梁传至基础顶面重量99 8.1.2地基承载力验算，满足要求基础底边应力验算,满足要求满足要求基础剖面尺寸采用台阶式独立柱基础。8.1.3基础抗冲切验算基底净反力(1)柱根处，满足要求(2)梯阶处，99 满足要求(3)梯阶处，满足要求8.1.4基础底面配筋计算99 纵、横向实配19Φ128.2中柱基础设计8.2.1基础截面确定由于埋深范围内没有地下水，，基础底面宽度为：，取，满足要求按规范规定，对不大于7层的的建筑可不作地基变形验算。基础自重99 由基础梁传至基础顶面重量8.2.2地基承载力验算，满足要求基础底边应力验算,满足要求，满足要求基础剖面尺寸采用台阶式独立柱基础。8.2.3基础抗冲切验算基底净反力(1)柱根处，满足要求(2)梯阶处，99 满足要求(3)梯阶处，满足要求8.2.4基础底面配筋计算99 纵、横向实配19Φ148.3基础梁设计混凝土等级C30，，纵向钢筋HRB335级钢筋，箍筋HPB235级钢筋，8.3.1纵向基础梁设计纵向基础梁，取(1）荷载计算梁自重0.25×0.4×25=2.5kN/m上部墙体3.9×0.37×14=20.2kN/mg=1.35×(2.5+20.2)=30.65kN/m（2）配筋计算正截面99 实配4Φ16斜截面，满足要求故只需按构造配箍，实配φ8@100/200（4）8.3.2横向基础梁设计横向基础梁，取（1）荷载计算梁自重0.3×0.6×25=4.5kN/m上部墙体3.7×0.37×14=19.17kN/mg=1.35×(4.5+19.17)=31.95kN/m（2）配筋计算正截面99 实配6Φ18斜截面，满足要求故只需按构造配箍，实配φ8@100/200（4）99 小结这次毕业设计题目是南昌市红角州中学教学楼，建筑主体为六层现浇钢筋混凝土框架结构，本建筑层高均为4.2米。总高度26.1米，室内外高差为0.45米，女儿墙高0.9米。建筑采用一字形，总长度为58.1米，总宽度为20.9米。设计使用年限为50年，建筑安全等级为二级，建筑物耐火等级为二级。建筑立面规整，外墙采用蓝色涂料装饰，女儿墙为钢筋混凝土。经验算，构件截面尺寸及配筋均满足规范要求。结点和其他构造也满足规范要求。设计采用现浇钢筋混凝土楼板，它具有整体性好、抗震能力强、可以是不规则情况、便于留孔洞、布置线管方便等优点。不过存在模板用量大、施工速度慢等缺点。设计采用板式楼梯，规范规定每段楼梯的踏步数量为3～18步。本设计踏步采用宽300mm，高150mm。在设计时注意点是楼梯平台净宽不应小于楼梯段净宽，并且不小1.1m。楼梯段的净高是指梯段空间的最小高度，即下层梯段踏步前缘至其正上方梯段下表面的垂直距离，我国规定楼梯段间净高不应小于2.2m，平台过道处净高不应小于2.0m。屋顶设计为平屋顶，屋面为不上人屋面，平屋顶屋顶构造厚度较小，结构布置简单，室内顶棚平整，能够适应各种复杂的建筑平面形状，且屋面防水、排水、保温、隔热等处理方便，构造简单。由于屋顶坡度小、排水慢，屋面积水多，易产生渗漏现象且维修困难，本设计屋面排水采用找坡排水。设计时严格遵守我国现行规范，计算中包括地震作用、荷载计算、内力组合，一榀框架设计、基础设计、楼梯设计等。通过毕业设计，基本掌握了设计的顺序和原理，及各种施工工艺。99 参考文献[1]建筑结构可靠度设计统一标准（GB50068-2001）.北京：中国建筑工业出版社，2002[2]房屋建筑制图统一标准（GB/T50001－2001）.北京：中国计划出版社，2002[3]混凝土结构设计规范（GB50010-2002）.北京：中国建筑工业出版社，2002[4]建筑结构制图标准（GB/T50105-2001）.北京：中国建筑工业出版社，2002[5]建筑结构荷载规范（GB50009－2001）.北京：中国建筑工业出版社，2002[6]建筑抗震设计规范（GB50011－2001）.北京：中国建筑工业出版社，2001[7]建筑抗震设防分类标准（GB50223－2008）.北京：中国建筑工业出版社，2004[9]砌体结构设计规范（GB50003-2001）.北京：中国建筑工业出版社，2001[10]建筑地基基础设计规范（GB 50007-2002).北京：中国建筑工业出版社，2002[11]建筑设计防火规范（GBJ50016-2006）.北京：中国建筑工业出版社，2002[12]高校教学楼建筑设计规范（GBJ99-86）.北京：中国建筑工业出版社，2002[13]民用建筑设计通则（GB50352-2006）.北京：中国建筑工业出版社，2002[14]屋面工程技术规范（GB50345-2004）.北京：中国建筑工业出版社，2002[15]混凝土结构施工图平面整体表示方法制图规则和构造详图（03G101-1、2）.北京：中国建筑工业出版社，2002[16]中华人民共和国行业标准.建筑地基处理技术规范（JGJ79-2002）.北京：中国建筑工业出版社，2002[17]华南理工大学、浙江大学、湖南大学合编.基础工程.99 北京：中国建筑工业出版社，2008[18](England)MartinPeirce.Theuniversityconstructs[M].DalianUniversityofScienceandTechnologyPublishinghouse.2003[19](Denmark)Yang.GeylContactandspace[M].ChineseConstructionIndustryPublishinghouse.199199 致谢通过对本次毕业设计，对于掌握大学所学的专业知识有了更加深入的掌握，其中包括理论力学、材料力学、结构力学、钢筋混凝土结构、结构抗震、土力学、房屋建筑学、工程地质、土木工程CAD、建筑工程概预算等。首先要感谢我的老师，在繁忙的工作中抽出大量的时间指导我的毕业设计，从前期的草案设计确定和修改，到中期的详细设计和检查，后期的图纸错误修改，倾注了很多的心血。其次感谢所有为我们打下土木工程专业知识基础的老师，还有一起探讨的同学们，因为你们，才使这次毕业设计具有更大的价值。最后感谢学校对我的大力栽培。100'