结构梁板计算书

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第1章方案论述11.1建筑方案论述错误！未定义书签。1.1.1设计依据11.1.2设计内容、建筑面积、标高11.1.3房间构成和布置11.1.4采光和通风11.1.5主要立面和出入口的考虑21.1.7各部分工程构造21.1.8本建筑设计的主要特点31.2结构方案论述31.2.2结构形式和基础形式41.2.3结构尺寸及采用的材料41.2.4荷载种类及其组合51.2.5计算方法5第2章荷载计算62.1荷载汇集及截面尺寸的选取62.1.1截面尺寸选取62.1.2荷载汇集72.2计算简图及层数划分92.3各层重力荷载代表值计算102.3.1四层上半层102.3.2标准层122.3.3二层下半层132.3.4—■层上半层14第3章水平地震作用下的框架内力分析16

13.1基本资料163.2水平地震作用下的框架内力163.2.1梁线刚度163.2.2柱线刚度173.2.3柱的侧移刚度D173.2.4水平地震作用分析（采用底部剪力法）18第4章竖向荷载作用下的内力分析294.1竖向荷载计算294.1.1荷载传递路线294.1.2恒载：294.2框架内力计算324.2.1框架计算简图324.2.2梁固端弯矩：334.2.3内力分配系数计算334.2.4弯矩分配与传递：354.2.5梁端剪力414.2.6柱轴力和剪力：43第5章：荷载组合及最不利内力确定475.1J1Lq'公工C.475.1.1框架梁内力组合公式475.1.2框架柱内力组合公式475.2梁的内力组合485.2.1梁端弯矩的调幅485.2.2控制截面内力计算505.2.3梁控制截面的内力组合53表6-11梁控制截面的内力组合545.3柱的内力组合63第6章框架结构配筋计算72

26.1框架梁配筋计算726.1.2材料强度736.1.3配筋率736.1.4计算公式736.1.5具体酉己筋计算746.2框架柱配筋计算826.2.2截面尺寸826.2.3材料强度826.2.4框架柱端弯矩和剪力调整826.2.5框架柱配筋计算85第7章现浇板配筋计算947.1荷载计算947.1.1A板（四边固定板）947.1.2D板（四边固定板）95第8章基础设计9781边柱基础计算：971.1.1选择基础的材料，类型，进行基础平面布置971.1.2确定地基持力层和基础埋深971.1.3确定地基承载力971.1.4确定基础的底面尺寸981.1.5地基承载力验算991.1.6基础抗冲切验算10001.1.7基础底面配筋计算10228.2中柱基础的计算：1048.2.1确定基础类型和受力情况10448.2.2确定地基承载力特征值10558.2.3计算基地型心位置及基础长度10558.2.4计算基底净反力1066

38.2.1基础高度计算10668.2.2受冲切承载力验算10668.2.3受剪承载力验算10778.2.4酉己筋计算10778.3基础梁计算10888.3.1纵向基础梁10888.3.2横向基础梁1099第9章折板式楼梯计算11119.1梯板设计11119.1.1板厚11229.1.2荷载（取1m宽板带计算）11229.1.3截面设计11229.2平台板计算11339.2.1荷载计算（取1m宽板带）11339.2.2截面设计11449.3平台梁柱计算11559.3.1平台梁计算（TL-1）11559.3.2平台梁柱计算1166结论1177

4第1章方案论述1.1设计依据（1）依据土木工程专业2013届毕业设计任务书。（2）遵照国家规定的相关设计规范。1.2设计内容、建筑面积、标高（1）本次设计的题目为“钢筋混凝土框架结构办公楼”。该工程位于北京市，为永久性建筑，建筑设计使用年限50年，防火等级二级。（2）本建筑主体结构为四层，层高均为3.75mo（3）室内外高差0.450m,室外地面标高为-0.450m。1.3房间构成和布置（1）房间构成本工程为一所办公楼，根据办公楼的功能要求，此次设计该楼共包括1个总经理办公室，6个部门经理办公室，15职员办公室，1个财务室，1个警卫室，2个大会议室，6个部门会议室，2个职员休息室，还配有接待室，值班室，以及配套的卫生间和储藏间若干个。（2）房间布局充分考虑办公楼各种房间在功能和面积等方面的不同，尽量做到功能分区清晰，各功能分区之间联系紧密，以及结构布置合理等1.4采光和通风本建筑主体结构采用内廊式，内廊式建筑的采光和通风是一个比较棘手的问题，如何做好内廊的采光和通风，满足建筑规范的要求就显得很重要。由于本建筑主体四层部分长度达到了60.60m,为了满足《民用建筑设计通则》中所规定的：“内廊式走道长度超过20m时应两端设采光口，超过40m时应增加中间采光口”的要求。该建筑采用了两端设采光口，中间楼梯间开设窗口以便于更好的采光。建筑中的房间，尤其是办公室，都采用了排窗的形式，足以满足建筑对采光和通风的要求。

51.4主要立面和出入口的考虑本建筑为一个实验楼，我采用了一个非常规的中间开设大门两侧开设小门的传统形式，我选择了建筑物前面开设两个门的形式，一个主入口和•个小的入口的形式，同时建筑在对称中的变化和两侧突出的部分使严谨中更增添了一份活力。1.5防火及安全防火和安全是现代建筑中的一个需要重点考虑的因素。在本设计中，走道，楼梯宽度，房间门的宽度，走道长度，采光等均严格按照国家建筑防火规范进行设计，满足防火疏散的要求。本设计严格要求下需要设置消防楼梯，但考虑到是毕业设计，设计深度比较浅，因此在本设计中并未设置消防楼梯。1.6各部分工程构造(1)屋面：为不上人屋面防水层：改性沥青防水层20mm厚1:3水泥沙浆找平层80mm厚苯板保温层120mm焦渣找坡120mm厚钢筋混凝土板20mm厚混合砂浆抹灰(2)楼面：水磨石地面120mm厚钢筋混凝土板(3)厕所：面砖地面20mm厚水泥砂浆保护层防水剂(2道)15mm厚水泥砂浆找平120mm厚钢筋混凝土板（4）室外台阶：花岗石条石30厚1：3干硬性水泥砂浆结合层100厚C15现浇混凝土300厚中粗砂垫层（5）墙体：外墙20厚1：3水泥砂浆抹灰300厚空心砖墙体80厚苯板保温层20厚水泥砂浆抹面

6内墙20厚1：3水泥砂浆抹灰200厚空心砖20厚水泥砂浆抹面（6）门窗构件：本建筑中窗均采用铝合金窗，除正门采用玻璃门外，其他门均采用实木门。1.4本建筑设计的主要特点本建筑的主要特点为采用内廊式符合北方地区保温节能的要求。各功能区分区清晰，结构形式较为简单，建筑外墙面采用橙色涂料装饰能够给人一种学生朝气蓬勃的感觉。1.5结构方案论述1.5.1基本资料（1）抗震条件：本工程抗震设防烈度为8度（0.2g）；II类场地，建筑地点冰冻深度-0.8mo(2)气象条件：沈阳地区基本雪荷载0.40kN/m2。1.5.2结构形式和基础形式(1)结构形式在选择柱网上，充分考虑结合办公楼房间的特点，主要采用8.4m7.2m的经济柱网，对于开间要求较大的办公室等，则局部采用了9m7.2m的较大柱网，为保证房间的净高，采用井字形楼盖，最大限度地降低了梁高，使结构更为经济。(2)基础形式

7基础可以分成深基础和浅基础。考虑到本建筑自重较小，地质条件良好，从技术需要的角度考虑选择天然地基上的浅基础。目前多层框架结构中最常用的浅基础形式有无筋扩展基础，柱下钢筋混凝土独立基础，柱下钢筋混凝土条形基础。其中无筋扩展基础是刚性基础，所选材料抗拉强度大但抗拉和抗弯强度很低，设计时，要求一定的刚性角，所以基础相对很高，基坑深度加大，基底压力增加，也不利于抗震。柱下钢筋混凝土条形基础则多用于处理地基软弱而荷载又较大时的工程问题。根据本工程的地质勘测资料显示，采用施工方便，技术成熟的柱下独立基础更为经济适用。1.4.1结构尺寸及采用的材料框架柱，梁及楼板，楼梯等均为现浇混凝土结构：(1)框架柱框架柱截面尺寸为首层550550mm，其他层500500mm。采用C30混凝土；纵筋采用HRB335级钢筋，箍筋采用HPB235级钢筋。(2)框架梁框架纵梁截面尺寸为300750mm,框架横梁截面尺寸为300600mm和300400mm,采用C25混凝土；纵筋采用HRB335级钢筋，箍筋采用HPB235级钢筋。(3)现浇板房间的现浇楼板板厚度为120mm，走廊的现浇板厚度为120mm,采用C25级混凝土；HPB235级钢筋。(4)基础边基础形式为钢筋混凝土柱下独立基础，基础底面尺寸为28002800mm,基础高度为800mm,中基础形式为钢筋混凝土柱下联合基础，基础底面尺寸为33005400mm,基础高度为800mm,混凝土强度等级为C30；采用HRB335级钢筋。基础底做100mm厚C15混凝土垫层。(5)楼梯楼梯为现浇折板式楼梯，并设有平台梁，楼梯踏步宽度为270mm,高度为157mm,楼梯斜板厚度为120mm,混凝土强度等级为C25,采用HPB235级钢筋。平台梁截面尺寸为250350mm,混凝土强度等级为C25,纵向钢筋采用HRB335级钢筋，箍筋采用HPB235级钢筋。(6)墙体填充墙，外墙300mm厚空心砖墙加80厚苯板保温层，内墙200mm厚空心砖；砂浆等级为M5。

81.4.1荷载种类及其组合(1)荷载种类荷载可分为恒荷载，活荷载和地震荷载，其中地震荷载在设计中只考虑水平地震荷载，不考虑竖向地震荷载。(2)荷载组合在荷载组合中分别考虑无地震作用下的组合和有地震作用下的组合。其中梁端取最大负弯矩和最大正弯矩所对应的组合，以及最大剪力所对应的组合：梁跨中取最大正弯矩对应的组合；柱取最大弯矩绝对值，最大轴力和最小轴力三者所对应的组合。1.4.2计算方法用底部剪力法计算水平地震作用；用D值法计算框架结构在水平地震作用下的内力；用力矩二次分配法计算竖向荷载作用下的框架内力。第2章荷载计算2.1荷载汇集及截面尺寸的选取2.1.1截面尺寸选取框架柱的轴压比限值结构类型抗震等级一二三框架结构0.70.80.9框架抗震墙，板柱抗震墙及胴体0.750.850.95

9部分框支抗震墙0.60.7-(1)框架柱：根据轴压比公式初步估定柱截面尺寸：N/fcbh<0.9(三级框架)(2-1)其中B为修正系数，当柱分别为边柱，等跨中柱和不等跨中柱时，B值分别取1.3,1.2,1.25oF—框架柱的负荷面积Ge一框架柱负荷面积上的荷载值，一般取12〜15kN/m2n—楼层数N=l.2x5.”8.7x13*5=3460.86kN

10=3460.86/(0.9x14.3)=268909mm2取beXhc=550mmX550mm(2)框架梁:由挠度、裂度控制h=(l/8-1/14)1,b=(l/2-l/3)h选定纵向框架梁截面尺寸为bbXhb=300mmX750mm选定横向框架梁截面尺寸为bbXhb=300mmX600mm；选定走廊横梁截面尺寸为bbXhb=300mmX400miTi；次梁截面尺寸为(1/14〜1/18)1,选定bbXhb=250mmX500mm;(3)楼板厚度：l/40X3000=75mm取h=120mm楼梯板选为120mm2.1.1荷载汇集（1）恒载屋面（不上人）：0.3kN/m220X0.02=0.4kN/m20.2X0.08=0.016kN/m210X0.1=1.0kN/m2改性沥青防水层20mm厚1：3水泥砂浆找平80mm厚苯板保温焦渣找坡最薄处30mm平均厚100mm100mm厚钢筋混凝土板25X0.12=3.0kN/m2Z=4.98kN/m2楼面：0.65kN/m20.02X20=0.4kN/m23.0kN/m20.34kN/m2水磨石地面20mm厚1:3水泥砂浆找平层100mm厚钢筋混凝土板20mm厚板下混合砂浆抹灰Z=4.33kN/m2梁重：（考虑抹灰，取梁自重26kN/m）纵向框架梁横向框架梁走廊横梁次梁26X0.75X0.3=5.8526X0.60X0.3=4.6826X0.40X0.3=3.1226X0.25X0.5=3.25kN/mkN/mkN/mkN/m

11墙重：（砌体与抹灰之和）外墙：13X0.3=3.9kN/m2内墙：13X0.2=2.6kN/m2抹灰：外墙面外抹灰：20厚水泥砂浆0.40kN/m2外墙面内抹灰及内墙面抹灰：20厚石灰砂浆0.34kN/m2保温：外墙60mm厚苯板保温层0.08X0.2=0.016kN/m2总墙重：外墙：3.9+0.4+0.34+0.016=4.66kN/m2（其中有一小块墙为5.31kN/m2）内墙：2.6+0.34X2=3.28kN/m2柱：首层：27X0.55X0.55=8.17kN/m其它层：27X0.50X0.50=6.75kN/m（考虑到柱子抹灰，取柱子自重27kN/m3）门、窗：门：0.2kN/m2窗:0.2kN/m2（2）活荷载：实验室、教室、办公室：2.0kN/m2卫生间、走廊、门厅、楼梯：2.5kN/m2屋面活载：0.5kN/m2卫生间、走廊、门厅、楼梯：2.5kN/n?屋面活载：0.5kN/m2屋面均布活荷载项次类另标准值kN/m2组合值系甲C频遇值系数Tf准永久值系甲q1不上人的屋面0.50.70.502上人的屋面2.00.70.50.43屋顶花园3.00.70.60.5注：1不上人的屋面，当施工或维修荷载较大时，应按实际情况采用；对不同结构应按有关设计规范的规定，将标准值作ONkN/n?的增减。2上人的屋面，当兼作其他用途时，应按相应楼面活荷载采用。3对于因屋面排水不畅、堵塞等引起的积水荷载，应采取构造措施加以防止；必要时，应按积水的可能深度确定屋面活荷载。4屋顶花园活荷载不包括花圃土石等材料自重。

122.1计算简图及层数划分由于结构质量主要集中于各层楼盖和屋盖处，故可将结构简化为图2-1所示的多质点体系，G4为第四层上半层高度范围内的全部集中于屋面标高处的质量，其他层质量均取其楼盖及其上、下各一半层高范围内的全部集中于楼面标高处的质量。

13121M图2-1动力荷载计算简图2.1各层重力荷载代表值计算2.1.1四层上半层女儿墙及两侧上部凸起的墙体：女儿墙现浇混凝土，高度0.9m。26X[2X(42.7X0.9X0.1)+4X(8.98X0.9X0.1)+4X(19.86X0.9X0.1)]=469.8kN上部凸起的墙体：4.66X(2.OX19.86X4+2*8.98*5)=591.3kN屋面自重：4.98X(42.7X18+2X19.86X8.98)=5603.9kN纵向框架梁：5.85X(60.4X4)=1418.OkN横向框架梁：

144X4.68X(7.5+9.3)+3X3.12X8+4X4.68X7.5X2=670.2kN次梁：3.25X(8X7.2+2X5.4+2X4.8+2X8.4+7.2X6)=448.5kN柱子：8.17X3.75X-X32=490.2kN2外墙：3754.66X(---0.75)X[(60.6-6.6X3-2.7X7-4.2+60.6-6.6X3-2.7375375X6-4X1.5)]+4.66X(^y--0.6)X8.3义2+4.66X(三-0.4)X2义3-4.66375X(2-1-0.975)X1.5X2+5.31X(-^--0.60)X1.8X2=377kN内纵墙：3753.28X(--0.75)X(60.6+53.4-1.0X21-1.5X2-1.8X3-0.9X4)=298.9kN内横墙：3753753.29X(--0.60)X14.4X6+3.28X(--0.50)X7.2X8+3.28375X(--0.50)X(5.4X2+4.8X2)=713.lkN窗重量：3750.2X(---0.75)X[(6.6X3+2.7X7+4.2)+(6.6X3+2.7X6+4X1.5)]+0.2X2.1=19.60kN门重量：0.2X(2.1--)X(1.OX21+1.5X2+1.8X3+0.9X4)=1.49kN四层上半层的恒载g恒=gG4恒

15=469.8+591.3+5603.9+1418.0+670.2+448.5+490.2+377+298.9+713.1+19.60+1.49=11070.IkN四层上半层活载：取雪荷载O/kN/n?2活=0.4义(42.7X18+2X19.86X8.98)=562.7kNG4=G4恒+0.5G4活=11070.1+0.5X562.7=11352kN2.3.2标准层楼面板自重：4.33X(42.7X18+219.86X8.98)=4489.9kN梁重：1418.0+670.2+3.25X(7.2X14+2X5.4+2X4.8+2X8.4)=2536.7kN柱子：6.75X3.75X32=810kN外墙：4.66X(3.75-0.75)X[(60.6-12X2.7X4X1.5)]+4,66X(3.75-0.6)X(7.2+9)X2+4.66X(3.75-0.4)X(3-1.5)X5.31X(3.75-0.6)X1.8X2=1191.9kN内纵墙：3.28X(3.75-0.75)X(60.6X2-22X1-1.5X2-1.8X2)=911,2kN内横墙：3.28X(3.75-0.6)X14.4X6+3.28X(3.75-0.5)X(7.2X6+5.4X2+4.8X2-0.9X4)=1533.OkN窗重量：0.2X2.1X(2.7X13+2.7X2+4.2+1.5X4)+0.2X2.1X2.1X1.5X2=33.9kN门重量：0.2X2.1X(1.0X22+1.8X2+1.5X2+0.9X4)=13.6kN标准层的恒荷载£恒=62tl=G3恒=4489.9+2536.7+810+1191.9+911.2+1533.0+33.9+13.6=11548.5kN标准层的活荷载£活=62活=63活=0.5X(8.4X9X2X2.0+8.4X7.2X6X2.0+4.2X7.2X2.0+3.6X7.2X2.0X2+5.4X7.2X2.0+4.2X7.2X2.0X3+4.8X7.2X2.0+2.5X5.4X7.2X2+2.5X3.6X7.2X2+3X60X2.5=1147.3kN二至三层重力荷载值G2=G3=11548.5+1147.3=12696kN

162.3.3二层下半层柱子：405kN外墙：3754.66X—X[(60.6-13X2.7-4.2)+(60.6-12X2.7-4X1.5)]+4.66375375375X书X(7.2+9)X2+4.66X芋X(3-1.5)X2+5.31X号X1.8X2=725.8kN内纵墙：3753.28X甘X(60.6X2-22X1-1.5X2-1.8X2-0.9X4)=547.4kN内横墙：3753753.29X——X14.4X6+3.28X——X(7.2X6+5.4X2+4.8X222)=873.3kN窗重量：0975^-^X33.9=15.7kN2.1门重量：3.752X13.6=12.2kN2.12.3.4一层上半层柱子：4958.17X-^-X32=647.IkN2外墙：4954.66x(75)x[(60.6-2x2.7-4.2-4x6.6)+(60,6-4x6.6-2x2.7-4954954x1.5)]+4,66x(__一0.60)x(7.2+9)x2+4.92x(—--0.40)x(3-1.5)x2+5.34951x(-^r-0.75)x1.8x2=669.7kN

17内纵墙：4953.28X[(ZZd-o.75)X(60.6X2-1.OX19-1.5X2-1.8X22-4.8-8.4)=466.3kN内横墙：4954953.28X(--0.6)X14.4X6+3.28X(--0.5)X(7.2X225+5.4X2+4.8X2-0.9X4)=873.4kN窗重量：4950.2X(―-0.75)X(6.6X4+2.7X2+6.6X4+2.7X2+1.5X24)+0.2X0.375X1.5X2=24.3kN门重量：0.2X(2.1-1.275)X(1.OX19+0.9X4+1.5X2+1.8X2)+0.2X(3-1.275)X(1.8X2+5.4X2)=9.8kN楼面板自重：4489.9kN梁重：2536.7kN雨棚重及其下柱子：26X5.4X3.7X0.12+26X9X3.7X0.12+0.4X0.4X27X1.275=171.9kN首层恒荷载G1恒=405+725.8+547.4+873.3+15.7+12.2+647.1+669.7+466.3+873.4+24.3+9.8+4489.9+2536.7+171.9=11978.5kN首层活荷载£活=1147.3kN首层重力荷载值G,=11978.5+1147.3=13126kN综上所诉

18G|=13126kNG2=G3=12696kNG4=11352kN

19第3章水平地震作用下的框架内力分析3.1基本资料设计概况：柱截面:首层：其它层：框架梁：纵向：横向：走廊横梁：bcxhc=550mmX550mmbcxhc=500mmX500mm300mmX750mm300mmX600mm300mmX400mm3.2水平地震作用下的框架内力3.2.1梁线刚度在计算梁线刚度时，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lo，然后乘以增大系数。中框架梁I=2.OIo边框架梁I=1.5Io梁采用C25混凝土，EC=2,8X104N/wm2横向框架：横梁：,1,]1.5x28x10x一x0.3x0.6Kbi=-_=31.50X103KN•mL7.261,2F]2x28x10x一x0.3x0.6Kb2=^—=42.00X103KN•mL7.2走廊横梁：.s尸/1.5x28xl06x—x0.3x0.43Kbi=-!^—1==22.40X103KN•mL3.0?F/2x28xl06x—x0.3x0.43Kb2==^-==29.87X103KN•mL3.0

203.2.2柱线刚度柱采用C30混凝土EC=3X104N/mzn2,首层高度5.4m,2〜4层4.2m。柱截面：首层:550mmX550mm其它层:500mmX500mmF.3xl07x—xO.554K==4.62X104KN•m,以h4.95714Ff3xlO7x—x0.54Kc(2-4层)=一==4.17X104KN•mh3.753.2.3柱的侧移刚度D(3-2)一般层:(3-3)表3-1柱的侧移刚度

21haDYDJ(l)2-4层帷（1溯3.7514.384.171.720.461.644112曲（2闻3.7512.284.171.480.431.53崛边曲（6附3.756.344.170.760.281.00M2(10曲3.758.404.171.020.34L21电由逸3.7510.784.171.300.391.39底层喃（1湖）4.957.194.621.560.581.3137.96（2根）4.956.144.621.330.531.2夕陶R（6附4.953.154.620.680.44LOO她（10抑4.954.204.620.91.<1.11M3liM\4A*QAA4AA•A,LD首/XD2=33.96/43.12=0.88>0.7满足要求22D首/—（£D?+EDj+工D4）=0.88>0.8满足要求3.2.2水平地震作用分析（采用底部剪力法）（底部剪力法:理论分析表明，对于质量和刚度沿高度分布比较均匀，高度不超过40m,并以剪切变形为主（房屋的高宽比小于4时）的结构,振动时具有以下特点：1、位移反应以基本阵型为主。2、基本阵型接近直线。）（1）框架水平地震作用及水平地震剪力计算：本框架结构符合底部剪力法的适用范围，故采用底部剪力法计算水平地震作用，用顶部位移法计算结构的基本自振周期T］。

22表3-2结构的顶点侧移层数G,%X。%=工可411352113524312000.02630.4468312696367444312000.0852212696494404312000.1147113126625663796000.1648结构顶点侧移«,=0.4468Ti=1.7a0Vm,=1.7x0.670.4468=0.68s(3-4)%为折减系数可按下列规定采用：框架结构：0.6-0.7框架剪力墙：0.7-0.8剪力墙结构：0.9-1.0场地II类，抗震设防烈度8度(0.2g),设计地震分组第一组。Tg=O.35S,=0.08,T,>1.4T„=0.49se，iridxJ&4=0.05y=0.9小=L0曲线下降段的衰减指数nn0.05-？y=0.9+-0.5+74-阻尼比，一般情况下，对钢筋混凝土结构取《=0.05,对钢结构取，=0.02,当？=0.05时,%=1.0；顶部附加地震作用系数

23Tg(s)T,>1.4TgTl<1.4TgTg<0.350.08T1+0.0700.350.550.08T「0.028n=0.084+0.07=0.08x0.68+0.07=0.125«=(』)，〃,a=(—)°9x1.0x0.08=0.044(3-5)17；0.68G,.,=/£G=0.85x64375=54718.8KN(3-6)(夕-等效系数。对单质点体系，夕=1；对多质点体系，经大量计算分析，夕值一般在0.8-0.9之间，按抗震规范取4=0.85)底部剪力：Fek=aGq=0.044x54718.8=2407.6KN(3-7)底部附加地震作用：AF=3Flv=0.125x2407.6=300.9KN(3-8)nnEK

24%(i—4)(3-9)G,d力四j=ld-顶部附加地震作用系数，对于多层钢筋混凝土房屋和钢结构房屋按表取用对于多层内框架砖房可取d=2.0,其他房屋可取外=0。%-结构总水平地震作用标准值（底部剪力）；耳-质点i的水平地震作用标准值；G-集中于质点i的重力荷载代表值；H「质点i的计算高度。4-剪力系数，对竖向不规则结构的薄弱层，尚应乘以1.15的增大系数；楼层最小地震剪力系数值类别7度X度9度扭转效应明显或基本周期小于3.5s的结构0.0160.0320.064基本周期大于5.0s的结构0.0120.0240.04(3-10)FT」，匕＞A.YGi

25i=lj=i

26质点(m)6y用耳烷GjjT419.95113522407.60.125300.9593.5994.6210.5312.4512696414.21947.8616.828.712696289.52237.3819.914.9513126170.32407.61029.9表3-3水平地震作用下的楼层剪力(1)水平地震作用下的层间位移和顶点位移计算表3-4水平地震作用下的层间位移验算层匕(KN)似m)2Di(KN/m)Au,,./hf△4-多遇地震作用标准值产生的楼层内最大的弹性层间位移；计算时,除以弯曲变形的高层建筑外,可不扣除结构整体弯曲变形;应计入扭转变形,各作用分项系数均应采用L0；钢筋混凝土结构构件的截面刚度可采用弹性刚度。网］-弹性层间位移角限值h-计算楼层高度4994.63.754312002.3070.00061531947.83.754312004.5170.00120522237.33.754312005.1890.00138412407.64.953796006.3420.001281•<1==0.001818%l"550所以满足规范规定的弹性位移要求。弹性层间位移角限值

27结构类型[Oe]钢筋混凝土框架1/550钢筋混凝土框架抗震墙板柱抗震墙框架核心筒1/800钢筋混凝土抗震墙、筒中筒1/1000钢筋混凝土框支层1/1000多、高层钢结构1/300Qg4V4「QG3V3」QG2V2-QGIVI-994.61947.82237.32407.6图3-1水平地震作用下的楼层剪力（3）水平地震作用下框架柱剪力和柱弯矩（D值法，取⑦轴横向中框架计算）

281一反弯点到柱下端结点的距离，即反弯点高度。y0—标准反弯点高度比。以一上下横粱线刚度比对标准反弯点高度比光的修正系数。力一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，该柱所在层数和梁柱线刚度比后查表得。（以上取值见建筑结构抗震设计后附表）表3-5边柱（B轴）反弯点高度计算层h(m)Kyoyiy2y3y53.751.020.3510.0000.0000.0000.35133.751.020.4510.0000.0000.0000.45123.751.020.5000.0000.0000.0000.50014.950.910.6500.0000.0000.0000.650表3-6中柱（C轴）反弯点高度计算层h(m)Kyoyiy2y3y53.751.720.3860.0000.0000.0000.38633.751.720.4860.0000.0000.0000.48623.751.720.5000.0000.0000.0000.50014.951.560.5780.0000.0000.0000.578

29表3-7边柱柱端弯矩计算层HD。/z。.V%y%粗43.75431200121000.0281994.627.9480.35136.78768.01833.75431200121000.02811947.854.7330.45192.567112.68223.75431200121000.02812237.362.8680.500117.878117.87814.95379600111000.02922407.670.3020.650226.197121.798表3-8中柱柱端弯矩计算层HD匕力y加上53.75431200164000.0380994.637.7950.38654.70887.02333.75431200164000.03801947.874.0160.486134.89142.66623.75431200164000.03802237.385.0170.500159.40159.40714.95379600131000.03452407.683.0620.578237.64173.508注：①！=赤匕；②加下=%皿；③3:=匕*(1一办(4)水平地震作用下梁端弯矩按下式计算：K|/(Ki+K2)(3-12)Mi=(Mr+MQxr](3-13)

30(3-14)(3-15)四2=K2/(K1+K2)Mz=(M上+M卜)x(12%c=(%+Mh)A,%d=(Mf+M表3-9水平地震作用下的梁端弯矩B轴c轴M।MTBMbcM上M下MbiMB2McbMcd468.01836.787168.01887.02354.700.5840.4150.8236.203112.68292.5671177.485142.666134.890.5840.41138.9698.982117.878117.871210.445159.407159.400.5840.41171.87122.421121.798226.191239.676173.508237.640.5840.41194.42138.49（5）水平地震作用下的梁端剪力和柱轴力标准值:v左+%右b—LNi=tJy：-V；）.（3-16）k=i

31表3-10水平地震作用下的梁端剪力和柱轴力标准值层BC跨梁端剪力CD跨梁端剪力柱轴力L(m)b"M...b6匕L东Mh,.边柱(KN)中柱(KN)47.268.01850.82116.5053.036.20236.20224.135-16.505-7.63037.2177.485138.96243.9513.098.98798.98765.991-93.445-46.03627.2210.445171.87253.1003.0122.429122.42981.619-146.545-74.55517.2239.676194.42260.2913.0138.493138.49392.329-206.836-106.59(6)水平地震作用下的框架内力图如下:

323-2水平地震作用下的框架内

33第4章竖向荷载作用下的内力分析4.1竖向荷载计算4.1.1荷载传递路线72Wmo?200图4-1荷载传递简图4.1.2恒载：(1)屋面梁上线荷载标准值：①梁重：边跨梁0.3X0.6X26=4.68kN/m中跨梁0.3X0.4X26=3.12kN/m

34②屋面板荷载：《混凝土结构设计规范》GB50010规定：沿两对边支承的板应按单向板计算；对于四边支承的板，当长边与短边比值大于3时，可按沿短边方向的单向板计算；当长边与短边比值小于3时，宜按双向板计算；当长边与短边比值介于2与3之间时，亦可按沿短边方向的单向板计算，但应沿长边方向布置足够数量的构造钢筋；当长边与短边比值小于2时，应按双向板计算。屋面板边跨为4.2X7.2m,属于双向板（按塑性计算），为梯形荷载：皴均布鞋a=—=0.292折减系数：7・2l-2a2+a3=0.854中跨为3.0X8.4m,属于双向板，为三角形荷载：折减系数：5/8=0.625a=———=018梯形荷载折减系数：8.4二屋面梁上线荷载标准值为：边跨：g|=4.98X4.2X0.854+4.68=22.54kN/m中跨:g2=4.98X3.0X0.625+3.12=12.46kN/m(2)楼面梁上线荷载标准值：边跨：g3=4.33X4.2X0.854+4.68+(3.75-0.6)X(13X0.2)=28.40kN/m

35中跨g，=4.33X3.0X0.625+3.12=1L24kN/m4.1.1活荷载：(1)屋面边跨%=0.50X4.2X0.854=1.79kN/m中跨％=0.50X3.0X0.625=0.94kN/m(2)楼面边跨％=%=2.0X4.2X0.854=7.17kN/m中跨%=2.5X3.0X0.625=4.69kN/m

364.2框架内力计算4.2.1框架计算简图图4-2框架计算简图

374.2.2梁固端弯矩：(梁端弯矩以绕杆端顺时针为正，反之为负)M『QL?/12(5-1)表4-1竖向荷载作用下框架的固端弯矩荷载部位边跨(BC)中跨(CD)边跨(DE)跨度均布荷载固端弯矩跨度均布荷载固端弯矩跨度均布仙或固端弯矩左右左右左右恒或顶层7.222.54-97.3797.373.012.46-9.359.357.222.54-97.3797.37其它层7.228.40-122.7122.73.011.24-8.438.437.228.40-122.7122.7活我顶层7.21.79-7.737.733.00.94-0.710.7121.79-7.737.73其它层7,27.17-30.9730.973.04.69-3.523.527.27.17-30.9730.974.2.3内力分配系数计算1)转动刚度S及相对转动刚度S'计算表4-2转动刚度S及相对转动刚度5'构件名称转动刚度S(KNm)相对转动刚度S'框架梁边跨4/C；,=4x42.00x103=16.80x1040.909中跨4Kb=4x29.87xl03=11.95xl040.647框架柱2—4层4K<=4x4.17x104=16.68x1040.9031层4AT(=4x4.62xl04=18.48xl041.000

38表4-3各杆件分配系数节点屋〃立梁〃右梁〃右梁（〃左梁）〃上柱4下•柱边节点40.909+0.903=1.812—0.501—0.49930.909+0.903+0.903=2.715一0.3340.3330.33320.909+0.903+0.903=2.715一0.3240.3330.33310.909+0.903+1.000=2.812一0.3230.3210.356中间-fry点40.909+0.647+0.903=2.4590.3700.263一0.36730.909+0.647+0.903x2=3.3620.2700.1920.2690.26920.909+0.647+0.903x2=3.3620.2700.1920.2690.26910.909+0.647+0.903+1.000=3.4590.2630.1870.2610.2892）分配系数计算:S,(5-2)

394.2.4弯矩分配与传递:D恒载作用下的弯矩分配：左梁上柱上柱下柱右梁下柱右梁10..49^0.501110,37010.367|0.263|-97.3797.37-9.35485948.78-32.57-32.30-23.152043-162924.39-15.371158-2JD7-2.07-7.6£-736-5.4£66.95-669581.57-55.23-26.3410,3330.33310,334.110,27010.2690.26910,132|-122.6912269-8.4340.8640.8640.97-3Q85-30.74-30.74-21.9320.4320.43-15.43£0.49-15.37-15.3710.97-8.47-8.47-849-o.ao-aao-0.20-0.125£.6£se.oe-ios.64112.13-46.31-46.31-19.5110,3330.333|0.334||0,£70|0.£690.26910.192|-122.6912869-8.4340.8640.8640.97-30.85-30.74-30.74-21.9320.4319.69-15.43£0.49-15.37-13.3710.97-8.22-822-825-0.20-Q32-D.20-0.1233.0732.33-105.6411213-46.31-46.31-19.5110,3210.35610.3231I0.26310.2610.28910,187|-122^91226939.38436839.63-30.05-29.82-33.02-21.3220.43-1.92T50319.82-153710.66-1.73-1.74-3.97-3.94-427-28358.0841.76-99.83108.49-49.13-37.39-21.9218.63m,rr-1688mryBc

402）活载作用下的弯矩分配:上柱下柱右梁左梁上柱下柱右梁10..49$|0,501|10.37010.367|0.263|-7.737.73-0.713S63.87-£,60-£.58-1.83516-1301.94-2,69Q93>1.92-1.930.30).30Q22709-7.097.37-5.97-1.4110,3330.333|0.334|10.270|0,2690.26910,192|-30.973G97-ase1031103110.35-7.41-7.3B-7.39-5275.165.16-3.715.18-3.69-3.692.64-2.20-220-2.21一(H2-0.12-0.12-0J0813271327-£6.5429.62-11.19-11.19-62310.3330.333|0.334|10.27010.2690.26910.192|-30.9730.97-35£1031103110.35-7.41-7.3$-7.38-5273.J6437-3.715.18-3.69-3.582.64-2.14-214-2.14-Q.15-0.15-0.15-0.101214-S6.4728.59-11.22-11.11-62510,3210.35610.323110,26310.2610.28910.1871-30.9730.97-3.529.9411.0210.00-722-7.16-7.92-5.135.163.615.0D-3.69257-2.82-3.12-2.83-1.02-L01-1.12-0.731££87.90-£019£7.73-11.86-9.05-6.813.56rr.FT-409er.rtBC

41

42图4・6恒载作用下调幅后的梁端弯矩

435）活我作用下的弯矩图（梁端弯矩未调幅）：图4-7活荷载作用下的弯矩图（未调幅）

446）活载作用下的调幅后的梁端弯矩图:20.3724。-0.17E图4-8活荷载作用下调幅后的梁端弯矩7）恒载作用下的弯距:

45表4-4恒载作用下的弯距楼层BC跨CD跨DE跨左端中间右端左端中间右端左端中间XI14右”而MMMMMMMMM4-66.9571.8081.57-26.34-12.3226.34-66.9571.8081.573-105.6475.15112.13-19.516.8719.51-105.6475.15112.132-105.4075.33112.01-19.626.9819.62-105.4075.33112.011-99.8379.87108.49-21.929.2821.92-99.8379.87108.498）活载作用下的弯距：表4-5活载作用下的弯距楼层BC跨CD跨DE跨左端中间右端左瑞中间1.».»11石瑜-J-Mil左端中间右端MMMMMMMMM4-7.094.377.37-1.41-0.351.41-7.094.377.373-26.5418.8828.62-6.23-0.956.23-26.5418.8828.622-26.4718.9328.59-6.25-0.976.25-26.4718.9328.791-20.1922.5027.73-6.81-1.536.81-20.1922.5027.73注：1、弯矩符号逆时针为正4.2.5梁端剪力均布荷载下：匕=/-生匕"+里V'=V-q"2I2/2（b为柱截面宽）（5-3）1）恒载作用下梁端剪力：表4-6恒载作用下BC跨梁端剪力

46AB跨梁麻剪力qkN/mL(m)qL/2(kN)z%(kN)嗅(kN)九(kN)(kN)V：(kN)422.547.281.142.0379.1183.1773.4877.54311.247.2102.240.90101.34103.1494.2496.04211.247.2102.240.92101.32103.1694.2296.06111.247.2102.241.20101.04103.4493.2395.63表4-7恒载作用下CD跨梁端剪力BC跨梁端层q(kN/m)L(m)qL/2(kN)E%(kN)喉(kN)嗓(kN)匕’(kN)(kN)412.463.018.69018.6918.6915.57515.575剪311.243.016.86016.8616.8614.0514.05Jj211.243.016.86016.8616.8614.0514.05111.243.016.86016.8616.8613.7713.772）活载作用下梁端剪力:表4-8活载作用下BC跨梁端剪力AB跨层q(kN/m)L(m)qL/2(kN)Z%（kN）%(kN)匕,(kN)吸kN)/'(kN)梁41.797.26.440.046.406.485.956.03

47端37.177.225.810.2925.5226.1023.7324.31剪27.177.225.810.2925.5226.1023.7324.31力17.177.225.811.0524.7626.8622.7924.89表4-9活载作用下CD跨梁端剪力BC跨梁端剪力层q(kN/m)L(m)qL/2(kN)Z%(kN)嚓(kN)匕，(kN)(kN)匕：(kN)40.943.01.410.001.411.411.181.1834.693.07.040.007.047.045.865.8624.693.07.040.007.047.045.865.8614.693.07.040.007.047.045.755.754.2.6柱轴力和剪力：1)恒载作用下的柱轴力剪力:表4-10恒载«E用下的E彳主轴力和剪力层截面横梁剪力(kN)纵向荷载(kN)柱重(kN)A/V(kN)D柱轴力(kN)D柱剪力(kN)41—179.11189.1025.31268.21268.2132.632—2293.52293.5233—3101.34291.2625.31392.601104.1828.24

484—4417.911129.4925—5101.32291.2625.31392.621522.1129.446—6417.931547.4217—7101.04291.2640.44392.301939.7212.248—8432.741980.16说明：①假定外纵墙受力荷载完全由纵梁承受②&V为本层荷载产生的轴力③柱重：首层：8.17X4.95=40.44kN其他层：6.75X3.75=25.31kN(4)F4=4.98X2.1X0.625X4.2X2+(4.98X2.1X0.854X7.2X2+4.68X7.2)X1+5.85X8.4+0.1X0.9X26X8.4+0.25X0.5X26X7.22X-=189.10kN2F3=4.33X2.1X0.625X4.2X2+(4.33X2.1X0.854X7.2X2+4.68X7.2)X1+5.85X8.4+4.66X[(3.75-0.75)X8.4-(2.1X2.7X2)]+0.2X2.1X2.7X2+3.28X(3.75-0.6)X7.2X1+0.25X0.5X26X7.2X-=291.26N2Fi=F2=F3=291.26Kn表4-11恒载作用下的C柱轴力和剪力层截面横梁剪力匕左横梁剪力喂纵向荷载(kN)柱重(kN)\N(kN)B柱轴力(kN)B柱剪力(kN)41—183.1718.69274.6325.31376.49376.4927.232—2401.80401.8033—3103.1416.86356.4525.31476.451379.8624.734—4501.761405.1725—5103.1616.86356.4525.31476.471881.6425.36

496—650L781906.9517—7103.4416.86356.4540.44476.752383.7010.968—8517.192424.14纵向荷载：F4=4.98X1.5X0.941X8.4+4.98X2.1X0.625X4.2X2+-(4.298X2.1X0.854X7.2X2+4.98X1.5X3X0.625X2+3.12X3.0)+5.85X8.4+0.25X0.5X26X7.2Xi=274.63kN2F3=4.33X1.5X0.941X8.4+4.33X2.1XO.625X4.2X2+5.85X8.4+3.28X[(3.75-0.75)X8.4-1.0X2.1X2]+0.2X1.0X2.IX2+[4.33X2.1X0.854X7.2X2+4.68X7.2+4.33X1.5X3X0.625X2+3.12X3.0+3.28X7.2X(3.75-0.6)]X1+0.25X0.5X26X7.2X1=356.45kN22FkFz=F3=356.45KN2)活载作用下的柱轴力：说明：①E柱轴力和剪力同B柱，D柱轴力和剪力同C柱②纵向荷载：中柱：F4=0.5X2.1X0.625X4.2X2+0.5X2.1X0.854X7.2X2X-=11.97kN2F,.3=2.0X2.1X0.625X4.2X2+2.0X2.1X0.854X7.2X2X1=47.88kN2边柱：F4=0.5X2.1X0.625X4.2X2+0.5X2.1X0.854X7.2X2X-+0.5X1.5X0.941X8.4+0.5X1.5X3X0.625X2Xi=19.30kN22F|一3=2.0X2.1X0.625X4.2X2+2.0X2.1X0.854X7.2X2X-+2.5X1.5X0.941X8.4+2.5X1.5X3X0.625X2X」=84.55kN22表4-12活载作用下的B柱、C柱轴力和剪力

50截面匕纵向荷载(kN)A柱轴力(kN)A柱剪力(kN)匕小(kN)(kN)纵向荷载(kN)B柱轴力(kN)B柱剪力(kN)41—12—26.4011.9718.374.856.481.4119.3027.194.1133—34—425.5247.88165.117.0526.107.0484.55262.635.9525—56—625.5247.88238.526.8726.107.0484.55380.316.2017—78—824.7647.88311.162.3226.867.0484.55498.762.65

51第5章荷载组合及最不利内力确定5.1基本组合公式5.1.1框架梁内力组合公式(1)梁端负弯矩组合：1354/^+0.7x1.4^^\.2MrK+\.0x\AMnK(jK1.2MGE+1.3MEhK(2)梁端正弯矩组合公式：\.0MGE+1.3MEhK(3)梁跨中正弯矩组合公式：1.35A/gk+0-7xL4Mok1.2%+1.0xl.4M„„UA"A1.2Mce+1.3MHi*(4)梁端剪力组合公式：1.35VGK+0.7xl.4V^1.2^+1.0x1.4^1.2喂+1.3%病

525.1.2框架柱内力组合公式⑴框架柱Mm、组合公式：1.2Mgk+1.0X1,4Mqk1.2Mgk+0.7X1.4Mgk1.2MrF+13MFhKUCCrIA(2)框架柱N3组合公式：1.35Ngk+0.7x1.4N”1.2Ngk+1.4Nqk1.2Nge+T3NEhK(3)框架柱Nmin组合公式：1.0NCE+\.3NEhK5.2梁的内力组合5.2.1梁端弯矩的调幅说明：考虑抗震需要，梁端应该先于柱端出现塑性绞，故对于竖向荷载下的梁端负弯矩进行调幅，调幅系数为0.8,并相应地增大跨中弯矩。表5-1BC跨梁弯矩调幅层数4321左端Mgk-66.95-105.64-105.40-99.83Mqk-7.09-26.54-26.47-20.19M-70.50-118.91-118.64-109.93Mge-56.40-95.13-94.91-87.94跨中Mgk71.8075.1575.3379.87Mqk4.3718.8818.9322.50M73.9984.5984.8091.12

53Mge89.57109.13109.30114.35右端Mgk81.57112.13112.01108.49Mqk7.3728.6228.5927.73M85.26126.44126.31122.36

54Mge68.21101.15101.0597.89CD跨梁弯矩调幅5-2CD跨梁弯矩调幅层数4321左端Mgk-26.34-19.51-19.62-21.92Mqk-1.41-6.23-6.25-6.81M-27.05-22.63-22.75-25.33Mge-21.64-18.10-18.20-20.26跨中Mgk-12.32-6.87-6.98-9.28Mqk-0.35-0.95-0.97-1.53M-12.50-7.35-7.47-10.05Mge-7.09-2.82-2.92-4.98右端Mgk26.3419.5119.6221.92Mqk1.416.236.256.81M27.0522.6322.7525.33Mge21.6418.1018.2020.26注：①M=Mgk+0.5Mqk

55(6-1)②支座截面：Mge=0.8M(6-2)跨中截面：Mge=M+[；x(M左+M右)-；x0.8(M左+M右)](6-3)5.2.2控制截面内力计算(1)控制截面：梁：梁端支座边缘截面、跨中截面柱：上下柱端支座边缘截面(2)梁柱边缘控制截面处M'、V'的计算(重力荷载和地震荷载作用下)控制截面剪力：VGK=VGK-gb/2(6-4)曝=%k-彼/2(6-5)控制截面弯矩：M=M-Vb/2(6-6)(此处M为支座轴线处的弯矩，M'为控制截面的弯矩)表5-3水平地震作用下BC跨梁控制截面内力层数4321V、16.5143.9553.1060.29b0.500.500.500.55左端M68.02177.49210.45239.68M'63.89166.50197.18223.10右端M50.82138.96171.87194.42M'46.69127.97158.60177.84跨中M8.6019.2619.2922.63表6-4水平地震作用下CD跨梁控制截面内力层数4321V24.1465.9981.6292.33b0.500.500.500.55\iii左瑞M36.2098.99122.43138.49

56M30.1782.49102.03113.10右端M36.2098.09122.43138.49M30.1782.49102.03113.10跨中M0.000.000.000.00表5-5竖向荷载下BC跨梁左端控制截面处的内力层数4321b0.500.500.500.55Mgk-53.56-84.51-84.32-79.86Vgk73.4894.2494.2293.23Mgk-35.11-60.95-60.77-54.22Mqk-5.67-21.23-21.18-16.15VQK5.9523.7323.7322.79MQK-4.18-15.30-15.25-9.88Mge-56.40-95.13-94.91-87.94v,76.46106.11106.09104.63Mge-37.29-68.60-68.39-59.17说明：M'gk与Mqk分别为恒载和活载作用下经过弯矩调幅后的轴线处弯矩。M'gk与V'gk为恒载作用下控制截面处的弯矩、剪力。Mqk与Vqk为活载作用下控制截面处的弯矩、剪力。Mge为重力荷载作用下经过弯矩调幅后的轴线处弯矩。Mge为重力荷载作用下控制截面处的弯矩。

57表5-6竖向荷载FBC跨梁右端控制截面处的内力层数4321b0.500.500.500.55Mgk65.2689.7089.6186.79Vgk77.5496.0496.0695.63Mgk45.8865.6965.6060.49Mqk5.9022.9022.8722.18VQK6.0324.3724.3124.89Mqk4.3916.8116.7915.96Mge68.21101.15101.0597.89V79.85108.20108.22108.08Mge48.2574.1074.0068.17表5-7竖向荷载下CD跨梁左端控制截面处的内力层数4321b0.500.500.500.55Mgk-21.07-15.61-15.70-17.54Vgk15.5814.0514.0513.77Mgk-17.18-12.10-12.19-13.75Mqk-1.13-4.98-5.00-5.45Vqk1.185.865.865.75Mqk-0.84-3.52-3.54-3.87Mge-21.64-18.10-18.20-20.26v,16.1716.9816.9816.65Mge-17.60-13.86-13.96-15.68

58表5-8竖向荷载下CD跨梁右端控制截面处的内力层数4321b0.500.500.500.55Mgk21.0715.6115.7017.54Vgk15.5814.0514.0513.77Mgk17.1812.1012.1913.75Mqk1.134.985.005.45VQK1.185.865.865.75Mqk0.843.523.543.87Mge21.6418.1018.2020.26V16.1716.9816.9816.65Mge17.6013.8613.9615.685.2.2梁控制截面的内力组合注：（符号规定：弯矩梁下部受拉为正，上部受拉为负；剪力使梁顺时针旋转为正，逆时针旋转为负）

59表5・11梁控制截面的内力组合位置楼层内力及组合梁左端梁跨中梁右端M(KNm)V(KN)M(KN-m)V(KN)M(KN-m)V(KN)BC跨4永久荷载-35.1173.4886.65-2.03-45.88-77.54可变荷载-4.185.955.81-0.04-4.39-6.03地震作用左来63.98-16.518.6-16.51-46.69-16.51右来-63.9816.51-8.616.5146.6916.51重力荷载代表值-37.2976.4689.57-1.7-48.25-79.85Mmax（梁端）©-51.49105.03-66.24-110.59②-55.7098.50-66.85-103.48③-59.0997.33-68.77-102.28④-127.92113.22-118.60-117.28+Mmax（梁端）⑤-22.2470.16-36.47-74.2245.8855.0012.45-58.39+Mmax（跨中）⑦122.67-2.78⑧113.16-4.48⑨111.42-5.79⑩118.66-23.50

60Vmax（梁端）11-51.49105.03-66.24-110.5912-55.7098.50-66.85-103.4813-59.0997.33-68.77-102.2814-127.92113.22-118.60-117.28位置楼层内力及组合梁左端梁跨中梁右端M(KNm)V(KN)M(KNm)V(KN)M(KN-m)V(KN)CD跨4永久荷载-17.1815.58-7.050-17.18-15.58可变荷载-0.841.180.880-0.84-1.18地震作用左来30.17-24.140-24.14-30.17-24.14右来-30.1724.14（）24.1430.1724.14重力荷载代表值-17.616.17-7.090-17.6-16.17-Mmax（梁端）①-24.0222.19-24.02-22.19②-25.4623.16-25.46-23.16③-27.5624.54-27.56-24.54④-60.3450.79-60.34-50.79+Mmax（梁端）⑤-11.0610.89-11.06-10.89

61⑥21.62-15.2121.6215.214-Mmax（跨中）⑦-8.660.00⑧-7.232.81⑨-7.604.69⑩-8.5131.38Vmax（梁端）11-24.0222.19-24.02-22.1912-25.4623.16-25.46-23.1613-27.5624.54-27.56-24.5414-60.3450.79-60.34-50.79

62位置楼层内力及组合梁左端梁跨中梁右端M(KNm)V(KN)M(KN-m)V(KN)M(KN-m)V(KN)BC跨3永久荷载-60.9594.2496.93-0.9-65.69-96.04可变荷载-15.323.7324.4-0.29-16.81-24.31地震作用左来166.5-43.9519.26-43.95-127.97-43.95右来-166.543.95-19.2643.95127.9743.95重力荷载代表值-68.6106.11109.13-1.05-74.1-108.2-Mmax（梁端）①-97.28150.48-105.16-153.48②-120.82153.22-122.44-156.20③-131.90147.87-128.76-150.59④-298.77184.47-255.28-186.98+Mmax（梁端）⑤-17.1982.72-32.23-84.52⑥147.8548.9892.26-51.07+Mmax（跨中）⑦154.77-1.50⑧153.57-8.40⑨145.38-12.89⑩155.99-58.40Vmax（梁端）11-97.28150.48-105.16-153.4812-120.82153.22-122.44-156.2013-131.90147.87-128.76-150.5

63914-298.77184.47-255.28-186.98位置楼层内力及组合梁左端梁跨中梁右端M(KNm)V(KN)M(KNm)V(KN)M(KNm)V(KN)CD跨3永久荷载-12.114.05-2.970-12.1-14.05可变荷载-3.525.860.30-3.52-5.86地震作用左来82.49-65.990-65.99-82.49-65.99右来-82.4965.33065.9982.4965.99重力荷载代表值-13.8616.98-2.820-13.86-16.98-Mmax（梁端）①-19.7824.71-19.78-24.71②-32.3935.42-32.39-35.42③-39.5439.86-39.54-39.86④-123.87105.31-123.87-106.16+Mmax（梁端）⑤9.47-3.219.473.21⑥93.38-68.8193.3868.81+Mmax（跨中）⑦-3.720.00⑧-3.1410.36⑨-3.2717.26⑩-3.3885.79Vmax（梁端）11-19.7824.71-19.78-24.7112-32.3935.42-32.39-35.4213-39.5439.86-39.54-39.8614-123.87105.31-123.87-106.1

641111111116位置楼层内力及组合梁左端梁跨中梁右端M(KN-m)V(KN)M(KN-m)V(KN)M(KN-m)V(KN)BC跨2永久荷载-60.7794.2297.07-0.92-65.6-96.06可变荷载-15.2223.7324.44-0.29-16.79-24.31地震作用左来197.18-53.119.29-53.1-158.6-53.1右来-197.1853.1-19.2953.1158.653.1重力荷载代表值-68.39106.09109.3-1.07-74-108.22-Mmax（梁端）①-96.96150.45-105.01-153.50②-129.47155.76-130.50-158.78③-146.57152.11-142.30-154.89④-338.40196.34-294.98-198.89+Mmax（梁端）⑤-2.0478.43-18.48-80.27⑥187.9437.06132.18-39.19+Mmax(跨中)⑦155.00-1.53⑧154.19-10.99⑨146.25-17.18⑩156.24-70.31Vmax（梁端）11-96.96150.45-105.01-153.5012-129.47155.76-130.50-158.78

6513-146.57152.11-142.30-154.8914-338.40196.34-294.98-198.89位置楼LI内力及组合梁左端梁跨中梁右端M(KNm)V(KN)M(KN-m)V(KN)M(KNm)V(KN)CD跨2永久荷载-12.1914.05-3.060-12.19-14.05可变荷载-3.455.860.30-3.54-5.86地震作用左来102.03-81.620-81.62-102.03-81.62右来-102.0381.62081.62102.0381.62重力荷载代表值-13.9616.98-2.920-13.96-16.98-Mmax（梁端）①-19.8424.71-19.93-24.71②-37.6439.61-37.77-39.61③-48.3246.85-48.41-46.85④-149.39126.48-149.39-126.48+Mmax（梁端）⑤18.12-10.2018.1210.20

66©118.68-89.13118.6889.13+Mmax（跨中）⑦-3.840.00⑧-3.2514.55⑨-3.3824.25⑩-3.50106.11Vmax（梁端）11-19.8424.71-19.93-24.7112-37.6439.61-37.77-39.6113-48.3246.85-48.41-46.8514-149.39126.48-149.39-126.48位置楼层内力及组合梁左端梁跨中梁右端M(KNm)V(KN)M(KNm)V(KN)M(KNm)V(KN)BC跨1永久荷载-54.2293.23100.71-1.2-60.49-95.63可变荷载-9.8822.7927.3-1.05-15.96-24.89地震作用左来223.1-60.2922.63-60.29-177.84-60.29右来-223.160.29-22.6360.29177.8460.29重力荷载代表值-59.57104.63114.35-1.73-68.17-108.08-Mmax①-82.88148.19-97.30-153.49

67梁端）②-125.00156.60-134.06-162.42③-151.59155.57-153.44-160.51④-361.51203.93-313.00-208.07+Mmax(梁端)⑤22.6371.874.72-74.27230.4626.25163.02-29.70+Mmax(跨中)⑦162.71-2.65⑧162.57-15.73⑨153.43-23.83⑩166.64-80.45Vmax（梁端）11-82.88148.19-97.30-153.4912-125.00156.60-134.06-162.4213-151.59155.57-153.44-160.5114-361.51203.93-313.00-208.07位置楼层内力及组合梁左端梁跨中梁右端M(KN-m)V(KN)M(KN-m)V(KN)M(KN-m)V(KN)CD跨1永久荷载-13.5713.77-4.90-13.75-13.77可变荷载-3.875.75-0.170-3.87-5.75地震作用左来113.1-92.330-92.33-113.1-92.33右来-113.192.33092.33113.192.33重力荷载代表值-15.6816.65-4.980-15.68-16.65-Mmax（梁端）①-22.1124.22-22.36-24.22②-46.5244.83-46.73-44.83③-61.4355.93-61.65-55.93

68④-165.85140.01-165.85-140.01+Mmax（梁端）⑤27.79-20.0027.6120.00©131.35-103.38131.35103.38+Mmax(跨中)⑦-6.780.00⑧-6.1220.26⑨-6.0533.77⑩-5.98120.03Vmax（梁端）11-22.1124.22-22.36-24.2212-46.5244.83-46.73-44.8313-61.4355.93-61.65-55.9314-165.85140.01-165.85-140.015.3柱的内力组合弯矩顺时针为“+”，逆时针为；剪力使柱顺时针转动为“+”，逆时针为楼层位置内力及组合上端卜乂而M(KNm)N(KN)V(KN-m)M(KNm)N(KN)V(KNm)4B柱永久荷我66.95268.21-32.6355.4293.52-32.63可变荷载7.0918.37-4.8511.1118.37-4.85地震作用左来-68.02-16.5127.95-36.79-16.5127.95右68.0216.51-27.9536.7916.51-27.95

69来重力荷载代表值69.42277.4-35.0660.96302.71-35.06Mmax©98.50349.56-49.3286.48379.93-49.32②101.01343.17-49.5484.77373.54-49.54③171.73354.34-78.41120.98384.72-78.41Nmax④97.33380.09-48.8085.68414.25-48.80⑤98.50349.56-49.3286.48379.93-49.32⑥101.01343.17-49.5484.77373.54-49.54⑦171.73354.34-78.41120.98384.72-78.41Nmin⑧53.23264.89-27.0047.99290.20-27.00⑨-19.01255.941.2813.13281.251.28

70楼层位置内力及组合上端卜端M(KNm)N(KN)V(KNm)M(KN-m)N(KN)V(KNm)3B柱永久荷载52.821104.18-27.8352.82711.58-27.83可变荷载13.27165.11-7.0513.33165.11-7.05地震作用左来-112.68-93.4554.73-92.57-93.4554.73右来112.6893.45-54.7392.5793.45-54.73重力荷载代表值59.461186.74-31.7759.741212.05-31.77Mmax©100.601569.62-52.3297.361098.50-52.32②107.451509.24-55.40101.971038.12-55.40③217.841545.57-109.27192.031575.95-109.27Nmax④84.311652.45-44.4884.371122.44-44.48⑤100.601569.62-52.3297.361098.50-52.32⑥107.451509.24-55.40101.971038.12-55.40⑦217.841545.57-109.27192.031575.95-109.27Nmin⑧21.751081.77-12.7427.30689.17-12.74⑨-87.021065.2639.38-60.601090.5739.38

71楼层位置内力及组合上端下端M(KN-m)N(KN)V(KN-m)M(KN-m)N(KN)V(KN-m)2B柱永久荷载52.331522.11-29.4458.081547.42-29.44可变荷载13.14238.52-6.8712.28238.52-6.87地震作用左来-117.88-146.5562.87-117.88-146.5562.87右来117.88146.55-62.87117.88146.55-62.87重力荷载代表值58.91641.37-32.8864.221666.68-32.88Mmax①103.492183.38-56.84109.182213.76-56.84②112.832098.49-61.88118.892128.86-61.88③223.922160.16-121.19230.312190.53-121.19Nmax④83.522288.60-46.4890.442322.77-46.48⑤103.492183.38-56.84109.182213.76-56.84⑥112.832098.49-61.88118.892128.86-61.88⑦223.922160.16-121.19230.312190.53-121.19Nmin⑧15.171483.90-9.6220.921509.21-9.62⑨-94.341450.8648.85-89.021476.1748.85

72楼层位置内力及组合上端下端M(KN•m)N(KN)V(KN•m)M(KN•m)N(KN)V(KN-m)1B村*:永久荷载41.761939.72-12.2418.831980.16-12.24可变荷载7.9311.16-2.323.56311.16-2.32地震作用左来-121.8-206.8470.3-226.2-206.8470.3右来121.8206.84-70.3226.2206.84-70.3重力荷载代表值45.712095.3-13.420.612135.74-13.4Mmax①88.512799.03-33.7178.342847.56-33.71②103.412692.17-43.25110.692740.70-43.25③213.192783.25-107.47318.792831.78-107.47Nmax④64.122923.56-18.8028.912978.15-18.80⑤88.512799.03-33.7178.342847.56-33.71⑥103.412692.17・43.25110.692740.70-43.25©213.192783.25-107.47318.792831.78-107.47Nmin⑧-3.801880.1514.05-65.771920.5914.05⑨-112.631826.4177.99-273.451866.8577.99

73楼层位置内力及组合上端下端M(KNm)N(KN)V(KN-m)M(KNm)N(KN)V(KN-m)4C柱永久荷载-55.23376.4927.23-46.87401.821.23可变荷载-5.9727.194.11-9.4327.194.11地震作用左来-87.02-7.6337.8-54.71-7.6337.8右来87.027.63-37.854.717.63-37.8重力荷载代表值-58.22390.0929.29-51.59415.429.29Mmax①-85.15490.6843.00-76.06521.0535.80②-89.65479.8144.32-76.50510.1837.12③-182.99478.0384.29-133.03508.4084.29Nmax④-80.41534.9140.79-72.52569.0832.69⑤-85.15490.6843.00-76.06521.0535.80⑥-89.65479.8144.32-76.50510.1837.12⑦-182.99478.0384.29-133.03508.4084.29Nmin⑧-37.70375.1219.61-35.85400.4313.61⑨54.91380.17-19.8519.53405.48-19.85

74楼层位置内力及组合上端下端M(KNm)N(KN)V(KNm)M(KNm)N(KN)V(KNm)3C柱永久荷载-46.311356.4624.73・46.431381.7724.73可变荷载-11.19262.635.95-11.22262.635.95地震作用A：来-142.67-46.0474.02-134.89-46.0474.02右来142.6746.04-74.02134.8946.04-74.02重力荷载代表值-51.911487.7827.71-52.041513.0927.71Mmax①-94.832001.9350.25-93.732032.3050.25②-105.861895.9555.92-103.901926.3255.92③-247.761845.19129.48-237.811875.56129.48Nmax④-73.482088.6039.22-73.682122.7739.22⑤-94.832001.9350.25-93.732032.3050.25⑥-105.861895.9555.92-103.901926.3255.92⑦-247.761845.19129.48-237.811875.56129.48Nmin⑧-6.981345.644.32-9.251370.954.32⑨133.561427.93-68.52123.321453.24-68.52

75楼层位置内力及组合上端下端M(KN・m)N(KN)V(KN•m)M(KN・m)N(KN)V(KN・m)2C柱永久荷载-45.991846.525.36-49.131877.8125.36可变荷载380.316.2-11.86380.316.2地震作用左来-159.41-74.5685.02-159.41-74.5685.02右来159.4174.56-85.02159.4174.56-85.02重力荷载代表值-51.552036.6628.46-55.062067.9728.46Mmax①-100.902759.7955.19-105.722797.3655.19②-116.342607.7763.30-120.842645.3463.30③-269.092540.92144.68-273.312578.49144.68Nmax④-72.972865.4840.31-77.952907.7540.31⑤-100.902759.7955.19-105.722797.3655.19⑥-116.342607.7763.30-120.842645.3463.30⑦-269.092540.92144.68-273.312578.49144.68Nmin⑧4.271827.24-1.441.131858.55-1.44⑨155.681939.73-82.07152.171971.04-82.07

76楼层位置内力及组合1:端下端M(KN・m)N(KN)V(KN・m)M(KN・m)N(KN)V(KN・m)1C柱永久荷载-37.392336.8610.96-16.882377.310.96可变荷载-9.05498.762.65-4.09498.762.65地震作用左来-173.51-106.5983.06-237.65-106.5983.06右来173.51106.59-83.06237.65106.59-83.06重力荷载代表值-41.922586.2412.29-18.932626.6812.29Mmax①-100.433521.5037.39-84.733570.0237.39②-125.223324.6849.97-122.183373.2149.97③-275.873242.06122.73-331.663290.58122.73Nmax④-59.353643.5517.39-26.803698.1417.39⑤-100.433521.5037.39-84.733570.0237.39⑥-125.223324.6849.97-122.183373.2149.97⑦-275.873242.06122.73-331.663290.58122.73Nmin⑧34.092305.19-23.2681.042345.63-23.26⑨183.642447.67-95.69290.022488.11-95.69

77第6章框架结构配筋计算6.1框架梁配筋计算6.1.1截面尺寸确定翼缘的计算宽度边跨：按梁跨度考虑：按梁净距考虑：按翼缘高度bf故bf,不受次条件限制由以上分析知，中跨：按梁跨度考虑：按梁净距考虑：按翼缘高度bf故bf,不受次条件限制由以上分析知，bf：bf=l/3=7200/3=2400mmbf=b+sn=300+6900=7200mmhf7ho=12O/(600-35)=0.212>0.1bf=2400mmbf'=l/3=3000/3=1000mmbf=b+sn=300+2700=3000mmhf7ho=12O/(400-35)=0.337>0.1bf=1000mm考虑现浇板的共同作用，梁的计算截面按如下规定计算:负弯矩作用下按矩形截面计算：边跨：bXho=300mmX565mm(h0=h-35)中跨：bXho=3OOmmX365mm(h0=h-35)在正弯矩作用下按T形截面计算：边跨：bfXho=24OOmmX565mm(h0=h-35)中跨：bfXh0=1000mmX365mm(h0=h-35)

786.1.1材料强度混凝土等级：C25fc=l1.9N/mmLft=1.27N/mm"钢筋等级：纵向受力筋HRB3354=300N/mmz箍筋HPB235力=210N/mm26.1.2配筋率纵向受力筋：支座截面pmin=0.25%(>55x/,//v=0.233%)^=2.5%跨中截面pmin=0.2%(>55xf,/fy=0.191%)箍筋：沿梁全长ps=0.26xf,/fyr=0.00157加密区应满足规范要求。6.1.3计算公式（1）正截面抗弯(7-1)M1+J1-2%,M、—K=A=工娟卜2,

79经判断MS加I；仇-争，故b=计算T形截面时只需将上

80公式中的b换成与.即可。（2）斜截面抗剪①无震组合下：%=0.7及%+1.254,—^%（7-2）截面条件：VC5=0.7f,bh.（7-3）②有震组合下：Vh=-0.42裁4+1.25%&%（7-4）YreL$.截面条件：匕=」-（0.2夕/她）（7-5）Yre6.1.1具体配筋计算（1）抗弯承载力计算①梁纵筋配筋计算受弯承载力计算公式的右边应除以相应的承载力抗震调整系数%£=0.75

81表6-1梁配筋计算表fi^3^监）h41做M修1四层旗m96.863005Saosuaoan0.IE659L61633tU谕3L332«05SGHBaa0(680.SB8202.9TO3*ia钟碰12Z672005Saossdoes0.93717加3918㈱谢9.342005Saooioaooio0.!S9SU而*18m9L953005Sa07m&(HH0.S95ff.O加3»U我鱼懿45.263003SGOE2a10020.£043i.l都3»U16.2210003SQ0U2a0H30.9&lfi.9TO3»ia静谢16610003sa«E5aooes0.977:L3而All楣谕16.2210003Saonza0V30.9fi1AL91633*18燔蝮263003Sa«&2a10020.£04S1TO3»U表6-2梁配筋计算表废层将箭点小出九q6A（加）实藕积二层BC胯埔负聊253.83005650.22270.25530.8721716.419644025正瓠140.9624005650.01550.01560.992838.210174018将中正酬154.9924005650.01700.01710.991922.310174018摘正聊99.1424005650.01090.01090.995588.110174018负鞠221.243005650.19410.21790.8911464.819644025碟左端负鞠112.043003650.23560.27280.8641184.819644025正弯能89.0110003650.05610.05780.971837.110174018将中正,3.8410003650.00240.00240.99935.11017轴18右端正题89.0110003650.05610.05780.971837.110174018负醐112.043003650.23560.27280.8641184.819644025

82楼层跨截面友触“监）q5Fl做痴）实配醐三层取潞左端负弯矩224.083005650.19660.22110.889I486.319644025正管110.8924005650.01220.01220.994658.210174018胃中正弯第154.7724005650.01700.01710.991921.01017博18石帚正就69.224005650.00760.00760.996409.81017458负鞠191.463005650.16800.18510.9071244.819644625CDJI掇负酬92.93003650.19530.21940.890952.91964悔25正豌70.0410003650.04420.04520.977654.410173018照中正醐3.7210003650.00230.00230.99934.010173018右端正豌70.043650.04420.04520.977654.410173018负聊92.93650.19530.21940.890952.919644025表6-3梁配筋计算表郡i及帕“监）q收励实藕积一层BC跷猥270.77300565一丁0.8621852.71964网5正软173.1524005650.01900.01920.9901031.412564叫8钟正舞162.7124005650.01780.01800.991968.712564叫8石闹&122.2724005650.01340.01350.993726.31256付18睛也234.743005650.20600.23320.8831567.71964处25携负聊;二300365，,中0.8451343.91964网5正新98.5910003650.06220.06430.968930.31017阳8圈中正鸵6.7810003650.00430.00430.99862.110174018右瓶正聊98.5110003650.06210.06420.968929.510174叫8负舞124.393003650.26150.30940.8451343.91964处25②梁纵筋配筋率验算因为第四层梁的配筋最少，故只需验算第四层梁的配筋率就行边跨：支座：p=——--x100%=0.42%>0.25%满足300x600跨中：P=———x100%=0.42%>0.25%满足

83300x600中跨：509支座：p=xl00%=0.42%>0.25%满足"300x400509跨中：p=xl00%=0.42%>0.25%满足"300x400(2)框架梁抗剪计算①调整剪力匕计算框架梁抗剪计算中，设计剪力取组合匕1ax和调整剪力匕的较大值，匕计算如下：卫———口+(7-6)D1lnVGh=rG；(g*+0・5%)/“(7-7)%e=0.85/b=Tl7G=L2

84调整剪力V，楼层4BC^M左127.8160.34118.660.34L6.92.722.5412.46电1.790.94%97.0220.95%13&370.12表6-5梁端调整剪力％调整剪力V楼层32BC跨CD跨BC跨CD跨盟左298.77123.87338.4149.39储255.28123.87294.98149.396.92.76.92.7丸28.411.2428.411.24为7.174.697.174.69%132.4222.01132.4222.01匕220.75122.94233.39143.74

856-8梁端调整剪力匕调整剪力V楼层1BC跨CD跨361.03165.85%；312.99165.851..6.92.7gk28.411.24以7.174.69%132.4222.01匕239.87157.15②梁截面验算在无地震作用组合下：对于边跨梁：1=1-88<40.25月/她,=0.25x1.0x11.9x300x565=504.26KN>V(7-8)所以截面满足要求对于中跨梁：Ai-0.25"她)=0.25x1.0x11.9x300x365=325.76KN>V所以截面满足要求在地震作用组合下：

86对于边跨梁：1=™=12>2,5h600Q.2j3cfchhn=0.2x1.Ox11.9x300x565=403A\KN>yREVb=0.85%(7-9)所以截面满足要求对于中跨梁：O.2/3cfcbho=0.2x1.0x11.9x300x365=260.61KN>%=0.85匕所以截面满足要求③梁配箍筋计算在无地震作用组合下：mA匕=0.7/协。+L25&T%（7-1。）对于边跨梁：0.7f,bh0=0.7x1.27x300x565=150.68KN对于中跨梁：0.7£她=0.7x1.27x300x365=97.35KN由内力组合表可知，边跨梁，中跨梁梁端剪力都小于0.7/附°,所以在无震组合下梁可以采用按构造配箍筋。

87在有地震作用组合下：

88M/I匕=—[0.42//%+1.250T%](7-11)YreS表6-9框架梁箍筋计算框架梁箍筋计算楼层位置组合％BSK调整VbnA^l/SS实酉R箍筋4BC跨-4—IlLi左y而11372B6.30.1716914.92*10320C石y而11721B6.30.1716914.92*105)20。CD跨-4—Xl£i左y而50.7970.120.0125125602*10al20C石y而50.7970.120.0125125602*1032013BC跨M-XUJ左y而1S4.47220.750.655525932*10^201-f-XlLi石炳1S6.9S220.750.6555239.52*10a20CCD跨-4—XUj左炳106.1612Z940.4S1132632*10a)21C石炳106.1612Z940.4S1132632巧0@20C2BC跨-4—XlLi左,y而19634233.390.72S215.72*iaa20C-f-IUj石晒19S.S9233.390.72S215.72*10a)20CCD跨-4—XbLl左y而1264*143740.6656235夕2*103201+XUJ石炳126.4t143.740.66%23592*1032011BC跨-4—左师20393239.170.765120522*103201石y而20107239X70.765120522*10©201CD跨-4—XUl左顺14001157.150.714520022*ioa2oc石炳140.01157.150.7S45200J22*10ai20C④梁箍筋配筋率验算按规范规定：沿梁全长箍筋的配箍率p%?0.241=024x宗=0.015%实配:2x78.5x(530+230)200x600x300X100%=0.33%>/对满足要求⑤梁端箍筋加密设计

89在梁端箍筋加密根据规范要求如下表:加密区长度（采用较大值）最大箍筋间距（采用较小值）箍筋最小直径1.5%500mm九8d150mm48也为梁高，d为纵向钢筋直径加密区长度：边跨梁：900mm中跨梁：600mm加密区箍筋间距：边跨梁：S=100mm中跨梁：S=100mm6.1框架柱配筋计算6.1.1截面尺寸首层：bXho=55OX515mm其它层：bXho=5OOX465mm6.1.2材料强度混凝土等级C30fc=14.3N/mm2/^=1.43N/mm2钢筋等级纵向受力筋：HRB335/v=300N/mm2箍筋：HPB2354=210N/mm26.1.3框架柱端弯矩和剪力调整£此=/Z此匕（7-12）%=1・177M=1・1（以下调整均未乘以底£）

904匕公,按上下柱端弹性分析所得的考虑地震作用组合下的弯矩比值确定。说明：梁端组合弯矩取未进行外e修正的数值。表6-10B柱柱端弯矩调整节点左梁右梁M[?2m卜上柱下柱也上mJ4—245.95270.550.3813103.160.6187167.393一338.40372.240.4620171.970.5380200.272—361.03397.130.5193206.230.4807190.901一一一一350.67一一

91表6-11C柱柱端弯矩调整点左梁M；右梁小£%上柱下柱山M；4213.2696.93341.210.3740127.610.6260213.603294.98149.39488.810.4691229.300.5309295.512312.99165.85526.720.4977262.150.5023264.571一一一一364.83一一表6-12B柱剪力调整层B柱H.八43.20140.59103.161.183.7933.20191.70171.971.1125.0123.20200.27206.231.1139.7314.40190.90350.671.1135.39表6-13C柱剪力调整层C柱H.MeM：乙n43.20213.60178.921.1134.9333.20238.15229.301.1160.6923.20295.51262.151.1191.6914.40264.57364.831.1157.356.1.1框架柱配筋计算柱的正截面配筋计算:

921）柱偏压计算公式:对称配筋计算按照X取值确定：x=—feb当况…病时，A，…”含泮产-生）(7-13)(7-14)当xv时，A=A=—~~—(7-15)当x>B%时，按小偏压计算:rN-a、/力耳短（4-£）（%-生）1o7f(7-16)A-Ne-aJ卅"(1—0.5。fy(ho-a；)(7-17)考虑地震作用时，在公式中的轴力乘以为£/0——计算长度，取值：底层1.0H,标准层1.25HoQ——附加偏心矩，500/30和20中取较大值。分——轴向力对截面中心的偏心矩，e0=M/N0初始偏心矩，4=+e”°〃——考虑二阶效应影响的轴向力偏心矩增大系数，〃=1+—^（£"2；1400幺h%

93，\——偏心受压构件的截面曲率修正系数，g，当。>1.0时，4=1.0;?2——构件长细比对截面曲率影响系数，？2=115-0.0也，当b<15hh时，Q=L0。e轴向力作用点至受拉钢筋合力点的距离e=的+1-生；e——轴向力作用点至受压钢筋合力点的距离/=%,-3+4；低一一界限相对受压区高度最小配筋率：全栈面0min=67%抗震折减系数7红：顶层和第四层7re=0.75其他层7re=0-8最不利内力选取原则：大偏压柱：弯矩越大越不利、轴力越小越不利（可取e（j=M/N来判断），小偏压柱：弯矩和轴力都是越大越不利2）纵筋计算

94表6-14柱的配筋计算■WB大及意虔的■力发往内力4%%qut2IeKMN4唯12K8».764.®«4.»5M.65LOOLOO106抽叩nt790.74K544.(9/314.4834.48LOOLOOL09%8>D4G36出B7J435R524.®DJQM402j0LOO1001076<7.(D5QU99.77皿340DXL66现66LOO100110转88sin3唯1236林40XHO1MM0以LOO100118406.U172»出僦D6Q764.(92)D185MU5LOOLOO171W071%33电MJ1M761540XB42715427LOO100l»皿即20645W025B94234®D11954B954LOOLOO121皿%222972唯I78LAHmsB4.A2)VH54LOOLOO124307%24L70*48U52424®④1D5UD5MLOO100133®«MiOO比X5力皿744.®/1059)goO.ffiLOO1203«.«28430X865丽794.(62)D600D6.000.27LOO1203669288501唯U055222664.052)76096.M0.97LOOL3036.542K110K03226M24.01/m铝mis0.Q5LOO1214flL(P3X77比22Q7冽1的4.95/85.09D5.09OS100IM触q筋力皿我4.SDW0.7900.790.D1001203S.273M71

95联最切相出勺轴力层柱《■%6，小偏压时47姊阳££说明9&面积4唯055255.75^»压319空C9.ll按构造40181018055255.75大偏压139-5531X14按构造40181018值055255.75大偏压211.975X9」1按构造4018101S055255.75大偏压«3.562W.99按构造401810183唯055255.75大偏乐255*按构造401S10180552s.75大偏乐90226按构选4018101S旺055255.75大偏压420.25按构造40181018055255.75压3713按构造401810182唯055255.75小16压&52331.82按构造4。1810180552S5_75a5S37Z24按构造40181018■0552S5.75小偏压0674165按构造4018101S0552S.75小偏压0.61网R按构造4018101S1限05530Z50-13651核构造4018101S05530250叩58按构造4018101S0_5530250小偏压068179曳按构造4018101805530250小偏压0L67578-15按构造40181018表6-16柱的配筋计算

96辕力最大及相应的弯矩柱AE『hoe，小儡压时S层皿说明SS面积4唯055255.75大偏压90Z19948按构造401810180_55255.75大偏压126.2S30414按构造40181018CS0.55255.75^«压-12-58-3X39校构造461810180.55255.75^«压3X3412685按构造401810183唯0.55255.75大偏压-587J®核构造401810180.55255.75大偏压-<74.13校构造4①18101S怅0.55255-75压-01-47接构造401810180.55255_75大偏压4X22.95校构造401810182唯055255.75小偏压&55526.06按构造401810180_55255.75小偏压&56062按构造40181018eg0_55255-75小偏压0.7核构造4①18101S0.55255.75小偏压0.7-33819按构造401810181唯0.5530250大偏压-15237较构造401810180_5530250^«压9946核构造40181018C&0.5530250小偏压076-77737按构造461810180.5530250小偏压077-92755按构造40181018表6-18柱的配筋计算ikMH卿（至a装岫I%ClqeXMN%片471更»J74032M.M7M.MLBin1^7739T7・Xnu403m.SUH3imL0«.*・S1期.Uais.a1713LBU74174a9)Ji42U1

97物力■小月MlMATfi8尸力/■4QClCSqeKMNiJ■7,4BS1416KU640圆W2SM28LOOtooinTR品36gs&SD46.70ft70LOOLOO144510GMq)省””=544.(92)10052DD52tootooIN3M.743Q35268930012482)S54■034LOO100127%37642003B&曲以的力4(9Da_6Q■L值LOO100119MSGDO194&484.(9D五57T5.57LOOLOOIS皿79mm电iS10%父4(92DiKKIStootoo2163841BDj5614vm%4通D6万2675L0010020023M7is用2唯75474<9/(B02K02100tooIMJ»_25即心7122nm(M4通/6D31ffiJlL001001%W扇1617电WHAD4@D2"7>ULOO1002。2%.561M4509曲(M4通DQ6I>61100LOO2©曲室亚281B8901MAB4，D6L668L66L001001%36L46B78海76M(R«4J95DM648M648LOO100IB®77_HL89_电27271»M4JKDB1RBWL00too1■国3®7264SKtiS4JKDM555155LOO100IS1X54冬治ttb最小及相皮的药矩层检h9e£C说，ftfiEFR4唯Q552S5.75大蛆压-9L49-136.M按枸造4.1*10ISQ55255.75大3-119.01-1M724*11101S电Q55255.75大3-142.33按构造4.1*101S055255.75大3-17749按构造4*lt10K3唯Q55255.75大gg-392.99按枸造4*It101SQ55255.75大侬-5%46按构造4・1«101S国Q55255.75大3-100L01aMt4.1*10ISQ55255.75大值压-W7.57按构造4.1*101S2唯Q55255.75大伯压-49L16按构造4.18101S055255.75大3-529L92按构造471018国Q552S5.75大3-100QL27按枸造4.1S10ItQ552».75大《亚-10094^11101S1唯Q553OL5D大3-71&U接构造4,ItlOlt0553OL5D大3-1S-2按构造4・1*101S啦Q553C2.5D大3-100122按拘ifi401«101SQ55302.50-929.22按构造4*11101S由计算可知，框瑞替均为构造配筋。

983)柱纵筋最小配筋率验算根据规范要求：柱全截面纵筋最小配筋率：pmn>0.7%3x1018550x550xl00%=1.01%>。，桢柱单侧纵筋最小配筋率：Pm.n>0.2%实配：p=X100%=0.34%>Pmin550x550经验算柱纵筋最小配筋率满足要求。(2)框架柱抗剪计算①截面验算抗震折减系数*=0.85因为框架柱的反弯点都在柱层高范围内，所以可取4=区2%其它层:2Hn_3.20x103A=-2h02x465=3.44>24.45X1032x515=4.27>2(7-18)所以截面验算公式为Vr<—(O.2/3cfcbho)YreO.2/3cfcbho=0.2x1.0x14.3x500x465=664.95KN>yKEVc截面满足要求②斜截面抗震受剪承载力11nsnA(7-19)匕《[詈f,hho+/vv—^/70+0.056N]Yre4+1S其中々>3.0时取4=3.0N为考虑地震作用组合的框架柱轴向压力设计值，N>0.3/.A时,N=0.3/.A(7-20)

99N=0.3力4=0.3x14.3x500x500=1072.5KN表6-20柱配箍计算构一VN匕s实配,除4曜78.41354.3483.79-0.2S7-782.88408^200下柱78.41384,7283.79-0.27-745.19408^200次-ttt84.29478.03LILS3-0.138-L4S7.974O8@200Ttt84.29S08.4ILLS3-oIS-134L33408^2003脸上柱L09.27154s.s712S.01HJ.294-€84.3S408^200下桂109.271S7S.9512S.01-0.294-684.35408^200129.48IMS.19160.69-0.078-2S79.49408^200129.481875.56160.69HJ.078-2S79.49408^2002■±tt12LL92160.16139.73-O.20S-981.46408^200下柱12LL92190.53139.73-O.20S-98L464O8@2D0Ctt144682S40.92L9L69-0,112-1796.434O8@200下柱144.682578.49L9L69-0.112-1796.43408^2001■上柱107.472783.2S135.38HJ.332-606.024O8@200下桂107.47283L7813S.39-0.332-606.02408^200122.733242.061S7.3S-0.211-9S3.S54O8@200下桂122.733290.581S7.35-0.211-953.55408^200

100③柱箍筋加密区要求如下表:加密区长度（采用较大值）最大间距（采用较小值）箍筋最小直径Hb(h)京5008d1508b,h为柱截面的宽和高，乩为柱净高，d为柱纵筋直径加密区长度：底层柱：800mm其它层柱：600mm加密区箍筋配置：4肢中10©100④最小配箍率验算柱箍筋加密区最小体积配筋率：柱的最大轴压比查规范得A=0.1116N2958.51X103八n===0.68fcA14.3x550x550f143即：nmn=2^=0.1116x-=0.76%且不小于0.4%A，210箍筋实际体积配筋率：8x78.5x480100x550x550=1.00%>满足要求第7章现浇板配筋计算7.1荷载计算屋面：P=1.20X4.98+1.4X0.50=6.68KN/ni2P=l.35X4.98+0.7X1,4X0.50=7.21KN/m!楼面：普通房间：P=1.20X4.33+1.4X2.0=8.00KN/m2P=l.35X4.33+0.7X1,4X2.0=7.81KN/m2

101走廊，卫生间：P=l.20X4.33+1.4X2.5=8.70KN/HVP=l.35X4.33+0.7X1,4X2.5=8.30KN/m2本设计选取标准层楼板来进行计算故：房间P=8.00KN/m2走廊，卫生间P=8.70KN/m27.1配筋计算7.1.1A板（四边固定板）Lx/v=3.9mx6.9m跨中截面有效高度：hOx=/z-20=120-20=100mmhQy=/?-30=120-30=90mm支座截面：=40、=6—20=120—20=100mm,V6.9n=—=——=1.77A1a=q=3=0.3194〃a'aAa"6=刍£=d=上=」=20（尸=1.5~2.5,通常取用=2.0）AxAsxA*A»采用分离式配筋，取内力臂系数%=0.9Mx=AJyfyYohOx=A„x6.9x360x0.9xl00=22356QASX（Nmm）

102Mv=aAJxfyy0h0v=0.319x4rx3.9x360x0.9x90=36277.9A“（Nsm）M：=M；=/3AJvfvy0h0x=2ASXx6.9x360x0.9x100=447120A„（^-mm）M：=M；=叨4"%鼠=0.319x24x3.9x360x0.9xl00=80617.5A,r（N•丽）由内弯矩平衡得：2M+2M+M'+M'+M'+M"=匹（31-I）xyxxyy]2、）、,«00x3Q2,•.2x（223560+36277.9+447120+80617.5）x^rxl0-6=x（3x6.9-3.9）A,,=108.15团山2/6（实西己①8@150）4V=a4,=0.319xl08.15=34.50〃〃〃2/m（实配中8@150）Asx=A：=2ASX=2x108.15=216.30加2仙（实配刨（）@2oo）A；v=A；=2Aw=2x34.50=69.00血病/加（实配①i（）@2oo）7.2.2D板（四边固定板）/.x/v=2.7wix6.977/

103跨中截面有效高度：力or=〃-20=120-20=100mmh{)y=/?-30=120-30=90mm支座截面:〃。号=%、=//-20=120-20=100mmn=^=—=2.56I2.7Aia=—=r=0153n2AA'AA/=&=&=」=」=2qa,*AxA”，Av(2二L5〜2.5,通常取尸=2.0)采用分离式配筋，取内力臂系数%=0.9Mv=A，、/%%、.=A,x6.9x360x0.9x100=223560A“(N•mm)Mv=aAsxlxfyy0h0y=0.153xAttx2.7x360x0.9x90=12045.9A，Nmm)Mx=Mx=/3Asxlyfyy(thOx=2AWx6.9x360x0.9x100=4471204^(^/n/n)M'y=M\,=apAJxfy^y=0.153x2AJ(x2.7x360x0.9x100=26768.9AJX(7Vm)由内弯矩平衡得«70x7722x(223560+12045.9+447120+26768.9)x4“xlOJ"x(3x6.9-2.7)=67.04团帆2/加(实配中8@150)4=aAsx=0.153x67.04=10.26mm2/m(实配①8@150)A；＜=A；=2Asx=2x67.04=134.08，“，"/加(实配中］0@200)A”.=A；=2A°=2*10.26=20.52m〃?2//„(实配(1)10@200)第8章基础设计8.1边柱基础计算：由于地质条件较好，因此边柱采用柱下独立基础而不采用桩基础。

1048.1.1选择基础的材料，类型，进行基础平面布置钢筋混凝土柱下独立基础，混凝土等级C3014.3N/mm2ft=1.27N/mm2,钢筋HRB335,/v=300N/mm2.8.1.2确定地基持力层和基础埋深基础埋深1.80m,根据土层可知fak=220Kpa,,基底土为中砂，厚度为1.0m,其下无软弱层。%=3.0,%=4.4,九=20KN/nf,不考虑地下水位影响。8.1.3确定地基承载力fa=fak+小曲一3）+〃”.（4一0.5）（9-1）=200+0+4.4x20x（1.8-0.5）=334.4KN/m2

1058.1.1确定基础的底面尺寸B=\[a=2.70/〃Bl32.8x2.82(0==66取B=2.8mA=B2=1.84m2=3.66/?7(9-2)柱基础计算根据建筑抗震规范4.2.1规定，不超过8层且高度在25米以下的一般民用框架房屋可不进行基础抗震承载力计算。对于底层基础顶面截面控制内力为：1MmlJ及相应的N,VNa及相应的M,V内力设计值组合考虑如下组合：1.35恒+0.7x1.4活1.2恒+1.4活(内力标准值组合考虑荷载同上，只是组合时不考虑荷载分项系数)求得如下两组内力设计值(括号内为标准值)Mi=118.89(93.22)kNmM2=90.44(66.68)kNmNi=2128.86(1741.67)kNN2=2322.77(1714.38)kNVi=61.88(48.41)kNV2=46.48(34.25)kN按规范规定，对不大于7层的200V九4300的建筑可不作地基变形验算。基础自重(取基础与土平均密度为20KN//，基础埋深1.8m)Go*=九Ad=20x2.82(1.8+0.45)=352.80KN(9-3)由基础梁传至基础顶面的墙重:

106Gu=[(4.95-0.6-0.5)x(7.2-0.55)]x2.6+[(4.95-0.75-0.5)x(8.4-0.55)]x3.9=179.85kN基础梁截面bx〃=250x500m/,基础梁自重为G2k=0.25x0.5x[7.2x--0.5+(8.4-0.5)]x25=34.38KN基础梁传至基础顶面的荷载：Gk=G.k+G2k=179.85+34.38=214.23KN1.1.5地基承载力验算按第一组荷载计算(考虑内力的标准值组合计算)Mk=M*+K/=93.22+48.41x0.8=13L95KNB?N*=乂*+Go*+G*=1741.67+352.8+179.85=2274.32KN131.952274.322Q=0.058<—=0.47A="+也=kmax4Aco(9-4)2274.32131.952.82+3.66=326.14KN/m2<1.2/,=401.28KN/m22274,322.82131.952=254.04KN3.66(9-5)6Pk=-y=22J^32=290.09KN/m2

107942247.037Q0.042<—=0.476仁吟+也=+总=312.29KN//

108OOBZUqa(.=550〃=550=1400/,=1400hy=400h=800be+2〃o=0.55+2x0.76=2.07/n

1090.7乩,£(“+%)%=0.7xl.0xL43xl0'x(0.55+0.76)x0.76=996.60KN>耳=245.32KN满足要求基础分为两级，下阶4=1400/,=1400%=400h=800bx+2h0i-1.4+2x0.36=2A2m-=227.13KN满足要求1.1.5基础底面配筋计算考虑第一组内力设计值M=M、+匕〃=118.89+61.88x0.8=168.39KNB?(9-13)N=N1+G(,+G=2128.86+1.2x352.8+1.2xl79.85=2768.04KN(9-14)M~N168.392768.04=0.061$1+争二誓0+缰!)—八F2768.04'~bl~7.84=353.07KN(9-15)(9-16)(9-17)

1101-1截面：M=±[(舄„^+舄)(2"。)+皤2-号沏(/-a)=501.59KNB?(9T8)2-2截面："=.[(%+《)(2b+4)+(1mM-与彻(/T)2=220.3IKNBi(9-19)4o考虑第一组内力设计值M=Mt+Vth=90.44+46.68x0.8=121.62KNB/(9-20)N=Ni+G0+G=2322.77+1,2x352.8+1,2x179.85=2961.95KN(9-21)e=—=127-62=0.043(9-22)N2961.95P=-(1+^2.)=296195(1+6x0043)=412.61KN(9-23)lbI7.842.8P=£=2961.95us??..(9-24)'bl7.841-1截面：吟皿+弓)(力+幻+化皿-甲句(1-/>=522.97KNBi(9-25)2-2截面:也磊熊皿+弓）（2"妃+-力=229.91KNBi(9-26)综上所诉，M、=52297KNM1=229.91KN

111M522.97X1062Ai=!—==2548.6//177Z“0.9/也0.9x760x300M,229.9IxlO62A，===2365.3mm2520.9/、%0.9x360x300(9-27)(9-28)比较A与A,2得按Ac配筋于2.8m范围内配14016,As=2815.4"〃”2>A.”=2548.6ww28.2中柱基础的计算：8.2.1确定基础类型和受力情况经初步计算后的结果并且考虑到结构形式，中柱基础做成联合基础。根据建筑抗震规范4.2.1规定，不超过8层且高度在25米以下的一般民用框架房屋可不进行基础抗震承载力计算。对于底层基础顶面截面控制内力为：惘侬|及相应的NW及相应的M,V内力设计值组合考虑如下组合：①1.35恒+0.7x1.4活②1.2恒+1.4活（内力标准值组合考虑荷载同上，只是组合时不考虑荷载分项系数)求得如下两组内力设计值(括号内为标准值)M)=125.22(94.79)kNmM2=26.80(19.74)kNmN!=3324.69(2708.19)kNN2=3698.14(2726.4)kNVi=49.97(39.26)kNV2=17.39(12.82)kN

112按规范规定，对不大于7层的200W〃K300的建筑可不作地基变形验算。经计算第一组内力设计值起控制作用8.2.1确定地基承载力特征值fa=fak+nbY(b-3)+HdYrn(d-0.5)=220+0+4.4X20X(1.8-0.5)=334.4kPa式中，fak——地基承载力特征值，由所给条件，取220kPa；fa——修正后的地基承载力特征值；么——基础宽度的承载力修正系数，经查表得，取为3.0；为——基础埋深的承载力修正系数，经查表得，取为4.4Y——基础底面以下土的重度，地下水位以下取浮重度；b——基础底面宽度，小于3米取3米，大于6米取6米；Ym基础底面以上图的加权平均重度，地下水位重度以下取浮重度；d——基础埋置深度(m)。8.2.2计算基地型心位置及基础长度对柱1中心取矩

113N4+M-MM+N]=1.5加计算基础底面宽度/>2(0.55丁+Xq)-3.55取1=5.4m卜Mi+Nz_3324.69x2/1.35-l(fa-rad)~5.4x(334.4-20x1.8)取6=3.3m8.2.1计算基底净反力Pj=lb3324.69x25.4x3.3=373.14机<1.2,=401.28机8.2.2基础高度计算取力=乙=3000=50。取力=800mmh0=760mm668.2.3受冲切承载力验算bc+2%=0.55+2x0.76=2.07m

114故取：%=L00.74p，Sc+%)%=0.7xl.0xl.43xl03x(0.55+0.76)x0.76=996.60KN>/;；=62.13KN满足要求基础分为两级，下阶bx+2koi=1.65+2x0.36=2A2mV=2429.15KN满足要求8.2.2配筋计算纵向钢筋(采用HRB335级钢筋)柱间负弯矩：A/inax=623.94KN.MA_"max623.94X1060.9x300x760=3040.64/n/n2最大正弯矩：M=393.88KN.M

11509fA393.88X1060.9x300x760=1919.49〃〃〃2基础顶面配22中16(As=4424.2mm2)基础底面配27中12(4,=3053.7mm2)横向钢筋(采用HRB335级钢筋)柱1处等效梁宽为：ael+O.75x/io=0.5+1.5x0.76=1.69mzn2N,,b-b.x213324.69,3.3-0.5、2M=-x-(=-x(Y=952.39KN.m2b223.32A:"max952.39X1060.9/A0.9x300x(760-16)=4741.09/n/n2折成每米板宽配筋面积为4741.09/1.69=2805.38mm2/m柱2处同柱1综上所诉：取基础底面为22中16(4=4424.2mm2)基础顶面配构造筋中8@2008.2基础梁计算8.2.1纵向基础梁1.截面及材料截面尺寸：bXh=300mmX500mm；混凝土采用C25,X=H.97V/mm2；纵向钢筋HRB335J,=300N/«w/2,箍筋HPB235,

116于、=210N/mm?1.荷载计算上部墙体1.2义3义4.66=16.776KN/m梁自重1,2X25X0.30X0.50=4.50KN/mE=21.28KN/m2.配筋计算（1）确定内力：M=l/12ql2=l/12X21.28X8.42=125.13KNmV=l/2ql=l/2X21.28X8.4=89.38KN（2）正截面受弯承载力计算125.13X106生—afbX-1.0x11.9x300x4652=0.162Ys=ME①匕正回友=0.911125.13X106300x0.911x465=984.6〃〃〃2取4①18As=1017mm2（3）斜截面受剪承载力计算:0.25力/劭o=O.25xLOxl1.9x300x465=415.01KN>V=89.38kN截面符合要求0.7f,bh0=0.7x1.27x300x465=124.02KN>V=89.38kN故只需按构造配箍筋取e8@2008.3.2横向基础梁1.截面确定及材料选择截面尺寸：bXh=300X500混凝土：C25fc=11.9N/mm2纵向

117钢筋：HRB335fy=3OON/mm2箍筋：HPB235fy=210N/mm21.荷载汇集上部墙体1.2X3.15X3.28=12.40KN/m梁自重1.2X25X0.3X0.5=4.5KN/mZ=16.90KN/m2.配筋计算（1）确定内力：M=l/12ql2=l/12X16.90X6.62=61.35KNmV=l/2ql=l/2X16.90X6.6=55.77KN61.35X106=0.079（2）正截面受弯承载力计算a，=r=7'1.0x11.9x300x4652生应JG^Lo.959As=61.35X106300x0.959x465=458.6/wn2取4中18As=1017mm2（3）斜截面受剪承载力计算:0.254/6o=O.25xl.Oxl1.9x300x465=415.01kN>V=55.77kN截面符合要求0.7f,bh0=0.7x1.27x300x465=124.02^>V=55.71kN只需按构造配箍筋取小8@200第9章折板式楼梯计算9.1梯板设计钢筋混凝土现浇折板式楼梯：层高为3.75m,

118楼梯平面尺寸如图所示。楼梯使用活荷载2.5KN/m"踏步为水磨石0.65KN/ltf,20廊厚抹灰。采用C25混凝土，HRB400和HRB335钢筋。楼梯简图：图10-1楼梯简图9.1.1板厚L=0.27x12=3240/〃/〃cI'=J3.242+1.8752=3.74mcos。=3.24/3.74=0.866

119取板厚力=(_L〜_L)/'=107〜125〃加取为h=120mm9.1.1荷载（取1m宽板带计算）永久荷载标准值三角形踏步：-x0.27x0.156x25x—=1.755kN/m20.3混凝土斜板：0.156xlx25/0.866=4.50kN/m水磨石踏步重：(0.27+0.156)x0.65x、-=0.923kN/m板底抹灰重：17X0.02X—!—=0.393kN/m0.866栏杆重：0.IkN/mg=7.67KN/m使用活荷载：q=2.50KN/m荷载组合：取［1.2恒+1.4活］和［1.35恒+0.7X1.4活］两者的较大值组合①：1.2X7.67+1.4X2.5=12.71KN/m组合②：1.35X7.67+0.7X1.4X2.5=12.81KN/m取P=12.81KN/m9.1.2截面设计板计算水平跨度:/“=3.24-0.125+0.125=3.24m

120跨中最大弯矩:M=—P/,2=—X12.81x3.242=13.45kN•m10"10ho=12O—20=100mmM_13.45X106a^fc~1.0xl000xl002xll.9=0.11301+11-2x0.11302=0.940As=MrMy13.45X1060.940x100x360=397.5m/n2(10-1)(10-2)(10-3)(10-4)选用O8@100(As=503mm2)间距100mm<200mm满足要求9.1平台板计算取板厚为120mm9.1.1荷载计算（取1m宽板带）永久荷载标准值平台板自重：0.12x25=3.0kN/m水磨石板面重：0.65kN/m板底抹灰重0.02x17=0.34kN/mg=3.99kN/m可变设计值q=2.50kN/m荷载组合：取［1.2恒+1.4活］和［1.35恒+0.7x1.4活］两者的较大值组合①:1.2x3.99+1.4x2,5=8.29KN/m组合②：1.35x3.99+0.7x1.4x2.5=7.84KN/m取P=8.29KN/m

1219.1.1截面设计/xx/v=l.55mx3Am跨中截面有效高度:%r=/z-20=120-20=100mmh0y=/?-30=120—30=90mm支座截面:/iOv=hOy=/z-20=120—20=SOmm/.34n=—=—:—=2.19I1.55Aia=-^=4-=0.2094〃a'a'aa/=3=3=’L=」L=2.0=1.5〜2.5,通常取,=2.0)Av.iAuAsvAvy分离式配筋，取内力臂系数为=0.9=4，/%瓯=4x3.4x360x0.9xl。。=110160A“(N,"?"?)Mv=aAJfy%%,=0.209xAvlx1.55x360x0.9x90=9445.7AXX(N-mm)M：=M；鼠=24x3,4x360x0.9xl00=2203204(N-mm)A/；=A/；,=0^4X4^,=0.209x2AMxl.55x360x0.9xl00=20991.4A)t(2Vm)由内弯矩平衡得：2也+2MV+M；+M；+M'y+M；=-^-(3/v-/t)q29x15522x(110160+9445.7+220320+20991.4)xA„x10-*=：—x(3x3.4-1.55)

122=19.89(实配中8@150)Asv=aAsx=0.209xl9.89=4.16/nnj2/m(实配①8@150)A：*=A：=2A.=2x19.89=39.78，"巾2/相(实配中］o@200)A；,=A；=2A“=2*4.16=8.32«1山7团(实配中10@200)9.3平台梁柱计算9.3.1平台梁计算(TL-1)Io13741q=8.29x—x-+12.81x^x-+0.25x(0.35-0.1)x26=29.84^/m1.021.02l0=3.4mM=-qC=-x29.84x3.42=43.12^«m(10-5)88V=LqiQ=1x29.84x3.4=50.73^(10-6)ho=35O-35=315mm=0.146143.12X1061.0x250x3152xll.9=0.921_l+Jl-2a,_1+11-2x0.14617s~2-1T{=4=43.12X"=4954加27M0.921x315x300选用3①16(AS=603mm2)斜截面承载力验算：取双肢①8@200)1A0.7月/她,+1.2541%=0.7xl.0xl.27x250x315+1.25x210x-^-^x315

123=111.60kN>V=50.73kN满足要求。9.3.2平台梁柱计算取：平台梁截面尺寸250mmX350mm,C25混凝土平台柱250mmX250nun,h=1875mm,C30混凝土梁线刚度:2x28xl06x—x0.25x0.353Kh===13.89x103KN・mhI3.6柱线刚度:6I3FJ30xl06x—x0.25x0.253=—^==4.65X103KN・m1.875因为”所以梁柱按钱接计算。柱下截面:N=29.84x3.6xLo.25xO.25xl.875x27=56.88KN2‘°_0.7x2.1b0.25NAs=恒=5.88<8查表得9=1.0fA56.88x10-JeA13.4x250x250-09xl0=-2791.46<0300按构造配筋，实配2中14(As=308mm2)按构造配箍筋38@100验算最小配筋率：全截面：pmin=0.7%A实配：/?=—=A,308250x250X100%>Pmin=07%满足要求单侧：Pmin0.2%

124实酉己：p=^=1539xlOO%>p.=0.2%满足4250x250mm结论通过近一个半月的毕业设计，我完成了北京市钢筋混凝土框架结构办公楼设计，其中包括建筑施工图的绘制，结构方案设计、结构施工图的绘制和计算说的撰写。本设计完全根据新规范进行设计的，严格把握住框架结构的设计方向。在建筑设计的全过程中采用了新工艺，新方法等，综合考虑各种因素，达到“功能适用，经济合理，造型美观，环境相宜”的要求。计算中包括了地震作用计算，荷载效应组合，框架梁，框架柱设计，楼板设计，楼梯设计。结构设计考虑了便于施工，安全，经济合理等因素，具有较好的安全性，适用性及耐久性。设计出来的成果满足相关规范以及使用要求。本设计为框架结构，通过内力计算，完成了梁、柱的截面设计和配筋计算，同时也完成了柱下桩基础的设计以及各基本构件的设计。从建筑设计到结构设计运用了科学设计构思、、合理的设计方法和成熟的设计理论。总而言之，这次毕业设计内容难度适中不仅满足成人本科毕业设计的要求，而且题目类型属于工程实际，可以解决一定的工程问题。同时让我们亲手参与设计，为今后的学习工作打下坚实的基础。