《框架结构计算书.doc》由会员分享,可在线阅读,更多相关《框架结构计算书.doc(21页珍藏版)》请在淘文阁 - 分享文档赚钱的网站上搜索。
1、【精品文档】如有侵权,请联系网站删除,仅供学习与交流框架结构计算书.精品文档.仅参考第一章 设计资料1.建设地点:南方某城市。2.工程名称:某多层综合楼。3.水文、地质、气象原始资料:a. 气温:极端最高温度+40,极端最低温度-14.9。b. 平均相对湿度76%。c. 风向、主导风向N、NE,五、六、七三个月以南风为主,其次为北至东北风。d. 风荷载:基本风压0.3KN/。C类地区:基本雪压0.4KN/m2。4.程地质资料:根据勘测单位勘测资料,结合个岩土层的时代成因、沉积规律及工程地质性状不同,将场地勘察深度范围内岩土层分为四层,(从上至下)其特征分述如下:杂填土(Qml):灰黑黄色,稍密
2、,稍湿湿,局部呈密实状,由混凝土、沥青地板、粘性土及少量砖渣、瓦砾组成,充填时间大约20年。场区内均见分布,一般厚度0.403.90米,平均厚度1.73米。 粘土(Q2al):红褐红褐黄色,硬塑,湿稍湿,K2孔呈可塑硬塑状,含铁、锰氧化物及其结核,下部含高岭土团块或条带,局部含少量钙质结核,且粘性较差,夹粉质粘土,该层压缩性中偏低,场区均见分布,厚度1.005.30米,平均数3.47米,层顶标高42.5045.90米。层含粘土叫砾石家碎石(Q2dl+pl):红黄褐色,中密密实,湿,上部以角砾为主,角砾含量达6080%,次棱角状,砾径为520毫米,成人以石英砂为主,下部为角砾碎石,碎石含量大30
3、50%,粒径以3050毫米为主,最大达120毫米,棱角次棱角壮,成份以石英及石英砂岩为主,填充少量呈沙土及粘性土,分选差,级配良好。该层压缩性低,场区内均见分布,厚度1.366.20米,平均厚度4.40米,顶层标高37.2041.80米。层粘土(Qel):黄色,硬塑,稍湿稍干,含灰色高岭土团块,由泥岩、页岩风化残积而成,原岩结构已完成破坏,下部见少量泥岩,页岩碎屑,该层属中偏低压缩性土层,场区均见分布,一般厚度2.604.20米,平均厚度2.74米。顶层标高35.9540.50米。5、基础场地类别:类。6、设防烈度:七度,近震。岩土测试参数及建议表编号名称承载力标准值压缩模量沉管灌注桩极限侧阻
4、标准值极限端阻标准值Fk(kpa)Es(Mpa)Qsik(kpa)Qpk(kpa)1杂填土142粉质粘土1977.2503含粘土角砾夹碎石31612.6604粘土31411.66513007.柱的平面布置如图附图8a;框架轴向尺寸及节点编号如图8b.第二章 框架在竖向荷载作用下的内力计算荷载统计(依据荷载规范GBJ987)1.恒荷载标准值1.1、板(见下表1)(KN/m2)表1 板恒荷载计算表 性质具体做法(取值)荷载值屋面荷载(级防水)l 30厚250x250,C20预制混凝土板,缝宽35,1:1水泥砂浆填缝l 铺25厚中砂l 二层3厚SBS改性沥青防水卷材l 刷基层处理剂一遍l 20厚1:
5、2.5水泥加气混凝土碎渣找2%坡l 干铺150厚加气混凝土砌块(总厚251mm)l 钢筋混凝土屋面板,表面扫干净(100mm)l 配套金属龙骨l 铝合金方型板,规格500x500(总高度50mm)5.92楼面荷载l 12厚1:2水泥石子磨光l 素水泥浆结合成一遍l 18厚1:3水泥砂浆找平层l 素水泥浆结合成一遍(水磨石楼面)l 钢筋混凝土楼板(100mm厚)l 配套金属龙骨l 铝合金方型板,规格500x500(总高度50mm)3.22卫生间卫生间的板厚为80,其他荷载同楼面荷载2.721.2 梁(见下表2)(kN/m)表2 梁恒荷载计算表类型截面尺寸(m)自重(kN/m)备注框架梁(KL)0
6、.25x0.603.7500不计抹灰重。0.25x0.553.43750.25x0.402.5000非框架梁梁(L)0.20x0.452.25000.20x0.301.50000.20x0.351.75000.20x0.402.00001.3墙(见下表3)(kN/m2)表3 墙恒荷载计算表墙厚(mm)具体做法取值备注250250厚加气混凝土块1.875不计抹灰重200200厚加气混凝土块1.5001.4门窗(见下表4)(kN/m2)表4 门窗恒荷载计算表类型具体做法取值备注窗钢框玻璃窗0.45门窗的具体尺寸参见建筑图门木门框0.2铁钢门0.451.5抹灰(见下表5)(kN/m2)表5 抹灰恒荷
7、载计算表类型具体做法取值内墙水泥粉刷墙面(20厚,水泥粗砂)0.36外墙外墙拉毛墙面(包括25厚水泥砂浆打底)0.71.6楼梯-板式楼梯(见下表6)(kN/m2)表6 楼梯恒荷载计算表类型具体做法取值备注平台板l 20厚水泥砂浆打底(0.34)l 80厚板(25x0.08)l 15厚混合砂浆打底(17x0.015)2.6楼梯的具体尺寸见建筑平面图0.894是梯板斜角的余弦值;0.12是梯板的厚度(取梯板长度的2530分之一)梯段板l 栏杆(0.1)l 水磨石面层(0.65)l 锯齿形斜板25x(0.15/2+0.12/0.984)l 15厚混合砂浆板底粉刷(17x0.015)6.242.活荷载
8、(标准值)2.1楼面活荷载(见下表7)(kN/m2)表7民用建筑均布活荷载标准值及其永久系数类型性质标柱值(KN/m2)准永久值系数()楼面1.办公室1.50.42.会议室2.00.53.办公楼中的一般资料档案室2.40.54.商店3.50.55.厕所、盥洗室(办公楼)2.00.46.走廊、门厅、楼梯(办公楼)2.00.4屋面7.上人1.58.不上人0.7注:屋面均布荷载与雪荷载,取较大者,不同时考虑。本设计不考虑积灰荷载。2.2雪荷载(kN/m2) Sk=rs0=1.0x0.4=0.4式中Sk-雪荷载的标准值(kN/m2) r-屋面积雪分布系数(荷载规范6.2.17) s0-基本雪压(kN/
9、m2)(设计资料已明确为0.4)注:r由不同类型的屋面形式,由荷载规范5.2.1条规定采用。框架和柱按积雪全跨均布分布情况考虑。2.3风荷载(kN/m2) 计算主要承重结构时Wk=zsz0 ; 式中:Wk-高度Z处的风荷载标准值 ,kN/m2 z-高度Z处风振系数; s-风荷载体型系数; z-风压高度变化系数;0基本风压kN/m2风荷载的标准值:基本风压 0=0.3 kN/m2;风荷载体型系数 s=0.8-(-0.5)=1.3; 因房屋的高度小于30m,所以高度z处的风振系数z=1.0(规范6.4.1) z的取值见下表8,采用差值法计算。武汉市区,其地面粗糙程度属于C类。表8 z取值表离地面高
10、度(m)取值离地面高度(m)取值50.544.950.540100.718.850.670150.8412.750.787200.9416.650.873301.1120.550.94925.451.038注:表中各数值通过插入法求得。表9 各层Wk的取值表层号取值B柱上线荷B柱上线荷B柱上线荷B柱上线荷10.21007.21.5163.60.7584.50.9453.30.69520.26137.21.8813.60.9414.51.1763.30.86230.30697.22.2103.61.1054.51.3813.31.01340.34057.22.4533.61.2274.51.53
11、23.31.12450.37017.22.6653.61.3334.51.6653.31.22160.40297.22.9013.61.4514.51.8133.31.330注:B为受荷面宽度,单位为m第三章 框架在地震作用下的内力计算1.计算方法由于框架的框架的质量荷刚度分布比较均匀,高度不超过40m,以剪切变形为主的结构,以及近似于单质点的结构体系,所以可以采用底部剪力法简化计算。多层框架房屋,楼盖的平面刚度大,房屋的集中质量主要集中在楼盖附近,一般采用层模型作为计算简图。建筑的重力荷载代表值是建筑物遭遇多遇地震时,可能出现的最大重力荷载。按建筑抗震设计规范GB500112001,建筑的重
12、力荷载代表值应取质点范围内的永久荷载标准值与各可变荷载组合值之和。可变荷载组合值等于可变荷载标准值与组合系数之积。2.恒荷载的标准值Gk(kN)G1的计算:层号组成部分值墙250厚:高(4.5+1.63+0.45)/2-0.55+3.9/2=4.69长43.2x2+15.6x2+6.6x4+7x6.6=190.2100厚:高(4.5+1.63+0.45)/2-0.35+3.9/2=4.89长3.3+2.4x2+8.4+6.6=20.1扣除门窗洞口面积:2.4x3x8+2.4x2.1x4+2.4x2.1x2+1.8x2.1x2+0.9x2.1+1.5x2.1+2.1x3.0+1.8x3.0=11
13、1.54取门窗洞口荷载为0.3kN/m(木或钢) 墙重计算:7.5x0.25x4.69x190.2+0.1x4.89x20.1-111.54x0.25)+111.54x0.3=1494.131494.13梁梁类型梁重1221.5250.25x0.60线荷载3.75000.25x0.55线荷载3.43750.25x0.40线荷载2.50000.20x0.45线荷载2.25000.20x0.35线荷载1.75000.20x0.40线荷载2.00000.20x0.30线荷载1.500043.2x4x3.7500=6486.6x14x3.4375=317.6252.5x7x2.4=4213x2.25x
14、6.6=193.053.6x1.75x1=6.31x4.8x2=9.61x3.3x1.5=4.95梁抹灰梁类型抹灰重111.640.25x0.600.25x0.550.25x0.400.20x0.450.20x0.350.20x0.400.20x0.3043.2x4x(0.25+2x0.6)x0.36=22.556.6x14x(0.25+2x0.55)x0.36=44.91(0.25+2x0.4)x0.36x7x2.4=6.3513x(0.2+0.45x2)x0.36x6.6=33.983.6x(0.2+0.35x2)x0.36x1=1.171x4.8x(0.2+2x0.4)x0.36=1.7
15、31x3.3x(0.2+2x0.3)x0.36=0.95板卫生间:面载2.72面积3.6x6.6=23.76楼梯:面载6.24面积3.6x6.6x4=95.04营业厅、仓库:面载3.22面积43.2x15.6-23.6-95.04=673.922830.13柱边柱:截面400x400;面载4.54;总高:18x(6.13+3.9)x1/2=90.27中柱:截面500x500;面载6.93;总高:10x(6.13+3.9)x1/2=50.15757.37注:墙高以楼板为界,上下各一半;第一层高应层高再加上基础的埋深(楼高/15),200厚的墙扣除梁高均取0.55m;楼梯的面积含梯板面积;边柱截面
16、为400x400,中柱截面为500x500,柱面层荷载的为了方便均采用20厚的水泥沙浆计算。G2的计算:层号组成部分值墙250厚:高3.9长43.2x2+15.6x2+6.6x2+7x6.6=177.0200厚:高3.9长3.3+2.4x2+8.4+6.6=20.1扣除门窗:洞口面积2.1x2.1x12+2.4x2.1x2+3.14x(0.6)2x2+1.2x1.5+2.1x3.0+1.2x3.0+0.9x2.1+1.5x2.1=80.87取门窗洞口荷载为0.3kN/m(木或钢)墙重计算:7.5x(0.25x3.9x177.0+0.2x3.9x20.1-80.87x0.25)+80.87x0.
17、3/2+2526.8/2=1905.671905.67梁梁类型梁重1236.3750.25x0.60线荷载3.75000.25x0.55线荷载3.43750.25x0.40线荷载2.50000.20x0.45线荷载2.25000.20x0.35线荷载1.75000.20x0.40线荷载2.00000.20x0.30线荷载1.500043.2x4x3.7500=6486.6x14x3.4375=317.6252.5x7x2.4=4214x2.25x6.6=207.93.6x1.75x1=6.31x4.8x2=9.61x3.3x1.5=4.95梁抹灰梁类型抹灰重114.250.25x0.600.2
18、5x0.550.25x0.400.20x0.450.20x0.350.20x0.400.20x0.3043.2x4x(0.25+2x0.6)x0.36=22.556.6x14x(0.25+2x0.55)x0.36=44.91(0.25+2x0.4)x0.36x7x2.4=6.3514x(0.2+0.45x2)x0.36x6.6=36.593.6x(0.2+0.35x2)x0.36x1=1.171x4.8x(0.2+2x0.4)x0.36=1.731x3.3x(0.2+2x0.3)x0.36=0.95板卫生间:面载2.72;面积3.6x6.6=23.76楼梯:面载6.24;面积3.6x6.6x2
19、=47.52资料室、文印室、会议室、办公室:面载3.22;面积43.2x15.6-23.76-47.52=602.642260.78柱边柱:截面400x400;面载4.54;总高18x3.9=70.2中柱:截面500x500;面载6.93;总高10x3.9=39588.98注:墙高以楼板为界,上下各一半;200厚的墙扣除梁高均取0.55m;楼梯的面积含梯板面积。G3-G5的计算:层号组成部分值墙250厚:高3.9长43.2x4+15.6x2+6.6x14+2.4x2=301.2200厚:高3.9长13x6.6+2.4+3.3=91.5扣除门窗:洞口面积1.8x18x2.1+1.2x1.5x6+
20、3.14x(0.6)2+1.5x2.1+0.9x2.1+1x19x2.1+3x3.4x2=133.97取门窗洞口荷载为0.3kN/m(木或钢)墙重计算:7.5x(0.25x3.9x301.2+0.2x3.9x91.5-133.97x0.25)+133.97x0.3=2526.802526.80梁梁类型梁重1236.3750.25x0.60线荷载3.75000.25x0.55线荷载3.43750.25x0.40线荷载2.50000.20x0.45线荷载2.25000.20x0.35线荷载1.75000.20x0.40线荷载2.00000.20x0.30线荷载1.500043.2x4x3.7500
21、=6486.6x14x3.4375=317.6252.5x7x2.4=4214x2.25x6.6=207.93.6x1.75x1=6.31x4.8x2=9.61x3.3x1.5=4.95梁抹灰梁类型抹灰重114.250.25x0.600.25x0.550.25x0.400.20x0.450.20x0.350.20x0.400.20x0.3043.2x4x(0.25+2x0.6)x0.36=22.556.6x14x(0.25+2x0.55)x0.36=44.91(0.25+2x0.4)x0.36x7x2.4=6.3514x(0.2+0.45x2)x0.36x6.6=36.593.6x(0.2+0
22、.35x2)x0.36x1=1.171x4.8x(0.2+2x0.4)x0.36=1.731x3.3x(0.2+2x0.3)x0.36=0.95板卫生间:面载2.72;面积3.6x6.6=23.76楼梯:面载6.24;面积3.6x6.6x2=47.52资料室、文印室、会议室、办公室:面载3.22;面积43.2x15.6-23.76-47.52=602.642260.78柱边柱:截面400x400;面载4.54;总高18x3.9=70.2中柱:截面500x500;面载6.93;总高10x3.9=39588.98G6的计算层号组成部分值墙G3的一半+女儿墙自重=2526.80/2+220.50=1
23、483.90女儿墙自重:7.5x0.25x1.0x(43.2+15.6)x2=220.51483.90梁梁类型梁重1236.3750.25x0.60线荷载3.75000.25x0.55线荷载3.43750.25x0.40线荷载2.50000.20x0.45线荷载2.25000.20x0.35线荷载1.75000.20x0.40线荷载2.00000.20x0.30线荷载1.500043.2x4x3.7500=6486.6x14x3.4375=317.6252.5x7x2.4=4214x2.25x6.6=207.93.6x1.75x1=6.31x4.8x2=9.61x3.3x1.5=4.95梁抹灰
24、梁类型抹灰重114.250.25x0.600.25x0.550.25x0.400.20x0.450.20x0.350.20x0.400.20x0.3043.2x4x(0.25+2x0.6)x0.36=22.556.6x14x(0.25+2x0.55)x0.36=44.91(0.25+2x0.4)x0.36x7x2.4=6.3514x(0.2+0.45x2)x0.36x6.6=36.593.6x(0.2+0.35x2)x0.36x1=1.171x4.8x(0.2+2x0.4)x0.36=1.731x3.3x(0.2+2x0.3)x0.36=0.95板楼梯:面载6.24;面积3.6x6.6x2=4
25、7.52屋面:面载5.92;面积43.2x15.6-47.52=626.44004.81柱边柱:截面400x400;面载4.54;总高18x3.9/2=35.1中柱:截面500x500;面载6.93;总高10x3.9/2=19.5294.49注:墙高以楼板为界,上下各一半;200厚的墙扣除梁高均取0.55m;楼梯的面积含梯板面积。3.活荷载的标准值Qk (kN)见表不考虑屋面活荷载,且活荷载的折减系数为0.5。Qi的计算:层号组成部分值Q1卫生间:面载2.0x0.5;面积3.6x6.6=23.76仓库:面载5.0x0.5;面积6.6x6.0=39.6营业厅:面载3.5x0.5;面积43.2x1
26、5.6-23.76-39.6=610.561191.24Q2-Q5卫生间:面载2.0x0.5;面积3.6x6.6=23.76会议室:面载2.0x0.5;面积7.2x6.6x4=190.08办公室:面载1.5x0.5;面积43.2x15.6-190.08-23.76=460.08558.94.重力荷载的代表值(kN)计算如下表重力荷载的代表值的计算层号GiQiGeq=0.85G11494.13+1221.525+111.64+2830.13+757.37=6414.801191.24(6414.80+1191.24+6106.06+6727.19+558.9+558.9+6727.19+7133
27、.83)x0.85=23912.2221905.67+1236.375+114.25+2260.78+588.98=6106.06558.93-52526.8+1236.375+114.25+2260.78+588.98=6727.1961483.9+1236.375+114.25+4004.81+294.49=7133.8305.底部剪力法5.1本框架的自震周期T1=0.33+0.00069=0.33+0.00069=0.496s查表可知:类场地,近震,Tg=0.35s;多遇烈度,max=0.08因为:TgT11.4 Tg=0.490s尚需考虑顶部附加水平地震作用。n=0.08T1+0.01
28、=0.08x0.496+0.01=0.04975.2结构总水平地震作用标准值FEK=1Geq=0.058x23912.22=1386.91kN顶点附加水平地震作用 Fn=n FEK=0.0497x1386.91=68.92kN5.3各层水平地震作用标准值,楼层地震剪力及楼层层间位移计算见表Fi、Vi、和ue的计算层Gi(kN)Hi(m)Gi HiGi HiFi67133.8330.955220827.7077760932.2008628.086868656727.1926.08175445.1152334.716961146727.1921.205142650.064272.150044536
29、727.1916.33109855.0127209.583127926106.0611.46 69944.9173133.442017716414.86.5842209.38480.52772929注:(其中 Fi=(1-n)FEK )考虑顶部附加水平地震作用,表中第6层Fi加上3Fn。6.主要框架的受荷图6.1计算长度的取值如下表构件长度计算构件取值m取值m备注梁见图取轴线间距柱6.58(底层)4.875(其他层)6.2构件刚度的取值如下表构件的刚度计算构件B(m)H(m)A(m2)I(m3)I0(m3)E(kN/m2)EA(kN)EI(kN.m2)备注柱0.40.40.160.00210.
30、00213.00E+074.80E+066.40E+040.50.50.250.00520.00523.00E+077.50E+061.56E+05边框梁0.250.40.10.00130.0023.00E+073.00E+066.00E+04I放大1.5倍0.250.550.13750.00350.00523.00E+074.03E+061.56E+050.250.60.150.00450.00683.00E+074.50E+062.03E+05中框梁0.250.40.10.00130.00273.00E+073.00E+068.00E+04I放大2.0倍0.250.550.13750.00
31、350.00693.00E+074.13E+062.08E+040.250.60.150.00450.0093.00E+074.50E+062.70E+05注:I=,采用C30的混凝土(弹性模量E=3.0x107)。计算模型详见附图12.6.3框架刚度的取值采用节点施加100kN的方法(见附图),得到挠度系数,其倒数即为刚度。计算过程见表。结构的刚度计算轴号性质654321A、D挠度值0.0230.020.0170.0130.010.006刚度值43.485058.82476.923100166.67B、C挠度值0.0130.0110.0090.0070.0050.003刚度值76.9290.
32、91111.11142.86200333.331、7挠度值0.0470.0410.0330.0260.0190.012刚度值21.22724.3930.3038.4652.6383.332-6挠度值0.0300.0260.0210.0160.0120.007刚度值33.3338.4647.6262.5083.33142.86每榀框架的F(地震力)计算轴号ABABABABABAB层号654321每榀刚度43.4876.925090.9158.82111.1176.92142.86100200.00166.7333.3刚度总和(2A+2B)240.8281.82339.86439.56600100
33、0所占比例0.1810.3190.1770.3230.1730.3270.1750.3250.1670.3330.1670.333结构F值(kN)628.09334.72272.15209.58133.4480.53每榀F值(kN)113.6887.3059.25108.1147.0888.9936.6868.1122.2844.4413.4526.82轴号121212121212层号654321每榀刚度21.2833.3324.3938.4630.3047.6238.4662.552.6383.3383.33142.86刚度总和(2+5)209.21241.08298.7389.42521.
34、91880.96所占比例0.1010.1590.1010.1590.1010.1590.0990.1600.1010.1600.0950.162结构F值(kN)628.09334.72272.15209.58133.4480.53每榀 F值(kN)63.4399.8733.8153.2227.4943.2720.6933.5313.4821.357.6513.05注:中,Z1和Z2分别表示轴1和轴2。第四章 荷载作用下的框架受力4.1恒荷载作用下的受荷计算见表。轴线A-D传给柱的荷载计算见表计算模型图及计算结果见附图1号轴线框架受荷计算(恒载)层号传荷构件AB梁(kN/m)BC梁(kN/m)C
35、D梁(kN/m)2墙6.281506.28125板左000右5.048301/2梁处单向板1.632,中点集中力36.98,后1/2梁处双向板2.805梁+抹灰3.4375+3.5512.5+1.8023.4375+3.5513-6墙6.281506.28125板左000右5.048301/2梁处单向板1.632,中点集中力36.98,后1/2梁处双向板2.805梁+抹灰3.4275+3.552.5+1.8023.4375+3.551屋面女儿墙2.5752.5752.575板左000右9.28109.281梁+抹灰3.4375+0.3242.5+0.2163.4375+0.3242号轴线框架受
36、荷计算(恒载)层号传荷构件AB梁(kN/m)BC梁(kN/m)CD梁(kN/m)2墙006.28125板左10.09670N(ZP)19.48,N 20.08。右05.048梁+抹灰2.5+0.4862.5+0.3783.4375+2.4123-6墙6.281506.2815板左10.09670N(ZP)26.1144,N 24.008。右05.048梁+抹灰3.4375+2.4122.5+0.3783.4375+2.412屋面女儿墙000板左18.5630N(ZP)26.1144,N 24.008。右9.281梁+抹灰3.4375+0.3242.5+0.2163.4375+0.324注:N(
37、ZP)表示中间平台集中力,N表示楼层平台集中力。3-4号轴线框架受荷计算(恒载)层号传荷构件AB梁(kN/m)BC梁(kN/m)CD梁(kN/m)2墙006.2815板左10.096705.0484右0N(ZP)52.2288,N 48.016。梁+梁抹灰3.4375+0.4862.5+0.3183.4375+0.4863-6墙6.281506.2815板左10.096705.0484右0N(ZP)26.1144,N 24.008。梁+抹灰3.4375+2.4122.5+0.3183.4375+2.412屋面女儿墙000板左18.563018.563右0梁+梁抹灰3.4375+0.3242.5
38、+0.2163.4375+0.324注:二层3,4号轴线CD梁左右荷载相反,上表为3号轴线。5号轴线框架受荷计算(恒载)层号传荷构件AB梁(kN/m)BC梁(kN/m)CD梁(kN/m)2墙006.2815板左10.096705.048右0N(ZP)26.1144,N 24.008。梁+抹灰3.4375+0.3242.5+0.2163.4375+2.4123-6墙6.281506.2815板左10.092705.048右0N(ZP)26.1144,N 24.008。梁+梁抹灰3.4375+2.4122.5+0.3183.4375+2.412屋面女儿墙000板左18.56309.281右0N(Z
39、P)26.1144,N 24.008。梁+抹灰3.4375+0.3242.5+0.2163.4375+0.3246号轴线框架受荷计算(恒载)层号传荷构件AB梁(kN/m)BC梁(kN/m)CD梁(kN/m)2墙6.28156.56256.2815板左10.092700右00梁+梁抹灰3.4375+0.3242.5+0.21603-6墙6.281500板左10.092701.932右05.048梁+梁抹灰3.4375+2.4122.5+0.2163.4375+0.324屋面女儿墙000板左18.563012.375右0梁+梁抹灰3.4375+0.4772.5+0.3183.4375+0.4777号轴线框架受荷计算(恒载)层号传荷构件AB梁(kN/m)BC梁(kN/m)CD梁(kN/m)2墙4.13353.18754.1335板左5.04833.18755.0483右000梁+梁抹灰3.4375+3.5512.5+1.8023.4375+3.5513-6墙4.13353.18756.28125板左5.048305.0483右000梁+梁抹灰3.4375+2.33732.5+1.8023.4375+3.55屋面女儿墙2.5752.5752.575板右000左9.28109.281梁+梁抹灰3.4375+0
限制150内