结构计算书手算样板

结构计算书手算样板

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-X2L-1-刖s建筑设计阶段,我主要完成了以下几方面工作:1、拟定两个方案,分析比较后,选定其中一个方案。2、完成建筑平面、立面、剖面图,其中立面图两个,平面图五个,剖面图两个。结构设计阶段,我主要完成了以下几方面工作:1、结构选型及各结构层的结构平面布置并绘制施工图;2、完成一层现浇板的计算并绘制施工图;3、完成某四跨连系梁的设计;4、完成一棉框架的内力分析和配筋计算;5、绘出框架施工图;6、基础的设计并绘制施工图。7、楼梯的设计并绘制施工图。其他工作:包括翻译一篇专业论文,写••份与毕业设计有关的文字说明,运用OFFICE等软件进行计算书的编写,运用AUTOCAD进行绘图等工作。通过这次对虚拟课题的设计,我综合的运用所学到的知识,潜心研究,最后整理出了这一份设计成果。由于本人的能力有限,在一些地方不免有错漏之处,请大家进行指正。设计期间,我得到了两位指导老师的悉心指导,在此,我向她们表示崇高的敬意和衷心的感谢。学生:年月日

1摘要IAbstractII第1章结构计算书说明2第2章结构计算书41楼盖结构计算42连续梁计算143框架结构计算274基础结构计算885楼梯计算97致谢100参考文献101

2第1章结构计算书总说明本毕业设计结构计算书主要内容有:1.1楼盖结构计算本设计采用了弹性理论计算方法对楼盖的板进行结构分析和计算,并根据计算结果进行配筋构造设计。1.2连续梁计算本设计采用了弹性理论和塑性内力重分布两种计算方法对楼盖的梁进行结构分析和计算,并根据计算结果进行配筋构造设计。1.3框架结构计算本设计采用人工计算的方法对所选取的一根框架进行了结构计算,主要进行了框架荷载计算、框架内力计算、框架荷载效应组合和框架截面设计等。1.4基础结构计算本设计基础选用柱下独立基础,主要对框架结构计算中所选取的一根框架的柱下独立基础进行了结构计算和设计。1.5楼梯结构计算本设计采用板式楼梯,主要对楼梯板、平台板、平台梁进行结构计算和设计,并根据计算结果进行配筋构造设计。注:本结构计算和设计均按新规范要求进行计算和设计。第2章结构计算书

31楼盖结构计算[设计资料]本办公楼楼盖结构采用现浇钢筋混凝土楼盖,楼面面层为30mm厚水磨石,100mm厚钢筋混凝土板,底面用20mm厚石灰砂浆抹平,楼盖采用C20混凝土(fc=9.6N/mm2),钢筋采用HPB235级(f,=210N/mm2)o梁中纵向受力钢筋采用HRB335级钢筋,其它采用HPB235级钢筋。[结构布置]选第三层结构平面进行设计,楼盖梁板结构布置及构件编号和尺寸见结施图,由于是对称的选其中一部分进行计算,楼面板的布置如下图1所示(图中尺寸单位为mm):弧8⑴楼面板[100mm(120mm)厚]30mm厚水磨石100mm(120mm)厚钢筋混凝土板20mm厚石灰砂浆板底抹灰吊顶0.65kN/m20.lm(0.12m)X25kN/m3=2.5kN/m2(3kN/m2)0.02mX17kN/m3=0.34kN/m20.5kN/m2小计恒载标准值活载标准值荷载设计值[注:S3.99(4.49)kN/m2gk=3.99(4.49)kN/m2qk=2.00kN/m-p=1.2X3.99(4.49)+1.4X2.00=7.588(8.188)kN/m2)括号内数值为120mm厚板荷载](2)走廊楼面板(80mm)厚30mm厚水磨石80mm厚钢筋混凝土板20mm厚石灰砂浆板底抹灰吊顶小计恒载标准值:活载标准值:0.65kN/m20.08mX25kN/m=2kN/m20.02mX17kN/m3=0.34kN/m20.5kN/m2S3.49kN/m2gk=3.49kN/mLqk=2.50kN/m2

4荷载设计值:(3)卫生间板(100mm)厚30mm厚水磨石100mm厚钢筋混凝土板500mm厚焦渣混凝土20mm厚石灰砂浆板底抹灰吊顶小计恒载标准值:活载标准值:荷载设计值:(4)阳台板(100mm)厚30mm厚水磨石100mm厚钢筋混凝土板20mm厚石灰砂浆板底抹灰吊顶小计恒载标准值:活载标准值:荷载设计值:p=l.2X3.49+1.4X2.50=7.688kN/m20.65kN/m20.lmX25kN/ms=2.5kN/m20.5mX12kN/m3=6kN/m20.02mX17kN/m;i=0.34kN/m20.5kN/m2S9.99kN/m2gk=9.99kN/m2qk=2.00kN/m2p=1.2X9.99+1.4X2.00=14.788kN/m20.65kN/m20.lmX25kN/m3=2.5kN/m20.02mX17kN/m3=0.34kN/m20.5kN/m2S3.99kN/m2gk=3.99kN/m2qk=2.50kN/m2p=l.2X3.99+1.4X2.50=8.288kN/m21.1双向板计算(1)按弹性理论设计:将连续双向板简化成单块的双向板计算。1)设计荷载★楼面板荷载:100mm厚楼板:q=2.00X1.4=2.80KN/m2g=3.99(4.49)XI.2=4.788(5.388)KN/m2g+q/2=4.788(5.388)+2.80/2=6.188(6.788)KN/m2q/2=2.80/2=1.4KN/m2g+q=4.788(5.388)+2.8=7.588(8.188)KN/m2120mm厚楼板:q=2.00X1.4=2.80KN/m2g=4.49X1.2=5.388KN/m2g+q/2=5.388+2.80/2=6.788KN/m2q/2=2.80/2=1.4KN/m2g+q=5.388+2.8=8.188KN/m2★走廊楼面板荷载:q=2.5X1.4=3.50KN/m2g=3.49X1.2=4.188KN/m2g+q/2=4.188+3.50/2=5.938KN/m:q/2=3.50/2=1.75KN/m2g+q=4.188+3.5=7.688KN/m2★卫生间板荷载:q=2.0X1.4=2.80KN/m2

5g=9.99X1.2=11.988KN/m2g+q/2=ll.988+2.80/2=13.388KN/m2q/2=2.80/2=1.40KN/m2g+q=ll.988+2.80=14.788KN/m22)计算跨度,当采用弹性方法计算内力时,由于支座宽度较小,近似取轴线距离为跨度。内跨lo=lc(轴线距离)边跨lo=1c(轴线距离)3)荷载布置方式:求某板跨中最大弯距时,在隔跨布活荷载,然后棋盘式布置活荷载。4)内力计算a.边界条件:计算跨中弯矩时,在对称荷载g+;p作用下,支座四边按实际情况取。在反对称荷载士'p作用下,支座四边按钱支,然后进行叠加。计算跨中弯矩时,考虑波桑比的影响(u=0.2)。求支座弯矩时,在g+p作用下,支座四边按实际情况取,计算其内力。m})=nh+Umy,my(p)=my+umKob.边界确定后计算各块板内力,板编号见图1。B:,区格板(两相邻边连续,其余两简支):lx/ly=3600mm/5700mm=0.63查表得:当口=0时,mx=(0.0495X13.738+0.0845X1.75)KN/m2X(3.6m)2=10.73my=(0.0210X13.738+0.0383X1.75)KN/m2X(3.6m)2=4.61当u=0.2时,(10.73+0.2X4.61)KN•65KN•m/mmy(w)=(4.61+0.2X10.73)KN•m/m=6.75KN•m/m即:mx=(0.0495+0.2X0.0210)X(g+q/21;)+(0.0845+0.2X0.0383)Xq/2X1/=(0.0495+0.2X0.0210)X13.738X3.62+(0.0845+0.2X0.0383)X1.75X3.62=9.56+2.09=11.65KN•m/m

6my=(0.0210+0.2X0.0495)X(g+q/2)L2+(0.0383+0.2X0.0845)Xq/2X1/=(0.0210+0.2X0.0495)X13.738X3.62+(0.0383+0.2X0.0845)X1.75X3.62=5.50+1.25=6.75KN•m/mm/=-0.1062X15.488X3.62=-21.32KN•m/mm/=-0.0780X15.488X3.62=-15.66KN•m/m对各区格板分别算得的弯矩值,列于表1中。表1双向板内力计算表(KN・m/m)区格BiB?L/L3.6m/5.7m=0.633.6m/5.7m=0.63布/2土q/2q+q/2土q/2跨计算筒肉1^L.-1.11中mx(0.0798+0.2X0.0261)X13.388X3.62+(0.0798+0.2X0.0261)XI.40X3.62=16.29(0.0530+0.2X0.0110)X6.188X3.62+(0.0798+0.2X0.0261)XI.4X3.6?=5.97my(0.0261+0.2X0.0798)X13.388X3.62+(0.0261+0.2X0.0798)XI.40X3.62=8.06(0.0110+0.2X0.0530)X6.188X3.62+(0.0261+0.2X0.0798)XI.40X3.62=2.49支q+qq+q计算简图1111尢31111।1“M3座mx00.0124X7.588X3.62=1.22

7my0-0.1149X7.588X3.62=-11.30区格B:tB.lx/ly3.6m/5.7m=0.634.7m/5.08m=0.93跨中计算简图土q/2g+q/2土q/2%,mjmi,r111L忙*m;计r1111L1ID,1mx(0.0495+0.2X0.0210)X6.188X3.62+(0.0845+0.2X0.0383)XI.4X3.62=5.98(0.0248+0.2X0.0263)X6.788X4.72+(0.0486+0.2X0.0433)XI.4X4.72=6.28my(0.0210+0.2X0.0495)X6.188X3.62+(0.0383+0.2X0.0845)XI.4X3.6?=3.48(0.0263+0.2X0.0248)X6.788X4.72+(0.0433+0.2X0.0486)XI.4X4.7J6.33支计算简图9+qg+q1忙miJDii1忙ID,膻咻座mx-c.1062X6.188X3.62=-8.52-0.0637X8.188X4.72=-ll.52my-0.0780X6.188X3.62=-6.26-0.0588X8.188X4.72=-10.64区格b5Be2.4m/3.6m=0.672.4m/3.6m=0.67跨中计算简图g+q/2±q/24±q/2L1忙叫1叩曲|_际xrLm»l_m.m,i1111L1111l)111mx(0.0458+0.2X0.0162)X5.938X2.42+(0.0749+0.2X0.0286)XI.75X2.42=2.49(0.0359+0.2X0.0160)X5.938X2.42+(0.0747+0.2X0.0286)X1.75X2.42=2.15(0.0162+0.2X0.0458)X5.938(0.0160+0.2X0.0359)X

8myX2.42+(0.0286+0.2X0.0749)XL75X2.42=1.315.938X2.42+(0.0286+0.2X0.0747)XI.75X2.42=1.23支计算简图g+qrng+qInLInHli%Hxr座mx-0.0782X7.688X2.42=-3.46-0.0749X7.688X2.42=-3.32my-0.0572X7.688X2.42=-2.53-0.0562X7.688X2.4z=-2.49区格b7b82.4m/3.6m=0.672.4m/5.08m=0.47跨计算简图g+q/2土q/21mg阴1+q/2zrzr±m,L|1串xm*miFTr-i1L」r11nL'1L」中mx(0.0360+0.2X0.0081)X5.938X2.42+(0.0710+0.2X0.0279)XI.75X2.4-2.06(0.0399+0.2X0.0097)X5.938X2.42+(0.0970+0.2X0.0329))<1.75X2.42=2.48my(0.0081+0.2X0.0360)X5.938X2.42+(0.0279+0.2X0.0710)XL75X2.4JO.94(0.0097+0.2X0.0399)X5.398X2.42+(0.0329+0.2X0.0970)XL75X2.4』.07支座计算简图g+q_rn_g+q11111h11111qffii%iriir「吗1忙1m,-0.0812X7.688X2.42=-3.60-0.0831X7.688X2.42=-3.68my-0.0572X7.688X2.42=-2.53-0.0587X7.688X2.42=-2.60L/l,计算简图(跨中)3.6m/5.08m=0.71

9mx(跨中)(0.0296+0.2X0.0071)X6.788X3.62+(0.0781+0.2X0.0127)X1.4X3.6?=4.19_Lg+q/2gii|iiiiI叫%,jmy跨中)(0.0071+0.2X0.0296)X6.788X3.62+(0.0127+0.2X0.0781)XI.4X3.62=1.66丁土q/211小111mx(支座)计算简图(支座)-0.0996X8.188X3.62=-10.57my(支座)-0.0378X8.188X3.62=-4.01g+qrri晒”m干jBi-B2支座m=-X(0+1.22)=0.61工2Bi-B5支座m=-X(0-3.46)=-1.73'2b2-b6支座m=-X(1.22-3.32)=-1.0512B3-Bi支座m=-X(-8.52-11.52)=-10.02工2b3-b6支座m=-X(-8.52-3.32)=-5.92工2b3-b3支座m=-X(-8.52-8.52)=-8.52工2b3-b9支座m=-X(-8.52-10.57)=-9.55,2b4-b8支座m=-X(-11.52-3.68)=-7.60*2B「Bi支座m=-X(-11.52-11.52)=-11.52工2b5-b6支座m=-X(-3.46-3.32)=-3.39,2

10Be禺支座m=-X(-3.32-3.60)=-3.4612Bg-Bh支座m=-X(-3.32-3.68)=-3.5012B「Bg支座=1x(-3.68-4.01)=-3.852Bb-B,支座m=-X(-3.68-3.68)=-3.682B厂Bg支座m=-X(-4.01-4.01)=-4.01125)截面设计截面有效高度:L方向跨中截面的hOI=h-20=100-20=80mm;L方向跨中截面的鼠=h-30=100-30=70mm;支座截面的hox=80mmo中间区格板周边均为现浇梁,考虑板的内拱作用,将区格氏及区的跨中弯矩及B「B3、B「Bi、BiBg及By-By支座弯矩减少20%,其余均不折减。为了便于计算,均近似取r=0.95,4=用。截面配筋计算结果及实际配筋,列于表2中。0.95%4表2按弹性理论计算双向板截面的计算与配筋项截\面ho(mm)M(KN.m)As(mm2)配筋实用As(mm2)DL8016.291021*1201101028B,1>708.065774)10@130604DL805.973744>80130387L702.491788@200251DI805.983754>80130387B:,1..703.48249680200251806.283934>80125402跨B,L706.334534)8@110457RL802.49156680200251BsL701.319468@200251DL802.15X0.8=1.7210868@200251Bfi1中701.23X0.8=0.98704>8@200251RL802.0612968@200251B711700.946768@200251DL802.48X0.8=1.98124小802002511>.701.07X0.8=0.866268@200251DL804.192634>8@190263B9L701.6611968@200251Bi-B2800.613868@200251支B-B.,80-1.733614>80130387

11座b2-b580-1.057068@200251B3-Bi80-10.02628100125628B3-Bg80-5.923714>80130387B3-B380-8.52X0.8=6.814274)8@110457B3-By80-9.55598610@130604B「Br80-7.604768@100503BcBi80-11.52X0.8=9.2257810@130604b5-b680-3.392148@200251Be-B?80-3.462174>80200251b6-br80-3.50219680200251B8-By80-3.852414>80200251B8-Bs80-3.68X0.8=2.9418468@200251B9-By80-4.01X0.8=3.21201680200251A验算表中板的配筋率2=—>pmin=max(0.2%,45///,%)她Asmin=max(0.2%bho或45f,/fy%bh0)=max[0.2%X1000X80(45X1.1/210)%X1000X80]=max(160192)上表中所有As>192mm2,因此满足要求.1.2阳台单向板计算B”区格板:取1m宽板带为计算单元,计算方法采用弹性理论方法。计算跨度取为支座中心线间距离:/=1200mm,计算简图如图2所示:AB!.,1200.02b=1000mm,h=120mm,ho=120-20=100mm,fc=9.6N/mmJ,ft=1.lN/mm2,fy=210N/mrn"M=l«/2=lx8.288x1.22=5.97KN•m22栈面配筋:5.97xlO6=0.062支座C:%"ajcbh^~1.0x9.6x1000xlOO2

124=1-J12a;=1-Jl-2x0.062=0.064_a^bhvfc_1.0x0.064x1000x100x9.6_2A===293"〃九fy210选配钢筋巾8矶70,4=296mm2o配筋验算:bhQ2961000x100=0.3%>心血=max(0.2%,45///,,%)=0.24%支座弯距按阳台两侧的双向板的支座弯距不折减采用2、连续梁(LL)计算连续梁的布置如下图3、4所示。计算方法分别采用了弹性理论方法和塑性理论方法(即内力

13重分布法)。2.1连续梁(LL1)的计算计算方法采用弹性理论方法,考虑活荷载的最不利布置。3.99[9.99]KN/m2X(3.6/2)m=7.18[17.98]KN/m4.lKN/m2X(3.6-0.3)mX0.6=8.12KN/m0.25mX(0.3-0.l)mX25KN/m=1.25KN/m(0.3-0.l)mX2X0.02mX17KN/m:i=0.14KN/m⑴、估计梁截面尺寸h=l/18〜1/12=3600/8〜3600/18=450〜200取h=300mm,b=250mm。⑵、荷载设计值1)、线荷载:板传来恒荷载多孔粘土砖(240墙)有窗折减梁自重20mm厚次梁粉刷小计Sg,=7.18:17.98]KN/m(三角形荷载)2g2=8.12+1.25+0.14=10.00KN/m(均布线荷载)

14恒荷载设计值g,=7.18[17.98]X1.2=8.62[21.58]KN/mg2=10.00X1.2=12KN/m活荷载设计值q=2KN/m2X1.4义⑶6/2)m=5.04KN/m(注:[]括号内数值为卫生间荷载)2)、把三角形分布荷载化为等效均布荷载p:恒载:"=2x8.62(21.58)=5.39(13.49)KN/m8活载:q=-X5.04=3.15KN/m8即:p产5.39+12.00+3.15=20.54KN/mp2=13.49+12.00+3.15=28.64KN/m把三角形荷载化为均布荷载后计算简图如图5:dA:360013600J3600136001图5LL1梁等效荷耨算随可把图5中的连梁计算简图看成图6中两图叠加:将卫生间荷载分解为P2=Pi+p:,,Pi按等跨均布荷载计算内力,P:,单独计算内力,最后叠加。[mil]川山川卜g2°△f△}360013600113600136001十(2IHHHHHnA77^[TZSFZs>3600J3600IJ3600136001@6LL1梁计算简因(3)、内力计算梁按四等跨等截面连续梁计算,梁的计算跨度:L=3600mmo梁的折算荷载为:恒载g'=g+q/4=(5.39+12.00)+3.15/4=18.18kN/m在计算中按满布荷载卫:(13.49)(27.07)活载q=3q/4=(3X3.15)/4=2.36kN/m在计算中按最不利情况布置

15①、计算图6中(1)图的弯矩:在各种不同分布的荷载作用下的内力计算可采用等跨连续梁的内力系数表进行,跨内和支座截面最大弯矩及剪力按下式计算,贝IJ:M=KgL2+KqL2V=KgL+KqL式中系数K值由附表查得,具体计算结果以及最不利荷载组合见表3、表4。将以上最不利荷载组合下的六种弯矩图及六种剪力图分别叠画在同一坐标图上,即可得梁的弯矩包络图(见图7)及剪力包络图(见图8)表3LL1梁的弯矩计算(KN・m)⑴图序号计算简图及弯矩图边跨跨内中间支座中间跨跨内KMKMbKMcKMdKm2KK个二十:了?Hrf,v77早v*wWifIK0.07718.14-0.107-0.07-0.1070.0368.480.0368.480.07718.14-25.21-16.73-25.21qJJ(KN/n,,,,,,,,”,,,,“,,,,”Hi16晨J**V*0.1003.06-0.054-0.036-0.054—:——0.0812.48--1.65-1.10-1.65

16QJKKN/n*1邮叫叫叫1啊吗IJ)-1~~~!Q$1/¥V早号、411如0.072-0.121-0.018-0.0580.0610.0982.20-3.70-0.55-1.771.873.00q:?Wt>个;丫;1:1;干iJl>«Aiu八、,\、今*v*v*—:—-0.036-0.107-0.0360.0560.056■■-1.10-3.27-1.101.711.71川川一」川"川二1JLL24M*34«X441mL].1361M1*]曲M-\L△今\^z早早\/U—-0.054-0.036-0.0540.0810.100-1.65-1.10-1.652.483.06题叫吗出叫“胪”也也fJ6J:J11M]niA八,u入广干y+\/v0.098-0.058-0.018-0.1210.0610.0723.00-1.77-0.55-3.701.872.20最不利荷载组合①+②21.20-26.86-17.83-26.868.4810.9618.14①+③20.34-28.91-17.28-26.9810.358.4821.14①+④18.14-26.31-20.00-26.3110.1910.1918.14①+⑤18.14-26.86-17.83-26.8610.968.4821.20①+⑥21.14-26.98-17.28-28.918.4810.3520.34②、计算图6中⑵图的弯矩:次梁折算后恒载:g=27.07-18.18=8.89kN/m活载:q=2.36kN/m即:P=g+q=8.89+2.36=11.25kN/m

17表3LL1梁的弯矩计算(KN•m)⑵图序号计算简图及弯矩图边跨跨内中间支座中间跨跨内KKMrKMcKKm2KK也P;11Wn〜二**B110.094-0.0670.018-0.004———13.71-9.772.62-0.58(1)+(2)最不利荷载组合①+②+⑦34.91-36.63-15.21-27.448.4810.9618.14①+③+⑦34.05-38.68-14.66-27.5610.358.4821.14①+④+⑦31.85-36.08-17.38-26.8910.1910.1918.14①+⑤+⑦31.85-36.63-15.21-27.4410.968.4821.20①+⑥+⑦34.85-36.75-14.66-29.498.4810.3520.34③、计算图6中⑴图的剪力:表4LL1梁的剪力计算(KN)⑴图序号计算简图及弯矩图端支座中间支座K彳K工K心K口K%K%右K亚KVn/-川忖1川山刖川川刖川用H♦~_1-__4-__a_+»肋卜1,、]…\0.39325.72-0.393-0.6070.536-0.4640.464-0.5360.60739.73-25.72-39.7335.08-30.3730.37-35.08△\UL、、工儿飞N,5N

18.winihi4ik,UM.MMQ.241;II\IttIBl\II*(*-4~~♦»UHi.1,10.4463.790.0540.46—0.554-4.710.0180.150.0180.150.4824.10-0.518-4.400.0540.46LN\u必6(1M—出4UVi山川川1L1QJ.:MjMtk,,mmnUi自NJr露IX0.3803.23—0.442-3.76-0.620-5.270.6035.12—0.397-3.37一0。40-0.34—0040-0.340.5584.744Ai\gl\|i«■Hl口学\k\q?JH触-0.036-0.310.0360.31—0.036-0.310.4293.64-0.571-4.850.5714.85—0429-3.640.0360.311l^_1+,4।&z1)\fhf),iin、斗.UIL\(J』\\p81«-ItIB,f30.4423.76-0.380-3.23—0.558-4.740Q400.340.0400.34—0.397-3.37—0003-5.120.6205.27「jllMAi4T-^—-lUUUIlv11早1*—~~~-~h\一lm\«jx\Hmimt,;1I

19最不利荷载组口①+②29.51-24.74-44.4435.23-30.2234.47-39.0840.19①+③28.95-29.48-45.0040.20-33.7430.03-35.4244.47①+④26.03-25.41-40.0438.72-35.2235.22-38.7240.04①+⑤26.18-21.93-39.2730.68-26.2730.52-34.9335.02①+⑥29.48-22.49-34.9934.74-30.0327.00-29.9634.46④、计算图6中⑵图的剪力:表4LL1梁的剪力计算(KN)⑵图序号计算简图及弯矩图端支座中间支座KV?K心K心K心K心K曝KK心p:liw>om™0.4330.004-0.05670.0850.085-0.022-0.0220.004X}IX1平<4卜"TTT3117.540.16-2.303.443.44-0.89-0.890.16?H1»1j1|△\uL4♦他H)»(1)+(2)最不利荷载组合①+②+⑦47.05-24.58-46.7438.67-26.7833.58-39.9740.35①+③+⑦46.49-29.32-42.3043.64-30.3029.14-36.3144.63①+④+⑦43.57-25.25-42.3442.16-31.7834.33-39.6140.20①+⑤+⑦43.72-21.77-41.5734.12-22.8329.63-35.8235.18①+⑥+⑦47.02-22.33-37.2938.18-26.5926.11-30.8534.62

20116108L口麴炖络因注:AB跨为卫生间处,荷载较大,所以内力相应较大。(4)、配筋计算a、正截面承载力计算梁跨内按T形截面计算,翼缘计算宽度取,11,■bf=—x/„=—x3600=1300mm

21表5LL1梁正截面承载力计算截面边跨跨内中间支座中间跨跨内M(KN•m)34.91-38.6814.60力/或b(mm)130020013004=Mlajcbfhl(4=M◎硝0.03980.28690.01674=-2%0.04070.34710.0168A*=«的浦///,(A=a&bhJJf,)(mm)0.0407X1300X265X9.6/210=6400.3471X200X265X9.6/210=8410.0168X1300X265X9.6/210=266选配钢筋3©1831203©12实配钢筋面积(mm2)763941339注:2=3-250=°-45%>0mm=(0.2%,0.45/,//v)=0.24%b、斜截面承载力计算次梁斜截而承载力计算见表6。表6LL1梁斜截面承载力计算截面端支座内侧离端第二支座外侧离端第二支座内侧离端第三支座外侧离端第三支座外侧V(KN)47.0547.3043.6431.7834.330.25Pcfebho(N)127200>V127200>V127200>V127200>V127200>V0.7ftbh„(N)40810V40810>V选用箍筋2362062e62e62e6Asv=nAsvl(mm)57575757573J.25人4%"_0.7裁%(mm)112610832483按构造配筋按构造配筋

22实配箍筋间距S(mm)200200200200200注:根据《混凝土设计规范》第10.2.12可知,V<0.7f;bh。且h<300时,箍筋的最大间距为a57200mm,箍筋的配筋率4,=*==0.11%<0.28///n=0.28x1.1/210=0.15%,bs250x200满足要求。2.2连续梁(LL2)的计算计算方法采用塑性内力重分布法,计算简图如图9。(1)、估计梁截面尺寸h=l/18〜1/12=5080/8〜5080/12=635〜282取h=400mm,b=250mm。⑵、荷载设计值1)、线荷载:板传来恒荷载多孔粘土砖(240墙)有窗折减梁自重20mm厚次梁粉刷4.49KN/m2X(4.7/2)m=10.55KN/m4.lKN/m2X3.6mX0.6=8.86KN/m0.20mX(0.4-0.l)mX25KN/m3=l.5KN/m(0.4-0.l)mX2X0.02mX17KN/m=O.20KN/m小计恒荷载设计值活荷载设计值2)、把梯形分布荷载化为等效均布荷载p:47a=―--=0.4632x5.08gi=10.55KN/m(梯形荷载)2g产8.86+1.5+0.20=10.56KN/m(均布线荷载)g,=10.55X1.2=12.66KN/mg2=10.56X1.2=12.67KN/mq=2KN/m2X1.4X(4.7/2)m=6.58KN/mg;=(1-2a2+a3)X12.66=(1-2X0.4632+0.4633)X12.66=8.50KN/m

23q=(l-2a2+a3)X6.58=(1-2X0.4632+0.4633)X6.58=4.42KN/m即:p=8.50+12.67+4.42=25.59KN/m(3)、内力计算梁的计算跨度:l=l0=L,=5080T20T20=4860mm,梁按两等跨等截面连续梁计算,计算简图如图10所示:pD559KN/m010LL2梁等效雕的计算随连续梁各截面弯矩及剪力计算分别见表7和表8。表7LL2梁弯矩计算截面弯矩计算系数amM=a,"pl:(KN•m)端支座16-37.78边跨跨内11443.17离端第二支座I-io-60.44表8LL2梁剪力计算截面剪力计算系数avV=aYpln端支座内侧0.562.18离端第二支座外侧0.5568.40

24⑶、配筋计算a、正截面承载力计算梁跨内按T形截面计算,翼缘计算宽度取bf=—xl.=—x5080=1693mmP皿而=(0.2%,0.45///,,%)=0.24%b、斜截面承载力计算

25LL2梁斜截面承载力计算表10。表10LL2梁斜截面承载力计算截面端支座内侧离端第二支座外侧V(KN)62.1868.400.25Bcfcbho(N)175200>V175200>V0.7ftbho(N)56210

263、框架结构计算[计算单元]在本设计中选取建施图中的②轴线横向框架进行人工计算。[设计资料]计算所选取的框架计算单元结构共6层,层高均为3.6m,室内外高差为0.6m,楼盖和屋盖均采用现浇钢筋混凝土结构,楼板厚为lOOmnio填充墙采用240mm厚的多孔粘土砖。底层混凝土采用C25,标准层混凝土采用C20o梁、柱中纵向受力钢筋采用HRB335级钢筋,其它采用HPB235级钢筋。工程技术条件:⑴温度:最热月平均31.6%,最冷月平均6.2%;夏季最高40.8%,冬季最低1%.⑵相对湿度:最热月平均73%。⑶主导风向,冬季多西北风,平均风速2.8m/s,W()=0.3KN/m2.⑷雨雪条件:年降雨量1600mm,月最大降雨量300mm,小时最大降雨量80mm,雨季在6至8月,基本雪压S°=0.ZKN/m)⑸地震设防烈度为7度,拟建房屋所在地的设计地震动参数a3=0.08,T=0.35so⑹二类场地土。[结构布置]建筑物标准层平面图、结构平面和剖面示意图分别如图11、12、13所示:(图中尺寸单位:mm)o[计算简图]框架结构计算简图如图14所示。取柱的形心线作为框架柱的轴线,梁轴线取至楼板顶面,2飞楼面,即h产3.6+1.0=4.6m。根据《抗震设计规范》由表6.1.2可知该框架结构的抗震等级为三级,由表6.3.7可知其柱轴压比限制[八]=0.9。为了便于计算,卫生间改为坐式,即卫生间恒载近似取楼面恒载。二层麹平酶

27112结构平酶0.03mX22KN/m3=0.66KN/m20.4KN/m20.02mX20KN/m3=0.40KN/m23.1重力荷载计算3.1.1恒载标准值计算(1)屋面(上人)保护层:30mm厚细石混凝土防水层(柔性)三毡四油铺小石子找平层:20mm厚水泥砂浆

28保温层:80mm厚矿渣水泥结构层:lOOmmJ?现浇钢筋混凝土抹灰层:20mm厚混合砂浆吊顶0.08mX14.5KN/m3=l.16KN/m20.lmX25KN/m3=2.5KN/m20.02mX17KN/m3=0.34KN/m20.5KN/m2合计(2)各层走廊楼而25.96KN/m210,”,〃面层水磨石地面120W"水泥砂浆打底素水泥浆结合层道0.65KN/m2结构层:80mm厚现浇钢筋混凝土板抹灰层:20mm厚混合砂浆吊顶0.08mX25KN/m3=2.OKN/m20.02mX17KN/m3=0.34KN/m20.5KN/m2合计23.49KN/m2(3)「6层楼面10/n/n面层水磨石地面.20mm水泥砂浆打底0-65KN/m"素水泥浆结合层一道]结构层:100mm(120mm)厚现浇钢筋混凝土板(0.12m)X25KN/m3=2.5KN/m2(3.0KN/m2)抹灰层:20mm厚混合砂浆0.02mX17KN/m;i=0.34KN/m2吊顶0.5KN/m2合计23.99KN/m2(4.49KN/m2)[注:()括号内数值为120mm厚板荷载](4)阳台板10〃〃〃面层水磨石地面.20团.水泥砂浆打底0-65kN/m2素水泥浆结合层一道]结构层:100mm厚现浇钢筋混凝土板0.lmX25KN/m'=2.5KN/m2抹灰层:20mm厚混合砂浆0.02mX17KN/m3=0.34KN/m2吊顶0.5kN/m2合计S3.99kN/m2⑸梁自重估计框架横梁和走廊梁截而尺寸:

29h=,〜J_=57。。〜570°=7i3mm_317mm,初估横梁截而:b=250mm,h=500mm818818

30h=-~J_=2122~^22=300mm133mm,初估横梁截面:b=250mm,h=300mm818818bXh=250mmX500mm梁自重0.25mX(0.5-0,l)mX25KN/m3=2.5KN/m抹灰层:20mm厚混合砂浆0.02mX(0.5-0,l)mX2X17KN/m:i=0.27KN/m合计S2.77KN/mbXh=250mmX300mm梁自重0.25mX(0.3-0.l)mX25KN/m;,=l.25KN/m抹灰层:20mm厚混合砂浆0.02m(0.3-0.l)mX217KN/m3=0.136KN/m合计S1.386KN/m⑹柱自重估计底层框架柱截面尺寸:b=&〜艮=〜46。。=460mm~307mln,初估框架柱截面:b=350mm,h=400mm10151015估计标准层框架柱截面尺寸:b=—〜丛=36。。〜生”=360mm~240mm,初估框架柱截面:b=300mm,h=350mm10151015bXh=350mmX400mm柱自重0.35mX0.40mX25KN/m3=3.5KN/m抹灰层:20mm厚混合砂浆0.02mX(0.35mX2+0.4X2)X17KN/m:i=0.75KN/m合计bXh=300mmX350mm柱自重抹灰层:20mm厚混合砂浆合计⑺横墙自重底层:多孔粘土石专(240mm厚墙)标准层:多孔粘土砖(240mm厚墙)⑻外纵墙自重底层:多孔粘土砖(240mm厚墙)有窗折减墙面涂料Z4.25KN/m0.30mX0.35mX25KN/m3=2.63KN/m0.02mX(0.30mX2+0.35X2)17KN/m3=0.65KN/m23.28KN/m(4.6-0.5)mX4.lKN/m10.71KN/m[4.49KN/m2](注:[]括号内数值为5轴和6轴间梁荷载)=16.81KN/m(3.6-0.5)mX4.lKN/m2=12.71KN/m(4.6-0.3)mX4.lKN/m2X0.6=10.58KN/m

31[(4.6-0.4)mX4.lKN/m2X0.6=10.33KN/m]合计(4.6-2.0)mX0.05KN/m2=0.13KN/m标准层:多孔粘土砖(240mm厚墙)有窗折减(3.6-0.3)mX4.lKN/m2X0.6=8.12KN/m[(3.6-0.4)mX4.lKN/m2X0.6=7.87KN/m]墙面涂料⑶6-2.0)mX0.05KN/m2=0.08KN/m合计28.20KN/m[7.95KN/m](注:[]括号内数值为5轴和6轴间梁荷载)(9)有门的内纵墙自重底层:多孔粘土砖(240mm厚墙)有窗折减(4.6-0.3)mX4.lKN/m2X0.9=15.58KN/m[(4.6-0.4)mX4.IKN/m2X0.9=15.50KN/m]合计215.58KN/m[15.50KN/m](注:[]括号内数值为5轴和6轴间梁荷载)标准层:多孔粘土砖(240mm厚墙)有窗折减(3.6-0.3)mX4.lKN/m2X0.9-12.18KN/m[(3.6-0.4)mX4.1KN/m2X0.9=11.81KN/m]合计S12.18KN/m[l1.81KN/m](注:[]括号内数值为5轴和6轴间梁荷载)(10)女儿墙1m女儿墙的墙体为100mm厚钢筋混凝土墙,两侧为20mm厚抹灰女儿墙自重0.ImXlmX25KN/m3=2.5KN/m2抹灰层:20mm厚混合砂浆0.02mX1,OmX17KN/m:iX2=0.68KN/m2合计23.68KN/m23.1.2活荷载标准值计算(1)屋面和楼面活荷载标准值根据《荷载规范》由表4.1.1和表4.3.1可查得:上人屋面:2.OKN/m2楼面:办公室2.OKN/m2走廊2.5KN/m2(2)雪荷载根据《荷载规范》由6.1.1中的公式sK=U岛求雪荷载标准值:sK=1.0X0.2KN/m2屋面活荷载与雪荷载不同时考虑,两者中取大值。

323.2横向框架侧移刚度计算现浇楼面的中框架梁的梁截面惯性矩取L=2Io,边框架梁Ib=1.5I0,该设计取②轴线的横向框架,故0=21。,柱线刚度i,计算过程见表11,横梁线刚度L,计算过程见表12。

33柱的侧移刚度D按式。=&乌计算。根据梁柱线刚度比%的不同,图12中的柱可分为中框ch1架中柱和边柱,边框架中柱和边柱以及楼梯间柱等。现以第2层C轴3柱(简写成C-3柱)的侧移刚度计算为例。第2层C-3柱及其相连的梁的相对线刚度如图15所示,图中数据取自表11和表12。由表13可得梁柱线刚度比》为:郡㈠柱及相连梁D二咐ox*果产L加的相对线刚度表11柱线刚度。计算表房次hc(mm)Et(N/mm)bXh(mmXmm)Io(mm1)Eclo/hc(N•mm)146002.80X101350X4001.867X1091.136X10'°2〜636002.55XI01300X3501.072X1090.759X1O10表12横梁线刚度。计算表类别层次艮(N/mm)bXh(mmXmm)Io(mm4)1(mm)Eclo/l(N•mm)1.5EcI0/l(N•mm)2Edo/l(N•mm)AB、CD跨梁12.80X104250X5002.064X10957001.279X1O101.919X1O102.558X1O102〜62.55X1041.165X1O101.748X1O102.330X1O10(1/A)B跨梁12.80X104250X5002.064X10936002.O25X1O103.038X1O104.050X1O102~62.55X1041.845X1O102.768X1O103.690X1O10C(l/C)跨梁12.80X104250X5002.064X10947001.551X1O102.327X1O103.102X1O102~62.55X1041.413X1O102.12OX1O102.826X1O10BC跨梁12.80X104250X3000.563X10924000.657X1O100.985X1O101.314X1O102~62.55X1040.598X1O100.897X1O101.196X1O10

34表13中框架柱侧移刚度D值(N/mm)(除⑥轴中框架柱)r2558233013142.S58119623301136770.75925581f简11136773)q0759255821计:+)层次边左E(12根)中左E(12根)ZD,简图K%简图K取?22~6(2)3.2200.6174330(4)3.2200.61743301117201(1)2.2520.6474160(3)2.2520.6474160105720表14⑥轴中框架柱侧移刚度D值(N/mm)m14050(369013U4.05011963690r1)11020759H50m1IB6773102B140759则2)2826I1196J2.8261出Q.7593102r1136nHU07593102)|hVT一算简1层次边柱l/C-6,l/A-6(2根)中柱C-6,B-6(2彳艮)ZD简图K%0,1简图K02

352〜5(2)5.0990.7185040(4)6.7520.772542010460(6)3.9050.6614640(8)5.5590.735516098001(1)3.5650.7304700⑶4.7220.77750009700⑸2.7310.6834390⑺3.8870.74548009190表15边框架柱侧移刚度D值(N/mm)11919174809851.9190.89717481)I;075919191136yq098507591.919777/t算简1i层次边柱(A-1,AT1,DT,D-11)中柱(BT,BT1,C-1,C-11)ZDj简图K4简图Ka.di22〜6⑵2.4160.5473840(4)3.6550.6464540335201(1)1.6890.5933820⑶2.5560.671432032560表16楼梯框架柱侧移刚度D值(N/nun)计算简图

36原欠C-3,C-4,C-8,C-9D-3,D-4,D-8,D-9简图K%D.简图K%%2~6⑵4.0690.6704700(4)2.4160.5473840341601(1)2.8460.6904440⑶1.6890.593382033040将上述不同情况下同层框架柱侧移刚度相加,即得框架各层间侧移刚度Z。,见表17。表17横向框架层间侧移刚度(N/mm)层次123456ZD192010199660199660199660199660179400由表17可见,ZD,/1D2=190210/199660=0.953>0.7,故该框架为规则框架。3.2横向水平荷载作用下框架结构的内力和侧移计算3.2.1横向水平地震作用下框架结构的内力和侧移计算(1)横向自震周期计算①梁、柱、墙、窗、门重力荷载计算梁、柱可根据截面尺寸、材料容重及粉刷等计算出单位长度上的重力荷载;对墙、门、窗等可计算出单位上的重力荷载。计算结果见表18o表18梁、柱重力荷载标准值层次构件b(mm)h(mm)Y(KN/m3)g(KN/m)L(m)nG,(KN)EGi(KN)1边横梁250500251.053.2815.720374.034786.7584.7115.4213.6111.812中横梁250300251.051.9692.41151.982纵梁250300251.051.9693.632226.8294002.6255.088106.680柱350400251.103.8504.744796.1802、5边横梁250500251.053.2815.72()374.034786.7581.7115.4213.6111.812中横梁250300251.051.9692.11151.982纵梁250300251.051.9693.632226.8294002.6255.088106.680柱300350251.1()2.8884.744597.1356边横梁250500251.053.2815.720374.034648.119

37中横梁250300251.051.9692.41047.256纵梁250300251.051.9693.632226.829柱300350251.102.8884.744597.135注:1)表中B为考虑梁、柱的粉刷层重力荷载而对其重力荷载的增大系数;g表示单位长度构件重力荷载;n为构件数量。2)梁长度取净长;柱长度取层高。②重力荷载代表值根据《抗震规范》5.1.3规定,计算地震作用时,建筑的重力荷载代表值应取结构和构配件自重标准值和各可变荷载组合值之和。由表5.1.3可知,在该设计中,可变荷载只考虑雪荷载和按实际情况计算的楼面活荷载。雪荷载组合值系数为0.5,按实际情况计算的楼面活荷载组合值系数为l.Oo★1层及2层各半层的外纵墙重量:「5轴和7〜11轴IQ7KMmx(4.6-0.3>?8.2(WW/nx(3.6-0.3>…八八、1=3(\5oKN2212X36.56KN=438.72KN5〜7轴lQ46AW/mx(4.6-0.4)m7.95KN/mx(3.6-0.4)m•八,—+—=3>4.69KN224X34.69KN=138.74KN★1层及2层各半层的内纵墙重量:r5轴和7〜11轴=54.23KN15.87KMmx(4.6—03而1218^V/mx(3.6—0.3)加2216X54.23KN=867.49KN5〜7轴15.50KN/mx(4.6—0.4)团+11.81AW/mx(3.6-0.4)m_5]45KNF2―,4X51.45KN=205.78KN★1层及2层各半层的横墙重量:1681AW/mx(4.6-Q5)m\21\KN/mx(3.6-0.5)m…-+-=54.16KN22X54.16KN=1191.52KN★1层及2层各半层的柱重量:=6966破N79618(KN597135^/V122★板的重量:「5层恒载:(3.99KN/m2X3.6mX5.7m)X14+(4.49KN/m2X5.08mX3.6m)X2+(4.49KN/m2X5.08mX4.7m)X2+(3.99KN/m2X3.6mX2.4m)X8+(3.99KN/m'X5.08mX2.4m)X14=1897.96KN

38活载:(2.00KN/m2X3.6mX5.7m)X14+(2.00KN/m2X5.08mX3.6m)X2+(2.00KN/m2X5.08mX4.7m)X2+(2.50KN/mJX3.6mX2.4m)X8+(2.50KN/m?X5.08mX2.4m)X14=1342.74KN6层恒载:(3.99KN/m2X3.6mX5.7m)X14+(3.99KN/m2X3.6mX2.4m)X8=1422.04KN活载:(2.00KN/m2X3.6mX5.7m)X14+(2.50KN/m2X3.6mX2.4m)X8=747.36KN★阳台板的重量:恒载:(3.99KN/m2X1.2mX4.0m)X2=38.30KN活载:(3.50KN/m2X1.2mX4.Om)X2=33.60KN★屋面的重量:5层(局部为屋面)恒载:5.96KN/m2X(10.16mX10.7m)=647.92KN雪荷载:0.2KN/m2X(10.16mX10.7m)XO.5=10.87KN6层恒载:[5.96KN/m2X(14.4mX13.8m-3.6mX5.7m)]X2=2124.14KN雪荷载:[0.2KN/m2X(14.4mX13.8m-3.6mX5.7m)]X2X0.5=35.64KN★2层及3层各半层的外纵墙重量:1〜5轴和7〜11轴2〜5层8.2(KW/nx(3.6-0.3)W°x2=27.06fiLN212X27.06KN=324.72KN6层8.2OKN/mx(3.6-O.3)m=1j.j5K1n212X13.53KN=162.36KN5〜7轴25层理”竺空"驷x2=262轨N24X26.24KN=104.94KN6层

397.95KN/mx(3.6-0.3)m_次汽F―4X13.12KN=52.48KN★2层及3层各半层的内纵墙重量:25层「5轴和7~11轴⑵会M"(3.6-0.3)〃,x2=4Qi9KN216X40.19KN=643.10KN6层「5轴和7〜11轴1218^/V/mx(3.6-0.3)m、=21110a/V216X20.10KN=321.52KN5〜7轴2〜5层11.8^//nx(3.6-O.4)znx2=3779^24X37.79KN=151.17KN★2层及3层各半层的横墙重量:2〜5层222X39.40KN=866.82KN6层127KN/,〃x(3.6—0.5M=1SA/OK/V1271Wznx(3.6-。5)%2=39.4(321271A:Wmx(3.6-0.5)w4.IKN/nix(2.8-O.5)znx0.24„H=2(1o3a/V2216X19.70KN+4X20.83=398.52KN★2层及3层各半层的柱重量:2〜5层597135KNx2=59714KN26层丝2=27L47KN2

40★楼梯的重量(楼梯g=6KN/m):恒载:(6KN/m2X3.6X5.7)X2=246.24KN活载:(2.5KN/m2X3.6X5.7)X2=102.60KN★木门、铝合金窗的重量:木门单位面积重力荷载为O.ZKN/m?;铝合金窗单位面积重力荷载为0.4KN/n)2;玻璃幕墙单位

41面积重力荷载为1.8KN/m20木门:(0.2KN/nrxl.Owx2.1"。x18=756KN2、3层:(O.2KN//n2x1,9inx2.4m)x2=1.82KNkQ89AT?V(O.2KN/济x1.Mx2.加)x2=1.51AW.ue(0.2KN/m2xL0mx2.bn)xl6=6.72AW]。”“',(O.2KN。箱x1x2,加)x2=1.5IKNJu日(O.2KN/nrxl.Otnx2.bri)x14=5.SSKN]。/云:c>/J(jKN0.2KN//x19"x24")x2=1.82AW.顶层:(O.2KN/rrrxl.0tri2.lm)x2=0.S4KN铝合金窗:2、3层:(0.4KN//x3.2mx2.0m)x8=2Q48/CN](0.4KN/nrx2.0mx2.0m)x6=9.60KN|(OAKN/nfx2.bnx2Q〃)x2=3.36KN\(0.4KN/nTx2.0mx1.Ow)x2=1.60KNI-35.04KN4、5层:(0.4KN/病x3.2mx2.0m)x8=2Q4WN](OAKN/nrx2.0mx2.0m)x8=l280/C^I24^(0.4KN/m2x2.bnx2.0m)x2=3.36KN1(0.4KN/nrx2.0mxLOm)x2=16OKNJ(O.2KN/nrx3.2mx2.0m)x6=15.36K/V6层:(0.2KN//x20mx2.0m)x6=9.6KN265破N(0.2KN/nrx2。〃x1.Om)x2=1.60KN玻璃幕墙:1层1.8/C^/w2x4.6wx0.12m1.8/C^//n2x3.6mx0.12/n八℃,八,+=0.89KN224X0.89KN=3.54KN2〜6层\.SKN/m2x3.6/nx0.12w?.八一。“、,xz=0.78KN24X0.78KN=3.11KN★雨蓬的重量:25KN/m3X10.16mX6.8mX1.Om=1727.20KN★女儿墙的重量:5层(18KN/m3X0.24mX10.16mXl.Om)X2=87.78KN6层

42(18KN/m;iX0.24mX14.40mX1.0m)X4+(l8KN/m3XO.24mX13.80mX1.0m)X4=487.30KN★大构架的重量:(25KN/m3X0.3mX14.4mX2.592m)X2=560KN★突出屋面部分:墙的重量:E4.lKN/m2X⑵8-0.3)mX0.24mXO.9+4.lKN/m2X(2.8-0.5)mX0.24mX2+(l.8KN/m2X2.8mXO.12m)/2]X2=14.26KN屋顶的重量:5.96KN/m2X3.6mX5.7m=122.30KN③集中于各楼层标高处的重力荷载代表值G,计算结果见图16。G尸438.72+138.74+867.49+205.78+1191.52+696.66+1897.96+1342.74+38.30+33.60+246.24+102.60+10.89+35.04+1727.20+3.54+786.758=9763.78KNG2=38.30+33.60+324.72+104.94+643.10+151.17+866.82+597.14+1897.96+1342.74+246.24+102.60+10.89+35.04+3.11+786.758=7185.13KNG3=324.72+104.94+643.10+151.17+866.82+597.14+1897.96+1342.74+246.24+102.60+8.23+38.24+3.11+786.758=7113.77KNGq=G3=7113.77KNG5=324.72+104.94+643.10+151.17+866.82+597.14+1422.04+747.36+246.24+102.60+7.70+26.54+3.11+647.92+10.87+786.758+87.78=6776.81KNG6=648.119+1422.04+2124.14+35.64+162.36+52.48+321.52+398.52+271.47+246.24+102.60+0.84+3.11+487.30+560=6836.38KNG7=14.26+122.03=136.29KN

43k1W29KN1二683638KNGs二6776.81KNGi:711377KN♦二71B77KNG?二718513KNGi:976378KN@16糠上腱力髓株&将G,(图16)折算到主体结构的顶层,即32SG.=136.29x(l+-x^)=161.62KN'222.6结构顶点的假想侧移由式%=^Gk、(△"),.=%/之%、(△叽计算,计算过程见K=ij=iK=i表19,其中第6层的&为Ge与G.之和。表19结构顶点的假想侧移计算层次G(KN)%(KN)'DAN/mm)△%(〃〃%)66998.006998.0017940039.0765.456776.8113774.8119966069.0726.447113.7720888.58199660104.6657.437113.7728002.35199660140.3552.827185.1335187.48199660176.2412.519763.7844951.26190210236.3236.3按7;=1.7%■历计算基本周期T”其中5的量纲为m,取,t=0.7,则7;=1.7x0.7x^/0.7654=1.045(2)水平地震作用及楼层地震剪力计算该设计中,结构高度不超过40m,质量和刚度沿高度分布比较均匀,变形以剪切型为主,故可用底部剪力法计算水平地震作用。根据《抗震设计规范》由表5.1.4T可知a皿=0.08,结构总水平地震作用标准值按式

44弓*:=%6”计算,即:Geq=0.85^G,=0.85x(9763.78+7185.13+7113.77x2+6776.81+6836.38+136.29)=0.85x44925.93=38187.04KNa,=("严amax=(些产x0.08=0.030'工[okFek=afieq=0.030X38187.04=1145.61KN因1.47;=1.4x0.35=0.49s<7;=1.04s,所以应考虑顶部附加水平地震作用。顶部附加地震作用系数3按0083+007计算,即:6„=0,08X1.04+0.07=0.1532△F6=0.1532X1145.61=175.5KN各质点的水平地震作用按式月=兽」心舞1-4)计算,将上述3和Fek代入可得:

45GHGHFi=1145.61x(1-0.1532)J'=970.1J,£g附j=Tj=l具体计算过程见表20。各楼层地震剪力按式匕=fFek计算,结果列入表20中。K=i表20各质点横向水平地震作用及楼层地震剪力计算表屋次Hj(m)G(KN)Gi"KNm)G/£(KN)匕(KN)25.4136.293461.770.0065.85.8X3=17.3622.66836.38154502.190.265257.1262.9519.06776.81128759.390.220213.4476.3415.47113.77109552.060.188182.4658.7311.87113.7783942.490.144139.7798.428.27185.1358918.070.10198.0896.414.69763.7844913.390.07774.6971.0£584049.36注:根据《抗震规范》5.2.4规定,采用底部剪力法时,突出屋面的屋顶间、女儿墙、烟囱等的地震作用效应,宜乘以增大系数3,此增大部分不应往下传递,但与该突出部分相连的构件应予计入。因此,表中5.8要乘以3。各质点水平地震作用及楼层地震剪力沿房屋高度的分布见图17。加水平螺作用分布017横向水平螭作用及楼觑越力

46(3)水平地震作用下的位移验算水平地震作用下框架结构的层间位移和顶点位移3分别按式(△,)=,一和7=1〃Ai/”=计算,计算过程见表21。表中还计算了各层的层间弹性位移角6,=吗。K=\%表21横向水平地震作用下的位移验算片次匕(KN)>D](N1mm)u^mm)h\mm)h,6262.91794001.4720.7536001/24495476.31996602.3919.2836001/15064658.71996603.3016.8936001/10913798.41996604.0013.5936001/9002896.41996604.499.5936001/8021971.01902105.105.1046001/902由表21可见,最大层间弹性位移角发生在第2层,其值为1/802<[。]=1/550,满足式的要求。(4)水平地震作用下框架内力计算以图12中②轴线横向框架内力计算为例,说明计算方法,其余框架内力计算从略。框架柱端剪力及弯矩分别按式%=一」匕和■“=\y,计算,其中瓦取自表13,ED,,取自表%%=%(1一例j=i17,层间剪力取自表20。各柱反弯点高度比y按式y=%+yi+y2+y3确定,其中y.由表查得。该设计中,底层柱需考虑修正值y2,第2层柱需考虑修正值十和y3,其余柱均无修正。具体计算过程及结果见表22。M'=—^―(A/".+M").2、,,.bJ.;r,+hj,J+M2梁端弯矩、剪力及柱轴力分别按式%+J、匕=丝"也、lh+lb,(匕-匕)K计算,其中梁线刚度取自表11,具体计算过程见表23。K=i水平地震作用下框架的弯矩图、梁端剪力图及柱轴力图如图18所示。

47表22各层柱端弯矩及剪力计算层次h,(m)Vi(KN)LD.j(N/mm)边柱中柱DnVi.KywDi1Vi!KyM:63.6262.917940043306.353.2200.4510.2912.5749807.304.8740.4511.8314.4553.6476.3199660433010.323.2200.4516.7220.43498011.884.8740.5021.3821.3843.6658.7199660433014.293.2200.5025.7225.72498016.434.8740.5029.5729.5733.6798.4199660433017.313.2200.5031.1631.16498019.914.8740.5035.8435.8423.6896.4199660433019.443.2200.5034.9934.99498022.364.8740.5040.2540.2514.6971.0190210416021.242.2520.5553.7443.97465023.743.4080.5560.0649.14注:表中M量纲为KN・m,V量纲为KN。表23梁端弯矩、剪力及柱轴力计算层次AB、CD跨梁BC跨梁柱轴力M;I匕M;M;I匕边柱N中柱N612.579.555.73.884.904.902.44.08-3.88-0.20530.7221.955.79.2411.2611.262.49.38-13.12-0.34442.4433.675.713.3517.2817.282.414.40-26.47-1.39356.8843.225.717.5622.1922.192.418.49-44.03-2.32266.1550.285.720.4325.8125.812.421.51-64.46-3.40178.9659.055.724.2130.3430.342.425.28-88.67-4.47注:1)柱轴力中的负号表示拉力。当为左地震作用时,左侧两根柱为拉力,对应的右侧梁根柱为压力。2)表示M单位为KN•m,V单位为KN,1单位为m。

483.3.2横向风荷载作用下框架结构内力和侧移计算(1)风荷载标准值风荷载标准值按式叫=儿4〃产。计算,基本风压%=0.3侬/苏,由《荷载规范》第7.3节表7.3.1中第2项查得从=0.8(迎风面)和氏=-0.5(背风面)。B类地区,”=0.5,7;=1.04s,%邛=0.3xI.042=0.32KN1/川,由《荷载规范》中表乙4.3查得自=1.28。由式反=1+史以"4俎八.1.28x0.50H传:p=1+4H仍取图12中②轴线横向框架,其负载宽度为3.6m,由式%=用4〃产。的沿房屋高度的分布风荷载标准值:q(z)=3.6x0.3隹根据各楼层标高处的高度用由《荷载规范》中表7.2.1查取口工,代入上式可得各楼层标高处的q(z)见表24,q(z)沿房屋高度的分布见图19(a).表24沿房屋高度分布风荷孑能标准值层次Hi(m)Hi/HUZ3qi(z)(KN/m)q2(z)(KN/m)622.60.971.2891.4821.6501.032519.00.821.2211.4301.5090.943415.40.661.1421.3701.3520.845311.80.511.0481.3111.1870.74228.20.351.0001.2241.0580.66114.60.200.8001.1560.8000.499

49《荷载规范》7.4.2规定,对于高度大于30m,高宽比大于1.5的房屋结构,应采用风振系数来考虑风压脉动的影响。该设计中,房屋高度H=23.18m<30m,但H/B=23.18/13.80=1.68>1.5,由表24可见,Bz沿房屋高度在1.156〜1.482范围内变化,即风压脉动的影响较大。因此,该房屋应考虑风压脉动的影响。框架结构分析时,应按静力等效原理将图19(a)的分析风荷载转化为节点集中荷载,如图19(b)所示。耳=(0.800+0.499)x4.6x;+[(1.058-0.800)+(0.661-0,499)]x4.6x;x;+[(0.800-0)+(0.499-0)]x4.6x|x|=5.30KNF,=(1.058+0.661+0.800+0.499)x3.6x1+[(1.187-1.058)+(0.742-0.661)]x3.6x-x-+223[(1.058-0.800)+(0.661-0,499)]x3.6x;xg=6.06KNF,=(1.187+0.742+1.058+0.661)x3.6x1+[(1.352-1.187)+(0.845-0.742)]x3.6x'x1+223[(1.187-1.058)+(0.742-0.66l)]x3.6x-x-=6.98KN23吊=(1.352+0.845+1.187+0.742)x3.6x-!-+[(1.509-1.352)+(0.943-0.845)]x3.6x,xg+,12[(1.352-1.187)+(0.845-0.742)x3.6x-x-=7.90KN23居=(1.509+0.943+1.352+0.845)x3.6xg+[(1.650-1.509)+(1.032-0.943)]x3.6x;xg+[(1.509-1.352)+(0.943-0.845)]x3.6x'x—=8.81KN居=(1.650+1.032+1.509+0.943)x3.6x;+[(1.650-1.509)+(1.032-0.943)]x3.6xlx|+

50[(0-1.650)+(0-1.032)]x3.6xL一=7.91KN(2)风荷载作用下的水平位移验算根据图19(b)所示的水平荷载,由式匕=面计算层间剪力V,,然后依据表13求出②轴线K=i框架的层间侧移刚度,再按式(△〃),=匕4和〃=£(A“)k计算各层的相对侧移和绝对侧J=iK=i移,计算过程见表25。表25结构顶点假想侧移计算层次123456Fi(KN)5.306.066.987.908.817.91Vi(KN)42.9637.6631.6024.6216.727.91ED(N/mm)176201862018620186201862018620△Ui(mm)2.442.021.701.320.90.42Ui(mm)2.444.466.167.488.388.80△ui/hj1/18851/17821/21181/27271/40001/8571由表25可见,风荷载作用下框架的最大层间位移角为1/1782,远小于1/550,满足规范要求。(3)风荷载作用下框架结构内力计算风荷载作用下框架结构内力计算过程与水平地震作用下的相同。各层柱端弯矩及剪力计算和梁端弯矩、剪力及柱轴力计算分别见表26和27。图12中②轴线横向框架在风荷载作用下的弯矩、梁端剪力及柱轴力见图20。表26各层柱端弯矩及剪力计算层次h,(ni)Vi(KN)£Dii(N/mm)边柱中柱D„V,iKyDuVi.Ky63.67.911862043301.843.2200.452.983.6449802.124.8740.453.434.2053.616.721862043303.893.2200.456.307.7049804.474.8740.5()8.058.0543.624.621862043305.733.2200.5010.3110.3149806.584.8740.5011.8411.8433.631.601862043307.353.2200.5013.2313.2349808.451.8710.5015.2115.2123.637.661862043308.763.2200.5015.7715.77498010.071.8710.5018.1318.1314.642.9617620416010.142.2520.5525.6520.99465011.343.4080.5528.6923.47注:表中M量幺冈为KN•m,V:量纲为KNo

51表27梁端弯矩、剪力及柱轴力计算层次AB、CD跨梁BC跨梁柱轴力1匕M;1Vb边柱N中柱N63.642.785.71.131.421.422.41.19-1.13-0.06510.687.595.73.213.893.892.43.24-4.34-0.09416.6113.145.75.236.756.752.45.63-9.57-0.49323.5417.875.77.269.189.182.47.65-16.83-0.88229.0022.035.78.9511.3111.312.49.43-25.78-1.36136.7619.335.79.8414.1214.122.411.77-35.62-3.29注:1)柱轴力中的负号表示拉力。当为左地震作用时,左侧两根柱为拉力,对应的右侧梁根柱为压力。2)表示M单位为KN•m,V单位为KN,1单位为m。020风雕作用下框将项'梁糊力及柱轴力图3.4竖向荷载作用下框架结构的内力计算3.4.1横向框架内力计算(1)计算单元取②轴线横向框架进行计算,计算单元宽度为3.6m,如图21所示。直接传给该框架的楼面荷载如图中的水平阴影线所示,计算单元范围内的纵向框架梁以集中力的形式传给横向框架,作用于各节点上。由于®轴和⑪轴纵向框架梁的中心线与柱的中心线不重合,因此在框架节点上还作用有集中力矩。

52a21横向框架计算单元(2)荷载计算1)恒载计算恒载作用下各层框架梁上的荷载分布如图22所示。Pi]q2P2qP?QzjPiPiq?QiqjPzq2Pi

533600a==0.3162x5700%用=5.96KN/m2xx(l-2x0.3162+0.3163)x2=17.84KN/m楼面板传荷载:af\%楼=3.99/C^/m2x—Wx(l-2x0.3162+0.3163)x2=11.94Ar^/w梁自重:A-B轴和C〜D轴间其上横墙自重:%墙=4.1KN/»?x(3.6-0.5)m=12.71KN/m★B〜C轴间框架梁屋面板传荷载:板传至梁上的三角形或梯形荷载等效为均布荷载。365%闻=5.96KN/m2x^—mx—x2-13AIKN/m2屋28楼面板传荷载:%秒=3.99KN/m2x—mx-x2=S.98KN/m楼28梁自重:/梁=L386KN/s★A轴和D轴柱纵向集中荷载计算顶层柱女儿墙自重:(做法:墙高1000mm,120mm的混凝土压顶)顶层柱恒载片=女儿墙及天沟自重+梁自重+板传荷载aaaasaa=3.68KN/mx二一wix2+\386KNImx1.8x2+5.96KN/m2x二一mx—x—:—mx22282=4237KN标准层柱恒载6=墙自重+梁自重+板传荷载=SA2KN/mx\.Smx2+l.3S6KN/mx\.Sx2+3.99KN/m2x—inx-x—mx2282=50.38KN基础顶面恒载=底层外纵墙自重=10.58KN/mx1x2=38.09KN★B轴和C轴柱纵向集中荷载计算2400八…a==0.3332x3600顶层柱恒载鸟=梁自重+板传荷载

54aasaa=1.386KNx(1.8—0.125)mx2+5.96KN/m2*旁巾x—x二x2+5.96KN/m?282X—mx(l-2x0.3332+O.3333)x—wx222=51.07KN标准层柱恒载鸟=梁自重+板传荷载+内纵墙自重=1.386KN/mx(1.8-0.125)mx2+3.99KN/m2x—mx-x—wx2+3.49KNI282X—mx(l-2x0.3332+0.3333)x—/mx2+12.1SKN/mx1.8mx222=34.21KN底层柱恒载号=梁自重+板传荷载+内纵墙自重4AsaA=1.386KN/mx(1.8-0.2)mx2+3.99KN/m2x—mx-x—mx2+3.49KN/m?282x—Wx(l-2x0.3332+O.333J)x—Wx222=34.00KN①对于第6层:=/梁=2.77KN/m%=1.386KN/m%=%星=17.84KN/mq2=qv.=\3A\KN!m《=4237KN名=51.07KN集中力矩:M1=牛|=42.31KNx(0.35-0.12-0.175)=1.37/C/V-m②对于第2〜5层:q[=/洪+/培=2.71KN/m+l2.1lKN/m=l5ASKN/m%=分楼=1L94KN/n?q2=分楼=8.98KNImR=50.38KN集中力矩:M=Pxex=50.38/C^x(0.35-0.12-0.175)=2.13KN-m③对于第1层:%=/梁+小培=2.77KN/m+12.71KN/m=15.48KN/mq2=分楼=11.94KN/mq2=%楼=8.98KN/mP}=50.38KN集中力矩:M==5Q3SKNx(0.4-0.12-0.2)=3A0KN-m%=1386KNImP2=34.21KNq、=\386KNImP2=34.00KN2)活荷载计算活载作用下各层框架梁上的荷载分布如图23所示。

55图23各层梁上作用的话载★A〜B轴和C〜D轴间框架梁屋面板传荷载:板传至梁上的三角形或梯形荷载等效为均布荷载。3600…,a==0.3162x570036qw=2.0/C^//n2x^-mx(l-2x0.3162+0.3163)x2=5.99A:^/m屋面雪荷载:aa%雪=0.2KN//m2x—mx(l-2x0.3162+0.3163)x2=0.60KN/m楼面板传荷载:.3.6、i%楼=2.0KN/m2x—mx(l-2x0.3162+0.3163)x2=5.99KN/m★B〜C轴间框架梁屋面板传荷载:板传至梁上的三角形或梯形荷载等效为均布荷载。aavqw=2.0KN/m2x-mx-x2=4.5KN/m屋面雪荷载:365%雪=0.2KN/m2x^—znx—x2=0.45KN/m28楼面板传荷载:

56%楼=2.0KN/m2x—mx-x2=4.5KNIm28★A轴和D轴柱纵向集中荷载计算365顶层柱活载=板传活载片=(2.0KN/mx—mx-)/2x2=2.25KN/m28aaq屋面雪载:(02KN/wx—mx-)/2x2=0.23KN/m28365标准层柱活载=板传活载《=(2.QKN/mx—mx-)/2x2=2.25KN/m28★B轴和C轴柱纵向集中荷载计算2400八…a==0.3332x360024顶层柱活载P2=[2.5KN/mx—mx(l-2x0.3332+0.3333)]/2x2=2.45KN/m94.,屋面雪载:[0.2KN/mx—mx(l-2x0.3332+0.3333)]/2x2=0.2KN/m224.,标准层柱活载P2=[2.5KNImxx(l-2x0.3332+0.3333)]/2x2=2.45KN/m①对于第6层:矽=%屋=5.99KN/mq;=%屋=4.5KN/mP,=2.25KNP2=2.45KN集中力矩:=片弓=2.25KNx(0.35-0.12-0.175)=0.12KN•加在屋面雪荷载作用下:%=%雪=0.6KN/mq'2=q2,i=0.45KNImPt=0.23KNP2=0.20KN集中力矩:M=6/=0.23KNx(0.35-0.12-0.175)=O.QlKNm②对于第2〜5层:矽=%楼=5.99KN/mq;=%楼=4.5KN/m《=2.25KN鸟=2.45KN集中力矩:M=和|=2.25KNx(0.35-0.12-0.175)=0.12KNm③对于第1层:%=%楼=5.99KN/mq;=q;媵=45KN/m<=2.25KNP2=2A5KN集中力矩:M=6%=2.25KNx(0.4-0.12-0.2)=0A8KNm将以上计算结果汇总,见表28和29。表28横响框架恒,或汇总表次%(KN/m)q;(KN/m)%(KN/m)%(KN/m)6(KN)Pi(KN)Mi(KN/m)

5762.771.38617.8413.4124.9451.071.37515.481.38611.948.9850.3834.212.13415.481.38611.948.9850.3834.212.13

58315.481.38611.948.9850.3834.212.13215.481.38611.948.9850.3834.212.13115.481.38611.948.9850.3834.003.10表29横向框架活载汇总表1=1层次%(KN/m)%(KN/m)(KN)2(KN)(KN/m)65.99(0.60)4.50(0.45)2.25(0.23)2.45(0.20)0.12(0.01)55.994.502.252.450.1245.994.502.252.450.1235.994.502.252.450.1225.994.502.252.450.1215.994.502.252.450.18注:表中数值为屋面雪荷载与活荷载不同时考虑。(3)内力计算梁端、柱端弯矩采用弯矩三次分配法计算。由于结构和荷载均对称,故计算时可用半框架。弯矩计算过程如图24,所得弯矩图如图25。梁端剪力可根据梁上竖向荷载引起的剪力与梁端弯矩引起的剪力相叠加而得。柱轴力可由梁端剪力和节点集中力叠加得到。计算柱底轴力还需考虑柱的自重,如表30和表31所列。上柱下柱右梁左梁上柱_02274rn7"0773-5580*064555.80*1236511Q6400842。7—-2249w1738-281-w217-573221D4-4498869-561109-07D0U-0093538*下柱右梁01890,166b-710*-1318-1158-164--144-021-018-003-002-1956-1506-2032

59)nfep&n&pfe由六五四一二0185018506300543上柱213m云H1EB/ZXD1E六五四一二92787263/u-oO74242272-4995-14.6263OOOO59O501590139-4婚-1462-1278-125-1.09-0.11-009-001-001613-5.33-441左梁18501110-117D-2035下柱右梁35702700214965950034155—>-2287v—1336-~-170—099—>-013w—007>2492-4297-4574-1224668-339-091D50-025-007004-002-0015283-1323-087-011-001-O,D6-001-2198-17621246-1099

60柱I2上.......23356238646rDnu——层层层层七六五四一二018501850630□1区m/gpfenfe、一八五四三2980960.D8001PH71-1622*2981014-520096327~TWD08028-004001003403403-8190543|01591622*^507——1039-304>164--089-026o.u--0Q8-002m。Q2-fl01-o00201590139-216*-304-266-026-023-0Q2-002-00Q2-00021772-^31T-332-5071.34-111

6101560.508I1360.226013025001240060.19026。。584-16.25*417937-47627§021^TO-001^9ir16.22469-952~TW~-071tit-005"TTT-0.003-255-091-B.01-0001-216*-424-244-031-018-002-001-0001-0001)000400133055112U-275-457-479-229124|bl横附磔魏忙次分配法傥靡作用下)

62S?5(bl竖向府货作用下框架弯矩困怜我I屋面雪荷耨作用)(单位KNm(

63表30恒载作用下梁端剪力及柱轴力(KN)层次荷载引起剪力弯矩引起剪力总剪力柱轴力AB跨BC跨AB跨BC跨AB跨BC跨AB跨BC跨Va=VbVb=VcVa=_VbVb=VcVAVcVb=VcN顶N底N顶N底658.7417.76-2.78055.9661.5217.7680.9094.4778.7092.27578.1512.44-2.11076.0480.2612.44209.22222.79185.09198.66478.1512.44-2.11076.0480.2612.44209.22222.79185.09198.66378.1512.442.11076.0480.2612.44209.22222.79185.09198.66278.1512.44-2.11076.0480.2612.44209.22222.79185.09198.66178.1512.44-1.73076.4279.8812.44722.88740.98610.06628.16表31活载作用下梁端剪力及柱轴力(KN)层次荷载引起剪力弯矩引起剪力总剪力柱轴力AB跨BC跨AB跨BC跨AB跨BC跨AB跨BEVa=VbVb=VcvA=-vBVb=VcVAVcVb=VcN顶N底N顶N底617.07(1.71)5.40(0.54)-0.87(-009)016.20(1.62)17.94(1.80)5.40(0.54)18.45(1.85)20.39(2.00)517.075.40-0.62016.4517.695.4037.15(20.55)40.53(22.14)417.075.40-0.62016.4517.695.4055.85(39.25)60.67(42.28)317.075.40-0.62016.4517.695.4074.55(57.95)80.81(62.42)217.075.40-0.62016.4517.695.4093.25(76.65)100.95(82.56)117.075.40-0.55016.5217.625.40112.02(95.42)121.02(102.63)注:表中括号内数值为屋面雪荷载(O.ZOKN/nO、其它层楼而作用活荷载(2KN/DO对应的内力。V以向上为正。3.4.2横向框架内力组合(1)结构抗震等级结构的抗震等级可根据结构类型、地震烈度、房屋高度等因素,由《抗震设计规范》中表6.1.2确定。由此表可知,该设计的框架为三级抗震等级。(2)框架梁内力组合本设计考虑了四种内力组合,即1.2Sgk+L4s2QL2Sgk+0.9x1.4(S°k+Swk)、

64L35Sgk+LOSqk及L2Sge+L3Sek。此外,对于该设计+1.45叱这种内力组合与考虑地

65震作用的组合相比一般较小,对结构设计不起控制作用,故不予考虑。各层梁的内力组合结果见表32,表中SgqS”两列中的梁端弯矩M为经过调幅后的弯矩(调幅系数取0.8)。以第一层AB跨梁考虑地震作用的组合为例。对支座负弯矩按相应的组合情况进行计算,求跨中最大正弯矩时,可根据梁端弯矩组合值及梁上荷载设计值,由平衡条件确定。由图26可得:MAMR11,匕=——^^+刊+殍,则x可由下式求解:VA-qtx=0贝Ij:x='l一将求得的X值代入下式即可的跨中最大正弯矩值:Af=MA+VAx——x~——x~max/i2若匕WO,贝皿„^=孙梁上荷载设计值:d=1.2xl5.48KN/m=1858KNIm42=L2X(11.94KN/m+0.5X5.99KN/m)=17.92KN/mMa=\3Mek-\2MgeP=1.3x78.96-1.2x(34.38+0.5x7.2)=57.07KN-mMb=l.3MEK+l2MGEP=1.3X59.05+1.2x(42.26+0.5x9.71)=133.31KN•加57.07+133.3111匕=1—x18.58x5.7H—x5.7x17.92=70.62KN>05.722匕70.621c~-x===1.93/n<5.77n%+%18.58+17.92

66则Mmax发生在离左支座L93处。“max=57.07+70.62xl.93--x(l8.58+17.92)x1.932=125.22KN-myREMmax=0.75x125.22x1.1=103.30KN•m十垂43宸Ma=1.3MEK+1.2MgeJ3=1.3x78.96+1.2x(34.38+0.5x7.2)=148.23KN-mM8=1.3MEK-L2"ge夕=L3x59.05-1.2x(42.26+0.5x9.71)=20.23KN-m14823+20231iV,=—+-x18.58x5.7+-x5.7x17.92=117.45^>05.722V.117.45…「x===3.22m<5.1m+q,18.58+17.92则Mmax发生在离左支座3.22处。“max=148.23+117.45x3.22--x(18.58+17.92)x3.222=33733KN-myREMmax=0.75x337.33x1.1=218.3OKN-m024剪力计算:AB/„=5.7-(0.4--)-0.4=5.02m左震V;=70.77KNV;=118.75KNn24M'=57.07+70.77x(0.4一一—)=76.89KN-m=-133.31+118.75x0.4=-85.8\KN-mbiu.\2'。也右震V:=117.31KNV;=69.33KNM:边=-148.23+117.31X(0.4-一)=一115.38KN-m24边=20.23+69.33x—=2855KN-m边+边=76.89+85.81=162.7KNw>115.38+28.55=143.93KN-m=-[l8.58x5.02+17.92x(502+5.:—1.8乂2升=15AgKN

67则:[/I,CI久'V.=l.lx-——+75.49=107.03^=l.lx-—+75.49=111.14^5.02Bv5.02yREVA=0.8x107.03=90.98KNrREVB/l:=0.8x111.14=94.47KN(3)框架柱内力组合取每层柱顶和柱底两个控制截而,组合结果和柱端弯矩设计值的调整见表33〜36。在考虑地震作用效应的组合中,取屋面为雪荷载时的内力进行组合。

68表32框架梁内力组合表层次裁面内力SgkSqkSwkSekI—+0.9x14(5"+SwQ/肩1・2(Sgk+0-5Sqk)+13Sek)1・355以+Sqk\2Sgk+1.45”v=asM+风)—►•«―-AV-层AM-34.38-7.2±36.76±78.96-4.01-96.6542.80-111.17-53.61-51.3494.47V76.4216.52+9.84+24.21100.12124.9152.6199.82119.69114.83B左M-42.26-9.71+19.33+59.05-87.30-38.59-99.9815.17-66.76-64.30V79.8817.62±9.84±24.21130.46105.66103.4356.22125.46120.53B右M-14.10-3.83±14.12±30.34-3.95-39.5420.22-44.00-22.87—22.2860.61V12.445.40+11.77+25.286.9036.56-11.0238.2822.1922.49跨间Mab103.30278.30Mbc30.1830.18层AM-31.14-6.55±29.00±66.15-9.08-82.1633.52-95.47-48.59-46.5459.59V76.0416.45+8.95+20.43100.70123.2555.9295.76119.10120.28B,M-40.76-9.38+22.034+50.28-88.49-32.97-89.938.12-64.41-62.05V80.2617.69±8.95±20.43129.88107.32100.1260.28126.04121.085右M-15.16-4.06±11.31±25.81-9.06-37.569.69-40.64-24.53-23.8744.67V12.115.40+9.43+21.519.8533.62-7.3434.6022.1922.49跨间Mab99.37270.08Mbc25.7825.78三AM-31.14-6.55±23.54±56.88-15.96-75.2824.48-86.43-48.59-46.5457.19V76.0416.45+7.26+17.56102.83121.1258.7292.96119.10120.28B,、M-40.76-9.38+17.87+43.22-83.25-38.21-83.041.24-64.41-62.05V80.2617.69±7.26±17.56104.83109.4597.3263.08126.04121.08

69层B右M-15.16-4.06±9.18±22.19-11.74-34.876.16-37.11-24.53-23.8736.14V12.445.40+5.63+18.4914.6428.83-4.4031.6622.1922.49跨间Mab98.51263.36Mbc21.3421.34四了AM-31.14-6.55±16.61±42.44-24.69-66.5510.40-72.35-48.59-46.5454.50V76.0416.45+5.23+13.35105.39118.5762.8288.86119.10120.28B左M-40.76-9.38+13.14+33.67-77.29-44.17-73.73-8.08-64.41-62.05V80.2617.69±5.23±13.35125.19112.0193.2167.18126.04121.08B尸M-15.16-4.06±6.75±17.28-14.80-31.811.38-32.32-24.53-23.8728.48V12.115.40+5.63+14.4014.6428.83-0.4127.6722.1922.49跨间Mab91.46241.67Mbc17.3817.38五AM-31.14-6.55±10.68±30.72-32.17-59.08-1.02-60.93-48.59-46.5454.50V76.0416.45+3.21+9.24107.93116.0266.8384.85119.10120.28B八M-40.76-9.38+7.59+21.95-70.29-51.77-62.31-19.50-64.41-62.05V80.2617.69±3.21±9.24122.64114.5589.2171.19126.04121.08%M-15.16-4.06±3.89±11.26-18.40-28.21-4.49-26.45-24.53-23.8728.48V12.445.40+3.24+9.3817.6425.824.4822.7722.1922.49跨间M.\b91.36212.43Mrc10.2410.24六AM-15.65-4.37(-0.44)±3.64±12.57-19.70-28.8716.34-35.38-25.50-24.9050.55V55.9616.20(1.62)+1.13+3.8886.1488.9963.0873.1691.7589.83Bra.M-28.30-8.32(-0.83)+2.78+9.55-47.95-40.94-40.54-15.71-46.53-45.61V61.5217.94(1.80)±1.13±3.8897.8595.0079.9469.86100.9998.94

70层B右M-16.26-4.81(-0.49)±1.42±4.90-23.78-27.36-13.44-26.18-26.76-26.2420.51V17.765.40(0.54)+1.19+4.0826.6129.6116.3426.9429.3828.87跨间Mab64.57118.81Mbc8.558.55注:表中和My,分别为A8跨和8c跨间最大正弯矩。M以下部受拉为正,V以向上为正。S°k一项中括号内的数值表示屋面作用雪荷载时对应的内力。

71表33(a)横向框架A柱弯矩和轴力组合层次截面内力s^GK5”^WKQ0EK\.2SrK+0.9xl.4(Snr+Swk)7Ml.2(Sgk+O.5Sqk)+L3SeQL3升K+Sqk⑵GK+1.45°kNN.minMNmaxM—►■<—-A<—6柱顶M24.326.68(1.88)T3.64T12.5733.0142.1810.4834.9939.5138.5342.1810.4842.18N80.9018.45(1.85)Tl.13+3.88118.90121.7569.8677.43127.67122.91121.7593.15121.75柱底M-24.44-5.81(-4.21)±2.98±10.29-32.90-40.41-13.85-33.92-38.80-37.46-40.41-13.85-38.80N94.1718.45(1.85)+1.13+3.88135.18138.0382.0789.64145.98139.19138.0382.07145.985柱顶M24.515.37(5.37)+7.70+20.4326.4745.884.8547.3538.4636.9345.884.8538.46N209.2237.15(20.55)+4.34+13.12292.40303.34197.07224.35319.60303.07303.34197.07319.60柱底M-24.51-5.37±6.30±16.72-28.24-44.11-4.37-39.15-38.46-36.93-44.11-4.37-38.46N222.7937.15(20.55)+4.34+13.12308.69319.63210.10237.39337.92319.36319.63210.10337.924柱顶M21.515.37+10.31+25.7223.1949.17-4.9948.5138.4636.9349.17-4.9938.46N337.5455.85(39.25)+9.57干26.47463.36487.48315.35370.41511.53483.24457.48315.35511.53柱底M-24.51-5.37±10.31±25.72-23.19-49.174.99-48.51-38.46-36.93-49.174.99-38.46N351.1155.85(39.25)+9.57+26.47479.64503.76328.37383.43529.85499.52503.76328.37529.853柱顶M24.515.37+13.23+31.1619.5152.85-10.6554.1738.4636.9352.85-10.6538.46N465.8674.55(57.95)+16.83+44.03631.76674.17429.25520.83703.46663.40674.17429.25703.46柱底M-24.51-5.37+13.23+31.16-19.51-52.8510.65-54.17-38.46-36.93-52.8510.65-38.46N479.4374.55(57.95)+16.83+44.03648.05690.46442.27533.86721.78679.69690.46442.27721.782柱顶M23.375.37我5.77+34.9914.9454.68-11.3261.4136.9235.5657.57-11.3754.68N594.1893.25(76.65)+25.78+64.46798.03863.00540.17674.25841.92843.57632.11540.17863.00柱底M-21.09-5.37±15.77±34.99-12.21-51.9513.57-59.21-31.94-32.83-55.5113.57-31.94N607.7593.25(76.65)+25.78+64.46814.31879.28553.19687.27913.71859.85644.32553.19913.71

721柱顶M24.925.37+20.99+43.9710.2263.11-19.2272.2339.0137.4267.72-19.2239.01N722.88112.02(95.42)+35.62+88.37963.721044.63647.55831.991087.911024.29779.999647.551087.91柱底M-12.46-5.37±25.65±53.7410.60-54.0441.35-70.42-22.19-22.47-66.0241.35-22.19N740.98112.02(95.42)+35.62+88.67985.441066.35664.93849.371112.341046.01796.28664.931112.34注:表中M以左侧受拉为正,单位为KN・m,N以受压为正,单位为KN。%,一列中括号内的数值为屋面作用雪荷载、其它层楼面作用活荷载对应的内力值。表33(b)横向框架A柱柱端组合弯矩设计值的调整层次654321截面柱顶m柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底Yre风=4皿)——36.7055.1439.3461.4642.2866.0646.0669.3954.1882.53力W一一303.3431963487.48503.76674.176936632116443277班79628注:表中弯矩为相应于本层柱净高上、下两端的弯矩设计值。表34横向框架A柱剪力组合层次s口GKSqk^WKSek1.25ck+0.9x1.4(SeA-+SWK)7ke[L2(Sgk+0.5SqQ+1.3SeQ1.3&k\2SckGa+14Q..加忆(腿+死)/%

73―►•4-—►<―6-13.54-3.47(-1.69)±1.84±6.35-18.30-21.56-6.75-19.13-21.75-21.1123.195-13.62-2.98(-2.98)±3.89±10.32-15.19-25.00-3.77-25.24-21.37-20.5125.004-13.54-2.98±5.73±14.29-12.88-27.310.36-29.37-21.37-20.5127.043-13.62-2.98±7.35±17.31-10.83-29.363.50-32.51-21.37-20.5128.842-12.35-2.98±8.76±19.44-9.06-28.086.93-33.51-19.65-18.9930.641-8.13-2.98±10.14±21.24-7.32-32.8714.39-29.79-13.96-13.9328.59注:表中V以绕柱端顺时针为正。上除“+M;)//为相应于本层柱净高上、下两端的剪力设计值表35(a)横向框架B柱弯矩和轴力组合层次fulfil内力SgkS0QK^WKSek1+0.9x1+SWK),re[12(Sgk+0.5SqQ+1.3Sek)[35Sck+Sqk⑵GK+1.45°k眼皿x|NN.mmMNmaxM—*-A6柱顶M-20.39-5.49(-1.55)+4.20T14.15-36.68-26.10-33.14-4.96-33.02-32.15-36.68-33.14-26.10N78.7020.39⑵00)To.06+0.2095.64120.2171.5471.93126.64122.9995.6471.54120.21柱底M21.0144.78(3.47)±3.43±11.8335.5526.9134.139.5333.1431.9035.5534.1326.91N92.2720.39(2.00)+0.06+0.02136.34136.4989.3384.75144.95139.27136.3489.33136.495柱顶M-21.32-4.43(-3.17)+8.05+21.38-41.31-21.02-44.220.25-33.21-31.79-41.31-44.22-33.21N185.0940.53(22.14)+0.09+0.34273.06273.29187.56188.66290.40278.85273.06187.56290.40柱底M21.324.43±8.05±21.3841.3121.0241.06一3.4133.2131.7941.3141.0633.21N198.6640.53(22.14)+0.09+0.34289.34289.57200.99201.70308.72295.13289.34200.99308.724柱顶M-21.32-4.43+11.84+29.57-46.08-16.24-49.5811.93-33.21-31.79-49.58-49.58-33.21N291.4860.67(42.28)+0.49+1.39425.61426.84298.67301.56454.17434.71298.67298.67454.17柱M21.324.43±11.84±29.5746.0816.2449.58-11.9333.2131.7949.5849.5833.21

74底N305.0560.67(42.28)+0.49+1.39441.89443.12311.70314.59472.49451.00311.70311.70472.493柱顶M21.32-4.43+15.21+35.84-50.33-12.00-56.1018.45-33.21-31.79-56.10-56.10-33.21N397.8780.81(62.42)+0.88+2.32578.15580.37340.85414.34617.93590.58340.85340.85617.93柱底M21.324.43±15.21±35.8450.3312.0056.10-18.4533.2131.7956.1056.1033.21N411.4480.81(62.42)+0.88+2.32594.44596.66422.53424.95636.25606.86422.53422.53636.252柱顶M-20.40-4.24+18.13+40.35-52.67-10.59-59.9823.95-31.78-30.42-59.98-59.98-31.78N504.26100.95(82.56)+1.36+3.40730.59734.02520.18527.25781.70746.44520.18520.18781.70柱底M18.563.86±18.13±40.3549.984.2927.03-22.2928.9227.6849.9827.0328.92N517.83100.95(82.56)+1.36+3.40746.89750.31533.21540.28800.02762.73746.89533.21800.021柱顶M-21.98-4.57+23.47+49.14-61.71-2.57-74.4027.81-34.24-32.77-74.40-74.40-34.24N610.06121.02(102.63)+3.29+4.47880.41888.70630.27639.57944.60901.50630.27630.27944.60柱底M10.992.29±23.47±60.0645.65-13.5064.65-60.2717.1316.3964.6564.6517.13N628.16121.02(102.63)+3.29+4.47902.13910.42647.65656.94969.04923.22647.65647.65969.04注:表中M以左侧受拉为正,单位为KN・m,N以受压为正,单位为KN。S”一列中括号内的数值为屋面作用雪荷载、其它层楼面作用活荷载对应的内力值。

75表35(b)横向框架B柱柱端组合弯矩设计值的调整层次654321截面柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底NreQMc=大叫)——33.1751.8337.1858.1042.0765.7444.9862.4855.8075.71——一176212893428QOO292223195539612487.677468959c88607.17注:表中弯矩为相应于本层柱净高上、下两端的弯矩设计值。表36横向框架B柱剪力组合层次0GK0QK^WKsEK1.2Sgk+0.9x\.4(Sqk+Swk)VkeUQSgk+0.5Sqk)+1.3S£K)1.35c弁UA+14Q..解+此)/%

76―►•4-—►<―6-11.50-2.85(-1.39)±2.12±7.30-14.72-20.06-4.11-19.30-18.38-17.7920.665-11.84-2.46(-2.11)±4.47±11.88-11.68-22.94-0.02-24.73-18.44-17.6523.274-11.84-2.46±6.58±16.43-8.22-25.604.54-29.63-18.44-17.6525.733-11.84-2.46±8.45±19.91-6.66-25.128.16-33.25-18.44-17.6528.712-10.82-2.25±10.07±22.42-3.13-21.7911.85-34.78-16.86-16.1328.961-7.17-1.49±10.20±23.742.37-23.3318.35-31.03-11.17-10.6934.11注:表中V以绕柱端顺时针为正。上除“+M;)//为相应于本层柱净高上、下两端的剪力设计值

773.5截面设计3.5.1框架梁以第一层AB跨梁为例,说明计算方法和过程,其它层梁的配筋计算结果见表37和38o(1)梁的正栈面承载力计算从表32中分别选出AB跨跨间截面和支座截面的最不利内力,并将中心处的弯矩换算为支座边缘控制截面的弯矩进行配筋计算。支座弯矩024Ma=148.23-117.31X(0.4--=115.38KN-myREMA=0.75x115.38=86.54KN-m均=133.31-46.15x0.4=114.85KN•加=0.75x114.85=86.14/C^.w跨间弯矩取控制截面,即支座边缘处的正弯矩。由表32,可求得相应的剪力V=1.3x24.24-(76.42+0.5x16.52)=-53.21KN则支座边缘处024Mmax=138+53.21x(0.4---)=153^mrREMmm=0.75x153=114.67KN•加当梁下部受拉时,按T形截面设计,当梁上部受拉时,按矩形截面设计。翼缘计算宽度当按跨度考虑时,b,f=-=—m=1.2m=1200/n/n;按梁间距考虑时,bf=b+sn=250mm+3350mm=3600/nn/;按翼缘厚度考虑时,%=A-4=500-35=465nwz,//%=100/465=0.215>0.1此种情况不起控制作用,故取(=1200mm。梁内纵向钢筋选HRB335级钢(/v=/;=300N/〃〃〃2),根据《混凝土设计规范》第7.1.4中的第1条求或,第7.1.2中的第3条%=0.0033-(工“-50)x10-5求.。

78表37框架梁纵向钢筋计算表层次截面M(KN•m)As(mm2)实配钢筋A,

79表381屉架梁箍筋数量计算表层截梁端加密区非加密区02口/她Asv_yREV-0A2f,bh„实配钢筋实配钢筋次而(KN)(KN)s1254,4(乙)s(4%)6A、B,50.55223.20>YreV-0.03<0双肢48矶00(1.01)双肢4)8@200(0.50)B,20.51127.20>YreV-0.15<0双肢e8@100(1.01)双股4>8@200(0.50)5A、Bi52.65223.20>YreV-0.01<0双肢<1>8@100(1.01)双肢4>8@200(0.50)B.26.67127.20>YreV-0.06<0双肢4>8@100(1.01)双肢e8@200(0.50)4A、B,54.50223.20>YreV0.01<0双股68@100(1.01)双股4>8@200(0.50)Br28.48127.20>ykeV-0.03<0双肢4>8@100(1.01)双肢8@200(0.50)3A,B)57.19223.20>YreV0.03<0双肢<1>8@100(1.01)双肢4>8@200(0.50)B,36.14127.20>YrEV0.08<0双肢(»8@100(1.01)双股68@200(0.50)2A、B,59.59223.20>YreV0.42<0双肢8@100(1.01)双肢8@200(0.50)Br44.67127.20>YkeV0.20<0双肢(1>8矶00(1.01)双肢08回200(0.50)1A,B,94.47276.68>YreV0.27<0双肢4>8@100(1.01)双肢4>8@200(0.50)B,60.61253.76>YkeV0.36<0双肢4>8@100(1.01)双肢e8@200(0.50)注:表中V为换算至支座边缘处的剪力。130086.54xlO6=0.028^=\-y/\-2as=0.028£cu=0.0033-(25-50)xlO-5=25.0033>0.0033,取代“=0.0033,贝ij

800.028x1.0x11.9x1200x465…=629mm300实配钢筋:4。16(A.=804〃加2),p=__=0,66%>0.25%,满足要求。250x465将下部跨间截面的4。16钢筋伸入支座,作为支座负弯矩作用下的受压钢筋(A;=804m/)(按抗震计算底部钢筋在支座处按受拉钢筋锚固,所以可作为支座截面受压钢筋),再计算相应的受拉钢筋人,即支座A上部114.67x106-300x769x(465-35)1.0x11.9x250x4652=0.024&==鬻=。.⑸说明4富裕,且达不到屈服。可近似取皿67凶。[=888.9加/力(%-4)300x(465-35)实配钢筋:5❷16(4=1005ww2),p=1005=0.86%>0.25%,满足要求。250x465支座Bi上部M86.14xl06,A===667.75〃?〃广力(%-4)300x(465-35)实配钢筋:4。16(4=804/n/n2),p=———=0.69%>0.25%,A/A=0.9>0,3,满足’250x4655耍求。(2)梁斜截面受剪承载力计算AB跨yREV=0.8x111.14=94.47KN<氏于皿=0.2xl.0xll.9x250x465=276.68KN故截面尺寸满足要求。梁端加密区箍金取双肢巾8@100,箍筋用HPB235级钢筋(/,v=210N//w/),则A044晒+125人—原s=0.42x1.27x250x465+1.25x210x—x465100=185KN>94.47KN加密区长度取0.85m,非加密区箍筋取双肢68@200,箍筋设置满足要求。BC跨若梁端箍筋加密区取双肢。8@100,则其承载力为:A

810.42小%+1.254a=0.42x1.27x250x265+1.25x210x—x265100=106KN>yREV=60.61KN由于非加密区长度较小,故全跨均可按加密区配筋oL1.2框架柱(1)跨比和轴压比验算表39给出了框架柱各层剪跨比和轴压比计算结果,其中剪跨比义也可取注意,表中的M,、V’和N都不应考虑承载力抗震调整系数。由表可见,各柱的剪跨比和轴压比均满足规范要求。表39柱的剪跨比和轴压比验算柱号层次b(mm)%(mm)fc(N/mm2)Mc(KN.m)(KN)N(KN)Mc西NfebhO63003109.656.2425.59119.527.09>20.119<0.9A53003109.657.3529.69296.746.23>20.294<0.943003109.661.4634.55479.295.74>20.475<0.933003109.666.0638.25667.335.57>20.662<0.9柱23003109.671.9639.42859.095.89>20.852<0.9135036011.984.6538.651061.716.08>20.637<0.963003109.648.9123.60119.676.69>20.119<0.9B53003109.655.2829.09252.136.13>20.250<0.943003109.661.9834.86393.245.74>20.390<0.933003109.670.1339.12531.195.78>20.527<0.9柱23003109.674.9840.92675.355.91>20.670<0.9135036011.993.0036.51821.187.08>20.493<0.9⑵柱截面承载力计算以第二层B轴柱为例说明。根据B柱内力组合表,将支座中心处的弯矩换算至支座边缘,并以柱端组合弯矩的调整值比较后,选出最不利内力进行配筋计算。其它柱见表40。B节点左、右梁端弯矩:-119.91+117.79x0.35=-78.68KN-m12.92-8.64x0.35=9.90KN-mB节点上、下梁端弯矩:33.79-13.94x0.1=32.40KN-m-93+21.59x(0.5-0.1)=一84.36KN-mZA/的=32.40+84.36=116.16KN-m梁=78.68+9.90=88.58KN以柱/叫梁=116.76/88.58=1.321.2£知8梁=106.30KN-m,AMfl=106.30-116.76=-10.46^w,

82在节点处将其按弹性弯矩分配给上下柱端,即:

83表40框架柱正截面配筋计算表柱号层次123456A柱hxh(mm2)350X400300X350300X350300X350300X350300X350M(KN.m)22.1931.9438.4638.4638.4638.80N(KN)1112.34913.71721.78529.85337.92145.98%(mm)19.9534.9653.2972.59113.81265.79(mm)202020202020J(mm)39.9554.9673.2992.59133.81285.79计算长度lo(m)4.6(1.0H)4.5(1.25H)4.5(1.25H)4.5(1.25H)4.5(1.25H)4.5(1.25H)0.750.550.700.951.01.0备1.01.01.01.01.01.0ri1.01.01.01.01.01.0e(mm)199.95189.96208.29227.59268.81420.790.6880.6880.6880.6880.6880.68878

84判断大小偏压小小小小大大A,=(mm2)<0<0<0<0<0<0实配钢筋(mm2)3618(As=763mm2)3616(4=603mm2)3616(As=603mm2)3616(As=603mm2)3*16(As=603加加2)3*14(=461nim2)bxh(mm2)350X400300X350300X350300X350300X350300X350M(KN.m)17.1317.2333.2133.2133.2126.91N(KN)969.04800.02636.25472.49308.72139.49(mm)17.6821.5452.2070.29107.57192.92%(mm)202020202020B%(mm)37.6841.5472.2090.29127.57212.92计算长度4.64.54.54.54.54.5lo(m)(1.0H)(1.25H)(1.25H)(1.25H)(1.25H)(1.25H)柱金0.860.630.791.01.01.0%1.01.01.01.01.01.01.01.561.01.01.01.0

85e(mm)197.68199.61207.2225.29262.57347.92岁0.6890.7610.8120.8560.8570.912判断大小偏压小小小小小小A,=At(mm2)387361<0<0<0<0实配钢筋(mm2)3$20(A,=941〃〃舞2)34)18(As=763mm2)3618(As=163mm2)3618(As=763机加2)3618(As=163mm2)3616(A、=603加〃z2)

86=106.30xo1.1±32.40=2950KN-m32.40+84.36M亦#=106.30xort±84.36“cc,…=76.80KN-m32.40+84.36YreMb1<1:=0.8X29.50=23.60KN-mM23.60xlO6=——=r=44.3mm°N533.21xlO3根据《混凝土结构设计规范》第7.3.3条规定可知,〃取20mm和偏心方向截面最大尺寸的,两者中的最大值,即当3030=12mm,故取ea=20mm。柱的计算长度按公式叫吃黑小定,其机W“=OK“I1.196+2.3300.759+1.136“°C%==0.4891.314+2.558/0=[l+0.15x(0.431+0.489)]x1.25x3.6=5Am=e0+e。=44.3+20=64.3m因为£=W|9=14.64>5,故应考虑偏心矩增大系数公0.5〃40.5x9.6x300x350533.21xlO30.95人<15,取Q=1.01400x64.3/310xl4.642x0.95x1,0=1.7077=1+-1-(424c=1+14004/%he==1.70x64.3+--40=244.3mm'22对称配筋533.21xl03%ajb%、1.0x9.6x300x310=0.597<&b=0.688为大偏压情况。NeYQ-0.5,a£灰533.21xlO3x244.3-0.597x(l-0.5x0.597)xl.0x9.6x300x3102300x(310-40)

87=\65mm2再按及相应的加一组计算。N=8OO.O2KN,节点上、下梁端弯矩:328.92-16.86x0.1=\1.23KNm34.24-11.17x(0.5-0.1)=29.77KN-m此组内力是非地震组合情况,且无水平荷载效应,故不必进行调整,且取/0=1.25x3.6=4.5mM~N17.23xlQ6800.02xlO3=21.54/〃/”e,=21.54+20=41.54/”A=£^£=12.86h350同理可求得:0.5。A0.5x9.6x300x350800.02xlO3=0.63-2-<15,取心=1.0h7=1+---4)2"=1+]400e,/%h1400x41.54/310xl2.862x0.63x1,0=1.56%,=1.56x41.54=64.61mm<0.3%=0.3x310=93mm,故暂定为小偏心受压。e=ne,Ha,=64.61440=199.61mm,22LN-&Jcb%1IN,-0.43f,.城...9b1'+afb耳3-)(%-4)〃砥按上式计算时,应满足N>猷£帆及Ne>。43九城,因为N=8OO.O2KN>或/方&=0.514x9.6x300x310=458.90KNTVe=800.02xlO3x199.61=159.69KN-切>0.43工她;=0.43x9.6x300x3102=119.01KNm800.02xlO3-458.90xlO3八…77+0.514=0.761159.69xl06-l19.01xlO6“八e八-+9.6x300x310(0.8-0.514)x(310-40)Ax=As=Ne-氢1-0.59叫「灰

88159.69x103-0.761x(1-0.5x0.761)x1.0x9.6x300x3102300x(310-40)=361,“,“2选3-14(=461mm2)总配筋率P,=3x461300x310=1.49%。(3)柱斜截面受剪承载力计算以第一层柱为例进行计算。由前可知,上柱柱端弯矩设计值:M'c=69.15KNm对三级抗震等级,柱底弯矩设计值:=1.15x75.76=87.12KN-m则框架柱的剪力设计值:M'+MbV=l.l———£■,,69.75+87.12=l.lx%4.3=40.13XreV0.85x40.13x1()3/3cfcbh01.0x9.6x350x360=0.023<0.2,满足要求。93.00xlQ336.51x360=7.08〉3(取/I=3.0)其中AT取较大的柱下端值,而且AT、V,不应考虑7也,故AT为将表35查得的值除以0.8,V。为将表36查得的值除以0.85。与H相应的轴力:N=821.18KN>0.3工力为=0.3x11.9x350x400=499.80KN取N=499.80KN4Yrev-fcbho-0056NSfyAa105a0.85X40.13X1()3xl.27x350x360-0.056x499.80x103=<0210x360故该层柱应按构造配置箍筋。柱端加密区的箍筋选用双肢e8@100。由表35可得一层柱底的轴压比〃=0.493,由《混凝土设计规范》中表11.4.17查得儿=0.087,则最小体积配筋率:

89Pmin=4//&,=0.087x11.9/210=0.493%Pv\l)r_0.493x300x350W--V.1OJsZ/,.100x8x350取力8,4“=50.3帆62,贝ijsw271.9mm。根据构造要求,取加密区箍筋为双肢68@100,加密区位置及长度按规范要求确定。根据《混凝土设计规范》第11.4.18可知,非加密区还应满足,s<15d,故箍筋取双肢e8@200。各层柱箍筋计算结构见表41。综合以上计算结果,绘出横向框架的配筋图见结构图所示。表41框架柱箍筋数量表柱号层次3(KN)(KN)N(KN)0.3/A(KN)s(%)实配箍筋加密区非加密区623.19178.56>V96.79302.40<00.27428«100(1.01)24>8@200(0.50)525.00178.56>V280.44302.40<00.27424)89100(1.01)268@200(0.50)A427.04178.56>V463.01302.40<00.3752801OO(1.01)268@200(0.50)328.84178.56>V651.04302.40<00.65628@100(1.01)24>8@200(0.50)柱230.64178.56>V842.81302.40<00.71228«100(1.01)24)8@200(0.50)128.59299.88>V1039.99302.40<00.72324)89100(1.01)268@200(0.50)620.66178.56>V89.91499.80<00.35824>891OO(1.01)24>8@200(0.50)523.27178.56>V235.83302.40<00.35828@100(1.01)268@200(0.50)B425.73178.56>V376.95302.40<00.37028@100(1.01)24)8@200(0.50)328.71178.56>V517.93302.40<00.52824)89100(1.01)268@200(0.50)柱228.96178.56>V659.06302.40<00.61324>891OO(1.01)24>8@200(0.50)134.11299.88>V821.18499.80<00.4932<1>8«100(1.01)268@200(0.50)3.6罕遇地震作用下弹塑性变形验算3.6.1罕遇地震作用下的楼层剪力仍取②轴线的框架进行计算。由《混凝土设计规范》中表5.1.4—1

90可知,罕遇地震的地震影响系数最大值amax=0.50,多遇地震作用下amax=O08,罕遇地震与多遇地震的地震影响系数之比为0.50/0.08=6.25。罕遇地震作用下的楼层剪力,见表42。表中匕表示②轴线框架的层间剪力。表42楼层受剪承载力计算(KN)层次多遇地震作用下的楼层剪力(KN)罕遇地震作用下的楼层剪力(KN)DJED,匕(KN)6262.9262.918620/179400=0.10427.345476.3476.318620/199660=0.09344.424658.7658.718620/199660=0.09361.263798.4798.418620/199660=0.09374.252896.4896.418620/199660=0.09383.371971.0971.017620/192010=0.09289.333.6.2楼层受剪承载力计算(1)构件实际正截面承载力按框架梁、柱的实际配筋面积及材料强度标准值(柱还包括对应于重力荷载代表值的轴向力),分别由式此尸和/=44:(/10-4)+0.5乂/!(1一乂/九防)来计算构件端部的实际正截面承载力。下面以框架底层为例进行说明,其中f、*=335N/m”/。AB跨梁:左端=fyk4(%-a;)=335x452x(465-35)=62A\KNm=fyA(%-4)=335xl964x(465-35)=282.9\KNm同理得右梁M,=f、*A(%一见)=335x452x(465-35)=62.11KN・mA(4—a;)=335x1964x(465-35)=282.91KN-mBC跨梁:左(右)端

91%:=fykAs(4-as)=335x452x(265-35)=34.83KN-m%;=fykAs(%-a;)=335x339x(265-35)=26.12KN-mA柱:4。=熊4:(自一4)+0.5乂〃(1一乂也也几)查表33,可求得:%=740.98+0.5x95.42=788.69KN,joo69x1贝IJ:Mf=335x339x(360-40)+0.5x788.69xl03x400x(1:350x400x16.7=140.87KN/nB柱:(%-4)+0.5乂出1-乂/"/4)查表33,可求得:腌=628.16+0.5x102.63=679.48KN贝lj:=335x339x(360-40)+0.5x679.48xl03x400x(l-679.48xlQ3350x400x16.7;=229.14KN・m其余各层计算结构见图27。⑵第i层柱的相对弹性线刚度“i)ID282913207U4771210(1)pat——aF口口

9211466}上忆°87(1)上2914口式中砧为标准层柱的线刚度,此处以2〜6层为标准层,设其相对线刚度为1,为2.80x4004,2.55x35()4,“二贝IJ1层&=/=1.4664.63.6(3)楼层受剪承载力计算采用简化的柱底塑性校法计算。由式%=[M'cyij+必、&3+附)]/%可以计算出各柱的受剪承载力,进而按式匕=£%确定楼层的受剪承载力匕⑴。计算结果j=i'见表43。表43楼层受剪承载力计算(KN)楼层123456边柱A、D39.0467.1636.1265.0934.1855.5427.0845.4320.4134.2313.7229.10中柱8、C62.3389.7239.6167.3737.9857.8729.6246.8622.9935.1416.1630.70匕⑴258.25208.19185.57148.99112.7789.68(4)薄弱层弹塑性层间变形验算由式或&)=匕,/匕可以算出楼层的屈服强度系数媒见表44表44楼层屈服强度系数楼层12345612.8912.4972.4992.4322.5393.280根据《抗震设计规范》第5.5.2条可知,该结构在罕遇地震作用下的薄弱层可不进行弹塑形变形验算。4基础设计[基础设计资料]根据本设计中建筑物的规模、功能特点、上部结构型式、荷载大小和分布以及地基土层的分布、土的性质、地下水的情况等因素,确定本设计基础结构类型为现浇柱下独立基础,具体设计资料如下:基础结构类型:现浇柱下独立基础基础埋置深度:L5米

93工程地质条件:(1)自然地表1米内为填土,填土下层3米厚为红粘土,再下为砾石层。红粘土允许承载力为180kN/m2,砾石层允许承载力为300kN/m2,地基为二类场地土。(2)地下水位:地表以下2米,水质对混凝土无侵蚀柱截面尺寸:350mmX400mm和300mm义350mm基础材料:采用C20混凝土,HRB335级钢筋,设混凝土垫层(C10)。

94[基础计算]4.1A柱下独立基础结构计算由框架结构计算结果可得:由A柱传给基础的轴向力NK=1112.34/1.3=855.65kN、N=1112.34kN,力矩=17.07kN•m、M=22.19kN•m,剪力Vk=2L99kN、V=28.59kN。(1)初步确定基础高度根据埋置深度和构造要求,初步确定Hn=700mm(2)按中心荷载初步估计所需的基础底面尺寸Ao计算修正后的地基承载力特征值f.,先不考虑宽度修正0=2Hbr(b-3)+ndrm(d-O.5)=180+1.4X20X(1.5-0.5)=208kN/m2先按轴心受压基础试算基础面积,基础底面积:A^NK/(fa-rd)=855.65/(208-20X1.5)=4.81m2考虑荷载偏心,将基底面积扩大1.1~1.5倍,即谷基1.1~1.5抽=5.291112~7.23012取基底边长比b/l=l(b为荷载偏心方向边长),可取基础底面积:Afl=lXb=l2=6.25m2,取1=2.5m,b=2.5m(3)验算荷载偏心距e基底处的竖向力:nk+Gk=855.65+20X2.5X2.5X1.5-1.OX10X2=1023.15KN基底处的力矩:Mk=17.07+10.71X(4.6-0.3)X(0.4-0.12-0.2)+21.99X0.6=33.94KN•m偏心距:e=―—=-"94”=0.033—

95(6)基础受冲切承载力验算基础计算如图30所示:22.

96N121翱颊处①柱与基础交接处的冲切强度验算:取保护层厚度为40mm,取阶梯形基础两级,每阶高度为350mm,即ho=700-40=660mm根据《地基基础设计规范》第8.2.7中的第2条规定求&、仇at=350mmab=350+2X660=1670mmX1=(2500-1670)/2=415mm>曾=迫nx=136加加(2500-350)/2415+525+4x3=415-136=279mmA,=25(X)x279-2x(1x415x415)=5.25xl05mm2N=112.34+20x2.5x2.5x1.5=27984KNA=6.25mm2W=2.60M=22.19+10.71x(4.6-0.3)x(0.4-0.12-0.2)+28.59x0.6=43.02KN-m地基净反力为:P7.max=241.19KN/m2279.843.02+

976.252.60根据《地基基础设计规范》第8.2.7中的第2条规定Pj.min279.843.026.25-2.60=28.22KN/n?F尸p谆A=247.79X0.525=130.09KN07BhJPmh。=0.7xl.0xl.lx35。;67()x660=5根据《地基基础设计规范》第8.2.7中的第2条规定:F,<0.7%加“%,满足要求。②基础变阶处的冲切强度验算:取阶梯形基础两级,每阶高度为350mm,即ho=350-40=310mm根据《地基基础设计规范》第8.2.7中的第2条规定求a、aba,=(2500~350)x2+350=1425mmab=1425+2X350=2125mm4x,=(2500-2100)/2=200mm>200=200=、=325mw>x3=525-325=200mm525200+x22A,=2500x200-2x(-x200x200)=4.60xl05mm'F尸Pj,A=247.79X0.460=113.98KN0.7=0-7x1.0x1.lx110°x310=417.73KN根据《地基基础设计规范》第8.2.7中的第2条规定:耳<0.7夕加力《“%,满足要求。(7)基础底板配筋①柱与基础交接处的冲切强度验算:a、沿基础1方向计算I-I截面,如图310b-h"T-2500-4002=1050/??/n,联=*=247.79仙/加2Pmm=Pj.min=28.22KNIm2通过几何方法求p,见图31

98求解p=215.52KN/m2G=1.35Gk=1.35x(20x2.5x2.5x1.5-1.0x10x2)=226.13KNi2GM/=—«i2[(2/+a)(p1Mx+p--—)+(p1Mx-p)l]1t\=—xl.052x[(2x2.5+0.35)x(247.79+215.52-————)+(247.79-215.52)x2.5]122.5x2.5=186.57KNm监09fA=1047mm2186.57x1()60.9x300x660b、沿基础b方向计算n-n截面,如图31。I.,.2GMn=-(l-a)(2b+b)(pmax+pmin一一-)A=—X(2.5-O.35)2x(2x2.5+0.4)x(247.79+28.22--482.5x2.5=183.70KN%183.70xlO62An===1031/mnII0.9f、%0.9x300x660②基础变阶处的冲切强度验算:a、基础1方向计算I-I截面,如图31o25—035a.=525mm,a=-—x2+0.35=1425m>b=525x2+0.4=1050mm4通过几何方法求p,见图31。求解p'=222.64KN/m212GMi=—<[(2/+a')(pmax+p---)+(PmM-p)l]12A=—X0.5252X[(2X2.5+1.425)X(247.79+222.64--~—)+(247.79-222.64)x2.5]122.5x2.5=56.49KN・mb、基础b方向计算II-H截面,如图31。0.9/A56.49xlO60.9x300x310=675mm21,.9〜.2G=R(1-a)-(2b+b)(Pmax+pmin--)4oA।GCA।,

99=—X(2.5-1,425)2X(2x2.5+1.05)x(247.79+28.22-)482.5x2.5=51,45KNm

100An51.45xlQ60.9x300x310综合上述计算可知,A柱下独立基础底板配筋结果为:①沿基础1方向计算的I-I截面应按柱与基础交接处截面进行配筋:Asi=1047mm"选配筋:虫12@100(As=1131mm7m)②沿基础b方向计算的H-II截面应按柱与基础交接处截面进行配筋:Asu=1031mni2选配筋:。12@100(A=1131mm7m)4.2B柱下独立基础结构计算由框架结构计算结果可得:由B柱传给基础的轴向力Nk=969.04/1.3=745.42kN、N=969.04kN,力矩M=OkN•m,剪力V=OkNo(1)初步确定基础高度根据埋置深度和构造要求,初步确定H°=600mm(2)按中心荷载初步估计所需的基础底面尺寸Ao计算修正后的地基承载力特征值却先不考虑宽度修正fa=fak+nbr(b-3)+ndrB(d-O.5)=180+1.4X20X(1.5-0.5)=208kN/m2先按轴心受压基础试算基础面积,基础底面积:A^NK/(fa-rd)=745.42/(208-20X1.5)=4.19m2考虑荷载偏心,将基底面积扩大1.1〜1.5倍,即Ao=(l.l-1.5)A=4.61m-6.29m2取基底边长比b/l=0.8(b为荷载偏心方向边长),可取基础底面积:Afl=lXb=0.812=5.00m2,取1=2.5m,b=2m因为B柱与C柱联合,所以柱截面为400mmX800mm(3)验算荷载偏心距e基底处的竖向力:+G*=745.42+20X2.5X2X1.5T.OX10X2=875.42KN基底处的力矩:Mk=0+10.71X(4.6-0.3)X(0.4-0.12-0.2)+26.24X0.6=19.42KN•m偏心'星巨:e=—^—=19-42=0.022m

101Pkmax=184.42A3V//M2N+GkMk875.4219.42F=’+AW5.002.08PkminNK+GkAMk_875.4219.42~W~~5.00-2.08=165.74KN/,/pML2fa=l.2X208=249.6KN/m2,根据《地基基础设计规范》第5.2.1条规定,满足要求。(6)基础受冲切承载力验算基础计算如图32所示:,N11)柱与基础交接处12)基油变阶处①柱与基础交接处的冲切强度验算:取保护层厚度为40mm,取阶梯形基础两级,每阶高度为300mm,即h°=600-40=560mm根据《地基基础设计规范》第8.2.7中的第2条规定求a,、abat=350mmab=350+2X560=1470mmx,=(2500-1470)/2=515mm>空=^15=工=35〃〃〃(2500-350)/2515+525+/2X3=515-35=480mmA,=2500x480-2x(1x515x515)=9.35xl05wm2N=969.04+20x2.0x2.5x1.5=1()99.04KNA=5.00mm2W=2.08M=0+10.71x(4.6-0.3)x(0.4-0.12-0.2)+34.11x0.6=41.28^-m地基净反力为:1099.0441.28「八『,,Pj.min'==159.91KN/m26.252.60Pj.max

1021099.0441.2816.252.60=239.78KN/m2地基净反力为:Py.max'1099.0441.282=+=239.78KN/5.002.08_1099.04Pg-5.00A]28—=19996KN/m?2.08根据《地基基础设计规范》第8.2.7中的第2条规定F产PzAi=239.78X0.935=224.19KN350+14700.7夕年/。〃,%=0.7xl.0xl.lxx560=392.39KN根据《地基基础设计规范》第8.2.7中的第2条规定:勺<0.7弱加入,满足要求。②基础变阶处的冲切强度验算:取阶梯形基础两级,每阶高度为300mm,即ho=3OO-4O=26Omm根据《地基基础设计规范》第8.2.7中的第2条规定求a,、aha,=⑵00-400)*2+350=1400mmab=1400+2X260=1920mm「4Xi=(2500T920)/2=290mm、290=290v=口25机小、x3=412.5-122.5=290mm412.5290+x2157A,=2500x290-2x(-x290x290)=6.41x105w,n2F尸P*A=239.78X0.641=153.70KN1Ann+19200.71加J%,%=0.7xl.0xl.lxx260=332.33KN根据《地基基础设计规范》第8.2.7中的第2条规定:F,<0.7月/金%,满足要求。(7)基础底板配筋①柱与基础交接处的冲切强度验算:c、沿基础1方向计算I-I截面,如图33oa.==0°—0°=1050,即,几皿=P,max=239.78m/川I•IlltlA>J4liluAPmin=P/.min=159.97KN//通过几何方法求p,见图33。

103G=l.35GK=1.35x(20x2.5x2.5x1.5-1.0x10x2)=226.13KN1?,2G,Mi=a;[(21+a)(pmax+p——)+(Pmax-P)412A=y^xl.052X[(2X2.5+0.35)x(239.78+239.42--2-22^3)+(239.79-239.42)x2.5]=197.08K/Vm197.08xlO60.9x300x560=1303m"z2d、沿基础b方向计算II-II截面,如图33。1...2GMn=荔(/一〃)~(2b+b)(〃max+Pmin一二)48Ai,x13=—X(2.5-0.35)2x(2x2.0+0.4)x(239.78+159.97-)482.0x2.5=188.64AnMi0.97A188.64XlO60.9x300x560=1248〃〃〃2②基础变阶处的冲切强度验算:a,基础1方向计算I-I截面,如图33o25—035•a,=525mm,a=——x2+().35=1425nt、b=525x2+0.4=1050.4,〃〃?4通过几何方法求p,见图33。求解p=239.42KN/m2

1042GMI=—«12[(2/+a)(Pmax+P--—)+(Pmax一P)〃1i\1,2x226.13=—x0.5252x[(2x2.5+1.425)x(239.78+239.42)+(239.78-239.42)x2.5]122.0x2.5=59.06KNma0.9/A59.06xlQ60.9x300x260=841/mwb、基础b方向计算II-II截面,如图33。i2G=哀(/一。)2(26+匕)(Pmax+Pmin-)4oA=—X(2.5-1.425)2x(2x2.0+0.825)x(239.78+159.97-482.0x2.5=44.35KN-m一%0.9/A)44.35xlQ60.9x300x260=632mm2综合上述计算可知,B柱下独立基础底板配筋结果为:①沿基础1方向计算的I-I截面应按柱与基础交接处截面进行配筋:Asi=l303mm2选配筋:14@110(As=1399mm2/m)②沿基础b方向计算的H-II截面应按柱与基础交接处截面进行配筋:Asii=1248mm2选配筋:金14@120(As=1283mm7m)5楼梯设计[楼梯设计资料]采用现浇板式楼梯,楼梯结构平面布置见图33o层高3.6m,踏步尺寸150mn)X300mmo采用混凝土强度等级C20,HPB235级钢筋,平台梁采用HRB335级钢筋。楼梯上均布活荷载标准值q«=2.5KN/m2.[楼梯计算](1)楼梯板计算板倾斜度tga=150/300=0.5cosa=0.894楼梯板厚度应取楼梯板斜长的L~,所以楼梯板厚h=120mmo2530取1m宽板带计算1)荷载计算水磨石面层(0.3+0.15)wx0.65KN/m2x—=Q.98KNIm0.3三角形踏步-x0.3mx0.15mx25KN/川x1-=1.88KNIm20.3

105斜板0.12zmxImx25KNInr'x—!—=3.36KN/m0.89420mm厚板底抹灰0.02mXbnx17KN/m3x=038KNIm0.894小计26.60kN/m恒载标准值:gk=6.60kN/m活载标准值:qk=lmX2.50kN/m"=2.5kN/m荷载设计值:p=1.2X6.60+1.4X2.50=11.42kN/m2)截面设计板水平计算跨度:ln=3.3m弯矩设计值:M=—pl;10"=—x11.42x3.32=12.44/C^nj10h0=120-20=100mmM12.44x1()6=0.145S'ajcbh^~1.0x9,6xl000x1OO2^=\-yj\-2as=0.157A_鲂必%0.157-1小9.6,1000><100_何介、fy210选用e10@100mm,As=785mm2分布筋08,每级踏步下一根,梯段配筋见结构图。(2)平台板设平台板厚h=80mm,取1m宽板带计算1)荷载计算水磨石面层lmxG.65KN=065KNIm80mm厚混凝土板0.08mx加x25KN//=lJ5KN/m20mm厚板底抹灰0.02mxImx17KN//=Q.34KN/m小计S2.74kN/m恒载标准值:gk=2.7妹N/m活载标准值:qk=lmX2.50kN/m2=2.5kN/m荷载设计值:p=l.2X2.74+1.4X2.50=6.79kN/m2)截而设计板的计算跨度:lo=l.8-0.2/2+0.12/2=1.76m弯矩设计值:M=工pl;=—x6.79xl.762=2.1O^m1010ho=8O-2O=6Omm2-10xl°6,=0,1061.0x9.6xl000x602

106^=l-y/l-2as=0.112ia.fblu0.112x1.0x9.6x1000x60,A,=?9==251mm-fy210选用4>8@190mm,As=265mm'io(3)平台梁计算设平台梁截面b=200mmh=350mm1)荷载计算梁自重0.2mx(0.35-0.07>x25KN/m3=\AKN/m梁侧粉刷平台板传来梯段板传来O.O2M7X(0.35-0.07)mx2x17KN/m3=Q.19KN/m1Qlmx—m)l\m=2.47KN/m33(6.60KN/mx—m)/lm=10.89KN/m小计恒载标准值活载标准值荷载设计值214.95kN/mgk=14.95kN/mqk=(3.3/2+1.8/2)mX2.50kN/m2=6.38kN/mp=1.2X14.95+1.4X6.38=26.87kN/m3)截面设计计算跨度:10=L051n=l.05X⑶6-0.24)=3.53m内力设计值:1,12M=-p/n=-x26.87x3.532=474KN-m8°8V=-pl」x26.87x3.36=51.1KN22截面按倒L形计算:bf=b+5hf-200+5x70=550〃〃%%=350-35=315mm经计算属第一类T形截面:M47.4xlO6…a===U0/j'a/方片1.0xll.9x550x3152百=1-=0.076效/瓦为0.076x1.0x11.9x550x3152A===32unmfy300选用2020,As=628mm2

107斜截面受剪承载力计算配置箍筋@8@200mm贝ljvcs=0.7f,bhn+1.25/Vl^/i0=0.7x1.10x200x315+1.25x210x^^x315s200=131694N>0.2g.工力%=0.2x1.0x9.6x200x315=120960N,满足要求。楼梯标准层配筋图致谢通过四个月的努力,终于完成了毕业设计,虽然设计成果不是非常的完美,但是这次完整的设计使我对大学里所学知识的进行了综合运用,对理论知识有了更深的理解,同时也增强了搞好专业学习的信心,为以后走向工作岗位能顺利开展工作奠定了良好的基础。在设计期间我深深的感到自己所学的知识还非常的不够用,在今后的工作和学习中,更要努力谦虚的不断进行知识的积累,不能满足于学校所学的课本知识。设计期间,我的两位指导老师认真负责,精心指导。在此,我向

108她们表示崇高的敬意和衷心的感谢,因为她们不但使我学到了很多专业知识,还使我学到了很多做人,做学问,做工作的道理。另外,对同组同学的友爱帮助也深表感谢!一、参考规范1、《建筑结构荷载规范》GB50009-20012、《建筑抗震设计规范》GB50011-20013、《建筑地基基础设计规范》GB50007-20024、《混凝土结构设计规范》GB50010-2002二、参考资料1、《土木工程专业毕业设计指南(房屋建筑工程分册)》,中国水利水电出版社2、《混凝土结构及砌体结构(上、下)》,中国建筑工业出版社

1093、《结构力学教程》,高等教育出版社4、《混凝土结构设计设计》,高等教育出版社5、《房屋建筑学》,中国建筑工业出版社=0.688o下部跨间截面按单筋T形截面计算,因为2.0xl05x0.0033.,h'100ajcbfhf(/i0-^-)=1.0x11.9x1200x100x(465--=593KN•m>105.09KNm属第一类T形截面。%-a£b附~l.Ox11.9x1200x465*2

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