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'吟斥二U隊旣毕业设计(论文)计算说明书设计(论文)题目:宁波市天合家园某住宅楼2号轴框架结构设计与建筑制图学院名称:建筑工程学院专业:土木工程学生姓名:陈绍樑学号:09404010421指导教师:马永政、陶海燕职称:讲师2013年4月20日
摘要本工程毕业设计遵循先结构,后基础的设计过程,根据任务书和指导书的要求,完成钢筋混凝土框架结构的宁波天合家园某住宅楼的结构设计、基础设计。本工程结构设计时密切结合建筑设计,力求经济合理,考虑毕业设计的特殊要求,以简化手算为主。结构设计主要包括以下几个部分:重力荷载计算;框架侧移刚度计算;横向水平荷载作用下框架结构的内力和侧移计算;竖向荷载作用下框架结构的内力计算;截面设计和配筋计算;楼梯设计;梁板设计和基础设计。关键词:钢筋混凝土,框架结构,结构设计
ABSTRACTBeforegraduationtofollowthisstructure,afterthefoundationofthedesignprocess,accordingtomandatetherequirementsofbooksandinstructionstocompletereinforcedconcreteframestructureofmulti-functionalbuildinginNingboTianhejiayuanstructuredesign,foundationdesign.Thedesignofengineeringstructurescloselyintegratedarchitecturaldesign,andstrivetoeconomicrationality.Considerthespecialrequirementsofgraduationprojectinordertohand-count-based.Structursldesignincludethefollowingmainparts;thecalculationofgravityload;theframeworkoflateralstiffnesscalculation;transversehorizontalloadstructureundertheframeworkofthecalculationofinternalforceanddisplacement;verticalloadstructureundertheframeworkoftheinternalforcecalculating;Designandreinforcedcross-sectioncalculation;staircasedesign;beamdesignandfoundationdesign.KeyWords:reinforcedconcretestructure;framestructure;structuredesign
1工程概况及设计依据11.1楼面做法11.1.1普通楼面11.1.2屋面做法11.2设计依据12楼板设计32.1荷载计算:32.2内力计算:42.3板配筋计算53梁柱截面设计113.1框架梁柱截面尺寸确定113.1.1框架梁截面尺寸初估113.1.2框架柱截面初估123.1.2结构平面布置图144楼盖梁的设计154.1梁的配筋计算154.1.1KL7配筋计算154.1.2KL2配筋计算175框架设计计算205.1梁柱线刚度计算205.2恒荷载作用下结构内力计算215.2.1恒荷载计算215.2.2节点集中荷载标准值225.2.3梁固端弯矩计算235.2.4梁固端弯矩分配255.2.5框架梁跨内最大弯矩及支座剪力计算285.3活荷载作用下结构内力计算315.3.1活荷载计算315.3.2活荷载作用下框架内力计算335.4风荷载作用下结构内力计算355.4.1横向框架在风荷载作用下的计算简图35
5.4.2横向框架在风荷载作用下的位移计算365.4.3横向框架在风荷载作用下的内力计算385.5框架梁柱内力组合445.5.1框架梁内力组合445.5.2框架柱内力组合465.6框架梁柱截面设计475.6.1框架梁截面设计475.6.2框架柱截面设计486楼梯设计506.1楼梯的主要尺寸506.1.1踏步尺寸506.2双跑平行现浇板式楼梯设计506.2.1楼梯梯段斜板设计506.2.2楼梯平台板设计一516.2.3楼梯平台梁设计一526.2.4楼梯平台板设计二536.2.5楼梯平台梁设计二537桩基础的设计557.1调查研究,收集设计资料557.2桩型的选择及几何尺寸的确定557.3单桩承载力特征值的计算557.42轴框架桩基础设计557.4.1初步确定B轴柱承台几何尺寸及桩数并布桩557.4.2承台的设计计算567.4.3绘制桩基配筋图57参考文献59致谢601工程概况及设计依据本工程为宁波市天合家园某住宅楼的设计。建筑高度为16.0米。五层现浇钢筋混凝土框架结构。设计标高为土0.000,建筑耐火二级,抗震设防烈度为6度,主体结构合理使用年限为50年。
1.1楼面做法1.1.1普通楼面1)20厚1:2.5水泥砂浆找平2)钢筋混凝土现浇楼板3)10厚混合砂浆抹灰1.1.2屋面做法1)40厚C20细石混凝土2)40厚挤塑聚带乙烯泡沫塑料板3)20厚1:3水泥砂浆找平4)3厚BAC单面自粘改性沥青防水卷材5)100厚现浇钢筋混凝土板6)抹灰10厚混合砂浆1.2设计依据[1]颜德姮,程文淒•混凝土结构(上册)[M]・第四版.北京:中国建筑工业出版社,2009.[2]颜德姮,程文淒•混凝土结构(中册)[M]・第四版.北京:中国建筑工业出版社,2009.[3]刘立新,叶燕华.混凝土结构原理[M]・武汉:武汉理工大学出版社,2010.8.[4]陈希哲.土力学地基基础[M]・北京:清华大学出版社,2004.4.[5]李廉規.结构力学(上册)[M]・第4版.上海:高等教育出版社,2004.7.[6]GB50009-2001,建筑结构荷载规范[S]・北京:中国建筑业出版社,2006.[7]GB50011-2010,建筑抗震设计规范[S]・北京:中国建筑工业出版社,2010.[8]GB50010-2002,混凝土结构设计规范[S]・北京:中国建筑工业出版社,2002.[9]GB50007-2002,建筑地基基础设计规范[S].北京:中国建筑工业出版社,2002.[10]JGJ3-2002,钢筋混凝土高层建筑结构设计与施工规程[S]・北京:中国建筑业出版社,2002.[11]JGJ94-94,建筑桩基技术规范[S].北京:中国建筑工业出版社,1995.[12]03G329-l,建筑物抗震构造详图[J]・中国建筑标准设计研究院出版,2003.[13]GB/T50105-2001,建筑结构制图标准[S]・北京:中国计划出版社,2002.
2楼板设计2」荷载计算:1)100mm厚板恒荷载标准值:0.02x20=0.4kN/m20.1x25=2.5kN/m20.01x17=0.17kN/m2l.lkN/m24.17kN/m22.5kN/m220厚1:2.5水泥砂浆找平:100厚现浇楼板:10厚混合砂浆抹灰:板面装修荷载:恒载小计:活载标准值荷载组合设计值:q+g=1.2x4」7+1.4x2.5=8.5kN/m240厚C20细石混凝土40厚挤塑聚带乙烯泡沫塑料板20厚1:3水泥砂浆找平100厚现浇钢筋混凝土板抹灰10厚混合砂浆活载标准值:荷载组合设计值上人不上人0.04x24=0.96kN/m20.04x0.5=0.02kN/m20.02x20=0.4kN/m20.1x25=2.5kN/m20.01x17=0.17kN/m22.0kN/m20.5kN/m22)120mm厚板恒荷载标准值:活载标准值:20厚1:2.5水泥砂浆找平:0.02x20=0.4kN/m2120厚现浇楼板:0.12x25=3kN/n?10厚混合砂浆抹灰:0.01x17=0.HkN/m?板面装修荷载:1.1kN/m2恒载小计:4.67kN/n?2kN/m2荷载组合设计值:q+g=1.2x4.67+1.4x2=8.4kN/m23)100厚屋面板恒载标准值:上人q+g=1.2x3.09x1.4x2=6.51kN/m2不上人q+g=1.35x3.09+0.7xl.4x2=4.66kN/m22.2内力计算:由于板块较多且计算过程相同,故只以一块双向板和一块单向板为例列出计算过程,其余板块见内力计算表(1)板块[1]双向板11111111111
—Ml>M2OOOJOJ3600图板块1尺寸1/2=2200/3600=0.61m】=0.0489m2=0.0133m:=0.0489+0.2x0.0133=0.0516m;=0.0133+0.2x0.0489=0.0231跨中最大弯矩:Mi=m;ql^=0.0516x8.4x2.22=2.1kN.mM2=m;ql;=0.0231x8.4x2.22=0.939kN.m支座最大弯矩:=0.1085m2=0.0781M)=miql:=0」085x8.4x2.22=4.4kN.mM;=m;ql;=0.0781x8.4x2.22=3.18kN.m⑵板块[12]单向板OO7800-图2・2板块12尺寸
1[“2=2100/7800=0.27单向板跨中最大弯矩:M1=l/10xql^=l/10x8.4x2.12=3.7kN.m支座最大弯矩:M"1=l/14xql^l/14x8.4x2.12=2.65kN.m表2・1二层楼板内力计算表楼板11/12属性Mi(kN.m)M2(kN.m)MU(kN.m)M"2(kN.m)Bl0.61双向板2」0.9394.43.18B20.86双向板3.90.5742.32.3B30.65双向板3.231.66.885」2B40.83双向板0.860.5360.0981.88B50.64双向板1.490.623.113.11B60.85双向板3.452.137.546.17B71双向板3.853.118.98.15B80.76双向板2.821.645.964.85B90.95双向板3.343.057.97.6BIO0.76双向板5.192.62118.48Bll0.62双向板0.530.221.110.81B120.27单向板3.7-2.65-B130.44单向板2.17-1.55-B140.44单向板3.03-2」7-2.3板配筋计算保护层厚度取20mm,钢筋采用HRB335,混凝土采用C25板块[1]配筋:板底配筋:短跨M、=2.kNin,/z0=95mm2.1X10611.9xl000x952=0.019§==0.019v0.55(满足)1+Jl—2a$2=0.992.1X106"300x0.965x95=14Amm2选用g)10@200,实A5=393mm2"斜册r。”】%(满足)长跨:M2=0.939kNm,瓜=95mm,选用虫8@200(满足)板顶配筋:短跨M}=4.4kNm,/z0二95mm
a一44x106=.=0.041^=0.042<0.55(满足)11.9xl000x952Ys=0.98人M"4.4X1062Av="—==157.5mm/亿力0300x0.98x95人二393叽1000x95=0.41%(满足)选用_110@200,实As.=393mm2人_3931000x85=0.46%(满足)长跨:Mc=3.1SkN"m,h()=S5mmM;a一2"a&b毗=3,18X1O>?=0.037§=0.037v0.55(满足)11.9xl000x8527S=0.98人M;3.18X1062人=——」==1nmnr仁小300x0.98x85选用_110@200,实=393mm2板块⑵配筋:板底配筋:短跨M、=3.9kNm,hQ=95mmM39x1(/(e=——=———-~~T=0.036§二1一J1一2%=0.037<0.55(满足)"ajcbhl11.9x1000x952AYs4=且=3.9x2詡9.6血心丸300x0.98x95选用_110@200,实=393mm23931000x95=0.41%(满足)长跨:M2=0.574^7V-m,/?0=85mm,选用虫8@200(满足)板顶配筋:短跨M、=2.3kN・m,/?0=95mm
"磊Tl羔囂鳥5日⑵^=0.022<0.55(满足)人=0.994=—=—2,3X1°6—=81.5mm2$/亿几300x0.99x95选用_110@200,实人=393加加$p=^=T5^=0-41%(满足)长跨:Mr=23kN・m,/z0=^5mm计算过程同短跨,选用业10@200,实=393mm2由板块内力弯矩可知,B3・B9、B11板顶短跨选用业10@200,长跨选用曲@200,板底长短跨均用业10@200o板块[10]配筋:板顶配筋:短跨M=1kNm,%=95mmfM11x10"Ia、二——==0.102g=l—Jl—2%=0」08<0.55(满足)$ajcbh^11.9xl000x9525“上丄空=0.946As=^=11X106=408^.fy扎300x0.946x95选用虫10@160,实人=491呦$"斜(满足)长跨:M2=8ASkNm,,/?0=85mmys=1+J1-2a$=0948驴缶T爲篇舄5厂°°99^1-7^=0.104<0.55(满足)且=8.48X"J7加fyYsh.300x0.948x85选用_*10@100,实As.=503mm2
而丽?心9%(满足)板底配筋:短跨M、=5.9kNm,/?0=95mmk4=5J9X1°6,=0.055§=0.057v0.55(满足)11.9xl000x9527s=0.974Mx5.19X1061Q__2Av===187.7nvns300x0.97x95选用_110@200,实As=393mm2而丽?如%(满足)长跨:=2.62kN,m,/z0=85mm选用构造钢筋业8@200(满足)板块[12]配筋:板底配筋:短跨M]=3.1kN"m,=95mm_3.7x10°_11.9xl000x952=0.034§=l-Jl-2%.二0.035v0.55(满足)1+Jl-2匕.2=0.98A=w3.7X106"300x0.98x95=132.5mm2选用_^10@200,实As=393/nm23931000x95=0.41%>pmin(满足)7s=0-982.65X106300x0.98x85=106mm2长跨:由于单向板长跨方向不受力,即采用构造配筋±8@200(满足)板顶配筋:短跨M=2.65kN・m,=85mm11.9XWOOX85^°°31^=1-71-2as=0.031<0.55(满足)选用虫10@200,实As.=393mm2
3931000x85二0.46%(满足)长跨:单向板长跨不受力,采用构造配筋±8@200即可。B13、B14有内力弯矩可知配筋与B12相同即可满足。表2-2二层板配筋表楼板截面选配钢筋实际配筋(mm?)B1板底短(gl0@200393长云@200251板顶短业10@200393长210@200393B2板底短(pl0@200393长y)8@200251板顶短业10@200393长尘10@200393B3板底短«10@200393长(g8@200393板顶短(pl0@200393长业10@200393B4板底短尘10@200393长伞8@200393板顶短(pl0@200393长(gl0@200393B5板底短里10@200393长业8@200393板顶短210@200393长(pl0@200393B6板底短(pl0@200393长业8@200251板顶短尘10@200393长«10@200393B7板底短(gl0@200393长(g8@200251板顶短业10@200393长尘10@200393B8板底短210@200393长曲@200251板顶短(gl0@200393长里10@200393B9板底短业10@200393长曲@200251
板顶短尘10@200393长«10@200393B10板底短(gl0@200393长(g8@200251板顶短业10@160491长尘10@100503B11板底短210@200393长曲@200251板顶短(gl0@200393长里10@200393B12板底短(010(^200393长曲@200251板顶短(gl0@200393长(pl0@200251B13板底短业10@200393长曲@200251板顶短«10@200393长(gl0@200393B14板底短(pl0@200393长业8@200251板顶短尘10@200393长210@200393
3梁柱截面设计3」框架梁柱截面尺寸确定3.1.1框架梁截面尺寸初估f1o1=<11128丿max<128丿x5400=(450〜675)b=(丄〜丄胡=(129〜338)U3.5丿取h=550mmb=250mm(11、(1\KL2h=Ix5500=(458〜687)(128)max(128丿b=fl〜丄昭=(131〜344)U3.5;取h=550mmb=250mmh=<1]、/=<1〜耳<128丿max<128丿KL3x7800=(650〜975)b=fl〜丄爲=(186〜488)(23.5J取h=750mmKL4(1/二<1n1128丿max<128丿b=250mmx5400=(450〜675)b=250mm丄〜丄=(129〜338)U3.5丿取h=550mm8>max-x4200=(350〜525)8丿b=fl〜丄b=(100〜263)(23.5J取h=400mmb=250mm(11、(11、KL6h=Ix6400=(533〜800)(128丿1^(128丿取h=600mmb=250mm(11、(11、KL7h=Ix4300=(358〜537)(128)max(128;b=〔丄〜_L=(152〜400)(23.5J(i1、b=_L〜丄力=(102〜269)(23.5J取h=400mmb=250mmKL8h=112max(11■—1128yI]x3600=(300〜400)b=fl——h=(86~200)<250mm3.5J取h=550mmb=250mmKL9h=1/8max丿(12—x7800=(650〜975)8丿丄〜丄]力=(186〜488)(23.5J取h=750mmb=250mm
(11、■1128max/L〜-1x2600=(217^325)1128丿川〜丄](23.5;力=(62〜163)取h=300mmb=250mmKLh1)8Jmax丄〜-)x6500=(542-812),128丿/7=(155-406)取h=700mmfl/=ri1)U812;maxU812丿b=250mmx3600=(200〜300)b=11丄〜丄〃=(57〜150)(3.52)取h=250mm(11、I=ri1)U812丿max<1812丿b=150mmx2200=(122〜183)b=150mmCL2h=b="丄〜丄爲=(35〜92)(3・52丿取h=150mmCL3h=Its12>max<18x4300=(239〜358)b="丄〜丄]力=(68〜179)(3.52丿取h=300mmb=150mmmax丄)x1800=(100〜150)b=(i1、丄〜丄力=(29〜75)(3・52丿取h=150mmb=150mmCL5h=.1812丿max]x4200=(233〜350)11812丿b=(1]、丄〜丄力=(67〜175)(3.52)取h=300mmb=150mm3.1.2框架柱截面初估按轴压比=%CA)估算,近似按N=1.25Nk计算,设防烈度6级,抗震等级四级,柱轴压比限值0.9Z4N4=1.25x15x3.025x5=283.6kN
A>=283.6x103/(0.9xl1.9)=26480mm2Z3B=H=y]~A=163mm<300mmN3=1.25xl5x8.8x5=825kN初选B=H=300mm
A>(A=825x103/(0.9x11.9)=77031mm2B=H=VX=278mm<300mm初选B=H=300mm由需符合最小柱截面要求得:Zl、Z5、Z6、Z7、Z11初选面积均为300mmx300mmZ2N2=1.25xl5xl3.2x5=1237.5kNAA>B=H=Va=340mm初选B=H=400mm=1237.5x1O"/(0.9x11.9)=115546mm2Z8N8=1.25x15x10.165x5=953kNZ9A>=953x103/(0.9xlL9)=88982mm2B=H=VX=298mm<300mm初选B=H=400mmN9=1.25xl5x27.09x5=2540kNAA>=2540x103/(0.9x11.9)=237162mm2B=H=Va=487mm初选B=H=500mmZioNio=1.25xl5xll.55x5=lO82.8kNAA>=1082.8x1(P/(0.9x11.9)=101102mm2B=H=Va=318mm初选B=H=400mmZ12A屮Ni2=1.25xl5x3.025x5=1614.8kN=1614.8xl03/(0.9xlL9)=150775mm2B=H=VX=388mm初选B=H=400mmZbNi3=1.25x15xl0.4x5=975kNAA>=975x103/(0.9x11.9)=91036mm2
B=H=Va=302mm初选B=H=400mm
Z14Ni4=1.25x15xll.765x5=U03kNA>=1103x10’/(0・9xlL9)=102988mm2B=H=VX=321mm初选B=H=400mm3.1.2结构平面布置图Z7KL10Z7IZ623K27Z4KL27KLZ64B4KL11KL2L33L;Z814BBZ5KL1BKL48Z13|Z7KL10Z7KL2Z4IZ6/IZ6KL7KL"L2KL21:KL6*■、L3LZ14KL1Z12zlB131KL8KL3L5L1L5KU)KU)Z10KL,KL8工图3.1结构平血布置
4楼盖梁的设计4.1梁的配筋计算因结构较为复杂,选取单跨梁KL7、KL2,为例。4.1.1KL7配筋计算截面尺寸为250mmx400mm(1)荷载计算表4-1KL1荷载计算荷载种类荷载标准值(kN1m)恒荷载蒸压加气混凝土砌块O.2X(2.9-O.4)X5.5=2.75两侧20厚水泥砂浆抹灰0.02X(2.9-0.4)X20X2=2钢筋混凝土梁自重0.4X0.25X25=2.520厚1:2水泥砂浆抹灰20X0.02X(0.4-0.12)X2=0.224上血板传来荷载4.67X(4.3X1.9/2)=19.077合计26.551活荷载1.9X2=3.8荷载设计值(由永久荷载控制)P=1.35X26.551+1.4X3.8=41.16(2)计算简图为计算简便,取轴线间距为计算跨度,计算偏安全。梁的几何尺寸及计算简图如下:p=41・16kN/m图KL1的计算简图(3)内力计算为计算简便并使计算结果偏于安全,在计算跨中弯矩吋采用两端较支,计算支座弯矩时采用两端固定。跨中弯矩:A/niax=—pl2=37.5kN.m8支座弯矩:Mmax=-LpP=-25kN.m剪力计算:VA=VR=-^-=55.6kN.m
(4)配筋计算①正截面受弯承载力计算梁的跨中按T形截面进行承载力计算,其翼缘b"f=^=900mmhf=n0mm,假定选用CIO钢筋作为受力主钢筋,则截面有效高度为:h()-h-c=400-30-5=365mmo判断T形A:ajchfhh(}-hf/=316.22kN.m>M故按第一类截面计算M37.5X106a&=ajcbfhl_1.0x9.6x900x3652皿"=0.034人=§a|£b%/£=0.034xl.0x9.6x900x365/360=297.8mm2选配4C10,实际As=314mm2梁的支座处按矩形截面计算:M25X106a—=se/M"0.082"1.0x9.6x250x3652=0.078A=fai/.b/?o/£=199.5mm2选配3C10,实际As=234mm2②斜截面受剪承载力计算A、截面尺寸复核hw=几-hf=365-120=245mm因Al=245=Q98<4>截面尺寸按下式验算b2500.250/0%=0.25x1x9.6x250x365=29kN>V=55.6kN截面尺寸满足要求B、箍筋计算V;==0.7X1X1.1x250x365=10.262kN>V=55.6kN需按计算配置箍筋假定选用A8@150双支箍筋,则斜截面受剪承载力为匕,=O.7〃/?o+1.25/v2%=0.7xl.27x250x365+1.25x360x竺x365=191.7£N>VS150
PsV令=悬=°-27%>%=°-24xf=0085%(满足要求)。SV4.1.2KL2配筋计算截面尺寸为250mmx550mm(1)荷载计算表4-2KL2荷载计算荷载种类荷载标准值(kN丨m)钢筋混凝土梁自重25x0.25x0.55=3.43820厚1:2水泥砂浆抹灰0.02x20x(2.9・0.55)x2=1.88上面板传来荷载9.807+5.137=14.944恒荷载合计q、=20.262蒸压加气混凝土砌块0.2x(2.9-0.55)x5.5=2.585两侧20厚水泥砂浆抹灰20x0.02x2x(2.9-0.55)=1.88合计q2=4.465活荷载2x3.2=6.4梁L1传来集中荷载31.623荷载设计值(由永久荷载控制)p}=1.35x20.262+1.4x6.4=36.3p2=1.35x4.465+6.03(2)计算简图为计算简便,取轴线间距为计算跨度,计算偏安全。梁的几何尺寸及计算简图如下图:图4・2KL2的计算简图(3)内力计算为计算简便并使计算结果偏于安全,在计算跨屮弯矩时采用两端钱支,计算支座弯矩时釆用两端固定。士十命亠“31.622x1.936.3x5.56.03x2.1心3.6、支座剪力:V.=++x(2——)+119.27刀V“5.5225.5
=22.9kN31.622x3.636.3x5.56.03X2."5^522x5.5跨中最大弯矩:已知最大弯矩在V=0处,由计算得,V=0在距A点2831mmMmax=0.5x(6.03+36.3)x2.8312=169.6^7Vjn支座最大弯矩:“1*a"26.03x2.1?Lo36/o/36/J31.622xl.92x3.6inn,1KJA/max=——x36.3x5.5x[6・8x"%5+3x(3-^5)2];=-Q9.6kN.m①正截面受弯承载力计算梁的跨中按T形截面进行承载力计算,其翼缘b;=%=1833mmb;=120mzn,假定选用CIO钢筋作为受力主钢筋,则截面有效高度为:/z0=h-c-=550-30-5=515mm判断T形截面:9.6x1833x120x(515-60)=960JSkN.m>M故按第一类截面计算=0.036169.6x10°1.0x9.6x1833x5152A.=0.037x1.0x9.6x1833x515/360=93bW9T选配4C18,实际As=1017W梁的支座处按矩形截面计算:=0」72109.6x10“1.0x9.6x250x5152=0.19x1.0x9.6x250x515/360=652加加2选配4C16,实际As=804mm2②斜截而受剪承载力计算A、截面尺寸复核hw=h°—hf=515—120=395mmh395因性二竺=1.58<4,截面尺寸按下式验算b2500.250/b%=0.25x1.0x9.6x250x515=309EN>V
截面尺寸满足要求。B、箍筋计算
冬=O・70/,/M=0・7xl.0x1」x250x515=99.13^0.24^=0.085%(满足要求)。Psv▼cs=0.7力弘0+1.25几亠%=270.5RWvUa5V_101
5框架设计计算为了便于设计计算,在计算模型和受力分析上做了不同程度的简化。以第2轴框架为例。底层层高2.5m,其余层层高均为2.9m。柱截面尺寸Zc为400x400mm,其余均为300x300mm。由于顶层结构突变,故此框架以四层计算。图5」2轴框架立面图5」梁柱线刚度计算在求梁截面惯性矩时,考虑到现浇楼板的作用,取1=21.5400跨梁线刚度i=2EcIQ/l=2Ecx—x0.25x0.553/5.4=1.284x10*3Ec(m3)14200跨梁线刚度i=2EeL/1=2Eex—xO.25x0.55?/4.2=1.65lxlO-3E.(m3)c0122200跨梁线刚度心2E丿o//=2&.x右x0.25x0.55"/2.2=3.151x10乜(〃F)底层柱线刚度300mmx300mmi=EI/l=E(x—x0.34/2.5=2.7xlO~4Ec(m3)cc12c400mmx400/nmi=EJ/l=Ex丄xO.4°/2.5=8.53><10一4£(m3)cc12c
二〜四层柱线刚度300/7?znx300mm/=£.///=(£x丄x0.34/2.9)x0.9=2.095><10一4£(m3)cc12c400mmx400/nm/=E///=(£x—x0.44/2.9)x0.9=6.621x10-4Ec(n?)cc12c12-8416.5131.512.09512.846.6212.09516.5131.512.0952.09512.846.6212.09516.5131.512.0952.09512.846.6212.09516.5131.512.0952.78.532.72.7ACEg图5-2梁柱截而线刚度(单位:xlO4Em3)5.2恒荷载作用下结构内力计算521恒荷载计算四层框架梁线荷载标准值框架梁自重两侧20厚水泥砂浆抹灰0.25x0.55x25=3A3SkN/m20x0.02x2x(0.55-0.1)=0.36^/m合计屋面恒荷载3.438+0.36=3.798kN/m3.09kN/m2S4AQ=S4CE}=&4EGi=3・798购/加=3.09x4・%=7.416RN/加
一〜三层框架梁线荷载标准值框架梁自重两侧20厚水泥砂浆抹灰200厚外墙自重内墙面粉刷合计楼面荷载0.25x0.55x25=3.438^/77?20x0.02x2x(0.55—0.12)=0.3443/加0.2x5.5x(2.9-0.55)=2.585^/77720x0.02x(2.9-0.55)=0.9W//7?7.307kN/m4.67kN/m
8ac=Sce=Seg=7.307ZrN/m<5.4+竺0=49.49kNA25.4v二仏+弘“4.2|(务+%)><5.4|Fx3.8“0]52rnc_225.4_•V£=6+弘)心2*6+qJx4.2=59四层q2=19・57kN/m图5.6四层CE跨荷载截图W4C=-—x(3.80+-xl9.57)x4.22=-23.51kN.m128M4E=-MAC=23.57kN.m图5.7四层EG跨荷载截图1=3.80kN/m心一存(3.8+討0.25)x2.2—4.12叫
M4G=—M4E=4A2kN.m一〜三层q2=30.24kN/mMe图5.8—〜三层AC跨荷载简图“7.31X5.4223.85x1.8x3.62gX30.24x3.63.M,=;+;——x(4x5.4・3x3•6)=・9•36kN.mA125.4212X5.4?-X30.24X3.62+=—x(6x5.42-8x5.4x3.6+3x3.62)12x5.42")5.427.31X5.4-+23.85X3.6X1.8-1277.66kN.mMe5.42图5.9—〜三层CE跨荷载简图1=7.31kN/m—x(7.31+-x35.282)x4.22=-43A6kN.m128ME=-MC=43・6kN.mq2=18.48kN/m15.Me=一一x(7.31+-xl8.48)x2.22=T.6kN.m128MG=-ME=7.6lkN.m
5.2.4梁固端弯矩分配1.除底层外,柱线刚度x0.9°2.底层柱的弯矩传递洗漱为0.5,其余各层柱的传递系数为丄。33.除底层外各柱线刚度相同,每层梁线刚度相同。分配系数如下:表5・1各层梁固端弯矩分配系数楼层柱分配系数数值楼层柱分配系数数值四层A“A0.14二、三层A0.123“AC0.86AAC0.754C“CA0.357C“CA0.301“CE0.459“CE0.388“c0.184“c0.155E“EC0.329E“EC0.316“EG0.629卩EG0.604“E0.0420.04G“G0.062G“G0.059“GE0.938Mge0.883底层A0.153底层E“1E0.051“2A0.119卩2E0.04AAC0.728“EC0.313C"1C0.192“EG0.597“2C0.149G“1G0.074UCA0.289〃2G0.058Mce0.371Uge0.868
顶层弯矩分配:0.140.860.3570.1840.4590.3290.0420.6290.9380.062ZAACCAZCCEECZEEGGEZG-23.9323.93-23.5723.57-4.124.123.3520.58-0.13-0.07-0.16-6.4-0.82-12.23-3.86-0.263.35-3.3523.8-0.07-23.7317.1710.82-16.350.26-0.26图5」1顶层弯矩分配计算过程(单位:kNEACEG图5.12顶层弯矩分配计算结果(单位:kN.m)二、三层弯矩分配:0.1230.1230.7540.3010.1550.1550.3880.3160.040.040.6040.8820.0590.059ZATZA±ACCAZC下ZCJtCEECZ吓ZE1EGGEZG下ZG±-9.6377.66-43.1643.16-7.617.611.18-1.187.26/10.38-5.35-5.35-13.39、/-11.23-1.42-1.42-21.47<弋71-0.45-0.450.640.64-5.19*3.91^3.630.60.310.31-5.620.77X-6.73.180.40.4-3.36A6.07k4-10.749.470.630.630.181.821.82-3.6571.51-5.04-5.04-61.428.42-1.02-1.02-26.37-0.370.18图5.13二、三层弯矩分配计算过程(单位:kN.m)
图5.14r.三层弯矩分配计算结杲(单位:kN.m)底层弯矩分配:0.1530.1190.7280.2890.1920.1490.3710.3130.0510.040.5970.8680.0740.058ZA下ZA±ACCAZCTZC上CEECZE:下ZE±EGGEZG下ZG±-9.6377.66-43.1643.16-7.617.61l.471.157.01/・9.97-6.62-5.14■12.8、/-ll.13-l.8l-l.42-21.22、s/_6-61-0.56-0.440.760.59-4・99«3.63洽3.510.60.40.31-5.570.75X-6.43.040.5395JoJ4k4-10.619.210.790.620.182.23l.74-3.9871.8-6.22-4.83-60.7828.67-l.31-l.03-26.34-0.40.23图5.15底层弯矩分配计算过程(单位:kN.ni)893.3.11」1・124.83o.1871.87口r人60・7g/220.34图5.16底层弯矩分配计算结杲(单位:kN.m0.6621Xo
叠加各层弯矩:ACEG图5.16恒载作用下弯矩卷加图(单位:kN.m)5.2.5框架梁跨内最大弯矩及支座剪力计算四层:AC跨对A点取距,由工册人=0得:V4Cx5.4+5.17-*x3.8x5.42—7.42x1・8;5・4x5.%+5」1=0
KA=3.8x5.4+7.42x1,8+54-21.712=25.52A:7V2求跨内最大弯矩,已知卩=0处弯矩最大,并且V=0处距A点距离为X米。假定花[1.&3.6]25.52=3.8x+|x7.42xl.8+7.42x(x-1.8)x=2.87g[1.8,3.6]对A点取距,求M11/2A1jW+5.17+-x3.8x2.872+7.42x1.8x-x-+1.07+-x7.42xl.O72-25.52x2.87=022(3丿2=>M=36.571kN.m其余结果见表格:表5-2最大弯矩及支座剪力楼层梁V左(kN)V右(kN)x(m)M(kN.m)四层AC跨25.5221.7122.8736.577CE跨30.0926.9672.1262.886EG跨12.5867.0491.2892.582三层AC跨56.409174」652.96353.808CE跨67.01437.7762、49831.332EG跨17.4411&9691.1639.927二层AC跨56.252174.0083.21375.45CE跨67.01437.7762、49831.332EG跨17.08719.3231.16410.314底层AC跨55.822173.5782.92149.823CE跨66.86637.9242.49731.534EG跨17.7141&6961.1619.496
kN)ACEG30.2858.8235.8812.3379.77155.3495.4829.f>1129.26256.86155.0846.39178.75358.38214.6864.17图5.18框架恒载作用下弯矩图(单位:kN.m)AC图5.19框架恒载作用下剪力图(单位:
图5.20框架恒载作用下轴力图(单位:kN)5.3活荷载作用下结构内力计算5.3.1活荷载计算(1)一〜四层框架梁线荷载标准值一〜四层活荷载标准值线荷载为:(2)一〜四层框架节点上的集中荷载A轴:梁传来楼面荷载作用在框架节点上的集中荷载力2.0kN/m2&eg=gAc=2Z%=3.6kNImgCE=2.0x5・%=55kN/m2.0x5%=5.4£N/wQa=*x5.4x3.6=9.72PN
C轴:梁传来楼面荷载12.0x5.%=5.4册/加梁传来楼面荷载22.0x4%=4.2kNhn梁传来楼面荷载32.0x4.%=4.2如加集中荷载:Qc=(5.4x3.6+4.2x3.2+4.2x6.8)x丄=30.72£NE轴:梁传来楼面荷载12.0x4%=4.2kNhn梁传来楼面荷载22.0x2%=2.2kN/加集中荷载:0--Lx(4.2x5.5+2.2x5.5)=17.6A:N2G轴:梁传来楼面荷载2.0x2・%=2.2kN/m集中荷载:Q;=£x2.2x5.5=6.05jW50.73kN5.5kN/・S.6kN/n472kN73kNli.BkN3.€kt^>6.05kN5-5kN/«-6kN3,6kN/BC6kN?3kN5.5kN/・9.6kN/m9.72kN,6kN3.GkH^a]]numC5kN弧73kH5,5kN/aACEG图5.21活荷载作用下结构计算简图
5.3.2活荷载作用下框架内力计算框架在活荷载作用下的内力计算方法同恒荷载,直接得出内力图。ACEG图5.22框架活载作用下弯矩图(单位:kN.m)
9.7230.7217.66.0519.4461.4435.212.129.1692.1652,818.1538・88122.8870.424.2ACEG图5.23框架活载作用下轴力图(单位:kN)
ACEG图5.24框架活载作用下剪力图(单位:kN)5.4风荷载作用下结构内力计算5.4.1横向框架在风荷载作用下的计算简图(1)风压标准值计算公式为:叫因为结构高度H=14.6m<30m,可取/?.=1.0,对于矩形平面us=1.3,乞可查《建筑结构荷载规范》得。地面粗糙类别为B类(2)各层楼面处集中风荷载标准值计算1)框架风荷载负荷宽度。轴线框架的负荷宽度B=54+42+2.2=3.9m
32)各层楼面处集中风荷载标准值计算。
5.59O6O6O吕OS表5・3各层楼面处集中风荷载标准值层号离地面高度(m)MzA他(kN/m2)力下(m)h上(m)F_0"乂叫3(力下+/1卜)(/走)12.51.1711.30.52.52.98.0125.41.3811.30.52.92.910.153831.3811.30.52.92.910.15411.21.5211.30.52.905.59[[izusuzw“B(h卜/2+力上)]ACEG图5.25风荷载计算简图(单位:kN)5.4.2横向框架在风荷载作用下的位移计算(1)侧移刚度D计算考虑梁柱的线刚度比,用D值法计算柱的侧移刚度,计算数据见表5.4
表5・4D值法计算侧移刚度楼层Ka(kN/m)根数一般层:斤二工K/2Kc底层:K=^Kbi/Kc—般层:a=~K/(2+~K)底层:(0・5+斤)/(2+斤)二、三、四层A轴2.095X1046.120.75224201C轴6.62lxlO44.430.69651871E轴2.095x10422.920.92275021G轴2.095x10415.040.88263061工》141415底层A轴2.7x10°4.760.78404351C轴8.53x10°3.440.721179191己轴2.7xl0417.790.924769316轴2.7x10411.670.89461381工D252185(2)风荷载作用下框架侧移计算风荷载作用下框架的层间侧移可按下式计算,即U表5・5风荷载作用下框架侧移计算楼层Fj(kN)Vj(kN)工Pj(kNfm)Awy(m)h(m)Uj/h45.595.591414150.000042.91.36X10"5310.1515.741414150.000112.93.83x10*210.1525.891414150.000182.96.31xIO*18.0133.92521850.000132.55.36xl()Ju==4.675x10-4j=i
5.4.3横向框架在风荷载作用下的内力计算(1)反弯点高点计算反弯点高度比按下式计算,W:)=儿表5・6反弯点高度比y计算楼层A轴C轴E轴G轴四层比二6」2>5Vo=0.45k=4.43儿=045k=22.92儿=0.45比=15.04Jo=045三层£=6.12>5k=443Jo=k=22.92Jo=A;=15.04Jo=0・5二层k=6」2>5?o=0.5k=4.43>o=0-5k=22.92%=0.5)1=15.04Jo=03一层£=4.76y0=0.55£=3.44y0-0.55£=17.79y0=0.55=1167y0=0.55⑵柱端弯矩及剪力计算风荷载作用下的柱端剪力按下式计算,即风荷载作用下的柱端弯矩按下式计算,即叫上=岭(1一讪%卜亠岭W表5-7风荷载作用下柱端弯矩及剪力计算柱楼层Vj(kN)D(kN/m)ZD(kN/m)Dij/LDVij(kN)hyYh(m)Me上(kN-m)Me下(kN-m)A45.59224201141450.1590.892.90.451.311.421」7315.74224201141450.1592.52.90.501.453.633.63225.89224201141450.1594.122.90.501.455.975.97133.9404352521850.165.422.50.551.386.087.48C45.59651871141450.4612.582.90.451.314.123.38315.74651871141450.4617.262.90.501.4510.5310.53225.89651871141450.46111.942.90.501.4517.3117.31133.91179192521850.46815.872.50.551.3S17.8521.9E45.59275021141450.1941.082.90.451.311.721.41
315.74275021141450.1943.052.90.501.454.424.42
225.89275021141450.1945.022.90.501.457.287.28133.9476932521850.1896.412.50.551.387.218.85G45.59263061141450.1861.042.90.451.311.661.36315.74263061141450.1862.932.90.501.454.254.25225.89263061141450.1864.822.90.501.456.996.99133.9461382521850.1836.22.50.551.386.988.56⑶梁端弯矩及剪力计算由节点平衡条件,梁端弯矩Z和等于柱端弯矩Z和,将节点左右梁端弯矩Z和按左右梁的线刚度比例分配,可求出各梁端弯矩,进而由梁的平衡条件求出梁端剪力。风荷载作用下的梁端弯矩按下式计算,即K左中柱:M问=«肚;K$(Mcij+i+MC边柱:M匕息©=(必旳+]+岐上/)表5・8梁端弯矩Mac、Mge计算楼层柱端弯矩(kN-m)柱端弯矩之和(kNm)Mac(kNm)柱端弯矩(kNm)柱端弯矩之和(kNm)Mge(kNm)4-1.421.42-1.661.661.421.6631.174.84.81.365.615.613.634.2523.639.69.64.2511.2411.245.976.9915.9712.0512.056.9913.9713.976.086.98表5・9梁端弯矩Mca、Mce计算楼层柱端弯矩(kN-m)柱端弯矩之和(kNm)心左(kN-m)心右(kNm)Mca(kNm)Mce(kNm)4-4」20.4370.5631.832.324.1233.3813.910.4370.5636.087.8310.53210.5327.840.4370.56312.1715.6717.31117.3135.160.4370.56315.3619.817.85
表5・10梁端弯矩Mec、Meg计算楼层柱端弯矩(kN-m)柱端弯矩之和(kNm)(kNm)心右(kNm)Mec(kNm)Meg(kNm)4-1.720.3440.6560.591.131.7231.415.830.3440.6562.013.824.4224.4211.70.3440.6564.027.687.2817.2814.50.3440.6564.999.517.21表5・11梁端剪力计算楼层Mac(kN-m)Mca(kNm)Vac=Vca(kN)MCE(kNm)Mec(kN-m)Vca=Vec(kN)41.421.80.62.320.590.6934.86.082.017.832.012.3429.612.174.0315.674.024.69112.0515.365.0819.84.995.9楼层Mbc(kN-m)Mge(kN-m)Vbc=Vge(kN)41.131.661.2733.825.619.4327.6811.248.619.5113.9710.67(4)柱轴力计算由梁柱节点的平衡条件计算风荷载作用下的柱轴力,注意剪力实际方向。表5J2风荷载作用下柱轴力计算楼层VacNaVCAVCENcVecVegNEVgeNG40.6-0.60.60.69-0.090.691.27-0.581.27-1.2732.01-2.612.012.34-0.422.349.43-7.679.43-10.724.03-6.644.034.69-1.084.698.6・11.588.6-19.315.08■11.725.085.9-1.95.910.67-16.3510.67-29.97
(5)计算跨中弯矩利用相似三角形的原理来计算框架在风荷载作用下的跨中弯矩。AC®:三层:四层=>M中1.8二02酗3.02-2.75.613.983.98-2.7=.8kNm二层:仝3.98”M中3.98-2.7=3.61kNm鸣398”M中3.98-2.7=4.49kNm一层:同理:表5・13风荷载作用下的跨中弯矩四层三层二层一层CE0.872.915.827.39EG0.270.91.82.24
0.1.65X639.68.857.4SEC霜2*1.174.86.010.530.8710.534-427.68L61.25284.2613L97图5.262号轴线框架在风荷载作用下的弯矩图(kN-m)
AEC5图5.272号轴线框架在风荷载作川下的剪力图(kN)0.60.090.581.272.610.42,6710.76.641・081L519.31L721.916.3529.97G图5.282号轴线框架在风荷载作川下的轴力图(kN)
5.5框架梁柱内力组合5.5.1框架梁内力组合(1)非抗震设计时的基本组合非抗震设计时的基本组合是考虑恒荷载、活荷载和风荷载三种荷载效应的组合。组合过程列于下表:表5・14框架梁内力组合表楼层截面内力恒载活载风载S=1.2恒+1.4活S=1.2恒+0.9x1.4(活+风)S=1.35恒+1.4x(0.7活+0.6风)四层AC左M・3350-1.0001.420-5.420-3.491-4.310V25.5206.9580.60040.36540.14741.775中M36.57710.1240.19058.06656.88859.460V0.0000.0000.6000.0000.7560.504右M-23.800-6.388・1.800・37.503-38.877・39.902V・21.712-6.0020.600・34.457・32.861-34.689CE左M・23.730-6.0002.320・36.876-33.113・35.967V30.0907.8600.69047.11246.88148.904中M2.8865.8790.87011.69411.96710.388V0.0000.0000.6900.0000.8690.580右M-17.170-3.690・0.590・25.770・25.997・27.291V・26.967-5.2250.690・39.675・38.075-40.946EG左M•6.350-3.5181.720-12.545-9.885-10.575V12.5862.0831.27018.01919.32820.099中M2.5820.5700.2703.8964.1574.271V0.0000.0001.2700.0001.6001.067右M・0.260-0.056•1.660-0.390-2.474■1.800V-7.049-1.8771.270-11.087-9.224-10.289AC左M・3.650-1.7604.800・6.844-0.550・2.620V56.4096.9242.01077.38478.94884.626中M53.80810.4281.80079.16979.97784.372V0.0000.0002.0100.0002.5331.688右M-71.510-6.503・6.080・94.916-101.667-108.019V・174.165-6.0362.010-217.448-214.071-239.350CE左M・61.400-5.8607.830-81.884-71.198・82.056V67.0147.1702.34090.4559239999.461中M31.3323.5602.91042.58245.75148.231V0.0000.0002.3400.0002.9481.966层CE右M・28.420■3.740-2.010・39.340-41.349-43.721V-37.776-4.3802.340・51.463-47.902・53.324EG左M・26.370-3.4083.820-36.415-31.125■35.731V17.4402.0829.43023.84335.43333.506中M9.9270.5700.90012.71013.76514.716
V0.0000.0009.4300.00011.8827.921右M0.3700.108-5.6100.595-6.489・4.107V・8.969-1.8789.430-13.392-1.247-6.027层AC左M-3.650-1.7609.600-6.8445.4981.412V56.5256.9204.03077.51881.62786.476中M75.45010.4493.610105.169108.254115.130V0.0000.0004.0300.0005.0783.385右M・71.510-6.503-12.170-94.916・109.340・113.134V・174.008-6.0404.030・217.266-211.342-237.445CE左M・61.400-5.86015.670-81.884-61.319・75.470V67.0147.1704.69090.45595.360101.435中M31.3323.5605.82042.58249.41750.676V0.0000.0004.6900.0005.9093.940右M・28.420-3.740・4.020-39.340-43.882-45.409V・37.776-4.3804.690・51.463-44.941-51.350EG左M-26.370■3.4087.680-36.415・26.261-32.488V17.0872.082&60023.41933.96432.332中M10.3140.5701.80013.17515.36315.995V0.0000.000&6000.00010.8367.224右M0.3700.108・11.2400.595-13.582-8.836V-19.323-1.8788.600・25.817-14.718・20.702层AC左M・3.980-1.93812.050-7.4897.9652.850V55.8226.7565.08076.44581.90086.248中M49.82310.6284.49074.66778.83681.448V0.0000.0005.0800.0006.4014.267右M・71.800-6.528-15.360-95.299-113.739・116.230V・173.578-6.2045.080・216.979-209.710・236.143CE左M-60.780-5.82119.800-81.085-55.322-71.126V66.8667.7965.90091.15497.496102.865中M31.5345.9747.39046.20454.67954.633V0.0000.0005.9000.0007.4344.956右M・28.670-3.754-4.990・39.660-45.421-46.575V・37.924-5.2835.900・52.905-44.731・51.419EG左M■26.340・3.3789.510・36.337・23.882-30.881V17.7142.04510.67024.12037.27834.881中M9.4690.6472.24012.26915.00015.299V0.0000.00010.6700.00013.4448.963右M0.4000.120-13.9700.648-16.971・11.077V■1&696-1.91510.670-25.116-11.404■1&154
552框架柱内力组合表5J5框架柱内力组合表柱楼层内力恒载活载风载S=1.2恒+1.4活S=1.2恒+0.9x1.4(活+风)S=1.35恒+1.4x(0.7活+0.6风)A四层M顶5.1701.8801.4208.83610.36210.015M底3.6500.6301.1705.2626.6486.528N30.2809.7200.60049.94449.33950.908V2.3800.8700.8904.0745.0744.813层M顶3.6401.7603.6306.83211.1599.688M底1.2200.5903.6302.2906.7815.274N79.77019.4402.610122.940123.507128.933V1.6800.8102.5003.1506.1875.162层M顶3.5601.7285.9706.69113.97111.514M底1.1900.5675.9702.2229.6657.177N129.26029.1606.640195.936200.220208.655V1.6400.7904.1203.0748.1556.449层M顶2.2301.0906.0804.20211.7109.186M底1.1200.5457.4802.10711.4568.329N178.75038.88011.720268.932278.256289.260V1.5400.6505.4202.7589.4967.269C四层M顶5.1100.7004.1207.11212.20511.045M底1.7000.2303.3802.3626.5895.360N58.82030.7200.090113.592109.405109.588V23500.3202.5803.2686.4745.653层M顶10.8000.64010.53013.85627.03424.052M底3.3600.21010.5304.32617.56413.587N155.34061.4400.420272.424264.352270.273V4.8800.2907.2606.26215.36912.971层M顶9.8700.64017.31012.74034.46128.492M底3.2900.21017.3104.24226.02319.188N256.86092.1601.080437.256425.714437.985V4.5400.29011.9405.85420.85816.443层M顶6.2200.39917.850&02330.45823.782M底3.1100.20021.9004.01231.57822.791N358.380122.8801.900602.088587.279605.831V3.7300.24015.8704.81224.77518.602E四层M顶1.8400.3361.7202.6784.7994.258M底0.6100.1121.4100.8892.6502.118N35.88017.6000.58067.69665.96366.173V0.8400.1501.0801.2182.5582.188丿犬M顶2.0400.3324.4202.913&4366.792M底0.6800.1114.4200.9716.5254.740
N95.48035.2007.670163.85616&592169.837V0.9400.1503.0501.3385.1603.978层M顶2.8300.3327.2803.86112.98710.261M底0.6800.1117.2800.97110.1297.142N155.08052.80011.580260.016267.215270.829V1.2100.1605.0201.6767.9796.007层M顶1.3100.2107.2101.86610.9218.031M底0.6600.100&8500.93212.0698.423N214.68070.40016.350356.176366.921372.544V0.7900.1206.4101.1169.1766.569G四层M顶0.0800.1101.6600.2502.3261.610M底0.0270.0371.3600.0841.7931.215N12.3306.0501.27023.26624.01923.641V0.0370.0501.0400.1141.4180.973层M顶0.3600.1084.2500.5835.9234.162M底0.1200.0364.2500.1945.5443.767N29.61012.10010.70052.47264.26060.820V0.1700.0502.9300.2743.9592.740层M顶03600.1086.9900.5839.3756.463M底0.1200.0366.9900.194&9976.069N46.89018.15019.30081.678103.45597.301V0.1700.0504.8200.2746.3404.327层M顶0.2300.0676.9800.3709.1556.239M底0.1200.034&5600.19210.9727.386N64.17024.20029.970110.884145.258135.520V0.1400.0406.2000.2248.0305.4365.6框架梁柱截面设计5.6.1框架梁截面设计(1)框架梁正截面受弯承载能力计算连续梁的混凝土等级为C30,纵向受力钢筋采用HRB400级,箍筋采用HPB235级,环境类别为一类,保护层厚度取25mmo表5・16框架梁配筋表楼层梁M(kN.m)asysAs配筋实配面积Vmax箍筋四层跨中65.39060.0680.0713643C1446141.775A8@200(2)支座34.70.0360.0371903C14461A8@2()0(2)跨中11.42680.0120.012623C1446148.904A8@200(2)支座2&630.0300.0301563C14461A8(®200(2)跨中4.69810.0050.005253C1446120.099A8(®200(2)
支座9.840.0100.010533C14461A8®200(2)三层跨中92.80920.0970.1025264C14615239.35A8(®200(2)支座72.120.0750.0794034C14615A8@200(2)跨中53.05410.0560.0572934C1461599.461A8@200(2)支座63.790.0670.0693554C14615A8@200(2)跨屮16.19860.0170.017884C1461535.433A8@200(2)支座32.840.0340.0351804C14615A8@200(2)二层跨中126.6430.1330.1437336C14923237.445A8@200(2)支座77.520.0810.0854356C14923A8@200(2)跨中55.74360.0580.0603096C14923101.435A8@200(2)支座63.790.0670.0693556C14923A8@200(2)跨中17.59450.0180.019956C1492333.964A8@200(2)支座35.90.0380.0381976C14923A8(®200(2)一层跨中89.59280.0940.0995064C14615236.143A8@200(2)支座82.280.0860.0904634C14615A8@200(2)跨中60.14690.0630.0653344C14615102.865A8@200(2)支座62.850.0660.0683504C14615A8(®200(2)跨中16.82890.0180.018914C1461537.278A8@200(2)支座32.720.0340.0351794C14615A8@200(2)5.6.2框架柱截面设计A、E、G轴线的框架柱的截面尺寸为:300mmX300mm,C框架柱为400mmX400mm,混凝土等级为C30,纵向受力钢筋采用HRB400级,箍筋采用HPB235级。表5・17框架柱配筋表截面位置A轴C轴E轴G轴柱顶柱底柱顶柱底柱顶柱底柱顶柱底M(kN.M)11.514&3272&49222.79110.92112.0699.37510.927N(kN)289.26289.26605.831605.831372.544372.544145.258145.258Lo(m)2.92.92.92.92.92.92.92.9b(mm)300300400400300300300300ho(mm)267267367367267267267267e0(mm)39.812&7947.0337.6229.3132.4064.5475.22附加偏心距ea(mm)2020202020202020初始偏心距ei=e°+ea(nim)59.8148.7967.0357.6249.3152.4084.5495.22Lo/h9.679.677.257.259.679.679.679.67yl=0.5fcA/N2.222.221.891.891.731.734.434.43
y2=1.15-0.01*Lo/h1.051.051.081.081.051.051.051.05r|=1+1/1400/e»*ho*(Lo/h)2*yl*y21.701.861.421.491.661.621.981.87riei101.5790.5595.0685.6581.7484.82167.70178.38r|ci<0.3ho时按小偏心计算先按大偏心先按大偏心先按小偏心先按小偏心先按大偏心先按大偏心先按大偏心先按大偏心e(mm)226.57215.55270.06260.65206.74209.82292.70303.38N/fcbho0.250.250.290.290.330.330.130.13偏心性质属于小偏心属于小偏心属于大偏心属于大偏心属于小偏心属于小偏心属于小偏心属于小偏心x=N/alfcb(mm)67.4367.43105.91105.9186.8486.8433.8633.86As=Asf(mm2)・22.32-58.90-216.40-262.70-72.01・5&8471.0888.89配筋4C104C104C144C144C104C104C104C10实配面积314314461452314314314314
6楼梯设计6.1楼梯的主要尺寸6.1.1踏步尺寸b=250mmh=145mm6.2双跑平行现浇板式楼梯设计6.2.1楼梯梯段斜板设计(1)确定斜板厚度。斜板的水平投影净长l]H=2250mmo斜板的斜向净长:Z,;=-^==2空=2601加加cosd250/V2502+14520.865斜板厚度:「(右〜存;洛舟X260Z〜104呦取人=100mm(2)荷载计算。楼梯梯段斜板的荷载计算列于下表6-1表6-1楼梯梯段斜板荷载计算表单位kN/m荷载种类荷载标准值恒栏杆自重0.2锯齿形斜板自重72(〃/2+f|/coscz)=25x(0.145/2+0.1/0.865)=4.7荷20厚水泥浆面层卩心(£+〃)/£=20x0.02x(0.145+0.25)/0.25=0.632载15厚1:3干硬性水泥砂浆结合层/cosa=20x0.015/0.865=0.35恒荷载小计g5.882活荷载q2.5由可变荷载效应控制:(3)计算简图:“=1.2x5.882+1.4x2.5=10.56册加P图6.1楼梯斜板计算简图(4)内力计算。斜板的内力一般只需计算跨中最大弯矩即可。
就+“10.56x2.252u“跨中:M—=5・346kNm10(5)配筋计算。/?0=100-20=80mm°,Ma、fcb代5.346X1061.0xll.9xll50x802=0.061ys=-(1+71-2x0.061)=0.67Mfy/sK5.346X106“2210x0.67x80选用受力钢筋010@160分布钢筋。8@200A=491m/??2J6.2.2楼梯平台板设计一⑴平台板的长宽比为2400/(1400-200)=2,近似地按照短跨方向的简支单向板计算,平台梁的截面尺寸为bXh=200mmX400mmo平台板厚取80mmo(2)荷载计算表6・2平台荷载计算表单位:kN/m荷载种类荷载标准值恒荷载平台板自重220厚水泥浆面层20x0.02=0.415厚1:3干硬性水泥砂浆结合层0.015x20=0.3恒荷载小计g2.7活荷载q2.5由可变荷载效应控制p=1.2X2.7+1.4X2.5=6.74kN/m(3)内力计算。跨中:M==6,74X12=0.91kN-m1010⑷配筋计算。/?0=80-20=60〃〃”Ys=1+J1-2x0.02
人M0.97X1062A=二二77.76加府"/亿九210x0.99x60所以选用受力钢筋0)8@300,As=168mm2,分布钢筋采用。8@2006.2.3楼梯平台梁设计一(1)荷载计算。恒荷载:由斜板传来的恒荷载:5.882x/lw/2=5.882x2.25/2=6.62kN/m由平台板传来的恒荷载:2.7x/2n/2=2.7xl.2/2=1.62ZrN/m平台梁自重:25X1.15X0.4X0.2=2.3kN/m平台梁底部和侧面的粉刷:16X1.15X0.02X[0.2+2X(0.4-0.08)]=0.3kN/m荷载小计:10.85kN/m活荷载q:2.5X1.15X(2.25/2+1.2/2+0.2)=5.53kN/m按可变荷载效应控制的组合p=1.2X10.85+1.4X5.53=19.79kN/m(2)内力计算。最大弯矩:Me=皿=19.79x2.4-=i425ldhnmax88最人剪力:vmax=牛=凹严=23.753(3)截而设计。a.正截面受弯承载力计算。hG=h-35=365mm=0.045_14.25x10&~1.0xll.9x200x3652Ys1+J1-2x0.0452=0.98
14.25X106As=2361mm2300x0.97x365所以纵向受力钢筋选用3^10b、斜截面受剪承载力计算。
Ve=O.70J処=0.7x1.0x1.27x200x365=64.9kN>23.75RN所以按构造配置箍筋,取。8@200。6.2.4楼梯平台板设计二(1)平台板长为2400mm,宽为1710mm。按双向板计算。m2—0.01341710/2400=0.71,m}=0.0289m;r=0.0289+0.2x0.0134=0.0316=0.0134+0.2x0.0289=0.0192=m;c/^=0.0316x6.74x2.42=1.23kNmM?=加;q/;=0.0192x6.74x2.42=0.75RNm⑵配筋计算。=80-20=60mmYs1+Jl-2a$21+J1-2x0.0252=0.991.23X106210x0.99x60M1.23X106Us「"1.0xll.9xll50x602一°25所以选用受力钢筋8@2006.2.5楼梯平台梁设计二(1)荷载计算。恒荷载:由斜板传来的恒荷载:5.882x/lw/2=5.882x2.25/2=6.62kN/m由平台板传来的恒荷载:-x2.7x/2/2=-x2.7x2.4/2=2.025^N/m82w8平台梁自重:25X1.15X0.4X0.2=2.3kN/m平台梁底部和侧面的粉刷:16X1.15X0.02X[0.2+2X(0.4-0.08)]=0.31kN/m荷载小计:11.28kN/m活荷载q:2.5X1.15X(2.25/2+1.2/2+0.2)=5.53kN/m
按可变荷载效应控制p=1.2Xll.28+1・4X5.53=21.28kN/m(2)内力计算。最大弯矩:Mmax=M=21.28X2.42={532kN.mmax88最大剪力:Vmax=丛=21.28x2.4=25.54WV(3)截面设计。a、正截面受弯承载力计算。/?0=/z-35=365mmM15.32X106sc「1.0x11.9x200x3652"7二1+J1_2比1+J1-2x0.0482=0.97人M15.32X1067A.===144mm~厶7力0300x0.97x365所以纵向受力钢筋选用3空0As二236mm2b、斜截面受剪承载力计算。V;=QJ/}Jtbh^=0.7xl.0xl.27x200x365=64.W>25.54^所以按构造配置箍筋,取F}=606x1.35=81&LWV满足要求。B、角桩冲切验算N,=—=&°&xl・35=40905rn/22
“0.25s严0.266处砖等=0.483,久=需厂乔聶2久卜+閱0曲。=2x0.82x(0.369+xl.0xl.27x5500.25、〒丿565.9QV〉齐M=409.09kN满足要求。(2)斜截面受剪承载力验算只需验算x方向斜截面受剪承载力。a=0.266m,入旦=0.483,0严丄21=1.18,久=1.0瓜九+1该矩形承台抗剪截面计算宽度为:b°x=0.9m则AsAZ^oa^o=1.0x1.18xl.27x900x550=741.93kN>V足要求。(3)配筋计算桩号如图7・1所示,各桩的净反力设计值:N=£二巡丄=409.05約22各桩对x轴、y轴方向截而的弯矩设计值分别为:二工二409.05x0.45=184.07RM加M严工N內=409.05x0=OkN.m沿y方向的配筋A=9礁=选5C18(人=1272加加$/加)沿x方向的配筋选B12@200(As=505mm2Im)7.4.3绘制桩基配筋图S
2812#120200g9、-理50/繍鮒同上擬針戕嘶熾貓上甦鯛50、2如2酗
图7.3CT1配筋图参考文献[1]颜德姮,程文漱混凝土结构(上册)[M].第四版.北京:中国建筑工业出版社,2009.[2]颜徳姮,程文淒.混凝土结构(中册)[M].第四版.北京:中国建筑工业出版社,2009.[3]刘立新,叶燕华.混凝土结构原理[M].武汉:武汉理工大学出版社,2010.8.[4]陈希哲.土力学地基基础[M].北京:清华大学出版社,2004.4.[5]李廉银.结构力学(上册)[M].第4版.上海:高等教育出版社,2004.7.[6]GB50009-2001,建筑结构荷载规范[S].北京:中国建筑业出版社,2006.[7]GB50011-2010,建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.[8]GB50010-2002,混凝土结构设计规范[S].北京:中国建筑工业出版社,2002.[9]GB50007-2002,建筑地基基础设计规范[S].北京:中国建筑工业出版社,2002.[10]JGJ3-2002,钢筋混凝土高层建筑结构设计与施工规程[S].北京:中国建筑业出版社,2002.
[1]JGJ94-94,建筑桩基技术规范[S].北京:中国建筑工业出版社,1995.[2]03G329-1,建筑物抗震构造详图[J].中国建筑标准设计研究院出版,2003.[3]GB/T50105-2001,建筑结构制图标准[S].北京:中国计划出版社,2002.
致谢回想大学四年的生活感慨颇多,在此期间认识了很多老师和同学,无论在学习和生活方面,他们都给了我很大的帮助。在整个毕业设计期间,如果没有指导老师的督促指导,以及一起学习的同学们的支持,想要完成这个设计是难以想象的。在这里首先要感谢我的指导老师马永政老师。马老师平口里工作繁多,但在我做毕业设计的每个阶段,从查阅资料到设计计算方案的确定和修改,屮期检查,后期详细定稿等整个过程屮都给予了我悉心的指导。除了敬佩马老师的专业水平外,他们的治学严谨和工作认真的态度也是我永远学习的榜样,并将积极影响我今后的学习和工作。其次,我要感谢我的母校——宁波工程学院,是母校给我们提供了优良的学习环境;另外,我还要感谢那些曾给我授过课的每一位老师,是你们教会我专业知识。最重要的是我还要深深地感谢我的父母,她们为我摸摸操劳支持我读完了大学,他们不辞劳苦的精神,成为我永远前进的动力!我将加倍努力,在新的工作岗位上,用优异的成绩来感谢帮助过我的人。最后,我再说一次谢谢!谢谢大家!!!'