新6层框架住宅毕业设计结构计算书

' 1.工程概况本工程为银川市某小区住宅楼，共6层，标准层层高为3.0叽，结构为钢筋混凝土框架结构。建筑高度为18.Om,耐火等级为二级，屛面防水等级为2级，该地区地震设防烈度8度，设计地震加速度0.20g,框架为二级抗震。(1)地质资料根据本工程所在场地的地质资料勘察报告：1.杂填土层连续分布于地表，结构松散，皿结性并，为高压缩性土层，不宜利用做地基持力层,其承载力标淮值仅为fk=85kPa02.粉土层该层连续分布于杂填土层之下，最大厚皮2.35m,饱和，稍密〜中密，，地质条件一般，其土层承载力标淮值fk=170kPao3.粉细砂层该层连续分布于粉土层下，最大厚皮2.5m,饱和，中密〜密实状，工程地质条件较好，可做地基持力层，其承载力标准值250kPao4•细砂层该层连续分布，最大厚度3・5m,密实，饱和，工程地质条件好，可做持力层，承载力标准值240kPao5.中砂层该层出露余细砂层Z下，分布广，厚度大，饱和，呈小密〜密实.工程地质条件很好，是该工程最理想的地基持力层。(2)气象资料基木风压：0.5kN/m2(B类场地)基木雪压：0.2kN/m2(3)底层室内主要地坪标咼为土0.000,相当于绝对标咼现场确定。 1.结构布置及计算简图根据该房屋的使用功能及建筑设计的要求，进行了建筑平面、立面及剖面设计，其标准层建筑平面、结构平面和剖面示意图分别1见图纸。主体结构共6层，层高为3米。填充墙釆用蒸压加气混凝土砌块砌筑：内、外墙250mm；隔墙200mm0窗户均采用铝合金窗，门采用钢门和木门O楼盖及屋面均采用现浇钢筋殓结构，楼面板厚度取100mm,屋面板120mmo梁截面高度按跨度的1/12〜1/8估算，尺寸见表2,殓强度采用C30(fc=14.3KN-mm"2,fl=1.43N•mm2)o屋而采用彩钢板屋而。表2梁截面尺寸(mm)层次混凝土强度等级横梁(bxh)纵梁(bxh)次梁(bxh)1〜6C.3O250X500250X400200X300柱截面尺寸可根据式Ac>^^估算。因为抗震烈度为7度，总高度v30m,查表Mfe可知该框架结构的抗震等级为二级，其轴压比限值f//N1=0.8；各层的重力荷载代表值近似取12KN-m-2,由图2.2可知边柱及中柱的负载面积分别为4.5x3m2和4.5x4.811?。由公式可得第一层柱截而而积为边柱A、L3x4.5x3x12x103x6八仆“2A、>=98182mnrc0.8x14.3中柱A、1.25x4.5x4.8xl2xl03x6(=°Ar>=151049mnrc0.8x14.3如取柱截而为正方形，则边柱和屮柱截面高度分别为371mm和389mmo根据上述计算结果并综合考虑其它因素，本设计框架柱截面尺寸取值均为500mmX500mm,构造柱取250mmX250mmo基础采用柱下独立基础，基础埋•深标高-2.50m,承台高度取1400mmo框架结构计算简图如图1所示。取顶层柱的形心线作为框架柱的轴线；梁轴线取至板底，2〜6层柱高度即为层高，取3.0m；底层柱高度从基础顶面取至一-层板底，取3.0mo §F"gg富g0.7,故该框架为横向规则框架。表8横向框架层间侧移刚度D值(N/mm)层次123456 1194642168483016848301684830168483016848301.横向水平荷载作用下框架结构的内力和侧移计算5.1横向水平地震作用下框架结构的内力和侧移计算5.1.1横向自振周期计算结构顶点的假想位移计算见表9o表9结构顶点的假想位移计算层次Gj(KN)VGi(KN)SDJN/mm)(mm)M(mm)64940.2594940.25916848302.9308&5856880.2811820.5716848307.02085.6546880.2818700.95168483011.1078.6336880.2825581.23168483015.18067.5326880.2832461.51168483019.27052.351705&8839520.259119464233.08033.08结构基木口震周期1>1・7州阿，其中Ut的量纲为m,取=0.7,贝0£=1.7x0.7x70.1711=0.492S5.1.2水平地震作用及楼层地震剪力计算木方案结构高度小于40m,质量和刚度沿高度分布较均匀，变形以剪切型为主，故可用底部剪力法计算水平地震作用。因为是多质点结构，所以Geq=0.85ZGj=0.85x(4940.39+6880.28x4+7058.88)=33592.33KN设防烈度按7度考虑，场地特征周期分区为二区，场地土为1［类，查表得：特征周期T=0.40s水平地震影响系数最大值久亦=0.08V9(040T4二丄。二上―匕x0.08=0.0661起丿max10.492丿 Fek=3,Gcq=0.066x33592.33=2217.09KN因为1.4人=1.4x0.4=0.56S>T,=0.492S,所以不应考虑顶部附加水平地震作用。各质点的水平地震作用：-^^(I-^)xFek=2217.09^：H：工GjHjEgj=Ij=l表10各质点横向水平地震作用及楼层地震剪力计算表层次Hi(m)G-：(KN)GiHi(KN)GHj工GjHjFi(KN)Vi(KN)61&04940.25993373.370.271116.791116.79515.06880.28110772.510.223922.3862039.176412.06880.2891506.020.185765.2082804.38439.06880.2872242.940.146603.9843408.27826.06880.2852978.160.107442.583850.85813.07058.8834588.510.07289.544140.2598各质点水平地震作用及楼层地震剪力沿房屋高度的分布如下图3。(a)纵向水平地震作用分布(b)层间剪力分布图3纵向水平地震作用及层间剪力分布图5.1.3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M按下式计算 (△“)严Vj/fpj和j=I各层的层间弹性位移角k=l0C=A/Zj/hj,计算结果如表11。表11横向水平地震作用下的位移验算层次VjCKN)ZDJN/mm)A//j(mm)“(mm)hj(mm)0严hj61116.7916848300.5611.3128000.236X10-352039.17616848301.219.0528000.432X10-342804.38416848301.669.4428000.593X10-333408.27816848302.026.0828000.721X1()723850.85816848302.295.7628000.818X10-314140.259811946423.473.4749000.708X10~3由表可见，最人层间弹性位移角发生在第2层，其值0.818X10-3<1/550,满足要求,其屮[M/h]=1/550是由弹性层间位移也限值查得。5.1.4水平地震作用下框架内力计算以4轴线框架内力计算，其余框架计算从略。D-框架柱端剪力及弯矩按式出=—「乂；j=lMbij=V^xyh；M汁V/l-y)h各柱反弯点高度比y二y.+yi+y?+丫3本例中底层柱需考虑修止值y?，第二层柱需考虑修正值力和y.?,其余柱均无修正。计算结果见表12。梁端弯矩、剪力及柱轴力分别按式 计算结果见表12。*b十lbM；ir和:(M寫+M"*b十】bvb=M+M：・L"Ni空（V：+V：）k=ik 表12各层柱端弯矩及剪力计算层次hi/mVi/kN》DijN•in右边柱^卩柱ViikyM：M：；Di2vi22yMhiV112lVli26301116冯珈17.02Q130Ql31622846ara2532Q⑷aoa)3872165302CB811/63L080131Q151Q195506ara5144Q⑷Ql163314&9943028血幽16^025678^74Q131Q2196578630?537S7d⑷Q25田08177.C8330亦翻1®RO255?85L91Q131Q2551427忍5am97.99Q149Q255KRO)191.C8230逊SB168®)255?869Q157Q5迟851892^111CR39Q173Q532B811皑4130414Q258]19紆1213910d821Q23Q9530&©15025171皑58Q416Q94Q田注:表中M的量纲为kN•m,V量纲为kN 续表12层次hi/mVi/kNN•m边柱Di.Vi,ky630花1119KBSOIQ130Qla1622R46530163587119HB16&U2265Q131Q151Q195&06430236a(B119WB1(M3275Q131Q21965忍6330妙153颐<177Q131Q2551427/9.5230336i718289®112714571Q157Q59R8M89130nom20022657Q23Q9530&&150表13梁端弯矩、剪力及柱轴力计算层次边梁边梁柱轴力M；M；LvbM；LVb右边柱中柱Ni左边柱639.60224.7543.617.8828.57710.7166.06.5517.88-11.33-6.55567.31742.0733.630.25942.90916.096.09.8348.27-31.89-16.38499.56462.2283.643.0452.17219.5656.011.9693.21-64.87-28.343127.85779.9113.656.0171.69226.8856.016.43150.92-106.15-44.77231.75619.8483.614.3378.33829.3776.017.95165.25-102.53-62.721278.574174.113.6125.75101.9038.2116.023.35291-203.03-86.07注：1）柱轴力中的负号表示拉力。当为左地震时，左侧两根柱为拉力，对应的右侧两根柱为压力。2）表中单位为kN•m,V单位N.I的单位为m。 169.41.25ZLoIlgrQ,.9Il9509・6"J-6.5526-11.3317.886600.2广38.851$Z-161.2120.298盟&971.狎9・86-II——30.3930.39..II-13.97.7627.79.999.8丿，369369TZ20.98.4290047.876CM-46.55-16.3811.96-II—-■-Il-Il-31.8944.9448.2744.94—H-—2&31一64・8793.214L67.53S区466・10广./•119.61346.88一65.44123.95198.0279.V11/155.6955爲‘・6133.二・£【80.16.43■II-44.77||1L95-62.7268//57.71-106.15150.9214.33-102.93165.25-86.0777T125.75-204.9377T125.29177T(a)框架弯矩图(b)梁端剪力及柱轴力图图4左地震作川下框架弯矩图、梁端剪力及柱轴力图1.竖向荷载作用下框架结构的内力计算6.1横向框架内力计算6.1.1计算单元取8轴线横向框架进行计算，计算单元宽度为3.6m,如图9所示。由于房间内布置冇次梁，故直接传给该框架的楼面荷载如图中的水平阴影线所示，计算单元范围内的其余楼面荷载则通过次梁和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。由于纵向框架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。6.1.2荷载计算6.1.2.1恒荷计算在图7中，q/弋表横梁口重，为均布荷载。对于第6层：％二q】=3・938KN/m,q?为房间板传给横梁的梯形荷载，由图7所示，几何关系得 图7横向框架计算单兀P】P2P3P4q2q2q2H"11…\^"；JE]4200c.2100q:1D3600IJ 图8各层梁上作用的恒荷载^=q2=4」ix单=14.796KN/mR、匕分别为由边纵梁、屮纵梁直接传给柱的恒载，它包括梁自重、楼板重和女儿墙等的重力荷载，计算如下：p=3.6xl.8x-x4」1+4.725x3.6+6.84x0.6x3.6=45」KN12R=3.6xl.8x-x4.11x2+4.725x3.6=43.64KN-2R=3.6xl.8x-x4」1+4.725x3.6+6.84x0.6x3.6=45」KN32集中力矩M严他二P&=45.lx0,6~03=6.725KN-m 对2〜5层，q.Wfi-梁口重和其上横墙口重，为均布荷载。其它荷载计算方法同第6层:qi=^=^=3.938+3.68X(2.8-0.5)=12.402KN/mq2=3.39x3.6=12.204KN/mq2=3.39x2.7=9.153KN/mq"2=3.39x33=11.187KN/m=(3.6xl.8x-x3.39)+4.725x3.6+6.84x[3x(2.8-0.6)-2.1xl.5x2]+0.4x2.1xl.5x2=32.57KNP2=[3.6xl.8x-+(0.45+1.8)xl.35]x3.39+4.725x3.6+3.68x3x2.2=62.58KNP3=[(0.45+1.8)xl.35+(0.15+1.8)xl.65]x3.39+3.15x3.6+3.68x36x(2.8—0.4)=63.34KN巳=(0.15+1.8)x1.65x3.39+4.725x3.6+6.84x(3x2.2-2.1x1.5x2)+0.4x2」xl.5x2=32.49KNM,=A/=45以°643二6.765KN・m142对1层：q】=色=彳=3.938+3.68x(4.2—0.5)=17.55KN/m%=12.20442=9.153q；=11.187P,=32.57KNP2=62.58KNP3=63.34KNP4=32.49KN-,…r0.6-0.3M-=P,e1=32.57x=1112=4.89KN-mA-—0.6—0.3M4=Fe4=32.49x:=4.87KN-m6.1.2.2活荷载计算活荷载作用下各层框架梁上的荷载分布如图9所示。q2二20x3.6二7.2KN-m_,的二2x6二12KN/mP=乙=(3.6xl.8x-)x2.0=6.48KN2P?=3.6xl.8x-x2x2=12.96KN一2 1ZS_1oM,==6.48x~=0.972KN•mM2=OKN・mM4=片q=6.48x0,6-°3=6.48x0.15=0.972K7V•m2Pip2p4qMirq236006000图9各层梁上作用的活荷载在雪荷载作用下:q2：=6x0.2=1.2KNm_,p广=0.648KNM|=P.e,=0.097KN-mp厂二］2.96KNM,=OKN•mp厂=0.648KNm3=P3e3=0.097KN-m对于1〜5层:q2=3.6x2=7.2KN/mq2=2.7x2=5.4KN/mq；=3.3x2=6.6KN/mP,=3.6xl.8x丄x2二6.48KNP2=6.48+(0.9+3.6)xl.35x丄x2=12.56KN12R=(0.9+3.6)xl.35x*x2+(0.3+3.6)xl.65x*x2=12.51KN巳=(0・3+3・6)xl.65x*x2=6.435KNM,=6.48x0,6"03=0.972KN•mM2=M3=0KN•m2M4=6.435x0.15=0.965KN•m将以上计算结果汇总,见表18,表19。 表18横向框架恒荷汇总表层次q2q‘2•rq2P.P2P3M,m2M3M463.93814.79614.796045.143.64045.16.77006.7652〜512.40212.2049.153ii.i932.5762.5863.3432.494.89004.87117.5512.2049.15311.1932.5762.5863.3432.494.89004.87表19横向框架活荷汇总表层次q2q2q2P.P2P3P3M.m2M3M467.21206.4812.9625.9200.972000.9721〜57.25.46.66.4812.5625.9212.510.972000.9656.1.3内力计算梁端、柱端弯矩采用弯矩二次分配法计算。弯矩计算过程如图10所示，所得弯矩图如图11所示。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，计算柱底轴力还需要考虑柱的口重，如表20和表21所列。 上柱下柱右梁樑上柱下柱右梁核上柱下柱0.690.310.1570.5810.2620.2130.787f6.765-39.9839.98-57.657.66.76519.91810.2972.76610.2374.616-10.82-408.8391.3835.14816.708-5.412.313-24.627-7.586-3.327-1.734-9.374-3.7654.52117.31419.798-31.32745.94427.272-61.98253.826-47.3130.4080.4080.1840.0990.3680.3680.1650.1190.4410.4414.89-48.2448.24-134.48129.621-4.8717.67717.67710.2149.14033.41633.41612.34-18.781-49.253-49.25311.4578.8394.9205.1075.11816.708-9.396.17-20-24.627-9.602-9.602-4.314-1.623-5.176-5.176-2・7624.53717.20617.206]&32416.671-38.71761.98633.42745.172-123.829H0.762-52.719-56.2130.408=0.4080.1840.0990.3680.368?0.1650.1190.4410.441~~i4.89-48.2448.24-134.48129.621-4.8717.67717.67710.2149.14033.41633.41612.34-18・781-49.253-49.2538.8398.8394.5705.10716.70816.708-9.3906.17-24.627-24.6279.017-9.017-4.066-2・9246.765-6.765-3.0485.62320.42420.42416.33316.31438.19160.76243.42143.421-124.829111.157-53.234-53.2340.4080.4080.1840.0990.3680.3680.1650.1190.4410.44114.89T8.2448.24-134.48129.621-4.8717.67717.67710.2149.14033.41633.41612.34-18.781-49.253-49.2538.8398.8394.5705.10716.70816.708-9.3906.17-24.627-24.627-9.017-9.017-4.066-2.924-6.765-6.765-3.0485.62320.42420.42416.33316.314-38.19160.76243.42143.421-124.82911L157-53.234-53.2340.4080.4080.1840.0990.3680.3680.1650.1190.4410.44114.89■48.2448.24-134.48129.621-4.8717.67717.67710.2149.14033.41633.41612.34-18.781-49.253-49.2538.8398.8064.575.0716.70816.464-9.396.17-24.627-24.627-8.767-■8.767-3.915-2.781-10.371-10.371-2.9794.87119.27619.27617.05617.96-37.91960.56249.87949.728-123.717110.876-54.390-52.3900.3590.3590.2820.1450.3070.3070.2410.1910.4040.4044.89-48.2448.24-134.48129.021-1.8717.21214.2128.62710.32932.92832.92814.17919.051■48.96448.9648.8395.1644.31316.708-9.5257.089-20.627-5.014-5.014-3.949-1.667一3.075-3.075-2.9451.4514.1574.15720.1018.924-38.07661.13146.01628.623-131.27119.328-65.516F4.8074.4627了歩"•14.311-22.403•少Z/(a)恒荷作用下图10横向框架弯矩的二次分配法 上柱下柱右梁人梁上柱下柱右梁人梁上柱下柱0.690.310.1570.5810.2620.2130.7870.972]-4.864.86-30.4930.49-0.9722.6831.2054.02414.8916.715-6.287-23.2310.793-1.9352.012-0.870.603-0.0212.672-0.076-3.144-0.0343.3580.116-3.9040.432.513-2.5139.46617.487-26.95327.677-27.6770.4080.4080.1840.0990.3680.3680.1650.1190.4410.441|1.5860.9721.586-4.860.8994.851.4375.3435.343-19.372.39618.61-2.107-7.808-0.965-7.8081.342-1.1640.793-1.1640.719-0.5250.450-0.9427.446-3.5012.672-3.501-1.054-1.571.1981.704-11.6166.316-3.9046.3161.7642.187-3.7675.7959.2884.514-19.59819.465-13.108-6.3610.4080.4080.1840.0990.3680.3680.1650.11910.4410.4411.5860.9721.586-4.860.8994.851.4375.3435.343-19.372.39618.67-2.107-7.808-0.965-7.8080.793-0.940.793-0.940.719-0.4240.45-0.4692.672-1.7442.672-1.744-1.054-0.7821.1980.787-3.9042.915-3.9042.9151.4392.411-3.6666.2686.2716.271-18.8118.548-8.797-9.7620.4080.4080.1840.0990.3680.3680.1650.1190.4410.441L5860.9721.586-4.860.8994.851.4375.3435.343-19.372.39618.67-2107-7.808-0.965-7.8080.793-0.940.793-0.940.719-0.4240.45-0.4692.672-1.7442.672-1.744-1.054-0.7821.1980.787-3.9042.915-3.9042.9151.4392.411-3.6666.2686.2716.271-18.8118.548-8.797-9.7620.4080.4080.1840.0990.3680.3680.1650.1190.4410.4411.5860.9721.586-4.860.8994.851.4375.3435.343-19.372.39618.67-2.107-7.808-0.965-7.8080.793-0.9020.698-0.9020.719-0.4070.454).4252.672-1.5812.229-1.581-1.054-0.7091.1980.748-3.9042.771-3.5772.7711.4772.354-3.6496.3126.4346.434-1&73718.509-8.941-9.5790.3590.3590.2820.1450.3070.3070.2410.1910.4040.4041.3960.9721.396-4.861.0964.8521054.4584.458-19.373.49918.67-3.382-7.153-0.965-7.1530.793-0.663-0.6631.053-0.5210.548-0.2222.672-0.469-0.469-1.691-0.3681.750.411-3.9040.870.871.5261.705-3.2327.2816.6613.989-17.9317.449-10.187-7.2480.8531.995-3.62477777^7777777777577777(b)活荷作用下图10横向框架弯矩的二次分配法 19.78816.67116.31416.314r17.968.924900161odooHZodg986・1945.17256.213011324-6-06“0043.42116.33317.056A51.71953.23好—4342100寸<"4342153?23453.23443.421总卜9卜0■OT—H5Z3953.234IT19一Z9・87953.39065.51614.311L4.462/777777TVB20.122.403(a)恒荷作用下图11竖向荷载作用下框架弯矩图 2.51392.1871.4392.4112.3541.4771.7051.995t-H00z■CMCOzco2.411009zY—1COV17.48727.0069・6I0.8536.66113.1088.7978.7978.94110.187〕3.624(b)活荷作用下图11竖向荷载作用下框架弯矩图 表20恒荷作用下梁端剪力及柱轴力层次荷载引起的剪力弯矩引起的剪力总剪力柱轴力AB跨BC跨AB跨BC跨AB跨BC跨A柱B柱C柱VA=VBVBVcVA=-VBVB=VCVAVBVBVcN次N.KN次N底NroN底623.3151.0751.07-3.9771.35919.33327.28749.71149.71164.433110.738120.538166.94394.811141.116553.98100.7393.43-6.4642.17847.51660.44491.25298.552203.354229.814369.579396.039277.468303.928453.98100.7393.43-6.272.27946.0160.2591.15198.451322.624349.084598.38624.84440179466.639353.98100.7393.43-6.272.27946.0160.2591.15198.451441.894468.354827.181853.641603.09629.35253.98100.7393.43-6.292」447.6960.2791.2998.59561.144587.6041056.1411082.601765.74792.2153.98100.7393.43-6.4041.9947.57660.258491.4498.74680.28706.741285.3651311.825928.74955.2 表21活荷作用下梁端剪力及柱轴力层次荷载引起的剪力弯矩引起的剪力总剪力柱轴力AB跨BC跨AB跨BC跨AB跨BC跨A柱B柱C柱VA=VBVBVcVA=-VBvB=vcVAVBVBVcNjg：=N张Nil*Nra=N&66.4825.2025.20-1.9310.1214.5498.41125.32125.07911.02946.69231.55956.4815.6415.05-0.5630.0225.9177.04315.66215.02812.39735.26521.46346.4815.6415.05-0.7230.0445.7577.21215.68415.00612.23735.45621.44136.4815.6415.05-0.7230.0445.7577.21215.68415.00612.23735.45621.44196.4815.6415.05-0.740.0385.747.2215.67815.01212.2235.45821.44716.4815.6415.05-1.1250.085.3557.60515.7213.0711.83535.88521.405 6.2横向框架内力组合6.2.1结构抗震等级结构的抗震等级根据结构类型、地震烈度、房屋高度等因素查表得，木商场框架结构为二级抗震等级。6.2.2框架梁内力组合本方案考虑了四种内力组合，即1.2SGk+1.4SQk,1.2SGk+0.9xl.4(SQk+Swk),1.35SGk+1.0SQk及l・2SGE+l・3SEk。此外，对于本方案，1.2SGk+1.4Swk这种内力组合与考虑地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22,表中Sc—Sqr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)o6.2.3框架柱内力组合取每层柱顶和柱底两个控制截而进行组合，组合结果以及柱端弯矩设计值的调整见表6・6〜表6・9。在考虑地震作用效应的组合屮，取屋面为雪荷载时的内力进行组合。 22框架梁内力组合表续表22层次面内力SgkSqkStfK1.2Sgk+1.4(Sqk+SG7,41-2(5CK+0.55^)+135^]1・35Sgk+Sqk1%+SqkV=厂魅〔〃>/>(M/TT<-T<-层AM-30.461-2.586±68.123±278.57453.999135.546243.031-300.188-43.708-40.174177.843V47.5765.355+30.75+125.7521.538107.638-77.378167.84369.58364.588B左M-4&905-5.825+42.58+174.11-126.453-7.229-216.393123.122-71.847-66.841V60.25847.605±30.75±125.75126.15840.558180.2574-64.83889.12383.108B杆M-105.02-14.344±25.62±101.896-110.233-181.969-1.62-200.2518-156.116-146.101128.706V9&7415.72+4.782+23.35133.801147.19173.17411&706149.019140.496CM95.46213.959+3.074+38.211129.79313&40153.042129.453143.033134.097V43.03813.07±4.782±23.3579.29865.9096&23722.70473.07172.604跨间Mab75.2646.39111.37153.724&48163.09Mbc230.18174.42299.37189.38272.31201.94三AM-30.553-2.933±23.783±127.857-7.474-74.06695.843-153.478-44.1840.77111.797V46.015.757+10.735+56.0150.28380.2541-10.738101.79770.16665.312B左M-48.61-5.014+14.867+79.911-86.165-44.538-123.91931.908-70.538-65.352 ®DBBA盤VMVM匚S-6■46■125JJ3fitGO7H—7-mH3pXO2MVMV2i00745.3212►—*•562■4i•cn3■5o-2gH■■0063g■25+1o1+4Os1+2552+13534+2552<:」+rOioc3OC56g-jL冥5■o007■212+16•55±28.5771+7■0000+1244+7•0081•汁掺692+1■736+12■7±10.73594.0391■卜|J>0£■4311+56■o96.167潼愆-•运23O49.748OGO・•-en23••■to•■h■no芒00so62.5211o■9i2・•K3-cn・•-oo►•J瑟87c•:>51^frO6护c$92.431■92吃9t■■°!i遛::■5；00+■331195.10344■52*0078E・2□<035685C€+>113O25946■4§9Ji总■19O758aM+ CM43.06122.142+0.489+10.71681.98783.35738.27159.16780.27482.67293.357层次截Sk49.71S&5.079血0.76蚤&551蹶农加(S山1.2禺町护爲+1•检诂3)1.35S912Sg、舸.764M1N.inXwW间7&1143.2663.0766.14Sqk32.4£Sqk132.3l¥lAM?21MM,T96.27《•93.94T94.37〜84.63150.7293.27N表23(a)横向框架A柱弯矩和轴力组合 6柱顶M19.7982.513+5.654+39.60219.36039.191-19.66357.56129.24027.27657.561-19.66329.240N64.43311.029+2.552+17.88089.18796.33345.52080.25869&01492.76080.258645.5209&014柱底M-18.324-1.764±1.150±&054-23.048-26.068-9.433-25.138-26.501-24.458-25.138-9.433-26.501N110.73811.029+2.552+17.880144.753151.89987.194122.060160.52514&326122.06087.194160.5255柱顶M16.6712.187+9.839+59.2639.29236.842-41.79373.76924.69323.06773.769-41.79324.693N203.35412.397+7.512+48.270250.864271.897141.534300.661286.925261.381300.661141.534286.925柱底M-16.333-1.439±4.609±26.061-15.162-28.06711.720-42.414-23.489-21.614-42.41411.720-23.489N229.81412.397+7.512+48.270282.616303.649165.348259.475322.646293.133259.475165.348322.6464柱顶M16.3142.411+13.052+71.8033.05940.945-54.24085.77524.43522.95285.775-54.24024.435N322.62412.237+15.394+93.210382.729425.832203.089386.748446.079404.281386.748203.089446.079柱底M-16.333-1.439±8.568±47.869-9.619-33.60931.325-62.020-23.489-21.614-62.02031.325-23.489N349.08412.237+15.394+93.210414.481457.584228.80349.062483.500436.03349.062228.803483.5003柱顶M16.3142.411+15.215+79.9881.65144.253-62.22193.75624.43522.95293.756-62.22124.435N441.89412.237+26.129+150.92510.824583.985256.064550.2558608.794547.405550.2558256.064608.794柱底【-17.056-1.477±12.449±65.444-5.106-39.96446.093-79.823-24.503-22.535-79.82346.093-24.503N468.35412.237+26.129+150.92542.576615.737279.878574.172644.515579.157574.172279.878644.5152柱顶M17.9602.354+3.059+33.68815.24534.450-15.62350.06926.60024.84850.069-15.62326.600N561.14412.220+28.652+165.25650.2568730.594349.410671.647769.764690.481671.647349.410769.764柱底M-20.104-1.526±40.2519±198.0230.185-82.708185.908-225.973-28.666-26.261-225.973185.908-28.666N587.60412.220+28.652+165.25682.120762.346398.105741.825805.485722.233741.82539&105805.485 续表23(a)层次截面内力SgkSqkSwKSek1.2Sgh+1・4(Sqk+Suk)Zka[1・2(Sgk+0・5S°J+1・3Szk]1・35Sgk+Sqk1%+SqkNNminMNmaxMTyTy1柱顶M&9241.705+27.804+80.554-25.83052.021-74.39193.16213.75213.09693.162-74.39113.752680.28011.835+59.402+291.00749.742916.068356.110961.390930.213832.905961.390356.110930.213柱底M-4.462-0.853±53.732±155.6868.676-81.773157.209-166.595-6.877-6.549-166.595157.209-6.877N706.74011.835+59.402+291.00781.494947.820381.511986.791965.934864.657986.791381.511965.934注：表屮M以左侧受拉为正，单位为KN.moN以受压为正，单位为KN。S◎—列屮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23(b)横向框架A柱柱端组合弯矩设计值调整层次654321截面林顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底畑(Em严臥工mJ7&41133.02105.15340.29YreN671.647741.825961.39986.791注：表屮弯朋为相应于木层柱净高上、下两端弯朋设计值 表24横向框架A柱剪力组合(KN)层次SgkSqkSu-KSek1・2Sgk+1・4(Sqk+S』・2(S©k+°・5Sqk)+1]1.35Sgk+Sqk12Sgk+1.4SqkT<-T6-13.615-1.528±2.43±17.02-15.075-21.8793.653-29.536-19.908-18.47718.665-11.787-1.295±5.16±31.08-&733-23.18119.112-41.494-17.2707-15.95726.224-11.787-1.375±7.65±42.74-5.359-26.77930.444-53.099-17.287-16.06933.353-33.370-1.388±9.88±51.94-28.155-55.81919.984-81.299-46.438-41.98739.172-13.594-1.386±11.95±58.69-1.523-33.08344.364-70.08119.738-18.25362.291-1.821-0.2548±16.64±48.2120.524-25.96845.209-4&800-3.006-2.67268.62■■注：表屮V以绕柱端顺时针为正。血〃+为相应于木层柱净高上下两端的剪力设计值。表25(a)横向框架B柱弯矩和轴力组合 层次截而内力SgkSqKSwKSek1.2Sgk+1・4(Sqk+SQ齐£h・2(Sca・+O.5S")+1SS&J1.35SG*+Sqk1.2Sgk+SqkNNrninMNmaxMTT6柱顶M27.27217.487+3.613+25.26152.15062.2666.08457.04354.30457.20857.0436.08454.304N120.53846.690+1.792+11.330207.623212.64011&538140.531209.551210.132140.53111&538209.551柱底M-33.427-9.288±&847±61.847-40.730-65.50126.037-94.565-54.414-53.116-94.56526.037-54.414N166.94346.692+1.792+11.330263.19226&209160.213182.307272.065265.700182.307160.213272.0655柱顶M45.1724.514+15.857+95.4243&32682.726-50.2552135.72565.49660.526135.725-50.255265.496N369.57935.265+5.427+31.890485.268500.464317.398379.583534.197493.066379.583317.398534.197柱底M-43.421-6.271±9.072±63.616-46.084-75.68520.125-103.926-64.889-60.885-103.92620.125-64.889N396.03935.265+5.427+31.890517.020532.216341.212403.397569.918524.618403.397341.212569.9184柱顶M43.4216.271+21.518+120.28930.75991.010-80.406169.79564.88960.885169.795-80.40664.889N598.38035.465+11.237+64.870751.975783.439524.003658.933843.278766.007658.933524.003843.278柱底M-43.421-6.271±17.606±98.419-36.236-85.53357.662-147.050-64.889-60.885-147.05057.662-64.889N624.84035.465+11.237+64.870783.727815.191549.405684.334878.999799.459684.334549.405878.9993柱顶M43.4216.271+27.811+146.19221.94999.820-107.345196.73461.88960.885196.734-107.34564.889N827.18135.456+19.272+106.1501015.2751069.236700.717921.5091152.1501042.256921.509700.7171152.150柱底【-49.879-6.434±22.754±119.612-37.007-100.71873.424■175.369-73.771■6&862-175.36973.424-73.771N853.64135.456+19.272+106.1501047.0271100.988726.118946.9101187.8711074.008946.910726.1181187.8712柱顶M49.7286.434+9.781+46.55153.08882.3752.41499.24073.5676&68199.2402.41473.567N1056.14135.458+18.022+102.5301290.5201343.501924.2841137.5461461.2481317.0101137.546924.2841461.248柱底-46.046-6.661±70.917±346.87934.703-163.864312.053-408.156-68.823-64.581-408.156312.053-68.823N1082.60135.458+18.022+102.5301322.2721375.253949.6861162.9481496.9691348.7621162.948949.6861496.969 续表25(a)层次截ifn内力SgkSqkSwKSek1.2Sgk+1.4(Sqk+S*k)齐』卫亿+0・5SqJ+1阴」1.35Sgk+SqkSqkNNminMNmaxMT<—T<—1柱顶M28.6233.989+43.08+123.954-20.10099.964-99.51915&30542.63039.93215&3Q5-99.51942.630N1285.36535.89+44.89+203.0301529.831655.523103&0481464.3021771.1281592.6771464.302103&0481771.128柱底M-14.311-1.99±61.71±179.11166.422-106.355171.579-200.972-21.315-19.966-200.972171.579-21.315N1311.82535.89+44.89+203.0301561.581687.2751063.4501489.7041806.8491624.4291489.7041063.4501806.849注：表中M以左侧受拉为正，单位为KN.nioN以受压为正，单位为KN。S*—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25(b)横向框架B柱柱端组合弯矩设计值调整M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畑(工畋=“正mJ157.22104.21303.42344.27155.059551.215YreN921.509946.911137.5461162.9481464.3021489.704注：表中弯矩为相应于本层柱净高上、下两端弯矩设计 表27(b)横向框架C柱柱端组合弯矩设计值调整M次654321截柱柱柱柱柱柱柱柱柱柱柱柱而顶底顶底顶底顶底顶底顶底Yre迂叭=耳花M)111.2174.3453.82187.34767.29249.16YreN635.627661.2889.034836.035991.3781016.779注：衣中弯矩为相应于木层柱净高上、下两端弯矩设计表26横向框架B柱剪力组合(KN)层次SgkSqkSlKSek1.2Sck+1・4(Sqk+Suk)徐[1・2匕《+O・5SqJ+1・3Sek]1.35Sgk+Sqk12Sgk+1.4SqkT<-T<-621.6789.563±4.45±31.1145.631833.171854.1458-6.518738.828339.401834.27531.643.852±9.439±56.856.575430.146285.5894-25.170646.56643.360854.08431.0154.479±13.973±78.1163.050823.9264106.0863-46.228246.3492543.488671.5333.3214.538±1&059±93.0371.62121.0558124.5878-60.525849.5213546.338483.97234.2054.677±21.834±107.267&161417.0262137.4677-71.689450.8537547.5938114.515.8410.814±21.834±61.853&7164-22.418865.92695-54.68068.699358.1488181.08注：表屮V以绕柱端顺时针为正。为相应于木层柱净高上下两端的剪力设计值。 表28横向框架C柱剪力组合(KN)层次SgkSqkS«KSek1.2Sgk+1・4(Sqk+SQ・2(Sgk+°・5Sqk)+1・3S±k]1.35So*+SqkL2Sgk+1.4Sqkw%]TyT6-35.726-14.566±2.43±10.8-59.862-66.666-28.178-49.238-62.796-63.26434.275-39.088-5.414±5.16±19.72-47.261-61.709T&389-56.843・5&183-54.48554.084-38.024-6.628±7.65±21.12-44.198-65.618-16.612-56.096-57.960-53.00871.53■3&4376.68±9.88±32.96-41.644-69.308-5.463-69.735-58.570-55.47683.972-42.109-7.059±11.95±37.24-43.683-77.143-4.766-77.384•63.906-60.413114.51-9.144-1.479±16.64±41.5810.253-36.33931.645-49.436-13.823-13.043181.08 表27(a)横向框架C柱弯矩和轴力组介层次截面内力SgkSqkSlKSek1.2Sgk+1.4(Sqk+SG沧［12&+0.5$』+1.3$』1・35S°k+Sqk12Sgk+Sqk|叽NNniinMN钏MT<—T<—6柱顶M47.31327.677+4.075+28.57789.818101.22827.17483.09991.55095.52383.09927.17491.550N94.81131.559+0.760+6.550156.892159.02093.145105.918159.554157.956105.91893.145159.554底M-52.719-13.108±0.237±1.663-81.282-81.946-51.724-53.067-84.279-81.614-53.067-51.724-84.279N141.11631.559+0.760+6.550212.458214.586134.820147.592222.066213.522147.592134.820222.0665柱顶M56.2136.361+6.860+41.24666.75785.96513.23993.66982.24976.36193.66913.23982.249N277.46821.463+2.085+16.380360.091365.929243.409275.350396.045363.010275.350243.409396.045柱底M-53.234-8.797±2.324±13.970-72.943-79.450-38.249-65.490-80.563-76.197-65.490-3&249-80.563N303.92821.463+2.085+16.380391.843397.681267.223299.164431.766394.762299.164267.223431.7664柱顶M53.2349.762+8.773+38.20265.26589.83015.05789.55081.62877.54889.55015.05781.628N440.17921.441+4.157+2&340552.412564.05237&178433.441615.683558.232433.44137&178615.683柱底M-53.234797±4.807±20.934-69.467-82.926-31.459-72.280-80.563-76.197-72.280-31.459-80.563N466.63921.441+4.157+28.340584.164595.804401.992457.255651.404589.984457.255401.992651.4043柱顶M53.2349.762+9.656+50.75864.02991.0663.002108.57981.62877.54810&5793.00281.628N603.09021.441+6.857+44.770743.886763.085542.505635.627835.343753.485635.627542.505835.343柱底M-54.390■&941±7.900±41.530-66.725-88.845-12.015-99.697-82.368-76.085-99.697-12.015-82.368N629.35021.441+6.857+44.770775.638794.837567.907661.028871.064785.237661.028567.907871.0642柱顶M52.3909.579+7.492+36.80865.79086.76716.61293.17380.250676.27993.17316.61280.2506N765.74021.447+9.730+62.720935.292962.536680.17689.0341055.196948.91489.034680.1761055.196柱底M-65.516-10.187±13.732±67.464-73.656-112.112.377-137.948-98.634-93.081-137.9482.377-98.634N792.20021.447+9.730+62.720967.044994.288705.578836.0351090.917980.566836.035705.5781090.917 续表27(a)注：表屮M以左侧受拉为正，单位为KN.moN以受压为正，单位为KNoSQK~列屮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。 7.截面设计7.1框架梁木方案以第一层为例，说明计算方法和过程，各层梁的配筋计算结杲见表29和表7.2。表29框架梁横向钢筋计算表层次截面M(KN.m)AJmm2)As(mm2)实配钢筋AsA；/As0(%)6支座A57.321<0603427.283016(603)1.00.421Bl68.19<0603368.213016(603)1.00.421支座Br107.26<0603547.893①16(603)1.00.517c41.34<0603299.243①16(603)1.00.421AB跨67.540.003—333.83016(603)—0.2569BC跨127.590.001—547.643①16(603)—0.5171支A-255.758<012561552.185①20(1570)0.520.57Bl-153.647<012561081.695①20(1271)1.160.82支座Br-16&9<012561091.095020(1271)1.160.55c-20&02<012561343.85020(1570)0.821.04AB跨128.250.035—10734020(1256)—0.71BC跨137.340.034—14274<1)22(1520)—0.83 7.1.1梁的正截面承载力计算从表22屮分別选出AB跨跨间截面及支座截面的最不利内力，并将支座屮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。A支座弯矩：Ma=400.25-197.462x(0.6-0.6/2)=341.011KN•m/reMa=0.75x341.011=255.758KN-mB左支座弯矩：Mr=22&534-212.204X空=164.863KN・m2/RhMB=0.75x164.863=153.647KNm跨间弯矩取控制截面，即支座边缘的正弯矩。由表6.5,可求得相应的剪力：V=1.3x125.75—1.0x(47.576+0.5x5.355)=113.222KN则支座边缘处即跨中最大止弯矩：Mmix=204.96—113.222x0.3=170.993KN•mIIldA/REMnlax=0.75x170.993=128.245KN•m=0.26>0.1%465当梁卜•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；=丄==1.2/7?133按梁间距考虑时，，»=b+S/t=300+3000=3300mm按翼缘厚度考虑时，hQ=h-as=500-35=465m/?zhf_120此种情况不起控制作用，取三者最小者，故hf=1o梁内纵向钢筋选HRB400级钢（fy=fy=360N/mm2.=0.518。下部跨间截面按单筋T形截面计算，因为：，，hf120axfcbfhf（几—-）=1.0xl4.3x1200x120x（465）=833.976KNm>28.245KN•m 属第一类T形截面。AB跨：M128.245X106八八“a—==00345aj”代1.0xl4.3xl200x4652* §二1-丿-2%=0.035As=如臥/fy=°・°35x14.3x1200x465=⑹彳加府360实配钢筋4O20(As=1256mm2),/?=必6=0&7%>0.25%满足要求。s300x500将下部跨间截面的4620钢筋伸入支座，作为支座负弯矩作用下的受压钢筋(A：=1256加沪)，再计算相应的受拉钢筋比，即支座A上部“255.758x2-360x1256x(465-35)=0」|91.0xl4.3x300x4652§==0.016v2a：/%二70/465二0.151说明A富裕，且达不到用服，可近似取4=…，=255558X106=1552」伽肿人仇-％)360x(465-35)实取5①20(&=1570加赤)，p=0.66%>0.3%,AJAS=0.714>0.3,满足要求。支座B上部168.9X106A=人(久-％)=360x(465-35)=W9L085fnfn实取5①18(人=1271.7加加予，p=i.O4%>0.3%,As/As=0.81>0.3,满足要求。支座C上部208.02X106人一厶(人-G：)~360x(465-35)-1343,8,nm实取5①20(4=1570mm2)7.1.2梁斜截面受剪承载力层截YreV0.2^cfcbhAsv_血V—0.42eh梁端加密区非加密区表30框架梁箍筋数量计算表 次血(KN)(KN)实配筋Asv/s实配筋(Av%)6AB,.46.88570.57>卅<0三肢「reV<0三肢”8@100(1.51)三肢4)8@150(0.2535)1abl177.84570.57>汕0.14四肢”8@100(3.14)四肢80150(0.447)BrC12&71570.57>詁0.09四肢4)8®100(3.14)四肢4>8@150(0.447)AB跨:yREV=177.84KN<0.2/^fbh0=0.2x1.0x14.3x300x465=398.97KN故截面满足要求。梁端加密区箍筋取4肢<1)8@100,箍筋用HPB300级钢筋(fyv=210N/mm2)A2010.42ftbh()+1.25fvv亠h()=0.42x1.43x300x465+1.25x210x—x465ys100=863.47KN>162.59KN加密区长度取0.85m,非加密区箍筋取4肢4>8@150,箍筋设置满足要求。BC跨:yREV=128.71KN<0.2/^fbh0=398.97KN故截面满足要求。AO.42ftbho+1.25fp亠力°=863.47KN>189.37KNs加密区长度取0.85m,非加密区箍筋取4肢4>8@150,箍筋设置满足要求。7.2框架柱7.2.1剪跨比和轴压比验算表31柱的剪跨比和轴压比验算柱层次B、HFcMcrNMcNfcbh 号(mm)(N/mm2)(KN.m)(KN)(KN)Vch0A6500x50014.376.7534.75162.753.94>20.03K0.8柱1500x50014.3222.1357.47740.096.91>20.144<0.8B林6500x50014.3126.0963.71243.0763.53>20.047<0.81500x50014.3267.9677.561986.2726.11>20.2586<0.8C6500x50014.319.0357.93196.793.41>20.038<0.8柱1500x50014.3265.7725&161355.718.16>20.263<0.8注:表中M"、矿和N都不应考虑,承载力抗震调整系数。由上表31柱的剪跨比和轴压比计算结果可见，各柱的剪跨比和轴压比均满足规范要求。7.2.2柱正截面承载力计算以第二层B柱为例说明，根据B柱内力组合表，将支座屮心处的弯矩换算到支座边缘,并与柱端组合弯矩的调整值比较后，选岀最不利的内力，进行配筋计算.B节点左右梁端弯矩-288.524+212.2X亜二-224.864册"2267.09-139.65x—=225.195jtN•m2B节点上下柱端弯矩313.353/0.8-137.47/0.85x0」2二372.282kN・m-99.52/0.8+65.93/0.85x(0.5一0」2)=-94.925kN•m工Mr菜=224.864+225.195=450.059PN•m为州二94.925+372.282=467.207WV•m工叽柱/工%梁=1.038册沖1.2^Af^,=540.07^-m=540.07-467.207=12.86kN・m在节点处将其按弹性弯矩分配给上下柱端，即%上柱=94925：540.07x=109.729kN.m94.925+372.282叫下柱=372282：540.07x=430.34kN.m94.925+372.282 7RE.MBm=0.8x430341=344.273kN.m=296.03mm_344.273x106~1162.948xlO3ea取20mm和偏心方向截而尺寸的1/30两者屮较大值，即600/30=20mm,故取ea=20mm,柱的计算长度按公式确定，其小柱的计算长度11.57x25.208+3.124=2.777…11.57+6.612屮/=75.208+3.124=2.182厶0=[1+0.15(屮“+屮J]H=[1+0.15x(2.777+2•182)]x2.8=4.88mei=勺+ea=296.03+20=316.03加〃2因为Lo/h=4880/600=8.13>5,故应考虑偏心矩增大系数〃。0：5£A=0.5x14.3x60^二2.213>1.0(取^=1.0)1N1162.948X1031如<15,取「二1.0h〃=1+——!——(―=1+x8.132=1.081400也)1400x31L03560g+齐—L08X3603+晋-40"3顾1162.948X10314.3x600x560=0.242v盒=0.518此为人偏心受压情况恥-§（1-0.5勺砒斫/□）-比）1162.948x103x601.31—0.242x(1—0.5x0.242)x1.0x14.3x600x5602360x(560-40)=67&01mm2再按"唤及相应的M—组计算，N=1464.302册节点上，下端弯距;M=68.823-50-85x0.12=62.721^/V-mM=40.63一8.7x(0.5一0.12)=39.324EN•m此内力组合是非地農作用下的组合情况，□水平荷载等效，故不必进行调整, 取厶=1.25x2.8=3.5加=42.8M_62.721X106aF~1464.302X103ej=42.8+20=62.87=t=5-83>50.5//_0.5x14.3x6002N~1464.302X103=1.76>1.0（取©=1.0）同理可求得:如V15,取「=1・0h11400©/%卄"22=1.22x62.8=76.616mm<03/^=0.3x560=16Smm故为小偏心受压e=7ei+h/2-as=76.6164-600/2-40=336.616mmN=2495.141KN>生£処=0.518x14.3x600x560=2488.89KN故按构造配筋，且应满足pn,n=0.8%,单侧配筋率A，min>0.2%,故A=A,=p.minhh=0.2%x600x600=720mm2JJ■O111111选4020（Av二A：二1256mm），总配筋率p、=血1256=|12%3（取—.0） 其中AT取较大的柱下端值，而且MC,VC不应考虑,故AT为将表25查得的值除以0.8,旷为将表26查得的值除以0.850与旷相应的轴力N=1464.302KN<0.3fcbh=0.3xl4.3x6002/103=1544.4KN取N=1464.302KNA..S沧V-罟力処-0.056何人A)0.85x257.82L05x1.43x600x5600.056x1464.302=3+1<0210x560故该层柱应按构造配置箍筋。柱端加密区的箍筋选用4肢010@100。一*层柱底轴压比n=0.386,查农得柱箍筋最小配箍率特征值=0.088,则最小体积配箍率：Asm=入•fc/fyv=0.088xl4.3/210=0.599%A.eAor0.599x650x650100x8x650=0.487取010,九=78.5加赤，贝ij5<135.7mm,根据构造要求,取加密区箍筋为4^10@100,加密区位置及长度按规范要求确定。非加密区还应满足S<d=220mm,故箍筋取4010@200,各层柱箍筋计算结果见表32O表32框架柱箍筋数量表柱号次7reV(KN)O・2£0Q(A7V)N(KN)0.3£A(KN)£s(mm)fyv(%)实配箍筋(°,%)加密区非加密区A618.66960.96274.641544.4<00.442410@10044>10@200B634.27960.96356.2761544.4<00.44244)10@1004100200 柱1202.15960.963067.421544.4<00.5814(l)10@1004(])10@200 续表32c631.11960.96299.221544.4<00.44244）10@10044）10@200柱190.53960.962339.0291544.4<00.5084（1）10@1004（］）10@2007.3框架梁柱节点核芯区截面抗震验算以一层节点为例，由节点两侧梁的弯炬承载力计算节点核芯区的剪力设计值。因节点两侧梁不等高，故计算时取梁的平均高度.hb=550呦2,465+4652=465/77777二级框架梁柱节点核芯区组合的剪力设计值V；应按下式公式确定:为柱的计算高度，可采用节点上、下柱反弯点Z间的距离。比=1.155x2.8+0.41x4.9=5.243mXMh=288.524+267.09=555.614KN•m（左震）剪力设计值八3斗蠡加“465-35因bh=b./2=300mm,故取bj=h.=600mm,h.-600mm,〃丿・=1.5则丄（0・3〃/0旳）二丄（0.3x1.5x14.3x60（）2）=2725.41KN>岭=1409.53KWyre■■满足要求。节点核芯区的承载力按式丄（l.l〃j/M+0.05z•碍+厶竝如匚冬）计算，其中N取Zrebe3二层柱底轴力N=949.696/0.8二1187.11KN和0.5//=0.5x14.3x6002=2574KN二者屮的较小者，故取W=1187・11K/V。设节点区配箍为4010创00则1/re(1.1巧〃旳+0.05〃卅牛+几爾^（1.1xl.5x143x6002+0.05xl.5xll87.Hxl03+210x4x78.5x^=1437.64KN>Vj=l409.503KN 故承载力满足要求。8.基础设计采用柱下独立基础，根据要求，基础埋深标高取-2.40m,承台高度标高取-1.3m,地质条件见表1.Io8.1地基承载力计算及基础底面积确定根据所给地质条件查得基础宽度和深度修正系数〃b=0,久=10。先不考虑对地基宽度进行修正，地基承载力特征值由九二九,+〃〃凡s-0.5)计算，而土的加权平均重度ym=(15x1.0+18.8x0.95)/1.95二16.85KN/",所以£=190+1・0x16.85x(1.95-0.5)=214.43如基础平均埋深d=(2.4+1.95)/2=2.175m8.1.1A柱以A柱为例进行计算，中心荷载作用下基底面积A按下式计算A。fa~Ycd706.74+11.835214.43-20x2.175=4.23/取A=6m2由于偏心距不大，所以基础底面可按20%增大。故A=1.2A0=1.2x4.23=5.076m2确定基础底的长度L和宽度b由L/b二1.2〜2.0可取L二3m,b=2m,b<3不需要对£进行修止基础上方冋填土重G严齐04=20x2.175x6=261KN偏心距eK=MK/(I^4-GK)=5.315/(718.58+261)=0.005<-即满足代讪>0。6基底压力二三垣(1土Rmin718.58+261Z1t6x0.005x164.90z(1±)=kpa316L63最大基底压力人唤T64.9妙avl・2£=257.316最小基底压力^,nin=161.63A/?67>0满足耍求，所以该截面符合耍求。 A柱设计值：陆亦=166.595M=-6.877N=986.7912=965.934 基底压力乎宁1揺沁P2965.93+261=204.49KP<4%=/md=16.85x2.175=36.65KPa基底附加压力最大值Po=P-(7CZ=207.97-36.65=171.32KPa沉降计算深度Z“二b(2.5-0.4Lnb)=4.45m-4.5m查表得计算厚度AZ=0.8m8.1.1B柱中心荷载作用下基底而积A按下式计算1347.71A°fa-yGd214.43-20x2.175=1,89m2rtr丁偏心距不人，所以基础底面可按20%增人。故A=1.2A0=1.2x7.89=9.47m2-12m2确定基础底的长度L和宽度b由L/b=l.2〜2.0可取L二4m,b=3m地基承载力特征值最终修止值：fa=fak+-3)+〃必(d-0.5)=fa=214.43矶基础上方冋填土重Gk=ycdA=20x2.175x12=5227CA^偏心距eK=MK/(l^+GK)=16.306/(522+1347.71)=0.009<-即满足/^>0。6基底压力二三垣（［土Rmin522+1347.71—6x0.009、(1±^^)=12157.91kpa153.71最大基底压力^max=157.91^<1.2./；=1.2x214.43=257.316^最小基底压力人血=153・71Qm>0满足耍求，所以该截面符合耍求。基底压力p.F±G=522+1489.704=1A12亠o口=/md=16.85x2.175=36.65KPa基底附加压力最大值P()=P-(TC/=167.64-36.65=130.99KP沉降计算深度Zn=b(2.5-0.4Lnb)=6.18m«6.2m 查表得计算厚度AZ=0.8m8.1.1C柱中心荷载作用下基底面积A按下式计算976.61A°-fa~Y(d214.43-20x2.175=5.71m2A二1.2A（）二1.2x5.71二6.852m2-7.5m2确定基础底的长度L和宽度b由L/b二1.2〜2.0可取L=3m,b=2.5m地基承载力特征值最终修正值：基础上方冋填土重Gk=yGclA=20x2.175x7.5=326.25KN7.5p严匕」310.93+326.25/險29空;基底压力莓J067；9【326.25=]79.07KP-A""基底附加压力最大值Po=P-CTcz=218.29-36.65=181.64KPa沉降计算深度Zn=b（2.5-0.4Lnb）=5.33m-5.3m查表得计算厚度AZ=0.8mo8.2用规范法计算基础沉降用规范法计算基础沉降见表338.2.1确定沉降经验系数A柱：瓦二P（“/P（）X（Ai/Esi）=P（）工（Z&-Z.石）/［工（乙石眾㈠石）佗.=10・2“Pa查表得仪=0.6取段=0.5976.8+390.44+1592.48+40.121679.48/10+(390.44+1592.48+40.12)/128.2.2基础最终沉降量S=仪工Sj=0.6x44.36=26.64mmB柱：可二Po》Ai/P()》(Ai/E“)=lO.4”Pa最终沉降量S=0,工Sj=0.5x45.27=22.64mmC柱：Es=P()》A：/P()X(Ai/Esi)=10.2APa取仇=0.6 最终沉降量s=仪工Si=0.6x4&12二2&87mm8.2.3基础的沉降差AS=28.87-22.64=6.23<0.002L8.2.4软弱下卧层强度验算持力层粉质粘土的压缩模量Esl=10KPa卜•层粘土的压缩模量Es2=12KPaEsI/Es2=0.83<3,因此可以认为不存在软弱下卧层。 表33规范法计算基础沉降柱点号ZiL/b2Z/baZ©Po_0.18Esi~EsiASj£ASiASnEASiA001.5010110.570.9768976.8976.80.01716.6123.72.470.59442569.281592.480.01727.0734.530.51322609.440.120.0170.5844.360.015B001.3010110.50.98409849840.01312.7925.42.70.53123408.482424.480.01331.5236.23.10.580349687.520.0110.9645.270.021C001.2010110.570.9612961.2961.20.01812.324.53.00.57962608.216470.01829.6535.33.530.52322672.9664.760.0181.1748.120.024 8.3基础高度验算按照构造要求，采用锥形基础，初步确定基础尺寸如图基础殓强度采用C.30下设lOOnrni厚强度等级为5的素混凝土垫层。8.3.1A柱抗冲切验算：C柱基础bXh=3mX2m,bc=600mmfc=1.43MPafy=210//Pa由上述两种内力设计值分别求得偏心距M_166.595用一986.791=0.169m_M_6.877"n""965.934=0.007m基底净反力:°F“」6e、965.934门6x0.07、耳ax=V(1±V)=—；—M+—；—)=183.53如AI63nF6e986.7916x0.169^nin=V(1±V)=~2—x(1——-—)=108.88^A/63柱边基础截而抗冲切验算：I=3,b=2,a{=—0.6,伏=0.6加初步选择基础咼度h=l100mm,%=1QQQmm600+2000…=1.3m2冲切力:角+2代)=600+2x1000=2.6ab>b=2取ah-2因偏心受压几取％95.9kN巧齐舒处_（齐号％）2]=183・58x[弓一字一1・OO）X2—（|—罟一1.00）2]抗冲切力:0・70妙/XA)=0.7x1・00x1.43xl.3xl.00x10彳=1301.3>你可以8.3.2B柱200.9721489.704=0.135mM_21.315N1806.849=0.012m基底净反力:p=—(1+—)=1max人、—i)AI1806.849_12x(l+6x0.012~4)=153.28切a 化=F（l±6e）=1489504x（l-6x°」35）=99切讪1241柱边基础截面抗冲切验算:I—4,Z?=3,at=ac=0.6,Z?c=0.6/n初步选择基础高度h=1100mm,心=1000/wn600+2600一=1.6m2冲切力:匕+2%=600+2x1000=2.6ah/;.nf以8.3.2C柱M199.329ninreni=—==0.196m01N1016.779M=2311L=0.026m01N1310.925基底净反力:门Fzl^6ex1310.925Z16x0.026、…仏=—（1±—）=x（l+）=]85.7如maxAI7.52.5_F6e、1016.779Z16x0.196、o/h=T（I±—）=”x（l一一-^）=71.SkpaA/7.52.5柱边基础截面抗冲切验算：/=3,b=2.5，q=ac=0.6.bc=0.6m初步选择基础高度h=l100mm,h｛）=1000mmcit+2h（）=600+2x1000=2.6ah>h=2.5取ab=2.5600+250021.55m因偏心受压几取几郴冲切力:]=96kN巧二无吨[&一牛一佗）〃一（£一¥-佗）2]=185.7><[（£—学—1.00）><2—（学—罟—1.00）“ax22222222抗冲切力：0.70仙加”九=0.7x1.00x1.43x1.55x1.00x10"=1551.55>锋可以 8.4基础配筋计算8.4.1A柱长边方向：代話罰+单代喰-hn)=l°8&+竿(183.53-108.88)=198.46如b2M.二垃a—d.)2(2b+b)=^^x(3—0.6)2(2x2+06)=219KN.m2424MIU=^(/-4・尸(2b+bj=x(3-0.7)2(2x2+0.7)=205.6KN」n291x10_=]15926〃伽20.9x1000x210选010@200(4=1179W)o短边方向：965934代==160.99“6p16099M〃二二(/一色)2(2方+/;.)二-^^x(3一0.6)2(2x2+0.6)二177.13KN.rn彳彳p16099M〃=京(/—匕)2(2b+b.)=24x(3—0.7尸x(2x2+0.7)=166.78KNjn17753X106^94037^0.9x1000x210选010@150(Av=1046加加2)o8.4.2B柱长边方向:化=叽+竿(乩-乩)=99+竿x(153.28-99)=191.28如b2M/=鲁(/—色尸(2b+你)=^^x(4-0.6)2(2x3+0.6)=608.08KN.rnM/〃二鲁(/一ac)2(2b+bj=x(4-0.7)2(2x3+0.7)=581.52KN.m^max608.08X1060.9x1000x210=3217.35加加2选012@140(4=3232mm2)。短边方向: 1806.849=15057"12M〃=鲁(/—a)(2b+b.)=匕穿x(4-0.6)2(2x3+0.6)=478.66KN.加p15057Mn=^-(Z-a.)2(2/?+Z?(.)=x(4-0.7)2x(2x3+0.7)=457.75/CM/t?选012@130(4=2610加加2)。8.4.3C柱长边方向：2f)QJQ；x(3-0.6)2(2x2.5+0.6)=280.2KN.monejq:—x(3-0.7)2(2x2.5+0.7)=261.93KN.m24出=伫罰+¥(化唤一化逓)=71・8+竿><(185・7-71.8)=208・48如b2“产鲁d)I+小叫W(rT(2b+by"""I。—=1482.54加莎0.9x1000x210选010@150(4=1569加加2)。短边方向：1310225^^”7.5p17479M〃二护-aj"2b+bj=x(3-0.6)2(2x2.5+0.6)=234.92KN.mp17479—匕尸(2b+b.)=—x(3一0.7)2x(2x2.5+0.7)=219.6KN.mAnax0.9X1000X210=1242-96^2选00@150(4=1307〃個彳)基础A.B.C柱配筋见表34所示表34基础配筋表柱号长边方向配筋短边方向配筋长边As(mm2)短边As(mm2)A010@200010@15011791046续表34B012@140012@13032322610 C010@150010@150156913079•双向板楼板设计9.1荷载计算楼板厚lOOnrni,楼面活荷载2.0KN/m2f采用C30^,HPB300级钢筋，Z02/Z01<3为双向板。纵梁截面取250x500,横梁截面取250x400o横梁、纵梁、次梁截面尺寸见表2。活荷设计值：g=1.4x2=2.8KN/m2恒荷设计值：而层25mm厚水磨石而层0.025x25=0.625如/肿20mm厚水泥砂浆找平层0.02x20=OAkn/m2板口重120mm厚钢筋混凝土板0.12x25=3.01m/m2底板抹灰15mm厚水泥砂浆0.15x17=0.255如/加？g=1.2x(0.625+0.4+3.0+0.255)=5A4kN/m2荷载总设计值:g+q=794KN/m2g+®=5」4+空=6.54KN/"22q/2=lAKN/m2o9.2荷载跨度计算跨度：内跨a，仃为轴线间距离。外跨：1“为净跨，b为梁宽。9.3弯矩计算表35板的弯矩计算区格ABCDEFG4)13.63.62.72.72.73.33.3 续表354)23.65.43.65.43.65.43.64)1〃021.00.570.750.50.750.510.927.39.077.237.967.04&587.12m27.36.86.355.946.166.396.94M；-10.28-13.08-9.06-9.8-9.06-11.86-9.76M；-10.28-13.08-9.06-9.8-9.06-11.86-9.76M-10.28-10.88-8.27-&3-8.27-9.84-9.57M；-10.28-10.8827327-9.84-9.579.4截面设计截面设计：截面有效高度：选08钢筋作为受力钢筋，则厶短跨方向跨中截面dX/?0|=h-c=120-15—=101mm22厶2方向跨中/?()2=h-c-—=93mm支座截面处均为101加加。截面弯矩设计值：该板四周与梁整浇，故弯矩设计值按如下折减：B、D、E、F区格的跨中截面与各支座截而折减20%；A、C区格的跨中截面不予折减；表36板的配筋计算截而/?()(nun)M(KNmlni)°(mnr/777)Ja配筋实配4跨中A区格，011017.336208@1204194)2937.339308@12O419B区格£1019.07X0.8=7.25636008@1204194)2936.8X0.8二5.4429308@150335续表36 C区格1017.23X0.8=5.7828608@1503354)2936.35X0.8=5.0825008@200251D区格，011017.96X0.8=6.37316^8@150335，02935.94X0.8=4.7530008@200251E区格，oi1017.04X0.8=5.6327908@150335，02936.16X0.8=3.0326608@150335F区格A)11018.58X0.8=6.8634008@140359—2936.39X0.8=5.1125008@200251支座G区格1017.1235308@1403597()2936.9434408@140359A-B101-10.88X0.9=9.7248208@100503A-C101-10.28X0.8=9.2545908@100503C-D101-8.27X0.9=7.44336908@130387C-G101-9.76X0.8=7.80838708@]20419G-F101-9.94X0.9二8.94644308@110457D-F101-11.86X0.9二9.0752908@95529B-D101-13.08X0.9二11.59575010@150670A支座£101-10.2851008@95529(02101-10.2851008@95529B边支座101-13.08X0.8=10.25051108@95529C边支屎101-9.06X0.8=7.24839508@]20419D边支座101-9.8X0.8=7.8438908@120419 续表36E边支座101-9.06X0.8=7.24835908@140359F边支座101-11.86X0.8=9.48847008@100503G支屎101-9.7648408@100503101-9.5747408@10050310楼梯设计楼梯钢筋计算书编号:一、荷载和受力计算楼梯计算简图如下：计算公式如下：hh=dd+AITL^（7=1.2*（g泌+25*恥）/cos3+1.4*g港g=1.35*（亦+25恢）/cos3+1.4*0.7仏其中hh：楼梯梯板在不同受力段取不同的值，上图所示取楼梯梯板折算高度在楼梯折板处取梯板厚度，在平台处取平台厚度,在楼板处取楼板厚度荷载计算参数（单位kn/m）：装修荷载Q沪1.00；活载Qh二2.00；恒载分项系数1.2,1.35 活载分项系数1・4,1.4*0.7梯板负筋折减系数（ZJXS）=0.8各跑荷载及内力计算及示意图：其中：Qb——梯板均布荷载；Qbt——梯板弯折段均布荷载;QP平台均布荷载；单位(KN/m):Qw楼血均布荷载；笫1标准层第1跑Qb二10.529Qbt=7.600；Qp=7.600Qw=7・000；■川山山山山山山H山山山山山川 第1标准层第2跑Qb=10.529Qbt=7.600；Qp-7.600Qw~7.000：24207.63第2标准层第1跑Qb=10.529Qbt=7.600；Qp-7.600Qw~7.000： A9.59第2标准层第2跑Qb=10.529Qbt=7.600；Qp-7.600Qw~7.000：105二、配筋面积计算:楼梯板底筋Asbd(cm2):按照两端简支求岀Mmax,按照Mmaxffi筋楼梯板负筋一一Asbf(cm2):梯板负筋弯矩取Mmax*ZJXS,按此弯矩照配筋楼梯平台如果两边都有支承，按照四边简支板计算，采用分离式配筋平台板底筋Aspd(cm2)"卜台板负筋Aspf(cm2)标准层号跑数AsbdAsbfAspdAspf118.957.020.000.00122.912.870.000.00213.682.920.000.00224.023.190.000.00三、配筋结果：配筋措施：楼梯梁保护层厚度：30mm楼梯板及平台板保护层厚度：15mm受力钢筋最小直径：楼梯板受力钢筋＞=8休息平台受力钢筋冶6楼梯梁受力钢筋〉二14 受力钢筋最小间距：100mm非受力分布钢筋：受力钢筋＜二8时，取6@300受力钢筋二12或者14时，取6@250受力钢筋〉二14时，収8@250楼梯板分布筋每踏步至少：16各跑实际配筋结來:梯板和平台配筋结果:标准层号跑数梯板底筋梯板分布筋梯板负筋平台底筋平台负筋1112@1008@20010@1008@1508@200128@1508@2008@150无无218@1308@2008@1508@1508@200228@1008@2008@150无无梯梁配筋结果:标准层号跑数梯梁1顶纵筋梯梁1底纵筋梯梁1箍筋梯梁2底纵筋梯梁2顶纵筋梯梁2箍筋112142148@200无无无122142148@200无无无212142148@200无无无222142148@200无无 参考文献：1•建筑设计资料集(4)o中国建筑工业出版社2•建筑设计规范大全(1,3,5)3•高层民用建筑防火规范(GBJ45-82)4•建筑结构荷载规范(GBJ9-87)5•钢筋混凝土高层建筑结构设计。中国建筑工业出版社6地基基础实用设计方法。中国建筑工业出版社7•高层建筑结构实用设计方法。同济大学出版社'