一榀框架计算(土木工程毕业设计手算全过程)解读

1、四川大学锦江学院毕业论文（设计）6666框架结构设计任务书工程概况：本工程为成都万达购物广场成仁店，钢筋混凝土框架结构。梁板柱均为现浇，建筑面积约为5750m2，宽27米，长为45米，建筑方案确定。建筑分类为乙类公共类建筑，二类场地，抗震等级三级。图1-1计算平面简图设计资料1）气象条件：基本风压3155KN/m22）抗震设防：设防烈度7度3）屋面做法：20厚水泥砂浆面层一层油毡隔离层40厚挤塑聚苯板保温层15厚高分子防水卷材20厚1:3水泥砂浆找平1:6水泥焦渣1%找坡层，最薄处30厚120厚现浇钢筋混凝土板粉底4）楼面做法：813厚铺地砖面层100厚钢筋砼楼板吊顶1.3设计内容1）确定梁柱

2、截面尺寸及框架计算简图2）荷载计算3）框架纵横向侧移计算；4）框架在水平及竖向力作用下的内力分析5）内力组合及截面设计；6）节点验算。框架结构布置及结构计算简图确定梁柱截面的确定通过查阅规范，知抗震等级为3级，允许轴压比为口=0.85由经验知n=1214kn/m2取n=13kn/m2拟定轴向压力设计值N=nA=13kn/m2X81m2X5=5265KN拟定柱的混凝土等级为C30,fc=14.3N/mm2柱子尺寸拟定700mmX700mm满足N5265=百=0.0143c700k700=.75口=0.85cs初步确定截面尺寸如下：柱：bXh=700mmX700mm梁（BC跨、ce、ef跨尸L/1

3、2=9000/12=750mm取h=800mm,b=400mm纵梁=L/12=9000/15=600mm取h=600mm,b=300mm现浇板厚取h=120mm2.2结构计算简图结构计算简图如下：图2-1结构计算简图图2-2平面计算简图荷载计算：3.1恒载标准值计算1）屋面板恒荷载标准值20厚1:3水泥砂浆面层一层油毡隔离层40厚挤塑苯板保温层15厚高分子防水卷材20厚1:3水泥砂浆找平1:6水泥渣1%找坡层最薄处30厚120厚现浇钢筋混凝土板12厚板底抹灰合计0.02X20=0.4KN/M20.05KN/M20.04X0.5=0.02KN/M20.04KN/M20.02X20=0.4KN/M

4、20.03+0.045)/2X14=0.525KN/M20.12X25=3KN/M20.012X20=0.24KN/M24.675KN/M2屋面板传递给边柱的集中荷载：中柱的集中荷载：4.675X1.5X9=63KN4.675X3X9=126.23KN屋顶次梁恒载标准值单向板传给次梁的荷载4.675X3=14.025KN/M次梁自重0.3X(0.6-0.12)X25=3.6KN/M次梁粉刷(0.6-0.12)X0.02X17X2=0.326KN/M合计18KN/M8300D300Di:3590009000JOQO3MM3000图3-1次梁计算单元及板传力图25层纵向次梁恒载标准值计算简图见图3

5、楼面单向板传给纵向次梁恒荷载次梁自重合计4.2X3=12.6KN/M0.3X(0.6-0.12)X25=3.6KN/MKN/M屋顶框架梁所受恒荷载标准值次梁传给框架梁恒荷载18X9=162KN屋顶框架梁重量梁自重：0.4X(0.8-0.12)X25=6.8KN/M粉刷：（0.8-0.12）X0.02X17X2=0.46KN/M合计7.26KN/M2）楼面板恒载标准值813厚铺地砖面层0.6KN/M220厚1:2水泥砂浆结合层0.02X20=0.4KN/M2120厚钢筋砼楼板0.12X25=3KN/M2石膏板吊顶0.2KN/M2合计4.2KN/M2楼面板传递给边柱的集中荷载：4.2X1.5X9=

6、56.7KN中柱的集中荷载：4.2X3X9=113.4KN25层框架梁所受恒荷载标准值16.2X9150KN次梁传递给框架梁恒荷载25层框架梁恒载标准值框架梁自重0.4X（0.8-0.12）X25=6.8KN/M3）四层建在所取一榀框架梁上的填充墙恒荷载标准值墙自重0.2X（3.3-0.8）X10.35.2KN/M粉刷（3.3-0.8）X0.02X17X2=1.7KN/M合计取（因为有构造柱取大点）7.2KN/M四川大学锦江学院毕业论文（设计）四川大学锦江学院毕业论文（设计）4）柱自重标准值13层柱自重：0.7X0.7X(4.20.12)X25=49.98KN大理石贴面：0.5X4X0.7X4

7、.2=5.88KN合计55.86KN45层柱自重：0.7X0.7X(3.3-0.12)X25=38.96KN大理石贴面：0.5X4X0.7X3.3=4.62KN合计43.58KN5）外墙自重标准值5层外墙作用在边柱的集中荷载墙自重：0.2X(3.3-0.12)X10.3X(9-07)=54.37KN粉刷：2X0.02X(3.3-0.12)X17(9-0.7)=17.95KN合计72.32KN4层玻璃幕墙作用在边柱的集中荷载玻璃幕墙自重：1.5kn/m2X(9-0.7)X(3.3-0.12)=26.15KN23层外墙作用在边柱的集中荷载墙自重：0.2X(4.2-0.12)X10.3X(9-07)

8、=69.76KN粉刷：2X0.02X(4.2-0.12)X17(9-0.7)=23.03KN合计92.79KN66四川大学锦江学院毕业论文（设计）四川大学锦江学院毕业论文（设计）66663.2活荷载标准值计算1）屋面板活荷载标准值（不上人）：0.5KN/M2顶层次梁受板传递的活荷载标准值（计算简图见图2）0.5X3=1.5KN/M框架梁受次梁传递的活荷载标准值1.5X9=13.5KN屋面板传递给边柱的集中荷载：中柱的集中荷载：0.5X1.5X9=6.75KN0.5X3X9=13.5KN2）5层楼面板活荷载标准值：5KN/M25层次梁受板传递的活荷载标准值（计算简图见图3）5X3=15KN/M框

9、架梁受次梁传递的活荷载标准值15X9=135KN5层面板传递给边柱的集中荷载：中柱的集中荷载：5X1.5X9=67.5KN5X3X9=135KN3）4层楼面板活荷载标准值：2.5KN/M24层次梁受板传递的活荷载标准值（计算简图见图3）2.5X3=7.5KN/M框架梁受次梁传递的活荷载标准值7.5X9=67.5KN屋面板传递给边柱的集中荷载：中柱的集中荷载：2.5X1.5X9=33.75KN2.5X3X9=67.5KN4）23层楼面板活荷载标准值：3.5KN/M223层次梁受板传递的活荷载标准值（计算简图见图3）3.5X3=10.5KN/M框架梁受次梁传递的活荷载标准值10.5X9=94.5K

10、N屋面板传递给边柱的集中荷载：中柱的集中荷载：3.5X1.5X9=47.25KN3.5X3X9=94.5KN内力计算恒荷载作用下的内力计算刚度计算Tbh3400X8003梁线刚度：截面的惯性矩Ib0=亍=12=17X19mm4考虑现浇楼板对框架梁截面惯性矩的影响，中框架梁取I中=2Ib边框架取I=1.5I边bi边跨梁1.5X17X1099000E=28X15Ei中跨梁2x17x1099000E=38X15E柱线刚度：截面的惯性矩IC=bh3=700 x70031212=2X19mm4i=20X109E=6X15Ea层柱3300.层柱=卅E=48X15E取15E值作为基准值1,算得各杆件相对线刚

11、度（见下图）283828228S38S28SOmg2823828Ss28J0038co28才Ioo28oo38J828100oo/丿wooco/丿9000/9000图4-1梁柱相对线刚度图72&KN/M162KN152KNH62KN162KN1S2KN63KNOOET魁伙15QKN150KNju.IKN150KN150KN150KN150KN”片!Qs-nBN训9KK?7.lbQzrkjij150150KN15QKN隣bOKN150KN:同KN15呦士KNI:,!r心*讪心、卢心山击*r*Xl/山k山乓r6.8KN/MoorM寸777T图4-2恒载作用下的计算简图由于分布荷载在梁汇总产生的内力

12、远小于集中荷载，所以将梁的分布荷载近似等效为作用在次梁处的集中荷载，以便于计算。67KN19i.67KN194.67KN19i.67KN194.67KN1%.67KN图4-3恒载等效荷载作用下的计算简图因为框架对称，且恒荷载为正对称荷载，所以取半榀框架进行计算。、/-,z-J.bjJtL由结构力学梁端弯矩公式得到：顶层结点弯矩：a3M=-M=-Pa(1-)=19467X3X(1)=389.34KNMTOC o 1-5 h zABBAL94层结点弯矩：a3M=-M=-Pa(1-a)=213X3X(1-)=-426KNM HYPERLINK l bookmark20 o Current Docum

13、ent ABBAL9标准层结点弯矩：a3M=-M=-Pa(1-)=180.6X3X(1-)=-361.2KNMABBAL9采用二次弯矩分配法（见下图）探博闿槻摂坤闿槻1C.6S20.318110.22210X7610.3021-38934265.51123.8173.165沙49.90-2326-13.-29A7-M28879-288795-2U1-Wk皿MS0.19也151032303230.203-361.2361.2U629U6296B.611327793.93-91.01-91.8158-5.18-11.C&-1108-6.97US.d-335.56畑3-1.0B-11.08-363.

14、17D詢0351(1206110.161d.27610.2181-；26必-L26131.8615038BU6?3E69.9943.S0-G3.08-5OA9-294-血-15.U-1211-951197.92169.70-36773903315仏-12.11-43551D.血D.38?IO.2?6IL0.1130.2960.2%10.2351-361.2361.267159.7613978816475.1969.8940.82-5615-56.15-32.10-皿-12.06-12.00-9.60158.82153.52-312玉恥95-1Z08-12.06-370.8D预D.3B710.2

15、261C.130.2%Q.29c10.235-361.23617139781397881皿69.0940.82-27.05-27.05-15.80-U6-12.08-12.09-9.&D10?.6?112.73-295.36-12.08-12.D8-370856.37-6叫7777/7/7777/77777图4-4恒载弯矩分配图在竖向荷载作用下，梁端截面有较大的负弯矩，设计时应进行弯矩调幅，降低负弯矩，以减少配筋面积。对于现浇框架，支座弯矩调幅系数为0.85（在内力组合的表中进行梁端调幅计算）图4-5恒载作用下的框架弯矩图（等效为集中荷载时）表4-1恒载作用下内力楼层跨跨BB跨CC跨跨BB跨C

16、CAVBVBVcVcVDVAVBVcVDV7691X7691x76925-25-6a81X6a81x6a81x7o-7o-Jn7o7o3232-3232-3232-75a1x75a75a1x75a1x6a81X6a81x6a81x8-8-JJ886a81x6a81x6a81x7o-7o-7o1x7o1x楼层恒载作用下的剪力AB跨BC跨CD跨VAVBVBVCVCVD顶层178.15-221.19194.67-194.67221.19-178.155174.53-186.67180.6-180.6186.67-174.534202.43-223.57213-213223.57-202.433171

17、.42-189.78180.6-180.6189.78-171.422169.63-191.67180.6-180.6191.67-169.63图4-6恒载作用下的框架梁的剪力图柱轴力包括柱传下轴力和柱自重，恒载作用下的柱轴力见下图。帖打1图4-7恒载作用下柱的轴力图2975.3E活荷载作用下的内力计算活荷载按满跨布置，不考虑活荷载的最不利布置。此时，求得的跨中弯矩比最不利荷载位置法的计算结果偏小，故对梁跨中弯矩乘以1.2的增大系数。梁端弯矩应进行弯矩调幅，乘以调幅系数0.85.在内力组合的表中进行跨中弯矩增大和梁端调幅计算。方法同恒载作用下的内力计算，计算过程见下图。13.SKN3.SKN1

18、3.5KN13.5KN13.SKN13.5KN糅上农科战隸出M樣0.68210318也222I0.47610.3021-2711-211&.41B5937.25-1735-0.9S-205-1.30150-35.0恥5-2.05-28.3o叫仍0.191015110.5230320.203I-210270-2701W.35109355139.21297?25.6515.79-15.793.66-820-8.2B521102.7712133-型291.77-0.28-828-264.79D.U10.35310.206111611伽O.276IO.210J-135135559.53U.662181

19、5用365113.932.21-18.8-221-4.0052.02-125.99146.66-80-3.84-131.980.307010226I0W10.2%02%10.2351-189189J89711411KM223.8336.5121.36-23.37-2137-13.65-3.69-652-6.3250373.6-159.93206.67-632-6.32194030J87I022610173102%02%10.2351-18?189-1I&973.U13.K36.5721.36-M-血15-8.27-369-632-6.32-5.0395.5658別-154.5520667-6.

20、32-S3?-191W29.50-316tttttTrrrrTrrrr77777图4-9活荷载作用下的框架弯矩分配图9.362912268.251X6.6652.0252.02网:兀.5276.51吩1206.6235.57!$71S86.3跖上，95.56,58.9989.；7/U0.21I丹99123.51123.51弭岳6.66173.331Z8.%图4-10活荷载作用下的框架弯矩图表4-2活载作用下的内力楼层跨跨BB跨CC跨跨BB跨CCAVBVBVCVCVDVAVBVCVDV51X51X-51X51X-51X51X-66661166a-66a-53531X-53531X-53531X-

21、3-3-335656-5656-5656-3-3-335959-5959-5959-91X-91X-91X91X5959-5959-5959-91X-91X-191X91X楼层活荷载作用下的剪力AB跨BC跨CD跨VAVBVBVCVCVD顶层14.11-12.8913.5-13.512.89-14.115127.7-142.3135-135142.3-127.7465.2-69.867.5-67.569.8-65.2389.31-99.6994.5-94.599.69-89.31288.71-100.2994.5-94.5100.29-88.71id.113.5垃用W7.7U.8913.514.

22、11612H2369.9倍127.7B9.3169.B99.6961565.?88.719昭9100.29孔589.31L_100.29昵2B9.71图4-11活载载作用下的框架梁的剪力图四川大学锦江学院毕业论文（设计）四川大学锦江学院毕业论文(设计)661663909ms图4-12活荷载作用下柱的轴力图地震荷载作用下框架的内力计算一、水平地震作用标准值的计算1、框架的抗震等级由设计需求，抗震设防烈度为7度，房屋高度为19.2m30m,可知该框架的抗震等级为三级。2、场地和特征周期值工程场地为II类场地，地震设计特征周期值Tg=0.40s。3、重力荷载代表值(取第轴线的KJL计算各层重力荷载代

23、表值)对于楼层，重力荷载代表值取全部恒荷载和50%的楼面活荷载。对于屋顶是不上人屋顶故屋面活荷载不计入。顶层重力荷载代表值G6G6恒=(63+32.4)X2+(126.23+32.4)X2+162X6+7.26X27=1580.68KN第5层重力荷载代表值G5G5恒+0.5活=(56.7+32.4+72.32)X2+(113.4+32.4)X2+150X6+6.8X27+43.58X4+0.5X(67.5X2+135X2+135X6)=2479.86KN第4层重力荷载代表值G4G4恒+0.5活=(56.7+32.4+26.15)X2+(113.4+32.4)X2+150X6+6.8X27+7.

24、2X27+43.58X4+0.5X(33.75X2+67.5X2+67.5X6)=2278.17KN第3层重力荷载代表值G3G3恒+0.5活=(56.7+32.4+92.79)X2+(113.4+32.4)X2+150X6+6.8X27+55.86X4+0.5X(47.25X2+94.5X2+94.5X6)=2387.67KN第2层重力荷载代表值G2G2恒+0.5活=2387.67KN4、结构自震周期T1对框架结构，采用经验公式计算:T=0.085n=0.085X5=0.425s5、地震影响系数a由T=0.40s,T=0.425s,TT5T，则由地震影响曲线，有g1g1gT0.4a=（二）rq

25、a=（）0.9xlx0.08=0.076T2max0.42516、计算水平地震作用标准值（采用底部剪力法计算）因为T1.4T，故顶部附1g加地震作用不考虑。=0.07&0.85(1580.682479.862278.1#2387.672)=717.9KNiF=oG=ax0.85LGEKeqGHF=匸iiFiZGHEK可按下表计算计算水平地震作用标准值表二、水平地震作用产生的框架内力表4-3水平地震作用产生的框架内力位置G(KN)iH(m)iGHiiFEKF(KN)i顶层1580.6819.230349.1717.97169.5第5层2479.8615.939429.8717.97220.2第4

26、层2278.1712.628704.9717.97160.3第3层2387.678.420056.4717.97112第2层2387.674.210028.2717.9756工GH=128568.4KNmjj工F=i718KN四川大学锦江学院毕业论文（设计）四川大学锦江学院毕业论文（设计）66661、各柱剪力值及反弯点高度层数纬(KN)HK柱号12iD=acich2iD6V=ifi反弯点高度y5169.5A50.187()604.22/12、1c74(、fin29.50.74B5/12、0.35()604.2255.21.19C5/12、0.35()604.221074()604.2255.2

27、1.19D5/12、0.187()604.2229.50.744389.7A4/12、0.187()604.22/12、1、fin67.91.09B4/12、0.35()604.221271.32C4/12、0.35()604.221074()604.221271.32D4/12、0.187()604.2267.91.093550A30.225(12)484.22/12、197(4997.441.85B30.41(穴)484.22177.561.93C30.41(k)484.221.27(*c)484.22177.561.93D30.225()484.2238.71.852662A2/12、0

28、.225()484.22/12、197(49117.32.1B20.41(k)484.22213.72.1C20.41(k)484.221.27(*c)484.22213.72.1D20.225()484.22117.32.11718A10.418(12)484.22/12、1QO(49156.32.98B10.541()484.22202.32.73C1/12、0.541()484.22192()484.22202.32.73D1/12、0.418()484.22156.32.982、水平地震作用下的框架内力图求出各柱剪力V和该柱反弯点高度y后，则该柱下端弯矩为M=Vy,上端弯矩为iiiii

29、V（h-y）,再利用节点平衡求出框架梁端弯矩，画出左地震作用下的框架内力图，iii右地震作用下的框架内力与左地震作用下的反号。弯矩图（单位：KNm）与梁剪力图（单位：KN）1L.4-Ln-T-J967.97QI*.81r?4吕窝Jtt3J2.1st.图4-14左震作用下的柱剪力图与轴力图（单位：KN）五内力组合5.1框架横梁内力组合：由于是对称结构，所以只算左跨和中跨，右跨内力与左跨反号。表5-1KJ4的屋面框架梁（顶层）内力组合表杆件截面位置内力种类恒何载活何载重力荷载左震右震M+maxM-maxVmax组合项组合值组合值组合值AM-245-30.-260.64.19-64.11.2X-39

30、6.1.35.474369928+1.3+0.7V178.14.1185.2-13.813.88XX1.4254.3151183295.10.0300.71.2X跨中M7234+1.4368.ABX9B左M-371-25.384.7-42421.35527.31.35.88882+0.7+0.7V-221-12.227.6-13.813.88X1.4X1.4-311.19894824B右M-346-22.-358.57-571.2X-504.1.35.839531+1.3X07+0.7X1.4V194.6713.5201.42-14.914.9285.15175.13.5182.71.2X23

31、0.跨中M972+1.4X06BCC左M-346-22.-358.-57571.2X-504.1.35.839531+1.3X07+0.7X1.4V-194.67-13.5-201.42-14.914.9-285.15表5-2KJ4的框架梁（5层）内力组合表杆件截面位置内力种类恒何载活何载重力荷载左震右震M+maxM-maxVmax组合项组合值3组合值组合值AM-319-192-415.146.0-146.1.2X-688.1.35.31.1365053+1.3+0.7V174.127.238.3-34.034.03XX1.4360.7537836M187.188.376.41.2X跨中935

32、25+1.4489.ABX44B左M-331-248-455.-114.114.31.2X-695.1.2X.78783526+1.3+1.3V-186-142-257.-34.034.03XX-391.67.382346B右M-312-225-425.155.2-155.1.2X-712.1.35.95.074982845+1.3+0.7V180.135248.1-40.640.6XX1.4376.161M173.168.257.71.2X443.跨中63256+1.491BCXC左M-312-225-425.-155.155.21.2X-712.1.35.95.0749288+1.3X45

33、+0.7X1.4V-180.6-135-248.1-40.640.6-376.11表5-3KJ4的框架梁（4层）内力组合表杆件截面位置内力种类恒何载活何载重力荷载左震右震M+maxM-maxVmax组合项组合值组合值组合值AM-312-107-366.257.5-257.1.2X-774.1.2X.55.091454122+1.3+1.3V202.65.2235.0-53.053.02XX350.943326239.91.8331.41.2XAB跨中M591+1.4X416.04B左M-393-124-455.-148.148.01.2X-739.1.2X.4.667307737+1.3+1.

34、3V-223-69.-258.-53.053.02XX-379.57847202B右M-370-112-426.201.2-201.1.2X-773.1.2X.23.1832214+1.3+1.3V21367.5246.7-52.652.6XX364.458203.84.6245.71.2X362.BC跨中M4324+1.4X58C左M-370-112-426.-201.201.21.2X-773.1.2X.23.18322+1.3X14+1.3XV-213-67.5-246.75-52.652.6-364.48表5-4KJ4的框架梁（3层）内力组合表杆件截面位置内力种类恒何载活何载重力荷载左

35、震右震M+maxM-maxVmax组合项组合值组合项组合值组合项组合值AM-265-138-334.362.6-362.1.2X-873.1.2X.49.9496633+1.3+1.3V171.89.3216.0-84.684.69XX369.3421899201.148.2761.2XAB跨中M8628+1.4449.X82B左M-335-175-423.-285.285.21.2X-879.1.2X.72.675524407+1.3+1.3V-189-99.-239.-84.684.69XX-397.786963965B右M-315-164-397.387.5-387.1.2X-980.1

36、.2X.18.9365593+1.3+1.3V180.94.5227.8-101.101.3XX405.1653112171107.224.61.2X355.BC跨中M368+1.4X5C左M-315-164-397.-387.387.51.2X-980.1.2X.18.93655+1.3X93+1.3XV-180.6-94.5-227.85-101.31101.31-405.12表5-5KJ4的框架梁（2层）内力组合表杆件截面位置内力种类恒荷载活荷载重力荷载左震右震M+maxM-maxVmax组合项合组值组合项组合值组合项组合值M-251-131-316.7371.47-371.41.2X-

37、863.01.2XA.06.3757+1.31+1.3XXV169.88.7213.99-83.7183.71365.61AB631213.154.290.91.2X跨中M5374+1.4X472.87M-335-175-423.5-269.0269.071.2X-858.01.2X.72.6757+1.35+1.3B左XXV-191-100-241.8-83.7183.71-399.67.292M-315-164-397.6365.16-365.11.2X-951.81.2X.18.9356+1.39+1.3B右XXV180.94.5227.85-95.4795.47397.536BC171

38、107.224.681.2X355.跨中M36+1.4X5C左M-315-164-397.6-365.1365.161.2X-951.81.2X.18.9356+1.39+1.3XXV-180-94.-227.8-95.4795.47-397.5.6553四川大学锦江学院毕业论文（设计）四川大学锦江学院毕业论文（设计）66665.2柱内力组合：由于是对称结构，所以只算A,B两柱，C,D两柱的内力与A,B反号。表5-65层柱内力组合表柱截面内力活载活载重力荷载左震右震/M/max及相应NNmax相应的M组合项组合值组合项组合值A柱上M288.7935.8306.69-75.5275.521.2X

39、+1.3X466.21.35x+0.7x1.4x429.95N-273.55-20.85-283.9813.88-13.88-358.82-389.73剪力V-144.25-41.99-165.2529.5-29.5-236.65-235.89下M-375.66-102.77-427.0521.76-21.761.35X+0.7X1.4X-607.861.35X+0.7X1.4X-607.86N-317.13-20.85-327.5613.88-13.88-448.56-448.56B柱上M-29.47-2.05-30.5-116.47116.471.2X+1.3X-188.011.35x+0

40、.7x1.4x-41.79N-574.49-39.89-594.441.02-1.02-712-814.65剪力V12.293.1313.8655.2-55.288.3919.66下M11.088.2815.2265.69-65.691.2X+1.3X103.661.35x+0.7x1.4x23.07N-618.07-39.89-638.021.02-1.02-764.3-900.42表5-74层柱内力组合表表5-83层柱内力组合表表5-92层柱内力组合表表5-101层柱内力组合表四川大学锦江学院毕业论文（设计）四川大学锦江学院毕业论文（设计）6666六框架设计6.1框架梁截面设计：1）正截面

41、承载力计算（由于组合后3层中跨梁弯矩最大，故取3层中跨梁验算）梁混凝土为C30正截面承载力计算：左支验算（由于是对称的，右支验算同左支）初步按双层配筋，取as=60mmM980.93406八a=0.313Safbh214.3X400 x7401c0gT-;1-2a=1*1-2x0.313=0.388gb=0.55SYs=0.5(1+Ji-a)=0.91M980.93:106A=s=fYh=30Ck0.91740ys045f产=45X竺=0.19%0.1不受此项限制765取最小值作bf,即bf,=3000mmafbf,h(h-05h)=i4.3X3000X120X(7650.5X120)=360

42、3.6KN1cff，0fiM355.5KNM承载力满足要求。受压区高度x=h-02Mafb=76535510614.3x3000=10.9mm=1558.7mm21.0 x14.3x3000 x10.9300取520钢筋单层布置实际AS=1571mm245127=0.19%pmin满足最小配筋率斜截面承载力验算（左支）fc=14.3N/mm2ft=1.43N/mm2fyv=300N/mm2纵筋排2层取保护层厚度25mm有效直径25mmas=25+25+12.5=62.5mmh0=h-as=800-62.5=737.5mm验算截面尺寸卩c=1.0ho=737.5b400=1.84425卩cfcb

43、h0=0.25X1.0X14.3X400X737.5二1054.6KN弓=405.12KN截面抗剪满足验算是否需要计算配箍0.7ftbh0=0.7X1.43X400X737.5=295.3KNV=405.12KN需要配箍计算配箍选用8的双肢箍:n=2,ASV=50.3mm2S=1.25nAfh1.252x50.3210737.5SV1yv0*7*7qV-0.7fbh-405.10-0.7x1.43400Psv,min满足截面验算裂缝宽度Ate=0.5bh+(bf-b)=0.5X400X800+(3000-400)120=472000mm2AS1571pte=472000=0.003wlim=0

44、.2mm不满足故必须重新考虑截面尺寸，和配筋量，通过大概演算，初步梁截面不变还是800mmX400mm，纵筋配筋量增大，配成5I25,并重新验算。由于只是改变钢筋，没改变截面大小，故只用重新验算跨中正截面承载力，裂缝及扰度。重新验算正截面承载力计算（跨中）已知采用单层钢筋，配5I25as=37.5mm翼缘计算宽度取值bf,按梁的计算跨度考虑：bf=l0/3=9000/3=3000mm按梁的肋净距Sn考虑：bf二b+Sn=400+9000=9200mmh120按翼缘高度hf考虑：十=7625=0160-1不受此项限制0取最小值作bf,即bf,=3000mmafbf,h(h-0.5h)=14.3X

45、3000X120X(762.50.5X120)1cf,f,0f,=3616.5KNM355.5KNM承载力满足要求。143=0.21%0.2%300Pmin=.21%f45=45Xy2454.5400800=0.77%Pmin满足最小配筋率。四川大学锦江学院毕业论文(设计)四川大学锦江学院毕业论文（设计）6666截面验算裂缝宽度Ate=0.5bh+(bf-b)=0.5X400X800+(3000-400)120=472000mm2A2454.5_SPte=A=4720O(J0.0050.01取Pte=0.lte25deq=1.(=25mm保护层取25mmas=37.5mmh(=800-37.5

46、=762.5mmMk=203.43+84.62=288.05KNMMO二ksk0.87hA0S288.05406=0.87762.52454.5=176-9N/mm22=1.1-0.65ftk2.01po=1.1-0.65X0.01x176.9=0.36tesk裂缝宽度验算bdWmax=2.1屮才(1.9C+0.08汙)ste=2.1X0.36X176.9X(1.9X25+0.08252.0 x105)=0.17mm0.01wlim=0.2mm裂缝满足MO=ksk0.87hA0S288.05106=0.87x762.5x2454.5=176.9N/mm22=1.1-0.65ftk2.014=1

47、-1-0-65XW9=36skpOte先计算抗弯刚度(b-b)h厶fbh0=(300-400)120=1.02400 x762.5AP二一S-Kbh02454.5=0.008400 x762.5ESEC2.0 x105=2.80 x104=7.14扰度验算由裂缝验算知d二兰=25mmeq1.0Pte=0.0050.01取0.01(短期受弯刚度)2.0 x10 x2454.5762.5EAh20_f=4.14X1014BS.l单+0牛扌5/1.15x0.36+0.2+6x7.14x0.0081+3.51+3.5x1.02A/e=2.0-0.4-A=2.0SMq=203.43+0.5X84.62=

48、245.74KNMMB_288.05B=M(9-1)+Mbs=245.74(2.0-1)+288.054.14x1014qK=2.23x1014扰度验算5Ml5288.0 x5106x90020v=48XF=48X4.1*104=587mm1.0取二1.0因为l0/h=4.715取Ji.。1400e/h(卜2jyl.OOSN358.82x103厂rcc/cux=35.8mmgbh=0.55X670=368.5mmafb14.3x700bo1c属于大偏心受压配筋计算x=35.8mm1.0取gi=1.0因为l0/h=4.715取g2=1.011400e/h(10)2gg2=1008四川大学锦江学院

49、毕业论文（设计）四川大学锦江学院毕业论文（设计）n=1+i066n=1+i066Nx=afb1c448.5640314.3x700=44.8mmg1=0.55X670=368.5mm属于大偏心受压配筋计算x=44.8mm1.0取gi=1.0因为l/h=4.715取Ji.。11400e/h(卜2JL01Nx=afb1c389.731任14.3x700=389mmbho=0.55X670=368.5mm属于大偏心受压配筋计算%=44.8讪2备、=2X30=60mm取x=60e=nei+h/2-a=1.01X1127.2+700/2-30=1458.5mmisAs=AsJNe-afbXh一0.5)1

50、c0f(h-a)y0s389.731.0取11-1.0因为l0/h-4.715取12=1.011400e/h(卜I1.008四川大学锦江学院毕业论文（设计）四川大学锦江学院毕业论文（设计）6666Nx=afb1c448.5640314.3x700=44.8mmg1=0.55X670=368.5mm属于大偏心受压配筋计算x=44.8mmpin=0.2%A+A2A2x1993.2全部纵筋：sbhs=bh=700 x700=.8%.6%满足选用6I22,实际As=Aj=2280.6mm2A轴其余柱子计算方法如上，下面列表计算。表6-1A轴柱按Mmax计算结果柱A层次12345截面尺寸700X7007

51、00X700700X700700X700700X700组合上截面下截面上截面下截面上截面下截面上截面下截面上截面下截面M(KNm)418.57690.85556.26596.71532.62469.08447.17607.86466.2607.86N(KN)2899.712996.742220.452287.491537.421604.45975.61152.2358.82448.56V(KN)264.14264.14274.52274.52238.5238.5250.09208.22236.65235.89e0(mm)144.35230.54250.5260.9346.44292.36458

52、.3527.612991355.1ea(mm)24242424242424242424l0(m)4.24.24.24.24.24.23.33.33.33.3ei(mm)168.35254.54274.5284.9370.44316.36482.3551.613231379.1l/h6666664.74.74.74.711111111111111111111n1.11.0671.0621.061.0461.0541.0221.0191.0081.008e(mm)505.18591.59579.7621.99707.48653.44812.91882.081653.91710.1x(mm)289.

53、7299.4221.8228.5153.6160.397.5115.135.844.8偏心判断大大大大大大大大大大计算As=As(mm2)0.2%)1571mm1571mm1571mm1571mm2280.6mm表6-2A轴柱按Nmax计算结果柱A层次12345截面尺寸700X700700X700700X700700X700700X700组合上截面下截面上截面下截面上截面下截面上截面下截面上截面下截面M(KNm)291.87105291.87340.19280.18286.54321.22607.86429.95607.86N(KN)3047.473122.882364.272439.6818

54、90.681753.471093.391152.2389.73448.56V(KN)7575150.48150.48134.93134.93208.22208.22235.89235.89e0(mm)95.7733.6139.4260.9148.2163.4293.8527.61103.21355.1ea(mm)24242424242424242424l0(m)4.24.24.24.24.24.23.33.33.33.3ei(mm)119.7757.6163.4284.9152.2187.4317.8551.61127.21379.1l/h6666664.74.74.74.7111111111

55、11111111111n1.141.31.121.061.111.091.031.0191.0091.008e(mm)456.6358.6503621.99488.94524.3647.33882.081457.31710.1x(mm)304.4312236.2243.7188.9175.17109.2115.138.944.8偏心判断大大大大大大大大大大计算As=As(mm2)000896.973.240.2%)1571mm1571mm1571mm1571mm2280.6mm表6-3B轴柱按Mmax计算结果柱B层次12345截面尺寸700X700700X700700X700700X70070

56、0X700组合上截面下截面上截面下截面上截面下截面上截面下截面上截面下截面M(KNm)404.08727.11601.69601.69333.07463.79345.42238.98188.01103.66N(KN)4265.234332.33480.083547.12580.172647.21618.821942.43712764.3V(KN)202.3202.3213.7213.723923917717788.3988.39e0(mm)94.7167.8172.9169.6129.1175.2213.4123264135.6ea(mm)24242424242424242424l0(m)4.

57、24.24.24.24.24.23.33.33.33.3ei(mm)118.7191.8196.9193.6153.1199.2237.4147288159.6l/h6666664.74.74.74.711111111111111111111n1.1451.091.091.091.111.0861.0451.0721.0371.067e(mm)455.91529.06534.62531.02489.94536.3568.08477.6411.66490.29x(mm)426432.8347.66354.35257.8264.45161.72194.0571.1376.35偏心判断小小大大大大大

58、大大大计算As=As(mm2)01626.4665.73674.1000000.2%)1885.2mm1571mm1571mm1571mm1571mm四川大学锦江学院毕业论文（设计）四川大学锦江学院毕业论文（设计）066066B轴柱子按Nmax计算：由于B轴柱按Nmax计算是弯矩很小，轴力很大，故偏心很小，所以按轴心受压计算，计算过程如下。取最底层验算（因为底层轴力最大）。10=4200/700=68查表得血=1.00N/（0.9）-fcAAs=于0故B轴全部柱子只需要构造配筋即可。y实际配筋5I20，As=1571mm2。框架柱斜截面计算取A轴5层柱子验算V=236.65KNN=358.82

59、KNN=411.12KN上下验算截面尺寸：h0=h-as=700-40=640mmhh06605/=屮=0.94N下=411.12KNN上=358.82KN33002x660=2.5V=236.65KN可以按构造配箍验算是否需要计算配箍筋（下截面）：0.3fcA=0.3X14.3X700X700N=2102.1KN358.82KNHn=2h33002x660=2.5兰ftbh0+0.07N=九+1t01.752.5+1X1.43X700X660+0.07X411.12=330.36V=236.65KN可以按构造配箍四川大学锦江学院毕业论文（设计）四川大学锦江学院毕业论文（设计）6666表6-4

60、A轴柱子斜截面承载力验算柱A层次12345截面尺寸700X700700X700700X700700X700700X700组合上截面下截面上截面下截面上截面下截面上截面下截面上截面下截面N(KN)2899.712996.742220.452287.491537.421604.45975.61027.9358.82411.12V(KN)264.14264.14274.52274.52238.5238.5250.09250.09236.65236.65入3333332.52.52.52.5是否需要计算配箍否否否否否否否否否否计算箍筋构造配箍构造配箍构造配箍构造配箍构造配箍构造配箍构造配箍构造配箍构造