课程设计计算书

'课程设计计算书课程名称现浇楼盖设计题目现浇钢筋混凝土单向板肋梁楼盖设计班级建工12303姓名邱作升学号11025833指导老师陈俊完成时间2014年1月3日星期五19 目录现浇钢筋混凝土单向板肋梁楼盖设计···································31.设计资料························································32.楼盖的机构平面布置··············································33.板的设计························································33.1.荷载························································33.2.计算简图····················································43.3.弯矩计算值··················································53.4.正截面受弯承载力计算········································54.次梁的设计······················································64.1.荷载值计算··················································64.2.计算简图····················································619 1.1.内力计算····················································64.4.1.正截面手腕承载力············································64.4.2斜截面受剪承载力············································75.主梁设计··························································85.1.荷载设计值···················································85.2.计算简图·····················································85.3.内力设计值及包络图···········································85.3.1.弯矩设计值··················································85.3.2.剪力设计值··················································85.3.3.弯矩、剪力包络图············································85.4.承载力计算···················································105.4.1.正面承受弯承载力···········································105.4.2.斜截面受剪承载力···········································1119 一、设计资料1、建筑物平面尺寸：L1XL2﹦33.6x20.70(班级序号50)2、荷载：楼面活载为9KN/m2；面层30mm水磨石；底板15mm混合砂浆；钢筋混凝土容重为25KN/m33、混凝土强度C25；钢筋HRB335，HPB2354、墙厚370mm；柱尺寸400mmX400mm5、建筑物为多层厂房二、楼盖的结构平面布置主梁沿横向布置，次梁沿纵向布置。主梁跨度为6.9米，次梁跨度为5.6米，主梁每跨内设置两根次梁，两边板的跨度为2.3米，中间跨度为2.3米。按单向板设计。按跨高比条件，要求板厚h≥2300/40=57.5mm，厂房楼面为80mm次梁高度h≥5600/18～5600/12=311～467mm,宜取400mm次梁截面b=h/3～h/2=150～225mm,宜取200主梁高度h≥6900/15～6900/10=460～690mm,宜取650mm主梁截面b=h/3～h/2=200～300mm,宜取300mm19 三、板的设计轴线①～②，⑥～⑦的板属于端区隔单向板，轴线②～⑥的板属于中间区隔单向板。3.1荷载板的永久荷载标准值80mm现浇钢筋混凝土板0.08×25=2kN/m230mm厚楼面水磨石面层0.03×20=0.6kN/m215mm板底混合砂浆0.015×17=0.255kN/m2小计2.855kN/m2板的可变荷载标准值6kN/m2永久荷载分项系数取1.2，因楼面可变荷载标准值大于4.0kN/m2，所以可变荷载分项系数应取1.3。于是板的永久荷载设计值g=2.865×1.2=3.438kN/m2可变荷载设计值q=6×1.3=7.8kN/m2荷载总设计值g+q=11.238kN/m23.2计算简图次梁截面为400×400mm，取板在墙上的支撑长度为120mm，按塑性内力重分布设计，板的计算跨度：边跨：l0=ln+h/2=2300-100-120+80/2=2120mm<1.02519 ln=2358mm，取l0=2120mm中间跨：l0=ln=2300-200=2100mm因跨度差（2120-2100）/2100=0.9%<10%,可按等跨连续板计算，取1m板宽作为计算单元，计算简图如下：弯矩设计值有表11-1课查的，板的弯矩系数αm分别为：边跨中，1/11；离端第二支座，-1/11；中跨中，1/16中间支座，1/14。所以；M1=-MB=(g+q)l2/11=11.238x2.122=4.590KN·mMC=-(g+q)l2/14=11.238x2.12/14=-3.540KN·mM2=(g+q)l2/16=11.238x2.12/16=3.097KN·m这是对端区格单向板而言，对于中间区格单向板，其MC和M2分别乘以0.8，则：MC=0.8x(-3.450)=-2.76KN·mM2=0.8x3.097=2.478KN·m受弯承载力计算：C25的混凝土，板宽1000mm，板的最小混凝土保护层厚度15mm，板厚h0=h-as=80-20=60mm，α=1.0，fc=9.6KN·m,fy=21019 KN·m,ft=1.1N·m截面1B2C~、~轴线弯矩设计值（KN·m）4.59-4.593.097-3.540ξ1.2771.2770.0900.130As(mm2)480.7480.7322.3317.7实际配筋As（mm2）Φ8@130Φ8@130Φ6@130Φ6@130~轴线弯矩设计值4.590-4.5902.478-2.760ξ1.2771.2770.0730.083As(mm2)480.7480.7255.8293.6实际配筋As（mm2）Φ8@130Φ8@130Φ6@130Φ6@130均小于0.35，符合塑性内力重分布的原则；As/bh=314/（1000×80）=0.39%，此值大于0.45ft/fy=0.45×1.1/210=0.24%，同时不小于0.2%，满x计算结果表明，满足最小配筋率。四、次梁设计按考虑塑性内力重分布设计。根据本车间楼盖的实际使用情况，楼盖的次梁和主梁的可变荷载不考虑梁从属面积的荷载折减。4.1荷载设计值由板传来的恒载：3.483×2.3=8.011kN/m2次梁自重：25×0.2×（0.4-0.08）×1.2=1.92kN/m2次梁粉刷：19 17×0.015×（0.4-0.08）×2×1.2=0.199kN/m2板的可变荷载设计值q=7.8×2.3=17.94kN/m2荷载总计算值g+q=28.07kN/m24.2计算简图次梁在砖墙上的支承长度为240mm。主梁截面为300mm×600mm，计算跨度：边跨lo=ln+a/2=5600-120-150+120=5450mm<1.025ln=1.025×5330=5463.25mm取lo=5450mm，中间跨lo=ln=5300mm因跨度相差小于10%，可按等跨连续板计算。计算简图如图所示:4.3内力计算由表11-1、表11-3可分表查得弯矩系数和剪力系数。弯矩设计值：M1=-MB=（g+q）l02/11=28.07×5.452/11=75.80kN·mMC=-（g+q）l02/14=-28.07×5.32/14=-56.32kN·m19 M2=（g+q）l02/16=28.07×5.32/16=49.28kN·m剪力设计值：VA=0.45（g+q）ln1=0.45×28.07×5.33=67.33kNVBl=0.60（g+q）ln1=0.60×28.07×5.33=89.77kNVBr=VC=0.55（g+q）ln2=0.55×28.07×5.3=81.82kN4.4承载力计算4.4.1正截面受弯承载力正截面受弯承载力计算时，跨内按T形截面计算，翼缘宽度去b"f=l/3=5450/3=1816.67mm；又b"f=b+sn=200+2100=2300。故取b"f=1816.67mm。环境类别为一级，C25混凝土，梁的最小保护厚度c=25mm，一排纵向钢筋布置截面有效高度ho=400-25-10=365mmC20混凝土，a1=1.0，fc=9.6N/mm2，ft=1.1/mm2；纵向钢筋采用HRB335钢，fy=300N/mm2，箍筋采用HPB235钢筋，fyv=210N/mm2。正截面承载力计算过程列于下表。截面1B2C弯矩设计值75.80-75.8049.28-56.32ξ0.0290.2720.0230.215As(mm2)779.1725.3617.9775.8实际配筋As（mm2）3Φ182Φ18+1Φ163Φ163Φ1819 a1fcb"fh"f（ho-h"f/2）=1.0×9.6×1816×80×（365-80/2）=453.3kN·m>Mmax故跨内截面均属于第一类T型截面。均小于0.55As/bh=509/（200×450）=0.566%，此值大于0.45ft/fy=0.45×1.1/300=0.165%，x计算结果表明，支座截面的ξ均小于0.35，满足最小配筋率。4.4.2斜截面受剪承载力斜截面受剪承载力计算包括：截面尺寸的复核、腹筋计算和最小配筋率验算。验算截面尺寸：hw=ho-h"f=390-80=310mm，因hw/b=310/200=1.55＜4，截面按下式验算：0.25βcfcbho=0.25×1×9.6×200×376=175.2×103N＞Vmax=100.91kN，截面满足要求。验算是否需要按计算配置箍筋0.7ftbho=0.7×1.1×200×390=60.06×103N<10双肢箍筋，计算支座B左侧截面。S=1.25fyvAsvho/（VBL-0.7ftbho）=1.25×210×157×365/（100.9×103-0.7×1.1×200×390）=447.49mmFVmax=100.9×103N,需按计算配箍筋。采用Φ6双肢箍。19 调幅后受剪承载力应加强梁局部范围内将计算的箍筋面积增加20%或箍筋间距减小20%。现调整箍筋间距s=0.8×447.49=358mm，取箍筋间距s=250mm。为了方便施工，沿梁长度不变。验算配筋率下限值：弯矩调幅时要求的配筋率下限为：0.3ftfyv=0.3×1.1/210=0.15%。实际配筋率sv=nAsv1bs=157/（200×450）=0.174%ra/2=120mm，取l0=ln+a/2+b/2=6900mm中跨l0=6900mm19 主梁的计算简图如下，因跨度相差不超过10%，故可利用附表计算内力5.3内力设计值及包络图5.3.1弯矩设计值弯矩M=k1Gl0+k2Ql0式中系数k1、k2由附表相应栏内查得M1,max=0.244×65×6.9+0.289×120×6.9=348.73kN·mMB,max=-0.267×65×6.9-0.311×120×6.9=-377.26kN·mM2,max=0.067×65×6.9+0.200×120×6.9=195.65kN·m5.3.2剪力设计值剪力V=k3G+k4Q式中系数k3、k4由附表相应栏内查得VA,max=0.733×65+0.866×120=151.57kNVBl,max=-1.267×65-1.311×120=-239.68kNVBr,max=1.0×65+1.222×120=211.64kN5.3.3弯矩、剪力包络图弯矩包络图：19 ①第1、3跨有可变荷载，第2跨没有可变荷载。由附表知支座D或G的弯矩值为MB=MC=-0.267×65×6.9-0.133×120×6.9=-229.87kN在第1跨内以支座弯矩MA=0，MB=-229.87kN·m的连线为基线。作G=65kN，Q=120kN的简支梁弯矩图，得第1个集中荷载和第2个集中荷载作用点弯矩值分别为：1/3（G+Q）L0+1/3MB=（65+120）×6.9-229.87=348.88kN·m（与前面计算的M1,max=348.73kN·m接近）1/3（G+Q）L0+2/3MB=（65+120）×6.9-229.87×2=272.53kN·m在第2跨内以支座弯矩MB=-229.87kN·m，MC=-299.87kN·m的连线作为基线，作G=65kN，Q=0的简支弯矩图，得集中荷载作用点处的弯矩值：1/3GL0+MB=×65×6.90-229.87=-80.37kN·m377.263跨没有可变荷载②第1、2跨有可变荷载，第377.26Q=120kN2个集中荷载作用点弯矩值分别为：1/3（65+120）×6.9-1/3MA=0，MB=-377.26kN·第1跨内：在第1跨内以支座弯矩m的连线为基线。作G=65kN，2个集中荷载作用点处弯矩值分别为299.75kN·mM1=（65+120）×6.9-=173.99kN·m19 在第2跨内：MC=-0.267×65×6.9-0.089×120×6.9=-193.44kN·m以支座弯矩MB=-377.26kN·m，MC=-193.44kN·m的连线为基线，作G=65kN，Q=120kN的简支梁弯矩图，得1/3（G+Q）l0+MC+（MB-MC）=（65+120）×6.9-193.44+（-377.26+193.44）=147.79kN·m1/3（G+Q）l0+MC+2/3（MB-MC）=（（65+120）×6.9-193.44+2/3（-377.26+193.44））=86.51kN·m③第2跨有可变荷载，第1、3跨没有可变荷载MB=MC=-0.267×65×6.9-0.133×120×6.9=-229.87kN·m第2跨两集中荷载作用点处可变弯矩分别为：1/3（G+Q）L0+MB=（65+120）×6.9-229.87=195.63kN·m（与前面计算的M2,max=195.65kN·m接近）第1、3跨两集中荷载作用点处的弯矩分别为：1/3GL0+1/3MB=×65×6.9-1/3×229.87=72.88kN·m1/3GL0+2/3MB=×65×6.9-2/3×229.87=-3.75kN·m弯矩包络图如下（a）所示。剪力包络图：①第1跨VA,max=151.57kN；过第1个集中荷载后为151.57-65-120=-33.43kN；过第2个集中荷载后为-33.43-65-120=-218.43kN19 VBl,max=-239.68kN；过第1个集中荷载后为-239.68+65+120=-54.68kN；过第2个集中荷载后为-54.68+65+120=130.32kN②第2跨VBr,max=211.64kN；过第1个集中荷载后为211.64-65=146.64kN。当可变荷载仅作用在第2跨时VBr=1.0×65+1.0×120=185kN；过第1个集中荷载后为185-65-120=0。剪力包络图如下（b）所示主梁的内力包络图（a）弯矩包络图；（b）剪力包络图19 5.4承载力计算5.4.1正面受弯承载力80/560跨内按T形截面计算，因b"h=80/560=0.14＞0.1。翼缘计算宽度按f0l3=6.9/3=2.3mm和b+sn=0.3+5.6=5.9m中较小值确定取b"f=2.3m。19 B支座边的弯矩设计值MB=MB,max-V0b/2=-377.26-185×0.35/2=-409.64kN·m。纵向受力钢筋除B、C支座截面为2排外，其余均1排。跨内截面经判别都属于第一类T形截面。正截面受弯承载力的计算过程列于下表。截面1B2C弯矩设计值173.99-229.87147.79146.64αs0.0450.0680.0440.064As(mm2)2291.73107.71973.52407.1选配钢筋（mm2）2Φ22+3Φ25As=22332Φ25+4Φ25As=34373Φ22+2Φ25As=21223Φ22+3Φ25As=26135.4.2斜截面受剪承载力验算截面尺寸：cfcbho=0.25×1×9.6×300×540=388.8×103kN＞Vmax=239.68kN，截面尺寸满足要求。bhw=h0-h"f=540-80=460mm，因hw/b=460/300=1.53＜4截面尺寸按下式验算：0.25计算所需腹筋：1.25fyvsvh0，得+0.7ftbh0=由VcssVcs-0.7ftbh0nAsv13=（239.68×10-0.7×1.1×300×540）/（1.25×210×540）1.25fyvh0s=0.811mm2/mm采用Φ3002×78.5/160=0.98mm2/mm>0.811mm2/mm，满足。19 验算最小配箍率：sv=r=0.32%＞0.24t=0.13%，满足要求。次梁两侧附加横向钢筋的计算：mnfyvAsv1=2×300×201×0.707+8×2×210×78.5=349×103N＞Fl=86.51kN，满足要求。a172kN，h1=600-450=150mm，附加箍筋布置范围s=2h1+3b=2×150+3×200=900mm。取附加箍筋Φ10@160双肢，则在长度s内可布置附加箍筋的排数，m=900/160+1=7排，取m=8排，次梁两侧各布置4排。另加吊筋116，Asb=201mm2，由式2fyAsbsin»次梁传来集中力Fl=54.82+117.21因主梁的腹板高度大于450mm，需在梁侧设置纵向构造筋，每侧纵向构造钢筋的截面面积不小于腹板面积的0.1%，且其间距不大于200mm,现每侧配置2Φ16。275/(300x540)=0.17%＞0.1%，满足要求主梁边支座需设置梁垫，计算从略。绘制施工图：板配筋、次梁配筋和主梁配筋图见附图19 19'