支撑体系计算书

1、模板支撑体系计算书计算依据:1、建筑施工模板安全技术规范JGJ162-20082、建筑施工扣件式钢管脚手架安全技术规范JGJ130-20113、混凝土结构设计规范GB50010-20104、建筑结构荷载规范GB50009-20125、钢结构设计规范GB50017-2003、工程属性新浇混凝土梁名称KL1混凝土梁截面尺寸(mmb=0.91.35和.1+(24+1.5)0.91=28.006kN/mq1活=0.91.40.7Q2kb=0.91.40.72X1=1.764kN/mq2=1*Gk+(G2k+G3k)h)区=1泡.1+(24+1.5)0.9)徒23.05kN/m计算简图如下：1、强度验算

2、Mmax=0.1q1静L2+0.117q1活L2=0.128.006:0.12+0.1171.7640.12=0.03kNm户Mmax/W=0.03106/32666.667=0.92N/mm2228666.6670.013mm28.0060J+0.45K7640.1=1.2kNR2=R3=1.1qi静L+1.2qi活L=1.128.0060J+1.2K7640.1=3.292kN标准值(正常使用极限状态)-,-,_Ri=R4=0.4q2L=0.4-3.050.1=0.922kN-._R2=R3=1.1q2L=1.1-3.050.1=2.536kN五、小梁验算小梁类型方木小梁截面类型(mm)4

3、0X70小梁抗弯强度设计值f(N/mm2)11.44小梁抗剪强度设计值t(N/mn2)1.232小梁截面抵抗矩W(cm3)32.667小梁弹性模量E(N/mm2)7040小梁截面惯性矩I(cm4)114.333小梁计算方式简支梁承载能力极限状态：梁底面板传递给左边小梁线荷载：4佐=Ri/b=1.2/1=1.2kN/m梁底面板传递给中间小梁最大线荷载：qi中=MaxR2,R3/b=Max3.292,3.292/1=3.292kN/m梁底面板传递给右边小梁线荷载：qi右=R4/b=1.2/1=1.2kN/m小梁自重：q2=0.9X.35p.3-0.1)0.3/3=0.024kN/m梁左侧模板传递给

4、左边小梁荷载q3左=0.91.350.50.9-0.12)=0.474kN/m梁右侧模板传递给右边小梁荷载q3右=0.91.350.50.9-0.12)=0.474kN/m梁左侧楼板传递给左边小梁荷载q4左=0.9Max1.2泡.5+(24+1.1)0.12)+1.42%1.35X05+(24+1.1)0.12)+1.4凶2泡.5-0.3/2)/21=1X105kN/m梁右侧楼板传递给右边小梁荷载q4右=0.9Max1.2泡.5+(24+1.1)0,12)+1.42*1.35X(0.5+(24+1.1)0.12)+1.40721-0.5)-0.3/2)/21=1.105kN/m左侧小梁荷载4左

5、=41左+q2+q3左+q4左=1.2+0.024+0.474+1.105=2.803kN/m中间小梁荷载4中=q1中+q2=3.292+0.024=3.317kN/m右侧小梁荷载4右=41右+q2+q3右+q4右=1.2+0.024+0.474+1.105=2.803kN/m小梁最大荷载q=Maxq左4中,q右=Max2.803,3.317,2.803=3.317kN/m正常使用极限状态：梁底面板传递给左边小梁线荷载：q佐=R1/b=0.922/1=0.922kN/m梁底面板传递给中间小梁最大线荷载：q1中=MaxR2,R3/b=Max2.536,2.536/1=2.536kN/m梁底面板传

6、递给右边小梁线荷载：q1右=R4/b=0.922/1=0.922kN/m小梁自重：q2=1X0.3-0.1)0.3/3=0.02kN/m梁左侧模板传递给左边小梁荷载q3左=10.5(0.9-0.12)=0.39kN/m梁右侧模板传递给右边小梁荷载q3右=10.5(0.9-0.12)=0.39kN/m梁左侧楼板传递给左边小梁荷载q4左=1泡.5+(24+1.1)0.12)(0.5-0.3/2)/21=0615kN/m梁右侧楼板传递给右边小梁荷载q4右=1泡.5+(24+1.1)0.12)卷-0.5)-0.3/2)/21=0X.615kN/m左侧小梁荷载q左=q左+q2+q3左+q4左=0.922

7、+0.02+0.39+0.615=1.947kN/m中间小梁荷载q中=q1中+q2=2.536+0.02=2.556kN/m右侧小梁荷载q右=q右+q2+q3右+q4右=0.922+0.02+0.39+0.615=1.947kN/m小梁最大荷载q=Maxq左,q中,q右=Max1.947,2.556,1.947=2.556kN/m为简化计算，按简支梁和悬臂梁分别计算，如下图：1、抗弯验算Mmax=max0.125qli2,0.5ql22=max0.1253.3170.52,0.5汉.317处.32=0.149kN-mo=Mmax/W=0.149M06/32667=4.569N/mm20f=11

8、.44N/mnf满足要求！2、抗剪验算Vmax=max0.5ql1,ql2=max0.53.3170.5,3.3170.3=0.995kNimax=3Vmax/(2bh0)=30.9951000/(240M0)=0.533N/mm20=1.232N/mm2满足要求！3、挠度验算M=5ql14/(384EI)=52.5565004/(3847040M14.333104)=0.258mm*1i/250=500/250=2mmw=ql24/(8EI)=2.5563004/(87040X14.333104)=0.322mm300/250=2.4mm满足要求！4、支座反力计算承载能力极限状态Rmax=q

9、L1,0.5qL1+qL2=max3.3170.5,0.53.3170.5+3.31703=1.824kN同理可得：梁底支撑小梁所受最大支座反力依次为R1=1.542kN,R2=1.824kN,R3=1.824kN,R4=1.542kN正常使用极限状态Rmax=qL1,0.5qL1+qL2=max2.5560.5,0.52.5560.5+2.5560.3=1.406kN同理可得：梁底支撑小梁所受最大支座反力依次为Ri=1.071kN,R2=1.406kN,R3=1.406kN,R4=1.071kN六、主梁验算主梁类型钢管主梁截面类型(mm)48X2.7主梁计算截面类型(mm)48X2.7主梁抗

10、弯强度设计值f(N/mm2)205主梁抗剪强度设计值p(N/mn2)125主梁截面抵抗矩W(cm3)4.12主梁弹性模量E(N/mm2)206000主梁截面惯性矩I(cm4)9.891、抗弯验算主梁弯矩图(kNm)o=Mmax/W=0.141M06/4120=34.284N/mm20f=205N/mm2满足要求！2、抗剪验算主梁剪力图(kN)Vmax=3.366kN1max=2Vmax/A=2M.3661000/384=17.532N/mm2r=125N/mm满足要求！3、挠度验算主梁变形图(mm)wax=0.056mm2.381000/384=12.394N/mm2r=125N/nnm满足要

11、求！3、挠度验算2号主梁变形图(mm)wax=1.533mm月L/250=1000/250=4mm满足要求！4、支座反力计算极限承载能力状态支座反力依次为R1=4.942kN,R2=7.871kN,R3=7.871kN,R4=4.942kN立柱所受主梁支座反力依次为R2=7.871/1=7.871kN,R3=7.871/1=7.871kN八、纵向水平钢管验算钢管截面类型(mm)48X2.7钢管计算截面类型(mm)48X2.7钢管截面面积A(mm2)384钢管截面回转半径i(mm)16钢管弹性模量E(N/mm2)206000钢管截面惯性矩I(cm4)9.89钢管截面抵抗矩W(cm3)4.12钢管

12、抗弯强度设计值f(N/mm2)205钢管抗剪强度设计值p(N/mn2)125P=maxRi,R4=0.295kN,P=maxRi,R4=0.224kN计算简图如下：1、抗弯验算纵向水平钢管弯矩图(kNm)户Mmax/W=0.052106/4120=12.531N/mm2205N/mm2满足要求！2、抗剪验算纵向水平钢管剪力图(kN)Vmax=0.192kNimax=2Vmax/A=20.1921000/384=0.999N/mm2W七25N/mm2满足要求！3、挠度验算纵向水平钢管变形图(mm)2=0.127mm月L/250=1000/250=4mm满足要求！4、支座反力计算支座反力依次为R1

13、=0.398kN,R2=0.634kN,R3=0.634kN,R4=0.398kN同理可得：两侧立柱所受支座反力依次为R1=0.634kN,R4=0.634kN九、可调托座验算荷载传递至立柱方式可调托座2可调托座承载力容许值N(kN)30扣件抗滑移折减系数kc11、扣件抗滑移验算两侧立柱最大受力N=maxRi,R4=max0.634,0.634=0.634kN1乂8=8kN单扣件在扭矩达到4065Nm且无质量缺陷的情况下，单扣件能满足要求！2、可调托座验算可调托座最大受力N=maxR2,R3=7.871kN0N=30kN满足要求！十、立柱验算立柱钢管截面类型(mm)48X2.7立柱钢管计算截面

14、类型(mm)48X2.7钢材等级Q235立柱截面面积A(mm2)384回转半径i(mm)16立柱截面抵抗矩W(cm3)4.12抗压强度设计值f(N/mm2)205支架自重标准值q(kN/m)0.151、长细比验算l0=h=1500mm入=l/i=1500/16=93.75入=150长细比满足要求！查表得，小=0.6412、风荷载计算Mw=0.9Xc#1.4淤aXh2/10=0.90.91.48.291M.52/10=0.074kNm3、稳定性计算根据建筑施工模板安全技术规范JGJ162-2008,荷载设计值q1有所不同:1)面板验算q1=0.9巾.2(0.1+(24+1.5)0.9)+1.40

15、92=27.162kN/m2)小梁验算q1=max1.098+0.9K2(0.3-0.1)0.3/3+0.5(0.9-0.12)+0.91.2(0.5+(24+1.1)0.12)+1.409汉冲ax0.5-0.3/2,(1-0.5)-0.3/2/21,301+0.9%2汽.3-0.1)0.3/3=3.032kN/m同上四八计算过程，可得：R1=0.574kN,R2=7.003kN,R3=7.003kN,R4=0.574kN立柱最大受力Nw=maxR1+N边1,R2,R3,R4+N边2+0.91.28.15)(31.2-0.9)+Mw/lb=max0.574+0.91.2(0.5+(24+1.1

16、)32)+1.409M91+0.5-0.3/2)/21,X7.003,7.003,0.574+0.91.2(0.5+(24+1.1)0.12)+1.40.9汉41+1-0.5-0.3/2)/21+4909+0.074/1=11.985kNf=N/(小A)+M/W=11985.215/(0.641384)+0.07410/4120=66.653N/mm2205N/mm2满足要求！十一、高宽比验算根据建筑施工扣件式钢管脚手架安全技术规范JGJ130-2011第6.9.7:支架高宽比不应大于3H/B=31.2/20=1.563满足要求，不需要进行抗倾覆验算！十二、立柱支承面承载力验算支撑层楼板厚度h

17、(mm)120混凝土强度等级C30混凝土的龄期(天)14混凝土的实测抗压强度fc(N/mm2)7.488混凝土的实测抗拉强度ft(N/mm2)0.858立柱垫板长a(mm)100立柱垫板宽b(mm)450F1=N=11.985kN1、受冲切承载力计算根据混凝土结构设计规范GB50010-2010第6.5.1条规定，见下表公式参数剖析FlF1.985kN满足要求！2、局部受压承载力计算根据混凝土结构设计规范GB50010-2010第6.6.1条规定，见下表公式参数剖析Fl1.35c0fcAlnF1局部受压面上作用的局部荷载或局部压力设计值fc混凝土轴心抗压强度设计值；可按本规范表4.1.4-1取

18、值出混凝土强度影响系数，按本规范第6.3.1条的规定取用3混凝土局部受压时的强度提高系数Aln混凝土局部受压净面积C1/20=(Ab/Al)Al混凝土局部受压面积Ab局部受压的计算底面积，按本规范第6.6.2条确定2一可得：fc=7.488N/mm,比=1,B=(Ab/Ai)1/2=(a+2b)(b+2b)/(ab)1/2=(1000)(1350)/(100450)1/2=5.477,Ain=ab=45000mm2F=1.35由3fcAln=1.351X5.4777.48845000/1000=2491.568kN汨11.985kN满足要求！Q235库冈管轴心受压构件的稳定系数入0123456

19、789011.0000.9970.9950.9920.9890.987F0.9840.9810.9790.97610F0.97410.9710.9680.9660.9630.9600.9580.9550.9520.949200.9470.9440.9410.9380.9360.9330.9300.9270.9240.921300.9180.9150.9120.9090.9060.9030.8990.8960.8930.889.4010.88610.8820.8790.8750.8720.8680.864r0.8610.8580.855500.8520.8490.8460.8430.8390.8

20、360.8320.8290.8250.822600.8180.8140.8100.8060.8020.7970.7930.7890.7840.7797010.77510.7700.7650.7600.7550.750P0.7440.7390.7330.728800.7220.7160.7100.7040.6980.6920.6860.6800.6730.667900.6610.6540.6480.6410.6340.6260.6180.6110.6030.5951000.588I0.5800.5730.5660.5580.5510.5440.5370.5300.52311010.51610.5090.5020.4960.4890.483P0.4760.4700.4640.4581200.4520.4460.4400.4340.4280.4230.4170