支模架板模板(扣件式)計(jì)算書施工方案資料

1、 120mm板模板(扣件式)計(jì)算書計(jì)算依據(jù)：1、建筑施工模板安全技術(shù)規(guī)范JGJ162-20082、混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范GB 50010-20103、建筑結(jié)構(gòu)荷載規(guī)范GB 50009-20124、鋼結(jié)構(gòu)設(shè)計(jì)規(guī)范GB 50017-2003一、工程屬性新澆混凝土樓板名稱標(biāo)準(zhǔn)層120mm 板新澆混凝土樓板板厚(mm)120模板支架高度H(m)3模板支架縱向長(zhǎng)度L(m)8模板支架橫向長(zhǎng)度B(m)7.8二、荷載設(shè)計(jì)模板及其支架自重標(biāo)準(zhǔn)值Gik(kN/m2)面板0.1面板及小梁0.3樓板模板0.5模板及其支架0.75混凝土自重標(biāo)準(zhǔn)值 G2k(kN/m3)24鋼筋自重標(biāo)準(zhǔn)值G3k(kN/m，)1.1施工人員及設(shè)

2、備荷載標(biāo)準(zhǔn)值Qlk當(dāng)計(jì)算面板和小梁時(shí)的均布活荷載(kN/m2)2.5當(dāng)計(jì)算面板和小梁時(shí)的集中荷載(kN)2.5當(dāng)計(jì)算主梁時(shí)的均布活荷載(kN/rr?)1.5當(dāng)計(jì)算支架立柱及其他支承結(jié)構(gòu)構(gòu)件時(shí)的均 布活荷載伙N/m2)1風(fēng)荷載標(biāo)準(zhǔn)值o)k(kN/m2)基本風(fēng)壓 u)0(kN/m2)0.20.051地基粗糙D類(有密集建筑群旦房屋程度較高市區(qū))模板支架 頂部距地面高 度(m)2.9風(fēng)壓高度 變化系數(shù)Hz0.51風(fēng)荷載體型系數(shù)內(nèi)0.5三、模板體系設(shè)計(jì)主梁布置方向平行立柱縱向 方向立柱縱向間距l(xiāng)a(mm)1000立柱橫向間距l(xiāng)b(mm)1000水平拉桿步距h(mm)1500小梁間距l(xiāng)(mm)350小梁

3、最大懸挑長(zhǎng)度ll(mm)200主梁最大懸挑長(zhǎng)度l2(mm)200結(jié)構(gòu)表面的要求結(jié)構(gòu)表面隱蔽設(shè)計(jì)簡(jiǎn)圖如下:模板設(shè)計(jì)平面圖V模板設(shè)計(jì)剖面圖(模板支架橫向)四、面板驗(yàn)算面板類型覆面木膠合板面板厚度t(mm)13面板抗彎強(qiáng)度設(shè)計(jì)值f(N/mm2)12.5面板抗剪強(qiáng)度設(shè)計(jì)值國(guó)(N/mm?)1.4面板彈性模量E(N/mm2)4500面板計(jì)算方式三等跨連續(xù)梁樓板面板應(yīng)擱置在梁側(cè)模板上，本例以三等跨連續(xù)梁，取1m單位寬度計(jì)算。W = bh2龍=1000 x13x1羽=28166.667mm3, I = bh3/12=1000 xl3xl3xlV12 = 183083.333mm4承載能力極限狀態(tài)qi =0.9

4、xmax1.2(Gik+(G2k+G3k)xh)+1.4xQlk,1.35(Gik+(G2k+G3k)xh)+1.4x0.7xQlkxb=0.9xmax1.2x(0.1+(24+l.l)x0.12)+1.4x2.5,1.35x(0.1+(24+l.l)x0.12)+1.4x0.7x2.5 xl=6.511kN/mqi的=0.9xyG(Gik+(G2k+G3k)xh)xb=0.9x1.2x(0.1+(24+l.l)x0.12)xl=3.361kN/mqioI；=0.9x(YQQik)xb=0.9x(1.4x2.5)xl=3.15kN/mq2 = 0.9xl.2xGikxb = 0.9xl.2x0

5、.1xl=0.108kN/mp = 0.9xl.4xQik = 0.9xl.4x2.5 = 3.15kN正常使用極限狀態(tài)q =(YG(Gik +(G2k+G3k)xh)xb =(lx(0.1+(24+l.l)x0.12)xl = 3.112kN/m計(jì)算簡(jiǎn)圖如下：K強(qiáng)度驗(yàn)算Mi = O.lqi 的 L2+0.117qi 活 L2 = O.lx3.361xO.352+O.117x3.15xO.352 = O.O86kN mM2 =max0.08q2L2+0.213pL,O.lq2L2+O.175pL=max0.08x0.108x0.352+0.213x3.15x0.35 ,0.1x0.108x0.

6、352+0.175x3.15x0.35 =0.236kNmMmax = maxMi，M2 = max0.086, 0.236 = 0.236kNm0 = Mmax/W = O.236xlO6/28166.667 = 8.375N/mm2f = 12.5N/mm2 滿足要求！2、撓度驗(yàn)算Vmax=0.677ql4/(100EI)=0.677x3.112x3504/(100 x4500 xl83083.333)=0.384mm v = 0.384mmv = 250 = 350/250 = l.4mm 滿足要求！五、小梁驗(yàn)算小梁類型方木小梁截面類型(mm)40 x90小梁抗彎強(qiáng)度設(shè)計(jì)值fRN/mn?

7、)15.44小梁抗剪強(qiáng)度設(shè)計(jì)值B(N/mm2)1.78小梁截面抵抗矩W(cm3)54小梁彈性模型E(N/mm2)9350小梁截面慣性矩l(cm4)243小梁計(jì)算方式二等跨連續(xù)梁qi =0.9xmax1.2(Gik+(G2k+G3k)xh)+1.4Qik,1.35(Gik+(G2k+G3k)xh)+1.4x0.7xQikxb=0.9xmax1.2x(0.3+(24+l.l)x0.12)+1.4x2.5,1.35x(O.3+(24+l.l)xO.12)+1.4xO.7x2.5xO.35=2.354kN/m因 此，qi =0.9x1.2x(Gik+(G2k+G3k)xh)xb=0.9xl.2x(0.

8、3+(24+l.l)x0.12)x0.35=1.252kN/m qi = 0.9xl.4xQlkxb=0.9x1.4x2.5x0.35 = 1.103kN/mq2 0.9x1.2xGikxb=0.9x1.2x0.3x0.35 = 0.113kN/mp = 0.9xl.4xQik = 0.9xl.4x2.5 = 3.15kN計(jì)算簡(jiǎn)圖如下：勺q】2001、強(qiáng)度驗(yàn)算Mi = O.125qi 分 L2+O.125qi 活 L2 = O.125xl.252xl2+O.125xl.lO3xl2 = O.294kN mM2 = maxO.O7q2L2+O.2O3pL ,O.125q2L2+O.188pL=m

9、ax0.07x0.113xl2+0.203x3.15xlT 0.125x0.113xl2+0.188x3.15xl = 0.647kN-mM3 = maxqiLi2/2, q2Li2/2+pLi=max2.354xO.22/2, O.113xO.22/2+3.15xO.2 = 0.632kNmMmax=maxMi, M2, M3 = max0.294, 0.647, 0.632 =0.647kN ma=Mmax/W=0.647xl06/54000=11.989N/mm2f=15.44N/mm2 滿足要求！ 2、抗剪驗(yàn)算Vi = 0.625qiiL+0.625qiL=0.625xl.252xl+

10、0.625xl.l03xl = 1.472kNV2 = 0.625q2L+0.688p = 0.625x0.113xl+0.688x3.15 = 2.238kNV3 = maxqiLi, q2Li+p = max2.354x0.2, 0.113x0.2+3.15 =3.173kNVmax=maxVi, V2， V3 = max1.472, 2.238, 3.173 = 3.173kNTmax=3Vmax/(2bho)=3x3.173xlOOO/(2x4Ox9O) = 1.322N/mm2T=1.78N/mm2 滿足要求！3、撓度驗(yàn)算q = (VG(Gik+(G2k+G3k)xh)xb=(lx(

11、O3+(24+l.l)xO.12)xO.35 = 1.159kN/m撓度,跨中 Vmax = 0.521qL4/(100EI)=0.521xl.l59xl0004/(100 x9350 x243xl04)= 0.266mmv = L/250 = 1000/50=4mm；懸 臂 端 vmax = qli4/(8EI)=1.159x2004/(8x9350 x243xl04) = 0.01mmv=2x11/250 = 2x200/250 = 1.6mm滿足要求！六、主梁驗(yàn)算主梁類型鋼管主梁截面類型(mm)048x2.7主梁計(jì)算截面類型(mm)048x2.7主梁抗彎強(qiáng)度設(shè)計(jì)值叫N/mm?)205主梁

12、抗剪強(qiáng)度設(shè)計(jì)值國(guó)(N/mm2)125主梁截面抵抗矩W(cm3)4.12主梁彈性模量E(N/mm2)206000主梁截面慣性矩l(cm4)9.89主梁計(jì)算方式三等跨連續(xù)梁1、小梁最大支座反力計(jì)算qi =0.9xmax1.2(Gik+(G2k+G3k)xh)+1.4Qik,1.35(Gik+(G2k+G3k)xh)+1.4x0.7xQikxb=0.9xmax1.2x(0.5+(24+l.l)x0.12)+1.4xl.5,1.35x(0.5+(24+l.l)x0.12)+1.4x0.7xl.5x0.35 = 1.989kN/mqi 靜=0.9xl.2x(Gik +(G2k+G3k)xh)xb = 0

13、.9xl.2x(0.5+(24+l.l)x0.12)x0.35 = 1.328kN/mqi 活= 0.9xl.4xQikxb = 0.9xl.4xl.5x0.35 = 0.661kN/mq2 =(YG(Gik+(G2k+G3k)xh)xb=(lx(0.5+(24+l.l)x0.12)x0.35 = 1.229kN/m承載能力極限狀態(tài)按二等跨連續(xù)梁，Rmax = 1.25qiL=1.25xl.989xl = 2.486kN按懸臂梁，Ri = 1.989x0.2 = 0.398kNR = maxRmax， Ri= 2.486kN;正常使用極限狀態(tài)按二等跨連續(xù)梁，Rmax=1.25q2L=1.25x

14、l.229xl = 1.537kN按懸臂梁，R,i = q2li=1.229x0.2 = 0.246kNR = maxRmax， R,i = 1.537kN;計(jì)算簡(jiǎn)圖如下：2.486kN2.486lcN2.4SkN2,486LN2 ,儂 kN2.48kN2.48kN2.48kN2,486kN2.48kN主梁計(jì)算簡(jiǎn)圖一2.4S6kN2,4S6kN2.456k N2,4S6kNZ.456kN2.486kN2 ,供 kN2,4S6kN2.486tN2.486.kN主梁計(jì)算簡(jiǎn)圖二2、抗彎驗(yàn)算主梁彎矩圖一 (kNm)主梁彎矩圖二(kNm)a=Mmax/W=0.752xl06A120=182.593N/m

15、m2f=205N/mm2 滿足要求！1.2491.1180.74-L.74S3.63,6043.735 3.7351.249-1.237,237-3-3.723主梁剪力圖一 (kN)3、抗剪驗(yàn)算主梁剪力圖二(kN)Tmax=2Vmax/A=2x5104xl000a84 = 26.586N/mm2sR=125N/mm2 滿足要求！4、撓度驗(yàn)算主梁變形圖一 (mm)主梁變形圖二(mm)跨中 Vmax=1.402mmv=1000/250=4mm懸挑段 Vmax = 1.027mmv=2x200/250=1.6mm滿足要求！5、支座反力計(jì)算承載能力極限狀態(tài)圖一支座反力依次為 Ri=6.09kN, R2

16、=7.08kN, R3=7.968kN, R4=3.723kN 圖二支座反力依次為 Ri=4.84kN, R2=7.59kN, R3=7.59kN, R4=4.84kN七、扣件抗滑移驗(yàn)算荷載傳遞至立柱方式雙扣件扣件抗滑移折減系數(shù)kc1按上節(jié)計(jì)算可知，扣件受力N = 7.968kN長(zhǎng)細(xì)比驗(yàn)算lo=h=15OOmm入=lo/i=15OO/16=9375 汕=150 滿足要求！2、立柱穩(wěn)定性驗(yàn)算根據(jù)建筑施工模板安全技術(shù)規(guī)范JGJ162-2008,荷載設(shè)計(jì)值qi有所不同: 小梁驗(yàn)算qi = 0.9x1.2x(0.5+(24+l.l)x0.12)+1.4x0.9xlx0.35 = 1.724kN/m 同

17、上四六步計(jì)算過程，可得：Ri = 5282kN, R2 = 6.583kN, R3 = 6.91kN, R4=4.197kN入=lo/i=15OO.OOO/16=9375查表得，巾產(chǎn)0.641 不考慮風(fēng)荷載：N=MaxRi/R2,R3,R4+0.9xYGxqxH=Max5.282,6.583,6.91,4.197+0.9xl.2x0.15x3=7.396kN f=N/(4)iA) = 7.396xl03/(0.641x384)=30.047N/mm2a=205N/mm2 滿足要求！ 考慮風(fēng)荷載：Mvz = 0.9xyQ(|)cu)kx|axh2/10 = 0.9xl.4x0.9x0.051xl

18、xl.52/10 = 0.013kN-m Nw=MaxRi,R2,R3,R4+0.9xYGxqxH+Mv7lb=Max5.282,6.583,6.91,4.197+0.9x1.2x0.15x3+0.0 13/l=7.409kNf=Nw/(4)iA)+Mw/W=7.409xl03/(0.641x384)+0.013xl06A120=33.255N/mm2a=205N/mm2 滿足要求！九、高寬比驗(yàn)算根據(jù)建筑施工扣件式鋼管腳手架安全技術(shù)規(guī)范JGJ130-2011笫697：支架高寬比不應(yīng)大于3H/B=y7.8=0.3853滿足要求，不需要進(jìn)行抗傾覆驗(yàn)算！十、立柱支承面承載力驗(yàn)算支撐層樓板厚度h(mm)120混凝土強(qiáng)度等級(jí)C25混凝土的齡期(天)7混凝土的實(shí)測(cè)抗壓強(qiáng)度fc(N/mm2)6.902混凝土的實(shí)測(cè)抗拉強(qiáng)度ft(N/mm2)0.737立柱墊板長(zhǎng)a(mm)200立柱墊板寬b(mm)200F1=N=7.409kN受沖切承載力計(jì)算根據(jù)混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范GB50010-2010第651條規(guī)定，見下表公式參數(shù)剖析F|2000mm 時(shí)，取。h=0.9：中間線性插入取用。ft混凝土軸心抗拉強(qiáng)度設(shè)計(jì)值0pc，m臨界面周長(zhǎng)上兩個(gè)方向混凝土有效預(yù)壓應(yīng)力按長(zhǎng)度的加權(quán)平均 值，