某工程模板計(jì)算書

模板計(jì)算書柱模板一、工程簡(jiǎn)況獨(dú)立柱以截面為為600×7700為例，柱凈凈高4.1m。二、模板方案簡(jiǎn)簡(jiǎn)述先用20厚多層層板作面板，50×1000木方作背框框，間距為250。（立著使使用）制作成成800×8800×41150定型模板，選選用100×448×5.33薄壁槽鋼作作柱箍。柱箍箍間距為600mm，中間用對(duì)對(duì)穿螺栓Φ14三、計(jì)算3.1荷載計(jì)計(jì)算：計(jì)算新澆筑砼的的側(cè)壓力。公式：F6=00.22ct012V1/2式中：c——新新澆砼重力密密度為24KN/mm31——不摻用外外加劑取1..0。2——砼坍落度度影響修正系系數(shù)>11cm時(shí)取1.155V——砼澆筑速速度2.5（m/h）。t0——新澆砼砼初凝時(shí)間按按200/（t+15）（t為砼入模溫溫度取200C）F6=0.2222411.152000/(20+15))2.51/2=54.86F’6=cH==24×4..1=98.6KKN/m2取兩者較小值::F6==54.866傾倒砼時(shí)產(chǎn)生的的荷載標(biāo)準(zhǔn)值值:取F7=2.0KKN/m2。荷載設(shè)計(jì)值:F61.2=665.8KKN/m2F71.4==2.8KKN/m23.2柱模面板板計(jì)算：按三跨等跨(2250)連續(xù)梁模式式計(jì)算：①?gòu)?qiáng)度計(jì)算：MMmax=Km.qL2σ=Mmaxx/W式中：Km—取取0.1000q=F6×11.20.99+F7×1.40..9=59..22+2..52=611.74NL—背楞間距00.25mW—面板截面抵抵抗矩=bh2/6=1×0.022/6=0.00000677Mmax=0..100×661.74××0.252=0.3885KN.mmσ=0.3855/0.0000067===5.766（滿足）查表（施工手冊(cè)冊(cè)四版縮印P510）σ=5.76N[σ]=15//1.55==9.7/（滿足）②撓度驗(yàn)算：ff=Kf.q.EKf—取取0.677q=F6=554.8611.2=655.80.99=59.222KN/mm2E—面板的彈性性模量為0.9×66×106KN/m2—面板的截面面慣性矩bhh3/12=1××0.0233/12=6..67×100-7f=0.6777×(59.222×0.254)/1000×5.44×106×6.677×10-77=0.000043＜0.25/4400=0..0006225(安全.根據(jù)施工手手冊(cè)P515:達(dá)到清水墻墻效果)3.3背楞楞計(jì)算按五跨等跨連續(xù)續(xù)梁計(jì)算：①M(fèi)Mmax=Km.qL2σ=Mmaxx/W式中：Km—取取0.105q—61.744×0.25=15.4335L—柱箍間距00.6mW—方木截面彈彈性抵抗矩=bh2/6=0..05×0.12/6=0..000088333Mmax=0..105×166.05×0.62=0.583KN..mσ=0.6007/0.000008333=77006K<(σ)=120000KN/（滿足）②撓度驗(yàn)算：ff=Kf.q.EKf—取取0.644q—59.222×0.25=14.8KNN/mE—木方彈性模模量為9×106KN/m2—木方截面慣慣性矩bh3/12=00.05×0.13/12=0.0000004166f=0.6444×14..8×0.64/1000×9×106×0.0000004166=0.000333<0.6/10000=0.00006(安全全)3-4柱箍計(jì)計(jì)算：選用100×448×5.33槽鋼作柱箍,柱中對(duì)拉螺螺栓Φ14，柱箍按二二跨梁計(jì)算；；柱截面800××800,計(jì)算跨度為為：0.8+0..052×2=0.9004meq\o\ac(○,1)槽鋼強(qiáng)強(qiáng)度計(jì)算：Mmax=Km.qL2σ=Mmaxx/rxWnx式中：Km—取取0.125q—61.744×0.6=37.044L—柱箍間距00.904//2=0.4452mrx—彎距作用用平面內(nèi)截面面塑性發(fā)展系系數(shù)受振動(dòng)荷荷載取1.00。Wnx—彎距作作用面內(nèi)受拉拉纖維截面抵抵抗距39.7××103(mm3)Mmax=0..125×337.04××0.45222=0.9445KN.mmσ=0.9455/39.77×103=23.8＜215N//mm2②撓度驗(yàn)算：V=Kf.qq.E＜[Ψ]Kf—0.5221q—59.222×0.6=35.533KN/mmE—彈性模量（KN/m2）=2.1×108I—槽鋼截面慣慣性矩=1.98×10-6V=0.5211×35.553×0.77024/100×2..06×108×1.98×10-6=0.00022＜1.4/500=0.00228(可以)對(duì)拉螺栓計(jì)算：：Φ14螺栓承載載力為N=As×f=333.08KNN式中：AAs=3.144×72ff-鋼筋強(qiáng)度設(shè)設(shè)計(jì)值:2155N/mm2每根螺栓承承受荷載：61.744×0.6××0.9/33=11.111KN<33..08KNN剪力墻模板計(jì)算算一、工程概況剪力墻的凈高度度：4.1m二、模板方案簡(jiǎn)簡(jiǎn)述選用15厚木膠膠板作面板，50×1000木方作背楞楞，間距250mm，鋼管作作大橫桿，間間距500mm，Φ14螺栓穿墻對(duì)對(duì)拉，間距500mm三、計(jì)算3.1荷載計(jì)算算計(jì)算新澆砼側(cè)壓壓力公式：F1=00.22ct012V1/2F2=rcH式中：c——新新澆砼重力密密度為24KN/mm31——不摻用外外加劑取1..0。2——砼坍落度度影響修正系系數(shù)>11cm時(shí)取1.155V——砼澆筑速速度1（m/h）。t0——新澆砼砼初凝時(shí)間按按200/（t+15）（t為砼入模溫溫度取200C）F7=傾倒砼時(shí)時(shí)產(chǎn)生的荷載載標(biāo)準(zhǔn)值取22.0KN//m2。F1=0.2222411.152000/(20+15))11/2=344.7/F2=243..9=93.6N取34.7N系系34.71.220.9=377.47N21.40.99=2.5223.2墻模面板板計(jì)算：按五跨等跨連續(xù)續(xù)梁計(jì)算：①?gòu)?qiáng)度計(jì)算：MMmax=Km.qL2σ=Mmaxx/W式中：Km—取取0.105q—37.477+2.522=40L—豎楞間距2250mmW—面板截面抵抵抗矩=bh2/6=1×0.0152/6=0..00003375Mmax=0..105×440×0.2502=0.262KN..mσ=0.2622/0.000003755=6.999<[σ]=15//1.55==9.7/（滿足）②撓度驗(yàn)算：ff=Kf.q.EKf—取0.644q=37.477KN/m2距mmE—面板的彈性性模量為0.9×77.5×1006KN/m2—面板的截面面慣性矩bh3/12=1××0.01553/12=22.81×110-7f<0=0.644××37.477×0.2504/1000×6.755×106×2.811×10-7=0.00055<0.25/400=0..0006225(安全，滿足足清水混凝土土表觀質(zhì)量要要求)3.3墻模模背楞計(jì)算按五跨等跨連續(xù)續(xù)梁計(jì)算：①M(fèi)Mmax=Km.qL2σ=Mmaxx/W式中：Km—取取0.105q—40×0..250=10L—大橫桿間距距0.5mW—方木截面彈彈性抵抗矩=bh2/6=0..05×0.012/6=0..000088333Mmax=0..105×110×0.552=0.263KN..mσ=0.1877/0.000008333=33157K<[σ]=120000KN（滿足）②撓度驗(yàn)算：ff=Kf.q.EKf—取取0.644LL—取0.5mq—37.477×0.250=9.37KNN/mE—木方彈性模模量為11×106KN/m2—木方截面慣慣性矩bh3/12=00.05×0.13/12=0.0000004166f=0.6444×9.337×0.54/1000×11×106×0.0000004166=0.0000081<0.55/400==0.001125(安安全)3.4雙支鋼管管φ48*3..5大橫桿計(jì)算算按五跨等跨連續(xù)續(xù)梁計(jì)算①?gòu)?qiáng)度計(jì)算：MMmax=Km.qLσ=Mmaxx/W式中：Km—取取0.171q—40×0..250×00.5=5L—螺栓間距00.5mW—鋼管截面抵抵抗矩0.0000005508×2Mmax=0..171×55×0.5=0.428KN..mσ=0.4288/0.0000010116=421255<[σ]=2150000②撓度驗(yàn)算：ff=Kf.q.EKf—取取1.0977LL—取0.5mq—37.477×0.250××0.5=4..69KNE—鋼材彈性模模量為2.06×105N/mm2—雙支鋼管截截面慣性矩2*π（d4-d14）/64=12.199×104（mm4）f=1.0977×4.699×103×0.53×109/1000×2.06×105×12.119×104=0.128mmm<500/400=1.255mm(安全全)3.5對(duì)拉螺螺栓計(jì)算：Φ14螺栓承載載力為N=As×f=332.21KKN式中：As==3.14××72f-鋼鋼筋強(qiáng)度設(shè)計(jì)計(jì)值:2155N/mm2每根螺栓承承受荷載：440×0.5×0.5=10KN<32..31KNN（安全）梁模板計(jì)算一、梁截面：條條形基礎(chǔ)反梁梁600×5500,框梁模板選擇擇最不利和梁梁尺寸普遍的的情況進(jìn)行驗(yàn)驗(yàn)算，選用370mmm*11100mmm的梁進(jìn)行驗(yàn)驗(yàn)算。二、梁模板簡(jiǎn)述述：反梁側(cè)模板：選選用15厚木膠板作作面板，50×1000木方作橫向向背楞，間距距0.25m，短鋼管作作豎楞，間距距為0.6米。用φ14螺體穿梁對(duì)對(duì)拉。框梁：選用155厚木膠板作作面板，底模模次龍骨采用用50×1000木方，間距距0.15m。主龍骨采采用φ48×3..5鋼管，間間距600mm；側(cè)面模模板配置同反反梁。頂撐采采用鋼管φ48×3..5，間距600*10000mm。三、計(jì)算書：框梁模板以梁截面較大的的為計(jì)算依據(jù)據(jù)250*77004-1荷載計(jì)計(jì)算：①模板及支架自自重P1=0.75KN/m22②新澆砼重P2=24×11.1=26.4KNN/m2③鋼筋重P3=1.5×1..1=1.65KNN/m2④振搗砼產(chǎn)生的的荷載P5=2KN/mm2⑤考慮荷載分項(xiàng)項(xiàng)系數(shù)和折減減系數(shù)：荷載設(shè)計(jì)值：（0.75+26.4+1.65）×1.2×0.9=31.1KN/m22×1.4××0.9=22.52KNN/m24-2底模面面板計(jì)算15厚多層板面面板，次龍骨骨50×1000木方間距150，按兩跨等等跨連續(xù)計(jì)算算：①?gòu)?qiáng)度計(jì)算：MMmax=Km.qL2注：Km—取00.125q—31.1++2.52=333.622KN/mL—背楞間距1150mmMmax=00.125××33.622×0.152=0.0995KN.mmW—多層板截面面抵抗矩bhh2/6=1×00.0152/6=0..0000375σ=Mmaxx/W=0.0955/0.0000375=22521.55KN/m2＜[σ]=15//1.55==9.7/（滿足）eq\o\ac(○,2)撓度驗(yàn)算：：f=Kf×(q?4/100EEI)式中：Kf—取取0.521q—P1+PP2+P3=31.11KN/m2E—面板彈性模模量=6.75×106KN/m2I—面板的截面面慣性矩=bbh3/12=11×0.01553/12=0..0000000281f=0.5211×31.11×0.1554/100××7.65××106×0.00000002281=0.0000038<0.15/400=0..000388(安全，滿足足清水混凝土土表觀質(zhì)量要要求)4-3背楞計(jì)算算次龍骨用50××100木方按五跨跨連續(xù)梁計(jì)算算：MMmax=Km.qL2式中：Km—取取0.1055q—33.622×0.15=5.044L—鋼管橫楞間間距0.6mMmax=0..105×55.04×00.62=0.1991KN.mmσ=Mmaxx/WW—方木截面彈彈性抵抗矩==bh2/6=0..05×0.112/6=0..0000883σ=0.1911/0.0000083==2304KK<12000KN（滿足）②撓度驗(yàn)算：ff=Kf.q.EKf—取取0.6444L—取0.6mmq—31.1××0.15=4.6655KN/mE—木方彈性模模量為11×106—木方截面慣慣性矩bh3/12=00.05×0.13/12=0.00000042f=0.6444×4.6665×0..64/1000×11×1006×0.00000042=0.0000084<0..6/400=0..0015(安全)4-4橫楞計(jì)算算：橫楞選用φ488×3.5鋼鋼管，間距600，頂撐間距500。按兩跨間間連續(xù)梁計(jì)算算（2個(gè)集中荷載載）。MMmax=Km.FL式中：Km=00.156F—5.04××0.6=3.04NL—頂撐間距00.5mMmax=0..156×33.04×00.5=0..237KNN.mσ=Mmaxx/WW—φ48×33.5鋼管截面彈性性抵抗矩0..000000508m3σ=0.2377/0.0000005008=46..65m<2055N（滿足）②撓度驗(yàn)算：ff=Kf.q.EKf—取取0.912L—取0.5mmq—4.6655×0.6==2.8KNE—鋼材彈性模模量為2.06×105N/mm2—鋼管截面慣慣性矩π（d4-d14）/64=12.199×104（mm4）f=0.9112×2.88×103×0.53×109/1000×2.066×105×12.119×104=0.127<<500/400=1.25m((安全)4-5鋼管頂撐撐隨受鋼管傳傳遞來(lái)的集中中垂直荷載驗(yàn)算其穩(wěn)定性：：N/φA≤fKAKH式中：N—軸軸心壓力3.04××0.6888×2+3..04=5.13KNNA—鋼管截面積積=489mmm2φ—穩(wěn)定系數(shù)。先先求λ=h/I=1800//15.744=144查表φ=0.4899f—鋼管抗壓強(qiáng)強(qiáng)度設(shè)計(jì)值2205N/mmm2KA—與立桿截截面有關(guān)的調(diào)調(diào)整系數(shù)取00.85。KH—與立桿高高度有關(guān)的調(diào)調(diào)整系數(shù)取00.8。.×1mN××1N梁側(cè)面模板參考考地梁的側(cè)面面模板支設(shè)。頂板模板驗(yàn)算地下室頂板大部部分100厚，凈高為4550為例：模板面板選擇115厚木膠板，次次龍骨選用50mm×100mmm方木間距250mm，主龍骨骨選用1000mm×100mmm方木間距1200mmm；支撐系統(tǒng)統(tǒng)采用的鋼管管類型為488×3.5，立桿桿縱距b=1.2m，立桿的橫橫距l(xiāng)=1.2m，立桿的步步距h=1.80m。圖樓板支撐架立立面簡(jiǎn)圖圖樓板支撐架立立桿穩(wěn)定性荷荷載計(jì)算單元元2.1荷載計(jì)計(jì)算①模板及支架自自重0.755KN/mm2②新澆砼空心板板自重24××0.25==6KN/mm2④施工荷載2.5KN/m2考慮荷載分項(xiàng)系系數(shù)和折減系系數(shù)：（0.75+66）×1.2×0.9=7..29KN//m22.5×1..4×0.9=3..15KN//m22.2面板計(jì)算算面板為受彎結(jié)構(gòu)構(gòu),需要驗(yàn)算其其抗彎強(qiáng)度和和剛度。模板板面板的按照照五跨連續(xù)梁梁計(jì)算。①?gòu)?qiáng)度計(jì)算：MMmax=Km.qL2σ=Mmax//W注：Km—取00.105q—7.29++2.52==9.81KKN/mL—0.25mW—木膠板截面面抵抗矩=bh2/6=1×00.0152/6=0..0000375Mmax=0..105×99.81×00.252=0.064KN..mσ=0.0644/0.0000375=11716KNN/m2＜[σ]=15//1.55==9.7/(滿足)eq\o\ac(○,2)撓度驗(yàn)算：：f=Kmq?4/100EI式中：Km：00.644q：7.29KN/mE—木膠板彈性性模量為7.5×1006×0.9KNN/m2I—面板的截面面慣性矩bhh3/12==1×0.0153/12=0..0000000281?-0.25mmf=0.6444×9.811×0.2554/100××7.5×1106×0.9××0.00000002881=0.00011<0.25/400=0..0006225（安全）2.3小龍骨計(jì)計(jì)算按五跨等跨連續(xù)續(xù)梁計(jì)算：Mmmax=Km.qL2σ=Mmaxx/W式中：Km—取取0.105q—9.81××0.25=2.45NL—大龍骨間距距1200W—方木截面抵抵抗矩=bhh2/6=0..05×0.12/6=0..000088333Mmax=0..105×22.45×11.22=0.37KN..mσ=0.37//0.000008333=44445K<12000KN（滿足）撓度驗(yàn)算：f==Kf.q.EKf—取取0.644L—取1.2mmq—7.29××0.25=1.8233K