品茗 梁模板(扣件式)计算书
梁模板(件式扣梁模板()扣件式)算计一、书工属性程浇混新凝土梁名混凝土梁称截面尺(mm×寸mm)侧楼梁板度(厚m)m梁60×10060210浇混凝土新梁计算度(跨)m新混浇土凝结构层高(m7.8)二3荷、设载计面板面板小梁及板模面模板及其支架新板浇混凝筑自土重准标G2值(kk/Nm)3.100.30.50.57模板其支架自重标及准G值1k(k/Nm)24梁2板151..12钢自筋标重值G准k(kN/m)33工人员及设备荷施载标值准Qk1捣混振土时产生凝荷载标的准Q2值kk(Nm/)2当计支算架柱及立其支承结构他构件(时Nk/m)1水对面平板取值模2本基风压0ω(k/mN)荷风载准标值ωk(kNm)2/20.30.908非自定.义:0.22压高风度变系数µ化风荷载体型系zµs数、模板三系体设新计混浇凝梁支撑方土式梁跨度方向柱间距l立am()m梁两立侧柱距间b(lmm步距h)mm(新浇)混凝楼土板柱立间l距bm()m'两梁侧有,板梁板柱立用共(A)0012081800900混凝土0居梁两侧立梁柱中的置位左侧梁立距梁中心线距离柱(m)m梁底增加立柱数根底增梁加柱布置方立梁底增式加立柱次依距梁左立柱距离侧(m)m底支撑小梁梁数根梁底撑小梁一端悬挑支度长mm()居60中02定自4义00,0058030计简设图如下平:面图面图立四、板验算面面类型板面板弯强度抗设计[值f(N]/mm)2覆面木胶合板51板面度厚m()面m板弹性量模(E/Nm)m25101000取单宽度1000mm,按位四等跨续连梁算,计计简图如下算:W=hb/6=10020×51×1/56=35700m3m,Ibh=/12=3100×15×01×5511/=2822510mm4q=01.9max[.2(11G+k(Gk2G+k3)h×)1.4+1Q,1.k5(31Gk+(2Gk+3k)×h)+G.4×01.7Qk1×]=0b9m.x[a12×(0.1.+2(41+5.×1.))+16.4×2,.15×30(1.(2++14.)×1.6)51+4×0.7×2.×]1=154.k6/mNq1=静0.×1.953×[1Gk(G+2k+3Gk×h)]b=0×.91.×3×[5.10+(4+1.5)×21.6×1=4].699N/mk1q=0活.91×.×04.7×Q2kb=×0.×914.0×.×2×71=1.76k/Nq2=m(G1+kG2k(+3G)×kh×)b=0[.+(1421.5)×+16.]1×=0.49Nk/m1、度验算、强mMx=-a.1070q1静L2+.021q1活L1=-0210.×74.6990×15.+2.1021×17.6×.0125=0.11k·Nm=Mσmax/=W.01×1106/37005=3.60N/mm≤[2f=1]5N/mm2满足求要2!挠、验度、νm算x=0a.36q24/L100(EI=0)632.40×9.150×/4(1001×0000×28215)0=0.04m7≤m[ν]=l/04=05014/0=003.8mm足要求!满、3座支反力计算、设值计承载能(极力限状态R1)=5R0.=39q31l静+.0446q1活l=.3093×9.6490.1×+05.464×1.760.×1=5.03k5NR2R=41=.41q13l静+.2231q1活l1=.14×49369×..015+12.23×176×0..51=.848kN3R0=.298q1静l+.11421活l=q0.928×4969.0.×1+151.2×417.60.1×57.2=k2N准值标正(使常极限用态状)R1'=R5'=03.93ql=20.93×304.×0.15=92.41Nk2'RR4'=1.143=q2l1=1.4×340.×091.=750.kN1R3=0.'9282q=0.9l2×40.8×90.5=156.kN9五、梁小验算梁类型小小抗梁弯强度计设值[](N/fm)m2木方154.小
4梁材规格料mm()小梁剪强抗度计设值τ](N/mm[250×)80.781小梁弹性量模(N/Em)m小截梁惯面矩性(cm)I42950312.333梁小面截抵矩抗(Wcm)353.33为化计简算,按四等跨续梁和悬臂梁连分计算,别如下图:q=1mx{a.3500.9+×.13×[5(0.-031)×..06/40+.5×1.6(-0.21)+0].m9xa1.[2(×0.5(+2+411.×)01.2)1.4×1,1+35.×(0.5(2++4.11)×.120+1).×0.47×1]ma×x0.6-0[6/2,(.12-0..)-0.66/2]2×1,/8.480+9.1.35××0.(30.1)×0-6/.4=}8.88N/kmq=2mx[a2.4+10(.30.1)×-.0/4+0.6×(5.61-.10)2+0.5+((4+2.11)×01.)×m2ax[.0-06.62,/(0.80-.6-0)6/2./2×]1,70.+(013-..0)×10.64]=7/.0k4/mN1、弯验抗算M、max=amx0[.0711lq2,10.q5l12]=2mx[0a.107×8.880.8×,025×8..880×.32=].061N·mσ=kmaMx/=W.60110×6/5333=0114N/.m2≤m[]=f5.14N/mm24满足要求!2、剪抗算验、Vmax=max0.[07q611,q1l2l=]am[0.x6708.×88×.08,.88×80.]3=4.312Nkmaτ=3Vmaxx(/bh02)=×4.3312×0100/2×5(×800=)1.62/Nmm≤2[τ]=1.78/Nmm2足要求!3满、度挠验算ν、=1.6032ql214(/010IE)0=.62×37.04×800/4(100×93052×331030=0.)91m≤m[]ν=/l40=080/040=20mmν=2ql242(8EI)/7=04×.300/(489×5032×331300)0=.36m≤[ν]=lm/0403=0/4000=.07mm5满要足!求、4支座反力计算、梁头处(梁底即支撑梁小悬段根挑部)载承能极限力态R状ma=maxx[.141q31l,0139.3ql11q1l2+]m=x[a114.×8.388×0.8,0.39×388.×808.+.8880.3×]=812.Nk理可得,梁同底撑小梁支所受最大座反力依支次R1=为R5=4k,NR=R4=28.21kN,R=6.36kN正3常使用限极态R状max'=max[114.q231l,.039q2l13q2l+2]max[=1.43×170.40×8.,0.93×3.0470.8+7.×400×.3]6=44.kN同可理,得底支撑小梁所梁受最支大反座依力为次R'1=R5'=.413kNR,2'=R4'=644.Nk,R3='.23kN5六、主梁算验主梁类型可调托座主内梁数根主抗弯梁度强设值[f]计N/m(m)2钢管1205主梁材规料格m()m梁主弹模量性(E/mNm)主抗梁剪强设度值[计](τ/mN)m224Ф8×35.200601250主梁截惯面矩性Icm()41.129主截面梁抵矩W抗c()35.0m8梁自重忽略主计不计算,简如下图:1抗弯验、算、主梁矩图(kN弯m)σ=Mm·xa/W=.5430×160/058=1006.9/mm2≤[f]N205N/=m2满足m要求!2抗、剪算验、梁剪主力(图k)NmaV=1x.145kN3τmax=2mVx/A=a×2114.3×50100/84946.=7N7/mm≤[2τ=]25N1mm2/满足要求!3、度验算挠、梁变主形图(m)mνmax0.19m=≤[ν]m=l4/0=0400/400=1mm足要满!求4、扣抗滑计算件、R=ma[Rx1,4R=].20k7≤N8N单k件在扣扭矩到4达06~N5·且m质量无陷的缺情况,单下扣能件足要满求!理可同,知左立柱扣件受力R=侧0.7kN28≤kN扣单件扭在达矩40~到56Nm且无·量质陷的情缺下况,单扣件能满要足!求七、立验算钢柱类型回转管径i半(m)m压强抗设度值f计N(/mm)2Ф483×159205.柱截面立积A面mm)立(截柱面抵
抗矩(Wmc)32244.449λ=h/=1800i15./9=11.23≤1λ]=[105长细比足满求要!查得表,=0.φ45、风1荷计算载、Mw0=.92×.4×1ω×kalh×/10=02.29×.410.22××08×1..2/810=.00kN6m·2、定稳计算性、据《根筑施工建板模安技术规全范》公5.式2.5-4,荷载设计值11q有所不同:)面1验板q算1=09×[1.2×(.01+(.2+4.5)11.×6)0+9×1..42××]1=6444.k/m2N)小梁验算q1=ma{x2.6+(70.30-.)1×06.4+0.9/[1×.2(×.05+(4+2.11×).102)0+9×1..×4]1×mx[0.6-a.0/62(,.8-00.6-0.)62]//4×17.9,+(0.9-031)×..0/4}6=8.2k0/mN同四~上计算六程,可得过R:=01.3kN,R22=1.492k,R3=14N2.9NkR,=0.243kN柱立最受力大N=max[R1+wN1,边2R,R,R4+3边2N+]wMl/b=ma[0.x3+0.29[×.12×0.(57(24+1.1)×0.+2)+1.901×4.1]×(×.0+0.9-0.6/26)2×/.9,01.24914,.9,2.023+.0×91.2×(0.[7+(54+211.)0×.12+0.)×914×.1]×(0.+9.0-0.680-.6/)/22×.9]0+.060/1.=2143.5Nkf=/(NAφ)Mw/+W1=434635.(/0.5×442)4+.006106/×494=70.66Nm/2m[≤f=]20N5/mm2满足要!求八可调、座验算托调托可座载承力容许[N值](kN30)"由主梁算验"一节算可计知调托座最大受力可=maN[x2R,R]=1357.kN1[≤N]=3kN0足满求!要