最全某某工程施工結(jié)構(gòu)梁拆除方案正式版

五、主要施工方法及措施 6 七、各項(xiàng)保證措施 9 一、工程概況3.15m。根據(jù)建立單位的要求，撤除B區(qū)地下室首層〔地下室頂板〕相應(yīng)部位〔撤除部位詳見(jiàn)二、編制依據(jù).z.-平安員預(yù)算勞資員本錢(qián)員測(cè)量組平安員預(yù)算勞資員本錢(qián)員測(cè)量組質(zhì)檢員試驗(yàn)組內(nèi)業(yè)組材料組機(jī)械隊(duì)安裝隊(duì)裝飾隊(duì)土建隊(duì)工程施工組織構(gòu)造網(wǎng)絡(luò)圖.z.絕一切重大平安質(zhì)量事故；杜絕機(jī)械設(shè)備事故，杜，我們將采取施工全封施工，在確保工程質(zhì)量，最大限度減少對(duì)環(huán)境的施工準(zhǔn)備用途造破碎的混凝土建筑垃圾建筑垃圾明施工臺(tái)把1.2作業(yè)條件準(zhǔn)備.z.-5、現(xiàn)場(chǎng)準(zhǔn)備危險(xiǎn)區(qū)域，施工前應(yīng)發(fā)出告示，通報(bào)施工考前五、主要施工方法及措施1)支承架體:梁截面400mm*800mm及以上按梁跨度方向立柱間距450mm,梁兩側(cè)立柱間mm桿?？蓷U、水平拉桿、剪刀撐應(yīng)采用?48.3×3.0mm鋼管，用扣件與鋼管立.z.-mm?？伞１竟こ趟胁课涣⒅娱L(zhǎng)全部采用對(duì)接扣件連接，嚴(yán)禁搭接，接頭位置要梁交接9、梁撤除時(shí)將梁分段剔鑿，梁按照1.5m每段剔鑿，剔鑿寬度不得小于150mm，將需要才可逐段切斷鋼筋，每切割一段后及時(shí)使用塔吊吊離施工作業(yè).z.-梁、板〕按梁、板相應(yīng)跨度方向不少于2/3搭無(wú)誤后才能進(jìn)展，根據(jù)施工現(xiàn)場(chǎng)實(shí)際了確保其他樓棟的施工正常進(jìn)展，故在撤除時(shí)安排專人值班，以消除撤除施工平安，則需輕輕敲打，避過(guò)鋼筋剔除周圍混凝土，盡量防止損壞鋼得損壞周邊鋼筋。撤除的樓板與保存的樓板混凝土別離后，才空缺，應(yīng)設(shè)置臨時(shí)圍護(hù)欄，圍護(hù)欄設(shè)置應(yīng)醒清理和成品保護(hù)容。由工長(zhǎng)主持上.z.-照ISO9001質(zhì)量保證體系的要求，落實(shí)施工過(guò)程控制的責(zé)任，適應(yīng)程序的具體工程經(jīng)理為質(zhì)量保證第一人，工程總工把關(guān)，工程師、技術(shù)員、各工種工長(zhǎng)親據(jù)施工方案、工藝標(biāo)準(zhǔn)、質(zhì)量方案，明確質(zhì)量管理重點(diǎn)和管理措施，對(duì)各分包七、各項(xiàng)保證措施制度。滅火器材和其它相應(yīng)的防護(hù)楚作業(yè)圍平安狀態(tài)，提鋼筋處于絕緣狀態(tài)。所有電器.z.-作。杜絕高空墜落等均按平安操作業(yè)；立體穿插作業(yè)作好防護(hù)措施，必要品火器等防火滅火器材，動(dòng)火前及八、雨季施工.z.-。九、成品保護(hù)措施工完成的主體構(gòu)造使用木模板進(jìn)展格擋，防止剔鑿下來(lái)的砼。7-.z.GkkN/m3)Gk(kN/m3)GkkN/m3)QkQk(kN/m2)2時(shí)Q1k(kN/m2)22500.z.- m00mm4q＝γ×ma*[1.2(G+(G+G)×h)+1.4Q，1.35(G+(G+G)×h)+1.4ψQ]×b=0.9101k2k3k2k1k2k3kc2kq＝0.9×1.35×[G+(G+G)×h]×b＝0.9×1.35×[0.1+(60+3.75)×1]×1＝1靜1k2k3kq＝0.9×1.4×0.7×Q×b＝0.9×1.4×0.7×2×1＝1.764kN/m1活2kq＝[G+(G+G)×h]×b＝[0.1+(60+3.75)×1]×1＝63.85kN/m21k2k3kM＝0.107qL2+0.121qL2＝0.107×77.578×0.1752+0.121×1.764×0.1752＝ma*1靜1活σ＝M/W＝0.261×106/54000＝4.829N/mm2≤[f]＝15N/mm2ma*ν＝0.632qL4/(100EI)=0.632×63.85×1754/(100×10000×486000)＝0.078mm≤[ν]＝l/250ma*2R=R=0.393ql+0.446ql=0.393×77.578×0.175+0.446×1.764×0.175＝5.473kN151靜1活.z.-R=R=1.143ql+1.223ql=1.143×77.578×0.175+1.223×1.764×0.175＝15.895kN241靜1活R=0.928ql+1.142ql=0.928×77.578×0.175+1.142×1.764×0.175＝12.951kN31靜1活R'=R'=0.393ql=0.393×63.85×0.175＝4.391kN152R'=R'=1.143ql=1.143×63.85×0.175＝12.772kN242R'=0.928ql=0.928×63.85×0.175＝10.369kN320小梁截面慣性矩I(cm4)三等跨連續(xù)梁q＝ma*{5.473+0.9×1.35×[(0.3-0.1)×0.7/4+0.5×(1-0.16)]+0.9×ma*[1.2×1mq＝ma*{4.391+(0.3-0.1)×0.7/4+0.5×(1-0.16)+(0.5+(60+2.75)×0.16)×ma*[0.6-0.7/2，2M＝ma*[0.1ql2，0.5ql2]＝ma*[0.1×15.938×0.452，0.5×15.938×0.12]＝0.323kN·mma*1112σ＝M/W＝0.323×106/4490＝71.879N/mm2≤[f]＝205N/mm2ma*V＝ma*[0.6ql，ql]＝ma*[0.6×15.938×0.45，15.938×0.1]＝4.303kNma*1112τ＝2V/A=2×4.303×1000/424＝20.298N/mm2≤[τ]＝125N/mm2ma*ma*ν＝0.677ql4/(100EI)＝0.677×12.807×4504/(100×206000×107800)＝0.16mm≤[ν]＝l/2501211.z.-ν＝ql4/(8EI)＝12.807×1004/(8×206000×107800)＝0.007mm≤[ν]＝2l/250＝2×100/2502222R＝ma*[1.1ql，0.4ql+ql]＝ma*[1.1×15.938×0.45，0.4×15.938×0.45+15.938×0.1]ma*111112同理可得，梁底支撐小梁所受最大支座反力依次為R＝R＝3.884kN，R＝R＝15247.889kN，R＝6.432kN3R'＝ma*[1.1ql，0.4ql+ql]＝ma*[1.1×12.807×0.45，0.4×12.807×0.45+12.807×0.1]ma*212122同理可得，梁底支撐小梁所受最大支座反力依次為R'＝R'＝3.349kN，R'＝R'＝15246.339kN，R'＝5.154kN3Ф48×320主梁截面慣性矩I(cm4)主梁截面抵抗矩W(cm3)計(jì)算σ＝M/W＝0.211×106/4490＝47.06N/mm2≤[f]=205N/mm2ma*.z.-V＝5.556kNma*τ＝2V/A=2×5.556×1000/424＝26.208N/mm2≤[τ]＝125N/mm2ma*ma*ν＝0.07mm≤[ν]＝l/250＝400/250＝1.6mmma*支座反力依次為R=0.402kN，R=14.594kN，R=14.584kN，R=0.4kN12342兩側(cè)立柱最大受力R＝ma*[R,R]＝ma*[0.402,0.4]＝0.402kN≤0.85×8=6.8kN4可調(diào)托座最大受力N＝ma*[R，R]＝14.594kN≤[N]＝30kN23mmФ48×3立柱截面面積A(mm2).z.-mm架自重標(biāo)準(zhǔn)值q(kN/m)0.15頂部立桿段：l=kμ(h+2a)=1×1.386×(600+2×200)=1386mm011d022λ=l/i=2632.5/15.9=165.566≤[λ]=2100M＝γ×1.4×ψ×ω×l×h2/10＝1.4×0.9×0.182×0.45×1.52/10＝0.023kN·mw0cka根據(jù)"建筑施工扣件式鋼管腳手架平安技術(shù)規(guī)"JGJ130-2011，荷載設(shè)計(jì)值q有所不同：1q＝[1.2×(0.1+(60+3.75)×1)+1.4×0.9×2]×1＝79.14kN/m1q＝ma*{5.466+1.2×[(0.3-0.1)×0.7/4+0.5×(1-0.16)]+[1.2×(0.5+(60+2.75)×0.16)+1.41mR＝0.401kN，R＝14.574kN，R＝14.563kN，R＝0.4kN1234頂部立桿段：l=kμ(h+2a)=1.155×1.386×(600+2×200)=1600.83mm011dλ＝l/i＝1600.83/15.9＝100.681，查表得，φ＝0.5881011立柱最大受力N＝ma*[R+N，R，R，R+N]+M/l＝ma*[0.401+[1.2×w1邊1234邊2wb+1.4×0.9×2.5]×(1.2+1.2-0.6-0.7/2)/2×0.9]+0./1.2＝14.593kNf＝N/(φA)+M/W＝14593.286/(0.588×424)+0.×106/4490＝63.705N/mm2≤[f]＝wNmm2m022.z.hηηhηη-λ＝l/i＝3040.537/15.9＝191.229，查表得，φ＝0.1972022立柱最大受力N＝ma*[R+N，R，R，R+N]+1.2×0.15×(7-1)+M/l＝w1邊1234邊2wbNf＝N/(φA)+M/W＝15673.286/(0.197×424)+0.×106/4490＝192.812N/mm2≤[f]＝wNmm2F=N=15.673kN1計(jì)規(guī)"GB50100-2010第6.5.1條規(guī)定，見(jiàn)下表F1ftσpc,mum012中反力設(shè)計(jì)值1.0-3.5N/㎜2圍h0/2均值作用面積形狀的影響系數(shù)s=0.5+as×h/4U20m.z.-用面積為矩形時(shí)的長(zhǎng)邊與短邊尺寸比βs擬，βs不宜大于4：當(dāng)βs<2時(shí)取βs=2，當(dāng)面積為圓形時(shí)，取βs=2sas在本工程計(jì)算中為了平安和簡(jiǎn)化計(jì)算起見(jiàn)，不考慮上式中σpc,m之值，將說(shuō)明可得：β=1，f=1.57N/mm2，η=1，h=h-20=100mm，ht0u=2[(a+h)+(b+h)]=1200mmm00F=(0.7βf+0.25σ)ηuh=(0.7×1×1.57+0.25×0)×1×1200×100/1000=131.88kN≥htpc，mm0F=15.673kN1計(jì)規(guī)"GB50100-2010第6.6.1條規(guī)定，見(jiàn)下表部荷載或局部壓力設(shè)計(jì)值1.4-1取值受壓的計(jì)算底面積，按本規(guī)第6.6.2條確定βl=(Ab/Al)1/2F1fcAlnAlAbcclbllblF=1.35ββfA=1.35×1×3×16.7×40000/1000=2705.4kN≥F=15.673kNclcln1.z.-L)L)7Gk(kN/m3)GkkN/m3)QkQk(kN/m2)2時(shí)Q1k(kN/m2).z.-梁兩側(cè)有板，梁板立柱共用(A)lamm900lbmm1200hmm1500混凝土梁居梁兩側(cè)立柱中的位置居中mm600梁底增加立柱根數(shù)2加立柱布置方式按梁兩側(cè)立柱間距均分mm400,800梁底支撐小梁根數(shù)5每縱距附加梁底支撐主梁根數(shù)0mm200構(gòu)造外表的要求構(gòu)造外表隱蔽 面板厚度(mm)mm00mm4q＝γ×ma*[1.2(G+(G+G)×h)+1.4Q，1.35(G+(G+G)×h)+1.4ψQ]×b=0.9101k2k3k2k1k2k3kc2kq＝0.9×1.35×[G+(G+G)×h]×b＝0.9×1.35×[0.1+(60+3.75)×0.8]×1＝1靜1k2k3k.z.-q＝0.9×1.4×0.7×Q×b＝0.9×1.4×0.7×2×1＝1.764kN/m1活2kq＝[G+(G+G)×h]×b＝[0.1+(60+3.75)×0.8]×1＝51.1kN/m21k2k3kM＝0.107qL2+0.121qL2＝0.107×62.×0.0752+0.121×1.764×0.0752＝0.039kN·mma*1靜1活σ＝M/W＝0.039×106/54000＝0.714N/mm2≤[f]＝15N/mm2ma*ν＝0.632qL4/(100EI)=0.632×51.1×754/(100×10000×486000)＝0.002mm≤[ν]＝l/250＝ma*2.3mmR=R=0.393ql+0.446ql=0.393×62.×0.+0.446×1.764×0.＝1.889kN151靜1活R=R=1.143ql+1.223ql=1.143×62.×0.+1.223×1.764×0.＝5.484kN241靜1活R=0.928ql+1.142ql=0.928×62.×0.+1.142×1.764×0.＝4.472kN31靜1活152242320小梁截面慣性矩I(cm4)三等跨連續(xù)梁q＝ma*{1.889+0.9×1.35×[(0.3-0.1)×0.3/4+0.5×(0.8-0.16)]+0.9×ma*[1.2×1.z.-q＝ma*{1.506+(0.3-0.1)×0.3/4+0.5×(0.8-0.16)+(0.5+(60+2.75)×0.16)×ma*[0.6-0.3/2，2M＝ma*[0.1ql2，0.5ql2]＝ma*[0.1×5.574×0.92，0.5×5.574×0.22]＝0.452kN·mma*1112σ＝M/W＝0.452×106/4490＝100.561N/mm2≤[f]＝205N/mm2ma*V＝ma*[0.6ql，ql]＝ma*[0.6×5.574×0.9，5.574×0.2]＝3.01kNma*1112τ＝2V/A=2×3.01×1000/424＝14.199N/mm2≤[τ]＝125N/mm2ma*ma*ν＝0.677ql4/(100EI)＝0.677×4.396×9004/(100×206000×107800)＝0.879mm≤[ν]＝l/2501211ν＝ql4/(8EI)＝4.396×2004/(8×206000×107800)＝0.04mm≤[ν]＝2l/250＝2×200/250＝2222R＝ma*[1.1ql，0.4ql+ql]＝ma*[1.1×5.574×0.9，0.4×5.574×0.9+5.574×0.2]＝ma*111112同理可得，梁底支撐小梁所受最大支座反力依次為R＝R＝5.447kN，R＝R＝152419kN，R＝4.446kN3R'＝ma*[1.1ql，0.4ql+ql]＝ma*[1.1×4.396×0.9，0.4×4.396×0.9+4.396×0.2]＝ma*212122N.z.-同理可得，梁底支撐小梁所受最大支座反力依次為R'＝R'＝4.355kN，R'＝R'＝15244.352kN，R'＝3.539kN3Ф48×320主梁截面慣性矩I(cm4)主梁截面抵抗矩W(cm3)計(jì)算σ＝M/W＝0.423×106/4490＝94.191N/mm2≤[f]=205N/mm2ma*V＝6.598kNma*τ＝2V/A=2×6.598×1000/424＝31.12N/mm2≤[τ]＝125N/mm2ma*ma*ν＝0.215mm≤[ν]＝l/250＝400/250＝1.6mmma*支座反力依次為R=1.403kN，R=14.598kN，R=14.585kN，R=1.402kN1234.z.-2兩側(cè)立柱最大受力R＝ma*[R,R]＝ma*[1.403,1.402]＝1.403kN≤0.85×8=6.8kN14可調(diào)托座最大受力N＝ma*[R，R]＝14.598kN≤[N]＝30kN23mmФ48×3mm支架自重標(biāo)準(zhǔn)值q(kN/m)頂部立桿段：l=kμ(h+2a)=1×1.386×(600+2×200)=1386mm011d022λ=l/i=2632.5/15.9=165.566≤[λ]=2100M＝γ×1.4×ψ×ω×l×h2/10＝1.4×0.9×0.182×0.9×1.52/10＝0.046kN·mw0cka根據(jù)"建筑施工扣件式鋼管腳手架平安技術(shù)規(guī)"JGJ130-2011，荷載設(shè)計(jì)值q有所不同：1q＝[1.2×(0.1+(60+3.75)×0.8)+1.4×0.9×2]×1＝63.84kN/m1.z.-q＝ma*{1.892+1.2×[(0.3-0.1)×0.3/4+0.5×(0.8-0.16)]+[1.2×(0.5+(60+2.75)×0.16)+1.41R＝1.439kN，R＝14.913kN，R＝14.9kN，R＝1.438kN1234頂部立桿段：l=kμ(h+2a)=1.155×1.386×(600+2×200)=1600.83mm011dλ＝l/i＝1600.83/15.9＝100.681，查表得，φ＝0.5881011立柱最大受力N＝ma*[R+N，R，R，R+N]+M/l＝ma*[1.439+[1.2×w1邊1234邊2wb.4×0.9×2.5]×(1.2+1.2-0.6-0.3/2)/2×0.9]+0./1.2＝14.952kNf＝N/(φA)+M/W＝14951.547/(0.588×424)+0.×106/4490＝70.314N/mm2≤[f]＝wNmm2m022λ＝l/i＝3040.537/15.9＝191.229，查表得，φ＝0.1972022立柱最大受力N＝ma*[R+N，R，R，R+N]+1.2×0.15×(7-0.8)+M/l＝w1邊1234邊2wbmaf＝N/(φA)+M/W＝16067.547/(0.197×424)+0.×106/4490＝202.704N/mm2≤[f]＝wNmm2F=N=16.068kN1計(jì)規(guī)"GB50100-2010第6.5.1條規(guī)定，見(jiàn)下表.z.hηηhηη-ftftσσpc,m1.0-3.5N/㎜2pc,mh0/2um處板垂直截面的最不利周長(zhǎng)。012012作用面積形狀的影響系數(shù)sβs=0.5+as×h/4U20m擬，βs不宜大于4：當(dāng)β=0.5+as×h/4U20m在本工程計(jì)算中為了平安和簡(jiǎn)化計(jì)算起見(jiàn)，不考慮上式中σpc,m之值，將說(shuō)明可得：β=1，f=1.57N/mm2，η=1，h=h-20=100mm，ht0u=2[(a+h)+(b+h)]=1200mmm00F=(0.7βf+0.25σ)ηuh=(0.7×1×1.57+0.25×0)×1×1200×100/1000=131.88kN≥htpc，mm0F=16.068kN1計(jì)規(guī)"GB50100-2010第6.6.1條規(guī)定，見(jiàn)下表-.z.部荷載或局部壓力設(shè)計(jì)值1.4-1取值受壓的計(jì)算底面積，按本規(guī)第6.6.2條確定βl=(Ab/Al)1/2F1fcAlnAlAbccβ=(A/A)1/2=[(a+2b)×(b+2b)/(ab)]1/2=[(600)×(600)/(200×200)]1/2=3，A=ab=40000mm2lbllnF=1.35ββfA=1.35×1×3×16.7×40000/1000=2705.4kN≥F=16.068kNclcln166-.z.Gk(kN/m3)GkkN/m3)QkQk(kN/m2)2時(shí)Q1k(kN/m2)25.z.-0 m00mm4q＝γ×ma*[1.2(G+(G+G)×h)+1.4Q，1.35(G+(G+G)×h)+1.4ψQ]×b=0.9101k2k3k2k1k2k3kc2kq＝0.9×1.35×[G+(G+G)×h]×b＝0.9×1.35×[0.1+(60+3.75)×0.8]×1＝1靜1k2k3kq＝0.9×1.4×0.7×Q×b＝0.9×1.4×0.7×2×1＝1.764kN/m1活2kq＝[G+(G+G)×h]×b＝[0.1+(60+3.75)×0.8]×1＝51.1kN/m21k2k3kM＝0.107qL2+0.121qL2＝0.107×62.×0.1252+0.121×1.764×0.1252＝0.107kN·mma*1靜1活σ＝M/W＝0.107×106/54000＝1.984N/mm2≤[f]＝15N/mm2ma*ν＝0.632qL4/(100EI)=0.632×51.1×1254/(100×10000×486000)＝0.016mm≤[ν]＝l/250＝ma*2.z.-R=R=0.393ql+0.446ql=0.393×62.×0.125+0.446×1.764×0.125＝3.148kN151靜1活R=R=1.143ql+1.223ql=1.143×62.×0.125+1.223×1.764×0.125＝9.14kN241靜1活R=0.928ql+1.142ql=0.928×62.×0.125+1.142×1.764×0.125＝7.454kN31靜1活152N242kN320小梁截面慣性矩I(cm4)三等跨連續(xù)梁q＝ma*{3.148+0.9×1.35×[(0.3-0.1)×0.5/4+0.5×(0.8-0.12)]+0.9×ma*[1.2×1mq＝ma*{2.51+(0.3-0.1)×0.5/4+0.5×(0.8-0.12)+(0.5+(60+2.75)×0.12)×ma*[0.6-0.5/2，2M＝ma*[0.1ql2，0.5ql2]＝ma*[0.1×9.171×0.452，0.5×9.171×0.22]＝0.186kN·mma*1112σ＝M/W＝0.×106/5080＝36.556N/mm2≤[f]＝205N/mm2ma*V＝ma*[0.6ql，ql]＝ma*[0.6×9.171×0.45，9.171×0.2]＝2.476kNma*1112τ＝2V/A=2×2.476×1000/489＝10.127N/mm2≤[τ]＝125N/mm2ma*ma*.z.-ν＝0.677ql4/(100EI)＝0.677×7.326×4504/(100×206000×121900)＝0.081mm≤[ν]＝l/2501211ν＝ql4/(8EI)＝7.326×2004/(8×206000×121900)＝0.058mm≤[ν]＝2l/250＝2×200/250＝2222R＝ma*[1.1ql，0.4ql+ql]＝ma*[1.1×9.171×0.45，0.4×9.171×0.45+9.171×0.2]ma*111112同理可得，梁底支撐小梁所受最大支座反力依次為R＝R＝2.776kN，R＝R＝15244.539kN，R＝3.705kN3R'＝ma*[1.1ql，0.4ql+ql]＝ma*[1.1×7.326×0.45，0.4×7.326×0.45+7.326×0.2]ma*212122同理可得，梁底支撐小梁所受最大支座反力依次為R'＝R'＝2.46kN，R'＝R'＝15243.626kN，R'＝2.949kN3Ф48×320主梁截面慣性矩I(cm4)主梁截面抵抗矩W(cm3)計(jì)算.z.-σ＝M/W＝0.194×106/4490＝43.234N/mm2≤[f]=205N/mm2ma*V＝3.198kNma*τ＝2V/A=2×3.198×1000/424＝15.086N/mm2≤[τ]＝125N/mm2ma*ma*ν＝0.088mm≤[ν]＝l/250＝400/250＝1.6mmma*支座反力依次為R=0.46kN，R=9.632kN，R=9.623kN，R=0.46kN12342兩側(cè)立柱最大受力R＝ma*[R,R]＝ma*[0.46,0.46]＝0.46kN≤0.85×8=6.8kN4可調(diào)托座最大受力N＝ma*[R，R]＝9.632kN≤[N]＝30kN23.z.-mmФ48×3mm支架自重標(biāo)準(zhǔn)值q(kN/m)頂部立桿段：l=kμ(h+2a)=1×1.386×(600+2×200)=1386mm011d022λ=l/i=2632.5/15.9=165.566≤[λ]=2100M＝γ×1.4×ψ×ω×l×h2/10＝1.4×0.9×0.182×0.45×1.52/10＝0.023kN·mw0ckaq＝[1.2×(0.1+(60+3.75)×0.8)+1.4×0.9×2]×1＝63.84kN/m1q＝ma*{3.153+1.2×[(0.3-0.1)×0.5/4+0.5×(0.8-0.12)]+[1.2×(0.5+(60+2.75)×0.12)+1.41RkN，R＝9.642kN，R＝9.633kN，R＝0.46kN1234頂部立桿段：l=kμ(h+2a)=1.155×1.386×(600+2×200)=1600.83mm011dλ