某工程滿堂碗扣架支撐施工方案

TOC\h\z\t"1,1,1.1,2,1.1.1,3"HYPERLINK\l"_Toc197162601"目錄HYPERLINK\l"_Toc197162602"1.編制依據(jù)22HYPERLINK\l"_Toc197162603"2.工程概況22HYPERLINK\l"_Toc197162604"3.支撐架體的的設(shè)計(jì)：2HYPERLINK\l"_Toc197162605"3.1架體的設(shè)設(shè)計(jì)：2HYPERLINK\l"_Toc197162606"3.2剪刀撐的的設(shè)計(jì)：3HYPERLINK\l"_Toc197162607"3.3橫撐的設(shè)設(shè)計(jì)：3HYPERLINK\l"_Toc197162608"3.4梁模板板支架設(shè)計(jì)：：3HYPERLINK\l"_Toc197162609"4.樓板模板高高支撐架的構(gòu)構(gòu)造和施工要要求:4HYPERLINK\l"_Toc197162610"4.1模板支架架的構(gòu)造要求求：4HYPERLINK\l"_Toc197162611"4.2支撐架搭搭設(shè)的要求：：4HYPERLINK\l"_Toc197162612"4.3施工使用用的要求：44HYPERLINK\l"_Toc197162613"5.安全注意事事項(xiàng)5HYPERLINK\l"_Toc197162614"6.樓板模板碗碗扣高支撐架架計(jì)算書(高度約7.55m，厚度14ccm)6HYPERLINK\l"_Toc197162615"6.1模板底底梁（楞）以以上荷載7HYPERLINK\l"_Toc197162616"荷載參數(shù)7HYPERLINK\l"_Toc197162617"荷載組合7HYPERLINK\l"_Toc197162618"6.2腳手架參參數(shù)7HYPERLINK\l"_Toc197162619"6.3依照HH0,N’校核Rd>11.2N7HYPERLINK\l"_Toc197162620"6.4荷載計(jì)計(jì)算7HYPERLINK\l"_Toc197162621"6.4.1校校核N<RRd7HYPERLINK\l"_Toc197162622"6.4.2校校核Ng11k<Ng11k’7HYPERLINK\l"_Toc197162623"6.4.3校校核Nwk//N<0.117HYPERLINK\l"_Toc197162624"7.樓板模板碗碗扣高支撐架架ansyss有限元分析析7HYPERLINK\l"_Toc197162625"附表：Ansyys部分計(jì)算算書111.編制依據(jù)序號(hào)依據(jù)名稱稱編號(hào)備注1混凝土結(jié)構(gòu)工程程施工質(zhì)量驗(yàn)驗(yàn)收規(guī)范GB502044-20022國家標(biāo)準(zhǔn)2建筑施工手冊(cè)3建筑施工扣件式式鋼管腳手架架安全技術(shù)規(guī)規(guī)范JGJ130--20014建筑結(jié)構(gòu)荷載規(guī)規(guī)范GB500099-20011國家標(biāo)準(zhǔn)5本工程《施工組組織設(shè)計(jì)》2007.0996鐵道部專運(yùn)處倉倉庫及辦公用用房工程施工工圖2.工程概況本工程地上一層層12-199/a-f軸層凈高（未未計(jì)梁高）約約7.36m，頂板厚度140mm，框架梁700mmm*400mmm。由于層高>4mm，腳手架按按梁板模板高高支撐架體系系計(jì)算。地上一層12--19/a--f梁板平面布布置圖如圖1所示。圖1地上一層層12-199/a-f梁板平面布布置圖3.支撐架體的的設(shè)計(jì)：3.1架體的設(shè)設(shè)計(jì)：架體搭設(shè)滿堂碗碗扣架支撐系系統(tǒng)，立桿的縱橫間間距中間部分分為900mmm*9000mm，臨近梁處處改為600mmm*900mmm；小橫桿長900mm，600mm；碗扣架每每根規(guī)格1800mmm高，步距按600mm間距隔步設(shè)設(shè)置，（即1200//600，600/11200/6600，600見附圖1）。如果碗碗扣架的高度度不湊模數(shù)，可以采用1200mm或1500mm高的立桿調(diào)節(jié)。滿堂碗扣架支撐撐系統(tǒng)如圖2所示。圖2滿堂碗扣扣架支撐系統(tǒng)統(tǒng)3.2剪刀撐的的設(shè)計(jì)：剪刀撐采用Φ448*3.55鋼管支撐，用用扣件與碗扣扣架立桿連接接，按碗扣架架外側(cè)滿設(shè)“X”形剪刀撐，水水平距離間隔隔按5垮設(shè)置，即即約4.1m，（南北、東東西向均按此此原則）剪刀刀撐成45~60度角設(shè)置，布布置簡圖，見見附圖1。3.3橫撐的設(shè)設(shè)計(jì)：橫撐在墻體模板板拆除以后設(shè)設(shè)置，每3步設(shè)置一道道，橫撐頂部部利用U托加100*1100*500的木方，回回頂在墻體以以達(dá)到穩(wěn)固架架體的效果。具具體見附圖1。3.4梁模板板支架設(shè)計(jì)：：梁底模落在腳手手架的橫桿上上,橫桿間距為900mmm,梁下加頂撐撐間距900mm與頂板支撐撐架連接加固固。梁下受力力橫桿與立柱柱連接必須雙雙扣件連接?？煽蓞⒖紙D2，圖3。木龍骨外側(cè)用448鋼管固定,高度大于700mm的梁加穿墻墻螺栓,兩側(cè)用支頂頂保證梁的垂垂直度及順直直。詳見下圖圖。圖3梁模板支支架詳圖4.樓板模板高高支撐架的構(gòu)構(gòu)造和施工要要求:4.1模板支架架的構(gòu)造要求求：1.梁板模板高高支撐架可以以根據(jù)設(shè)計(jì)荷荷載采用單立立桿；2.立桿之間必必須按步距設(shè)設(shè)雙向水平桿桿，確保兩方方向足夠的設(shè)設(shè)計(jì)剛度；3.梁和樓板荷荷載相差較大大時(shí)，可以采采用不同的立立桿間距，但但只宜在一個(gè)個(gè)方向變距、而而另一個(gè)方向向不變，即在在框架梁下相相應(yīng)加設(shè)一道道支撐，此支支撐要求中間間立桿必須同同步搭設(shè)，同同時(shí)每步必須須與其它桿件件相連，以減減少受力不均均勻。4.梁下受力力橫桿與立柱柱連接必須雙雙扣件連接（即即擱置在立桿桿的縱橫立桿桿上，受力桿桿、縱橫桿均均同立桿扣接接）。5.高支撐架步步距以0.91.5m為宜，不宜宜超過1.5m。6.在任何情況況下，高支撐撐架的頂部和和底部（掃地地桿的設(shè)置層層）必須設(shè)水水平加強(qiáng)層。7.沿支架四周周外立面應(yīng)滿滿足立面滿設(shè)設(shè)剪刀撐；8.按4跨33步距設(shè)置剪剪刀撐，中間間剪刀撐間隔隔跨度不超過過4.5m。且需與立立橫桿連接。9.頂部支撐設(shè)設(shè)置可調(diào)U型頂托,可調(diào)支撐點(diǎn)點(diǎn)的自由段出出管口不得超超過200mm。4.2支撐架搭搭設(shè)的要求：：1.碗扣架架體體嚴(yán)格按照設(shè)設(shè)計(jì)尺寸搭設(shè)設(shè)，2.確保碗扣架架立桿的垂直直偏差小于1/5000L；3.確保每個(gè)扣扣件和鋼管的的質(zhì)量是滿足足要求的，每每個(gè)扣件的擰擰緊力矩都要要控制在45-600N.m，鋼管不能能選用已經(jīng)長長期使用發(fā)生生變形的；4.地基支座的的設(shè)計(jì)要滿足足承載力的要要求。4.3施工使用用的要求：1.精心設(shè)計(jì)混混凝土澆筑方方案，確保模模板支架施工工過程中均衡衡受載，最好好采用由中部部向兩邊擴(kuò)展展的均勻澆筑筑方式；2.嚴(yán)格控制實(shí)實(shí)際施工荷載載不超過設(shè)計(jì)計(jì)荷載，對(duì)出出現(xiàn)的超過最最大荷載要有有相應(yīng)的控制制措施，鋼筋筋等材料不能能在支架上方方堆放；3.澆筑砼時(shí)，不不得布置布料料桿。4.澆筑過程中中，派人檢查查支架和支承承情況，發(fā)現(xiàn)現(xiàn)下沉、松動(dòng)動(dòng)和變形情況況及時(shí)解決。5.施工中必須須加強(qiáng)支撐體體系的檢查：：安裝是否牢牢固，有無松松動(dòng)現(xiàn)象，接接頭是否已經(jīng)經(jīng)套牢敲緊，必必須經(jīng)過專業(yè)業(yè)質(zhì)檢員檢查查合格。6.搭設(shè)時(shí)必須須注意對(duì)材料料的選用，立立桿的上下碗碗扣是否脫焊焊、立桿上限限位銷是否脫脫落或脫焊。如如發(fā)現(xiàn)此類問問題的材料一一律不允許使使用，安裝完完的立桿上限限位銷如果發(fā)發(fā)現(xiàn)脫落，可可在限位銷部部位加扣件代代替。7.立桿下面加加墊50*1000的墊木，如如發(fā)現(xiàn)基礎(chǔ)地地面不平整，必必要時(shí)可在底底部加底托。5.安全注意事事項(xiàng)1、施工人員嚴(yán)嚴(yán)禁在未搭設(shè)設(shè)完的架體上上施工。2、已搭設(shè)完的的架體上不許許堆放過多的的材料，以防防墜落傷人。3、腳手架搭設(shè)設(shè)以3～4人為一小組組為宜，其中中1～2人遞料，另另外兩人共同同配合搭設(shè)，每每人負(fù)責(zé)一端端。4、所有構(gòu)件都都應(yīng)按設(shè)計(jì)及及腳手架有關(guān)關(guān)規(guī)定設(shè)置。5、搭設(shè)高度超超過2m時(shí)，操作人人員必須戴安安全帶，每隔隔3m設(shè)一道雙跳跳板。6、在墻體模板板支設(shè)完畢混混凝土澆筑前前，必須將每每跨的模板空空間用雙層安安全平網(wǎng)掛好好，并在每跨跨間適當(dāng)鋪設(shè)設(shè)跳板。注意意安全平網(wǎng)必必須牽掛牢靠靠，混凝土澆澆筑前，工長長及現(xiàn)場安全全員需對(duì)此道道工序進(jìn)行檢檢查，合格后后方可進(jìn)行混混凝土的澆筑筑。7、頂端作業(yè)層層下應(yīng)該滿鋪鋪水平安全網(wǎng)網(wǎng)，距頂層施施工面1m處，及在距距地1.8m處滿掛水平平安全網(wǎng)，防防止搭設(shè)支架架發(fā)生意外墜墜落事故。8、拆除作業(yè)高高度在2m以上（含2m）時(shí)，必須須按要求系好好安全帶。9、高處作業(yè)時(shí)時(shí)，材料必須須碼放平穩(wěn)、整整齊。手用工工具應(yīng)放入工工具袋內(nèi)，不不得亂扔亂放放，扳手應(yīng)用用小繩系在身身上，使用的的鐵釘不得含含在嘴中。10、拆除前應(yīng)應(yīng)進(jìn)行檢查、加加固松動(dòng)部位位，清除跳板板上的雜物，清清理時(shí)不得隨隨意拋擲。11、必須按拆拆除方案和專專項(xiàng)技術(shù)交底底要求作業(yè)，統(tǒng)統(tǒng)一指揮，分分工明確。必必須按程序作作業(yè)，確保未未拆部分處于于穩(wěn)定、牢固固狀態(tài)。應(yīng)按按照先支后拆拆、后支先拆拆的循序，先先拆非承重模模板及支撐。12、嚴(yán)禁使用用大面積拉、推推的方法拆模模。拆模板時(shí)時(shí)，必須按專專項(xiàng)技術(shù)交底底要求先拆除除卸荷裝置。必必須按規(guī)定程程序拆除撐桿桿、模板和支支架。嚴(yán)禁在在模板下方用用撬棍撞、撬撬模板。13、拆除作業(yè)業(yè)時(shí)，必須設(shè)設(shè)警戒區(qū)，嚴(yán)嚴(yán)禁下方有人人進(jìn)入，拆模模板作業(yè)人員員必須站在平平穩(wěn)可靠的地地方，保持自自身平衡，不不得猛撬，以以防失穩(wěn)墜落落。6.樓板模板碗碗扣高支撐架架計(jì)算書(高度約7.5m，厚度14cm))由于支撐架設(shè)計(jì)計(jì)時(shí)只考慮軸軸心受力,不考慮偏心心荷載,碗口架支撐撐計(jì)算可以采采用鋼管腳手手架計(jì)算模型型及軟件。高支撐架的計(jì)算算參照《建筑筑施工扣件式式鋼管腳手架架安全技術(shù)規(guī)規(guī)范》（JGJ1330-20001）。支撐高度在4米米以上的模板板支架被稱為為扣件式鋼管管高支撐架，對(duì)對(duì)于高支撐架架的計(jì)算規(guī)范范存在重要疏疏漏，使計(jì)算算極容易出現(xiàn)現(xiàn)不能完全確確保安全的計(jì)計(jì)算結(jié)果。本本計(jì)算書還參參照《施工技技術(shù)》2002..3.《扣件式鋼鋼管模板高支支撐架設(shè)計(jì)和和使用安全》，供供腳手架設(shè)計(jì)計(jì)人員參考。模板支架搭設(shè)高高度為7.5米，搭設(shè)尺尺寸為：立桿桿的縱距b=0.990米，立桿的的橫距l(xiāng)=0.990米，立桿的的步距h=1.220米。梁頂托采用1000×1000mm方木。采用的鋼管類型型為48×3..5。6.1模板底底梁（楞）以以上荷載荷載參數(shù)板處每平方米立立桿承受的結(jié)結(jié)構(gòu)自重標(biāo)準(zhǔn)準(zhǔn)值(kN/m2):3.36；梁處每平方米立立桿承受的結(jié)結(jié)構(gòu)自重標(biāo)準(zhǔn)準(zhǔn)值(kN/m2):8.7336；腳手架用途：結(jié)結(jié)構(gòu)施工荷載：1kkN/m2荷載組合板處：NN1=4kkN/m2梁處：NN2=10kN/m226.2腳手架參參數(shù)滿堂紅腳手架搭搭設(shè)高度為77.5m，立桿采用用單立管；板處搭設(shè)尺寸為為：立桿的縱縱距為0.99m，立桿的橫橫距為0.99m，步距為1..2m；梁處搭設(shè)尺寸為為：立桿的縱縱距為0.6m，立桿的橫橫距為0.45m，步距為1.2m；內(nèi)排架距離墻長長度為0.330m；采用的鋼管類型型為Φ48×3..5；6.3依照HH0,N’校核Rd>1..2N查普通鋼管支架架立桿的穩(wěn)定定承載能力，H0=1..2m，非幾何不不可變干系結(jié)結(jié)構(gòu)支架的穩(wěn)穩(wěn)定承載能力力Rd=366.3kNN/m2Rd>1.2NN6.4荷載計(jì)計(jì)算校核N<RRd對(duì)于梁N=1..2*10<<Rd=366.3對(duì)于板N=1..2*4<RRd=36..3軸向立桿承載力力符合要求校核Ng11k<Ng11k’Ng1k=0..1842<<Ng1k’’=0.0338*n*HH0=0.8855單桿穩(wěn)定符合要要求校核Nwk//N<0.11Nwk=Amwwk/w為抗風(fēng)側(cè)力力，Nwk=00抗側(cè)力符合要求求7.樓板模板碗碗扣高支撐架架ansys有限元分析析依照設(shè)計(jì)內(nèi)容，對(duì)對(duì)碗扣腳手架架架桿采用beam1188模擬；對(duì)樓樓板單元采用用shelll62模擬。荷載取值參照設(shè)設(shè)計(jì)書。單元整體建模如如下圖（圖6）所示：圖6單元整體體建模結(jié)構(gòu)變形圖如圖圖7所示：依圖可見，當(dāng)梁梁、板產(chǎn)生自自重作用下變變形后，腳手手架體系依然然穩(wěn)定（產(chǎn)生生較小變形），變變形值參照附附表。圖7腳手架變變形圖結(jié)構(gòu)節(jié)點(diǎn)應(yīng)力圖圖如圖8所示。圖8腳手架節(jié)節(jié)點(diǎn)應(yīng)力分布布圖圖9腳手架荷荷載分布圖依圖可見，腳手手架充分發(fā)揮揮拉壓桿的作作用，結(jié)構(gòu)穩(wěn)穩(wěn)定可靠。圖10為單元桿桿件元素內(nèi)力力分析。圖10元素內(nèi)內(nèi)力分布圖圖10說明桿件件有足夠的安安全度承受梁梁板荷載。綜上，本碗扣腳腳手架設(shè)計(jì)方方案合理，可可以實(shí)施。附表：Ansyys部分計(jì)算書書PRINTSNODALLSOLUUTIONPERNNODE******POSTT1NODDALSTTRESSLISTIING******PowerrGraphhicsIIsCurrrentllyEnaabledLOADSTEP==1SUUBSTEPP=1TIMEE=1.00000LOAADCASSE=0SHELLLNODAALRESSULTSAREAATTOPP/BOTTTOMFOORMATTERIALL1THEFFOLLOWWINGXX,Y,ZVALUEESAREEINGGLOBALLCOORRDINATTESNODDESXSYSSZSXYSYYZSXZ1-108804.-0..149488E-26-108004.-0.112206EE-10-00.122006E-100-0.188854E++061110804..-40000.0100804.00.124551E-1000.122451E--100..188544E+062-773612..--0.122246E-226-0.335317EE+06-00.144115E-1110.577754E--11669656..2773612..-20000.00.335317EE+0600.156440E-111-0.566530E--11-669656..3880261..0.249996E-2270.223537EE+06-00.270775E-1110.677897E--11-0..124488E+063-802261.-44000.00--0.235537E+0060.229524EE-11-00.654448E-1110.122448E++064711150.0..112033E-260.301199E+0060.220808EE-1100.162115E-100-371166.4-711150.-44000.00--0.301199E+006-0.118359EE-11-00.159770E-100371166.5656633.0..162177E-260.267792E+0060.770496EE-1100.194336E-100494499.5-656633.-44000.00--0.267792E+006-0.668047EE-11-00.191991E-100-494499.6449988.0..155199E-260.121112E+0060.110341EE-1000.150003E-1000.122391E++066-449988.-44000.00--0.121112E+006-0.110097EE-10-00.147558E-100-0.122391E++067-0.355527E++06-0..213055E-26--0.355527E+006-0.113668EE-10-00.459332E-111-954409.70.355527E++06-11333.330.355527E+0060.113750EE-1000.467449E-111954409.80.177798E++060..500755E-27-707668.0.111705EE-1000.415887E-111371137.8-0.177798E++06-22000.00707668.-0.111582EE-10-00.403662E-111-371137.90.211446E++060..691522E-27-304992.0.113146EE-1000.243776E-111134475.9-0.211446E++06-22000.00304992.-0.113024EE-10-00.231552E-111-134475.1100..190800E+060.547756E-227-377077.00.114448E-1000.100575E--11-110318..110-0..190800E+06-20000.0377077.-00.113225E-100-0.933506E--12110318..1110..102155E+06--0.180067E-227-0.110730EE+0600.493667E-111-0.833574E--12-445197..111-0..102155E+06-20000.00.110730EE+06-00.481443E-1110.955820E--12445197..112-0..353177E+06--0.442291E-227-733612.-00.579220E-111-0.844188E--12669656..1120..353177E+06-20000.0733612.00.591445E-1110.966434E--12-669656..113-0..107300E+06--0.916681E-2290.110215EE+06-00.508665E-1110.422119E--11-445197..1130..107300E+06-20000.0-0.110215EE+0600.520889E-111-0.400894E--11445197..114-337077..0.644448E-2270.119080EE+06-00.922224E-1220.111249E--10-110318..114337077..-20000.0-0.119080EE+0600.104447E-111-0.111127E--10110318..115-330492..0.847768E-2270.221446EE+0600.697885E-1220.133551E--10113475..115330492..-20000.0-0.221446EE+06-00.575338E-122-0.133429E--10-113475..116-770768..0.780095E-2270.117798EE+0600.104997E-1110.122438E--10337137..116770768..-20000.0-0.117798EE+06-00.927227E-122-0.122316E--10-337137..1170..121122E+060.155519E-226444988.00.150003E-1000.100341E--100..123911E+06117-0..121122E+06-40000.0-444988.-00.147558E-100-0.100097E--10-0..123911E+061180..267922E+060.162217E-226655633.00.194336E-1000.700496E--11449499..******POSTT1NODDALSTTRESSLISTIING******PowerGrraphiccsIsCurreentlyEnablledLOADSTEP==1SUUBSTEPP=1TIMEE=1.00000LOAADCASSE=0SHELLLNODAALRESSULTSAREAATTOPP/BOTTTOMFOORMATTERIALL1THEFFOLLOWWINGXX,Y,ZVALUEESAREEINGGLOBALLCOORRDINATTESNODDESXSYSSZSXYSYYZSXZ18-0.226792EE+06--4000..0-656633.-0..191911E-10--0.680047E-111-499499.11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