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)2HYPERLINK\l"_Toc197162603"2.工程概況2HYPERLINK\l"_Toc197162604"3.支撐架體的設(shè)計(jì)：2HYPERLINK\l"_Toc197162605"3.1架體的設(shè)計(jì)：2HYPERLINK\l"_Toc197162606"3.2剪刀撐的設(shè)計(jì)：3HYPERLINK\l"_Toc197162607"3.3橫撐的設(shè)計(jì)：3HYPERLINK\l"_Toc197162608"3.4梁模板支架設(shè)計(jì)：3HYPERLINK\l"_Toc197162609"4.樓板模板高支撐架的構(gòu)造和施工要求:4HYPERLINK\l"_Toc197162610"4.1模板支架的構(gòu)造要求：4HYPERLINK\l"_Toc197162611"4.2支撐架搭設(shè)的要求：4HYPERLINK\l"_Toc197162612"4.3施工使用的要求：4HYPERLINK\l"_Toc197162613"5.安全注意事項(xiàng)5HYPERLINK\l"_Toc197162614"6.樓板模板碗扣高支撐架計(jì)算書(高度約7.5m，厚度14cm)6HYPERLINK\l"_Toc197162615"6.1模板底梁（楞）以上荷載7HYPERLINK\l"_Toc197162616"荷載參數(shù)7HYPERLINK\l"_Toc197162617"荷載組合7HYPERLINK\l"_Toc197162618"6.2腳手架參數(shù)7HYPERLINK\l"_Toc197162619"6.3依照H0,N’校核Rd>1.2N7HYPERLINK\l"_Toc197162620"6.4荷載計(jì)算7HYPERLINK\l"_Toc197162621"6.4.1校核N<Rd7HYPERLINK\l"_Toc197162622"6.4.2校核Ng1k<Ng1k’7HYPERLINK\l"_Toc197162623"6.4.3校核Nwk/N<0.17HYPERLINK\l"_Toc197162624"7.樓板模板碗扣高支撐架ansys有限元分析7HYPERLINK\l"_Toc197162625"附表：Ansys部分計(jì)算書111.編制依據(jù)序號(hào)依據(jù)名稱編號(hào)備注1混凝土結(jié)構(gòu)工程施施工質(zhì)量驗(yàn)收收規(guī)范GB50204--2002國(guó)家標(biāo)準(zhǔn)2建筑施工手冊(cè)3建筑施工扣件式鋼鋼管腳手架安安全技術(shù)規(guī)范范JGJ130-220014建筑結(jié)構(gòu)荷載規(guī)范范GB50009--2001國(guó)家標(biāo)準(zhǔn)5本工程《施工組織織設(shè)計(jì)》2007.096鐵道部專運(yùn)處倉(cāng)庫(kù)庫(kù)及辦公用房房工程施工圖圖2.工程概況本工程地上一層12-19/a-f軸層凈高（未計(jì)梁高）約7.36m，頂板厚度140mm，框架梁700mm*400mm。由于層高>4m，腳手架按梁板模板高支撐架體系計(jì)算。地上一層12-19/a-f梁板平面布置圖如圖1所示。圖1地上一層12-19/a-f梁板平面布置圖3.支撐架體的設(shè)計(jì)：3.1架體的設(shè)計(jì)：架體搭設(shè)滿堂碗扣架支撐系統(tǒng)，立桿的縱橫間距中間部分為900mm*900mm，臨近梁處改為600mm*900mm；小橫桿長(zhǎng)900mm，600mm；碗扣架每根規(guī)格1800mm高，步距按600mm間距隔步設(shè)置，（即1200/600，600/1200/600，600見附圖1）。如果碗扣架的高度不湊模數(shù)，可以采用1200mm或1500mm高的立桿調(diào)節(jié)。滿堂碗扣架支撐系統(tǒng)如圖2所示。圖2滿堂碗扣架支撐系統(tǒng)3.2剪刀撐的設(shè)計(jì)：剪刀撐采用Φ48*3.5鋼管支撐，用扣件與碗扣架立桿連接，按碗扣架外側(cè)滿設(shè)“X”形剪刀撐，水平距離間隔按5垮設(shè)置，即約4.1m，（南北、東西向均按此原則）剪刀撐成45~60度角設(shè)置，布置簡(jiǎn)圖，見附圖1。3.3橫撐的設(shè)計(jì)：橫撐在墻體模板拆除以后設(shè)置，每3步設(shè)置一道，橫撐頂部利用U托加100*100*50的木方，回頂在墻體以達(dá)到穩(wěn)固架體的效果。具體見附圖1。3.4梁模板支架設(shè)計(jì)：梁底模落在腳手架的橫桿上,橫桿間距為900mm,梁下加頂撐間距900mm與頂板支撐架連接加固。梁下受力橫桿與立柱連接必須雙扣件連接?？蓞⒖紙D2，圖3。木龍骨外側(cè)用48鋼管固定,高度大于700mm的梁加穿墻螺栓,兩側(cè)用支頂保證梁的垂直度及順直。詳見下圖。圖3梁模板支架詳圖4.樓板模板高支撐架的構(gòu)造和施工要求:4.1模板支架的構(gòu)造要求：1.梁板模板高支撐架可以根據(jù)設(shè)計(jì)荷載采用單立桿；2.立桿之間必須按步距設(shè)雙向水平桿，確保兩方向足夠的設(shè)計(jì)剛度；3.梁和樓板荷載相差較大時(shí)，可以采用不同的立桿間距，但只宜在一個(gè)方向變距、而另一個(gè)方向不變，即在框架梁下相應(yīng)加設(shè)一道支撐，此支撐要求中間立桿必須同步搭設(shè)，同時(shí)每步必須與其它桿件相連，以減少受力不均勻。4.梁下受力橫桿與立柱連接必須雙扣件連接（即擱置在立桿的縱橫立桿上，受力桿、縱橫桿均同立桿扣接）。5.高支撐架步距以0.9--1.5m為宜，不宜超過1.5m。6.在任何情況下，高支撐架的頂部和底部（掃地桿的設(shè)置層）必須設(shè)水平加強(qiáng)層。7.沿支架四周外立面應(yīng)滿足立面滿設(shè)剪刀撐；8.按4跨3步距設(shè)置剪刀撐，中間剪刀撐間隔跨度不超過4.5m。且需與立橫桿連接。9.頂部支撐設(shè)置可調(diào)U型頂托,可調(diào)支撐點(diǎn)的自由段出管口不得超過200mm。4.2支撐架搭設(shè)的要求：1.碗扣架架體嚴(yán)格按照設(shè)計(jì)尺寸搭設(shè)，2.確保碗扣架立桿的垂直偏差小于1/500L；3.確保每個(gè)扣件和鋼管的質(zhì)量是滿足要求的，每個(gè)扣件的擰緊力矩都要控制在45-60N.m，鋼管不能選用已經(jīng)長(zhǎng)期使用發(fā)生變形的；4.地基支座的設(shè)計(jì)要滿足承載力的要求。4.3施工使用的要求：1.精心設(shè)計(jì)混凝土澆筑方案，確保模板支架施工過程中均衡受載，最好采用由中部向兩邊擴(kuò)展的均勻澆筑方式；2.嚴(yán)格控制實(shí)際施工荷載不超過設(shè)計(jì)荷載，對(duì)出現(xiàn)的超過最大荷載要有相應(yīng)的控制措施，鋼筋等材料不能在支架上方堆放；3.澆筑砼時(shí)，不得布置布料桿。4.澆筑過程中，派人檢查支架和支承情況，發(fā)現(xiàn)下沉、松動(dòng)和變形情況及時(shí)解決。5.施工中必須加強(qiáng)支撐體系的檢查：安裝是否牢固，有無松動(dòng)現(xiàn)象，接頭是否已經(jīng)套牢敲緊，必須經(jīng)過專業(yè)質(zhì)檢員檢查合格。6.搭設(shè)時(shí)必須注意對(duì)材料的選用，立桿的上下碗扣是否脫焊、立桿上限位銷是否脫落或脫焊。如發(fā)現(xiàn)此類問題的材料一律不允許使用，安裝完的立桿上限位銷如果發(fā)現(xiàn)脫落，可在限位銷部位加扣件代替。7.立桿下面加墊50*100的墊木，如發(fā)現(xiàn)基礎(chǔ)地面不平整，必要時(shí)可在底部加底托。5.安全注意事項(xiàng)1、施工人員嚴(yán)禁在未搭設(shè)完的架體上施工。2、已搭設(shè)完的架體上不許堆放過多的材料，以防墜落傷人。3、腳手架搭設(shè)以3～4人為一小組為宜，其中1～2人遞料，另外兩人共同配合搭設(shè)，每人負(fù)責(zé)一端。4、所有構(gòu)件都應(yīng)按設(shè)計(jì)及腳手架有關(guān)規(guī)定設(shè)置。5、搭設(shè)高度超過2m時(shí)，操作人員必須戴安全帶，每隔3m設(shè)一道雙跳板。6、在墻體模板支設(shè)完畢混凝土澆筑前，必須將每跨的模板空間用雙層安全平網(wǎng)掛好，并在每跨間適當(dāng)鋪設(shè)跳板。注意安全平網(wǎng)必須牽掛牢靠，混凝土澆筑前，工長(zhǎng)及現(xiàn)場(chǎng)安全員需對(duì)此道工序進(jìn)行檢查，合格后方可進(jìn)行混凝土的澆筑。7、頂端作業(yè)層下應(yīng)該滿鋪水平安全網(wǎng)，距頂層施工面1m處，及在距地1.8m處滿掛水平安全網(wǎng)，防止搭設(shè)支架發(fā)生意外墜落事故。8、拆除作業(yè)高度在2m以上（含2m）時(shí)，必須按要求系好安全帶。9、高處作業(yè)時(shí)，材料必須碼放平穩(wěn)、整齊。手用工具應(yīng)放入工具袋內(nèi)，不得亂扔亂放，扳手應(yīng)用小繩系在身上，使用的鐵釘不得含在嘴中。10、拆除前應(yīng)進(jìn)行檢查、加固松動(dòng)部位，清除跳板上的雜物，清理時(shí)不得隨意拋擲。11、必須按拆除方案和專項(xiàng)技術(shù)交底要求作業(yè)，統(tǒng)一指揮，分工明確。必須按程序作業(yè)，確保未拆部分處于穩(wěn)定、牢固狀態(tài)。應(yīng)按照先支后拆、后支先拆的循序，先拆非承重模板及支撐。12、嚴(yán)禁使用大面積拉、推的方法拆模。拆模板時(shí)，必須按專項(xiàng)技術(shù)交底要求先拆除卸荷裝置。必須按規(guī)定程序拆除撐桿、模板和支架。嚴(yán)禁在模板下方用撬棍撞、撬模板。13、拆除作業(yè)時(shí)，必須設(shè)警戒區(qū)，嚴(yán)禁下方有人進(jìn)入，拆模板作業(yè)人員必須站在平穩(wěn)可靠的地方，保持自身平衡，不得猛撬，以防失穩(wěn)墜落。6.樓板模板碗扣高支撐架計(jì)算書(高度約7.5m，厚度14cm)由于支撐架設(shè)計(jì)時(shí)只考慮軸心受力,不考慮偏心荷載,碗口架支撐計(jì)算可以采用鋼管腳手架計(jì)算模型及軟件。高支撐架的計(jì)算參照《建筑施工扣件式鋼管腳手架安全技術(shù)規(guī)范》（JGJ130-2001）。支撐高度在4米以上的模板支架被稱為扣件式鋼管高支撐架，對(duì)于高支撐架的計(jì)算規(guī)范存在重要疏漏，使計(jì)算極容易出現(xiàn)不能完全確保安全的計(jì)算結(jié)果。本計(jì)算書還參照《施工技術(shù)》2002.3.《扣件式鋼管模板高支撐架設(shè)計(jì)和使用安全》，供腳手架設(shè)計(jì)人員參考。模板支架搭設(shè)高度為7.5米，搭設(shè)尺寸為：立桿的縱距b=0.90米，立桿的橫距l(xiāng)=0.90米，立桿的步距h=1.20米。梁頂托采用100×100mm方木。采用的鋼管類型為48×3.5。6.1模板底梁（楞）以上荷載荷載參數(shù)板處每平方米立桿承受的結(jié)構(gòu)自重標(biāo)準(zhǔn)值(kN/m2):3.36；梁處每平方米立桿承受的結(jié)構(gòu)自重標(biāo)準(zhǔn)值(kN/m2):8.736；腳手架用途：結(jié)構(gòu)施工荷載：1kN/m2荷載組合板處：N1=4kN/m2梁處：N2=10kN/m26.2腳手架參數(shù)滿堂紅腳手架搭設(shè)高度為7.5m，立桿采用單立管；板處搭設(shè)尺寸為：立桿的縱距為0.9m，立桿的橫距為0.9m，步距為1.2m；梁處搭設(shè)尺寸為：立桿的縱距為0.6m，立桿的橫距為0.45m，步距為1.2m；內(nèi)排架距離墻長(zhǎng)度為0.30m；采用的鋼管類型為Φ48×3.5；6.3依照H0,N’校核Rd>1.2N查普通鋼管支架立桿的穩(wěn)定承載能力，H0=1.2m，非幾何不可變干系結(jié)構(gòu)支架的穩(wěn)定承載能力Rd=36.3kN/m2Rd>1.2N6.4荷載計(jì)算校核N<Rd對(duì)于梁N=1.2*10<Rd=36.3對(duì)于板N=1.2*4<Rd=36.3軸向立桿承載力符合要求校核Ng1k<Ng1k’Ng1k=0.1842<Ng1k’=0.038*n*H0=0.855單桿穩(wěn)定符合要求校核Nwk/N<0.1Nwk=Amwk/w為抗風(fēng)側(cè)力，Nwk=0抗側(cè)力符合要求7.樓板模板碗扣高支撐架ansys有限元分析依照設(shè)計(jì)內(nèi)容，對(duì)碗扣腳手架架桿采用beam188模擬；對(duì)樓板單元采用shell62模擬。荷載取值參照設(shè)計(jì)書。單元整體建模如下圖（圖6）所示：圖6單元整體建模結(jié)構(gòu)變形圖如圖7所示：依圖可見，當(dāng)梁、板產(chǎn)生自重作用下變形后，腳手架體系依然穩(wěn)定（產(chǎn)生較小變形），變形值參照附表。圖7腳手架變形圖結(jié)構(gòu)節(jié)點(diǎn)應(yīng)力圖如圖8所示。圖8腳手架節(jié)點(diǎn)應(yīng)力分布圖圖9腳手架荷載分布圖依圖可見，腳手架充分發(fā)揮拉壓桿的作用，結(jié)構(gòu)穩(wěn)定可靠。圖10為單元桿件元素內(nèi)力分析。圖10元素內(nèi)力分布圖圖10說明桿件有足夠的安全度承受梁板荷載。綜上，本碗扣腳手架設(shè)計(jì)方案合理，可以實(shí)施。附表：Ansys部分計(jì)算書PRINTSNODALSOLUTIONPERNODE*****POST1NODALSTRESSLISTING*****PowerGraphicsIsCurrentlyEnabledLOADSTEP=1SUBSTEP=1TIME=1.0000LOADCASE=0SHELLNODALRESULTSAREATTOP/BOTTOMFORMATERIAL1THEFOLLOWINGX,Y,ZVALUESAREINGLOBALCOORDINATESNODESXSYSZSXYSYZSXZ1-10804.-0.14948E-26-10804.-0.12206E-10-0.12206E-10-0.18854E+06110804.-4000.010804.0.12451E-100.12451E-100.18854E+062-73612.-0.12246E-26-0.35317E+06-0.14415E-110.57754E-1169656.273612.-2000.00.35317E+060.15640E-11-0.56530E-11-69656.380261.0.24996E-270.23537E+06-0.27075E-110.67897E-11-0.12448E+0633-800261.--4000..0-0.233537E++060..295244E-11--0.654448E-1110.112448EE+0644711150.00.112003E-2660.300199E++060..208088E-110.162215E-110-377166.44-711150.--4000..0-0.300199E++06-0..183599E-11--0.159970E-110377166.55655633.00.162117E-2660.266792E++060..704966E-110.194436E-110499499.55-655633.--4000..0-0.266792E++06-0..680477E-11--0.191191E-110-499499.66444988.00.155119E-2660.122112E++060..103411E-100.150003E-1100.112391EE+0666-444988.--4000..0-0.122112E++06-0..100977E-10--0.147758E-110-0.112391EE+0677-0.335527EE+06-00.213005E-266-0.355527E++06-0..136688E-10--0.459932E-111-955409.770.335527EE+06--1333..30.355527E++060..137500E-100.467749E-111955409.880.117798EE+0600.500775E-277-707768.0..117055E-100.415587E-111377137.88-0.117798EE+06--2000..0707768.-0..115822E-10--0.403362E-111-377137.990.221446EE+0600.691552E-277-304492.0..131466E-100.243376E-111133475.99-0.221446EE+06--2000..0304492.-0..130244E-10--0.231152E-111-133475.1000.119080EE+0600.547556E-277-370077.0..114488E-100.105575E-111-100318.100-0.119080EE+06--2000..0370077.-0..113255E-10--0.935506E-112100318.1110.110215EE+06-00.180667E-277-0.100730E++060..493677E-11--0.835574E-112-455197.111-0.110215EE+06--2000..00.100730E++06-0..481433E-110.958820E-112455197.122-0.335317EE+06-00.442991E-277-736612.-0..579200E-11--0.841188E-112699656.1220.335317EE+06--2000..0736612.0..591455E-110.964434E-112-699656.133-0.110730EE+06-00.916881E-2990.100215E++06-0..508655E-110.421119E-111-455197.1330.110730EE+06--2000..0-0.100215E++060..520899E-11--0.408894E-111455197.144-377077.00.644448E-2770.199080E++06-0..922244E-120.112249E-110-100318.144377077.--2000..0-0.199080E++060..104477E-11--0.111127E-110100318.155-300492.00.847668E-2770.211446E++060..697855E-120.135551E-110133475.155300492.--2000..0-0.211446E++06-0..575388E-12--0.134429E-110-133475.166-700768.00.780995E-2770.177798E++060..104977E-110.124438E-110377137.166700768.--2000..0-0.177798E++06-0..927277E-12--0.123316E-110-377137.1770.112112EE+0600.155119E-266449988.0..150033E-100.103341E-1100.112391EE+06177-0.112112EE+06--4000..0-449988.-0..147588E-10--0.100097E-110-0.112391EE+061880.226792EE+0600.162117E-266656633.0..194366E-100.704496E-111499499.*****POST11NODAALSTRRESSLLISTINNG******PowerGraaphicssIsCCurrenntlyEEnableedLOADSSTEP=11SUBBSTEP==1TIME==11.00000LOADDCASEE=00SHELLNODALLRESUULTSAAREATTTOP//BOTTOOMFORRMATEERIAL1THEFOOLLOWIINGX,,Y,ZVVALUESSAREINGLLOBALCOORDDINATEESNODEESSXSYSZZSXYSYZZSSXZ18-0.266792E++06-44000.00-656333.-0.119191EE-10-00.680447E-111-494499.1990.330199EE+0600.112003E-266711150.0..162155E-100.208808E-111-377166.199-0.330199EE+06--4000..0-711150.-0..159700E-10--0.183359E-111377166.2000.223537EE+0600.249996E-277802261.0..678977E-11--0.270075E-111-0.112448EE+06200-0.223537EE+06--4000..0-802261.-0..654488E-110.295524E-1110.112448EE+062110.114994EE+0600.519775E-2770.144994E++060..424422E-110.424442E-111-800628.211-0.114994EE+06--4000..0-0.144994E++06-0..399933E-11--0.399993E-111800628.2220.222811EE+0600.116116E-2660.133412E++060..123633E-100.660074E-111-266206.222-0.222811EE+06--4000..0-0.133412E++06-0..121188E-10--0.636625E-111266206.2330.220088EE+0600.142116E-2660.122858E++060..138222E-100.939949E-111244852.233-0.220088EE+06--4000..0-0.122858E++06-0..135777E-10--0.915500E-111-244852.244666352.00.121889E-2660.133249E++060..792899E-110.119978E-110633141.244-666352.--4000..0-0.133249E++06-0..768400E-11--0.117733E-110-633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