售樓安全通道工程施工設(shè)計(jì)方案3176

1一章編制依2二章編制說(shuō)2三章概2四安全防護(hù)管理機(jī)構(gòu)3五章落地式防護(hù)棚搭設(shè)4六章防護(hù)定期檢查制度14附圖wordword一章編制依據(jù)》 GB5725-2009JGJ80-91》 JGJ59-2011、圖紙、組織計(jì)等。4年2月6）二章編制說(shuō)明本方案僅針對(duì)。三章概況第一節(jié)概況word89棟樣板房的通道上搭安全防護(hù)棚。如圖示置成立以項(xiàng)目經(jīng)理為組長(zhǎng)項(xiàng)目副經(jīng)理、項(xiàng)目技術(shù)負(fù)責(zé)人為副組長(zhǎng)定期研究落實(shí)解決安全防護(hù)、安全技術(shù)、安全防護(hù)檢查和安全防護(hù)措施。項(xiàng)目經(jīng)理是本項(xiàng)目安全防護(hù)的第一責(zé)任人對(duì)本項(xiàng)目的安全防護(hù)管理工作負(fù)全面責(zé)任。項(xiàng)目技術(shù)工負(fù)責(zé)人對(duì)本項(xiàng)目的安全防護(hù)負(fù)技術(shù)責(zé)任結(jié)合工程特點(diǎn)主持工程的安全防護(hù)技術(shù)交底。、王伏寶員謝仁發(fā)、謝鏡華、歐鐵堅(jiān)、歐陽(yáng)繼喜、梁文、林海、羅玉萍、萬(wàn)小紅Th產(chǎn)一責(zé)任人Th產(chǎn)直接責(zé)任人歐鐵堅(jiān)技術(shù)負(fù)責(zé)人王伏寶word48.3*3.6500mm、上部豎向擱置 50*100*2000木枋為300mm木枋上滿鋪設(shè)1830*915*18模板、在模板600mm高處滿鋪鈀片鐵絲綁扎牢固立面掛密警示標(biāo)語(yǔ)入口處滅火器等消器材在外面安全通道方向指示牌。1、施工現(xiàn)場(chǎng)安全通道安全根據(jù)施工現(xiàn)場(chǎng)實(shí)際情況?；A(chǔ)面為回填土分層夯實(shí)后澆筑 100mmC20坪砼。70米5米6米500mm立桿基礎(chǔ)加墊板或木墊塊。頂部雙層首層18mn模板二層為滿鋪鈀片。頂部三面貼安全警示標(biāo)語(yǔ)900mm高立面剪刀撐水平欄桿步1500mm縱向1500mmrn寬長(zhǎng)兩次掛宣傳標(biāo)語(yǔ)加強(qiáng)工人保意識(shí)兩側(cè)置滅火器等器材。示意圖(詳附圖四)。2、安全驗(yàn)算的的11(mm)1a(mm)15001b(mm)6000h(mm)900H(mm)4000n2上下間h*mm)900斜撐與連接點(diǎn)到面的離h2(mm)2300頂水平鋼管方式鋼管沿向向斜撐與頂連接點(diǎn)到水平鋼管間a(mm)4002000word① 48X3件連接單件件抗滑移折減系數(shù)0.8立桿單立桿水平桿計(jì)算簡(jiǎn)支梁11.3斜21.3word

—正面圖1 捉 r r 11, 、, 、Sifcff1500側(cè)面圖(二)、荷載設(shè)計(jì)gk1(kN/m2)0.5與擋竹串片與擋gk2(kN/m)0.11縱向外側(cè)荷載gk3(kN/m)0.2高空墜落物最大荷載Pk(kN)1(三)、縱向水平桿驗(yàn)算鋼管抗彎強(qiáng)度設(shè)計(jì)鋼管抗彎強(qiáng)度設(shè)計(jì)[f](N/mm2)2054I(mm4)1078002E(N/mm)2060003鋼管截面抵抗矩W(mrr)4490承載力使用極限狀態(tài)非格構(gòu)柱q=1.2(g xa+0.033)=1.2x(0.5x0.4+0.033)=0.28kN/mkip=1.4P =1.4x1=1.4kNkwordq 1g x 35x 0.4+0.033=0.233kN/mkip=P1=1kN14kNiirr1il"ll|F'rii-rWHlFI15001、抗彎驗(yàn)算1500M =qll 8x 1.578+0.25x 4x 1.5=0.604kNm(T=Mn W=0.60xma a a aX106/4490=134.463N/mni<[f]=205N/mm22、撓度驗(yàn)算V =5ql )+ma ap1|3/(48EI)=5x 0.233x 15004/(384x 206000x 107800)+1x 15003/(48x 206000xa107800)=0.696mm[V]=min[l /150,10]=min[1500/150,10]=10mmaV W[V]max滿足要求！3、支座反力計(jì)算承載力R =qlmax

/2+p/2=0.28x 1.5/2+1.4/2=0.91kNa值[f](N/mm2)值[f](N/mm2)205I(mm4)1078002E(N/mm)206000截面抵W(mm)44901wordF=1.2(g a+0.033)l =1.2X (0.5X 0.4+0.033)X 1.5=0.42kNki ap=1.4P =1.4X 1=1.4kNkF 1(g l 5X )X 1.5=0.35kNk1 ap==1kND.42kh0.42kN0.4214kN2khD.42kN042kh0.42khD.42kN0.42kh0.42kh0.42kN0.42krD.42kh0.42kN042kh0.42kN1.T2000J1.r2000JLr泗L-D.42kN0.42khD.42kh042kN042kr0.42kh0.421.4kN2khO.42khD.L.訶L詢FrLr20001L-1、抗彎驗(yàn)算0.613 0.613(T=M

W=0.86X

106/4490=192.071N/mmk[f]=205N/mm2aXword本aX2、撓度驗(yàn)算v =9.47mrnc[v]=,l)/150,10]=6000)/150,10]=10mmma 1 b3、支座反力計(jì)算承載力使用極限狀態(tài)R =3.317kNma件連接方式件連接方式單件件抗滑移折減系數(shù)0.8Rmax=3.317kN<Rc=0.8X8=6.4kN21.3鋼管抗彎強(qiáng)度設(shè)計(jì)值21.3鋼管抗彎強(qiáng)度設(shè)計(jì)值[f](N/mm)22054I(mm)107800word

2E(N/mm)

206000

3截面抵抗矩W(mn) 4490a=arctan( i

/(H-hi

))=arctan(2000/(4000- 2300))=49.63521(1)F=1.2(g +0.033)1 =1.2X (0.5X 0.4+0.033)X 1.5=0.42kNap=1.4P =1.4X 1=1.4kNkD.42kh0.42kN0.4214kN2khD.42kN042kh0.42khD.42kN0.42kh0.42kh0.42kN0.42kh0.42kh0.42kN0.42kh0.42kN1-20001rL20001rL3000JrL-wordD.42kh0.42kN0.42khD.42kh042kN042krO.42khD.421.4kN2khO.42kh0.42kN0.42kh0.42kh0.42kN0.42kh0.42kNA (2) A ⑶ AL 2000 L 2000 L 2000 LR 72maxN =R /cos

=3.317/cos49.635=5.121kN21 2max iN=N =5.121kN21=sa5°9m1

=kh=1X1.3x1.39=1.807m° 2

/i=1806.54/15.9=113.619 <250°10

=kh=1.155*1.300*1.390=2.087m2=l /i=2087/15.9=131.23016?=(T=N/(? A)=5120.99/(0.391X424)=30.89N/mm2(r<[f]=205N/mm22層防護(hù)層傳遞給荷載(1)驗(yàn)算承載使用極限狀態(tài)非格柱：F=1.2(g a+0.033)l =1.2X(0.5X0.4+0.033)X1.5=0.42kNk1 a簡(jiǎn)圖如下：D.42kN0.42kh0.42kh0.42kN0.42kN0.42kTO.42kN0.42kNQ.42kN0.42khO.42kN0.42kN0.42kNJ.42kh0.42kN042kNword盹⑴懇 ⑶彥盹L(fēng)-晳 J" 4120 >r R 52maxN =R /cos

=4.025/cos49.635 =6.215kN22 2max iN=N N=11.336kN2 2(H-(n-1)hh )/cosa=(4-(2-1)x0.9-2.3)/cos49.635°=1.235m1=k卩i 2 i 0h=1x1.3x1.235=1.606ml2

/i=1605.81/15.9=100.994<250°10

=kh=1.155*1.300*1.235=1.855m2=l /i=1855/15.9=116.65016?=(T=N/(? A)=11335.949/(0.476x 2(r<[f]=205N/mm

424)=56.167N/mm()、立桿性驗(yàn)算立桿布置單立桿4立桿布置單立桿4I(mm)10780011.33W(mn)4490立桿截面回轉(zhuǎn)半徑i(mm)15.9鋼管抗彎強(qiáng)度設(shè)計(jì)值[f](N/mm2)2052立桿截面面積A(mm)4241、防護(hù)棚結(jié)NGik鋼管L=n[l (l胎+1)/2+l /2]+(l +(H- 2a b 1wordh)2)0.5+H=2X[1.5X(6/0.4+1)/2+6/2]+(2 2+(4-2.3))0.5+4=36.625m2m=n[(l /a1)/2+1X2]=2X[(6/0.4-1)/2+1X2]=18個(gè)bN =0.033L+0.015m=0.033X36.62+0.015X18=1.49kNG1k2Ns2kN32k

=nXg

a

/2=2X0.5X1.5X6/2=4.5kNbN =g =0.11X1.5=0.165kNG2k2 k2XlaN =g Xl=0.2X1.5=0.3kNG2k3 k3 aN =N +N +N =4.5+0.165+0.3=4.965kNG2k G2k G2k2 G2k3： N +N =1.49+4.965=6.455kNG1k G2k3NQkN =P=1kNQk kQkN+N =1.2X+4X1=9.146kNQkGhh=2.3m2H-(n-1)h -h =4-(2-1)X0.9-2.3=0.8m1 2h2.3m10

=kh=1X1.3X2.3=2.99m1=l /i=2990/15.9=188.05<21001=0

h=1.155*1.300*2.300=3.453m2

/i=3453/15.9=217.20o16=word2、立桿穩(wěn)定性驗(yàn)算(T=N/(? A)=9145.53/(0.154X(r<[f]=205N/mm2

2424)=140.063N/mm滿足要求！、立桿地基承載力驗(yàn)算地基土類型地基土類型碎石土地基承載力特征值fg(kPa)140地基承載力調(diào)整系數(shù)kc1A(m)20.25立桿荷載標(biāo)準(zhǔn)值：N=N汁NQF6.45+1=7.45立桿底墊板平均壓