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1、Hook with safety device fbrica, reafirma lenfortiment de la notificaci de la direcci de seguretat interna sn les segents: en primer lloc, totes equipades amb el responsable de la gesti de la seguretat informtica de les peces dordinador de pensament, establir el sistema de gesti de seguretat necessar
2、is, conscincia implementar les mesures de seguretat i s responsables de ls i gesti de la formaci en direcci informtica. , Direcci informtica i ls de la segona persona ha de mantenir un alt grau de vigilncia i aplicaci estricta del sistema de gesti, millorar el compte dordinador, programes informtics
3、, sense laprovaci de la direcci, no pot dur a terme i prestar, percep la seguretat, seguretat i antivirus, per no utilitzar un ordinador per participar en qualsevol activitat illegal. En tercer lloc, la sala dordinadors foc i poder de gesti ha de ser enfortida, no es permet al foc, prohibici demmaga
4、tzematge de materials inflamables i explosius, poder utilitzar ha de garantir seguretat personal deixa hauria tallat de lalimentaci. Quatre, parts de les mesures de seguretat dordinador ha de ser millorat i ha de fer desprs de la sortida de persones capaos de desactivar el blocatge de finestra. Cinc
5、, estricta gesti destrangers, o utilitzar un ordinador sense consentiment no poden entrar a la sala dinformtica. VI aquest avs ems, departaments comprovar acuradament les seves peces dordinador, key comprovar la solidesa del sistema de gesti de seguretat, gestors estan implementades, si la mesura s
6、perfecte, lexistncia dels quals immediatament. 1, una gamma de fons de valors, incloent-hi les reserves, producci i producte acabat fons en tres parts. (1) labast del capital reserva: inclou material de suport de matries (externalitzaci, cstings, forgings, etc), combustibles, olis, productes qumics,
7、 maquinari, electrodomstics, compra, accessoris, peces, eines, eines de tall, abrasius, instrumentaci i una gran varietat de peces de recanvi i laboral articles de protecci i aix successivament. (2) recursos: inclouen work in progress, productes semielaborats i externalitzaci dels costos. (3) recurs
8、os de productes: inclou una varietat de productes acabats. 2, capital de treball no fixos gamma: incloent-hi la liquidaci fons, fons de moneda. Article cinqu divisi de gesti de liquiditat: centralitzat de gesti de lenfocament de liquiditat de gesti i classificaci de combinar la gesti centralitzada,
9、centralitzat, fixa en una biblioteca. (1) administrar el tresor: la liquiditat tota planta competent, gesti centralitzada de capital fix. (2) centralitzat de gesti de matries, materials auxiliars, combustibles, olis, productes qumics, maquinari, accessoris i aix successivament. (3) administrar eines
10、: eines, eines, eines de tall, abrasius, equips, maquinria i gigues i eines i aix successivament. (4) on centralitzat de gesti: peces de recanvi de manteniment dequipament, recanvis iser eliminat. Primera excavaci abans de la lnia dexcavaci i elevaci controlar etiquetes intelligents dinfart, com ara
11、 pintades pintura vermella estaques identificar elevaci mesurant la quadrcula de punts de control identificat per la cal, per assegurar que lexcavaci de la gamma i lelevaci amb precisi aconseguir lefecte de carretera-brut. Lexcavaci del sl abans de la confirmaci, utilitzant el mtode Visual i penetra
12、ci provador per provar lmbit de lexcavaci, si el sl compleix requisits de Fundaci, cavar directament, altrament informar la supervisi, disseny, qualitat i supervisi tcnica i altre personal relacionats en aquest lloc per confirmar i desenvolupar lesquema de tractament el tractament Fundaci suau. Quan
13、 lexcavaci a lelevaci, segons sl adequat es reserva artificialment alt. (3) excavaci lexcavaci programa de crrega de treball i reduir volum basat en K0 + 440, K1 130 K1 + 480, K1 + 920 i diversos turons forma conjunt. Una profunditat de secci (secci XI) construcci de llit 13,7 m, B, K0 + 440 turons,
14、 terra a profunditat de secci (secci est) de construcci de carretera de profunditat de K1 + 480 9.0M, K1 840 9.8M, excavaci horitzontal a adoptar. Abans de lexcavaci en costat pendent verdes i installacions temporals drenatge. Prevenci tempesta arrossegada pistes, vessant col. lapse. De la relativam
15、ent alta a linici de lexcavaci de cada pargraf. Fons dexcavaci, Banc nivells, gruix de la capa de 3M - 4m. Cap construcci cavar dus indgenes, sl tallar pendent de 1:1. 5, pendent de roca amb 1:1. Si terra o pedra excavat, es van establir al vessant peu 1M alada de la plataforma ample 6m situat 2 pla
16、taforma amplria de m, la plataforma presenta un pendent de rases excavaci horitzontal. Quan els canvis es troben quan excavar les propietats del sl, va informar al comissari i propietaris de manera oportuna, modificar el pendent. En els processos dexcavaci de tall amb formaci de drenatge longitudina
17、l i transversal, pendent, excavaci temporals desguassos per evitar sots per evitar estancament daigua caixa remull de la carretera. Quan les rees dexcavaci t aqfers, drenatge o precipitaci mesures adoptades abans de lexcavaci i moviments de terra. Per controlar estrictament disseny de laltura de tal
18、l podria no haver acabat. Si amb el temps, tallar la mateixa quantitat de sl per omplir i compactat per la densitat requerida. No compleix els requisits, amb cam adequat materials per compensar la compactaci de construcci. Tall carretera-part superior nivell, tenint en sinkage de compte per a la com
19、pactaci, el valor fixat per la prova. Desprs de 30cm del grau de compactaci del llit paviment no menys de 96%, carretera-part superior del sl de ms de 30cm, la compacitat no s menys de 96%. Excavaci de seccions de roques, basat en dades geolgiques i escena, roca localment mitjanant canons per trenca
20、r. 9.2.2.4 TERRAPL: el primer tram petit de caixaDelegates, staff: Hello! in the run-up to the Spring Festival, we held one session of four staff representatives Conference 2013-workshop, full back in 2012, careful analysis of the current situation, discuss 2013 development plans. Here, on behalf of
21、 my company 2013 work reports to the General Assembly, for consideration. Pillar I, 2012 back in 2012, XX power companies adhere to the partys 17 great spirit for guidance, comprehensively implement the scientific concept of development, promoting cost-leadership strategy, standards, focus on implem
22、entation, lean management, continuously improve, smooth present safety situation of enterprise management, business management and control scientific and standardized, and the dedication of staff, manage a harmonious and democratic atmosphere of the good situation. Main indicators are as follows:-th
23、e battery indicator: power generation totaled 7.815 billion kWh, beyond the annual budget implementation capacity of 315 million kWh, an increase of 757 million kWh. Sales totaled 7.425 billion kWh, exceeding sales of 330 million kWh the annual Executive budget, an increase of 729 million kWh. -Secu
24、rity measures: unplanned outages 2.5 times. No personal injury accident occurred, no major accident and above, no major fire accidents without environmental pollution accidents, safety for three consecutive years to maintain stability to good posture. Business financial indicators: total profits of
25、255 million Yuan, beyond the annual budget of 207 million Yuan, beyond the Datang company index 41.89 million Yuan, an increase of 1.76 million Yuan, FCM assessment at grade four. -Energy: power supply standard coal completing 312.25 g/kWh, down 0.1 g/kWh; integrated auxiliary power consumption rati
26、o in 5.12%, down 0.26%; pollutant emissions performance greatly reduced compared to last year, carbon 0.09 g/kWh, sulfur dioxide 0.104 g/kWh NOx 0.512 g/kWh; dust removal efficiency of more than 99.8%. -Reliability index: equivalent availability factor in 93.47%, increased 7.95% from a year earlier.
27、 Equivalent forced outage rate 0.08%, 0.16% reduction over the same period a year earlier. Major achievements: first, we should adhere to the two management system basis, strengthening technological research, strengthen hidden hazards control and intrinsic safety Enterprise construction took new ste
28、ps. -The two management system for improvement. Focus on promoting the power of the company management system and the application and implementation of the safety loop five-star management system, improve the safety management system, realize the system of safety control. Further regulate security r
29、outines, safety supervision and management network role to play to achieve closed-loop. Strengthening the supervision and management of habitual violation of, strengthening the safety supervision of outsourcing contractors. Carried out in spring and autumn of security inspections, flood control and
30、inspection, safety production month, day supervision of production safety and the Olympic Games and other观澜安居商品房项目 标准层组合架支撑体系施工方案一、工程概况本工程位于深圳市宝安区观澜中心地区西片西北角，观兴东路与新丹路交汇处西南侧。包括1#14#共计14栋塔楼，幼儿园、商业及A、B两个地下室部分，其中A地下室地下两层，B地下室地下一层；幼儿园3层，商业12层，塔楼除9#楼33层外，其他均为34层。本工程结构类型为框架剪力墙结构，A地下室结构高度10.2米，B区地下室结构高度5.9米
31、，塔楼结构高度104.3米。方案主要针对塔楼标准层进行施工组织。框架结构，墙、柱模板均采用15厚普通胶合模板，梁板模板采用15厚普通胶合模板。标准层支撑体系采用48*3.25MM组合架，模板主龙骨(大楞)采用2根48*3.0MM钢管，次龙骨(小楞)采用50*100方木。二、编制依据序号类 别编 号名 称备 注1施工图纸2012-9-28 建筑施工图与结构施工图第二版新图2主要规范GB50204-2010混凝土结构工程施工质量验收规范国家规范3GB50010-2010混凝土结构设计规范国家规范4GBJ301-88建筑工程质量检验评定标准国家规范5GB50010-2011混凝土结构设计规范国家规范
32、5GB 50017-2003钢结构设计规范国家规范6主要规程建筑施工手册第四版7建筑施工计算手册三、施工工艺施工工艺流程模板工程施工工艺流程图四、模板计算书4.1标准层板模板（组合式）计算书4.1.1工程属性新浇混凝土楼板名称B 标高6.95m新浇混凝土楼板板厚(mm)150新浇混凝土楼板边长L(m)8.6新浇混凝土楼板边宽B(m)3.94.1.2荷载设计施工人员及设备荷载标准值Q1k当计算模板和小梁时的均布活荷载(kN/m2)2.5当计算模板和小梁时的集中荷载(kN)2.5当计算主梁时的均布活荷载(kN/m2)1.5当计算支架立柱及其他支承结构构件时的均布活荷载(kN/m2)1模板及其支架自
33、重标准值G1k(kN/m2)面板0.1面板及小梁0.3楼板模板0.5模板及其支架0.75新浇筑混凝土自重标准值G2k(kN/m3)24钢筋自重标准值G3k(kN/m3)1.1风荷载标准值k(kN/m2)基本风压0(kN/m2)0.91.5风压高度变化系数z2.09风荷载体型系数s0.84.1.3模板体系设计模板支架高度(m)2.9立柱纵向间距la(mm)1200立柱横向间距lb(mm)1200水平拉杆步距h(mm)1800立柱布置在混凝土板域中的位置中心对称立柱距混凝土板短边的最近距离(mm)250立柱距混凝土板长边的最近距离(mm)150主梁布置方向平行楼板长边小梁间距(mm)300小梁距混
34、凝土板短边的距离(mm)199小梁悬挑端计算长度(mm)150,150 设计简图如下：模板设计平面图模板设计立面图4.1.4面板验算模板类型覆面木胶合板模板厚度(mm)15模板抗弯强度设计值f(N/mm2)15模板弹性模量E(N/mm2)9000 根据建筑施工模板安全技术规范5.2.1面板可按简支跨计算的规定，另据现实，楼板面板应搁置在梁侧模板上，因此本例以简支梁，取1m单位宽度计算。计算简图如下： Wbh2/6=10001515/637500mm3，Ibh3/12=1000151515/12281250mm44.1.4.1强度验算 q10.9max1.2(G1k+ (G3k+G2k)h)+1
35、.4Q1k，1.35(G1k+ (G3k+G2k)h)+1.40.7Q1kb=0.9max1.2(0.1+(1.1+24)0.15)+1.42.5，1.35(0.3+(1.1+24)0.15)+1.40.72.5 1=7.32kN/m q20.91.2G1kb0.91.20.11=0.11kN/m p0.91.4Q1k0.91.42.53.15kN Mmax=maxq1l2/8,q2l2/8+pl/4=max7.320.32/8，0.110.32/8+3.150.3/4=0.24kNm； Mmax/W0.24106/375006.33N/mm2f15N/mm2 满足要求！4.1.4.2挠度验算
36、 q(G1k+ (G3k+G2k)h)b=(0.1+(1.1+24)0.15)1=3.86kN/m 5ql4/(384EI)53.863004/(3849000281250)0.16mml/400300/4000.75mm 满足要求！4.1.5小梁验算小梁类型方木小梁材料规格(mm)4595小梁抗弯强度设计值f(N/mm2)15.44小梁抗剪强度设计值(N/mm2)1.78小梁弹性模量E(N/mm2)9350小梁截面抵抗矩W(cm3)67.69小梁截面惯性矩I(cm4)321.52 因B/lb取整3900/1200取整3，按三等跨连续梁计算，又因小梁较大悬挑长度为150mm，因此需进行最不利组
37、合，计算简图如下：4.1.5.1强度验算 q10.9max1.2(G1k+ (G3k+G2k)h)+1.4Q1k，1.35(G1k+ (G3k+G2k)h)+1.40.7Q1kb=0.9max1.2(0.3+(1.1+24)0.15)+1.42.5，1.35(0.3+(1.1+24)0.15)+1.40.72.50.32.26kN/m 因此，q1静0.91.2(G1k+ (G3k+G2k)h)b=0.91.2(0.3+(1.1+24)0.15)0.31.32kN/m q1活0.91.4Q1kb=0.91.42.50.30.94kN/m M10.08q1静L2+0.101q1活L20.081.3
38、21.22+0.1010.941.220.29kNm q20.91.2G1kb=0.91.20.30.30.1kN/m p0.91.4Q1k0.91.42.53.15kN/m M20.08q1静L2+0.213pL0.081.321.22+0.2133.151.20.96kNm M3maxq1L12/2，q2L12/2+pL1=max2.260.152/2，0.10.152/2+3.150.150.47kNm MmaxmaxM1，M2，M3max0.29，0.96，0.470.96kNm Mmax/W0.96106/6769014.14N/mm2f15.44N/mm2 满足要求！4.1.5.2
39、抗剪验算 V10.6q1静L+0.617q1活L0.61.321.2+0.6170.941.21.65kN V20.6q2L+0.675p0.60.11.2+0.6753.152.2kN V3maxq1L1，q2L1+pmax2.260.15，0.10.15+3.153.16kN VmaxmaxV1，V2，V3max1.65，2.2，3.163.16kN max3Vmax/(2bh0)=33.161000/(29545)1.11N/mm21.78N/mm2 满足要求！4.1.5.3挠度验算 q(G1k+(G3k+G2k)h)b=(0.3+(24+1.1)0.15)0.31.22kN/m 跨中m
40、ax0.677qL4/(100EI)=0.6771.2212004/(10093503215200)0.57mml/4001200/4003mm 悬臂端maxqL4/(8EI)=1.221504/(893503215200)0mml1/400150/4000.38mm 满足要求！4.1.6主梁验算主梁类型钢管主梁材料规格(mm)483可调托座内主梁根数1主梁弹性模量E(N/mm2)206000主梁抗弯强度设计值f(N/mm2)205主梁抗剪强度设计值(N/mm2)125主梁截面惯性矩I(cm4)10.78主梁截面抵抗矩W(cm3)4.494.1.6.1小梁最大支座反力计算 Q1k1.5kN/m
41、2 q10.9max1.2(G1k+ (G3k+G2k)h)+1.4Q1k，1.35(G1k+(G3k+G2k)h)+1.40.7Q1kb=0.9max1.2(0.5+(1.1+24)0.15)+1.41.5，1.35(0.5+(1.1+24)0.15)+1.40.71.50.31.95kN/m q1静0.91.35(G1k+ (G3k+G2k)h)b0.91.35(0.5+(1.1+24)0.15)0.31.55kN/m q1活0.91.40.7Q1kb 0.91.40.71.50.30.4kN/m q2(G1k+ (G3k+G2k)h ) b(0.5+(1.1+24)0.15)0.3=1.
42、28kN/m 承载能力极限状态 按三跨连续梁，Rmax(1.1q1静+1.2q1活)L1.11.550.9+1.20.40.91.97kN 按悬臂梁，R11.950.150.29kN RmaxRmax，R11.97kN; 同理，R1.64kN，R0.99kN 正常使用极限状态 按三跨连续梁，Rmax1.1q2L1.11.280.91.27kN 按悬臂梁，R1Rmaxl=1.270.150.19kN RmaxRmax，R11.27kN; 同理，R1.05kN，R0.64kN4.1.6.2抗弯验算 计算简图如下： 主梁弯矩图(kNm) Mmax/W0.54106/4490119.25N/mm2f2
43、05N/mm2 满足要求！4.1.6.3抗剪验算 主梁剪力图(kN) max2Vmax/A=24.111000/42419.38N/mm2125N/mm2 满足要求！4.1.6.4挠度验算 主梁变形图(mm) 跨中max=0.72mm=900/400=2.25mm 悬挑段max0.22mm=249/400=0.62mm 满足要求！4.1.7立柱验算钢管类型483.25立柱截面面积A(mm2)457立柱截面回转半径i(mm)15.9立柱截面抵抗矩W(cm3)4.79立柱抗弯强度设计值f(N/mm2)205 h/i1800/15.9113.21150 满足要求！ 查表得，0.54 Mw0.921.
44、4kLah2/100.921.41.50.91.82/100.5kNm Nw0.91.2(G1k+(G2k+G3k)0.15)+1.4(Q1k+Mw/Lb)max0.25+La/2，Lamax0.25+Lb/2，Lb0.91.2(0.75+(24+1.1)0.15)+1.4(1+0.5/1.2)max0.25+0.9/2，0.9max0.25+1.2/2，1.27.19kN f Nw/(A)+ Mw/W7191.37/(0.54457)+0.5106/4790132.81N/mm2f205N/mm2 满足要求！ 斜杆计算： W=klbh=1.51.21.8=3.25kN； Ws=(h2+la2)1/2/laW=(1.81.8+0.90.9)1/2/0.93.25=7.27kN8kN； 斜杆验算满足要求！4.4.8可调托座验算可调托座承载力容许值N(kN)30 按上节计算可知，可调托座受力N7.19kNN30kN 满足要求！4.5梁、楼板结构模板板模采用采用15厚木胶合板，主龙骨采用48*3.0MM钢管间距1200mm，次龙骨采用50100方木间距300mm；方木使用前必须先压刨，保证方木平直，胶合板之间采用硬拼，两模板接缝处采用双面胶粘贴 。
