HD 1004-1992 Mobile Access and Working Towers Made of Prefabricated Elements - Materials Dimensions Design Loads and Safety Requirements《预制组件制的移动通道和工作塔 材料 尺寸 设计.pdf

《HD 1004-1992 Mobile Access and Working Towers Made of Prefabricated Elements - Materials Dimensions Design Loads and Safety Requirements《预制组件制的移动通道和工作塔 材料 尺寸 设计.pdf》由会员分享，可在线阅读，更多相关《HD 1004-1992 Mobile Access and Working Towers Made of Prefabricated Elements - Materials Dimensions Design Loads and Safety Requirements《预制组件制的移动通道和工作塔 材料 尺寸 设计.pdf（29页珍藏版）》请在麦多课文档分享上搜索。

1、HARMONIZATION DOCUMENT DOCUMENT DHARMONISATION HARMONISIERUNGSOOKUMENT 3404583 0040694 3 HD 1004:1992 June 1992 UDC 69.057.68:621.869.352:614.8 Descriptors : Site equipment, mobile equipment, scaffolding, prefabricated elements, mechanical strength, loads, forces, design, dimensions, specifications,

2、 safety, tests English version Mobile access andworking towers made of prefabricated elements - Mater ia 1s , dinens ions, design loads and safety requirements Echafaudages roulants de service en Fahrbare Arbeitsbhnen (Fahrgerste) BlBments prefabriques - MatBriaux, aus vorgefertigten Eauteilen, dime

3、nsions, charges de calcul et Werkstoffe, Gerstebauteile, Masse, exigences de securite Lastannnahmen und sicherheitstechnische Anforderungen This Harmon CEN members which stipu Document on Up-to-date implementat tation Document was approved by CEN on 1992-05-22. are bound to comply with the CENICENEL

4、EC Internal Regulations ate the conditions for the implementation of this Harmonization national level. lists and bibliographical references concerning national on may be obtained on application to the Central Secretariat or to any CEN member. This Harmonization Document exists in the official versi

5、ons (English, French, German). CEN members are the national standards bodies of Austria, Belgium, Denmark, Finland, France, Germany, Greece, Iceland, Ireland, Italy, Luxembourg, Netherlands, Norway, Portugal, Spain, Sweden, Switzerland and United Kingdom. CEN European Committee for Standardization C

6、omit EuropQen de Normalisation Europisches Komitee fr Normung Central Secretariat: rue de Stassart 36, 6-1050 Brussels - - (cl CEN 1992 Copyright reserved to all CEN members Ref. No. HD 1004:1992 E W 3404583 0040675 5 Contents page page . 3 Tab1 es 4,O m the topmost platform 0,3 kN 2 x 0,3 kN ) Thes

7、e class numbers HD 1000:1988, table are in accordance with 1. 6.2.5.3 Selfwelght as glven (see 6.2.1) . 6.2.5.2 Vertical service load as given (see 6.2.2) 6.3 Strength of cqlete tower structure A tower structure shall be strong enou h to resi st the combination of loads, takin one ilne from each com

8、b1 nat Ion. Eccentrlclties of castor wheels have to be taken into account. A tower shall withstand all loads induced in it during erection and dismantl ing In accordance with the manufacturers i nstructlons. It shall be possible to fix platforms for erection and di smantll ng purposes wl th vertical

9、 di stances between platforms not exceeding 2,lO rn. of the five groups glven In tab 9 e I, in Its worst 6.4 Platform 6.4.1 Platforms shall be assessed with respect to selfwelght and the most unfavourable service load according to table 2. 6.4.2 When subjected to the concentrated load spec- fled in

10、table 2 line 1.2 the maximum deflection of any decking component shall not exceed 1/100th of the span of that decking component. In addltlon, In the case of decklng components with spans of 2 m or greater, the maximum deflectlon difference of loaded and unloaded decking compo- nents shall not exceed

11、 20 mn. 6.5 Guardral 1 s A guardrail, regardless of its span, shall with- stand separately (see table 2): a) a polnt load of 0.3 kN with an elastic deflec- b) a polnt load of 1,25 kN wlthout breaking or dis- ., tion of not more than 35 mn and connecting and without belng displaced from Its original

12、llne by more than 200 M at any point. Both the above loads shall be applied In the most unfavourable posltlons and at any horlzontal or downward angle. 6.6 Lateral movement The base of the tower shall be stiff In the horlzontal plane to allow relocation. This shall include outriggers and stabilizers

13、 where appro- priate. Page 6 HD 1004:1992 2.1 2.1.1 2.1.2 2.2 3404583 0040699 2 verti cal servi ce 1 oad uniformly distributed for class 2 for class 3 minimum vertical service load on structure Table 1: 3.1 3.2 Design loads on the whole structure 1 5 4,O m 1 4.0 m Group 1 2 3 4 5 Line I Kind of load

14、 sel fweight including bal 1 ast if I appl icabl e horizontal service load on level of the uppermost pl atform horizontal design load to simulate wind 1 oads resul ti ng from an inclined position of 1 %: where: 1 length of the platform Value for load as given 15 kN/mz 2, O kN/m2 5.0 kNl4 legs 0.3 kN

15、 2 x 0,3 kN O, 1 kNlm Subclause 6.2.1 6.2.2.1 6.2.2.1 6.2.2.3 6.2.3.1 6.2.3.2 6.2.4 -. 6.2.5 7 Conrpofleflts 7.1 Castor wheels 7.1.1 General Castor wheels shall be fixed to the tower in such a way that they cannot be accidentally detached. 7.1.2 Brakes Al 1 castors shall have wheel brakes. They shal

16、l have swivel brakes unless by their design they are not eccentric when locked. The brake mechanism shall be designed in such a way that it can only be unlocked by a delberate action. The brake mechanism must effectively pre- vent any rotatlon of the wheel when a horizontal force of 0,30 kN is appll

17、ed through the vertical swivel axis of the castor as close as possible above the castor housing and in the rol 1 ing direc- tion of the castor. The full value of the specified service load Is to be taken Into account when testing the castor brakes. 7.1.3 Oesign load The maximum design load of castor

18、s given by the manufacturer shall be verified by a minimum of 5 control tests. The test load shall be 3 times the maximum design load derived from table 1. One line is taken from each of the five groups In table 1 to establish the maximum design load. The brakes being locked, an Initial vertical loa

19、d of 0,50 kN Is to be applied, the plate of the fork beln taken as the origin for measurements of vertjcal displacement b) toe board at the bottom to prevent objects rolling or being pushed off the platform; c) sufficient obstruction of the space between these to mlnlmize the risk of people and larg

20、e objects falling through. NOTE : A fencing Structure can be provided capable of preventing objects as small as brlcks from falling and may be combined with guardrail and toe board or can be an additional and separate component. 7.5.2.2 Handrail It shall be possible to flx a handrail in such a posit

21、lon that its top surface is 1000 t 50 nun above the level of the platform (see figure-5). 7.5.2.3 Intermodlate guardrail It shall be possible to fix a second guardrail, such that neither the space above and between it and the underside of the principal guardrail nor the space below and between it an

22、d the top of the toe board exceed 470 nun. 7.5.2.4 Toe board It shall be possible to flx a solid toe board such that its top edge Is at least 150 mi above the ad- jacent pl atform 1 eve1 . 7.5.2.5 Fencing structures When a fencing structure Is provided, the aperture size shall not exceed 100 mm x 10

23、0 mm. 8 Assessment 8.1 General The assessment shall be made by tests andlor by calculations in accordance with EUROCOOE 3. Pendlng the publication of EUROCOOE 3 and other re1 evant European Standards, calculations shall be carried out In accordance wi th National Standards given in the Natlonal Anne

24、xes. 8.2 Assessment of stresses For the assessment of stresses in the materials of the tower, the service loads are working loads and design shall be in accordance with National Standards given in the Natlonal Annexes using calculation methods with permissible stress or load factors. 8.3 Resistance

25、to overturning Mobile access towers shall be designed with a safety factor against overturning of 1,s. The calculation of the windload shall be in accordance with HO 1000:1988, 5.3.2.2 and 5.3.2.3. The following loads from table 1 are applicable: 8.3.1 Vertlcal loads - self weight - vertlcal service

26、 load on a position of 100 mm from the most unfavourable edge of the upmost platform, The vertical servlce load to be taken i nto account i s : - for platform length 5 4 m: - for platform length 4 m: 0,75 kN 2 x 0,75 kN 8.3.2 Horizontal loads - horizontal service load on the top platform. The horizo

27、ntal service load to be taken Into account i s: - for platform length 5 4 m: 0,3 kN - for platform length 4 m: 2 x 0,3 kN - windload 0,l kNlm on structure and persons - for platform length S 4 m: - for platform length 4 m: 1 person 2 persons. W 3404583 OOY0704 2 page 11 HO 1004:1992 For the windload

28、 on persons: - projected area of one person: 0,7 m2 - shapefactor of 1,0 - centre of area: 1 m above platform level The horizontal service load and the windload shall not be combined. Only the most unfavourable of these horizontal loads shall be taken into account. NOTE : These loads shall be combln

29、ed if countries have natfonal regulatlons to comblne these loads. For these countrles the resi stance to overturn1 ng can be convenlently increased by usldg ballast on the base of the tower (see .national devlatlons, glven in the Natlonal Annexes). 8.3.3 Addltlonal loads Loads resultlng from an incl

30、fned posltlon of 1 X. 8.4 Verlficatlon tests of overall structure Tests shall be carried out In accordance wlth Annex A and the results shall be in conformity with thls annex. . 8.5 Verlflcatlon tests of stlffness of a conplete tower structure Tests shall be carried out in accordance with Annex E an

31、d the results shall be in conformity with this annex. 9 Data to be supplled by the Ranufacturer 9.1 Particular data The manufacturer shall make the followlng data avaflable to the user: a) Name and address of the manufacturer or b) class of the scaffold In accordance with the suppl 1 er permltted lo

32、adlng and the number of platforms whlch may be loaded different condl tions c) If appropriate the permitted height for d) weight and baslc dimenstons of components e) daton any ballasting required to achieve the necessary resistance to overturning and instructions on fixing the ballast securely f) m

33、aximum permissible ballast loadlng g) Instructlons for the erectlon and dlsmantltng of the tower including identification of components required for this purpose h) ins.tructions regard1 ng the mal ntenance of - compo- nents whilst In use and In storage but excluding instructions on the repalr of da

34、maged equipment. 9.2 Instructions for the use of nroblle access and worklng towers The manufacturer shall make available to the user a copy of the informatlon glven In Annex C. 10 Deslqnatlon The followlng data ate required for the deslgnation of all prefabricated mobile access and working towers: a

35、) class of unlfonly dlstributed load (see 6.2.2.1) b) maxlmum helght outdoors/lndoors. Exanpl e: Tower EN 1004 - 2 - 8/12 class 2 I maxlmum height outdoors 8 rn indoors 12 m 11 Marking A means of identlfication, e.g. a manufacturers plate showing the Information below, shall be dis- played at eye le

36、vel and In a place where It Is clearly visible on all mobile access and working towers : - Manufacturers mark - Designation In accordance with clause 10 - “Instructlons for erection and use to be followed carefully“ in the respectlve language. 3404583 0040705 4 page 12 HD 1004:1992 Annex A (normativ

37、e) Load tests on a conplete tower structure A.1 Test - ROqUlr#sntS Co lete tower structures shall be tested under a CO % inatlon of vertical and horizontal loads as described below. The assembly shall support these loads without col lapse or significant permanent deformation of elements. A.2 Test st

38、ructure For towers whlch are Intended to .be bu1 1 t to a helght between 6,O m and 12.0 m (ground to working platform level) these tests shall be carrled out on a structure wlth a minimum height of 6.0 m. For towers limlted by design of heights of less than 6,O m the tests shall be conducted at the

39、maximum designed height of the tower. The tower shall be built in accordance with the manufacturers i nstructions. Castor wheels shall be turned inwards to an angle of approximately 45O.to the maln axis of the base and locked. Adjustable legs shall be extended to thelr maximum extensi on. If any tow

40、er confi uration calls for the use of outriggers, stabilyzers or ballast at the test height, the test shall be Anforderungen, Prfung NORM B 2252 Gerstarbei ten: Werkvertragsnorm NORM B 4007 Gerste; Allgemeines, Verwendung, Bauart und Belastung NORM B 4010 Bel astungsannahmen irn Bauwesen; Eigen1 ast

41、en von Baustoffen und Eauteilen NORM B 4013 Belastungsannahmen Im Bauwesen; Schnee- und Eislasten NORM B 4014 Tell 1 Belastungsannahmen irn Bauwesen; Statlsche Windkrafte NORM B 4100 Tell 2 Holzbau, Holrtragwerke NORM B 4600 Tell 2 Stahlbau, Berechnung der Tragwerke NORM B 4600 Tell 4 Stahlbau; Stab

42、illtatsnachwels, Grundfalle NORM B 4600 Tell 7 Stahlbau; Ausfhrung der Stahltragwerke NORM E 4600 Tel 1 11 Stahlbau; Schraubenverblndungen NORM B 4650 Teil 1 Stahlbau; Tabellen fr den Stabilltatsnachwels NORM B 4650 Teil 3 .Stahlbau: Spannungsnachwels nach Theorle 2. Ordnung NORM M 3116 Al lgemelne

43、Baustahle; Gtevorschriften NORM M 3131 Baustahl - Gte R fr geschweite Rohre NORM Z 1500 Lei tern; Begriffsbestimmungen, Bauarten, Funktlonsmae, Anforderungen, Prfung, Normkennzel chnung NORM Z 1510 Tragbare Le1 tern: Verwendung, Lagerung, berprfung NORM DIN 1626 GeschweiIte krel sfrmige Rohre aus un

44、leg-lerten Stahl en fr besondere Anforderungen; techni sche Lieferbedlngungen NORM DIN 1628 Geschweite krei sfrmlge Rohre aus unleglerten Sthlen fr besonders hohe Anforderun- gen; Technische Lieferbedlngungen Dlrectlves for the Design of Aluminium Structures issued by the Austrian Associatlon for St

45、eel COnStrUCtlOn Dlrectlves for Establlshlng the Penlsslble Load on Non-Standardized Steels issued by the Austrian Association for Steel Construction 3404583 00407LL T = page 18 HD 1004:1992 0.2 National Deviations of Switzerland 0.2.1 A-Oevlatlon SUVA-FOITI. 1796 0.2.2 B-Devl atlons Natlonal Devlat

46、lons to clause 2 Norm SIA 160 Verordnung ber die Verhtung von Unfllen bei Bauarbeiten“ vom 8. August 1967 Ei nwi rkungen auf Tragwerke .- Norm SIA 161 Norm SIA 164 Holzbau Norm SIA 222 Gerste Natlonal Devlations to clause 5 . Norm SIA 161 Stahl bauten Norm SIA 164 Holzbau Norm SN 210900 Norm SN 2109

47、02/1 S tah 1 bau ten . ,. Al um1 ni um und Al um1 ni um1 egl erungen Al um1 nlum-Knetwerkstoffe Rohre Fest1 gkei tsel genschaf ten Technl sche Li ef erbedi ngungen Norm SN 210902/2 Norm SN 210902/3 DIN 1795 Rundrohre aus Aluminium Mae und Toleranzen Belblatt 1: Toleranzzuordnungen Beiblatt 2: Tolera

48、nzen der Vorzugsmafh Natlonal Devlatlons to clause 6 Norm SIA 161 Stahl bauten Norm SIA 164 Holzbau National Deviations to clause 8 SUVA-Fotm. 1796 Verordnung ber di e Verhtung von Unfall en bel Bauahei ten“ vom 8. August 1967 W 340Y583 OOY07L2 L W page 19 HO 1004:1992 0.3 National Deviations of Ger

49、many D. 3.1 A-Devi ation VBG 37 “Unfall verhtungsvorschriften Bauarbei ten“ D. 3.2 B-Deviations National Deviations to clauses 4 to 8 DIN 1052 Teil 1 DIN 1725 Teil 1 DIN 1725 Tell 2 DIN 1745 Tell 1 DIN 1746 Teil 1 DIN 1746 Tell 2 DIN 4074 Teil 1 DIN 4113 Teil 1 DIN 4113 Teil 2 DIN 4420 Teil 1 DIN 4420 Teil 4 DIN 4422 Teil 2 DIN 4427 . DIN 4568 Teil 1 DIN 4568 Tell 2 DIN 17 100 DIN 17 120 DIN 17 121 DIN 18 800 Teil 1 DIN 18 800 Tell 2 Hol zbauwerke, Berechnung und Ausfhrung Aluminium1 egierungen; Knetlegl