LIFTING SYSTEMS. R-System ACCREDITED. Lifting system. with spherical head

Transcription

1 IFTING SYSTEMS ACCEITE -Sytem 2 ifting ytem with pherical head

2 3 4 ifting ytem with pherical head WHAT IS? Thouand of heavy precat concrete item are lifted and handled on a daily bai. -Sytem i the lifting ytem, teted and certified, motly ued in Italy, and guarantee highet afety, peed, efficiency, and functionality at every tage, from deign to aembly on ite. The -Sytem lifting ytem i the reult of uredil fifty year experience in pecial building technology. uredil ha completely renewed the original German ytem with pherical head, introducing a kind of teel to it entire production the mechanical performance of which are ignificantly higher that all tandard currently available on the market. INNOVATIVE AN UNIQUE SYSTEM IN ITAY -Sytem i the Italian evolution of the original ytem with pherical head, which olve the problem of tipping and handling of precat concrete panel. To improve the ytem, a pecial cated-in platic heath wa created that i pecially adaptable and eay to ue, which bind the anchor in the cat and allow covering the houing ued for hooking. -Sytem i innovative becaue, with it 50% increaed efficiency, it implifie the deigner work by introducing, the only one in Italy, the criterion of rated capacity = bearable weight. From now, reliability on building ite ha alway and everywhere the right weight. To handle everything at bet, there i a real innovation: -Sytem, the pherical head lifting ytem.

3 5 6 1 SAFETY CITEIA 2 ATE CAPACITY The lifting anchor i a metal item, a part of which i till in the concrete, thu forming a real inert. The part that protrude from the concrete i intead engaged by a metal handle (pherical head) for lifting. The afety factor for breaking of concrete which urround the anchor, which i confirmed by experimental tet, i c > 3,00. The anchor i dimenioned in accordance with the calculation tandard for teel a = 2,50 (afety factor for teel failure) and the afety factor for the pherical head, ubject to many reue, i > 4,00. The rated capacity of the anchor (Pn) i defined a the weight portion of the anchor, the anchor being dimenioned to upport a 50% tre increae ( -Sytem ), u which can be ued for friction at draft, dynamic action in handling and aembly with inclined rope up to 45. It i therefore required that the rated capacity i equal to the bearable weight load with a failure afety factor of t, which include already a 50% traction increae, therefore:0 t = -Sytem x a = 1,50 x 2,50 = 3,75 for the protruding metal part; t = -Sytem x c = 1,50 x 3,00 = 4,50 for the part that i anchored in the concrete. 2.1 FO TACTIONS IN INE WITH THE ANCHO In the cae of line axi, the anchor upport, in addition to the weight of the tructure, alo dynamic action with d = 1,50 factor, or adheion of the tructure on the formwork during draft that doe not exceed 50% of it weight. i x d = 1 x 1,50 = 1,50 = -Sytem the failure afety factor; t = -Sytem x a = 1,50 x 2,50 = 3,75 for the protruding metal part. i = mark-up for inclined traction. Bearable weight rated capacity

4 FO TACTIONS WITH 45 ANGE ON THE VETICA INE (UING HANING) 2.4 ETEMINATION OF ATE CAPACITY PN The weight that the anchor can bear mut be, like for the traction in line with the anchor, equal to the rated capacity. In thi cae, there i a weight increae coefficient for inclined traction that i i = 1,30. Thi coefficient i jutified by laboratory failure tet. uring handling, a contemporary dynamic coefficient d = 1,minimum dynamic coefficient i aumed (if pecialized crane are ued for prefabricated item and ground tabilizer). Therefore: i x d = 1,30 x 1, = 1,50 = -Sytem and then, a in the cae of the traction in the anchor axi, a failure afety factor; t = -Sytem x a = 1,50 x 2,50 = 3,75 for the protruding metal part. 2.3 FO TACTIONS WITH ANGE Α ON THE VETICA INE BETWEEN 0 AN 45 For value between 0 e 30 can be afely aumed, while for i = 1 / co, while for = 45 it wa een that i = 1,30. i ,00 1,03 1, 1,30 d 1,50 1,46 1,30 1, -Sytem 1,50 1,50 1,50 1,50 From thi table it i poible to deduct how to divide the coefficient -Sytem between dynamic load and load due to the traction angle on the vertical line. For example, to carry a tructure with a crane truck, if the inclination on the vertical line of the traction can be limited to, a dynamic coefficient d equal to 1.46 remain available; that way, it i poible to take advantage of the characteritic of the anchor without going to a higher Pn.. With the preamble made up to now, a an item the weight of which i 0 i to be handled, the rated capacity of two anchor yetrically arranged of 50 allow: If traction i vertical, to have available a friction to de-molding or a dynamic coefficient in handling and aembly equal to 1.50; If the direction of traction i between 0 and on the anchor axi, to have available a friction to de-molding or a dynamic coefficient equal to 1.46; If the direction of traction i between 16 and 30 on the anchor axi, to have available a friction to de-molding or a dynamic coefficient equal to 1.30; If the direction of traction i between 30 and 45 on the anchor axi, to have available a friction to de-molding or a dynamic coefficient equal to 1.. If intead it i poible to apply the minimum dynamic coefficient ( d = 1,), for example when the crane truck i placed on tabilizer for aembly, the rated capacity can be increaed by a factor c, which i c = -Sytem /( i d ). -Sytem ,50 1,50 1,50 1,50 1, (1, 1,) 1,30 1,26 1,13 1,00 i d 1, (1,03 1,) (1, 1,) (1,30 1,) For example, two tilting anchor with Pn = 50 can lift, with vertical traction, a panel of 50 1,30 2 = 130. Bearable weight rated capacity

5 9 2.5 AHEENCE TO THE FOMWOK 2.7 CITEIA FO PACEMENT OF ANCHOS The adherence of the tructure to the formwork i difficult to determine, becaue the friction mainly depend on the effectivene of the releae agent (chemical compoition, type, quantity, temperature, urface cleaning, etc.) and the roughne of the material ued to make the formwork. Furthermore, the pretreed tructure take on a mount that cancel or greatly reduce the adheion to the formwork, while the friction may become very high in the preence of little flared urface, a in TT. Adherence to the formwork and the dynamic action are never imultaneou, but it i recoended that traction i vertical during de-molding; in thi cae, an adheion trength equal to 50% of the weight borne by the anchor remain available (uction effect coefficient i = 1,50). If the adheion i more than 50% of the weight, the anchor mut be dimenioned for a rated capacity increaed by the difference between actual adheion and v = 1,50. A it i not poible to give an adheion value in m2 for each formwork, it i appropriate to ae any adheion greater than 50% of the weight during de-molding and poibly act with the vibrator in the formwork to facilitate the detachment of the item. (For any iue of adherence to the formwork of a tructure hooked with four lifting point, ee Section 2.7). Cae of two anchor In a yetrical item, where the vertical line on the center of gravity i on mid-ide, it i poible to place the two anchor yetrically relative to the axi, i.e. at equal ditance from the end. Among the many olution, it i preferable, in the cae of a looe reinforcement, to place the lifting point at a ditance between 0.2 and 0., o that bending due to it own weight i minized. In the cae of pretreed item, the anchor intead hould be placed at a ditance from the head that i compatible with the hear tree induced by the weight of protruion, and in any cae not more than ,2 0, 0,2 0,2 2.6 YNAMIC OAS The coefficient that increae the weight of the item for dynamic effect may aume even high value (up to 2.20) a a function of everal factor, the mot important of which i the movement peed of the artifact. If, for example, an artifact upended to it anchor i handled by a vehicle with more or le high peed, it i clear that the dynamic coefficient can take value between 1.30 and In a non-yetrical item, the anchor hould be arranged with the previouly expoed criteria, but yetrical with repect to the vertical line paing through the center of gravity, o that the total weight i plit in equal part on the two anchor. 45 = = uring aembly, uing crane truck that are appropriate for prefabricated item with ground tabilizer, and auming a uual that inclined rope at no more than 45 are ued, the minimum dynamic coefficient d = 1, i available, a pecified in the tandard on prefabricated tructure M 7/12/87. The ue of a elf-centering ling, which poition the lifting point on the vertical line of the center of gravity, involve that an anchor bear more weight than the other. On the other hand, in thi cae, with a ling with traction on the anchor axi, the rated capacity of each individual anchor can be conidered a increaed by 30% (ee Section 02.4).

6 11 12 Cae of four anchor To avoid the danger of uncontrollable load ditribution, the cae of four in-line anchor mut be reduced to two anchor, connecting them two by two. If two bridge crane are available for de-molding, four equal independent rope are required 45 Alo in the cae of inclined traction, the maximum inclination of a ingle rope that tart from the anchor hould be 45. In the event of rollover, the traction of the rope hould alway act vertically, uing two bridge crane or pecial ling.. In the cae of four offet anchor, two anchor hould be connected by a pulley or a triangular plate or a ling, o that the ytem i iotatic and a minor error in poitioning of anchor doe not lead to the great danger of a load ditribution on only two of the four anchor. Between pulley, triangular plate, and ling, it i in any cae preferable, upon de-molding, to have a triangular plate with reduced ditance between the two point of arrival of the rope, o that there i a limit in the load ditribution; with thi olution, it i poible to avoid, upon de-molding, that an adherence force on one rib caue the breaking of the piece during the extraction. In cae de-molding i not poible from the ide of the triangular plate, it i imply neceary to repoition the plate on the other two anchor. Triangular plate In cae of overturning panel with four anchoring point, it i convenient to ue a ling between two neighboring point, thu impoing that the ditance between the two neighboring point doe not change with the variation of the panel length, to alway have the ame ling.

7 VETICAIZATION OF PANES FO ASSEMBY 3 TYPES OF ANCHOS AN ACCESSOIES Initial tep At thi tage, TF i > P/2, but auming the dynamic load d = 1, and vertical or inclined traction of maximum /2 = on the vertical line, a traction 30% greater than rated traction i acceptable. If a = /5 P 2 T F = ( - = P 0,6 0,966 = ) co ( /2) 5 = P 0,647 < P 1,3 = P 0,65 2 Traction 2T c i lower than P/2 and the two head anchor are each ubjected to a traction T c < P/4. If a > /5 5 or traction i more inclined by on the vertical axi, the dimenioning of anchor F hould be done in the initial tep of rollover. Intermediate traightening tep aie the pulley connected to the point C, while the rope F i fixed, with the panel raied from the floor. On the anchor F, traction T F i reduced by approaching P/2, while on anchor C the T c get progreively cloer to P/4. Final tep When, continuing to recover, the T F rope i diengaged, the panel ha been traightened and the T c value change from P/4 to P/2. 2T c 30 C F C 2T c C 2T c C P P T F 30 F a T F The anchor of the -Sytem are: protruding anchor (H), plate anchor (P), tilting anchor (S), anchor with hole (F). For all the anchor, a pecial material i ued, which i pecially deigned to obtain high trength, ductility, and reilience (no trength reduction at low temperature). Thi material guarantee: High characteritic tenion under controlled rupture and certified for each production batch, High ductility, High reilience guaranteed KV > 27 J (- 20 C), Safety factor The pherical head are acceorie with maximum ix rated capacitie, namely: Spherical head Pn Spherical head Pn anchor 62-1, ,5/2,5 62-3/ / To uarize, if at /5 and if the traction ha an inclination on the vertical line not greater than, the dimenioning of the two anchor F i done during de-molding, with the panel placed horizontally. The dimenioning of the two anchor C i done at the end of verticalization, with T F = 0. It hould be noted that the requirement for the choice of the type and rated capacity of anchor are thoe relating to the ue with reduced thicknee. C C IENTIFICATION OF ANCHOS TYPES OF MAKING All uredil pherical head anchor can be identified by marking tamped on the head. carrying capacity (t) carrying capacity (t) carrying capacity (t) carrying capacity () xxxx Protruding anchor with marking plate and batch on lower protruion Adhering anchor marking and batch logo on head Anchor with hole marking and batch on tem Tilting anchor (S) marking, batch and logo on ide

8 16 4 POSITIONING OF ANCHOS 5 POTUING ANCHOS Specific heath hould be mounted before molding on the anchor to produce a emipherical eat in which to introduce the pherical head. It i neceary that the heath i at the ame level a the concrete, o that there i proper coupling between the pherical head and anchor. The concrete in which the anchor i placed i dimenioned with a calculation criterion derived from the Eurocode and verified with experimental tet to obtain a Safety Factor 3 for traction in the ame axi a the anchor, increaed by the -Sytem = 1,5 coefficient, that i with: t = 3 x 1,5 = 4,5 /2 5.1 POTUING ANCHOS IN NON-EINFOCE CONCETE The hypothei i formulated, which i confirmed by breaking tet carried out, that the pread of effort during the operation load (that i, not rupture load) occur with a pread at 45, tarting from the external edge of the protruion. =d2 Along the urface of the diffuion cone, tenile tree perpendicular to the urface are uppoed, where the vertical component, multiplied by the circular area of diameter 2Ht, reult in traction applied on the axi. The dimenioning of the depth of protruion derive from the trength of concrete when it i ued, which i aumed a: for reinforced concrete tructure upon de-molding N/ 2 for pretreed tructure when cable are releaed or reinforced concrete tructure that have reached the required degree of maturity 30 N/ 2 Ye No

9 17 18 For the range of rated carrying capacitie, there are the following value, in centimeter, of Ht (minimum ditance required between the anchor and the edge), in the cae of item that have no reinforcement in the anchor diffuion cone. Protruding anchor Geometric requirement for tandard anchor Pn () per N/ 2,63 14,74 18,65 20,85,54 29,50 36,11 41,70 52,75 per 30 N/ 2 8,45 11,72 14,82 16,57 20,30 23,44 28,71 32,14 41,93 For example, uing a 50 anchor for pillar (ckj N/ 2 ) ize 50x50, there i no need to worry about the lightet additional reinforcement becaue Ht = 20,85 < 50/2 =. Similarly, in the cae of pretreed flat beam (ckj 30 N/ 2 ), f Speore minimo neceario per calcetruzzo for Pn = 50 there i 2 H = 16.57x2 = <, therefore no additional reinforcement i required. Pn = 50 N/ 2 Pn = N/ 2 41, ,14 Pn Minimum ditance from the edge () = N/ 2 = 30 N/ ,3-85 8, , ,63 8, , , , ,74 11, , , , ,65 14, , , , ,85 16, , , , ,54 20, , , , ,50 23, , , , ,11 28, , , , ,70 32, ,0-00 0

10 d d1 d1 5.2 MINIMUM THICKNESS EQUIE FO NON-EINFOCE CONCETE WITH NO CAYING CAPACITY EUCTION Sometime, with an anchoring length greater than the minimum anchoring length, it i poible to reduce the thickne in which the anchor i inerted, provided that a rectangular diffuion area i available that i not maller than the area hown in the following table. d2 d2 d1 Pn = 13 d1 =1 Pn = 50 =1,50 = d 2 = N/ 2 = 30 N/ 2 d1 d1 = d 2 = N/ 2 = 30 N/ 2 d1 d ,3-85 8,50,75,63,00 8,45 5, , ,,63 6,50 8,45 4,00 /2=1, , ,85 17,70 16,67, , ,85 12,70 16,67 8,00 /2=2, , ,,63 3, 8,45 2,* , ,85,20 16,67 6,50 Pn = =1, Pn = 75 =1,50 = d 2 = N/ 2 = 30 N/ 2 d1 d1 = d 2 = N/ 2 = 30 N/ 2 d1 d , ,85 14,74 14, 11,72 7, , ,85 14,74 9,00 11,72 5,60 /2=1, , ,50,54-20,30 14, , ,50,54, 20,30 9,60 /2= , ,85 14,74 6,20 11,72 3, , ,50,54 8,80 20,30 5,60* * The ue with d1 = 6.0 i recoended Pn = =1,50 Pn = 0 =1,50 = d 2 = N/ 2 = 30 N/ 2 d1 d , ,75 18,65,50 14,82 9, , ,75 18,65 11,50 14,82 7, /2=2, = d 2 = N/ 2 = 30 N/ 2 d1 d , ,50 23,80 23,44 14, , ,50 18,30 23,44 11,50 /2=3, , ,75 18,65 7, 14,82 4,60* , ,50, 23,44 6,00* * The ue with d1 = 3.0 i recoended * The ue with d1 = 7.0 i recoended

11 21 22 Protruding anchor Pn = 0 = d 2 = N/ 2 = 30 N/ 2 d1 d , ,75 36,11-28,71 21, ,0-0 45,75 36,11, 28,71 14, , ,75 36,11 12,80 28,71 7,70* Pn = 200 = d 2 = N/ 2 = 30 N/ 2 d1 d ,0-3 34,50 41,70-32,14 21, , ,50 41,70, 32,14 14, , ,50 41,70 12,90 32,14 7,70* =1,50 /2=4, =1,50 /2=5 5.3 ATE CAPACITY EUCTION FO THICKNESS BEOW 21 IN NON-EINFOCE CONCETE Given the rectangle that characterize the rated capacity, area 2d1 2d2, for value d* lower that table value, the rated capacity (P*) i reduced in the d*/d1 ratio P* = Pn d*/ d1 Example Conidering an anchor with Pn = 50, if = N/ 2 d1 = 17,7. Having d* = available, the following i obtained: P * = 50 /17,7 = 42,4 5.4 ATE CAPACITY EUCTION FO CHAACTEISTIC STENGTH OWE THAN NON-EINFOCE CONCETE Two characteritic trength were ued: ckj = N/ 2 2 (nonpretreed item upon de-molding), and = 30 N/ 2 (pretreed item or reinforced concrete item matured when lifted). For lower value, the rated capacity Pn i proportional to fctk, in turn proportional to 2/3 therefore * = K table, with K between 0.75 and 1, i therefore: Pn * = Pn ( * ckj / )2/3 Example If * ckj = N/ 2, intead of 30 N/ 2 for a Pn = 50 anchor, the reult i: Pn * = 50 (/30) 2/3 = STENGTHENING EINFOCEMENT TO OBTAIN ATE CAPACITY IN OWE THICKNESSES If the diffuion cone i not complete, appropriate reinforcement can be ued, provided that all the rated capacity i aigned to the reinforcement only. Therefore: A f = Pn 1,5 /σ a For example, if Pn = 50, in a thickne of, uing teel type FeB44k A f = 50 1,5 / 26 = 2,88 2 = 4 Ø Uually two U-haped rod are placed a hown in the Figure. NO WES d2 d2 Anchoring with metal wire d1 d1 lenght lunghezza of anchoring ancoraggio d1 d1 for per ckj = / 2 = 60 Ø for per ckj = 30 / 2 = 42 Ø for per ckj = / 2 = 35 Ø

12 23 24 Protruding anchor 5.6 GEOMETICA PESCIPTIONS FO SHOT ANCHOS Hot galvanizing UNI EN ISO 1461 The anchor lited below can till be ued without additional reinforcement, provided that their ditance from the edge i Ht and provided that it i N/ 2. The additional reinforcement allow uing uch protruding anchor of reduced length for both < N/ 2, for ditance from the edge of le than. 1 S Pn d1 = = ditance from the edge with ck N/ 2 f ctk = 2,20 N/ 2 Additional reinforcement for reduced thickne and ck > and < N/ 2 A f 2 4 Ø , ,50 8,75 7,69 0,75 4 Ø ,5-85 8,50 11,35,66 1,44 4 Ø 8 Black Code Pn Galvanized , , , , (±3) (±0,5) 1 19 (±1) 19 (±1) 19 (±1) 19 (±1) (+2/-3) (+2/-3) (+2/-3) (+2/-3) Pack. piece ,0-0,00 13,75 13,48 2,30 4 Ø , ,00 16,00,08 2,88 4 Ø , ,50 21,00 18,46 4,32 4 Ø , , , , (±1) 26 (±1) 26 (±1) 26 (±1) 35 (+2/-4) 35 (+2/-4) 35 (+2/-4) 35 (+2/-4) , ,00 22,00 21,32 5,77 4 Ø , ,00 26,00 26,11 8,65 4 Ø , , , , , (±1) 36 (±1) 36 (±1) 36 (±1) 36 (±1) 45 (+2/-5) 45 (+2/-5) 45 (+2/-5) 45 (+2/-5) 45 (+2/-5) USE IMITS OF POTUING ANCHOS In any cae, a limit hould be put to the ditance d1 between the axi of the anchor and the outer urface by impoing, for example, that thi value doe not exceed the greater between the diameter of the lower projection () and the radiu of the hemipherical eat (Ø / 2), then: Pn () d1 (min) 3,0 3,7 4, ,9 8,5 9,8 13, , , , , , , , , , , , , (±1) 36 (±1) 36 (±1) 36 (±1) 46 (±1) 46 (±1) 46 (±1) 46 (±1) 46 (±1) 46 (±1) 46 (±1) 46 (±1) 50 (+2/-5) 50 (+2/-5) 50 (+2/-5) 50 (+2/-5) 60 (+3/-6) 60 (+3/-6) 60 (+3/-6) 60 (+3/-6) 69 (+3/-7) 69 (+3/-7) 69 (+3/-7) 69 (+3/-7) In the cae the thickne i lower than thee value, an anchor with hole (F) hould be ued. It hould alo be remembered that the anchor, in the cae of reduced thickne, mut be poitioned with accuracy and, therefore, it cannot be inerted after cating ha been completed. Alo, it hould not move during cating and/or vibration , , ,0-0 *6000 -, , ,0-500 * , ,5 39,5 39,5 69 (±1) 69 (±1) 69 (±1) 69 (±1) 69 (±1) 69 (±1) 69 (±1) 85 (+3,5/-8) 85 (+3,5/-8) 85 (+3,5/-8) 85 (+3,5/-8) 98 (+4/-9) 98 (+4/-9) 98 (+4/-9) * on demand

13 26 6 ANCHOS WITH HOE ANCHOS WITH HOE WITH STAIGHT EINFOCEMENT For the external part, the information decribed in chapter 1 to 5 i applicable, while for the part in concrete, anchoring i achieved by placing a bar in the anchor hole, which can be either traight or haped with appropriate curvature. In the cae of traight reinforcement to be inerted into the hole, it i poible to ue a bar with improved adherence FeB44k, and a trand ection. However, the dimenioning of the anchor with hole made a decribed above cannot be deigned for non-reinforced concrete, a the hole itelf and the bar that pae inide get the ame effect a a protruded anchoring, but with inufficient height of the tem. Ø Af Pn Hole diameter Straight bar Feb 44k Øc 2 bracket with 2 arm diameter o A Ø , , , , , Ø Therefore, it hould be checked that the urface of the cone i croed by anchored vertical bar, the overall area A iof which i able to upport the whole of the rated load multiplied by 1.5. The bar dimenioning i carried out, for the rated load, with 50% increae (dynamic coefficient or friction on the formwork), i.e. in the condition of traction in the axi. For inclined traction, dimenioning made for traction in the axi i precautionary. The operating tenion in the cae of FeB44k i σ a = 260 N/ 2 = 26 / 2. The required area i dimenioned by auming that the projection on the eyelet i able to directly aborb one third of the load: A f ( 2 ) = Pn 1,5 2/3 3 / (2 a ) = o o A = 0,866 Pn / a = 0,033 Pn 8 Ø Ø t () = 0,033 Pn 4 / TT = 2,05 Pn The minimum length of the bar i calculated with the following formula: The total area A of the bracket that pa through the diffuion cone i dimenioned with the following formula:: A = Pn. 1,5 /σ f Uing two bracket with two arm, i.e. four bar that cro the diffuion cone, the diameter of the two bracket A, can be determined, a per the example on page 88. = 4 Ø Ø = 20 Ø It i poible to ue trand ection, where, however, it i neceary to limit the tenion to value that are double the tenion of FeB44k.

14 ANCHOS WITH HOE WITH SHAPE EINFOCEMENT Example: conider ,0 con Pn = 50 and calculate the diameter and length of the traight bar and/or trand, A f = 50 0,033 = 1,65 2 pari a 1 Ø 16 = 2 2 If the geometry allow it, anchoring can be brought to depth by haping, according to EC2, the bar in three way (ee the table hown below), uch a to be able to tranfer the traction much lower and therefore without requiring any other additional reinforcement. or A tr = 50 0,033/2 = 0, equal to approximately the area of the 1/2 trand. = = A 58 Ø Ø 45 Ø 28 Ø 50 Ø Ø The length of the bar Ø 16 i: = 20 1,6 = 32 The area of one of the four A bar i: = 20 1,5 = 30 Pn iameter of the haped bar Feb44k > Ø > Ø N/ 2 N/ 2 N/ 2 N/ 2 N/ 2 N/ , The area of one of the four A bar i: A = 50 1,5 / 26 4 = 0,72 2 = 1 Ø , , , , Example: for a vertical panel ( = 30 N/ 2 becaue it i treed only for mounting), for Pn = 50,, it i aumed Ø 14 tot = 80. Ø14 Ø = 4 Ø Ø= 20 Ø

15 29 30 Hot Galvanization UNI EN ISO ANCHOS FO S TIPPING Tn 1 Øc 2 1 Thee anchor are uitable to roll-over and handling of all prefabricated concrete panel N/ 2 and minimum thickne 16. Tilting anchor are deigned to withtand, in addition to the rated load Pn, which act in the ame direction of the anchor axi, a traction Tn = 0.5 Pn that i normally achieved by overturning the prefabricated item onto the formwork. A regard the reinforcement referred to a load Pn acting on the anchor axi, reference i made to the dimenioning criteria decribed for anchor with hole (ee Section 06). The pecial configuration of the anchor wa deigned to prevent the lifting handle to apply preure againt low-trength concrete ( uually = N/ 2 ), thu cauing expoed leion on the panel. A pecial reinforcement mut be able to tranfer the traction in the bottom part of the panel. To thi end, two method are uggeted, a hown in the next page. Tn Code Pn Black Galvanized (±3) 1 (±3) 2 (±0,5) , , , (+0,8/- 1) 26 (+0,8/- 1) 36 (+0,8/- 1) (-0/+1) Ø c (-0/+1) Pack. piece , , , ,5 46 (+1/-1) 69 (+0,5/- 1,5)

16 31 32 Tilting anchor S Hot galvanization UNI EN ISO Firt method: the reinforcement Af1 of the panel i ued, in the cae the eat of the anchor correpond to the poition of the reinforcement. (For the reinforcement Af0, ee Section 06). 1 Øc A f0 A f1 A f2 A f1 A f2 A f0 Black Code Pn Galvanized (±1) (-0/+1) 1 (+0,5/-1) (±1) Ø c (+0,5/-1) Pack. piece ,5 S Pn Theoretical A f1 ( 2 ) Straight bar Feb 44k Ø () Theoretical A f1 ( 2 ) Bracket A f2 () Ø () ,0 S ,5 S 0,6 1 Ø 0,36 2 Ø ,0 S 50 1, 1 Ø 14 0,72 2 Ø SPECIA ANCHO FO TIPPING OF PANES (WITH A COMB) Second method: when the panel trength reinforcement cannot be placed on the appropriate location of the anchor, ue a haped rod with two arm at 45, a hown in the Figure below. (For the reinforcement Af0, ee Section 06). A f2 A f0 Sometime, with an anchoring length greater than the minimum length, the thickne in which the anchor i inerted can be reduced, provided that a rectangular diffuion area not lower than the area hown i available. 1 Øc A f0 A f3 Black Code Pn Galvanized (±1) (-0/+1) 1 (+0,5/-1) (±1) Ø c (+0,5/-1) Pack. Piece , (±5) Pn A f3 A f3 2 Ø Straight bar Feb 44k = N/ 2 = 30 N/ ,5 S 0, ,0 S 50 1,

17 33 34 Plate anchor 8 PATE ANCHOS WITHOUT AITIONA OS Electrolytic galvanization 12 m 1 When the thickne i reduced, a plate can be engaged on a hort anchor. With it tiffne, the plate i able to create a cone having a ufficient trength. The plate anchor without additional rod can only be ued with hightrength concrete, i.e. with N/ 2. They are available in three capacity level, namely, 50, and 0. a b t 2 1 Pn plate dimenion a x b = N/ 2 f ctk = 0,246 / 2 Actual 60-2,5 70x70 5, , x90 (5,5) (6,5) 11, ,0 0 90x90 (11,5) The actual height in bracket cannot be ued without an additional reinforcement. Black Code Pn Galvanized (±3) 1 (±3) 2 (±0,5) 1 (±1) axbxt (±2) , x70x , x70x6 37 axb Pack. piece , x90x PATE ANCHOS WITH AITIONA OS The hear dimenioning of bar i done a follow: in the cae of low reitance, but with 30N/ 2 and anyhow for each actual, anchoring can be enured by four additional bar poitioned above the plate. Pn Theoretical A f 2 Ø of rod 0, , , a = b , x90x , x90x , x90x , x90x 59

18 SHEATHS FO ANCHO POSITIONING MOE UBBE SHEATHS The anchor hall be poitioned with it rece heath. With few exception, the lifting anchor with pherical head are mounted with hemipherical heath. The heath have variou function: among other, they allow lifting with oblique traction with no need for reduction, and avoid the need to inert joint with different carrying capacity. The rece heath have different diameter, depending on the different capacitie, which are printed on the upper face of the heath. Molded rubber heath are uitable for thin prefabricated item, a circular rubber heath, and can alo be ued for hot concrete cating or concrete cating heated up to 120 C. Full molded rubber heath Code Carrying capacity group d (±1) (±1) n (±1) o (±1) Pack. piece 9.1 CICUA UBBE SHEATHS ,0/1,3 / n ound rubber heath are uitable for all type of prefabricated item. They can alo be ued in hot concrete cating or concrete cating heated up to 120 C ,5/2,5 / ,0/5,0 30/ Full circular rubber heath ,0/,0 80/ ,0/20,0 160/ Ød o Code Carrying capacity group d (±1) (±1) Package piece ,0/1,3 / ,5/2,5 / ,0/5,0 30/ ,0/,0 80/ ,0/20,0 160/ *61-32, * on demand Circular rubber heath Code Carrying capacity group d (±1) (±1) Ød Package piece ,0/1,3 / n Ød o Molded rubber heath MOUNTING OF UBBE SHEATHS Code Carrying capacity group d (±1) (±1) n (±1) o (±1) Pack. piece ,0/1,3 / ,5/2,5 / ,0/5,0 30/ ,0/,0 80/ ,0/20,0 160/ The rubber heath mut be placed over the anchor head. The lifting anchor can be inerted with the heath rubber alo from above, directly in freh concrete (with workability S4). Ød ,5/2,5 / ,0/5,0 30/ ,0/,0 80/ ,0/20,0 160/ EMOVA OF UBBE SHEATHS The rubber heath are provided with two hole. To remove the heath from hardened concrete, reinforcement bar are inerted in the hole. The heath i then extracted by leveraging * , * on demand

19 CONICA STEE SHEATH FO TUBES 9.3 CONICA STEE SHEATH WITH UBBE EUCE The teel heath for tube with inner cone i dimenioned o a to enure ecure fatening of lifting anchor with pherical head. The head of the lifting anchor and teel plate with internally threaded hole for fixing to the mold mut be arranged between the two inner half-cone. After it ha been aembled, the inner cone i then inerted into the teel heath. The teel heath can be fixed to the formwork with a tandard crew. The thread ize are hown in the table. If a teel formwork i ued, the heath can alo be fixed to a cloure lid. In thi cae, the advantage i that the heath can be removed before the removal of the mold. Sometime it i neceary to releae the lifting anchor with pherical head from an inacceible heath. Thi occur when a prefabricated item mut be turned upide down after the removal of the mold. In thi cae, the anchor with pherical head can only be ued after the end of tipping operation. For thi purpoe, or for imilar ue, a teel heath with rubber reducer i required. The lifting anchor with pherical head i placed with the head in the internal hollow to the heath and locked in it poition by a rubber reducer. If teel heath i ued for horizontal mounting of a lifting anchor, meaure mut be taken to avoid that the lifting anchor diengage inadvertently during vibration (for example, by fixing the anchor to the reinforcement or locking it with pacer).. Conical teel heath for tube Code Carrying capacity group d (±1) (±1) M (±1) Pack. piece ,0/1,3 / ,5/2,5 / ,0/5,0 30/ ,0/7,5 60/ ,0/,0 80/ ,0/,0 120/ Ød M Circular teel heath Code Carrying capacity group (±1) M (±1) Pack. piece ,0/1,3 / ,5/2,5 / ,0/5,0 30/ ,0/20,0 160/ Neoprene reducer for teel heath Code Carrying capacity Internal diameter (±1) Conf. pezzi Ø ,0/1,3 / ,5/2,5 / ,0/5,0 30/

20 EMBEE SHEATHS MOUNTING OF EMBEE SHEATHS In ome cae, for poitioning of the anchor, it may be more convenient to ue embedded heath NOMA EMBEE SHEATHS (AT. 61) Hemipherical embedded heath are uitable for all type of prefabricated item. They are particularly appreciated for the practical reult (cleaning of the rece). The lid provided can be reued to cloe the expoed recee of the pillar. They are available in two verion and can be ued for,, and 50 anchor.. A B The embedded heath were deigned to facilitate the uer. It i recoended to fit the cover on the pherical cap, holding the heath with one hand; pre with the anchor head at an angle, on the wing intalled in the pherical part. When the anchor head ha paed the inlet hole, make ure that the wing have elatically returned to their original poition. If not, jut lightly retract the anchor and the wing will return. To lock the anchor head, jut pre firmly againt the lid. In the cae of embedded heath for tilting, inert the comb into the heath houing. With embedded heath it i poible to inert the anchor directly into freh concrete (with workability S4).. Embedded heath Code Carrying capacity iameter of rece A (±1) iameter of hole B (±1) Package piece EMOVA OF EMBEE SHEATH I ,5/2, ,0/5, , , The lid wa deigned to ecurely retain the anchor in their eat; it i recoended to ue it alo for aethetic cloing of expoed anchor (for example in the pillar). The top urface of the lid ha a groove; to remove the cover upon demolding, jut leverage with a crewdriver, or any other flat and rigid pin, into the houing S EMBEE SHEATHS (ITEM 60) A C S embedded heath have a pecial hemipherical hape with two ray and are uitable for prefabricated panel that have to be overturned at the time of de-molding (tipping ide). They are available in two verion for tipping anchor ( 6003 S); the cover i reuable. B Embedded heath -Sytem Code Carrying capacity iameter of rece A (±1) iameter of rece B (±1) iameter of hole Cx (±1) Package piece ,5/2,5 S x ,0/5,0 S x22 0

21 41 42 OPEATING INSTUCTIONS FO UNIVESA SPHEICA HEA Univeral pherical head hould be ued a decribed in thee operating intruction together with the intallation intruction. The complete ytem i certified only if it conit of the univeral pherical head and lifting anchor with pherical head -Sytem; no different ue i allowed (for example, with non-original -Sytem anchor). The univeral pherical head i manually operated and i upplied in the verion hown in the following table. l c g m b a 12-20T Carrying capacity group and CE marking ot number 1A t.1 IENTIFICATION MAKING OF UNIVESA SPHEICA HEA Each univeral pherical head i identified by the marking. The front of the afety cloure i characterized by the manufacturer name. On the back, carrying capacity and operation ymbol are hown. The ball i marked with the load group, the erial number, or batch identifier. The univeral pherical head can be ued with all -Sytem lifting anchor reported in thi manual..2 EGUA CHECK OF UNIVESA SPHEICA HEA The uer i reponible for enuring that the univeral ball head are ued only after they have been properly checked. The uer hall enure an annual inpection of the univeral ball head by qualified taff, who will report the data of pecific regiter. It i very important that not only any kind of damage but alo the degree of wear are detected. If the limit value hown in the table are exceeded in the cae of h, if the limit value hown in the table are exceeded in the cae of m and c, the univeral pherical head mut be replaced iediately. Manufacturer ogo (uredil) c m 12-20TCarrying capacity group 12-20T Univeral pherical head h h Code Carrying capacity group a b ,0/1,3 / ,5 ± 0, , ,5/2,5 / ± 0, ,0/5,0 30/ ,75 ± 0, ,0/,0 60/ ± ,0/20,0 120/ ,5 ± 1, c g h l m t Pack. piece Carrying capacity group Maximum dimenion h Minimum dimenion m Minimum dimenion c 1,0/1,3 13,0 5,5 14,0 1,5/2,5 18,0 6,0 17,5 3,0/5,0,0 8,0 28,0 6,0/,0 32,0 12,0 36,0 12,0/20,0 46,0 18,0 56,0

22 43 44 Calculation example.3 OPEATION OF THE UNIVESA SPHEICA HEA VETICA PANE TITING E-MOING In general, the required afety meaure in force mut be applied during lifting and carrying operation, epecially thoe relating to the ue of crane. The taff in charge of the engagement and releae of lifting anchor and acceorie mut be properly trained and informed about legal proviion and requirement contained in thi manual. Engagement To engage the univeral pherical head with the anchor, the crane rope hould not be under tenion; inert the ball to the anchor with the opening facing downward (Figure ). The ball coupling tooth i then rotated down. Alway make ure that the rotation i complete (Figure A and Figure B). When lifting with angled traction or tilting, the afety lock mut be in the right poition (Figure A). Avoid lifting operation with the afety lock in the poition oppoite to traction (Figure C). In ubequent tage, thank to the counterweight of the afety cloure, the ball i alway maintained in the right poition. With the univeral head, any turning, tipping, and rotation movement i allowed and completely afe. A B C 1. ATA A) concrete at de-molding, N/ 2 ; B) concrete during handling, 30 N/ 2 ; C) removable ide panel and eparator; ) own weight = TACTION A) de-molding tage, with ling and tipping; B) handling tage, rope inclined at 45 on the vertical line. 3. IFTING EVICES A) de-molding tage, bridge crane on rail; B) handling tage, prefabricated item crane on tabilizer. 4. IMENSIONING UING E-MOING A) check of dynamic action = i x d = 1x1,5 = 1,5 1,5 ( t) The condition t wa checked B) determination of rated capacity Pn = PP = 0 = therefore, two anchor item S are ued 0 0 HANING eleae To releae the anchor, releae the load and make ure that the cable are not under tenion. To unlock, rotate the ball upward and extract the pherical head (Figure E). E 5. IMENSIONING UING HANING A) check of dynamic action (ref. item 2.3) = i x d = 1,3x1, = 1,5 1,5 ( t) The condition t wa checked B) determination of rated capacity Pn = PP = 0 = the anchor of de-molding tage long ide are confirmed; two anchor item are ued for verticalization, hort ide. 20 TITING ANCHO AT ,0 - S POTUING ANCHO AT ,0-2

23 45 46 C.A.P. BEAM E-MOING AN HANING VETICA PANE E-MOING 1. ATA A) concrete at de-molding, N/ 2 ; B) concrete during handling, 30 N/ 2 ; C) removable ide panel and eparator; ) own weight PP = TACTION A) de-molding tage, rope inclined at 45 on the vertical line; B) handling tage, rope inclined at 45 on the vertical line. 3. IFTING EVICES A) de-molding tage, bridge crane on rail; B) handling tage, prefabricated item crane on tabilizer. 4. IMENSIONING UING E-MOING A) check of dynamic action = i x d = 1,3x1, = 1,5 1,5 ( t) The condition t wa checked B) determination of rated capacity Pn = PP = 0 = therefore, two anchor item are ued. 5. IMENSIONING UING HANING A) check of dynamic action = i x d = 1,3x1, = 1,5 1,5 ( t) The condition t wa checked B) determination of rated capacity Pn = PP = 0 = the anchor of de-molding tage are confirmed, two anchor item POTUING ANCHO AT , ATA A) concrete at de-molding, 30 N/ 2 ; B) emovable ide panel and eparator; C) own weight PP = TACTION A) de-molding tage, rope inclined at on the vertical line, ame and independent; B) handling tage, converging rope with triangular plate inclined at 45 on the vertical line. 3. IFTING EVICES A) de-molding tage, double bridge crane on rail; B) handling tage, prefabricated item crane on tabilizer. 4. IMENSIONAMENTO FASE I SCASSEO A) check of dynamic action = i x d = 1,03x1,46 = 1,5 1,5 ( t) The condition t wa checked B) determination of rated capacity Pn = PP = 44,3 = therefore four anchor item are ued 5. IMENSIONAMENTO FASE I MOVIMENTAZIONE A) check of dynamic action = i x d = 1,3x1, = 1,5 1,5 (γt) The condition t wa checked B) determination of rated capacity Pn = PP = 44,3 = the anchor item are confirmed POTUING ANCHO AT HANING Triangular plate ed. 08/16