Schöck Isokorb type KST

Transcription

1 Schöck Isokorb type Schöck Isokorb type Contents Page Element arrangements/connection layouts Views/Dimensions Design an capacity table 294 Torsion spring strength/notes on calculations 295 Expansion joints/fatigue resistance Design configurations/examples En plate imensioning 311 Metho statement Construction etails 314 Check list

2 Schöck Isokorb type Element arrangements/connection layouts En plate Cantilevere steel member Steel structure Steel member Steel roof structure En plate Outsie Insie Column support Outer area Insulating plane, e.g. winow front Column support Inner area Figure 1: Schöck Isokorb type for cantilevere steel structures Figure 2: Schöck Isokorb type for separation within the structural system En plate En plate Steel member Steel structure Steel member Steel structure Column support Column support Column support Figure 3: Schöck Isokorb moule, type -QST/-ZQST for supporte steel structures Figure 4: Schöck Isokorb -ZST moule for restraine steel structures Insie Outsie Existing wall Retrofit insulation Existing timber members En plate Retrofit steel member Retrofit steel member Schöck Isokorb type Figure 5: Schöck Isokorb type for a renovation/retrofit balcony installation En plate not provie by Schöck 288

3 Schöck Isokorb type Element arrangements/connection layout Steel construction Fitting reinforce concrete construction 2 2 = 4 Schöck Isokorb moules of type -ZST = 4 Schöck Isokorb moules of type -ZST 22 UC ø 25 bars (L = 1800) 6 ø 25 bars (L = 1800) UC UB UB 152 x = 4 Schöck Isokorb moules of type -QST 22 En plate (not provie by Schöck) 2 2 = 4 Schöck Isokorb moules of type -QST steel plate The type can also be use for connections between reinforce concrete an steel. This variant can be use if the member forces are too great for the Schöck Isokorb type KS. However, it must be ensure that the forces in the steel member are reliably transferre into the concrete via the reinforcement bars which are wele on to the on-site en plate. The engineer responsible for the esign of the loa bearing structure shall ensure that this is satisfie. 289

4 Schöck Isokorb type Views/Dimensions Schöck Isokorb type basic type The basic type consists of one ZST moule, one QST moule, one insulating aapter with a thickness of 20 mm an one insulating aapter with a thickness of 30 mm. With these moules it is possible to achieve a vertical bolt separation of up to 120 mm (60/ /. If your application requires a greater istance between the bolts, this can be achieve by inserting further insulating aapters or a corresponing insulating block. The main loa on the basic type is a shear force in the z- irection an a moment aroun the y-axis. Schöck Isokorb type 16 Front elevation Isometric view ZST 16 moule M16 60 yellow 20 Insulating aapter, 20 mm Insulation Insulating aapter, 30 mm blue QST 16 moule M16 80 Insulation Views - Schöck Isokorb type 16 Schöck Isokorb type 22 Front elevation Isometric view ZST 22 moule M22 60 yellow 20 Dämmzwischenstück 20 mm Dämmzwischenstück 30 mm Insulation blue QST 22 moule M22 80 Insulation Views - Schöck Isokorb type 22 If require, the insulating element can be cut off up to the steel plates ( for the -ZST moule, for the -QST moule an -ZQST moule). The minimum istance is therefore 50 mm (40/2 + 60/. Available fixing length 290

5 Schöck Isokorb type Views/Dimensions Schöck Isokorb moule, type -ZST The -ZST moule is use to absorb tensile forces. It comprises one insulating element (180/60/80 mm) an two stainless threae bars with the corresponing nuts. The outer washers take the form of a ball socket an a conical isc. This offers avantages in terms of fatigue resistance. Refer also to the section about expansion joints on pages In combination with a -QST moule, it is also possible to absorb compressive forces, although this is limite to one thir of the tensile force. Schöck Isokorb moule, type -ZST 16 Front elevation Isometric view yellow M16 Insulation Views - Schöck Isokorb moule, type -ZST 16 Schöck Isokorb moule, type -ZST 22 Front elevation Isometric view M22 yellow Insulation Views - Schöck Isokorb moule, type -ZST 22 If require, the insulating element can be cut off up to the steel plates ( for the -ZST moule). Available fixing length 291

6 Schöck Isokorb type Views/Dimensions Schöck Isokorb moule, type -QST The -QST moule is use to absorb compressive forces an shear forces. It consists of an insulating element (180/80/80 mm), two stainless threae bars with corresponing nuts an a rectangular hollow section which is wele into the moule. The rectangular hollow section transmits the shear forces. The element can transmit forces in the x, y an z-irection. Within a connection, the -QST moule is locate in the area in which pressure is exerte ue to the self weight. Different loa combi na-tions, incluing tensile forces, within a connection, can be carrie by the -QST moule, although the interaction conition = max must be satisfie. Schöck Isokorb moule, type -QST 16 Front elevation Isometric view blue M16 Insulation Views - Schöck Isokorb moule, type -QST 16 Schöck Isokorb moule, type -QST 22 Front elevation Isometric view blue M Insulation Views - Schöck Isokorb moule, type -QST 22 If require, the insulating element can be cut off up to the steel plates ( for the -QST moule an the -ZQST moule). Available fixing length 292

7 Schöck Isokorb type Views/Dimensions Schöck Isokorb moule, type -ZQST The -ZQST moule combines the technical features of the -ZST moule with those of the -QST moule. It shoul be use for applications in which tensile forces are continuously transmitte an, at the same time, horizontal forces resulting from temperature eformations are transferre from the outer steel structure into the connection. Special two-part washers provie fatigue resistance. Schöck Isokorb moule, type -ZQST 16 Front elevation Isometric view M16 green Insulation Views - Schöck Isokorb moule, type -ZQST 16 Schöck Isokorb moule, type -ZQST 22 Front elevation Isometric view green M22 Insulation Views - Schöck Isokorb moule, type -ZQST 22 If require, the insulating element can be cut off up to the steel plates ( for the -QST moule an the -ZQST moule). Available fixing length 293

8 yellow yellow Schöck Isokorb type Design an capacity table Schöck Isokorb type blue -QST: blue -ZQST: green QST 16 moule -ZQST 16 moule -QST 22 moule -ZQST 22 moule -ZST 16 moule -ZST 22 moule H y,r ±6 kn 5) ±6 kn 5) ±6 kn 3)5) ±6 kn 3)5) 0 kn 0 kn V z,r 30 kn 36 kn 30 kn 3) 36 kn 3) 0 kn 0 kn F x,t,r F x,c,r kn 6) kn 6) kn 3) kn 3) F t = kn F c = 0 kn F t = kn F c = 0 kn M y,r a F x,t,r a F x,t,r 0 knm 4) 0 knm 4) 0 knm 0 knm M z,r 5) 5) 5) 5) 0 knm 0 knm F R F c,r resistance esign [per moule] for the tensile loaing capacity of the bolts for the compression loaing capacity of the bolts a Schöck Isokorb type Schöck Isokorb moule, type -QST/-ZQST a = istance between the tension bars an compression bars of the Isokorb element (inner lever arm), minimum possible axis separation between tension bars an compression bars = 50 mm (without insulating aapters after processing of the poly styrene see pages ). We recommen that you iscuss the static system an calculations with the Schöck esign epartment, tel ) The interaction 3 V z + 2 H y + F x,t = max F x,t, F x,t,r nees to be taken into account in the event of simultaneous tensile force an shear force loas. 4) When using at least two moules arrange one above the other, it is possible to transfer both positive an negative forces (moments an shear forces) in accorance with the esign variants on pages ) Please make sure that you rea the notes on expansion joints/fatigue resistance on pages below. 6) If the -ZST moule is subjecte to pressure loas within a connection (e.g. win loas generating slight lift-off), then the -ZST moule can absorb a maximum of 1/3 F x,t,r as a compressive force. The interaction (footnote 3) must also be note in this loa scenario. 294

9 Schöck Isokorb type Torsion spring strength/notes on calculations Estimation of eformation variables ue to M K in the Schöck Isokorb connection Design variants Torsion spring strength/buckling angle resulting from bening moment Torsion spring strength c [kncm/ra] No. 3 - see page a 2 No. 4 - see page a 2 No. 5 - see page a 2 No. 6 - see page a 2 No. 7 - see page a 2 No. 8 - see page a 2 No. 9 - see page a 2 No see page a 2 Buckling angle ϕ [ra] a [cm] = refer to the esign variants on pages M K = bening moment from characteristic values for the effects aroun the (existing M). Deformations resulting from normal forces an shear forces can be ignore. Values in table above assume average secant moulus of stainless steel uner working loa of kn/cm 2 Possible moular combinations of the basic types are shown on the next pages. ϕ = M K C Static moel for the estimation of flexural stiffness C I I = I Notes on calculations Basis: Type certification (LGA Nürnberg S-N ) The Schöck Isokorb type has been classifie by the DIBt (German Institute for Construction Technology) as the subject of structural stanars with type certification. Approval is not require as it is a moular system. The esign capacities of the Schöck Isokorb type have been inepenently checke an approve as compliant to BS 5950:2000 in conjunction with SCI Publication P291 Structural Design of Stainless Steel. Certification: The static calculations to Eurocoe 3 for Schöck Isokorb type, when use in conjunction with BS :2000 an Steel Construction Institute Publication P291, have been approve by the Flint & Neill Partnership, Lonon. En plate thickness: In the case of the connection of I-profiles in accorance with the esign variants below, the inicate en plate thicknesses, using mil steel S235, can be aopte without further verification or proof. Smaller en plate thicknesses can be obtaine with more accurate verification or proof. If the geometry is ifferent then the en plates will nee to be verifie separately (e.g. connection of a U-profile, flat sheet metal,...). Ajacent web thickness: If webs of ajacent girers are less than 3.5 mm or consiere to be slener or non-compact classification to BS 5950, web to be checke for local compression effects inuce by QST moule. Dynamic loas: The Schöck Isokorb type is only intene for use with primarily static loas. 295

10 Schöck Isokorb type Expansion joints/fatigue resistance Changing temperatures cause changes in length of the steel members an thus cause fluctuating stresses to arise in the Isokorb elements which are only passe on in part through the thermal separation. Loas on the Isokorb connections ue to temperature eformations of the external steel construction shoul therefore generally be avoie. If, nonetheless, temperature eformations are assigne irectly to the Isokorb connection, then the Isokorb type construction will be fatigue-resistant up to a construction length of 6 m by virtue of its special components (-QST moule, -ZQST moule: sliing film on the pressure plate; -ZST moule, -ZQST moule: 2-part special washer). At greater lengths an expansion joint shoul be positione after no more than 6 m. Horizontal slots are neee in the on-site en plate for the -QST moule an -ZQST moule use in the compression zone if horizontal temperature eformations are to be introuce. These must permit horizontal movements of ±2 mm. In this case, horizontal shear forces can only be absorbe non-structurally via friction. Examples of the arrangement an esign of expansion joints: Key: Schöck Isokorb Expansion joint FIXED: No slots require MOVEABLE: Horizontal slots in the on-site front plate for -QST moule, -ZQST moule (compression zone) Insie Outsie 6.00 m 3.00 m 3.00 m 3.00 m 3.00 m View 1 View 1 Example showing the arrangement of expansion joints, variant 1 296

11 Schöck Isokorb type Expansion joints/fatigue resistance Insie Outsie 6.00 m View 3 or 4 View 3 or 4 Example showing the arrangement of expansion joints, variant 2 Insie Outsie 6.00 m View 2 View 2 Example showing the arrangement of expansion joints, variant 3 View 1 Slots View 2 Wel seam Wel seam View 3 View 4 Spring washer Elastomer bearing Slots Wel seam Only partial moment transfer possible. Spring washer 297

12 Schöck Isokorb type -QST 16 moule, -ZQST 16 moule Design configuration an example 1 Steel member with en plate accoring to structural requirements -QST 16 moule, -ZQST 16 moule H R 6 kn 3) V R, F c,r 30 kn kn, b 35 Interaction between,, : = max Minimum en plate thicknesses [] without etaile verification, using mil steel S235: Plan elevation max = F c,r 1.0 : 30 mm 0.75 : 25 mm 0.5 : 20 mm The Schöck Isokorb type -ZQST 16 moule shoul be use for applications in which tensile forces nee to be transferre continuously into the connection an in which, at the same time, horizontal forces resulting from temperature eformation of the external steel structure are transferre into the connection. Special two-part washers provie fatigue resistance. Refer to pages for the expansion joint spacings. 3) Always refer to the information about expansion joints/fatigue resistance on pages Schöck Isokorb moules, type -QST 16, -ZQST 16 Example showing a supporte connection of an UB with a -QST 16 moule Loas: V z, = 25 kn = ±3 kn = 30 kn or = 80 kn (from win loas) Verifications for -QST 16 moule Shear force V z, V z,r H R V z, /V z,r,qst16 = 25 kn/30 kn = 0.83 /H R,QST16 = 3 kn/6 kn = 0.5 Compression F c,r /F c,r,qst16 = 80 kn/116.8 kn = 0.68 Tensile force (see note on page 294) Interaction conition: 3V z, = max max max = 3V z, = 3 25 kn kn + 30 kn = 111 kn max /,QST16 = 111 kn/116.8 kn = 0.95 Minimum en plate thickness [] without etaile verification, using mil steel S235: Distance b 35mm F c,r,qst16 or max,qst16 { = 1.0 : 30 mm 0.75 : 25 mm 0.5 : 20 mm max,qst C = 25 mm 298

13 Schöck Isokorb Design configurations, type -QST 22 moule, -ZQST 22 moule, 16 2 Steel member with en plate accoring to structural requirements -QST 22 moule, -ZQST 22 moule H R 6 kn 3) V R, F c,r 36 kn kn, Interaction between,, : = max 260 Minimum en plate thicknesses [] without etaile verification, using mil steel S235: Plan elevation max = F c,r 1.0 : 40 mm 0.75 : 35 mm 0.5 : 30 mm t t The Schöck Isokorb type -ZQST 22 moule shoul be use for applications in which tensile forces nee to be transferre continuously into the connection an in which, at the same time, horizontal forces resulting from temperature eformation of the external steel structure are transferre into the connection. Special two-part washers provie fatigue resistance. Refer to pages for the expansion joint gaps. 3) Always refer to the information about expansion joints/fatigue resistance on pages Schöck Isokorb moules, type -QST 22, -ZQST 22 3 Steel member with en plate accoring to structural requirements 16 b 35 H R 6 kn V R, F c,r 30 kn kn a Minimum en plate thicknesses [] without more specific verification (Fkl.: S 235): Plan elevation 210 b 35 a 150: a < 150: 30 mm 1.0 : 25 mm 0.9 : 20 mm Always refer to the information about expansion joints/fatigue resistance on pages Schöck Isokorb type

14 Schöck Isokorb type 22 Design configuration an example 4 Steel member with en plate accoring to structural requirements 22 H R 6 kn V R Z R, D R 36 kn kn a Minimum en plate thicknesses [] without etaile verification, using mil steel S235: Plan elevation a 150: a < 150: 40 mm 1.0 : 35 mm 0.8 : 30 mm 0.5 : 25 mm 200 Always refer to the information about expansion joints/fatigue resistance on pages Schöck Isokorb type 22 Example of moment connections for UB with 22 Loas: Loa case 1: V z, = 32 kn = ±4 kn M y, = 18 knm Loa case 2: V z, = 16 kn = ±4 kn M y, = 5 knm a = 0.12 m Verifications for Shear force an horizontal force V z, V z,r H R V z, /V z,r,qst22 = 32 kn/36 kn = 0.89 /H R,QST22 = 4 kn/6 kn = 0.67 Moment at loa case 1 N c, N c,r N t, N t,r = = M y, /a = 18 knm/0.12 m = 150 kn /F c,r,qst22 = 150 kn/225.4 kn = 0.67 /,ZST22 = 150 kn/225.4 kn = 0.67 Moment at loa case 2 (lifting off) max N t, < N t,r = = M y, /a = 5 knm/0.12 m = kn max = kn < kn =,QST22 -ZST moule uner compressive loa (see note on page 294) max < /3 max = M y, /a = 5 knm/0.12 m = kn,zst22 /3 = kn/3 = kn max,zst22 = kn < kn =,ZST22 /3 300

15 Schöck Isokorb type 22 Example -QST moule uner tensile loa (see note on page 294) Interaction conition: 3V z, = max max = 3V z, = = kn max max /,ZST22 = 97.67/225.4 = 0.43 Minimum en plate thickness [] without etaile verfification, using mil steel S235: Distance mm a 150: { 1.0 : 35 mm / = 150 kn/225.4 kn = : 30 mm F 0.5 : 25 mm a 150: = 0.67 < 0.8 C = 30 mm a > 150: 40 mm t, Deformation ue to M y, (see page 295) Buckling angle ϕ = M k c [ra] c = 6000 a 2 [cm] 18/ ϕ = = [ra] c = = [KNcm/ra] Conversion of M y into M K (with global safety factor γ f = 1.45) Notes on the example The information relating to the fatigue resistance of expansion joints on pages must be followe. In the event of a short-term tensile loa (e.g. from win suction) a -QST moule can be use instea of the -ZQST moule in the lower connection, even if horizontal forces are introuce from temperature eformation. The -ZST moule can also be subjecte to compressive loas of up to 1/3 (see footnote 6 on page 294). If > 1/3 then a -ZQST moule must be use for the -ZST moule. Greater stiffness can also be achieve with the arrangement no

16 Schöck Isokorb type 22 Design configurations 5 Front elevation a Plan elevation Steel member with en plate accoring to structural requirements 22 H R 6 kn V R, F c,r 36 kn kn 200 Minimum en plate thicknesses [] without etaile verification, using mil steel S235: 1.0 : 40 mm 0.75 : 35 mm 0.5 : 30 mm Always refer to the information about expansion joints/fatigue resistance on pages Schöck Isokorb type 22 6 Front elevation n e 2 e 1 a Plan elevation t t n = e 1 /e 2 Steel member with en plate accoring to structural requirements 200 n ; 2 2 ; 2 2 Schöck Isokorb for connection of members with 2 22 (2 tensile an 2 compressive shear force moules) Loa-bearing capacity of the iniviual moule: Minimum en plate thicknesses [] without etaile verification, using mil steel S235: per moule 22 per moule H R 6 kn V R, F c,r 36 kn kn 1.0 : 40 mm 0.75 : 35 mm 0.5 : 30 mm Always refer to the information about expansion joints/fatigue resistance on pages

17 Schöck Isokorb type 22 Design configurations 7 Steel member with en plate accoring to structural requirements n e 2 e 2 e 1 e 1 a n = e 1 /e 2 n ; 2 2 ; 2 2 Plan elevation Front elevation Minimum en plate thicknesses [] without etaile verification, using mil steel S235: per moule 1.0 : 40 mm 0.75 : 35 mm 0.5 : 30 mm Always refer to the information about expansion joints/fatigue resistance on pages Loa-bearing capacity of the iniviual moule: 22per moule H R 6 kn V R, F c,r 36 kn kn Schöck Isokorb for connection of members with 4 22 (4 tensile an 4 compressive shear force moules) 303

18 Schöck Isokorb type -QST 22 moule, -ZQST 22 moule Design configuration 8 Steel member with en plate accoring to structural requirements ;, a, ; Plan elevation Front elevation Loa-bearing capacity of the iniviual moule: -QST 22 moule, -ZQST 22 moule H R 6 kn 3) V R, F c,r 36 kn kn Minimum en plate thicknesses without etaile verification, using mil steel S235: per moule 1.0 : 35 mm 0.8 : 30 mm 0.5 : 25 mm This variant shoul be use if the system nees to absorb large forces which act on alternating sies (e.g. win loas from below onto the cantilever). The -ZQST moule shoul be use in accorance with page 293 wherever primarily tensile forces (resulting from permanent loas) are transferre. The element, which is subjecte only temporarily to a tensile loa, can be use as a -QST 22 moule. Schöck Isokorb for connection of members with 2 -QST 22 moules/-zqst 22 moules 3) Always refer to the information about expansion joints/fatigue resistance on pages

19 Schöck Isokorb Example: type -QST 22 moule, -ZQST 22 moule Example of moment connections for UB for lifting-off forces with 2 -ZQST 22 moules Loas: Loa case 1: V z, = 32 kn = ±5 kn M y, = 18 knm Loa case 2: V z, = 34 kn = ±5 kn M y, = 20 knm a = 0.12 m Verifications for -ZQST 22 moule Shear force an horizontal force V z, V z,r H R V z, /V z,r,zqst22 = 32 kn/36 kn = 0.89 /H R,ZQST22 = 5 kn/6 kn = 0.83 Moment at loa case 1 F c,r = = M y, /a = 18 knm/0.12 m = 150 kn /F c,r,zqst22 = 150 kn/225.4 kn = 0.67 /,ZQST22 = 150 kn/225.4 kn = 0.67 Shear force an moment at loa case 2 (lifting off) V z, V z,r V z, /V z,r,zqst22 = 34 kn/36 kn = 0.94 F c,r = = M y, /a = 20 knm/0.12 m = kn /F c,r,zqst22 = kn/225.4 kn = 0.74 /,ZQST22 = kn/225.4 kn = 0.74 Minimum en plate thickness [] without etaile verification, using mil steel S235: Distance mm max,qst22 { 1.0 : 35 mm 0.8 : 30 mm 0.5 : 25 mm Deformation ue to M y, see page 295 = 0,74 < 0.8 C = 30 mm Notes As the compressive force for the -ZQST moule will excee 1/3 of the permitte tensile force, one -ZST 22 moule in the upper tensile area structurally is not sufficient; furthermore, the interaction cannot be satisfie for the -QST moule uner tensile loas ( = = ) 3 In the lower area, tensile forces ue to the win will only occur for a limite time. Accoringly, a single -QST moule woul offer sufficient fatigue resistance. However, in orer to prevent mix-ups, a symmetrical connection with 2 -ZQST moules is recommene. As it cannot be ensure that the -QST moules/-zqst moules establish a similarly large resistance to the issipation of shear forces at the same time, only the moule which is locate in the compressive area must be use to issipate shear forces. 305

20 Schöck Isokorb type -QST 22 moule, -ZQST 22 moule Design configuration 9 Steel member with en plate accoring to structural requirements ; 2 2 n n ; 2 2 e2 e1 a ; n 2 2 n n = e 1 /e 2 ; 2 2 Plan elevation Front elevation Loa-bearing capacity of the iniviual moule: per -QST 22 moule, -ZQST 22 moule H R 6 kn 3) V R, F c,r 36 kn kn Minimum en plate thicknesses [] without etaile verification, using mil steel S235: per moule 1.0 : 40 mm 0.75 : 35 mm 0,5 : 30 mm This variant shoul be use if the system nees to absorb large forces which act on alternating sies (e.g. win loas from below onto the cantilever). The -ZQST moule shoul be use in accorance with page 293 wherever primarily tensile forces (resulting from permanent loas) are transferre. The element, which is subjecte only temporarily to a tensile loa, can be use as a -QST 22 moule. 3) Always refer to the information about expansion joints/fatigue resistance on pages Schöck Isokorb for connection of members with 4 -QST 22 moules/-zqst 22 moules 306

21 Schöck Isokorb Example: type -QST 22 moule, -ZQST 22 moule Example of moment connections for UB for lifting-off forces with 4 -ZQST 22 moules Loas: Loa case 1: V z, = 55 kn M y, = 130 knm e 1 = 0.25 m Loa case 2: V z, = 40 kn M y, = 80 knm e 2 = 0.45 m Verifications for -ZQST 22 moule Shear force V z, V z,r V z,r,zqst22 = 2 36 kn = 72 kn V z, /V z,r,zqst22 = 55 kn/72 kn = 0.76 Moment at loa case 1 = = M y, /e 2 + ( e 1 e 2 e e ) 1 = = 130 knm/(0.45 m + (0.25 m/0.45 m 0.25m)) = = kn F c,r /F c,r,zqst22 = kn/225.4 kn = 0.98 /,ZQST22 = kn/225.4 kn = 0.98 Shear force an moment at loa case 2 (lifting off) V z, V z,r V z,r,zqst22 = 2 36 kn = 72 kn V z, /V z,r,zqst22 = 40 kn/72 kn = 0.55 = = M y, /e 2 + ( e 1 e 2 e e ) 1 = = 80 knm/(0.45 m + (0.25 m/0.45 m 0.25m)) = = kn F c,r /F c,r,zqst22 = kn/225.4 kn = 0.6 /,ZQST22 = kn/225.4 kn = 0.6 Minimum en plate thickness [] without etaile verification, using mil steel S235: Distance mm max,qst22 { 1.0 : 40 mm 0.8 : 35 mm 0.5 : 30 mm Deformation ue to M y, see page 295 = C = 40 mm Notes As the compressive force for the -ZQST moule will excee 1/3 of the permitte tensile force, one -ZST 22 moule in the upper tensile area structurally is not sufficient; furthermore, the interaction cannot be satisfie for the -QST moule uner tensile loas ( = = ) 8 In the lower area, tensile forces ue to the win will only occur for a limite time. Accoringly, a single -QST moule woul offer sufficient fatigue resistance. However, in orer to prevent mix-ups, we recommen a symmetrical connection with 4 - ZQST moules. As it cannot be ensure that the -QST moules/-zqst moules establish a similarly large resistance to the issipation of shear forces at the same time, only the moule which is locate in the compressive area must be use to issipate shear forces. 307

22 Schöck Isokorb type -QST 22 moule, -ZQST 22 moule Design configuration 10 Steel member with en plate accoring to structural requirements ; 2 2 n n ; 2 2 e 2 e1 a n ; 2 2 n ; n = e 1 /e Plan elevation 260 Front elevation e 3 Loa-bearing capacity of the iniviual moule: per -QST 22 moule, -ZQST 22 moule H R 6 kn 3) V R, F c,r 36 kn kn Minimum en plate thicknesses [] without etaile verification, using mil steel S235: per moule 1.0 : 40 mm 0.75 : 35 mm 0.5 : 30 mm This variant shoul be use if the system nees to absorb large forces which act on alternating sies (e.g. win loas from below onto the cantilever). The -ZQST moule shoul be use in accorance with page 293 wherever primarily tensile forces (resulting from permanent loas) are transferre. The element, which is subjecte only temporarily to a tensile loa, can be use as a -QST 22 moule. 3) Always refer to the information about expansion joints/fatigue resistance on pages Schöck Isokorb for connection of members with 8 -QST 22 moules/-zqst 22 moules 308

23 Schöck Isokorb Example: type -QST 22 moule, -ZQST 22 moule Example: Moment connection for HEA 360 with 4 -ZQST 22 moules Loas: Loa case 1 (status uring usage): V z, = 126 kn = ±20 kn M y, = 236 knm Loa case 2 (assembly): V z, = 96 kn M y, = 166 knm M z, = ±22 knm F x,c, = 160 knm e 1 = 0,215 m e 2 = 0,450 m e 3 = m (axis separation of the outer row of bolts) Verification of the loa case status uring usage : Shear force an horizontal force at loa case 1 V z, V z,r V z,r,qst22 = 4 36 kn = 144 kn V z, /V z,r,qst22 = 126 kn/144 kn = 0.88 H R,QST22 = 4 6 kn = 24 kn /H R,QST22 = 20 kn/24 kn = 0.83 Moment at loa case 1 M y, = 2 e e 1 e 2 1 N e t,r 1,QST22 = M y, e 2 e e e KNm m m m 0.45 m = KN F c,r /F c,r,qst22 = KN/225.4 KN = 0.95 /,QST22 = KN/225.4 KN = 0.95 Minimum en plate thickness without etaile verification, using mil steel S235: Distance mm max,qst22 { 1.0 : 40 mm 0.8 : 35 mm 0.5 : 30 mm = 0.95 C = 40 mm Deformation ue to M y, (see page 295) Buckling angle ϕ = M k c [ra] 236/1.45 ϕ = c = a 2 c = (21.5 cm + 45 cm) = [kncm/ra] 2 [ra] ( ) 2 309

24 Schöck Isokorb Example type -QST 22 moule, -ZQST 22 moule Loaing combination uring assembly: Shear force at loa case 2 V z, V z,r V z,r,qst22 = 4 36 kn = 144 kn V z, /V z,r,qst22 = 96 kn/144 kn = 0.66 Moment at loa case 2 (lifting off) M y, = 2 D e e 1 e 2 1 D e 1 M Z = 2 D e 3 Verification of the bolts uner the highest loas for compressive loas from bi-axial bening F c,r M y, M z, 2 F c, = y, e e e e 1 e KNm 22 KNm = m m m m m 160 KNm 8 = KN KN + 20 KN /F c,r,qst22 = KN/225.4 KN = 0.93 Conserevatively, only the external bolts are consiere as being loa-bearing. The calculations are performe with just 2 bolts, as relates to 1 moule. Number of moules subjecte to a compressive loa ue to normal force F x,c,. 310

25 Schöck Isokorb type En plate imensioning Example - en plate protruing Calculation of max. bolt force: F t,max, 2 = F t,max, per bolt Max. moment in the en plate: M = F t, max,,bolt a l = [knmm] W = 2 b ef /6 = [mm 2 ] with b ef = min (b 1 ; b 2 /2; b 3 / = thickness of en plate c = iameter of U-washer c ( 16) = 30 mm, c ( 2 = 39 mm b 1 = 2 a l + c [mm] M R, = W f y,k /1.1 = [knmm] b 2 = member with or with of en plate [mm] M /M R, = 1.0 b 3 = 2 a l + c + [mm] b 3 b 1 a l c a l c a l a l 45 b 2 Schöck Isokorb type 22 imensioning of the en plate Example - en plate flush Max. tensile or compressive force per moule: = t Max. moment in the en plate: M = (a l + ) 2 W = 2 b ef /6 with b ef = b 2 f M R, = W f y,k /1.1 = thickness of en plate M /M R, = 1.0 f = iameter of bore f ( 16) = 18 mm f ( 2 = 24 mm b = with of en plate f a l + t f /2 t f Schöck Isokorb type 16 imensioning of the en plate a l + t f /2 a h-t 311

26 Schöck Isokorb type Metho statement 4 -ZST moule + -QST moule -ZST moule -QST moule -ZQST moule 5 1 -QST moule ZST moule -ZQST moule M 16: Mr = 50 Nm M 22: Mr = 80 Nm 3B 7 3A 3C 8 312

27 Schöck Isokorb type Metho statement QST moule -ZST moule -ZQST moule M 16: Mr = 50 Nm M 22: Mr = 80 Nm

28 Schöck Isokorb type Constructions etails Column support Cantilever Steel member Cantilevere Schöck Isokorb type Schöck Isokorb type Concrete slab Column support Column support Provision of ajustable shaing Cantilevere canopy construction to column Concrete slab Concrete slab Steel member Schöck Isokorb moule, type -ZST Steel member Cantilever Concrete slab Steel member Schöck Isokorb type Column support Column support Thermally insulate builing transition Façae balcony connection 314

29 Schöck Isokorb, QST, ZST, ZQST moule Check list ~ Have the member forces on the Isokorb connection been etermine at the esign level? ~ Will the Isokorb element be use uner primarily static loas (see page 295)? ~ Are temperature eformations assigne irectly to the Isokorb connection? Expansion joint spacing (see pages )? ~ Will the Isokorb connection be expose to an environement with a high chlorine content (e.g. insie inoor swimming pools) (see page 286)? ~ Is there a fire safety requirement for the overall loa-bearing structure/isokorb (see page 286)? ~ Selection an calculation of the Isokorb elements (refer also to pages an the examples on pages ) - Are the selecte moules aequately imensione - refer to the Design an calculation table on page 294? - Have win loas with a slight lift-off effect been assigne to the connection (see page 294 6) )? - Is the interaction relationship 3 V z + 2 H y + Z x = max Z Z x,r satisfie for the -QST moule an -ZQST moule uner tensile loas with simultaneous shear loas (see page 294 3) )? - Have the -QST moules an -ZQST moules been locate in the compression area in orer to transfer shear forces (refer to example 8 on pages )? ~ En plate calculation without more etaile verification (see pages ): Are the requirements in terms of maximum bolt istances to the flange an minimum hea plate with satisfie (refer to examples 1-10 on pages )? Front plate calculation with etaile verification: see page 311 ~ Di the eformation calculations for the overall structure take into account the eformation ue to M K in the Isokorb connection (see page 295)? ~ Are the iniviual moules clearly marke in the implementation plan an works plan so that there is no risk of their being interchange. ~ Have the tightening torques for the screwe connections been marke in the implementation plan (refer to page )? The nuts shoul be tightene spanner-tight without planne preloa; the following tightening torques apply: 16 (bolt ø 16): M r = 50 Nm 22 (bolt ø 2: M r = 80 Nm 315