rvs 15.45 englisch komplett

BRIDGES Version Englisch/G.Gallai

B R I D G E E Q U I P M E N T RVS 15.45 Expansion Joints

Editor: Austrian Research Council for Roads and Traffic Working Group "Bridges", Technical Committee "Bridge Equipment"

Edition 1999

1

TABLE OF CONTENTS 0. Preliminary Notes 1. Range of Application 2. General 3. Summary of Joint Types 3.1 Directly Traffic -Exposed Expansion Joints 3.2 Buried Expansion Joints 3.3 Special Types 4. Structural Design 4.1 Strength 4.2 Kinematics 4.3 Reaction Forces 4.4 Dimensional Stability 5. Design 5.1 General Design Regulations 5.2 Anchorage 5.3 Other Design Requirements 5.4 Corrosion Protection 5.5 Materials 5.6 Marking 6. Transport, Intermediate Storage and Installation 6.1 Transport 6.2 Intermediate Storage 6.3 Installation and Connection to Covering 6.4 Installation Report 7. Maintenance 7.1 Supervision 7.2 Maintenance, Repair 8. Quality Assurance (Attestation of Conformity) 8.1 Initial Type-Testing 8.2 Factory Production Control 8.3 Continous Surveillance 9. Proportion of Facilities9.1 9.1 Formwork Sheets 9.2 Snow Plug Safety Precautions 9.3 Evenness-Operating Noise 9.4 Joint Sealants 9.5 Concrete Transition Strip 9.6 Acessibility 10. Related Guidelines and Standards Annex

0. Preliminary Notes RVS 1.0 shall be valid concerning rules of EAA. . 1. Range of Application

This regulation shall be applied to all road bridges under public traffic.

2. General

Expansion Joints are bridging the gap between structure and abutment or betw een two structures. All regular movements of these adjacent structures shall be taken over by the expansion joint, preferably without squeezing. Expansion Joints without traffic loads are not subject of this guideline. This guideline covers expansion joint, anchorage thereof, con-nection to watertight membrane as well as gap and blockout in-cluding connecting reinforcement and filling concrete. The expansion joint has to be executed safe for traffic, requir-ing low maintenance, and usually watertight. It must offer high overrolling comfort at lowest possible operating noise. In case of repair or replacement of existing joints the existing structure has to be treated with special care.

3. Summary of Joint Types Details of the following sketches are examples for clarification ppuurrppoosseess. They do not contain any binding rules for execution. Elevation Shifting is regulated in Chapter 5, Concrete Transi-tion Strips in Chapter 9.

3.1 Directly Traffic -Exposed Expansion Joints Sealing elements "D" usually consist of elastomere and can be designed as „tape“, box-, honeycomb-design etc. Regulary they take over expansion functions, too.

3.1.1 Strip Seal -, Modular - and Elastomeric Expansion Joints 3.1.1.1 Strip Seal - and Modular Expansion Joints

(1) Strip Seal Expansion Joints P Design consists only of one sealing element, of edge profiles "RP" and their anchorage "V". It does not contain any moving part.




Edition 1999

2

Fig.. 3.1: Strip Seal Expansion Joint Connection to structure and abutment respectively can also be done by means of special grout "VM" .

Fig. 3.2: Strip Seal Expansion Joint - Alternative

(2) Modular Expansion Joints PZ By arrangement of two or more sealing elements according to (1) bigger movements can be achieved. In addition to edge pro-files "RP" intermediate profiles "ZP", supported by special beams"TK", as well as control elements "STK" are required.

Fig. 3.3 – cross section outside TK and STK

Fig. 3.4 – cross section at TK and STK

3.1.1.2 Elastomeric Expansion Joints

Mat-shaped sealing elements made of elastomere or similar with or without steel inserts bridge the gap. The sealing ele-ment carries loads. (1) Elastomeric Joint without intermediate profile M Design corresponds to 3.1.1.1 (1). Instead of sealing element "D" there is the mat-shaped sealing element "M".

Fig. 3.5: Elastomeric Expansion Joint without intermediate profile

(2) Elastomeric Joints with intermediate profile MZ With bigger movements intermediate profiles "ZP" for control of movement gaps may be required. Design corresponds to 3.1.1.1 (2). Sealing elements "D" are replaced by mat-shaped sealing elements "M". Function of control elements "STK" can also be fulfilled by mat-shaped sealing elements "M".

Fig. 3.6: Elastomeric Joint with intermediate profile 3.1.2 Finger Joints 3.1.2.1 Finger Joints with seal FD

By special measures (elastomere cover of metal parts, elastic membrane etc.) design gets watertight.

Fig. 3.7. Finger Joint with seal




Edition 1999

3

3.1.2.2 Finger Joint without seal F Surfacedewatering s hall be enabled by gutter or similar means.

Fig. 3.8: Finger Joint without seal 3.1.3 Asphalt ic Plug Joints BD

Movement gap is bridged by pavement strip "BS" with specific material properties. Gap is covered by plate "A" with centering.

Fig. 3.9: Asphaltic plug joint

3.2 Buried Joints U Pavement is situated directly over joint. Sealing element "D" is situated between edge profiles "RP" in resp. below level of watertight membrane of bridge structure. Coverplate "A" is fixed to one of the edge profiles. Sealing element "D" is made of elastomere and is usually strip shaped.

3.3 Special Types S All designs not covered before shall be considered special types, e.g. roller-shutter joints, sliding plate joints, elevation shifting.

Fig. 3.10: Buried joint

4. Structural Design (Requirements and Verification) Expansion Joints have to meet the criteria mentioned in Art. 2 Specific requirements for expansion joints are: • transfer of traffic loads • design (design details, sealing, material properties, operational requirements) • kinematics (gap movements, reaction forces) Minor deviations of verification processes duet to design can be approved by the approval authority. In the following these requirements are described in detail, minimum requirements including verification thereof are deter-mined. In case of specific designs, which have to allow for deviations to regular design due to tender conditions, the tender has to in-dicate, if and what kind of tests and verifications shall be exe-cuted.

4.1 Strength Relevant actions for stress analyses are traffic loads and struc-ture gaps. For description of acting traffic load the relevant load arrangement is the single-axle truck. Load is transferred over support area of wheel. Size of load is determined by single wheel loads, with components which are contacted only from parts of wheel area by the relevant portions.




Edition 1999

4

4.1.1 Ult imate Limit State

The following data of wheel loads and track width are based on the corresponding conditions for the 25 ton-truck (carriageway) and the 16 ton-truck (sidewalk) respectively acc. to ÖNORM B 4002 .

4.1.1.1 Loads 4.1.1.1.1 Wheel Loads in Carriageway

Two wheel loads shall be placed in the most unfavourable posi-tion. Their distance normal to bridge`s longitudinal axis is s = 1600 mm (Fig. 4.1). For carriageway components of wheel loads Rv and Rh acting normal to and in road level respectively including dynamic coef-ficient shall be: Rv = 140 KN Eq.(1.1)

Rh = Rv . 0,3 = 42 KN Eq.(1.2)

Rh acts in direction of bridge`s longitudinal axis. Tyre Area is lbr

x b1. The calculated length of the tyre area lbr has to be computed acc. 4.1.1.1.2. Width b1 shall be assumed with 500

mm . Area of possible load positions is limited by curbs. Tyre contact areas have to be shifted to curbs. (Fig. 4.1)

4.1.1.1.2 Wheel load components in carriageway If supporting components of an expansion joint are loaded only by part of the tyre area, load components Rav, Rah shall be computed as follows: (Fig. 4.2) lbr = 235 + 0,3 . sF ln =lbr - sF

ar = bln

Rav = Rv . ar

. aα Eq.(2.1)

Rah = Rh . ar

. aα Eq.(2.2a) Equations (2.1) and (2.2a) are valid for all supporting compo-nents except edge profiles 'RP' and their anchorage 'V'. For edge profiles 'RP' equations (2.1) and (2.2b) shall be applied. Rah = Rh

Eq. (2.2b) lbr computed length of tyre area [mm] ln net length of tyre area [mm] sFmi max. gap width at biggest permissible gap opening of

expansion joint [mm] sF sum of tyre covered gap width at max. gap opening

sF = ΣsFi [mm] (Fig. 4.2)

b width of load supporting component [mm] ar relative part of wheel load (Fig. 4.2)

aα skew factor of expansion joint (Fig. 4.2) Rav, Rah wheel load components

4.1.1.1.3 Wheel loads and their components at sidewalks

In the area of sidewalks, refuges, cycle tracks and central re-serves the wheel load RGv acting normal to surface is: RGv = 77 KN Eq.(3.1)

A horizontal component RGh at sidewalk does not have to be

considered. The tyre area is:

lbr x b2 = 200 x 350 mm.

The outmost load position is given by approaching tyre area to interior edge of railing. (Fig. 4.1) Wheel load components at sidewalks shall be computed with lbr = 200 mm.

4.1.1.2 Verification

According to ÖNORM B4600 - 2 with load as per 4.1.1.1 most unfavourable conditions may be evaluated according the linear elasticity theory. For moments of resistance of steel compo-nents plastical moments of resistance may be used. Increased permissible stresses acc. to ÖNORM B4600 - 2 shall be com-plied with. For practical test verification the same safety coefficients as forcomputed verification shall be considered. If possible tests shall be run until failure. Kind of failure shall be described. For designs in aluminium or other materials the procedure shall be similar. Strip Seal Expansion Joints -P For design of expansion joints type P verification shall be done either by tests or computation. Modular Expansion Joints - PZ For design PZ verifications for intermediate profiles shall be carried out at vertically and haorizontally rigid supported conti-nous beam, whereby loads may be be assumed to act in cen-teraxis of profiles. This way determined stresses of simultane-ously acting vertical and horizontal loads shall be fully superim-posed. Midspan values shall be increased by 15%. For struc-tural design of connections and supporting parts loads in road level shall be applied. For modular joints - PZ, where intermediate profiles are tor-sionally supported, torsional elasticity shall be considered with determination of loads. Ideally this torsional elasticity is consid-ered with a horiziontally elastical spring in the axis of the inter-mediate profile, whereby spring characteristics depends also on position of overturning axis. Torsional elasticity shall be de-termined either by tests or calculation. Elastomeric Joints - M For design M verification of sealing elements with related an-chorage shall be carried out with 3 statical tests.. Test pieces shall correspond to complete design in their execu-tion (edge profile and sealing element). Length of test piece shall be 1200 mm. Application of load is carried out by an elas-tomere plate simulating wheel stiffness, which is fixed to seal-ing element in a suitable way. This elastomere plate shall be centered between edge profiles and loaded by a ridgid plate of the same size. The elastomere plate has a minimum thickness of 50 mm and Shore-A hardness 60, a length of 500 mm




Edition 1999

5 5

Fig. 4.1: Wheel load arrangement for ultimate limit state check




Edition 1999

6

Fig. 4.2: Determination of wheel load components in carriageway




Edition 1999

7

and a width corresponding to the width of the sealing element at maximum gap opening, however not larger than 235 mm (Fig. 4.5). If the plate width is smaller than 235 mm, wheel loads can be reduced proportionally to the plate width reduc-tion. Tests shall be run at maximum gap opening position. Design - MZ For design MZ verification of intermediate profiles shall be done as with design PZ, whereby for computation of wheel load components acc. to 4.1.1.1.2 load distribution in sealing ele-ment shall be verified. For sealing element verification shall be carried out as with design M . Finger Joints FD and F Supported Designs For designs with supported fingers elastical support of the metal top because of its fixing in the sealing element shall be considered. The test shall be performed with the metal top rest-ing on its edge on the movable part of the joint. The testing procedure shall be the same as with design M, with the width of the elastomere plate assumed at distance c of the load sup-porting metal top, however not larger than 235 mm. Elastomere plate shall be positioned centrically over the clear span of metal top (Fig. 4.6). Cantilever design For cantilever design according to ÖNORM B4600 - 2 with loads as per 4.1.1.1 most unfavourable conditions may be evaluated according the linear elasticity theory. Test procedure shall be as in design M, with the elastomere plate positioned at the front end of the cantilever metal parts (Fig. 4.7). Design BD Designs BD shall be executed as per design principles of Chapter. 5 . Ultimate limit state verification can be dropped. For the cover plate a computed stress verification shall be ex e-cuted, whereby load distribution in pavement by 45° shall be assumed.

Design U Designs U shall be executed according to design principles of Chapter. 5 . ULS verification does not have to be done. For load distribution and transfer a computed stress verification shall be executed, with an load distribution in pavement under 45° Design S Ultimate limit state shall be verified similar to above described tests. Elevation shifting designs: Due to larger levers especially of horizontal loads in respect of basic design it shall be verified that basic design can bear the increased stresses.

4.1.2 Fatigue For load supporting parts of expansion joints in carriageways as well as for their anchorage a fatigue verification shall be executed. In order to consider actual operation loads as realis-tically as possible the following data for wheel load, tyre area and track width deviating from 4.1.1 shall be applied. In the area of sidewalks, refuges, cycle tracks and central reserves no wheel loads have to be assumed.

4.1.2.1 Loads

4.1.2.1.1 Wheel loads Two wheel loads shall be positioned most unfavourably, with-out considering any relieving action. The distance between wheels normal to longitudinal axis of bridge is s = 1800 mm (Fig. 4.3). In carriageway components Rv and Rh

acting normal to and in road level respectively shall be assumed as follows: Rv = 65 KN Gl.(4.1)

Rh = Rv . 0,2 = 13 KN Gl.(4.2) These wheel loads shall be increased by dynamic coefficient ϕv = 1,4 and ϕh = 1,4. Rh acts in direction of longitudinal axis of bridge. Tyre area is lbr

x b1. Computed length of tyre area lbr shall be calculated acc. 4.1.1.1.2. Width b1 shall be as-sumed at 500 mm. Possible load positions are limited by curbs. Tyre areas have to be shifted to curbs up to 100mm . (Fig. 4.3).




Edition 1999

8

4.1.2.1.2 Wheel load components If supporting parts of an expansion joint are only subject to parts of the wheel contact area relating components of wheel load components Rav and Rah shall be determined with wheel loads Rv and Rh as per 4.1.2.1.1 acc. to 4.1.1.1.2 .

4.1.2.2 Verifications Fatigue shall be verified acc. to ONORM B 4300-5 „Steel Struc-tures; Fatigue“. For verification an α - value of 0,4 and a stress cycle number Ne = 100 Mio shall be assumed (corresponds to 15-year operation at a DTLV of 4500 per direction with 4 axles per truck). Verification shall be done by confrontation of calculated stresses and determined stresses from tests with resistance values given by component tests considering the relation of minimum and maximum stresses "k". If clearly classified impact cases are indicated in the above mentioned standard, resis-tance v alues can be taken from this standard. If hot-spot points of the design were not determined by stan-dard tests they shall be ascertained and resistance values of these hot-spot points shall be determined by three tests each. Stress verification in test specimen shall be backed up by stress measurements (e.g. with strain gauges). For designs made of aluminium or other materials the proc e-dure shall be similar. Design - P For edge profile 'RP' verification can be executed by calculation according to the theory of elasticity. Determination of stresses shall be based on wheel load actions and components thereof acc. to 4.1.2.1, witrh relation of stresses from vertical and hori-zontal loads being κ = 0 . With anchorage of edge profile 'RP' at a steel structure verifica-tion of anchorage 'V' as well as of edge profile 'RP' can be done by calculation. With anchorage of edge profile 'RP' in concrete (cement con-crete, plastic modified concrete or plastic concrete) verification of anchorage 'V' is achieved by execution according to stan-dard drawing (see articles. 5 and 9). In case of deviations of anchorage 'V' from standard design of standard drawings verification shall be done by tests. If connection of blockout concrete to adjacent concrete (super-structure, abutment) deviates from standard drawing equiva-lence of this connection shall be verified. Three tests each shall be performed. Test specimen shall comply with execution of entire design (concrete block, anchorage 'V' and edge profile 'RP'). The length of test specimen shall be 1200 mm. Load is transferred centrally at upper edge of edge profile 'RP' over a width of 500 mm. (Fig. 4.8)

Verification of anchorage 'V' is achieved after succesfully pass-ing 2.106 load cycles with a load corresponding to 1,25-times the actions according to 4.1.2.1. Design - PZ Support span of intermediate profiles in carriageway and side-walk must not not exceed 1,70 m. For edge profiles 'RP' and their anchorage 'V' regulations for design - P shall apply. Transfer of loads of supports 'TK' and control elements 'STK' to superstructure and abutments shall be verified. Stress of supports 'TK' shall be determined by calculation. This shall also apply for control elements 'STK', if they are not com-pletely consisting of plastic parts. For a dynamic analysis dynamic characteristics of the complete system such as spring characteristics and damping effects in a roll-over field test shall be determined under realistic condi-tions. The roll-over field test shall be carried out with a truck with 60 KN wheel load. The truck shall roll over the expansion joint at three speeds v=30 km/h, 60 km/h and if slope allows at v=90 km/h. The lane has to be chosen in a way, that maximum hori-zontal displacements at a measuring point (e.g. displacement transducers, strain gauges) attached to the intermediate profile can be expected. Measuring data shall be recorded in an inter-val delievering a clear picture of the vibration of the intermedi-ate profile. From this data frequency 'f' during post loading vi-bration (no action on system) and grade of damping 'd' is de-termined. Then horizontal spring characteristics ch as elastic support on a continous beam simulating the intermediate profile shall be varied until the lowest natural frequency of the conti-nous beam reaches the measured frequency of the system dur-ing post loading vibration (Fig. 4.4.). Thereby the mode shape related to the lowest natural fre-quency shall correspond to statical bending characteristic due to action of over roll tests. If critical influences due to changes in temperature or load speed have to be expected, change in characteristics of com-ponents can be determined in laboratory tests and their influ-ence on the system can be calculated. Wheel loads acc. to 4.1.2.1.1 and 4.1.2.1.2 can be taken as sinus-shaped impact function considering phase displacement between horizontal and vertical loads. Impact time shall be measured for a speed of 90 km/h. Structural design is varied for dynamic answers of the complete system. Calculated stresses shall be calibrated by random sample measurements of the complete system. Approximate procedure: approximately relevant action-effects can be determined by static load substitution procedure. The static system for intermediate profiles 'ZP' is a continous beam elastically supported in horizontal and vertical direction. Compression characteristics shall be determined vertically from spring characteristics, horizontally from the roll-over field test. Verification shall be made for the maximum gap opening sFm .




Edition 1999

9

Direction of loads shall be assumed as with ULS check. Relation of stresses for vertical loads shall be set as κ = -0,3 for horizontal loads at κ = -1,0. Resistance shall be determined by three tests each for inter-mediate profile 'ZP', for supports 'TK' and for connection of 'ZP' and 'TK' (Fig. 4.9). Actions acc. to 4.1.2.1 are not taken from sealing elements "D". Design - M For edge profiles "RP" and their anchorage "V" the same regu-lations as for design - P are valid. Fatigue strength of sealing element and anchorage thereof in edge profile shall be verified by three tests each. Test specimen have to comply with the complete system (edge profile and sealing element) in their execution. Test procedure shall be the same as with strength verification. Width of elas-tomere plate corresponds to width of sealing element in me-dium position of total movement, however not more than 235 mm (Fig. 4.5). Is the plate width is smaller than 235 mm, wheel loads can be reduced proportionally to plate width reduction. For the test proportion of stresses κ = -0,3 of action of vertical and horizontal components shall be assumed. Tests shall be run in medium position of total movement of joint. Verification is achieved after successfully passing 2..106 load cycles with a load corresponding to actions acc. to 4.1.2.1. Design - MZ For edge profiles "RP" and their anchorage "V" regulations of design - P shall apply. For intermediate profiles regulations of modular expansion joints - PZ shall apply, whereby for calculation of wheel load components acc. to 4.1.2.1.2 load distribution shall be verified. Fatigue strength of sealing element and anchorage thereof in edge profile and intermediate profile shall be verified by three tests with horizontally fixed intermediate profiles. Test specimen have to comply with the complete system in their execution (edge profile, intermediate profile and sealing element). Test procedure shall be the same as with design -.M, load, however, shall act centrically between two profiles.

Finger Joints FD and F Supported design: In case of designs with supported fingers fatigue strength of metal top including relevant anchorage in concrete shall be verified by three tests each. Test procedure shall be the same as with design M, assuming that the width of elastomere plate is the same as the width of sealing element, however not more than 235 mm (Fig. 4.5). Cantilever metal top shall fully rest on sliding surface. For the test proportion of stresses κ = -0,3 of action of vertical and horizontal components shall be assumed. Tests shall be run at maximum gap opening position. Verification is achieved

after successfully passing 2..106 load cycles with a load corre-sponding to actions acc. to 4.1.2.1. Cantilever design: In case of cantilever design fatigue strength of metal top includ-ing relevant anchorage in concrete shall be verified by three tests each. Test procedure shall be the same as with design M, assuming that the width of elastomere plate is the same as the width of sealing element however not more than 235 mm. Elastomere plate has to be fixed in a suitable manner evenly with cantilever front edge at metal top (Fig. 4.7). For the test proportion of stresses κ = -0,3 of action of vertical and horizontal components shall be assumed. Tests shall be run at maximum gap opening position. Verification is achieved after succesfully passing 2..106 load cycles with a load corre-sponding to actions acc. to 4.1.2.1. Design - BD Design - BD shall be executed according to the design princi-ples as per article 5 , fatigue verification by calculation does not have to be done. Design - U Design - U shall be executed according to the design principles as per article 5 ,. fatigue verification by calculation does not have to be done Design - S Fatigue strength shall be verified similar to above-described tests.




Edition 1999

10

Fig. 4.3: Arrangement of wheel loads at verification of fatigue strength




Edition 1999

11

Fig. 4.4:Vehicle position at supports

Fig. 4.5: Testing arrangement for design - M




Edition 1999

12

Fig. 4.6: Testing arrangement for supported design




Edition 1999

13

Fig. 4.7: Testing arrangement for cantilever design

Fig. 4.8: Testing arrangement for design - P




Edition 1999

14

Fig. 4.9: Testing arrangement for design – PZ a) test of connection between 'ZP' and 'TK' b) test of intermediate profile 'ZP' in supported area

c) test of intermediate profile 'ZP' in span area: if there is no horizontal support midspan, the test does not have to be carried out. For test of welded 'ZP'- joint the procedure shall be in a similar way (without horizontal support)

d) test of support 'TK' e) test of support 'TK' and connection between 'ZP' and 'TK' of lazy tong design


B R I D G E EQ U I P M E N T RVS 15.45 Expansion Joints


Edition 1999

15

4.2 Kinematics 4.2.1 Movements in Structure Gap

In the gaps between superstructure and abutment or between neighbouring superstructures movements at gap edges occur due to deformations of superstructures, support- and abutment displacements or maintenance works. Requirements for expansion joints have to be stipulated as per the following and under consideration of Austrian Standards (ÖNORMEN) B 4202, B 4502 resp. B 4602 (Fig. 4.10).

4.2.1.1 Movements 4.2.1.1.1 Movements in carriageway level

Movements in carriageway level are primarily primarily influ-enced by displacement vector ∆l . Direction of displacement vector ∆l is given by bearing schedule of superstructure. Value of this displacement vector ∆l corresponds to calculated joint movement acc. to ÖNORMEN B 4202, B 4502 etc. resp. B 4602. If direction of displacement vector ∆l forms an angle of β =/ 90° with the gap (Fig. 4.11) displacements in carriageway ∆s and ∆q result as

∆s = ∆l.sinβ ∆q = ∆l.cosβ Eq.( 5.1a ) Apart from components of displacement ∆s and ∆q (Eq. 5.1a) due to elongation of superstructure, a component ϕ due to rota-tion of bearing support shall be considered (Fig. 4.12). In case of skew superstructures a transverse displacement ∆q due to rotation ϕ of bearing support may occur. Rotations of bearing support are result of the following actions: • traffic load • temperature gradient ∆T • settlement of piers ∆y • creep

4.2.1.1.2 Movements normal to carriageway level If there is an inclination γ of carriageway level movements ∆h normal to carriageway level (Fig. 4.13) result as ∆h = ∆l.sinγ Eq.(5.1b ) Apart from the movements ∆h due to elongation of superstruc-ture acc. to Eq 5.1b movements ∆h due to the following actions shall be considered: • rotation of bearing support (Fig. 4.14) • long term deflexion of cantilever slabs (Fig. 4.15).

•lifting of superstructure (e.g. at bearing repair work) (Fig. 4.16).

4.2.2 Tests Test specimen have to be executed in a way, that they repre-sent the kinematical system 'expansion joint', as realistically as possible. A principle sketch of test specimen and testing arrangement respectively is given in Fig. 4.17.

4.2.2.1 Tests for movements ∆s and ∆q in carriageway level Starting from basic positions 'completely closed' and 'com-pletely open' (Fig. 4.18) a movement cycle 'opening and clos-ing' shall be run 2500 times each. Movement shall be one third of the maximum permissible movement (Fig. 4.18). Minimum duration of one movement cycle is half a minute.

4.2.2.2 Tests for movements ∆h normal to carriageway level

Starting from basic position (opening is 1/4 of maximum per-missible movement, no vertical displacement ∆h of gap edges) a movement cycle 'lifting and lowering' shall be run 2500 times. Induced displacement ∆h shall be 4,5% of maximum permissi-ble movement ∆l (Fig. 4.19).

4.2.3 Verif icat ions Possibility of relative displacements of gap edges ∆s, ∆q and ∆h 4.2.1.1 shall be verified. Expansion joints have to bear at least transverse movements of ∆q = ± 5 mm. Verification is achieved if no damage at expansion joint can be noticed after execution of above-mentioned practical tests.

4.3 Reaction Forces

Movements result in resistances due to temperature-related stiffness of sealing elements, so called reaction forces. De-pending on material they may vary according to temperature. Transfer of reaction forces via anchorage into substructure (su-perstructure, abutment) shall be verified.




Edition 1999

16

Size of reaction forces shall be determined according to the fol-lowing tests. They are determined for ambient temperatures in system test and shall be calculated for - 20°C from component tests.

4.3.1 System Test Test specimen have to be executed in a way, that they repre-sent the kinematical system 'expansion joint' as realistically as possible (see article 4.2.2). Test is run at ambient temperature. Starting from medium posi-tion expansion joint shall be completely opened and closed three times each (∆smax). One movement cycle may not ex-ceed 24 hours. The arithmetic average of reaction forces shall be indicated as load-displacement-diagram for the whole mo-vement cycle.

4.3.2 Component Test Test specimen have to be executed in a way, that elastic be-haviour of components relevant for movement resistances and action thereof to reaction forces can be determined. A principal sketch of test specimen and testing arrangement respectively is given in Fig. 4.20. Test is run at ambient temperature and at a temperature of -20°C. Elongation speed and max. elongation shall be chosen like in the system test. For both temperatures reaction forces for the whole elongation range shall be determined. Elongation, however, must not be smaller than 1/3 of that of the system test..

ÖNORM [°C] Dehnwegzuschlag a

l = Abstand FÜ-FP [mm]

uniform temperature change; T +55 -35

a = 5 l < 20 m a = 10 l > 20 m

STEEL BRIDGES uneven vertical temperature change; various components and single cross sec-tions; ∆T

±15

---------

ÖNORM B 4602 uneven vertical temperature change; solid web girder; ∆T

+20 -10

---------

uneven horizontal temperature change; ∆T

±15 ---------

CONCRETE BRIDGES uniform temperature change; T +40

- 35 a = 5 l < 20 m a = 10 l > 20 m

reinforced concrete; shrinkage 0,15 mm/m

ÖNORM B 4202 prestressed concrete; shrinkage and creep

ÖNORM B 4250 Sect. 8.2 and 8.3 1,3 times in-creased values

uniform temperature change; T +50 - 35

a = 5 l < 20 m a = 10 l > 20 m

COMPOSITE BRIDGES uneven vertical temperature change; various components and single cross sec-tions; ∆T

Steel ±15 Concr. ±10

---------

uneven vertical temperature change; solid web girder; ∆T

±10 ---------

ÖNORM B 4502 temperature change concrete - steel 5 ---------

uneven horizontal temperature change; ∆T

±0 ---------

Fig. 4.10: Summary of temperatures and time related deformations for expansion joints from Austrian Standards ÖNORMEN B 4602 (1.8.1975), B 4502 (1.5.1981), B 4202 (1.3.1975) and B 4250 (1.8.1991)

Fig. 4.11: movement of bridge structure

Fig. 4.12:horizontal movement due to bearing rotation




Edition 1999

17

Fig. 4.13:movements due to inclination of carriageway

Fig. 4.14: vertical mvements due to bearing rotation

Fig. 4.15: movements due to longterm deflection of cantilever slabs

Fig. 4.16: movements due to lifting of structures

Fig. 4.17: principle sketch of test specimenand testing arrangement respectively

Fig. 4.18: testing of movements in carriageway level

Fig 4.19: testing of movements normal to carriageway level




Edition 1999

18

4.4 Dimensional Stability

4.4.1 Requirements If directly over-rolled materials are used, whose material prop-erties are not regulated in standards (e.g. strip seal design "P" with special grout "VM", asphaltic plug joints "BD"), long-term dimensional stability shall be verified. Verification is achieved, if after a long-term roll-over test no reduction of serviceability has occurred. Serviceability as well as watertightness has to be gi-ven after the test. Permanent deformations may not exceed values as per 5.1.6. A statement on the required equivalent or longer life period than that of adjacent pavement is necessary.

4.4.2 Veri f icat ions Test specimen have to be executed in a way, that they repre-sent the complete system as realistically as possible. Test has to be run as long-term roll-over test on a test rig e.g. acc. to Fig. 4.21. Long-term roll-over test shall be executed with a truck axle with an axle load of 90 kN at 10 bar tyre pressure and cover 200.000 roll-over cycles; at 1 % of these cycles a break force of 10% of axle load shall be induced. Test is ex e-cuted for 2000 cycles at + 45° C and for the remaining cycles at ambient temperature. Rolling over is performed continuously at a speed of ≤0,2 m/sec. Before execution of test approval of approval body regarding testing rig and testing arrangement is necessary.

Fig. 4.20: principle sketch of test specimen and testing arrangement respectively (component test)

Fig. 4.21:testing rig for roll-over test (schematic)




Edition 1999

19

5. Design 5.1 Execution of Design

5.1.1 Contro l

Control elements have to be designed in a way to achieve annähernd uniform gap widths. At designs of control ele-ments independent of supporting elements, between two supporting elements at least one control element has to be situated.

5.1.2 Sidewalk area Distance of outer supporting element to outer end of side-walk cover shall not exceed 0,85 m. Distance between sidewalk cover to nearesrt control element shall not be more than two meters.

5.1.3 Gap Width Gap width SFi – as per Fig. 5.1 – rectangular to joint axis shall in unloaded condition not exceed 65 mm and not be less than 5 mm. Under action of horizontal loads the width of a single gap rectangular to joint axis may be 80 mm. At determination of gap width for installation an eventual re-placement of sealing elements has to be considered. Gap widths in taffic direction of more than 100 mm length may have a maximum width of 20 mm.

Fig. 5.1: Gap Width SFi

5.1.4 Drainage

Watertight expansion joints have usually to be designed in a way, that water will be transferred in longitudinal direction of carriage way. At non watertight joints with the help of design means (dewatering channel under joint with transversal slope ) has to be secured, that water can flow away prop-erly. Care must be taken for sufficient accessibility.

5.1.5 Cable Ducts If cable ducts are penetrating the expansion joint precau-tions for watertight connection of ducts to joint and for wa-tertight penetration of cables have to be taken.

5.1.6 Permissible deviat ions in height in running s ur f a c e Steps in height of more than 8 mm are not permissible. Due to load actions resp. movements between running surface and joint a change of slope up to 3% of contacted design width may occur. The smaller value is binding. Compare Fig‘s 5.2 and 5.3. Meeting of this requirement has to be proved during kinematics test.

Fig. 5.2: permissible deviation in height

Fig. 5.3: permissible slope change 5.1.7 Connect ion to membrane

For the purpose of watertight connection of membrane joints shall have a horizontal metallic flange with at least 8 cm




Edition 1999

20

wide contact area - compare Fig. 5.4 - , which is connected watertight to joint. Surfacing has to approach joint without worth mentioning reducement - compare Fig. 5.5. The con-necting flange shall be anchored in adjacent concrete if not connected rigidly to edge profile. If purchaser has doubts in sufficient bond of membrane on connecting flange (averaget min. 0,5 N/mm², single value min. 0,4 N/mm² acc. RVS 15.362), bond shall be verified. If required values are achieved, cost of verification and repair of membrane has to be borne by purchaser. If 1 or more values are not achieved, cost of test, repair and repeated testhave to be borne by supplier. For other connection designs, e.g. clamp-ing, watertightness for a constant pressure of 15 bar and a time of 10 min shall be verified by test – compare Fig. 5.6. Connection design has to be executed in sidewalk area too.

Fig. 5.4: Connection of membrane

Fig. 5.5: Permissible reduction of thicker surfacings to max 12 cm

Fig. 5.6: Test procedure for connection designs acc. 3.1.3 and spe-

cial grouts VM.

5.1.8 Replaceabi l i ty o f wear par ts

All sealing elements and wear parts of supporting- and con-trolelements shall be replaceable without destruction of edge profile and asphalt resp. adjacent concrete (except buried joints and asphaltic plug joints).

5.1.9 Asphal t ic p lug jo ints Maximum width rectangular to joint axis shall be limited to 700 mm, the minimum thickness to 80 mm. Bridge gap has to be covered by metallic sliding strip resistant to corrosion, ist load capacity has to be determined statically.

5.1.10 Buried joints Joints may not reach into asphalt. Sliding plates may be po-sitioned in membrane level. Nominal asphalt thickness shall be at least 8 cm.

5.1.11 Jo ints of edge and in termediate prof i les. Joints of expansion joints should be avoided. If it can not be prevented they shall be preferably welded on site. Welds shall be in a dimension and quality, that they can carry oc-curring loads and actions. In respect of corrosion protection edges and burs shall be touched up. Corrosion protection has to be supplemented acc. Art. 5.4. If in exceptional cases a bolted joint (e.g. with front flanges) is planned, a specific permittance by purchaser is neces-sary.. Sealing of joint has to be executed in longterm man-ner (e.g. Elastomere). Bituminous intermediate layers are not permissible. Connection of joint shall be capable of car-rying loads and actions.

5.2 Anchorage - Standard anchor Minimum material quality for anchors shall be S 235 JO acc. ÖNORM EN 10025. At welded anchors welding ability of material shall be verified. Anchor loops shall be positioned rectangular to joint axis.

5.2 .1 .Roadway - d i rect ly t raf f ic exposed jo ints – A n-chorage in concrete Anchorage of edge profiles shall be done with stiffener plate and loops acc. Fig. 5.7 . Thickness of stiffener plate is 15 mm, diameter of anchor loops is 20 mm. Distance of an-chors parallel to joint axis is max. 250 mm. Connection welds and welds between loops and plates shall be double sided continous fillet welds a= 4 mm.

5 .2 .2 .Roadway – buried joints – anchorage in con-crete Anchorage of edge profiles shall be carried out by loops or head bolts. Min. thickness of loops/bolts is 14 mm. Distance of anchors parallel to joint axis is max. 250 mm.




Edition 1999

21

5.2.3.Sidewalk- and centra l reserve area – anchor -age in concrete - (not ta f f ic exposed) Anchorage of edge profiles and of cover components shall be carried out with loops acc. Fig. 5.8 or head bolts. Min. thickness of loops/bolts is 10 mm. Distance of anchors par-allel to joint axis is max. 250 mm.

5.2.4.Connect ion to steel st ructures Anchorage of edge profiles, control- and support elements shall be carried out by watertight welding (no tack welds) to adjacent steel components of structure. With design fatigue has to be considered.

Fig. 5.7: Guidance drawing anchor in carriageway

Fig. 5.8: Guidance drawing anchor at sidewalk

5.2.5. Design principles Anchors are to be situated rectangular to joint axis. Instead of above shown anchors other in civil engineering usual and state of the art anchors can be used. In this case it shall be verified by fatigue tests that requirements as per Art. 4 are fulfilled.It has to be secured by design measures that con-crete can be poured in completely fully covering anchors. For this purpose sufficient pouring-, vibration, control- and deaeration openings have to be foreseen. At least every 0,5 m holes with 10 mm ∅ shall be situated. Anchors only partly covered by concrete (e.g. anchor bolts) shall be made of permanent corrosion resistant materials. Concrete cover at anchor loops shall be nominally min 3,5 cm.

5.3. Other Design Requirements

5.3.1 Operat ing noise Joints shall be designed as poor of noise as possible. With design of structure unavoidable creation of operating noise has to be considered. Resonance-promoting designs shall be avoided.

5 .3.2 Sidewalk covers On bridges with frequent traffic of pedestrians regularly at modular expansion joints PZ gaps due to design shall be covered at sidewalks. Decision if a cover has to be ex e-cuted is up to the purchaser. If sidewalk covers have to be executed they have to meet the following design require-ments: Cover shall reach acc. Fig. 5.9 (e.g. by chequered plate 10 mm) from front edge of curb and top of surfacing until outer end of sidewalk cover in the same level as sidewalk sur-face, sliding (e.g. on plastic sliding elements) on a substruc-ture. Sidewalk covers shall be detachable. Cover has to be dimensioned for a single load of 15 kN, distributed to an area of 10 x 10 cm. An impact factor must not be consid-ered. Regularly it is made of stainless steel, aluminium or hot gal-vanized structural steel (without coating). Sidewalk covers have to be equipped with a metallic substructure rigidly connected to edge profile and positioned even with sidewalk concrete by means of an angle.




Edition 1999

22

Fig. 5.9: Sidewalk cover – Example 5.3.3 End cov ers

If joint ends watertight at outer end of sidewalk a cover thereof is executed by front plates or plate covers fixed on a steel substructure evenly with outer edge of sidewalk cov-ers. Regularly it is made of stainless steel, aluminium or hot gal-vanized structural steel.

5.3.4 Transport f ixat ion Devices for transport fixation preferably should be designed in a way that their corrosion protection is not damaged dur-ing their detachment. If the same device is also used for fixation of preset it shall be attached in a way, that it can be dismantled from top after installation of joint. Transport- and preset- devices have to get loud colours.

5.3.5 Elevat ion shi f t ing Elevation shifting means lifting up the joint from ist original carriageway and sidewalk level to a new one. If possible the same joint should be used. If this is not possible, a similar acc. Art. 4 tested design has to be used. Shifting design has to be welded to existing joint resistant to bending and water-tight. Strength and kinematics of complete system has to be verified in similar way acc. Art.4. Before installation of new seals the old ones have to be removed. Shifting design may

be connected with adjacent concrete surfacings by dowels. Sufficient clearing joints acc. Art. 9 have to be cons idered. In sidewalk area an anchorage is permissible if surplus con-crete is connected rigidly to below existing sidewalk con-crete.

5 .3.6 Water t ightness Watertightness of a joint shall be verified. Verification is suitably done in a test for design P (Single seal expansion joints) and design PZ (Modular expansion joints) by apply-ing of a 10% NaCl – solution onto a part of the expansion joint, rise at least 3cm above highest level of joint. Duration of test: 8 hours. Within this period no moisture may appear at bottom surface of seals. In the tested area in every seal a vulcanised jointshall be foreseen. Seals shall be expanded resp stretched in possible directions of movement – trans-versally as well as longitudinally to joint axis – to an extent of 20% more than permitted for the joint. For other joint types verification shall be similar as above described.

5.4 Corrosion protection Corrosion protection has to executed under consideration of RVS 15.5 "Korrosionsschutz".

5 .4 .1 . St ructura l s tee l

All not concrete contacted areas including a 3 cm wide strip reaching into concrete shall get one of the following corro-sion protection systems. Excepted are alloyed steel quali-ties as per Art. 5.4.2. The 3 cm wide strip and contact ar-eas foe watertight membrane shall get no top coat. Top coats System B may be executed also in contact area of watertight membrane.

Fig. 5.10: Elevation shifting – scheme




Edition 1999

23

Corrosion protection system A: Pretreatment: Sandblasting acc. ÖNORM DIN 55928 Part 4,

degree of purification SA 2 1/2. 1st base coat: theoretical layer thickness SSD 70 µm binder: 2-component-epoxy resin

pigment: zinc dust 2nd base coat: SSD 60 µm binder: 2-component-epoxy resin

pigment: micaceous iron ore min. 50 % 1st top coat: SSD 60 µm binder: 2-component-epoxy resin

pigment: micaceous iron ore min. 50 % 2nd top coat: SSD 60 µm binder: 2-component-epoxy resin

pigment: micaceous iron ore min. 50 % For top coats 2-component polyurethane may also be used for binder instead of epoxy resin. Corrosion protection system B: Pretreatment: Sandblasting acc. ÖNORM DIN 55928 Part 4,

degree of purification SA 2 1/2. 1st base coat: theoretical layer thickness SSD 70 µm binder: 2-component-epoxy resin

pigment: zinc dust 2nd base coat: SSD 60 µm binder: 2-component-epoxy resin

pigment: micaceous iron ore min. 50 % 1st top coat: SSD 60 µm binder: 2-component-epoxy resin

pigment: micaceous iron ore min. 50 % 2nd top coat: SSD 80 µm binder: creosote-2-component epoxy resin or

hydrocarbon-2-component epoxy resin Corrosion protection system C: According separate instructions of purchaser. Unless otherwise specified by the purchaser the following cor-rosion protection system may also be applied instead of system A and B: Corrosion protection system W1: Pretreatment: Sandblasting acc. ÖNORM DIN 55928 Part 4,

degree of purification SA 3. Coating: SSD 80 µm to 120 µm thermally sprayed

metal coating with zinc Zn 99,99 acc. ÖNORM C 2540.

Sealing coat: SSD 30 µm binder: 2-component-epoxy resin

pigment: zinc phosphate

1st top coat: SSD 60 µm binder: 2-component-epoxy resin

pigment: micaceous iron ore min. 50 % 2nd top coat: SSD 60 µm binder: 2-component-epoxy resin

pigment: micaceous iron ore min. 50 % 2nd top coat may also be applied as with system B. Elastomeric protective coatings: Instead of above described coating systems hot-vulcanised elastomeric coatings may be applied over entire surface, provided they comply with following requirements. Protective layer shall be sufficiently resistant to occuring actions (UV -radiation, oils, grease, fuel, mechanical effects). Minimum thickness of protective coatings on traffic contacted surfaces 5,0 mm, on not traffic contacted surfaces 2,5 mm. Hot-dip galvanizing: If joint components are suitable for hot-dip galvanizing they may be equipped with corrosion protection acc RVS 15.5, Appendix, Table N5 or N6, ausgerüstet werden. (corrosion protection systems W2 and W3): Execution: Coatings generally shall be factory-applied. For differentiation single layers shall be applied in clearly differentncolour shades. When applying the coatings curing times specified by coat manufacturerers shall be observed. Components later difficult accessible for renewal of corrosion protection (e.g. niches for control elements) require reinforced corrosion protection (at least one additional top layer) unless they are not of corrosionfree design. In case of cavities welded air-tight there is no coating neces-sary on internal surfaces. Sliding- or roller surfaces shall be executed in corrosion-resistant material. If the purchaser has doubts in to adequate adhesiveness of coating in area of later applied watertight membrane 3 pull-off tests shall be performed on connecting flange. If required ad-hesive strength of 1,5 N/mm² is not achieved even in one test surface shall be repaired and retested. Cost shall be borne by contractor. If required values are achieved in the initial test the cost for test shall be borne by purchaser.

5 .4.2 Al loy steels and other mater ia ls Stainless steels of material No. 1.4571 /V4A (X6 CrNiMoTi 17 12 2) or weatherresistant grain refined steels in material No. 1.8962 (WT ST 510-3, 9 CrNiCuP 324) are




Edition 1999

24

not to be coated. With expansion joints made of weatherresis-tant steel suitable measures shall be taken to prevent structure and abutment from rust contaminations. If other materials with verified resistance to actions on struc-tureare used separate corrosion protection measures must not be taken. In other case material-adequate procedures comply-ing to steel corrosion protection are to be executed.. In combination of different materials it shall be observed that electrochemical corrosion is avoided.

5 .4 .3 .Repai r work

During transport or installation damaged corrosion protection shall be repaired in eqivalent quality. Choice of layers and thicknesses have to be adopted to initial coating. Mechanical wear of coatings acc. corrosion protection systems A, B, C or W in carriageway is not covered by warranty.

5.5 Materials

5.5.1 Metal l ic mater ials 5.5.1.1 Steel

For use of steel in load-bearing components ÖNORM EN 10 025 and Austrian Steel Association - Guideline for determina-tion of permissible stress of not standardized steel qualities is relevant.

5.5.1.2 Aluminium

For use of and aluminium-alloys the guideline for dimensioning of aluminium structures of the Austrian Steel Association is relevant.

5.5.1.3 Other metals

For the use of other netals than mentioned in 5.5.1.1 and 5.5.1.2 relevant Austrian or DIN standards shall be applied to. Especially creation of galvanic elements between different metalls shall be avoided.

5.5.2 Seal ing elements not subject to load Requirements: Material shall be resistant to acid and alcaline waters, melt water of de-icing agents as well as to weather- and environmental effects and shall comply with table 5.1 entsprechen. Temperature of application varies between -35° and 70° C. Due to long life period as polymeric materials Polychlorprene-caoutchouc (CR) or Ethylene-Propylene-caoutchuc (EPDM) are to be executed. Chloroprene has a good tear resistance, a good Weiterreißwiderstand and is resistant to oil. EPDM is highly resistant to weather and swells at contact with crude oil products. To meet mechanical requirements the thickness shall be at least 4 mm. Shore hardness shall be stipulated from manufac-turer of expansion joint in the nominal range between 55° and 65 ° Shore A .

Seal ing elements subject to load

Requirements: Sealing elements subject to load at designs such as mats M, MZ und FD (including membranes) shall be made from high-grade materials. Material shall be resistant to acids and alcaline waters, melt water of de-icing agents as well as to weather- and environmental effects. Temperature of ap-plication varies between -35° and 70° C. Due to required long service life as polymeric materials Poly-chlorprene-caoutchuc (CR) and natural rubber (NR) are per-missible. Use of natural caoutchouc is permitted only, if at ma-ximum stress elongation is below 20 % and verification is done, that material is resistant to ageing even after storage in a sotu-tion of de-icing salt. In case of composite design of metal and elastomere bond shall be made by vulcanisation.

Addi t ional requirements

In addidtion to material requirements acc. 5.5.1 and 5.5.2 fol-lowing additional requirements shall be fulfilled: Butt joints: At butt joints the relation of load capacity between butt-jointed andnot butt-jointed sealing elements shall be de-termined in a tensile test. Butt joint has to be situated in the middle of the specimen. Tear resistance of butt joint shall be at least 50 % of tear resistance of basic material. Marking: Sealing elements shall be durably marked in a dis-tance of max every 3 m as follows: Manufacturer, manufacturing code, monitoring label, symbol for polymere type. Marking shall be in a way that it can be read even after installationst.

5.5.3: Flexib le p lug jo ints Table 5.1:Material requirements for polymere-modified bitumen (spe-cial grout:

Property Requirement Test Soluble binder component > 80,0 M% DIN 1996 - 6 Ring and ball softening point >75° C ÖNORM C 9212 Density at 25° C 1,0 - 1,3 g/cm³ ÖNORM C 9211 Herrmann falling-ball test at -15°C/5m

No damage to 3 out of 4 balls

DIN 1996 - 18

Penetration at 25°C/0,1 mm 40 - 70 ÖNORM C 9214 Ash content < 8,0 M% ÖNORM C 9250 - 12 Extensibility and adhesive bond without pretreatment

> 5 mm at -10° C

TL bit Fug 82, Ap-pendix 6

Pourability and pouring tem-perature

180° ± 5°C SNV 671 914

Overheating safety margin > 30 °C SNV 671 915




Edition 1999

25

Bitumen in accordance with ONORM B 3610 or a material pro-viding at least equivalent or better conditions for the entire sys-tem shall be used. At ambient and pouring temperature the appearance and con-dition of chipping aggregate to be used shall comply with RVS 8.01.11 and RVS 8.06.27 by analogy with table 3, load class I, particle size EBK 16/22. Mineral aggregate shall be dried, de-dusted and heated to 140 – 170 ° C when placed.

5 .5.4 Special grout

Requirements for use as directly traffic loaded grout "VM", which connects profile design and structure resp abutment are laid down in table 5.3 .

5.6 Marking A durable, easy visible type-plate acc. Fig. 5.11, min. 150 mm long, shall be attached to or nearby the expansion joint.

Table 5.2 : Material requirements for sealing elements

Properties Requirements without load-bearing

Requirements with load-bearing

Test*

Deviation from nominal value (Shore A)

± 5 ± 5 ÖNORM DIN 53505

Tear resistance (N/mm²), elonga-tion at tear (%)

min. 10 min. 350

min. 15 min. 400

ÖNORM DIN 53504 on standard rod S 2

Compression set rest 168 h 23° C (%) 24 h 70° C

max. 20 max. 30

max. 20 max. 30

ÖNORM C 9436 - 1 wit test specimen I Ø 13( ± 0,5) mm x 6,3( ± 0,3) mm. Test specimens not thick enough shall be layered without forming bonded test specimens to max 3 layers

Weiterreißwiderstand (N/mm) min. 10 min. 15 ÖNORM DIN 53507 test specimen A (sample strip)

Abrasion (mm³) max. 250 max. 150 ÖNORM DIN 53516 Cold brittleness temperature (° C) max. - 35 max. - 35 DIN 53546 Behaviour after ozone influence: after 168 h storage at 23° C in a 4% potassium chloride solution 168 h/30° C/50 pphm/20 % elon-gation

Crack pattern stage 0 Crack pattern stage 0

ÖNORM C 9435, - 1 method B, on strip-shaped spec i-mens with elongation of 20 % in 168( + 0-2)h at 30( ± 2)° C. Ozone concentration is 50( ± 5) pphm.

Behaviour after thermal influence 14 d/70° C: change in hardness (Shore A) change in tear resistance (%) change in elongation at tear (%)

max. + 7 max. - 20 max. - 20

max. + 5 max. - 15 max. - 20

ÖNORM C 9434 in a hot cabinet with forced air ventilation for a duration of 14d at 70( ± 1)° C. After thermal storage and subsequent min 16 hours storage 23( ± 2)° C hard-ness acc. ÖNORM DIN 53505 and tear resistance and elongation at tear acc ÖNORM DIN 53504 shall be tested.

Resistance to 4 % potassium chlo-ride solution 14 d/23° C: change in volume (%) change in hardness (Shore A)

max. + 10 max. - 5

max. + 10 max. - 5

ÖNORM C 9445 on 2( ± 0,2) mm thick specimen for 14d at 23( ± 2)° C in a 4 %% potassium chloride solution: after storage hardness acc. ÖNORM DIN 53505 and change in volume acc. ÖNORM C 9445 shall be determined.

Resistance to hot bitumen: 30 min/220° C change in tear resistance (%) change in elongation at tear (%)

max. - 20 max. - 20

max. - 20 max. - 20

Specimen acc. ÖNORM C 9445 with 2( + 0,2)mm are stored for 30 minutes in Bitumen 85/25 at 220°C. Change in tear resistance and elongation at tear is evaluated

Adhesion to metal: peeling or shear test

Not applicable

Structural fracture

Verification of sufficient adhesion shall be done by peeling test.Fracture shall start in rubber. (100 % R).

* Unless otherwise specified below specimen are to be produced, conditioned for at least acc. 16 h at 23( ± 2)° C and tested acc. ÖNORM ISO 4661 Part 1. The specimen specified in the relevant test standard shall be taken from finished sealing profiles resp. mats.




Edition 1999

26

Table 5.3: Material requirements for directly traffic-loaded special grouting compounds acc 5.5.4

+ 18° C + 45° C - 20° C Compressive strength 1 ≥ 20 N/mm² ≥ 8 N/mm² ≥ 45 N/mm² Modulus of elasticity at ambient temperature1 ≤ 6000 N/mm² Abrasion resistance to steel (sandblasted) 2 ≥ 5,0 N/mm² ≥ 2,5 N/mm² ≥ 5 N/mm² Concrete (hardened) 2 Abrasion resistance to concrete ≥ 1,5 N/mm² Asphaltic concrete 2 Abrasion resistance to asphaltic concrete ≥ Elongation at break ≥ 8 % Thermal elongation ≥ 60 x 10-6 1/K Frost-thaw resistance acc. ÖNORM B 3303 No damage 1 = in accordance to DIN 1048-1,-2 2 = in accordance to DIN ISO 4624

Fig. 5.11: name plate 6. Transport, Intermediate Storage and In-

stallation Auxiliary devices shall be generally provided for transport, in-termediate storage and installation holding together the expan-sion joint ready for installation.

6.1 Transport Auxiliary device shall be of a design such that preset of expan-sion joint does not change during proper loading, unloading and transport. If expansion joints are delivered dismantled or in parts they shall be assembled by manufacturer or personnel accordingly instructed by manufacturer. Expansion joints delivered to site shall be properly marked.

6.2 Intermediate storage Expansion joints shall be unloaded carefully and properly and - if necessary - put into intermediate storage on suitable sup-ports. Intermediate storage shall be done in such a way that expansion joints are neither damaged or polluted from weather effects nor from continuing construction works or site traffic.

6.3 Installation and Connection to Surfacing Installation of expansion joints and repair of defects found shall be done properly by manufacturer or personnel instructed ac-cordingly from manufacturer. Any approvals and method statements for installation of manufacturers as well as installa-tion drawings have to be observed. Before installation blockout dimension shall be checked again and corrected if necessary. Surface of blockouts shall be treated like construction (see ÖNORM B 4200 - 10). Preset for a certain temperature range of structure shall be made according instruction of project engineer.

Immediately before installation or definitive fixing of expansion joint the representative structure temperature shall be taken. Is the structure temperature at time of installation outside the temperature range assumed by the project engineer, preset shall be coorected accordingly. For this purpose the auxiliary device shall enable change of preset. Correction shall only be made by manufacturer or by personnel instructed accordingly by manufacturer under consultation of the project engineer. If an expansion joint with metallic surface is designated to get a later coating (for level adjustment) it shall be installed at a deeper level of corresponding dimension. Condition of expansion joint according to drawing shall be checked by visual inspection before installation. Eventual de-fect correction shall only be made by manufacturer or by per-sonnel instructed accordingly by manufacturer. Immediately after tight and immovable fixing of edge compo-nents to structure resp. abutment (edges of civil structure) aux-iliary devices shall be released. After installation damages of corrosion protection shall be re-paired acc. Stipulations of Art. 5 and connecting components not yet coated shall be provided with the appropriate coatings. After installation an inspection of anchorage and reinforcement acc. Drawing shall be done by the construction supervisors. For concreting-in regularly formwork-sheets shall be attached in order to avoid later removal of other formwork or inlets and cleaning the gap. Thereto a possibility for fixing of these sheets to the reinforcement behind them shall be available. If due to technical reasons the use of these formwork-sheets is not properly resp. can formwork of joint be removed after con-creting upwards in structure area resp upwards or downwards in cantilever area instead of formwork sheets other kind of formwork may be used. Thereby this formwork shall allow for movement of the joint during setting of backfill concrete.




Edition 1999

27

Formwork has to resist to concrete pressure. Expanded poly-strene or similar materials may not be used as only formwork skin. Formwork shall be removed after setting proces s without residue. Blockout shall be cleaned carefully before concreting, e.g. by waterjet or compressed air. Connections to steel shall be executed acc. ÖNORM B 4600. Before pouring resp. final welding in case of steel connection elevation and and axial position of expansion joint has to be checked. Backfill concrete shall be low -shrinkage and of the same or higher strength than concrete of. Backfill concrete shall espe-cially careful after-treatment (see ÖNORM B 4200 - 10). Expansion joints may only be subjected to traffic until backfill concrete has achieved a pressure strength on a test cube of min 25 N/mm². Before surfacing is applied a check shall be made that connec-tion to membrane has been made correctly. Suitable measures shall be taken that expansion joints are not subjected to traffic before surfacing is applied. If site-traffic on expansion joints is unavoidable joints shall be protected by suitable transit bridges. Surfacing shall reach as far as edge components, gaps on sur-face shall be closed. Attention shall be paid to careful compac-tion and even connection of surfacing. Never surfacing shall be positioned lower than top surface of expansion joint, superele-vation of surfacing shall not exceed 2 mm with concrete surfac-ing and 3 mm with bitumenous surfacings. Changes in gradient not in accordance to drawing in an area of 10 m before and af-ter the expansion joint are not permisible. Regarding evenness the stipulations of RVS 8.06.27 and RVS 8.06.32 apply. After surfacing the sealing elements of expansion joints shall be cleaned carefully.

6.4 Installation report

Following features shall be recorded by construction supervisor after installation (see Appendix 1, page 1 - 3) : - Condition of expansion joint in accordance to drawing before

installation. - Condition of anchorage and reinforcement in accordance to

drawing. - Level and axial position of expansion joint before back-filling

resp. welding in case of steel connection. - Condition of basis before applying watertight membrane. - Execution of connection to watertight membrane before ap-plying surfacing.

7. Maintenance 7.1 Supervision

supervision shall be made in accordance with RVS 13.71.

7.1.1 Check In addition to stipulations of above RVS functional capability of spacing gaps shall also be checked.

7.1.2 Inspect ion Before inspection the expansion joint has to be cleaned on running surface. Detachable obstructions to an inspection of underside of expansion joint (bird protection gratings etc.) shall be removed if necessary. Existing movement gaps shall be measured to mm accuracy at three locations if possible and re-corded together with determined temperature of structure. If defects are suspected in the area of covers, these shall be removed for the inspection. Inspection shall be recorded (see Appendix: sample for inspec-tion protocol). It is recommended that the manufacturer of expansion joint in question is allowed to have a look to the inspection protocol..

7.2 Maintenance, repair Expansion joints shall be permanently kept in an operational condition. Repair of defects shall be done properly – if possible with manufacturer involved. Stones, bituminous residue or other solids jammed into move-ment gaps shall be removed. Eventual water drains shall be cleaned in regular intervals. Joint sealants to adjacent car-riageway surfacing or concrete shall be replaced in due time. Attention shall be taken that repair or replacement of sealing elements is only possible with certain gap widths.. Corrosion protection in the meaning of RVS 15.5 "Corrosion protection" shall be constantly maintained resp. with severe corrosion be replaced.




Edition 1999

28

Attention shall be paid that galvanized and coated surfaces are not weathered too severely but recoated in due time. If sup-plementing coats attentiuon shall be paid to type, composition and age of original coat. Stainless or corosion-poor steel com-ponents do not require for corrosion protection. Due to expected noise emissions, creation of water-pockets as well as increased dynamic stress doubling-up of surfacings shall be connected as even as possible to expansion joint, whereby ramps with a gradient of 1:100 orshallower (depend-ing on road category) shall be executed. Increased wear of surfacing (e.g. ruttings) leads to growing out of expansion joint and therefore to increased mechanical wear and noise emission. If these level differences cannot be elimi-nated at least ramps with permissible slope as with doubling-up of surfacings shall be made. Spacing gaps shall constantly be kept operational.

8. Quality assurance (Attestation of con-formity) Quality assurance consists of in-house and external monitoring. Subject of monitoring is adherence to the regulations laid down in this RVS regardingstructural design (Art. 4) and design (Art. 5). Supervision of installation is regulated in Art. 6.

8.1. Initial Type-testing

Initial type-testing shall be carried out by an authorised, inde-pendent testing institute. Selection of this institute is up to the manufacturer but requires for confirmation by the approval body. Initial type-testing determines whether basic require-ments of this (calculations, tests etc.) are fulfilled. For each type design- and manufacturing details as well as type and scope of tests to be performed including sampling are recorded in a type-sheet. Materials shall be described in this type sheet (for later safe disposal).

8.2. In-house monitoring In-house monitoring is the continous supervision by the manu-facturer of the adherence to laid down requirements. Results of in.house monitoring shall be recorded and evaluated. Record shall contain at least following informations: a) name of expansion joint b) kind of check c) date of manufacture and of check d) result of check e) signature of person responsible for in-house monitoring. Record shall be stored for at least 6 years and shall be pre-sented to external supervisor upon request. If result of check is unsatisfactory the necessary measures for rectifying the de-fects shall be taken by themanufacturer immediately.

8.3. External monitoring Manufacturer shall conclude a supervision contract with a tes t-ing institute qualified in this expert field.

This contract for external monitoring shall determine the sepa-ration of checks to be executed acc. initial type test into in-house monitoring checks and ex ternal monitoring checks in de-tail for each expansion joint type of the manufacturer. The contract for external monitoring is subject to approval of approval body. External supervisor carries out an initial check and a continous standard check for each type of expansion joint of a manufac-turer. At initial check external supervisor ascertains whether manu-facturer has the personnel and and material resources for a continous, correct production of the expansion joint type to be checked. At standard check, which generally shall be made four times a year without prior notice, the external supervisor checks correct and complete handling of in-house monitoring and adherence to requirements of the relevant type sheet. Results of the supervision shall be recorded in an external monitoring report. This report has to contain at least: a) manufacturer b) name of expansion joint c) statements to equipment of manufacturer, in-house monitor-ing incl. marking d) Results of checks carried out during external monitoring e) date of check f) signature of external supervisor. Expansion joint types subject to initial and standard checks shall be provided with a mark showing to user continous exter-nal monitoring and the name of the external supervisor (see Fig. 8.1.). If defec ts are detected during external monitoring and these de-fects are not eliminated within reasonable period by manufac-turer the external supervisor shall terminate the contract for ex-ternal monitoring immediately. From date of contract termina-tion the manufacturer is not authorised any longer to mark the manufactured joints as externally monitored. External monitoring generally takes place at factory. In case of special grouts (compounds) sampling is carried out at site.

Fig. 8.1: Mark for external monitoring

8.4. Technical delivery and test conditions

8.4.1 Materials For metallic materials an inspection certificate B acc. ÖNORM EN 10204 shall be issued. For non-metallic materials the type of inspection certificate shall be stipulated in the type sheet.

8.4.2 Welded components Production shop for expansion joints shall prove quality assur-ance for welding acc. ÖNORM M 7812 - 2 for quality class 2.




Edition 1999

29

Requirements for welding personnel shall be fulfilled in accor-dance with ÖNORM M 7805 for quality class 2. For dynamically loaded components quality class 1 in accordance with ÖNORM M 7812 - 2 shall be proved and evaluation group B acc. ÖNORM EN 25817 shall be assumed unless otherwise stipu-lated as part of initial type testing.

8.4.3Product ion and instal lat ion and corros ion protec -t ion ÖNORM B 4600 - 7 shall be paid attention to.

9. Proportion of facilities

To ensure accessibility of expansion joint for installation, in-spection, maintenance and repair at least clearances acc. Figs 9.1 to 9.13 shall be kept clear.

9.1 Formwork sheets Formwork sheets shall be designed and fixed in a way that they withstand placing of back-fill concrete. They shall be supplied hot-dip galvanised or in stainless steel. Other formwork (timber, Styropor etc.) shall not be used.

9.2 Snow plough safety precautions To prevent damage by snow ploughs, skew positionings of ex-pansion joints in plan with deviations of 30 – 34 ° from the ver-tical to the bridge axis shall be avoided if possible. This applies also to lanes of motorways and expressways.

9.3 Evenness – Operating noise To avoid increased operating noise due to rolling traffic connec-tion to surfacing (e.g. as hard mastic asphalt) has to be as evenly as possible. Regularly bituminous surfacings may be maximum 3 mm higher than the edge profile. Installation deeper than the edge profile is not permissible. Only joint de-signs planned for later coating for height compensation are ex-cepted from before mentioned regulations. Resonance-promoting designs shall be avoided.

9.4 Joint (sealants) In general connection of bituminous or concrete surfacings to edge profile shall not provided with grouted joints (sealants) If at a later stage gaps occur due to shrinkage of surfacings they shall be trimmed and filled with material of permanent elasticity. When trimming attention shall be paid to corrosion protection. In case of concrete carriage ways RVS 8.06.32 shall be ob-served. Structures longer than 80m shall be provided with spacing gaps.

9.5 Concrete transition strips If it is intended to carry out a concrete transition strip, the fol-lowing comments and Fig. 9.13 shall be observed. At concrete transition strips back.fill concrete for block out reaches to car-riageway running surface and is directly traffic exposed. There-fore at least the upper 10 cm shall be made of specially abra-sion-resistant and low -shrinkage concrete. Fig. 9.13 represents minimum requirement.

9.6 Accessibility

Expansion joints for a movement of more than 100 mm or with moveable parts shall be accessible from below. Accessibility shall be enabled by a clear space between structure and bal-last wall at least 60 cm wide and 120 cm high and may be nar-rowed locally to 40 cm wide. The associated access shall have the same cross-section or 60 cm height and 180 cm width. In case of prestressed structures and beam bridges this space shall be provided in any case. Accessibility shall be given over entire length of expansion joints. For expansion joints with a movement less than 100 mm and without moveable parts the space between structure and ballast wall may be reduced to 15 cm wide in case of reinforced concrete-slabs. An inspection fa-cility shall be provided.




Edition 1999

30

Fig. 9.1: Standard cross-section of directly traffic exposed expansion joints




Edition 1999

31

Fig. 9.2: Plan view directly traffic-exposed expansion joints




Edition 1999

32

Fig. 9.3: Section 1-1 design "P"

Fig. 9.4: Section 1-1 design "PZ"




Edition 1999

33

Fig. 9.5: Section 1-1 design "M"

Fig. 9.7: Section 1-1 design "BD"

Fig. 9.6: Section 1-1 design "P(Alternative)"




Edition 1999

34

Fig. 9.8: Section 2-2 Sidewalk area Alternative: execution with cover plate




Edition 1999

35

Fig. 9.9: Section 3-3 Fig. 9.9: Standard section buried expansion jopints (Section 3-3)




Edition 1999

36

Fig. 9.10: Section 3-3 buried expansion joints

Fig. 9.11 Section 5-5 sidewalk area




Edition 1999

37

Fig. 9.12: Standard section buried expansion joint




Edition 1999

38

Fig. 9.13: Concrete transition strip for all design types P, PZ, M, MZ, FD, F




Edition 1999

39

10. Normen und Richtlinien Neu erscheinende EN - Normen sind entsprechend zu übernehmen. 10.1 Angeführte Normen und Richtlinien ÖNORM B 3303 Beton; Prüfung . ÖNORM B 4002 Straßenbrücken; Allgemeine Grundlagen; Be-

rechnung und Ausführung der Tragwerke ÖNORM B 4200 - 10 Beton; Herstellung und Überwachung. ÖNORM B 4202 Massivbau - Straßenbrücken. ÖNORM B 4250 Spannbetontragwerke; Berechnung und

Ausführung. ÖNORM B 4502 Verbundbau; Straßenbrücken; Berechnung

und Ausführung. ÖNORM B 4600 - 2 Stahlbau; Berechnung der Tragwerke. ÖNORM B 4600 - 7 Stahlbau; Ausführung der Tragwerke ÖNORM B 4602 Stahlbau; Straßenbrücken. ÖNORM C 2540 Korrosionsschutz von Eisenwerkstoffen durch

thermisches Spritzen von Zink oder Aluminium ÖNORM C 9211 Bituminöse Grundstoffe, Dichte und relative

Dichte, Prüfung ÖNORM C 9212 Bitumen und Steinkohlenteerpech; Prüfung;

Bestimmung des Erweichungspunktes mit Ring und Kugel - ERK

ÖNORM C 9214 Bitumen und Steinkohlenteerpech; Prüfung; Bestimmung der Nadelpenetration

ÖNORM C 9250 - 12 Erdölbitumen - Asphalt - Teer; Prüfung; A-schegehalt

ÖNORM C 9250 - 13 Erdölbitumen - Asphalt - Teer; Prüfung; Erhit-zungsprüfung

ÖNORM C 9430 Prüfung von Elastomeren; Richtlinien für die Herstellung von Probekörpern für die Prüfung von Elastomeren und mit Elastomer beschich-teten Geweben

ÖNORM C 9434 Prüfung von Elastomeren; künstliche Alterung ÖNORM C 9435 - 1 Prüfung von Elastomeren; Bestimmung der

Beständigkeit gegen Ozonrißbildung; statische Beanspruchung

ÖNORM C 9436 - 1 Prüfung von Elastomeren; Bestimmung des Druckverformungsrestes nach konstanter Ver-formung bei Raumtemperatur und höheren Temperaturen

ÖNORM C 9445 Prüfung von Elastomeren; Bestimmung des Verhaltens gegen Flüssigkeiten

ÖNORM M 3116 Allgemeine Baustähle; Gütevorschriften ÖNORM M 7805 Schweißtechnisches Personal; Einteilung und

Anforderungen ÖNORM M 7812 - 2 Sicherung der Güte von Schweißarbeiten; Gü-

teklassen ÖNORM M 7830 Anforderungen an die Güte der Ausführung

von Schmelzschweißverbindungen aus Stahl; Bewertungsgruppen

ÖNORM DIN 53504 Prüfung von Kautschuk und Elastomeren; Be-stimmung von Reißfestigkeit, Zugfestigkeit, Reißdehnung und Spannungswerten im Zug-versuch

ÖNORM DIN 53505 Prüfung von Kautschuk, Elastomeren und Kunststoffen; Härteprüfung nach Shore A und Shore D

ÖNORM DIN 53507 Prüfung von Kautschuk und Elastomeren; Be-stimmung des Weiterreißwiderstandes von E-lastomeren; Streifenprobe

ÖNORM DIN 53516 Prüfung von Kautschuk und Elastomeren; Be-stimmung des Abriebes

ÖNORM DIN 55928 - 4 Korrosionsschutz von Stahlbauten durch Be-schichtungen und Überzüge; Vorbereitung und Prüfung der Oberflächen

ÖNORM EN 10204 Metallische Erzeugnisse; Arten von Prüfbe-scheinigungen (ersetzt ÖNORM M 3000 Be-scheinigungen über Werkstoffprüfungen)

ÖNORM EN 24624 Lacke und Anstrichstoffe, Abreißversuch zur Beurteilungder Haftfestigkeit)

ÖNORM EN 25817 Lichtbogenschweißverbindungen an Stahl; Richtlinie für die Bewertungsgruppen von Un-regelmäßigkeiten

DIN 1996 - 6 Prüfung von Asphalt; Bestimmung des Binde-mittelgehaltes und Rückgewinnung des Bin-demittels

DIN 1996 - 18 Prüfung von Asphalt; Kugelfallversuch nach Herrmann

DIN 53546 Prüfung von Elastomeren; Bestimmung der Kältesprödigkeitstemperatur bei Schlagbean-spruchung.

ISO 4661 Rubber, vulcanized-preparation of samples and test pieces

RVS 8.01.11 Baustoffe; Gesteinsmaterial; Gesteinskörnung für den Straßenbau

RVS 8.06.27 Deckenarbeiten; Bituminöse Decken; Walzas-phalt

RVS 8.06.32 Deckenarbeiten; Betondecken; Deckenherstel-lung

RVS 15.36 Brückenabdichtungen RVS 15.43 Brückenentwässerung RVS 15.5 Korrosionsschutz RVS 15... Richtlinie für die Überwachung und Prüfung

von Straßenbrücken Richtlinie zur Berechnung ermüdungsbeanspruchter Konstruktionen

aus Stahl (Österr. Stahlbauverband ) TL bit Fug 82 Anhang 6 Technische Lieferbedingungen für Bituminöse

Fugenmassen; BRD SNV 671 914 Schweizer Norm für Vergußmassen; Vergieß-

barkeit SNV 671 915 Schweizer Norm für Vergußmassen; Sicher-

heitsspange gegen Überhitzung

10.2 Nicht angeführte, jedoch wesentliche Normen und Richtlinien

ÖNORM M 7800 Symbole für Schweißverbindungen; Schmelz-

schweißen ÖNORM M 7810 - 1: Allgemeintoleranzen für Schweißkonstruktio-

nen; Längen- und Winkelmaße ÖNORM M 7810 - 2: Allgemeintoleranzen für Schweißkonstruktio-

nen; Form und Lage ÖNORM M 7812 - 1: Sicherung der Güte von Schweißarbeiten; A n-

forderungen an Betriebe, in denen Schweiß-arbeiten nach Güteklassen durchgeführt wer-den.

ÖNORM M 7813 Schweißerpaß ÖNORM M 7827 Schweißtechnik; Verfahrensprüfungen (ungül-

tig) ÖNORM EN 26520 Einteilung von Fehlern an Schmelzschweiß-

verbindungen aus metallischen Werkstoffen; Benennungen, Beschreibungen (ersetzt ÖNORM M 7829)

ÖNORM EN 29002 Qualitätssicherungssysteme; Modell zur Dar-legung der Qualitätssicherung in Produktion und Montage

RVS 13.542 Asphaltstrassen; Verfüllen von Rissen RVS 15.41 Randleisten- und Mittelstreifenkonstruktion Richtlinie zur Festlegung der zulässigen Beanspruchung nicht genorm-ter Stähle (Österr. Stahlbauverband ) Richtlinie für die Bemessung von Aluminium-Konstruktionen (Österr. Stahlbauverband )


B R I D G E E Q U I P M E N T RVS 15.45 Expansion Joints Annex/Page 1


Edition 1999

Annex 1

Annex 1 : Installation Report (Sample) acc. Article 6

INSTALLATION REPORT OF EXPANSION JOINTS

(eventual approvals and method statements for installation of manufacturer shall be adhered to)

1.Bauvorhaben

2. Client 3. Contractor

4. Manufacturer of expansion joint 5. Place of installation (Lot)

6. Expansion joint – make and type 7.Drawing No of expansion joint 8. CHECK AFTER DELIVERY

8.1 Condition according execution-drawing 8.2 Corrosion protection 8.3 Preset e v measured (outside-middle-outside)

mm

mm

mm

8.4 Preset e v according drawing

mm

8.5 Remarks:

P,PZ

______________________________ ____________________________ _______________________________ For the client For the contractor For the manufacturer * tick after check and being all right. Defects to be denoted under „remarks“.




Edition 1999

Annex 2

9 CHECK AFTER INSTALLATION (before concreting in)

(at steel-bridges after preliminary fixing)

9.1 Date

9.2 Temperature of structure °C

9.3 Block-out (see. Art. 6.3)

9.4 Level, location of axis, inclinat ion

9.5 Connection to structure resp. abutment (Carriageway and sidewalk)

9.6 Preset measured: 9.6.1 Place of measure

Gap mm

9.6.2 Place of measure

Gap mm


Gap mm


Gap mm

9.7 Corrosion protection (see. Art. 5.4)

9.8 Transport fixation removed

9.9 Ducts to structure resp. abutment

9.10 Formwork sheets

9.11 Waterproof ducts

9.12 Remarks:

____________________________ ___________________________ _______________________________ For the client For the contractor For the manufacturer




Edition 1999

Annex 3

10. CHECK AFTER CONCRETING IN

(at steel-bridges after final welding) 10.1 Date of check

10.2 Temperature of structure. °C

10.3 Concrete surface (visual check)

10.4 Connection to waterproof membrane

10.5 Gap under expansion joint clear

10.6 Sidewalk resp. central reserve cover- Name plate

10.7 Eventual supplement of corrosion protection

10.8 Gap widths (at same location as per 9.6.) 10.8.1

mm

10.8.2

mm

10.8.3

mm

10.8.4

mm

10.9 Remarks:

____________________________ ___________________________ For the client For the contractor




Edition 1999

Annex 4

Annex 2 : Recheck Report (Sample) acc. Art. 7

RECECK REPORT FOR EXPANSION JOINTS

(Attention to Installation Report shall be paid)

11.Structure No.

12. Place of installation (Lot)

13. Make, type 14. Drawing -No. 15. Connection to surfacing ok yes no* 16. Gap widths approximately uniform yes no* 17. Surface of expansion joint ok yes no* 18. Total gap width "e" (normal to joint gap): 18.1 Place of measuring

Gap mm

18.2 Place of measuring

Gap mm


Gap mm


Gap mm


Gap mm




Edition 1999

Annex 5

19. Watertight yes no* 20. Anchorage in structure/abutment ok: yes no* 21. Intermediate profiles ok yes no* 22. Support-, control-elements ok yes no* 23. Corrosion protectio n ok yes no* 24. Noise emission normal ? yes no* 25. Spacing gaps in proper function ? yes no* 26.1. Temperature of structure during measuring gaps °C 26.2. Air temperature in shadow °C 27. Date T M J 28. Checker (name, signature) ........................................................ 29. Remarks:

* Tick where applicable. If answer is "no" state scope and reason of defect under "remarks". State if covers had been removed.

rvs 15.45 englisch komplett

Documents

general expansion joints

expansion joints page

modular expansion joints

buried expansion joints

elastomeric expansion

expansion functions

replacement of existing

traffic loads