Giborim prestressing protocol
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    Giborim prestressing protocol Giborim prestressing protocol Document Transcript

    • CONTENTS1.0 GENERAL........................................................................................................................................ 1/692.0 ACTIONS OF PRESTRESSING.................................................................................... 2/693.0 GROUTING OF POST-TENSIONING TENDONS .......................................................... 4/694.0 SAFETY AT WORKS ................................................................................................ 6/695.0 CANTILEVER BOUNDED POST-TENSIONING TENDONS ................................... 6/695.1 ELONGATIONS AND PRESTRESSING – CANTILEVER 2E/2W ......................... 6/69 5.1.1 PRESTRESSIN TENDONS OF HAMMER-HEAD SEGMENT.............................................. 7/69 5.1.2 PRESTRESSING TENDONS OF FIRST SEGMENT .......................................................... 11/69 5.1.3 PRESTRESSING TENDONS OF SECOND SEGMENT..................................................... 15/69 5.1.4 PRESTRESSING TENDONS OF THIRD SEGMENT ......................................................... 19/69 5.1.5 PRESTRESSING TENDONS OF FOURTH SEGMENT ..................................................... 23/69 5.1.6 PRESTRESSING TENDONS OF FIFTH SEGMENT .......................................................... 26/69 5.1.7 PRESTRESSING TENDONS OF SIXTH SEGMENT.......................................................... 29/69 5.1.8 PRESTRESSING TENDONS OF SEVENTH SEGMENT ................................................... 32/69 5.1.9 PRESTRESSING TENDONS OF EIGHTH SEGMENT....................................................... 35/695.2 ELONGATIONS AND PRESTRESSING – CANTILEVER 3E/3W ....................... 38/69 5.2.1 PRESTRESSIN TENDONS OF HAMMER-HEAD SEGMENT............................................ 38/69 5.2.2 PRESTRESSING TENDONS OF FIRST SEGMENT .......................................................... 42/69 5.2.3 PRESTRESSING TENDONS OF SECOND SEGMENT..................................................... 46/69 5.2.4 PRESTRESSING TENDONS OF THIRD SEGMENT ......................................................... 50/69 5.2.5 PRESTRESSING TENDONS OF FOURTH SEGMENT ..................................................... 54/69 5.2.6 PRESTRESSING TENDONS OF FIFTH SEGMENT .......................................................... 57/69 5.2.7 PRESTRESSING TENDONS OF SIXTH SEGMENT.......................................................... 60/69 5.2.8 PRESTRESSING TENDONS OF SEVENTH SEGMENT .................................................. 63/69 5.2.9 PRESTRESSING TENDONS OF EIGHTH SEGMENT....................................................... 66/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.1.0 GENERALStructural design of the bridgeThe Giborim Highway Bridge is 204 m long and is designed as one braking unit with the followingsystem (static) spans:57.0 + 90.0 + 57.0 = 204.0 mand the pier height from 19.22 to 28.0 m.The bridge consists of two separated superstructures. The piers of supports 2 and 3 are rigidconected with the superstructure without using the structural bearings, on supports 1 and 4 thesuperstructure is connected to the abutments by uni-directional movable sliding bearings.The superstructure consists of 2 longitudinally pre-stressed concrete boxes of the width 6.0 m andvariable height from 2.5 m in the span to 5.00 m above the intermediate supports. The width of theeast superstructure vary from 12.5 m to 14.088 m, while the width of the west superstructure isconstant and is 11.0 m.Superstructure construction technology – Balanced cantilvere constructionThe superstructures will be constructed by the technology of balanced cantilever construction,which is performed in the following main phases: first the pier hammer-heads of the superstructure in the length of 7.5 m are executed; the pier hammer-heads are executed on the steel scaffold, assembled under the piers and lifted with cranes to the required height where they are fixed to the pier; after fixing the outer and inner formwork the reinforcement is placed, followed by concreting and pre-stressing.Concreting of the pier hammer-head will be done in three phases in the following procedure: casting of the bottom slab; casting of webs; casting of the carriageway slab.When the concrete of the pier hammer-head wins the required concrete strength the tendons areprestressed, steel scaffold is lowered with crains, demounted and erected again in front of the nextpier and the complete procedure is repeated.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 1/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.When the pier hammer-heads are casted and prestressed, one pair of form travelers of the bearingcapacity at least 1400 kN are mounted and individual concrete segments of the length from 4.0 to5.13 m are executed.For completion of the cantilever tables it is necessary to make on each table symmetrically 8segments. According to the schedule first the cantilever table above the support 2 and after that thecantilever table above the support 3 will be constructed.Post – tensioning system used for prestressing tendonsFor the prestressing of the Giborim bridge superstructure, the DYWIDAG Bonded Post-TensioningSystem is used.During balanced cantilever construction, after the last – eighth segment is casted, each cantilevertable of superstructure is prestressed with a total of 26 cantilever tendons.All tendons are quality of 1,670/1,860 N/mm 2 and prestressed with the initial prestressing forceP m0 = 3,700.00 kN, what is approximately about 70% of the ultimate strength.Several post-tensioning tendon consists 19 strands with cross sectional area of 150 mm 2 whichproviding very low relaxation (less then 2.5% after 1,000 h at 0.7 x ultimate strength f pk and lessthen 7.5% at infinite time).The post-tensioned tendons of the first three segments are stressed like one–end stressing, whilethe following segments of the superstructure are stressed like both–ends stressing.The Elaborate of stressing post-tensioning tendons contains input–data of post-tensioningsystem, stressing protocol, conditions of minimum concrete strength at time of prestressingand calculated elongations for all cantilever tendons of each individual segment.2.0 ACTIONS AT PRESTRESSINGIn the frame of post-tensioning procedure, contractor also obligates to consider all validtechnical regulations, standards and recommendations for the prestressing.All equipment which used for prestressing must be attested and jack also calibrated. The pressuregauge and jack must be calibrated together and remain together as a unit throughout all stressingoperations. In the case that there is more than 2% difference between the jack accuracy and thecalibration chart, the jack must not be used for prestressing of post-tensioning tendons and shouldbe recalibrated before re-use for prestressing.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 2/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.CONDITIONS FOR CONCRETE STRENGTH AT TIME OF PRESTRESSINGTendons can be pre-stressed when the concrete reaches the specified minimum compressivestrength prescribed in the table below, but not early than 2.5 days (60 hours) after casting of theindividual segment !Superstructure: Concrete GRADE 50 – in accordance to BS5400 C40/50 (f ck,cyl /f ck,cube ) – in accordance to ECf cmj,cyl … mean concrete strength on cylinder with diameter of 150mm and hight of 300mm at time of prestressingf cmj,cube … mean concrete strength on cube with the edge length of 150mm at time of prestressing 1st condition: age of concrete segment T > 2.5 days (60 hours) at prestressing ** nd fcmj,cyl (d150/h300), t=2.5 ≥ 35.0 N/mm2 2 condition: Mean concrete strength at the time fcmj,cube (150/150/150), t=2.5 ≥ 43.0 N/mm2 of the full prestressing force fcmj,cube (100/100/100), t=2.5 ≥ 45.5 N/mm2 The mean concrete strength shall be verified by means of at 3rd condition: least three specimens, which shall be stored under the same maximum deviation of the conditions as the concrete member, with the individual individual values values of specimens not differ more than 5%** Note refer to 2 nd condition:The mean concrete strength at the time of prestressing is determined in accordance to European TechnicalApproval – ETA-06/0022 for DYWIDAG Post-Tensioning system, issued by DIBT – Deutches Institut fürBautechnikStressing recordAll stressing operations has to be recorded for several tendon and elongation is measured andcompared with the calculated value. If during tensioning the difference between measured and calculated elongation is more than 15% of the calculated value (ETA-06/0022, page 14 – paragraph 4.2.6.2) then the engineer shall be informed and causes shall be found !HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 3/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.3.0 GROUTING OF POST-TENSIONING TENDONSGrouting of post-tensioning tendons of superstructure has to be provided as soon aspossible after post-tensioning tendons are installed and prestressed.The durability of post-tensioned construction depends mainly on the success of the groutingoperation. The hardened cement grout provides bond between concrete and tendons as well asprimary long-term corrosion protection for the prestressing steel.Base to grouting is that all grout outlets are opened and checked to ensure they are free and clearof any debris and water. Grouting is always done from an inlet at the lowest point of the tendonprofile; this can be at an initial anchor or at an intermediate low point in the tendon profile.With regard to the especial importance grouting injection work for ensuring of the durabilityand capacity of the prestressed concrete superstructure, there is necessary, groutinginjection work of post-tensioning tendons must be also performed in presence of mandatorysupervisory ingineer.Grouting should proceed in accordance to an approved Grouting Plan, which also containsthe requirements of the project specification for post-tensioning and grouting works !Grouting PlanProject responsibilities regrading the Grouting Plan are: • the Contractor should prepare and submit a Grouting Plan according to requirements of the project specification for post-tensioning and grouting; • the Construction Engineering and Inspection Agency (CEI) should record submittals, review and notify the Contractor of the acceptability of his proposed Grouting Plan.GroutGrout is composed from cement, water and additions. The base material of grout is ordinaryPortland cement, which should not be older than three weeks and it should be stored indoors(unopened container) also protected against humidity. The addition of micro-silica also improvesresistance to chloride penetration because the particles help fill the interstices between hydratedcementitious grains thus reducing the permeability.The water-cementitious material ratio should be limited to a maximum of 0.45 to avoid excessivewater retention and bleed and to optimize the hydration process.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 4/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.Basic requirements for grout injection of superstructure tendonsGrouting has to be performed according to an approved Grouting Plan. Before starting with groutinjection, it is necessary to perform next actions as follows: • ducts for tendons must be cleaned by air-blowing and in case it is necessary by water- washing; • all grout outlets must be opened and checked to ensure they are free and clear of any debris and water; • at each outlet vent and final grout cap, pumping should continue until the consistency of the pumped grout is equivalent to that being injected at the inlet; • for normal operations grout should be injected at a pressure of less than 0.52 MPa at the inlet and the grouting speed should be in the range between 3 m/min and 12 m/min; • grouting should provides from an inlet at the lowest point of the tendon profile and so long until all intermediate outlets have been closed and grout free of all slugs of air or water flows from the last anchor outlet; • after all outlets have been bled and closed, the pressure should be increased to approximately 0.52 MPa and held for 2 minutes while the tendon is inspected for any evidence of leaks and avoid the unintended loss of grout.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 5/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.4.0 SAFETY AT WORKSFor all procedures, equipment, materials and details that are not speccially quoted, recognizedtechnical norms, regulations and standards shall be applied.The main contractor Terre Armee Ltd and his subcontarctors for individula special works as areprestressing and grouting works are also responsible to organize the works in such a way toabsolutely assure the safety at work and keep all the documentation, required by regulation.5.0 CANTILEVER BOUNDED POST–TENSIONING TENDONSFor the prestressing of the Giborim bridge superstructure, the DYWIDAG Bonded Post-TensioningSystem is used.All tendons are quality of 1,670/1,860 N/mm 2 and prestressed with the initial prestressingforce P m0 = 3,700.00 kN, what is approximately about 70% of the ultimate strength.Several post-tensioning tendon consists 19 strands with cross sectional area of 150 mm 2 whichproviding very low relaxation (less then 2.5% after 1,000 h at 0.7 x ultimate strength f pk and less then7.5% at infinite time).For the all cantilever tendons the technical data is taken into account in the static calculation asfollows: • cross-sectional area Ap = 2,850 mm 2 • tendon type 19 − 150 mm 2 • yield strength f p 0.1k = 1,600 N mm 2 • ultimate strength f pk = 1,860 N mm 2 • modulus of elasticity Ep = 195,000 N mm 2 • friction coefficient μ = 0.20 • wobble coefficient k = 0.005 rad m ≅ 0.30 o m • slip at the anchorages - wedge set = 6 mm • initial prestressing force Pm 0 = 3,700 kNThe post-tensioned tendons of the first three segments are stressed like one–end stressing,while the other segments of the superstructure are stressed like both–ends stressing.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 6/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.5.1 ELONGATIONS AND PRESTRESSING – CANTILEVER 2E/2W5.1.1 PRESTRESSING TENDONS OF HAMMER-HEAD SEGMENTAt the time when hammer-head segment 2E-HH of table 2E is casted and all conditionsregarding the required mean concrete strength are fulfiled, the next post-tensioning cantilevertendons are prestressed: TL1, TR1, TL2, TR2All tendons of current stage are stressed like one–end stressing (see sketch on next page)by the following initial prestressing force / f py ≅ 0.7xf pk : Tendon 19–150 mm 2 (A p = 2850 mm 2 ) is prestressed with P m0 = 3,700 kN … f py = 1298.3 N/mm 2For stressing of post-tensioning tendons Multiplane anchorage MA-6819 is used, because of thejacking system should be fitted for the current post-tensioning system.Calculated elongations at prestressing tendons of the hammer-head segment 2E-HH are asfollows in the table below: Prestressing Tendon Anchorage Net length Net total tendon elongation Prestressing force designation type (m) after all wedge set (kN) 51.0 – 6.0 = TL1 8.05 45.0 mm 50.6 – 6.0 = TR1 8.00 from MA-6819 44.6 mm ONE–END 3,700 19–150 mm 2 51.2 – 6.0 = TL2 8.05 stressing 45.2 mm 51.0 – 6.0 = TR2 8.00 45.0 mmElongation of the prestressing steel in the jack and seating device, which is dependent bychoosing of the post-tensioning system, has to be additionally considered at the total tendonelongation!Slip at anchorages of 6mm – wedge set is already taken into account in the static calculationand the determination of the tendon elongation!HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 7/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 8/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 9/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 10/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.5.1.2 PRESTRESSING TENDONS OF 1 st SEGMENTAt the time when first segments 2E-D1 and 2E-U1 of table 2E are casted and all conditionsregarding the required mean concrete strength are fulfiled, the next post-tensioning cantilevertendons are prestressed: TL3, TR3, TL4, TR4All tendons of current stage are stressed like one–end tressing (see sketch on next page)by the following initial prestressing force / f py ≅ 0.7xf pk : Tendon 19–150 mm 2 (A p = 2850 mm 2 ) is prestressed with P m0 = 3,700 kN … f py = 1298.3 N/mm 2For stressing of post-tensioning tendons Multiplane anchorage MA-6819 is used, because of thejacking system should be fitted for the current post-tensioning system.Calculated elongations at prestressing tendons of the first segments 2E-D1 and 2E-U1 are asfollows in the table below: Prestressing Tendon Anchorage Net length Net total tendon elongation Prestressing force designation type (m) after all wedge set (kN) 104.9 – 6.0 = TL3 16.70 98.9 mm 103.9 – 6.0 = TR3 16.60 from MA-6819 97.9 mm ONE–END 3,700 19–150 mm 2 104.6 – 6.0 = TL4 16.70 stressing 98.6 mm 104.2 – 6.0 = TR4 16.60 98.2 mmElongation of the prestressing steel in the jack and seating device, which is dependent bychoosing of the post-tensioning system, has to be additionally considered at the total tendonelongation!Slip at anchorages of 6mm – wedge set is already taken into account in the static calculationand the determination of the tendon elongation!HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 11/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 12/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 13/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 14/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.5.1.3 PRESTRESSING TENDONS OF 2 nd SEGMENTAt the time when second segments 2E-D2 and 2E-U2 of table 2E are casted and all conditionsregarding the required mean concrete strength are fulfiled, the next post-tensioning cantilevertendons are prestressed: TL5, TR5, TL6, TR6All tendons of current stage are stressed like one–end stressing (see sketch on next page)by the following initial prestressing force / f py ≅ 0.7xf pk : Tendon 19–150 mm 2 (A p = 2850 mm 2 ) is prestressed with P m0 = 3,700 kN … f py = 1298.3 N/mm 2For stressing of post-tensioning tendons Multiplane anchorage MA-6819 is used, because of thejacking system should be fitted for the current post-tensioning system.Calculated elongations at prestressing tendons of the second segments 2E-D2 and 2E-U2 areas follows in the table below: Prestressing Tendon Anchorage Net length Net total tendon elongation Prestressing force designation type (m) after all wedge set (kN) 171.7 – 6.0 = TL5 26.90 165.7 mm 170.6 – 6.0 = TR5 26.75 from MA-6819 164.6 mm ONE–END 3,700 19–150 mm 2 169.5 – 6.0 = TL6 26.90 stressing 163.5 mm 168.4 – 6.0 = TR6 26.75 162.4 mmElongation of the prestressing steel in the jack and seating device, which is dependent bychoosing of the post-tensioning system, has to be additionally considered at the total tendonelongation!Slip at anchorages of 6mm – wedge set is already taken into account in the static calculationand the determination of the tendon elongation!HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 15/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 16/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 17/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 18/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.5.1.4 PRESTRESSING TENDONS OF 3 rd SEGMENTAt the time when third segments 2E-D3 and 2E-U3 of table 2E are casted and all conditionsregarding the required mean concrete strength are fulfiled, the next post-tensioning cantilevertendons are prestressed: TL7, TR7, TL8, TR8All tendons of current stage are stressed like both–ends simultaneous stressing (see sketchon next page) by the following initial prestressing force / f py ≅ 0.7xf pk : Tendon 19–150 mm 2 (A p = 2850 mm 2 ) is prestressed with P m0 = 3,700 kN … f py = 1298.3 N/mm 2For stressing of post-tensioning tendons Multiplane anchorage MA-6819 is used, because of thejacking system should be fitted for the current post-tensioning system.Calculated elongations at prestressing tendons of the third segments 2E-D3 and 2E-U3 are asfollows in the table below: Prestressing Tendon Anchorage Net length Net total tendon elongation Prestressing force designation type (m) after all wedge set (kN) 2 x (116.4 – 6.0) = TL7 37.20 2 x 110.4 mm 2 x (113.8 – 6.0) = TR7 36.95 from MA-6819 2 x 107.8 mm BOTH–ENDS 3,700 19–150 mm 2 simultaneous 2 x (114.7 – 6.0) = TL8 37.20 stressing 2 x 108.7 mm 2 x (115.6 – 6.0) = TR8 36.95 2 x 109.6 mmElongation of the prestressing steel in the jack and seating device, which is dependent bychoosing of the post-tensioning system, has to be additionally considered at the total tendonelongation!Slip at anchorages of 6mm – wedge set is already taken into account in the static calculationand the determination of the tendon elongation!HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 19/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 20/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 21/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 22/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.5.1.5 PRESTRESSING TENDONS OF 4 th SEGMENTAt the time when fourth segments 2E-D4 and 2E-U4 of table 2E are casted and all conditionsregarding the required mean concrete strength are fulfiled, the next post-tensioning cantilevertendons are prestressed: TL9, TR9All tendons of current stage are stressed like both–ends simultaneous stressing (see sketchon next page) by the following initial prestressing force / f py ≅ 0.7xf pk : Tendon 19–150 mm 2 (A p = 2850 mm 2 ) is prestressed with P m0 = 3,700 kN … f py = 1298.3 N/mm 2For stressing of post-tensioning tendons Multiplane anchorage MA-6819 is used, because of thejacking system should be fitted for the current post-tensioning system.Calculated elongations at prestressing tendons of the fourth segments 2E-D4 and 2E-U4 areas follows in the table below: Prestressing Tendon Anchorage Net length Net total tendon elongation Prestressing force designation type (m) after all wedge set (kN) 2 x (144.7 – 6.0) = TL9 47.30 from MA-6819 2 x 138.7 mm BOTH–ENDS 3,700 19–150 mm 2 simultaneous 2 x (143.7 – 6.0) = TR9 46.90 stressing 2 x 137.7 mmElongation of the prestressing steel in the jack and seating device, which is dependent bychoosing of the post-tensioning system, has to be additionally considered at the total tendonelongation!Slip at anchorages of 6mm – wedge set is already taken into account in the static calculationand the determination of the tendon elongation!HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 23/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 24/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 25/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.5.1.6 PRESTRESSING TENDONS OF 5 th SEGMENTAt the time when fifth segments 2E-D5 and 2E-U5 of table 2E are casted and all conditionsregarding the required mean concrete strength are fulfiled, the next post-tensioning cantilevertendons are prestressed: TL10, TR10All tendons of current stage are stressed like both–ends simultaneous stressing (see sketchon next page) by the following initial prestressing force / f py ≅ 0.7xf pk : Tendon 19–150 mm 2 (A p = 2850 mm 2 ) is prestressed with P m0 = 3,700 kN … f py = 1298.3 N/mm 2For stressing of post-tensioning tendons Multiplane anchorage MA-6819 is used, because of thejacking system should be fitted for the current post-tensioning system.Calculated elongations at prestressing tendons of the fifth segments 2E-D5 and 2E-U5 are asfollows in the table below: Prestressing Tendon Anchorage Net length Net total tendon elongation Prestressing force designation type (m) after all wedge set (kN) 2 x (176.1 – 6.0) = TL10 57.45 from MA-6819 2 x 170.1 mm BOTH–ENDS 3,700 19–150 mm 2 simultaneous 2 x (174.8 – 6.0) = TR10 57.15 stressing 2 x 168.8 mmElongation of the prestressing steel in the jack and seating device, which is dependent bychoosing of the post-tensioning system, has to be additionally considered at the total tendonelongation!Slip at anchorages of 6mm – wedge set is already taken into account in the static calculationand the determination of the tendon elongation!HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 26/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 27/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 28/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.5.1.7 PRESTRESSING TENDONS OF 6 th SEGMENTAt the time when sixth segments 2E-D6 and 2E-U6 of table are casted and all conditionsregarding the required mean concrete strength are fulfiled, the next post-tensioning cantilevertendons are prestressed: TL11, TR11All tendons of current stage are stressed like both–ends simultaneous stressing (see sketchon next page) by the following initial prestressing force / f py ≅ 0.7xf pk : Tendon 19–150 mm 2 (A p = 2850 mm 2 ) is prestressed with P m0 = 3,700 kN … f py = 1298.3 N/mm 2For stressing of post-tensioning tendons Multiplane anchorage MA-6819 is used, because of thejacking system should be fitted for the current post-tensioning system.Calculated elongations at prestressing tendons of the sixth segments 2E-D6 and 2E-U6 are asfollows in the table below: Prestressing Tendon Anchorage Net length Net total tendon elongation Prestressing force designation type (m) after all wedge set (kN) 2 x (204.1 – 6.0) = TL11 67.75 from MA-6819 2 x 198.1 mm BOTH–ENDS 3,700 19–150 mm 2 simultaneous 2 x (202.7 – 6.0) = TR11 67.15 stressing 2 x 196.7 mmElongation of the prestressing steel in the jack and seating device, which is dependent bychoosing of the post-tensioning system, has to be additionally considered at the total tendonelongation!Slip at anchorages of 6mm – wedge set is already taken into account in the static calculationand the determination of the tendon elongation!HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 29/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 30/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 31/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.5.1.8 PRESTRESSING TENDONS OF 7 th SEGMENTAt the time when seventh segments 2E-D7 and 2E-U7 of table 2E are casted and all conditionsregarding the required mean concrete strength are fulfiled, the next post-tensioning cantilevertendons are prestressed: TL12, TR12All tendons of current stage are stressed like both–ends simultaneous stressing (see sketchon next page) by the following initial prestressing force / f py ≅ 0.7xf pk : Tendon 19–150 mm 2 (A p = 2850 mm 2 ) is prestressed with P m0 = 3,700 kN … f py = 1298.3 N/mm 2For stressing of post-tensioning tendons Multiplane anchorage MA-6819 is used, because of thejacking system should be fitted for the current post-tensioning system.Calculated elongations at prestressing tendons of the seventh segments 2E-D7 and 2E-U7 areas follows in the table below: Prestressing Tendon Anchorage Net length Net total tendon elongation Prestressing force designation type (m) after all wedge set (kN) 2 x (237.2 – 6.0) = TL12 77.80 from MA-6819 2 x 231.2 mm BOTH–ENDS 3,700 19–150 mm 2 simultaneous 2 x (236.3 – 6.0) = TR12 77.50 stressing 2 x 230.3 mmElongation of the prestressing steel in the jack and seating device, which is dependent bychoosing of the post-tensioning system, has to be additionally considered at the total tendonelongation!Slip at anchorages of 6mm – wedge set is already taken into account in the static calculationand the determination of the tendon elongation!HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 32/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 33/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 34/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.5.1.9 PRESTRESSING TENDONS OF 8 th SEGMENTAt the time when eighth segments 2E-D8 and 2E-U8 of table 2E are casted and all conditionsregarding the required mean concrete strength are fulfiled, the next post-tensioning cantilevertendons are prestressed: TL13, TR13All tendons of current stage are stressed like both–ends simultaneous stressing (see sketchon the next page) by the following initial prestressing force / f py ≅ 0.7xf pk : Tendon 19–150 mm 2 (A p = 2850 mm 2 ) is prestressed with P m0 = 3,700 kN … f py = 1298.3 N/mm 2For stressing of post-tensioning tendons Multiplane anchorage MA-6819 is used, because of thejacking system should be fitted for the current post-tensioning system.Calculated elongations at prestressing tendons of the eighth segments 2E-D8 and 2E-U8 areas follows in the table below: Prestressing Tendon Anchorage Net length Net total tendon elongation Prestressing force designation type (m) after all wedge set (kN) 2 x (261.5 – 6.0) = TL13 88.20 from MA-6819 2 x 255.5 mm BOTH–ENDS 3,700 19–150 mm 2 simultaneous 2 x (260.0 – 6.0) = TR13 87.45 stressing 2 x 254.0 mmElongation of the prestressing steel in the jack and seating device, which is dependent bychoosing of the post-tensioning system, has to be additionally considered at the total tendonelongation!Slip at anchorages of 6mm – wedge set is already taken into account in the static calculationand the determination of the tendon elongation!HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 35/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 36/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 37/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.5.2 ELONGATIONS AND PRESTRESSING – CANTILEVER 3E/3W5.2.1 PRESTRESSING TENDONS OF HAMMER-HEAD SEGMENTAt the time when hammer-head segment 3E-HH of table 3E is casted and all conditionsregarding the required mean concrete strength are fulfiled, the next post-tensioning cantilevertendons are prestressed: TL1, TR1, TL2, TR2All tendons of current stage are stressed like one-end stressing (see sketch on the next page)by the following initial prestressing force / f py ≅ 0.7xf pk : Tendon 19–150 mm 2 (A p = 2850 mm 2 ) is prestressed with P m0 = 3,700 kN … f py = 1298.3 N/mm 2For stressing of post-tensioning tendons Multiplane anchorage MA-6819 is used, because of thejacking system should be fitted for the current post-tensioning system.Calculated elongations at prestressing tendons of the hammer-head segment 3E-HH are asfollows in the table below: Prestressing Tendon Anchorage Net length Net total tendon elongation Prestressing force designation type (m) after all wedge set (kN) 52.3 – 6.0 = TL1 8.25 46.3 mm 51.1 – 6.0 = TR1 8.05 from MA-6819 45.1 mm ONE–END 3,700 19–150 mm 2 52.7 – 6.0 = TL2 8.25 stressing 46.7 mm 51.3 – 6.0 = TR2 8.05 45.3 mmElongation of the prestressing steel in the jack and seating device, which is dependent bychoosing of the post-tensioning system, has to be additionally considered at the total tendonelongation!Slip at anchorages of 6mm – wedge set is already taken into account in the static calculationand the determination of the tendon elongation!HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 38/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 39/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 40/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 41/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.5.2.2 PRESTRESSING TENDONS OF 1 st SEGMENTAt the time when first segments 3E-D1 and 3E-U1 of table 3E are casted and all conditionsregarding the required mean concrete strength are fulfiled, the next post-tensioning cantilevertendons are prestressed: TL3, TR3, TL4, TR4All tendons of current stage are stressed like one-end stressing (see sketch on the next page)by the following initial prestressing force / f py ≅ 0.7xf pk : Tendon 19–150 mm 2 (A p = 2850 mm 2 ) is prestressed with P m0 = 3,700 kN … f py = 1298.3 N/mm 2For stressing of post-tensioning tendons Multiplane anchorage MA-6819 is used, because of thejacking system should be fitted for the current post-tensioning system.Calculated elongations at prestressing tendons of the first segments 3E-D1 and 3E-U1 are asfollows in the table below: Prestressing Tendon Anchorage Net length Net total tendon elongation Prestressing force designation type (m) after all wedge set (kN) 106.9 – 6.0 = TL3 17.10 100.9 mm 105.8 – 6.0 = TR3 16.80 from MA-6819 99.8 mm ONE–END 3,700 19–150 mm 2 107.7 – 6.0 = TL4 17.10 stressing 101.7 mm 105.0 – 6.0 = TR4 16.80 99.0 mmElongation of the prestressing steel in the jack and seating device, which is dependent bychoosing of the post-tensioning system, has to be additionally considered at the total tendonelongation!Slip at anchorages of 6mm – wedge set is already taken into account in the static calculationand the determination of the tendon elongation!HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 42/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 43/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 44/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 45/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.5.2.3 PRESTRESSING TENDONS OF 2 nd SEGMENTAt the time when second segments 3E-D2 and 3E-U2 of table 3E are casted and all conditionsregarding the required mean concrete strength are fulfiled, the next post-tensioning cantilevertendons are prestressed: TL5, TR5, TL6, TR6All tendons of current stage are stressed like one-end stressing (see sketch on the next page)by the following initial prestressing force / f py ≅ 0.7xf pk : Tendon 19–150 mm 2 (A p = 2850 mm 2 ) is prestressed with P m0 = 3,700 kN … f py = 1298.3 N/mm 2For stressing of post-tensioning tendons Multiplane anchorage MA-6819 is used, because of thejacking system should be fitted for the current post-tensioning system.Calculated elongations at prestressing tendons of the second segments 3E-D2 and 3E-U2 areas follows in the table below: Prestressing Tendon Anchorage Net length Net total tendon elongation Prestressing force designation type (m) after all wedge set (kN) 174.3 – 6.0 = TL5 27.50 168.3 mm 172.8 – 6.0 = TR5 27.00 from MA-6819 166.8 mm ONE–END 3,700 19–150 mm 2 174.0 – 6.0 = TL6 27.50 stressing 168.0 mm 169.2 – 6.0 = TR6 27.00 163.2 mmElongation of the prestressing steel in the jack and seating device, which is dependent bychoosing of the post-tensioning system, has to be additionally considered at the total tendonelongation!Slip at anchorages of 6mm – wedge set is already taken into account in the static calculationand the determination of the tendon elongation!HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 46/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 47/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 48/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 49/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.5.2.4 PRESTRESSING TENDONS OF 3 rd SEGMENTAt the time when third segments 3E-D3 and 3E-U3 of table 3E are casted and all conditionsregarding the required mean concrete strength are fulfiled, the next post-tensioning cantilevertendons are prestressed: TL7, TR7, TL8, TR8All tendons of current stage are stressed like one-end stressing (see sketch on the next page)by the following initial prestressing force / f py ≅ 0.7xf pk : Tendon 19–150 mm 2 (A p = 2850 mm 2 ) is prestressed with P m0 = 3,700 kN … f py = 1298.3 N/mm 2For stressing of post-tensioning tendons Multiplane anchorage MA-6819 is used, because of thejacking system should be fitted for the current post-tensioning system.Calculated elongations at prestressing tendons of the third segments 3E-D3 and 3E-U3 are asfollows in the table below: Prestressing Tendon Anchorage Net length Net total tendon elongation Prestressing force designation type (m) after all wedge set (kN) 2 x (119.5 – 6.0) = TL7 38.05 2 x 113.5 mm 2 x (115.6 – 6.0) = TR7 37.35 from MA-6819 2 x 109.6 mm BOTH–ENDS 3,700 19–150 mm 2 simultaneous 2 x (117.0 – 6.0) = TL8 38.05 stressing 2 x 111.0 mm 2 x (116.4 – 6.0) = TR8 37.35 2 x 110.4 mmElongation of the prestressing steel in the jack and seating device, which is dependent bychoosing of the post-tensioning system, has to be additionally considered at the total tendonelongation!Slip at anchorages of 6mm – wedge set is already taken into account in the static calculationand the determination of the tendon elongation!HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 50/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 51/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 52/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 53/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.5.2.5 PRESTRESSING TENDONS OF 4 th SEGMENTAt the time when fourth segments 3E-D4 and 3E-U4 of table 3E are casted and all conditionsregarding the required mean concrete strength are fulfiled, the next post-tensioning cantilevertendons are prestressed: TL9, TR9All tendons of current stage are stressed like one-end stressing (see sketch on the next page)by the following initial prestressing force / f py ≅ 0.7xf pk : Tendon 19–150 mm 2 (A p = 2850 mm 2 ) is prestressed with P m0 = 3,700 kN … f py = 1298.3 N/mm 2For stressing of post-tensioning tendons Multiplane anchorage MA-6819 is used, because of thejacking system should be fitted for the current post-tensioning system.Calculated elongations at prestressing tendons of the fourth segments 3E-D4 and 3E-U4 areas follows in the table below: Prestressing Tendon Anchorage Net length Net total tendon elongation Prestressing force designation type (m) after all wedge set (kN) 2 x (147.8 – 6.0) = TL9 48.45 from MA-6819 2 x 141.8 mm BOTH–ENDS 3,700 19–150 mm 2 simultaneous 2 x (145.0 – 6.0) = TR9 47.35 stressing 2 x 139.0 mmElongation of the prestressing steel in the jack and seating device, which is dependent bychoosing of the post-tensioning system, has to be additionally considered at the total tendonelongation!Slip at anchorages of 6mm – wedge set is already taken into account in the static calculationand the determination of the tendon elongation!HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 54/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 55/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 56/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.5.2.6 PRESTRESSING TENDONS OF 5 th SEGMENTAt the time when fifth segments 3E-D5 and 3E-U5 of table 3E are casted and all conditionsregarding the required mean concrete strength are fulfiled, the next post-tensioning cantilevertendons are prestressed: TL10, TR10All tendons of current stage are stressed like one-end stressing (see sketch on the next page)by the following initial prestressing force / f py ≅ 0.7xf pk : Tendon 19–150 mm 2 (A p = 2850 mm 2 ) is prestressed with P m0 = 3,700 kN … f py = 1298.3 N/mm 2For stressing of post-tensioning tendons Multiplane anchorage MA-6819 is used, because of thejacking system should be fitted for the current post-tensioning system.Calculated elongations at prestressing tendons of the fifth segments 3E-D5 and 3E-U5 are asfollows in the table below: Prestressing Tendon Anchorage Net length Net total tendon elongation Prestressing force designation type (m) after all wedge set (kN) 2 x (179.0 – 6.0) = TL10 58.55 from MA-6819 2 x 173.0 mm BOTH–ENDS 3,700 19–150 mm 2 simultaneous 2 x (175.8 – 6.0) = TR10 57.80 stressing 2 x 169.8 mmElongation of the prestressing steel in the jack and seating device, which is dependent bychoosing of the post-tensioning system, has to be additionally considered at the total tendonelongation!Slip at anchorages of 6mm – wedge set is already taken into account in the static calculationand the determination of the tendon elongation!HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 57/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 58/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 59/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.5.2.7 PRESTRESSING TENDONS OF 6 th SEGMENTAt the time when sixth segments 3E-D6 and 3E-U6 of table 3E are casted and all conditionsregarding the required mean concrete strength are fulfiled, the next post-tensioning cantilevertendons are prestressed: TL11, TR11All tendons of current stage are stressed like one-end stressing (see sketch on the next page)by the following initial prestressing force / f py ≅ 0.7xf pk : Tendon 19–150 mm 2 (A p = 2850 mm 2 ) is prestressed with P m0 = 3,700 kN … f py = 1298.3 N/mm 2For stressing of post-tensioning tendons Multiplane anchorage MA-6819 is used, because of thejacking system should be fitted for the current post-tensioning system.Calculated elongations at prestressing tendons of the sixth segments 3E-D6 and 3E-U6 are asfollows in the table below: Prestressing Tendon Anchorage Net length Net total tendon elongation Prestressing force designation type (m) after all wedge set (kN) 2 x (207.6 – 6.0) = TL11 69.35 from MA-6819 2 x 201.6 mm BOTH–ENDS 3,700 19–150 mm 2 simultaneous 2 x (202.9 – 6.0) = TR11 67.60 stressing 2 x 196.6 mmElongation of the prestressing steel in the jack and seating device, which is dependent bychoosing of the post-tensioning system, has to be additionally considered at the total tendonelongation!Slip at anchorages of 6mm – wedge set is already taken into account in the static calculationand the determination of the tendon elongation!HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 60/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 61/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 62/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.5.2.8 PRESTRESSING TENDONS OF 7 th SEGMENTAt the time when seventh segments 3E-D7 and 3E-U7 of table 3E are casted and all conditionsregarding the required mean concrete strength are fulfiled, the next post-tensioning cantilevertendons are prestressed: TL12, TR12All tendons of current stage are stressed like one-end stressing (see sketch on the next page)by the following initial prestressing force / f py ≅ 0.7xf pk : Tendon 19–150 mm 2 (A p = 2850 mm 2 ) is prestressed with P m0 = 3,700 kN … f py = 1298.3 N/mm 2For stressing of post-tensioning tendons Multiplane anchorage MA-6819 is used, because of thejacking system should be fitted for the current post-tensioning system.Calculated elongations at prestressing tendons of the seventh segments 3E-D7 and 3E-U7 areas follows in the table below: Prestressing Tendon Anchorage Net length Net total tendon elongation Prestressing force designation type (m) after all wedge set (kN) 2 x (239.8 – 6.0) = TL12 79.25 from MA-6819 2 x 233.8 mm BOTH–ENDS 3,700 19–150 mm 2 simultaneous 2 x (237.1 – 6.0) = TR12 78.40 stressing 2 x 231.1 mmElongation of the prestressing steel in the jack and seating device, which is dependent bychoosing of the post-tensioning system, has to be additionally considered at the total tendonelongation!Slip at anchorages of 6mm – wedge set is already taken into account in the static calculationand the determination of the tendon elongation!HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 63/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 64/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 65/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.5.2.9 PRESTRESSING TENDONS OF 8 th SEGMENTAt the time when eighth segments 3E-D8 and 3E-U8 of table 3E are casted and all conditionsregarding the required mean concrete strength are fulfiled, the next post-tensioning cantilevertendons are prestressed: TL13, TR13All tendons of current stage are stressed like one-end stressing (see sketch on the next page)by the following initial prestressing force / f py ≅ 0.7xf pk : Tendon 19–150 mm 2 (A p = 2850 mm 2 ) is prestressed with P m0 = 3,700 kN … f py = 1298.3 N/mm 2For stressing of post-tensioning tendons Multiplane anchorage MA-6819 is used, because of thejacking system should be fitted for the current post-tensioning system.Calculated elongations at prestressing tendons of the seventh segments 3E-D8 and 3E-U8 areas follows in the table below: Prestressing Tendon Anchorage Net length Net total tendon elongation Prestressing force designation type (m) after all wedge set (kN) 2 x (266.0 – 6.0) = TL13 90.50 from MA-6819 2 x 260.0 mm BOTH–ENDS 3,700 19–150 mm 2 simultaneous 2 x (258.9 – 6.0) = TR13 87.95 stressing 2 x 252.9 mmElongation of the prestressing steel in the jack and seating device, which is dependent bychoosing of the post-tensioning system, has to be additionally considered at the total tendonelongation!Slip at anchorages of 6mm – wedge set is already taken into account in the static calculationand the determination of the tendon elongation!HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 66/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 67/69
    • .: PONTING Inženirski biro d.o.o. .:. Strossmayerjeva 28 .:. 2000 Maribor .:. Slovenija :.HW GIBORIM Bridge in IsraelPRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 68/69