Giborim prestressing protocol.unlocked

CONTENTS 1.0 GENERAL........................................................................................................................................1/69 2.0 ACTIONS OF PRESTRESSING.................................................................................... 2/69 3.0 GROUTING OF POST-TENSIONING TENDONS .......................................................... 4/69 4.0 SAFETY AT WORKS ................................................................................................ 6/69 5.0 CANTILEVER BOUNDED POST-TENSIONING TENDONS ................................... 6/69 5.1 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....................................................... 35/69

5.2 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 :.

HW GIBORIM Bridge in Israel PRESTRESSING PROTOCOL FOR CANTILEVER TENDONS Page No.: 1/69

1.0 GENERAL

Structural design of the bridge

The Giborim Highway Bridge is 204 m long and is designed as one braking unit with the following system (static) spans: 57.0 + 90.0 + 57.0 = 204.0 m and 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 rigid conected with the superstructure without using the structural bearings, on supports 1 and 4 the superstructure 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 and variable height from 2.5 m in the span to 5.00 m above the intermediate supports. The width of the east superstructure vary from 12.5 m to 14.088 m, while the width of the west superstructure is constant and is 11.0 m. Superstructure construction technology – Balanced cantilvere construction

The 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 are prestressed, steel scaffold is lowered with crains, demounted and erected again in front of the next pier and the complete procedure is repeated.



When the pier hammer-heads are casted and prestressed, one pair of form travelers of the bearing capacity at least 1400 kN are mounted and individual concrete segments of the length from 4.0 to 5.13 m are executed. For completion of the cantilever tables it is necessary to make on each table symmetrically 8 segments. According to the schedule first the cantilever table above the support 2 and after that the cantilever table above the support 3 will be constructed. Post – tensioning system used for prestressing tendons

For the prestressing of the Giborim bridge superstructure, the 'DYWIDAG Bonded Post-Tensioning System' is used. During balanced cantilever construction, after the last – eighth segment is casted, each cantilever table of superstructure is prestressed with a total of 26 cantilever tendons. All tendons are quality of 1,670/1,860 N/mm2 and prestressed with the initial prestressing force Pm0= 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 mm2 which providing very low relaxation (less then 2.5% after 1,000 h at 0.7 x ultimate strength fpk and less then 7.5% at infinite time). The post-tensioned tendons of the first three segments are stressed like 'one–end stressing', while the following segments of the superstructure are stressed like 'both–ends stressing'. The 'Elaborate of stressing post-tensioning tendons' contains input–data of post-tensioning system, stressing protocol, conditions of minimum concrete strength at time of prestressing and calculated elongations for all cantilever tendons of each individual segment. 2.0 ACTIONS AT PRESTRESSING

In the frame of post-tensioning procedure, contractor also obligates to consider all valid technical regulations, standards and recommendations for the prestressing. All equipment which used for prestressing must be attested and jack also calibrated. The pressure gauge and jack must be calibrated together and remain together as a unit throughout all stressing operations. In the case that there is more than 2% difference between the jack accuracy and the calibration chart, the jack must not be used for prestressing of post-tensioning tendons and should be recalibrated before re-use for prestressing.



CONDITIONS FOR CONCRETE STRENGTH AT TIME OF PRESTRESSING Tendons can be pre-stressed when the concrete reaches the specified minimum compressive strength prescribed in the table below, but not early than 2.5 days (60 hours) after casting of the individual segment ! Superstructure: Concrete GRADE 50 – in accordance to BS5400 C40/50 (fck,cyl/fck,cube) – in accordance to EC fcmj,cyl … mean concrete strength on cylinder with diameter of 150mm and hight of 300mm at time of prestressing fcmj,cube … mean concrete strength on cube with the edge length of 150mm at time of prestressing

1st condition: age of concrete segment at prestressing

T > 2.5 days (60 hours)

** 2nd condition: Mean concrete strength at the time of the full prestressing force

fcmj,cyl (d150/h300), t=2.5 ≥ 35.0 N/mm2 fcmj,cube (150/150/150), t=2.5 ≥ 43.0 N/mm2 fcmj,cube (100/100/100), t=2.5 ≥ 45.5 N/mm2

3rd condition: maximum deviation of the individual values

The mean concrete strength shall be verified by means of at least three specimens, which shall be stored under the same conditions as the concrete member, with the individual values of specimens not differ more than 5%

** Note refer to 2nd condition:

The mean concrete strength at the time of prestressing is determined in accordance to European Technical Approval – ETA-06/0022 for DYWIDAG Post-Tensioning system, issued by 'DIBT – Deutches Institut für Bautechnik'

Stressing record

All stressing operations has to be recorded for several tendon and elongation is measured and compared 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 !



3.0 GROUTING OF POST-TENSIONING TENDONS

Grouting of post-tensioning tendons of superstructure has to be provided as soon as possible after post-tensioning tendons are installed and prestressed. The durability of post-tensioned construction depends mainly on the success of the grouting operation. The hardened cement grout provides bond between concrete and tendons as well as primary 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 clear of any debris and water. Grouting is always done from an inlet at the lowest point of the tendon profile; 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 durability and capacity of the prestressed concrete superstructure, there is necessary, grouting injection work of post-tensioning tendons must be also performed in presence of mandatory supervisory ingineer. Grouting should proceed in accordance to an approved Grouting Plan, which also contains the requirements of the project specification for post-tensioning and grouting works ! Grouting Plan

Project 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'.

Grout

Grout is composed from cement, water and additions. The base material of grout is ordinary Portland 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 improves resistance to chloride penetration because the particles help fill the interstices between hydrated cementitious grains thus reducing the permeability.

The water-cementitious material ratio should be limited to a maximum of 0.45 to avoid excessive water retention and bleed and to optimize the hydration process.



Basic requirements for grout injection of superstructure tendons

Grouting has to be performed according to an approved 'Grouting Plan'. Before starting with grout injection, 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.



4.0 SAFETY AT WORKS

For all procedures, equipment, materials and details that are not speccially quoted, recognized technical norms, regulations and standards shall be applied.

The main contractor Terre Armee Ltd and his subcontarctors for individula special works as are prestressing and grouting works are also responsible to organize the works in such a way to absolutely assure the safety at work and keep all the documentation, required by regulation. 5.0 CANTILEVER BOUNDED POST–TENSIONING TENDONS For the prestressing of the Giborim bridge superstructure, the 'DYWIDAG Bonded Post-Tensioning System' is used. All tendons are quality of 1,670/1,860 N/mm2 and prestressed with the initial prestressing force Pm0= 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 mm2 which providing very low relaxation (less then 2.5% after 1,000 h at 0.7 x ultimate strength fpk and less then 7.5% at infinite time). For the all cantilever tendons the technical data is taken into account in the static calculation as follows:

• cross-sectional area pA 2850,2 mm=

• tendon type 215019 mm−

• yield strength kpf 1.0 2600,1 mmN=

• ultimate strength pkf 2860,1 mmN=

• modulus of elasticity pE 2000,195 mmN=

• friction coefficient μ 20.0=

• wobble coefficient k mmrad o30.0005.0 ≅= • slip at the anchorages - wedge set mm6= • initial prestressing force 0mP kN700,3=

The 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'.



5.1 ELONGATIONS AND PRESTRESSING – CANTILEVER '2E/2W' 5.1.1 PRESTRESSING TENDONS OF HAMMER-HEAD SEGMENT

At the time when hammer-head segment 2E-HH of table 2E is casted and all conditions regarding the required mean concrete strength are fulfiled, the next post-tensioning cantilever tendons are prestressed:

TL1, TR1, TL2, TR2 All tendons of current stage are stressed like 'one–end stressing' (see sketch on next page) by the following initial prestressing force / fpy ≅ 0.7xfpk: Tendon 19–150 mm2 (Ap= 2850 mm2) is prestressed with Pm0 = 3,700 kN … fpy = 1298.3 N/mm2

For stressing of post-tensioning tendons 'Multiplane anchorage MA-6819' is used, because of the jacking system should be fitted for the current post-tensioning system.

Calculated elongations at prestressing tendons of the hammer-head segment 2E-HH are as follows in the table below:

Tendon designation

Anchorage type

Net length (m) Prestressing

Prestressing force (kN)

Net total tendon elongation after all wedge set

TL1 8.05 51.0 – 6.0 =

45.0 mm

TR1 8.00 50.6 – 6.0 =

44.6 mm

TL2 8.05 51.2 – 6.0 =

45.2 mm

TR2

MA-6819 19–150 mm2

8.00

from ONE–END stressing

3,700

51.0 – 6.0 = 45.0 mm

Elongation of the prestressing steel in the jack and seating device, which is dependent by choosing of the post-tensioning system, has to be additionally considered at the total tendon elongation!

Slip at anchorages of 6mm – wedge set is already taken into account in the static calculation and the determination of the tendon elongation!









5.1.2 PRESTRESSING TENDONS OF 1st SEGMENT

At the time when first segments 2E-D1 and 2E-U1 of table 2E are casted and all conditions regarding the required mean concrete strength are fulfiled, the next post-tensioning cantilever tendons are prestressed:

TL3, TR3, TL4, TR4 All tendons of current stage are stressed like 'one–end tressing' (see sketch on next page) by the following initial prestressing force / fpy ≅ 0.7xfpk: Tendon 19–150 mm2 (Ap= 2850 mm2) is prestressed with Pm0 = 3,700 kN … fpy = 1298.3 N/mm2


Calculated elongations at prestressing tendons of the first segments 2E-D1 and 2E-U1 are as follows in the table below:

Tendon designation

Anchorage type




TL3 16.70 104.9 – 6.0 =

98.9 mm

TR3 16.60 103.9 – 6.0 =

97.9 mm

TL4 16.70 104.6 – 6.0 =

98.6 mm

TR4

MA-6819 19–150 mm2

16.60


3,700

104.2 – 6.0 = 98.2 mm











5.1.3 PRESTRESSING TENDONS OF 2nd SEGMENT

At the time when second segments 2E-D2 and 2E-U2 of table 2E are casted and all conditions regarding the required mean concrete strength are fulfiled, the next post-tensioning cantilever tendons are prestressed:

TL5, TR5, TL6, TR6 All tendons of current stage are stressed like 'one–end stressing' (see sketch on next page) by the following initial prestressing force / fpy ≅ 0.7xfpk: Tendon 19–150 mm2 (Ap= 2850 mm2) is prestressed with Pm0 = 3,700 kN … fpy = 1298.3 N/mm2


Calculated elongations at prestressing tendons of the second segments 2E-D2 and 2E-U2 are as follows in the table below:

Tendon designation

Anchorage type




TL5 26.90 171.7 – 6.0 =

165.7 mm

TR5 26.75 170.6 – 6.0 =

164.6 mm

TL6 26.90 169.5 – 6.0 =

163.5 mm

TR6

MA-6819 19–150 mm2

26.75


3,700

168.4 – 6.0 = 162.4 mm











5.1.4 PRESTRESSING TENDONS OF 3rd SEGMENT

At the time when third segments 2E-D3 and 2E-U3 of table 2E are casted and all conditions regarding the required mean concrete strength are fulfiled, the next post-tensioning cantilever tendons are prestressed:

TL7, TR7, TL8, TR8 All tendons of current stage are stressed like 'both–ends simultaneous stressing' (see sketch on next page) by the following initial prestressing force / fpy ≅ 0.7xfpk: Tendon 19–150 mm2 (Ap= 2850 mm2) is prestressed with Pm0 = 3,700 kN … fpy = 1298.3 N/mm2


Calculated elongations at prestressing tendons of the third segments 2E-D3 and 2E-U3 are as follows in the table below:

Tendon designation

Anchorage type




TL7 37.20 2 x (116.4 – 6.0) =

2 x 110.4 mm

TR7 36.95 2 x (113.8 – 6.0) =

2 x 107.8 mm

TL8 37.20 2 x (114.7 – 6.0) =

2 x 108.7 mm

TR8

MA-6819 19–150 mm2

36.95

from BOTH–ENDS simultaneous

stressing

3,700

2 x (115.6 – 6.0) = 2 x 109.6 mm











5.1.5 PRESTRESSING TENDONS OF 4th SEGMENT

At the time when fourth segments 2E-D4 and 2E-U4 of table 2E are casted and all conditions regarding the required mean concrete strength are fulfiled, the next post-tensioning cantilever tendons are prestressed:

TL9, TR9 All tendons of current stage are stressed like 'both–ends simultaneous stressing' (see sketch on next page) by the following initial prestressing force / fpy ≅ 0.7xfpk: Tendon 19–150 mm2 (Ap= 2850 mm2) is prestressed with Pm0 = 3,700 kN … fpy = 1298.3 N/mm2


Calculated elongations at prestressing tendons of the fourth segments 2E-D4 and 2E-U4 are as follows in the table below:

Tendon designation

Anchorage type




TL9 47.30 2 x (144.7 – 6.0) =

2 x 138.7 mm

TR9

MA-6819 19–150 mm2

46.90


stressing

3,700 2 x (143.7 – 6.0) =

2 x 137.7 mm










At the time when fifth segments 2E-D5 and 2E-U5 of table 2E are casted and all conditions regarding the required mean concrete strength are fulfiled, the next post-tensioning cantilever tendons are prestressed:



Calculated elongations at prestressing tendons of the fifth segments 2E-D5 and 2E-U5 are as follows in the table below:

Tendon designation

Anchorage type




TL10 57.45 2 x (176.1 – 6.0) =

2 x 170.1 mm

TR10

MA-6819 19–150 mm2

57.15


stressing

3,700 2 x (174.8 – 6.0) =

2 x 168.8 mm










At the time when sixth segments 2E-D6 and 2E-U6 of table are casted and all conditions regarding the required mean concrete strength are fulfiled, the next post-tensioning cantilever tendons are prestressed:



Calculated elongations at prestressing tendons of the sixth segments 2E-D6 and 2E-U6 are as follows in the table below:

Tendon designation

Anchorage type




TL11 67.75 2 x (204.1 – 6.0) =

2 x 198.1 mm

TR11

MA-6819 19–150 mm2

67.15


stressing

3,700 2 x (202.7 – 6.0) =

2 x 196.7 mm










At the time when seventh segments 2E-D7 and 2E-U7 of table 2E are casted and all conditions regarding the required mean concrete strength are fulfiled, the next post-tensioning cantilever tendons are prestressed:



Calculated elongations at prestressing tendons of the seventh segments 2E-D7 and 2E-U7 are as follows in the table below:

Tendon designation

Anchorage type




TL12 77.80 2 x (237.2 – 6.0) =

2 x 231.2 mm

TR12

MA-6819 19–150 mm2

77.50


stressing

3,700 2 x (236.3 – 6.0) =

2 x 230.3 mm










At the time when eighth segments 2E-D8 and 2E-U8 of table 2E are casted and all conditions regarding the required mean concrete strength are fulfiled, the next post-tensioning cantilever tendons are prestressed:

TL13, TR13 All tendons of current stage are stressed like 'both–ends simultaneous stressing' (see sketch on the next page) by the following initial prestressing force / fpy ≅ 0.7xfpk: Tendon 19–150 mm2 (Ap= 2850 mm2) is prestressed with Pm0 = 3,700 kN … fpy = 1298.3 N/mm2


Calculated elongations at prestressing tendons of the eighth segments 2E-D8 and 2E-U8 are as follows in the table below:

Tendon designation

Anchorage type




TL13 88.20 2 x (261.5 – 6.0) =

2 x 255.5 mm

TR13

MA-6819 19–150 mm2

87.45


stressing

3,700 2 x (260.0 – 6.0) =

2 x 254.0 mm









5.2 ELONGATIONS AND PRESTRESSING – CANTILEVER '3E/3W' 5.2.1 PRESTRESSING TENDONS OF HAMMER-HEAD SEGMENT

At the time when hammer-head segment 3E-HH of table 3E is casted and all conditions regarding the required mean concrete strength are fulfiled, the next post-tensioning cantilever tendons are prestressed:

TL1, TR1, TL2, TR2 All tendons of current stage are stressed like 'one-end stressing' (see sketch on the next page) by the following initial prestressing force / fpy ≅ 0.7xfpk: Tendon 19–150 mm2 (Ap= 2850 mm2) is prestressed with Pm0 = 3,700 kN … fpy = 1298.3 N/mm2


Calculated elongations at prestressing tendons of the hammer-head segment 3E-HH are as follows in the table below:

Tendon designation

Anchorage type




TL1 8.25 52.3 – 6.0 =

46.3 mm

TR1 8.05 51.1 – 6.0 =

45.1 mm

TL2 8.25 52.7 – 6.0 =

46.7 mm

TR2

MA-6819 19–150 mm2

8.05


3,700

51.3 – 6.0 = 45.3 mm











5.2.2 PRESTRESSING TENDONS OF 1st SEGMENT

At the time when first segments 3E-D1 and 3E-U1 of table 3E are casted and all conditions regarding the required mean concrete strength are fulfiled, the next post-tensioning cantilever tendons are prestressed:



Calculated elongations at prestressing tendons of the first segments 3E-D1 and 3E-U1 are as follows in the table below:

Tendon designation

Anchorage type




TL3 17.10 106.9 – 6.0 =

100.9 mm

TR3 16.80 105.8 – 6.0 =

99.8 mm

TL4 17.10 107.7 – 6.0 =

101.7 mm

TR4

MA-6819 19–150 mm2

16.80


3,700

105.0 – 6.0 = 99.0 mm











5.2.3 PRESTRESSING TENDONS OF 2nd SEGMENT

At the time when second segments 3E-D2 and 3E-U2 of table 3E are casted and all conditions regarding the required mean concrete strength are fulfiled, the next post-tensioning cantilever tendons are prestressed:



Calculated elongations at prestressing tendons of the second segments 3E-D2 and 3E-U2 are as follows in the table below:

Tendon designation

Anchorage type




TL5 27.50 174.3 – 6.0 =

168.3 mm

TR5 27.00 172.8 – 6.0 =

166.8 mm

TL6 27.50 174.0 – 6.0 =

168.0 mm

TR6

MA-6819 19–150 mm2

27.00


3,700

169.2 – 6.0 = 163.2 mm











5.2.4 PRESTRESSING TENDONS OF 3rd SEGMENT

At the time when third segments 3E-D3 and 3E-U3 of table 3E are casted and all conditions regarding the required mean concrete strength are fulfiled, the next post-tensioning cantilever tendons are prestressed:



Calculated elongations at prestressing tendons of the third segments 3E-D3 and 3E-U3 are as follows in the table below:

Tendon designation

Anchorage type




TL7 38.05 2 x (119.5 – 6.0) =

2 x 113.5 mm

TR7 37.35 2 x (115.6 – 6.0) =

2 x 109.6 mm

TL8 38.05 2 x (117.0 – 6.0) =

2 x 111.0 mm

TR8

MA-6819 19–150 mm2

37.35


stressing

3,700

2 x (116.4 – 6.0) = 2 x 110.4 mm












At the time when fourth segments 3E-D4 and 3E-U4 of table 3E are casted and all conditions regarding the required mean concrete strength are fulfiled, the next post-tensioning cantilever tendons are prestressed:

TL9, TR9 All tendons of current stage are stressed like 'one-end stressing' (see sketch on the next page) by the following initial prestressing force / fpy ≅ 0.7xfpk: Tendon 19–150 mm2 (Ap= 2850 mm2) is prestressed with Pm0 = 3,700 kN … fpy = 1298.3 N/mm2


Calculated elongations at prestressing tendons of the fourth segments 3E-D4 and 3E-U4 are as follows in the table below:

Tendon designation

Anchorage type




TL9 48.45 2 x (147.8 – 6.0) =

2 x 141.8 mm

TR9

MA-6819 19–150 mm2

47.35


stressing

3,700 2 x (145.0 – 6.0) =

2 x 139.0 mm










At the time when fifth segments 3E-D5 and 3E-U5 of table 3E are casted and all conditions regarding the required mean concrete strength are fulfiled, the next post-tensioning cantilever tendons are prestressed:



Calculated elongations at prestressing tendons of the fifth segments 3E-D5 and 3E-U5 are as follows in the table below:

Tendon designation

Anchorage type




TL10 58.55 2 x (179.0 – 6.0) =

2 x 173.0 mm

TR10

MA-6819 19–150 mm2

57.80


stressing

3,700 2 x (175.8 – 6.0) =

2 x 169.8 mm










At the time when sixth segments 3E-D6 and 3E-U6 of table 3E are casted and all conditions regarding the required mean concrete strength are fulfiled, the next post-tensioning cantilever tendons are prestressed:



Calculated elongations at prestressing tendons of the sixth segments 3E-D6 and 3E-U6 are as follows in the table below:

Tendon designation

Anchorage type




TL11 69.35 2 x (207.6 – 6.0) =

2 x 201.6 mm

TR11

MA-6819 19–150 mm2

67.60


stressing

3,700 2 x (202.9 – 6.0) =

2 x 196.6 mm










At the time when seventh segments 3E-D7 and 3E-U7 of table 3E are casted and all conditions regarding the required mean concrete strength are fulfiled, the next post-tensioning cantilever tendons are prestressed:




Tendon designation

Anchorage type




TL12 79.25 2 x (239.8 – 6.0) =

2 x 233.8 mm

TR12

MA-6819 19–150 mm2

78.40


stressing

3,700 2 x (237.1 – 6.0) =

2 x 231.1 mm










At the time when eighth segments 3E-D8 and 3E-U8 of table 3E are casted and all conditions regarding the required mean concrete strength are fulfiled, the next post-tensioning cantilever tendons are prestressed:




Tendon designation

Anchorage type




TL13 90.50 2 x (266.0 – 6.0) =

2 x 260.0 mm

TR13

MA-6819 19–150 mm2

87.95


stressing

3,700 2 x (258.9 – 6.0) =

2 x 252.9 mm







Giborim prestressing protocol.unlocked

Documents

prestressing tendons

tensioning tendons

head segment

prestressin tendons

cantilever tendons page

actions of prestressing

prestressing cantilever

prestressing cantilever