Afcons Infrastructure Limited · NSE:AFCONS

Afcons Infrastructure — Technical Presentation (January 2010)

31 slides from Afcons Infrastructure's technical presentation, January 2010

  1. Slide 1: Afcons Infrastructure Ltd – Horizontal Soil Anchor

    AFCONS INFRASTRUCTURE LTD (Apsara Border -3557) HORIZONTAL SOIL ANCHOR ….Conducted & Prepared by…Abhijeet Thakurta

  2. Slide 2: Definition

     Definition:-  It is a Tieback used to reinforce contiguous pile walls, which are placed to secure the vertically cut embankment of existing ROB.  The Tieback is secured to waler beams on each side of the ROB, which are connected to contiguous pile walls.

  3. Slide 3: Purpose

     Purpose:-  The purpose is to standardize the procedure of prestressing work in contiguous pile walls with prestressed ties for nallah side carraigeway of grade separator at Apsara Border.

  4. Slide 4: Main Construction Equipment & Tools

     Main Construction Equipment & Tools:-  C-6 Boring/Drilling machine - 01 no.  Sihi pump(6 stage) - 02 nos.  Grout machine with mixer - 01 no  Hydraulic hollow Jacks -02 nos  Hydraulic Power pack (pump) - 02 nos  M S Casin ( id-130mm,od-150mm) -60 mtrs.  Hilti machine - 01 no.

  5. Slide 5: Materials

     Materials:-  HT Wire-12.7mm dia, uncoated 7 wire low relaxation ht strands conforming to IS- 14268-1995 class II

  6. Slide 6: Specification of HT Strands

     Specification of HT Strands:-  Dia - 12.7 mm  Nominal Area - 98.7 mm2  Tensile Strength - 1861 MPa  Nominal breaking load - 183.7 KN  Maximum Relaxation % - 2.5%  Nominal mass - 0.775 kg/m

  7. Slide 7: Work Procedure of Horizontal Anchor

     Work Procedure of Horizontal Anchor :-  chipping of 1m loose concrete of Contiguous Pile head.  After chipping of pile head capping Beam works to be carried out over pile lead with an expansion joint at every 9 mtrs. intervals. The size of capping beam is 1 m x 1.35 m over piles.

  8. Slide 8: Excavation up to strut layer

     After casting of capping beam, excavation work is to be completed upto 2.5 m depth from central line of Starut Layer (Strut Layer is the level at which waler beam has to be tied up / fixed ). This level maintaining is required to carry out the horizontal boring by C-6 Drilling Rig.

  9. Slide 9: Compaction and positioning of C-6 rig

     The excavated layer then compacted properly by Vibro Roller for the movement of C-6 Rig.  Then we position the C-6 rig in proper location i.e in between 02 nos piles at exact line & level .

  10. Slide 10: Procedure to maintain line

     Note :- (A) Procedure to maintain line-  The actual co-ordinates of both sides contiguous pile center is determined first by Total-Station. The C-6 Rigs alignment is then matched with actual piles (Both sides) coordinates i.e C-6 Rig placed in the same line of actual piles centre points-to contro

  11. Slide 11: Procedure to maintain level

     B) Procedure to maintain Level- 1) The dia of Casin Pipe reduced from 194mm to 150mm to minimize the self weight of casin. It helps in maintaining the level. 2) Levels are also being adjusted at different type of Soil layer by means of Water Pressure. For example, in fine soil/sandy layer the jett

  12. Slide 12: Drilling with MS casing and HDPE pipe insertion

     Note:- Allowable limits for deviation is + or – 150mm. In vertical direction. Total length of bore is 26 m.  6) Then Drilling works to be carried out by using M.S Casin of OD-150MM, ID-130MM, 1.5M long each casin. It takes approx. 3-4 hrs. for drilling operation.  7) After completion of boring t

  13. Slide 13: Further bores and bracket fixing

     8) Cotinue this Drilling operation in same manner for the other bores also at same Strut Layer.  9)Then fix Bracket by drilling hole upon pile face by HILTI M/C for resting the Waller Beam ( ISMB-500 BOX Section).

  14. Slide 14: Waler beam placement and HTS wire insertion

     10) Place prefabricated Waller Beam ( Each 6m long) upon bracket and assembled/joined each piece together. Fix Saddle Plate in between pile & Waller beam to resist the lateral movement of Waller beam.  Then fix HDPE pipe with trumpet-which is already assembled in waller beam.  Insert 12.7mm -7 p

  15. Slide 15: Anchor head, stressing and sealing

     Fix Anchor head at both side and lock with live wedges.  Carry out Stessing activity by applying required pressure .  Observe for 24hrs. for any slippage and then cut the excess strands.  Seal the joints by Epoxy mortar to prevent any water leakage during grout.

  16. Slide 16: Grouting

     Finally Grouting work to be carried out with WC Ratio 0.38 to 0.42 by applying and withstanding a pressure of 5 kg/cm2 for 3 mins.  Afterward the anchorage portion of Waller beam to be filled up with M-15 Concrete.

  17. Slide 17: AFCOn

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  18. Slide 18: Stage I: Additional earth filling for contiguous pile

    AFCONS) | (Ei) JAFCONS INFRASTRUCTURE LIMITED yo FRASTRUCTURE U A ShapooriiPalloni Group Company | ivss-2000 ADDITIONAL EARTH FILLING ON BOTH SIDE EMBANKMENT FOR EXECUTION OF CONTIGUOUS PILE STAGE-I

  19. Slide 19: Stage II: Horizontal boring by C-6 in progress

    HORIZONTAL BORING BY C-6 IN PROGRESS STAGE-II CONS INFRASTRUCTURE LIMITED. ar FRASTRUCTURE Li A Shapoori Palloli Group Company

  20. Slide 20: Stage III: Erection of waler beam over bracket

    ERECTION OF WALER BEAM OVER BRACKET Ce an SDLEG- STAGE-TI ti AFCONS wy AFCONS INFRASTRUCTURE LIM [A Shapocri Palloni Group Company _|__ivas-s00y

  21. Slide 21: Stage IV: Placing of HTS wire, stressing & grouting

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  22. Slide 22: Stage V: Execution of diaphragm wall

    Tie oF WALI hy “14 AFCONS) (5) \FCONS INFRASTRUCTURE LIMITED y ar FRASTRUCTURE LIM A Shapocrii Pallant Group Company | ivas-s00s EXECUTION OF DIAPHRAGM WALL y 7 2° —— —ee oe STAGE-V

  23. Slide 23: Stage VI: Execution of thrust bed for box pushing

    EXECUTION OF THRUST BED FOR BOX PUSHING Sebo STAGE-VI Tet |AFCONS

  24. Slide 24: Stage VII: Cross section of complete section

    NFRASTRUCTURE LIMITED wy ur Company _|_ivss-t00y AFCONS CROSS SECTION OF COMPLETE SBCTION STAGE-VII

  25. Slide 25: Stressing Calculation

     Stressing Calculation:-  Ram Area of Jack - 309.6 sq-cm  Efficiency of jack - 98.50%  Force to be applied as per Drg. -500 KN = (500 x 1000/9.81) 309.6 = 164.626 KG/SQ-CM Modified Pressure : - 165/98.5 167.13 say 167 kg/sq-cm

  26. Slide 26: Elongation Calculation (Theoretical)

     Elongation Calculation (Theoretical):- Total Elongation = Design elongation + Jack gripping length elongation. Design elongation = 117 mm Design Force = 500 kn Elastic shortening of strand over the jack length = PL/AE Number of strands =06 nos. Jack force = 500/6 = 83.33 kn Jack gripping length =

  27. Slide 27: Modified Elongation Calculation

     Modified Elongation Calculation:-  Modified Elongation, L2= L1x (A1 x E1/A2 x E2)  L1=Theo extension=122.33mm  A1= Theo area of strands= 98.7 mm2  E1=Theo young’s modulus=195000 N/mm2  No. of strands = 06  A2 = Actual area of strands = 100.70 mm2  E2 =Actual young’s modulus value =194827 N/

  28. Slide 28: Slide 28

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  30. Slide 30: Slide 30

  31. Slide 31: Thank You

    THANK YOU

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