1. Group Members: 1. NORAZLINA MD YUSOFF(2010838066) 2.SHARIFAH NAZILA BT SYED MOHAMMAD (2010896562) 3.SHERVIN MOTAMEDI(2010202892) 4.PEYMAN BEHTASH (2009663504) Prepared For : PRO.DR. YASMIN ASHAARI

2. PROJECT DESCRIPTION SITE INVESTIGATION(BORE HOLE PROFILE) PROJECT PLAN SELECTING THE TYPE OF PILE STRUCTURAL CAPACITY & GEOTECHNICAL CAPACITY PILE DESIGN PILE CAP DESIGN FINAL PLAN CONCLUSION

3. The area of development is about approximately 34.33 acres of land, to construct 5 storey of libraries and 2 storey of car park basements. Other utilities provide are students discussion area and offices. The site is located at Bangi within the jurisdiction of Majlis Daerah Bangi(MDB) and the area located approximately 2km from town centre of Bandar Bangi. Besides construction of building, it also encounter the green area of the project site with proper landscaped to enhance the aestathetic value of development

5. Bore Hole Location Plan

6. Profile Section Plan

11. Type of soil based on bore holes log is hard and rock layer can be seen in some parts. Then bored pile used for design.

12. 1- Verified the site project 2- Site clearing and earthworks *Site survey *Temporary drainage *Wash through & Silt Trap

13. 3-Insert the reinforcement cage 4-Concrete is place into the cage

16. BH 1 USE Fcu = 35MPa 3950/3 = 1317KN > use 1 pile STRUCTURAL CAPACITY F= 0.25fcuA 1317 = 0.25 x 35x10 3 x A A = 1317____ 0.25 x 35x10 3 = 0.15 m 2 Πd 2 = 0.15 4 d = 0.44 m ≈ 0.50 m = 500mm < d selected for pile at BH 1

17. GEOTECHNICAL CAPACITY P = πd = π (0.5) = 0.5π Layer 1 (soil fill, L=0.51m) f 1 = 2.5N = 2.5 (0) = 0 Qs 1 = 0

18. Layer 2 (Sand, L=1.5m) f 2 = 2.5N = 2.5 (0) = 0 Qs 2 = 0 Layer 3 (Sand, L=1.5m) f 3 = 2.5N = 2.5 (22) = 55 KPa Qs 3 = P L f = 0.5π x 1.5 x 55 = 129.59KN Qs 3 a = 129.59 2 = 64.80KN

19. Layer 4 (Silt, L=2.2m) f 4 = 2.5N = 2.5 (50) = 125 Kpa ≤ 100KPa So, use f 4 = 100KPa Qs 4 = P L f = 0.5π x 2.2 x 100 = 345.58KN Qs 4 a = 345.58 2 = 172.79KN

20. Layer 5 (Rock) f 5 = 0.05q u = 0.05 x 5 x 10 3 = 250 KPa Qs 5 = P L f = 0.5π x L x 250 = 392.70 L

21. Q p = A p q p A p = πd 2 4 = π(0.5) 2 4 = 0.20 m 2 q p = 0.3q u = 0.3 x 5 x 10 3 = 1500 KPa Q p = 0.20 x 1500 = 300 KN

22. Length of Pile F = Qs 1(laye 1) + Qs 2(layer 2) + Qs 3(layer 3) + Qs 4(layer 4) + Qs 5(layer 5) + Q p(layer 5) 1317 = 0 + 0 + 64.80 + 172.79 + 392.70 L + 300 1317 = 537.59 + 392.70 L L = 1.98 m L pile at BH 1 = 0.51 + 1.50 + 1.50 +2.20 + 1.98 = 7.69m

24. BH1BH2BH3BH4BH5BH6 No.of pile1 pile Pile diameter (mm) 500800500 Pile Length (m) 7.696.1213.5412.5710.5612.68

32. PILE REINFORCEMENT ANALYSIS MANUAL-BASED

33. BASIC CONCEPT: N=(0.35.Fcu.Acu)+(0.7.Asc.Fy) Acu=(Π/4)*d^2= (Π/4)*500^2 =196350 mm2 Fy(steel)=420 MPA Fcu=35 MPA USING “N” FORMULA As=3436.17 mm2 Asmin=0.004 Acu =785.389 mm2 Asmax=0.06 Acu =11781.0 mm2

34. SELECTED STEEL BAR DIAMETER: FI 20 FI 20 – CROSS SECTION AREA: 314.16 mm2 NUMBER OF STEEL BARS NEEDED(FI20): 3436.17/314.16~11 COVER CONCRETE : 50 mm LINK DIAMETER : =0.25 d(bar)=5 USE  10 mm LINK SPACING : 12d(steel)=240 USE  150 mm

35. PROGRAMMING FOR REINFORCEMENT

36. WE HAVE CODED A PROGRAMM FOR CALCULATING THE PILE REINCEFORCEMENT IN PRESENCE OF DIAMETER OF PILE, COMPRESSION STRENGHT OF STEEL BARS AND CONCRETE AND REDUCED AXIAL LOAD.ONCE ENTERING THE VARIABLES,THE LONGTITUNAL STEEL BARS AND TIES WILL BE CALCUALTED.

37. PILE REINFORCEMENT ANALYSIS COPUTER-BASED

39. PILE REINFORCEMENT SUMMARY TABLE

40. RowLoadNumber of piles Pile diameterBarLink DiameterLink spacing 11000 KN1500 mm18Ф2010150 21165 KN1500 mm16Ф2010150 31330 KN1500 mm15Ф2010150 41500 KN1500 mm15Ф2010150 51665 KN1500 mm13 Ф2010150 63333 KN2500 mm11 Ф2010150 74665 KN3500 mm13 Ф2010150 86000 KN2800 mm18 Ф3010200 97500 KN2800 mm20 Ф3010200

41. EXAMPLE OF PILE DETAILING

46. Column service load F = 3333 kN Column size = 500mm x 500mm Pile working load = 1666 kN Pile size = 500mm x 500mm Structural capacity = 1715 kN >1666 kN Use Concrete G30 and Rebar f y = 460N/mm 2 No of pile = 3333/1715 = 1.94 Each pile carry = 3333/2 =1667 kN Pile cap design based on 1667 kN for allowance of pile deviation of 75mm~100mm.

47. Determine size of pile cap based on: pile spacing of 3Φ and edge distance 150-250mm. Pile Spacing = 3 x 500 = 1500mm Take edge distance = 200mm. Pile cap size 2400mm x 900mm Pile cap depth to be assumed as follows: Based on diameter of pile, pile cap depth h = 1100mm.

48. Use beam method: Moment Mxx = FOS x F x Lever arm = 1.5 x 1667 x (0.75-0.25) = 1626 kNm Effective depth d1 = 1100-75-25 = 1000mm, d2 = 1000-25 =975mm Plane X-X : M/bd 2 f cu = 1626x10 6 /(900x1000 2 x30) = 0.0602 So, from chart l a =z/d = 0.775 Rebar As = M/0.87f y z = 1626x10 6 /0.87x460x0.775x1000 = 5243mm 2 Provide 11T25-100 (As prov = 5397mm 2 ) Plane X-X : As min = 0.13%bh = 0.13x 1900 x 1100 = 2717mm 2 Provide 15T16-150 (As prov = 3014mm 2 )

49. Checking for shear at critical section and column face Perimeter critical section = 2 x (1500-400)+500 = 2700mm Shear stress v = 3333/(1 +0.775)x0.5x2.7= 1.39N/mm2 100As/bd = 100x5397/(2400x788) = 0.285 From Table 3.8 (BS8110):vc = 0.45N/mm2 Shear enhancement av = 750-250 = 500mm v1 = vc x 2d/av = 0.45x2x1000/500=1.8N/mm2 Hence v1 > vc

50. Shear at column face: Perimeter critical section = 2 x (500 + 500) = 2000mm Shear stress v = 3333/(1+0.775)x0.5x2 = 1.89N/mm 2 Maximum Shear v max = 0.8√fcu or 5 N/mm 2 which less = 0.8√30 = 4.38 N/mm 2 > v (OK) Provide nominal link = 25%As prov = 0.25x5397 = 1350 mm 2 Hence provide link 14Y12-150 (Asv = 1582mm 2 ) Pile spacing is less or equal 3Φ, punching shear is not required to be checked.

55. In this project, considering of site, stratification and type of soil, the bored pile as deep foundation was selected and stages of bored pile design carried out. Then for simplicity in project execution, 153 piles summarized into 20 types in two categories by diameter of 500mm and 800mm.