3 views

Uploaded by Muhammad Bilal

save

- Pile Cap Design (4-Piles)
- Design of Pile Cap
- 08 - Pile Cap - 2 Pile
- Pile Cap Design 1
- (2) Pile Cap Design_columns
- 91143345 Pile Cap Design
- Design-of-Pile-Foundation.xls
- PILE CAP FOR 3 PILE
- 6Pile Cap Design
- Design of Pile Cap
- Pile Cap Design
- Design of Pile Cap
- Design of Pile Cap
- Pile Cap Design
- Pile Cap Design Examples
- Design of Pile Caps Final
- Single Pilecap 182
- Pile Capacity
- Pile Design
- Trial Pile Design excel
- Pile Caps Design
- Pile-Cap-Design-solution.xls
- Pile Cap Design
- Pile Cap Design
- Pile Design - Great Stuff
- Pile Design Calculation
- Pile Capacity Calculation
- Pile Cap for 1 Piles
- Pile CAP Design Example + 2 piles
- Pile Design Sheet
- is.800.2007.pdf
- IS 4031_Part2.pdf
- Rebar Locator
- Chapter 9-N.pptx
- Biogas Presentation
- Brick Laying1
- Hydraulics Lab Manual
- BANGSHIHARI_GFP
- JELET-2017 Info Bulletin
- GATE CE
- AMIE Civil
- 18.11.16 External Routine
- 1.2 Advantages Types of Prestressing
- 13.04.16-Internal_Autocad
- The Theorem of Least Work_2012.pdf
- Syllabus_20&_20scheme_agri
- Seismic Analysis
- Stair Design
- Environment
- Model Question Steel Design 1st Internal
- Book1
- Column Design
- IS 875 (Part 5) 1987 R 1997
- MOS_SET 1
- 3_2
- Success Soil Mechanics
- Prerequisite1 (1)
- h-1 (1)
- Bma Job Profile

You are on page 1of 5

)

Assume, Diameter of pile cap = 500 mm

Assume, Capacity of pile cap = 450 mm

Axial load = 3278.538 KN MX = 54.47 KN-m MY = 40.71 KN-m

3278.538

∴ No. of piles = = 7.29 ≈ 8

450

Y

750 1250 625 625 1250 750

750

5 6 7 8

625

X X

625

1 2 3 4

750

Y

Reaction on The Pile:

P Mxx My y

R= n + ∑x

2 + ∑y

2

P1 = P2 = P3 =

Pile P Mxx My y R = R1 + R2

x y x2 y2

No. n ∑x

2

∑y

2 + R3

- - 409.81

1 3.516 0.391 -6.536 -8.142 395.139

1.875 0.625 7

- - 409.81

2 0.391 0.391 -2.179 -8.142 399.496

0.625 0.625 7

- 409.81

3 0.625 0.391 0.391 2.179 -8.142 403.854

0.625 7

- 409.81

4 1.875 3.516 0.391 6.536 -8.142 408.212

0.625 7

- 409.81

5 0.625 3.516 0.391 -6.536 8.142 411.423

1.875 7

- 409.81

6 0.625 0.391 0.391 -2.179 8.142 415.780

0.625 7

409.81

7 0.625 0.625 0.391 0.391 2.179 8.142 420.138

7

8 1.875 0.625 3.516 0.391 409.81 6.536 8.142 424.496

8 = (403. 5. B.689 & fck = 25 N/mm2.541 mm 16 ∴ Dreqd.8 = (411.496+403.139+399.125 Bending Moment about X-X: a. about Y-Y due to pile no.625 3.094 0.898 2. B. about Y-Y due to pile no.6 = (395.875 = 2076.423+415.4 = (395.496) X 0.188 KN-m b.625 + (408.496) X 1.780) X 0. 3.7.2. 2 = 426 mm AST Calculation: Direction Mu MU/bd2 pt AST Spacing X 2076. 2076.625 = 2021.138fckbd2 [From Note of Cl. 1.851 KN-m Bending Moment about Y-Y: a.625 = 1004.496+415. d = 378.1(c)] Or.212+424.838 X 1000 τV Nominal shear stress = bd = 5250 X 426 = 0.6.625 = 1044.875 + (399.554 N/mm2 < .323 X 106 = 0.M.870 Check for One Way Shear: Maximum shear force = 1621.689 15409. 7 2 2 ∑x = ∑y = 15.138+424.179 0.323 KN-m Check for Required Depth: For M20 & Fe415 material combination.M.780+420. 16 ∴ dprovided = 500 – 50 – 16 .898 KN-m MU max = 2076.854+420.854+408.541 + 50 + 16 + 2 = 452.138) X 0.485 Y 1044. about X-X due to pile no.212) X 0.54 mm Let us provide 500 mm depth.838 KN VU 1621.139+411. G-1.323 KN-m b. = 0.5.M.1 & Cl.3. B. about X-X due to pile no. B.323 2.7. = 378. 1.725 N/mm2 τC τV For pt = 0. From Table 19.618 7239.4. 38.M.2.138 X 20 X 5250 X d2 Or.423) X 1. Mu max = 0.

Spacing = 60 mm Let us provide 10 ∅ 1-legged stirrup @ 60 mm c/c Design of Pile Cap of Column at C (Corner Column) Assume. τC VUS = VU .838 X 103 – 0.95 ≈ 4 450 Y 750 625 625 750 750 3 4 625 X X 625 1 2 750 Y Reaction on The Pile: P Mxx My y R= n + ∑x 2 + ∑ y2 Pile x y x2 y2 P1 = P2 = P3 = R = R1 + R2 . bd = 1621.98 KN/cm From Table 62 of SP 16.436 ∴ No. for ∅ = 10 mm.817 KN V US 382.817 d = 42.554 X 5250 X 426 = 382.436 KN MX = 122. of piles = = 3.49 KN-m 1778. Capacity of pile cap = 450 mm Axial load = 1778.6 = 8. ∴ Shear design required. Diameter of pile cap = 500 mm Assume.

613+493.000 493.605 5 09 5 - 0.761 1. 617.996 0.391 0.62 444. 1.613 X 0. about X-X due to pile no. - 444.391 0.6 1 0.006 1.761 KN-m MU max = 617.62 0.006 KN-m Bending Moment about Y-Y: B.M.62 0.391 -48.12 mm 16 ∴ Dreqd. 16 ∴ dprovided = 400 – 50 – 16 .6 3 0.030 Y 555. G-1.12 + 50 + 16 + 2 = 359. 1.62 0.M. 38. d = 285.000 395.516 KN-m b. B.62 0.3 = 2 X 395.613 09 5 5 - 0.2 or 3.1 & Cl.996 0.902 0.006 KN-m Check for Required Depth: For M20 & Fe415 material combination.605 X 0. 2.000 493.6 2 0.391 -48.605) X 0.4 = 2 X 493.563 1.12 mm Let us provide 400 mm depth.138 X 20 X 5250 X d2 Or.625 = 555. n ∑x 2 ∑y 2 + R3 .M.1(c)] Or.4 = (395.62 444. = 285.595 .583 5226.000 395.625 = 617.605 5 5 09 2 2 ∑x = ∑y = 1.322 5511.391 0.996 0. Mu max = 0. P Mxx My y No. B.106 0.391 0.625 = 494.391 48.613 5 09 5 0. about X-X due to pile no.62 444.391 48.996 0. 2 = 326 mm AST Calculation: Direction Mu MU/bd2 pt AST Spacing X 617.6 4 0. about Y-Y due to pile no.62 0.563 Bending Moment about X-X: a.138fckbd2 [From Note of Cl.006 X 106 = 0.

583 & fck = 25 N/mm2. for ∅ = 10 mm.1 KN/cm From Table 62 of SP 16.218 KN VU 889. = 0.218 X 103 – 0. Spacing = 50 mm Let us provide 10 ∅ 1-legged stirrup @ 50 mm c/c .516 X 2750 X 326 = 426.992 N/mm2 τC τV For pt = 0. τC VUS = VU . bd = 889.6 = 13. From Table 19.516 N/mm2 < ∴ Shear design required.Check for One Way Shear: Maximum shear force = 889.983 KN V US 426.983 d = 32.218 X 1000 τV Nominal shear stress = bd = 2750 X 326 = 0.

- Pile Cap Design (4-Piles)Uploaded byUttam Kumar Ghosh
- Design of Pile CapUploaded byVasilescu Cristian
- 08 - Pile Cap - 2 PileUploaded bybhaskardharani
- Pile Cap Design 1Uploaded bykjpatel2
- (2) Pile Cap Design_columnsUploaded byntah84
- 91143345 Pile Cap DesignUploaded byอภิรักษ์ มานะกิจศิริสุทธิ
- Design-of-Pile-Foundation.xlsUploaded byAbhijit Hazarika
- PILE CAP FOR 3 PILEUploaded byhemantkle2u
- 6Pile Cap DesignUploaded byWilliam Olatoye
- Design of Pile CapUploaded byMd. Adilur Rahman
- Pile Cap DesignUploaded byGanesh Konar
- Design of Pile CapUploaded bycivilaskar
- Design of Pile CapUploaded bymomin76
- Pile Cap DesignUploaded byraymond
- Pile Cap Design ExamplesUploaded byt_solanki2001
- Design of Pile Caps FinalUploaded byImam Shakil
- Single Pilecap 182Uploaded bytanksaumil
- Pile CapacityUploaded bypperic13
- Pile DesignUploaded byalinawaz91
- Trial Pile Design excelUploaded bySandeep Kumar
- Pile Caps DesignUploaded byJie Wu
- Pile-Cap-Design-solution.xlsUploaded byAbhijit Hazarika
- Pile Cap DesignUploaded byBhaskar Jyoti Das
- Pile Cap DesignUploaded bySaahasBhardwaj
- Pile Design - Great StuffUploaded byMaryanne Tana
- Pile Design CalculationUploaded byjologscresencia
- Pile Capacity CalculationUploaded byArnab Sur
- Pile Cap for 1 PilesUploaded byhemantkle2u
- Pile CAP Design Example + 2 pilesUploaded byTharanga Pradeep
- Pile Design SheetUploaded byKhader Abu-dagga

- is.800.2007.pdfUploaded bySandip Chandra
- IS 4031_Part2.pdfUploaded bySandip Chandra
- Rebar LocatorUploaded bySandip Chandra
- Chapter 9-N.pptxUploaded bySandip Chandra
- Biogas PresentationUploaded bySandip Chandra
- Brick Laying1Uploaded bySandip Chandra
- Hydraulics Lab ManualUploaded bySandip Chandra
- BANGSHIHARI_GFPUploaded bySandip Chandra
- JELET-2017 Info BulletinUploaded bySandip Chandra
- GATE CEUploaded bySandip Chandra
- AMIE CivilUploaded bySandip Chandra
- 18.11.16 External RoutineUploaded bySandip Chandra
- 1.2 Advantages Types of PrestressingUploaded bySandip Chandra
- 13.04.16-Internal_AutocadUploaded bySandip Chandra
- The Theorem of Least Work_2012.pdfUploaded bySandip Chandra
- Syllabus_20&_20scheme_agriUploaded bySandip Chandra
- Seismic AnalysisUploaded bySandip Chandra
- Stair DesignUploaded bySandip Chandra
- EnvironmentUploaded bySandip Chandra
- Model Question Steel Design 1st InternalUploaded bySandip Chandra
- Book1Uploaded bySandip Chandra
- Column DesignUploaded bySandip Chandra
- IS 875 (Part 5) 1987 R 1997Uploaded bySandip Chandra
- MOS_SET 1Uploaded bySandip Chandra
- 3_2Uploaded bySandip Chandra
- Success Soil MechanicsUploaded bySandip Chandra
- Prerequisite1 (1)Uploaded bySandip Chandra
- h-1 (1)Uploaded bySandip Chandra
- Bma Job ProfileUploaded bySandip Chandra