Project : Proposed AVIC Residential Development

Consultant : Design Group Five International

Structural Eng. : Civil & Structural Engineering Consultants

Author : Eng. Shiromal Fernando B.Sc. Eng. (Hons.) MIE(SL), CEng, MPhil Charted Engineer Peer Reviewed : Prof. Priyan Mendis Ph.D. (Monash University) B.Sc. Eng. (Hons.) FIE(Aust.), Chartered Engineer

Doc. No : CSE-DG5-CAT-R-02

Rev. No : 00

Date : 26th March 2015

Page : 1

REPORT

PILE CAP DESIGN

Reference sheet

Document number Description

The Design Group Five International (Pvt) Ltd

No. 03, Anderson Road Colombo 05

Sri Lanka

Civil and Structural Engineering Consultants (Pvt) Ltd

No. 64, Barnes Place Colombo 07

Sri Lanka

Revision History 00 26th March 14 TP FOR INFORMATION SH PM Revision Date Prepared by Description Checked

by Peer Reviewed by

Project Approved

Total no of pages [incl Att] ..CSE

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 2

CONTENTS CONTENTS .......................................................................................................................................... 21. INTRODUCTION .............................................................................................................................. 42. SUMMARY OF RESULTS ................................................................................................................ 62.1 SUMMARY OF RESULTS OF PC3, PC4, AND PC4A .................................................................... 62.2 SUMMARY OF RESULTS OF PC5 .................................................................................................. 62.2.1 Summary of M11 and M22 moments of PC5 for all load combinations ........................................ 62.2.2 Summary of S13 and S23 Shear Stresses of PC5 for all load combinations ................................ 72.2.3 Summary of Punching Shear ........................................................................................................ 72.3 SUMMARY OF RESULTS OF PC6 .................................................................................................. 82.3.1 Summary of M11 and M22 moments of PC6 for all load combinations ........................................ 82.3.2 Summary of S13 and S23 Shear Stresses of PC6 for all load combinations ................................ 92.3.3 Summary of Punching Shear ........................................................................................................ 92.4 SUMMARY OF RESULTS OF PC7 ................................................................................................ 102.4.1 Summary of M11 and M22 moments of PC7 for all load combinations ...................................... 102.4.2 Summary of S13 and S23 Shear Stresses of PC7 for all load combinations .............................. 102.4.3 Summary of Punching Shear ...................................................................................................... 102.5 SUMMARY OF RESULTS OF PC8 ................................................................................................ 112.5.1 Summary of M11 and M22 moments of PC8 for all load combinations ...................................... 112.5.2 Summary of S13 and S23 Shear Stresses of PC7 for all load combinations .............................. 112.5.3 Summary of Punching Shear ...................................................................................................... 11ENCLOSURE A.1 ............................................................................................................................ 12A.1 DETAILED CALCULATION OF PC2A USING TEDDS ............................................................... 13ENCLOSURE A.2 ............................................................................................................................ 16A.2 DETAILED CALCULATION OF PC3 USING TEDDS ................................................................. 17ENCLOSURE B ............................................................................................................................... 21B.1 DETAILED CALCULATION OF PC4 USING TEDDS ................................................................. 22ENCLOSURE C ............................................................................................................................... 26C.1 DETAILED CALCULATION OF PC4A USING TEDDS ............................................................... 27ENCLOSURE D ............................................................................................................................... 31D.1 COMBINATION 2 - [1.35 DL + 1.5 LL] ........................................................................................ 32D.5 COMBINATION 3 - [1.2 DL + 1.2 LL + 1.2 WX] .......................................................................... 34D.6 COMBINATION 3.1 - [1.2 DL + 1.2 LL + 1.2 -WX] ...................................................................... 36D.7 COMBINATION 4 - [1.2 DL + 1.2 LL + 1.2 WY] .......................................................................... 38D.8 COMBINATION 4.1 - [1.2 DL + 1.2 LL + 1.2 -WY] ...................................................................... 40D.9 COMBINATION 5 - [1.0 DL + 1.4 WX] ......................................................................................... 42D.10 COMBINATION 5.1 - [1.0 DL + 1.4 -WX] .................................................................................. 44D.11 COMBINATION 6 - [1.0 DL + 1.4 WY] ....................................................................................... 46

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

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D.12 COMBINATION 6.1 - [1.0 DL + 1.4 -WY] .................................................................................. 48D.13 COMBINATION 7 - [1.0 DL + 0.3 LL + 1.0 EQ(X)] RS500 ........................................................ 50D.14 COMBINATION 8 - [1.0 DL + 0.3 LL + 1.0 EQ(Y)] RS500 ........................................................ 52D15. CALCULATION TO DETERMINE MOMENT REINFORCEMENT ............................................. 54D.12 CALCULATION TO DETERMINE SHEAR REINFORCEMENT ................................................ 56D.13 PUNCHING SHEAR AT COLUMN FACE ................................................................................. 56ENCLOSURE E ............................................................................................................................... 57E.1 COMBINATION 2 - [1.35 DL + 1.5 LL] ........................................................................................ 58E.2 COMBINATION 3 - [1.2 DL + 1.2 LL + 1.2 WX] .......................................................................... 60E.3 COMBINATION 3.1 - [1.2 DL + 1.2 LL + 1.2 -WX] ...................................................................... 62E.4 COMBINATION 4 - [1.2 DL + 1.2 LL + 1.2 WY] .......................................................................... 64E.5 COMBINATION 4.1 - [1.2 DL + 1.2 LL + 1.2 -WY] ...................................................................... 66E.6 COMBINATION 5 - [1.0 DL + 1.4 WX] ......................................................................................... 68E.7 COMBINATION 5.1 - [1.0 DL + 1.4 -WX] ..................................................................................... 70E.8 COMBINATION 6 - [1.0 DL + 1.4 WY] ......................................................................................... 72E.9 COMBINATION 6.1 - [1.0 DL + 1.4 -WY] ..................................................................................... 74E.10 COMBINATION 7 - [1.0 DL + 0.3 LL + 1.0 EQ(X)] RS500 ........................................................ 76E.11 COMBINATION 8 - [1.0 DL + 0.3 LL + 1.0 EQ(Y)] RS500 ........................................................ 78E12. CALCULATION TO DETERMINE MOMENT REINFORCEMENT ............................................. 80E.13 CALCULATION TO DETERMINE SHEAR REINFORCEMENT ................................................ 82E.13 PUNCHING SHEAR AT COLUMN FACE .................................................................................. 82ENCLOSURE F ............................................................................................................................... 83F.1 COMBINATION 2 - [1.35 DL + 1.5 LL] ........................................................................................ 83F2. CALCULATION TO DETERMINE MOMENT REINFORCEMENT ............................................... 88F.3 CALCULATION TO DETERMINE SHEAR REINFORCEMENT .................................................. 90G.3 PUNCHING SHEAR AT COLUMN FACE ................................................................................... 90ENCLOSURE G ............................................................................................................................... 91G.1 COMBINATION 2 - [1.35 DL + 1.5 LL] ........................................................................................ 92G2. CALCULATION TO DETERMINE MOMENT REINFORCEMENT .............................................. 94G.2 CALCULATION TO DETERMINE SHEAR REINFORCEMENT .................................................. 96G.3 PUNCHING SHEAR AT COLUMN FACE ................................................................................... 96

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 4

1. Introduction

Reinforced concrete pile cap design is carried out according to BS 8110 Part 1: 1997 - Structural use of concrete: Part 2. Code of practice for design and construction. To design a two and four pile, pile cap, subject to vertical axial loading from a concentric column, TEDDS software was used. For the pile caps containing more than four piles, design was carried out obtaining the critical moments from the analysis model created by the SAFE software.

For the calculations carried out by means of the TEDDS software, the calculation for tension reinforcement is based on the truss analogy method and reinforcement provided is calculated for one truss member between two pile heads. Combination 2 has been taken for the calculations. Regarding the SAFE software, design was carried out obtaining the critical moments from the analysis model created.

For the seismic combinations, a 500 year return period has been considered.

Detailed calculations of all pile caps are provided in the enclosures as listed below.

Pile Cap Relevant Enclosure

PC2a/3 Enclosure A

PC4 Enclosure B

PC4a Enclosure C

PC5 Enclosure D

PC6 Enclosure E

PC7 Enclosure F

PC8 Enclosure G

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 5

Layout of piles and pile caps are shown in Figure 1.1 below.

Figure 1.1: Pile Cap Layout

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2. Summary of Results

2.1 Summary of results of PC3, PC4, and PC4a

Table 2.1.1: Summary of PC3, PC4, and PC4a Pile Cap Number Tension R/F Shear R/F

PC2a 1 layers T32@150 T10@200 (4 legs) PC3 2 layers T32@200 T10@200 (4 legs) PC4 2 layers T32@200 No links required PC4a 2 layers T32@150 No links required

2.2 Summary of results of PC5

2.2.1 Summary of M11 and M22 moments of PC5 for all load combinations

Table 2.2.1: Summary of Moments of PC6 Combination

Number Combination M11 (kNm/m) M22 (kNm/m)

Sagging Hogging Sagging Hogging Combination 2 1.35 DL + 1.5 LL 13167 1600 13177 1700 Combination 3 1.2 DL + 1.2 LL + 1.2 Wx 6300 1300 9134 1563 Combination 3.1 1.2 DL + 1.2 LL + 1.2 -Wx 7500 900 9700 1100 Combination 4 1.2 DL + 1.2 LL + 1.2 Wy 6500 700 9600 1200 Combination 4.1 1.2 DL + 1.2 LL + 1.2 -Wy 7400 650 9500 1100 Combination 5 1.0 DL + 1.4 Wx 4400 500 6300 750 Combination 5.1 1.0 DL + 1.4 -Wx 5800 600 6600 1100 Combination 6 1.0 DL + 1.4 Wy 5630 500 6400 600 Combination 6.1 1.0 DL + 1.4 -Wy 6700 630 7300 700 Combination 7 1.0 DL + 0.3 LL + 1.0 EQ(x) 8100 460 10724 610 Combination 8 1.0 DL + 0.3 LL + 1.0 EQ(y) 6400 560 8960 700

Hence Combination 2 was considered as the critical combination and moment reinforcement was decided according to the moments of this combination. Table 2.2.2: Summary of Moments Reinforcement Required

Moment Moment Value Required Reinforcement M11 Bottom 13167 2 Layers of T32@150 M11 Top 1600 1 Layer of T16@125 M22 Bottom 13177 2 Layers of T32@150 M22 Top 1700 1 Layer of T16@125

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2.2.2 Summary of S13 and S23 Shear Stresses of PC5 for all load combinations

Table 2.2.3: Summary of shear stresses of PC5

Combination Number Combination S13 (N/mm2) S23 (N/mm2)

Combination 2 1.35 DL + 1.5 LL 1.1 3.0 Combination 3 1.2 DL + 1.2 LL + 1.2 Wx 0.85 1.9 Combination 3.1 1.2 DL + 1.2 LL + 1.2 -Wx 0.9 2.4 Combination 4 1.2 DL + 1.2 LL + 1.2 Wy 0.7 2.1 Combination 4.1 1.2 DL + 1.2 LL + 1.2 -Wy 0.8 2.4 Combination 5 1.0 DL + 1.4 Wx 0.6 1.4 Combination 5.1 1.0 DL + 1.4 -Wx 0.67 1.9 Combination 6 1.0 DL + 1.4 Wy 0.67 1.7 Combination 6.1 1.0 DL + 1.4- Wy 0.63 1.7 Combination 7 1.0 DL + 0.3 LL + 1.0 EQ(x) 0.8 2.9 Combination 8 1.0 DL + 0.3 LL + 1.0 EQ(y) 0.8 1.9

The enhanced design shear stress = 2.90 N/mm2 Since the shear stresses at the critical section for all combinations are lower than the enhanced design shear stress, no shear links are required for PC5. 2.2.3 Summary of Punching Shear

Punching shear criteria is satisfied and no additional requirement is needed.

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Date : 26th March 2015 Rev. : 00 Page : 8

2.3 Summary of results of PC6

2.3.1 Summary of M11 and M22 moments of PC6 for all load combinations

Table 2.3.1: Summary of Moments of PC6 Combination

Number Combination M11 (kNm/m) M22 (kNm/m)

Sagging Hogging Sagging Hogging Combination 2 1.35 DL + 1.5 LL 6300 700 6014 600 Combination 3 1.2 DL + 1.2 LL + 1.2 Wx 3770 400 3300 500 Combination 3.1 1.2 DL + 1.2 LL + 1.2 -Wx 4641 450 4200 550 Combination 4 1.2 DL + 1.2 LL + 1.2 Wy 5117 550 4630 560 Combination 4.1 1.2 DL + 1.2 LL + 1.2 -Wy 5200 550 4550 520 Combination 5 1.0 DL + 1.4 Wx 4300 450 3900 420 Combination 5.1 1.0 DL + 1.4 -Wx 4400 430 6600 1100 Combination 6 1.0 DL + 1.4 Wy 3700 400 3400 350 Combination 6.1 1.0 DL + 1.4 -Wy 3650 3200 7300 340 Combination 7 1.0 DL + 0.3 LL + 1.0 EQ(x) 4700 700 4100 540 Combination 8 1.0 DL + 0.3 LL + 1.0 EQ(y) 4300 620 3900 550

Hence Combination 2 was considered as the critical combination and moment reinforcement was decided according to the moments of this combination. Table 2.3.2: Summary of Moments Reinforcement Required

Moment Moment Value Required ReinforcementM11 Bottom 6300 1 Layer of T32@150 M11 Top 700 1 Layer of T20@125 M22 Bottom 6014 1 Layer of T32@150 M22 Top 3082 1 Layer of T25@125

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2.3.2 Summary of S13 and S23 Shear Stresses of PC6 for all load combinations

Table 2.3.3: Summary of Shear Stresses of PC6

Combination Number Combination S13 (N/mm2) S23 (N/mm2)

Combination 2 1.35 DL + 1.5 LL 0.6 0.7 Combination 3 1.2 DL + 1.2 LL + 1.2 Wx 0.6 0.7 Combination 3.1 1.2 DL + 1.2 LL + 1.2 -Wx 0.5 0.6 Combination 4 1.2 DL + 1.2 LL + 1.2 Wy 0.58 0.68 Combination 4.1 1.2 DL + 1.2 LL + 1.2 -Wy 0.57 0.67 Combination 5 1.0 DL + 1.4 Wx 0.47 0.57 Combination 5.1 1.0 DL + 1.4 -Wx 0.45 0.55 Combination 6 1.0 DL + 1.4 Wy 0.43 0.53 Combination 6.1 1.0 DL + 1.4- Wy 0.43 0.53 Combination 7 1.0 DL + 0.3 LL + 1.0 EQ(x) 0.4 0.5 Combination 8 1.0 DL + 0.3 LL + 1.0 EQ(y) 0.44 0.54

The enhanced design shear stress = 0.88 N/mm2 Since the shear stresses at the critical section for all combinations are lower than the enhanced design shear stress, no shear links are required for PC6. 2.3.3 Summary of Punching Shear

Punching shear criteria is satisfied and no additional requirement is needed.

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2.4 Summary of results of PC7

2.4.1 Summary of M11 and M22 moments of PC7 for all load combinations

Table 2.4.1: Summary of Moments of PC7 Combination

Number Combination M11 (kNm/m) M22 (kNm/m)

Sagging Hogging Sagging Hogging Combination 1 1.35 DL + 1.5 LL 2710 900 2100 1412

Hence Combination 2 was considered as the critical combination and moment reinforcement was decided according to the moments of this combination. Table 2.4.2: Summary of Moments Reinforcement Required

Moment Moment Value Required Reinforcement M11 Bottom 2710 2 layers of T32@200 M11 Top 900 1 Layer of T32@200 M22 Bottom 2100 2 layers of T32@200 M22 Top 1412 1 Layer of T32@100

2.4.2 Summary of S13 and S23 Shear Stresses of PC7 for all load combinations

Table 2.4.3: Summary of Shear Stresses of PC7

Combination Number Combination S13 (N/mm2) S23 (N/mm2)

Combination 1 1.35 DL + 1.5 LL 1.30 1.30 The enhanced design shear stress = 1.50 N/mm2 Since the shear stresses at the critical section for all combinations are lower than the enhanced design shear stress, no shear links are required for PC7. 2.4.3 Summary of Punching Shear

Punching shear criteria is satisfied and no additional requirement is needed.

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Date : 26th March 2015 Rev. : 00 Page : 11

2.5 Summary of results of PC8

2.5.1 Summary of M11 and M22 moments of PC8 for all load combinations

Table 2.5.1: Summary of Moments of PC8 Combination

Number Combination M11 (kNm/m) M22 (kNm/m)

Sagging Hogging Sagging Hogging Combination 2 1.35 DL + 1.5 LL 5300 2125 5200 3000

Hence Combination 2 was considered as the critical combination and moment reinforcement was decided according to the moments of this combination. Table 2.5.2: Summary of Moments Reinforcement Required

Moment Moment Value Required ReinforcementM11 Bottom 5300 2 layers of T32@200 M11 Top 2125 1 Layer of T32@200 M22 Bottom 5200 2 layers of T32@200 M22 Top 3000 1 Layer of T32@200

2.5.2 Summary of S13 and S23 Shear Stresses of PC7 for all load combinations

Table 2.5.3: Summary of Shear Stresses of PC8

Combination Number Combination S13 (N/mm2) S23 (N/mm2)

Combination 1 1.35 DL + 1.5 LL 1.1 1.1 The enhanced design shear stress = 2.57 N/mm2 Since the shear stresses at the critical section for all combinations are lower than the enhanced design shear stress, no shear links are required for PC8. 2.5.3 Summary of Punching Shear

Punching shear criteria is satisfied and no additional requirement is needed.

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

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ENCLOSURE A.1

(Detailed Calculations of Pile Cap PC2a)

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A.1 Detailed calculation of PC2a using TEDDS

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ENCLOSURE A.2

(Detailed Calculations of Pile Cap PC3)

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A.2 Detailed calculation of PC3 using TEDDS

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ENCLOSURE B

(Detailed Calculations of Pile Cap PC4)

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B.1 Detailed calculation of PC4 using TEDDS

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ENCLOSURE C

(Detailed Calculations of Pile Cap PC4a)

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C.1 Detailed calculation of PC4a using TEDDS

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ENCLOSURE D

(Detailed Calculations of Pile Cap PC5)

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D.1 Combination 2 - [1.35 DL + 1.5 LL]

Figure D1.1: M11 Combination 2

Figure D1.2: M22 Combination 2

13167 kNm/m

-1600 kNm/m

13177 kNm/m

-1700 kNm/m

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Figure D1.3: S13 Combination 2

Figure D1.4: S23 Combination 2

-1.1 N/mm2

-3.0 N/mm2

3.0 N/mm2

1.1 N/mm2

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D.5 Combination 3 - [1.2 DL + 1.2 LL + 1.2 Wx]

Figure D2.1: M11 Combination 3

Figure D2.2: M22 Combination 3

6300 kNm/m

-1300 kNm/m

9134 kNm/m

-1563kNm/m

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Figure D2.3: S13 Combination 3

Figure D2.4: S23 Combination 3

-0.85N/mm2

0.85 N/mm2

1.9 N/mm2

-1.9 N/mm2

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D.6 Combination 3.1 - [1.2 DL + 1.2 LL + 1.2 -Wx]

Figure D3.1: M11 Combination 3.1

Figure D3.2: M22 Combination 3.1

7500 kNm/m

-900 kNm/m

9700 kNm/m

-1100 kNm/m

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Figure D3.3: S13 Combination 3.1

Figure D3.4: S23 Combination 3.1

-0.90N/mm2

0.9 N/mm2

2.4 N/mm2

-2.4 N/mm2

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D.7 Combination 4 - [1.2 DL + 1.2 LL + 1.2 Wy]

Figure D4.1: M11 Combination 4

Figure D4.2: M22 Combination 4

6500 kNm/m

-700 kNm/m

9600 kNm/m

-1200 kNm/m

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Figure D4.3: S13 Combination 4

Figure D4.4: S23 Combination 4

-0.70N/mm2

0.70N/mm2

2.1 N/mm2

-2.1 N/mm2

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D.8 Combination 4.1 - [1.2 DL + 1.2 LL + 1.2 -Wy]

Figure D5.1: M11 Combination 4.1

Figure D5.2: M22 Combination 4.1

7400 kNm/m

-650 kNm/m

9500 kNm/m

-1100 kNm/m

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Figure D5.3: S13 Combination 4.1

Figure 5.4: S23 Combination 4.1

-0.80N/mm2

0.80N/mm2

2.4 N/mm2

-2.4 N/mm2

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D.9 Combination 5 - [1.0 DL + 1.4 Wx]

Figure 6.1: M11 Combination 5

Figure 6.2: M22 Combination 5

4400kNm/m

-500 kNm/m

6300 kNm/m

-750 kNm/m

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Figure 6.3: S13 Combination 5

Figure 6.4: S23 Combination 5

-0.60N/mm2

0.60N/mm2

1.4 N/mm2

-1.4 N/mm2

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D.10 Combination 5.1 - [1.0 DL + 1.4 -Wx]

Figure 7.1: M11 Combination 5.1

5800kNm/m

-600 kNm/m

6600 kNm/m

-1000 kNm/m

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Figure 7.2: M22 Combination 5.1

Figure 7.3: S13 Combination 5.1

Figure 7.4: S4213 Combination 5.1

-0.67N/mm2

0.67N/mm2

1.9 N/mm2

-1.9 N/mm2

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D.11 Combination 6 - [1.0 DL + 1.4 Wy]

Figure 8.1: M11 Combination 6

5630kNm/m

-500 kNm/m

6400 kNm/m

-600 kNm/m

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 47

Figure 8.2: M22 Combination 6

Figure 8.3: S13 Combination 6

Figure 8.4: S23 Combination 6

-0.67N/mm2

0.67N/mm2

1.7 N/mm2

-1.7 N/mm2

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 48

D.12 Combination 6.1 - [1.0 DL + 1.4 -Wy]

Figure 9.1: M11 Combination 6.1

6700kNm/m

-630 kNm/m

7300 kNm/m

-700 kNm/m

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 49

Figure 9.2: M22 Combination 6.1

Figure 9.3: S13 Combination 6.1

Figure 9.4: S23 Combination 6.1

-0.63N/mm2

0.63N/mm2

1.7 N/mm2

-1.7 N/mm2

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 50

D.13 Combination 7 - [1.0 DL + 0.3 LL + 1.0 EQ(x)] RS500

Figure 10.1: M11 Combination 7

Figure 10.2: M22 Combination 7

8100kNm/m

-460 kNm/m

10724 kNm/m

-610 kNm/m

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 51

Figure 10.3: S13 Combination 7

Figure 10.4: S23 Combination 7

0.8 N/mm2

2.6 N/mm2

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 52

D.14 Combination 8 - [1.0 DL + 0.3 LL + 1.0 EQ(y)] RS500

Figure 11.1: M11 Combination 8

6400kNm/m

-560 kNm/m

8960 kNm/m

-700 kNm/m

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 53

Figure 11.2: M22 Combination 8

Figure 11.3: S13 Combination 8

Figure 11.4: S23 Combination 8

0.8 N/mm2

1.9 N/mm2

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 54

D15. Calculation to determine Moment reinforcement

Figure 15.1 M11 Hogging

Figure 15.2 M11 Sagging

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 55

Figure 13.3 M22 Hogging

Figure 13.4 M22 Hogging

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 56

D.12 Calculation to determine shear reinforcement

Vc = [0.79*(100As/bd)1/3*(fcu/25)1/3]/m = [0.79*(100*11259/1000*2852)1/3*(40/25)1/3]/1.25

= 0.54 N/mm2

av = 1060 mm

The enhanced design shear stress

= ( 2*d*Vc)/av

= ( 2*2852*0.54)/1060

= 2.91 N/mm2

Since the shear stresses at the critical section for all combinations are lower than the enhanced design shear stress, no shear links are required.

D.13 Punching Shear at column face

Shear Force (V) = 80547 kN

Punching Shear = V/(u*d)

= (82450*103)/(6000*2852)

= 4.8 N/mm2 > 0.8*fcu (5.06 N/mm2) or 5 N/mm2

Condition is satisfactory.

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 57

ENCLOSURE E

(Detailed Calculations of Pile Cap PC6)

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 58

E.1 Combination 2 - [1.35 DL + 1.5 LL]

Figure 1.1: M11 Combination 2

Figure 1.2: M22 Combination 2

-700 kNm/m

6300 kNm/m

6014 kNm/m

-600 kNm/m

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 59

Figure 1.3: S13 Combination 2

Figure 1.4: S23 Combination 2

0.6 N/mm2

-0.7 N/mm2

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 60

E.2 Combination 3 - [1.2 DL + 1.2 LL + 1.2 Wx]

Figure 2.1: M11 Combination 3

Figure 2.2: M22 Combination 3

-400 kNm/m

3770 kNm/m

3300 kNm/m

-500 kNm/m

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 61

Figure 2.3: S13 Combination 3

Figure 2.4: S23 Combination 3

-0.6 N/mm2

-0.7 N/mm2

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 62

E.3 Combination 3.1 - [1.2 DL + 1.2 LL + 1.2 -Wx]

Figure 3.1: M11 Combination 3.1

Figure 3.2: M22 Combination 3.1

4641kNm/m -450kNm/m

4200 kNm/m

-550 kNm/m

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 63

Figure 3.3: S13 Combination 3.1

Figure 3.4: S23 Combination 3.1

-0.5 N/mm2

-0.6 N/mm2

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 64

E.4 Combination 4 - [1.2 DL + 1.2 LL + 1.2 Wy]

Figure 4.1: M11 Combination 4

Figure 4.2: M22 Combination 4

5117kNm/m -550kNm/m

4630 kNm/m

-560 kNm/m

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 65

Figure 4.3: S13 Combination 4

Figure 4.4: S23 Combination 4

-0.58 N/mm2

-0.68 N/mm2

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 66

E.5 Combination 4.1 - [1.2 DL + 1.2 LL + 1.2 -Wy]

Figure 5.1: M11 Combination 4.1

Figure 5.2: M22 Combination 4.1

5200 kNm/m -550kNm/m

4550 kNm/m

-520 kNm/m

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 67

Figure 5.3: S13 Combination 4.1

Figure 5.4: S23 Combination 4.1

-0.57 N/mm2

-0.67 N/mm2

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 68

E.6 Combination 5 - [1.0 DL + 1.4 Wx]

Figure 6.1: M11 Combination 5

Figure 6.2: M22 Combination 5

4300 kNm/m

-450kNm/m

3900 kNm/m

-420 kNm/m

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 69

Figure 6.3: S13 Combination 5

Figure 6.4: S23 Combination 5

-0.47 N/mm2

-0.57 N/mm2

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 70

E.7 Combination 5.1 - [1.0 DL + 1.4 -Wx]

Figure 7.1: M11 Combination 5.1

4400 kNm/m

-430kNm/m

3800 kNm/m

-410 kNm/m

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 71

Figure 7.2: M22 Combination 5.1

Figure 7.3: S13 Combination 5.1

Figure 7.4: S23 Combination 5.1

-0.45 N/mm2

-0.55 N/mm2

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 72

E.8 Combination 6 - [1.0 DL + 1.4 Wy]

Figure 8.1: M11 Combination 6

Figure 8.2: M22 Combination 6

3700 kNm/m

-400kNm/m

3400 kNm/m

-350 kNm/m

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 73

Figure 8.3: S13 Combination 6

Figure 8.4: S23 Combination 6

-0.43 N/mm2

-0.53 N/mm2

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 74

E.9 Combination 6.1 - [1.0 DL + 1.4 -Wy]

Figure 9.1: M11 Combination 6.1

Figure 92: M22 Combination 6.1

3650 kNm/m

-400kNm/m

3200 kNm/m

-340 kNm/m

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 75

Figure 9.3: S13 Combination 6.1

Figure 9.4: S23 Combination 6.1

-0.43 N/mm2

-0.53 N/mm2

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 76

E.10 Combination 7 - [1.0 DL + 0.3 LL + 1.0 EQ(x)] RS500

Figure 10.1: M11 Combination 7

Figure 10.2: M22 Combination 7

4700 kNm/m

-700kNm/m

4100 kNm/m

-540 kNm/m

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 77

Figure 10.3: S13 Combination 7

Figure 10.4: S23 Combination 7

-0.40 N/mm2

-0.50 N/mm2

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 78

E.11 Combination 8 - [1.0 DL + 0.3 LL + 1.0 EQ(y)] RS500

Figure 11.1: M11 Combination 8

Figure 11.2: M22 Combination 8

4300 kNm/m

-620kNm/m

3900 kNm/m

-550 kNm/m

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 79

Figure 11.3: S13 Combination 8

Figure 11.4: S23 Combination 8

-0.44 N/mm2

-0.54 N/mm2

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 80

E12. Calculation to determine Moment reinforcement

Figure 12.1 M11 Hogging

Figure 12.2 M11 Sagging

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 81

Figure 12.3 M22 Hogging

Figure 12.4 M22 Sagging

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 82

E.13 Calculation to determine shear reinforcement

Vc = [0.79*(100As/bd)1/3*(fcu/25)1/3]/m = [0.79*(100*5360/1000*2852)1/3*(40/25)1/3]/1.25

= 0.42 N/mm2

av = 2710 mm

The enhanced design shear stress

= ( 2*d*Vc)/av

= ( 2*2852*0.42)/2710

= 0.88 N/mm2

Since the shear stresses at the critical section for all combinations are lower than the enhanced design shear stress, no shear links are required.

E.13 Punching Shear at column face

Shear Force (V) = 64000 kN

Punching Shear = V/(u*d)

= (64000*103)/(6000*2852)

= 3.74 N/mm2 < 0.8*fcu (5.06 N/mm2) or 5 N/mm2

Condition is satisfactory.

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 83

ENCLOSURE F

(Detailed Calculations of Pile Cap PC7)

F.1 Combination 2 - [1.35 DL + 1.5 LL]

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 84

Figure 4.1: M11 Combination 2

2710 kNm/m

-900 kNm/m

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 85

Figure 4.2: M22 Combination 2

2100 kNm/m

-1412 kNm/m

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 86

Figure 4.3: S13 Combination 2

-1.30N/mm2

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 87

Figure 4.4: S23 Combination 2

-1.30N/mm2

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 88

F2. Calculation to determine Moment reinforcement

Figure 5.1 M11 Hogging

Figure 5.2 M11 Sagging

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 89

Figure 5.3 M22 Hogging

Figure 5.4 M22 Sagging

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 90

F.3 Calculation to determine shear reinforcement

Vc = [0.79*(100As/bd)1/3*(fcu/25)1/3]/m = [0.79*(100*8042/1000*2852)1/3*(40/25)1/3]/1.25

= 0.48 N/mm2

av = 1825 mm

The enhanced design shear stress

= ( 2*d*Vc)/av

= ( 2*2852*0.48)/1825

= 1.5 N/mm2

Since the shear stresses at the critical section for all combinations are lower than the enhanced design shear stress, no shear links are required.

G.3 Punching Shear at column face

Shear Force (V) = 26700 kN

Punching Shear = V/(u*d)

= (26700*103)/(6000*2852)

= 21.56 N/mm2 < 0.8*fcu (5.06 N/mm2) or 5 N/mm2

Condition is satisfactory.

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 91

ENCLOSURE G

(Detailed Calculations of Pile Cap PC8)

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 92

G.1 Combination 2 - [1.35 DL + 1.5 LL]

Figure 4.1: M11 Combination 2

Figure 4.2: M22 Combination 2

5300 kNm/m

-2125 kNm/m

5200 kNm/m -3000 kNm/m

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 93

Figure 4.3: S13 Combination 2

Figure 4.3: S23 Combination 2

-1.10N/mm2

1.10N/mm2

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 94

G2. Calculation to determine Moment reinforcement

Figure 2.1 M11 Hogging

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 95

Figure 2.2 M22 Hogging

Figure 2.3 M22 Hogging

Project : Proposed AVIC Residential Development Doc. Title : Pile Cap Design Doc. no. : CSE-DG5-CAT-R-02

Date : 26th March 2015 Rev. : 00 Page : 96

Figure 2.4 M22 Sagging

G.2 Calculation to determine shear reinforcement

Vc = [0.79*(100As/bd)1/3*(fcu/25)1/3]/m = [0.79*(100*8040/1000*2852)1/3*(40/25)1/4]/1.25

= 0.48 N/mm2

av = 1064 mm

The enhanced design shear stress

= ( 2*d*Vc)/av

= ( 2*2852*0.48)/1064

= 2.57 N/mm2

Since the shear stresses at the critical section for all combinations are lower than the enhanced design shear stress, no shear links are required.

G.3 Punching Shear at column face

Shear Force (V) = 39500 kN

Punching Shear = V/(u*d)

= (39500*103)/(6000*2852)

= 2.30 N/mm2 < 0.8*fcu (5.06 N/mm2) or 5 N/mm2

Condition is satisfactory.