AABCO Paris-Sorbonne University –Abu Dhabi

Design note 1 Car Park – Part A – Substructure

PARIS-SORBONNE UNIVERSITY, ABU DHABI

Building 25 & 9 & 10 - Part A

(Design note – Substructure)

Date Description Indice Prepared Checked Approved 07-01-09 First issue - O.C. R.A. C.A. 02-02-09 Update A R.A. F.A.R. C.A.

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Design note 2 Car Park – Part A – Substructure

INDEX 1. Introduction....................................................................................................................................... 4 2. AIM OF THE REPORT.................................................................................................................... 4 3. Structure Description ........................................................................................................................ 4 4. References......................................................................................................................................... 4 5. DESIGN CRITERIA ........................................................................................................................ 5

5.1. Material properties .................................................................................................................... 5 5.2. Codes......................................................................................................................................... 5 5.3. Combinations ............................................................................................................................ 5 5.4. Loads......................................................................................................................................... 6

6. Calculation assumptions ................................................................................................................... 6 7. Columns ............................................................................................................................................ 8

7.1. C1.............................................................................................................................................. 8 7.2. C3............................................................................................................................................ 10

8. Walls ............................................................................................................................................... 12 8.1. WA16...................................................................................................................................... 12 8.2. WA22...................................................................................................................................... 14 8.3. WA32...................................................................................................................................... 16 8.4. WA33...................................................................................................................................... 18 8.5. WA34...................................................................................................................................... 20 8.6. WA91...................................................................................................................................... 22

9. PILE CAPS & RAFT...................................................................................................................... 24 9.1. Design Process ........................................................................................................................ 25 9.2. Diagrams for one combination................................................................................................ 26 9.2.1. Mxx ..................................................................................................................................... 26 9.2.2. Myy ..................................................................................................................................... 27 9.2.3. Mxy ..................................................................................................................................... 28 9.2.4. Vxx...................................................................................................................................... 29 9.2.5. Vyy...................................................................................................................................... 30

10. FOUNDATIONS REINFORCEMENT...................................................................................... 31 10.1. Bottom Reinforcement X-direction (cm2/m) .......................................................................... 32 10.2. Bottom Reinforcement Y-direction (cm2/m) .......................................................................... 33 10.3. Top Reinforcement X-direction (cm2/m)................................................................................ 34 10.4. Top Reinforcement Y-direction (cm2/m)................................................................................ 35 10.5. Reinforcement Conclusion Mini-Raft..................................................................................... 36 10.5.1. R1........................................................................................................................................ 36 10.5.2. R2........................................................................................................................................ 36 10.5.3. R3........................................................................................................................................ 37 10.5.4. R4 & R9 .............................................................................................................................. 37

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Design note 3 Car Park – Part A – Substructure

10.5.5. R5........................................................................................................................................ 38 10.5.6. R6........................................................................................................................................ 38 10.5.7. R7........................................................................................................................................ 39 10.5.8. R8........................................................................................................................................ 39 10.6. Punching shear ........................................................................................................................ 40 10.7. Design for one-way shear ....................................................................................................... 42 10.8. Reinforcement Conclusion - Slab on grade ............................................................................ 46

AABCO Paris-Sorbonne University –Abu Dhabi

Design note 4 Car Park – Part A – Substructure

1. INTRODUCTION This note concerns the building 25 and 9 (CAR PARK and RESIDENCES) of the project PARIS – SORBONNE University – ABU DHABI. This building was subjected to many architectural modifications, and was divided into many parts. This report will treat the part A. This building is founded on piles with mixed system of piles caps and mini rafts.

2. AIM OF THE REPORT The aim of this report is to provide a technical analysis for the structural concept design of the part 2 from the car park especially to the piles caps and rafts and verticals of basement 2. The Wind and Seismic loads were applied according to the values shown in the General Notes drawing (3374-3-S00-000Z-0001, Date 26-06-08) and as shown in the design criteria paragraph. We found that the wind loads are minor relatively to the seismic loads, so we removed the combinations of the wind load from the load combinations.

3. STRUCTURE DESCRIPTION This building is composed from:

• Two basements and a ground floor (Car park) • A ground floor and four floors (residential)

The structure consists of 8 stories with a height of 28.1 meters. This is cast in situ building. The lateral forces are resisted by the reinforced concrete shear walls.

4. REFERENCES The structural concept design and the present report are based on the architectural drawings shown on the schematic design drawings submitted.

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Design note 5 Car Park – Part A – Substructure

5. DESIGN CRITERIA All the design criteria values are stated in the concept design report. However, the most used values are indicated hereafter.

5.1. Material properties Concrete

Normal weight concrete shall have a unit weight of 2430 to 2540 kg/m3 Lightweight concrete shall have a unit weight of 1760 to 1840 kg/m3

Minimum Characteristic Cylinder Compression Strength, f'c, (at 28 days) Foundations 40 MPa Piles 50 MPa Formed Slab & Beams 40 MPa Hollow-Core Slabs 40 MPa Columns 40 MPa

Concrete reinforcing steel

Reinforcing bars shall be deformed bars conforming to ASTM A615M Grade 60 steel with minimum yield strength of 420Mpa

5.2. Codes Reinforced concrete structures: ACI 318-02 Design loads: IBC & ASCE 7 – 05 Seismic loads: UBC 1997

5.3. Combinations

• Load cases description: D = Dead Load L = Live load (except roof) Lr= Live load on the roof E = Earthquake

• Combinations:

a- Allowable stress design: D D+L+Lr D+E/1.4 0.9D+E/1.4 0.9D-E/1.4 D+0.75L+0.75Lr+0.75/1.4 E

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Design note 6 Car Park – Part A – Substructure

b- Ultimate design: 1.4D 1.2D+1.6L+0.5Lr 1.2D+1.6Lr+L 1.2D+L+E 0.9D+E 0.9D-E Note: E which is the earthquake load will be replaced in each combination by:

- Earthquake X direction ± Eccentricity Earthquake Y direction - Earthquake Y direction ± Eccentricity Earthquake X direction

5.4. Loads

• Structure self weight: calculated by taking a reinforced concrete density of 25 KN/m3. • Super imposed dead loads and live loads are taken as the following loading plans :

3374-3-S00-0025-2594 3374-3-S00-0025-2595 3374-3-S00-0009-0995 3374-3-S00-0009-0996 3374-3-S00-0009-0997 3374-3-S00-0009-0998

• Seismic loads: a- Importance factor = 1 (seismic group 1) b- R = 4.5 (concrete shear walls) c- Soil type = Sc d- Ca = 0.18 e- Cv = 0.25 f- Seismic zone factor Z = 0.15

• Wind loads: a- Wind exposure = D b- Basic wind speed = 40m/s c- Topographic factor = 1 d- Gust effect factor = 0.85

6. CALCULATION ASSUMPTIONS The assumptions taken into consideration when the building was modeled on ETABS are:

• Slabs, beams, columns and walls characteristics are taken as shown on the schematic design. • The slabs are assigned to “rigid” diaphragms • The effect of the cracked sections is included in the model according to ACI 318 -05 art.

10.11.1, where moments of inertia are modified as following:

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Design note 7 Car Park – Part A – Substructure

1. Beams = 0.35 Ig 2. Columns = 0.70 Ig 3. Walls = 0.35 Ig 4. Flat slabs = 0.25 Ig

• Walls are meshed manually whereas slabs are automatically meshed. • The effective seismic weight is taken : W = D + 0.25 L • Wind is applied on all the facades.

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Design note 8 Car Park – Part A – Substructure

7. COLUMNS

7.1. C1 Geometry: ========= Rectangular: Width = 500 mm Depth = 800 mm Gross section area, Ag = 400000 mm^2 Ix = 2.13333e+010 mm^4 Xo = 0 mm Iy = 8.33333e+009 mm^4 Yo = 0 mm Reinforcement: ============== Rebar Database: European Size Diam Area Size Diam Area Size Diam Area ------------------------------------------------------------------- 6 6 28 8 8 50 10 10 79 12 12 113 14 14 154 16 16 201 20 20 314 25 25 491 28 28 616 32 32 801 40 40 1256 Confinement: Tied; phi(c) = 0.7, phi(b) = 0.9, a = 0.8 N-10 ties with N-25 bars, N-10 with larger bars. Layout: Rectangular Pattern: Sides Different [Cover to transverse reinforcement (ties)] Total steel area, As = 6908 mm^2 at 1.73% Top Bottom Left Right ---------------------------------------------- Bars 5 N-20 5 N-20 6 N-20 6 N-20 Cover(mm) 40 40 40 40 Applied Loads Computed Strength Computed/ P Mx My P Mx My Applied Pt. (kN) (kN-m) (kN-m) (kN) (kN-m) (kN-m) Ray length ---------------------------------------------------------------- 1 7852 122 49 9085 134 54 1.157 2 6343 200 150 9085 287 215 1.432 3 8210 18 82 9085 20 89 1.107 4 7500 300 190 9085 365 232 1.212

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Design note 9 Car Park – Part A – Substructure

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Design note 10 Car Park – Part A – Substructure

7.2. C3 Geometry: ========= Rectangular: Width = 350 mm Depth = 800 mm Gross section area, Ag = 280000 mm^2 Ix = 1.49333e+010 mm^4 Xo = 0 mm Iy = 2.85833e+009 mm^4 Yo = 0 mm Reinforcement: ============== Rebar Database: European Size Diam Area Size Diam Area Size Diam Area ------------------------------------------------------------------- 6 6 28 8 8 50 10 10 79 12 12 113 14 14 154 16 16 201 20 20 314 25 25 491 28 28 616 32 32 801 40 40 1256 Confinement: Tied; phi(c) = 0.7, phi(b) = 0.9, a = 0.8 N-10 ties with N-25 bars, N-10 with larger bars. Layout: Rectangular Pattern: Sides Different [Cover to transverse reinforcement (ties)] Total steel area, As = 3618 mm^2 at 1.29% Top Bottom Left Right ---------------------------------------------- Bars 3 N-16 3 N-16 6 N-16 6 N-16 Cover(mm) 40 40 40 40 Applied Loads Computed Strength Computed/ P Mx My P Mx My Applied Pt. (kN) (kN-m) (kN-m) (kN) (kN-m) (kN-m) Ray length ---------------------------------------------------------------- 1 5103 137 73 6101 164 87 1.196

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Design note 11 Car Park – Part A – Substructure

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Design note 12 Car Park – Part A – Substructure

8. WALLS

8.1. WA16 Geometry: ========= Rectangular: Width = 250 mm Depth = 4350 mm Gross section area, Ag = 1.0875e+006 mm^2 Ix = 1.71485e+012 mm^4 Xo = 0 mm Iy = 5.66406e+009 mm^4 Yo = 0 mm Reinforcement: ============== Rebar Database: European Size Diam Area Size Diam Area Size Diam Area ------------------------------------------------------------------- 6 6 28 8 8 50 10 10 79 12 12 113 14 14 154 16 16 201 20 20 314 25 25 491 28 28 616 32 32 801 40 40 1256 Confinement: Tied; phi(c) = 0.7, phi(b) = 0.9, a = 0.8 N-10 ties with N-25 bars, N-10 with larger bars. Layout: Rectangular Pattern: Sides Different [Cover to transverse reinforcement (ties)] Total steel area, As = 6554 mm^2 at 0.60% Top Bottom Left Right ---------------------------------------------- Bars 2 N-12 2 N-12 27 N-12 27 N-12 Cover(mm) 40 40 40 40 Applied Loads Computed Strength Computed/ P Mx My P Mx My Applied Pt. (kN) (kN-m) (kN-m) (kN) (kN-m) (kN-m) Ray length ---------------------------------------------------------------- 1 9255 4544 22 13233 6592 37 1.434

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Design note 13 Car Park – Part A – Substructure

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Design note 14 Car Park – Part A – Substructure

8.2. WA22 Geometry: ========= Rectangular: Width = 250 mm Depth = 4350 mm Gross section area, Ag = 1.0875e+006 mm^2 Ix = 1.71485e+012 mm^4 Xo = 0 mm Iy = 5.66406e+009 mm^4 Yo = 0 mm Reinforcement: ============== Rebar Database: European Size Diam Area Size Diam Area Size Diam Area ------------------------------------------------------------------- 6 6 28 8 8 50 10 10 79 12 12 113 14 14 154 16 16 201 20 20 314 25 25 491 28 28 616 32 32 801 40 40 1256 Confinement: Tied; phi(c) = 0.7, phi(b) = 0.9, a = 0.8 N-10 ties with N-25 bars, N-10 with larger bars. Layout: Rectangular Pattern: Sides Different [Cover to transverse reinforcement (ties)] Total steel area, As = 6554 mm^2 at 0.60% Top Bottom Left Right ---------------------------------------------- Bars 2 N-12 2 N-12 27 N-12 27 N-12 Cover(mm) 40 40 40 40 Applied Loads Computed Strength Computed/ P Mx My P Mx My Applied Pt. (kN) (kN-m) (kN-m) (kN) (kN-m) (kN-m) Ray length ---------------------------------------------------------------- 1 2047 2888 42 6243 9045 128 3.105

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Design note 15 Car Park – Part A – Substructure

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Design note 16 Car Park – Part A – Substructure

8.3. WA32 Geometry: ========= Rectangular: Width = 250 mm Depth = 5400 mm Gross section area, Ag = 1.35e+006 mm^2 Ix = 3.2805e+012 mm^4 Xo = 0 mm Iy = 7.03125e+009 mm^4 Yo = 0 mm Reinforcement: ============== Rebar Database: European Size Diam Area Size Diam Area Size Diam Area ------------------------------------------------------------------- 6 6 28 8 8 50 10 10 79 12 12 113 14 14 154 16 16 201 20 20 314 25 25 491 28 28 616 32 32 801 40 40 1256 Confinement: Tied; phi(c) = 0.7, phi(b) = 0.9, a = 0.8 N-10 ties with N-25 bars, N-10 with larger bars. Layout: Rectangular Pattern: Sides Different [Cover to transverse reinforcement (ties)] Total steel area, As = 7458 mm^2 at 0.55% Top Bottom Left Right ---------------------------------------------- Bars 2 N-12 2 N-12 31 N-12 31 N-12 Cover(mm) 40 40 40 40 Applied Loads Computed Strength Computed/ P Mx My P Mx My Applied Pt. (kN) (kN-m) (kN-m) (kN) (kN-m) (kN-m) Ray length ---------------------------------------------------------------- 1 14326 2954 22 15792 3336 24 1.111

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Design note 17 Car Park – Part A – Substructure

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Design note 18 Car Park – Part A – Substructure

8.4. WA33 Geometry: ========= Rectangular: Width = 250 mm Depth = 3800 mm Gross section area, Ag = 950000 mm^2 Ix = 1.14317e+012 mm^4 Xo = 0 mm Iy = 4.94792e+009 mm^4 Yo = 0 mm Reinforcement: ============== Rebar Database: European Size Diam Area Size Diam Area Size Diam Area ------------------------------------------------------------------- 6 6 28 8 8 50 10 10 79 12 12 113 14 14 154 16 16 201 20 20 314 25 25 491 28 28 616 32 32 801 40 40 1256 Confinement: Tied; phi(c) = 0.7, phi(b) = 0.9, a = 0.8 N-10 ties with N-25 bars, N-10 with larger bars. Layout: Rectangular Pattern: Sides Different [Cover to transverse reinforcement (ties)] Total steel area, As = 5650 mm^2 at 0.59% Top Bottom Left Right ---------------------------------------------- Bars 2 N-12 2 N-12 23 N-12 23 N-12 Cover(mm) 40 40 40 40 Applied Loads Computed Strength Computed/ P Mx My P Mx My Applied Pt. (kN) (kN-m) (kN-m) (kN) (kN-m) (kN-m) Ray length ---------------------------------------------------------------- 1 6767 387 21 11959 650 34 1.768 2 2221 2050 3 7706 7264 0 3.504 3 4862 3135 10 9732 6381 12 2.012

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Design note 19 Car Park – Part A – Substructure

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Design note 20 Car Park – Part A – Substructure

8.5. WA34 Geometry: ========= Rectangular: Width = 250 mm Depth = 5925 mm Gross section area, Ag = 1.48125e+006 mm^2 Ix = 4.33335e+012 mm^4 Xo = 0 mm Iy = 7.71484e+009 mm^4 Yo = 0 mm Reinforcement: ============== Rebar Database: European Size Diam Area Size Diam Area Size Diam Area ------------------------------------------------------------------- 6 6 28 8 8 50 10 10 79 12 12 113 14 14 154 16 16 201 20 20 314 25 25 491 28 28 616 32 32 801 40 40 1256 Confinement: Tied; phi(c) = 0.7, phi(b) = 0.9, a = 0.8 N-10 ties with N-25 bars, N-10 with larger bars. Layout: Rectangular Pattern: Sides Different [Cover to transverse reinforcement (ties)] Total steel area, As = 8814 mm^2 at 0.60% Top Bottom Left Right ---------------------------------------------- Bars 2 N-12 2 N-12 37 N-12 37 N-12 Cover(mm) 40 40 40 40 Applied Loads Computed Strength Computed/ P Mx My P Mx My Applied Pt. (kN) (kN-m) (kN-m) (kN) (kN-m) (kN-m) Ray length ---------------------------------------------------------------- 1 12892 3420 8 18656 5014 10 1.462 2 10477 6440 3 18298 11347 0 1.751 3 5220 4334 4 16580 13943 0 3.193

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Design note 21 Car Park – Part A – Substructure

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Design note 22 Car Park – Part A – Substructure

8.6. WA91 Geometry: ========= Rectangular: Width = 250 mm Depth = 4750 mm Gross section area, Ag = 1.1875e+006 mm^2 Ix = 2.23275e+012 mm^4 Xo = 0 mm Iy = 6.1849e+009 mm^4 Yo = 0 mm Reinforcement: ============== Rebar Database: European Size Diam Area Size Diam Area Size Diam Area ------------------------------------------------------------------- 6 6 28 8 8 50 10 10 79 12 12 113 14 14 154 16 16 201 20 20 314 25 25 491 28 28 616 32 32 801 40 40 1256 Confinement: Tied; phi(c) = 0.7, phi(b) = 0.9, a = 0.8 N-10 ties with N-25 bars, N-10 with larger bars. Layout: Rectangular Pattern: Sides Different [Cover to transverse reinforcement (ties)] Total steel area, As = 7006 mm^2 at 0.59% Top Bottom Left Right ---------------------------------------------- Bars 2 N-12 2 N-12 29 N-12 29 N-12 Cover(mm) 40 40 40 40 Applied Loads Computed Strength Computed/ P Mx My P Mx My Applied Pt. (kN) (kN-m) (kN-m) (kN) (kN-m) (kN-m) Ray length ---------------------------------------------------------------- 1 10315 616 120 14830 907 178 1.439 2 5909 6090 130 9408 9803 225 1.601 3 2480 5002 130 4177 8687 216 1.726

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Design note 23 Car Park – Part A – Substructure

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Design note 24 Car Park – Part A – Substructure

9. PILE CAPS & RAFT

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Design note 25 Car Park – Part A – Substructure

9.1. Design Process Regarding the several changes occurs to the building 25 we decided not to change the Etabs model but we export the foundations and the slab on grade to software “Safe”: The data exported from Etabs to Safe are: -Formwork geometric data. -Basic loads values including seismic loads. -All load combinations including seismic loads. -Same model for the piles were introduced to the program. From the Safe we take the moment and the reinforcement of the Mini-Raft and the slab on grade (ACI code). Slab moments and shears per unit length units are displayed from Safe as slab contours. Moments producing x-stresses (Mxx), Moments producing y-stresses (Myy), Twisting moments (Mxy), Shear forces on the x-face (Vxx), Shear forces on the y-face (Vyy). Below we are providing only diagrams for one load combination for information. Safe is designing the slab and the pile caps under all load combinations.

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Design note 26 Car Park – Part A – Substructure

9.2. Diagrams for one combination

9.2.1. Mxx

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Design note 27 Car Park – Part A – Substructure

9.2.2. Myy

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Design note 28 Car Park – Part A – Substructure

9.2.3. Mxy

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Design note 29 Car Park – Part A – Substructure

9.2.4. Vxx

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Design note 30 Car Park – Part A – Substructure

9.2.5. Vyy

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Design note 31 Car Park – Part A – Substructure

10. FOUNDATIONS REINFORCEMENT

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Design note 32 Car Park – Part A – Substructure

10.1. Bottom Reinforcement X-direction (cm2/m)

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Design note 33 Car Park – Part A – Substructure

10.2. Bottom Reinforcement Y-direction (cm2/m)

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Design note 34 Car Park – Part A – Substructure

10.3. Top Reinforcement X-direction (cm2/m)

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Design note 35 Car Park – Part A – Substructure

10.4. Top Reinforcement Y-direction (cm2/m)

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Design note 36 Car Park – Part A – Substructure

10.5. Reinforcement Conclusion Mini-Raft

10.5.1. R1

10.5.2. R2

Reinforcement Area Required (cm2/m)

X-Direction 40Bottom

Y-Direction 52

X-Direction 35R1

Top Y-Direction 31

Reinforcement Area Required (cm2/m)

X-Direction 21.6Bottom

Y-Direction 21.6

X-Direction 21.6R2

Top Y-Direction 21.6

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Design note 37 Car Park – Part A – Substructure

10.5.3. R3

10.5.4. R4 & R9

Reinforcement Area Required (cm2/m)

X-Direction 52Bottom

Y-Direction 45

X-Direction 31R3

Top Y-Direction 25

Reinforcement Area Required (cm2/m)

X-Direction 21.6Bottom

Y-Direction 21.6

X-Direction 21.6

R4 &

R9 Top

Y-Direction 21.6

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Design note 38 Car Park – Part A – Substructure

10.5.5. R5

10.5.6. R6

Reinforcement Area Required (cm2/m)

X-Direction 21.6Bottom

Y-Direction 64

X-Direction 21.6R5

Top Y-Direction 27

Reinforcement Area Required (cm2/m)

X-Direction 21.6Bottom

Y-Direction 21.6

X-Direction 21.6R6

Top Y-Direction 24

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Design note 39 Car Park – Part A – Substructure

10.5.7. R7

10.5.8. R8

Reinforcement Area Required (cm2/m)

X-Direction 21.6Bottom

Y-Direction 21.6

X-Direction 21.6R7

Top Y-Direction 30

Reinforcement Area Required (cm2/m)

X-Direction 23 Bottom

Y-Direction 21.6

X-Direction 24 R8

Top Y-Direction 28

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Design note 40 Car Park – Part A – Substructure

10.6. Punching shear

Punching Shear: Check if Vu ≤ ØVc , Where Ø=0.75 (ACI 318-02)

Vc should be

Case 1: Vc = 0.75x1/6x(1+2(4)/βc)x√f'cxb0xd

the smallest of Case 2: Vc = 0.75x1/12x((αsxd/b0) + 2) x √f'cx b0 x d

Case 3: Vc =0.75x1/3x√f'cxb0xd Where: αs = 40 For Interior Loading

αs = 30 For Edge Loading αs = 20 For Corner Loading d = Effective depth of the footing βc=ratio of long side to short side of the column,concentrated load or reaction area (bxh)

b0 =Perimeter of critical section

Punching shear capacity ratios calculated from safe are

shown on the following figure.

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Design note 41 Car Park – Part A – Substructure

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Design note 42 Car Park – Part A – Substructure

10.7. Design for one-way shear

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Design note 43 Car Park – Part A – Substructure

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Design note 44 Car Park – Part A – Substructure

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Design note 45 Car Park – Part A – Substructure

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Design note 46 Car Park – Part A – Substructure

10.8. Reinforcement Conclusion - Slab on grade

Reinforcement Area Provided (cm2/m)

X-Direction 13.4 Zone 1 Top

&Bottom Y-Direction 13.4

X-Direction 32.7 Slab On Grade

Zone 2 Top &Bottom

Y-Direction 32.7