CED 2 Final Presentation_Compile PDF

CONCEPTUAL

DESIGN

SUPERVISOR : DR TEO WEE

MUHAMMAD SYAFIE BIN MAZLAN 12050

ABDULLAH SOFIY BIN MANSOR 11848

ABDUL HALIM BIN ROSLY 11840

NORAZY SHAKILA BINTI MD. SALLIH 12124

NURUL NASYIHAH BINTI HAMBALI 12168

By Consultant :-

For Client :-

ORGANIZATION

CHART

PROJECT OVERVIEW

PROJECT DESCRIPTION

Office Building of 13-storey at Ara Damansara, Mukim Damansara, Daerah Petaling, Selangor consists:- Basement - 2 levels of car park, Level 1 - Auditorium, Cafeteria, Childcare, Clinic, Multipurpose Shop,

Office Space, Prayer room Level 2-12 Office spaces

SITE LOCATION

FOUNDATION AND

GEOTECHNICAL

ENGINEER PART

1. SOIL INVESTIGATION 2. FOUNDATION 3. BASEMENT WALL AND SYSTEM 4. PILE CAP 5. GROUND BEAM AND GROUND SLAB 6. OTHER CONSIDERATION

1. SITE INVESTIGATION

Soil constitutive properties Design consideration for such soil

properties Risk and integrity of the foundation

on such soil properties

Soil constitutive properties

Soil constitutive properties

SPT from borelog

Standard SPT

Allowable bearing capacity

Design consideration for such soil properties

Platform level is 17-18m.

Average surface level is 53m, we have to cut the soil up to the platform level.

The main constituent of soil is silty sand. Major portion is silt.

Minor portion is sand.

The strength of sandy soil is represented with friction angle (). Pure silts are frictional material and for all practical purposes, it behaves as sands. No clay present.

Ground water table is very high = 42m

Design consideration for such soil properties

Assumptions

SPT value from the borelog are conducted using safety hammer with 70% energy ratio.

Highest GWT after excavation is equal to platform level.

Based on Standard SPT:

Friction angle, = 38

Relative density = 0.85

Unit weight = 22kN/m3

Since we decided to use concrete spun pile:

Lateral earth pressure coefficient, K = 1.0-1.5

Pile skin friction angle, =

Risk and integrity of the foundation on such soil properties

Risk Risk assessment Propose mitigation

High ground water table Causes wet excavation, pile driving and ground beam construction.

Adoptions of water proof reinforce concrete basement wall, drainage culvert and installation of sump pump.



Absence of bed rock Cause excessive settlement of pile.

Pile design based on both skin friction and tip bearing capacity.



Main soil composition is silt Silt can get loose easily. Static compaction is done to the soil before installation of piles.

2. FOUNDATION

Type of foundation use Design of the foundation and type Risk assessment of the foundation

chosen

Type of foundation use Silty sand load bearing capacity = 144kN/m2

Maximum building load = 180kN/m2

Shallow foundation is not sufficient, hence deep foundation is needed.

Type = spun pile

Supplier = Industrial Concrete Product Berhad(ICP)

Pile shoes = open ended

Installation method = jacked in

Codes applied: BS EN 1997-1:2004 Eurocode 7: Geotechnical design

solution Section 7.1 1(P)

BS EN 1997-1:2004 Section 7.4.2 Design Consideration 4(P)

Design of the foundation and types

Using Meyerhof equation correlated with SPT value

Result:

Spun pile class B(effective prestress=5N/mm2)

Diameter = 500mm

Thickness = 90mm

Length = 18m (12m + 6m)

Spun pile individual capacity = 207ton


Cross section detail of the ICP piles


Bonding of ICP pile into pile caps

Risk assessment of the foundation chosen


Improper welding of pile during splicing.

Pile performance will be affected and load transfer will be disturbed.

Site supervision must ensure that the welding thickness must not be less than 6mm and after done with the welding, it must be cooled at least 5 minutes before applying the anti rust protection paint.



Structural damage to the pile head or pile toe.

This might be due to overdriving of pile. The existence of boulder can cause spalling, cracking or breaking of pile structure.

Pile capacity must always be checked and ensure during pile driving, the driving force does not exceed the pile capacity. It s useless to force the pile into the soil while damaging it. Practice good driving technique.



Expose end of pile reinforcement after pile trimming provide hazard to the working personnel.

Potential to cause injuries.

Use protection caps on the bars after pile trimming and before placing foundation concrete.

3. BASEMENT WALL

AND SYSTEM

Type of basement wall and system chosen Design consideration of the basement wall

and system Sequence of work and risk assessment of

the basement wall and system

Type of basement wall and system chosen

Total area = 14, 030 m2.

Depth of excavation = 4.59m +3.425m = 8.015m

Excavation volume= 8.015m X 14, 030m2 = 112,450 m3.

Code used:

BS 8004: 1986 Code of practice for foundations

BS 8002: 1994 Code of practice for earth retaining structures

BS 8110: 1985 Structural use of concrete

DFCP 4: Drilling fluid material - bentonite


Based on BS8102, the function of basement allowed us to design based on Type B.


Support system = braced

Why not anchored?

problem in maintenance in long term. (BS8081:1889 Code of Practise for Ground Anchorages)

If the local authorities require to be removed, then it may pose problems if the system has not been proven at site to be fully removable.

Approval from the adjacent owners should be acquired if there is encroachment of ground anchors into adjacent properties.

Leakages and loss of fine through drill holes need additional precautionary measures in the construction.

Design consideration of the basement wall and system

Concrete compressive strength = 30N/mm2

Reinforcement yield strength = 410N/mm2

Soil equivalent fluid pressure = 60psf/f = 293kg/m2 per meter

Total service level vertical dead load on wall = 481 kN/m

Total service level vertical live load on wall = 286 kN/m

Design assumption Design wall with fixed base

Ground water table is at platform level for conservative design.

Use 2ft additional soil surcharge to account for compaction pressure.


Dimension of diaphragm wall

Basement depth = 8m

Depth of diaphragm wall = 14m

Thickness = 600mm

Vertical reinforcement = 20mm diameter at 200mm c/c

Horizontal reinforcement = 14mm diameter at 300mm c/c

Length of interval for alternating diaphragm wall excavation = 5m to 7m


Method of construction = top down

Advantages: reduces the time Reduced

settlement. saves the cost of

formwork.

Sequence of work

Earthwork Diaphragm

wall Bored, casing and spun pile

Stanchions Superstructure

and substructure Top down

construction sequence

Sequence of work

Diaphragm wall sequence

Install guide wall at 1.5m to 2m depth and 0.6m wide.

Trench excavation and deposit soil to a holding tank

Install rebar cage

Checking verticality by Coden Test.

Tremie concrete.

Disposal of excavated soil from holding tank.

Risk assessment of the basement wall and system


Working inside the excavation basement area

Confine dark space give minimum space for error. Slight collision between cranes with the stanchions can cause disasters.

Implement systematic working condition with extra precaution. Space opening must be sufficient for safe mobilization of crane. Limited access and number of workers inside the basement for safety reason.

Risk assessment of the basement wall and system


Cold joint due to the interval concreting.

Presence of small void which can allow ground water to pass thru the basement wall.

If the crack is minute, it can be seal with thin layer of concrete sealant. Sump pump need to be installed inside the basement in case if the water intrusion is unstoppable.

4. PILE CAP

Typical design of pile cap Design of at least 50% of the total

types of pile cap Risk assessment and integrity of the

pile cap

Typical design of pile cap

Code used:


BS 5950 Structural steel design

Truss method

Check:

Shear capacity

Punching shear


Design criteria: Concrete strength , fcu = 30N/mm

2

Reinforcement steel yield strength, fy = 460N/mm2

Pile capacity = 2129 kN

Size aggregate = 20mm

Top and side cover = 50mm

Bottom cover = 75mm

Concrete c = 1.5

Steel s = 1.05

Concrete density = 24 kN/m3

Design of pile cap methodology or construction sequences

Formwork and reinforcement bar are placed

Ready mix concrete is transfer into the formwork. Various method of transferring can be done which are by using excavator bucket, specific concrete bucket or boom of pump truck.

Then the concrete is vibrated using vibrator to reduce the air voids

The concrete is allowed to harden.

Risk assessment and integrity of the pile cap


Shear failure and punching failure in pile cap.

This failure can be mitigate if the pile cap have enough thickness and reinforcement inside it.

Shear and punching failure should be checked and provide sufficient reinforcement bars.

Risk assessment and integrity of the pile cap


Eccentric loads from axial column

Eccentricity induced moment.

Column should be checked for verticality during construction.

5. GROUND BEAM AND

GROUND SLAB

Typical design of ground tie beam and ground slab

Design details and types of ground beam and ground slab

Risk assessment of the designed ground beam and ground slab

Typical design of ground tie beam and ground slab

Code use:


BS 5950 Structural steel design

Two way suspended slab 8.2m x 8.2m


Concrete strength = 30N/mm2

Reinforcement strength = 460 N/mm2

Slab thickness = 300mm

Slab area = 8.2m x 8.2m = 67.24m2

Beam width = 800mm

Beam thickness = 900mm

Beam length = 8200m


Slab reinforcement details:

X direction = T12-150c/c

Y direction = T12-150c/c

Beam reinforcement details:

Top portion = 3T20

Bottom portion = 3T25

Link = 2T8 200c/c

Risk assessment of the designed ground beam and ground slab


The formwork at the bottom of the slab is difficult to remove.

Due to the weight of beam and friction between soil underneath and beam.

Provide extra thickness for bottom concrete cover which is 75mm. Eliminate the bottom formwork.

6. OTHER

CONSIDERATION

Waterproofing method Cold joint treatment and waterstop Risk mitigation of the chosen

method

Waterproofing method

High ground water table exert uplift pressure to the basement slab and beam

Uplift forces = 433,000kN

Self weight of beam and slab = 154,000kN

Passive method = diaphragm wall

Active method = sump pump


Sump pump specification Type: Submersible Sump basin dimension: 0.6m

diameter x 1m depth Individual capacity: 100 liters Service life: 15 years Head pressure: 10m Suction capability: 0.5

horsepower (400W) Periodic maintenance: annually Daily operation using main

power supply but has backup battery for power outage

Additional features: - High water alarm - Automatic operation


9 units of sump pumps

Distance between each sump pump is between 30m to 70m.

Location of the sump pump


Installed along the interior perimeter of the basement wall.

Total length is 520m.

The drainage pipe used is WaterGuard.

It includes a wall flange that extends up slightly from the drainage system.

French drain system

Cold joint treatment using waterstop

Hydrophilic waterstop. Exposure to water makes the material expand

dramatically Enough to create a compression seal Material = chloroprene rubber.

Risk mitigation of the chosen method


Small silt can clog the WaterGuard passage inside the French drain.

This prevent sump pump from pumping ground water out from the basement.

Periodic maintenance must be done annually to ensure the system works. Clogged WaterGuard must be replaced with the new one.

SUPERSTRUCTURE

BS 6399 : part 1 : 1984

Loading

Dead Load

concrete 2400 kg/m

Metal deck 13.6 kg/m

Column Variable depending on type

Beam Variable depending on type

Loading

Live Load(kn/m)

General area 2.5

Balconies 4

Store 4

Toilet 2

Electric Room(AHU) 2

Stair 4

Harvesting tank 29.43

Typical floor layout

STAIRS

AHU SHEAR CORE WALL

TOILET

AHU BALCONY

STORE

STORE

STAIRS

BALCONY

Slab System(Bondeck)

Bondeck(properties)

Section properties per m width

Thickness (mm)

Grade(mpa) Section modulus area (x10mm/m)

Cross sectional area (mm/m)

Second moment (x10^4 mm^4/mm)

Weight (kg/m)

1.00 550 16.69 1678 64.08 13.6

Continous span

No prop Concrete thickness 2960

Continuos span 1 prop 150mm

5930

Steel conform to BS EN 10147

Fire resistance up to 120 minutes

BONDECK(reinforcement bar)

Help in supporrting load (longitudinal)

Shrinkage and temperature effect (transverse)

Bondeck(piping)

Bondeck(electrical wiring)

BEAM

(Based on BS 5950)

Universal beam

1)UB 533 x 210 x 92

2)UB 610 x 229 x 125

3)UB 610 x 305 x 149

4)UB 914 x 305 x 224

5)UB 1016 x 305 x 314

Beam layout

UB 533 x 210 x 92

UB 610 x 229 x 125

UB 610 x 305 x 149

UB 914 x 305 x 224

(Floor 9)

UB 1016 x 305 x 314

(floor 13)

Column

(based on BS 5950)

Universal column

Column (core)

Column (critical)

Column

(External)

Column

GROUP

COLUMN

FLOOR

1-5 6-10 11-13

Core Column 356 X 406 X 467 305 X 305 X 118 254 x 254 x 89

External Column 356 X 406 X 467 356 X 368 X 177 356 X 368 X 129

Critical Column 356 X 406 X 467 356 X 406 X 467 356 x 368 x 177

Lift shear core

0.98 kn/m

Wind load calculated based on MS 1553 2002

Assumption that the wind load will all be taken by the shear core wall

Lift motor room load of 7.5kn/m

Lift Shear Core dimension

Lift shear core Length(m) 2.4

Thickness/ width(m)

0.4

Lift Shear Core Rebar

4x1T25(corner) x 2x13T25(internal) x 2x6T25(side)

Staircase

Type 1

Type 2

Type 2

Staircase

G

R

T

Riser(R) = 166.67 mm Tread(T) = 255 mm Going(G) = 250 mm

Staircase

MAIN REBAR SIZE

TYPE 1 T12-300 T8-150 SC 1 & 2

TYPE 2 T12-250 T8-125 SC 6 & 7

CONNECTION

Base plate to column

UC 356 x 406 x 467

Dimension

= 58 cm x 57 cm

Thickness = 7 cm

Bolt grade of 4.6 with 20mm diameter

Beam to column

One example dimension for UB 533 x 210 x 92 9 bolts M22 grade 4.6 o 6 bolts at column o 3 bolts at beam

Splice

Splicing UC 356 x 406 x 467 to same size

Plate connector length = 450 mm Width connector length = 450 mm Thickness plate = 35mm Web cover plate width = 230 mm 4 no M20, 8.8 grade bolts

Splice

Splicing UC 356 x 406 x 467 to UC

305 x 305 x 118 Connector plate length of 320 mm Width of connector plate of 125

mm Thickness of connector plate of 15

mm Web cover plate width of 165 mm Use M20, 8.8 grade of bolt

Risk assesment

Risk Risk assesment Mitigation

Fire

Affect structural ability

Danger to human lives

Intumescent coating that can upstand fire up until 120 minutes

Corrosion

Affect structural ability

Spread more into the member

Coat with coating such as paint

Lintel

Lintel

Height(mm) 60 110 210 Thickness

(mm) 3.0 3.0 3.0

UDL can sustained

(kn/m) 4 8 10

INFRASTRUCTURE

Source: Perbadanan Urus Air Selangor (PUAS) BHD.

Main Building (13 Storey Building) : = 29125 m2

WATER DEMAND

Normal Usage (Drinking) : (PUAS) = 291 250 L/day = 291. 25 m3/day

For Hose Reel and Fire Hydrant Usage: (UBBL) = 12133 L/day = 12.133 m3/day

STORAGE TANK STORAGE TANK

DIMENSION : 10000 mm x 8000 mm x 6000 mm

Designing storage tank for 3 days usage : Normal usage = 873.75 3 Fire Hydrant and Hose Reel = 36. 4 3

TOTAL VOLUME OF WATER = 910.15 Volume of water per 1 tank = 456 3

No of tanks : 2

Using RC storage tank :

Concrete Plinth : 300 X 500 ( Gap = 1m)

STORAGE TANK WATER RECTICULATION

Standard Code : MS 1058: Part 2: 2002 Dimensioning:

Source: Hazen-Williams Equation

Diameter : 110 mm Flow velocity : 0.17 m/s Length : 100 m Pipe head loss : 0.35 Implement pumps to water tank

--> Hazen Williams Equation

Type of Pipe = HDPE PIPE

SEWERAGE CAPACITY

Source: Indah Water Konsortium)

PE calculated: = 1446 person Discharge Produced: = 0.225m3/day.person * 1380 = 310.5m3/day = 3.593 m3/s

STORAGE TANK SEWERAGE PIPE Standard Code : MS 1228 : 1991 : MS 1228 C1. 4. 3. 3 (Hydraulic Design)

Slope (%) 0.4 %

Sewer Line Diameter (mm) 100

Source: Indah Water Konsortium ( IWK) Dimension Selection:

Diameter, Dia = 200 mm Slope, S = 1: 100 Material used: HDPE Pipe

= where = 3.59

3 m3/s Peak Factor = 1.164

= . m3/s

Using V = 0.45 m/s : From Q= AV A = .

STP (1 km from

the site)

Project Site

Manhole: - At every change of direction (at 100m) - No of manhole = 6 - Min diameter = 225 mm

Sewerage Tapping Point

STORAGE TANK DRAINAGE SYSTEM

OUTER DRAIN

Minor System Design ARI : 10 years ( 10 = 315.33 mm/ hr)

Major System Design ARI : 50 years ( 50 = 385.25 mm/ hr)

ANNUAL RAINFALL INTENSITY (Source : MSMA)

INNER DRAIN

=

360 ------------- Equation 14.7

Note: C= 0.09

Area = 1.4 ha

Q10 = 1.1036 m3/s

= 38.998 ft3/s

Q50 = 1.3484 m3/s

= 47.646 ft3/s

Area = 0.19 ha

Q10 = 0.1498 m3/s

= 5.293 ft3/s

Q50 = 0.1830 m3/s

= 6.466 ft3/s

Outer Drain Inner Drain

Width (m) 0.9 0.45

Height (m) 0.75 0.45

Freeboard (m) 0.05 0.05

Flow Capacity ,q (m3/s ) 1.45 0.19

Velocity (m2/s) 2.29 1.38

q = A R2/3 S1/2 n

Drain capacity > Q peak OK

V = Q A

Type of Drain : U- Drained Size Material : Concrete Supplier : OKA COOPERATION BHD.

Slope of Drain = 0.005

STORAGE TANK HARVESTING TANK

2 harvesting tank Dimension : 3000 x 3000 x 3000

Volume Capacity = 273 x 2 tanks = 54 3 Maximum volume of rain water collected = 32.19m3 < 54 3

OK

PAVEMENT

PARKING LOT PAVEMENT

Pavement type: Asphalt Concrete Base Pavement

Subgrade class: moderate

4cm

9cm

DCA REQUIREMENT

AIRPORT REQUIREMENT

2.96km

3.5km

Inner horizontal surface

AIRPORT REQUIREMENT

Elevation of Inner Horizontal Surface: 27m MSL

Requirement for obstacles height: 45m

PL

Inner Horizontal Surface

Height requirement

Height : 53.5m

MSL

27m

45m

17.8m

ASSESSMENT

TRAFFIC IMPACT ASSESSMENT (TIA)

Year Volume (veh/hr) LOS

2010 8 233 C

2012 9 283 D

2015 11 113 D

2020 15 000 E

Census Station : Kuala Lumpur-Subang Airport (BR802)

Mitigation for year 2020: Add one lane per

direction. AND Increase lane width LOS : D

ENVIRONMENTAL IMPACT

ASSESSMENT (EIA)

Environmental Quality (Prescribed Activities) (Environmental Impact Assessment) Order 1987.

Required area: 500 000 squared-metre

Area of project: 14 030 squared-meter

No EIA is required

ENVIRONMENTAL IMPACT

ASSESSMENT (EIA)

MATERIALS USED

STEEL FRAME

Advantages

Shorter build times

Reduced site labour

Superior quality

Reduced environment disruption to site.

LYSAGHT BONDEK

Excellent spanning capacities for greater strength and less deflection

Acts as permanent formwork with minimal propping and no stripping of formwork is required

Fast and easy to install with less handling required

Works as composite slab saving on concrete and reinforcement costs

Ribs at 200mm centres creating a safe working platform with slip resistant embossments

Advanced design for fire resistance

HOMOGENEOUS TILES

Tougher tile because lower water absorption rate & higher density.

Use in:-

Staircase

Balconies

Toilets

GRANITE TILES

Easily remove stains

Wide availability in market

Use in:-

Staircase

Floor outside the lift

CEMENT RENDER

Solid plastering

Often textured, colored, painted after application.

Use in:-

AHU

Store

FLOOR SCREEDS/CARPET

Screed directly bonded to base

Carpet offering warmth

Use in:-

Office area

FLOOR DROPS

To avoid water flow out to other area in building.

Examples:

Toilets (50mm drop)

Balconies (100mm drop)

BUILDING SET-BACK

Required distance that a building must be located away from the streets, easements, and other structures.

3500mm setback

SCHEDULING

SUBMISSION SCHEDULE

CONSTRUCTION SCHEDULE

MINIMIZED

WASTAGES IN

CONSTRUCTION

PROJECT

Construction Waste

Construction Waste

A waste allowance is generally included within the order to account for design waste and construction process waste.

Construction waste categories:

Generated by design activities.

Generated by construction activities.

Typical Malaysian Contractors Material Wastage Allowance

Material Wastage Allowance

Concrete 7%

Rebar up to 16mm 8%

Rebar more than 16mm 15%

Formwork 12%

Cement screed 30%

Red bricks wall 12%

Metal roofing 5%

Tiling 8%

MINIMIZE CONSTRUCTION WASTE

An effective effort in minimizing wastage in construction can:

Make significant savings

to the client, contractors and the environment

Divert a high percentage of all construction waste materials from the landfill and recycled into new products.

BUILDING ECONOMICS

BUILDING COSTING (June 2012) SECTIONS COST (RM)

Steel beam RM6,338,588.26

Steel Column RM 75,232,858.80

Lysaght Bondex RM 497,605.45

Spun Pile RM 824,100.00

Pile Cap RM 90,159.00

Water tank RM20,875.20

Harvesting Tank RM2,635.20

Water Reticulation Pipe RM 2,300.00

TOTAL RM83,009,121.91

MAIN TOWER ONLY:-

WHOLE PROJECT AREA MAIN TOWER AREA

SECTIONS COST (RM) COST (RM)

Basement walls RM3,763,327.71 -

Excavation RM11,245,045.00 RM1,697,152.21

TOTAL RM14,571,572.71 RM1,697,152.21

MAIN TOWER & WHOLE AREA:-

BUILDING COSTING (June 2012)

ESTIMATION TOTAL COST OF MAIN BUILDING:-

RM140,000,000

THANK YOU

By Consultant :-

For Client :-

CED 2 Final Presentation_Compile PDF

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