INTEGRATED DESIGN PROJECT

GROUP MEMBER:MUHAMMAD SHAFIQ AIMAN BIN AHMRAN

ADILAH ARMA SHAARIMOHD NAZAMIR BIN AZHAR

MUHAMMAD RAFIQUE MOHD NASIRSUPERVISOR :

IR.ASRI BIN ABD RAHIM

• PROGRESSIVE BUILDER CONST. founded in 1 Feb 2005 initially to provide professional consulting services in Civil & Structural Engineering.

• providing extensive professional services to both the public and private sector

• The Firm had affiliated and associated with others professionals and recruited several experience personnel to form productive team

INTRODUCTION

PROJECT DESCRIPTION ITEMS CONTENT

PROJECT NAMES DESIGN PROPOSAL OF STADIUM AT PAUH PUTRA UNIVERSITI MALAYSIA PERLIS (UniMAP)

COST RM5430527.85

PROJECT DATE (START –FINISH) 16 FEBRUARY 2015-29MAY 2015

CONTRACT PERIOD 14 WEEKS

PROJECT DIRECTOR REPRESENTATIVE PEGAWAI JABATAN PEMBANGUNAN KAMPUS PAUH PUTRA UNIVERSITI MALAYSIA PERLIS 02600,ARAU, PERLIS

DESIGN CONSULTANT

1. Project Manager2. Geotechnical Engineer3. Civil Engineer4. Structural Engineer5. M&E Engineer

1. MUHAMMAD SHAFIQ AIMAN BIN AHMRAN

2. ADILAH ARMA BT SHAARI3. MUHAMMAD NAZMIR BIN AZHAR4. MUHAMMAD SHAFIQ AIMAN BIN

AHMRAN5. MOHD RAFIQ BIN ,OHD NASIR

CRITCAL PATH METHOD

• Borelog Data EARTHWORK

SAFE BEARING CAPACITY

• Safe bearing capacity- qult = 258 kN/m2- qallow = 86 kN/m2- Q = 774 kN

• Total Settlement = Elastic + Consolidation = 99 mm

• Proposed foundation Deep foundation (RC pile) Size = 200 x 200mm Length = 9 m

• Pile cap layout

PILE CAP DETAILING

CALCULATION OF COLUMN LOAD USING AREA METHOD (VIP ROOM GRANDSTAND)

STRUCTURE DESIGN

ROOF FLOOR LAYOUT

TOP ROOF (VIP ROOM)

VIP ROOMTRF

Material

METAL DECK ROOFING SHEET WITH 50 THK. INSULATION WOOL& A LAYER DOUBLE SIDED SISALATION ON CHICKEN WIRE MESH M.S PURLIN AT 1200 C/C

Dead Load (kN/m2) 3.9 THK 50 mm

Live Load (kN/m2) 0.8 DENSITY 78

Ultimate Load (kN/m2) 6.465

Label Area (m2) Load (kN)

CL1 102.599942 663.30862503

CL2 102.599942 663.30862503

CL3 78.974956 510.57309054

CL4 78.974956 510.57309054

CL5 102.599942 663.30862503

CL6 102.599942 663.30862503

References :Eurocode 1 (Table 2.2.2 & 2.3.1)

TOTAL COLUMN LOAD Label Load (kN)

CL1 663.309

CL2 1141.354

CL3 1073.384

CL4 1127.603

CL5 1180.304

CL6 663.309

CLS1 275.041

CLS2 287.794

CLS3 243.768

CLS4 228.936

CALCULATION OF COLUM LOAD FROM GRANDSTAND (FIXED SEAT)

COLUMN GRANDTAND

SPECIFICATION OF GRANDSTAND (FIXED SEAT)Specification

Dimensions :

R 450 mm

G 900 mm

h 212 mm

width of stair, w 5800 mm 22.94

length of stair, L 2000 mm

Characteristic Actions:

permanent,gk 1(excluding selfweight)

variable,qk 4

Materials :

fck 25

fyk 500

unit weight of concrete 25

Cnom 25 mm

Ø bar 8 mm

ACTION AND ANALYSISAction & Analysis

Slab selfweight 11.55

Permanent load(excluding selfweight) 1

gk 12.55

qk 4

Ultimate Load 22.94

Distributed load133071.0424991

32

Bending Moment53228.41699965

27

Average thickness

y 237 mm

t 462 mm

TOTAL COLUMN LOAD FROM GRANDSTAND ( 1ST AND 2ND FLOOR)

Label Area (m2)Area (m2) Load (kN)

A1 3.57 163.82

A2 7.21 330.84

A3 7.28 334.05

A4 7.28 334.05

A5 9.12 418.49

A6 10.21 468.50

A7 20 917.73

A8 20.18 925.99

A9 20.18 925.99

A10 25.55 1172.40

A11 6.15 282.20

A12 15.47 709.87

A13 15.6 715.83

A14 15.6 715.83

A15 11.18 513.01

A16 8.46 388.20

A17 16.51 757.59

A18 16.65 764.01

A19 16.65 764.01

A20 12.36 567.16

21 12.29 563.95

22 13.25 608.00

23 8.3 380.86

BEAM DESIGN • BEAM LAYOUT

DESIGN CONSIDERATION Concrete:

Grade 30 for superstructure Density = 25 kg/m3

Reinforcement: Grade 500 N/mm2 for main

reinforcement Grade 500 N/mm2 for shear link

reinforcement Concrete cover

30 mm Design criteria

Loading: EC1 RC design: EC2

BEAM DESIGN (OFFICE)Beam size, b x h: 200mmX450mm

This beam size will be used for all beams from ground to roof beam.

Reinforcement bar:20mm

Link:6mm

BEAM DETAIL

•References : Eurocode 1 (Table 2.2.2 & 2.3.1)

SLAB DESIGN LOADING DETERMINATION • Slab self weight• Finishes• Imposed load (EC1)• Ultimate design load, n = 1.35Gk + 1.5QkCOVER • Exposure condition (Table 4.1, EN 1992-1-1)• Fire resistance (Table 5.8, EN 1992-1-2)

FLOOR SLAB• Two-way restrained slab• Ly/Lx = 5360 mm x 5000 mm• Thickness, h = 150 mm• Main reinforcement

- H12-225- H12-250- H12-300

ROOF TRUSSESROOF TRUSSES OFFICE

10°

4075 5360 3675

2645

A B C D

E F

G

2.96 kN

5.01 kN

4.10 kN

4.74 kN

2.70 kN

9.73 kN 8.36 kN 11.14 kN 9.78 kN

The proposed sewer lines is to cater the following : -• Stadium• OfficeManhole• Max. Spacing : Not Greater Than 90 m• Minimum Depth : 1200mm Below Ground Level• Manhole covers : Heavy Duty Cast Iron ManholesDesign Criteria • Malaysian Standard, MS1228• “Design and installation of sewerage system by the Director General of Sewerage

Services Department”• Malaysian Sewerage Industry Guideline (MSIG).• following gradients ( Building Spec JKR )

SEWERAGE SYSTEM

Design Criteria and Formulae :• Stadium= 0.2 per Person Note: PE calculation base on Table A.1 Sewerage Treatment VOL 4 • Office= 3 PE per 100m2 gross area,   Calculation of Population Equivalent (P.E)

• The total area for office is 177m2. The estimated numbers of capacity for this

stadium is about 120 persons. The PE calculations are shown above.

ITEM DESCRIPTION NO PERSON/AREA (m2)

P.E TOTAL P.E

1 STADIUM 120 0.2 per staff 24.0

3 OFFICE 177 3/100m2 5.0

29.0

Example of Sewerage Calculation 1. Population Equivalent , PE : 5.002. Cumulative PE : 5.00+4.00 = 9.003. Peak Flow Factor : 4.7 (C.PE/1000) -0.11

4.7(9/1000) -0.11

= 7.9m3/min/PE4. Design Flow Peak flow factor x (225liter/day) x(day/24x60x60) x(m3 /1000)x PE

= 7.95 x (225L/day)x (day/24x60x60) x (m3 /1000) x 9.0 = 0.00018 m3 / s

SEWERAGE LAYOUT

Working Volume and Accumulated Sludge Volume for Septic tank

Dimension for Septic Tank Cast in-Situ for 29 PE

Dimension for Septic Tank Cast in-Situ for 30 PE

WATER RETICULATION

WATER DEMAND FOR PROPSED BUILDING

No. Types of Fittings Qty. Storage Demand Demand

Capacity (Liters) (lpd) (gpd)1 Shower 24 900 21,600 4,7522 Lavatory Basins 20 90 1,800 3963 Water Closet 26 180 4,680 1,0304 Wash Up Sink 1 225 225 505 Water Tap 13 90 1,170 2576 Urinal 2 180 360 79

29,835.00 6564

The Estimated Daily Demand For Domestic Use

TOTAL WATER DEMAND

b) The estimated water demand for fire fighting (Class E) 680.00 lpm

Therefore, total water demand for this development 700.72 lpm

11.68 lps

PEAK FLOW ANALYSIS

Tapping Point,1

TYPE OF

PIPE

H. WILLIAMS,

C L (m) D (m)Q

(Avg) Q, Peak A(M²)Node Up

Node Down

Velocity node up

Velocity node down

V < Vmax = 2.6 hf

(m)

Residual Head Pressure Node Up

Residual Head Pressure N. Down

Minimum Residual Pressure > 7.5m

SV A HDPE 120 53.8 0.2 0.369 0.923 0.031 55.09 50.74 0.00 0.03 OK 0.05 36.50 40.86 OK

A B HDPE 120 33.9 0.2 0.369 0.923 0.031 50.74 52.82 0.03 0.03 OK 0.03 40.86 38.78 OK

B C HDPE 120 17.5 0.2 0.369 0.923 0.031 52.82 52.74 0.03 0.03 OK 0.01 38.78 38.86 OK

C D HDPE 120 60.6 0.2 0.369 0.923 0.031 52.74 49.67 0.03 0.03 OK 0.05 38.86 41.93 OK

D E HDPE 120 33.8 0.2 0.369 0.923 0.031 49.67 49.56 0.03 0.03 OK 0.03 41.93 42.04 OK

E F HDPE 120 28.6 0.2 0.369 0.923 0.031 49.56 49.57 0.03 0.03 OK 0.02 42.04 42.03 OK

F G HDPE 120 28.6 0.2 0.369 0.923 0.031 49.570 51.17 0.03 0.03 OK 0.02 42.03 40.43 OK

G H HDPE 120 31.2 0.2 0.369 0.923 0.031 51.170 50.75 0.03 0.03 OK 0.03 40.43 40.85 OK

H BUILDNG HDPE 120 34.4 0.2 0.369 0.923 0.031 50.758 50.88 0.03 0.03 OK 0.03 40.85 40.72 OK

H HR1 HDPE 120 5.35 0.2 0.369 0.923 0.031 51.170 50.88 0.03 0.03 OK 0.00 40.72 41.00 OK

HR1 I HDPE 120 27.7 0.2 0.369 0.923 0.031 50.886 50.16 0.03 0.03 OK 0.02 41.00 41.72 OK

I J HDPE 120 9.93 0.2 0.369 0.923 0.031 50.166 50.15 0.03 0.03 OK 0.00 41.72 41.73 OK

J HR2 HDPE 120 14.8 0.2 0.369 0.923 0.031 50.159 50.68 0.03 0.03 OK 0.01 41.73 41.204 OK

FIRE FLOW ANALYSIS

Tapping Point,1

TYPE OF

PIPEH.

WILLIAMS, C

L (m)D (m) Q (Avg

Q, Fire Flow

Area Pipe(M²)

Node Up

Node Down

Velocity node up

Velocity node down

V < Vmax = 2.6

hf (m)

Residual Head Pressure Node Up

Residual Head Pressure N. Down

Minimum Residual Pressure > 7.5m

SV A HDPE 120 53.882 0.2 0.345 11.345 0.0314 55.1 52.7 0.00 1.44 OK 0.578 36.50 40.17 OK

A B HDPE 120 33.909 0.2 0.345 11.345 0.0314 52.7 52.6 1.44 1.44 OK 0.364 40.17 37.73 OK

B C HDPE 120 17.587 0.2 0.345 11.345 0.0314 52.6 52.4 1.44 1.44 OK 0.189 37.73 37.62 OK

C D HDPE 120 60.624 0.2 0.345 11.345 0.0314 52.4 52.3 1.44 1.44 OK 0.650 37.62 40.04 OK

D E HDPE 120 33.883 0.2 0.345 11.345 0.0314 52.3 51.9 1.44 1.44 OK 0.363 40.04 39.79 OK

E F HDPE 120 28.631 0.2 0.345 11.345 0.0314 51.9 51.9 1.44 1.44 OK 0.307 39.79 39.48 OK

F G HDPE 120 28.631 0.2 0.345 11.345 0.0314 51.9 51.2 1.44 1.44 OK 0.307 39.48 37.57 OK

G H HDPE 120 31.288 0.2 0.345 11.345 0.0314 51.2 50.9 1.44 1.44 OK 0.335 37.57 37.65 OK

H BUILDNG HDPE 120 34.450 0.2 0.345 11.345 0.0314 50.9 50.9 1.44 1.44 OK 0.369 37.65 37.15 OK

H HR1 HDPE 120 5.355 0.2 0.345 11.345 0.0314 50.9 50.8 1.44 1.44 OK 0.057 37.15 37.38 OK

HR1

I HDPE 120 27.720 0.2 0.345 11.345 0.0314 50.8 50.7 1.44 1.44 OK 0.297 37.38 37.80 OK

I J HDPE 120 9.931 0.2 0.345 11.345 0.0314 50.7 50.2 1.44 1.44 OK 0.106 37.80 37.70 OK

J HR2 HDPE 120 14.847 0.2 0.345 11.345 0.0314 50.2 50.2 1.44 1.44 OK 0.159 37.70 37.02 OK

EXTERNAL PIPEWORKS

ROAD DESIGN

DESIGN ROAD

Road need to be designed by considered several terms which is requirement from clients, environmental barriers, safety, physical environmental factors (such as topography, climate, and soils), traffic requirements, and traffic service levels.

.

Objectives of Road Design

Get the speed limit

for the road

Amount and types of

traffic to be expected

Life of the facility and functional

classification

Obtain the thickness

of pavement.

Criteria of the Road and Drainage Design Rural Areas Standard Use : R2/U2• Provide very low geometric standard and is applied to be very low traffic where

the chances of two way flow is low.

Categories of road : Minor Roads• Form the basic road network within a Land Scheme or other inhabited areas in

rural areas.

Access control : Non control access• There is basically no limitation of access. Topography terrain : Rolling• The topographical condition where the natural slopes consistently rise above

and fall below the road or street grade and where occasional steep slopes offer some restriction to normal horizontal and vertical roadway alignment. The natural ground cross slope in a rolling terrain are generally between 3% - 25%

Traffic : ADT Design Vehicles : Refer Figure 3.2 ( SU Design Vehicle ) Design speed : 50 km/h maximum safe speed that can be maintained over a specified section of the road depends on the road conditionsThe assumed design speed should be a logical one with respect to the topography, the adjacent land use and the type of road. Design should be practicable while maintaining the desired degree of safety, mobility and efficiency. Capacity Capacity is negligible due to a very low passenger car unit (PCU) and frequency. Level of Service : AFree flow with low volumes, densities and high speed. Drivers can maintain their desired speeds with little or no delay

PavementPavement type : Intermediate Type

Pavement(Bituminious Macadam / Concrete)

Shoulders– Usable shoulders : 2.00m ( Refer Table 5-4A,

Arahan Teknik Jalan 8/86 )

KerbsType of kerbs : Barrier kerb Kerb : Sidewalks

CALCULATIONGiven :Design speed : 50km/hTraffic direction at Pauh Sport Complex

Calculation

Step 1 : Development of Design Input• PCV = 16 % (no detailed break-down by vehicle type)• Lane Distribution Factor, L = 1.0 (one lane in one direction)Table 2.2• Terrain Factor, T = 1.1 (rolling)Table 2.3• Design Life = 10 years• Annual Traffic Growth = 3.0%

Step 2: Determine Design Traffic (Traffic Category)• ESAL (Base Year) = 0.0672 million• ESAL (Base Year) Busses = 0.0346 million

• Total ESALY1 = 0.102 million• Design Traffic over 10 Years; ESALDES = 0.77 million

= Traffic Category T 1

Step 3 : Determine Sub-Grade Strength (Sub-Grade Category)• Results from Sub-Grade testing;• CBR Mean =9.5%• CBR Standard Deviation = 4.4%• Probability 60% (Normal Deviate = 0.253)• Characteristic CBR value used for design;

= 9.5% – 0.253 x 4.4%= 9.5% – 1.1%= 8.4%= Sub-Grade Category SG 1

Step 4 : Select one of the pavement structures from Figure 8C (T 1, SG 1)• Conventional flexible with unmodified PEN 50/70 bitumen;

– Bituminous Surface Course (AC-10 or AC-14): 5 cm– Bituminous Binder/Base Course (AC 28): 13 cm– Crushed Aggregate Base or Wet-Mix Base: 20 cm– Granular Sub-Base: 20 cm

PAVEMENT CROSS SECTION

DRAINAGE SYSTEM

DRAINAGE LAYOUT

HALF ROUNDED DRAINAGE LOCATED ALONG SPORTS COMPLEX

PRECAST DRAINAGE LOCATED TO THE MAIN ROAD

HALF ROUNDED DRAIN SPECIFICATIONi. Diameter,d = 300 mmii. Area,A = 0.1iii. Slope,s = 0.005iv. Hydraulic Radius,r = 0.075v. Disharge = 0.12vi. Velocity = 1.25

PRECAST DRAIN SPECIFICATIONi. Diameter,d = 600 mmii. Area,A = 0 mm2iii. Slope,s = 0.005iv. Hydraulic Radius,r = 0.071v. Disharge,Q = 0.581 m3/svi. Velocity,V = 2.055 m/s

Discharge Value And Velocity Required

• Section A = 0.02 m3/s • Section B = 0 m3/s • Section C = 0.01 m3/s • Section D:

• 13 = 0.01 m3/s • 14 = 0.01 m3/s • 15 = 0.02 m3/s • 16 = 0.01 m3/s • 17 = 0.02 m3/s

• Section A = 0.96 m/s • Section B = 0.96 m/s • Section C = 0.96 m/s • Section D:

• 13 = 1.6 m/s • 14 = 1.6 m/s • 15 = 1.6 m/s • 16 = 1.6 m/s • 17 = 1.6 m/s

MECHANICAL & ELECTRICAL

This part covers several internal elements in the buildings :

Power Supply System

Lighting system

Air -conditioning

Fire resistance

ELECTRICALGROUND FLOOR

2ND FLOOR

1ST FLOOR

MECHANICALGROUND FLOOR

2ND FLOOR

POSITION OF LIGHTING AND POWER SUPPLY

GROUND FLOOR

POSITION OF LIGHTING AND POWER SUPPLY

FIRST FLOOR

POSITION OF LIGHTING AND POWER SUPPLY

SECOND FLOOR

POSITION OF AIR-CONDITIONING,EXHAUST FAN AND FIRE FIGHTING

GROUND FLOOR

POSITION OF AIR-CONDITIONING,EXHAUST FAN AND FIRE FIGHTING

SECOND FLOOR

No of Light Used = Lux Requirement JKR × Area (m2)

((No of Bulb × Mentol Lumens × Utilization Factor (CU) × Maintenance Factor (MF))

LIGHTING SYSTEM

AIR CONDITIONING

CALCULATION

Cooling Load Requirement (HP) = (Room Area) × 609000

Cooling Load Requirement (HP) = (Room Area) × 60

9000

2 x 36 WATT RECESSED

FLUORESCENT

1 x 18 WATT BARE

FLUORESCENT

WALL MOUNTED SPLIT UNIT

FIRE RESISTANCE

FIRE RESISTANCE

FIRE RESISTANCE

EXIT SIGN

EMERGENCY LIGHT

DRY POWDER AND CO2 FIRE EXTINGUISHER

PRELIMINARY DETAILS ABSTRACT

PRELIMINARY DETAILS ABSTARCT

SUMMARY OF BILL QUANTITY

BILL NO DESCRIPTION TENDER AMOUNT (RM)

BILL 1 PRELIMINARIES 429,816.50

BILL 2 EARTH WORK 106,4780.00

BILL 3 TURFING 4544.00

BILL 4 PILING 146,992.89

BILL 5 STRUCTURE 333,368.95

BILL 5 WATER RETICULATION 72467.00

BILL 6 SEWARAGE SYSTEM 139,956.00

BILL 7 ROAD 188,183.90

BILL 8 DRAINAGE SYSTEM 61128.00

BILL 9 M&E 10265.00

TOTAL 2451496.24

THANK YOU