FULL PRESENTATION B7 (2).pptx

PROJECT PLANNING

SCOPE OF WORKCivil The work in respect of site boundaries and fencing, foundations, electrical, air conditioning,

wet services, fire protection, structural, roofing, waterproofing, stormwater, etc should be clearly allocated. If the design is to be undertaken by a multidisciplinary professional team (Architect, Quantity Surveyor, Engineer, etc.) the responsibilities of the consulting engineer in such a team must be clearly indicated.

Structure The scope of work should be clearly indicated in respect of site investigations, foundations, interaction with other structures and facilities, design review, and similar.

Roads The beginning & end of the road should be indicated, whether the scope includes structures, hydrological analysis and drainage, stormwater, roadside furniture, pavement layerworks, traffic analyses, selection of borrow pits, road marking, signage etc. It should also be indicated who will be responsible for liaison with interested and affected parties and for ensuring public participation.

Electrical The scope of work should be clear in respect of bulk services provision, power lines, substations, power connections and liaison with utilities, back up power, earthing, lightning protection, security services, access control, data and telephony, lighting, electrical reticulation and switchboards, etc.

Mechanical Clarify, if air conditioning, wet services, pumps, lifts, escalators, fire protection etc. are to be performed by one or more specialist engineers

Municipal Services

The Scope of Services and Scope of Work should be clearly described for the consulting engineer to accurately identify the range of services to be designed by him (e.g. Roads, Stormwater Drainage, Sewerage, Water Supply, etc.) and which are to be designed by others, including the extent of simultaneous working and coordination required. The extent of construction to be undertaken by emerging contractors or using labour based methods should also be clear.‐

CRITICAL PATH METHOD

GEOTECHNICAL DESIGN WORK

• SAFE BEARING CAPACITY OF SOIL • Terzaghi equation:• q = CNc + qNc +0.5ɤßɤNɤ

• For spt blow/cm = 48kn/m³• qult = CNc + qNc +0.5ɤßɤNɤ• = 50(5.7) + (20.41 × 1.5)(1) + 0• = 302.00kN/m³• qallow = qult / fs• 302.00/3• = 100kN/m³

• Size of pad :

• 885.6kN/x = 100• X = 885.6 kN 100 kN X = 9 so size , 3mx3m

Pile Calculation

• No of pile = Column load/capacity of 1 pile• Ex: = 885.6 kN/ 350 kN • = 2.5 nos = 3 nos• Specification• - Chac.strength of cncrete,fck = 50 N/mm2• - Chac.strength of steel,fyk = 500 N/mm2• - Bar size = 12mm• Concrete cover = 50mm• Pile size = 200 x 200mm

PILE CAP DIMENSION OF GRAND STAND

STRUCTURAL DESIGNWORK

CALCULATION OF COLUMN LOAD USING AREA METHOD (VIP ROOM

GRANDSTAND)

ROOF FLOOR LAYOUT

TOP ROOF FLOORTRF

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

TOP ROOF (VIP ROOM)

ROOF FLOOR (RF)

Material

R.C. FLAT ROOF WITH WATER PROOFING





CL2 7.776563 43.743166875

CL3 12.903264 72.58086

CL4 13.770091 77.456761875

CL5 7.776562 43.74316125

CLS1 9.766873 54.938660625

CLS2 9.109687 51.241989375

CLS3 6.088607 34.248414375

CLS4 7.091707 39.890851875

ROOF FLOOR COLUMN

2ND FLOORMaterial R.C. FLAT SLAB (TOILET)




Material R.C. FLAT SLAB (V.I.P ROOM, B. SIARAYA, B. MEDIA MASSA)


Live Load (kN/m2) 3 DENSITY 25



CL2 7.77656374.3633836875

CL3 12.903264123.387462

CL4 13.770091131.6764951875

CL5 7.77656274.363374125

CLS1 9.76687393.3957230625

CLS2 9.10968787.1113819375

CLS3 6.08860758.2223044375

CLS4 7.09170743.082120025

2ND FLOOR COLUMN

1ST FLOOR COLUMNMaterial R.C. FLAT SLAB (TOILET)Dead Load (kN/m2) 2.5 THK 100 mm



Material R.C. FLAT SLAB (STAIRS)Dead Load (kN/m2) 3.75 THK 150 mm



Material R.C. FLAT SLAB Dead Load (kN/m2) 3.75 THK 150 mm




CL2 4.20950940.2534298125

CL3 13.747867110.8421776875

CL4 18.203823146.7683229375

CL5 9.7432578.554953125

CLS1 4.20964840.254759

CLS2 4.3312526.31234375

CLS3 4.20964840.254759

CLS4 4.33115634.91994525

1ST FLOOR COLUMN LOAD

GROUND FLOOR LOAD Material R.C. FLAT SLAB





CL2 33.431103319.6849224375

CL3 26.771274256.000307625

CL4 27.307582261.128752875

CL5 33.499320.3341875

CLS1 9.04067986.4514929375

CLS2 12.87617123.128375625

CLS3 11.612339111.0429916875

CLS4 11.612339111.0429916875

GROUND FLOOR COLUM

TOTAL COLUMN LOADLabel 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 BLEACHERS

SPECICATION OF BLEACHERSSpecification

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 load133071.04249913

2

Bending Moment53228.416999652

7

Average thickness

y 237 mm

t 462 mm

TOTAL COLUMN LOAD FROM BLEACHERS ( 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

GRAND STAND BEAM DETAIL

2ND FLOOR BEAM

2ND FLOOR STAIR SUPPORT

2ND FLOOR SLAB

Column load (office)

• First Floor (Office)

• Ground Floor (Office)

• Total Load

• References : Eurocode 1 (Table 2.2.2 & 2.3.1)

Slab (Office)

• Critical slab at C19, C20, C21, C22

Example calculation critical slab at C22.

• References : Eurocode 1 (Table 2.2.2 & 2.3.1)

LayoutGround Beam

• Size beam : 150x300 • Thickness slab : 150mm

Layout First Floor

Layout Roof Floor

Beam (Office)

• Roof trusses

53604000 3600

• Loading roof

• Aluminium trusses = 0.027 x 2.645 = 0.071• Steel galvanized (1.0mm thick) = 0.12__• Gk = 0.191• Qk = 0.75 References : Eurocode 1 (Table 2.2.2 & 2.3.1)

• Ultimate load = 1.35Gk + 1.5Qk = 1.38 kN/m2

• Point load

• A = 2.956 kN• E = 5.01 kN• G = 4.10 kN• F = 4.74 kN• D = 2.70 kN

• Forces in member

• AE = 38.99 kN (C)• AB = 38.40 kN (T)• EG = 38.99 kN (C)• EB = 5.01 kN (C)• DF = 40.77 kN (C)• DC = 40.15 kN (T)• FG = 40.77 kN (C)• FC = 4.74 kN (C)• CG = 7.39 kN (T)• BG = 3.87 kN (T)

• Forces

• Ay = 9.73 kN• By = 8.36 kN• Cy = 11.14 kN• Dy = 9.781 kN

• Size beam, b x h = 150 x 250 mm• Gk = 22.72 kN/m References :Eurocode

1 (Table 2.2.2 & 2.3.1)• Qk = 0.96 kN/m • Design action, wd = 32.11 kN/m• Moment of inertia, I = 1.95 x 10⁸ mm⁴

• Area of compression steel• As’,req. = 725 mm²• As’,prov. = 792 mm²

• Area of tension steel• As,req. = 1172 mm²• As,prov. = 1257 mm²

• DEFLECTION

• (l/d) allowable = 15.6• (l/d) actual= 27.6 > 15.6 -NOT OK!

• CRACKING

• Steel stress, fs = 312 N/mm²• Max. allowable bar spacing = 100 mm• Bar spacing, s = 29 mm < 100 mm -OK!

ROAD AND DRAINAGE DESIGN

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 conditions• The 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 : A• Free 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) – The selection of the pavement types determined by the volume and

composition of traffic, soil characteristics, weather, availability of materials, the initial cost and the overall annual maintenance and service life cost.

Shoulders– Usable shoulders : 2.00m ( Refer Table 5-4A, Arahan Teknik Jalan 8/86 )

KerbsType of kerbs : Barrier kerb

– designed to inhibit or discourage vehicles from leaving the roadway. – should not be used on expressways. – not be used where the design speed exceed 70km/hr

Kerb : Sidewalks– Sidewalks are accepted as integral parts of urban roads and should be

provided – except on Expressway, where is the presence of pedestrians are minimal.

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)• Terrain Factor, T = 1.1 (rolling)• Design Life = 10 years• Annual Traffic Growth = 3.0%

Step 2: Determine Design Traffic (Traffic Category)• ESAL (Base Year) = ADT x 365 x PCV x VLF x L x T

= 299 x 365 x 16/100 x 3.5 x 1.0 x 1.1= 0.0672 million

• ESAL (Base Year) Busses= ADT x 365 x PCV x VLF x L x T= 299 x 365 x 16/100 x 1.8 x 1.0 x 1.1

= 0.0346 million

• Total ESALY1 = 0.0672 + 0.0346= 0.102 million

• Design Traffic over 10 Years; ESALDES = ESALY1 x TGF= 0.0672 x 11.46

= 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

Combined Thickness of Bituminous Layers

BSC: 5

BC: 13

CAB: 20

GSB: 20

Figure 8C (T 1, SG 1)

ROAD LAYOUT

CUT AND FILL A SECTION

Cut and FILL B SECTION

OPEN U CHANNEL

V DRAIN

DRAINAGE LAYOUT

WATER RETICULATION

WATER DEMAND FOR PROPSED BUILDING

a) The estimated daily demand for domestic use is shown as per tabler 1:

No. Types of Building Bil Unit Rate Demand Demand

(meter³) (m³pd) (lpm)

1 Stadium 500 Person0.055m³/person 27.50 20.83

2 Office 173 m2 1/100m2 1.73 1.31

29.23 22.14

b) The estimated water demand for fire fighting = 2,755.35 lpm

Therefore, total water demand for this development = 2,777.49 lpm

= 46.29 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 130 53.8 0.2 0.369 0.923 0.031 55.09 50.74 0.00 0.03 OK 0.000 36.50 40.86 OK

A B HDPE 130 33.9 0.2 0.369 0.923 0.031 50.74 52.82 0.03 0.03 OK 0.000 40.86 38.78 OK

B C HDPE 130 17.5 0.2 0.369 0.923 0.031 52.82 52.74 0.03 0.03 OK 0.000 38.78 38.86 OK

C D HDPE 130 60.6 0.2 0.369 0.923 0.031 52.74 49.67 0.03 0.03 OK 0.000 38.86 41.93 OK

D E HDPE 130 33.8 0.2 0.369 0.923 0.031 49.67 49.56 0.03 0.03 OK 0.000 41.93 42.04 OK

E F HDPE 130 28.6 0.2 0.369 0.923 0.031 49.56 49.57 0.03 0.03 OK 0.000 42.04 42.03 OK

F G HDPE 130 28.6 0.2 0.369 0.923 0.031 49.570 51.17 0.03 0.03 OK 0.000 42.03 40.43 OK

G H HDPE 130 31.2 0.2 0.369 0.923 0.031 51.170 50.75 0.03 0.03 OK 0.000 40.43 40.85 OK

HBUILDNG

HDPE 130 34.4 0.2 0.369 0.923 0.031 50.758 50.88 0.03 0.03 OK 0.000 40.85 40.72 OK

H HR1 HDPE 130 5.35 0.2 0.369 0.923 0.031 51.170 50.88 0.03 0.03 OK 0.000 40.72 41.00 OK

HR1

I HDPE 130 27.7 0.2 0.369 0.923 0.031 50.886 50.16 0.03 0.03 OK 0.000 41.00 41.72 OK

I J HDPE 130 9.93 0.2 0.369 0.923 0.031 50.166 50.15 0.03 0.03 OK 0.000 41.72 41.73 OK

J HR2 HDPE m130 14.8 0.2 0.369 0.923 0.031 50.159 50.68 0.03 0.03 OK 0.000 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 130 53.882 0.2 0.369 45.369 0.0314 55.09 50.74 0.00 1.44 OK 0.578 36.50 40.17 OK

A B HDPE 130 33.909 0.2 0.369 45.369 0.0314 50.74 52.82 1.44 1.44 OK 0.364 40.17 37.73 OK

B C HDPE 130 17.587 0.2 0.369 45.369 0.0314 52.82 52.74 1.44 1.44 OK 0.189 37.73 37.62 OK

C D HDPE 130 60.624 0.2 0.369 45.369 0.0314 52.74 49.67 1.44 1.44 OK 0.650 37.62 40.04 OK

D E HDPE 130 33.883 0.2 0.369 45.369 0.0314 49.67 49.56 1.44 1.44 OK 0.363 40.04 39.79 OK

E F HDPE 130 28.631 0.2 0.369 45.369 0.0314 49.56 49.57 1.44 1.44 OK 0.307 39.79 39.48 OK

F G HDPE 130 28.631 0.2 0.369 45.369 0.0314 49.570 51.170 1.44 1.44 OK 0.307 39.48 37.57 OK

G H HDPE 130 31.288 0.2 0.369 45.369 0.0314 51.170 50.758 1.44 1.44 OK 0.335 37.57 37.65 OK

HBUILDNG

HDPE 130 34.450 0.2 0.369 45.369 0.0314 50.758 50.885 1.44 1.44 OK 0.369 37.65 37.15 OK

H HR1 HDPE 130 5.355 0.2 0.369 45.369 0.0314 51.170 50.886 1.44 1.44 OK 0.057 37.15 37.38 OK

HR1

I HDPE 130 27.720 0.2 0.369 45.369 0.0314 50.886 50.166 1.44 1.44 OK 0.297 37.38 37.80 OK

I J HDPE 130 9.931 0.2 0.369 45.369 0.0314 50.166 50.159 1.44 1.44 OK 0.106 37.80 37.70 OK

J HR2 HDPE 130 14.847 0.2 0.369 45.369 0.0314 50.159 50.684 1.44 1.44 OK 0.159 37.70 37.02 OK

WATER RETICULATION PLAN LAY OUT

SEWARAGE SYSTEM

The proposed sewer lines is to cater the following : -• Stadium• OfficeThe proposed inverts of the sewer line are designed cater the Sewerage disposal from the building which are then piped to the existing manhole by means of gravity flow

Manhole• Max. Spacing : Not Greater Than 90 m• Minimum Depth : 1200mm Below Ground Level• Manhole covers : Heavy Duty Cast Iron Manholes

Design Criteria • The design parameters for the sewerage system are based on the

Malaysian Standard, MS1228. “Code of practise for design and installation of sewerage system and guidelines for developer – “Design and installation of sewerage system by the Director General of Sewerage Services Department

• The whole sewerage work shall be carried out according to the layout as shown on the drawings.

• Sewer pipes used for gravity types of sewer shall be a minimum size of 150 mm for service connection and 225 mm for public sewer complying with Malaysian Sewerage Industry Guideline (MSIG).

• The sewer pipes shall be laid to the gradients as shown on the Drawings. Where the gradients are not shown in the drawings, the pipe shall be laid to the following gradients ( Building Spec JKR )

Design Criteria and Formulae :

• Stadium = 0.2 per Person• 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 150 persons. The PE calculations are shown above.

• Note: 1. PE calculation base on Table A.1 • `Sewerage Treatment Plant Volume 4’

• Example of Sewarage Calculation Population Equivalent , PE : 5.00Cumulative PE : 5.00+5.00 = 10.00Peak Flow Factor : 4.7 (C.PE/1000) -0.11

4.7(10.0/1000) -0.11

= 7.8m3/min/PE Design Flow = Peak flow factor x 225liter x day x m3 x PE

day 24x60x60 10007.8x (225L/day)x (day/24x60x60) x (m3 /1000) x 5.0

= 0.00013 m3 / s

Sewerage Layout

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FULL PRESENTATION B7 (2).pptx