UUM Checker Report

8/22/2019 UUM Checker Report

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UNIVERSITI UTARA MALAYSIA(UUM) FASA 1-1BLOK FAKULTIPENGAJIAN ANTARABANGSA DAN 1 BLOK GUGUSAN DEWAN KULIAH

-IN-HOUSE CHECKER REPORT-_____________________________________________________________________________

_

PROJEK: UNIVERSITI UTARA MALAYSIA(UUM) FASA 1-1 BLOK

FAKULTI PENGAJIAN ANTARABANGSA DAN 1 BLOKGUGUSAN DEWAN KULIAH.

CLIENT: UNIVERSITI UTARA MALAYSIA (UUM), 06010

SINTOK, KEDAH DARUL AMAN.

ADDRESS OF

SUBMITTING ENGINEER: NO.23-2, LORONG PAUH JAYA 1/2,

TAMAN PAUH JAYA, 13700 SEBERANG PERAI

TENGAH,

PULAU PINANG.

BEM REGISTRATION NO.

OF THE SUBMITTING ENGINEER: 8108

NAME OF SUBMITTING ENGINEER: IR. MOHAMAD SALLEH BIN YAAKOB

DATE OF CONSTRUCTION

COMMENCEMENT: SEPT 2011.

NAME OF THE CHECKER: IR. DR. SHAIK HUSSIEN BIN MYDIN

BEM REGISTRATION NO.

OF THE CHECKER: 11984

DATE OF THE REPORT: JUNE 2012

ADEPT ENGINEERING CONSULTANT


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_1.0 INTRODUCTION.

This report present the reviewed of design information submitted by the

Submitting Engineer. The information supplied are;1.1 Design calculation report, inclusive of design data, assumptions made

and numerical calculation of structural and geotechnical works.

1.2 Complete set of structural drawings

2.0 SCOPE OF WORKS OF THE CHECKER.

This report present the review the structural design of the following

structural key elements;

2.1 Design criteria2.1 Column load

2.2 Pile working load and pile foundation

2.3 Pile cap

2.4 Column

2.5 Floor slab and beam

2.6 Structural steel roof trusses

3 DETAILED DESIGN CHECK

3.1 Site Investigation

3.1.1 General Geology and Sub Soil Condition

Generally, the site is underlain by highly weathered rocks layers

(grade IV and V) of slate, sandstone and shale.

The first 5 meter to 8 meter stratum consisting of stiff/hard

clay/silt with Standard Penetration No. ranges from 5 to 50 and

subsequent layers consisting of weathered sandstone/shale.

Total 7 numbers of deep boreholes were carried out on site. The

depth of borehole are in the range of 12 meter to 15 meter

below existing ground.

Groundwater levels were monitored during progress of

boreholes. The monitored groundwater levels are at about 6m

below existing ground surface.



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4.0 Foundation Design.

The proposed building consisting of 3-storey (Fakulti Pengajian

Antarabangsa) and single storey (Dewan Kuliah) buildings with column loads

ranges from 850KN to about 2650KN.

As the hard layer of soil at about 5 meter below ground using micropile as

foundation is the right choice as the machine are capable to core through

hard layer. Micropile also act as an anchor to tie the different soil layers to

rock layer thus preventing possible soil movement.

The size of micropile is 300mm in diameter, reinforced with API pipe

177.8mm outer diameter with wall thickness of 10mm. The design workingload for pile is 90 tonnes.

The design of micropile is based on BS 8081; structural strength of pile were

design as short column by considering API pipe as structural element and

grout act as corrosion protection to API pipe.

The geotechnical design of pile are derived from friction between pile and

surrounding soil. The design length of pile is 12 meter inclusive 3 meter bond

length into hard layer (SPT > 50).

5.0 Structural Engineering Design For The Superstructure And TheSubstructure

5.1 Column Load

The estimated service column load are in the range of 850KN for

perimeter column to 2650KN for internal column which carries M&E

room are acceptable. Number of piles in a group are generally 2 to 3

nos. are appropriate

5.2 Pile cap

Concrete strength used for pile cap design is 35 N/mm2. The thickness

of the pile cap adopted is typically 1000mm which correspond to the

spacing of pile. The average percentage of reinforcement provided for

pile cap to concrete area exceeded 0.5%.

As the thickness of the pile cap is almost same as spacing of pile(3 x

pile diameter) the shear stress across gross concrete section are well

below limit as set out by BS 8110 (1997).



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5.3 Column

Typical columns sizes are 500x500 mm, 200x200 mm and 200x400mm

. All columns were designed as cast-in-situ column Floor to floor height

is 4m thus the clear height of column is 3.6 meter. The column were

designed as un braced column.

Concrete used for column construction is grade 35 with minimum

cement content of 360 kg/m3. Reinforcement provided range from 1%

to 2.4% of concrete gross section. All column were checked and

complying to BS 8110 ultimate strength criteria.

The interaction diagrams for column are shown in Appendix 3

5.4 Floor Slab and Beam.

All slab thickness from Level Ground to Level 3 are 200 mm. Part of

slab thickness were precast at factory and transported to site. The

75mm precast panel will act as permanent formwork during

construction stage and as permanent slab structure with in-situ

topping.

Typical size of precast panel is 2400mm x 5100mm. The weight of

precast panel generally about 2.2 tons. The panel were lifted to itposition using normal mobile crane.

The span of slab typically 6000mm. The slab were reinforced with

mesh B10 at bottom layer and at top continuous supports.

The cast-in-situ beams were placed at typical spacing 6m to received

precast panel. The size of beam is 900mm wide by 600 mm depth. The

span of beam generally 9000mm. The beam were reinforced with high

tensile bars of T25.

Alternative check using software RAPT were carried out on typical slab

and beam found that the slab and beam are satisfactory.

The long term deflection of slab found to acceptable which is around

18mm.



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5.5 Structural Steel Roof Truss.

Steel roof trusses were proposed to support the light weight metal

roof. The load considered in designed are self-weight of truss, roof

sheet, suspended ceiling and M&E services. The live load adopted as

0.25KN/m2 which complying UBBL recommendation.

The span of trusses are 9m with depth of truss 1.2m thus giving

span/depth of 8. For such span/depth ratio of truss, deflection is not

critical.

The steel section used are hot rolled complying to BS4; with minimum

thickness of section of 4mm. The surface treatment again corrosion isaccording to the JKRs specification.

6.0 Conclusion

6.1 Foundation

The design of micropile with 300 mm diameter reinforced with API pipe

177.8 x 10 mm wall thickness with working load for each pile of 90

tons are is appropriate and acceptable.

6.2 Superstructure

All main structural elements were checked and found to be complying

to the recommendations of current Code of Practice for serviceability

and ultimate limit state conditions.

The design for foundation and superstructure for the above building

are acceptable and safe.


UUM Checker Report

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