JKR DESIGN MICROPILE.pdf

Pile Design Report

FOR INTERNAL INTERNAL USE ONLY ONLY

Sample Design Calculations For Micropiles in Kenny Hill Formation Generalized Subsoil Profile -

Generally flat terrain

-

Subsoil profile: 0-3m, silty SAND, SPT=1- 5 3-6m, silty SAND, SPT= 15 - 50 6-20m, highly weathered sandstone

Schematic Detail

Soil becoming weathered rock

Mild Steel Capping Plate L = 350mm B = 350mm Thickness = 1 0m m Mild Steel Stiffeners Thickness = 10mm Pile Boring Diameter = 200mm

L = 20.0m

API Pipe O. D. Thickness fy (min) Grade

= = = =

127.0mm 9.2mm 552 Mpa N-80

Cementitious Grout W/c = 0.45 Fcu = 2 5 M pa Safe Working Load Pa = 80 tonnes Lsocket = 20m

Cawangan Jalan, Ibu Pejabat JKR, K.L

Page 1

Pile Design Report


Subject : Micropile Design 1.0

Material Pr Properties

1.1

Basic Di Dimensions an and Properties

1.1.1 1.1.2 1.1.3

Micropile Diameter, D Pile Composite Modulus Ep Moment of Inertia, Ip

1.2

Cementitious Grout

1.2.1 1.2.2 1.2.3 1.2.4 1.2.5 1.2.6

Max. water/cement ratio Anti-shrink / Additives Grout Area. Ac 28 day Comp. Strength, Fcu' Density Elastic Modulus. Ec

1.3

API Pipe Reinforcement

1.3.1 1.3.2 1.3.3 1.3.4 1.3.5 1.3.6 1.3.7 1.3.8 1.3.9

Source Outer Diameter, OD Wall Thickness. t Inner Diameter. ID Cross Sectional Area, As API Specification Grade Designation Mm. Yield Strength, fy Elastic Modulus. Es

1.4

Compliance with British Standards Designed

1.4.1 1.4.2 1.4.3 1.4.4

Working Grout/API Pipe Bond (MPa) 0.8 Grout Characteristic Strength, fcu (MPa) 25 Cement content (kg/m"3) 400 Grout working compressive stress,0.4fcu/FoS 0.2 x fcu

1.5

Minimum Fa Factors of of Sa Safety

1.5.1 1.5.2 1.5.3 1.5.4

Against Structural Failure Against Buckling Failure Against Geotech. Failure Against Geotech. Failure

2.0

Structural Design

= 200mm = 41 GPa = 7.85E+07 mm^4

= = = = = =

0.45 Adogroud 100g 150kg bag 45686 mm"2 25 MPa 2000 kg /M^3 28 GPa

= = = = = = = = =

127 9.19 108.62 3401 5A-80 N-80 552 210

= = = =

mm mm mm mm^2

MPa GPa Req. Min. (Max)

12 20 00 0.25 x fcu

2.00 1.60 2.00 2.50

Source

BS8110 BS8004 BS8004 BS8004

Skin Friction End Bearing

Assuming that the applied vertical load is carried by the API Pipe alone. 2.1

Ultimate Load Capacity

Pu

= 0.87 x fy x As = 1633450 N = 1633.5 kN = 163.3 tonnes

Use the Factor of Safety prescribed in Section 1.5 on Plate 2 2.2

Allowable Load Capacity Pa


= 82 tonnes Page 2

Pile Design Report


2.3

Design Safe Working Load SWL

3.0

Geotechnical De Design

= 80 tonnes

Refer Piler Analysis for derivation of Geotechnical Safe Wo Working rking Load -Appendix ...... 3.1

Design Length

3.1.1 3.1.2 3.1.3

Safe Working Load per Pile Nominal Diameter Embedment

3.2

Grout l API Pipe Bond

3.2.1 3.2.2 3.2.3 3.2.4

Ultimate Grout Pipe - Bond Stress, t (u) Factor of Safety Working Bond Stress, t (w) Req'd API Pipe Embedment in Grout

P D Ls

= 800 = 200 = 20.0 m

kN mm

= 2.0 = 2.5 = 0.8 = 2.5 < 20.0 m

MPa

Therefore, adopted socket length is

MPa m

OK

4.0

Buckling (P (Pile Sl Slenderness)

4.1 4.1

Pile Pile End Conditio ition ns (Un (Unfille illed d Cavi Caviti ties es))

4.1.1 4.1.2 4.1.3 4.1.4

Pile Top (at Pilecap Level) Pile Base (at Rock Head Level) Ass. length in unfilled cavity L assumed Effective Length - 0.7 x L L ef eff.

4.2 4.2

Eucl Eucler er''s Bu Buckl ckling ing Lo Load (Un (Unfille illed d Cav Caviities ties))

4.2.1 4.2.2

Effective radius Euler Critical Load

4.3 4.3

Elas Elasti tic c Buck Buckli ling ng Load Load of of Pil Pile e embe embedd dded ed in in Ove Overb rbur urde den n (ie (ie Win Winkl kler er Med Mediu ium) m)

4.3.1 4.3.2 4.3.3 4.3.4

Average SPT in in Overburden soils, N Est. Und. Cohesion Overburden soils, Cu Modulus of Horiz. Subgrade Reaction, kh'c 20100 kPa Elastic Buckling Load, Pcr

4.3.5

FOS available

5.0

Rate of Corrosion of Reinforcement

5.1

Ex Oil Drill API Pipe Reinforcement

5.1.1 5.1.2 5.1.3 5.1.4 5.1.5 5.1.6 5.1.7

Outer Diameter Wall Thickness Internal Diameter Cross sectional Area API Specification Grade Designation Min Yield Strength


Analysis no not ap appropriate for Kenny Hill Formation

r Pe FOS available

O.D. t I.D. As

fy

= = = =

Fixed Fixed 1m 0.7 m

= 41.8 = @pi^2 - Ep l(Lelr)^2 = 1428 kN = 9.78 OK

= = = = = = =

50 6'N kPa 300 kPa 67*Cu 20.1 MPa 2 x @sgrt (Ep x Ip x kh x d) 16014 kN 20.02 OK

= = = = = = =

127.0 9.2 108.6 3401 5A-80 N-80 552

mm mm mm mm^2

MPa Page 3

Pile Design Report


5.1.8 5.1. 5.1.9 9

Elastic Modulus Es = 210 GPa Allo Allowa wabl blee Axi Axial al Wor Worki king ng Str Stres esss (Clau (Clause se 7.4 7.4.6 .6.3 .3.1 .1 BS80 BS8004 04)) Fa = 50% of Yield Strength = 276 MPa

5.2 5.2

Desi Design gn for for allo allowa wabl ble e corr corros osio ion n as as for for shee sheetp tpil iles es w/o w/o grou grout/ t/ concrete protection

5.2.1 5.2.2 5.2.3 5.2.4 5.2.5

Allowable corrosion rate Max. pile axial load Pa Req'd Steel Area Min. OD of API Pipe Allowable Corrosion Period

= = = = =

Asc O.D. Tc

0.01 800 2899 124.5 255

mm/year kN mm^2 mm years

Summary

No addi additio tional nal reinfo reinforce rcemen mentt requi required red,, Tc Tc > Desi Design gn Life Life of 50 50 years years..

6.0

Pilehead Capping Details Safe Working Load

=

800

kN

6.1

Capping Plate Size

6.1.1 6.1.2 6.1 3

Assume characteristic strength of pileca f cu = Permissible direct compressive stress fcu13.65 = Req'd bearing area of capping plate =

25 MPa 6.85 MPa 116800 mm^2

Adopt plate of dimmensions (mm)

x

350

OK

6.2

Thickness of Stiffners

6.2.1

Allowable Axial Compressive Stress = (Table 17 (a). BS449 : Part 2: 1969) Contact Area of API Pipe on Capping Plate = Stiffener projection beyond API pipe OD = Required thickness of MS Stiffeners t(s) = Adopt

155

MPa

6.2.2 6.2.3 6.2.4

6.3

Thickness of Capping Plate

6.3.1

Allow Shear Stress on Capping Plate (Table (Table 10. BS449:Part 2:1969) Effect. Punching Shear Shear Perimeter

6.3.2

6.3.3

350

=

125

=

OD of API Pipe + Perimeter - 8 x thickness of stiffeners 1599 mm 4.0 mm 10 mm

= =

Required Thickness of Capping Plate Adopt

6.4 6.4

Allo Allow wabl able Bea Beari rin ng Stress ress on Capp apping ing Plat late

6.4.1

Allow. Bearing Stress on Capping Plate (Table (Table 9. BS449:Part 2:1969) Proj. Bearing Area (API + Stiffeners) Actual Bearing Stress

6.4.2 6.4.3


3401 mm^2 184 mm 2.4 mm 10 mm (4No. MS Stiffeners)

MPa

=

210

MPa

= =

10761 mm^2 74 MPa < All. Bearing Stress, OK Page 4

Pile Design Report


6.5

Check Stiffeners for Buckling

6.5.1 6.5.2

Bearing Area of API Pile = 3401 mm^2 Bearing Area of 4No. Stiffeners = 7359 mm^2 Assume uniform distribution of Pile Axial Load, Compressive Load per Stiffener = 136.8 kN Pile head Embedment into Pilecap = 150 mm Assume Stiffener Depth, d = 140 mm (Conservative Estimate) Slen Slende dern rnes esss Rat Ratio io of Stiffe iffene ner r d ' @sgrt(3)1 thickness of stiffener = 24.2 Allow. Compressive Stress = 146 MPa (Table 17(a). BS449) Allow. Buckling Load on Stiffener = 268.6 kN ' > Compressive Load of Stiffener, Stiffener, OK

6.5.3 6.5.4 6.5.5 6.5 6.5.6 6.5.7 6.5.8

6.6

Check Bearing on API Pipe

Moment equilibrium about intersection of Capping Plate and API Pipe, 6.6.1 6.6. 6.6.2 2 6.6.3 6.6.4

Bearing Force on API Pipe = 180 kN Assu Assume me mat mater eria iall for for API API Pipe Pipe to to be equi equiva vale lent nt to G55 G55 stee steel, l, Allow. Bearing Stress = 320 MPa Allow Bearing Load = 448 kN > Actual Bearing Force, OK

6.7 6.7

Fille illett Wel Weld d Desig esign n (St (Stiffe iffen ner to API Pip Pipe) e)

6.7.1

Weld Length per Stiffener

6.7.2

Req'd Shear Load Capacity for weld


= = = Adopt

2xd 280 mm per stiffener 0.49 kN/mm 7 mm Fillet Weld

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Pile Design Report


Design Report 1.

Introduction This report presents the design criteria and design calculations for pile foundation for Interchange 3 of Project B 15 Road Upgrading Works. Works. Interchange 3 is a cloverleaf interchange with arch shaped R.C bridge as shown below

From structural analysis the compression load coming over the piles from one half of the bridge bridge is 1260 12600 0 ton ton while while the other other half half is 2800 2800 ton in tens tension ion..

2.

Site Condition The topograph of the site is rolling to undulating. The subsoil condition is generalized as shown above. The top 12m to to 16m from the OGL of the residual soil is clayey clayey silt with SPT 6-39 (aver age SPT=20): This is underlain by hard clayey silt sith sith SPT exceeding 50 up to 28m bgi.

3.

Analysis Shallow foundation is not suitable because part of the formation is on filled ground and also part part of the founda foundatio tion n is in tens tension ion or high high compre compressi ssion. on. Driven spun piles cannot or not practical to provide adequate tension required. Large diam eter bored piles are suitable for high compression and tension required.

4.

Design Calculations 4.1

Compression pi piles

The allowable compression load carrying capacity of the single pile has been cal culated based on the SPT 'N" values, using the following following formula.


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Pile Design Report


Allowable load

:

Ab

=

Ab, af + As,fs 3 2 base area (m2)

qf

=

unit base resistance

=

400 400 Nb (in (in SI-u SI-uni nit) t),, Meye Meyerh rhof of's 's Emp Empir iric ical al For Formu mula la

Nb

=

averag averagee 'N' 'N' over over 5m 5m above above and 3m belo below w depth depth being being cons conside idered red (< 50) 50)

As

=

Pile circumference area (m2)

fs

= =

unit skin friction 2 Nave (in SI-unit)

Nave Nave

= Average verage SPT value value with with depth depth

Fact Factor or of of safe safety ty of bas basee resi resist stan ance ce = 3 to to cont contro roll set settl tlem emen entt Fact Factor or of of safe safety ty of of fric fricti tion on res resis ista tanc ncee = 2 The detailed pile calculations are given in Appendix B. 4.2

Tension piles

The allowable tension load carrying capacity of single pile has been calculated based based on on SPT SPT 'N' values values,, using using follow following ing formul formulaa Allowable load

=

As . fs 2

As

=

Pile circumference area

fs

= =

Unit skin friction 2 Nave (in SI-unit)

Nave Nave

=

Average verage SPT 'N' value value with with depth depth

Factory of safety against friction resistance = 2 The detailed pile calculations are given in Appendix B.

5.

Design Calculations

5.1

General





Diameter of Compression pile : 1500 mm with design load of 900 ton Diameter of Tension piles : 1200m with design load of 400 ton Estimated pile length = 19m socketing 3 times diameter into hard stratum of SPT> 50

5.2 5.2

Prel Prelim imin inar ary y Loa Load d Tes Tests ts Anal Analys ysis is



Compression load tests and pull out tests were carried out at the Interchange bridge site to assess the performance of the piles installed to the design lengths.


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Pile Design Report


(a)

West Abutment

The tension Test Test Piles (No.81) located on the west abutments satisfied the per formance criteria. Based on Prof Chin's Stability Plot: Ultimate load

:

1141 tonne

Average Unit Shaft Friction

:

16 tonne/m 2

The compression Test Test Pile No. 15 located ont the west abutments satisfied crite ria at work load and 2 x work load but just failed to satisfy the recovery criteria. Based on stability plot. Ultimate capacity

:

2,490 tonne

Ultimate Shaft capacity

:

1,945 tonne

Mobilised Toe capacity

:

548 tonne

Ultim ltimat atee Uni Unitt Shaf Shaftt Resi Resist stan ance ce

:

39 tonne onne//m 2

Mobi Mo bili lise sed d Uni Unitt Toe Resi Resist stan ancce

:

310 310 to tonne/ nne/m m2

Based on these assessment, piles were constructed to following toe elevations:

(b)

Compression Piles (5m longer than Test Piles)

:

RL 33.00

Tension Piles (same length as Test Pile)

:

RL 31.00

East Abutment

Tension Pile No. 71 was tested. Pile satisfy the deflection criteria at working load but howeve howeverr failed failed to atta attain in the the 2 x worki working ng load load withou withoutt exces excessiv sivee movem movement ent.. Based on Stability Plot, the following capacitities can be estimated: Ultimate Shaft capacity

:

624 tonne

Unit Shaft Resistance

:

9 tonne/m 2

This is much less than the 16.0 tonne/m2 value of tension pile No. 81. Based on the evaluated value of 9.0 tonne/m2, all remaining working tension piles piles are are inst install alled ed to to RL 21.00 21.00 toe toe leve level, l, l O.Om O.Om longe longerr than than the the test test pile. pile. Compression pile No. 65 was first tested. It failed to satisfy the performance cri teria. Estimated capacities are: Ultimate capacity

:

1600 tonne


:

625 tonne

Ultimate Toe capacity

:

1041 tonne


Page 8

Pile Design Report


Unit Shaft Resistance

:

12 tonne/m 2

Mobilised Unit Toe Toe Resistance 589 tonne/m2 Based on above results, Test Pile No. 2 (Pile (Pile No.66) No.66) locate located d 4.50m 4.50m from from P65 P65 was was insta installe lled d to toe level level RL RL 33.00 33.00 (5.Om longer). Theoretical ultimate capacity should be of the order of 1,900 tonnes. The test showed the following: Ultimate capacity

:

1520 tonne


:

730 tonne

Mobilised Toe capacity

:

790 tonne

Ultimate Unit Shaft Resistance

:

10 tonne/m 2

Mobilised Unit Shaft Resistance

:

447 tonne/m 2

These are less than values obtained from P65, indicating significant variation in the sub soil strength. Concreting procedures are satisfactory and concrete batch records and test indicate supplied concrete complied with the requirements of the specification. Concreting volume of pile does not indicate occurrence of collapse of borehole or neck ing. Since the pile was concrete immediately after boring, strength relaxation due to aging should not occured. Based on above, all remaining piles are to be installed to toe levels 23. Pile No. P52 will be test test to asse assess ss amou amount nt of of pile pile head head mov moveme ement nt at at worki working ng load load and 2 x work working ing load. load. Estimated ultimate capacity of piles to toe level RL 23.00 is order 2,100 tonnes. (c)

Result Resultss of loads loads test testss carrie carried d out at at Interc Interchan hange ge No. No. 3 are show shown n in Figur Figuree T1 to to T.


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Pile Design Report

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Pile Design Report

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Pile Design Report

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Pile Design Report

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Pile Design Report


5)

Check fo for bu buckling lo load Qub

=

Where

=

Qub

Allowable Q b

λ√Cu El λ CU

= =

10 15 kPa

E

=

I

=

210 kN/mm2 1/64 B (d 14 - d 24)

√15 x 210 x

(101.64 - 85.444) 64 106

=

10

=

907 kN

=

907 ___ 2

=

454 kN > 300 kN

B

OK 6) Check Check for elasti elasticc ccomp ompres ressio sion n e

=

=

PL

P L

= =

300 kN 10m

EP

A

=

31416 mm2

Ep

= 35.3 kN/mm2

300 x10 x103 31416 x 35.3

=

3 mm


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Pile Design Report


Sample Pile Design Calculations 1.

Project :

KKS Road Project Piled Embankment for the approaches to Sg. Likas Bridge.

2.

Genera nerallize ized su subso bsoil prof profiile. le.

Piled embankment

Sand Lenses

C L

Bridge

V.soft to soft clay

Stiff to hard Sandstone/shale

3.

*

Flat alluvial formation

*

Top 24m 24m cons consist istss of soft soft to very very soft soft allu alluviu vium m with with few few loca localiz lized ed sand sandy y lense lensess (Cu (Cu = 10-20 kPa with an average of about 15 kPa except at lenses of sand). Stiff to hard strata of about 2 - 4m thick overlying on highly to moderately weathered sandstone/shale sandstone/shale bedrock. WT is near the ground surface.

Analysis Stability and settlement analysis have concluded that simple ground treatments by partial sand replacement with high strength woven polyester geotextile reinforcement or vertical drains are not possible to achieve FOS = 1.5 and or post construction settlement to be less than 200mm for the first 5 years of service if height of embankment exceeds 4.2m. Piled raft embankment is adopted in preference to EPS, elevated structure and stone column treatment because:

4.

a)

EPS emba embankm nkment ent is is techni technical cally ly not not accept acceptabl ablee becaus becausee the site site is is subjec subjectt to flood flooding ing & the cost is high.

b)

Elevat Elevated ed stru structu cture re is is about about 30% more more expen expensiv sivee (sepa (separat ratee analy analysis sis))

c)

Though Though trea treatme tment nt by stone stone colum columns ns is chea cheaper per,, it requi requires res long longer er time time to cons consoli olidat datee and technically less superior

Design calculation 

Analysis has shown that driven R.C piles will be the most cost effective. The site has no vibration or noise or ground heave constraints. Pile capacity of about 600 kN is chosen to get optimum pile spacing of 2 to 3m and raft thickness of 350 450mm for pile depth of about 30m.



Use 250X250 R.C piles at spacing "x" bothways Max design capacity - 625 kN.


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Pile Design Report




Load on each pile = x2.d.h, where



625

= x2.20.h



x For For h For h For h For h For h

= = = = = =



x d

= =

h

= =

spacing soil density 20kN/m3 h embankment height

(31.25/h)1/2 6.5m 6.5m,, x = 2.1 2.19m 9m,, say say 2.0m 2.0m 6.0m, 6.0m, x = 2.2m, 2.2m, say 2.0m 2.0m 5.5m, 5.5m, x = 2.38m, 2.38m, say 2.25m 2.25m 5.0m, 5.0m, x = 2.50m, 2.50m, say 2.25m 2.25m 4.5m, x = 2.64m, 2.64m, say 2.25m 2.25m (allo (allow w some some traffic traffic load load of 10 kPa) kPa)

Conclusion:

Use 250x250 R.C x 30m long at 2.0m spacing for h=6.5 - 6.0m & 2.25m spacing for h = 4-6m (Pile capacity calculations enclosed). R.C piles (MS 1314, Class 1) are designed as end bearing piles driven to set.


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Pile Design Report

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Pile Design Report


Design of Micropile a) Design load per pile b) Diamet Diameter er of of micro micropil pilee c) Main reinforcement

= 800kN = 200 200mm mm = 3 Nos of 50mm diam. deformed bars of yield stress fy = 410N/mm2.

d) Factor of safety

= 2.5 (min) = 20N/ 20N/mm mm2.

e) Grou Groutt cha chara ract cter eris isti ticc str stren engt gth, h, fcu fcu

Check Structural Capacity x 502 x 3 = 5892mm2 = 20N/mm2

Area of reinf, Asc

=

fcu

B/4

/4 x 2002 = 31,416mm2

Area of grout, Ag

=

..Area of net grout

= 31,416 - 5892 = 25,524mm2

B

According to BS 8110, clause 3.8. 4.3 Ultimate axial load, Pu = 0.4 fcu Ac + 0.75Asc fy = 0.4x20x25,524 + 0.75x5892x410 0.75x5892x410 = 2,016kN. .. Factor of safety = Pu/800 = 2.53 > 2.5 O.K.

Check Bond Length Required -

Dept epth of of mi microp cropil ilee = 20m 20m At least l0m will be embedded in very hard decomposed granite SPT, N > 50.

-

Bond Bond bet betwe ween en gro grout ut & har hard d form format atio ion n = 0.4N 0.4N/m /mm m2

..

Min Min req requi uire red d bon bond d len lengt gth h in in har hard d formation, I b = 800 800 x 2.5 2.5 x l 000N 000N B x 200 x 0.4 = 7958mm = 8.0m. < 10m 10m pro provi vide ded d O.K O.K..

Design of M.S. Plate for Pile Head Use 250mm x 250mm x 20mm M.S. plate Stre Stress ss on plat platee = 800 800 x l03 N 250 x 250 = 12.8N/mm2 < 155N/mm2 O.K. (allowable stress BS449) Details of Micropiles & works specification are encl


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Pile Design Report

Works Specification for Design and Installation of 200mm Diameter Micropiles 1.

Scope Scope of work work shal shalll incl include ude design design & inst install allati ation on of 200 200mm mm diam diam micr micropi opiles les of 20m provi provi sional length. The micropiles shall be reinforced with 3 Nos. of 50mm diam deformed bars (fy = 410N/mm2) The workin working g load load of of the the micro micropil pilee is 800 800KN. KN.

2.

Drilling

Initial drilling involves installation installation of 242mm diam conductor casing through loose soil (about 1.5m) by means of rotary boring or equivalent. Upon reaching hard/stiff formation down the hole hammer will be used to advance the borehole till a minimum penetration of 10m in very hard decomposed granite. The drilled hole will be flush clean by compressed air before the reinforcement bars are inserted into the hole. Suitable coupling device will be used. During drilling, a complete record of soil strata will, be taken for Engineer's inspec tion. 3.

Grout Mix

Ordinary Postland cement with water cement ratio of 0.5 will be used Non-shrink cement admixture will be added to improve bonding. 4.

Grouting Pr Procedure

A high speed Koken grout mixer is used for the mixing of the cement grout. The capacity of the grout mixer is about 25-0 litres. For grout mixing, 100 litres of water with some non shrink admixture is poured into the mixer follow by 4 bags of 50 kg. ordinary Portland cement then allow to mix throughly, normally a few minutes. After mixing, the cement grout, a pressure hose is connected to the grouting pipe which acts as tremie pipe for grouting. The other end of the pressure hose is connected to a diesel engine high pressure pump.


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Pile Design Report

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Pile Design Report


Micropile Design Calculations Micropile design for underpinning works for an old building is shown as follows. The subsoil consists of about 3m of very soft clay, clay, 5m to 8m of stiff to hard sandy clay with gravels (SPT = 11 to 42). The bedrock generally consists of highly weathered and fractured sandstone/shale (RQD = 0 25%, UCS = 7.5 Mpa).

1)

Micropile de details Diameter of micropile Des Design ign load load of micr microp opil ilee Pipe diameter Pipe wall thickness Steel grade (API pipe)

= = = = =

Yield strength

= 500 N/mm2

(a) (a)

200 mm 300 300 kN 101.6 mm 8.08 mm N80

Chec Check k for for str struc uctu tura rall capa capaci city ty Ultimate structural capacity PU

=

B

(101.62 -85.44 2) X 500 kN

4

1000

= 1187 kN Applying factor of safety of 2.5. Allowable structural capacity. PA

= 1187 2.5 = 475 kN > 300 kN OK

(b) (b)

Chec Check k for for geot geotec echn hnic ical al capa capaci city ty Based on boreholes BH1 and BI-12, the depth of bedrock (sandstone/shale) varies from 8.7 m to 11.0 m b.g.l. Since the overburden soil consists of about 3.0 m of very soft soil, the shaft friction on the remaining overburden soil (5 to 8 m) with N value of 11 to 42 should be ignored and the micropiles are designed to be socketed into the bedroc bedrock. k. The socketing length in rock, L, is worked out as follows: FS Qa

=

0.05 qa B D x L + 0.5q 0.5q a

B

D2

4 where FS is the factor factor of safety safety = 2.5 Cawangan Jalan, Ibu Pejabat JKR, K.L

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Pile Design Report


Qa q a

= Allowa Allowable ble geot geotech echnic nical al capac capacity ity = Unconfined Unconfined compressiv compressivee streng strength th of rock = 7.5 Mpa for sandst sandstone one/sh /shale ale

Bond stress D 2.5 x 300

= 5% of UCS of rock = Diameter of micropile hole = 0.05 x 7.5 x 103 x B x0.2 x0.2 L + 0.5 x 7.5 x 103 x B x 0.22 4

750 L

= 235.6 L + 117.8 = 2.68 m

Designed socketing length of pile = 3.0 m 2)

Chec Check k ove overa rall ll unde underp rpin inni ning ng pile pile supp suppor ortt Estimated total load of the whole building (3 storey). =

2,000 tons

No. of micr micropi opile le poin points ts Load on each pile

= 95 = 2,000 95 = 21 tons

Working load for each micropile provided = 30 tons OK 3)

Check Check for for anchor anchorage age bon bond d betwe between en unde underpi rpinni nning ng pile pile and the existi existing ng foun foundat datic ic Since epoxy grout is used to fill the hole formed by the micropile in the existir foundation and the strength of epoxy grout is much higher than the concrete strength, it can be consid ered as monolithic for the whole foundation.


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Pile Design Report


Critical section for shear check Existing Column Stump 650mm

Proposed 200mm Ø micropile 100 mm

1900mm

4)

Chec Check k for for shea shearr fai failu lure re of exis existi ting ng foun founda dati tion on.. Perime Perimeter ter for shear shear check, check, p

= 190 1900 0 mm

Effe Effect ctiv ivee dept depth h of foun founda dati tion on,, d

= 1050 1050-5 -500-10 10 = 990 mm

Maximum reaction load,

= 300 kN

Shear stress, V

V

= V Pd = 300 x 103 1900 x 990 = 0.16 N/mm2

From Table 3.9, BS 8110 for d > 400 mm and 100As/bd = 0.25 (nominal reinforcement), allowable shear stress V c = 0.40 N/mm2 V
OK

In grouting operation, the cement grout is pumped into the borehole through the pipe by tremie method. All loose material, cuttings and water in the borehole are displaced by the cement grout. Pressure applied should be just adequate to displace the cutting and water from the borehole. Temporary casings should be withdrawn where cement grout overflow from the casing and top up cement grout if necessary.


Page 26

Pile Design Report


Item No. A.

De s cription

Quantity Unit

Rate

$

¢

Design Design and install install cast in-situ in-situ 800k 800kN N worki working ng capacity capa city micropiles micropiles complete c omplete with with reinforcem reinforcement ent as sh own on the d rawings rawings in provisional prov isional lengths lengt hs 20.0m 20.0m and pres su regrouted with and including including app roved grout ing material, drill drilling ing in all type s o f so ils ils a nd rock and all coring coring casings , linings, linings, p lugs, etc. and disposal of all excavated material and debris from site. Design information:information:a) b) c) d)

Diam Diameter eter of piles: 200m 200mm m Main bars : 3Y 3Y50 Links Links : R05 R05 helical link link @ 100m 100mm m c/c c/ c Steel cas ings : 292m 292mm m O.D O.D x 9mm 9mm thick

e) Grout: rout : Cem Cement ent grout, grou t, w/c = 0.5, 0.5, fcu = 20N/m 20N/m2 f) Grout add itives itives : Non Non s hrink admix admixture ture g) Factor of safety : 2.5 2.5 h) Bond s trength: 0.9 0.9N/m N/mm m2 i) Bond length: length: 10m 10m j) Ultim Ultimate ate load: load : 2016 2016kN kN k) Capacity: 800 800kN kN l) Working Working load: 800k 800kN N m) etc Design and install all all capping plates and sta rter bars bars Design information:information:-

B.

Plate size: 250 x 250mm Plate thickness th ickness : 25m 25mm Star tarter ter bar bar siz size: 3Y50 or 8Y25


Page 27

Pile Design Report


Proje ojek :

1.0

Cadangan Bl Blok Tam Tamb bahan pada Ho Hospi spital Bersalin di Hospital Besar, K.Lumpur.

Tujuan Laporan ini bertujuan untuk menyampaikan laporan penyiasatan tanah dan syor-syor asas yang sesuai bagi:Projek blok tambahan pada hospital bersalin, Kuala Lumpur. Lumpur.

2.0

Skop Projek Perlaksanaan projek ini melibatkan pembinaan blok tambahan 2 tingkat di Hospital Bersalin. Blok yang dicadangkan ini dikelilingi oleh bangunan sedia ada.

3.0

Keadaan Tanah 3.1

3.2 3.2

4.0

Sebanyak Sebanyak 3 ujian ujian gerekan gerekan dalam dalam telah dijalanka dijalankan. n. Hasil Hasil ujian ujian menunj menunjukkan ukkan keadaan lapisan tanah seperti berikut :Ukurdalam(m)

Jenis Tanah

SPT (b (blows/ft.)

0 - 4.5 4.5 - 9/10.5 9/10.5-13.5/16.0 13.5/16.0 >16.0

Very soft CLAY Loose SAND Stiff silt or CLAY Limestone Limestone

0-4 1-7 1-9 RQD = 73 - 100%. -

Kedu Kedudu duka kan n aras aras air air baw bawah ah tan tanah ah ial ialah ah 1.4 1.45m 5m..

syor-syor Asas 4.1

Penapak Penapak konkr konkrit it tetula tetulang ng adalah adalah tidak tidak sesuai sesuai kerana kerana keupayaa keupayaan n galas galas yang yang rendah rendah dan jugs paras air bawah-tanah adalah tinggi. "Driven R.C. or steel piles" adalah juga tidak sesuai kerana masalah "noise & vibration" dikawasan Hospital sukar diterima. "Inclined bedrock" juga mungkin mengakibat "excessive pile deviations". Syor-syor asas yang dicadangkan adalah seperti berikut :-

Jenis Bangunan

Jenis Asas

Blok Tambahan Cerucuk mikro (micropile)

Saiz Panjang Keupayaan (mm) (m) galas yg dibenarkan 200Ø 16.5-19 with 102 API paip (4”Ø)

200kN -

Geseran Kulit negatif

Beba Ujian

400kN

4.2

Cerucuk Cerucuk mikro hendaklah hendaklah digerudi digerudi sehingga sehingga ke paras paras batukapur batukapur dan dikunci dikunci (key) minima 3m ke dalam batukapur.

4.3

Sekura Sekurangng-kur kurang angnya nya 2 bilan bilangan gan ceruc cerucuk uk digun digunaka akan n untuk untuk setiap setiap tiang. tiang.

4.4

Jack Jack pile pile (200x20 (200x200xl 0xl5m) 5m) juga juga boleh boleh diteri diterima ma sebaga sebagaii cerucuk cerucuk ganti gantian. an.


Page 28


5.0

6.0

Pile Design Report

Syor-syor Tambahan 5.1

Jika Jika rongga rongga (cav (cavity ity)) ditemu ditemui, i, ceruc cerucuk uk henda hendakla klah h dipanj dipanjang angkan kan melebihi rongga dan dikunci (keyed) minima 3m ke dalam batukapur tanpa rongga. (rujuk Fig. 1).

5.2

Untuk Untuk mengatasi mengatasi masalah masalah penanaman penanaman micropile micropile dirongga, dirongga, penender penender mestilah mestilah diarah mengemukakan cadangan sistem 'micropile installation' dan teknik-teknik 'grouting' dirongga semasa tawaran dibuat.

Hal-hal lain Satu set rekod penanaman cerucuk-cerucuk yang diuji berserta ujian beban hendaklah dihantar ke Unit Makmal bagi tujuan dokumentasi.


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Pile Design Report


Lampiran ‘A’

Micropile Specfication 1.

General The work involves the construction of 200mm (8") diameter micropile. The micropile shall be fabr fabrica icated ted using using stee steell tube tube and and the the bond bond length length of micr micropi opile le shal shalll be 16m or dire directe cted d by the the S.O. S.O. The workin working g load load of of micro micropil pilee is 200 kN and and fact factor or of of safet safety y used used in in desig design n is 2.0. The whole of work and materials shall be in, accordance with curreht Malaysian or British Standard or other National Standards approved by the S.O.

2.

Reinforcement Steel Steel grade grade - HFS 16 16 (BS: 1775 - 1964) 1964) External diameter 139mm (51/2”) Thic Thickn knes esss - 9.5m 9.5mm m (3/ (3/8" 8")) 2 Yield strength - 250 N/mm (16 Tsi)

3.

Grout The grout shall be thcFoughly mixed with Ordinary Portland Cement (MS522) and water (MS28). The grout shall be Antishrink cement grout. The water cement ratio shall be 0245 0.50. The 28 days. Strength for cement grout shall be 25N/mm (3570 psi). The representa tive cubes shall be collected on each day of grouting works for testing on the 28th days. Details of admixture shall be submitted to the S.O. for approval before commencement of works. The use of the admixture shall comply with instruction by the manufacturer & MS 922. The grout shall be free from segregation, slumping, & bleeding of water and fine materials during and after placing.

4.

Installation a)

Drilling

The drilling for installation of micropile shall guarantee the absence of Vibration Vibration which may cause damage to the existing building. Adequate precaution must be taken to ensure boreholes for micropile do not collapse during drilling. If necessary, temporary casing shall be used. During drilling of borehole, the con tractor shall maintain complete record of soil profile. The logging shall include depth of soil and water table. This drilled hole Viand! soil bore log shall be signed by contractor's site representative and a copy of which shall be deposited with the S.O. The contractor shall be required to keep representative sample of soil for each soil profil in plastic bag for inspection by.the S.O. Sample may only be disp dispose osed d after after the S.O. S.O. is satisf satisfied ied that that the the loggi logging ng has has been been proper properly ly done done.. The type-of drilling equipment shall be approved by the S.O. The drilled hole shall be flushed ckean.with air or water. b)

Fabrication of micro pile

Method of splicing of bars or pipes shall be approved by the S.O. Centralisers at about 3m centre must be used to ensure a minimum cover of 25mm or directed by the the S.O. S.O.


Page 30


c)

Pile Design Report

Grouting

The contractor shall also provide details on method and equipment used in grout mixing. Further information such as grouting pressure, grouting procedure, grout ing equipment and techniques employed in grouting under water shall also be furnished and approved by the S.O. 'To 'To prevent deterioration of strength of soil, soil coring, installation of reinforce ment and cement grouting shall be carried out in one continous operation.

5.

Load Testing Micro-pile shall be load tested to 2 times design load using the Maintain Load Test. Minimum of one (1) load test shall be carried out. The contractor shall also specify and pro vide details of the method of load testing. Micropile shall be constructed only after the pre liminary pile pass the load test requirements of JKR standard specification for building Works.


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Pile Design Report


Contoh Contoh Jadual Sebut Harga Bi l . 1

Description

Un i t

Q u anti ty

Rate

$

MI CROP I LE S (ALL PROVISIONAL)

A.

Allo w f o r P r elim in ar ies

B.

P r ov ov id ide al all n ec ece ssssa ry ry pi pilin g

I t em

equipment on site, maintain on site, dismantle and remove from site on complet ion, allow for all standing or idling time and cost of operation f o r t h e wh o le o f p ilin g wo r k s. C.

I t em

I ns nst al alla ti tio n o f 2 00 00 mm mm di dia m mee te te r Micropiles in soil, including coring, 4" diameter pipe, steel plate head, joint ing and ext ension and grouting

MR

in cement , all as specified specified (50 posit ions) D.

Provi Provid de all all nece necesssary ary pi pile testin testing g equipment equipment on site, dismantle and remove from site on completion. Test 200mm diameter Micropiles in soil as sp ecif ied.


NO

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Pile Design Report


Lampiran E1

Pile Design for SMK (Perempuan Raja Zarina) Kelang 1.

This This proje project ct consi consists sts of cons constru tructi ction on of of one one addit addition ional al 3-st 3-store orey y schoo schooll block block..

2.

Max column load = 57 ton

3.

This This is a typic typical al coast coastal al alluv alluvium ium site site wher wheree first first 60ft 60ft to 100 100 ft cons consist istss of very very soft soft clay clay

4.

Deep Deep Soundi Sounding ng is very very suit suitabl ablee and 4 nos nos of of D/S resu results lts give give cons consist istent ent resu results lts as shown shown in in Lampiran E-1

5.

The site site is is a flat flat land land and the the first first 4 ft ft is impo importe rted d fill fill (about (about 5 years years ago) ago) Negat Negative ive fric frictio tion n has to be checked.

6.

Sele Select ctio ion n of of pil piles es (Ref (Refer er to Fig. Fig. 1)

7.

6.1

Non displaceme displacement nt piles piles not suitable suitable because because of of low column column load load and and very very soft soft clay clay near the first 100 ft.

6.2

Timber Timber pile also not suitable suitable bacause bacause its its max max length length is about about 40 ft. ft. only only..

6.3

Use 12" x 12" 12" x 100 100 ft R.C. R.C. pile piless Desig Design n load load = 30 30 Ton/ Ton/pil pilee (max) (max)

Chec Check k Pil Pilee Cap Capac acit ity y (Re (Refe ferr to to Lam Lampi pira ran n E-1 E-1)) From D/S results Qu

= Qs + Q p

where Qu

= ulti ultima mate te capa capaci city ty

Qs

= skin kin fri frict ctio ion n

Q p

= end resistance


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Pile Design Report


7.1

Skin friction, Qs Based on total friction (remoulded) At 30m (100ft), total friction = 3,000 kg. Qs

= tube tube fricti friction on x-pi x-pile le peri perimet meter er tube perimeter = 3,00 3,000 0 x (12" (12" x 2.5 2.54 4 x 4) 11.3 = 32,300 kg kg = 30 Ton.

Based on local friction (undisturbed) Qs

= (8.5 x 0.05 + 7.5 x 0.13 0.13 + 13 13 x 0.27 0.27 + 0.9) 0.9) x 3.28 3.28 x 4 x 0.92 0.92 = 70 Ton

Sensitivity = Q s (undisturbed) Qs (remoulded) = 70 30 = 2.3, 2.3, wit withi hin n usua usuall rang rangee Q's = " Qs, where " = 0.7 (Bjerrum) = 0.7 x 70 = 49 Ton 7.2

End Re Resistance, Q p, Q p = 80 (kg/cm2) x 1 ft2 x 0.92 = 73.6 Ton Qu = 49 + 73.6 = 122.6 Ton


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Pile Design Report


7.3

Negative friction Negati Negative ve fric frictio tion n for for piles piles at spac spacing ing more more than than 3 x diame diameter terss is f n

=

0.2 Po (Bjerrum) where Po

= effe effect ctiv ivee ove overb rbur urde den n =

γ h

= 100' 100' (10 (100p 0psf sf - 62. 62.4 4 psf) psf) = 3760 psf Max. f n

= 0.2 Po = 0.2 x 3760 = 752 psf

Average f n

= (0 + 752)/2 = 376 psf

Total negative friction

= f n x As = 376 x (10 (100 0 x 4) = 150,400 lb lb = 67 Ton

7.4

Allowable lo load, Qs The negative skin friction, Q N should only considered in combination with dead load because QN acts mainly at the lower portion of the pile and would only affect the settlement. 2.5

QD.L = Qu - Q N QD.L = 70% Qa

2.5 x 0.7Qa = Qu - Q N Qa = (Qu - Q N) /1.75 = (122 (122.6 .6 - 67)/ 67)/1. 1.75 75 = 31 Ton say 30 Ton/pile Notes Notes :

The fillin filling g is don donee about about 5 years years ago. ago. At leas leastt 60 - 70% 70% conso consolid lidati ation on com com pleted pleted..

f n used is about the same as the undrained shear strength. Hence QN estimated is on the light side. To prevent tensile stress and buckling during driving, free drop hammers is preferred.

8.

Recommendation Use 12" x 12" x 100 ft R.C. piles Friction piles, driven to the required pene:,tration and load test to verify the capacity. (No "set" required).# Load tests after 4 weeks of driving.


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Pile Design Report

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Pile Design Report


Memo Daripada: Daripada:

Penolong Penolong Pengarah Pengarah Makmal,Caw Makmal,Caw.. Rekaben Rekabentuk tuk & Penyel Penyelidik idikan, an, IP. IP. JKR JKR

Kepa Kepada da::

Peno Penolo long ng Peng Pengar arah ah(B (Bin inaa aan) n),, Ibu Ibu Peja Pejaba batt JKR JKR,, K.L K.L..

Bil surat:

(X) dlm. PKR.RB 4112

Tarikh :

26.3.1983

Per: Cadangan Cadangan Masjid Masjid Baru Baru di Batu 31/2, 31/2, Jalan Jalan Cheras, Cheras, K.L. Berhubung dengan perkara yang tersebut di atas, sukacita dimaklumkan bahawa cadan gan asas yang disyorkan adalah seperti berikut:1.

Kep Keputus utusan an pen penyi yias asat atan an tan tanah ah Sebanyak 28 Nos. Proba JKR dan 5 Nos. “Deep Boring” telah dijalankan ditapak projek itu. Keputusan Keputusan - keputusan keputusan yang diterima menunjukkan bahawa kawasan projek ini adalah terdiri daripada batu kapur. Paras batu kapur adalah daripada 2.5m hingga 14m daripada paras permukaan tanah sedia ada. Oleh kerana keadaan batu dasar yang susah untuk diramalkan, langkah-langkah pengawasan dan faktor keselamatan yang lebih tinggi perlu diambil di dalam rekabentuk asas.

2.

Syor-syor asas

2.1

Jenis - jenis jenis asas asas yang yang disyorkan disyorkan adalah adalah sepert sepertii dicatitkan dicatitkan di dalam dalam Lampiran Lampiran A. Sebelum kerja - kerja ‘piling’ dimulakan sekurang - kurangnya satu ujian Proba Proba JKR perlu perlu dija dijalan lankan kan di seti setiap ap kedu keduduk dukan an tian tiang g untuk untuk menent menentuka ukan n paras paras batu batu dasar dasar (>400 (>400 blows/ blows/kak kaki). i). Sekira Sekiranya nya paras paras batu batu dasar dasar dida didapat patii kuran kurang g darip daripada ada 4.5m 4.5m dibaw dibawah ah per per mukaan bumi, adalah dicadangkan dicadangkan supaya menggunakan “R.C.cylinder “R.C.cylinder foundation” (sila lihat Lampiran Lampiran A & B)

2.2

Sekurang Sekurang - kurangnya kurangnya 2 cerucuk cerucuk perlulah perlulah digunakan digunakan ditiap-ti ditiap-tiap ap kedudu kedudukan kan tiang kecuali jika ‘R.C.cylinder foundation’ digunakan. Tiap Tiap - tiap tiang hendaklah diikat den gan rasak bawah dikedua - dua arah. Ini adalah sebagai langkah awas oleh kerana terda pat rongga rongga - rongg ronggaa dan dan kemun kemungki gkinan nan masala masalah h surut surutan. an.

2.3

Untuk Untuk memperoleh memperolehii pengawasa pengawasan n yang lebih lebih baik semasa semasa memacu memacu cerucuk cerucuk tukul tukul jatuh jatuh bebas( bebas(fre freee drop drop hamm hammer) er) dicada dicadangk ngkan an supa supaya ya digu digunak nakan. an. Ini ialah ialah supa supaya ya ceru cerucuk cuk tidak tidak menerima hentaman dan menyimpang berlebihan (overdriving and excessive deviation) oleh kerana keadaan batu dasar yang mencerun (inclined bedrock surfaces).

2.4

Hujung Hujung cerucuk cerucuk keluli keluli hendakla hendaklah h dikeluli dikelulikan kan dengan dengan plat plat yang lebih. lebih. Ini Ini adalah adalah perlu perlu untuk menahan tegasan yang berlebihan (withstand overstressing) apabila cerucuk sam pai ke para parass batu batu dasa dasarr.

2.5

Sekurang Sekurang - kurangnya kurangnya 2 nos. nos. kumpulan kumpulan cerucuk cerucuk (pile (pile group, group, NCT single single pile) pile) perlul perlulah ah dipilih untuk ujian beban. Satu set “driving records” dan keputusan ujian beban hendak lah dihantar kepada Unit Makmal ini untuk analisa dan sebagai rekod di Unit Makmal.

2.6

Perhatian Perhatian hendakl hendaklah ah diberi diberi kepada kepada pengalam pengalaman an yang yang lepas iaitu iaitu cerucuk cerucuk - cerucu cerucuk k tam bahan bahan mung mungkin kin diperl diperluka ukan n untuk untuk mengga mengganti ntikan kan cerucu cerucuk k - ceru cerucuk cuk yang yang menyi menyimpa mpang ng


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Pile Design Report

berleb berlebiha ihan n dan dan ceruc cerucuk uk - cerucu cerucuk k yang yang masih masih tidak tidak ‘set ‘set’’ dipara diparass yang yang dala dalam m (>10m (>10m). ). Adalah dicadangan supaya tambahan sebanyak 25m disertakan didalam “B.Q.” 2.7

Oleh kerana kerana keadaan keadaan tanah tanah yang yang rumit rumit (tricky) (tricky) juruter juruteraa tapak bina bina hendakl hendaklah ah selalu selalu rujuk kepada keputusan penyelidikan tapak semasa menyelia kerja - kerja pembinaan asas. Apabila cerucuk dijangka sampai paras batu dasar, kejatuhan pemukul (drop of hammer) hendaklah dikurangkan. Tujuan langkah ini ialah untuk “better keying & bed ding effect on rock surface”. Langkah ini juga akan mengurangkan cerucuk daripada menyimpang berlebihan.

Sekian disampaikan ulasan kami untuk tindakan tuan selanjutnya. ‘Berkhidmat Untuk Negara’

...................................................... (Ir. Neoh Cheng Aik), Jurutera Kerja Kanan (R1), bp. Penolo Penolong ng Peng Pengara arah h (Makm (Makmal) al),, Ibu Pejabat JKR, K.L.


Page 38

Pile Design Report


Lampiran A

Cadangan Asas Untuk Pro jek Mas jid Batu 31/2, Jalan Cheras,K.L.

1.

Bangunan Masjid (13T - 105T) Sila gunakan cerucul; keluli 203mm x 203mm x 45kg/m (Grade 43A9 BS 4360) den gan beban keupayaan keupayaan 210 0/eerucuk. 0/eerucuk. Untuk tujuan tawaran, panjang cerucuk cerucuk ialah 8.5m (27ft) AT ATAU "R-C- cylinder foundation".Sila foundation". Sila lihat Para 2.1

2.

Bangunan Quarters Kelas G(9T - 16T) Sila gunakan eerucuk I-,yu berubat (treated timber pile) 125m x 125m dengan beban keupayaan 5W/oerucuk. Untuk tujuan taviarany panjang cerucuk ialah 8.5m (27 ft).


Page 39



Pile Design Report

Page 40


Pile Design Report Lampiran E 5

Extension of Terminal Building, Subang Airport 1.

General The project consists of extension of International and Domestic Transper Corridor for Subang International Airport. Airport. The proposed-site is situated approximately 13 miles west of Kuala Lumpur. Due to the close proximity of the proposed site to the existing terminal building v where the Control Tower for the airport is located, severe vibration such as driving piles is unaccept abldo Bored and Cast-in-situ piles were considered most suitable.

2.

Soil Condition The site consists of residual soils of granite. Lampiran E5-1 represents the generalised poil profile. The top layer of the soil consists of brown brown firm firm sandy sandy silt silty y clay clay with with som somee organ organic ic matt matters ers.. The The depth depth of this this top soil soil varie variess from 6" to 2ft. Beneath this top soil underlies the yellowish with patches of grey medium sandy clayey silt with some gravelse This medium sandy clayey silt extend to a depth of 40 to 85 ft. below R.L. 86.00'. Between these layers of medium sandy sandy clayey silt and th thee frac tured or slightly weathered granite bedrocksq lies the greyish very stiff decomposed granite residual soil. The thickness of this decomposed granite residual soil varies. Water table is about Oft. b.g.l.

3.

Load Se Settlement Cr Criteria The system of piling to be designed shall meet the followings:a) Safe Safety ty Fac Facto tor r

The factor of safety for the purpose of computing the working load shall be taken as 2.5. b) Worki Working ng Load Load

The working load adopted for single pile shall not be greater than the ultimate load divided by the safety factor of 2.5 and the ultimate load is defined as: (i)

Load Load at which which the the gross gross sett settlem lement ent cont continu inues es to incr increas easee withou withoutt any furt further her increase in load.

(ii) (ii)

Load Load at whic which h gross gross settle settlemen mentt is 10% 10% of of the the pile pile diam diamete eterr.

c) Settle Settlemen mentt Criter Criteria ia

(i)

Gross Gross sett settlem lement ent of the the pile pile at workin working g load load duri during ng the the first first cycle cycle of of load load ing, loading to one time working load, shall not exceed 0.5".

(ii)

The residual residual settle settlement ment of the the pile pile at at the the end of the the first first cycle cycle of loadi loading ng shall not exceed 0.10".

(iii)

The gross gross settlement settlement of the the pile pile at twice twice the the workin working g load load shall shall not not exceed exceed 1.5"


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Pile Design Report


d) Grou Group p Effec Effectt

Neglig Negligibl iblee becau because se of of small small group group (2 (2 or 3 pile pile per per grou group) p) & large large spac spacing ing 2.5 Ø.

4.

Stru tructur tural Ca Capaci acity of Piles iles Since piles are not fully reinforced, the structural capacity of the piles will be solely depend on the concrete concrete sectio section n of the piles* piles* In this case, case, the pile pile is reinforce reinforced d for the top 40ft. 40ft. only for the dispersion of the possible slight bending moment elperienced at the pile top. The piles will be designed as short columns. According to CP 2004, the structural carrying capacity of Cast-in-situ concrete pile, that is, the safe working load per pile, W W - 1/4 1/4 (Acc.Uw (Acc.Uw)) Wher Wheree Acc Acc

=

Gros Grosss cros crosss sect sectio ion n of the the area area of conc concre rete te

Uw

=

Specified cube crushing strength at 28 days.

=

3000 psi.

= = =

18”Ø, max. structural load = 24”Ø, max. structural structural load = 30”Ø, max structura structurall load =

For d d d

5.

80 Ton. 150 Ton 230 Ton.

Check Pile Capacity Use 18" Ø bored piles x85 ft max. Meyerhofs’ formula (modified) is applicable for bored piles piles in in resid residual ual soil soil Qu

=

Qs + Q p

=

f s As.+ O p A p

=

N As + N. A p 50

where where N =

averag averagee SPT along along pile pile shaft shaft

N

=

averag averagee SPT SPT near near pile pile base base (4Ø above above pile pile base base & 2Ø 2Ø below below pile pile base) base)..

As

=

pile shaft area (ft2)

As

=

pile base area (ft2)


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Pile Design Report


Based on DB12

18"Ø x 75' N

=

16

f s = N 50

= 0.32 0.32 TSF TSF

N

=

50

q p = 50 TSB

Qs

= =

f s As 0.32 x (1.5' x 3.1416 x 75) = 113 Ton

Q p

=

50 x (1/4 x 1.52 x 3.1416) = 88 Ton

Qa

= =

Qs/20 + Q p/3.0 56.5 + 29.3

=

85.8 Ton

say 80 Ton Based on DB 10

18"Ø x 55 55ft N

=

20

N

=

80

f s

= 0.4 TSF

=

q = 80 TSF p 0-4 x (1o5 x 301416 x 55)

Q p

=

80 x (1/4 x 1o5 x 1o5 x 3o1416) = 141 Ton

Qa

=

Qs/2.0 + Op/3.0 = 52 + 47

= 104 Ton

= 99 Ton say 80 Ton.

Based on DB 13

18”Ø x 80ft. N

=

23

f s

= 0.46 TSF

N

=

35

q p

= 35 TSF

Qs

=

0.46 .46 x (1.5 x 3.14 .1416 x 80)

Q p

=

35 x (1/4 (1/4 x 3o1 3o1416 416 x 1o5 x 145 145)) = 62 Ton

Qa

=

Qs / 2.0 + Q p / 3.0

=173 =173 Ton

= 173/2 + 62/3.0 = 86 + 31 = 117 Ton > 80 Ton.


Page 43


6.

Pile Design Report

Founding Level Founding level should be determined by observing the soil type from the boring. Suitable founding soil should be weathered granite bedrock or oompacted/cemented clayey silt with gravels, gravels, or up to to a max depth depth of eft'. eft'. In case of of dou7gt, dou7gt, SPT shou should ld be carried carried in in the bored bored base. base.

7.

Recommendation Use 18”Ø bored pile Vrith max capacity 80 Ton per pile. Site engineer should use the DB results results to determine determine the the foundi founding ng level. level. Para 6 above above can be used used as a guide. guide. 4 Nos load tests should be carried out to verify the capacity.


Page 44


Pile Design Report

1 B D

2 B D

3 B D

4 B D

5 B D

6 B D ” 0 ’ 8 4 e l o i f t o ” r 6 1 / P 3 l l i t a o n o S i z 1 r o . H : g i l e F a c S

7 B D

8 B D

9 B D

0 1 B D

1 1 B D

c a m r a y t a l e c c y a t f l r i u s s y d d r a n a H S

s l e v e s a r t i l e g n a v h r t a r i g g w d h d e t r i n e d h w a s t n t l t y a i s e a s l i y s W t y l , i e y d s y e , a e r y y l u e a t c l y y c c a a d t r l c n c F a a , s p d e s f r m f i o a o o t S C H L

2 1 B D 3 1 B D


Page 45

Pile Design Report


Lampiran E 6

1.

Objective To design the foundation system for the proposed Dewan Orang Ramai in Kampung Cheras Baru

2.

Introduction 2.1

The proposed. proposed.struc structure ture is a one-sto one-storey rey assembly-h assembly-hall's all'situat ituated ed on on Lot Lot 405 in Kampung Ceras Baru, M11rim Ampang, Daerah Hulu Langat

2.2

Column loads

Maximum Minimum

3.

-

68T 30T

Site Condition 3.1

Surface Con Condition

The terrain is generally flat. It was formerly an old building site that has been cleared. Springs of water are visible which suggest the ground water table is very near the ground surface. The only visible form of undergrowth are bushes and shrubs. 3.2 3.2

Subsurf surfac ace e Con Conditio tion

3.2. 3.2.1 1

Refe Referr rrin ing g to the the geol geolog ogic ical al map map of of Kual Kualaa Lump Lumpur ur Dist Distri rict ct (af (afte terr Tin Ting g and Ooi 1972)2, Kampung Cheras Baru is located located in the Granite Granite region. Hence the soil is residual Gradite soil.

3.2.2 .2.2

Scop Scopee of Sit Site Inv Invest estigat igatiion. on. Initially 6 Nos of JKR Probes were performed by the district office of JKR Hulu Langat. Due to the inconsistency of the probe results, a more elaborate method of sub-soil exploration in the form of 3 Nos. Deep Boring was done by the Unit Makmal Ibu Pejabat JKR. Borehole positions are as indicated in Appendix B. From the borelog results (APPENDIX C) the soil profile is not consistent along the three boreho boreholes les.. Gener Generall ally) y) thou though, gh, the sub sub-so -soil il eons eonsist istss of interl interlaye ayerr betwee between n sand, sand, clay clay and and stilt stilt.. The The first first 9 metre metress Appear Appearss to be com com prised prised of loos loosee to medium medium dense dense sand sand and very very softsoft-to to firm firm clays clays (the (the variation occuring with depth). Below 9m the soil seems to improve from medium dense to very dense silts and sands as well as stiff to very hard clays. The groundwater is very near to the surface and the subsoil is assumed to be fully saturated.

3.2.3 .2.3

Othe Otherr Rel Relevan evantt Info Inform rmat atio ion. n. Near Near to the propos proposed ed site site of the the hall hall,, in a north north,, easte easterly rly direct direction ion is sit sit uated a quarry. There is an access-road leading to the intended site but it is in a bad state.


Page 46

Pile Design Report


4.

Foun Founda dati tion on Anal Analys ysis is and and Reco Recomm mmen enda dati tion on 4.1

Selection of type of foundation

With reference-to the results obtained from the S.I. done the first 5 metres com prises prises of comp compres ressib sible le mate materia riall which which is of of insuf insuffic ficien ientt stren strength gth to sust sustain ain the intended imposed loads. Hence an ordinary shallow foundation in the form of a pad footin footing g would would not suffic suffice. e. A piled piled foun foundat dation ion sys system tem is warr warrant anted ed here here in order to transfer the loads to the stronger material found below 15m of the ground-level. In selecting the particular type of pile'to be used, particular consid eration has been made to (a)

Cost.

(b)

Driving lengths

(c) (c)

Res Resista istan nce to har hard d dri drivi ving ng..

(d) (d)

Stre Streng ngth th mf pile pile as stru struct ctur ural al memb member er

(e)

Effec Effectiv tivene eness ss in mob mobili ilisin sing g fric frictio tion n and and end-be end-beari aring ng

(see Table 1)

Table 1 : Selection of Pile Type Type

Max. length

Resistance

Structural

Merit as

Merit as

Cost

of

of

to Hard

Capacity

frictional

end

(per m run)

pile

Driving possible

Driving

pile

bearing

(18m) R.C.

pile

v

2

v

2

v

2

v

1

v

2

v

2

v

1

v

1

v

1

v

2

v

1

X

3

T im im be ber X

3

X

3

X

3

X

3

X

3

v

1

Steel

Figures Figures in box represent s order of choise e.g. 3 third choice

From Table 1, the most apparent' choice would be to use steel piles. However, based based on on the the soil soil vari variati ation on (pro (profil file) e) and and the the inten intended ded loadin loading g syste system m which which is rel rel atively small, the .use of steel' piles is overly conservative. Furthermore hard driving is not expected.RC piles would be more appropriate in this case because; (a)

it is more economical

(b)

RC piles piles woul would d be able able to mobili mobilise se suff suffici icient ent safe safe end-b end-bear earing ing resi resista stance nce at a much shallower depth than would be necessary fdv its steel counter part. part.

(c)

Due to to its its roughe rougherr surfac surfacee textur texturee RC piles piles can can mobil mobilise ise fric frictio tional nal resi resist st ance better than steel piles


Page 47

Pile Design Report


Hence RC Piles would serve better and cheaper than-steel piles as both a friction al and end-bearing pile in this particular sub-soil condition. 4.2

Estimation of of Ul Ultimate Lo Loads

4.2.1

Design Assumptions

(a)

The soil soil is fully fully satur saturate ated. d. In calcul calculati ating ng the the effecti effective ve overbu overburde rden n pressur pressure, e, Pd, the values of X sat for the various soil categories are obtained from Appendix B in Ref. 1 (Pg. 397).

(b) (b)

For For an SPT valu valuee of of N 11p the the und undra rain ined ed cohe cohesi sion on Cu, Cu, is is ass assum umed ed approximately to be 125 lbs/ft ,

(c)

Due to to the the incons inconsist istenc ency y in the the soil soil variat variation ion for for the the three three boreh borehole oles, s, the the piles piles were were design designed ed base based d on each each indiv individu idual al bore borehol holee resul resultt and and the the worst worst (or lowest)' calculated working load per pile was adopted for use.

(d)

The crit criteri eriaa for desi design gn was was only only to cons conside iderr both both fricti frictiona onall and endend-bea bear r ing piles. Totally Totally frictional or totally end-bearing-piles were not consid ered.

(e)

Assumed Assume d that that piles piles woul would d achiev achievee safe safe and bear bearing ing resi resista stance nce in in soil soil lay ers with SPT values of N-~ 15 i.e. in medium dense dense coesionless soils soils or stiff cohesive layers.

(f)

Factor Factor of safety safety adopte adopted d is is 2 2.5 .5 (para (para 4.6 pg. 149 of. ref. ref. 1) 1)

(g)

Lower Lower values values of of Ø were assum assumed ed for for silts silts as compa compared red to sand sands.G s.Gene eneral rally ly,,

(h)

Ty pe o f Silt s

N

Øº

V.lo o s e t o lo o s e

0 - 10

27 - 29

M ed iu m Den s e

10 - 30

29 - 34

Den s e to V.Den s e

30

34 - 39

In obtai obtainin ning g the end-b end-bear earing ing resi resista stance nce in in cohesi cohesion on soils soils,, the beari bearing ng capacity factor No is taken to be 9 (Para 2 Pg. 122 Ref. 1)

4.2.2 Formulae Formulae Used Used in the Estima Estimation tion of of the Ultimat Ultimatee Loads 4.2. 4.2.2. 2.1 1

In Cohe Cohesi sion onle less ss Soil. Soil. For frictional resistance *Qs


Avg. uni uni akin friction friction = is (1.) Ref. 1 Pg. 137 137 Para Para 4)

Page 48

Pile Design Report


where Qs a Ultimate akin resistance As = .Area, of shaft . Avg. unit skin friction is obtained from Fig. 4.19 Pg. 139 of Ref. 1) *The *The for foria iaul ulaa (Ref (Ref.. 1 Pg. Pg. 136 136 Eln. Eln. 4.1 4.13) 3)

.

Qs = 1/2 K, Pd tan tan As is not applica applicable ble in this partic particula ularr case case beca because use it beco becomes mes invali invalid d for for penetr penetrati ation on dept depths/ hs/wid width th rati ratios os 10-20 10-20 for for stra straigh ightt sided piles (Ref. 1 Pg. 137) For End-Bearing Q b = Pd Nq Ab

(2) (Ref. 1 Pg. 135 Eqn.4.12)

where Qs = Ultimate End,-Bearing Resistance. Pd = Effective Effective Overburden Overburden Pressure Nq = Beari Bearing ng Capa Capacit city y Facto Factor r (obtained from Berezantsevs' Curves in Ref. 1 Pg 134 Fig. 4.14 (b) ) Ab = Area of pile pile base It should be noted that value of Qb at penetration depths of 20 diameters is taken as the peak value for ultimate end bearing resistance but shall not exceed 100 tons/ft2. 4.2.2 .2.2.2 .2

In Coh Cohesi esive Soil Soil For frictional resistance Qs = α Cu As

- (3) (3) (Ref (Ref.. 1 Pg. Pg. 123 123 Eqn. Eqn. 4o5 4o5)) ,

where Qs = Ultimate skin resistance

α

= adhesi adhesion on factor factor (taken (taken - 1) 1)

Cu = Average verage undis undisturbe turbed d undrai undrained ned cohesion cohesion of soil surrounding pile shaft As = Area of of sh shaft For End-bearing resistance Qs = No Cb Ab - (4)(Ref. (4)(Ref. 1 Pg. 122 122 Eqn. Eqn. 4.2)


Page 49

Pile Design Report


where No = Bearin Bearing g Capac Capacity ity factor factor (taken (taken = 9) C b = Undistur Undisturbed bed undrain undrained ed cohesio cohesion n of soil soil at pile pile toe Ab = Area Area of of pil pilee bas basee 4.2. 4.2.3 3

Reco Recomm mmen enda dati tion on Scope of work done on S.I. were 6 Nos. JO -Probes and 3 Nos. Deep Boring. On compilation of the results, the soil profile was generalized as Table 2 : Generalize d Soil Profile

Soil Type and Condition

Depth (m) 0-9

Lo o s e s a n d an d s o ft c lay

9 - 13

M. Dens e Silts Silts and firm firm clay

> 13

Den s e/ e/ V.Den s e s ililt s an d firm firm /st iff/v.s iff/v.s tiff clays

follows:A piled foundation system was selected instead. instead. of shallow foundation in order to transfer the loads onto the stronger layers at the lower depths. RC piles were chosen and- designed to be partly frictional and partly endr bearin bearing. g. Trid Tridss were were done done with with 15" 15" s 15", 15", 12" z 12" 12" and and 10" 10" = 10" 10" RC RC Pile s iz ize

Penetration

Work ing loads (Tons /p /pile)

Depth (m)

BH 1

BH 2

BH 3

15" x 15"

21.5

101

-

-

12" x 12"

20

69

37

42

21.5

70

40

52

16.5

32

28

31

19.5

42

26

31

10" x 10"

Table 3 : Summary Summary of o f Analysis Ana lysis

piles. piles. The result resultss are are summa summaris rised ed in in the the table table below below.. It should be noted that due. to the inconsistency of the soil variation of the three boreholes done, the design was based on each individual borehole. From the analysis done, it was decided to use a combined system of RC piles piles driv driven en to to a dept depth h of 209 2090m 0m belo below w forma formatio tion n level level in orde orderr to opti opti mise the cost of pile installation and prevent the problem of eccentricity betwee between n colum columns ns and and sing single le pile pile founda foundatio tion n syste system m durin during g const construc ructio tion. n.


Page 50

Pile Design Report


Hence the recommended system is as follows:For the-loading range of

4.3

(a)

30T - 40T

-

Use 10" _ .10" RC pile with a working load of 20T/pile driven to a depth of 20m below forma tion level.

(b)

40T - 70T

-

Use a minimum of 2 Nose 12" = 12" piles with a working load of 35T/pile driven to a depth of 20m below below form formati ation on leve level. l.

Settlement Analysis

In this particular project, the concern for settlement would be over (a) settlemen settlementt of the pile toe toe (b) settlement of the sub-soil due 'to the surcharge surcharge weight of the fill material. 4-3.1 4-3.1

In the the case case of of (a), (a), settle settlemen mentt check checkss were were not not done done as the pile piless are not totall totally y fric fric tional and generally the recommended foundation system would result in only 2 Nos* Nos* of piles piles to to a . group. group. Furthe Furthermo rmore, re, work work done done by by X.Je X.Je Tomlins omlinson on have have shown that for piles of small to medium (up to 600mm) diameter the settlement under the working load will not exceed 10mm or 3/8" if the safety factor is not lower than 2.500..-00.00. (Ref- 1 Pg. 149)

4.3.2 4.3.2

Settle Settlemen ment. t. of of tho tho sub-s sub-soil oil due to the the surc surchar harge ge weight weight of the the fill fill materi material al 4.3.2 .3.2.1 .1

Essu Essump mpttions ions made made

(a) (a)

Soil Soil laye layers rs with with an SPT SPT valu valuee of of N48 N48 were were take taken n as as comp compre ress ssib ible le lay lay ers

(b)

Depth of compressible layer = 12m,

(c) (c)

Effe Effect ctiv ivee area area of fill fill was was app appro roxi xima mate ted d to to be be the the same same as the the pla plan n are areaa of the proposed Dewan Orang Ramai i.e. B - 17m and and L . 321x.

(d) (d)

Dept Depth h of of fil filll was was not not con const stan antt thr throu ough ghou outt the the site site.. Thi Thiss is is b bec ecau ause se the the original ground level is not the same over the intended site.

.

0.3m

Plane DB 2 qf2 DB 2

Plane DB 3

0.6m

qf3

Formation Level

DB 3

1m O.G.L

qf1

DB 1

Fill Material 12m


Compressible Layer

Page 51

Pile Design Report


Below is a schematic presentation of the fill depth and area. (e) (e)

The The bul bulk k den densi sity ty of the the fil filll mat mater eria iall was was assu assume med d to to be be 18 18 bul bulk k

(f) (f)

The The bor boreh ehol olee pos posit itio ions ns were were take taken n as as the the poin points ts of cons consid ider erat atio ion n in in estimating the settlement of the soft layer due to the surcharge weight of the fill, i.e. Points DB1,'DB2 and DB3

(g) (g)

With ith reg regar ards ds to (e), (e), the the gen gener eral aliz ized ed surc surcha harg rgee wei weigh ghts ts over over the' the're resp speo eo tive points in a plane orientation (see Fig. 1) areaPlane DB1; qf 1 - 18 kN/m2 Plane DB2; qf 2 - 6 kN,/m2 Plane DB3; qf 3 - 12 kN/m2

(h)

The compre compressi ssible ble soil soil was was class classifi ified ed as as type type CL CL und under er the the Casa Casagra grande nde classification system

(i) (i)

Liqu Liquid id Limi Limitt of of the the soil soil was was ass assum umed ed to be 35% 35%

(j) (j)

Voids ids rat ratiio as assume sumed d to to be be 0.7 0.7

(k)

The Comp Compres ressio sion n Inde= Inde= Cc was was obtai obtained ned from from the the relat relation ionshi ship p cc o 0.009 0.009 (Lw - 10%) where Lw = liquid limit-of the clay (Eqn. 2.24 Ref. 3 Pg. 128)

4.3. 4.3.2. 2.2 2

Esti Estima mati tion on of of sett settle leme ment nt To obtain the average immediate _settlement the method of Janbu, Jerrum and Kjaernsli was adopted where Average verage sett settlem lement ent = p1 p1 = U1 U1 of B ....(5) ....(5) E U1 Uo are obtained from Refs 1 Pg. 180 Fig. 5.10 qf = net net surc surcha harrge of the the fil filll B = width of fill area E = Mo Modu dulu luss of Elas Elasti tici city ty of clay clay Values of E were obtained from Ref. 1 Pg. 186 BU- 5 .17 For Consolidation Settlement, Terzaghils conventional 1-D consolidation theory was used. So = Co 1 t e,


H. Log Po +σz ......(6) Po

Page 52

Pile Design Report


where, Co = Comp Compre ress ssio ion n Inde Index x Eo = Init Initia iall voi voids ds rat ratio io H = Thic Thickn knes esss o off com compr pres essi sibl blee lay layer er (m) (m) Po = Effec Effectiv tivee overb overburd urden en pres pressur suree (kN/m (kN/m2) 2)

σz =

Value of of vertical vertical stress stress at depth depth consid considered ered (kN/m (kN/m2)

Values of were obtained obtained from from

σz = qfI o

.... (7) (Ref (Ref.. 4 Pg. 223) 223)

Wher Wheree qf qf = surc surcha harg rgee of of fil filll Io = Influe Influence nce facto factors rs obtai obtained ned from from Padum Padumts ts Chart Chart (Ref (Ref.. 4 .Fgi 224 224 Fig. Fig. 7.2) 4.3.2.3 4.3.2.3

From the the settlem settlement ent analy analysis. sis. done on the the effect effect of of the surcharge surcharge weight weight of the the fill material, the following were obtained settlement under plane DB1 - 92mm (3.6") settlement under plane DB2 - 30am (1.2") settlement under under plane DB3 - 232 am (9") (centre of fill) Obviously, Obviously, there is substantial total and differential settlement of the soft layer due to the effect of the fill surcharge. In the light. of this estimation, it is advisable to design a suspended floor for the propos proposed ed stru structu cture re and and to use tie-be tie-beams ams (groun (ground d beams beams)) for for the the found foundati ation on sys sys tem (tied in two cUreotions) in order to have a more rigid structure.

4.4 4.4

Load Load Testi esting ng Requ Requir irem emen entt

4.4.1 4.4.1

2 nos. nos. of load load test testss are are recomm recommend ended ed in accord accordanc ancee with with JKt sianda siandard rd specificationsiUnit Malarial are to be advised of the date the loading tests are to be done and copies copies of the results are to be cent to Unit Unit Makmal for purposes of monitoring and records.

4.4.2 4.4.2

The test test loadi loadings ngs sho should uld be done done at least least 4 week weekss afte afterr the the test test piles piles are driven, to fully mobilise frictional resistance between soil and pile interface.


Page 53

Pile Design Report


4.5 4.5

Asso ssociat ciated ed Desi Desig gns

4.5.1 4.5.1

Requir Requireme ements nts of fill fill mate materia riall and and its commot commotion ion Soil Soil shou should ld be of suit suit able selected fill material. The H.S. 1377 s 1972 method shall be used as the standard compaction test for determining the moisture density relationship of the soil. The selected material should have liquid limit values less than 35 (LL 35) and values of plast plasticity icity index less than 55 (Pole L 55)-The -field density density after compaction shall be determined determined in accordance with the "Band Replacement Method" or AASHO T205-64 (Rubber Balloon Method). The fill shall be compacted to a density of not less than 95% of the ma3d!m,m dry density as determined by the Standard Compaction Test. The type of compacting equipment to be used shall be subject to the approval of the Superintending Officer Officer..

4.5.2 .5.2

Struct ructur ural al Reco Recomm mmen enda dattions ions In order to deal with the expected settlement of the soft sub-soil due to the surcharge of the fill material, it is advisable to design a suspended floor system for the structure. Further precautions should be taken in the form of tying the columns in two-directions with ground beams so as to' haves. more rigid struc ture.

5.

Conclusion From the-analysis done based on assumptions laid down in Clause ~4.2.1, the recommen dations are i) For For the the load load rang rangee of of 30T - 40T 40T

Use 10'1 10'1 x 10" RC pile piless with with a work working ing load load of 20T/pi 20T/pile le

40T - 702' 702'

Use a minim minimum um of of 2 Nos Nos 12" 12" x 12" piles piles with with a worki working ng load load of 35T/pile:

ii) The piles shall function function as partly partly frictional and partly end-bearing. iii) Piles are to be driven to set set below the formation level level iv) Specify tender lengths to be 20m and an additional 10% 10% should be added to the number of piles specified in the BQ or summary of tender to cater for pile deviations during driving. v) Use suspended floor and tie beams beams are to be provided provided in two directions between between the col umn positions.

6.

Appendices Appendix A :

Location Pl Plan

Append Appendix ix B :

Layout Layout plan plan showi showing ng loca locatio tions ns of of site site inve investi stigat gation ion


Page 54

Pile Design Report


Appe Append ndix ix C :

7.

Gene Genera rali lize zed d soil soil pro profi file le Bor Borel elog og Res Resul ults ts

Bibliography Ref. 1

:

PILE DESIGN AND CONSTRUCTION PRACTICE M. J. TOAIIINSON VIEWPOINT PUBLICATION PUBLICATION

Ref. 2

:

MALAYSIAN SOILS AND ASSOCIATED PROBLEKS - DR. 001 TECK AUN

Ref. 3

:

FOUNDATION RESIGN AND CONS'T'RUCTION - M.J. TOMLINSON PITMAN INTEMATIONAL INTEMATIONAL TEXT 3rd Edition

Ref. 4

:

ELEMENT OF SOIL ME M ECHANICS - G. N. SMITH CROSBY LOW00D ST STAPLES 4t 4th Ed Edition '


Page 55

Pile Design Report


2 = N y a l c y t l i s t f o s . V

1 5 = = N N d d n a n s a s y t y l t i l s i s e s e s o o o l o . L V

0 0 . 8 1

0 0 0 0 . 0 . 5 . 2 3 4 2 = N y d n a s y t l i s e s o o L . V e l i P d e s o p o r P

2 = 0 2 2 N 4 = = = y = N N N d N d y n a y t s n l a a a l y i s c s l c t l y y t y l y i t s t d l l i i i e s s s s n a s t t f e f o s o y o o o f s . o s . L . o V L V V S

5 5 0 0 0 0 4 . 1 . 0 . 0 . 5 . 0 . 2 3 5 6 7 9 d n 1 a 2 s = y t N l i 2 d s 1 = n 4 e = s N a s = N o o y N d t l y l n a i o a y l t s s l a c e e y c y s s t t l n y n l i i t e e s s d d l i t e s . . t f s d d o o f e e s . o o M V L M S

0 . 0 . 0 . 0 . 4 5 6 9

4 2 = N t l i s y e y a l c f f i t s . V

5 1 = N t l i s y e y a l c f f i t S

4 = N t l i s y e y a l c m r i F

5 = N y a l c y t l i s m r i F

0 0 . 8 1

4 1 = N y a l c y t l i s m r i F

0 0 . 2 1

e t i n a r g d e s 0 o 5 p > m N o c e 0 t l 5 d i s d > n N y e a t y e l i t a i l z s c t y r d a d r a u n a H Q S


0 5 . 3 1

0 0 . 5 1

8 1 = N t l i s y e y a l c f f i t S


5 . 3 1

0 7 . . 8 6 2 1 2 0 5 > 0 N 4 = d N n t l a i s s y y t l e i y s a l e s c n d e r d a . H V

e t i n a r G

0 0 . 7 2 0 3 = N y a l c y t l i s d r a H

5 1 = N y a l c y t l i s f f i t S 0 5 . 9 1 5 3 = N t l i s y e y a l c f f i t S . V

0 5 . 5 2

e t i n a r G

5 4 . 9 2 0 5 = N t l i s y e y a l c d r a H

5 . 2 2

5 2 . 4 3 -

6 . 0 3 -

1 . 2 3 -

y t e ) l r y e i a d s l l c u y y o e y t a l B l i ( s t c l d a d r s a a r a H B H

5 . 8 2 5 0 . 3 3


Page 56

Pile Design Report


Cadangan Syor asas untuk Projek Rumah Kediaman Kelas 'G' Penjara Penor, Kuantan, Pahang. 1.

Introduction The project site is located off the Pekan - Kuantan trunk road. From the site plan an earth filling of 1' to 5' is proposed for the whole site. The project consists of construction of 6 Blocks of JKR Standard 5-storey Class G Quarters.

2.

Site Conditions 6 nos of boreholes were carried out to determine the subsoil conditions. The sub soil con sists of soft silty clay with organic matters from ground level to 6m below ground level. From 6m to 12m below ground level the soil consists of loose silty sand with decayed mat ters and from 12m to 28m the soil soil is of loose to medium stiff stiff sandy clay with SPT N aver ages from 6 to 12. From 28m_to,36m the soil strata consists of dense sandy'silt with traces of gravel. SPT N ranges from 18 to 50.

3.

Geotechnical Ev Evaluation Due to the 1' to 5' of fill, consolidation settlement may occur for the compressible layers of soil. Hence negative skin friction on piles is to be accounted for. 12" x 12" r.c. piles are evaluated for the bearing capacities. It is found that the founding depths of the piles varies from 28.5m to 36m. The following table is abstracted from the calculations for which the estimated founding depths Ultimate loads (Qu) and allowable loads loads (Qa) are tabulated. A factor of safety of 2.5 and negative skin friction of 16 tons are used in the calculations. BH nos. 1 2 3 4 5 6

Estimated depths (m) 33 31.5 28.5 28.5 36 35

Ultimate load Qu (tons) 197.54 178.65 166.84 183.87 208.56 204.62

Allowable load Qa = Qu/2.5 - Qn 65.59 55.03 50.31 57.12 67.00 65.42

From the above it is noted that the calculated bearing capacities of the 12" x 12" r.c. piles ranges from 50.00 to 67 tons. Hence it is proposed that 12" x 12" JKR r.c: piles of Grade 40 concrete be used. The allowable working load of the 12" x 12" JKR r.c. piles shall be 49 tons per pile. Calculations for the geotechnical evaluations for the 6 boreholes are attached.

4.

Conclusion 12" x 12" JKR Standard R.C. piles grade 40 with tender length of 36m shall be used. Allowable load per pile is 49 tons.The estimated negative friction load is 16 Ton per pile. Hence the test load shall 2 x (49 + 16) = 130 Tons. At least 4 piles shall be selected for load tests. All piles are designed as end bearing piles. All piles shall be driven to set which can be achieved at about 28.5m to 36m below ground level.


Page 57

Pile Design Report


Cadangan Cadangan Kelas ‘G’, ‘G’, Penjara Penjara Penoh, Kuantan Kuantan,, Pahang. Pahang. Evaluation Evaluation of of 12” x 12” reinforced reinforced concrete concrete pile. pile. Borehole Borehole 1 Depth (m)

Soil Description Description

0

Top soil, soft clayey clayey silt

0

1.5

Loose clayey silt

3

S.P.T (Na)

Fs

Ap (ft)

Qs (Tons)

Qs’ (tons)

Fb

Ab (sq ft)

Qb’ (tons) (tons)

Qu (tons)

0

0.00

4

0.00

0.00

0

1

0.00

0.00 0.00

0.00

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

Ditto

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

4.5

Loose clayey silt

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

6

Ditto

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

7.5

Ditto

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

9

Ditto

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

10.5

Soft silty clay, traces traces of sand

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00 0.00

0.00

12

Ditto

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

13.5

Ditto

5

2.5

0.05

4

0.98

0.98

20

1

20.00

20.98

8.39

15

Stiff silty clay, traces traces of sand

6

5.5

0.11

4

2.16

3.15

24

1

24.00

27.15

10.86

16.5

Ditto

8

7

0.14

4

2.76

5.90

32

1

32.00

37.90

15.16

18

Ditto

7

7.5

0.15

4

2.95

8.86

28

1

28.00

36.86

14.74

19.5

Ditto

7

7

0.14

4

2.76

11.61

28

1

28.00

39.61

15.84

21

Ditto

6

6.5

0.13

4

2.56

14.17

24

1

24.00

38.17

15.27

22.5

Ditto

9

7.5

0.15

4

2.95

17.12

36

1

36.00

53.12

21.25

24

Ditto

18

13.5

0.27

4

5.31

22.44

72

1

72.00

94.44

37.77

25.5

Ditto

16

17

0.34

4

6.69

29.13

64

1

64.00

93.13

37.25

27

Ditto

30

23

0.46

4

9.05

38.18

120

1

120.00 120.00

158.18 158.18

63.27

28.5

Dense silty sandy gravel

25

27.5

0.55

4

10.82

49.00

100

1

100.00 100.00

149.00 149.00

59.60

30

Ditto

24

24.5

0.49

4

9.64

58.65

96 96

1

96.00

154.65 154.65

61.86

N

Qa (tons)

31.5

Ditto

21

22.5

0.45

4

8.86

67.50

84

1

84.00

151.50 151.50

60.60

33*** *

Ditto

30

25.5

0.51

4

10.04

77.54

120

1

120.00 120.00

197.54 197.54

79.02

34.5

Ditto

50

40

0.80

4

15.74

93.28

200

1

200.00 200.00

293.28 293.28

117.31 117.31

36

Ditto

50

50

1.00

4

19.68

112.96

200

1

200.00

312.96

125.19

To calc. negativ negativee skin friction friction (Qn) (Qn) Qn = fn x As, where where fn = 0.25 x Po /2 Po = (110- 62.5) x H x 3.28, where H = 12m = Qn = 0.25 x Po /2 x As x H x 3.28/22 3.28/2240 40

1869.6

Allowable load Qa’ = (Qu/2.5 – Qn) =

79.02

16.43

62.59

*** from from borelog borelog N = 50, 50, use N = 3D only only


Page 58

Pile Design Report


Cadangan Kelas ‘G’, ‘G’, Penjara Penjara Penoh, Penoh, Kuantan, Kuantan, Pahang. Pahang. Evaluation of 12” x 12” reinforced concrete pile. Borehole 2 Fs

Ap (ft)

Qs (Tons)

Qs’ (tons) (tons)

Fb

Ab (sq ft)

Qb’ (tons)

Qu (tons)

Qa (tons)

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

Ditto

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

4.5

Loose clayey silt

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

6

Ditto

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

7.5

Ditto

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

9

Ditto

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

10.5


0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

12

Ditto

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

13.5

Ditto

4

2

0.04

4

0.79

0.79

16

1

16.00

16.79

6.71

15


11

7.5

0.15

4

2.95

3.74

44

1

44.00

47.74

19.10

16.5

Ditto

12

11.5

0.23

4

4.53

8.27

48

1

48.00 48.00

56.27

22.51

18

Ditto

7

9.5

0.19

4

3.74

12.00

28

1

28.00

40.00

16.00

19.5

Ditto

5

6

0.12

4

2.36

14.37

20

1

20.00

34.37

13.75

21

Ditto

4

4.5

0.09

4

1.77

16.14

16

1

16.00

32.14

12.86

22.5

Ditto

6

5

0.10

4

1.97

18.11

24

1

24.00

42.11

16.84

24

Ditto

6

6

0.12

4

2.36

20.47

24

1

24.00

44.47

17.79

25.5

Ditto

5

5.5

0.11

4

2.16

22.63

20

1

20.00

42.63

17.05

27

Ditto

24

14.5

0.29

4

5.71

28.34

96

1

96.00

124.34

49.74

28.5


26

25

0.50

4

9.84

38.18

104

1

104.00

142.18

56.87

30

Ditto

24

25

0.50

4

9.84

48.02

96

1

96.00 96.00

144.02

57.61

31.5

Ditto

30

27

0.54

4

10.63

58.65

120

1

120.00

178.65

71.46

33****

Ditto

50

40

0.80

4

15.74

74.39

200

1

200.00

274.39

109.76

34.5

Ditto

50

50

1.00

4

19.68

94.07

200

1

200.00

294.07

117.63

36

Ditto

50

50

1.00

4

19.68

113.75

200

1

200.00

313.75

125.50

Depth (m)

Soil Descripti Description on

0

Top soil, soft clayey silt

0

1.5

Loose clayey silt

3

N

S.P.T (Na)

To calc. calc. negative negative skin friction (Qn) Qn = fn x As, where where fn = 0.25 x Po Po /2 Po = (110-62.5) x H x 3.28, where H = 12m = 1869.6 Qn = 0.25 x Po /2 x As x H x 3.28/2240 Allowable load Qa’ = (Qu/2.5 – Qn) =

71.46

16.43

55.03

*** from from borelog borelog N = 50, 50, use N = 3D only


Page 59

Pile Design Report

FOR INTERNAL INTERNAL USE ONLY ONLY Cadangan Kelas ‘G’, ‘G’, Penjara Penjara Penoh, Penoh, Kuantan, Kuantan, Pahang. Pahang. Evaluation of 12” x 12” reinforced concrete pile. Borehole 3 S.P.T Fs

Ap (ft )

Qs (Tons)

Qs’ (tons) (tons)

Fb

Ab (sq ft)

Qb’ (tons)

Qu (tons)

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

Ditto

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

4.5

Loose clayey s and

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

6

Ditto

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

7.5

Ditto

0

0

0.00 0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

9

Ditto

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

10.5

Soft silty clay, traces of sand

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

12

Ditto

0

0

0.00 0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

13.5

Ditto

8

4

0.08

4

1.57

1.57

32

1

32.00

33.57

13.43

9

8.5

0.17

4

3.35

4.92

36

1

36.00

40.92

16.37

Depth (m)


0

N

(Na)


0

1.5

Loose clayey silt

3

15

Stiff silty clay, traces of sand

Qa (tons)

16.5

Ditto

12

10.5

0.21

4

4.13

9.05

48

1

48.00

57.05

22.82

18

Ditto

9

10.5

0.21

4

4.13

13.19

36

1

36.00 36.00

49.19

19.67

19.5

Ditto

11

10

0.20

4

3.94

17.12

44

1

44.00 44.00

61.12

24.45

21

Ditto

8

9.5

0.19

4

3.74

20.86

32

1

32.00

52.86

21.14

22.5

Ditto

6

7

0.14

4

2.76

23.62

24

1

24.00

47.62

19.05

24

Ditto

5

5.5

0.11

4

2.16

25.78

20

1

20.00

45.78

18.31

25.5

Ditto

6

5.5

0.11

4

2.16

27.95

24

1

24.00 24.00

51.95

20.78

27

Ditto

30

18

0.36

4

7.08

35.03

120

1

120.00

155.03

62.01

28.5


30

30

0.60

4

11.81

46.84

120

1

120.00

166.84

66.74

30

Ditto

50

40

0.80

4

15.74

62.58

200

1

200.00

262.58

105.03

31.5

Ditto

50

50

1.00

4

19.68

82.26

200

1

200.00

282.26

112.90

33

Ditto

50

50

1.00

4

19.68

101.94

200

1

200.00

301.94

120.78

34.5

Ditto

50

50

1.00

4

19.68

121.62

200

1

200.00 200.00

321.62

128.65

36

Ditto

50

50

1.00

4

19.68

141.30

200

1

200.00

341.30

136.52


66.74

16.43

50.31

*** from from borelog borelog N = 50, 50, use N = 3D only ddedit


Page 60

Pile Design Report

FOR INTERNAL INTERNAL USE ONLY ONLY Cadangan Kelas ‘G’, ‘G’, Penjara Penjara Penoh, Penoh, Kuantan, Kuantan, Pahang. Pahang. Evaluation of 12” x 12” reinforced concrete pile. Borehole 4 Qb’ (tons)

Qu (tons)

Qa (tons)

1

36.00

37.51

15.00

60

1

60.00

65.52

26.21

9.20

28

1

28.00

37.20

14.88

1.67

10.87

12

1

12.00

22.87

9.15

4

1.17

12.04

16

1

16.00

28.04

11.22

0.00

4

0.67

12.71

0

1

0.00 0.00

12.71

5.09

0

0.03

4

0.00

12.71

0

1

0.00

12.71

5.09

5

2.5

0.00

4

0.84

13.55

20

1

20.00

33.55

13.42

Ditto

6

5.5

0.04

4

1.84

15.39

24

1

24.00

39.39

15.76

15


6

6

0.09

4

2.01

17.40

24

1

24.00

41.40

16.56

16.5

Ditto

8

7

0.10

4

2.34

19.74

32

1

32.00

51.74

20.70

18

Ditto

6

7

0.12

4

2.34

22.08

24

1

24.00

46.08

18.43

19.5

Ditto

10

8

0.12

4

2.68

24.76

40

1

40.00

64.76

25.90

21

Ditto

11

10.5

0.14

4

3.51

28.27

44

1

44.00 44.00

72.27

28.91

22.5

Ditto

10

10.5

0.18

4

3.51

31.78

40

1

40.00

71.78

28.71

24

Ditto

8

9

0.18

4

3.01

34.79

32

1

32.00

66.79

26.72

25.5

Ditto

8

8

0.15

4

2.68

37.47

32

1

32.00

69.47

27.79

27

Ditto

35

21.5

0.14

4

7.19

44.66

140

1

140.00

184.66

73.87

28.5


32

33.5

0.37

4

11.21

55.87

128

1

128.00

183.87

73.55

30

Ditto

50

41

0.57

4

13.72

69.59

200

1

200.00

269.59

107.84

31.5

Ditto

50

50

0.70

4

16.73

86.32

200

1

200.00

286.32

114.53

33

Ditto

50

50

0.85

4

16.73

103.04

200

1

200.00

303.04

121.22

34.5

Ditto

50

50

0.85

4

16.73

119.77

200

1

200.00

319.77

127.91

36

Ditto

50

50

0.85

4

16.73

136.50

200

1

200.00

336.50

134.60

Depth (m)


0


0

1.5

Loose clayey silt

9

3

Ditto

4.5

S.P.T (Na)

Fs

Ap (ft)

Qs (Tons)

Qs’ (tons) (tons)

Fb

4.5

0.08

4

1.51

1.51

36

15

12

0.20

4

4.01

5.52

Loose clayey sand

7

11

0.19

4

3.68

6

Ditto

3

5

0.09

4

7.5

Ditto

4

3.5

0.06

9

Ditto

0

2

10.5


0

12

Ditto

13.5

N


Ab (sq ft)

73.55

16.43

57.12

*** from from borelog borelog N = 50, 50, use N = 3D only


Page 61

Pile Design Report

FOR INTERNAL INTERNAL USE ONLY ONLY Cadangan Kelas ‘G’, ‘G’, Penjara Penjara Penoh, Penoh, Kuantan, Kuantan, Pahang. Pahang. Evaluation of 12” x 12” reinforced concrete pile. Borehole 5 Fs

Ap (ft)

Qs (Tons)

Qs’ (tons) (tons)

Fb

Ab (sq ft)

Qb’ (tons)

Qu (tons)

Qa (tons)

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

Loose clayey sand

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

6

Ditto

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

7.5

Ditto

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

9

Ditto

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

10.5


0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

12

Ditto

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

13.5

Ditto

8

4

0.08

4

1.57

1.57

32

1

32.00

33.57

13.43

15


7

7.5

0.15

4

2.95

4.53

28

1

28.00

32.53

13.01

16.5

Ditto

6

6.5

0.13

4

2.56

7.08

24

1

24.00

31.08

12.43

18

Ditto

6

6

0.12

4

2.36

9.45

24

1

24.00

33.45

13.38

19.5

Ditto

7

6.5

0.13

4

2.56

12.00

28

1

28.00

40.00

16.00

21

Ditto

6

6.5

0.13

4

2.56

14.56

24

1

24.00

38.56

15.43

22.5

Ditto

6

6

0.12

4

2.36

16.92

24

1

24.00

40.92

16.37

24

Ditto

10

8

0.16

4

3.15

20.07

40

1

40.00

60.07

24.03

25.5

Ditto

13

11.5

0.23

4

4.53

24.60

52

1

52.00

76.60

30.64

27

Ditto

28

20.5

0.41

4

8.07

32.67

112

1

112.00

144.67

57.87

28.5


32

30

0.60

4

11.81

44.48

128

1

128.00

172.48

68.99

30

Ditto

18

25

0.50

4

9.84

54.32

72

1

72.00 72.00

126.32

50.53

31.5

Ditto

22

20

0.40

4

7.87

62.19

88

1

88.00 88.00

150.19

60.08

33

Ditto

20

21

0.42

4

8.27

70.45

80

1

80.00 80.00

150.45

60.18

34.5

Ditto

21

20.5

0.41

4

8.07

78.52

84

1

84.00

162.52

65.01

36

Ditto

30

25.5

0.51

4

10.04

88.56

120

1

120.00 120.00

208.56

83.42

Depth (m)


0


0

1.5

Loose clayey silt

0

3

Ditto

4.5

N

S.P.T (Na)

To calc. calc. negative negative skin friction (Qn ) Qn = fn x As, where where fn = 0.25 x Po Po /2 Po = (110-62.5) x H x 3.28, where H = 12m = 1869.6 Qn = 0.25 x Po /2 x As x H x 3.28/2240 Allowable load Qa’ = (Qu/2.5 – Qn) =

83.42

16.43

67 .00

*** from from borelog borelog N = 50, 50, use N = 3D on ly


Page 62

Pile Design Report

FOR INTERNAL INTERNAL USE ONLY ONLY Cadangan Kelas ‘G’, ‘G’, Penjara Penjara Penoh, Penoh, Kuantan, Kuantan, Pahang. Pahang. Evaluation of 12” x 12” reinforced concrete pile. Borehole 6 Fs

Ap (ft)

Qs (Tons)

Qs’ (tons) (tons)

Fb

Ab (sq ft)

Qb’ (tons)

Qu (tons)

Qa (tons)

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

Loose clayey sand

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

6

Ditto

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

7.5

Ditto

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

9

Ditto

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

10.5


0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

12

Ditto

0

0

0.00

4

0.00

0.00

0

1

0.00

0.00

0.00

13.5

Ditto

10

5

0.10

4

1.97

1.97

40

1

40.00

41.97

16.79

15


7

8.5

0.17

4

3.35

5.31

28

1

28.00

33.31

13.33

16.5

Ditto

6

6.5

0.13

4

2.56

7.87

24

1

24.00

31.87

12.75

18

Ditto

7

6.5

0.13

4

2.56

10.43

28

1

28.00

38.43

15.37

19.5

Ditto

5

6

0.12

4

2.36

12.79

20

1

20.00

32.79

13.12

21

Ditto

4

4.5

0.09

4

1.77

14.56

16

1

16.00

30.56

12.23

22.5

Ditto

5

4.5

0.09

4

1.77

16.33

20

1

20.00

36.33

14.53

24

Ditto

11

8

0.16

4

3.15

19.48

44

1

44.00

63.48

25.39

25.5

Ditto

15

13

0.26

4

5.12

24.60

60

1

60.00

84.60

33.84

27

Ditto

27

21

0.42

4

8.27

32.87

108

1

108.00

140.87

56.35

28.5


26

26.5

0.53

4

10.43

43.30

104

1

104.00

147.30

58.92

30

Ditto

16

21

0.42

4

8.27

51.56

64

1

64.00 64.00

115.56

46.22

31.5

Ditto

20

18

0.36

4

7.08

58.65

80

1

80.00 80.00

138.65

55.46

33

Ditto

18

19

0.38

4

7.48

66.12

72

1

72.00 72.00

138.12

55.25

34.5

Ditto

23

20.5

0.41

4

8.07

74.19

92

1

92.00

166.19

66.48

36

Ditto

30

26.5

0.53

4

10.43

84.62

120

1

120.00 120.00

204.62

81.85

Depth (m)


0


0

1.5

Loose clayey silt

0

3

Ditto

4.5

N

S.P.T (Na)

To calc. negative skin friction friction (Qn) Qn = fn x As, where where fn = 0.25 x Po Po /2 Po = (110-62.5) x H x 3.28, where H = 12m = 1869.6 Qn = 0.25 x Po /2 x As x H x 3.28/2240 Allowable load Qa’ = (Qu/2.5 – Qn) = *** from from borelog borelog N = 50, 50, use N = 3D

81.85

16.43

65.42 only


Page 63

Pile Design Report


Design Calculations of Bored Piles & Pile Caps for Proposed SK Taman Segar Cheras 1.

Introduction The project consists of construction of 2 blocks. of 4-storey JKR Std. School buildings. The site is generally flat with about 2½m fill some 5 years ago. The generalized subsoil proper ties are as follows:0 - 12m 12m

:

loos loosee clay clayey ey sand sand with ith loca locallized ized very ery dens ense lay layer er.. Averag eragee SPT SPT,, N = 5.

12m - 17m

:

medium to to de dense si silty cl clayey sand, N = 16 16

17m 17m - 27m 27m

:

very very dens densee gre grey y spo spott tted ed yell yellow owis ish h fin finee to to coa coars rsee sil silty ty sand sand with with grav gravel el (N = 40 - 50). Water table 15m bgl.

No of of colum columss per per block block is 44 44 and and the the colum columnlo nload ad is is about about 78 Ton (max (max.) .) Due to presence of localized very. dense cemented clayey sand with gravels at shallow depth, very hard driving will encountered at shallow depth if driven piles are used. Bored piles are considered more cost effective piling system in this case when compared with other suitable piling system such as H piles (R.C. piles are Not suitable). Though the site consists of sandy soil, the bored piles are considered suitable because water.table is low and the residual soil is usually quite impermeable.

2.

Design Calculations 460mm diameter bored piles are proposed. 2.1

Design Criteria

2.2 2.2

Concrete Grade 25 for piles & caps Design compressive stress = 4.8N/mm sq. < fcu/4. Long Longit itud udin inal al rei reinf nf pro provi vide ded d is 1.0% 1.0% for for full full bore bored d sha shaft ft,, i.e. i.e. 6Y2 6Y20 0 & R9 R9 @ 300mm c/c as helical reinforcement. Inst Instal alla lati tion on proc proced edur uree aacc ccor ordi ding ng to JKR JKR spe specc (KP (KPKR KR 6/19 6/1989 89). ). max design load = 80 Ton. max test load = 2 X design load.

Geote eotech chn nical cal Cap Capacit acity y

Use modified modified Meyerhof’ s equation: equation: Ultimate capacity, Qu = N1 As + K2 K2 A b K1 K2 Where

N1 K1 K2 N2 As Ab


= = = =

average SPT value for shaft 50 1 averag averagee SPT valug valug at at base base = surface area(ft2) = base area (ft2) Page 64

Pile Design Report


Generalised Design SPT

0 - 17m, average average SPT SPT = 8 17m - 24m,averag 24m,averagee SPT = 40 Average verage SPT @ 24M = 50 .'. Total ultimate ultimate frictional frictional resistance resistance Qs- Spx52x1.5xi1 +540 0 x22 x1.5xi1 = 39.2 + 82.9 = 122.1 Ton Total ultimate end bearing Qb = 50 x 1.52 x 11 /4 = 88.3 Ton :. Qu =12.2.1+88.3 = 210.4 Ton .'. Safe Safe load load Qa = 210.4/2. 210.4/2.5 5 = 84.1 Ton Say 80 Ton per bored pile (18" diam x 24m)

3.

Pilecap Design Single Pilecap for Pile Diameter 460mm (18" Diam x 24m Bored Pile)

No. of Pile Pile Pile Diameter

= 1 = 460mm

Size of Pilecap

= 660 x 660 x 900mm

Steel Reinforcement

Main Bars = 0.15% x b x d = 792mm2 .. Provide 4 Y 16 Bothways Hori Horizo zont ntal al Link Linkss .: Provide Provide 3 Y 10

= 0.25 0.25% % OF Mai Main Steel eel Area Area = 100m 100mm2 m2

Quantities Per Cap

Excavation Volume of Concrete

= 0.41 m3 = 0.39 m3

WT. WT. of of Rei Reinf nfor orce ceme ment nt = 26.6 26.6 kg. kg. (Y (Y 16) 16) = 4.8 kg. (Y 10) Lean Concrete = .44 m2 Formwork = 2.38 m2 Steel Content

= 134 lb/yd3


Page 65



Pile Design Report

Page 66


Pile Design Report

LAPORAN GEOTEKNIK MAKTAB PER GUR GU R UAN SRI PIN A NG , BUKIT MIER TAJ A M,, AM SEBERANG PERA1, PULAU PIN A NG

DISEDIAKAH OLEH : IR. ANNIES MD. ARIFF EH. AHMAD AZLAN AHMAD (INSTITUT LATIHAN LATIHAN & PENYELIDIKAN JKR) JKR) Cawangan Jalan, Ibu Pejabat JKR, K.L

Page 67

Pile Design Report


Pendahuluan Laporan ini adalah 'bertujuan untuk menyam paikan paikan ketera keteranga ngan n ringk ringkas as sumb sumbang angan an yang yang telah diberi oleh Pusat ini di dalam menentukan pemili pemilihan han asas-a asas-asas sas yang yang sesua sesuaii bagi bagi bang banguunan-bangunan yang dicadangkan untuk projek yang disebut di atas. Sumbangan ini. adalah berses bersesuai uaian an deng dengan an pera peranan nan utama utama pusa pusatt ini ini sebagai satu organisasi.sokongan kepada semua cawangan di dalam JKR dalam hal- hal yang bersan bersangku gkut-p t-paut aut dengan dengan bidang bidang geotek geoteknik nikal. al. Laporan ini akan' ketengahkan juga masalahmasalah parancangan yang dihadapi semasa pusat pusat ini ini menj menjala alanka nkan n kerja kerja penyia penyiasat satan an -tap -tapak ak dan kerja merekabentuk asas yang sesuai bagi bangun bangunan an bang banguna unan n yang yang terl terliba ibatt Bagi 'projek ini permintaan untuk menjalankan penyia penyiasat satan an tapa tapak k dan dan seter seterusn usnya' ya'pen pen gesyor gesyoran an syor-syo syor-syorr asas telah dikemuk dikemukakan akan oleh Cawangan Kerja Pendidikan melalui surat PKR(KP)MP/PP/87/17(102)) bertarikh PKR(KP)MP/PP/87/17(102 27/02/1989.

Skop Projek Pelaksanaan projek ini melibatkan pembinaan 32 bush bangunan dengan ketinggian bangunan-bangunan di antara 1-tingkat hingga 4tingkat. Lingkungan beban-beban tiang pula adalah dari serendah-rendah 50.0 kN sehingga setinggi 1800.0 kN. Penyediaan tapak meli batkan batkan kerjakerja-ker kerja ja pemo pemoton tongan gan se dala dalam m di antara 0.0 hingga 6.Om dan penimbusan setinggi di antara 0.0 hingga 6.0m. Butiran bangunan mengikut bilangan tingkat adalah seperti berikut:1-tingkat 2-tingkat 4-tingkat Tangki Air

-

16 unit 7 unit 8 unit 1 unit

Skop Penyiasatan Tapak/Tanah apak/Tanah Berpandukan lukisan punca tatatur yang dikemukakan, satu skop kerja penyiasatan tapak, berupa berupa 33 bil. bil. ujian ujian gere gerekan kan dalam, dalam, 3 bil. bil. ujia ujian n gerimit tangan dan 89 bil. ujian proba Mckintosh, telah dirancangkan. Perancangan


skop kerja penyiasatan tersebut dibuat mengambilkira faktor-faktor berikut:i) Jenis bangunan bangunan serta serta beban-beban beban-beban tiang tiang yang terlibat, ii) Kegunaan bangunan, iii) Ciri-ciri geology kawasan, iv) Keadaan kawasan tapak, v) Kerja-kerja tanah - potongan dan penimbu san. Selain dari perancangan skop kerja penyiasatan kedudukan lokasi ujian-ujian juga dibuat dengan mengambilkira faktor-faktor yang dise butkan butkan di atas atas.. Adalah dimaklumkan bahawa perkara (v) di atas hanya dapat dibuat andaian sahaja semasa peranc perancang angan an skop skop penyia penyiasat satan an tapa tapak k keran keranaa paras paras form formasi asi tidak tidak diny dinyata atakan kan di dala dalam m luklukisan tatatur tersebut. Oleh kerana projek ini telah dikelaskan sebagai projek projek SEGERA SEGERA dan memand memandang angkan kan beban beban kerja semasa unit penyiasatan tapak pusat ini pada pada masa masa itu itu adala adalah h terla terlalu lu bany banyak ak maka maka keputusan telah dibuat supaya kerja-kerja penyia penyiasat satan an tapa tapak k ini ini dijal dijalank ankan an seca secara ra kont kontrak rak.. Juga bagi menjimatkan masa telah dipersetujui bahawa bahawa tender tender kerja kerja ini ini dila dilakuk kukan an seca secara ra lanlantikan terus. Kontraktor yang telah dilantik' untuk menjalankan kerja-kerja ini adalah Sekata Bina Sdn. Bhd. dengan kos kontrak kerja terhad tidak melebihi $50,000-00. Oleh yang demikian, kawalan kos yang ketat telah dilakukan semasa kerja-.kerja penyiasatan sedan& dijalankan bagi memastikan kos keseluruhan kontrak ini tidak melebihi $50,000-00.

Keputusan Penyiasatan Tapak Berpandukan kepada peta Hydrogeologi Semenanjung Malaysia tapak projek ini, iaitu daerah Bukit Mertajam, adalah terletak di atas formasi batu GRANIT yang diselubungi diselubungi oleh tanah jenis KELODAK/BERLIAT. Ini adalah Page 68


berpad berpadana anan n denga dengan n keput keputusa usan n penyi penyiasa asatan tan tapak/tanah yang diperolehi di mana tanah bawaha bawahan n adala adalah h jenis jenis tanah tanah LIA LIAT/K T/KELO ELODAK DAK dan berpasir. Tanah adalah dalam keadaan sederhana kental hingga sangat kental di antara paras paras dala dalaman man 0.0 hingga hingga 35.0m, 35.0m, dan keras keras sehingga sangat keras pada -dalaman lebih dari 18.0m. Kedudukan paras air bawah tanah semasa kerja penyia penyiasat satan an dija dijalan lankan kan (bulan (bulan Mac, Mac, 1989) 1989) adalah di antara 1.55m hingga kering.

Rekabentuk Syor Asas Pada amnya pemilihan jenis sistem asas adalah berdas berdasark arkan an kepa kepada da fakt faktor or-fa -fakto ktorr berik berikut: ut:-a) kemamp kemampuan uan tanah tanah bawa bawahan han menang menanggun gung g beban beban yang yang akan akan ditan ditanggu ggung ng berd berdasa asarka rkan n keupayaan galas yang dibenarkan yang ' dikira bersesuaian dengan keadaan tanah bawaha bawahan n dan dan juga juga ciri ciri-ci -ciri ri geol geologi ogi kawasan. b) beban beban tian tiang g dan dan jarak jarak antara antara tiang tiang c) faktor faktor kese keselam lamata atan n terhada terhadap p kegaga kegagalan lan dan dan enapan yang dapat diterima pada beban kerja struktur bagi memenuhi kehendak 'servicibilty limit state' d) Kawala Kawalan n mutu mutu semasa semasa pembin pembinaan aan e) Jeni enis ssttruk ruktur tur f)

tapa tapak k tim timbu busa san n atau atau pot poton onga gan n

g) ekonomik Oleh yang demikian sebelum menentukan sebarang sistem asas yang hendak digunakan, faktor-faktor di atas perlu diteliti terlebih dahulu bagi setiap bangunan supaya satu sistem asas yang sesuai dan ekonomik dapat ditentukan. Perlu dinyatakan disini bahawa di dalam hal membuat perkiraan rekabentuk geoteknik adalah mustahak ciri-ciri jenis tanah serta butiran kekuatan tanah-tanah yang dipilih di dalam perkir perkiraan aan rekabe rekabentu ntuk k diper diperole olehi hi dari daripad padaa kepukepuCawangan Jalan, Ibu Pejabat JKR, K.L

Pile Design Report tusan ujian-ujian tanah yang dibuat ditempat kedudukan atau berdekatan dengan bangunan yang terlibat. Walaubagaimanapun Walaubagaimanapun disebabkan pindaa pindaan n ke atas atas pelan pelan pun punca ca proj projek ek ini, ini, di mana mana lokasi kebanyakan bangunan telah dialihkan, maka terdapat bebarap ujian gerekan dalam berada berada diluar diluar kawasa kawasan n tapak tapak bangun bangunan, an, malamalahan terdapat juga beberapa bangunan yang tidak ada sebarang ujian penyiasatan tapak dijalankan. Dalam hal demikian, pusat ini telah membuat ekstrapolasi kepada keputusan-keputusan ujian tanah yang paling berdekatan dengan bangunan yang tiada sebarang ujian tanah, dan mengunakan maklumat tersebut berserta penget pengetahu ahuan an geol geologi ogi kawasa kawasan n bagi bagi memb membuat uat pengan penganali alisa sa geot geotekn eknik. ik. Berpandukan faktor-faktor di atas dan juga keputusan penyiasatan tapak yang telah dibuat, dua (2) jenis sistem asas telah direkabentuk bagi bagi proje projek k ini. ini. Dua Dua (2) (2) jeni jeniss siste sistem m asas asas yang yang dimaksudkan itu ialah asas penapak konkrit dan alas cerucuk. Bagi sistem asas cerucuk dua jenis jenis ceru cerucuk cuk telah telah dire direkab kabent entuk uk iait iaitu u ceruc cerucuk uk konkrit tetulang dan cerucuk kayu berubat. Bagi sistem asas cerucuk daya tanggung cerucuk-cerucuk yang direkabentuk adalah dari separa geseran badan (frictional) dan separa tangouno hujung (end bearing) dan faktor keselamatan yang telah digunakan di dalam perkiraan adalah.2.0 serta menggunakan kekuatan tanah dalam lingkungan batasan rendah. Apa yang dimaksudkan dengan geseran badan ialah beban yang ditanggung oleh cerucuk berken berkenaan aan akan akan dipin dipindah dahkan kan ke tana tanah h melal melalui ui rintangan geseran (frictional resistance) di antara permukaan badan cerucuk dan tanah, dan ini akan hanya terjadi sekiranya cerucul: tersebut mengalami mendapan lebih dari mendapan tanah (relative settlement of pile is greater than that of the soil). Maksud tanggung hujung pula ialah beban yang ditanggung oleh cerucuk akan dipindahkan ke tanah melalui penghu penghujun jung g ceruc cerucuk uk (bas (basee of pile). pile). Contoh-contoh perkiraan rekabentuk kedua-dua jenis jenis sist sistem, em, asas asas ada ada seper seperti ti di di dalam dalam lampilampiran-lampiran 'A' dan 'B'.

Page 69


Pile Design Report

Bagi bangunan-bangunan yang mana telah disyorkan lantai gantung keputusan-ini adalah berdas berdasark arkan an kepa kepada da bebe beberap rapaa fakto faktorr yang yang mana mana adalah seperti di bawah:a) timbus timbusan an Yang Yang akan akan dilaku dilakukan kan adala adalah h ter lalu tinggi, b) Keguna Kegunaan an bang banguna unan. n. Contoh perkiraan anggaran enapan tanah tim busan busan adal adalah ah sepe seperti rti di dala dalam m -Lamp -Lampira iran n 'E'. 'E'. Senarai Lampiran

Lamp Lampir iran an 'A' 'A' -

CONT CONTOH OH PER PERKI KIRA RAAN AN REKABENTUK GEOT EKNIK BAGI CERU CUK KONKRIT KONKRIT TETU LANG

Lamp Lampir iran an 'B' 'B' -

CONT CONTOH OH PER PERKI KIRA RAAN AN REKABENTUK GEOT EKNIK BAGI PENAPAK

Lamp Lampir iran an 'C' 'C' -

SURA SURAT T SYOR SYOR ASAS ASAS YANG TELAH DIKE MUKAKAN KEPADA CAW CAW. KERJA PEN DIDIKAN

Lamp Lampir iran an 'D''D'-

LAPU LAPURA RAN N PENY PENYIA IASA SA TAN TAPAK YANG TELAH DIJALANKAN

Lamp Lampir iran an 'E' 'E' -

CONT CONTOH OH PERK PERKIR IRAA AAN N ANGGARAN ENAPAN TANAH TIMBUSAN


Page 70

Pile Design Report


Lampiran 'A'

Pile Foundation Design for Administration Blocks (4-Storey) Northe Northern rn Bloc Block k :

F.F.L. .F.L. = 16.0m 16.0m;;

Fill Fill = 0.5 0.5 to to 1.0m 1.0m

Central Block

:

F.F.L. = 17.5m;

Fill = 0.0 to 1.5m Cut = 0.0 to 1.0m

Southern Block :

F.F.L. = 19.0m;

Fill = 0.0 to 2.0m Cut = 0.0 to 1.5m

Colu Column mn Load Load

:

755. 755.Ok OkN N (83 (83 num numbe bers rs); ); 700. 700.Ok OkN N (83 (83 numb number ers) s)

Deep Deep Bori Boring ng

:

DB/3 DB/3,, DB/ DB/4 4 and and DB/G DB/G (Ref (Refer er sket sketch ch atta attach ched ed))

Shaft Resistance Formulae a) CLAY

:

Q =

α*Cu*A. where α = adhesion factor Cu = undisturbed undrained cohesion ' A. = surface area of pile pile

b) SILT SILT

:

Q = N/60*A N/60*A.. where where N = Stan Standar dard d Penet Penetrat ration ion Test

c) SAND

:

Q. = N/50*A.

Base Resistance Formulae: a) CLAYQ b,

=

N*A b where A b = base area of pile

b) SILT SILT

=

2. 5iN* 5iN*A A b

c) SAND SAND Q b,

=

4N*A b

Design Analysis Adopt DB/4 since worst case and assume.height of fill = 2.0m Try R.C. Pile of size B" x B"

Shaft Resistance For depth 0 - 2.0m b. F. F. F. F. L. : FILL For depth 2 - 5.0m ; CLAY CLAY ; assume N = 13 take Cu

adopt

α α α

= 82.0 kN/m2 (Terzaghi) = 1.0 (Tomlinson) = 0.4 (McClalland) = 0.7

Q = 0.7*82.0*4*B*3.0 39.37*9.81

= 1.783B tonnes

For depth 5 - 9.0m : SAND ; assume N = 7 Cawangan Jalan, Ibu Pejabat JKR, K.L

Page 71

Pile Design Report


Q. = 7*4*B*4.0*3.281 50* 12

= 0.612B tonnes

For depth 9 - 11.0m: 11.0m: SILT SILT ; assume N = 6 Q. = 6*4*B*2.0*3.281 60*12

= 0.219B tonnes

For depth 11 - 18.0m: CLAY CLAY ; assume N = 13 take α = 82.0 kN/m2 a. = 0. 65 Q = 0.65*82.0*4*B*7.0 39.37*9.81

= 3.864B tonnes Q

= 6. 6.478B to tonnes

Base Resistance At depth 21.Om b.F.F.L. take N = 13 and since proportion of SAND is quite high (> 30%) adopt Qb = 2.0*N*Ab (i.e. between CLAY CLAY & SILT). SILT). Q b = 2.0*13*B*B 2.0*13*B*B = 0.130B2 0.130B2 144 Ultimate Re Resistance Qa Qa

If B = 12 12 inc inche hes; s;

= Q p + Qb = G.478 .478BB-+ + 0.18 0.180B 0B2 2

Q, = 77.7 77.7 + 26.0 26.0 = 103. 103.7 7 ton tonne ness

Take overall Factor of Safety = 2.0 Allowable Resistance Q11, = 103.7/2.0 = 51.8 tonnes (say 52.0) To allow for erratic nature of underlying soil and also as per para 3.0 of report allow for '15% increase. Hence adopt 12" x 12" R.C.Piles @ 21.0m with Q~,s = 450.0 kH/pile Although the bulk of the carrying capacity of pile is mainly frictional set might be achieved before depth design. Hence set readings to be taken during driving and if set not achieve drive to design depth.


Page 72



Pile Design Report

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Pile Design Report


Lampiran `B'

Shallow Foundation Design For Pre-School Block (1-Storey) Prop Propos osed ed F.F.L .F.L.. = 26.0 26.0m; m; Cut Cut = 4.5 4.5 to to 5.0m 5.0m Column Column Load Load

128.Ok 128 .OkN N (22 num number bers); s); 167 167.Ok .OkN N (23 (23 numbe numbers) rs)

Deep Boring Boring DB/14-(R.L DB/14-(R.L.. = 30.74m) At depth depth 1.Om 1.Om b. F. F. F. F. L. take take N *= 9 ( lower lower bou bound) nd) and at this this dept depth h soil soil is is COHES COHESIVE IVE (silty (silty CLAY), Try pad footing of size B (m) x L -(m) @ depth 1.0m b.F.F.L. b.F.F.L. From NAVFAC DM-7.2; q*No*(1+0.08/L) q*No*(1+0.08/L) + (D

where c = undrained cohesion Na = bearin bearing g capac capacity ity factor factor D = depth of footing below below orig origina inall grd. grd. leve level. l. bulk dens densit ity y of of soi soill ( = bulk

Take c = 55.0 kn/m2. Assume 0 = 0° and (=18..0 kN/m3 Consider case when ground water table is 1.0m b.F.F.L. Therefore for square footing, footing, B/L = 1, and for 0 = 0°, Na = 5.53 55.0*5.53*1.3 + 18.0*5.74 = 395. 395.4 4 + 103.3 03.3 = 498.7 kN kN/mz Adopt Factor of Safety = 3.0 q~ " =

498.7/3.0 = 166.2 kN kN/mx (say 16 166.0)

If ignoring depth contribution i.e. XD, q"lro = 395.4 kN/m z Applying Applying same F.o.S.; gall = 131.8 131.8 kN/mz Therefore adopt square footing with gall = 94.0 kN/mo (2000 p.s.f.) 0 1.0m b.F.F.L. (i.e. to follow standard drawing).


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Lampiran ‘C’

( )dlm. PKR.RPM. 85/ 173/GO5/03 30hb. Jun. 1989 Pengarah, Cawangan Kerja Pendidikan, Ibu Pejabat JKR, Jalan Sultan Salahuddin, 50582 KUALA LUMPUR.(u.p: Ir. Lam Yok Yok Lon) Tuan, Perkara : CadanganMaktab Perguruan Sri Pinang, Bukit Mertajam, Pulau Pinang. Merujuk perkara di atas dengan segala hormatnya disampaikan keputusan penyiasatan tapak dan syor-syor asas untuk tindakan tuan selanjutnya. 2.0

Selaras Selaras dengan dengan pengua penguatkua tkuasaan saan surat pekelilin pekeliling g KPKR KPKR 2/88, 2/88, sistem sistem cerucu cerucuk k alternat alternatif if oleh oleh penten pentender der boleh boleh dite diterim rima. a.

3.0

Dimaklumk Dimaklumkan an juga juga bahawa bahawa sepert sepertii perbinca perbincangan ngan yang telah diadakan diadakan dengan dengan pegawai pegawai tuan tuan Ir. Lam Yok Lon pada 15/06/1989, pusat ini bersetuju bahawa kos anggaran asas bagi pro jek ini ditamb ditambah ah lebi lebih h kuran kurang g 15% 15% atas atas seba sebab b desak desakan an untu untuk k melak melaksan sanaka akan n proje projek k ini ini secepat mungkin. Pertambahan ini adalah untuk menyesuaikan perkara yang mungkin be rlaku semasa pembinaan atas langkah-langkah yang dibuat semasa perancangan untuk menyingkatkan tempoh masa perancangan dan rekabentuk seperti berikut:a)

Penyia Penyiasat satan an tapak tapak tela telah h dilaku dilakukan kan seca secara ra 'appo 'appoint inted ed - contr contract actor' or' dan dan denga dengan n ini kos kos kontrak tidak boleh melebihi $50,000.00. Ini telah menghadkan skop penyiasatan tapak yang perlu dijalankan.

b)

Lokasi Lokasi-lo -lokas kasii bangu bangunan nan telah telah diub diubah ah dari daripad padaa lokas lokasii cadan cadangan gan asal asal yang yang meng mengaki aki batkan batkan ada bebera beberapa pa bang banguna unan n tidak tidak terdap terdapat at ujia ujian n gerek gerekan an dala dalam m dijal dijalank ankan. an.

c)

Ketida Ketidak k serag seragama aman n keada keadaan an tana tanah h bawah bawahan an dita ditapak pak projek projek ini yang yang mana mana masa masalah lah (a) telah menyulitkan lagi keadaan ini. 4.0 Perlu dimaklumkan bahawa pusat ini mendapati bahawa tidak terdapat apa-apa sistem perparitan yang telah disediakan bagi bagi proje projek k ini. ini. pleh pleh yang yang demik demikian ian pihak pihak tuan tuan perlul perlulah ah meng mengkaj kajii akan akan hal hal ini ini dan dan membuat pengesyoran yang sewajarnya.

Sekian, harap maklum 'BERKHIDMAT 'BERKHIDMAT UNTUK HEGARA' HEGARA' 'CINTAILAH 'CINTAILAH BAHASA KITA' KITA' Saya yang menurut perintah,

( IR. NEON CHENG AIK ) Penolong Pengarah Kanan (Pusat Penyelidikan) b.p. Pengarah,


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Pile Design Report


Institut Latihan & Penyelidikan JKR, Jalan Serdang,43000 KAJANG, KAJANG, Selangor DarulEhsan.

Proje ojek : 1.0

Cadangan Ma Maktab Per Perg guruan Sri Pi Pinang, ng, Bukit Mertajam, Pulau Pinang.

Tujuan Laporan ini adalah bertujuan untuk menyampaikan keputusan penyiasatan tapak dan syorsyor asas yang sesuai bagi projek di atas.

2.0

Skop Pr Projek Perlaksanaan projek ini akan melibatkan pembinaan blok-blok bangunan seperti yang tert era di di dalam dalam lukis lukisan an pelan pelan tata tatatur tur BKP BKP 187 187/89 /89/1 /1 (PRE) (PRE) A dan peny penyedi ediaan aan tapa tapak k akan akan melibatkan kerja-kerja pemotongan sedalam di antara 0.0 hingga b.Om dan penimbusan di antara 0.0 hingga 5.0m.

3.0 3.0

Skop Skop Ker Kerja ja Pen Penyi yias asat atan an Dalam menialankan kerja-kerja penyiasatan, sebanyak 30 bil. ujian gerekan dalam, 85 bil. ujian proba Mackintosh dan bil. ujian gerimit tangan telah dijalankan dan lot:asi-lokasi ujian-ujian ini adalah berdasarkan kepada kepada lukisan tatatur asal BKP 187/89/1(PRE). Kerjakerja penyiasatan penyiasatan tapat: ini telah dijalankan oleh Sekata Bina Sdn. Bhd. Disamping Disamping ujianujianujian di tapak, ujian-ujian makmal juga telah diIakukan ke atas contoh-contoh tanah yang diperolehi bagi mengetahui jenis dan sifat-sifat tanah yang terdapat di tapak.

4.0

Syor-syor As Asas

Jenis Asas

Saiz & Panjang

‘A’

Cerucuk Konkrit Tetulang

305 x 305 @ 21.0

450.0

900.0

Keupayaan tanggung yg. Dibenarkan 2 (kN/m ) -

‘B’

"

305 x 305 @ 18.0

"

"

-

‘C’

Penapak Konkrit Tetulang

-

-

-

95.0(2000 psf) @ 1.5m b.F.L. b.F.L. (JKR probes probes > 40 blows/foot).

(A)

"

-

-

-

"

(B)

"

-

-

-

71.0 (1500 psf) @ 1.5m b.o.g.l. (JKR probes probes > 40 blows/foot).

"

-

-

-

71.0 (1500 psf) @ 1.5m b.F.L. b.F.L. (JKR probes probes > 30 blows/foot) blows/foot)..

Jenis Bangunan

‘D’

‘E’


Keupayaan galas yg. Dibenarkan Dibenarkan (kN/cerucuk)

Beban Ujian (kN/cerucuk)

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Pile Design Report


‘F’

(A)

Cerucuk Kayu Berubat

152 x 152 @ 9.0

100.0

200.0

-

(B)


-

-

-

71.0 (1500 psf) @ 1.5m b.F.L. (JKR probes probes > 30 blows/foot) blows/foot)..

‘G’

"

-

-

-

71.0 (1500 psf) @ 1.5m b.o.g.l. (JKR probes probes > 40 blows/foot) blows/foot)..

‘H’


305 x 305 @ 18.0

500.0

1000.0

-

‘J’

"

"

"

"

-

‘K’


-

-

-

‘L’


305 x 305 @ 15.0

430.0

860.0

71.0 (1500 psf) @ 1.5m b.o.g.l. (JKR probes probes > 40 blows/foot) blows/foot).. -

‘M’


-

-

-

‘N’


254 x 254 @ 6.0

160.0

320.0

95.0 (2000 psf) @ 1.5m b.F.L. (JKR probes probes > 40 blows/foot) blows/foot).. -

‘P’

"

305 x 305 @ 15.0

500.0

1000.0

-

‘Q’


-

-

-

95.0 (2000 psf) @ 1.5m b.F.L. (JKR probes probes > 40 blows/foot). blows/foot).

‘R’

"

-

-

-

"

‘S’

"

-

-

-

"


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Pile Design Report


‘U1’

‘U2’

(A)


381 x 381 @ 18.0

650.0

1300.0

-

(C)

"

381 x 381 @ 18.0

650.0

1300.0

-

atau

"

305 x 305 @ 18.0

450.0

900.0

-

(B)


-

-

-

95.0 (2000 psf) @ 1.5m b.o.g.l. (JKR probes > 50 blows/foot).

(A)

"

-

-

-

95.0 (2000 psf) @ 1.5m b.F.L. b.F.L. (JKR probes probes > 40 blows/foot).

(B)


381 x 381 @ 15.0

650.0

1300.0

-

atau

"

305 x 305 @ 18.0 381 x 381

450.0

900.0

-

650.0

1300.0

-

305 x 305

450.0

900.0

-

254 x 254 @ 15.0

300.0

600.0

-

‘V’

" atau atau

‘T’

"

381 x 381 @ 18.0

900.0

1800.0

-

‘X’


-

-

-

95.0 (2000 psf) @ 1.5m b.F.L. b.F.L. (JKR probes probes > 40 blows/foot).


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Pile Design Report

Syor-syor asas adalah seperti berikut:Nota:

i) Cerucuk Konkrit Tetulang a) Daya tanggung tanggung beban beban kebanyakan cerucuk-cerucuF: yang direkabentuk direkabentuk adalah adalah dari separa geseran badan dan separ.a tanggung huiung dan keupayaan galas yang disy orkan adalah berdasarkan kekuatan tanah dalam lingi:ungan batasan rendah serta menggunakan faktor keselamatan 2.0. b) Sekura Sekurangng-W Wrangny rangnyaa 5 bila bilanga ngan n ceruc cerucuk uk perm permula ulaan an perl perlu u ditan ditanam am bagi bagi setiap setiap bangu bangu nan yang dicadangi;an yang memerlukan asas cerucuk dan 1 bilangan cerucuk ini perlu perlu dija dijalan lankan kan ujian ujian beba beban n (ini (ini berm bermakn aknaa bahaw bahawaa sekur sekurang ang-ku -kuran rangny gnyaa satu satu ujia ujian n beban beban dibu dibuat at bagi bagi setiap setiap bangun bangunan an yang yang meliba melibatka tkan n asas asas ceru cerucuF cuF:). :). Ujian Ujian beba beban n ini ini boleh boleh dija dijalan lankan kan selepa selepass 3 ming minggu gu ceru cerucuk cuk-ce -ceruc rucuk uk berk berkena enaan an dita ditanam nam.. ii) Penapak Penapak Konkrit Konkrit Tetulang etulang a) Fenapak-penapak E:onkrit hendaklah ditanam ke paras dalaman yang telah ditetap kan di dalam jadual di atas (b. F. L. - below formation, atau b.o.g.l. - below original ground level), dan lobang-lobang asas yang dikorek hendaklah jangan dibiarkan ter dedah terlalu lama. Kerja-kerja 'concrete sdreeding' dan konkriting hendaklah dilakukan secepat mungkin selepas penggalian lobang asas. b) Walauba alaubagai gaiman manapu apun n ujian ujian penges pengesaha ahan n proba proba-pr -proba oba JKR perlu perlu dija dijalan lankan kan terleb terlebih ih dahulu bagi setiap kedudukan tiang bangunan-bangunan yang-dicadangkan bagi memastikan hentaman proba-proba ini tidak kurang dari apa yang dicatitkan di dal am jadual di atas dari dasar lobang asas kebawah dan ujian-ujian ini hendaklah dibu at sebelum kerja-kerja pergorekkan lobang-lobang asas. iii) Cerucuk Ka Kayu Be Berubat a) Daya tanggung tanggung cerucuk yang direkabentuh direkabentuh adalah adalah separa geseran badan dan sep ara tanggung hujung dan faktor keselamatan yang digunakan di dalam perkiraan adalah 2.0 serta menggunakan kekuatan tanah- dalam lingkungan batasan rendah. b) Cerucu Cerucuk k henda hendakla klah h ditan ditanam am sehi sehingg nggaa menca mencapai pai set yang yang sesua sesuaii dan dan ini ini dijan dijangka gka akan ditemui di paras dalaman lebih dari 6.0m. c) Cerucuk !:ayu KEMFAS KEMFAS Berubat yang yang diluluskan diluluskan oleh SIRIM hendaklah digu nakan dan perlu mematuhi keperluan-keperluan keperluan-keperluan yang terkandung di dalam surat pekeli pekelilin ling g KF*:R KF*:R 7/1984 7/1984.. d) Sekurang-kurangnya 3 bil. cerucuk cerucuk permulaan perlu ditanam terlebih dahulu dahulu dan 2 bil. cerucuk ini hendaklah dijalankan ujian beban. Ujian beban ini boleh dilakukan selepas 3 minggu cerucuk-cerucul: berkenaan ditanam.

5.0

Syor-syor Tambahan a)

KerjaKerja-ker kerja ja peni penimbu mbusan san dan pemo pemoton tongan gan hendak hendaklah lah dija dijalan lankan kan pada pada perina perinakat kat permu permu laan laan kerja kerja-ke -kerja rja pembin pembinaan aan dan tanah tanah yang yang ditimb ditimbus us hend hendakl aklah ah di di dalam dalam lapisan tidak melebihi 300mm dan setiap lapisan dipadat ke tahap 95% mengikut Piawaian Kepadatan British dengan penentuan JKR.

b)

Bagi Bagi bangu bangunan nan-ba -bangu ngunan nan di mana mana lantai lantai-la -lanta ntaii tingk tingkat at bawa bawah h akan akan dile diletak takkan kan di atas atas


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Pile Design Report

tanah timbus melebihi 2.50m kegunaan lantai gantung adalah diperakukan, dan untuk bangunan-bangunan lain yang mana lantai-lantai tingkat bawah akan dilekakan dilekakan di atas tanah timbus timbus tidak melebih melebihii 2.50m lantai-l lantai-lantai antai ini hendakla hendaklah h diperkuatakan dengan 2 lapisan BRC dan sambungan bebas disediakan di anatara lanatai dan rasuk/dinding bangunan.

6.0

c)

Penyed Penyediaa iaan n penya penyambu mbung ng bagi bagi setiap setiap jarak jarak 6.0m 6.0m adala adalah h wajar wajar bagi bagi lantai lantai-la -lanta ntaii apron kesemua bangunan yang dicadangkan dan mana-mana lantai apron yang akan diletakkan di atas timbus melebihi -1.0m lantai apron ini perlu dipisahkan daripada tiang/rasuk/dinding tiang/rasuk/dinding bangunan dengan bitumen.

d)

Bagi Bagi blok-b blok-blok lok bang banguna unan n di mana mana pusat pusat ini ini telah telah meng mengesy esyork orkan an lebih lebih dari dari satu satu saiz saiz cerucuk, pihak tuan . bolehlah memilih mana-mana saiz.yang didapati lebih ekonomik tetapi HANYA HANYA SATU SATU SAIZ CERUCUK DIBENARKAN bagi satu ban gunan.

e)

Pusat Pusat ini ini juga juga menges mengesyor yorkan kan agar agar.. kecura kecuraman man ceru cerun-c n-ceru erun n yang yang akan akan didiri didirikan kan tida tidak k melebihi IM: 1(H) bagi cerun-cerun potong (cut slopes) dan, IM: 1.5(H) bagi cerungerun timbud (filled slopes).

Hal-hal Lain Satu set rekod penanaman cerucuk-cerucuk yang diuji berserta dengan keputusan ujianujian bebannya hendaklah dikemukakan kepada pusat ini untuk tujuan dokumentasi.

7.0

Penutup Dikemukakan syor-syor dan ulasan pusat ini untuk tindakan tuan selanjutnya.

Pusat Penyelidikan,Institut Latihan & Penyelidikan JKR.


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Pile Design Report


Lampiran 'E'

Settlement Estimation of Fill From classification results underlying soil is of the COHESIVE type with a fair proportion of sandy materials. It is most probable that the fill material to be used would be obtained from the cut-areas. Hence for settlement analysis it is assume that the fill material is of the cohesive type. In the estimation of soil settlement it is assume that the - original underlying soil where the fill would be place experience negligible settlement and whatever settlement that would occur is solely from consolidation of the fill under its own weight. It is also assume that the fill is uncompacted since it is most common now that the control exercised in placing fill and compaction has frequently been insufficient to ensure an adequate and uniform support for structures immediately after placement.

Hence for estimation of settlement of fill, fig. 1.0 below would be used. From fig. 1.0 graph 5, cohesive material would settle around 11% of its thickness. Suppose that construction period is 2 years and construction of ground floor would be carried out after a period of 1.5 years after placement of fill.. Take case where height of fill = 2.50m Therefore settlement of fill = 0.11 x 2.50 = .275m Settlement (': of height of fill) fill) = 0.08 x. 2.50 = 0.200m after period period of 1.5 yrs. Hence remaining settlement after = 0.275 - 0.200 = 0.075m 0.075m period of 1.5 yrs. Therefore for those buildings placed on fill ground of height >> 2.50m suspended floor is recommended and for the others . place on fill < 2.50m independent floor with 2 layers of BRC. Cawangan Jalan, Ibu Pejabat JKR, K.L

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Pile Design Report


Proj Projek ek : Pakej :

SM. SM. Keba Kebang ngsa saan an Sung Sungai ai Besa Besarr,Sab ,Sabak ak Bern Bernam am,, Sela Selang ngor or.. KBSM.

1.0. Tujuan. Lapuran ini adalah bertujuan untuk menyampaikan keputusan penyiasatan tapak dan syor asas yang sesuai bagi.projek diatas.

2.0. Skop Ke Kerja Perlaksanaan projek ini akan melibatkan pembinaan 1 Blok, 2 Tingkat (6BD,) bangunan sekolah seperti yang tertera didalam pelan tatatur JKR/SB:765/81A. Aras tanah sediada adalah merupakan cadangan aras formasi tapakbina ini,dan tidak-melibatkan sebarang penamb penambuna unan. n.

3.0. 3.0. Skop Skop Kerja Kerja Peny Penyia iasa sata tan n Tap Tapak ak Sebanyak 8 bilangan ujian proba JKR telah dijalankan oleh JKR Sabak Bernam, dan-2 bilang bilangan an ujia ujian n gerek gerekan an dala dalam m telah telah dijala dijalanka nkan n oleh oleh Unit Unit Makmal Makmal diloka dilokasisi-lok lokasi asi yang yang bertan bertanda da dida didalam lam pelan pelan tata tatatur tur..

4.0. 4.0. Syor Syor-s -syo yorr Asas Asas Berdasarkan kira-kira rekabentuk, syor asas adalah seperti berikut:Jenis Asas


Saiz Asas (mm)

Panjang Asas (mm)

254 x 254

30.0

Keupayaan galas Beban yg. Dibenarkan Dibenarkan Ujian (kN/cerucuk) (kN/cerucuk) 300

600

4.1.

Daya tanggung tanggung beban beban cerucuk cerucuk konkri konkritt tetulang tetulang yang direkabent direkabentuk uk adalah adalah kebanyakannya dari geseran badang, Perkiraan adalah menggunakan kekuatan tanah di dalam lingkungan batasan rendah. Ini bermakna hanya 1 cerucuk sahaja diper lukan bagi setiap tiang.

4.2.

Bacaan Bacaan set tidaklah tidaklah perlu perlu semasa semasa penanaman penanaman cerucuk, cerucuk, dan dan cerucuk cerucuk bolihlah bolihlah ditanamkan diparas dalaman 30.0m.

4.3.

Sekurang-k Sekurang-kurang urangnya nya 6 (enam) bilangan bilangan cerucu cerucuk k permulaa permulaan n hendakla hendaklah h ditanam ditanam dan 1 (satu) bilangan cerucuk yang berdekatan dengan.lokasi ujian gerekan dalam hendak lah dijalankan ujian.beban selepas 4 (empat) minggu cerucuk. berkenaan ditanam.

5.0. 5.0. Syor Syor-s -syo yorr Tam Tamba baha han n Bagi mengelakkan keretakan lantai apron unit ini berpend.apat penyed.iaan penyambung bagi bagi setia setiap p jarak jarak 6.Om 6.Om adala adalah h wajar wajar.. Lanta Lantaii apron apron juga juga perlu perlulah lah dipisa dipisahka hkan n darip daripada ada dind dind ing dan tiang bangunan supaya pergerakan berlainan sekiranya berlaku akan tersekat.

6.0. .0. Hal Hal-ha -hal La Lain Satu set rekod penanaman cerucuk-cerucuk berserta dengan' keputusan ujian-ujian beban nya hendaklah dikemukakan kepada unit ini bagi tujuan kaiian lanjut dan rekod.

7.0. Penutup. Dikemukakan syor-syor dan ulasan unit ini untuk tindakan tuan selanjutnya.


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DATAS OBTAINED FORM : EN. BAHARUDIN LOKMAN JKR(O) S B

PROJEK : SMK SUNGAI BESAR DAERAH : SABAK BERNAM

NEGERI : SELANGOR

1. HISTORY OF SITES *

Any Cut / Fill ?

NO

- If there’s fill – when ? - What is the the depth of fill? *

Is there a slope ?

NO

- How far from the proposed building ? - What is the height of the slope ? 2.

HISTORY OF EXISTING NEARBY BUILDINGS *

What is the type of foundation ? If Pile - What Type ? - What Size ? If Pad - What Depth ?

PILE RC 305 x 305 -

- What Bearing Capacity ? *

When Constructed ?

80’s

*

How is the present conditions ?

OK

*

3.

- Any apron / floor cracks ?

SIGN OF

- Other sign of distress distres s ?

CRACKS

How far is the nearest building ?

30’

SOIL CONDITIONS * What type of soils ?

* What is the water level ?

SOFT CLAY

HIGH

HBB /hbb


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Pile Design Report

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Pile Design Report


UNIT MAKMAL MAKMAL NO. HELAI HELAI …………… …………… 1………… KIRA – KIRA REKABENTUK REKABENTUK REKABENTUK OLEH ……… ……… ….… CAWANGAN REKABENTUK DAN PENYELIDIKAN PENYELIDIKAN IBU PEJABAT, PEJABAT, JKR.

NO. FAIL FAIL ……………… ……………………… ……… …...

PROJEK : SMK SUNGAI SUNGAI BESAR. DAERAH : SABAK BERNAM. BERNAM. PAKEJ : KBSM

TARIKH ………4.10.89…………

RUJUKAN RUJUKAN

KIRA – KIRA

Lukisan Lukisan

CATATAN CATATAN

1. Blok / 2 tct. (GBD) sekolah sekolah

RL : 29.54

JKR/SB: 765/81A

FL : 30.00

Lukisan

Column Loadings(T) Loadings(T)

Frame

Front

Back

F1

20

18

F2

29

25

F3

25

21

Datas & Assumptions

MAX 29T

No fitting included

Level

Geological

SPT

Cu

Section

(N)

kN/m kN/m2

(m)

(ft)

0

0

v/s

12

40

-

x

v/s α

(0.03)

v.soft

v/s 25

to

(0.23)

Cu

Stiff

1.0

0.9

-

Silty Clay

Qu = Qs + Qb Qb Clay: Qs = As As x Cu Qb = Ab 9 Cb Sand : Qs = ASN 50

Qb = Ab 4 N

Qa = Qu f.o.s. E96


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Pile Design Report


UNIT MAKMAL MAKMAL NO. HELAI HELAI ……… ……… 2…………….…. KIRA – KIRA REKABENTUK REKABENTUK REKABENTUK OLEH ……… …..… CAWANGAN REKABENTUK DAN PENYELIDIKAN PENYELIDIKAN IBU IBU PEJABAT, PEJABAT, JKR.

PROJEK : SMK SUNGAI SUNGAI BESAR. DAERAH : SABAK BERNAM. PAKEJ : KBSM

NO. FAIL FAIL ……………… ……………………… ……… .…... TARIKH ………4.10.89……….…

RUJUKAN RUJUKAN

KIRA – KIRA

CATATAN CATATAN

Try RC Piles Piles

Level (m)

(ft)

30

100

BXB

Qs

Qb

Qa

Qa

(in)

(T)

(T)

(T)

(T)

61 B

3.5 B

10 x 10

51

2.4

35

27

12 x 12

61

3.5

42

32

15 x 15

76

5.5

53

41

67B

40B

10 x 10

56

28

47

42

12 x 12

67

40

58

54

15 x 15

84

63

77

74

Remarks

2

* quite close

2

Cost comperison

F2

F1

F3

F2

F3

F3

F2

F3

F3

F3

F1

Frames

Front

Back

Col

F1

2

2

4

F2

3

3

6

F3

6

6

12

E96


Page 86

Pile Design Report


UNIT MAKMAL MAKMAL

NO. HELAI HELAI …… …… 3..…………….……

KIRA – KIRA REKABENTUK

REKABENTUK REKABENTUK OLEH OLEH ……… …..…

CAWANGAN REKABENTUK DAN PENYELIDIKAN PENYELIDIKAN IBU PEJABAT, PEJABAT, JKR.

PROJEK : SMK SUNGAI SUNGAI BESAR. DAERAH DAERAH : SABAK BERNAM. BERNAM. PAKEJ : KBSM RUJUKAN RUJUKAN Frames Frames

NO. FAIL FAIL ……………………… ……………………… .…... TARIKH ……4.10.89………….…

KIRA – KIRA Column

CATATAN

No of Piles 10” x 10” @ 30T(30m)

12” x 12” @ 30T(30m)

15” x 15” @ 30T(30m)

at 100

at 100

at 100

Total

22

22

22

Rate

$0.32/m2

$0.30/m 2

$0.28/m 2

Per m

Per m

Per m

Materials Materials

$960/-

$1296/-

$1890/-

10%

96/-

129.6/-

189/-

Total Cost

$23,232/$23,232/-

$31,363/$31,363/-

$45738/-

Loads(T)

F1

20 18

F2

29 25

F3

25 21

Recommende Recommended d

R.C. R.C. Piles Size : 10” 10” x 10” (254 (254 x 254) Length Length : 1 00’ (30m) (30m) Qa : 30T/Pile 30T/Pile (300kN (300kN Pile) f.o.s. f.o.s. : 1.5 skin 3.0 3.0 bearing bearing Pile is of mainly mainly friction friction

E96


Page 87

Pile Design Report


Project :

SM.KEB.SUNGAI SM.KEB.SUNGAI BESAR, BESAR, SABAK SABAK BERNAM, BERNAM, SELANGOR. SELANGOR.

BD SC BDS SCS

Bangunan Bangunan : 2 tingkat tingkat Jenis (BD/SC/BDS/S (BD/SC/BDS/SCS) CS) : BD Pile dim. : 254 mm sq. piles Length Length : 30 m W.Load : 30 Tonnes Tonnes

No. of Frames F1 2 ////////// ////////////// ///////// ////////// ////////// /////// // F2 3 ////////// ////////////// ///////// ////////// ////////// /////// // F3 6 ////////// ////////////// ///////// ////////// /////// ////// ////// Frames

Column Position Front Back Front Back Front Back

Column Load 20.0 18.0 29.0 25.0 25.0 21.0

= = = =

Piles/ Column 1 1 1 1 1 1 TOTAL :

$35.20 /m. /m. length length

Cost :

Bilik Da Makmal Makmal S Bilik D Makmal Makmal

Piles Req’d. 2 2 3 3 6 6 22 $23,232.00 $23,232.00

ALTERNATIV ALTERNATIVELY ELY : -

Pile dim. Length Length W.Load

: : :

305 mm sq. piles 30 m 45 Tonnes Tonnes

No. of Frames F1 2 ////////// ////////////// ///////// ////////// ////////// /////// // F2 3 ////////// ////////////// ///////// ////////// ////////// /////// // F3 6 ////////// ////////////// ///////// ////////// ////////// /////// // Frames


Column Load 20.0 18.0 29.0 25.0 25.0 21.0




Cost :

Piles Req’d. 2 2 3 3 6 6 22 $31,363.20 $31,363.20

Page 88

Pile Design Report


Project :

SM.KEB.SUNGAI SM.KEB.SUNGAI BESAR, BESAR, SABAK SABAK BERNAM, BERNAM, SELANGOR. SELANGOR.

BD SC BDS SCS

Bangunan Bangunan : 2 tingkat tingkat Jenis (BD/SC/BDS/S (BD/SC/BDS/SCS) CS) : BD Pile dim. : 381 mm sq. piles Length Length : 30 m W.Load : 30 Tonnes Tonnes

No. of Frames F1 2 ////////// /////////////// ///////// ///////// ///////// /////// /// F2 3 ////////// /////////////// ///////// ///////// ///////// /////// /// F3 6 ////////// /////////////// ///////// ///////// /////// ////// ////// Frames


Column Load 20.0 18.0 29.0 25.0 25.0 21.0

= = = =



Cost :

Bilik Da Makmal S Bilik D Makmal

Piles Req’d. 2 2 3 3 6 6 22 $45,738.00 $45,738.00

ALTERNATIVE ALTERNATIVELY LY : -

Pile dim. Length Length W.Load

: : :

305 mm sq. piles 30 m 45 Tonnes Tonnes

No. of Frames F1 2 ////////// /////////////// ///////// ///////// ///////// /////// /// F2 3 ////////// /////////////// ///////// ///////// ///////// /////// /// F3 6 ////////// /////////////// ///////// ///////// ///////// /////// /// Frames


Column Load 20.0 18.0 29.0 25.0 25.0 21.0




Cost :

Piles Req’d. 2 2 3 3 6 6 22 $31,363.20 $31,363.20

Page 89

JKR DESIGN MICROPILE.pdf

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