CONSULTING Engineering Calculation Sheet E N G I N E E R … ·  · 2015-08-22Factor for SPT, N...

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Job No. Sheet No. Rev. Job Title XX Material Properties Characteristic strength of concrete, f cu (≤ 60N/mm 2 ; HSC N/A) 40 N/mm 2 OK Yield strength of longitudinal steel, f y 460 N/mm 2 Yield strength of shear link steel, f yv 460 N/mm 2 Type of concrete and density, ρ c 24 kN/m 3 Factor of Safety Factor of safety (overall base (effective) bearing and shaft (effective) friction 2.0 Factor of safety (base (effective) bearing), FOS 2 (usually 3.5) 3.0 Factor of safety (shaft (effective) friction), FOS 3 (usually 1.0 to 1.5) 1.5 Loading factor, K (between 1.40 and 1.60 depending on DL to LL ratio) 1.50 BS8110 Note loading factor K multiplies SLS loads for ULS loads for section (reinforcement) design; cl. 2.4.3.1.1 Soil Description Water unit weight, γ w = 9.81kN/m 3 9.8 kN/m 3 Soil name Dry bulk unit weight, γ dry 20.0 kN/m 3 Saturated bulk unit weight, γ sat 20.0 kN/m 3 Undrained shear strength, S u (z) 22.5 + 22.5z kPa Note that S u can be obtained from SPT (Stroud) or SPT (Fukuoka) values; Tomlinson Effective cohesion, c' 0.0 kPa Effective angle of shear resistance, φ' 38.0 degrees Note that φ ' can be obtained from SPT (Peck) or CPT (Durgunoglu and Mitchell) values; Tomlinson Effective angle of friction on shaft, δ' 25.1 degrees SPT, N(z) 5 + 5.0z Factor for SPT, N value (base effective bearing), K SPT,b 250 Pile (drilled shaft) in sands with L 10m, Q b ' 2900kPa 57.5L/10 Quiros and Ree Pile (drilled shaft) in sands with L > 10m, Q b ' 2900kPa 57.5 Quiros and Ree Pile (drilled shaft) in sands with L 10m, Q b ' 2900kPa 100 Shioi and Fuk Pile in undrained cohesive soils 200 Neoh Pile (driven displacement) in non-plastic silts 38L/D 300 Pile (driven displacement) in sands and gravels 38L/D 380 Meyerhof Pile in drained cohesionless soils 400 Neoh Factor for SPT, N value (shaft effective friction), K SPT,s 2.0 Pile in undrained cohesive or drained cohesionless soils 2.0 Neoh Structure, Member Design - Geotechnics Piles v2015.0 Structure, Member Design - Geotechnics Piles 19-08-15 1 jXXX CONSULTING E N G I N E E R S Engineering Calculation Sheet Consulting Engineers Made by Date Chd. Drg. Ref. Member/Location

Transcript of CONSULTING Engineering Calculation Sheet E N G I N E E R … ·  · 2015-08-22Factor for SPT, N...

Page 1: CONSULTING Engineering Calculation Sheet E N G I N E E R … ·  · 2015-08-22Factor for SPT, N value ... (Pretensioned Spun) Driven Circular RC Pile Effective area of concrete,

Job No. Sheet No. Rev.

Job Title

XX

Material Properties

Characteristic strength of concrete, fcu (≤ 60N/mm2; HSC N/A) 40 N/mm

2 OK

Yield strength of longitudinal steel, fy 460 N/mm2

Yield strength of shear link steel, fyv 460 N/mm2

Type of concrete and density, ρc 24 kN/m3

Factor of Safety

Factor of safety (overall base (effective) bearing and shaft (effective) friction), FOS2.0

Factor of safety (base (effective) bearing), FOS2 (usually 3.5) 3.0

Factor of safety (shaft (effective) friction), FOS3 (usually 1.0 to 1.5) 1.5

Loading factor, K (between 1.40 and 1.60 depending on DL to LL ratio) 1.50 BS8110

Note loading factor K multiplies SLS loads for ULS loads for section (reinforcement) design; cl. 2.4.3.1.1

Soil Description

Water unit weight, γw = 9.81kN/m3 9.8 kN/m

3

Soil name

Dry bulk unit weight, γdry 20.0 kN/m3

Saturated bulk unit weight, γsat 20.0 kN/m3

Undrained shear strength, Su(z) 22.5 + 22.5z kPa

Note that S u can be obtained from SPT (Stroud) or SPT (Fukuoka) values; Tomlinson

Effective cohesion, c' 0.0 kPa

Effective angle of shear resistance, φ' 38.0 degrees

Note that φ ' can be obtained from SPT (Peck) or CPT (Durgunoglu and Mitchell) values; Tomlinson

Effective angle of friction on shaft, δ' 25.1 degrees

SPT, N(z) 5 + 5.0z

Factor for SPT, N value (base effective bearing), KSPT,b 250

Pile (drilled shaft) in sands with L ≤ 10m, Q b ' ≤ 2900kPa 57.5L/10 Quiros and Reese

Pile (drilled shaft) in sands with L > 10m, Q b ' ≤ 2900kPa 57.5 Quiros and Reese

Pile (drilled shaft) in sands with L ≥ 10m, Q b ' ≤ 2900kPa 100 Shioi and Fukui

Pile in undrained cohesive soils 200 Neoh

Pile (driven displacement) in non-plastic silts 38L/D ≤ 300

Pile (driven displacement) in sands and gravels 38L/D ≤ 380 Meyerhof

Pile in drained cohesionless soils 400 Neoh

Factor for SPT, N value (shaft effective friction), KSPT,s 2.0

Pile in undrained cohesive or drained cohesionless soils 2.0 Neoh

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Job No. Sheet No. Rev.

Job Title

XX

Analysis Method

Undrained, drained or empirical analysis ?

For clays, perform undrained, drained and empirical analyses;

For sands / gravels, perform drained and empirical analyses;

For rocks, perform drained and empirical analyses;

Gross (effective) bearing capacity limit, qflimit(z=L-L0) or qflimit'(z=L-L0) 10166 kPa

Note that the base gross (effective) bearing capacity is limited to values up to 15000kPa Tomlinson

because Vesic showed that at penetration depths greater than 20 pile diameters, a peak value

of base resistance is reached which is not exceeded at greater penetrations depths;

Note that this limiting value is D- and L- dependent, thus affecting the multi-D multi-L pile

capacity charts which has thus been set to be limited by the automatically calculated value;

qflimit(z=L-L0) or qflimit'(z=L-L0) = Nq,strip.σv'(z=20D-L0) ≤ 15MPa 10166 kPa

48.9

σv'(z=20D-L0) = psurface+γdry.(Lc+20D) Invalid kPa

cl. 2.4.3.1.1 σv'(z=20D-L0) = psurface+(γsat-γw).(Lc+20D-zu)+γdry.zu 208 kPa

σv'(z=20D-L0) = psurface+(γsat-γw).(Lc+20D) Invalid kPa

Shaft adhesion limit or shaft effective stress limit, Salimit(z) or τalimit'(z) 89 kPa

Note that the shaft adhesion or the shaft effective stress is limited to 110kPa because Vesic Tomlinson

showed that at penetration depths greater than 20 pile diameters, a peak value of skin friction

is reached which is not exceeded at greater penetrations depths;

Note that this limiting value is D- and L- dependent, thus affecting the multi-D multi-L pile

capacity charts which has thus been set to be limited by the automatically calculated value;

Quiros and Reese Salimit(z) or τalimit'(z) = Ks.tanδ'.σv'(z=20D-L0) ≤ 110kPa 89 kPa

Quiros and Reese σv'(z=20D-L0) = psurface+γdry.(Lc+20D) Invalid kPa

Shioi and Fukui σv'(z=20D-L0) = psurface+(γsat-γw).(Lc+20D-zu)+γdry.zu 208 kPa

σv'(z=20D-L0) = psurface+(γsat-γw).(Lc+20D) Invalid kPa

Include or exclude base resistance ?

Note that in general, the contribution of base resistance in bored piles should be ignored due Gue

to difficulty of proper base cleaning, especially in wet hole (with drilling fluid); The contribution and

of base resistance should only be used if it is constructed in dry hole, if proper inspection of Partners

the base can be carried out or if base grouting is implemented; Furthermore, a relatively larger

base movement is required to mobilise the maximum base resistance as compared to the

displacement needed to fully mobilise shaft resistance; The base displacement of approximately

5% to 10% of the pile diameter is generally required to mobilise the ultimate base resistance

provided that the base is properly cleaned and checked;

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Job No. Sheet No. Rev.

Job Title

XX

Pile Group Dimensions

Width of pile group (pile cap) in x, Bcap 3.000 m

Length of pile group (pile cap) in y, Lcap 3.000 m

Pile Dimensions

Pile section shape

Pile shaft diameter (circular) or width (square), D 750 mm

Pile shaft cross sectional area, Aps = πD2/4 (circular) or D

2 (square) 441786 mm

2

Pile base diameter (circular) or width (square), Db 750 mm OK

Pile base cross sectional area, Apb = πDb2/4 (circular) or D

2 (square) 441786 mm

2 OK

Depth of pile cap base from ground level, Lc (>= 0.000m) 2.500 m OK

Depth of pile z=0 level from pile cap base, L0 (>= 0.000m) 0.000 m OK

Depth of pile founding level from pile cap base, L (>=L0) 60.000 m OK

Note that L 0 accounts for poor ground near surface level where no contribution of shaft skin

friction capacity is adopted, in fact negative skin friction is considered over L 0 length if requested;

Depth of water table from ground level, zu 3.000 m

Note that the soil beneath the water table has an effective submerged unit weight of about

half of the soil above the water table, thus reducing the drained overall pile effective capacity;

Hence use the highest water table forseeable;

Enter a negative z u value for water table above ground level, this representing a flood event

or a bridge pier within a sea or river with the ground level being the sea or river bed;

However, a water table above ground level may unconservatively decrease the overall pile

(effective) capacity utilisation, thus consider also the case when the water table is at ground level;

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L

L0

z

zu

Lc

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Job No. Sheet No. Rev.

Job Title

XX

Pile Reinforcement

Pile type 40 N/mm2

Precast Driven Square RC Pile or Insitu Bored Circular RC Pile

Pile compression capacity design method

Cover to all reinforcement, cover4 (usually 75) 75 mm

Longitudinal steel reinforcement diameter, φp 32 mm

Longitudinal steel reinforcement number, np 12

Longitudinal steel area provided, As,prov,p = np.π.φp2/4 9651 mm

2

Shear link diameter, φlink,p 10 mm

Number of links in a cross section, i.e. number of legs, nlink,p 2

Area provided by all links in a cross-section, Asv,prov,p = nlink,p.π.φlink,p2/4 157 mm

2

Pitch of links, Sp 150 mm

Estimated steel reinforcement quantity 171 kg/m3

[ 7850 . A s,prov,p / A ps ]; No laps; Links ignored;

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Job No. Sheet No. Rev.

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XXStructure, Member Design - Geotechnics Piles 19-08-15

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Job No. Sheet No. Rev.

Job Title

XX

Precast (Pretensioned Spun) Driven Circular RC Pile

Effective area of concrete, Aeff 33694 mm2

Effective prestress, fpe 6.3 N/mm2

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Job No. Sheet No. Rev.

Job Title

XX

Insitu Bored Circular RC Pile (API Micropile)

Yield strength of API pipe, fy,API 552 N/mm2

Outer diameter of API pipe, ODAPI 177.8 mm

Wall thickness of API pipe, tAPI 9.19 mm

Cross sectional area of API pipe, AAPI = π.[ODAPI2-(ODAPI-2.tAPI)

2]/4 N/A mm

2

Cross sectional area of grout, Ac,API = Aps-AAPI N/A mm2

Elastic modulus of concrete, Ec = 5500.(fcu/1.5)0.5 28402 N/mm

2 BS8110

Elastic modulus of steel, Es 210000 N/mm2 cl. 2.5.3

API PIPE SIZES FOSstr = 2.0

Grade N80 ( fy = 80,000 PSI / 552 MPa )

OD (mm)Thickness (mm)ID (mm) Qult (kN) Qall (kN)

114.3 7.37 99.56 1,367 683

7.52 111.96 1,558 779

9.19 108.62 1,878 939

11.19 104.62 2,247 1,124

12.7 101.6 2,517 1,259

7.72 124.26 1,767 883

9.17 121.36 2,076 1,038

10.54 118.62 2,361 1,180

8.94 150.42 2,471 1,235

10.59 147.12 2,896 1,448

12.06 144.18 3,268 1,634

8.05 161.7 2,370 1,185

9.19 159.42 2,687 1,344

10.36 157.08 3,008 1,504

11.51 154.78 3,319 1,660

12.65 152.5 3,623 1,811

13.72 150.36 3,904 1,952

9.52 174.66 3,041 1,520

10.92 171.86 3,461 1,731

12.7 168.3 3,986 1,993

14.27 165.16 4,440 2,220

15.86 161.98 4,891 2,446

11.43 196.24 4,116 2,058

12.7 193.7 4,546 2,273

14.15 190.8 5,029 2,515

10.03 224.44 4,078 2,039

11.05 222.4 4,473 2,237

11.89 220.72 4,796 2,398

13.84 216.82 5,536 2,768

11.43 250.14 5,185 2,592

12.57 247.86 5,677 2,838

298.4 12.42 273.56 6,160 3,080

339.7 13.06 313.58 7,398 3,699

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127.0

219.1

244.5

273.0

139.7

168.3

177.8

193.7

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Job No. Sheet No. Rev.

Job Title

XX

Pile SLS Loading (Including Negative Skin Friction)

Surcharge at surface, psurface 0 kPa

Pile SLS vertical load, Fpile,v,n 3000 kN

Pile group (pile cap) SLS vertical load, Fpilecap,v 15000 kN

Note that F pile,v,n and F pilecap,v can be positive (downward) or negative (upwards);

Pile SLS vertical (compressive) NSF load, Fpile,v,NSF 0 kN

Note NSF = negative skin friction; Note F pile,v,NSF = ( πD or 4D).L 0 . β .[ σ v '(z=-L 0 )+ σ v '(z=0)]/2;

Consideration of NSF ? Not Considered

NSF reduction factor, β 0.30 Meyerhof

Clay

0.20-0.25 Garlanger

Silt

0.25-0.35 Garlanger

Sand

0.35-0.50 Garlanger

Effective vertical stress at z=-L0 level, σv'(z=-L0) 50 kPa

Case when (z u −−−− L c ) >= MAX (B cap , L cap ) Invalid

σv'(z=-L0) = psurface+γdry.Lc N/A kPa

Case when 0 < (z u −−−− L c ) < MAX (B cap , L cap ) Valid

σv'(z=-L0) = psurface+γdry.Lc 50 kPa

Case when (z u −−−− L c ) = 0 Invalid

σv'(z=-L0) = psurface+γdry.Lc N/A kPa

Case when (z u −−−− L c ) < 0 and z u >= 0 Invalid

σv'(z=-L0) = psurface+(γsat-γw).(Lc-zu)+γdry.zu N/A kPa

Case when z u < 0 Invalid

σv'(z=-L0) = psurface+γsat.Lc+γw.(-zu)-γw.(Lc+(-zu)) N/A kPa

Note that the above equation reduces to σ v '(z=-L 0 ) = p surface+( γ sat - γ w ).L c ;

Effective vertical stress at z=0 level, σv'(z=0) 50 kPa

Case when (z u −−−− L c −−−− L 0 ) >= MAX (B cap , L cap ) Invalid

σv'(z=0) = psurface+γdry.(Lc+L0) N/A kPa

Case when 0 < (z u −−−− L c −−−− L 0 ) < MAX (B cap , L cap ) Valid

σv'(z=0) = psurface+γdry.(Lc+L0) 50 kPa

Case when (z u −−−− L c −−−− L 0 ) = 0 Invalid

σv'(z=0) = psurface+γdry.(Lc+L0) N/A kPa

Case when (z u −−−− L c −−−− L 0 ) < 0 and z u >= 0 Invalid

σv'(z=0) = psurface+(γsat-γw).(Lc+L0-zu)+γdry.zu N/A kPa

Case when z u < 0 Invalid

σv'(z=0) = psurface+γsat.(Lc+L0)+γw.(-zu)-γw.(Lc+L0+(-zu)) N/A kPa

Note that the above equation reduces to σ v '(z=0) = p surface+( γ sat - γ w ).(L c+L 0 );

Total pile SLS vertical (compressive) load (per pile), Fpile,v,comp 3000 kN

Note F pile,v,comp = MAX(0, F pile,v,n )+F pile,v,NSF ;

Total pile SLS vertical (tensile) load (per pile), Fpile,v,tens 0 kN

Note F pile,v,tens = ABS(MIN(0, F pile,v,n ));

Pile ULS Loading (Including Negative Skin Friction)

Total pile ULS vertical (compressive) load (per pile), Fpile,v,comp,uls = K.Fpile,v,comp 4500 kN

Total pile ULS vertical (tensile) load (per pile), Fpile,v,tens,uls = K.Fpile,v,tens 0 kN

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Job No. Sheet No. Rev.

Job Title

XX

Executive Summary

Undrained overall pile capacity N/A N/A

Drained overall pile effective capacity N/A N/A

Empirical overall pile effective capacity 89% OK

Pile axial compression capacity 68% OK

Pile axial tension capacity 0% OK

Pile detailing requirements

Undrained overall pile group capacity N/A N/A

Drained overall pile group capacity N/A N/A

Empirical overall pile group capacity N/A N/A

Overall utilisation summary 89%

% Vertical reinforcement in pile 2.18 %

Estimated pile steel reinforcement quantity 171 kg/m3

[Note that steel quantity in kg/m3 can be obtained from 78.5 x % rebar];

Material cost: concrete, c 300 units/m3 steel, s 3500 units/tonne

Reinforced concrete material cost = c+(est. rebar quant).s 900 units/m3

OK

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Job No. Sheet No. Rev.

Job Title

XX

Undrained Overall Pile Capacity

Undrained shear strength at z=0 level, Su(z=0) N/A kPa

Undrained shear strength at z=L-L0 level, Su(z=L-L0) N/A kPa

Base bearing capacity, Qb = (πDb2/4 or Db

2).qf(z=L-L0) N/A kN

Gross bearing capacity, qf(z=L-L0) = Nc.Su(z=L-L0) (<=qflimit(z=L-L N/A kPa Terzaghi

Note gross bearing capacity set to 0.0kPa if base resistance excluded;

Bearing capacity factor, Nc = 9.0 N/A Meyerhof

Shaft friction capacity, Qs = (πD or 4D).(L-L0).Sa N/A kN

Average shaft adhesion, Sa = [Sa(z=0)+Sa(z=L-L0)]/2 N/A kPa

Sa(z=0) = F.α(z=0).Su(z=0) (<=Salimit(z)) N/A kPa

Sa(z=L-L0) = F.α(z=L-L0).Su(z=L-L0) (<=Salimit(z)) N/A kPa

Note that S a (z=0) is the shaft adhesion at z=0 level and S a (z=L-L 0 )

is the shaft adhesion at z=L-L 0 level;

Shaft adhesion factor, α(z=0) 0.80 McClelland, Nordlund

Shaft adhesion factor, α(z=L-L0) 0.80 McClelland, Nordlund

Shaft adhesion length factor, F = function (L/D) 1.00

Note that α is 0.30 (under-reamed base piles); Tomlinson

Note that α is 0.30-0.60 (stiff over-consolidated clays); Whitaker and Cooke

Note that α is 0.30 (heavily fissured clay); Tomlinson

Note that α is 0.45 (very stiff clays, S u >= 150kPa); Neoh

Note that α is 0.45-0.60 (firm to stiff clays, eg. London Clay); Tomlinson

Note that α is 0.45 (bored piles), 0.80 (driven piles); Sutton

Note that α is 0.50 (firm to stiff clays, S u >= 70kPa); API

Note that α is 1-[(S u -25)/90] (soft to firm clays, 25kPa < S u < 70kPa); API

Note that α is 0.80-1.00 (soft Malaysian Clay); Gue and Partners

Note that α is 1.00 (very soft clays, S u <= 25kPa); Neoh, API

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Job No. Sheet No. Rev.

Job Title

XX

Compressive

Compressive and Tensile

Compressive

Compressive

McClelland, Nordlund

McClelland, Nordlund

Whitaker and Cooke

Gue and Partners

Note that B in the term L/B above is D;

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Job No. Sheet No. Rev.

Job Title

XX

Pile weight minus soil weight removed, Fpile = Aps.L.(ρc-γdry) N/A kN

Note under-reamed base dimensions ignored in calculation of F pile as deemed negligible;

Note conservatively, dry bulk unit weight assumed for density of displaced soil;

Combined base bearing and shaft friction capacity, Pf = Qb + Qs N/A kN

Base and Shaft Capacity Factored Individually

Compressive Undrained pile base capacity (factored), Qb / FOS2 N/A kN

Compressive and Tensile Undrained pile shaft capacity (factored), Qs / FOS3 N/A kN

Compressive Undrained pile base and shaft capacity (factored), Qb / FOS2 + Qs N/A kN

Base and Shaft Capacity Factored Together

Compressive Undrained pile base and shaft capacity (factored), Pf / FOS1 N/A kN

Tensile Undrained pile base and shaft capacity (factored), Qs / FOS1 N/A kN

Undrained overall pile capacity for vertical (compressive) load, MIN (Qb / FOS N/A kN

Undrained overall pile capacity for vertical (tensile) load, MIN (Qs / FOS3, Qs / FOSN/A kN

Undrained overall pile capacity utilisation = MAX (Fpile,v,comp / (MIN (Qb / FOS2 N/A N/A

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Job No. Sheet No. Rev.

Job Title

XXStructure, Member Design - Geotechnics Piles 19-08-15

Structure, Member Design - Geotechnics Piles v2015.01.xlsx

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Consulting Engineers jXXX

CONSULTING

E N G I N E E R S 13

0

1000

0 5 10 15 20 25 30 35 40 45 50 55

Undrained Overall Pile (Compressive) Capacity, MIN (Qb/ FOS2+ Q

s/ FOS3, Pf/ FOS1) -Fpile(kN)

Length of Pile, L (m)

Undrained Overall Pile

(Compressive) Capacity Chart

D = Db = 300mm D = Db = 450mm D = Db = 600mm D = Db = 750mm

D = Db = 900mm D = Db = 1050mm D = Db = 1200mm D = Db = 1350mm

D = Db = 1500mm D = Db = 1650mm D = Db = 1800mm D = Db = 1950mm

D = Db = 2100mm

Made by Date Chd.

Drg. Ref.

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Job No. Sheet No. Rev.

Job Title

XX

Drained Overall Pile Effective Capacity

Effective vertical stress at pile top z=0 level, σv'(z=0) N/A kPa

Case when (z u −−−− L c −−−− L 0 ) >= 0 N/A

σv'(z=0) = psurface+γdry.(Lc+L0) N/A kPa

Case when (z u −−−− L c −−−− L 0 ) < 0 and z u >= 0 N/A

σv'(z=0) = psurface+(γsat-γw).(Lc+L0-zu)+γdry.zu N/A kPa

Case when z u < 0 N/A

σv'(z=0) = psurface+γsat.(Lc+L0)+γw.(-zu)-γw.(Lc+L0+(-zu)) N/A kPa

Note that the above equation reduces to σ v '(z=0) = p surface+( γ sat - γ w ).(L c+L 0 );

Effective vertical stress at water table z=zu-Lc-L0 level, σv'(z=zu-Lc-L0) N/A kPa

Case when z u >= 0 N/A

σv'(z=zu-Lc-L0) = psurface+γdry.zu N/A kPa

Case when z u < 0 N/A

σv'(z=zu-Lc-L0) = 0 N/A kPa

Effective vertical stress at critical depth z=20D-L0 level, σv'(z=20D-L0) N/A kPa

Case when (z u −−−− L c −−−−20D) >= 0 N/A

σv'(z=20D-L0) = psurface+γdry.(Lc+20D) N/A kPa

Case when (z u −−−− L c −−−−20D) < 0 and z u >= 0 N/A

σv'(z=20D-L0) = psurface+(γsat-γw).(Lc+20D-zu)+γdry.zu N/A kPa

Case when z u < 0 N/A

σv'(z=20D-L0) = psurface+γsat.(Lc+20D)+γw.(-zu)-γw.(Lc+20D+(-zN/A kPa

Note that the above equation reduces to σ v '(z=20D-L 0 ) = p surface+( γ sat - γ w ).(L c+20D);

Effective vertical stress at pile base z=L-L0 level, σv'(z=L-L0) N/A kPa

Unit weight, γ' N/A kN/m3

Case when (z u −−−− L c −−−− L) >= MAX (B cap , L cap ) N/A

σv'(z=L-L0) = psurface+γdry.(Lc+L) N/A kPa

γ' = γdry N/A kN/m3

Case when 0 < (z u −−−− L c −−−− L) < MAX (B cap , L cap ) N/A

σv'(z=L-L0) = psurface+γdry.(Lc+L) N/A kPa

γ' = zu/MAX(Bcap, Lcap) . [γdry - (γsat - γw)] + (γsat - γw) N/A kN/m3

Case when (z u −−−− L c −−−− L ) = 0 N/A

σv'(z=L-L0) = psurface+γdry.(Lc+L) N/A kPa

γ' = γsat - γw N/A kN/m3

Case when (z u −−−− L c −−−− L ) < 0 and z u >= 0 N/A

σv'(z=L-L0) = psurface+(γsat-γw).(Lc+L-zu)+γdry.zu N/A kPa

γ' = γsat - γw N/A kN/m3

Case when z u < 0 N/A

σv'(z=L-L0) = psurface+γsat.(Lc+L)+γw.(-zu)-γw.(Lc+L+(-zu)) N/A kPa

Note that the above equation reduces to σ v '(z=L-L 0 ) = p surface+( γ sat - γ w ).(L c+L);

γ' = γsat - γw N/A kN/m3

Structure, Member Design - Geotechnics Piles v2015.01.xlsx

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L

L0

z

zu

Lc

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Job No. Sheet No. Rev.

Job Title

XX

Base effective bearing capacity, Qb' = (πDb2/4 or Db

2).qf'(z=L-L0) N/A kN

Gross effective bearing capacity, qf'(z=L-L0) (<=qflimit'(z=L-L0)) N/A kPa Terzaghi

= sc.dc.Nc,strip.c' N/A kPa

+ sq.dq.Nq,strip.σv'(z=L-L0) N/A kPa

+ sγ.dγ.Nγ,strip.Db/2.γ' N/A kPa

Note gross effective bearing capacity set to 0.0kPa if base resistance excluded;

Note for piles bored in rock, s c .d c = 1.2, s q .d q = 1.0 and s γ .d γ = 0.7; Gue and Partners

Note for piles bored in rock, q f ' = 0.3q uc , where Neoh

q f ' for weak rock 1500 kPa Neoh

q f ' for medium rock 2400-7300 kPa Neoh

q f ' for strong fresh rock 10000 kPa Neoh

Note typically for driven piles, N q = 20 (loose sand) to 100 (very dense sand), Neoh

and for bored piles N q = 12 (loose sand) to 40 (very dense sand);

Equations for bearing capacity factors

+20D); Cohesion Factors

Shape factor, N/A EC7

Depth factor, N/A

Note D and B in the above equation are L c+L and D b , respectively;

Bearing capacity factor, Nc,strip N/A

Soils Nc,strip = (Nq,strip-1).cotφ' N/A EC7 (Prandtl)

Rocks Nc,strip N/A Kulhawy and Goodman

Surcharge Factors

Shape factor, N/A EC7

Note B' and L' in the above equation are D b and D b , respectively;

Depth factor, dq N/A

Note D and B' in the above equation are L c+L and D b , respectively;

Bearing capacity factor, Nq,strip N/A

Soils N/A EC7 (Reissner)

Rocks Nq,strip N/A Kulhawy and Goodman

Self Weight Factors

Shape factor, N/A EC7

Note B' and L' in the above equation are D b and D b , respectively;

Depth factor, N/A

Bearing capacity factor, Nγ,strip N/A

Soils Nγ,strip = 2.0(Nq,strip-1).tanφ' N/A EC7 (Hansen)

Rocks Nγ,strip N/A Kulhawy and Goodman

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Job No. Sheet No. Rev.

Job Title

XX

Shaft effective friction capacity, Qs' = (πD or 4D).Σ(∆L.τa') N/A kN

Equation for shaft effective stress

Soils / Rocks τa'(z=0) = Ks.tanδ'.σv'(z=0) (<=τalimit'(z)) N/A kPa

τa'(z=zu-Lc-L0) = Ks.tanδ'.σv'(z=zu-Lc-L0) (<=τalimit'(z)) N/A kPa

τa'(z=20D-L0) = Ks.tanδ'.σv'(z=20D-L0) (<=τalimit'(z)) N/A kPa

τa'(z=zu-Lc-L0) = Ks.tanδ'.σv'(z=zu-Lc-L0) (<=τalimit'(z)) N/A kPa

Gue and Partners τa'(z=L-L0) = Ks.tanδ'.σv'(z=L-L0) (<=τalimit'(z)) N/A kPa

Note that τ a '(z=0) is the shaft effective stress at z=0 level and τ a '(z=L-L 0 )

is the shaft effective stress at z=L-L 0 level;

Note τ a ' = σ h '.tan δ ' = K s σ v '.tan δ ';

Note effective cohesion, c' ignored due to disturbed soil adjacent to pile foundation;

Ks.tanδ' 0.43

Calculated Ks.tanδ' = kKs.K0.(OCR)0.5.tanδ' = kKs.(1-sinφ 0.22 Burland, Meyerhof

Coefficient of horizontal soil stress, kKs 1.25 Tomlinson

Overconsolidation ratio, OCR 1.0

Effective angle, δ ' for sandy gravel 40.0 degrees Neoh

Effective angle, δ ' for sand 32.0 degrees Neoh

Effective angle, δ ' for silts and clays 21.0-31.0 degrees Neoh

Effective angle, δ ' for bored pile residual angle degrees Neoh

Manual Ks.tanδ' 0.43

Pile bored in very loose to dense sands (Meyerhof)K s .tan δ ' = 0.10-0.35 Neoh, Meyerhof

Pile bored in loose sands (Davies and Chan)K s .tan δ ' = 0.15-0.30 Gue and Partners

Pile bored in dense sands (Davies and Chan)K s .tan δ ' = 0.25-0.60 Gue and Partners

Pile CFA in chalk K s .tan δ ' = 0.45 CIRIA574

Pile CFA in chalk with N >= 10, q uc >= 4MPaK s .tan δ ' = 0.80 CIRIA86

Pile bored or driven cast-in-place in chalkK s .tan δ ' = 0.80 CIRIA574

Pile driven in very loose to dense sands (Meyerhof)K s .tan δ ' = 0.44-1.20 Neoh, Meyerhof

Rocks τa'(z=0) = αβquc (<=τalimit'(z)) N/A kPa Gue and Partners

EC7 (Prandtl) τa'(z=L-L0) = αβquc (<=τalimit'(z)) N/A kPa Gue and Partners

Kulhawy and Goodman Note that τ a '(z=0) is the shaft effective stress at z=0 level and τ a '(z=L-L 0 )

is the shaft effective stress at z=L-L 0 level;

Reduction factor, α 0.30

Correlation factor, β 0.25

Unconfined uniaxial compressive strength, quc 1500 kPa

EC7 (Reissner)

Kulhawy and Goodman

Note typically τ a ' = 0.05q uc , where Neoh

τ a ' for weak rock 100-140 kPa Neoh

τ a ' for medium rock 700-1000 kPa Neoh

EC7 (Hansen) τ a ' for strong rock 1000-1400 kPa Neoh

Kulhawy and Goodman

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Job No. Sheet No. Rev.

Job Title

XX

Burland, Meyerhof

Neoh, Meyerhof

Gue and Partners

Gue and Partners

Neoh, Meyerhof

Gue and Partners

Gue and Partners

19-08-15

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Job No. Sheet No. Rev.

Job Title

XX

Compressive

Compressive and Tensile

Compressive

Compressive

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Structure, Member Design - Geotechnics Piles

18

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Job No. Sheet No. Rev.

Job Title

XX

Pile weight minus soil weight removed, Fpile = Aps.L.(ρc-γdry) N/A kN

Note under-reamed base dimensions ignored in calculation of F pile as deemed negligible;

Note conservatively, dry bulk unit weight assumed for density of displaced soil;

Combined base effective bearing and shaft effective friction capacity, Pf' = Q N/A kN

Base and Shaft Effective Capacity Factored Individually

Compressive Drained pile base effective capacity (factored), Qb' / FOS2 N/A kN

Compressive and Tensile Drained pile shaft effective capacity (factored), Qs' / FOS3 N/A kN

Compressive Drained pile base and shaft effective capacity (factored), Qb' / FOS N/A kN

Base and Shaft Effective Capacity Factored Together

Compressive Drained pile base and shaft effective capacity (factored), Pf' / FOS N/A kN

Tensile Drained pile base and shaft effective capacity (factored), Qs' / FOS N/A kN

Drained overall pile effective capacity for vertical (compressive) load, MIN (Q N/A kN

Drained overall pile effective capacity for vertical (tensile) load, MIN (Qs' / FOS N/A kN

Drained overall pile effective capacity utilisation = MAX (Fpile,v,comp / (MIN (Qb N/A N/A

Structure, Member Design - Geotechnics Piles v2015.01.xlsx

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Job No. Sheet No. Rev.

Job Title

XX

Compressive

Compressive and Tensile

Compressive

Compressive

Structure, Member Design - Geotechnics Piles 19-08-15

Structure, Member Design - Geotechnics Piles v2015.01.xlsx

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0

1000

0 5 10 15 20 25 30 35 40 45 50 55

Empirical Overall Pile Effective (Compressive) Capacity, MIN (Qb' / FOS2+ Q

s'/ FOS3, Pf' / FOS1) -Fpile

(kN)

Length of Pile, L (m)

Drained Overall Pile Effective

(Compressive) Capacity Chart

D = Db = 300mm D = Db = 450mm D = Db = 600mm D = Db = 750mm

D = Db = 900mm D = Db = 1050mm D = Db = 1200mm D = Db = 1350mm

D = Db = 1500mm D = Db = 1650mm D = Db = 1800mm D = Db = 1950mm

D = Db = 2100mm

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Job No. Sheet No. Rev.

Job Title

XX

Empirical Overall Pile Effective Capacity

SPT at z=0 level, N(z=0) 5

SPT at z=L-L0 level, N(z=L-L0) 305

Base effective bearing capacity, Qb' = (πDb2/4 or Db

2).qf'(z=L-L0) 0 kN

Gross effective bearing capacity, qf'(z=L-L0)=KSPT,b.N(z=L-L0) (<=q 0 kPa

Note gross effective bearing capacity set to 0.0kPa if base resistance excluded;

Shaft effective friction capacity, Qs' = (πD or 4D).(L-L0).τa' 6985 kN

Average shaft effective stress, τa' = [τa'(z=0)+τa'(z=L-L0)]/2 49 kPa

τa'(z=0) = KSPT,s.N(z=0) (<=τalimit'(z)) 10 kPa

τa'(z=L-L0) = KSPT,s.N(z=L-L0) (<=τalimit'(z)) 89 kPa

Note that τ a '(z=0) is the shaft effective stress at z=0 level and τ a '(z=L-L 0 )

is the shaft effective stress at z=L-L 0 level;

Pile weight minus soil weight removed, Fpile = Aps.L.(ρc-γdry) 106 kN

Note under-reamed base dimensions ignored in calculation of F pile as deemed negligible;

Note conservatively, dry bulk unit weight assumed for density of displaced soil;

Combined base effective bearing and shaft effective friction capacity, Pf' = Q 6985 kN

Base and Shaft Effective Capacity Factored Individually

Compressive Empirical pile base effective capacity (factored), Qb' / FOS2 0 kN

Compressive and Tensile Empirical pile shaft effective capacity (factored), Qs' / FOS3 4657 kN

Compressive Empirical pile base and shaft effective capacity (factored), Qb' / FOS 4657 kN

Base and Shaft Effective Capacity Factored Together

Compressive Empirical pile base and shaft effective capacity (factored), Pf' / FOS 3492 kN

Tensile Empirical pile base and shaft effective capacity (factored), Qs' / FOS 3492 kN

Empirical overall pile effective capacity for vertical (compressive) load, MIN (Q 3386 kN

Empirical overall pile effective capacity for vertical (tensile) load, MIN (Qs' / FOS 3492 kN

Empirical overall pile effective capacity utilisation = MAX (Fpile,v,comp / (MIN (Q 89% OK

Structure, Member Design - Geotechnics Piles 19-08-15

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Job No. Sheet No. Rev.

Job Title

XX

jXXX 22

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0

1000

2000

3000

4000

5000

6000

7000

8000

9000

10000

0 5 10 15 20 25 30 35 40 45 50 55

Empirical Overall Pile Effective (Compressive) Capacity, MIN (Qb' / FOS2+ Q

s'/ FOS3, Pf' / FOS1) -Fpile

(kN)

Length of Pile, L (m)

Empirical Overall Pile Effective

(Compressive) Capacity Chart

D = Db = 300mm D = Db = 450mm D = Db = 600mm D = Db = 750mm

D = Db = 900mm D = Db = 1050mm D = Db = 1200mm D = Db = 1350mm

D = Db = 1500mm D = Db = 1650mm D = Db = 1800mm D = Db = 1950mm

D = Db = 2100mm

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Job No. Sheet No. Rev.

Job Title

XX

Pile Reinforcement Design

Precast Driven Square RC Pile or Insitu Bored Circular RC Pile

Pile Longitudinal Reinforcement Design

Percentage of reinforcement As,prov,p/Aps x 100% 2.18 %

Axial compression capacity, Ncap,pile,comp 4418 kN

SLS Design Ncap,pile,comp = 0.25fcu.Aps 4418 kN Gue and Partners

ULS Design Ncap,pile,comp = 0.35fcu.Aps + (0.67fy-0.35fcu).A N/A kN

Note alternatively, SLS design including steel reinforcement can be estimated by N cap,pile,comp BS8004

= 0.275f cu .A ps + 0.55f y .A s,prov,p with 0.55f y limited to 175N/mm2;

Total pile vertical (compressive) load (per pile), Fpile,v,comp,(uls) 3000 kN

SLS Design F pile,v,comp 3000 kN

ULS Design F pile,v,comp,uls N/A kN

Axial compression capacity utilisation = Fpile,v,comp,(uls)/Ncap,pile,comp 68% OK

Axial tension capacity, Ncap,pile,tens 2442 kN

SLS Design Ncap,pile,tens = 0.55fy.As,prov,p 2442 kN

ULS Design Ncap,pile,tens = 0.95fy.As,prov,p N/A kN

Total pile vertical (tensile) load (per pile), Fpile,v,tens,(uls) 0 kN

SLS Design F pile,v,tens 0 kN

ULS Design F pile,v,tens,uls N/A kN

Axial tension capacity utilisation = Fpile,v,tens,(uls)/Ncap,pile,tens 0% OK

Pile Shear Reinforcement Design

Note that pile shear design to be performed as per column design;

Pile Detailing Requirements

All detailing requirements met ? OK

Min longitudinal steel reinforcement number, np (>=6 circular; >=4 square) 12 OK

Min longitudinal steel reinforcement diameter, φp (>=12mm) 32 mm OK

Percentage of reinforcement As,prov,p/Aps x 100% (>0.4% and <5.0%) 2.18 % OK

Longitudinal steel reinforcement pitch (>=75mm+φp but >=100mm+φp for T40; <=300mm)143 mm OK

Circular pile bar pitch = π.(D-2.cover4-2.φlink,p-φp)/np 143 mm

Square pile bar pitch = 4.(D-2.cover4-2.φlink,p-φp)/np N/A mm

Min link diameter, φlink,p (>=0.25φp; >=8mm) 10 mm OK

Max link pitch, Sp (<=12φp, <=300mm, <=D) 150 mm OK

Require an overall enclosing link.

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Job No. Sheet No. Rev.

Job Title

XX

Precast (Pretensioned Spun) Driven Circular RC Pile

SLS axial compression capacity, Ncap,pile,comp = 0.25.(fcu-fpe).Aeff N/A kN

SLS total pile vertical (compressive) load (per pile), Fpile,v,comp N/A kN

Axial compression capacity utilisation = Fpile,v,comp/Ncap,pile,comp N/A N/A

Insitu Bored Circular RC Pile (API Micropile)

Gue and Partners

SLS axial compression capacity, Ncap,pile,comp N/A kN

Reinforcement only Ncap,pile,comp = fy,API.AAPI/2.0 N/A kN

Composite section (strain compatibility) Ncap,pile,comp = 0.5fy,API.(AAPI+Ac,API N/A kN BS8004 cl. 7.4.6.3.1

Concrete filled CHS Ncap,pile,comp = (0.91fy,API.AAPI+0.45f N/A kN BS5400 cl. 11.3.7

SLS total pile vertical (compressive) load (per pile), Fpile,v,comp N/A kN

Axial compression capacity utilisation = Fpile,v,comp/Ncap,pile,comp N/A N/A

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Job No. Sheet No. Rev.

Job Title

XX

Accounting for Tolerance in Pile Installation

BS8004 cl. 7.4.6.3.1

BS5400 cl. 11.3.7

Moment induced at head due to out-of-position, M = 0.075Fpile,v,comp,uls 338 kNm

Lateral force induced at head due to out-of-vertical, H = Fpile,v,comp,uls/75 60 kN

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Job No. Sheet No. Rev.

Job Title

XX

Group Pile Design

Undrained Analysis

Consideration of NSF ? N/A

Total pile group SLS vertical (compressive) NSF load, Fpilegroup,v,NSF N/A kN Tomlinson

Note NSF = negative skin friction; Note F pilegroup,v,NSF = B cap .L cap . γ dry or sat .L 0 ;

Pile group capacity, N/A kN Tomlinson

Note D, B, L, s and s b in the above equation are L-L 0 , B cap , L cap , S a , S u (z=L-L 0 )

and D, respectively;

Undrained overall pile group capacity for vertical (compressive) load, QN/A kN

Undrained overall pile group capacity utilisation N/A N/A

Note utilisation is (F pilecap,v + F pilegroup,v,NSF ) / (Q u / FOS 1 );

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Consulting Engineers jXXX 26

Structure, Member Design - Geotechnics Piles v2015.01.xlsx

Structure, Member Design - Geotechnics Piles 19-08-15Made by Date Chd.

Drg. Ref.

Member/Location

Page 27: CONSULTING Engineering Calculation Sheet E N G I N E E R … ·  · 2015-08-22Factor for SPT, N value ... (Pretensioned Spun) Driven Circular RC Pile Effective area of concrete,

Job No. Sheet No. Rev.

Job Title

XX

Drained Analysis

Note there is no risk of drained overall pile group failure if FOS of individual piles Gue and Partners

are adequate;

Empirical Analysis

Note perform undrained or drained analysis;

CONSULTING

E N G I N E E R S

Engineering Calculation Sheet

Consulting Engineers jXXX 27

Structure, Member Design - Geotechnics Piles v2015.01.xlsx

Structure, Member Design - Geotechnics Piles 19-08-15Made by Date Chd.

Drg. Ref.

Member/Location

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Job No. Sheet No. Rev.

Job Title

XX

Scheme Design (Cohesive Soils)

Gue and Partners

CONSULTING

E N G I N E E R S

Engineering Calculation Sheet

Consulting Engineers jXXX 28

Structure, Member Design - Geotechnics Piles v2015.01.xlsx

Structure, Member Design - Geotechnics Piles 19-08-15Made by Date Chd.

Drg. Ref.

Member/Location

Page 29: CONSULTING Engineering Calculation Sheet E N G I N E E R … ·  · 2015-08-22Factor for SPT, N value ... (Pretensioned Spun) Driven Circular RC Pile Effective area of concrete,

Job No. Sheet No. Rev.

Job Title

XX

CONSULTING

E N G I N E E R S

Engineering Calculation Sheet

Consulting Engineers jXXX 29

Structure, Member Design - Geotechnics Piles v2015.01.xlsx

Structure, Member Design - Geotechnics Piles 19-08-15Made by Date Chd.

Drg. Ref.

Member/Location

Page 30: CONSULTING Engineering Calculation Sheet E N G I N E E R … ·  · 2015-08-22Factor for SPT, N value ... (Pretensioned Spun) Driven Circular RC Pile Effective area of concrete,

Job No. Sheet No. Rev.

Job Title

XX

Scheme Design (Non Cohesive Soils)

CONSULTING

E N G I N E E R S

Engineering Calculation Sheet

Consulting Engineers jXXX 30

Structure, Member Design - Geotechnics Piles v2015.01.xlsx

Structure, Member Design - Geotechnics Piles 19-08-15Made by Date Chd.

Drg. Ref.

Member/Location

Page 31: CONSULTING Engineering Calculation Sheet E N G I N E E R … ·  · 2015-08-22Factor for SPT, N value ... (Pretensioned Spun) Driven Circular RC Pile Effective area of concrete,

Job No. Sheet No. Rev.

Job Title

XX

CONSULTING

E N G I N E E R S

Engineering Calculation Sheet

Consulting Engineers jXXX 31

Structure, Member Design - Geotechnics Piles v2015.01.xlsx

Structure, Member Design - Geotechnics Piles 19-08-15Made by Date Chd.

Drg. Ref.

Member/Location