Your SlideShare is downloading. ×
Geodomisi cantilever retaining_wall_analysis_sachpazis
Upcoming SlideShare
Loading in...5
×

Thanks for flagging this SlideShare!

Oops! An error has occurred.

×

Saving this for later?

Get the SlideShare app to save on your phone or tablet. Read anywhere, anytime - even offline.

Text the download link to your phone

Standard text messaging rates apply

Geodomisi cantilever retaining_wall_analysis_sachpazis

318
views

Published on

8 m High Cantilever Earth Retaining Wall Analysis & Design with Water Pressure & Earthquake Actions (EN1992 1-1-EC 2)

8 m High Cantilever Earth Retaining Wall Analysis & Design with Water Pressure & Earthquake Actions (EN1992 1-1-EC 2)

Published in: Design, Technology, Business

0 Comments
1 Like
Statistics
Notes
  • Be the first to comment

No Downloads
Views
Total Views
318
On Slideshare
0
From Embeds
0
Number of Embeds
1
Actions
Shares
0
Downloads
49
Comments
0
Likes
1
Embeds 0
No embeds

Report content
Flagged as inappropriate Flag as inappropriate
Flag as inappropriate

Select your reason for flagging this presentation as inappropriate.

Cancel
No notes for slide

Transcript

  • 1. Geodomisi Ltd Dr. Costas Sachpazis Civil & Geotechnical Engineering Consultants Cantilever Wall v.1.2 Tel: 0030 210 5238127 Cantilever wall analysis Input data Project Task : Cantilever Wall Part : v.1.2 Descript. : Cantilever Earth Retaining Wall of 8 m High with Water Pressure & Earthquake Actions Author : Dr. Costas Sachpazis Customer : A.K.C. Construction SA Date : 07-Dec-13 Name : Project Stage : 1 5.00 0.40 25.00 3.00 3.00 1.00 9.50 5.00 4.00 12.50:1 8.00 +z 9.00 2.00 1.00 1.00 3.00 6.00 0.0800 1.50 2.00 3.00 +z 1.00 0.0400 8.00 +x 1: 20.00 10.00 10.04 0.20 Material of structure Unit weight γ = 24.00 kN/m3 Analysis of concrete structures carried out according to the standard EN 1992 1-1 (EC2). Concrete : C 40/50 Longitudinal steel : B500 Name : Material W: www.geodomisi.com, E: info@geodomisi.com Stage : 1 1
  • 2. Geodomisi Ltd Dr. Costas Sachpazis Civil & Geotechnical Engineering Consultants Cantilever Wall v.1.2 Tel: 0030 210 5238127 Name : Material Stage : 1 9.00 9.50 1.00 2.00 3.00 10.04 0.20 Geometry of structure Coordinate Depth No. X [m] Z [m] 1 0.00 0.00 2 0.00 8.00 3 6.00 8.00 4 6.00 9.00 5 6.00 9.50 6 5.00 9.50 7 5.00 9.00 8 -4.04 9.00 9 -4.04 8.00 10 -1.04 8.00 11 -0.40 0.00 The origin [0,0] is located at the most upper right point of the wall. Wall section area = 16.30 m2. Name : Geometry W: www.geodomisi.com, E: info@geodomisi.com Stage : 1 2
  • 3. Geodomisi Ltd Dr. Costas Sachpazis Civil & Geotechnical Engineering Consultants Cantilever Wall v.1.2 Tel: 0030 210 5238127 Name : Geometry Stage : 1 0.40 9.00 12.50:1 8.00 9.50 1.00 3.00 6.00 1.00 1.50 2.00 3.00 1.00 10.04 0.20 Basic soil parameters No. Name Pattern cef ϕef [°] [kPa] γsu γ [kN/m3] δ [°] [kN/m3] 1 High plasticity clay (CH,CV,CE), consistency soft 15.00 5.00 20.50 11.00 12.00 2 Sandy clay (CS), consistency stiff Sr < 0.8 24.50 33.00 18.50 9.00 18.00 3 Clayey gravel (GC) 30.00 6.00 19.50 10.00 24.00 Soil parameters to compute pressure at rest No. Name Pattern Type calculation ϕ [°] Kr OCR [-] ν [-] [-] 1 High plasticity clay (CH,CV,CE), consistency soft cohesive - 0.42 - - 2 Sandy clay (CS), consistency stiff Sr < 0.8 cohesive - 0.35 - - 3 Clayey gravel (GC) 30.00 - - - cohesionless Soil parameters High plasticity clay (CH,CV,CE), consistency soft Unit weight : = 20.50 kN/m3 γ Stress-state : effective Angle of internal friction : ϕef = 15.00 ° cef = Cohesion of soil : 5.00 kPa Angle of friction struc.-soil : δ = 12.00 ° Soil : cohesive Poisson's ratio : 0.42 ν = Saturated unit weight : γsat = 21.00 kN/m3 W: www.geodomisi.com, E: info@geodomisi.com 3
  • 4. Geodomisi Ltd Dr. Costas Sachpazis Civil & Geotechnical Engineering Consultants Sandy clay (CS), consistency stiff Sr < 0.8 Unit weight : = 18.50 kN/m3 γ Stress-state : effective Angle of internal friction : ϕef = 24.50 ° cef = 33.00 kPa Cohesion of soil : Angle of friction struc.-soil : δ = 18.00 ° Soil : cohesive Poisson's ratio : 0.35 ν = Saturated unit weight : γsat = 19.00 kN/m3 Clayey gravel (GC) Unit weight : Stress-state : Angle of internal friction : Cohesion of soil : Angle of friction struc.-soil : Soil : Saturated unit weight : Cantilever Wall v.1.2 Tel: 0030 210 5238127 = 19.50 kN/m3 γ effective ϕef = 30.00 ° cef = 6.00 kPa = 24.00 ° δ cohesionless γsat = 20.00 kN/m3 Name : Soils Stage : 1 9.00 9.50 1.00 2.00 3.00 10.04 0.20 Geological profile and assigned soils Layer No. Assigned soil [m] 1 2.00 High plasticity clay (CH,CV,CE), consistency soft 2 Pattern 5.00 Sandy clay (CS), consistency stiff Sr < 0.8 3 - Clayey gravel (GC) Name : Profile and assignment W: www.geodomisi.com, E: info@geodomisi.com Stage : 1 4
  • 5. Geodomisi Ltd Dr. Costas Sachpazis Civil & Geotechnical Engineering Consultants No. Layer [m] Cantilever Wall v.1.2 Tel: 0030 210 5238127 Assigned soil Pattern 9.00 9.50 1.00 2.00 3.00 10.04 0.20 Terrain profile Terrain behind construction has the slope 1: 20.00 (slope angle is 2.86 °). Name : Terrain Stage : 1 1: 20.00 9.00 9.50 1.00 2.00 3.00 10.04 0.20 Water influence GWT behind the structure lies at a depth of 4.00 m GWT in front of the structure lies at a depth of 8.00 m Subgrade at the heel is not permeable. Uplift in foot. bottom due to different pressures is considered as linear. The evolution of tensile cracks is considered in the analyses. Depth of cracks is 0.30 m. Name : Water W: www.geodomisi.com, E: info@geodomisi.com Stage : 1 5
  • 6. Geodomisi Ltd Dr. Costas Sachpazis Civil & Geotechnical Engineering Consultants Cantilever Wall v.1.2 Tel: 0030 210 5238127 Name : Water Stage : 1 4.00 8.00 9.00 9.50 1.00 2.00 3.00 10.04 0.20 Inserted surface loads Surcharge No. Type new change 1 2 YES YES Mag.1 [kN/m2] Name Strip Traffic Surcharge Strip General Surcharge Mag.2 [kN/m2] Ord.x x [m] 16.70 5.00 Name : Surcharge Length l [m] 0.00 3.00 3.00 10.00 Depth z [m] on terrain on terrain Stage : 1 16.70 5.00 3.00 3.00 9.00 10.00 9.50 1.00 2.00 3.00 10.04 0.20 Resistance on front face of the structure Resistance on front face of the structure: at rest Soil on front face of the structure - Clayey gravel (GC) Soil thickness in front of structure h = 1.00 m Terrain surcharge f = 1.00 kN/m2 Terrain in front of structure is flat. Name : FF resistance W: www.geodomisi.com, E: info@geodomisi.com Stage : 1 6
  • 7. Geodomisi Ltd Dr. Costas Sachpazis Civil & Geotechnical Engineering Consultants Cantilever Wall v.1.2 Tel: 0030 210 5238127 9.00 9.50 1.00 1.00 2.00 3.00 10.04 0.20 Applied forces acting on the structure Force No. Name new change 1 YES Fx [kN/m] Force No. 1 -25.00 Fz [kN/m] M [kNm/m] 0.00 x [m] 0.00 Name : Applied forces 0.00 z [m] 0.00 Stage : 1 25.00 9.00 +x 9.50 1.00 2.00 3.00 +z 10.04 0.20 Earthquake Horizontal seismic coefficient Vertical seismic coefficient Coeff. to compute point of application Water below the GWT is free. Unit weight of soil skeleton Gs = 2.50. Kh = 0.0800 Kv = 0.0400 k.H = 0.66 Name : Earthquake W: www.geodomisi.com, E: info@geodomisi.com Stage : 1 7
  • 8. Geodomisi Ltd Dr. Costas Sachpazis Civil & Geotechnical Engineering Consultants Cantilever Wall v.1.2 Tel: 0030 210 5238127 Name : Earthquake Stage : 1 9.00 9.50 1.00 2.00 3.00 0.0400 0.0800 10.04 0.20 Base anchorage Geometry Spacing x = 2.00 m Depth h = 3.00 m Hole diameter d = 0.20 m Spacing of holes v = 1.00 m Pull out resistence is derived from parameters Ultimate bond a = 20.00 kPa Safety factor SFe = 1.50 Strength of reinforcement is derived from parameters ds = Bar diameter 25.0 mm Ultimate strength fy = 500.00 MPa SFt = Safety factor 1.50 Name : Base anchorage Stage : 1 9.00 9.50 1.00 2.00 3.00 10.04 0.20 Analysis settings Active earth pressure calculation - Coulomb (CSN 730037) W: www.geodomisi.com, E: info@geodomisi.com 8
  • 9. Geodomisi Ltd Dr. Costas Sachpazis Civil & Geotechnical Engineering Consultants Passive earth pressure calculation - Caqout-Kerisel (CSN 730037) Earthquake analysis theory - Mononobe-Okabe Standard for concrete structures - EN 1992 1-1 (EC2) Analysis carried out according to classical theory (safety factor) Cantilever Wall v.1.2 Tel: 0030 210 5238127 Safety factor for slip = 1.50 Safety factor for overturning = 1.50 Factor of safety for bearing capacity = 1.50 The wall is free to move. Active earth pressure is therefore assumed. Verification No. 1 Pressure at rest on front face of the structure - partial results cd φd Layer Thickness α No. [m] [°] 1 1.00 [°] 0.00 [kPa] 30.00 6.00 10.00 Pressure at rest distribution on front face of the structure σZ σW Layer Start [m] Pressure No. End [m] [kPa] 0.00 1.00 1 [kPa] 0.00 10.00 No. 1 2 3 4 5 6 7 [m] [°] 0.29 1.77 2.00 3.00 1.00 1.00 0.50 [°] 31.14 31.14 31.14 31.14 31.14 0.00 0.00 [kPa] 15.00 15.00 24.50 24.50 30.00 30.00 30.00 γ [kN/m3] 5.00 5.00 33.00 33.00 6.00 6.00 6.00 20.50 20.50 18.50 9.00 10.00 10.00 10.00 Active pressure distribution behind the structure (without surcharge) σZ σW Layer Start [m] Pressure No. 1 2 3 4 5 6 End [m] -0.06 0.23 0.23 2.00 2.00 4.00 4.00 7.00 7.00 8.00 8.00 9.00 [kPa] 0.00 5.92 5.92 42.16 42.16 79.16 79.16 106.16 106.16 116.16 116.16 126.16 [kPa] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 30.00 30.00 40.00 40.00 40.00 W: www.geodomisi.com, E: info@geodomisi.com 0.500 Hor. comp. Vert. comp. [kPa] 0.00 5.00 Active pressure behind the structure - partial results cd φd Layer Thickness α Comment [kPa] [kPa] 0.00 0.00 Kr γ [kN/m3] 0.00 5.00 Ka δd 0.00 0.00 Comment [°] 15.00 15.00 24.50 24.50 30.00 24.00 24.00 0.908 0.908 0.786 0.786 0.735 0.307 0.307 0.00 0.00 0.00 32.90 1.76 30.85 30.85 52.08 72.69 80.04 29.86 32.93 Vert. comp. [kPa] [kPa] Hor. comp. [kPa] 0.00 0.00 0.00 22.80 0.99 17.41 17.41 29.39 35.08 38.63 27.28 30.08 0.00 0.00 0.00 23.72 1.45 25.47 25.47 42.99 63.66 70.10 12.14 13.39 9
  • 10. Geodomisi Ltd Dr. Costas Sachpazis Civil & Geotechnical Engineering Consultants Layer No. 7 σZ Start [m] End [m] 9.00 9.50 [kPa] 126.16 131.16 σW Cantilever Wall v.1.2 Tel: 0030 210 5238127 Pressure Hor. comp. Vert. comp. [kPa] [kPa] [kPa] [kPa] 40.00 40.00 32.93 34.47 Earthquake effects (active earth pressure) - partial results Ka φd Layer Thickness ψ No. 1 2 3 4 5 6 7 [m] [°] 0.29 1.77 2.00 3.00 1.00 1.00 0.50 15.00 15.00 24.50 24.50 30.00 30.00 30.00 2 3 4 5 6 7 -0.06 0.23 0.23 2.00 2.00 4.00 4.00 7.00 7.00 8.00 8.00 9.00 9.00 9.50 0.00 5.68 5.68 40.47 40.47 75.99 75.99 101.91 101.91 111.51 111.51 121.11 121.11 125.91 4.76 4.76 4.76 7.91 7.91 7.91 7.91 0.908 0.908 0.781 0.781 0.733 0.307 0.307 Kae-Ka Comment 1.056 1.056 0.912 1.032 0.987 0.419 0.419 Hor. comp. Vertical comp. [kPa] [kPa] [kPa] 13.86 13.24 13.24 9.41 8.41 4.91 10.93 5.25 5.36 3.21 1.44 0.48 0.48 0.00 Hor. comp. [kPa] -0.06 0.23 2.00 4.00 7.00 8.00 9.00 9.50 Pressure profile due to surcharge - Tensile crack Point Depth Hor. comp. No. [m] [kPa] W: www.geodomisi.com, E: info@geodomisi.com 0.148 0.148 0.131 0.251 0.254 0.112 0.112 Pressure 125.91 120.23 120.23 85.44 85.44 49.92 49.92 24.00 24.00 14.40 14.40 4.80 4.80 0.00 Water pressure distribution Point Depth No. [m] 1 2 3 4 5 6 7 8 Kae 13.39 14.02 [°] Earthquake effects (active earth pressure) σZ σD Layer Start [m] No. End [m] [kPa] [kPa] 1 30.08 31.49 9.61 9.17 9.17 6.52 4.75 2.77 6.17 2.96 2.59 1.55 1.31 0.44 0.44 0.00 10.00 9.55 9.55 6.78 6.94 4.06 9.02 4.34 4.69 2.82 0.58 0.19 0.19 0.00 Vert. comp. [kPa] 0.00 0.00 0.00 0.00 30.00 40.00 40.00 40.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vert. comp. [kPa] 10
  • 11. Geodomisi Ltd Dr. Costas Sachpazis Civil & Geotechnical Engineering Consultants Point No. 1 2 3 Depth [m] Cantilever Wall v.1.2 Tel: 0030 210 5238127 Hor. comp. [kPa] -0.06 0.30 0.30 Vert. comp. [kPa] 0.00 3.00 0.00 Pressure profile due to surcharge - Traffic Surcharge Point Depth Hor. comp. No. [m] [kPa] 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 -0.06 0.00 0.00 0.01 0.01 0.23 0.23 2.00 2.00 4.00 4.00 5.98 5.98 7.00 8.00 9.00 9.50 Vert. comp. [kPa] 0.00 0.00 0.00 0.00 5.00 5.00 5.77 5.70 2.81 2.79 2.92 2.89 0.00 0.00 0.00 0.00 0.00 Pressure profile due to surcharge - General Surcharge Point Depth Hor. comp. No. [m] [kPa] 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 -0.06 0.00 0.00 0.01 0.23 0.60 0.60 2.00 2.00 4.00 4.00 5.98 7.00 7.00 8.00 8.00 9.00 9.50 W: www.geodomisi.com, E: info@geodomisi.com 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.21 5.20 6.01 5.93 4.12 4.08 4.27 4.23 0.00 0.00 0.00 0.00 0.00 Vert. comp. [kPa] 0.00 0.00 0.00 0.00 0.00 0.00 1.69 1.65 0.81 0.79 0.83 0.80 0.79 0.61 0.60 1.20 1.17 1.16 0.00 0.00 0.00 0.00 0.00 0.00 1.76 1.71 1.19 1.16 1.21 1.18 1.16 1.11 1.09 0.53 0.52 0.51 11
  • 12. Geodomisi Ltd Dr. Costas Sachpazis Civil & Geotechnical Engineering Consultants Forces acting on construction Fhor Name App.Pt. [kN/m] Z [m] Weight - wall Earthq.- constr. FF resistance Resistance on front face Weight - earth wedge Active pressure Water pressure Tensile crack Uplift pressure Earthq.- act.pressure Dynamic water pressure Traffic Surcharge General Surcharge Force No. 1 Base anchorage 0.00 22.86 -2.50 -0.50 0.00 189.68 140.00 0.53 0.00 40.85 14.12 22.29 8.75 25.00 0.00 -2.37 -2.37 -0.33 -0.50 -4.78 -2.95 -1.44 -8.82 0.00 -5.81 -1.70 -6.44 -4.29 -9.00 0.00 Cantilever Wall v.1.2 Tel: 0030 210 5238127 Fvert [kN/m] 285.80 -11.43 0.00 0.00 361.68 237.07 0.00 0.00 -20.00 52.48 0.00 28.32 10.23 0.00 25.13 App.Pt. X [m] 4.47 4.47 0.00 0.00 5.90 8.66 5.17 5.17 6.69 7.14 5.17 5.75 6.69 4.04 2.00 Design coefficient 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Verification of complete wall Check for overturning stability Mres = 5935.16 kNm/m Resisting moment Overturning moment Movr = 1486.79 kNm/m Safety factor = 3.99 > 1.50 Wall for overturning is SATISFACTORY Check for slip Resisting horizontal force Active horizontal force Hres = 626.10 kN/m Hact = 412.31 kN/m Safety factor = 1.52 > 1.50 Wall for slip is SATISFACTORY Forces acting at the centre of footing bottom Overall moment M = 526.52 kNm/m Normal force N = 991.01 kN/m Shear force Q = 411.23 kN/m Overall check - WALL is SATISFACTORY Name : Verification W: www.geodomisi.com, E: info@geodomisi.com Stage : 1; Analysis : 1 12
  • 13. Geodomisi Ltd Dr. Costas Sachpazis Civil & Geotechnical Engineering Consultants Cantilever Wall v.1.2 Tel: 0030 210 5238127 Name : Verification Stage : 1; Analysis : 1 25.00 0.53 36.04 361.68 66.50 13.46 9.00 285.80 9.50 25.56 14.12 140.00 1.00 25.13 0.50 2.50 303.62 +x 2.00 3.00 20.00 10.04 0.20 Bearing capacity of foundation soil Forces acting at the centre of the footing bottom Moment Norm. force Numb er [kNm/m] [kN/m] 1 526.52 Shear Force [kN/m] 991.01 Eccentricity [m] 411.23 Stress [kPa] 0.53 Name : Bearing cap. 110.24 Stage : 1 9.00 9.50 1.00 10.04 110.24 110.24 2.00 3.00 0.20 Spread footing verification Input data Basic soil parameters No. Name W: www.geodomisi.com, E: info@geodomisi.com Pattern ϕef [°] cef [kPa] γ [kN/m3] γsu [kN/m3] δ [°] 13
  • 14. Geodomisi Ltd Dr. Costas Sachpazis Civil & Geotechnical Engineering Consultants No. Name Pattern Cantilever Wall v.1.2 Tel: 0030 210 5238127 cef ϕef [°] [kPa] γsu γ [kN/m3] δ [°] [kN/m3] 1 High plasticity clay (CH,CV,CE), consistency soft 15.00 5.00 20.50 11.00 12.00 2 Sandy clay (CS), consistency stiff Sr < 0.8 24.50 33.00 18.50 9.00 18.00 3 Clayey gravel (GC) 30.00 6.00 19.50 10.00 24.00 Soil parameters to compute pressure at rest No. Name Pattern Type calculation ϕ [°] Kr OCR [-] ν [-] [-] 1 High plasticity clay (CH,CV,CE), consistency soft cohesive - 0.42 - - 2 Sandy clay (CS), consistency stiff Sr < 0.8 cohesive - 0.35 - - 3 Clayey gravel (GC) 30.00 - - - cohesionless Soil parameters High plasticity clay (CH,CV,CE), consistency soft Unit weight : = 20.50 kN/m3 γ Angle of internal friction : ϕef = 15.00 ° cef = Cohesion of soil : 5.00 kPa Eoed = Oedometric modulus : 4.00 MPa Saturated unit weight : γsat = 21.00 kN/m3 Sandy clay (CS), consistency stiff Sr < 0.8 Unit weight : = 18.50 kN/m3 γ Angle of internal friction : ϕef = 24.50 ° cef = 33.00 kPa Cohesion of soil : Eoed = 16.00 MPa Oedometric modulus : Saturated unit weight : γsat = 19.00 kN/m3 Clayey gravel (GC) Unit weight : Angle of internal friction : Cohesion of soil : Oedometric modulus : Saturated unit weight : γ ϕef cef Eoed γsat = = = = = 19.50 kN/m3 30.00 ° 6.00 kPa 67.50 MPa 20.00 kN/m3 Foundation Foundation type: strip footing Depth from ground surface hz = 9.50 m Depth of footing bottom d = 1.00 m Foundation thickness t = 1.00 m s1 = 0.00 ° Incl. of finished grade s2 = 2.85 ° Incl. of footing bottom Unit weight of soil above foundation = 19.50 kN/m3 W: www.geodomisi.com, E: info@geodomisi.com 14
  • 15. Geodomisi Ltd Dr. Costas Sachpazis Civil & Geotechnical Engineering Consultants Geometry of structure Foundation type: strip footing Overall strip footing length = 10.00 m Strip footing width (x) = 10.04 m Column width in the direction of x = 0.10 m Volume of strip footing = 10.04 m3/m Inserted loading is considered per unit length of continuous footing span. Cantilever Wall v.1.2 Tel: 0030 210 5238127 Material of structure Unit weight γ = 24.00 kN/m3 Analysis of concrete structures carried out according to the standard EN 1992 1-1 (EC2). Concrete : C 40/50 Longitudinal steel : B500 Transverse steel: B500 Geological profile and assigned soils Layer No. Assigned soil [m] Pattern 1 2.00 High plasticity clay (CH,CV,CE), consistency soft 2 5.00 Sandy clay (CS), consistency stiff Sr < 0.8 3 - Clayey gravel (GC) Name : Bearing Capacity - Profile and assignment Stage : 1 OG GWT FG Load No. 1 2 Load new change YES YES Name LC 1 LC 2 Type Service Design N [kN/m] 739.40 739.40 My Hx [kNm/m] [kN/m] 100.88 100.88 -403.02 -403.02 Ground water table The ground water table is at a depth of 8.00 m from the original terrain. Analysis settings Type of analysis - Analysis for drained conditions Analysis of vertical bearing capacity - Standard approach Analysis of settlement - Analysis using oedometric modulus (CSN 73 1001) Bounding of influence zone - by percentage of Sigma,Or W: www.geodomisi.com, E: info@geodomisi.com 15
  • 16. Geodomisi Ltd Dr. Costas Sachpazis Civil & Geotechnical Engineering Consultants Coeff. of bounding of influence zone = 10.00 % Analysis carried out according to classical theory (safety factor) Factor of safety - vertical bearing capacity Factor of safety - horizontal bearing capacity Cantilever Wall v.1.2 Tel: 0030 210 5238127 = 1.50 = 1.50 Verification No. 1 Analysis of bearing capacity - partial results = 30.000 ° φd cd = 6.000 kPa γ1avg = 10.000 kN/m3 γ1avg = 10.000 kN/m3 bef = 9.012 m Nd = 18.401 Nc = 30.140 Nb = 15.070 sd = 1.451 sc = 1.180 sb = 0.730 dd = 1.031 dc = 1.033 db = 1.000 id = 0.347 ic = 0.347 ib = 0.347 bd = 0.943 bc = 0.942 bb = 0.943 gd = 1.000 gc = 1.000 gb = 1.000 Rd = 324.210 kPa Analysis carried out with automatic selection of the most unfavourable load cases. Computed self weight of strip foundation G = 240.96 kN/m Computed weight of overburden Z = 0.00 kN/m Vertical bearing capacity check Shape of contact stress : rectangle Parameters of slip surface below foundation: Depth of slip surface zsp = 15.86 m Length of slip surface lsp = 47.93 m Design bearing capacity of found.soil Rd = 324.21 kPa Extreme contact pressure σ = 108.78 kPa Factor of safety = 2.98 > 1.50 Bearing capacity in the vertical direction is SATISFACTORY Horizontal bearing capacity check Earth resistance: not considered Friction angle foundation-footing bottom ψ Cohesion foundation-footing bottom a Horizontal bearing capacity Rdh = 620.08 Extreme horizontal force H = 403.02 = 30.00 ° = 6.00 kPa kN kN Factor of safety = 1.54 > 1.50 W: www.geodomisi.com, E: info@geodomisi.com 16
  • 17. Geodomisi Ltd Dr. Costas Sachpazis Civil & Geotechnical Engineering Consultants Bearing capacity in the horizontal direction is SATISFACTORY Cantilever Wall v.1.2 Tel: 0030 210 5238127 Bearing capacity of foundation is SATISFACTORY Stage : 1; Analysis : 1 Del ta =2 2 .3 5° Name : Bearing Capacity 9.01 1.00 1.00 +x +y 10.04 Verification No. 1 Settlement and rotation of foundation - input data Analysis carried out with automatic selection of the most unfavourable load cases. Analysis carried out with accounting for coefficient κ1 (influence of foundation depth). Stress at the footing bottom considered from the finished grade. Computed self weight of strip foundation Computed weight of overburden G = 240.96 kN/m Z = 0.00 kN/m Settlement and rotation of foundation - partial results Layer Start pt. End pt. Thickness Edef σor ∆σz Settlement No. [m] [m] [m] [MPa] [kPa] [kPa] [mm] 1 2 3 4 5 6 7 8 9 10 11 12 13 9.50 9.55 9.60 9.65 9.70 9.75 9.80 9.90 10.00 10.10 10.20 10.30 10.40 9.55 9.60 9.65 9.70 9.75 9.80 9.90 10.00 10.10 10.20 10.30 10.40 10.65 W: www.geodomisi.com, E: info@geodomisi.com 0.05 0.05 0.05 0.05 0.05 0.05 0.10 0.10 0.10 0.10 0.10 0.10 0.25 50.14 50.14 50.14 50.14 50.14 50.14 50.14 50.14 50.14 50.14 50.14 50.14 50.14 168.25 168.75 169.25 169.75 170.25 170.75 171.50 172.50 173.50 174.50 175.50 176.50 178.25 87.65 87.65 87.64 87.63 87.62 87.61 87.56 87.45 87.28 87.08 86.88 86.73 86.22 0.06 0.06 0.06 0.06 0.06 0.06 0.13 0.13 0.13 0.13 0.13 0.13 0.32 17
  • 18. Geodomisi Ltd Dr. Costas Sachpazis Civil & Geotechnical Engineering Consultants Layer Start pt. End pt. Thickness Cantilever Wall v.1.2 Tel: 0030 210 5238127 Edef No. [m] [m] [m] [MPa] 14 10.65 10.90 0.25 50.14 15 10.90 11.15 0.25 50.14 16 11.15 11.40 0.25 50.14 17 11.40 11.65 0.25 50.14 18 11.65 11.90 0.25 50.14 19 11.90 12.40 0.50 50.14 20 12.40 12.90 0.50 50.14 21 12.90 13.40 0.50 50.14 22 13.40 13.90 0.50 50.14 23 13.90 14.40 0.50 50.14 24 14.40 14.90 0.50 50.14 25 14.90 15.90 1.00 50.14 26 15.90 16.90 1.00 50.14 27 16.90 17.90 1.00 50.14 28 17.90 18.90 1.00 50.14 29 18.90 19.59 0.69 50.14 Settlement of mid point of longitudinal edge = 4.1 mm Settlement of mid point of transverse edge 1 = 5.2 mm Settlement of mid point of transverse edge 2 = 2.9 mm (1-max.compressed edge; 2-min.compressed edge) σor [kPa] 180.75 183.25 185.75 188.25 190.75 194.50 199.50 204.50 209.50 214.50 219.50 227.00 237.00 247.00 257.00 265.46 ∆σz [kPa] 85.24 84.04 82.65 81.10 79.47 76.61 72.39 67.98 63.54 59.13 54.56 48.51 42.13 36.73 31.77 28.20 Settlement [mm] 0.32 0.31 0.31 0.30 0.29 0.57 0.54 0.50 0.47 0.44 0.40 0.72 0.62 0.54 0.47 0.20 Settlement and rotation of foundation - results Foundation stiffness: Computed weighted average modulus of deformation Edef = 50.14 MPa Foundation in the longitudinal direction is deformable (k=0.69) Foundation in the direction of width is rigid (k=698.01) Overall settlement and rotation of foundation: Foundation settlement = 8.5 mm Depth of influence zone = 10.09 m Rotation in direction of width = 0.230 (tan*1000) Name : Settlement W: www.geodomisi.com, E: info@geodomisi.com Stage : 1; Analysis : 1 18
  • 19. Geodomisi Ltd Dr. Costas Sachpazis Civil & Geotechnical Engineering Consultants Cantilever Wall v.1.2 Tel: 0030 210 5238127 Name : Settlement Stage : 1; Analysis : 1 OG 9.50 FG 1.00 1.00 10.09 Sigma,z Sigma,or Dimensioning No. 1 Analysis carried out with automatic selection of the most unfavourable load cases. Verification of longitudinal reinforcement of foundation in the direction of x Bar diameter = 25.0 mm Number of bars = 8 Reinforcement cover = 40.0 mm Cross-section width = 1.00 m Cross-section depth = 1.00 m Reinforcement ratio ρ = 0.41 % > 0.18 % = ρmin MRd = 1563.09 kNm > 1462.57 kNm = MEd Ultimate moment Cross-section is SATISFACTORY. Spread footing for punching shear failure check Verification for punching shear has not been performed due to shape of the critical cross-section. Name : Dimensioning 1.00 Stage : 1; Dimensioning : 1 A Plan: A Punching shear - critical cross-section: B 10.04 1.00 Section A-A: 8 pc prof. 25.0mm, length 9960mm, concrete cover 40mm W: www.geodomisi.com, E: info@geodomisi.com Section B-B: Loading area transmitted by RC through shear critical cross-section length: 0.00m 19
  • 20. Geodomisi Ltd Dr. Costas Sachpazis Civil & Geotechnical Engineering Consultants Cantilever Wall v.1.2 Tel: 0030 210 5238127 Dimensioning No. 1 Pressure at rest on front face of the structure - partial results cd φd Layer Thickness α No. [m] [°] 1 1.00 [°] 0.00 [kPa] 30.00 6.00 10.00 Pressure at rest distribution on front face of the structure σZ σW Layer Start [m] Pressure No. End [m] [kPa] 0.00 1.00 1 [kPa] 0.00 10.00 0.00 0.00 [m] 1 2 3 4 5 6 7 [°] 0.29 1.77 2.00 3.00 1.00 1.00 0.50 [°] 31.14 31.14 31.14 31.14 31.14 0.00 0.00 End [m] [kPa] -0.06 0.23 0.23 2.00 2.00 4.00 4.00 7.00 7.00 8.00 8.00 9.00 9.00 9.50 1 2 3 4 5 6 7 5.00 5.00 33.00 33.00 6.00 6.00 6.00 1 2 3 4 5 [m] [°] 0.29 1.77 2.00 3.00 1.00 15.00 15.00 24.50 24.50 30.00 0.00 0.00 Comment [°] 15.00 15.00 24.50 24.50 30.00 24.00 24.00 0.908 0.908 0.786 0.786 0.735 0.307 0.307 Hor. comp. Vert. comp. [kPa] [kPa] [kPa] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 30.00 30.00 40.00 40.00 40.00 40.00 40.00 Ka δd 20.50 20.50 18.50 9.00 10.00 10.00 10.00 0.00 0.00 0.00 32.90 1.76 30.85 30.85 52.08 72.69 80.04 29.86 32.93 32.93 34.47 Earthquake effects (active earth pressure) - partial results Ka φd Layer Thickness ψ No. [kPa] 0.00 5.00 γ [kN/m3] [kPa] 0.00 5.92 5.92 42.16 42.16 79.16 79.16 106.16 106.16 116.16 116.16 126.16 126.16 131.16 Vert. comp. [kPa] Active pressure distribution behind the structure (without surcharge) σZ σW Layer Start [m] Pressure No. 0.500 0.00 5.00 [kPa] 15.00 15.00 24.50 24.50 30.00 30.00 30.00 Comment Hor. comp. [kPa] Active pressure behind the structure - partial results cd φd Layer Thickness α No. Kr γ [kN/m3] 0.00 0.00 0.00 22.80 0.99 17.41 17.41 29.39 35.08 38.63 27.28 30.08 30.08 31.49 Kae Kae-Ka 0.00 0.00 0.00 23.72 1.45 25.47 25.47 42.99 63.66 70.10 12.14 13.39 13.39 14.02 Comment [°] 4.76 4.76 4.76 7.91 7.91 W: www.geodomisi.com, E: info@geodomisi.com 0.908 0.908 0.781 0.781 0.733 1.056 1.056 0.912 1.032 0.987 0.148 0.148 0.131 0.251 0.254 20
  • 21. Geodomisi Ltd Dr. Costas Sachpazis Civil & Geotechnical Engineering Consultants Layer Thickness No. 6 7 [m] 1.00 0.50 φd [°] 30.00 30.00 Ka ψ [°] 7.91 7.91 Earthquake effects (active earth pressure) σZ σD Layer Start [m] No. 1 2 3 4 5 6 7 End [m] -0.06 0.23 0.23 2.00 2.00 4.00 4.00 7.00 7.00 8.00 8.00 9.00 9.00 9.50 [kPa] 0.00 5.68 5.68 40.47 40.47 75.99 75.99 101.91 101.91 111.51 111.51 121.11 121.11 125.91 Kae 0.307 0.307 0.419 0.419 [kPa] [kPa] [kPa] 125.91 120.23 120.23 85.44 85.44 49.92 49.92 24.00 24.00 14.40 14.40 4.80 4.80 0.00 13.86 13.24 13.24 9.41 8.41 4.91 10.93 5.25 5.36 3.21 1.44 0.48 0.48 0.00 9.61 9.17 9.17 6.52 4.75 2.77 6.17 2.96 2.59 1.55 1.31 0.44 0.44 0.00 Hor. comp. [kPa] -0.06 0.23 2.00 4.00 7.00 8.00 9.00 9.50 -0.06 0.30 0.30 -0.06 0.00 0.00 0.01 W: www.geodomisi.com, E: info@geodomisi.com 0.112 0.112 Vertical comp. 10.00 9.55 9.55 6.78 6.94 4.06 9.02 4.34 4.69 2.82 0.58 0.19 0.19 0.00 Vert. comp. [kPa] 0.00 0.00 0.00 0.00 30.00 40.00 40.00 40.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vert. comp. [kPa] 0.00 3.00 0.00 Pressure profile due to surcharge - Traffic Surcharge Point Depth Hor. comp. No. [m] [kPa] 1 2 3 4 Comment Hor. comp. Pressure profile due to surcharge - Tensile crack Point Depth Hor. comp. No. [m] [kPa] 1 2 3 Kae-Ka Pressure [kPa] Water pressure distribution Point Depth No. [m] 1 2 3 4 5 6 7 8 Cantilever Wall v.1.2 Tel: 0030 210 5238127 0.00 0.00 0.00 Vert. comp. [kPa] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21
  • 22. Geodomisi Ltd Dr. Costas Sachpazis Civil & Geotechnical Engineering Consultants Point No. 5 6 7 8 9 10 11 12 13 14 15 16 17 Depth [m] Cantilever Wall v.1.2 Tel: 0030 210 5238127 Hor. comp. [kPa] 0.01 0.23 0.23 2.00 2.00 4.00 4.00 5.98 5.98 7.00 8.00 9.00 9.50 Vert. comp. [kPa] 5.00 5.00 5.77 5.70 2.81 2.79 2.92 2.89 0.00 0.00 0.00 0.00 0.00 Pressure profile due to surcharge - General Surcharge Point Depth Hor. comp. No. [m] [kPa] 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 -0.06 0.00 0.00 0.01 0.23 0.60 0.60 2.00 2.00 4.00 4.00 5.98 7.00 7.00 8.00 8.00 9.00 9.50 5.21 5.20 6.01 5.93 4.12 4.08 4.27 4.23 0.00 0.00 0.00 0.00 0.00 Vert. comp. [kPa] 0.00 0.00 0.00 0.00 0.00 0.00 1.69 1.65 0.81 0.79 0.83 0.80 0.79 0.61 0.60 1.20 1.17 1.16 0.00 0.00 0.00 0.00 0.00 0.00 1.76 1.71 1.19 1.16 1.21 1.18 1.16 1.11 1.09 0.53 0.52 0.51 Forces acting on construction Name Fhor [kN/m] Weight - wall Weight - earth wedge Active pressure Tensile crack Dynamic water pressure Traffic Surcharge General Surcharge 0.00 0.00 189.68 0.53 14.12 22.29 8.75 W: www.geodomisi.com, E: info@geodomisi.com App.Pt. Z [m] -0.50 -4.78 -2.95 -8.82 -1.70 -6.44 -4.29 Fvert [kN/m] 144.00 361.68 237.07 0.00 0.00 28.32 10.23 App.Pt. X [m] 7.04 5.90 8.66 5.17 5.17 5.75 6.69 Design coefficient 1.000 1.000 1.000 1.000 1.000 1.000 1.000 22
  • 23. Geodomisi Ltd Dr. Costas Sachpazis Civil & Geotechnical Engineering Consultants Fhor Name Contact tractions Gravity surch. 1 Cantilever Wall v.1.2 Tel: 0030 210 5238127 Fvert App.Pt. Z [m] 0.00 -9.03 [kN/m] 0.00 0.00 App.Pt. X [m] 6.82 4.61 [kN/m] -516.57 18.99 Design coefficient 1.000 1.000 Wall stem check Reinforcement and dimensions of the cross-section Bar diameter = 25.0 mm Number of bars = 8 30.0 mm Reinforcement cover = Cross-section width = 1.00 m Cross-section depth = 1.04 m Reinforcement ratio = 0.39 % ρ MRd Ultimate moment Cross-section is SATISFACTORY. = > 1648.29 kNm 0.18 % = ρmin 1473.33 kNm = MEd > Wall check at the construction joint 0.10 m from the wall crest Reinforcement and dimensions of the cross-section Bar diameter = 25.0 mm Number of bars = 8 Reinforcement cover = 30.0 mm Cross-section width = 1.00 m Cross-section depth = 0.41 m Reinforcement ratio = 1.07 % ρ MRd Ultimate moment = Cross-section is SATISFACTORY. > 569.39 kNm > 0.18 % = ρmin 2.59 kNm = MEd Front wall jump check Stress at the footing bottom for wall jump dimensioning is assuemd as uniform. Reinforcement and dimensions of the cross-section Bar diameter = 25.0 mm Number of bars = 8 Reinforcement cover = 30.0 mm Cross-section width = 1.00 m Cross-section depth = 1.00 m Reinforcement ratio = 0.41 % > 0.18 % ρ MRd Ultimate moment Cross-section is SATISFACTORY. = 1580.16 kNm > = ρmin 614.94 kNm = MEd Back wall jump check Reinforcement and dimensions of the cross-section Bar diameter = 25.0 Number of bars = 8 Reinforcement cover = 30.0 Cross-section width = 1.00 Cross-section depth = 1.00 Reinforcement ratio ρ = MRd Ultimate moment Cross-section is SATISFACTORY. = W: www.geodomisi.com, E: info@geodomisi.com mm mm m m 0.41 % > 1580.16 kNm > 0.18 % = ρmin 307.86 kNm = MEd 23
  • 24. Geodomisi Ltd Dr. Costas Sachpazis Civil & Geotechnical Engineering Consultants Cantilever Wall v.1.2 Tel: 0030 210 5238127 Name : Dimensioning Stage : 1; Dimensioning : 1 18.99 0.53 36.04 361.68 13.46 9.00 303.62 1.00 9.50 144.00 14.12 2.00 3.00 +x 516.57 10.04 0.20 We are kindly remaining at your disposal for any further information and/or clarifications on telephone numbers: +30-210-5238127, +30-210-5711263, +30-210-5711898, Fax: +30-210-5711461, and Mobile phone: +30-6936425722, e-mail: costas@sachpazis.info & csachpazis@tee.gr, URL: http://www.geodomisi.com. Yours Sincerely, Athens, 07 December - 2013 On behalf of and for Geodomisi Ltd. Dr. Costas Sachpazis, Civil & Geotechnical Engineer BEng (Hons) Civil Eng. UK, Dipl. Geol, M.Sc.Eng UK, Ph.D. NTUA (Ε.Μ.Π.), Post-Doc. UK, MICE.. Associate Professor of Geotechnical Engineering Registration No. 440 of Professional Licence issued by the Greek Ministry of Public Works W: www.geodomisi.com, E: info@geodomisi.com 24