Sachpazis Cantilever Retaining Wall, In accordance to IBC 2012 and ASCE 7-10 (ASD)
27
Concrete f'c = 20.69 MPa Rebar Fy = 413.7 MPa Unit Weight = 23.56 kN/m³ 254 mm 3 m 1.22 m 1.52 m 304.8 mm 4.27 m 3.96 m 108.5 cm 2.54 cm 1.22 m 1.22 m #5 @ 304.8 mm (S&T) #5 @ 304.8 mm #5 @ 152.4 mm (below cutoff) #8 @ 304.8 mm (lapped dowels) Heel Bars: #5 @ 304.8 mm Toe Bars: #5 @ 457.2 mm Footing S/T Bars: #5 @ 304.8 mm 2.54 cm 108.5 cm #5 @ 304.8 mm (S&T) #5 @ 304.8 mm #5 @ 152.4 mm (below cutoff) Design Detail Check Summary Ratio Check Provided Required Combination ?????Stability Checks ????? 0.310 Overturning 4.84 1.50 0.6D + 1.0H + 0.7E 0.658 Sliding 2.28 1.50 0.6D + 1.0H + 0.7E 0.347 Bearing Pressure 143.6 kPa 49.85 kPa 1.0D + 1.0L + 1.0H 0.066 Bearing Eccentricity 0.03 m 0.5 m 1.0D + 1.0L + 1.0H ?????Toe Checks ????? 0.272 Shear 125 kN/m 34.01 kN/m 1.2D + 1.6L + 1.6H 0.727 Moment 35.1 kNm/m 25.51 kNm/m 1.2D + 1.6L + 1.6H 0.077 Min Strain 0.0517 0.0040 1.2D + 1.6L + 1.6H 0.000 Min Steel 11.11 mm² 0 mm² 1.2D + 1.6L + 1.6H 0.179 Development 170.2 cm 30.48 cm 1.2D + 1.6L + 1.6H 0.667 S&T Max Spacing 304.8 mm 457.2 mm 1.2D + 1.6L + 1.6H 0.418 S&T Min Rho 0.0043 0.0018 1.2D + 1.6L + 1.6H ?????Heel Checks ????? 0.770 Shear 139.4 kN/m 107.3 kN/m 1.4D 0.717 Moment 58.23 kNm/m 41.77 kNm/m 1.2D + 1.6L + 1.6H 0.106 Min Strain 0.0376 0.0040 1.2D + 1.6L + 1.6H 0.000 Min Steel 16.67 mm² 0 mm² 1.2D + 1.6L + 1.6H 0.214 Development 142.2 cm 30.48 cm 1.2D + 1.6L + 1.6H 0.667 S&T Max Spacing 304.8 mm 457.2 mm 1.2D + 1.6L + 1.6H 0.418 S&T Min Rho 0.0043 0.0018 1.2D + 1.6L + 1.6H ?????Stem Checks ????? 0.385 Moment 104.2 kNm/m 40.16 kNm/m 1.2D + 1.6L + 1.6H 0.375 Shear 108.7 kN/m 40.8 kN/m 1.2D + 1.6L + 1.6H 0.137 Max Steel 0.0293 0.0040 1.2D + 1.6L + 1.6H 0.000 Min Steel 0 cm²/m 0 cm²/m 1.2D + 1.6L + 1.6H 0.889 Base Development 22.86 cm 20.32 cm 1.2D + 1.6L + 1.6H 1.000 Lap Splice Length 108.5 cm 108.5 cm 1.2D + 1.6L + 1.6H 0.000 Lap Splice Spacing 0 mm 152.4 mm 1.2D + 1.6L + 1.6H 0.000 Bar Cutoff Extension 2.54 cm 0 cm 1.2D + 1.6L + 1.6H 0.366 Bar Cutoff Shear 108.7 kN/m 39.77 kN/m 1.2D + 1.6L + 1.6H 0.774 Horz Bar Rho 0.0026 0.0020 1.2D + 1.6L + 1.6H 0.667 Horz Bar Spacing 304.8 mm 457.2 mm 1.2D + 1.6L + 1.6H Criteria Building Code IBC 2012 Concrete Load Combs IBC 2012 (Strength) Masonry Load Combs ASCE 7?10 (ASD) Stability Load Combs ASCE 7?10 (ASD) Restrained Against Sliding No Neglect Bearing At Heel Yes Use Vert. Comp. for OT No Use Vert. Comp. for Sliding No Use Vert. Comp. for Bearing Yes Use Surcharge for Sliding & OT Yes Use Surcharge for Bearing Yes Neglect Soil Over Toe No Neglect Backfill Wt. for Coulomb No Factor Soil Weight As Dead Yes Use Passive Force for OT Yes Assume Pressure To Top Yes Extend Backfill Pressure To Key Bottom No Use Toe Passive Pressure for Bearing No Required F.S. for OT 1.50 Required F.S. for Sliding 1.50 Has Different Safety Factors for Seismic No Allowable Bearing Pressure 143.6 kPa Req'd Bearing Location Middle third Wall Friction Angle 25° Friction Coefficent 0.35 Soil Reaction Modulus 27146 kN/m³ Page 1 of 26 GEODOMISI Ltd. - Dr. Costas Sachpazis Civil & Geotechnical Engineering Consulting Company for Structural Engineering, Soil Mechanics, Rock Mechanics, Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 - Mobile: (+30) 6936425722 & (+44) 7585939944, www.geodomisi.com - [email protected] Project: Cantilever Retaining Wall Analysis & Design, In accordance to IBC 2012 and ASCE 7-10 (ASD). Job Ref. www.geodomisi.com Section Civil & Geotechnical EngineeringSection Sheet no./rev. 1 Calc.Calc. by Dr. C. Sachpazis Date 28/02/2016 Chk'd by Date App'd by Date
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Transcript of Sachpazis Cantilever Retaining Wall, In accordance to IBC 2012 and ASCE 7-10 (ASD)
Concrete f'c = 20.69 MPaRebar Fy = 413.7 MPaUnit Weight = 23.56 kN/m³254 mm
3 m
1.22 m 1.52 m
304.8 mm
4.27
m
3.96
m
108.
5 cm
2.54
cm
1.22
m
1.22
m
#5 @ 304.8 mm (S&T)#5 @ 304.8 mm#5 @ 152.4 mm (below cutoff)#8 @ 304.8 mm (lapped dowels)
Heel Bars: #5 @ 304.8 mmToe Bars: #5 @ 457.2 mmFooting S/T Bars: #5 @ 304.8 mm
2.54
cm10
8.5
cm
#5 @ 304.8 mm (S&T)#5 @ 304.8 mm#5 @ 152.4 mm (below cutoff)
Design Detail
Check Summary
Ratio Check Provided Required Combination????? Stability Checks ?????
0.310 Overturning 4.84 1.50 0.6D + 1.0H + 0.7E0.658 Sliding 2.28 1.50 0.6D + 1.0H + 0.7E0.347 Bearing Pressure 143.6 kPa 49.85 kPa 1.0D + 1.0L + 1.0H0.066 Bearing Eccentricity 0.03 m 0.5 m 1.0D + 1.0L + 1.0H
????? Toe Checks ?????0.272 Shear 125 kN/m 34.01 kN/m 1.2D + 1.6L + 1.6H0.727 Moment 35.1 kN�m/m 25.51 kN�m/m 1.2D + 1.6L + 1.6H0.077 Min Strain 0.0517 0.0040 1.2D + 1.6L + 1.6H0.000 Min Steel 11.11 mm² 0 mm² 1.2D + 1.6L + 1.6H0.179 Development 170.2 cm 30.48 cm 1.2D + 1.6L + 1.6H0.667 S&T Max Spacing 304.8 mm 457.2 mm 1.2D + 1.6L + 1.6H0.418 S&T Min Rho 0.0043 0.0018 1.2D + 1.6L + 1.6H
????? Heel Checks ?????0.770 Shear 139.4 kN/m 107.3 kN/m 1.4D0.717 Moment 58.23 kN�m/m 41.77 kN�m/m 1.2D + 1.6L + 1.6H0.106 Min Strain 0.0376 0.0040 1.2D + 1.6L + 1.6H0.000 Min Steel 16.67 mm² 0 mm² 1.2D + 1.6L + 1.6H0.214 Development 142.2 cm 30.48 cm 1.2D + 1.6L + 1.6H0.667 S&T Max Spacing 304.8 mm 457.2 mm 1.2D + 1.6L + 1.6H0.418 S&T Min Rho 0.0043 0.0018 1.2D + 1.6L + 1.6H
????? Stem Checks ?????0.385 Moment 104.2 kN�m/m 40.16 kN�m/m 1.2D + 1.6L + 1.6H0.375 Shear 108.7 kN/m 40.8 kN/m 1.2D + 1.6L + 1.6H0.137 Max Steel 0.0293 0.0040 1.2D + 1.6L + 1.6H0.000 Min Steel 0 cm²/m 0 cm²/m 1.2D + 1.6L + 1.6H0.889 Base Development 22.86 cm 20.32 cm 1.2D + 1.6L + 1.6H1.000 Lap Splice Length 108.5 cm 108.5 cm 1.2D + 1.6L + 1.6H0.000 Lap Splice Spacing 0 mm 152.4 mm 1.2D + 1.6L + 1.6H0.000 Bar Cutoff Extension 2.54 cm 0 cm 1.2D + 1.6L + 1.6H0.366 Bar Cutoff Shear 108.7 kN/m 39.77 kN/m 1.2D + 1.6L + 1.6H0.774 Horz Bar Rho 0.0026 0.0020 1.2D + 1.6L + 1.6H0.667 Horz Bar Spacing 304.8 mm 457.2 mm 1.2D + 1.6L + 1.6H
Criteria
Building Code IBC 2012Concrete Load Combs IBC 2012 (Strength)Masonry Load Combs ASCE 7?10 (ASD)Stability Load Combs ASCE 7?10 (ASD)Restrained Against Sliding NoNeglect Bearing At Heel YesUse Vert. Comp. for OT NoUse Vert. Comp. for Sliding NoUse Vert. Comp. for Bearing YesUse Surcharge for Sliding & OT YesUse Surcharge for Bearing YesNeglect Soil Over Toe NoNeglect Backfill Wt. for Coulomb NoFactor Soil Weight As Dead YesUse Passive Force for OT YesAssume Pressure To Top YesExtend Backfill Pressure To Key Bottom NoUse Toe Passive Pressure for Bearing NoRequired F.S. for OT 1.50Required F.S. for Sliding 1.50Has Different Safety Factors for Seismic NoAllowable Bearing Pressure 143.6 kPaReq'd Bearing Location Middle thirdWall Friction Angle 25°Friction Coefficent 0.35Soil Reaction Modulus 27146 kN/m³
Page 1 of 26
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics,
Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 -
Mobile: (+30) 6936425722 & (+44) 7585939944,
www.geodomisi.com - [email protected]
Project: Cantilever Retaining Wall Analysis & Design, In accordance to IBC 2012 and ASCE 7-10 (ASD).
Job Ref.
www.geodomisi.com
Section Civil & Geotechnical EngineeringSection
Sheet no./rev. 1
Calc.Calc. by Dr. C. Sachpazis
Date 28/02/2016
Chk'd by Date App'd by Date
Loads
2.74
m
1.22
m3.05
m 1.83
m1.
22 m
γ = 15.71 kN/m³φ = 30°c = 0 kPa
1.22
m
γ = 15.71 kN/m³φ = 30°c = 0 kPa
4.79 kPa
DL=2 kN/m, LL=1 kN/m
γ = 15.71 kN/m³φ = 30°c = 0 kPaKh = 0.12Kv = 0.06
1.52 m
2.92 kN/m
Loading Options/AssumptionsPassive pressure neglects top 0 m of soil.
Load Combinations
IBC 2012 (Strength) .1.2D + 1.6L + 1.6H .1.2D + 1.6L + 0.9H .1.2D + 0.5L + 1.6H + 1.0E .1.2D + 0.5L + 1.6H .1.2D + 0.5L + 0.9H + 1.0E .1.2D + 0.5L + 0.9H .1.2D + 1.6H + 1.0E .1.2D + 1.6H .1.2D + 0.9H + 1.0E .1.2D + 0.9H .0.9D + 1.6H + 1.0E .0.9D + 1.6H .0.9D + 0.9H + 1.0E .
..
0.9D + 0.9H .
..
1.4D
Backfill Pressure
2.74
m
1.22
m3.05
m 1.83
m1.
22 m
γ = 15.71 kN/m³φ = 30°c = 0 kPa
-15.96 kPa
3.05
m
24.32 kN/m3.05
m
1.02
m
-14.36 kPa
19.7 kN/m
0.91
m
Rankine Active Earth Pressure Theory
Ka tan² 45° φ
2 ? tan ² 45° 30°2 ? 0.3333 = = =
σa γ H Ka 2 c Ka ? 15.71 kN m³ / 3.05 m 0.3333 2 0 kPa 0.3333 ? 15.96 kPa = = = αP α 0° 0° resultant force angle with horizontal = = =
Lateral Earth Pressure
σa γ H Ka 2 c Ka ? 15.71 kN m³ / 2.74 m 0.3333 2 0 kPa 0.3333 ? 14.36 kPa = = = αP α 0° 0° resultant force angle with horizontal = = =
Lateral Earth Pressure (stem only)
Page 2 of 26
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics,
Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 -
Mobile: (+30) 6936425722 & (+44) 7585939944,
www.geodomisi.com - [email protected]
Project: Cantilever Retaining Wall Analysis & Design, In accordance to IBC 2012 and ASCE 7-10 (ASD).
Job Ref.
www.geodomisi.com
Section Civil & Geotechnical EngineeringSection
Sheet no./rev. 1
Calc.Calc. by Dr. C. Sachpazis
Date 28/02/2016
Chk'd by Date App'd by Date
Passive Pressure
1.22
m
γ = 15.71 kN/m³φ = 30°c = 0 kPa
57.46 kPa 1.22
m35.03 kN/m
0.41 m
Rankine Passive Earth Pressure Theory
Kp tan² 45° φ
2 + tan ² 45° 30°2 + 3.0 = = =
σp γ H Kp 2 c Kp + 15.71 kN m³ / 1.22 m 3.0 2 0 kPa 3.0 + 57.46 kPa = = =
Lateral Earth Pressure
Uniform Surcharge Pressure
4.79 kPa-1.6 kPa
3.05
m
4.86 kN/m
3.05
m
-1.6 kPa 4.38 kN/m
Rankine Active Earth Pressure Theory
Ka tan² 45° φ
2 ? tan ² 45° 30°2 ? 0.3333 = = =
σsur Ka q 0.3333 4.79 kPa 1.6 kPa = = =
Lateral Surcharge Pressure
Page 3 of 26
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics,
Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 -
Mobile: (+30) 6936425722 & (+44) 7585939944,
www.geodomisi.com - [email protected]
Project: Cantilever Retaining Wall Analysis & Design, In accordance to IBC 2012 and ASCE 7-10 (ASD).
Job Ref.
www.geodomisi.com
Section Civil & Geotechnical EngineeringSection
Sheet no./rev. 1
Calc.Calc. by Dr. C. Sachpazis
Date 28/02/2016
Chk'd by Date App'd by Date
Seismic Pressure
γ = 15.71 kN/m³φ = 30°c = 0 kPaKh = 0.12Kv = 0.06
-0.68 kPa
-2.72 kPa
3.05
m5.19 kN/m
3.05
m
1.83
m
4.7 kN/m
2.19 kN/m
-0.61 kPa
-2.45 kPa4.2 kN/m
1.65
m
3.81 kN/m
1.78 kN/m
Dynamic static force Mononobe Okabe equation ? +
θ' atan kh1 kv ? arctan 0.120
1 0.060 ? 7.28° = = =
Kaesin² β φ θ' ? +
cos θ' sin² β sin β θ' δ ? ? 1 sin φ δ + sin φ θ' α ? ? sin β δ θ' ? ? sin α β + + 2 ̂
=
sin ² 90° 30° 7.28° ? +
cos 7.28° sin ² 90° sin 90° 7.28° 25° ? ? 1 sin 30° 25° + sin 30° 7.28° 0° ? ? sin 90° 25° 7.28° ? ? sin 0° 90° + + 2 ̂
=
0.07 kN m / =
Pae12 Kae γ H 2 ̂ 1 kv ? 1
2 0.07 kN m / 15.71 kN m³ / 3.05 m 2 ̂ 1 0.060 ? 26.78 kN m / = = =
Static only force Coulomb equation ?
Kasin² β φ +
sin² β sin β δ ? 1 sin φ δ + sin φ α ? sin β δ ? sin α β + + 2 ̂
=
sin ² 90° 30° +
sin ² 90° sin 90° 25° ? 1 sin 30° 25° + sin 30° 0° ? sin 90° 25° ? sin 0° 90° + + 2 ̂
=
0.2959 =
Pa12 Ka γ H 2 ̂ 1
2 0.2959 15.71 kN m³ / 3.05 m 2 ̂ 21.59 kN m / = = =
Net dynamic force∆Pae Pae Pa ? 26.78 kN m / 21.59 kN m / ? 5.19 kN m / = = = αP 90° β δ + ? 90° 90° 25° + ? 25° resultant force angle with horizontal = = = To arrive at the pressure distribution illustrated above used to determine stem moments , apply inverted triangular pressure plus a uniform portion to bring resultant to 0.6H
σe_top85∆Pae
H 85
5.19 kN m / 3.05 m 2.72 kPa = = =
σe_bot25∆Pae
H 25
5.19 kN m / 3.05 m 0.68 kPa = = =
Seismic Pressure
Page 4 of 26
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics,
Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 -
Mobile: (+30) 6936425722 & (+44) 7585939944,
www.geodomisi.com - [email protected]
Project: Cantilever Retaining Wall Analysis & Design, In accordance to IBC 2012 and ASCE 7-10 (ASD).
Job Ref.
www.geodomisi.com
Section Civil & Geotechnical EngineeringSection
Sheet no./rev. 1
Calc.Calc. by Dr. C. Sachpazis
Date 28/02/2016
Chk'd by Date App'd by Date
Line/Strip Pressure
1.52 m
2.92 kN/m -0 kPa
-0.2 kPa
-0.79 kPa 1.49 kN/m1.7 m
-0 kPa
-0.24 kPa
-0.79 kPa 1.42 kN/m
1.77 m
The horizontal stress σ at depth z is given by:4 q π H
a 2 ̂ b a 2 ̂ b 2 ̂ + 2 ̂
where b is z H / where 'a' is given by:
a b'H 1.52 m
3.05 m 0.50 = = =
Integrating this over the height of the backfill gives the pressure distribution shown above.
Lateral Pressure Due To Line Surcharge
Wall/Soil Weights
21.53 kN/m
23.72 kN/m65.68 kN/m
17.51 kN/m
Page 5 of 26
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics,
Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 -
Mobile: (+30) 6936425722 & (+44) 7585939944,
www.geodomisi.com - [email protected]
Project: Cantilever Retaining Wall Analysis & Design, In accordance to IBC 2012 and ASCE 7-10 (ASD).
Job Ref.
www.geodomisi.com
Section Civil & Geotechnical EngineeringSection
Sheet no./rev. 1
Calc.Calc. by Dr. C. Sachpazis
Date 28/02/2016
Chk'd by Date App'd by Date
Bearing Pressure
50.63 kPa44.38 kPa142.4 kN/m
1.47 m
e = 0.03 m
49.83 kN/m
F µ R 0.350 142.4 kN m / 49.83 kN m / = = = Friction
Bearing Pressure CalculationContributing Forces
Vert Force ...offset Horz Force ...offset OT MomentBackfill Pressure ?0 kN/m ? ?24.32 kN/m 1.02 m 24.71 kN�m/mUniform Surcharge Pressure ?7.3 kN/m 2.24 m ?4.86 kN/m 1.52 m ?8.9 kN�m/mAxial Dead Load ?2 kN/m 1.35 m 0 kN/m ? ?2.69 kN�m/mAxial Live Load ?1 kN/m 1.35 m 0 kN/m ? ?1.35 kN�m/mSeismic Force ?2.19 kN/m 3 m ?4.7 kN/m 1.83 m 2.03 kN�m/mLine/Strip Surcharge ?1.46 kN/m 2.31 m ?1.49 kN/m 1.7 m ?0.84 kN�m/mFooting Weight ?21.53 kN/m 1.5 m 0 kN/m ? ?32.26 kN�m/mStem Weight ?23.72 kN/m 1.35 m 0 kN/m ? ?31.93 kN�m/mBackfill Weight ?65.68 kN/m 2.24 m 0 kN/m ? ?146.8 kN�m/mSoil over toe Weight ?17.51 kN/m 0.61 m 0 kN/m ? ?10.68 kN�m/m
?142.38 kN/m ?208.7 kN�m/m208.7 kN�m m / ? 142.38 kN m / ? 1.47 m =
Page 6 of 26
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics,
Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 -
Mobile: (+30) 6936425722 & (+44) 7585939944,
www.geodomisi.com - [email protected]
Project: Cantilever Retaining Wall Analysis & Design, In accordance to IBC 2012 and ASCE 7-10 (ASD).
Job Ref.
www.geodomisi.com
Section Civil & Geotechnical EngineeringSection
Sheet no./rev. 1
Calc.Calc. by Dr. C. Sachpazis
Date 28/02/2016
Chk'd by Date App'd by Date
Overturning Check
Overturning MomentsForce Distance Moment
Backfill pressure (horz) 24.32 kN/m 1.02 m 24.71 kN�m/mSurcharge (uniform) lateral pressure 4.86 kN/m 1.52 m 7.41 kN�m/mSeismic force 0 kN/m 1.83 m 0 kN�m/mLine/Strip surcharge 1.49 kN/m 1.7 m 2.53 kN�m/m
Total: 34.66 kN�m/mResisting Moments
Force Distance MomentSurcharge (uniform) vertical pressure 7.3 kN/m 2.24 m 16.31 kN�m/mPassive pressure @ toe 35.03 kN/m 0.41 m 14.23 kN�m/mAxial dead load ?2 kN/m 1.35 m 2.69 kN�m/mLine/Strip vertical pressure 1.46 kN/m 2.31 m 3.37 kN�m/mFooting Weight ?21.53 kN/m 1.5 m 32.26 kN�m/mStem Weight ?23.72 kN/m 1.35 m 31.93 kN�m/mBackfill Weight ?65.68 kN/m 2.24 m 146.8 kN�m/mSoil over toe Weight ?17.51 kN/m 0.61 m 10.68 kN�m/m
Total: 258.3 kN�m/m
F.S. RMOTM 258.3 kN�m m /
34.66 kN�m m / 7.452 > 1.50 OK = = =
Sliding Check
Sliding Force(s)Backfill pressure 24.32 kN/mSurcharge (uniform) lateral pressure 4.86 kN/mSeismic force 0 kN/mLine/Strip surcharge 1.49 kN/mTotal: 30.68 kN/m
Resisting Force(s)Passive pressure @ toe 35.03 kN/mFriction 49.07 kN/mTotal: 84.09 kN/m
F.S. RFSF 84.09 kN m /
30.68 kN m / 2.741 > 1.50 OK = = =
Bearing Capacity Check
Bearing pressure < allowable (49.85 kPa < 143.6 kPa) ? OKBearing resultant eccentricity < allowable (0.03 m < 0.5 m) ? OK
Wall Top Displacement
(based on unfactored service loads)
Deflection due to stem flexural displacement 0.003 mDeflection due to rotation from settlement 0 mTotal deflection at top of wall (positive towards toe) 0.003 m
Stability Checks [1.0D + 1.0L + 1.0H]
Page 7 of 26
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics,
Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 -
Mobile: (+30) 6936425722 & (+44) 7585939944,
www.geodomisi.com - [email protected]
Project: Cantilever Retaining Wall Analysis & Design, In accordance to IBC 2012 and ASCE 7-10 (ASD).
Job Ref.
www.geodomisi.com
Section Civil & Geotechnical EngineeringSection
Sheet no./rev. 1
Calc.Calc. by Dr. C. Sachpazis
Date 28/02/2016
Chk'd by Date App'd by Date
Overturning Check
Overturning MomentsForce Distance Moment
Backfill pressure (horz) 24.32 kN/m 1.02 m 24.71 kN�m/mSurcharge (uniform) lateral pressure 0 kN/m 1.52 m 0 kN�m/mSeismic force 3.29 kN/m 1.83 m 6.02 kN�m/mLine/Strip surcharge 0 kN/m 1.7 m 0 kN�m/m
Total: 30.74 kN�m/mResisting Moments
Force Distance MomentSurcharge (uniform) vertical pressure 0 kN/m 2.24 m 0 kN�m/mPassive pressure @ toe 35.03 kN/m 0.41 m 14.23 kN�m/mAxial dead load ?1.2 kN/m 1.35 m 1.62 kN�m/mLine/Strip vertical pressure 0 kN/m 2.31 m 0 kN�m/mFooting Weight ?12.92 kN/m 1.5 m 19.36 kN�m/mStem Weight ?14.23 kN/m 1.35 m 19.16 kN�m/mBackfill Weight ?39.41 kN/m 2.24 m 88.08 kN�m/mSoil over toe Weight ?10.51 kN/m 0.61 m 6.41 kN�m/m
Total: 148.8 kN�m/m
F.S. RMOTM 148.8 kN�m m /
30.74 kN�m m / 4.843 > 1.50 OK = = =
Sliding Check
Sliding Force(s)Backfill pressure 24.32 kN/mSurcharge (uniform) lateral pressure 0 kN/mSeismic force 3.29 kN/mLine/Strip surcharge 0 kN/mTotal: 27.62 kN/m
Resisting Force(s)Passive pressure @ toe 35.03 kN/mFriction 27.93 kN/mTotal: 62.95 kN/m
F.S. RFSF 62.95 kN m /
27.62 kN m / 2.280 > 1.50 OK = = =
Bearing Capacity Check
Bearing pressure < allowable (28.37 kPa < 143.6 kPa) ? OKBearing resultant eccentricity < allowable (0.03 m < 0.5 m) ? OK
Wall Top Displacement
(based on unfactored service loads)
Deflection due to stem flexural displacement 0.003 mDeflection due to rotation from settlement 0 mTotal deflection at top of wall (positive towards toe) 0.003 m
Stability Checks [0.6D + 1.0H + 0.7E]
Page 8 of 26
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics,
Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 -
Mobile: (+30) 6936425722 & (+44) 7585939944,
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Project: Cantilever Retaining Wall Analysis & Design, In accordance to IBC 2012 and ASCE 7-10 (ASD).
Job Ref.
www.geodomisi.com
Section Civil & Geotechnical EngineeringSection
Sheet no./rev. 1
Calc.Calc. by Dr. C. Sachpazis
Date 28/02/2016
Chk'd by Date App'd by Date
3.96
3.57
3.17
2.77
2.38
1.98
1.58
1.19
0.79
0.4
0?120 ?100 ?80 ?60 ?40 ?20 0Moment (kN�m/m)
Offset (m)
Moment
a As fy 0.85 F'c 17.12 cm² m / 413.7 MPa
0.85 20.69 MPa 40.28 mm = = =
φMn φ As fy d a 2 / ? 0.90 17.12 cm² m / 413.7 MPa 190.6 mm 40.28 mm 2 / ? 108.7 kN�m m / = = =
Capacity (ACI 318-11 10.2) @ 0 m from base
a As fy 0.85 F'c 16.48 cm² m / 413.7 MPa
0.85 20.69 MPa 38.79 mm = = =
φMn φ As fy d a 2 / ? 0.90 16.48 cm² m / 413.7 MPa 190.5 mm 38.79 mm 2 / ? 105 kN�m m / = = =
Capacity (ACI 318-11 10.2) @ 0.03 m from base
a As fy 0.85 F'c 6.56 cm² m / 413.7 MPa
0.85 20.69 MPa 15.44 mm = = =
φMn φ As fy d a 2 / ? 0.90 6.56 cm² m / 413.7 MPa 195.3 mm 15.44 mm 2 / ? 45.82 kN�m m / = = =
Capacity (ACI 318-11 10.2) @ 1.09 m from base
a As fy 0.85 F'c 6.56 cm² m / 413.7 MPa
0.85 20.69 MPa 15.44 mm = = =
φMn φ As fy d a 2 / ? 0.90 6.56 cm² m / 413.7 MPa 195.3 mm 15.44 mm 2 / ? 45.82 kN�m m / = = =
Capacity (ACI 318-11 10.2) @ 3.55 m from base
a As fy 0.85 F'c 0 cm² m / 413.7 MPa
0.85 20.69 MPa 0 mm = = =
φMn φ As fy d a 2 / ? 0.90 0 cm² m / 413.7 MPa 195.3 mm 0 mm 2 / ? 0 kN�m m / = = =
Capacity (ACI 318-11 10.2) @ 3.96 m from base
Stem Flexural Capacity
Page 9 of 26
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics,
Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 -
Mobile: (+30) 6936425722 & (+44) 7585939944,
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Project: Cantilever Retaining Wall Analysis & Design, In accordance to IBC 2012 and ASCE 7-10 (ASD).
Job Ref.
www.geodomisi.com
Section Civil & Geotechnical EngineeringSection
Sheet no./rev. 1
Calc.Calc. by Dr. C. Sachpazis
Date 28/02/2016
Chk'd by Date App'd by Date
3.96
3.57
3.17
2.77
2.38
1.98
1.58
1.19
0.79
0.4
0?150 ?100 ?50 0 50 100 150Shear (kN/m)
Offset (m)
Shear
λ 1.0 normal weight concrete =
Vc 2 λ F'c d 2 1.0 20.69 MPa 191.8 mm 144.9 kN m / = = = φVn φ Vc 0.750 144.9 kN m / 108.7 kN m / = = =
Shear Capacity (ACI 318-11 11.1.1, 11.2.1) @ 0 m from base
λ 1.0 normal weight concrete =
Vc 2 λ F'c d 2 1.0 20.69 MPa 195.3 mm 147.5 kN m / = = = φVn φ Vc 0.750 147.5 kN m / 110.6 kN m / = = =
Shear Capacity (ACI 318-11 11.1.1, 11.2.1) @ 3.96 m from base
Stem Shear Capacity
Page 10 of 26
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics,
Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 -
Mobile: (+30) 6936425722 & (+44) 7585939944,
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Project: Cantilever Retaining Wall Analysis & Design, In accordance to IBC 2012 and ASCE 7-10 (ASD).
Job Ref.
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Section Civil & Geotechnical EngineeringSection
Sheet no./rev. 1
Calc.Calc. by Dr. C. Sachpazis
Date 28/02/2016
Chk'd by Date App'd by Date
ψe 1.0 uncoated hooked bars = λ 1.0 normal weight concrete =
ldh 0.02 ψefy
λ F'cdb 0.02 1.0 413.7 MPa
1.0 20.69 MPa 15.88 mm 34.78 cm = = =
Factoring ldh by the 0.7 multiplier of 12.5.3 a : ldh 24.35 cm = 8 db 8 15.88 mm 5.0 minimum limit, does not control = =
Main vertical stem bars (bottom end) - Development Length Calculation (ACI 318-11 12.2.3, 12.5)
ψt 1.0 bars are not horizontal = ψe 1.0 bar not epoxy coated = ψs 0.80 bars are #6 or smaller = λ 1.0 normal weight concrete = s 2 / 304.8 mm 2 / 152.4 mm = = cover db 2 / + 50.8 mm 15.88 mm 2 / + 58.74 mm = = cb 58.74 mm lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr +
db 58.74 mm 0.0 +
15.88 mm 3.70 = =
ld3.40
fyλ F'c
ψt ψe ψs 2.5 db 3.
40413.7 MPa
1.0 20.69 MPa 1.0 1.0 0.80
2.5 15.88 mm 41.74 cm = = =
Main vertical stem bars (top end) - Development Length Calculation (ACI 318-11 12.2.3, 12.5)
ψt 1.0 bars are not horizontal = ψe 1.0 bar not epoxy coated = ψs 0.80 bars are #6 or smaller = λ 1.0 normal weight concrete = s 2 / 304.8 mm 2 / 152.4 mm = = cover db 2 / + 50.8 mm 15.88 mm 2 / + 58.74 mm = = cb 58.74 mm lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr +
db 58.74 mm 0.0 +
15.88 mm 3.70 = =
ld3.40
fyλ F'c
ψt ψe ψs 2.5 db 3.
40413.7 MPa
1.0 20.69 MPa 1.0 1.0 0.80
2.5 15.88 mm 41.74 cm = = =
Cutoff vertical stem bars (top end) - Development Length Calculation (ACI 318-11 12.2.3, 12.5)
ψe 1.0 uncoated hooked bars = λ 1.0 normal weight concrete =
ldh 0.02 ψefy
λ F'cdb 0.02 1.0 413.7 MPa
1.0 20.69 MPa 25.4 mm 55.65 cm = = =
Factoring ldh by the 0.7 multiplier of 12.5.3 a : ldh 38.95 cm = 8 db 8 25.4 mm 8.0 minimum limit, does not control = =
Dowels for vertical stem bars (bottom end) - Development Length Calculation (ACI 318-11 12.2.3, 12.5)
Stem Development/Lap Length Calculations
Page 11 of 26
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics,
Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 -
Mobile: (+30) 6936425722 & (+44) 7585939944,
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Project: Cantilever Retaining Wall Analysis & Design, In accordance to IBC 2012 and ASCE 7-10 (ASD).
Job Ref.
www.geodomisi.com
Section Civil & Geotechnical EngineeringSection
Sheet no./rev. 1
Calc.Calc. by Dr. C. Sachpazis
Date 28/02/2016
Chk'd by Date App'd by Date
ψt 1.0 bars are not horizontal = ψe 1.0 bar not epoxy coated = ψs 1.0 bars are #7 or larger = λ 1.0 normal weight concrete = s 2 / 304.8 mm 2 / 152.4 mm = = cover db 2 / + 50.8 mm 25.4 mm 2 / + 63.5 mm = = cb 63.5 mm lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr +
db 63.5 mm 0.0 +
25.4 mm 2.50 = =
ld3.40
fyλ F'c
ψt ψe ψs 2.5 db 3.
40413.7 MPa
1.0 20.69 MPa 1.0 1.0 1.0
2.5 25.4 mm 83.47 cm = = =
Dowels for vertical stem bars (top end) - Development Length Calculation (ACI 318-11 12.2.3, 12.5)
Stem Development/Lap Length Calculations (continued)
Page 12 of 26
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics,
Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 -
Mobile: (+30) 6936425722 & (+44) 7585939944,
www.geodomisi.com - [email protected]
Project: Cantilever Retaining Wall Analysis & Design, In accordance to IBC 2012 and ASCE 7-10 (ASD).
Job Ref.
www.geodomisi.com
Section Civil & Geotechnical EngineeringSection
Sheet no./rev. 1
Calc.Calc. by Dr. C. Sachpazis
Date 28/02/2016
Chk'd by Date App'd by Date
Design moment Mu for toe need not exceed moment at stem base:Mtoe 25.51 kN�m m < Mstem / 41.77 kN�m m / = = Mu 25.51 kN�m m stem moment does not control / =
Controlling Moment
a As fy 0.85 F'c 4.37 cm² m / 413.7 MPa
0.85 20.69 MPa 10.29 mm = = =
φMn φ As fy d a 2 / ? 0.90 4.37 cm² m / 413.7 MPa 220.7 mm 10.29 mm 2 / ? 35.1 kN�m m / = = = φMn 35.1 kN�m m ≥ Mu / 25.51 kN�m m / = = �
Flexure Check (ACI 318-11 10.2)
λ 1.0 normal weight concrete =
Vc 2 λ F'c d 2 1.0 20.69 MPa 220.7 mm 166.7 kN m / = = = φVn φ Vc 0.750 166.7 kN m / 125 kN m / = = = φVn 125 kN m ≥ Vu / 34.01 kN m / = = �
Shear Check (ACI 318-11 11.1.1, 11.11.3.1)
β1 0.850 F'c ≤ 4000 psi =
a As fy 0.85 F'c 4.37 cm² m / 413.7 MPa
0.85 20.69 MPa 10.29 mm = = =
εt 0.003 da β1 / 1 ? 0.003 220.7 mm
10.29 mm 0.850 / 1 ? 0.0517 = = =
εt 0.0517 ≥ 0.004 = �
Minimum Strain Check (ACI 318-11 10.3.5)
φMn 35.1 kN�m m ≥ 4 3 / Mu / 4 3 / 25.51 kN�m m / 34.01 kN�m m / = = = Check is waived per ACI 10.5.3�
Minimum Steel Check (ACI 318-11 10.5.1)
ρST_provASTt sST 157.5 cm² m /
304.8 mm 304.8 mm 0.0043 = = =
ρST_min0.0018 60000
fy 0.0018 60000
413.7 MPa 0.0018 = = =
ρST_min 0.0018 = ρST_prov 0.0043 ≥ ρST_min 0.0018 = = �18 inch limit governssST_max 457.2 mm = sST 304.8 mm ≤ sST_max 457.2 mm = = �
Shrinkage and Temperature Steel (ACI 318-11 7.12.2)
MuφMn
25.51 kN�m m / 35.1 kN�m m / 0.7268 ratio to represent excess reinforcement = =
ψt 1.0 12 inches or less cast below 3.00 inches ? = ψe 1.0 bar not epoxy coated = ψs 0.80 bars are #6 or smaller = λ 1.0 normal weight concrete = s 2 / 457.2 mm 2 / 228.6 mm = = cover db 2 / + 76.2 mm 15.88 mm 2 / + 84.14 mm = = cb 84.14 mm lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr +
db 84.14 mm 0.0 +
15.88 mm 5.30 = =
ld3.40
fyλ F'c
ψt ψe ψs 2.5 db 3.
40413.7 MPa
1.0 20.69 MPa 1.0 1.0 0.80
2.5 15.88 mm 41.74 cm = = =
Factoring ld by the excess reinforcement ratio 0.7268 per 12.2.5: ld 30.33 cm = 12 inch minimum controlsld_prov 170.2 cm ≥ ld 30.48 cm = = �
Development Check (ACI 318-11 12.12, 12.2.3)
Toe Unfactored Loads
304.
8 m
m
#5 @ 457.2 mm
Unfactored Loads
7.18 kPa (Self-wt)
14.36 kPa (Soil)
50.63 kPa 48.09 kPa
Toe Factored Loads
304.
8 m
m
#5 @ 457.2 mm
1.2D + 1.6L + 1.6H
8.62 kPa (Self-wt)
17.24 kPa (Soil)
61.2 kPa 58.13 kPa61.2 kPa 58.13 kPa
41.22 kN/m
Toe Checks [1.2D + 1.6L + 1.6H]
Page 13 of 26
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics,
Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 -
Mobile: (+30) 6936425722 & (+44) 7585939944,
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Project: Cantilever Retaining Wall Analysis & Design, In accordance to IBC 2012 and ASCE 7-10 (ASD).
Job Ref.
www.geodomisi.com
Section Civil & Geotechnical EngineeringSection
Sheet no./rev. 1
Calc.Calc. by Dr. C. Sachpazis
Date 28/02/2016
Chk'd by Date App'd by Date
Design moment Mu for heel need not exceed moment at stem base:Mheel 80.92 kN�m m ≥ Mstem / 41.77 kN�m m / = = Mu 41.77 kN�m m stem base moment controls / =
Controlling Moment
a As fy 0.85 F'c 6.56 cm² m / 413.7 MPa
0.85 20.69 MPa 15.44 mm = = =
φMn φ As fy d a 2 / ? 0.90 6.56 cm² m / 413.7 MPa 246.1 mm 15.44 mm 2 / ? 58.23 kN�m m / = = = φMn 58.23 kN�m m ≥ Mu / 41.77 kN�m m / = = �
Flexure Check (ACI 318-11 10.2)
λ 1.0 normal weight concrete =
Vc 2 λ F'c d 2 1.0 20.69 MPa 246.1 mm 185.9 kN m / = = = φVn φ Vc 0.750 185.9 kN m / 139.4 kN m / = = = φVn 139.4 kN m ≥ Vu / 106 kN m / = = �
Shear Check (ACI 318-11 11.1.1, 11.11.3.1)
β1 0.850 F'c ≤ 4000 psi =
a As fy 0.85 F'c 6.56 cm² m / 413.7 MPa
0.85 20.69 MPa 15.44 mm = = =
εt 0.003 da β1 / 1 ? 0.003 246.1 mm
15.44 mm 0.850 / 1 ? 0.0376 = = =
εt 0.0376 ≥ 0.004 = �
Minimum Strain Check (ACI 318-11 10.3.5)
φMn 58.23 kN�m m ≥ 4 3 / Mu / 4 3 / 41.77 kN�m m / 55.69 kN�m m / = = = Check is waived per ACI 10.5.3�
Minimum Steel Check (ACI 318-11 10.5.1)
ρST_provASTt sST 157.5 cm² m /
304.8 mm 304.8 mm 0.0043 = = =
ρST_min0.0018 60000
fy 0.0018 60000
413.7 MPa 0.0018 = = =
ρST_min 0.0018 = ρST_prov 0.0043 ≥ ρST_min 0.0018 = = �18 inch limit governssST_max 457.2 mm = sST 304.8 mm ≤ sST_max 457.2 mm = = �
Shrinkage and Temperature Steel (ACI 318-11 7.12.2)
MuφMn
41.77 kN�m m / 58.23 kN�m m / 0.7173 ratio to represent excess reinforcement = =
ψt 1.0 12 inches or less cast below 9.38 inches ? = ψe 1.0 bar not epoxy coated = ψs 0.80 bars are #6 or smaller = λ 1.0 normal weight concrete = s 2 / 304.8 mm 2 / 152.4 mm = = cover db 2 / + 50.8 mm 15.88 mm 2 / + 58.74 mm = = cb 58.74 mm lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr +
db 58.74 mm 0.0 +
15.88 mm 3.70 = =
ld3.40
fyλ F'c
ψt ψe ψs 2.5 db 3.
40413.7 MPa
1.0 20.69 MPa 1.0 1.0 0.80
2.5 15.88 mm 41.74 cm = = =
Factoring ld by the excess reinforcement ratio 0.7173 per 12.2.5: ld 29.94 cm = 12 inch minimum controlsld_prov 142.2 cm ≥ ld 30.48 cm = = �
Development Check (ACI 318-11 12.12, 12.2.3)
Heel Unfactored Loads
304.8 mm
#5 @ 304.8 mm
Unfactored Loads
7.18 kPa (Concrete self-wt)
43.09 kPa (Soil weight)4.79 kPa (Uniform Surcharge)1.06 kPa (Line/Strip Surcharge)
(neglect bearing pressure)
Heel Factored Loads
304.8 mm
#5 @ 304.8 mm
1.2D + 1.6L + 1.6H
8.62 kPa (Concrete self-wt)
51.71 kPa (Soil weight)7.66 kPa (Uniform Surcharge)1.7 kPa (Line/Strip Surcharge)
(neglect bearing pressure)
51.71 kPa
106 kN/m
Heel Checks [1.2D + 1.6L + 1.6H]
Page 14 of 26
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics,
Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 -
Mobile: (+30) 6936425722 & (+44) 7585939944,
www.geodomisi.com - [email protected]
Project: Cantilever Retaining Wall Analysis & Design, In accordance to IBC 2012 and ASCE 7-10 (ASD).
Job Ref.
www.geodomisi.com
Section Civil & Geotechnical EngineeringSection
Sheet no./rev. 1
Calc.Calc. by Dr. C. Sachpazis
Date 28/02/2016
Chk'd by Date App'd by Date
Stem Internal Forces
-22.98 kPa
-2.55 kPa
-0 kPa
-0.39 kPa
-1.27 kPa
40.8 kN/m
-41.77 kN�m/m
Stem Internal Forces
3.96
3.47
2.97
2.48
1.98
1.49
0.99
0.5
0?50 ?37.5 ?25 ?12.5 0Moment (kN�m/m)
Moment
Stem Internal Forces
3.96
3.47
2.97
2.48
1.98
1.49
0.99
0.5
00 12.5 25 37.5 50Shear (kN/m)
Shear
Stem Joint Force Transfer
Location Force@ stem base 40.8 kN/m
Stem Internal Forces
-22.98 kPa
-2.55 kPa
-0 kPa
-0.39 kPa
-1.27 kPa
Stem Forces [1.2D + 1.6L + 1.6H]
Page 15 of 26
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics,
Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 -
Mobile: (+30) 6936425722 & (+44) 7585939944,
www.geodomisi.com - [email protected]
Project: Cantilever Retaining Wall Analysis & Design, In accordance to IBC 2012 and ASCE 7-10 (ASD).
Job Ref.
www.geodomisi.com
Section Civil & Geotechnical EngineeringSection
Sheet no./rev. 1
Calc.Calc. by Dr. C. Sachpazis
Date 28/02/2016
Chk'd by Date App'd by Date
3.96
3.57
3.17
2.77
2.38
1.98
1.58
1.19
0.79
0.4
0?120 ?100 ?80 ?60 ?40 ?20 0Moment (kN�m/m)
Offset (m)
Moment
φMn 108.7 kN�m m ≥ Mu / 41.77 kN�m m / = = �
Check (ACI 318-11 Ch 10) @ 0 m from base
φMn 105 kN�m m ≥ Mu / 40.16 kN�m m / = = �
Check (ACI 318-11 Ch 10) @ 0.03 m from base
φMn 104.2 kN�m m ≥ Mu / 40.16 kN�m m / = = �
Check (ACI 318-11 Ch 10) @ 0.04 m from base
φMn 45.82 kN�m m ≥ Mu / 11.13 kN�m m / = = �
Check (ACI 318-11 Ch 10) @ 1.09 m from base
φMn 45.82 kN�m m ≥ Mu / 10.45 kN�m m / = = �
Check (ACI 318-11 Ch 10) @ 1.12 m from base
Stem Moment Checks [1.2D + 1.6L + 1.6H]
Page 16 of 26
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics,
Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 -
Mobile: (+30) 6936425722 & (+44) 7585939944,
www.geodomisi.com - [email protected]
Project: Cantilever Retaining Wall Analysis & Design, In accordance to IBC 2012 and ASCE 7-10 (ASD).
Job Ref.
www.geodomisi.com
Section Civil & Geotechnical EngineeringSection
Sheet no./rev. 1
Calc.Calc. by Dr. C. Sachpazis
Date 28/02/2016
Chk'd by Date App'd by Date
3.96
3.57
3.17
2.77
2.38
1.98
1.58
1.19
0.79
0.4
0?150 ?100 ?50 0 50 100 150Shear (kN/m)
Offset (m)
Shear
φVn 108.7 kN m ≥ Vu / 40.8 kN m / = = �
Shear Check (ACI 318-11 Ch 11.1.1) @ 0 m from base
Stem Shear Checks [1.2D + 1.6L + 1.6H]
Page 17 of 26
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics,
Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 -
Mobile: (+30) 6936425722 & (+44) 7585939944,
www.geodomisi.com - [email protected]
Project: Cantilever Retaining Wall Analysis & Design, In accordance to IBC 2012 and ASCE 7-10 (ASD).
Job Ref.
www.geodomisi.com
Section Civil & Geotechnical EngineeringSection
Sheet no./rev. 1
Calc.Calc. by Dr. C. Sachpazis
Date 28/02/2016
Chk'd by Date App'd by Date
φMn 108.7 kN�m m ≥ 4 3 / Mu / 4 3 / 41.77 kN�m m / 55.69 kN�m m / = = = Check is waived per ACI 10.5.3�
Minimum Steel Check (ACI 318-11 10.5.1) @ 0 m from base [Stem in negative flexure]
φMn 105 kN�m m ≥ 4 3 / Mu / 4 3 / 40.16 kN�m m / 53.54 kN�m m / = = = Check is waived per ACI 10.5.3�
Minimum Steel Check (ACI 318-11 10.5.1) @ 0.03 m from base [Stem in negative flexure]
φMn 45.82 kN�m m ≥ 4 3 / Mu / 4 3 / 11.13 kN�m m / 14.85 kN�m m / = = = Check is waived per ACI 10.5.3�
Minimum Steel Check (ACI 318-11 10.5.1) @ 1.09 m from base [Stem in negative flexure]
φMn 0 kN�m m ≥ 4 3 / Mu / 4 3 / 0 kN�m m / 0 kN�m m / = = = Check is waived per ACI 10.5.3�
Minimum Steel Check (ACI 318-11 10.5.1) @ 3.96 m from base [Stem in negative flexure]
β1 0.850 F'c ≤ 4000 psi =
a As fy 0.85 F'c 23.28 cm² m / 413.7 MPa
0.85 20.69 MPa 54.78 mm = = =
εt 0.003 da β1 / 1 ? 0.003 191.8 mm
54.78 mm 0.850 / 1 ? 0.0059 = = =
εt 0.0059 ≥ 0.004 = �
Maximum Steel Check (ACI 318-11 10.3.5) @ 0 m from base [Stem in negative flexure]
β1 0.850 F'c ≤ 4000 psi =
a As fy 0.85 F'c 16.48 cm² m / 413.7 MPa
0.85 20.69 MPa 38.79 mm = = =
εt 0.003 da β1 / 1 ? 0.003 190.5 mm
38.79 mm 0.850 / 1 ? 0.0095 = = =
εt 0.0095 ≥ 0.004 = �
Maximum Steel Check (ACI 318-11 10.3.5) @ 0.03 m from base [Stem in negative flexure]
β1 0.850 F'c ≤ 4000 psi =
a As fy 0.85 F'c 6.56 cm² m / 413.7 MPa
0.85 20.69 MPa 15.44 mm = = =
εt 0.003 da β1 / 1 ? 0.003 195.3 mm
15.44 mm 0.850 / 1 ? 0.0293 = = =
εt 0.0293 ≥ 0.004 = �
Maximum Steel Check (ACI 318-11 10.3.5) @ 1.09 m from base [Stem in negative flexure]
β1 0.850 F'c ≤ 4000 psi =
a As fy 0.85 F'c 6.56 cm² m / 413.7 MPa
0.85 20.69 MPa 15.44 mm = = =
εt 0.003 da β1 / 1 ? 0.003 195.3 mm
15.44 mm 0.850 / 1 ? 0.0293 = = =
εt 0.0293 ≥ 0.004 = �
Maximum Steel Check (ACI 318-11 10.3.5) @ 3.96 m from base [Stem in negative flexure]
Stem Miscellaneous Checks [1.2D + 1.6L + 1.6H]
Page 18 of 26
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics,
Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 -
Mobile: (+30) 6936425722 & (+44) 7585939944,
www.geodomisi.com - [email protected]
Project: Cantilever Retaining Wall Analysis & Design, In accordance to IBC 2012 and ASCE 7-10 (ASD).
Job Ref.
www.geodomisi.com
Section Civil & Geotechnical EngineeringSection
Sheet no./rev. 1
Calc.Calc. by Dr. C. Sachpazis
Date 28/02/2016
Chk'd by Date App'd by Date
ρhAs_horz shorz /
t 200 mm² 304.8 mm / 254 mm 0.0026 = = =
ρh_min 0.0020 bars No. 5 or less, not less than 60 ksi = ρh 0.0026 ≥ ρh_min 0.0020 = = �3 twall 3 254 mm 762 mm = = 18 inch limit governssmax 457.2 mm = shorz 304.8 mm ≤ shorz_max 457.2 mm = = �
Wall Horizontal Steel (ACI 318-11 14.3.3, 14.3.5)
MuφMn
41.77 kN�m m / 108.7 kN�m m / 0.3844 ratio to represent excess reinforcement = =
ψe 1.0 uncoated hooked bars = λ 1.0 normal weight concrete =
ldh 0.02 ψefy
λ F'cdb 0.02 1.0 413.7 MPa
1.0 20.69 MPa 25.4 mm 55.65 cm = = =
Factoring ldh by the 0.7 multiplier of 12.5.3 a : ldh 38.95 cm = Factoring ldh by the excess reinforcement ratio 0.3844 per 12.5.3 d : ldh 14.97 cm = 8 db 8 25.4 mm 8.0 = = 8db minimum controlsldh_prov 22.86 cm ≥ ldh 20.32 cm = = �
Development Check (ACI 318-11 12.12, 12.2.3)
ψt 1.0 bars are not horizontal = ψe 1.0 bar not epoxy coated = ψs 1.0 bars are #7 or larger = λ 1.0 normal weight concrete = s 2 / 304.8 mm 2 / 152.4 mm = = cover db 2 / + 50.8 mm 25.4 mm 2 / + 63.5 mm = = cb 63.5 mm lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr +
db 63.5 mm 0.0 +
25.4 mm 2.50 = =
ld3.40
fyF'c
ψt ψe ψs λ 2.5 db 3.
40413.7 MPa20.69 MPa
1.0 1.0 1.0 1.0 2.5 25.4 mm 83.47 cm = = =
llap 1.3 ld 1.3 83.47 cm 108.5 cm = = = llap_prov 108.5 cm ≥ llap 108.5 cm = = �1 5 / llap 1 5 / 108.5 cm 8.5445 > 6.0 = = strans 0 mm ≤ 6.0 = �
Lap Splice Checks (ACI 318-05 12.14.2.3, 12.15.1, 12.15.2) - #5 lap with #8, from 0 m to 1.09 m (from stem base)
No need to check cutoff bar extension. Cutoff bars are not required for flexure23 φVn 2
3 108.7 kN m / 413.7 ≥ Vu 39.77 kN m / = = = �
Cutoff Checks (ACI 318-11 12.10.3, 12.10.5) - #5 cut off at 0.03 m
Stem Miscellaneous Checks [1.2D + 1.6L + 1.6H] (continued)
Page 19 of 26
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics,
Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 -
Mobile: (+30) 6936425722 & (+44) 7585939944,
www.geodomisi.com - [email protected]
Project: Cantilever Retaining Wall Analysis & Design, In accordance to IBC 2012 and ASCE 7-10 (ASD).
Job Ref.
www.geodomisi.com
Section Civil & Geotechnical EngineeringSection
Sheet no./rev. 1
Calc.Calc. by Dr. C. Sachpazis
Date 28/02/2016
Chk'd by Date App'd by Date
Design moment Mu for toe need not exceed moment at stem base:Mtoe 25.03 kN�m m ≥ Mstem / 0 kN�m m / ? = = Mu 0 kN�m m stem base moment controls / ? =
Controlling Moment
a As fy 0.85 F'c 4.37 cm² m / 413.7 MPa
0.85 20.69 MPa 10.29 mm = = =
φMn φ As fy d a 2 / ? 0.90 4.37 cm² m / 413.7 MPa 220.7 mm 10.29 mm 2 / ? 35.1 kN�m m / = = = φMn 35.1 kN�m m ≥ Mu / 0 kN�m m / ? = = �
Flexure Check (ACI 318-11 10.2)
λ 1.0 normal weight concrete =
Vc 2 λ F'c d 2 1.0 20.69 MPa 220.7 mm 166.7 kN m / = = = φVn φ Vc 0.750 166.7 kN m / 125 kN m / = = = φVn 125 kN m ≥ Vu / 33.35 kN m / = = �
Shear Check (ACI 318-11 11.1.1, 11.11.3.1)
β1 0.850 F'c ≤ 4000 psi =
a As fy 0.85 F'c 4.37 cm² m / 413.7 MPa
0.85 20.69 MPa 10.29 mm = = =
εt 0.003 da β1 / 1 ? 0.003 220.7 mm
10.29 mm 0.850 / 1 ? 0.0517 = = =
εt 0.0517 ≥ 0.004 = �
Minimum Strain Check (ACI 318-11 10.3.5)
φMn 35.1 kN�m m ≥ 4 3 / Mu / 4 3 / 0 kN�m m / ? 0 kN�m m / ? = = = Check is waived per ACI 10.5.3�
Minimum Steel Check (ACI 318-11 10.5.1)
ρST_provASTt sST 157.5 cm² m /
304.8 mm 304.8 mm 0.0043 = = =
ρST_min0.0018 60000
fy 0.0018 60000
413.7 MPa 0.0018 = = =
ρST_min 0.0018 = ρST_prov 0.0043 ≥ ρST_min 0.0018 = = �18 inch limit governssST_max 457.2 mm = sST 304.8 mm ≤ sST_max 457.2 mm = = �
Shrinkage and Temperature Steel (ACI 318-11 7.12.2)
MuφMn
0 kN�m m / ? 35.1 kN�m m / 0.0 ratio to represent excess reinforcement ? = =
ψt 1.0 12 inches or less cast below 3.00 inches ? = ψe 1.0 bar not epoxy coated = ψs 0.80 bars are #6 or smaller = λ 1.0 normal weight concrete = s 2 / 457.2 mm 2 / 228.6 mm = = cover db 2 / + 76.2 mm 15.88 mm 2 / + 84.14 mm = = cb 84.14 mm lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr +
db 84.14 mm 0.0 +
15.88 mm 5.30 = =
ld3.40
fyλ F'c
ψt ψe ψs 2.5 db 3.
40413.7 MPa
1.0 20.69 MPa 1.0 1.0 0.80
2.5 15.88 mm 41.74 cm = = =
Factoring ld by the excess reinforcement ratio 0.0000 ? per 12.2.5: ld 0 cm ? = 12 inch minimum controlsld_prov 170.2 cm ≥ ld 30.48 cm = = �
Development Check (ACI 318-11 12.12, 12.2.3)
Toe Unfactored Loads
304.
8 m
m
#5 @ 457.2 mm
Unfactored Loads
7.18 kPa (Self-wt)
14.36 kPa (Soil)
50.63 kPa 48.09 kPa
Toe Factored Loads
304.
8 m
m
#5 @ 457.2 mm
1.4D
10.06 kPa (Self-wt)
20.11 kPa (Soil)
64.93 kPa 61.67 kPa64.93 kPa61.67 kPa
40.4 kN/m
Toe Checks [1.4D]
Page 20 of 26
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics,
Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 -
Mobile: (+30) 6936425722 & (+44) 7585939944,
www.geodomisi.com - [email protected]
Project: Cantilever Retaining Wall Analysis & Design, In accordance to IBC 2012 and ASCE 7-10 (ASD).
Job Ref.
www.geodomisi.com
Section Civil & Geotechnical EngineeringSection
Sheet no./rev. 1
Calc.Calc. by Dr. C. Sachpazis
Date 28/02/2016
Chk'd by Date App'd by Date
Design moment Mu for heel need not exceed moment at stem base:Mheel 81.74 kN�m m ≥ Mstem / 0 kN�m m / ? = = Mu 0 kN�m m stem base moment controls / ? =
Controlling Moment
a As fy 0.85 F'c 6.56 cm² m / 413.7 MPa
0.85 20.69 MPa 15.44 mm = = =
φMn φ As fy d a 2 / ? 0.90 6.56 cm² m / 413.7 MPa 246.1 mm 15.44 mm 2 / ? 58.23 kN�m m / = = = φMn 58.23 kN�m m ≥ Mu / 0 kN�m m / ? = = �
Flexure Check (ACI 318-11 10.2)
λ 1.0 normal weight concrete =
Vc 2 λ F'c d 2 1.0 20.69 MPa 246.1 mm 185.9 kN m / = = = φVn φ Vc 0.750 185.9 kN m / 139.4 kN m / = = = φVn 139.4 kN m ≥ Vu / 107.3 kN m / = = �
Shear Check (ACI 318-11 11.1.1, 11.11.3.1)
β1 0.850 F'c ≤ 4000 psi =
a As fy 0.85 F'c 6.56 cm² m / 413.7 MPa
0.85 20.69 MPa 15.44 mm = = =
εt 0.003 da β1 / 1 ? 0.003 246.1 mm
15.44 mm 0.850 / 1 ? 0.0376 = = =
εt 0.0376 ≥ 0.004 = �
Minimum Strain Check (ACI 318-11 10.3.5)
φMn 58.23 kN�m m ≥ 4 3 / Mu / 4 3 / 0 kN�m m / ? 0 kN�m m / ? = = = Check is waived per ACI 10.5.3�
Minimum Steel Check (ACI 318-11 10.5.1)
ρST_provASTt sST 157.5 cm² m /
304.8 mm 304.8 mm 0.0043 = = =
ρST_min0.0018 60000
fy 0.0018 60000
413.7 MPa 0.0018 = = =
ρST_min 0.0018 = ρST_prov 0.0043 ≥ ρST_min 0.0018 = = �18 inch limit governssST_max 457.2 mm = sST 304.8 mm ≤ sST_max 457.2 mm = = �
Shrinkage and Temperature Steel (ACI 318-11 7.12.2)
MuφMn
0 kN�m m / ? 58.23 kN�m m / 0.0 ratio to represent excess reinforcement ? = =
ψt 1.0 12 inches or less cast below 9.38 inches ? = ψe 1.0 bar not epoxy coated = ψs 0.80 bars are #6 or smaller = λ 1.0 normal weight concrete = s 2 / 304.8 mm 2 / 152.4 mm = = cover db 2 / + 50.8 mm 15.88 mm 2 / + 58.74 mm = = cb 58.74 mm lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr +
db 58.74 mm 0.0 +
15.88 mm 3.70 = =
ld3.40
fyλ F'c
ψt ψe ψs 2.5 db 3.
40413.7 MPa
1.0 20.69 MPa 1.0 1.0 0.80
2.5 15.88 mm 41.74 cm = = =
Factoring ld by the excess reinforcement ratio 0.0000 ? per 12.2.5: ld 0 cm ? = 12 inch minimum controlsld_prov 142.2 cm ≥ ld 30.48 cm = = �
Development Check (ACI 318-11 12.12, 12.2.3)
Heel Unfactored Loads
304.8 mm
#5 @ 304.8 mm
Unfactored Loads
7.18 kPa (Concrete self-wt)
43.09 kPa (Soil weight)4.79 kPa (Uniform Surcharge)1.06 kPa (Line/Strip Surcharge)
(neglect bearing pressure)
Heel Factored Loads
304.8 mm
#5 @ 304.8 mm
1.4D
10.06 kPa (Concrete self-wt)
60.33 kPa (Soil weight)
(neglect bearing pressure)
107.3 kN/m
Heel Checks [1.4D]
Page 21 of 26
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics,
Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 -
Mobile: (+30) 6936425722 & (+44) 7585939944,
www.geodomisi.com - [email protected]
Project: Cantilever Retaining Wall Analysis & Design, In accordance to IBC 2012 and ASCE 7-10 (ASD).
Job Ref.
www.geodomisi.com
Section Civil & Geotechnical EngineeringSection
Sheet no./rev. 1
Calc.Calc. by Dr. C. Sachpazis
Date 28/02/2016
Chk'd by Date App'd by Date
Stem Internal Forces
0 kN/m
-0 kN�m/m
Stem Internal Forces
Moment
Stem Internal Forces
Shear
Stem Joint Force Transfer
Location Force@ stem base 0 kN/m
Stem Internal Forces
Stem Forces [1.4D]
Page 22 of 26
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics,
Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 -
Mobile: (+30) 6936425722 & (+44) 7585939944,
www.geodomisi.com - [email protected]
Project: Cantilever Retaining Wall Analysis & Design, In accordance to IBC 2012 and ASCE 7-10 (ASD).
Job Ref.
www.geodomisi.com
Section Civil & Geotechnical EngineeringSection
Sheet no./rev. 1
Calc.Calc. by Dr. C. Sachpazis
Date 28/02/2016
Chk'd by Date App'd by Date
3.96
3.57
3.17
2.77
2.38
1.98
1.58
1.19
0.79
0.4
0?120 ?100 ?80 ?60 ?40 ?20 0Moment (kN�m/m)
Offset (m)
MomentStem Moment Checks [1.4D]
Page 23 of 26
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics,
Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 -
Mobile: (+30) 6936425722 & (+44) 7585939944,
www.geodomisi.com - [email protected]
Project: Cantilever Retaining Wall Analysis & Design, In accordance to IBC 2012 and ASCE 7-10 (ASD).
Job Ref.
www.geodomisi.com
Section Civil & Geotechnical EngineeringSection
Sheet no./rev. 1
Calc.Calc. by Dr. C. Sachpazis
Date 28/02/2016
Chk'd by Date App'd by Date
3.96
3.57
3.17
2.77
2.38
1.98
1.58
1.19
0.79
0.4
0?150 ?100 ?50 0 50 100 150Shear (kN/m)
Offset (m)
ShearStem Shear Checks [1.4D]
Page 24 of 26
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics,
Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 -
Mobile: (+30) 6936425722 & (+44) 7585939944,
www.geodomisi.com - [email protected]
Project: Cantilever Retaining Wall Analysis & Design, In accordance to IBC 2012 and ASCE 7-10 (ASD).
Job Ref.
www.geodomisi.com
Section Civil & Geotechnical EngineeringSection
Sheet no./rev. 1
Calc.Calc. by Dr. C. Sachpazis
Date 28/02/2016
Chk'd by Date App'd by Date
φMn 108.7 kN�m m ≥ 4 3 / Mu / 4 3 / 0 kN�m m / 0 kN�m m / = = = Check is waived per ACI 10.5.3�
Minimum Steel Check (ACI 318-11 10.5.1) @ 0 m from base [Stem in negative flexure]
φMn 105 kN�m m ≥ 4 3 / Mu / 4 3 / 0 kN�m m / 0 kN�m m / = = = Check is waived per ACI 10.5.3�
Minimum Steel Check (ACI 318-11 10.5.1) @ 0.03 m from base [Stem in negative flexure]
φMn 45.82 kN�m m ≥ 4 3 / Mu / 4 3 / 0 kN�m m / 0 kN�m m / = = = Check is waived per ACI 10.5.3�
Minimum Steel Check (ACI 318-11 10.5.1) @ 1.09 m from base [Stem in negative flexure]
φMn 0 kN�m m ≥ 4 3 / Mu / 4 3 / 0 kN�m m / 0 kN�m m / = = = Check is waived per ACI 10.5.3�
Minimum Steel Check (ACI 318-11 10.5.1) @ 3.96 m from base [Stem in negative flexure]
β1 0.850 F'c ≤ 4000 psi =
a As fy 0.85 F'c 23.28 cm² m / 413.7 MPa
0.85 20.69 MPa 54.78 mm = = =
εt 0.003 da β1 / 1 ? 0.003 191.8 mm
54.78 mm 0.850 / 1 ? 0.0059 = = =
εt 0.0059 ≥ 0.004 = �
Maximum Steel Check (ACI 318-11 10.3.5) @ 0 m from base [Stem in negative flexure]
β1 0.850 F'c ≤ 4000 psi =
a As fy 0.85 F'c 16.48 cm² m / 413.7 MPa
0.85 20.69 MPa 38.79 mm = = =
εt 0.003 da β1 / 1 ? 0.003 190.5 mm
38.79 mm 0.850 / 1 ? 0.0095 = = =
εt 0.0095 ≥ 0.004 = �
Maximum Steel Check (ACI 318-11 10.3.5) @ 0.03 m from base [Stem in negative flexure]
β1 0.850 F'c ≤ 4000 psi =
a As fy 0.85 F'c 6.56 cm² m / 413.7 MPa
0.85 20.69 MPa 15.44 mm = = =
εt 0.003 da β1 / 1 ? 0.003 195.3 mm
15.44 mm 0.850 / 1 ? 0.0293 = = =
εt 0.0293 ≥ 0.004 = �
Maximum Steel Check (ACI 318-11 10.3.5) @ 1.09 m from base [Stem in negative flexure]
β1 0.850 F'c ≤ 4000 psi =
a As fy 0.85 F'c 6.56 cm² m / 413.7 MPa
0.85 20.69 MPa 15.44 mm = = =
εt 0.003 da β1 / 1 ? 0.003 195.3 mm
15.44 mm 0.850 / 1 ? 0.0293 = = =
εt 0.0293 ≥ 0.004 = �
Maximum Steel Check (ACI 318-11 10.3.5) @ 3.96 m from base [Stem in negative flexure]
Stem Miscellaneous Checks [1.4D]
Page 25 of 26
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics,
Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 -
Mobile: (+30) 6936425722 & (+44) 7585939944,
www.geodomisi.com - [email protected]
Project: Cantilever Retaining Wall Analysis & Design, In accordance to IBC 2012 and ASCE 7-10 (ASD).
Job Ref.
www.geodomisi.com
Section Civil & Geotechnical EngineeringSection
Sheet no./rev. 1
Calc.Calc. by Dr. C. Sachpazis
Date 28/02/2016
Chk'd by Date App'd by Date
ρhAs_horz shorz /
t 200 mm² 304.8 mm / 254 mm 0.0026 = = =
ρh_min 0.0020 bars No. 5 or less, not less than 60 ksi = ρh 0.0026 ≥ ρh_min 0.0020 = = �3 twall 3 254 mm 762 mm = = 18 inch limit governssmax 457.2 mm = shorz 304.8 mm ≤ shorz_max 457.2 mm = = �
Wall Horizontal Steel (ACI 318-11 14.3.3, 14.3.5)
MuφMn
0 kN�m m / 108.7 kN�m m / 0.0 ratio to represent excess reinforcement = =
ψe 1.0 uncoated hooked bars = λ 1.0 normal weight concrete =
ldh 0.02 ψefy
λ F'cdb 0.02 1.0 413.7 MPa
1.0 20.69 MPa 25.4 mm 55.65 cm = = =
Factoring ldh by the 0.7 multiplier of 12.5.3 a : ldh 38.95 cm = Factoring ldh by the excess reinforcement ratio 0.0000 per 12.5.3 d : ldh 0 cm = 8 db 8 25.4 mm 8.0 = = 8db minimum controlsldh_prov 22.86 cm ≥ ldh 20.32 cm = = �
Development Check (ACI 318-11 12.12, 12.2.3)
ψt 1.0 bars are not horizontal = ψe 1.0 bar not epoxy coated = ψs 1.0 bars are #7 or larger = λ 1.0 normal weight concrete = s 2 / 304.8 mm 2 / 152.4 mm = = cover db 2 / + 50.8 mm 25.4 mm 2 / + 63.5 mm = = cb 63.5 mm lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr +
db 63.5 mm 0.0 +
25.4 mm 2.50 = =
ld3.40
fyF'c
ψt ψe ψs λ 2.5 db 3.
40413.7 MPa20.69 MPa
1.0 1.0 1.0 1.0 2.5 25.4 mm 83.47 cm = = =
llap 1.3 ld 1.3 83.47 cm 108.5 cm = = = llap_prov 108.5 cm ≥ llap 108.5 cm = = �1 5 / llap 1 5 / 108.5 cm 8.5445 > 6.0 = = strans 0 mm ≤ 6.0 = �
Lap Splice Checks (ACI 318-05 12.14.2.3, 12.15.1, 12.15.2) - #5 lap with #8, from 0 m to 1.09 m (from stem base)
No need to check cutoff bar extension. Cutoff bars are not required for flexure23 φVn 2
3 108.7 kN m / 413.7 ≥ Vu 0 kN m / = = = �
Cutoff Checks (ACI 318-11 12.10.3, 12.10.5) - #5 cut off at 0.03 m
Stem Miscellaneous Checks [1.4D] (continued)
Page 26 of 26
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics,
Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 -
Mobile: (+30) 6936425722 & (+44) 7585939944,
www.geodomisi.com - [email protected]
Project: Cantilever Retaining Wall Analysis & Design, In accordance to IBC 2012 and ASCE 7-10 (ASD).
Job Ref.
www.geodomisi.com
Section Civil & Geotechnical EngineeringSection
Sheet no./rev. 1
Calc.Calc. by Dr. C. Sachpazis
Date 28/02/2016
Chk'd by Date App'd by Date
Concrete f'c = 20.69 MPaRebar Fy = 413.7 MPaUnit Weight = 23.56 kN/m³
254 mm
3 m
1.22 m 1.52 m
304.8 mm
4.27
m 3.96
m
108.
5 cm
2.54
cm
1.22
m
1.22
m
#5 @ 304.8 mm (S&T)#5 @ 304.8 mm#5 @ 152.4 mm (below cutoff)#8 @ 304.8 mm (lapped dowels)
Heel Bars: #5 @ 304.8 mmToe Bars: #5 @ 457.2 mmFooting S/T Bars: #5 @ 304.8 mm
2.54
cm10
8.5
cm
#5 @ 304.8 mm (S&T)#5 @ 304.8 mm#5 @ 152.4 mm (below cutoff)
Design Detail
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics,
Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 -
Mobile: (+30) 6936425722 & (+44) 7585939944,
www.geodomisi.com - [email protected]
Project: Cantilever Retaining Wall Analysis & Design, In accordance to IBC 2012 and ASCE 7-10 (ASD).
Job Ref.
www.geodomisi.com
Section Civil & Geotechnical EngineeringSection
Sheet no./rev. 1
Calc.Calc. by Dr. C. Sachpazis
Date 28/02/2016
Chk'd by Date App'd by Date
