101109 Retaining Wall Calculation

ProjectUniversity of Al-Jabal Al-Gharbi (Nalut campus) Client Cosmo D&I Location Libya, Nalut Ducksung Alpha Made by Date Page smp RETAINING WALL design to BS 8110:1997, BS 8002:1994. Checked 15-Nov-2010 Revision bjj BS 8004:1986 etc. 1 Job No - STRUCTURE and FORCE DIAGRAMS F01 DESIGN STATUS: VALID DIMENSIONS (mm) 3200 B= 2000 Tw = 250 Hw = H= 0 BI = 400 Tb = 300 Hp = 200 BN = 0 TN = 0 Hn = 0 MATERIAL PROPERTIES fcu = 35 N/mm² γm = 1.5 fy = 460 N/mm² γm = 1.05 steel cover to tension steel = 50 mm Max allowable design surface crack width (W) = 0.3 mm Concrete density = 24 kN/m³ Design angle of int'l friction of retained mat'l (Ø) = 34 degree concrete SOIL PROPERTIES Wall Geometry Design cohesion of retained mat'l (C ) = Density of retained mat'l (q ) = 0 kN/m² 20 kN/m³ (Only granular backfil considered, "C" = zero) 13.33 kN/m³ [default=2/3*q (only apply when Hw >0) ] = Design angle of int'l friction of base mat'l (Øb) = 20 degree ASSUMPTIONS Design cohesion of base material (Cb ) = 10 kN/m² a) Wall friction is zero Density of base material (qb ) = 10 kN/m³ b) Minimum active earth pressure = 0.25qH 200 kN/m² c) Granular backfill Surcharge load -- live (SQK) = 10 kN/m² e)Does not include effect of seepage of ground Surcharge load -- dead (SGK) = 10 Line load -- live (LQK) = 15 kN/m f)Does not include deflection check of wall due to 20 kN/m Submerged Density of retained mat'l (qs ) = Allowable gross ground bearing pressure (GBP) = 13.33 d)Does not include check of rotational slide/slope failure LOADINGS Line load -- dead (LGK) = Distance of line load from wall (X) = LATERAL FORCES (unfactored) PE = water beneath the wall. 1000 mm lateral earth pressures h) Design not intended for walls over 3.0 m high Ka = 0.28 [ default ka = (1-SIN Ø)/(1+SIN Ø) ] = Kp = 2.04 [ default kp = (1+SIN Øb)/(1-SIN Øb) ] =2.04 Kpc = 2.86 [ default kpc = 2kp0.5 ] = Kac = 1.06 [ 2ka0.5 ] Force Lever arm Moment about TOE (kN) (m) (kNm) 28.95 γf 0.28 2.86 Fult Mult (kN) (kNm) LE = 1.067 30.88 1.40 40.53 43.23 PS(GK) = 9.05 LS = 1.60 14.47 1.40 12.67 20.26 PS(QK) = 9.05 LS = 1.60 14.47 1.60 14.47 23.16 PL(GK) = 5.65 LL = 2.36 13.35 1.40 7.92 18.69 PL(QK) = 4.24 LL = 2.36 10.01 1.60 6.79 16.02 PW = 0.00 LW = 0.00 0.00 1.40 Total 56.94 PP = -6.12 83.19 (LP-HN) = 0.10 -0.60 1.00 0.00 0.00 82.37 121.36 -6.12 -0.60 33 -0.12 kN -82. MAXIMUM Gross Bearing Pressure (GRP) = 33.10 Factor of Safety.12 (LP-HN) = 0.14 14.O.33 1.00 0.94 2.00 Surcharge= 27.59 Moment (kNm) 0.76 kN Factor of Safety.67 F.48 0.00 Lever arm (m) LE LS LS LL LL LW = = = = = = 30.24 0.00 ∑ V = 172.59 50 100 kNm 150 Resultant Moment. Mo = 82.00 0.32 1.00 -0.07 1.88 kNm 0.36 2.96 1. Pr = 56.60 0.80 0 Moment (kNm) 8.08 1.84 1.10 0. Pr / P = 1.00 35.00 -25.S = > 1.56 1. BS 8002:1994.24 0.00 0.40 0.78 -22.65 0.60 = 82.81 172.10 Lever arm (m) 17.71 Moment due to LATERAL FORCES.30 Water = 0.50 OK 1.56 > 1.05 5. Mr / Mo = SLIDING ✘ 56.05 9.35 10.72 0.40 Nib = 0.47 13. P = PASSIVE FORCE. Nalut Ducksung Alpha Made by Date smp RETAINING WALL design to BS 8110:1997.00 27.50 OK GROUND BEARING FAILURE Taking moments about centre of base (anticlockwise "+") : BEARING PRESSURE (KN/m²) Vertical FORCES (kN) Lever arm (m) Wall = 17.65 4.40 14.20 1.45 0.50 kN Red'n factor for passive force = 1.00 35. M / V = Therefore.27 0. PE = PS(GK) = PS(QK) = PL(GK) = PL(QK) = PW = ∑P = Pp = 28.68 1.48 0.64 kN -88.00 Earth = 78.33 1.00 1.12 0.00 -6.50 LOADING OPTION (select critical load combination) EARTH Moment (kNm) 1.40 Base = 14.75 ∑ Mv = -48.00 PS(GK) ✘ ✘ PS(QK) PL(GK) PL(QK) ✘ PW ✘ -6.92 0. M = Mv + Mo = Eccentricity from base centre.94 Vertical FORCE (kN) Wall = Base = Nib = Earth = Water = Surcharge = Line load = ∑V = OK F.65 9.33 -0.00 -0.00 78.60 2.78 57.60 1.36 0.Project University of Al-Jabal Al-Gharbi (Nalut campus) Client Cosmo D&I Location Libya.88 14.01 0.20 137 m kN/m² < 200 OK .44 1.33 1.47 14.O.40 0.00 ∑ Mo Restoring Moments F01 STABILITY CHECKS : OVERTURNING about TOE (using overall factor of safety instead of partial safety factor) Lateral FORCE (kN) 2 Job No - EXTERNAL STABILITY Overturning Moments Page (using overall factor of safety instead of partial safety factor) Sum of LATERAL FORCES.33 -0.36 0.00 -8. 15-Nov-2010 Checked Revision bjj BS 8004:1986 etc. Pp x Reduction factor (1) = BASE FRICTION ( ∑ V TANØb + B Cb ) = Sum of FORCES RESISTING SLIDING.75 0.30 0.53 1.75 ∑ Mr = 220.00 Line load = 35.95 9.00 1.S = 1.00 103. B.41 OK 3.69 86. Nalut Ducksung Alpha Made by smp RETAINING WALL design to BS 8110:1997.5. Checked Date Page 15-Nov-2010 Revision bjj BS 8004:1986 etc.35 OK TOP REINFORCEMENT : MOMENT RESISTANCE : SHEAR RESISTANCE: CHECK CRACK WIDTH wrt BS8007 : X= Acr = 80.50 108.5.5.8 CHECK CRACK WIDTH IN ACCORDANCE WITH BS8007 : X= Acr = 56.23% 0.8 (Temperature and shrinkage effects not included) εm = 0 W= 0.30 OK App. As φ centres Asprov = = = = 390 16 150 1340 mm2 mm mm mm2 d z As' Mres = = = = 242 223.54 kN kNm (TENSION .2 BS8007 App.46 )= kN kNm (TENSION .4.4.11.2 < 0.30 OK REINFORCEMENT SUMMARY for BASE TOP (DESIGN) BOTTOM (DESIGN) TRANSVERSE Type φ Centers As Min.54 OK 100 As/bd = vc = Vres = 0.43 mm mm mm2 kNm > 21.82 100 As/bd = vc = Vres = 0.2 .2 BOTTOM REINFORCEMENT : φ= MOMENT of RESISTANCE : SHEAR RESISTANCE: reference Table 3.2.41 21. BS 8002:1994. 1.4.25 < 744 > 390 OK 3.BOTTOM FACE) Min. As = centres = Asprov = 390 12 200 565 mm2 mm mm mm2 d z As' Mres = = = = 244 231.46 63.11.22 0 131.20 BS8007 mm INNER BASE ( per metre length ) V ult = M ult = 81.7(b) OK OK OK OK 3.82 4 BS8110 (default = ult mt / non-factored mt.12.Project University of Al-Jabal Al-Gharbi (Nalut campus) Client Cosmo D&I Location Libya.08 mm mm mm2 kNm > 99.7(b) OK 3.49 119.4.32 N/mm2 kN > 81.81 mm mm Table 3.66 159.80 0 57.61 εm = mm mm W= 0 -0.TOP FACE) Min.55% 0.12.4 OK Table 3.25 < 380 > 390 OK 3.22 mm < 0.4 Table 3.35 99.5. As T T T mm 16 12 12 mm 150 200 200 mm2 1340 565 565 mm2 390 390 390 3. Job No - F01 OUTER BASE ( per metre length ) γf = V ult = M ult = 1.2.90 N/mm2 kN > 63. B. 617 11.617 1.17 19.) 7 6 22 6 9 T T T T T 16 12 12 10 16 2128 2096 1000 1025 1265 1.Project University of Al-Jabal Al-Gharbi (Nalut campus) Client Cosmo D&I Location Libya.) WALL STARTERS (Int.+ INT.) 2 T T T 10 16 10 80 128 1000 0. Checked Date Page 15-Nov-2010 Revision bjj BS 8004:1986 etc.97 NIB (assume same reinforcement as wall) INTERNAL FACE (MAIN) 6 EXTERNAL FACE (MAIN) 9 TRANSVERSE (EXT.578 0.) 6 9 30 T T T 10 16 10 2980 3028 1000 0.23 SUMMARY 5 Job No Approx total reinforcement per metre length of wall (kg) 151.79 17.30 1. - F01 APPROXIMATE WEIGHT OF REINFORCEMENT No.8 .02 43.578 23. Nalut Ducksung Alpha Made by smp RETAINING WALL design to BS 8110:1997.53 3.888 0.617 1.01 18.578 0.617 1. BS 8002:1994.External face VERTICAL .578 0. Type Dia Length Unit Wt Weight WALL VERTICAL .888 0.50 BASE TOP (MAIN) BOTTOM (MAIN) TRANSVERSE ( T & B ) WALL STARTERS (Ext.Internal face TRANSVERSE (Ext.617 0.82 1.& Int.51 11. 040 0.000 0.000 0.068 1.000 0.679 7 122.00 136.000 0.000 0.000 0.752 35 65.000 0. BS 8002:1994.587 40 55.5 1 1.487 43 49.000 0.56 1.620 39 1.000 0.000 0.4 116.000 0.08 132.777 5.00 1 86.000 0.44 1.312 5.000 0.00 86.000 0.000 0.394 5.000 0.000 0.000 0.000 0.256 50 2.000 0.000 0.000 0.000 0.000 0.000 0.68 51.68 102.885 31 73.182 22 92.000 0."BEARING FAIL".322 48 39.000 0.16 77.394 2.480 M 13 0.64 53.918 30 75.000 0.686 37 61.000 0.80 2 0.60 55.000 0.000 0.000 0.818 33 69.686 37 1.000 0.000 0.000 0.918 30 1.906 4.000 0.000 0.000 0.36 0.844 0.24 0.040 0.040 0.000 0.719 36 63.825 0.000 0.28 122.48 61.752 35 1. Nalut RETAINING WALL design to BS 8110:1997. BS 8004:1986 etc.B/1000/50*B24) 86.000 0.05 3 1.513 150 12 0.987 4.000 0.IF(ABS(ECCY)>(B/1000)/6.000 0.000 0.80 45.00 0.000 0.000 0.39 3 M 2 35.000 0.24 124.000 5.40 116.000 0.08 81.000 0.20 1.454 44 47.000 0.877 BEARING PRESSURE DIAGRAM 1 0.000 0.2 126.000 0.040 0.000 0.00 1.52 59.000 0.000 0.249 20 96.984 28 79.04 84.040 0.000 0.05 0 0.040 0.454 44 1.546 4.000 0.48 112.55 19 0.32 1.381 16 104.050 26 84.000 0.546 11 0.000 0.((VL/(B/1000)*(1-(6*ECCY)/(B/1000))))+(B/1000-XX)/(B/1000)*(BP-(VL/(B/1000)* (6*ECCY)/(B/1000))))) 2 KN/M^2 KN/M^2 1 86.000 0.000 0.580 10 116.000 0.745 5 0.22 3 2 0.000 0.5 2 2.811 3 130.000 0.000 0.000 0.000 0.000 0.893 0.72 0.000 0.000 0.000 0.000 0.000 0.(2*VL)/(3*((B/1000)/2-ABS(ECCY))).322 48 1.000 0.88 92.355 47 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.388 46 43.000 0.348 86.885 31 1. DATA FOR DIAGRAMS I sheet 1 of 2 Made by smp Job No F DESIGN STATUS: VALID IF(ABS(ECCY)>B/1000/2.72 3 1.083 25 86.000 0.000 0.475 5.613 9 118.0.185 0.76 98.22 3 50.000 0.000 0.000 0.000 0.000 0.68 1.825 0.000 0.4 116.32 120.877 1 134.000 0.520 42 51.12 79.289 49 37.480 13 110.000 0.000 0.05 17 0.71 3 0.000 0.000 0.000 0.96 88.60 0.613 100 9 0.000 0.000 0.000 0.76 47.000 0.000 0.000 0.653 38 59.000 0.000 0.56 108.851 32 1.44 63.906 1.000 0.000 0.150 1.000 0.256 50 35.22 21 0.000 0.000 0.712 50 6 0.55 3 0.36 67.000 0.22 Page 5 0 136.000 0.546 11 114.987 1.520 42 1.(((B/1000/2-ECCY)*3-XX)/((B/1000/2-ECCY)*3))*BP).000 0.000 0.000 0.231 2.811 0 3 0.487 43 1.785 34 67.000 0.44 114.149 23 0.000 0.040 0.000 0.84 20 0.000 0.000 0.000 0.000 0.017 27 1.513 12 112.000 0.000 0.000 0.00 35.000 0.348 .000 0.000 0.984 28 1.000 0.017 27 81.000 0.000 0.000 0.80 96.000 0.000 0.414 15 106.28 71.84 1.249 BPI 0.000 0.000 0.000 0.000 0.000 0.215 BPZ 2 35.040 0.381 16 0.000 0.040 0.52 110.322 4.223 0.24 73.88 41.000 0.000 0.554 41 1.000 0.8 45.844 2 132.04 134.312 2.040 0.040 0.72 100.000 0.104 4.92 0.000 0.92 90.000 0.000 0.000 0.000 0.475 2.580 10 0.00 0 IF(ECCY<0.8 96.068 4.182 22 0.6 55.000 46.000 0.000 0.88 3 BEARING PRESSURE DIAGRAM 0 0.040 0.348 16.000 0.000 0.646 8 120.000 0.12 0.778 4 0.000 0.000 0.000 0.000 0.000 0.348 17 102.56 57.88 18 0.000 0.231 5.818 33 1.48 0.414 15 0.289 49 1.000 0.712 6 124.84 94.587 40 1.84 43.000 0.000 0.000 0.000 0.000 5.96 37.620 39 57.000 0.554 41 53.765 5.05 0 136.000 0.282 BPE 0.36 118.000 0.388 46 1.508 5.92 39.55 3 150.050 26 1.000 0.355 47 41.72 49.38 3 0.08 1.315 BP 0 136.000 0.12 130.000 0.116 24 88.040 0.000 0.951 29 77.150 5.20 126.315 18 100.00 1.6 106.679 7 0.014 5.000 0.000 0.851 32 71.000 0.20 75.4 65.B/1000-B/1000/50*B24.000 0.447 14 0.040 0.000 0.64 104.00 0.778 4 128.000 0.000 0.000 0.IF(XX>(B/1000/2-ECCY)*3.000 0.000 0.000 0.000 0.000 0.149 23 90.040 0.88 3 100.000 0.040 0.646 8 0.000 0.447 14 108.5 0.785 34 1.32 69.000 0.258 5.65 103.000 0.000 0.Diagrams Project Location University of Al-Jabal Al-Gharbi (Nalut campus) Libya.(VL/(B/1000)*(1+(6*ABS(ECCY))/(B/1000))))) IF(ECCY>(B/1000)/6.040 0.40 65.653 38 1.040 0.000 0.000 0.000 0.951 29 1.000 0.60 106.000 0.000 0.000 0.000 0.000 0.083 25 1.000 46.000 0.96 1.16 128.000 0.000 0.116 24 0.719 36 1.421 45 45.000 0.421 45 1.000 0.282 19 98.2 75.000 0.745 5 126.215 21 94.000 0.000 0. 49 2.8 0.12 0.81 0.38 2. Nalut RETAINING WALL design to BS 8110:1997.46 0.00 0.15 2.06 0. UTM= 0.16 1.44 2.78 2.28 1.04 1.09 2.9 0 Location WALL (mm) Project BASE ( mm) Page 6 1 Made by smp Job No F .12 0.62 1.04 1.09 2.29 0.20 2.32 2.55 2.74 1.78 2.46 0.39 1.52 0.68 1.17 0.00 0.73 2.97 2.33 1.52 0.74 1.20 2.Diagrams University of Al-Jabal Al-Gharbi (Nalut campus) Libya.00 0.39 1. MT (KNM) WALL GEOMETRY 4000 3500 3000 2500 2000 1500 1000 500 0 4000 0 300 300 3200 3200 300 300 0 0 0 0 0 0 0.00 0.58 0.62 1.00 0.03 2.29 0.06 0.78 2.75 0.1 0.90 3000 0 0 400 400 650 650 2000 2000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 WALL (M) 0.81 0.91 1.67 2.16 1.87 0.35 0.22 1.39 1.6 0.51 1.73 2.26 2.00 0 0.70 0.45 1.12 0.55 2.81 0.00 0.32 2.61 2.57 1.97 2.86 1.91 1.23 0.15 2.86 1.00 0.23 0.97 2.80 1.49 2.44 2.93 1.70 0.26 2.28 1.93 0.58 0.93 0.5 0.23 0.62 1.00 2000 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 MTE= MTLG= MTLQ= MTSG= MTSQ= MTW= 1000 YY= 2.33 1.35 0.7 0.00 0.57 1.75 0.55 2.22 1.20 2.45 1.16 1.10 1.64 0.09 2. BS 8002:1994.41 0.74 1.32 2.51 1.67 2.44 2. DATA FOR DIAGRAMS II sheet 1 of 2 BS 8004:1986 etc.9 0.90 3200 2000 MOMENT DIAGRAM 0 0.28 1.03 2.70 0.41 0.2 0.35 0.51 1.17 0.99 1.38 2.3 0.46 0.68 1.86 1.61 2.04 1.4 0.90 ULT.10 1.58 0.84 2.80 1.99 1.87 0.67 2.64 0.84 2. 04 0.04 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.255 0.337 4.825 4.000 0.312 5.de by smp Diagrams Job No F01 Date 15-Nov-10 1000)*(BP-(VL/(B/1000)*(1- 0.04 0.000 0.000 0.04 0.000 0.04 0.000 0.000 0.000 0.000 0.000 0.499 4.000 0.743 4.04 0.000 0.000 0.987 4.000 0.000 0.000 0.000 0.000 0.000 0.04 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5.04 0.000 0.000 0.04 0.000 0.475 5.394 5.068 4.04 0.843 Page 7 .04 0.418 4.581 4.04 0.000 0.000 77.04 0.04 0.150 5.000 0.662 4.231 5.04 0.906 4.000 0.000 0.000 0.000 0.04 0. de by smp Diagrams Job No F01 Date 15-Nov-10 Page 8 . 01 Asprov%= fs = 232.0004 ST1= 0.21 Ic= ### STS= 0.0016 ST2= 0 Acr= 86.06 AsBB/bd= 0.93 MR= 15.50 Ic= ### STS= 0.0005 ST2= 0 Acr= 108.89 Asprov%= 0.0013 ST1= 0.008 X= 75.0012 ST1= 0.0023 X= 56. BS 8002:1994.9 ASBBreq = 0.06 AsBB/bd= 0.01 ASBTreq = 1017.06 As/bd= 0.55 .84 0.0055 X= 80.27 W= 0.23 0.0015 MR= 15.69 Ic= ### STS= 0.Project Location University of Al-Jabal Al-Gharbi (Nalut campus) CRACK WIDTH CALCULATIONS Libya.81 W= 0.0011 Page 9 Job No F01 Date 15-Nov-10 fs = 252. Nalut RETAINING WALL design to BS 8110:1997.26 εm= 0.0019 ST2= 0 Acr= 77.0009 MIN SPACING= MSBB= MSBT= 239 744 380 ASreq = 1321.22 εm= 0.61 W= -0.03 Asprov%= fs = 0. Made by smp BS 8004:1986 etc.20 εm= -0. WALL MR= 15. Users should note that all BCA software and publications time to time and should therefore ensure that they are in possession of the latest version.Notes Disclaimer All advice or information from the British Cement Association and/or Reinforced Concrete Counc will evaluate the significance and limitations of its contents and take responsibility for its use a (including that for negligence) for any loss resulting from such advice or information is accepte subcontractors. Revision history RCC62 Retaining Wall. Berkshir Status of spreadsheet Public release version. Crowthorne. Includes β version comments Page 10 . Telford Avenue.0 First public release.xls Date Version Action 06-Aug-99 RCC62 v1. suppliers or advisors. This spreadsheet should be used in compliance with the accompanying publication 'Spreadshee 8110 and EC2' available from British Cement Association. Notes Page 11 . Size (kB) 398 Page 12 . Berkshire RG45 6YS. RCC or their CA software and publications are subject to revision from on of the latest version.Notes or Reinforced Concrete Council is intended for those who ke responsibility for its use and application. Crowthorne. No liability vice or information is accepted by the BCA. nying publication 'Spreadsheets for concrete design to BS Avenue. Notes Page 13 . Notes Page 14 . Notes Page 15 .