Print Wall
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The document provides an analysis and design calculation for the basement wall of a proposed food kiosk project. It includes parameters for the wall dimensions, materials, loads, and seismic considerations. Calculations are shown for determining the required reinforcing steel based on the forces from soil and surcharge pressure. The summary design of the wall includes 6 vertical bars spaced at 160mm at the rear face, 24 horizontal bars spaced at 120mm at the rear face, and 8 vertical bars spaced at 120mm at the exposed face.
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- 1. Date : Client : Subject : Project ID SD - KIOSK-MYNLD ANGEL LA ZA RO & A SSOCIA TES INTERNA TIONA L Cal'c by A.H. Sinconiegue (Consulting Engineer & Architects) Date Jul-21-2014 Checked by Rhonda Divina A. Rapirap MAYNILAD Aprroved by Angel Lazaro III. Ph.D Analysis & Design of Basement Wall Nomenclature Date PROPOSED FOOD KIOSK SURCHARGE d5 d6 t BASEMENT Seismic Pressure Diag. Surcharge Diag. Soil Pressure Diag. WALL SECTION Jul-21-2014 Jul-21-2014 Jul-21-2014 Date PAE d7 A B RB d1 d2 d3 Psoil Psur W1 W2 W3 L h d4 HEEL TOE h1 H Analysis and Design Refferences : Fig. A - BASEMENT WALL NOMENCLATURE 1.0 National Structural Code of The Philippines (NSCP) 2010, Volume 1 , 6th Edition for Building, Towers and other Vertical Srtuctures by : Association of Structural Engineers in the Philippines. ( ASEP) 2.0 National Structural Code of the Philippines (NSCP) 1997, Volumn 2, 2ND Edition, Bridges ASD(Allowable Stress Design) by: Association of Structural Engineers in the Philippines. ( ASEP) 3.0 AASHTO Bridge Design and Specification 2002-2010 by: American Association of State Highway and Transportation Officials (AASHTO) 4.0 Design of Reinforced Concrete ACI 318-05 Code Edition, Seventh Edition by: Jack C. McCormac & James K. Nelson Spreadsheet Condition This spreadsheet is applicable only on non- slopping backfill and the use of this spreadsheet is only for structure having the same configuration. Wall Dimensions : Design Notes: Total height of retaining wall, H mm - Neglect Soil Passive Pressure for Critical Design of Stem - NSCP 5.5.2 Height of the soil at the back of the wall, h1 mm Height of the soil at the exposed face of the wall, h2 mm - Wall Inertia Effects not considered - NSCP 5.6.4 Stem thickness, t mm Total length of footing, L mm - Overall Stability with Earthquake Force (Seed & Whitman) - AASHTO 5.8.9.1 Footing thickness, h mm Surcharge Height, Sh = mm - Factor of Safety in Sliding and Overturning are Reduced to 75% of Original Value at Earthquake Condition - AASHTO 5.8.9.1A - Wall analyzed as Propped Beam. 3300 3300 1200 250 1600 400 150
- 2. Date : Client : Subject : Project ID SD - KIOSK-MYNLD REFERENCE ANALYSIS AND DESIGN CALCULATION REMARKS A. WALL PARAMETERS Total height of retaining wall, H mm Height of the soil at the back of the wall, h1 mm Height of the soil at the exposed face of the wall, h2 mm Stem thickness, t mm Total length of footing, L mm Footing thickness, h mm Surcharge Height, Sh = mm B. CONCRETE PARAMETERS 3300 3300 1200 250 1600 400 150 Compressive strength @ 28 days, f'c Mpa Modulus of Elasticity, Ec = 4700f'c Mpa Unit weight (normal concrete), 粒c KN/m3 C. STEEL PARAMETERS 28 24870.06 24 276 MPa (Grade 40) for 12mm and smaller bars , fy Mpa (to be used for temp. and shrinkage bars) MPa (Grade 60) for larger bars (>12mm) , fy 414 Mpa (to be used for main and shear bars) Modulus of Elasticity, Es Mpa Main Horizontal bar size at exposed side, he mm MainVertical bar size at exposed side, ve mm Main Horizontal bar size at rear, hr mm Main Vertical bar size at rear, vr mm Main Reinforcement bar size at heel, h mm Main Reinforcement bar size at toe, t mm Temperature bar size, tb mm Stirrup bar size, s mm NSCP II-Sec. 8.7.1 NSCP II-Sec.8.7.2 ANGEL LA ZA RO & A SSOCIA TES INTERNA TIONA L (Consulting Engineer & Architects) Jul-21-2014 MAYNILAD Analysis & Design of Basement Wall Nomenclature A.H. Sinconiegue Jul-21-2014 Rhonda Divina A. Rapirap Jul-21-2014 Angel Lazaro III. Ph.D Jul-21-2014 Cal'c by Date Checked by Date Aprroved by Date 200000 10 10 10 12 12 12 10 12 D. SOIL PARAMETERS Unit Weight of Soil, 稗s KN/m3 Allowable Bearing Capacity on Site, qall kPa Surcharge, S kPa Factor of Saefty against Overturning, FSOT Factor of Saefty against Sliding, FSSL Angle of Internal friction of soil, 属 Backfill Slope angle, 硫 属 E. Seismic Parameter 2.7 2 1.5 30 0.00 Importance Factor, I Acceleration factor, A Horizontal Acceleration Coefficient, 0.50*A = kh Vertical Acceleration Coefficient, kv Check Horizontal Acceleration, (1-kv)*TAN(-硫) Arc tan(kh/(1-kv)) = 慮 属 F. Miscellaneous Parameters 1 0.40 0.2 0.00 0.46 Consider 1.0 meter strip , b mm Minimum Concrete Cover, Cc mm Flexural strength reduction factor, f Shear strength reduction factor, s Compressive block depth reduction factor, 硫 1 Normal weight concrete modification factor, 了 Coefficient of Friction, 亮 = G. Design Calculation 1000 75 0.9 0.75 1.0 0.5 Calculation for coefficient of active pressure, ka = (1-sin標)/(1+sin標) Consider 1.0 meter strip, b = mm Calculation for active soil force, Psoil = 1/2*稗s*(h1-h)^2*ka KN Calculation surcharge force, Psur = (S/稗s)*(稗s)*(h1-T)Ka KN Calculation for negative unfactored moment @ base, Mnneg Mnneg = Psoil*(h1-h)/7.5 + Psur*(h1-h)/8 KN.m Calculation for negative factored moment @ base, Muneg = 1.6*Mn KN.m Convert resultant force into a uniform load For soil force, w1 = 2*Psoil/(h1-h) KN/m For surcharge force, w2 = Psur/(h1-h) KN/m Effective length, leff = (h1 - h) mm Summation of moment about point B, Ra = Mn/leff + (w1*leff)/3 + (w2*leff)/3 KN Summation of moment about point A, RB = (w1*leff)/6 + (w2*leff)/2 - Mn/leff KN Calculation for dist where max moment occur @ shear is zero, x NSCP II-Sec.5.5.5 NSCP II-Sec.5.5.5 NSCP II-App. (H-9) NSCP II-App. (H-8) NSCP I-Sec.407.8.3.1 NSCP I-Sec.409.4.2.1 NSCP I-Sec.409.4.2.3 NSCP I-Sec.410.3.7.3 NSCP I-Sec.411.3.1.1 18 150 11.31 0.85 0.33 1000 25.23 7.569 12.499 19.999 17.4 2.61 2900 24.915 7.884 - x - x2 7.884 2.61 3 = 0 by trial and error , x = 1243.46 mm Derived from shear diag.
- 3. Calculation for max positive unfactore moment, Mnpos Mnpos = RB*x - w1*x^3/6*leff - w2*x^2/2 KN.m Calculation for factore positve moment, Mupos = 1.6*Mnpos 9.382 KN.m Check if assumed stem thickness is adequate to carry induced load by soil Calculation for effective thickness, teff = t - cc - vr/2 169.00 mm Coefficient of Resistance, Rn = Mu/標f*b*teff 2 MPa Check for rho min , sqrt(fc')/4*fy Rho min should not be less than with, 1.4/fy Therefore adopt rho min, min = Calculation for rho theoritical, = 0.85*fc'/fy ( 1 - sqrt( 1 - 2*Rn/0.85*fc')) Calculate for rho balnce, b = 0.85*fc'*硫1*600 / fy*(600 + fy) Calculate for rho max, max = 0.75*b Not Aplicable 0.78 0.0032 0.0034 Therefor adopt design rho, des = Calculation for mechanical ratio, = des*fy/fc' 0.0500 Check for the req'd thickness of the stem, treq'd = sqrt(Muneg/(標f*fc'*b**(1-0.59*)) mm Vertical Reinforcement Design @ the rear face of the wall : 2 Calculate for minimum vertical steel area, Avmin = 0.0015*b*t mm2 Calcualtion for the total vert. steel area required, Avreq'd = des*b*teff 571.50 mm2 Check for actual vertical steel area required, Aactual mm2 Calculation for provide main steel area, Avr = PI()*(vr)2/4 113.10 mmCalculation for total number bars, N = Aactual/A淡vr 6.0 pcs Calculation for Spacing, Svr , b/N 160.00 mm Check vert spacing, 3*t mm 450 mm Therefore adopt actual spacing, Sactual mm Therefore use : 6- 12mm vertical main bars spaced @ 160mm O.C Check for Shear adequacy of wall: Calculation for factored shear force, Vu =1.6( MAX( RA & RB)) 39.863 KN Nominal Shear provided by concrete, Vc = 0.17*了*SQRT(fc')*b*teff 152.025 KN Calculation for factored shear provided by concrete, 標sVc 114.019 KN Check Vu if < 0.5*標sVc KN Check for development length on bottom of wall footing: Calculate for, ldc = 0.24*fy*vr/了*SQRT(fc') 226 mm NSCP I-Sec.410.6.1 NSCP I-Sec.410.6.1 NSCP I-Sec. 414.4.5 NSCP I-Sec. 414.4.5 NSCP I-Sec.411.4.1.1 NSCP I-Sec.411.2 NSCP I-Sec.411.6.6.1 NSCP I-Sec.412.4.2 Derived from moment diag. Non-compliant Compliant Per meter strip 5.863 127.89 Therefore, Assumed thickness is satisfactory Stem thickness is adequate to carry shear stresses 375 571.50 750.00 450.00 160.00 57.009 NSCP I-Sec.414.4.2 Use rho minimum for design 0.0034 0.0019 N.A N.A 0.0034 214 Calculate for, ldc = 0.043*fy*vr mm Therefore adopt maximum value above, ldc 226 mm Check for minumum, ldcmm 200 mm Therefore adopt for actual development length, ldcact 226 mm Horizontal Reinforcement Design @ the rear face of the wall: 2 Calculate main steel area provided, A淡hr = PI()*(hr)2/4 78.540 mm2 Calculate for total hor. steel area req'd, Ahreq'd = 0.0025*(h1-h)*t 1812.5 mmCalculation for total number of main bar, N = Ahreq'd / A淡hr 24 pcs Calculation for horizontal spacing, Shr = (h1-h)/N mm Check hor. spacing : 3*t mm 120 750 450 120 450 mm Therefore adopt actual spacing, Sactual = mm Therefore use : 24-10mm horizontal main bar spaced @120mmO.C Vertical Main Reinforcement Design @ the exposed face of the wall: Coefficient of resistance, Rn = Mupos/標f*b*teff 2 MPa Check for rho min , sqrt(fc')/4*fy Rho min should not be less than with, 1.4/fy Therefore adopt rho min, min = Calculation for rho theoritical, = 0.85*fc'/fy ( 1 - sqrt( 1 - 2*Rn/0.85*fc')) Calculate for rho balnce, b = 0.85*fc'*硫1*600 / fy*(600 + fy) Calculate for rho max, max = 0.75*b N.A N.A Therefor adopt design rho, des = 0.0034 Vertical Reinforcement Design @ the exposed face of the wall : 2 Calculate for minimum vertical steel area, Avmin = 0.0015*b*t 375 mm2 Calcualtion for the total vert. steel area required, Avreq'd = des*b*teff 571.50 mm2 Check for actual vertical steel area required, Aactual 571.50 mm2 Calculation for provide main steel area, Ave = PI()*(ve)2/4 78.54 mmCalculation for total number bars, N = Aactual/A淡ve pcs Calculation for Spacing, Sve , b/N mm Check vert. spacing, 3*t mm 120 750 450 450 mm Therefore adopt actual spacing, Sactual 120 mm Therefore use: 8 - 10mm vertical main bar spaced @ 120mm O.C Horizontal Reinforcement Design @ the exposed face of the wall: 2 Calculate main steel area provided, A淡he = PI()*(he)2/4 mm2 Calculate for total hor. steel area req'd, Ahreq'd = 0.0025*(h1-h)*t mmCalculation for total number of main bar, N = Ahreq'd / A淡he pcs Calculation for horizontal spacing, Shr = (h1-h)/N mm Check hor. spacing : 3*t mm 450 mm Therefore adopt actual spacing, S = mm NSCP I-Sec.412.4.2 NSCP I-Sec.412.4.1 NSCP I-Sec. 414.4.3 NSCP I-Sec. 414.4.5 NSCP I-Sec. 414.4.5 NSCP I-Sec.410.6.1 NSCP I-Sec.410.6.1 NSCP I-Sec. 414.4.2 Compliant Full Height of Wall Non-compliant Use rho minimum for design Not Aplicable 0.365 0.0032 0.0034 0.0034 0.0009 78.540 1812.5 24 120 750 450 120 NSCP I-Sec. 414.4.5 NSCP I-Sec. 414.4.5 NSCP I-Sec.414.4.3 NSCP I-Sec. 414.4.5 NSCP I-Sec. 414.4.5 8.0 Full Height of Wall Sactual Therefore use: 24 - 10mm horizontal main bar spaced @ 120mm O.C
- 4. Fig.1 Pressure Diagram induced by Soil & Surcharge Note: As per actual condition of the wall the reaction induced by the slab at the above level is considered. d5 d6 Weights and Forces: Consider 1.0 meter strip Weight due to concrete wall, W1 = 稗c*(h1-h)*b*t 17.400 KN Weight due to concrete footing, W2 = 稗c*L*b*h 15.360 KN Weight to soil backfill, W3 = 稗s*((L-t)/2)*(h1-h)*b 35.235 KN Reaction induced by slab @ the upper level, RB 5.863 KN Force induced by the soil backfill, Psoil 25.230 KN Force induced by surcharge load, Psur 7.569 KN Moment arm about toe: Moment arm for soil induced force, d1 = h1/3 1100.00 mm Moment arm for surcharge force, d2 = h1/2 1650.00 mm Moment arm for force due to slab above level, d3 = h1 3300.00 mm Moment arm for soil backfill, d4 = L - (L-t)/4) 1262.50 mm Moment arm for wight concrete wall, d5 = L/2 800.00 mm CHECK FOR STABILITY FOR NORMAL CONDITION A B RB d1 d2 d3 Psoil Psur W1 W2 W3 L h d4 HEEL TOE Moment arm for weight of concrete footing, d6 = L/2 mm Check for factor of safety as per code provision: Resisting Moment, RM = (RB*d3)+(W1*d5)+(W2*d6)+(W3*d4) KN.m Overturning Moment, OM = (Psoil*d1) + (Psur*d2) KN.m Summation for vertical forces, Ry = W1 + W2 + W3 KN Check for factor of safety against sliding, FSSL = 亮*(RY/(Psoil+Psur-RB)) Check for factor of safety against overturning, FSOT= RM/OM 90.042 40.242 67.995 1.26 2.24 Check for allowable soil bearing pressure : Distance of resultant from toe, X = (RM - OM)/Ry mm Eccentricity of Resultant Force e = L/2 - X mm Check if Trapezoidal or Triangular Pressure, L/6 mm Calculate Minimum Soil Pressure, qumin = (Ry/L)*(1 - 6*e/L) kPa Calculate for Maximum Soil Pressure, qumax = (Ry/L)*(1 + 6*e/L) kPa DESIGN OF REINFORCEMENT OF HEEL: Effective depth of footing to be consider, heff = h - Cc - h/2 319.00 mm Factored Weight due to Soil at Rear Face, W3U = 1.35*(稗S*((L-t)/2))*(h1-h)*b 47.57 KN Factored Weight due to concrete at heel portion, WheelU = 1.25*(稗C*(L-t)/2*h*b) 8.10 KN Calculate for Factored Shear at the face of top base, Vu = W3U + WheelU 55.67 KN Caculate for Ultimate bending Moment, Mu = (W3U + WheelU)*((L-t)/4)) 18.788 KN.m Note : Although it is true that there is some upward soil pressure, the designer choose to neglect it because it is rela-tively small. This is the unlikely condition that would exist if there occurred a leteral force overload and no asso-ciated increased vertical loads causing uplift of the heel. The ultimate moment must be due to the factored load (wt of soil including surcharge and weight of footing on the postion of heel. Nominal Shear provided by concrete, Vc = 0.17*了*SQRT(fc')*b*heff 286.96 KN Calculation for factored shear provided by concrete, 標sVc KN 2) Mpa Coefficeint of resistance, Rn = Mu / (標f*b*heff Check for rho min , sqrt(fc')/4*fy Rho min should not be less than with, 1.4/fy Therefore adopt rho min, min = Calculate for theoritical rho, = (0.85*fc'/fy)*(1 - sqrt(1 - 2*Rn/(0.85*fc')) Calculate for rho balnce, b = 0.85*fc'*硫1*600 / fy*(600 + fy) Calculate for rho max, max = 0.75*b 732.40 67.60 266.67 Therefore, Basement Retaining Wall is failed against sliding, Provide Shear Key Therefore, Basement Retaining Wall is safe agaisnt overturning, section increase not needed When e < L/6 adopt Trapezoidal Pressure When qumax < qall, therefore section is satisfactory 800.00 215.22 0.205 0.0034 0.0005 The footing thickness h is adeqaute to carry such shear stresses 0.0032 0.0034 Use rho minimum for design 31.725 53.269 N.A N.A Non-Compliant Compliant Compliant Compliant Compliant Non-compliant AASHTO 5.8.9.1A NSCP II-Sec. 5.5.5 AASHTO 5.8.9.1A NSCP II-Sec. 5.5.5 AASHTO 11.5.5 AASHTO 11.5.5 NSCP I--Sec.411.4.1.1 NSCP I--Sec.411.2 NSCP I--Sec.410.6.1 NSCP I--Sec.410.6.1 Therefore adopt design rho, des = Not Aplicable 0.0034
- 5. Calculation for mechanical ratio, = des*fy/fc' 0.0500 Check for the req'd thickness of the ft., hreq'd = sqrt(Mu/(標f*fc'*b**(1-0.59*)) 123.95 mm The assumed base/footing thickness is satisfactory 2 Calculate for the total req'd steel area, As = des*b*heff 1078.74 mm2 Calculation for main steel area provided, Apro = PI()*(h2)/4 113.10 mmCalculation for number of bars per strip, N = As/Apro 10 pcs Calculation for req'd main bar spacing, Sreq'd = b/N 100 mm Therefore use: 10 - 12mm main steel bar in heel spaced @100mm O.C Temperature and Shrinkage bar: TOP BARS For grade 276 bars, steel ratio, temp 0.0020 2 Calculation for req'd steel area,Areq'd = temp*L*h 1280.00 mm22 Calculation for temp and shrink bar provided, Apro = PI()*tb/4 78.540 mmCalculation for number of bar per meter strip, N = Areq'd/Apro 17 pcs Calculate for req'd spacing, Sreq'd = L/N 90 mm Check for Spacing, 5*h mm 2000 450 450 mm mm Therefore use: 17 - 10mm temperature and shrinkage bar space @90mm O.C DESIGN OF REINFORCEMENT OF TOE: Fig. 2 Trapeziodal Pressure Diagram Note: - The max. pressure at the base footing create bending moment at the stem of wall and shear. The designer choose to neglect the soil on top of footing . Calculation for dist. From toe to the face of stem, (L-t)/2 mm Calculation for valu of q1 = qumax - qumin 21.544 kPa Calculation for value of q2 = (q1*(L-t)/2)/L 9.089 kPa Compliant Per meter strip NSCP I- Sec. 407.13.2.1 NSCP I- Sec 407.13.2.2 NSCP I- Sec 407.13.2.2 675.00 (L-t)/2 R2 R1 qumax qumin q2 q1 Calculation for value of R1 = (qumax - q2)*((L-t)/2)*b 29.822 KN Calculation for value of R2 = 1/2*(q2)*((L-t)/2)*b 3.068 KN Calculation for factored shear, Vu = 1.6*(R1+R2) 52.623 KN Calculation for factored moment, Mu = 1.6*(R1*(L-t)/4) + 1.6*(R2*(2/3)*((L-t)/2)) 18.312 KN Nominal Shear provided by concrete, Vc = 0.17*了*SQRT(fc')*b*heff 286.96 KN Calculation for factored shear provided by concrete, 標sVc 215.22 Coefficeint of resistance, Rn = Mu / (標f*b*heff) Mpa Check for rho min , sqrt(fc')/4*fy Rho min should not be less than with, 1.4/fy Therefore adopt rho min, min = Calculate for theoritical rho, = (0.85*fc'/fy)*(1 - sqrt(1 - 2*Rn/(0.85*fc')) Calculate for rho balnce, b = 0.85*fc'*硫1*600 / fy*(600 + fy) Calculate for rho max, max = 0.75*b Therefore adopt design rho, des = Calculation for mechanical ratio, = des*fy/fc' Check for the req'd thickness of the ft., hreq'd = sqrt(Mu/(標f*fc'*b**(1-0.59*)) 122.37 mm Calculate for the total req'd steel area, As = des*b*heff mm2 Calculation for main steel area provided, Apro = PI()*(h2)/4 mm2 Calculation for number of bars per strip, N = As/Apro pcs Calculation for req'd main bar spacing, Sreq'd = b/N mm Therefore use: 10 - 12mm main steel bar @ toe spaced @100mm O.C 1078.74 113.10 10 100 Temperature and Shrinkage bar: BOT BARS For grade 276 bars, steel ratio, temp 0.0020 2 Calculation for req'd steel area,Areq'd = temp*L*h 1280.00 mm2 Calculation for temp and shrink bar provided, Apro = PI()*tb2/4 mmCalculation for number of bar per meter strip, N = Areq'd/Apro pcs Calculate for req'd spacing, Sreq'd = L/N mm Check for Spacing, 5*h mm 450 mm mm Therefore use: 17 - 10mm temperature and shinkage bar @ toe spaced @90mm O.C N.A N.A 0.0034 0.0500 The assumed base/footing thickness is satisfactory 0.200 0.0032 0.0034 0.0034 0.0005 78.540 17 90 2000 450 Compliant Non-compliant Compliant NSCP I--Sec.411.4.1.1 NSCP I--Sec.411.2 NSCP I--Sec.410.6.1 NSCP I--Sec.410.6.1 NSCP Sec. 407.13.2.1 NSCP Sec 407.13.2.2 NSCP Sec 407.13.2.2 The footing thickness h is adeqaute to carry such shear stresses Use rho minimum for design Not Aplicable
- 6. Fig. 3 . Passive Earth Pressure Total active pressure, F = Psoil + Psur 32.799 KN Vertical Resultant, Ry= 67.995 KN Required resistant for sliding, Fu =1.5*F 49.199 KN Friction Resistance , Fr = 亮*Ry 33.998 KN Furnished Resisitance,R = Fu - Fr 15.201 KN Required height of Shear Key, hT = sqrt(2*R/(稗s*kp)) 760.00 mm Height of shear key, hs = hT - h 360.00 mm Calculation for Coefficient of Passive Pressure, kp = (1 + sin標)/(1 - sin標) 3.00 Passive Rectangular Pressure at the face of shear key, Pp1 = 稗s*h*hs*b*kp 7.776 KN Passive Triangular Pressure at the face of shear key, Pp2 = (1/2)*(稗s)*(hs^2)*b*kp 3.4992 KN Maximum factored moment, Mu = 1.6*(Pp1*hs/2 + Pp2*(2hs/3)) 3.5831808 KN.m Use rho min, min 0.0034 Calculation for mechanical ration, = min*fy/fc' 0.0500 Calculation for Coefficient of Resistance, Rn = fc'**(1 - 0.59*) 1.359 Mpa Calculate for shear key thickness, a = sqrt(Mu/標f*Rn*b) 60.00 mm Factore shear force, Vu = 1.6*(R) KN Nominal Shear provided by concrete, Vc = 0.17*了*SQRT(fc')*b*heff KN Calculation for factored shear provided by concrete, 標sVc KN Summary of Shear Key section : Total Heigth, hsT = hs + Cc + vr/2 mm Total Width, aT = a + Cc + vr/2 mm H. Results & Reinforcement Arragement BASE SHEAR KEY NOMENCLATURE 24.322 43.275 32.456 Compliant NSCP I--Sec.411.4.1.1 NSCP I--Sec.411.2 The shear key thickness is adequate to carry such shear stress Therefore, for the reinforcement of shear key extent the vertical bars at the rear face to the shear key 450.00 150.00 Pp1 Pp2 h hS hT a R 6- 12mm space @ 160mm O.C 24-10mm space @ 160mm O.C EXPOSED FACE OF BASEMENT WALL. 8 - 10mm spaced @ SOIL BACKFILL @ REAR 120mm O.C FACE OF THE WALL. 24 - 10mm spaced @ 120mm O.C 10 - 12mm 10 - 12mm spaced @100mm O.C spaced @100mm O.C TOE HEEL 17 - 10mm space @90mm O.C 17 - 10mm spaced @90mm O.C REVISION NO. DESCRIPTION OF REVISION DATE CHECKED DATE APPROVED
- 7. Fig.1 Pressure Diagram induced by Seismic Force & Surcharge B d6 Weights and Forces: Consider 1.0 meter strip Weight due to concrete wall, W1 = 稗c*(h1-h)*b*t 17.400 KN Weight due to concrete footing, W2 = 稗c*L*b*h 15.360 KN Weight to soil backfill, W3 = 稗s*((L-t)/2)*(h1-h)*b 35.235 KN Reaction induced by slab @ the upper level, RB 5.863 KN Force induced by seismic, PAE = (0.375(kh)(粒ws)(h1)2) KN Force induced by surcharge load, Psur KN 14.702 7.569 CHECK FOR STABILITY FOR SEISMIC CONDITION A RB d5 d7 d2 d3 PAE Psur W1 W2 W3 L h d4 HEEL TOE Moment arm about toe: Moment arm for soil induced force, d7 = 2*h1/3 2200.00 mm Moment arm for surcharge force, d2 = h1/2 1650.00 mm Moment arm for force due to slab above level, d3 = h1 3300.00 mm Moment arm for soil backfill, d4 = L - (L-t)/4) 1262.50 mm Moment arm for wight concrete wall, d5 = L/2 800.00 mm Moment arm for weight of concrete footing, d6 L/2 800.00 mm Check for factor of safety as per code provision: Resisting Moment, RM = (RB*d3)+(W1*d5)+(W2*d6)+(W3*d4) 90.042 KN.m Overturning Moment, OM = (PAE*d1) + (Psur*d2) 44.832 KN.m Summation for vertical forces, Ry = W1 + W2 + W3 67.995 KN Check for factor of safety against sliding, FSSL = 亮*(RY/(Psoil+Psur)) AASHTO 5.8.9.1A 2.07 Compliant NSCP II-Sec. 5.5.5 Thefore, Basement Retaining Wall is safe against sliding, Shear Key is not Needed AASHTO 5.8.9.1A Check for factor of safety against overturning, FSOT= RM/OM 2.01 Compliant NSCP II-Sec. 5.5.5 Therefore, Basement Retaining Wall is safe agaisnt overturning, section increase not needed