TEDDS calculation version 2.0.05.06

1200

1200

550

550500 500

120012001.440250200023.6

20010000

20.025.019.3100

1.89.00.010.8

0.0000.0005.90040.00066.1

0.22.80.03.00.00.00.00.0

0.1201.4500.0001.5700.0000.0000.0000.000

23.82.464

31.455.2

PASS - Resistance to sliding is greater than horizontal load in x direction

2.328

39.6581.08640.744

PASS - Restoring moment is greater than overturning moment in x direction

76.9300

0.025

Base reaction acts within middle third of base

45.33845.33861.50461.50445.33861.504

PASS - Maximum base pressure is less than allowable bearing pressure

45.3 kN/m

45.3 kN/m

61.5 kN/m

61.5 kN/m

2

2

2

2

1.401.600.00

17.0

92.5

4.80.0

2.4880.000

109.5340

63.23063.23088.85488.85463.23088.854

75.876106.625120025.624

600600

4.390

91.25091.25012000.000

600600

2.545

2546025050

16192

0.004

Kx < Kx' compression reinforcement is not required182

553906 No. 16 dia. bars bottom (225 centres)1206

PASS - Tension reinforcement provided exceeds tension reinforcement required

16176

0.003

Ky < Ky' compression reinforcement is not required167353906 No. 16 dia. bars bottom (225 centres)1206

PASS - Tension reinforcement provided exceeds tension reinforcement required

85.5650.3707.874

0.034

0.6124.000

PASS - vsu < vc - No shear reinforcement required

76.0421840.02060016.73054.050

0.4904.000

PASS - Design shear stress is less than allowable design shear stress

76.0421840.4902808

11.18916.913

0.033

0.6284.000

PASS - vpuA1.5d < vc - No shear reinforcement required

Shear at d from column facePunching shear perimeter at 1.5 × d from column face

6 No. 16 dia. bars btm (225 c/c)

6 No. 16 dia. bars btm (225 c/c)

Pad footing analysis and design (BS8110-1:1997)Library item: Pad footing analysis titleLibrary item : Show found output sketchPad footing detailsLength of pad footing; L = mmWidth of pad footing; B = mmArea of pad footing; A = L B = m2Depth of pad footing; h = mmDepth of soil over pad footing; hsoil = mmDensity of concrete; conc = kN/m3Library item: Pad footing detailsColumn detailsColumn base length; lA = mmColumn base width; bA = mmColumn eccentricity in x; ePxA = mmColumn eccentricity in y; ePyA = mmLibrary item: Column detailsSoil detailsLibrary item: Soil details titleDensity of soil; soil = kN/m3Design shear strength; ’ = degDesign base friction; = degAllowable bearing pressure; Pbearing = kN/m2Library item: Soil detailsAxial loadingon columnDead axial load on column; PGA = kNImposed axial load on column; PQA = kNWind axial load on column; PWA = kNTotal axial load on column; PA = kNLibrary item: Axial load columnFoundation loadsDead surcharge load; FGsur = kN/m2Imposed surcharge load; FQsur = kN/m2Pad footing self weight; Fswt = h conc = kN/m2Soil self weight; Fsoil = hsoil soil = kN/m2Total foundation load;F = A (FGsur + FQsur + Fswt + Fsoil) = kNLibrary item: Foundation load on padHorizontal loading on column baseDead horizontal load in x direction; HGxA = kNImposed horizontal load in x direction;HQxA = kNWind horizontal load in x direction; HWxA = kNTotal horizontal load in x direction; HxA = kNDead horizontal load in y direction; HGyA = kNImposed horizontal load in y direction;HQyA = kNWind horizontal load in y direction; HWyA = kNTotal horizontal load in y direction; HyA = kNLibrary item: Horizontal load columnMoment on column baseDead moment on column in x direction;MGxA = kNmImposed moment on column in x direction; MQxA = kNmWind moment on column in x direction; MWxA = kNmTotal moment on column in x direction;MxA = kNmDead moment on column in y direction; MGyA = kNmImposed moment on column in y direction; MQyA = kNmWind moment on column in y direction;MWyA = kNmTotal moment on column in y direction; MyA = kNmLibrary item: Moment columnCheck stability against slidingResistance to sliding due to base frictionHfriction = max([PGA + (FGsur + Fswt + Fsoil) A], 0 kN) tan() = kNPassive pressure coefficient; Kp = (1 + sin(’)) / (1 - sin(’)) = Library item: Sliding stability rankineStability against sliding in x directionPassive resistance of soil in x direction; Hxpas = 0.5 Kp (h2+ 2 h hsoil) B soil = kNTotal resistance to sliding in x direction; Hxres = Hfriction + Hxpas = kNLibrary item: Sliding stability check in xCheck stability against overturning in x directionTotal overturning moment; MxOT = MxA + HxA h = kNmRestoring moment in x directionFoundation loading; Mxsur = A (FGsur + Fswt + Fsoil) L / 2 = kNmAxial loading on column; Mxaxial = (PGA) (L / 2 - ePxA) = kNmTotal restoring moment; Mxres = Mxsur + Mxaxial = kNmLibrary item: Overturning stability check in xCalculate pad base reactionTotal base reaction; T = F + PA = kNEccentricity of base reaction in x; eTx = (PA ePxA + MxA + HxA h) / T = mmEccentricity of base reaction in y; eTy = (PA ePyA + MyA + HyA h) / T = mmCheck padbase reaction eccentricity abs(eTx) / L + abs(eTy) / B = Library item: Calculate pad base reactionCalculate pad base pressures q1 = T / A - 6 T eTx / (L A) - 6 T eTy / (B A) = kN/m2 q2 = T / A - 6 T eTx / (L A) + 6 T eTy / (B A) = kN/m2 q3 = T / A + 6 T eTx / (L A) - 6 T eTy / (B A) = kN/m2 q4 = T / A + 6 T eTx / (L A) + 6 T eTy / (B A) = kN/m2Minimum base pressure; qmin = min(q1, q2, q3, q4) = kN/m2Maximum base pressure; qmax = max(q1, q2, q3, q4) = kN/m2Library item: Calculate pad base pressuresLibrary item : Show pad found pressure sketchPartial safety factors for

loadsPartial safety factor for dead loads; fG = Partial safety factor for imposed loads; fQ = Partial safety factor for wind loads; fW = Library item: Partial safety factorsUltimate axial loading on columnUltimate axial load on column; PuA = PGA fG + PQA fQ + PWA fW = kNUltimate foundation loadsUltimate foundation load; Fu = A [(FGsur + Fswt + Fsoil) fG + FQsur fQ] = kNUltimate horizontal loading on columnUltimate horizontal load in x direction; HxuA = HGxA fG + HQxA fQ + HWxA fW = kNUltimate horizontal load in y direction; HyuA = HGyA fG + HQyA fQ + HWyA fW = kNUltimate moment on columnUltimate moment on column in x direction; MxuA = MGxA fG +MQxA fQ + MWxA fW = kNmUltimate moment on column in y direction; MyuA = MGyA fG +MQyA fQ + MWyA fW = kNmLibrary item: Ultimate loads columnCalculate ultimate pad base reactionUltimate base reaction; Tu = Fu + PuA = kNEccentricity of ultimate base reaction in x; eTxu = (PuA ePxA + MxuA + HxuA h) / Tu = mmEccentricity of ultimate base reaction in y; eTyu = (PuA ePyA + MyuA + HyuA h) / Tu = mmLibrary item: Ultimate base reactionCalculate ultimate pad base pressures q1u = Tu/A - 6TueTxu/(LA) - 6TueTyu/(BA) = kN/m2 q2u = Tu/A - 6TueTxu/(LA) + 6Tu eTyu/(BA) = kN/m2 q3u = Tu/A + 6TueTxu/(LA) - 6TueTyu/(BA) = kN/m2 q4u = Tu/A + 6TueTxu/(LA) + 6TueTyu/(BA) = kN/m2Minimum ultimate base pressure; qminu = min(q1u, q2u, q3u, q4u) = kN/m2Maximum ultimate base pressure; qmaxu = max(q1u, q2u, q3u, q4u) = kN/m2Library item: Ultimate pad base pressuresCalculate rate of change of base pressure in x directionLeft hand base reaction; fuL = (q1u + q2u) B / 2 = kN/mRight hand base reaction; fuR = (q3u + q4u) B / 2 = kN/mLength of base reaction; Lx = L = mmRate of change of base pressure; Cx = (fuR - fuL) / Lx = kN/m/mLibrary item: Ultimate pad base reactions in xCalculate pad lengths in x directionLeft hand length; LL = L / 2 + ePxA = mmRight hand length; LR = L / 2 - ePxA = mmLibrary item: Calculate pad lengths in xCalculate ultimate moments in x directionUltimate moment in x direction; Mx = fuL LL2 / 2 + Cx LL3 / 6 - Fu LL2 / (2 L) + HxuA h + MxuA = kNmLibrary item: Ultimate moment in x directionCalculate rate of change of base pressure in y directionTop edge base reaction; fuT = (q2u + q4u) L / 2 = kN/mBottom edge base reaction; fuB = (q1u + q3u) L / 2 = kN/mLength of base reaction; Ly = B = mmRate of change of base pressure; Cy = (fuB - fuT) / Ly = kN/m/mLibrary item: Ultimate pad base reactions in yCalculate pad lengths in y directionTop length; LT = B / 2 - ePyA = mmBottom length; LB = B / 2 + ePyA = mmLibrary item: Calculate pad lengths in yCalculate ultimate moments in y directionUltimate moment in y direction; My = fuT LT2 / 2 + Cy LT3 / 6 - Fu LT2 / (2 B) = kNmLibrary item: Ultimate moment in y directionMaterial detailsCharacteristic strength of concrete;fcu = N/mm2Characteristic strength of reinforcement; fy = N/mm2Characteristic strength of shear reinforcement; fyv = N/mm2Nominal cover to reinforcement; cnom = mmLibrary item: Material detailsMoment designin x directionDiameter of tension reinforcement; xB = mmDepth of tension reinforcement; dx = h - cnom - xB / 2 = mmDesign formula for rectangular beams (cl 3.4.4.4) Kx = Mx / (B dx2 fcu) = Kx’ = 0.156Lever arm; zx = dx min([0.5 + (0.25 - Kx / 0.9)], 0.95) = mmArea of tension reinforcement required; As_x_req = Mx / (0.87 fy zx) = mm2Minimum area of tension reinforcement; As_x_min = 0.0013 B h = mm2Tension reinforcement provided; Area of tension reinforcement provided; As_xB_prov = NxB xB2 / 4 = mm2Library item - Output tension design in xMoment design in y directionDiameter of tension reinforcement; yB = mmDepth of tension reinforcement; dy = h - cnom - xB - yB / 2 = mmDesign formula for rectangular beams (cl 3.4.4.4) Ky = My / (L dy2