Spread footing verification Input data
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1 Unite Kingo Sprea footing verification Input ata Project Date : Settings Stanar - EN DA Materials an stanars Concrete structures : Coefficients EN 99-- : Classification Source CPT : Classification type : Penetroeter net area ratio : Classifie soils EN 99-- (EC) stanar cpt Robertson 00 0,7 Silt itures - clayey silt to silty clay San itures - silty san to sany silt Soil nae Designer: Ing. John Willias Nae : Soil classification Stage - analysis : - 0 Soil classification Test : cpt,0 8,7 9,9,67 0,9,09,09, 7,7 Silt itures - clayey silt to silty clay San itures - silty san to sany silt 0 0, ,000 0,0 [] [] [] Basic soil paraeters Nae Pattern j ef c ef [] g [/ ] g su [/ ] 6, 6,
2 Unite Kingo Designer: Ing. John Willias Nae Pattern j ef c ef [] g [/ ] g su [/ ] 0,00 8,7 8,7 Silt itures - clayey silt to silty clay,00 7,6 7,6 San itures - silty san to sany silt,00 8, 8, 0,00 9, 9, All soils are consiere as cohesionless for at rest pressure analysis. Soil paraeters Saturate unit weight : Saturate unit weight : g g sat g g sat 6, / 6, / 8,7 / 8,7 / Silt itures - clayey silt to silty clay g 7,6 / Saturate unit weight : g sat 7,6 / San itures - silty san to sany silt g Saturate unit weight : g sat 8, 8, / / g Saturate unit weight : g sat 9, / 9, / Founation Founation type: eccentric sprea footing Depth fro original groun surface h z,00 Depth of footing botto Founation thickness Incl. of finishe grae Incl. of footing botto t s s,0 0,60 0,00 0,00 Unit weight of soil above founation 0,00 / Geoetry of structure Founation type: eccentric sprea footing Sprea footing length Sprea footing with Colun with in the irection of Colun with in the irection of y Sprea footing volue y c c y 0,0 0,0,70 Dist. of colun ais fro spr.footing ege in irect. of,0 Dist. of colun ais fro spr.footing ege in irect. of y,70
3 Unite Kingo Material of structure Unit weight g,00 / Geological profile an assigne soils Layer [] Assigne soil Designer: Ing. John Willias Pattern,0 8,7,67 San itures - silty san to sany silt 0,9,09 San itures - silty san to sany silt 6,09 Silt itures - clayey silt to silty clay 7, San itures - silty san to sany silt 8 7,7 9 - Loa Loa N M M y H H y Nae new change [] [] [] [] [] Yes zatížení 00,00 0,00-00,00 0,00 0,00 Analysis Analysis of bearing capacity - CPT (Skepton) Average cone penetration resistance Unraine shear strength Loa inclination factor Skepton bearing capacity factor q c S u K c N c 0,,90 6,9 Analysis of bearing capacity - partial results - CPT (Skepton) Terrain inclination factor Footing botto inclination factor Effective length Effective with Average cone penetration resistance Average vertical stress Penetration cone factor g q b q l ef b ef q c q c s v0 N k Settleent analysis - CPT (Schertann) 0, 0,9 0, 0,00 Geostatic stress : consiere fro the original grae Geostatic stress in footing botto s or 7,9 Stress in footing botto s ol 6,7
4 Unite Kingo Correction factor for footing epth Correction factor for creep settleent Shape factor Overall verification c c c Ma. eccentricity in irection of base length Ma. eccentricity in irection of base with Ma. overall eccentricity e e y e t 0,0,,0 Eccentricity of loa is SATISFACTORY Analysis carrie out for the loa case. (zatížení ) Analysis for : test with highest utilization (cpt) 0,000<0, 0,000<0, 0,000<0, Designer: Ing. John Willias Contact stress Bearing capacity of founation soil Founation settleent s R s s Safety factor,9,00 Sprea footing is SATISFACTORY Diensioning 89,9 9,69 9, Analysis carrie out with autoatic selection of the ost unfavourable loa cases. Verification of longituinal reinforceent of founation in the irection of prof. 6,0, cover 0,0 Cross-section with Cross-section epth 0,60 Reinforceent ratio Position of neutral ais Ultiate oent r M R 0,6 0,0 6, Cross-section is SATISFACTORY. < 0, 0, 9,6 r in a M E Verification of longituinal reinforceent of founation in the irection of y prof. 6,0, cover 0,0 Cross-section with Cross-section epth 0,60 Reinforceent ratio Position of neutral ais Ultiate oent r M R 0,6 0,0 6, Cross-section is SATISFACTORY. < 0, 0,,9 Sprea footing for punching shear failure check Colun noral force 00,00 Maiu resistance at the colun perieter Force transferre into foun. soil Force transferre by shear strength of founation Consiere colun perieter Shear resistance at the colun perieter Resistance at the colun perieter Critical section without shear reinforceent Force transferre into foun. soil Force transferre by shear strength of founation Distance of section fro the colun Section perieter u 0 v E,a v R,a u r in a M E,9 8,06,00 0,99,9,07,9 0,97,
5 Unite Kingo Shear stress at section Shear resistance of section without shear reinforceent v E < v R,c Reinforceent is not require v E v R,c 0, 0,6 Designer: Ing. John Willias Sprea footing for punching shear is SATISFACTORY Nae : Dienzování Stage - analysis : - Plan: B + Punching shear - critical section: Loaing area tranfere by RC through shear area:,9e+00² critical section length:, checke sections A +y B A Section A-A: Section B-B: 0,60 prof. 6,0 length 70, concrete cover 0 prof. 6,0 length 70, concrete cover 0
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