b'Design Example 6Foundation RestorationCohesive SoilStructural Details: ULT. CAP. = 18,750 lb Twostorywoodframehousewithwood MONOLITHIC CONCRETE WORKING LOAD = 9,375 lbFOUNDATION:composition siding. 18" X 20" BEAM & 4" SLAB Foundation consists of 20 wide by 18 tall steel ANCHOR BOLTreinforcedconcreteperimeterbeamwitha4 (OPTIONAL)thick concrete slab cast with the perimeter beam. The corner of structure has settled 2 MODEL TAB-150 Top of pile will be 12 below the soil surface UTILITY BRACKET Soil data:There are two feet of consolidating, 2 FEET OF POORLYpoorlycompacted filloverlaying20feetof COMPACTED ANDCONSOLIDATINGinorganic clay (CL), stiff. FILL MATERIAL SPT N blow count was measured between 8 to12 blows per foot increasing with depth1. Determinethefoundationload: Breaking TAE-150-60 EXTENSIONSdownweightsofstructuralelementscanbe (2 REQUIRED) 13\' = DEPTHfoundinthe SimplifiedTablesofStructural TO MIDFoundationLoads located in Chapter6,ECP HELICAL LEAD PLATESTAF-150-60 (12-14)Steel Piers Design in Tables 2 through 9. 14-1/2\'The foundation loads are estimated below: 14" DIA.Footing20 x 18 360 lb/lfSlab Floor, Carpet & Pad 19520 FEET OF INORGANICWood Frame Walls2 Story 176 CLAY FIRM TO STIFF 12" DIA.STP BLOW COUNTS 2 ndFloor14 Span, Carpet & Pad 98 "N" = 8 TO 10Roof6 in 12 Composition, 14 Span 171Total Dead Load 1,000lb/lfLive LoadSlab120Live Load2 ndFloor, 14 Span180 Figure 13.Design Example 6.Total Live Load 300lb/lf 3.Determinethehelicalplatearearequiredw= Distributed Load = 1,000 + 300 = 1,300 lb/lf based upon P u= 19,500 lb: Because the soil onw= 1,300 lb/lineal foot the site is cohesive, Equation 1a from Chapter 1is used:2. SelectaSuitablePileSpacingandDetermineUltimateTorqueAnchorLoad: A H= P u / (9c) Where:24" P u= 19,500 lb (Step 2)This is not a heavy structure, so for economy the 24,000 lb/ft 3,500 lb/ft 3,000 lb/ftsolid square bar Torque Anchor configurationc = 1,250 lb/ftAverage N = 10 (assumed)2,500 lb/ft22" BEAM (Table 5 - Chapter 1)2,000 lb/ftis chosen with TAB-150-SUB Utility Brackets to 4 - #5 REBARSHEIGHT A H (GR-60) / (9 x 1,250) = 19,500 lb / 11,250= P u20"transfer the structural load to the pile shaft. See 2Height of Steel Reinforced Monolithic Footing 2,500 lb/ft 2,000 lb/ftGraph2 -Chapter 6 reproducedatrightand lb/ftStructural weight per lineal foot18" along the footing perimeter (lb/ft) 2select pile spacing, X, at 7-1/2 feet A H= 1.73 ftontheperimeterbeam.Determine 3 4 5 6 7 8theworkingloadonthepilesfrom 18"3,000 lb/ft 1,500 lb/ft 1,000 lb/ftEquation 4Chapter 1. 16" BEAM1,200 lb/ftP u= X x w x (FS): HEIGHTWhere, X = Spacing = 7-1/2 feet 14"4 - #4 REBARS EXAMPLE 5w = 1,300 lb/lineal foot (Step 1) 12" (GR-60)FS = Factor of Safety (Use 2.0)P u= 7-1/2x 1,300 lb/ft x 2 = 19,500 lb 3 4 5 6 7 8Graph 2 PIER SPACING - feetECP Technical Design ManualTorque Anchor Design Examples2021 Earth Contact Products, L.L.C.2021-09 Chapter 5Page 97 All rights reserved'