b'Adjusted Working Load (P W-Adj )P W-Adj= (DL + LL) + W d Side 1P W-Adj 1 = 9,600 + 360 lb/lin.ftP W-Adj 1 = 9,960 lb/ lin. ft PLAN VIEW Side 2P W-Adj 2 = 6,500 + 360 lb/lin. ftP W-Adj 2 = 6,860 lb/lin.ft 6.0 ftFracture4. Temporary (Lifting) Soil Load:Inadditiontothepermanentsoilload, 30 ftlifting the structure will include raising atemporary soil load that resists the liftingofthestemwall(insideandoutside).Table8 -Graph1 (partly shownbelowfromChapter6),suggeststhatthe2-1/2 PPB-400 52 ft 4 ftfoot temporarysoilloadis Steel Pierapproximately 490 lb/ft per side. Figure 9.Pier Layout for Example 5.W t= 490 lb/ft x 2 = 980 lb/ftEstimated Actual Lifting Loads (P L ): Pier Spacing:X = P DSL/ P L , Where,P L= Adj. Working Load + Temp. Soil Load X = Pier SpacingP L= P W-Adj+ W t P DSL= 49,500 lb (Model 400 at 2.0 FS)P L-Side 1 = 9,960 + 980= 10,940 lb/ft P L Side1 = 10,940 lb/ lf (Side 1) Step 4P L-Side 2 = 6,860 + 980= 7,840 lb/ft P L Side 2 = 7,840 lb/ lf (Side 2)Table 8. Estimated Soil Loads on Footings Pier Spacing = X = P SU Des/P LGraph 1. Temporary Soil Load (One Side)W t Side 1: X Side 1 = 49,500 lb/10,940 lb/lf = 4.52 ftX Side 1 = Use 4 ft. O.C. (Side 1- Conservative)Lifting Load on the Piers Side 1:Stem Wall Only/Turn Down Slab Footing & Stem WallP L-Side 1= 10,940 lb/ft x 4 ft = 43,760 lbPerimeter Weight (lb/ft)4000 Side 2: XSide2= 49,500 lb/7,840 lb/lf = 6.31ft3000 X Side 2=Use 6.0 ft. O.C . (Side 2- Conservative)2000 Lifting Load on the Piers Side 2:P L-Side 2 =7,840 lb/ft x 6 ft = 47,040 lb1000 7.Prepare a pier layout plan - (See sketch above.)0 Piers along the lower side (Side 1 - heaviest load) are2 3 4 5 6 7 8 spaced 4 feet on center for a total of 14 placements9 10Soil Height on Wall (ft) along 52 lineal feet of foundation.This design placespier supports starting from the point of the foundation5. Select the Steel Pier System for the project: fracture up to, and including, the corner.The engineer requires a minimum factor of safety of Piersontherightside(Side2 - lighterload)are2.0.Referringtothepier RecommendedDesign/ spaced at 6 feet on center for a total of 5 placements.ServiceLoadRatings inTable1 -Chapter 6,the The first pier is located 6 feet away from the cornerPPB-400EccentricUnderpinningSteelPierand the last pier is at the foundation fracture.system is selected.This pier has a maximum Safe Calculate the pier working loads:Use service load rating of 49,500 lb.Although this P W-Side 1= P W-Adj-1 x 4 ft = 9,960 x 4 = 38,840 lbsystem is slightly more expensive than the PPB-350,this system will use fewer placements and incur lower P W-Side2= P W-Adj-2 x 6 ft = 6,860 x 6 = 41,160 lblabor costs. (The PPB-360 could be used, but will A total of 19 PPB-400 ECP Steel Piers are proposedrequire closer pier spacing, X.) to support the structure and to recover lost elevation.6.Determine the pier spacing requirements: ThisdesignprovidesacontinuousserviceloadofUseEquation1 -Chapter 6, todetermine the approximately 38,840 pounds per pier on the heavymaximum pier spacing, X: sideatthebottomofthesketch,andprovidesEquation 1: Pier Spacing continuousserviceloadsupportofapproximatelyX = P DSL/ P Lor P DSL= (X) x P L 41,160 pounds per pier placement on the lighter sideof the structure on the right side of the sketch.ECP Technical Design Manual -Steel Pier Design Examples2021 Earth Contact Products, L.L.C.2021-09 Chapter 7 - Page 140 All rights reserved'