b'Design Example 3ACalculate Foundation LoadQuick-Solve Design MethodSingle Story Slab on Grade1. Estimate footing Dead Load and Live Load: Table 11. Ranges for Residential Building LoadsA.UsingTable11fromChapter6,selectthecolumnthatmostcloselyidentifiesthe Building Construction Estimated FoundationLoad Rangefoundationconstruction.(Onlyaportionof (Slab On Grade) (DL = Dead LL = Live)Table11isreproducedatright.)Thefirst One StorycolumnisselectedonTable11becausethe Wood/Metal/Vinyl Walls with Wood DL 750 850 lb/fthouse has a slab on grade. Framing Footing with Slab LL100200 lb/ftB.Second,determinewhich boxmostclosely One Story DL1,0001,200 lb/ftdescribes the structure.In this case the closest Masonry Walls with Wood Framing LL100200 lb/ftmatch is in the second row.The construction of Footing with Slabthehouseconsistsofsinglestoryframed Two Story DL1,050 1,550 lb/ftWood/Metal/Vinyl Walls with Woodconstruction with brick veneer siding. Framing Footing with Slab LL300475 lb/ftC.TheDeadLoadforatypicalsinglestory Two Storyhouseofthisdescriptionrangesfrom1,000to 1st Floor Masonry, 2nd Wood/Metal/Vinyl DL1,300 2,000 lb/ft1,200lb/lin.ftandtheLiveLoadaverages with Wood Framing Footing with Slab LL300475 lb/ftbetween100and200lb/lin.ft.Basedupon Two Story DL1,600 2,250 lb/ftinspectionofthehouse,theloadvaluesare Masonry Walls with Wood Framing LL 300475 lb/ftestimatedfromwithintheseloadranges.The Footing with Slabchoices are based on the quality of constructionand contents in house.Dead Load (DL) = 1,100 lb/ft (Selected Table 11) Temporary Soil Load (W T ) = 160 lb/ft (Estimated)Live Load (LL) = 150 lb/ft (Selected Table 11) 3.Estimated Lifting Load (P L )2.Temporary Soil Load, (W T ): is estimated atP L= Dead Load + Live Load + Soil Load80 lb/lin.ft inside, and 80 lb/lin.ft outside, of theP L= 1,100 + 150 + 160 = 1,410 lb/lin.ftturn down footing.Graph 1 is inside Table 8 - 4. Factored Lifting Load: P LF= P L+ F.S.Chapter6.(AsmallversionofGraph1was F.S. = 10% Safe Use = 140 lb/ft. (Selected*)reproducedinDesignExample3above.One * Structural loads may not be accurate because theymustroughestimatethetemporarysoilload were guessed from a load range table.value because the graph does not go as low as P LF= 1,410 + 140 lb/ft = 1,550 lb/lin.ft18 soil height.End Design Example 3aReview of Results of Design Examples 3 & 3ATheresultobtainedbythe Quick -Solve analysisonDesignExample3Aoverestimatedthefoundation load by 7% when compared to the more thorough weight analysis.Once again use cautionwhen using the Quick -Solve design tables and load ranges to select load estimates.The valuesselected are based upon the designers best estimate of where the actual structural weight falls withinthe ranges provided by the Quick -Solve design Table 11. Had you selected DL = 1,050 and LL =130 lb/ft, the result would have been very close to the calculated value from Example 3.The thing toremember is that one must always be conservative to insure a successful project. Overestimating thestructural weight slightly is not a bad thing.Keep in mind that when using the Quick -Solve design method shown in this example, the estimatescan vary depending upon where the loads are selected within the ranges shown on Table 11. Thisexample demonstrated that the Quick -Solve design method provided a conservative estimate and thedifference between the two methods is only 100 lb/ft.This difference is a not significant, and does notaffect foundation load estimates and ultimately the pier spacing. The Quick -Solve design methodhas quickly returned a conservative and useful result in a very short time.ECP Technical Design Manual -Steel Pier Design Examples2021 Earth Contact Products, L.L.C.2021-09 Chapter 7 - Page 137 All rights reserved'