design example_ tied portal frame base

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The pad bases for a singlebay portal frame are to be joined by a horizontal tie to take out the horizontal thrusts from the portal legs. The portal is similar to the one which was designed as an untied portal in section 11.3.4. Loads and dimensions are shown in Fig. 12.4. Loadings From section 11.3.4, vertical superstructure load, P = (dead load) + (imposed load) =G+Q = 175 + 225 = 400 kN Qas a percentage of P is 100 Q/P = (100 × 225)/400 = 56%. From Fig. 10.20, the combined partial factor for dead and imposed loads is γP = 1.51. Horizontal thrust, H = 50 kN The horizontal thrust H arises from vertical loads G and Q, and will therefore have the same combined partial load factor γP = 1.51. Size of base From section 11.3.4, the net allowable bearing pressure, na = 300 kN/m2. On the basis that the horizontal thrust will be taken out by the tie joining the portal feet, the minimum area of foundation required is A base 1.2 m × 1.2 m will therefore be chosen. Comparison with the example in section 11.3.4 shows that the introduction of the horizontal tie has reduced the base size. Design of horizontal tie The tie will be a mild steel bar, as shown in Fig. 12.5, encased in concrete for durability. Ultimate tensile force in bar, Hu PH = 1.51 × 50 = 76 kN From BS 8110, the characteristic tensile stress fy = 250 N/mm2 for hot rolled mild steel. The partial material factor γs = 1.05. Total Pageviews 621,549 Feed Enter your email address: Subscribe Delivered by FeedBurner Search Search Follow @Engineershrb Builder's Engineer Spaceframe Specialist We design, fabricate, supply and install spaceframe from Singapore

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Design Example_ Tied Portal Frame Base

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  • 6/19/2015 DesignExample:TiedPortalFrameBase.|Builder'sEngineer

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    Design Example: Tied Portal Frame Base.Twittear 0 0

    Thepadbasesforasinglebayportalframearetobejoinedbyahorizontaltietotakeout thehorizontal thrusts from theportallegs.Theportalissimilartotheonewhichwasdesignedasanuntiedportalinsection11.3.4.LoadsanddimensionsareshowninFig.12.4.

    LoadingsFromsection11.3.4,

    vertical superstructure load, P = (deadload)+(imposed

    load)=G+Q=175+225=400kN

    QasapercentageofPis100Q/P=(100225)/400=56%.

    FromFig.10.20,thecombinedpartialfactorfordeadandimposedloadsisP=1.51.

    Horizontalthrust,H=50kN

    ThehorizontalthrustHarisesfromverticalloadsGandQ,andwillthereforehavethesamecombinedpartialloadfactorP=1.51.SizeofbaseFromsection11.3.4,thenetallowablebearingpressure,na=300kN/m2.

    Onthebasisthatthehorizontalthrustwillbetakenoutbythetiejoiningtheportalfeet,theminimumareaoffoundationrequiredis

    Abase1.2m1.2mwill thereforebe chosen.Comparisonwith the example in section11.3.4showsthattheintroductionofthehorizontaltiehasreducedthebasesize.

    DesignofhorizontaltieThetiewillbeamildsteelbar,asshowninFig.12.5,encasedinconcretefordurability.

    Ultimatetensileforceinbar,Hu=PH=1.5150=76kN

    FromBS8110,thecharacteristictensilestressfy=250N/mm2forhotrolledmildsteel.Thepartialmaterialfactors=1.05.

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  • 6/19/2015 DesignExample:TiedPortalFrameBase.|Builder'sEngineer

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    Categories:FOUNDATIONS

    Therequiredcrosssectionalareaofbaris

    Provideonenumber25mmdiametermildsteelbar(area=491mm2)toactasthetie.ThiswillneedtobeadequatelyanchoredintothepadbaseasshowninFig.12.5.

    Topreventpossiblefoundationspreadfromlackoft,thetiewillincorporateaturnbuckle,totakeupanyslackpriortosteelerection.

    Fig.12.5Tiedbasedesignexampletieroddetail.

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