• 1.Structuralbeamsaretobeplacedat8ft.oncenterunderareinforcedconcretefloorslab.IftheyaretosupportaservicedeadloadD=65psfoffloorareaandaserviceliveloadL=100psfoffloorarea,determinethefactoreduniformloadperfootwhicheachbeammustsupport.
• 2.Select the lightest C section that will safely support the service tensile load P_D = 65 kips and P_L = 5o kips. The member is to be 14 ft long and is assumed to have two lines of holes for inch f bolts in the web. Assume that there are at least three holes in each line 3 inches on center. Use A36 steel.
• Selectastandardthreadedroundrodtosupportafactoredtensileloadof72kips(servicetensileload=50kips)usingA36steel.

• 3.Determinethecriticalbucklingloadfora22ftW12x50usingtheEulerequation.E=29,000ksi.Proportionallimit=36,000psi.AssumesimpleendsandmaximumpermissibleL/r=200.
• 4.Determine the f_cP_n and P_n/W_c for W12 x 120 with KL = 26 ft, using the AISC Specification and F_y = 40 ksi.
• A W10 section is to be selected to support the loads P_D = 85 kips and PL = 140 kips. The member, which is to be 20 ft long, is fixed at the bottom and fixed against rotation but free to translate at the top. Use A992 steel.

• Forthebeamshown,determinew_nusingA992steelandtheplastictheory.
• 5.Abuilt-upsteelbeamconsistsofainx12inweb,and3/8inx4intopandbottomflanges.Thememberhasthecompressionflangefullybraced,thereforethemomentcapacity,fM_n,usingLRFDmethodwascalculatedtobe103.4ft.kusingF_y=50ksisteel.Duringdesignitwasthoughtthatthefactoredmoment,M_u,was100ft.k,butafterthememberwasfabricateditwasfoundthattheactualdesignmoment,M_u,shouldhavebeen130ft.k.Abrilliantandresourcefulyoungengineersuggestedaddingainx6incoverplatetothebottomflangeofthemembertoincreaseitscapacity.Computethenewmomentcapacity,fM_n,andstatewhetherornotitwillsafelysupportthedesignmoment,M_u=130ft.k.

• 6.Determine the nominal flexural strength of the following welded shape: The flanges are 7/8 inch x 12 inches, the web is 3/8 inch x 60 inches, and the member is simply supported, uniformly loaded, and has a span length of 40 ft. Lateral support is provided at the ends and at midspan. A572 Grade 50 steel is used.
• Aplategirdermustbedesignedtoresistaserviceloadbendingmomentof2400ft.kconsistingof25%deadloadand75%liveload.Thetotaldepthofthegirderwillbe73inches,andcontinuouslateralsupportwillbeprovided.UseF_y=50ksiandselectatrialcrosssection.Assumethatthemomentincludesanaccurateestimateofthegirderweight.
• 7.DesignabaseplateofA36foraW12x65column(F_y=50ksi)thatsupportstheloadsP_D=200kipsandP_L=300kips.Theconcretehasacompressivestrengthfc=3ksi,andthefootinghasthedimensions9ftx9ft.
• 8.Design a moment-resisting base plate to support a W14 x 120 column with an axial load P_u of 620 kips and a bending moment of 225 ft.k. Use A36 steel with F_y = 36 ksi and a concrete footing with fc = 3 ksi. f_cF_p = 3.32 ksi.