please solve with details thank you Questions 6 to 8 refer to a building with fr

Question

please solve with details thank you

Questions 6 to 8 refer to a building with framing layout as shown below. The uniform dead load is equal to 90 psf and the uniform live load is equal to 80 psf. Determine the required moment and shear strength for design by (a) LRFD and (b) ASD for the following members: (2 points) Beam on column line 3 between column lines A and B if the deck spans NS. 6. 30 ft 1 1 7. (2 points) Girder on column line C between column lines 3 and 4 if the deck spans EW 30 ft (2 points) Column at the corner on lines 4 and A and supporting one floor. 8. 30 ft 30 ft 30 t30 f

Explanation / Answer

6) Dead load = 90 psf

live load=80 psf

tributary width of beam=30 feet

uniform dead load on beam = 90*30=2700 lb/ft=2.7 kip/ft

uniform live load on beam = 80*30=2400 lb/ft = 2.4 kip/ft

maximum shear force in beam due to dead load = 2.7*30/2=40.5 kips

maximum shear force in beam due to live load = 2.4*30/2=36 kips

maximum bending moment in beam due to dead load = 2.7*302/8=303.75 kip-ft

maximum bending moment in beam due to live load = 2.4*302/8=270 kip-ft

a)Required shear strength from LRFD= 1.2*40.5+1.6*36=106.2 kips

Required bending strength from LRFD = 1.2*303.75+1.6*270=796.5 kip-ft

b)Required shear strength from ASD = 40.5+36=76.5 kips

Required bending strength from ASD = 303.75+270=573.75 kip-ft

7)the answer will be exactly the same as that in part 6 because the loading, span and tributray width of this girder is identical to that in part 6

8)tributary area of column = (30/2)*(30/2)=225 ft2

Dead load on column = 225*90/1000=20.25 kips

Live load on column = 225*80/1000=18 kips

a)Load on column per LRFD = 1.2*20.25+1.6*18=53.1 kips

b) Load on column per ASD = 20.25+18=38.25kips

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