Question

1. For the building shown below, calculate the dead load, reduced live load, and maximum design load per IBC 2012, LRFD load combinations. Beam loads should be in plf, column loads should be in kips. [To be done by hand.] Note: It is acceptable check only equations 16-1 and 16-2 of IBC 2012. a. Beam I b. Веam II olumn A/3-supporting 1 story d. Column B/2- supporting 1 story C e. Column B/2-supporting 4 stories Given loading: Dead Load 60 Bst Live Load (reducible) 80 psf Note: For columns supporting more than 1 story, use the same live load reduction factor for all loads tributary to that column. Beam I Beam II Location t supporting 1 story Root 4h Floor Beam III 3rd Floor Locanon for upporting 4 story 2nd Fleer Ground Floor Elevation View Building Plan C (ft) (ft) (ft) 30 32 36 0-0E 0-9

Answer 1

Beam- FLOOR LOADS Dead Load 60 psf Live Load 80 psf Method of Design LRFD Type of Beam Edge beam without cantilever slab As per Table of ASCE7, types of beams )Edge beam without cantilever slab i) Interior Beam i) Edge beam with cantilever slab iv) Cantilever Beam REDUCTION IN LIVE LOAD Tributary area of structural member 32 x 5 A 160 ft Since live load is less than 100 psf, t can be reduced s follows: Live Load Element Factor, Ku K, As per Table of ASCE7, K, A Therefore, 320 Since K, AT is less than 400 sq.ft, live load SHOULD NOT BE REDUCED Live Load 80 psf (1.2D 1.6L) x 5 Uniformly distributed load on beam 1000 plf

Beam-ll FLOOR LOADS D 60 psf Dead Load 80 psf Live Load L Method of Design LRFD Type of Beam Interior Beam As per Table of ASCE7, types of beams i) Edge beam without cantilever slab ) Interior Beam iv) Cantilever Beam ii) Edge beam with cantilever slab REDUCTION IN LIVE LOAD Tributary area of structural member 32 x 11 A 352 ft Since live load is less than 100 psf, it can be reduced as follows: Live Load Element Factor, K As per Table of ASCE7, Ки 2 = Therefore, KAT 704 Since K AT is greater than 400 sq.ft, live load can be reduced (025. 15 Reduced floor live load ).25 + 65.3 psf =(1.2D 1.6L) x 1941.28 plf Uniformly distributed load on beam 11

COLUMN A3 Dead Load D 60 psf L. 80 psf Live Load Number of floors 1 Type of Column Exterior column without cantilever slab As per Tableof ASCE7, types of columns ii) Exterior Column without cantilever slab i) Interior Column iii) Edge column with cantilever slab iv) Corner column with cantilever slab REDUCTION IN LIVE LOAD 15 x 18 = ( Tributary area of structural member А- x 1 floors 270 ft Since live load is less than 100 psf, it can be reduced as follows: Live Load Element Factor, KL As per Table of ASCE7, K, 4 Therefore, КАт - 1080 Since K is greater than 400 sq.ft, live can be reduced A 15 Reduced roof live load L, 0.25 - УкиАт 56.5 psf > 40 psf -0.5 L 56.5 psf Hence, Axial load on column P. 1.2 D 1.6 L x Ar 43848 lb 43.85 kips

COLUMN B2 Dead Load D 60 psf L. 80 psf Live Load Number of floors 1 Type of Column i Interior Column As per Table of ASCE7, types of columns i) Interior Column iii) Edge column with cantilever slab i) Exterior Column without cantilever slab iv) Corner column with cantilever slab REDUCTION IN LIVE LOAD Tributary area of structural member AT =( 31 х 33 1 floors 1023 ft Since live load is less than 100 psf, it can be reduced as follows: Live Load Element Factor, KL As per Table of ASCE7, К, 4 Therefore, КАт - 4092 Since K is greater than 400 sq.ft, live can be reduced A 15 Reduced roof live load L, 0.25 Уки4 38.8 psf < 40 psf -0.5 L 40 psf Hence, Axial load on column 1.2 D 1.6Lx A P. 139128 lb - 139.1 kips

COLUMN B2 (supporting 4 stories) Dead Load D 60 psf Live Load L. 80 psf Number of floors 4 Type of Column i Interior Column As per Table of ASCE7, types of columns i) Interior Column iii) Edge column with cantilever slab i) Exterior Column without cantilever slab iv) Corner column with cantilever slab REDUCTION IN LIVE LOAD = ( Tributary area of structural member AT 31 х 33 4 floors 4092 ft Since live load is less than 100 psf, it can be reduced as follows: Live Load Element Factor, KL As per Table of ASCE7, К, 4 Therefore, КАт а 16368 Since K is greater than 400 sq.ft, live can be reduced A 15 Reduced roof live load L, 0.25 - киA 29.4 psf < 32 psf -0.4L 32 psf Hence, Axial load on column 1.2 D 1.6 Lx A P. 504134 lb 504.1 kips