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The top part of the table shows the computation for the corner columns at grid point A-1. Fill out the lower part of Table 1 and provide the column load calculation for the interior column at grid point B-2 Column Dead Load Column Live Load Level 5th 4th Corner Column A-1 (example) Roof 414 ft² 150 psf 3rd 2nd 5th 4th Tributary area, AT per level (ft²) 3rd (a) 2nd 414 ft² Interior Column B-2 Roof 414 ft² 414 ft² 414 ft² Per unit area (psf) (b) ● 180 psf 180 psf 180 psf 210 psf 150 psf 180 psf 180 psf 180 psf 210 psf Load per Floor (kips) (c)=(a)*(b) 62 k 75 k 75 k 75 k 87 k Sum DL levels above (kips) (d) = {(c) 62 k 137 k 211 k 286 k 373 k Reduced Live Load (psf) (e) 20 psf 30 psf 25 psf 20 psf 100 psf 20 psf 50 psf 50 psf 50 psf 100 psf Load per Floor (kips) (f)=(a)*(e) 8 k 12 k 10 k 8 k 41 k Sum LL levels above ≤0.4 (kips) (g) =Σ(e) 8 k 12 k 22 k 30 k 71 k The tributary area of the column at each floor is: AT = (13 ft +7.33 ft)² = 414 ft² Column loads at each level are calculated by multiplying the tributary area by unit load The load from upper level columns are added to obtain the load at the lower columns Roof live load is not required to be added to floor live loads Live load reduction factor applies to the columns where their accumulated tributary area (AT) is larger than 100 ft². The reduction factor varies is calculated using the code equation and it varies at each floor. 15 Live Load Reduction Factor = 0.25 + √4. AT (AT is the sum of tributary area of floors above in ft²) Live loads larger than 100 psf cannot be reduced. The column's factored design load is: U = 1.2 D+1.6 L Factored Load U=1.2D +1.6L (kip) 1.2(d)+1.6(g) 88 k 184 k 288 k 391k 561k

The top part of the table shows the computation for the corner columns at grid point A-1. Fill out the lower part of Table 1 and provide the column load calculation for the interior column at grid point B-2 Column Dead Load Column Live Load Level 5th 4th Corner Column A-1 (example) Roof 414 ft² 150 psf 3rd 2nd 5th 4th Tributary area, AT per level (ft²) 3rd (a) 2nd 414 ft² Interior Column B-2 Roof 414 ft² 414 ft² 414 ft² Per unit area (psf) (b) ● 180 psf 180 psf 180 psf 210 psf 150 psf 180 psf 180 psf 180 psf 210 psf Load per Floor (kips) (c)=(a)*(b) 62 k 75 k 75 k 75 k 87 k Sum DL levels above (kips) (d) = {(c) 62 k 137 k 211 k 286 k 373 k Reduced Live Load (psf) (e) 20 psf 30 psf 25 psf 20 psf 100 psf 20 psf 50 psf 50 psf 50 psf 100 psf Load per Floor (kips) (f)=(a)*(e) 8 k 12 k 10 k 8 k 41 k Sum LL levels above ≤0.4 (kips) (g) =Σ(e) 8 k 12 k 22 k 30 k 71 k The tributary area of the column at each floor is: AT = (13 ft +7.33 ft)² = 414 ft² Column loads at each level are calculated by multiplying the tributary area by unit load The load from upper level columns are added to obtain the load at the lower columns Roof live load is not required to be added to floor live loads Live load reduction factor applies to the columns where their accumulated tributary area (AT) is larger than 100 ft². The reduction factor varies is calculated using the code equation and it varies at each floor. 15 Live Load Reduction Factor = 0.25 + √4. AT (AT is the sum of tributary area of floors above in ft²) Live loads larger than 100 psf cannot be reduced. The column's factored design load is: U = 1.2 D+1.6 L Factored Load U=1.2D +1.6L (kip) 1.2(d)+1.6(g) 88 k 184 k 288 k 391k 561k

Structural Analysis
Structural Analysis
6th Edition
ISBN:9781337630931
Author:KASSIMALI, Aslam.
Publisher:KASSIMALI, Aslam.
Chapter2: Loads On Structures
Section: Chapter Questions
Problem 1P
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The top part of the table shows the computation for the corner columns at grid point A-1. Fill out the lower part of Table 1 and provide the column load calculation for the interior column at grid point B-2 Level Column Dead Load Column Live Load 5th 4th Corner Column A-1 (example) Roof 414 ft² 150 psf 3rd 2nd 5th 4th Tributary area, AT per level (ft²) 3rd (a) 2nd 414 ft² Interior Column B-2 Roof 414 ft² 414 ft² 414 ft² ● Per unit area (psf) (b) ● 180 psf 180 psf 180 psf 210 psf 150 psf 180 psf 180 psf 180 psf 210 psf Load per Floor (kips) (c)=(a)*(b) 62 k 75 k 75 k 75 k 87 k Sum DL levels above (kips) (d) = [(c) 62 k 137 k 211 k 286 k 373 k Reduced Live Load (psf) (e) 20 psf 30 psf 25 psf 20 psf 100 psf 20 psf 50 psf 50 psf 50 psf 100 psf Load per Floor (kips) (f)=(a)*(e) 8 k 12 k 10 k 8 k 41 k Sum LL levels above (kips) (g) =[(e) 15 √√4. AT 8 k ≤ 0.4 12 k 22 k 30 k The tributary area of the column at each floor is: AT = (13 ft +7.33 ft)² = 414 ft² Column loads at each level are calculated by multiplying the tributary area by unit load The load from upper level columns are added to obtain the load at the lower columns Roof live load is not required to be added to floor live loads 71 k Live load reduction factor applies to the columns where their accumulated tributary area (AT) is larger than 100 ft². The reduction factor varies is calculated using the code equation and it varies at each floor. Live Load Reduction Factor = 0.25 + (AT is the sum of tributary area of floors above in ft²) Live loads larger than 100 psf cannot be reduced. The column's factored design load is: U = 1.2 D+1.6 L Factored Load U=1.2D +1.6L (kip) 1.2(d)+1.6(g) 88 k 184 k 288 k 391k 561k
Transcribed Image Text:The top part of the table shows the computation for the corner columns at grid point A-1. Fill out the lower part of Table 1 and provide the column load calculation for the interior column at grid point B-2 Level Column Dead Load Column Live Load 5th 4th Corner Column A-1 (example) Roof 414 ft² 150 psf 3rd 2nd 5th 4th Tributary area, AT per level (ft²) 3rd (a) 2nd 414 ft² Interior Column B-2 Roof 414 ft² 414 ft² 414 ft² ● Per unit area (psf) (b) ● 180 psf 180 psf 180 psf 210 psf 150 psf 180 psf 180 psf 180 psf 210 psf Load per Floor (kips) (c)=(a)*(b) 62 k 75 k 75 k 75 k 87 k Sum DL levels above (kips) (d) = [(c) 62 k 137 k 211 k 286 k 373 k Reduced Live Load (psf) (e) 20 psf 30 psf 25 psf 20 psf 100 psf 20 psf 50 psf 50 psf 50 psf 100 psf Load per Floor (kips) (f)=(a)*(e) 8 k 12 k 10 k 8 k 41 k Sum LL levels above (kips) (g) =[(e) 15 √√4. AT 8 k ≤ 0.4 12 k 22 k 30 k The tributary area of the column at each floor is: AT = (13 ft +7.33 ft)² = 414 ft² Column loads at each level are calculated by multiplying the tributary area by unit load The load from upper level columns are added to obtain the load at the lower columns Roof live load is not required to be added to floor live loads 71 k Live load reduction factor applies to the columns where their accumulated tributary area (AT) is larger than 100 ft². The reduction factor varies is calculated using the code equation and it varies at each floor. Live Load Reduction Factor = 0.25 + (AT is the sum of tributary area of floors above in ft²) Live loads larger than 100 psf cannot be reduced. The column's factored design load is: U = 1.2 D+1.6 L Factored Load U=1.2D +1.6L (kip) 1.2(d)+1.6(g) 88 k 184 k 288 k 391k 561k
8.14 Shown below is the floor framing plan and section of a concrete building. Table 7-3, on the next page, shows an example of the column load computation. The top part of the table shows the computation for the corner columns at grid point A-1. 7-4" F 26'-0" E 30-0" D Rectangular Column, Typ- Concrete Core Wall 156¹-8" 30-0⁰ == 年 C 30¹-0⁰ B =_====_=== 26'-0" Perimeter Moment. Frame Beam (32 Widex36"Deep), Тур A Building Section B === ===== = Typical Floor Framing Plan A 26'-0" 30-0" 30¹-0⁰ 30-0⁰ 426-0² 4@13'-0"=52¹-0" 18¹-0¹ 70'-0" 2 5 156¹-8"
Transcribed Image Text:8.14 Shown below is the floor framing plan and section of a concrete building. Table 7-3, on the next page, shows an example of the column load computation. The top part of the table shows the computation for the corner columns at grid point A-1. 7-4" F 26'-0" E 30-0" D Rectangular Column, Typ- Concrete Core Wall 156¹-8" 30-0⁰ == 年 C 30¹-0⁰ B =_====_=== 26'-0" Perimeter Moment. Frame Beam (32 Widex36"Deep), Тур A Building Section B === ===== = Typical Floor Framing Plan A 26'-0" 30-0" 30¹-0⁰ 30-0⁰ 426-0² 4@13'-0"=52¹-0" 18¹-0¹ 70'-0" 2 5 156¹-8"
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