Sample C1 column design line spreadsheets will be introduced in this section.
Column Design Line Data
This spreadsheet indicates the columns at each floor in the C1 design line. Verification of the column design state is performed from column design line data spreadsheet.
Figure 1
Figure 2
Source/sources of the analysis result used by the code check object for the column is listed in Analysis Source. To change the analysis source go to Design Templates.
Default code check template assigned in Design Criteria can be edited for each column in the spreadsheet. To change the template click on the code check template cell and select from the drop down menu.
Design state shows the demand/capacity ratio after the run of the code check and shows if the column design is adequte or not.
Code Check Timestamp show the last run time of the code check object.
→ Click Show to see the detailed report of the column in the spreadsheet as illustrated in Figure 3.
Figure 3
Column section and rebar detailing defined by user at each floor are displayed in drawing space as demonstrated in Figure 3.
→ Click Verify All to run code check for all the columns in the design line.
→ Click Verify Selected and select columns from the drawings for running code check.
→ Click Interaction Diagram and select a column to see the interaction diagram of the column.
Axial Force Moment Design
Axial reinforcement design of the columns are made from this spreadsheet.
Figure 4
Axial force and momentY, momentZ ranges of selected analysis sources and demand/ capacity ratio of the column are displayed for each floor in the spreadsheet demonstrated in Figure 4.
→ User can change the rebar diameter from the spreadsheet.
→ #of rebar along width/depth data must be entered for rectangular columns
Rebar count will automatically calculated for rectangular columns.
→ Rebar count must be entered for circular columns.
Reinforcement will be distributed uniformly along the circular section of the column
Rebar Templates spreadsheet is more handy for the design of arbitrary columns.
Figure 5
Rebar detailings in the section drawings at each floor will be updated according to the entered data as illustrated in Figure 5.
Shear Torsion Design
Shear and torsional reinforcement design of the column is made from this spreadsheet.
Figure 6
ShearY, ShearZ and torsion results, and demand/capacity ratio of the column section at each floor are displayed in the spreadsheet demonstrated in Figure 6.
→ User can change longitudinal rebar, stirrup rebar and tie spacing data from the spreadsheet.
→ User can set spiral for shear reinforcement.
Rebar Templates spreadsheet is more handy for arbitrary columns shear torsion design.
Design Properties
General properties that affect the column design can be set from this spreadsheet as illustrated in Figure 7.
Figure 7
Reinforcement Properties
Figure 8
→ Clear cover to stirrup must be entered in this spreadsheet as demonstrated in Figure 8.
Rebar Templates
Reinforcement detailings of arbitrary columns are defined from this spreadsheet. Also custom detailing of rectangular or circular columns can be created from this spreadsheet.
Figure 9.1
→ Click Draw Rebars
Figure 9.2
→ Enter the clear cover + diameter of the stirrup+ diameter of the longitudinal reinforcement/2 value as shown in Figure 9.2.
Then the reference area where the reinforcements can be distributed will be generated as illustrated in Figure 9.3.
Figure 9.3
→ Click to where the reinforcements will be located as demonstrated in Figure 9.4.
Figure 9.4
→ Select the default longitudinal reinforcement in the spreadsheet as demonstrated in Figure 9.5.
Figure 9.5
→ Click Show Rebars to go to longitudinal reinforcements spreadsheet as shown in Figure 9.6.
Figure 9.6
User can edit the diameter of each reinforcement from the spreadsheet shon in Figure 9.6.
→ Click Back to Rebar Template to go back .
→ Click Show Stirrups as shown in Figure 13 to go to stirrup reinforcements spreadsheet as shown in Figure 9.7.
Figure 9.7
→ Click Draw Stirrup button shown in Figure 9.7 and draw the stirrup line through longitudinal reinforcement centers.
→ Hit ESC to finish drawing
Figure 9.8
Strirrup center line will automatically generated as illustrated in Figure 9.8.
Since arbitrary column can have variable geometry, AEC | BOLT Building Design Suite allows engineer to make decision about the provided strirup legs for shear directions and for torsion.
→ Click Group X Rebars / Group Y Rebars shown in Figure 9.7 to group reinforcements in directions
→ Select shear reinforcements as shown in Figure 9.9
Figure 9.9
→ Click Closed Torsional Rebar button shown in Figure 9.7
→ Select shear reinforcements for torsion as shown in Figure 9.10
Figure 9.10
Shear reinforcement legs selected for torsion will have T letter near by it as illustrated in Figure 9.11.
Figure 9.11
Tributary Area
Tributary area of the column at each floor in the design line is listed in this spreadsheet
Figure 10
→ Enter a correction factor for tributary area (if necessary)
Also reducible live load area at each floor is listed in the spreadsheet. See Live Load Reduction for more information about live load reduction.
Tributary Forces
Figure 11
Tributary analysis results of C1 column design line are available in tributary forces spreadsheet.
→ Go to Tributary area → Tributary Forces as demonstrated in Figure 11.
Tributary analysis results are reported per load class, load combination and envelopes.
Load Classes and load cases used in numerical example are as follows;
Figure 12
Figure 13
Finite Results
**Must be updated
Load Take Down Calculations
Cumulative tributary forces of C1 column design line is shown in Figure 3.
Figure 3
Tributary area of C1 column at 2-3-Roof floor and is equal to 95.83 sq ft as shown in Figure 4.
Figure 4
Tributary area of C1 column at 1st floor and is equal to 95.83 sq ft as shown in Figure 5.
Figure 5
Self Weight
Slab dead load at each floor is calculated by simply multiplying the thickness of the slab and tributary area of the slab and unit weight of slab material. Since the tributary areas at each floor is the same, only one floor calculation is shown as an example.
→ (8/12)*95.83*150/1000=9.583 kips
Column dead load at each floor is also calculated by simply multiplying the section area of column and height of the column and unit weight column material. Since the column section and floor height at each floor is the same, only one column dead load calculation is shown as an example.
→ (24*14/144)*10*150=3.5 kips
Self weight is the cumulative sum of slab dead load and column dead load.
→ 9.58+3.5 =13.08 kips
→ 13.08+(13.08+3.5)= 26.17 kips
→ 26.17 + (13.08+3.5)= 39.25 kips
→ 39.25 + (13.08+3.5)= 52.33 kips
Superimposed Dead Load
Superimposed Dead Load is grouped as “SDL” in Load Classes section. So all the load cases which are classified as “Superimposed Dead Load” within the boundaries of tributary area of C1 will be included to calculation. Notice that results are reported cumulatively.
Figure 6
Figure 7
The loadings of Roof which are classified as Superimposed DL (LG2, LG3) are shown in Figure 6 and Figure 7.
Figure 8
Figure 9
The loadings of 3rd Floor which are classified as Superimposed DL (LG2, LG3) are shown in Figure 8 and Figure 9.
Figure 10
Figure 11
Figure 12
The loadings of 2nd Floor which are classified as Superimposed DL (LG1, LG3,LG4) are shown in Figure 10 Figure 11 and Figure 12.
Figure 13
Figure 14
The loadings of 1st Floor which are classified as Superimposed DL (LG1, LG3) are shown in Figure 13 Figure and 14.
The cumulative tributary forces of Superimposed DL is calculated as follows;
→Roof tributary force = 0.4*11.5+95.83*15/1000 =6.04 kips
Figure 15
→ 3rd floor tributary force = 6.04+0.3*11.5+95.83*15/1000=10.93 kips
→ 2nd floor tributary force = 10.93+0.3*11.5+95.83*15/1000+10*(21.055/82.08)=18.38 kips
Figure 16
Figure 17
→ 1st floor tributary force = 18.38 + 0.3*11.5+95.77*15/1000=23.27 kips
General LL
General LL is grouped as “L” in Load Classes section. So all the load cases which are classified as “General LL” within the boundaries of tributary area of C1 will be included to calculation. Notice that results are reported cumulatively.
Figure 18
Figure 19
3rd floor has loadings classified as “General LL” as shown in Figures 18-19.
Figure 20
Figure 21
Figure 22
2nd floor has loadings classified as “General LL” as shown in Figures 20-21-22. But LG6 will not be considered in calculations because loading region has no intersection with the tributary area of C1 as illustrated in Figure 23.
Figure 23
→ Roof tributary force = 0
→ 3rd floor tributary force = 47.892*40/1000=1.92kips
→ 2nd floor tributar force =1.92+ 72.915*40/1000+23.001*100/1000=7.14 kips
→ 1st floor tributary force = 7.14 + 0 = 7.14 kips
Loadings which are grouped as “L” are permitted to be reduced.
→ Live load factor at roof = 1.0 ( There is no force)
→ Live load factor at 3rd floor = 1.0 ( At = 47.892 < 150)
→ Live load factor at 2nd floor = 1.0 (At =143.72 < 150)
→ Live load factor at 1st floor = (100 - 0.08*(47.892+95.83+95.77-150))/100=0.93
Modified tributary forces;
→ Roof =1.0*0=0
→ 3rd floor =1.0*1.92=1.92 kips
→ 2nd floor =1.0*7.14=7.14 kips
→ 1st floor = 0.93* 4.17 =6.64 kips
Heavy LL
Heavy LL is grouped as “L_Heavy” in Load Classes section. So all the load cases which are classified as “Heavy LL” within the boundaries of tributary area of C1 will be included to calculation. Notice that results are reported cumulatively.
Figure 24
Figure 25
Only 3rd floor has loadings classified as “Heavy LL” as shown in Figures 24-25.
→ Roof tributary force = 0
→ 3rd floor tributary force = 47.941*150/1000=7.19 kips
→ 2nd floor tributar force = 7.19+ 0= 7.19 kips
→ 1st floor tributary force = 7.19 +0 = 7.19 kips
Loadings which are grouped as “L_heavy” are permitted to be reduced.
→ Live load factor at roof = 1.0 ( There is no force)
→ Live load factor at 3rd floor = 0.8
→ Live load factor at 2nd floor = 0.8
→ Live load factor at 1st floor = 0.8
Modified tributary forces;
→ Roof =1.0*0=0
→ 3rd floor =7.19*0.8 = 5.75 kips
→ 2nd floor =7.19*0.8 = 5.75 kips
→ 1st floor = 7.19*0.8 = 5.75 kips
Assembly/GroupA LL
Assembly/GroupA LL is grouped as “L_AssemblyGroupA” in Load Classes section. So all the load cases which are classified as “Assembly/GroupA LL” within the boundaries of tributary area of C1 will be included to calculation. Notice that results are reported cumulatively.
Figure 26
Only roof has loadings classified as “Assembly/GroupA LL” as shown in Figures 26.
→ Roof tributary force = 95.83*100/1000=9.58 kips
→ 3rd floor tributary force =9.58 +0 = 9.58 kips
→ 2nd floor tributar force = 9.58 +0 = 9.58 kips
→ 1st floor tributary force = 9.58 +0 = 9.58 kips
Loadings which are grouped as “L_AsemblyGroupA” are not permitted to be reduced.
→ Live load factor at roof = 1.0
→ Live load factor at 3rd floor = 1.0
→ Live load factor at 2nd floor =1.0
→ Live load factor at 1st floor = 1.0
Modified tributary forces;
→ Roof =1.0*9.58=9.58 kips
→ 3rd floor =1.0*9.58=9.58 kips
→ 2nd floor =1.0*9.58=9.58 kips
→ 1st floor = 1.0*9.58=9.58 kips
PassengerVehicleGarages LL
PassengerVehicleGarages LL is grouped as “L_PassengerVehicleGarages” in Load Classes section. So all the load cases which are classified as “PassengerVehicleGarages LL” within the boundaries of tributary area of C1 will be included to calculation. Notice that results are reported cumulatively.
Figure 27
Only roof has loadings classified as “PassengerVehicleGarages LL” as shown in Figures 27.
→ Roof tributary force = 0
→ 3rd floor tributary force =0
→ 2nd floor tributar force = 0
→ 1st floor tributary force = 95.77*40/1000= 3.83 kips
Loadings which are grouped as “L_PassengerVehicleGarages” are permitted to be reduced.
→ Live load factor at roof = 1.0 ( There is no force)
→ Live load factor at 3rd floor = 1.0 ( There is no force)
→ Live load factor at 2nd floor =1.0 ( There is no force)
→ Live load factor at 1st floor =1.0 ( At=95.83 < 150)
Modified tributary forces;
→ Roof =1.0*0=0
→ 3rd floor =1.0*0=0
→ 2nd floor =1.0*0=0
→ 1st floor = 1.0*3.83 = 3.83 kips
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