Structural Specialization

Caitlyn Kallus ARE 320L – Introduction to Design II

April 2015

Table of Contents

Floor Plans…………………………………………….……………….………………………....…....…....…....…......1 Resources and Load Combinations………………………………………..……….....…....…....…....…......2 Sample Gravity Analysis for Steel - Building 2………………....……....……............................…..3 Sample Gravity Analysis for Steel and Concrete- Building 2...……....……........................…..4 Finished Layout Design – Building 2….……………….…………….……………….……………....…....…...5 SAP Model Images - Building 1….……………….…………….……………….………….…....…....…....…...6 SAP Model Images – Building 2….……………….…………….……………….………….….…....…....…......7 SAP Analysis Procedure….……………….…………….……………….………….…...….…...…....…....…......8 SAP Results – Building 2 – Deformations………………….……………….…………….……..…....…....…9 SAP Results – Building 2 –Moment Diagrams………………….……………….…...........................10 SAP Results – Building 2 –Shear Diagrams………………….……………….…......................….......11 SAP Final Design – AISC 360-10…………….…………….……………….……………………....…....…....…12

1

Floor Plans

Building 1: Building 2:

2

Resources

AISC Steel Manual 13th Edition

International Building Code 2012

ASCE 7-10

SAP2000

Autodesk Revit 2015

Microsoft Excel

Load Combinations for Building 1

Classroom (psf) Library (psf) Hall (psf) Gym (psf)

Uniform Live Loads 40 150 80 100 1.4D 28 28 28 28

1.2D+1.6L 88 264 152 184

IBC 2012

Dead load is 20 psf for occupancy uses

Load Combinations for Building 2

Storage (Light) (psf) Manufacturing (Heavy) (psf) Corridor (psf) Office (psf)

Unifom Live Loads 125 250 80 50

1.4D 84 84 84 84 1.2D+1.6L 272 472 200 152

Minimum uniform live loads given in IBC 2012

Dead load is 60 psf for occupancy uses

3

Sample Gravity Analysis for Steel - Building 2 Please see next page for the corresponding beam numbers Equations for Maximum moment and deflection

Source: AISC Steel Manual, 13th Ed.

Steel Beam Sizing Example (Primary and Secondary)

Storage

1 - Secondary

TA length (ft) TA width (ft) Area Load (psf) Linear Load (klf) Mmax (k-ft) Vmax (k)

25 7.5 272 2.04 159.375 25.5

Section Choice Section Capacity (k-ft) Ix (in^4) Deflection (in) Deflection Limit Deflection Check

W18x35 249 510 1.212284483 1.25 0.037715517

3 - Primary

TA length (ft) Point Load (k) Mmax (k-ft) Vmax (k) a (in) b(in) l (in)

20 51 191.25 38.25 180 60 240

Section Choice Section Capacity (k-ft) Ix (in^4) Deflection (in) Deflection Limit Deflection Check

W16x31 203 375 0.943774898 1 0.056225102

Manufacturing - Heavy

8 - Secondary

TA length (ft) TA width (ft) Area Load (psf) Linear Load (klf) Mmax (k-ft) Vmax (k)

20 10 472 4.72 236 47.2

Section Choice Section Capacity (k-ft) Ix (in^4) Deflection (in) Deflection Limit Deflection Check

W18x40 294 612 0.957403651 1 0.042596349

4

Sample Gravity Analysis for Steel and Concrete - Building 2 Primary/Secondary Beam 18

Primary TA length (ft) TA length (in) Point Load (k) Mmax (k-ft) (PL)

Mmax (k-ft) (PL) (mid-beam)

Vmax (k) a (in) b(in)

20 240 28.5 106.875 71.25 180 180 60

Secondary TA width (ft) Area Load (psf) Linear Load (klf)

Mmax (k-ft) (UL at x=15)

Mmax (k-ft) (UL) Vmax (k)

5 472 2.36 88.5 118 23.6

SUM Mmax 195.375 189.25

Section Choice Section Capacity (k-ft) Ix (in^4) Deflection UL (in) Deflecion PL (in) Total Deflection (in) Deflection Limit Deflection Check

W16x31 203 375 0.781241379 0.52740362 1.308644999 1 0.218758621

Primary/Secondary Beam 19

Point Load TA length (ft) TA length (in) Point Load (k) Mmax (k-ft) (PL) Vmax (k) a (in) b(in)

20 240 28.5 142.5 180 180 60

Uniform Load TA width (ft) Area Load (psf) Linear Load (klf) Mmax (k-ft) (UL) Vmax (k)

5 472 2.36 118 23.6

SUM Mmax 260.5

Section Choice Section Capacity (k-ft) Ix (in^4) Deflection UL (in) Deflecion PL (in) Total Deflection (in) Deflection Limit Deflection Check

W16x40 274 518 0.565570497 0.546398615 1.111969112 1 0.434429503

Concrete Sizing 2 – Secondary (Storage)

Deflection limit check – Simply supported – Minimum h=l/16

f'c (ksi)= 4 Fy (ksi)= 60 Φ= 0.9

Length (ft) Deflection limit check (Simply

Supported) Height (in.) Width (in.) Bar Type Bar Diameter (in.) #bars

25 18.75 20 12 9 1.125 5

T Width (ft) Area Load (psf) Linear Load (klf) M max (k-ft) V max (k) Mu (k-in)

15 272 4.08 318.75 51 3825

d Asreq (in^2) AS prov a ΦMn (k-in)

17.9375 4.387662924 4.970097753 7.308967283 4029.51325

5

Finished Layout Design – Building 2

6

SAP Model Images - Building 1

7

SAP Model Images – Building 2

Please note that this is the preliminary model. Building 2 was used for the full analysis as

exemplified in the proceeding pages.

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SAP Analysis Procedure

1. Beams and columns were drawn using the Building 2 floor plans as given.

Assumptions:

Simply supported

Live and dead loads were designated by function of room from IBC 2012

2. Implement sizes of the beams and columns as wide flanges (W).

3. Define load patterns. Set self-weight multiplier for live and dead loads to zero.

4. Define load combinations.

1.4D

1.2D+1.6L

5. Go to the base x-y plane. Select all. Assign column point loads as pin supports.

6. Go to 3D view. Select all. All connections shall be moment released (pinned connections).

7. Draw rectangular areas around different functions of the building.

8. Using IBC 2012, insert the appropriate minimum uniformly distributed live loads depending on occupancy use. Dead load is assumed to be 60 psf for all functions.

9. Rotate the local axes to be perpendicular to the beam. This will set the direction to correctly span the area load of the beam.

10. Run Analysis. Deformations will appear depending on load combination. Run the analysis again based off the initial run.

11. Go to Design>Steel Frame Design>Start Design/Check of Structure.

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SAP Results – Building 2 – Deformations

1.2D+1.6L 1.4D

10

SAP Results – Building 2 –Moment Diagrams

1.2D+1.6L 1.4D

11

SAP Results – Building 2 – Shear Diagrams

1.2D+1.6L 1.4D

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SAP Final Design – AISC 360-10