THANOS METAXAS

ARE 320K & 320L STUDENT SHOW STRUCTURAL SPECILIZATION BOOKLET

AN INDEPENDENT STUDY OF THE SOFTWARES USED BY STRUCTURAL

ENGINEERS

TABLE OF CONTENTS GENERAL INFORMATION………………………………………………1 RESOURCES………………………………………………………………..…2 FLEXURAL DESIGN OF BUILDING……………………………………3 CONCRETE AND WIND DESIGN………………………………........6 SAP2000 ANALYSIS: PROCEDURE…………………………………..7 SAP2000: SHEAR AND MOMENT DIAGRAMS…………………10 SAP2000: DESIGN RESULTS……………………………………………11

GENERAL INFORMATION GEOGRAPHY

LOCATION: AUSTIN, TEXAS

LOADING

DEAD LOAD: 60 PSF

ALL LIVE LOADS FROM IBC 2012

CONSTRAINTS

ALL BEAMS MODELED AS SIMPLY SUPPORTED

PINNED CONNECTIONS

NO MOMENT CONNECTIONS

RESOURCES

SAP 2000 STRUCTURAL ANALYSIS SOFTWARE

MICROSOFT EXCEL 2013

AISC STEEL CONSTRUCTION MANUAL 13TH ED.

AISC STEEL MANUAL LOAD DEFLECTION TABLES

IBC 2012

o TABLES OF PRESCRIBED LIVE LOADS

ACI 318 CONCRETE DEFLECTION LIMITS

ASCE 7-10: WIND LOADS SECTION

FLEXURAL DESIGN FOR GRAVITY LOADS IN STEEL: LOADING & DESIGN PROCESS

LIVE FLOOR LOADS: IBC 2012 TABLES

STORAGE (LIGHT): 125 PSF

MANUFACTURING (HEAVY): 250 PSF

CORRIDOR: 80 PSF

OFFICE: 50 PSF

DEAD FLOOR LOAD

PRESCRIBED (ASSUMED): 60 PSF

DESIGN PROCEDURE WITH EXCEL ACCORDING TO AISC STEEL MANUAL

1. Determine the loads based on IBC 2012 prescribed live load tables for all programs.

2. Factor the loads for the worst conditions using LRFD format.

3. Determine the tributary widths and lengths for all flexural members.

4. Compute the respective area and corresponding live loads for each member.

5. Compute the maximum moment and shear due to the loading conditions using Table 3-23 (AISC).

6. Choose a preliminary section using Table 3-2 (AISC) according to required moment capacity, and record the moment of inertia and shear capacity.

7. Quickly check that the shear capacity of the section is adequate.

8. Compute the maximum deflection using Table 3-23 (AISC). 9. Compare calculated deflection to the deflection limit for

each member. 10. If deflection limits are not met, use the GOAL SEEK

function in EXCEL to solve for a moment of inertia that will meet the limits.

11. With this new moment of inertia, use Table 3-2 (AISC) to find a close match.

12. Make all of the necessary checks for the section properties and capacities.

FLEXURAL DESIGN FOR GRAVITY LOADS IN STEEL: BUILDING FLOOR PLAN

B1

B2

B3

B4

B5

B6

B15

B1

2

B8

B7

B9

B1

0

B1

1

B1

3

B1

4

B16

B17

B18

B19

G1

G

2

G3

G4

G

5

G6

G1

0

G1

1

G1

2

G1

3

G1

4

G7

G7

G8

G8

G1

5

FLEXURAL DESIGN FOR GRAVITY LOADS IN STEEL: SELECTED BEAMS AND GIRDERS

Light Storage

Primary G4

Trib. Length (ft)

Trib. Width (ft)

a (ft) b (ft) Point Load (k) Area Load

(psf) Linear Load

(klf)

Mmax point load

(k-ft)

Mmax center (k-

ft)

Vmax (k)

20 5 5 15 51 472 2.36 279.75 245.5 61.85

Section Choice

I (in^4) Defl. Point (in) Defl. Distrib. (in) Deflection (in) Defl. Limit

(in) Defl. Check

W21x44 843 0.402 0.348 0.749 1.000 0.251

Office

Secondary B16-B18

Trib. Length (ft)

Trib Width (ft)

Area Load (psf)

Linear Load (klf) Mmax (k-ft) Vmax (k)

25 15 232 3.48 271.875 43.5

Section Choice

I (in^4) Deflection (in) Defl. Limit (in) Defl. Check

W21x44 843 1.251 1.250 -0.0011

Manufacturing (Heavy)

Primary G8

Trib. Length (ft)

a (ft) Trib Width (ft) Point Load (k) Mmax Center Point (k-

ft)

Mmax Flanking

Points (k-ft)

Total Mmax (k-ft)

Vmax (k)

40 10 10 94.4 944 944 1888 141.6

Section Choice

I (in^4) Deflect. Mid

(in) Deflect. Flank (in) Deflection (in)

Defl. Limit (in)

Defl. Check

W40x149 9800 0.77 1.05 1.82 2.00 0.182

Corridor

Primary G7

Trib. Length (ft)

a (ft) Point Load (k) Mmax Center

Point (k-ft) Mmax Flanking Points

(k-ft) Total Mmax

(k-ft) Vmax (k)

40 10 67.2 672 672 1344 100.8

Section Choice

I (in^4) Deflect. Mid

(in) Deflect. Flank (in) Deflection (in)

Defl. Limit (in)

Defl. Check

W33x130 6710 0.80 1.09 1.89 2.00 0.110

FLEXURAL DESIGN IN CONCRETE & WIND CALCULATIONS WIND CALCULATIONS FOR THE BUILDINGS’ LONG SIDE

Long Side Windward Leeward Loads

Building Floor

Heighth Above

Ground

Trib Area

Kz qz Cp wind

pressure (psf)

Force (kip)

Kh qh Cp wind

pressure (psf)

Force (kip)

Total Shear (kip)

Total Moment

(k-ft)

8 110 450 1.02 29.22 0.8 19.87 8.94 1.02 29.22 -0.5 -12.42 -5.59 14.53 1598.48

7 100 1125 0.99 28.44 0.8 19.34 21.76 1.02 29.22 -0.5 -12.42 -13.97 35.73 3572.85

6 85 1350 0.94 27.15 0.8 18.46 24.92 1.02 29.22 -0.5 -12.42 -16.77 41.69 3543.62

5 70 1575 0.89 25.68 0.8 17.46 27.51 1.02 29.22 -0.5 -12.42 -19.56 47.07 3294.82

4 50 1800 0.81 23.33 0.8 15.86 28.56 1.02 29.22 -0.5 -12.42 -22.36 50.91 2545.58

3 30 1800 0.70 20.16 0.8 13.71 24.68 1.02 29.22 -0.5 -12.42 -22.36 47.03 1411.01

2 10 1350 0.57 16.54 0.8 11.25 15.18 1.02 29.22 -0.5 -12.42 -16.77 31.95 319.50

Ground 0 450 0.57 16.54 0.8 11.25 5.06 1.02 29.22 -0.5 -12.42 -5.59 10.65 0.00

279.56 16285.87

Risk Category 2

V 115

Kd 0.85

Exposure B

Kzt 1

Gust 0.85

Enclosure 0.18

α 7

zg 1200

L 60

B 90

L/B 0.666667

CONCRETE DESIGN FOR B17

Material Properties

f'c (ksi) 4 fy (ksi) 60 φ 0.9

One End Continuous

Length Delfection

Limit Height (in) Width (in) Bar Type

Bar diam. (in)

# of bars

25 16.21621622 18 10 5 0.625 2

Classroom Int. Beam

T Width (ft)

Area Load (psf)

Linear Load (klf) M max (k-ft) M max (k-in) V max (k)

10 50 0.5 39.0625 468.75 6.25

d Asreq (in^2) As prov. (in^2) a (in) φMn (k-in)

16.1875 0.595833929 0.613592315 1.082809968 518.4174779

SAP2000 ANALYSIS: PROCEDURE

1. Open SAP2000 and choose a blank template with the desired units. 2. Draw a grid based on the chosen floor plan to help place columns and beams. 3. Define the materials to use and the kinds of sections to use. 4. Draw the columns and beams according to the floor plan. 5. Specify the restraints of all the connections and supports (we assumed pinned connections for everything). 6. Map out floor areas for the various loading conditions in the building. 7. Assign area loads to the already defined floor areas. 8. Define the load combinations needed for the area loads (we only assume dead and live gravity loads and the

controlling condition is 1.2D + 1.6L) 9. Run the model analysis. 10. Design the frame using the “Design” tab to assign beam and column sizes based on constraints, materials, and

loadings chosen.

SAP2000: BUILDING MODEL

SAP2000 RESULTS: SHEAR AND MOMENT DIAGRAMS – 3D

AP2000 RESULTS: SHEAR AND MOMENT DIAGRAMS – 3D

AP2000 RESULTS: FLOOR DESIGN WITH 3D DESIGN