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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