Schematic Design Hand Calculations

ARE 320L – Spring 2013

Morgan Allford

The first phase of the structural specialization was the schematic design and analysis of a 5 story steel building. We determined the basic live and dead loads for each floor and the roof, façade included. The loads were based on AISC standards and manufacture data. This load data was then used to calculate the loading on the individual beams and columns. These loads in turn were used to calculate the moment and shear applied to the building frame members. The moment and shear determined appropriate sizes for the members based upon the AISC steel design manual.

Schematic Design Excel Calculations

ARE 320L – Spring 2013

Morgan Allford

The second phase of the structural specialization was development of the loading and design calculations in excel. Each load was listed and then combined for the load calculations. Each frame member’s shear and moment were calculated and appropriate members were selected. The deflection of each member was checked for serviceability. We used the program to run calculation for variations in the member layout. A basic analysis of a beam and girder from our Museum Classroom project was performed for comparison to the original structural estimates.

Loads

Dead Load (psf) Assumptions

Floor Deck Self‐Weight (psf) 34 Vulcraft 2C22 (2.5" concrete)

Flooring (psf) 10 Tile

Ceiling (psf) 1 Acoustical Tile

Roofing (psf) 12 4" Insulation, 5 ply felt with gravel ballast

Roof Deck Self‐Weight (psf) 5 No concrete, Bobby #

MEP (psf) 2 Ducts, Bobby #

Floor Misc. (psf) 3 Fire Protection

Roof Misc. (psf) 5 Fire Protection

Floor Total (psf) 50

Roof Total (psf) 25

Facade Veneer (psf) 40 4" Brick

Façade Infill (psf) 38 8" CMU

*Facade Height (ft) 15 Floor ‐ to ‐ Floor

Façade Total (lb/ft) 1170 Façade Total (psf)*Façade height(ft)

Façade Total (k/ft) 1.17

Live Load (psf)

Office (psf) 50 ASCE 7‐10 Table 4‐1

Lobby/1st Floor Corridor(psf) 100 ASCE 7‐10 Table 4‐1

Corridor above 1st Floor (psf) 80 ASCE 7‐10 Table 4‐1

Museum (psf) 100 ASCE 7‐10 Table 4‐1

% Office, 1st Floor (%)

% Corridor/Lobby, 1st Floor (%)

% Office, Above 1st Floor (%) 90

% Corridor/Lobby, Above 1st Floor (%) 10

Partitions (psf) 15 ASCE 7‐10 Table 4‐1

LL 1st Floor (psf) 0

LL Above 1st Floor (psf) 100

Misc. LL 1st Floor (psf) 0

Misc. LL Above 1st Floor (psf) 15

Total LL 1st Floor (psf) 15

Total LL Above 1st Floor (psf) 115

Roof LL (psf) 20 ASCE 7‐10 Table 4‐1

Misc. Roof LL (psf) 0

Total Roof LL (psf) 20

Wind Load (psf)

Uniform Wind Load (psf) 30 Bobby #

Element: Exterior Floor Beam FB1

Length (ft) 16.33 Plans

Floor Beam Spacing (ft) 6.50 Plans, Rect.Tributary Areas

Factored DL+LL, φw (k/ft) 2.99 Load = 1.2D+1.6L, w/Façade

Unfactored LL (k/ft) 0.75

Moment, M (k‐ft) 99.67 φwL^2/8

Shear, V (k) 24.4 φwL/2

Beam Selected W14x22 Calculated OK?

Moment Capacity (k‐ft) 125 vs. 99.67 YES

Shear Capacity (k) 94.8 vs. 24.41 YES

Ix (in^4) 199

Ix required for deflection (in^4) 75.77

Deflection, Δ (in) 0.21 L/360 OK?

Deflection Limit (in) 0.54 vs. 0.207 YES

Element: Interior Floor Beam FB2

Length (ft) 48.17 Plans

Tributary Area Width (ft) 6.50 Plans, Rect.Tributary Areas

Factored DL+LL, φw (k/ft) 1.586 Load = 1.2D+1.6L

Unfactored LL (k/ft) 0.7475

Moment, M (k‐ft) 459.95 φwL^2/8

Shear, V (k) 38.2 φwL/2

Beam Selected W24x76 Calculated OK?

Moment Capacity (k‐ft) 750 vs. 459.95 YES

Shear Capacity (k) 315 vs. 38.20 YES

Ix (in^4) 2100

Ix required for deflection (in^4) 1944.27

Deflection, Δ (in) 1.49 L/360 OK?

Deflection Limit (in) 1.61 vs. 1.49 YES

Element: Exterior Floor Girder FG1

Length (ft) 19.5 Plans

Tributary Area Width (ft) 6.50 Plans, Rect.Tributary Areas

Factored DL+LL, φw (k) 38.20 Load = 1.2D+1.6L

Factored Façade Dead Load 1.40

Unfactored Floor LL (k/ft) 18.00

Moment, M (k‐ft) 315.01 Pa+(wfacade*L4)/8

Shear, V (k) 51.89 φwL/2

Beam Selected W21x48 Calculated OK?

Moment Capacity (k‐ft) 398 vs. 315.01 YES

Shear Capacity (k) 217 vs. 51.89 YES

Ix (in^4) 959

Ix required for deflection (in^4) 437.02

Deflection, Δ (in) 0.30 L/360 OK?

Deflection Limit (in) 0.65 vs. 0.30 YES

Element: Exterior Roof Beam RB1

Assumptions

Length (ft) 16.33 Plans

Tributary Area Width (ft) 6.5 Plans, Rect.Tributary Areas

Factored DL+LL, φw (k/ft) 0.40 Load = 1.2D+1.6L, no Façade

Unfactored LL (k/ft) 0.13

Moment, M (k‐ft) 13.43 φwL^2/8

Shear, V (k) 3.29 φwL/2

Beam Selected W8x10 Calculated OK?

Moment Capacity (k‐ft) 32.9 vs. 13.4334458 YES

Shear Capacity (k) 40.2 vs. 3.290495 YES

Ix (in^4) 30.8

Ix required for deflection (in^4) 13.18

Deflection, Δ (in) 0.23 L/360 OK?

Deflection Limit (in) 0.54 vs. 0.23 YES

Element: Interior Roof Beam RB2

Length (ft) 48.17 Plans

Tributary Area Width (ft) 6.5 Plans, Rect.Tributary Areas

Factored DL+LL, φw (k/ft) 0.40 Load = 1.2D+1.6L

Unfactored LL (k/ft) 0.13

Moment, M (k‐ft) 116.87 φwL^2/8

Shear, V (k) 9.71 φwL/2

Beam Selected W16x31 Calculated OK?

Moment Capacity (k‐ft) 203 vs. 116.87 YES

Shear Capacity (k) 131 vs. 9.71 YES

Ix (in^4) 375

Ix required for deflection (in^4) 338.13

Deflection, Δ (in) 1.45 L/360 OK?

Deflection Limit (in) 1.61 vs. 1.45 YES

Element: Exterior Roof Girder RG1

Length (ft) 19.5 Plans

Tributary Area Width (ft) 6.5 Plans, Rect.Tributary Areas

Factored DL+LL, φw (k) 9.71 Load = 1.2D+1.6L

Factored Façade Dead Load 0.00

Unfactored Floor LL (k/ft) 3.13

Moment, M (k‐ft) 63.09 Pa+(wfacade*L4)/8

Shear, V (k) 9.71 φwL/2

Beam Selected W12x14 Calculated OK?

Moment Capacity (k‐ft) 65.3 vs. 63.09 YES

Shear Capacity (k) 64.3 vs. 9.71 YES

Ix (in^4) 88.6

Ix required for deflection (in^4) 76.00

Deflection, Δ (in) 0.56 L/360 OK?

Deflection Limit (in) 0.65 vs. 0.56 YES

Element: Interior Column C1

Assumptions

# of Floors 2 Plans

Floor Height,KL (ft) 15 Braced at each floor

Distance btw Columns (ft) 19.5 Plans

Factored DL+LL Floor (k) 92.781

Factored DL+LL Roof (k) 23.5755

Load (k) 116.3565

Beam Selected W10x77 Calculated OK?

Load Capacity (k) 718 vs. 116.3565 YES

Element: Corner Column C2

Assumptions

# of Floors 2

Max Floor Height,KL (ft) 25 Braced at each floor

Distance btw Columns (ft) 19.5

Factored DL+LL Floor (k) 92.781

Factored DL+LL Roof (k) 23.5755

Factored Façade Load/Floor (k) 27.378

Load (k) 83.8

Beam Selected W10x77 Calculated OK?

Load Capacity (k) 718 vs. 83.845125 YES

Element: Edge Column C3

Assumptions

# of Floors 2

Max Floor Height,KL (ft) 25 Braced at each floor

Distance btw Columns (ft) 19.5

Factored DL+LL Floor (k) 92.781

Factored DL+LL Roof (k) 23.5755

Factored Façade Load/Floor (k) 27.378

Load (k) 112.93425

Beam Selected W10x77 Calculated OK?

Load Capacity (k) 718 vs. 112.93425 YES

# Selected Floor Beam

FB2 Length 

(ft)

Floor Beam 

Spacing (ft)

Selected 

FG2

Floor Girder 

Length (ft) Total DL (psf) Total LL (psf)

1 W18x40 30 10 W24x62 30 50 75

2 W16X31 30 8 W21x44 24 50 75

3 W24x68 45 10 W24x84 30 50 75

4 W24x55 45 8 W24x62 24 50 75

5 W25x76 45 13.33 W33x118 40 50 75

6 W21x44 30 10 W24x76 30 50 115

7 W18x40 30 8 W21x55 24 50 115

8 W24x76 45 8 W24x76 24 50 115

8 Layout Results

UP

W18X40

W18X40

W18X40

W18X40

W18X40

W18X40W18X40

W18X40W18X40

W18X40

W18X40

W18X40

W24X68

W24X68 W

24X68

W24X68

W24X68

W24X68

W24X68

W24X68

W24X68

W24X68

W18X40

W18X40

W18X40

W18X40

24LH07

24LH07

32LH10

32LH10

32LH10

32LH10

32LH10

32LH10

32LH10

32LH10

32LH10

32LH10

32LH10

32LH10

32LH10

32LH10

32LH10

32LH10

32LH10

32LH10

32LH10

32LH10

W24X68

W24X68

W24X68

W24X68

W18X40

W18X40

W18X40

W18X40

W18X40W18X40W18X40W24X68W18X40

W18X40

W18X40

W18X40

W18X40

W24X68

W24X68

W12X26

W12X26

W12X26

W12X26

W12X26

W18X40W18X40W18X40W18X40W18X40W18X40

W18X40

W18X40

W18X40

W18X40

W18X40

W18X40

W18X40

W18X40W18X40 W18X40

W18X40

W18X40

W18X40

W24X68

W24X68

W18X40

W18X40

W18X40

W18X40

W18X40

W18X40

W18X40

W18X40

HSS6X6X.500

HSS6X6X.500

HSS6X6X.500

HSS6X6X.500

HSS6X6X.500

HSS6X6X.500

HSS6X6X.500

HSS6X6X.500Lobby

Classroom

Freight

Water

Primary Electical

Coat

Men's

Women's

IT

N

Entry

Entry

W18X40

W18X40

W18X40

W18X40

HSS6X6X.500

HSS6X6X.500

HSS6X6X.500

Scale 1" = 20'-0" S.5Spring 2013 ARE 320LName: Morgan Allford

Second Floor Structural Plan

Note: Columns are HSS10x10x12

Element: Exterior Floor Beam FB1

Length (ft) 16.33 Plans

Floor Beam Spacing (ft) 6.50 Plans, Rectangular Tributary Areas

Factored DL+LL, φw (k/ft) 2.99 Load Combination = 1.2D+1.6L, Façade included

Unfactored LL (k/ft) 0.75

Moment, M (k‐ft) 99.67 φwL^2/8

Shear, V (k) 24.4 φwL/2

Beam Selected W14x22 Calculated OK?

Moment Capacity (k‐ft) 125 vs. 99.67 YES

Shear Capacity (k) 94.8 vs. 24.41 YES

Ix (in^4) 199

Ix required for deflection (in^4) 75.77

Deflection, Δ (in) 0.21 L/360 OK?

Deflection Limit (in) 0.54 vs. 0.207 YES

Element: Exterior Floor Girder FG1

Length (ft) 24 Plans

Tributary Area Width (ft) 8.00 Plans, Rectangular Tributary Areas

Factored DL+LL, φw (k) 43.92 Load Combination = 1.2D+1.6L

Factored Façade Dead Load 1.404

Unfactored Floor LL (k/ft) 20.7

Moment, M (k‐ft) 452.448 Pa+(wfacade*L4)/8

Shear, V (k) 60.768 φwL/2

Beam Selected W24x62 Calculated OK?

Moment Capacity (k‐ft) 1420 vs. 452.448 YES

Shear Capacity (k) 306 vs. 60.768 YES

Ix (in^4) 1550

Ix required for deflection (in^4) 761.21

Deflection, Δ (in) 0.39 L/360 OK?

Deflection Limit (in) 0.80 vs. 0.39 YES

Results Calculated BCI

FB1 W14x22 W18x40

FG1 W21x48 W18x40

RISA Structural Analysis

ARE 320L – Spring 2013

Morgan Allford

The final phase of the structural specialization began with researching a chosen structural analysis programs. I researched SAP2000, a 3D structural program intended for infrastructure projects. We then design and analyzed a two story building frame in RISA 3D. We performed basic hand and excel calculations for the frame for comparison.

HISTORY

• First released in 1970 • Created to be a more efficient and specialized analysis program for civil structures • Developer: Computers and Structures, Inc. (CSI) • Current version: SAP2000 15.2.1

HOW IT IS USED

• ETABS is commonly used to analyze civil structures such as dams, communication towers, stadiums, industrial plants and buildings

• Can model and analyze simple 2D static frames to large complex 3D nonlinear dynamic systems

• Features: o Intuitive user interface o Fully integrated program that allows model creation, modification, execution of

analysis, design optimization, and results review from within a single interface o The basic program SAP2000 BASIC can analyze up to 1500 nodes. The more

advanced programs do not have a node limit o Fully interactive steel, concrete and aluminum frame member design for many

American, Canadian and European design codes • Analysis options:

o Static linear/nonlinear analysis o Construction sequence loading o Dynamic response spectrum analysis o Dynamic linear and nonlinear time history analysis o Large displacement analysis o Bridge analysis o Buckling analysis

• Design Options: o Steel, Concrete and Aluminum Frame Design

Interactive design supported by design codes o Static and Dynamic loads o Ductile and non-ductile o Concrete column axial load – biaxial moment interaction diagram

• Output: o 3D perspectives of deformed and undeformed structural geometry o Bending moment, shear force, axial force and deflection diagrams o Stress contours o Animation of deformed shapes, mode shapes and time history behavior

o Animated stress contours o Multiple windows simultaneously displaying different output parameters

• BIM Integration options: o Exporting from Revit Structure to create a new SAP2000 model o Importing from SAP2000 to create a new Revit Structure model o Tekla Structures (analysis) model may be merged to an already existing SAP2000

model o Importing from SAP2000 to Tekla Structures

COST / AVAILABILITY

• Free demo version available by request o http://www.csiberkeley.com/support/downloads/software-trial-request

• Licensing is provided on a case by case basis. Contact the CSI Sales support team for more info.

TUTORIAL SOURCES / LINKS

• Helpful video tutorials o http://www.csiberkeley.com/sap2000/watch-and-learn#page=page-1

• SAP2000 knowledge base o https://wiki.csiberkeley.com/display/sap2000/Home

• SAP2000 Manuals o http://www.comp-engineering.com/SAPManE.htm

SOURCES

http://www.comp-engineering.com/products/SAP2000/sap2000.html

1

RISA Original Model

2

3

Suggested W18x35

Suggested W16x40

Element: Exterior Floor Beam FB1

Length (ft) 30 Plans

Floor Beam Spacing (ft) 10 Plans, Rect.Tributary Areas

Live Load, L (ksf) 0.075

Dead Load, D (ksf) 0.05

Factored DL+LL, φw (k/ft) 0.90 Load = 1.2D+1.6L

Unfactored LL (k/ft) 0.38

Moment, M (k‐ft) 101.25 (PL^2)/8

Shear, V (k) 13.5 PL/2

Beam Selected W18x40 Calculated OK?

Moment Capacity (k‐ft) 294 vs. 101.25 YES

Shear Capacity (k) 169 vs. 13.5 YES

Ix (in^4) 612

Ix required for deflection (in^4) 235.67

Deflection, Δ (in) 0.385 L/360 OK?

Deflection Limit (in) 1 vs. 0.385 YES

Element: Interior Floor Beam FB2

Length (ft) 30 Plans

Tributary Area Width (ft) 10 Plans, Rect. Tributary Areas

Live Load, L (ksf) 0.075

Dead Load, D (ksf) 0.05

Factored DL+LL, φw (k/ft) 1.8 Load = 1.2D+1.6L

Unfactored LL (k/ft) 0.75

Moment, M (k‐ft) 202.5 (PL^2)/8

Shear, V (k) 27.0 PL/2

Beam Selected W18x40 Calculated OK?

Moment Capacity (k‐ft) 294 vs. 202.5 YES

Shear Capacity (k) 169 vs. 27 YES

Ix (in^4) 612

Ix required for deflection (in^4) 471.34

Deflection, Δ (in) 0.77 L/360 OK?

Deflection Limit (in) 1.0 vs. 0.770 YES

Element: Exterior Floor Girder FG1

Length (ft) 20 Plans

Tributary Area Width (ft) 10.00 Plans, Rect.Tributary Areas

Live Load, L (ksf) 0.075

Dead Load, D (ksf) 0.05

Factored DL+LL (k) 27 Load = 1.2D+1.6L

Factored Façade Dead Load 0

Unfactored Floor LL (k/ft) 11.25

Moment, M (k‐ft) 135 PL/4

Shear, V (k) 13.5 P/2

Beam Selected W18x40 Calculated OK?

Moment Capacity (k‐ft) 294 vs. 135 YES

Shear Capacity (k) 169 vs. 13.5 YES

Ix (in^4) 612

Ix required for deflection (in^4) 287.29

Deflection, Δ (in) 0.31 L/360 OK?

Deflection Limit (in) 0.67 vs. 0.31 YES

Element: Interior Floor Girder FG2

Length (ft) 20 Plans

Tributary Area Width (ft) 10.00 Plans, Rect. Tributary Areas

Live Load, L (ksf) 0.075

Dead Load, D (ksf) 0.05

Factored DL+LL, φw (k) 54 Load = 1.2D+1.6L

Factored Façade Dead Load 0

Unfactored Floor LL (k) 22.5

Moment, M (k‐ft) 270 PL/4

Shear, V (k) 27 P/2

Beam Selected W18x40 Calculated OK?

Moment Capacity (k‐ft) 294 vs. 270 YES

Shear Capacity (k) 169 vs. 27 YES

Ix (in^4) 612

Ix required (in^4) 574.58

Deflection, Δ (in) 0.63 L/360 OK?

Deflection Limit (in) 0.67 vs. 0.63 YES

Element: Exterior Roof Beam RB1

Assumptions

Length (ft) 30 Plans

Roof Beam Spacing (ft) 10 Plans, Rect. Tributary Areas

Live Load, L (ksf) 0.02

Dead Load, D (ksf) 0.05

Factored DL+LL, φw (k/ft) 0.31 Load  = 1.2D+1.6L

Unfactored LL (k/ft) 0.1

Moment, M (k‐ft) 34.875 φwL^2/8

Shear, V (k) 4.65 φwL/2

Beam Selected W16x31 Calculated OK?

Moment Capacity (k‐ft) 203 vs. 34.875 YES

Shear Capacity (k) 131 vs. 4.65 YES

Ix (in^4) 375

Deflection, Δ (in) 0.17 L/360 OK?

Deflection Limit (in) 1 vs. 0.17 YES

Element: Interior Roof Beam RB2

Length (ft) 30 Plans

Tributary Area Width (ft) 10 Plans, Rect. Tributary Areas

Live Load, L (ksf) 0.02

Dead Load, D (ksf) 0.05

Factored DL+LL, φw (k/ft) 0.62 Load  = 1.2D+1.6L

Unfactored LL (k/ft) 0.2

Moment, M (k‐ft) 69.75 φwL^2/8

Shear, V (k) 9.3 φwL/2

Beam Selected W16x31 Calculated OK?

Moment Capacity (k‐ft) 203 vs. 69.75 YES

Shear Capacity (k) 131 vs. 9.3 YES

Ix (in^4) 375

Deflection, Δ (in) 0.34 L/360 OK?

Deflection Limit (in) 1 vs. 0.34 YES

Element: Exterior Roof Girder RG1

Length (ft) 20 Plans

Tributary Area Width (ft) 10 Plans, Rect. Tributary Areas

Live Load, L (ksf) 0.02

Dead Load, D (ksf) 0.05

Factored DL+LL, φw (k) 9.3 Load  = 1.2D+1.6L

Factored Façade Dead Load 0

Unfactored Floor LL (k/ft) 3

Moment, M (k‐ft) 93 Pa+(wfacade*L4)/8

Shear, V (k) 9.3 φwL/2

Beam Selected W16x31 Calculated OK?

Moment Capacity (k‐ft) 203 vs. 93 YES

Shear Capacity (k) 131 vs. 9.3 YES

Ix (in^4) 375

Deflection, Δ (in) 0.14 L/360 OK?

Deflection Limit (in) 0.67 vs. 0.14 YES

Element: Interior Floor Girder RG2

Length (ft) 20 Plans

Tributary Area Width (ft) 10 Plans, Rect. Tributary Areas

Live Load, L (ksf) 0.02

Dead Load, D (ksf) 0.05

Factored DL+LL, φw (k) 18.6

Factored Façade Dead Load 0 Load  = 1.2D+1.6L

Unfactored Floor LL (k/ft) 6

Moment, M (k‐ft) 186 Pa+(wfacade*L4)/8

Shear, V (k) 18.6 φwL/2

Beam Selected W16x31 Calculated OK?

Moment Capacity (k‐ft) 203 vs. 186 YES

Shear Capacity (k) 131 vs. 18.6 YES

Ix (in^4) 375

Deflection, Δ (in) 0.27 L/360 OK?

Deflection Limit (in) 0.67 vs. 0.27 YES

Element: Interior Column C1 Element not Relevant to Design

Assumptions

# of Floors 2 Plans

Unbraced Length (ft) 30 Braced at each floor

Distance btw Columns (ft) 30 Plans

Factored DL+LL Floor (k) 108

Factored DL+LL Roof (k) 37.2

Load (k) 145.2

Beam Selected W10x49 Calculated OK?

Load Capacity (k) 162 vs. 145.2 YES

Element: Corner Column C2

Assumptions

# of Floors 2

Unbraced Length,KL (ft) 30 Braced at each floor

Distance btw Columns (ft) 30

Factored DL+LL Floor (k) 108

Factored DL+LL Roof (k) 37.2

Factored Façade Load/Floor  0

Load (k) 36.3

Beam Selected W10x49 Calculated OK?

Load Capacity (k) 162 vs. 36.3 YES

Element: Edge Column C3

Assumptions

# of Floors 2

Unbraced length,KL (ft) 30 Braced at each floor

Distance btw Columns (ft) 30

Factored DL+LL Floor (k) 108

Factored DL+LL Roof (k) 37.2

Factored Façade Load/Floor  0

Load (k) 72.6

Beam Selected W10x49 Calculated OK?

Load Capacity (k) 162 vs. 72.6 YES