6-4-CS27003-26185370-Approved Structural Calcs.pdf

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DFCM Construction - Prequalified General Stage II - Utah State Fairpark - Fairpark Grand Entrance Improvements - Project #26185370
Solicitation number
CS27003
Issued by
Utah

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This is a structural calculations document prepared by BHB Consulting Engineers for the Park Entrance Updates project at Utah State Fairpark, located at 155 North 1000 West, Salt Lake City, Utah 84116 (DFCM Project No. 26185370). The document provides comprehensive structural design analysis for an entry sign structure, including detailed calculations for wind loads, seismic loads, snow drift loads, and other environmental factors per IBC 2021 code requirements. The project involves the design of steel framing components including top and bottom beams (W24x104 and W12x79 sections), steel columns (W14x109 sections), and supporting structural elements. The calculations demonstrate compliance with AISC 360-22 standards for steel design and include analysis of bending stresses, shear forces, deflections, and load combinations under various conditions including dead loads, live loads, wind, snow, and seismic forces. The document was prepared by Scott P. Evans Architect & Associates and reviewed for code compliance by Thomas Peterson on July 8, 2026, with an initial revision dated June 30, 2026.

The structural calculations indicate that all design elements pass code requirements with appropriate safety factors applied. The foundation design uses a 10.5-foot by 10.5-foot concrete footing with a 20-inch thickness, reinforced with #7 rebar in both directions, and is designed per ACI 318-19 standards with an allowable soil bearing capacity of 1.742 ksf. The steel base plate is 30 inches by 30 inches by 2 inches, anchored with 1.5-inch diameter F1554 Grade 55 cast-in-place anchors embedded 21 inches into concrete. Seismic design calculations reflect a Site Class D with spectral response parameters appropriate for the Salt Lake City location, resulting in design earthquake loads of 14.53 kips total. Maximum wind pressures of 18.7 psf were calculated based on basic wind speed of 103 mph with exposure category C. All structural members demonstrate stress ratios well below allowable limits, with the governing load combination being +1.445D+E for the column design, resulting in a maximum axial and bending stress ratio of 0.7063.

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PARK ENTRANCE UPDATES

UTAH STATE FAIRPARK

155 NORTH 1000 WEST

SALT LAKE CITY, UTAH 84116

DFCM PROJECT NO. 26185370

STRUCTURAL CALCULATIONS

(CONFORMING)

DIVISION OF FACILITIES

CONSTRUCTION AND

MANAGEMENT

REVIEWED FOR

CODE COMPLIANCE

THOMAS PETERSON

07/08/2026

2766 South Main Street - SLC, Utah 84115 - Phone: 801.355.5656 - Fax: 801.355.5950 www.bhbengineers.com

Prepared For:

Prepared By:

Structural Calculations

BHB Project # 260152

Utah State Fairpark Sign

These calculations were prepared solely for the client and project listed on the cover sheet. They shall not be copied or used for the benefit of any other party or project.

Rev 1 6/30/2026

JLM

Scott P. Evans Architect & Associates

155 North 1000 West Salt Lake City, UT 84116

06/30/2026

2766 South Main Street - SLC, Utah 84115 - Phone: 801.355.5656 - Fax: 801.355.5950 www.bhbengineers.com

Calculations Index

Utah State Fairpark Sign

These calculations were prepared solely for the client and project listed on the cover sheet. They shall not be copied or used for the benefit of any other party or project.

HEADING PAGE

Calculations Index PAGE General Criteria Steel Framing

G-1 R-1

G1

S FN-1Footing Design

Site Data ft

Building Data ft ft ft

Soils Report

Recommendations Summary in psf

Frost Depth in

Lateral Pressures pcf pcf pcf

D-Default

General Information

-111

155 North 1000 West

Salt Lake City, UT 84116

22.5

12.2

Utah State Fairpark Sign

40.772908

-111.920058

23.67

II

Salt Lake

260152

6/15/26

2766 South Main Street - SLC, Utah 84115

Phone: 801.355.5656 - Fax: 801.355.5950

JLM

Address

County

IBC

Latitude

Longitude

Elevation

Risk Category

Roof Height, h

Plan Length, L

Plan Width, B

Author

Dated

Coeff of Friction

Job #

Foundation Type

Structural Fill

Soil Bearing

Transient Increase

Soil Site Class

Active

At Rest

Passive

Project: Sheet:

Job#:

Date:

By:

G2

Site Mapping

Utah State Fairpark Sign 260152

6/15/26

2766 South Main Street - SLC, Utah 84115

Phone: 801.355.5656 - Fax: 801.355.5950

JLM

Project: Sheet:

Job#:

Date:

By:

Map Not Generarated

Press "Geocode Location" in

BHB Project ribbon to generate map image

G3

Roof Σ = 9 psf

Signage 5

Collateral 4

Dead Loads

Utah State Fairpark Sign 260152

6/15/26

2766 South Main Street - SLC, Utah 84115

Phone: 801.355.5656 - Fax: 801.355.5950

JLM

Project: Sheet:

Job#:

Date:

G4

Description

Snow Drift Data psf psf pcf ft ft ft

TRUE

Term Definition

Pf Minimum Roof Snow Load (psf)

Pg Basic Ground Snow Load (psf)

Pm Maximum Intensity of Load at the Height Change (psf)

Ce Snow Exposure factor (Table 7-2)

Ct Thermal Factor (Table 7-3)

Is Imporatnce Factor (Table 7-4)

D Density of Snow (pcf)

Hb Height of Balanced Snow Load on Lower Roof

Hd Maximum Height of Drift Surcharge (feet)

Hc Height Difference Between Upper Roof and Top of Balanced Snow Load on Lower Roof

Hr Height Difference Between Roof Elevations

Lu Length of Roof Upward of Drift Normal to the Line of Change in Roof Level (feet)

But Not Less than 25 feet

For Windward Drifts, Program Takes 75% of "Hd" for Claculating Snow Drift

W Width of Drift (feet)

No Parapet

Leeward Drift

Windward Drift

Hr

Pf

D

Hb

Hc

Drift 1 - Typical Parapet

W [ft] Pm [psf] Pd [psf]

-27

-6

-6

3.5

-1.5

Lu Hd [ft]

29.0

1.0

1.0

1.00

1.1

2.4

Snow Drift

Utah State Fairpark Sign 260152

6/15/26

2766 South Main Street - SLC, Utah 84115

Phone: 801.355.5656 - Fax: 801.355.5950

JLM

Pg

Ce

Ct

Is

Leeward Drift Windward Drift

Project: Sheet:

Job#:

Date:

G5

Design Data ft ft ft ft deg mph

Importance Factor, Iw

Main Wind Force Resisting System

Surface

Windward Walls or

Leeward Walls or

Side Walls or

Roof Parallel and or

Normal, θ < 10 or or or

Roof (Normal, θ > 10, WW) or

Roof (Normal, θ > 10, LW) or

Windward Parapet

Leeward Parapet

Components and Cladding Roof Type

Effective Trib Area ft^2 'a' dimension ft

Component Ht, z ft Velocity Pressure, qz psf

Surace Zone

Walls Pos Zone 4 & 5 or

Neg Zone 4 or

Neg Zone 5 or

Roof Pos Zone 1 or

Pos Zone 2 or

Pos Zone 3 or

Neg Zone 1 or

Neg Zone 2 or

Neg Zone 3 or

Parapet WW Zone 4 (+Zone 4) - (-Zone 2) or

WW Zone 5 (+Zone 5) - (-Zone 3) or

LW Zone 4 (-Zone 4) - (+Zone 2) or

LW Zone 5 (-Zone 5) - (+Zone 3) or-25.8 -25.8 -25.8

18.5 1.5 27.8

18.5 -1 -18.5

27.8

-18.5

44.4 44.4 44.4

56.3 56.3 56.3

-22.0 -22.0 -22.0

-44.1

18.5

-28.9 18.5

-40.8 18.5

3.3

3.3

3.3

3.3

3.3

3.3

3.3

3.3

-17.2

22 18.2

-24.3

16.0

16.0

16.0

-23.7

-32.2

-0.93

-1.13

0.26

0.26

0.26

-1.10

-1.56

Maximum

18.8

8.1 1.5

8.1 1.5

-17.0 -23.7-20.4

-2.20

0.84

9.47

18.5

-21.0 18.5

4.8 18.5

4.8 18.5

4.8 18.5

0.18

0.18

0.18

0.18

0.18

-13.8 -20.5

-17.7 -24.3

8.1 1.5

-25.6 -32.2

-37.4 -44.1

-20.5

Utah State Fairpark Sign

0.85

0.85

0.18

18.5

0.18

0.18

0.18

0.85

GCp qz G Cp qi GCpi qGCpi Combined [psf]

23.67

Wind Loads

G Cp qz G Cp qi

0.85 0.80 12.6

C

Mean Roof Height, h

Building Length, L

Building Width, B

Parapet Height, hp

Roof Angle

IBC

Basic Wind Speed, V

Exposure Category

Elevation Factor, Ke

1.00

260152

6/15/26

2766 South Main Street - SLC, Utah 84115

Phone: 801.355.5656 - Fax: 801.355.5950

JLM

15.9

Full

18.5 qGCpi

0.93

Enclosure

Gust Factor, G

Topographic Factor, Kzt

Directionality Factor, Kd

Velocity Pressure Factor, Kz

Velocity Pressure, qh

Internal Pressure, GCPi

0.86

Combined [psf]

9.33.3

15.5 18.5 0.18 3.3 18.8 12.2

3.3 -7.7

-0.30 -4.7 18.5

0.85 -0.70

0.85

-7.7

-0.90 -14.2 18.5 0.18 3.3 -10.8

-11.0 18.5 0.18 3.3

-14.3

3.3 3.0 -3.6

3.3 -1.4

-17.5

3.3 -10.8 -17.5

-11.2

-8.1

3.3 -4.5

-14.3

0.18

0.18

GCpi

-0.90

-0.50 -7.9 18.5 0.18 3.3 -4.5 -11.2

-7.9 18.5 0.18-0.50

Monoslope

0 - h/2 h/2 - h h - 2h

> 2h

0.85 -0.70 -11.0 18.5 0.18

0.85 -0.02 -0.3 18.5 0.18

-14.2 18.5 0.18

0.85

0.85

0.85

Project: Sheet:

Job#:

Date:

G6

Design Data deg s deg ft s

Max Period Coefficient s s s s

Seismic Force Resisting System

Response Modifiction Coefficient, R

System Overstrength Factor, Ωo

Deflection Amplification Factor, Cd

Cs 1.22 (12.8-2)

Response Spectrum Data

Spectral Response Paramaters Site Coefficients

SS g Fa

S1 g Fv

MCE Spectral Acceleration Paramaters Design Spectral Acceleration Paramaters

SMS g SDS g

SM1 g SD1 g

MCE Spectral Acceleration Design Spectral Acceleration

Sa g Sa g1.834

8.00

0.965

1.222

0.643

1.75

1.834

Signs and Billboards

1.75

1.528

0.552

1.20

0.407

Long Period Transition, TL

260152

6/30/26

D

0.02

0.75

0.203

0.284

2766 South Main Street - SLC, Utah 84115

Phone: 801.355.5656 - Fax: 801.355.5950

JLM

Seismic Loads

D-Default

0.203

II

Utah State Fairpark Sign

Seismic Design Category

2021 Period Parameter, Ct

Building Height, hn

Building Period, T

1.00

FALSESite Specific Ground Motion

1.4

Calculated Period, Ta

Max Allowed Period, Tmax

Lattitude

Longitude

IBC

Risk Category

Site Class

Importance Factor, Ie

-111.920

40.773

Period Parameter, x

0.105

0.526

T0 = 0.2 * SD1 / SDS

TS = SD1 / SDS

1.222 ρ 1.3

0.2

0.4

0.6

0.8

1.2

1.4

1.6

1.8

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5

A cc e le ra ti o n

[g

Period, [s]

Maximum Considered Earthquake Response Spectrum

0.2

0.4

0.6

0.8

1.2

1.4

0 0.5 1 1.5 2 2.5 3 3.5

A cc e le ra ti o n

[g

Period, [s]

Design Earthquake Response Spectrum

Project: Sheet:

Job#:

Date:

Level 1 0"

COPYRIGHT:

© 2026 SPE ARCHITECTS

DESIGNED BY:

CHECKED BY:

SPE PROJECT #:

OWNER PROJECT #:

SPE ARCHITECTS

P.O. Box 517 Kaysville, Utah 84037

t. 801.298.1368 info@spe-architect.com www.spe-architect.com

1 2 3 4 5

1 2 3 4 5

A

B

C

D

DRAWN BY:A

B

C

E

25-40

GTE

SPE

SPE

SHEET NUMBER:

SHEET TITLE:

ISSUED:

NO. DATE DESCRIPTION

PROFESSIONAL STAMP:

ARCHITECT'S INFORMATION:

PROJECT NAME:

REVISIONS:

NO. DATE DESCRIPTION

L a s t P lo tt e d

26185370

D

E

CODE OFFICIAL STAMP:

/2

/2

:3

:1

P

M

P A

R K

E N

T R

A N

C E

U P

D A

T E

S U

T A

H S

T A

T E

F A

IR

P

A R

K

N

O R

T H

W

E S

T S

A L T

L A

K E

C

IT

Y

U T

A H

ELEVATIONS

AE-201

3/8" = 1'-0"A1 ENTRY SIGN - EAST

79.22 sf

'-6

/4

'-8

3' -1

1/

2"288.37 sf

6' -8

/4

40'-4"

'-6

/4

'-1

1/

2"

3' -1

1/

2"

'-1

/4

Top Beam

Bottom Beam

Steel Column

Project: Sheet:

Job#:

Date:

2766 South Main Street · Salt Lake City · Utah 84115 Phone: 801.355.5656 · Fax 801.355.5950

By:

S1

STEEL FRAMING

S2

Utah State Fair Park Sign qh=.00256*Kz*Kzt*Kd*Ke*V^2 qh=.00256*0.94*1.0*0.85*0.86*103^2=18.7 psf

F=qh*G*Cf*As F=18.7*

G=0.85 (assumed);

Cf= As=289 ft^2 s=6.67 h=23.67 b=47.67 clearance ratio, s/h: 6.67/23.67=0.28 b/s=47.67/6.67=7.1

Load Case A Cf=1.8 F=18.7*0.85*1.8*289=8270# Half of load goes to each column

Load Case B Cf=1.8 F=18.7*0.85*1.8*289=8270# load acts 14.3' from either end 8270*(1-14.3/47.67)=5790#

Load Case C 0 to 1s, Cf=3.4; 1s to 2s, Cf=2.5; 2s to 3s, Cf=1.65; 3s to 4s, Cf=1.05; 4s to 5s, Cf=1.05; 5s to 6s, Cf=1.05; 6s to 7s, Cf=1.05 F1=1323; F2=973; F3=642#; F4=409#; F5=409#; F6=409#; F7=409#

6.67' typ

At columns:

h=19.58 d=4 h/d=4.9 Cf=1.4 F=qz*G*Cf*Af F=18.7*0.85*1.4*(4*19.58)=1.75 k -> 1750/19.58=90 plf

Max at column:

1323+973*(1-((6.67+6.67/2)/ 40.5))+642*(1-((6.67*2+6.67/2)/40.5)+409*(1+((6.67*3+6.67/2)/40.5)+409*(1+((6.67*4+6.67/2)/40.5)+409*(1+((6.67*5 +6.67/2)/40.5)+409*(1+((6.67*6+6.67/2)/40.5)

1323+733+378+173+106+39+0=2752

Max column load=5790 (Case B)

Fn=0.2 hz zbar=20'

S3

Earthquake Loading

W=104 plf *47.83 ft (upper beam weight) +79 plf *38.67 ft (upper beam weight) + 38.67 ft * 2 *6 ft * 10.2 psf (1/4" plate weight) + 16.67 ft * 4 ft * 78 psf * 8 (Masonry)/2 + 19.5 ft/2 * 109plf * 2 (column weight) = 35.692 kips

V=Cs*W Cs = 0.407

From 15.4.1-2 eqn 15.4-1 Cs_min=0.044*Sds*Ie =0.044*1.224*1.0=0.054

V=0.407*35.69 = 14.53 k total LRFD

V=7.3 kips per sign (LRFD)

S4

Backer plate.

Maximum wind pressure is 18.7 psf*1.8 (Cf) * 0.6 = 20.2 psf.

Over a 1' strip, the moment acting on the plate is (20.2 psf*1')*4'^2/8=40.4 lb*ft; 40.4*12/1000=0.485 k*in

For a 36 ksi plate, omega=1.67

Mn*omega=Fy*Sx

0.485k*in*1.67=36ksi*Sx -> req'd Sx=0.001 in^3

12"*.25"^3/6=0.03 in^3

Use 1/4" thick steel plate

Steel Beam LIC# : KW-06014581, Build:20.26.04.17 BHB CONSULTING ENGINEERS (c) ENERCALC, LLC 1982-2026

DESCRIPTION: Top Beam - wind oop

Project File: Utah State Fairpark Sign.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Referenced Design Standard(s) : AISC 360-22 Load Combination Set : IBC 2021

Code References Governing Code : IBC 2024

Rho (or Omega) = 1.00 Material Properties

Analysis Method :

ksi

Bending Axis : Minor Axis Bending Completely Unbraced Allowable Strength Design Fy : Steel Yield : 50.0 ksi

Beam Bracing : E: Modulus : 29,000.0

Span = 3.750 ft

W24x104

Span = 40.330 ft

W24x104

Span = 3.750 ft

W24x104

1 2 3 4

W(0.0430) W(0.1910) W(0.0430)

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Load for Span Number 1

Uniform Load : W = 0.0430 k/ft, Tributary Width = 1.0 ft Load for Span Number 2

Uniform Load : W = 0.1910 k/ft, Tributary Width = 1.0 ft Load for Span Number 3

Uniform Load : W = 0.0430 k/ft, Tributary Width = 1.0 ft .Design OKDESIGN SUMMARY

Maximum Bending Stress Ratio = 0.148 : 1

Load Combination +D+0.60W+H

Span # where maximum occurs Span # 2

2.311 k Mn / : Allowable 155.689 k-ft Vn / : Allowable

W24x104Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 2

Load Combination +D+0.60W+H

384.0 k

Section used for this span W24x104 Ma : Applied

Maximum Shear Stress Ratio = 0.006 : 1

40.330 ft

23.118 k-ft Va : Applied

202 >=136.

Ratio = 337 >=228.

Maximum Deflection Max Downward Transient Deflection 1.514 in 319Ratio = >=136.

Max Upward Transient Deflection -0.445 in Ratio = Max Downward Total Deflection 0.909 in Ratio = >=228.

Max Upward Total Deflection -0.267 in

Span: 2 : W Only Span: 1 : W Only Span: 2 : +D+0.60W+H Span: 3 : +D+0.60W+H

.Maximum Flexural Forces & Stresses for Load Combinations Load Combination Unbraced Length Max Flexural

Stress Ratio +ve Moment -ve Moment

Segment UL Length ft Span # Cb +ve M SR Mmax + Mny/ + -ve M SR Mmax - Mny/ - +D+H

Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+L+H, LL Comb Run (**L) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+L+H, LL Comb Run (*L*) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+L+H, LL Comb Run (*LL) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+L+H, LL Comb Run (L**) S5

DESCRIPTION: Top Beam - wind oop

Project File: Utah State Fairpark Sign.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Maximum Flexural Forces & Stresses for Load Combinations Load Combination Unbraced Length Max Flexural

Stress Ratio +ve Moment -ve Moment

Segment UL Length ft Span # Cb +ve M SR Mmax + Mny/ + -ve M SR Mmax - Mny/ - Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+L+H, LL Comb Run (L*L) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+L+H, LL Comb Run (LL*) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+L+H, LL Comb Run (LLL) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+Lr+H, LL Comb Run (**L) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+Lr+H, LL Comb Run (*L*) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+Lr+H, LL Comb Run (*LL) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+Lr+H, LL Comb Run (L**) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+Lr+H, LL Comb Run (L*L) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+Lr+H, LL Comb Run (LL*) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+Lr+H, LL Comb Run (LLL) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+S+H Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+0.750Lr+0.750L+H, LL Comb Run (**L) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+0.750Lr+0.750L+H, LL Comb Run (*L*) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+0.750Lr+0.750L+H, LL Comb Run (*LL) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+0.750Lr+0.750L+H, LL Comb Run (L**) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

S6

DESCRIPTION: Top Beam - wind oop

Project File: Utah State Fairpark Sign.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Maximum Flexural Forces & Stresses for Load Combinations Load Combination Unbraced Length Max Flexural

Stress Ratio +ve Moment -ve Moment

Segment UL Length ft Span # Cb +ve M SR Mmax + Mny/ + -ve M SR Mmax - Mny/ - +D+0.750Lr+0.750L+H, LL Comb Run (L*L)

Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+0.750Lr+0.750L+H, LL Comb Run (LL*) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+0.750Lr+0.750L+H, LL Comb Run (LLL) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+0.750L+0.750S+H, LL Comb Run (**L) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+0.750L+0.750S+H, LL Comb Run (*L*) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+0.750L+0.750S+H, LL Comb Run (*LL) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+0.750L+0.750S+H, LL Comb Run (L**) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+0.750L+0.750S+H, LL Comb Run (L*L) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+0.750L+0.750S+H, LL Comb Run (LL*) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+0.750L+0.750S+H, LL Comb Run (LLL) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+0.60W+H Design Segment 1 L=3.75 1 3.75 1 1.00 0.000 0.000 -0.18 721.06 Design Segment 2 L=0.27 2 44.08 2 1.18 0.003 0.003 0.44 155.69 Design Segment 3 L=40.06 2 44.08 2 1.18 0.148 0.148 23.12 155.69 Design Segment 4 L=3.75 2 44.08 3 1.00 0.000 0.000 -0.18 721.06

+D-0.60W+H Design Segment 1 L=3.75 1 3.75 1 1.00 0.001 0.001 0.18 155.69 Design Segment 2 L=0.27 2 44.08 2 1.18 0.001 0.001 -0.44 721.06 Design Segment 3 L=40.06 2 44.08 2 1.18 0.071 0.071 -23.12 326.73 Design Segment 4 L=3.75 2 44.08 3 1.00 0.001 0.001 0.18 155.69

+D+0.70E+H Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+0.750Lr+0.750L+0.450W+H, LL Comb Run (**L) Design Segment 1 L=3.75 1 3.75 1 1.00 0.000 0.000 -0.14 721.06 Design Segment 2 L=0.27 2 44.08 2 1.18 0.002 0.002 0.33 155.69 Design Segment 3 L=40.06 2 44.08 2 1.18 0.111 0.111 17.34 155.69 Design Segment 4 L=3.75 2 44.08 3 1.00 0.000 0.000 -0.14 721.06

+D+0.750Lr+0.750L+0.450W+H, LL Comb Run (*L*) Design Segment 1 L=3.75 1 3.75 1 1.00 0.000 0.000 -0.14 721.06 Design Segment 2 L=0.27 2 44.08 2 1.18 0.002 0.002 0.33 155.69 Design Segment 3 L=40.06 2 44.08 2 1.18 0.111 0.111 17.34 155.69

S7

DESCRIPTION: Top Beam - wind oop

Project File: Utah State Fairpark Sign.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Maximum Flexural Forces & Stresses for Load Combinations Load Combination Unbraced Length Max Flexural

Stress Ratio +ve Moment -ve Moment

Segment UL Length ft Span # Cb +ve M SR Mmax + Mny/ + -ve M SR Mmax - Mny/ - Design Segment 4 L=3.75 2 44.08 3 1.00 0.000 0.000 -0.14 721.06

+D+0.750Lr+0.750L+0.450W+H, LL Comb Run (*LL) Design Segment 1 L=3.75 1 3.75 1 1.00 0.000 0.000 -0.14 721.06 Design Segment 2 L=0.27 2 44.08 2 1.18 0.002 0.002 0.33 155.69 Design Segment 3 L=40.06 2 44.08 2 1.18 0.111 0.111 17.34 155.69 Design Segment 4 L=3.75 2 44.08 3 1.00 0.000 0.000 -0.14 721.06

+D+0.750Lr+0.750L+0.450W+H, LL Comb Run (L**) Design Segment 1 L=3.75 1 3.75 1 1.00 0.000 0.000 -0.14 721.06 Design Segment 2 L=0.27 2 44.08 2 1.18 0.002 0.002 0.33 155.69 Design Segment 3 L=40.06 2 44.08 2 1.18 0.111 0.111 17.34 155.69 Design Segment 4 L=3.75 2 44.08 3 1.00 0.000 0.000 -0.14 721.06

+D+0.750Lr+0.750L+0.450W+H, LL Comb Run (L*L) Design Segment 1 L=3.75 1 3.75 1 1.00 0.000 0.000 -0.14 721.06 Design Segment 2 L=0.27 2 44.08 2 1.18 0.002 0.002 0.33 155.69 Design Segment 3 L=40.06 2 44.08 2 1.18 0.111 0.111 17.34 155.69 Design Segment 4 L=3.75 2 44.08 3 1.00 0.000 0.000 -0.14 721.06

+D+0.750Lr+0.750L+0.450W+H, LL Comb Run (LL*) Design Segment 1 L=3.75 1 3.75 1 1.00 0.000 0.000 -0.14 721.06 Design Segment 2 L=0.27 2 44.08 2 1.18 0.002 0.002 0.33 155.69 Design Segment 3 L=40.06 2 44.08 2 1.18 0.111 0.111 17.34 155.69 Design Segment 4 L=3.75 2 44.08 3 1.00 0.000 0.000 -0.14 721.06

+D+0.750Lr+0.750L+0.450W+H, LL Comb Run (LLL) Design Segment 1 L=3.75 1 3.75 1 1.00 0.000 0.000 -0.14 721.06 Design Segment 2 L=0.27 2 44.08 2 1.18 0.002 0.002 0.33 155.69 Design Segment 3 L=40.06 2 44.08 2 1.18 0.111 0.111 17.34 155.69 Design Segment 4 L=3.75 2 44.08 3 1.00 0.000 0.000 -0.14 721.06

+D+0.750Lr+0.750L-0.450W+H, LL Comb Run (**L) Design Segment 1 L=3.75 1 3.75 1 1.00 0.001 0.001 0.14 155.69 Design Segment 2 L=0.27 2 44.08 2 1.18 0.000 0.000 -0.33 721.06 Design Segment 3 L=40.06 2 44.08 2 1.18 0.053 0.053 -17.34 326.73 Design Segment 4 L=3.75 2 44.08 3 1.00 0.001 0.001 0.14 155.69

+D+0.750Lr+0.750L-0.450W+H, LL Comb Run (*L*) Design Segment 1 L=3.75 1 3.75 1 1.00 0.001 0.001 0.14 155.69 Design Segment 2 L=0.27 2 44.08 2 1.18 0.000 0.000 -0.33 721.06 Design Segment 3 L=40.06 2 44.08 2 1.18 0.053 0.053 -17.34 326.73 Design Segment 4 L=3.75 2 44.08 3 1.00 0.001 0.001 0.14 155.69

+D+0.750Lr+0.750L-0.450W+H, LL Comb Run (*LL) Design Segment 1 L=3.75 1 3.75 1 1.00 0.001 0.001 0.14 155.69 Design Segment 2 L=0.27 2 44.08 2 1.18 0.000 0.000 -0.33 721.06 Design Segment 3 L=40.06 2 44.08 2 1.18 0.053 0.053 -17.34 326.73 Design Segment 4 L=3.75 2 44.08 3 1.00 0.001 0.001 0.14 155.69

+D+0.750Lr+0.750L-0.450W+H, LL Comb Run (L**) Design Segment 1 L=3.75 1 3.75 1 1.00 0.001 0.001 0.14 155.69 Design Segment 2 L=0.27 2 44.08 2 1.18 0.000 0.000 -0.33 721.06 Design Segment 3 L=40.06 2 44.08 2 1.18 0.053 0.053 -17.34 326.73 Design Segment 4 L=3.75 2 44.08 3 1.00 0.001 0.001 0.14 155.69

+D+0.750Lr+0.750L-0.450W+H, LL Comb Run (L*L) Design Segment 1 L=3.75 1 3.75 1 1.00 0.001 0.001 0.14 155.69 Design Segment 2 L=0.27 2 44.08 2 1.18 0.000 0.000 -0.33 721.06 Design Segment 3 L=40.06 2 44.08 2 1.18 0.053 0.053 -17.34 326.73 Design Segment 4 L=3.75 2 44.08 3 1.00 0.001 0.001 0.14 155.69

+D+0.750Lr+0.750L-0.450W+H, LL Comb Run (LL*) Design Segment 1 L=3.75 1 3.75 1 1.00 0.001 0.001 0.14 155.69 Design Segment 2 L=0.27 2 44.08 2 1.18 0.000 0.000 -0.33 721.06 Design Segment 3 L=40.06 2 44.08 2 1.18 0.053 0.053 -17.34 326.73 Design Segment 4 L=3.75 2 44.08 3 1.00 0.001 0.001 0.14 155.69

+D+0.750Lr+0.750L-0.450W+H, LL Comb Run (LLL) Design Segment 1 L=3.75 1 3.75 1 1.00 0.001 0.001 0.14 155.69 Design Segment 2 L=0.27 2 44.08 2 1.18 0.000 0.000 -0.33 721.06 Design Segment 3 L=40.06 2 44.08 2 1.18 0.053 0.053 -17.34 326.73 Design Segment 4 L=3.75 2 44.08 3 1.00 0.001 0.001 0.14 155.69

+D+0.750L+0.750S+0.450W+H, LL Comb Run (**L) Design Segment 1 L=3.75 1 3.75 1 1.00 0.000 0.000 -0.14 721.06

S8

DESCRIPTION: Top Beam - wind oop

Project File: Utah State Fairpark Sign.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Maximum Flexural Forces & Stresses for Load Combinations Load Combination Unbraced Length Max Flexural

Stress Ratio +ve Moment -ve Moment

Segment UL Length ft Span # Cb +ve M SR Mmax + Mny/ + -ve M SR Mmax - Mny/ - Design Segment 2 L=0.27 2 44.08 2 1.18 0.002 0.002 0.33 155.69 Design Segment 3 L=40.06 2 44.08 2 1.18 0.111 0.111 17.34 155.69 Design Segment 4 L=3.75 2 44.08 3 1.00 0.000 0.000 -0.14 721.06

+D+0.750L+0.750S+0.450W+H, LL Comb Run (*L*) Design Segment 1 L=3.75 1 3.75 1 1.00 0.000 0.000 -0.14 721.06 Design Segment 2 L=0.27 2 44.08 2 1.18 0.002 0.002 0.33 155.69 Design Segment 3 L=40.06 2 44.08 2 1.18 0.111 0.111 17.34 155.69 Design Segment 4 L=3.75 2 44.08 3 1.00 0.000 0.000 -0.14 721.06

+D+0.750L+0.750S+0.450W+H, LL Comb Run (*LL) Design Segment 1 L=3.75 1 3.75 1 1.00 0.000 0.000 -0.14 721.06 Design Segment 2 L=0.27 2 44.08 2 1.18 0.002 0.002 0.33 155.69 Design Segment 3 L=40.06 2 44.08 2 1.18 0.111 0.111 17.34 155.69 Design Segment 4 L=3.75 2 44.08 3 1.00 0.000 0.000 -0.14 721.06

+D+0.750L+0.750S+0.450W+H, LL Comb Run (L**) Design Segment 1 L=3.75 1 3.75 1 1.00 0.000 0.000 -0.14 721.06 Design Segment 2 L=0.27 2 44.08 2 1.18 0.002 0.002 0.33 155.69 Design Segment 3 L=40.06 2 44.08 2 1.18 0.111 0.111 17.34 155.69 Design Segment 4 L=3.75 2 44.08 3 1.00 0.000 0.000 -0.14 721.06

+D+0.750L+0.750S+0.450W+H, LL Comb Run (L*L) Design Segment 1 L=3.75 1 3.75 1 1.00 0.000 0.000 -0.14 721.06 Design Segment 2 L=0.27 2 44.08 2 1.18 0.002 0.002 0.33 155.69 Design Segment 3 L=40.06 2 44.08 2 1.18 0.111 0.111 17.34 155.69 Design Segment 4 L=3.75 2 44.08 3 1.00 0.000 0.000 -0.14 721.06

+D+0.750L+0.750S+0.450W+H, LL Comb Run (LL*) Design Segment 1 L=3.75 1 3.75 1 1.00 0.000 0.000 -0.14 721.06 Design Segment 2 L=0.27 2 44.08 2 1.18 0.002 0.002 0.33 155.69 Design Segment 3 L=40.06 2 44.08 2 1.18 0.111 0.111 17.34 155.69 Design Segment 4 L=3.75 2 44.08 3 1.00 0.000 0.000 -0.14 721.06

+D+0.750L+0.750S+0.450W+H, LL Comb Run (LLL) Design Segment 1 L=3.75 1 3.75 1 1.00 0.000 0.000 -0.14 721.06 Design Segment 2 L=0.27 2 44.08 2 1.18 0.002 0.002 0.33 155.69 Design Segment 3 L=40.06 2 44.08 2 1.18 0.111 0.111 17.34 155.69 Design Segment 4 L=3.75 2 44.08 3 1.00 0.000 0.000 -0.14 721.06

+D+0.750L+0.750S-0.450W+H, LL Comb Run (**L) Design Segment 1 L=3.75 1 3.75 1 1.00 0.001 0.001 0.14 155.69 Design Segment 2 L=0.27 2 44.08 2 1.18 0.000 0.000 -0.33 721.06 Design Segment 3 L=40.06 2 44.08 2 1.18 0.053 0.053 -17.34 326.73 Design Segment 4 L=3.75 2 44.08 3 1.00 0.001 0.001 0.14 155.69

+D+0.750L+0.750S-0.450W+H, LL Comb Run (*L*) Design Segment 1 L=3.75 1 3.75 1 1.00 0.001 0.001 0.14 155.69 Design Segment 2 L=0.27 2 44.08 2 1.18 0.000 0.000 -0.33 721.06 Design Segment 3 L=40.06 2 44.08 2 1.18 0.053 0.053 -17.34 326.73 Design Segment 4 L=3.75 2 44.08 3 1.00 0.001 0.001 0.14 155.69

+D+0.750L+0.750S-0.450W+H, LL Comb Run (*LL) Design Segment 1 L=3.75 1 3.75 1 1.00 0.001 0.001 0.14 155.69 Design Segment 2 L=0.27 2 44.08 2 1.18 0.000 0.000 -0.33 721.06 Design Segment 3 L=40.06 2 44.08 2 1.18 0.053 0.053 -17.34 326.73 Design Segment 4 L=3.75 2 44.08 3 1.00 0.001 0.001 0.14 155.69

+D+0.750L+0.750S-0.450W+H, LL Comb Run (L**) Design Segment 1 L=3.75 1 3.75 1 1.00 0.001 0.001 0.14 155.69 Design Segment 2 L=0.27 2 44.08 2 1.18 0.000 0.000 -0.33 721.06 Design Segment 3 L=40.06 2 44.08 2 1.18 0.053 0.053 -17.34 326.73 Design Segment 4 L=3.75 2 44.08 3 1.00 0.001 0.001 0.14 155.69

+D+0.750L+0.750S-0.450W+H, LL Comb Run (L*L) Design Segment 1 L=3.75 1 3.75 1 1.00 0.001 0.001 0.14 155.69 Design Segment 2 L=0.27 2 44.08 2 1.18 0.000 0.000 -0.33 721.06 Design Segment 3 L=40.06 2 44.08 2 1.18 0.053 0.053 -17.34 326.73 Design Segment 4 L=3.75 2 44.08 3 1.00 0.001 0.001 0.14 155.69

+D+0.750L+0.750S-0.450W+H, LL Comb Run (LL*) Design Segment 1 L=3.75 1 3.75 1 1.00 0.001 0.001 0.14 155.69 Design Segment 2 L=0.27 2 44.08 2 1.18 0.000 0.000 -0.33 721.06 Design Segment 3 L=40.06 2 44.08 2 1.18 0.053 0.053 -17.34 326.73 Design Segment 4 L=3.75 2 44.08 3 1.00 0.001 0.001 0.14 155.69

S9

DESCRIPTION: Top Beam - wind oop

Project File: Utah State Fairpark Sign.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Maximum Flexural Forces & Stresses for Load Combinations Load Combination Unbraced Length Max Flexural

Stress Ratio +ve Moment -ve Moment

Segment UL Length ft Span # Cb +ve M SR Mmax + Mny/ + -ve M SR Mmax - Mny/ - +D+0.750L+0.750S-0.450W+H, LL Comb Run (LLL)

Design Segment 1 L=3.75 1 3.75 1 1.00 0.001 0.001 0.14 155.69 Design Segment 2 L=0.27 2 44.08 2 1.18 0.000 0.000 -0.33 721.06 Design Segment 3 L=40.06 2 44.08 2 1.18 0.053 0.053 -17.34 326.73 Design Segment 4 L=3.75 2 44.08 3 1.00 0.001 0.001 0.14 155.69

+D+0.750L+0.750S+0.5250E+H, LL Comb Run (**L) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+0.750L+0.750S+0.5250E+H, LL Comb Run (*L*) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+0.750L+0.750S+0.5250E+H, LL Comb Run (*LL) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+0.750L+0.750S+0.5250E+H, LL Comb Run (L**) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+0.750L+0.750S+0.5250E+H, LL Comb Run (L*L) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+0.750L+0.750S+0.5250E+H, LL Comb Run (LL*) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+D+0.750L+0.750S+0.5250E+H, LL Comb Run (LLL) Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

+0.60D+0.60W+0.60H Design Segment 1 L=3.75 1 3.75 1 1.00 0.000 0.000 -0.18 721.06 Design Segment 2 L=0.27 2 44.08 2 1.18 0.003 0.003 0.44 155.69 Design Segment 3 L=40.06 2 44.08 2 1.18 0.148 0.148 23.12 155.69 Design Segment 4 L=3.75 2 44.08 3 1.00 0.000 0.000 -0.18 721.06

+0.60D-0.60W+0.60H Design Segment 1 L=3.75 1 3.75 1 1.00 0.001 0.001 0.18 155.69 Design Segment 2 L=0.27 2 44.08 2 1.18 0.001 0.001 -0.44 721.06 Design Segment 3 L=40.06 2 44.08 2 1.18 0.071 0.071 -23.12 326.73 Design Segment 4 L=3.75 2 44.08 3 1.00 0.001 0.001 0.18 155.69

+0.60D+0.70E+0.60H Design Segment 1 L=3.75 1 3.75 1 1.00 Design Segment 2 L=40.33 2 40.33 2 1.00 Design Segment 3 L=3.75 3 3.75 3 1.00

.Maximum Shear Forces & Stresses for Load Combinations Load Combination V SR Vmax Vny Vny/ +D+H

Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+L+H, LL Comb Run (**L) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+L+H, LL Comb Run (*L*) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+L+H, LL Comb Run (*LL) S10

DESCRIPTION: Top Beam - wind oop

Project File: Utah State Fairpark Sign.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Maximum Shear Forces & Stresses for Load Combinations Load Combination V SR Vmax Vny Vny/

Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+L+H, LL Comb Run (L**) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+L+H, LL Comb Run (L*L) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+L+H, LL Comb Run (LL*) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+L+H, LL Comb Run (LLL) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+Lr+H, LL Comb Run (**L) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+Lr+H, LL Comb Run (*L*) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+Lr+H, LL Comb Run (*LL) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+Lr+H, LL Comb Run (L**) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+Lr+H, LL Comb Run (L*L) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+Lr+H, LL Comb Run (LL*) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+Lr+H, LL Comb Run (LLL) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+S+H Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+0.750Lr+0.750L+H, LL Comb Run (**L) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+0.750Lr+0.750L+H, LL Comb Run (*L*) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+0.750Lr+0.750L+H, LL Comb Run (*LL) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+0.750Lr+0.750L+H, LL Comb Run (L**) S11

DESCRIPTION: Top Beam - wind oop

Project File: Utah State Fairpark Sign.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Maximum Shear Forces & Stresses for Load Combinations Load Combination V SR Vmax Vny Vny/

Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+0.750Lr+0.750L+H, LL Comb Run (L*L) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+0.750Lr+0.750L+H, LL Comb Run (LL*) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+0.750Lr+0.750L+H, LL Comb Run (LLL) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+0.750L+0.750S+H, LL Comb Run (**L) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+0.750L+0.750S+H, LL Comb Run (*L*) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+0.750L+0.750S+H, LL Comb Run (*LL) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+0.750L+0.750S+H, LL Comb Run (L**) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+0.750L+0.750S+H, LL Comb Run (L*L) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+0.750L+0.750S+H, LL Comb Run (LL*) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+0.750L+0.750S+H, LL Comb Run (LLL) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+0.60W+H Design Segment 1 L=3.75 0.000 0.10 576.00 384.00 Design Segment 2 L=0.27 0.006 2.31 576.00 384.00 Design Segment 3 L=40.06 0.006 2.31 576.00 384.00 Design Segment 4 L=3.75 0.000 0.10 576.00 384.00

+D-0.60W+H Design Segment 1 L=3.75 0.000 0.10 576.00 384.00 Design Segment 2 L=0.27 0.006 2.31 576.00 384.00 Design Segment 3 L=40.06 0.006 2.31 576.00 384.00 Design Segment 4 L=3.75 0.000 0.10 576.00 384.00

+D+0.70E+H Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+0.750Lr+0.750L+0.450W+H, LL Comb Run (**L) Design Segment 1 L=3.75 0.000 0.07 576.00 384.00 Design Segment 2 L=0.27 0.005 1.73 576.00 384.00 Design Segment 3 L=40.06 0.005 1.73 576.00 384.00 Design Segment 4 L=3.75 0.000 0.07 576.00 384.00

+D+0.750Lr+0.750L+0.450W+H, LL Comb Run (*L*) Design Segment 1 L=3.75 0.000 0.07 576.00 384.00

S12

DESCRIPTION: Top Beam - wind oop

Project File: Utah State Fairpark Sign.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Maximum Shear Forces & Stresses for Load Combinations Load Combination V SR Vmax Vny Vny/

Design Segment 2 L=0.27 0.005 1.73 576.00 384.00 Design Segment 3 L=40.06 0.005 1.73 576.00 384.00 Design Segment 4 L=3.75 0.000 0.07 576.00 384.00

+D+0.750Lr+0.750L+0.450W+H, LL Comb Run (*LL) Design Segment 1 L=3.75 0.000 0.07 576.00 384.00 Design Segment 2 L=0.27 0.005 1.73 576.00 384.00 Design Segment 3 L=40.06 0.005 1.73 576.00 384.00 Design Segment 4 L=3.75 0.000 0.07 576.00 384.00

+D+0.750Lr+0.750L+0.450W+H, LL Comb Run (L**) Design Segment 1 L=3.75 0.000 0.07 576.00 384.00 Design Segment 2 L=0.27 0.005 1.73 576.00 384.00 Design Segment 3 L=40.06 0.005 1.73 576.00 384.00 Design Segment 4 L=3.75 0.000 0.07 576.00 384.00

+D+0.750Lr+0.750L+0.450W+H, LL Comb Run (L*L) Design Segment 1 L=3.75 0.000 0.07 576.00 384.00 Design Segment 2 L=0.27 0.005 1.73 576.00 384.00 Design Segment 3 L=40.06 0.005 1.73 576.00 384.00 Design Segment 4 L=3.75 0.000 0.07 576.00 384.00

+D+0.750Lr+0.750L+0.450W+H, LL Comb Run (LL*) Design Segment 1 L=3.75 0.000 0.07 576.00 384.00 Design Segment 2 L=0.27 0.005 1.73 576.00 384.00 Design Segment 3 L=40.06 0.005 1.73 576.00 384.00 Design Segment 4 L=3.75 0.000 0.07 576.00 384.00

+D+0.750Lr+0.750L+0.450W+H, LL Comb Run (LLL) Design Segment 1 L=3.75 0.000 0.07 576.00 384.00 Design Segment 2 L=0.27 0.005 1.73 576.00 384.00 Design Segment 3 L=40.06 0.005 1.73 576.00 384.00 Design Segment 4 L=3.75 0.000 0.07 576.00 384.00

+D+0.750Lr+0.750L-0.450W+H, LL Comb Run (**L) Design Segment 1 L=3.75 0.000 0.07 576.00 384.00 Design Segment 2 L=0.27 0.005 1.73 576.00 384.00 Design Segment 3 L=40.06 0.005 1.73 576.00 384.00 Design Segment 4 L=3.75 0.000 0.07 576.00 384.00

+D+0.750Lr+0.750L-0.450W+H, LL Comb Run (*L*) Design Segment 1 L=3.75 0.000 0.07 576.00 384.00 Design Segment 2 L=0.27 0.005 1.73 576.00 384.00 Design Segment 3 L=40.06 0.005 1.73 576.00 384.00 Design Segment 4 L=3.75 0.000 0.07 576.00 384.00

+D+0.750Lr+0.750L-0.450W+H, LL Comb Run (*LL) Design Segment 1 L=3.75 0.000 0.07 576.00 384.00 Design Segment 2 L=0.27 0.005 1.73 576.00 384.00 Design Segment 3 L=40.06 0.005 1.73 576.00 384.00 Design Segment 4 L=3.75 0.000 0.07 576.00 384.00

+D+0.750Lr+0.750L-0.450W+H, LL Comb Run (L**) Design Segment 1 L=3.75 0.000 0.07 576.00 384.00 Design Segment 2 L=0.27 0.005 1.73 576.00 384.00 Design Segment 3 L=40.06 0.005 1.73 576.00 384.00 Design Segment 4 L=3.75 0.000 0.07 576.00 384.00

+D+0.750Lr+0.750L-0.450W+H, LL Comb Run (L*L) Design Segment 1 L=3.75 0.000 0.07 576.00 384.00 Design Segment 2 L=0.27 0.005 1.73 576.00 384.00 Design Segment 3 L=40.06 0.005 1.73 576.00 384.00 Design Segment 4 L=3.75 0.000 0.07 576.00 384.00

+D+0.750Lr+0.750L-0.450W+H, LL Comb Run (LL*) Design Segment 1 L=3.75 0.000 0.07 576.00 384.00 Design Segment 2 L=0.27 0.005 1.73 576.00 384.00 Design Segment 3 L=40.06 0.005 1.73 576.00 384.00 Design Segment 4 L=3.75 0.000 0.07 576.00 384.00

+D+0.750Lr+0.750L-0.450W+H, LL Comb Run (LLL) Design Segment 1 L=3.75 0.000 0.07 576.00 384.00 Design Segment 2 L=0.27 0.005 1.73 576.00 384.00 Design Segment 3 L=40.06 0.005 1.73 576.00 384.00 Design Segment 4 L=3.75 0.000 0.07 576.00 384.00

+D+0.750L+0.750S+0.450W+H, LL Comb Run (**L) S13

DESCRIPTION: Top Beam - wind oop

Project File: Utah State Fairpark Sign.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Maximum Shear Forces & Stresses for Load Combinations Load Combination V SR Vmax Vny Vny/

Design Segment 1 L=3.75 0.000 0.07 576.00 384.00 Design Segment 2 L=0.27 0.005 1.73 576.00 384.00 Design Segment 3 L=40.06 0.005 1.73 576.00 384.00 Design Segment 4 L=3.75 0.000 0.07 576.00 384.00

+D+0.750L+0.750S+0.450W+H, LL Comb Run (*L*) Design Segment 1 L=3.75 0.000 0.07 576.00 384.00 Design Segment 2 L=0.27 0.005 1.73 576.00 384.00 Design Segment 3 L=40.06 0.005 1.73 576.00 384.00 Design Segment 4 L=3.75 0.000 0.07 576.00 384.00

+D+0.750L+0.750S+0.450W+H, LL Comb Run (*LL) Design Segment 1 L=3.75 0.000 0.07 576.00 384.00 Design Segment 2 L=0.27 0.005 1.73 576.00 384.00 Design Segment 3 L=40.06 0.005 1.73 576.00 384.00 Design Segment 4 L=3.75 0.000 0.07 576.00 384.00

+D+0.750L+0.750S+0.450W+H, LL Comb Run (L**) Design Segment 1 L=3.75 0.000 0.07 576.00 384.00 Design Segment 2 L=0.27 0.005 1.73 576.00 384.00 Design Segment 3 L=40.06 0.005 1.73 576.00 384.00 Design Segment 4 L=3.75 0.000 0.07 576.00 384.00

+D+0.750L+0.750S+0.450W+H, LL Comb Run (L*L) Design Segment 1 L=3.75 0.000 0.07 576.00 384.00 Design Segment 2 L=0.27 0.005 1.73 576.00 384.00 Design Segment 3 L=40.06 0.005 1.73 576.00 384.00 Design Segment 4 L=3.75 0.000 0.07 576.00 384.00

+D+0.750L+0.750S+0.450W+H, LL Comb Run (LL*) Design Segment 1 L=3.75 0.000 0.07 576.00 384.00 Design Segment 2 L=0.27 0.005 1.73 576.00 384.00 Design Segment 3 L=40.06 0.005 1.73 576.00 384.00 Design Segment 4 L=3.75 0.000 0.07 576.00 384.00

+D+0.750L+0.750S+0.450W+H, LL Comb Run (LLL) Design Segment 1 L=3.75 0.000 0.07 576.00 384.00 Design Segment 2 L=0.27 0.005 1.73 576.00 384.00 Design Segment 3 L=40.06 0.005 1.73 576.00 384.00 Design Segment 4 L=3.75 0.000 0.07 576.00 384.00

+D+0.750L+0.750S-0.450W+H, LL Comb Run (**L) Design Segment 1 L=3.75 0.000 0.07 576.00 384.00 Design Segment 2 L=0.27 0.005 1.73 576.00 384.00 Design Segment 3 L=40.06 0.005 1.73 576.00 384.00 Design Segment 4 L=3.75 0.000 0.07 576.00 384.00

+D+0.750L+0.750S-0.450W+H, LL Comb Run (*L*) Design Segment 1 L=3.75 0.000 0.07 576.00 384.00 Design Segment 2 L=0.27 0.005 1.73 576.00 384.00 Design Segment 3 L=40.06 0.005 1.73 576.00 384.00 Design Segment 4 L=3.75 0.000 0.07 576.00 384.00

+D+0.750L+0.750S-0.450W+H, LL Comb Run (*LL) Design Segment 1 L=3.75 0.000 0.07 576.00 384.00 Design Segment 2 L=0.27 0.005 1.73 576.00 384.00 Design Segment 3 L=40.06 0.005 1.73 576.00 384.00 Design Segment 4 L=3.75 0.000 0.07 576.00 384.00

+D+0.750L+0.750S-0.450W+H, LL Comb Run (L**) Design Segment 1 L=3.75 0.000 0.07 576.00 384.00 Design Segment 2 L=0.27 0.005 1.73 576.00 384.00 Design Segment 3 L=40.06 0.005 1.73 576.00 384.00 Design Segment 4 L=3.75 0.000 0.07 576.00 384.00

+D+0.750L+0.750S-0.450W+H, LL Comb Run (L*L) Design Segment 1 L=3.75 0.000 0.07 576.00 384.00 Design Segment 2 L=0.27 0.005 1.73 576.00 384.00 Design Segment 3 L=40.06 0.005 1.73 576.00 384.00 Design Segment 4 L=3.75 0.000 0.07 576.00 384.00

+D+0.750L+0.750S-0.450W+H, LL Comb Run (LL*) Design Segment 1 L=3.75 0.000 0.07 576.00 384.00 Design Segment 2 L=0.27 0.005 1.73 576.00 384.00 Design Segment 3 L=40.06 0.005 1.73 576.00 384.00 Design Segment 4 L=3.75 0.000 0.07 576.00 384.00

S14

DESCRIPTION: Top Beam - wind oop

Project File: Utah State Fairpark Sign.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Maximum Shear Forces & Stresses for Load Combinations Load Combination V SR Vmax Vny Vny/ +D+0.750L+0.750S-0.450W+H, LL Comb Run (LLL)

Design Segment 1 L=3.75 0.000 0.07 576.00 384.00 Design Segment 2 L=0.27 0.005 1.73 576.00 384.00 Design Segment 3 L=40.06 0.005 1.73 576.00 384.00 Design Segment 4 L=3.75 0.000 0.07 576.00 384.00

+D+0.750L+0.750S+0.5250E+H, LL Comb Run (**L) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+0.750L+0.750S+0.5250E+H, LL Comb Run (*L*) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+0.750L+0.750S+0.5250E+H, LL Comb Run (*LL) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+0.750L+0.750S+0.5250E+H, LL Comb Run (L**) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+0.750L+0.750S+0.5250E+H, LL Comb Run (L*L) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+0.750L+0.750S+0.5250E+H, LL Comb Run (LL*) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+D+0.750L+0.750S+0.5250E+H, LL Comb Run (LLL) Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

+0.60D+0.60W+0.60H Design Segment 1 L=3.75 0.000 0.10 576.00 384.00 Design Segment 2 L=0.27 0.006 2.31 576.00 384.00 Design Segment 3 L=40.06 0.006 2.31 576.00 384.00 Design Segment 4 L=3.75 0.000 0.10 576.00 384.00

+0.60D-0.60W+0.60H Design Segment 1 L=3.75 0.000 0.10 576.00 384.00 Design Segment 2 L=0.27 0.006 2.31 576.00 384.00 Design Segment 3 L=40.06 0.006 2.31 576.00 384.00 Design Segment 4 L=3.75 0.000 0.10 576.00 384.00

+0.60D+0.70E+0.60H Design Segment 1 L=3.75 0.000 -0.00 576.00 384.00 Design Segment 2 L=40.33 0.000 -0.00 576.00 384.00 Design Segment 3 L=3.75 0.000 -0.00 576.00 384.00

LocationLoad CombinationMax. LocationLoad CombinationSpan Max.

Overall Maximum Deflections in Span"+" Deflin Span"-" Defl W Only1 0.0000 0.000 -0.4449 0.000

W Only2 1.5155 20.434 0.0000 0.000 W Only3 0.0000 20.434 -0.4449 3.750

Load Combination Support 1 Support 2 Support 3 Support 4 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Max Upward from all Load Conditions 4.013 4.013 Max Upward from Load Combinations 2.408 2.408 Max Upward from Load Cases 4.013 4.013 +D+0.60W+H 2.408 2.408 +D+0.750Lr+0.750L+0.450W+H, LL Comb Run (**L) 1.806 1.806 +D+0.750Lr+0.750L+0.450W+H, LL Comb Run (*L*) 1.806 1.806 +D+0.750Lr+0.750L+0.450W+H, LL Comb Run (*LL) 1.806 1.806

S15

DESCRIPTION: Top Beam - wind oop

Project File: Utah State Fairpark Sign.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Load Combination Support 1 Support 2 Support 3 Support 4 Vertical Reactions Support notation : Far left is #1 Values in KIPS

+D+0.750Lr+0.750L+0.450W+H, LL Comb Run (L**) 1.806 1.806 +D+0.750Lr+0.750L+0.450W+H, LL Comb Run (L*L) 1.806 1.806 +D+0.750Lr+0.750L+0.450W+H, LL Comb Run (LL*) 1.806 1.806 +D+0.750Lr+0.750L+0.450W+H, LL Comb Run (LLL) 1.806 1.806 +D+0.750L+0.750S+0.450W+H, LL Comb Run (**L) 1.806 1.806 +D+0.750L+0.750S+0.450W+H, LL Comb Run (*L*) 1.806 1.806 +D+0.750L+0.750S+0.450W+H, LL Comb Run (*LL) 1.806 1.806 +D+0.750L+0.750S+0.450W+H, LL Comb Run (L**) 1.806 1.806 +D+0.750L+0.750S+0.450W+H, LL Comb Run (L*L) 1.806 1.806 +D+0.750L+0.750S+0.450W+H, LL Comb Run (LL*) 1.806 1.806 +D+0.750L+0.750S+0.450W+H, LL Comb Run (LLL) 1.806 1.806 +0.60D+0.60W+0.60H 2.408 2.408 W Only 4.013 4.013 H Only

S16

DESCRIPTION: Top Beam - gravity

Project File: Utah State Fairpark Sign.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Referenced Design Standard(s) : AISC 360-22 Load Combination Set : IBC 2021

Code References Governing Code : IBC 2024

Rho (or Omega) = 1.00 Material Properties

Analysis Method :

ksi

Bending Axis : Major Axis Bending Completely Unbraced Allowable Strength Design Fy : Steel Yield : 50.0 ksi

Beam Bracing : E: Modulus : 29,000.0

Span = 3.750 ft

W21x101

Span = 40.330 ft

W21x101

Span = 3.750 ft

W21x101 1 2 3 4

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading

.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.065 : 1

Load Combination D Only

Span # where maximum occurs Span # 2

2.046 k Mn / : Allowable 305.987 k-ft Vn / : Allowable

W21x101Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 2

Load Combination D Only

214.0 k

Section used for this span W21x101 Ma : Applied

Maximum Shear Stress Ratio = 0.010 : 1

0.000 ft

19.911 k-ft Va : Applied

0 <136.0

Ratio = 3717 >=228.

Maximum Deflection Max Downward Transient Deflection 0 in 0Ratio = <136.0 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.083 in Ratio = >=228.

Max Upward Total Deflection -0.024 in n/a n/a Span: 2 : D Only Span: 3 : D Only

.Maximum Flexural Forces & Stresses for Load Combinations Load Combination Unbraced Length Max Flexural

Stress Ratio +ve Moment -ve Moment

Segment UL Length ft Span # Cb +ve M SR Mmax + Mnx/ + -ve M SR Mmax - Mnx/ - D Only

Design Segment 1 L=3.75 1 3.75 1 1.00 0.001 0.001 -0.71 631.24 Design Segment 2 L=0.54 2 40.33 2 1.14 0.001 0.001 -0.71 631.24 Design Segment 3 L=39.52 2 40.33 2 1.14 0.065 0.065 19.91 305.99 Design Segment 4 L=0.27 2 40.33 2 1.14 0.001 0.001 -0.71 631.24 Design Segment 5 L=3.75 3 3.75 3 1.00 0.001 0.001 -0.71 631.24

+0.60D Design Segment 1 L=3.75 1 3.75 1 1.00 0.001 0.001 -0.43 631.24 Design Segment 2 L=0.54 2 40.33 2 1.14 0.001 0.001 -0.43 631.24 Design Segment 3 L=39.52 2 40.33 2 1.14 0.039 0.039 11.95 305.99 Design Segment 4 L=0.27 2 40.33 2 1.14 0.001 0.001 -0.43 631.24 Design Segment 5 L=3.75 3 3.75 3 1.00 0.001 0.001 -0.43 631.24

.Maximum Shear Forces & Stresses for Load Combinations Load Combination V SR Vmax Vnx Vnx/ D Only

Design Segment 1 L=3.75 0.002 0.38 321.00 214.00 Design Segment 2 L=0.54 0.010 2.05 321.00 214.00 Design Segment 3 L=39.52 0.009 2.02 321.00 214.00 Design Segment 4 L=0.27 0.010 2.05 321.00 214.00 Design Segment 5 L=3.75 0.002 0.38 321.00 214.00

+0.60D Design Segment 1 L=3.75 0.001 0.23 321.00 214.00

S17

DESCRIPTION: Top Beam - gravity

Project File: Utah State Fairpark Sign.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Maximum Shear Forces & Stresses for Load Combinations Load Combination V SR Vmax Vnx Vnx/

Design Segment 2 L=0.54 0.006 1.23 321.00 214.00 Design Segment 3 L=39.52 0.006 1.21 321.00 214.00 Design Segment 4 L=0.27 0.006 1.23 321.00 214.00 Design Segment 5 L=3.75 0.001 0.23 321.00 214.00

LocationLoad CombinationMax. LocationLoad CombinationSpan Max.

Overall Maximum Deflections in Span"+" Deflin Span"-" Defl D Only1 0.0000 0.000 -0.0242 0.000

D Only2 0.0833 20.434 0.0000 0.000 D Only3 0.0000 20.434 -0.0242 3.750

Load Combination Support 1 Support 2 Support 3 Support 4 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Max Upward from all Load Conditions 2.426 2.426 Max Upward from Load Combinations 1.456 1.456 Max Upward from Load Cases 2.426 2.426 D Only 2.426 2.426 +0.60D 1.456 1.456

S18

DESCRIPTION: Bottom Beam - wind oop

Project File: Utah State Fairpark Sign.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Referenced Design Standard(s) : AISC 360-22 Load Combination Set : IBC 2021

Code References Governing Code : IBC 2024

Rho (or Omega) = 1.00 Material Properties

Analysis Method :

ksi

Bending Axis : Minor Axis Bending Completely Unbraced Allowable Strength Design Fy : Steel Yield : 50.0 ksi

Beam Bracing : E: Modulus : 29,000.0

Span = 40.330 ft

W12x79 1 2

W(0.1910)

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added

Uniform Load : W = 0.1910 k/ft, Tributary Width = 1.0 ft .Design OKDESIGN SUMMARY

Maximum Bending Stress Ratio = 0.172 : 1

Load Combination +D+0.60W+H

Span # where maximum occurs Span # 1

2.311 k Mn / : Allowable 135.479 k-ft Vn / : Allowable

W12x79Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination…

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