Attachment E - Canopy Calculations.pdf

PDF 1 MB Posted Oct 17, 2025

Attached to: Re-Pump Station Equipment Covered Structures (Big Cypress) (380202)
Solicitation number: RFP 62-2025
Issued by: Highlands County, Clewiston City, Florida

About this file

Written by GovTribe AI · Oct 17, 2025

This document is a comprehensive set of structural calculations prepared by Alliance Engineering of Oregon, Inc. for the Tony Quevedo Building located on West Boundary Road in Clewiston, Florida. The project involves designing a 25' wide by 30' long steel building with a 16' eave height and 2:12 roof pitch. The structural calculations were prepared in compliance with the 8th Edition (2023) Florida Building Code, utilizing ACT Dimensions software for frame analysis and design. The calculations cover multiple engineering aspects including clearspan frame analysis, endwall analysis, frame brace connections, lateral force resistance, moment frame analysis, purlin design, and foundation and concrete anchor design.

The structural design parameters include specific material specifications such as 2500 psi concrete, ASTM A615 Grade 60 reinforcing steel, ASTM A325 structural bolts, and ASTM A653 Grade 80 metal roof and wall panels. The project site is classified as Site Class D with a Risk Category II. Load calculations account for various factors including dead loads, roof live loads, snow loads, seismic loads, and wind loads, with an ultimate wind speed of 150 mph and exposure category C. The design incorporates cold-formed steel members with specific yield strengths and incorporates detailed analysis of joint reactions, member section forces, and steel code checks to ensure structural integrity and compliance with engineering standards.

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File	Type	Posted
Attachment G - Sample Contract.pdf	PDF	Oct 17, 2025
Attachment D - Environmental Compliance Review.PDF	PDF	Oct 17, 2025
Attachment F - Steel Commander Plans.pdf	PDF	Oct 17, 2025
Exhibit C - Statement of Qualifications.xlsx	XLSX spreadsheet	Oct 17, 2025
RFP 62-2025.pdf	PDF	Oct 17, 2025
Exhibit A - Proposal Form.xlsx	XLSX spreadsheet	Oct 17, 2025
Attachment C - Geotechnical Report.pdf	PDF	Oct 17, 2025
Exhibit P - W-9 Form.pdf	PDF	Oct 17, 2025
Attachment A - Plans.pdf	PDF	Oct 17, 2025
Attachment B - Specification Book.pdf	PDF	Oct 17, 2025

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STRUCTURAL CALCULATIONS FOR:

Tony Quevedo Building West Boundary Rd

Clewiston, FL 33440 Job # YSUI1000556568

(25' WIDE X 30' LONG BUILDING

Sheet # Contents

M1, M2

A1 - A7

A8 - A14

A15

B2 - B10

F1 - F3

P1, P2

Distributor:

Steel Commander Corp

Design Parameters, Loadings

WITH 16' EAVE HEIGHT

AND 2:12 ROOF PITCH)

INDEX TO CALCULATIONS

Governing Code -- 8th Ed. (2023) Florida Building Code (Load Combinations per 8th Ed. (2023) FBC Section 1605.3.1)

Clearspan Frame Analysis & Design

Endwall A And Endwall B Analysis & Design

Frame Brace End Connections

Lateral Force Resistance Analysis and Design

Moment Frame Analysis & Design

Purlin Analysis and Design

Foundation and Concrete Anchor Design Roof Panel Information and Screw Capacities

Structural Engineering by:

Alliance Engineering of Oregon, Inc

Salem, OR 97301 engsupport@actbuildingsystems.com

2700 Market St NE

James Loughrey

2025.04.03 09:32:21 -07'00'

ATTACHMENT E

Alliance Engineering of Oregon, Inc

JOB INFORMATION:

JOB NAME: Tony Quevedo MAIN BUILDING FRAME WIDTH (ft.): 25.00

JOB ADDRESS: OVERALL ENCLOSED BUILDING WIDTH (ft.): 25.00 BUILDING LENGTH (ft.): 30.00

JOB NUMBER: YSUI1000556568 BUILDING FRAME EAVE HEIGHT (ft.): 16.00

BUILDING FRAME ROOF SLOPE (?/12): 2.00

Corner Wall Zones (ft): 6.00 Sidewall Interior Zone (ft): 18.00

MATERIAL SPECIFICATIONS:

CONCRETE: 2500 psi (28-day Strength)

CONCRETE REINFORCING: ASTM A615, Grade 60 (Fy = 60,000 psi)

STRUCTURAL BOLTS: ASTM A325

METAL ROOF PANELS: ASTM A653, Grade 80 (Fy = 80,000 psi min.)

METAL WALL PANELS: ASTM A653, Grade 80 (Fy = 80,000 psi min.)

CEE AND ZEE COLD-FORMED STEEL: ASTM A1011, Grade 55 (Fy = 55,000 psi min.)

PROJECT PARAMETERS: SITE CLASS: D

RISK CATEGORY: II

GOVERNING CODES: -- 8th Ed. (2023) Florida Building Code (Load Combinations per 8th Ed. (2023) FBC Section 1605.3.1) -- AISI S100 (North American Specification for the Design of Cold-Formed Steel Structural Members)

VERTICAL LOADS:

DEAD LOADS: METAL ROOF PANEL: 1.0 psf PURLINS: 1.0 psf

MISC.: 1.0 psf STEEL FRAMES: 1.0 psf

TOTAL ROOF DEAD LOAD: 4.0 psf WALL DEAD LOAD: 3.0 psf

ROOF LIVE LOADS:

ROOF LIVE LOAD REDUCTION FACTORS (R1 x R2): 0.83

DESIGN LIVE LOAD FOR CLEARSPAN FRAMES: 16.5 psf DESIGN LIVE LOAD FOR PURLINS AND OTHER ELEMENTS: 20.0 psf

ROOF SNOW LOADS: GROUND SNOW LOAD: 3.0 psf SNOW LOAD IMPORTANCE FACTOR, Is: 1.00

Ce, Exposure Factor: 1.00 Ct, Thermal Factor: 1.20

Cs, Slope Factor: 1.00

DESIGN SLOPED ROOF SNOW LOAD: 2.5 psf

West Boundary Rd Clewiston, FL 33440

4/2/2025YSUI1000556568 Quevedo Calc Package.xlsm Design Parameters -- Page M1

LATERAL LOADS:

SEISMIC LOADS:

PERP. TO

SIDEWALL

(TRANSVERSE)

PERP. TO

ENDWALL

(LONGITUDINAL)

PERP. TO

SIDEWALL

PERP. TO

ENDWALL

Ss: 0.055 0.055 S1: 0.023 0.023 Fa: 1.200 1.200 Fv: 2.400 2.400

SMS = (Fa x Ss) = 0.066 0.066 SM1 = 0.055 0.055 SDS= (2/3) x SMS = 0.044 0.044 SD1 = 0.037 0.037

R = 3.0 3.0 3.0 3.0 REDUNDANCY FACTOR, rho = 1.00 1.00 1.00 1.00

SEISMIC IMPORTANCE FACTOR, Ie = 1.00 1.00 1.00 1.00 Cs = 0.014 0.014 0.012 0.012

Eh = Cs x W x rho= 0.014 W 0.014 W 0.012 W 0.012 W Eh (ASD) = Eh * .7 = 0.009 W 0.009 W 0.008 W 0.008 W

W =TOTAL SEISMIC DESIGN DEAD LOAD (lbs.) = 3000 3000 3000 3000 LATERAL SYSTEM SEISMIC SHEAR EFFECT, Eh (lbs.) = 27 27 24 24

SEISMIC DESIGN CATEGORY (FOR BOTH PERIODS PER SEC. 1613.5.6.1):

.8 x Ts = 0.67 (ASCE 11.4.6)

Ta (sec.) = 0.28 0.18 (ASCE 12.8.2.1)

WIND LOADS:

ULTIMATE WIND SPEED (mph) = 150 VELOCITY EXPOSURE COEFFICIENT, Kz = 0.870

EXPOSURE = C WIND TOPOGRAPHICAL FACTOR, Kt = 1.000 BUILDING ENCLOSURE TYPE: OPEN WIND DIRECTIONALITY FACTOR, Kd = 0.850

GROUND ELEVATION FACTOR, Ke = 0.999 MEAN ROOF HEIGHT (ft.): 17.04

ULTIMATE WIND PRESSURE (psf): 42.56

G * CN

Coefficient for Windward Wall Ballooning: 0.500 21.28

Coefficient for Leeward Wall Ballooning: -0.605 -25.75 Coefficient for Windward Roof Upward Ballooning: 0.000 0.00

Coefficient for Leeward Roof Upward Ballooning: -0.998 -42.47 Coefficient for Windward Roof Downward Ballooning: 0.935 39.79

Coefficient for Leeward Roof Downward Ballooning: -0.277 -11.80 Coefficient for Windward Wall Deflation: 0.860 36.60

Coefficient for Leeward Wall Deflation: -0.245 -10.43 Coefficient for Windward Roof Upward Deflation: 0.000 0.00

Coefficient for Leeward Roof Upward Deflation: -0.998 -42.47 Coefficient for Windward Roof Downward Deflation: 0.935 39.79

Coefficient for Leeward Roof Downward Deflation: -0.277 -11.80

ALLOWABLE STRESS LATERAL SYSTEM WIND FORCE PERP. TO SIDEWALLS, W (lbs.) = 7090

Int. Zone Wall Pressure Horiz. Coefficient: 1.105 Int. Zone Endwall Ultimate Wind Pressure (psf): 47.03

ALLOWABLE STRESS LATERAL SYSTEM WIND FORCE PERP. TO ENDWALLS, W (lbs.) = 1226

CLADDING AND COMPONENT ALLOWABLE STRESS DESIGN WIND PRESSURES:

Element INWARD OUTWARD INWARD OUTWARD Roof Purlins: 0.935 -0.998 23.88 25.48

Sidewall Girts: 0.850 -0.935 21.71 23.88 Endwall Girts: 0.850 -0.935 21.71 23.88

Endwall Columns: 0.655 -0.740 16.72 18.89

(suction)

(pressure) (suction)

MAIN FORCE RESISTING SYSTEM (MFRS) DESIGN WIND PRESSURES (Perp. to Endwall):

(suction)

(suction) using Site Class ''D'' and Risk Category ''II'') 1-sec. Period

A A

MAIN FORCE RESISTING SYSTEM (MFRS) DESIGN WIND PRESSURES (Perp. to Sidewall):

(suction)

(pressure)

ULTIMATE WIND

PRESSURE (psf):

(suction)

'Short' Period

G * CN (FIELD) Pressures (psf)

(pressure)

(Based on ASCE 7-16, Chapter 12, 4/2/2025YSUI1000556568 Quevedo Calc Package.xlsm Design Parameters -- Page M2

CLEARSPAN FRAME ANALYSIS:

Analysis & Design Software: ACT Dimensions version 2.29.6.0 by ACT Building Systems

Applicable Frame Numbers: 2 Overall Nominal Frame Width: 25' - 0"

Nominal Eave Height: 16' - 0" Roof Pitch: 2:12

Tributary Width: 15' - 0" Design Roof Snow Load: 2.52 psf

Roof Live Load: 20.00 psf Wind Speed AndAlso Exposure: 150 mph, C

MEMBERS MAX. CONNECTOR SPACING REQUIRED

Columns 2' - 5"

Rafters 1' - 11"

X - JOINT LABEL (SEE RISA ANALYSIS NEXT PAGE)

(X) - MEMBER LABEL (SEE RISA ANALYSIS NEXT PAGE)

FRAME NODE AND MEMBER DIAGRAM

Clearspan frame -- Page A14/2/2025YSUI1000556568 Quevedo Calc Package.xlsm

Cold Formed Steel Properties Label E[psi] G[psi] Nu Therm(/1E5 F) Density[lb/ft^3] Yield[psi] Fu[psi]

1 CF_STL 29500000 11300000 0.3 0.65 490 55000 70000

Joint Coordinates Label X[ft] Y[ft]

1 C1B 0.833 0.000 2 C1T 0.833 14.957 3 C2B 24.168 0.000 4 C2T 24.168 14.957

5 APX 12.501 16.901

6 KB1B 0.833 9.600

7 KB1T 4.000 15.485

8 KB2B 24.168 9.600

9 KB2T 21.001 15.485

Member Primary Data Label I Joint J Joint Shape Type DesignList Material DesignRules

1 C1 C1B C1T 2-12in x 3.75in 14G CEE-BB Beam CS CF_STL Typical 2 C2 C2B C2T 2-12in x 3.75in 14G CEE-BB Beam CS CF_STL Typical 3 KB1 KB1B KB1T 2-4in x 2.5in 16G CEE-BB Beam CS CF_STL Typical 4 KB2 KB2B KB2T 2-4in x 2.5in 16G CEE-BB Beam CS CF_STL Typical 5 LR1 C1T APX 2-12in x 3.75in 14G CEE-BB Beam CS CF_STL Typical 6 LR2 C2T APX 2-12in x 3.75in 14G CEE-BB Beam CS CF_STL Typical

Member Advanced Data Label I Release J Release I Offset[ft] J Offset[ft] Physical

1 C1 PIN 0.000 0.000 Yes 2 C2 PIN 0.000 0.000 Yes

3 KB1 PIN PIN 0.000 0.000

4 KB2 PIN PIN 0.000 0.000

5 LR1 SEMI-RIGID 0.469 0.000 Yes 6 LR2 0.469 0.000 Yes

Cold Formed Steel Design Parameters Label Shape Length[ft] Lb y-y [ft] Lcomp top[ft] Lcomp bottom[ft] L-Torque [ft] K-in

1 C1 2-12in x 3.75in 14G CEE-BB 14.957 14.957 14.957 14.957 14.957 0.8 2 C2 2-12in x 3.75in 14G CEE-BB 14.957 14.957 14.957 14.957 14.957 0.8 3 KB1 2-4in x 2.5in 16G CEE-BB 6.682 6.682 6.682 6.682 6.682 4 KB2 2-4in x 2.5in 16G CEE-BB 6.682 6.682 6.682 6.682 6.682 5 LR1 2-12in x 3.75in 14G CEE-BB 11.828 3.853 11.828 3.853 3.853 0.8 6 LR2 2-12in x 3.75in 14G CEE-BB 11.828 3.853 3.853 11.828 3.853 0.8

Basic Load Cases BLC Description Category Joint Point Distributed

1 Roof Dead DL 0 0 2 2 Roof Snow SL 0 0 2 3 Roof Live RLL 0 0 2 4 Wall Dead DL 0 0 0 5 Floor Dead DL 0 0 0 6 Floor Live LL 0 0 0 7 Wind To Right - Upward Balooning OL1 0 0 4 8 Wind To Right - Upward Deflation OL2 0 0 4

Clearspan frame -- Page A24/2/2025YSUI1000556568 Quevedo Calc Package.xlsm

Basic Load Cases (continued) BLC Description Category Joint Point Distributed

9 Wind To Right - Downward Balooning OL3 0 0 6 10 Wind To Right - Downward Deflation OL4 0 0 6 11 Wind To Left - Upward Balooning OL5 0 0 4 12 Wind To Left - Upward Deflation OL6 0 0 4 13 Wind To Left - Downward Balooning OL7 0 0 6 14 Wind To Left - Downward Deflation OL8 0 0 6 15 Earthquake+ None 0 0 2 16 Earthquake- None 0 0 2

Member Distributor Loads (BLC 1 : Roof Dead) Member Label Direction Start Mag[lb/ft] End Mag[lb/ft] Start Loc[ft/%] End Loc[ft/%]

1 LR1 Y -60.000 -60.000 -0.000 11.828

2 LR2 Y -60.000 -60.000 -0.000 11.828

Member Distributor Loads (BLC 2 : Roof Snow) Member Label Direction Start Mag[lb/ft] End Mag[lb/ft] Start Loc[ft/%] End Loc[ft/%]

1 LR1 Y -37.286 -37.286 -0.000 11.828

2 LR2 Y -37.286 -37.286 -0.000 11.828

Member Distributor Loads (BLC 3 : Roof Live) Member Label Direction Start Mag[lb/ft] End Mag[lb/ft] Start Loc[ft/%] End Loc[ft/%]

1 LR1 Y -244.132 -244.132 -0.000 11.828

2 LR2 Y -244.132 -244.132 -0.000 11.828

Member Distributor Loads (BLC 7 : Wind To Right - Upward Balooning) Member Label Direction Start Mag[lb/ft] End Mag[lb/ft] Start Loc[ft/%] End Loc[ft/%]

1 C1 X 13.356 13.356 0.000 14.957 2 C2 X 16.161 16.161 0.000 14.957

3 LR2 X 105.159 105.159 -0.000 11.828

4 LR2 Y 630.957 630.957 -0.000 11.828

Member Distributor Loads (BLC 8 : Wind To Right - Upward Deflation) Member Label Direction Start Mag[lb/ft] End Mag[lb/ft] Start Loc[ft/%] End Loc[ft/%]

1 C1 X 22.973 22.973 0.000 14.957 2 C2 X 6.545 6.545 0.000 14.957

3 LR2 X 105.159 105.159 -0.000 11.828

4 LR2 Y 630.957 630.957 -0.000 11.828

Member Distributor Loads (BLC 9 : Wind To Right - Downward Balooning) Member Label Direction Start Mag[lb/ft] End Mag[lb/ft] Start Loc[ft/%] End Loc[ft/%]

1 C1 X 13.356 13.356 0.000 14.957 2 C2 X 16.161 16.161 0.000 14.957

3 LR1 X 98.545 98.545 -0.000 11.828

4 LR1 Y -591.269 -591.269 -0.000 11.828

5 LR2 X 29.220 29.220 -0.000 11.828

6 LR2 Y 175.319 175.319 -0.000 11.828

Clearspan frame -- Page A34/2/2025YSUI1000556568 Quevedo Calc Package.xlsm

Member Distributor Loads (BLC 10 : Wind To Right - Downward Deflation) Member Label Direction Start Mag[lb/ft] End Mag[lb/ft] Start Loc[ft/%] End Loc[ft/%]

1 C1 X 22.973 22.973 0.000 14.957 2 C2 X 6.545 6.545 0.000 14.957

3 LR1 X 98.545 98.545 -0.000 11.828

4 LR1 Y -591.269 -591.269 -0.000 11.828

5 LR2 X 29.220 29.220 -0.000 11.828

6 LR2 Y 175.319 175.319 -0.000 11.828

Member Distributor Loads (BLC 11 : Wind To Left - Upward Balooning) Member Label Direction Start Mag[lb/ft] End Mag[lb/ft] Start Loc[ft/%] End Loc[ft/%]

1 C1 X -16.161 -16.161 0.000 14.957 2 C2 X -13.356 -13.356 0.000 14.957

3 LR1 X -105.159 -105.159 -0.000 11.828

4 LR1 Y 630.957 630.957 -0.000 11.828

Member Distributor Loads (BLC 12 : Wind To Left - Upward Deflation) Member Label Direction Start Mag[lb/ft] End Mag[lb/ft] Start Loc[ft/%] End Loc[ft/%]

1 C1 X -6.545 -6.545 0.000 14.957 2 C2 X -22.973 -22.973 0.000 14.957

3 LR1 X -105.159 -105.159 -0.000 11.828

4 LR1 Y 630.957 630.957 -0.000 11.828

Member Distributor Loads (BLC 13 : Wind To Left - Downward Balooning) Member Label Direction Start Mag[lb/ft] End Mag[lb/ft] Start Loc[ft/%] End Loc[ft/%]

1 C1 X -16.161 -16.161 0.000 14.957 2 C2 X -13.356 -13.356 0.000 14.957

3 LR1 X -29.220 -29.220 -0.000 11.828

4 LR1 Y 175.319 175.319 -0.000 11.828

5 LR2 X -98.545 -98.545 -0.000 11.828

6 LR2 Y -591.269 -591.269 -0.000 11.828

Member Distributor Loads (BLC 14 : Wind To Left - Downward Deflation) Member Label Direction Start Mag[lb/ft] End Mag[lb/ft] Start Loc[ft/%] End Loc[ft/%]

1 C1 X -6.545 -6.545 0.000 14.957 2 C2 X -22.973 -22.973 0.000 14.957

3 LR1 X -29.220 -29.220 -0.000 11.828

4 LR1 Y 175.319 175.319 -0.000 11.828

5 LR2 X -98.545 -98.545 -0.000 11.828

6 LR2 Y -591.269 -591.269 -0.000 11.828

Member Distributor Loads (BLC 15 : Earthquake+) Member Label Direction Start Mag[lb/ft] End Mag[lb/ft] Start Loc[ft/%] End Loc[ft/%]

1 LR1 X 1.272 1.272 -0.000 11.828

2 LR2 X 1.272 1.272 -0.000 11.828

Clearspan frame -- Page A44/2/2025YSUI1000556568 Quevedo Calc Package.xlsm

Member Distributor Loads (BLC 16 : Earthquake-) Member Label Direction Start Mag[lb/ft] End Mag[lb/ft] Start Loc[ft/%] End Loc[ft/%]

1 LR1 X -1.272 -1.272 -0.000 11.828

2 LR2 X -1.272 -1.272 -0.000 11.828

Load Combinations Description PDelta SRSS BLC Factor BLC Factor BLC Factor BLC Factor

1 DL ONLY DL 1

2 FLL ONLY LL 1

3 IBC 16-9 DL 1 LL 1

4 IBC 16-10 (a) DL 1 RLL 1 5 IBC 16-10 (b) DL 1 SL 1 6 IBC 16-11 (a) DL 1 LL 0.75 RLL 0.75 7 IBC 16-11 (b) DL 1 LL 0.75 SL 0.75 8 IBC 16-12 (a) 1 DL 1 OL1 0.6 9 IBC 16-12 (a) 2 DL 1 OL2 0.6

10 IBC 16-12 (a) 3 DL 1 OL3 0.6 11 IBC 16-12 (a) 4 DL 1 OL4 0.6 12 IBC 16-12 (a) 5 DL 1 OL5 0.6 13 IBC 16-12 (a) 6 DL 1 OL6 0.6 14 IBC 16-12 (a) 7 DL 1 OL7 0.6 15 IBC 16-12 (a) 8 DL 1 OL8 0.6 16 IBC 16-12 (b) 1 DL 1 15 0.7 17 IBC 16-12 (b) 2 DL 1 16 0.7 18 IBC 16-13 (a) 1 DL 1 LL 0.75 RLL 0.75 OL1 0.45 19 IBC 16-13 (a) 2 DL 1 LL 0.75 RLL 0.75 OL2 0.45 20 IBC 16-13 (a) 3 DL 1 LL 0.75 RLL 0.75 OL3 0.45 21 IBC 16-13 (a) 4 DL 1 LL 0.75 RLL 0.75 OL4 0.45 22 IBC 16-13 (a) 5 DL 1 LL 0.75 RLL 0.75 OL5 0.45 23 IBC 16-13 (a) 6 DL 1 LL 0.75 RLL 0.75 OL6 0.45 24 IBC 16-13 (a) 7 DL 1 LL 0.75 RLL 0.75 OL7 0.45 25 IBC 16-13 (a) 8 DL 1 LL 0.75 RLL 0.75 OL8 0.45 26 IBC 16-13 (b) 1 DL 1 LL 0.75 SL 0.75 OL1 0.45 27 IBC 16-13 (b) 2 DL 1 LL 0.75 SL 0.75 OL2 0.45 28 IBC 16-13 (b) 3 DL 1 LL 0.75 SL 0.75 OL3 0.45 29 IBC 16-13 (b) 4 DL 1 LL 0.75 SL 0.75 OL4 0.45 30 IBC 16-13 (b) 5 DL 1 LL 0.75 SL 0.75 OL5 0.45 31 IBC 16-13 (b) 6 DL 1 LL 0.75 SL 0.75 OL6 0.45 32 IBC 16-13 (b) 7 DL 1 LL 0.75 SL 0.75 OL7 0.45 33 IBC 16-13 (b) 8 DL 1 LL 0.75 SL 0.75 OL8 0.45 34 IBC 16-14 (a) 1 DL 1 LL 0.75 SL 0.75 15 0.525 35 IBC 16-14 (a) 2 DL 1 LL 0.75 SL 0.75 16 0.525 36 IBC 16-15 (a) 1 DL 0.6 OL1 0.6 37 IBC 16-15 (a) 2 DL 0.6 OL2 0.6 38 IBC 16-15 (a) 3 DL 0.6 OL3 0.6 39 IBC 16-15 (a) 4 DL 0.6 OL4 0.6 40 IBC 16-15 (a) 5 DL 0.6 OL5 0.6 41 IBC 16-15 (a) 6 DL 0.6 OL6 0.6 42 IBC 16-15 (a) 7 DL 0.6 OL7 0.6 43 IBC 16-15 (a) 8 DL 0.6 OL8 0.6 44 IBC 16-16 (a) 1 DL 0.6 15 0.7 45 IBC 16-16 (a) 2 DL 0.6 16 0.7

Clearspan frame -- Page A54/2/2025YSUI1000556568 Quevedo Calc Package.xlsm

Envelope Joint Reactions Joint X[lb] LC Y[lb] LC Moment[ft-lb] LC

1 C1B max 1485 24 4254 20 0 41 2 C1B min -1001 37 -2198 41 -0 8 3 C2B max 1001 41 4254 24 0 10 4 C2B min -1485 20 -2198 37 -0 43 5 Total max 1136 43 7648 24 0 20 6 Total min -1136 10 -3482 37 -0 40

Envelope Member Section Forces Member Sec Axial[lb] LC Shear[lb] LC Moment[ft-lb] LC

1 C1 1 max 4254 20 1485 24 0 41 2 1 min -2198 41 -1001 37 -0 8 3 C1 2 max 3372 37 1712 37 0 15 4 2 min -4060 14 -2619 24 -0 37 5 C2 1 max 4254 24 1001 41 0 10 6 1 min -2198 37 -1485 20 -0 43 7 C2 2 max 3372 41 2619 20 0 10 8 2 min -4060 10 -1712 41 -0 43 9 KB1 1 max 8432 24 0 45 0 1

10 1 min -5288 37 0 1 0 1 11 KB1 2 max 8432 24 0 45 0 1 12 2 min -5288 37 0 1 0 1 13 KB2 1 max 8432 20 0 45 0 1 14 1 min -5288 41 0 1 0 1 15 KB2 2 max 8432 20 0 45 0 1 16 2 min -5288 41 0 1 0 1 17 LR1 1 max 2243 37 3677 15 0 42 18 1 min -3246 24 -3047 36 -0 11 19 LR1 2 max 1493 25 2150 11 5209 20 20 2 min -1103 36 -1891 42 -2304 41 21 LR2 1 max 2243 41 3047 40 0 41 22 1 min -3246 20 -3677 11 -0 14 23 LR2 2 max 1493 21 1891 38 5209 20 24 2 min -1103 40 -2150 15 -2304 41

AISI S100-16 : ASD Cold Formed Steel Code Checks Member Shape H1.2-1 Check Loc[ft] LC H2-1 Check Loc[ft] LC

1 C1 2-12in x 3.75in 14G CEE-BB 9.600 23 0.79 9.600 23 2 C2 2-12in x 3.75in 14G CEE-BB 9.600 19 0.79 9.600 19 3 KB1 2-4in x 2.5in 16G CEE-BB 0.81 6.682 19 0.00 6.682 1 4 KB2 2-4in x 2.5in 16G CEE-BB 0.81 6.682 19 0.00 6.682 1 5 LR1 2-12in x 3.75in 14G CEE-BB 0.75 3.210 20 0.85 3.210 20 6 LR2 2-12in x 3.75in 14G CEE-BB 0.75 3.210 20 0.85 3.210 20

0.999 0.999

Clearspan frame -- Page A64/2/2025YSUI1000556568 Quevedo Calc Package.xlsm

AISI S100-16 : ASD Cold Formed Steel Allowable Member Load Member Shape Pn/Om[lb] Tn/Om[lb] Mn/Om[lb-ft] Cb Cm

1 C1 2-12in x 3.75in 14G CEE-BB 21498 46369 16455 1 1 2 C2 2-12in x 3.75in 14G CEE-BB 21498 46369 16455 1 1 3 KB1 2-4in x 2.5in 16G CEE-BB 10422 35664 3176 1 1 4 KB2 2-4in x 2.5in 16G CEE-BB 10422 35664 3176 1 1 5 LR1 2-12in x 3.75in 14G CEE-BB 30767 46369 17606 1 1 6 LR2 2-12in x 3.75in 14G CEE-BB 30767 46369 17606 1 1

Clearspan frame -- Page A74/2/2025YSUI1000556568 Quevedo Calc Package.xlsm

ENDWALL A AND ENDWALL B ANALYSIS:

Analysis & Design Software: ACT Dimensions version 2.29.6.0 by ACT Building Systems

Applicable Frame Numbers: 1, 3 Overall Nominal Frame Width: 25' - 0"

Nominal Eave Height: 16' - 0" Roof Pitch: 2:12

Tributary Width: 7' - 6" Design Roof Snow Load: 2.52 psf

Roof Live Load: 20.00 psf Wind Speed AndAlso Exposure: 150 mph, C

MEMBERS MAX. CONNECTOR SPACING REQUIRED

Columns 2' - 5"

Rafters 1' - 11"

X - JOINT LABEL (SEE RISA ANALYSIS NEXT PAGE)

(X) - MEMBER LABEL (SEE RISA ANALYSIS NEXT PAGE)

FRAME NODE AND MEMBER DIAGRAM

Endwall A and Endwall B -- Page A84/2/2025YSUI1000556568 Quevedo Calc Package.xlsm

Cold Formed Steel Properties Label E[psi] G[psi] Nu Therm(/1E5 F) Density[lb/ft^3] Yield[psi] Fu[psi]

1 CF_STL 29500000 11300000 0.3 0.65 490 55000 70000

Joint Coordinates Label X[ft] Y[ft]

1 C1B 0.833 0.000 2 C1T 0.833 14.957 3 C2B 24.168 0.000 4 C2T 24.168 14.957

5 APX 12.501 16.901

6 KB1B 0.833 9.600

7 KB1T 4.000 15.485

8 KB2B 24.168 9.600

9 KB2T 21.001 15.485

Member Primary Data Label I Joint J Joint Shape Type DesignList Material DesignRules

Member Advanced Data Label I Release J Release I Offset[ft] J Offset[ft] Physical

1 C1 PIN 0.000 0.000 Yes 2 C2 PIN 0.000 0.000 Yes

3 KB1 PIN PIN 0.000 0.000

4 KB2 PIN PIN 0.000 0.000

5 LR1 SEMI-RIGID 0.469 0.000 Yes 6 LR2 0.469 0.000 Yes

Cold Formed Steel Design Parameters Label Shape Length[ft] Lb y-y [ft] Lcomp top[ft] Lcomp bottom[ft] L-Torque [ft] K-in

Basic Load Cases BLC Description Category Joint Point Distributed

Endwall A and Endwall B -- Page A94/2/2025YSUI1000556568 Quevedo Calc Package.xlsm

Basic Load Cases (continued) BLC Description Category Joint Point Distributed

Member Distributor Loads (BLC 1 : Roof Dead) Member Label Direction Start Mag[lb/ft] End Mag[lb/ft] Start Loc[ft/%] End Loc[ft/%]

1 LR1 Y -30.000 -30.000 -0.000 11.828

2 LR2 Y -30.000 -30.000 -0.000 11.828

Member Distributor Loads (BLC 2 : Roof Snow) Member Label Direction Start Mag[lb/ft] End Mag[lb/ft] Start Loc[ft/%] End Loc[ft/%]

1 LR1 Y -18.643 -18.643 -0.000 11.828

2 LR2 Y -18.643 -18.643 -0.000 11.828

Member Distributor Loads (BLC 3 : Roof Live) Member Label Direction Start Mag[lb/ft] End Mag[lb/ft] Start Loc[ft/%] End Loc[ft/%]

1 LR1 Y -147.959 -147.959 -0.000 11.828

2 LR2 Y -147.959 -147.959 -0.000 11.828

Member Distributor Loads (BLC 7 : Wind To Right - Upward Balooning) Member Label Direction Start Mag[lb/ft] End Mag[lb/ft] Start Loc[ft/%] End Loc[ft/%]

1 C1 X 13.356 13.356 0.000 14.957 2 C2 X 16.161 16.161 0.000 14.957

3 LR2 X 52.580 52.580 -0.000 11.828

4 LR2 Y 315.478 315.478 -0.000 11.828

Member Distributor Loads (BLC 8 : Wind To Right - Upward Deflation) Member Label Direction Start Mag[lb/ft] End Mag[lb/ft] Start Loc[ft/%] End Loc[ft/%]

1 C1 X 22.973 22.973 0.000 14.957 2 C2 X 6.545 6.545 0.000 14.957

3 LR2 X 52.580 52.580 -0.000 11.828

4 LR2 Y 315.478 315.478 -0.000 11.828

Member Distributor Loads (BLC 9 : Wind To Right - Downward Balooning) Member Label Direction Start Mag[lb/ft] End Mag[lb/ft] Start Loc[ft/%] End Loc[ft/%]

1 C1 X 13.356 13.356 0.000 14.957 2 C2 X 16.161 16.161 0.000 14.957

3 LR1 X 49.272 49.272 -0.000 11.828

4 LR1 Y -295.634 -295.634 -0.000 11.828

5 LR2 X 14.610 14.610 -0.000 11.828

6 LR2 Y 87.659 87.659 -0.000 11.828

Endwall A and Endwall B -- Page A104/2/2025YSUI1000556568 Quevedo Calc Package.xlsm

Member Distributor Loads (BLC 10 : Wind To Right - Downward Deflation) Member Label Direction Start Mag[lb/ft] End Mag[lb/ft] Start Loc[ft/%] End Loc[ft/%]

1 C1 X 22.973 22.973 0.000 14.957 2 C2 X 6.545 6.545 0.000 14.957

3 LR1 X 49.272 49.272 -0.000 11.828

4 LR1 Y -295.634 -295.634 -0.000 11.828

5 LR2 X 14.610 14.610 -0.000 11.828

6 LR2 Y 87.659 87.659 -0.000 11.828

Member Distributor Loads (BLC 11 : Wind To Left - Upward Balooning) Member Label Direction Start Mag[lb/ft] End Mag[lb/ft] Start Loc[ft/%] End Loc[ft/%]

1 C1 X -16.161 -16.161 0.000 14.957 2 C2 X -13.356 -13.356 0.000 14.957

3 LR1 X -52.580 -52.580 -0.000 11.828

4 LR1 Y 315.478 315.478 -0.000 11.828

Member Distributor Loads (BLC 12 : Wind To Left - Upward Deflation) Member Label Direction Start Mag[lb/ft] End Mag[lb/ft] Start Loc[ft/%] End Loc[ft/%]

1 C1 X -6.545 -6.545 0.000 14.957 2 C2 X -22.973 -22.973 0.000 14.957

3 LR1 X -52.580 -52.580 -0.000 11.828

4 LR1 Y 315.478 315.478 -0.000 11.828

Member Distributor Loads (BLC 13 : Wind To Left - Downward Balooning) Member Label Direction Start Mag[lb/ft] End Mag[lb/ft] Start Loc[ft/%] End Loc[ft/%]

1 C1 X -16.161 -16.161 0.000 14.957 2 C2 X -13.356 -13.356 0.000 14.957

3 LR1 X -14.610 -14.610 -0.000 11.828

4 LR1 Y 87.659 87.659 -0.000 11.828

5 LR2 X -49.272 -49.272 -0.000 11.828

6 LR2 Y -295.634 -295.634 -0.000 11.828

Member Distributor Loads (BLC 14 : Wind To Left - Downward Deflation) Member Label Direction Start Mag[lb/ft] End Mag[lb/ft] Start Loc[ft/%] End Loc[ft/%]

1 C1 X -6.545 -6.545 0.000 14.957 2 C2 X -22.973 -22.973 0.000 14.957

3 LR1 X -14.610 -14.610 -0.000 11.828

4 LR1 Y 87.659 87.659 -0.000 11.828

5 LR2 X -49.272 -49.272 -0.000 11.828

6 LR2 Y -295.634 -295.634 -0.000 11.828

Member Distributor Loads (BLC 15 : Earthquake+) Member Label Direction Start Mag[lb/ft] End Mag[lb/ft] Start Loc[ft/%] End Loc[ft/%]

1 LR1 X 0.636 0.636 -0.000 11.828

2 LR2 X 0.636 0.636 -0.000 11.828

Endwall A and Endwall B -- Page A114/2/2025YSUI1000556568 Quevedo Calc Package.xlsm

Member Distributor Loads (BLC 16 : Earthquake-) Member Label Direction Start Mag[lb/ft] End Mag[lb/ft] Start Loc[ft/%] End Loc[ft/%]

1 LR1 X -0.636 -0.636 -0.000 11.828

2 LR2 X -0.636 -0.636 -0.000 11.828

Load Combinations Description PDelta SRSS BLC Factor BLC Factor BLC Factor BLC Factor

1 DL ONLY DL 1

2 FLL ONLY LL 1

3 IBC 16-9 DL 1 LL 1

4 IBC 16-10 (a) DL 1 RLL 1 5 IBC 16-10 (b) DL 1 SL 1 6 IBC 16-11 (a) DL 1 LL 0.75 RLL 0.75 7 IBC 16-11 (b) DL 1 LL 0.75 SL 0.75 8 IBC 16-12 (a) 1 DL 1 OL1 0.6 9 IBC 16-12 (a) 2 DL 1 OL2 0.6

Endwall A and Endwall B -- Page A124/2/2025YSUI1000556568 Quevedo Calc Package.xlsm

Envelope Joint Reactions Joint X[lb] LC Y[lb] LC Moment[ft-lb] LC

1 C1B max 856 24 2316 21 0 24 2 C1B min -585 37 -1057 41 -0 9 3 C2B max 585 41 2316 24 0 25 4 C2B min -856 20 -1057 36 -0 41 5 Total max 700 43 4265 24 0 24 6 Total min -700 10 -1741 36 -0 37

Envelope Member Section Forces Member Sec Axial[lb] LC Shear[lb] LC Moment[ft-lb] LC

1 C1 1 max 2316 21 856 24 0 24 2 1 min -1057 41 -585 37 -0 9 3 C1 2 max 1818 37 968 37 0 12 4 2 min -2209 24 -1491 24 -0 39 5 C2 1 max 2316 24 585 41 0 25 6 1 min -1057 36 -856 20 -0 41 7 C2 2 max 1818 41 1491 20 0 10 8 2 min -2209 20 -968 41 -0 41 9 KB1 1 max 4723 24 0 45 0 1

10 1 min -2842 37 0 1 0 1 11 KB1 2 max 4723 24 0 45 0 1 12 2 min -2842 37 0 1 0 1 13 KB2 1 max 4723 20 0 45 0 1 14 1 min -2842 41 0 1 0 1 15 KB2 2 max 4723 20 0 45 0 1 16 2 min -2842 41 0 1 0 1 17 LR1 1 max 1253 37 1952 15 0 42 18 1 min -1834 24 -1636 36 -0 9 19 LR1 2 max 825 25 1120 11 2913 20 20 2 min -562 36 -988 42 -1180 41 21 LR2 1 max 1253 41 1636 40 0 38 22 1 min -1834 20 -1952 11 -0 11 23 LR2 2 max 825 21 988 38 2913 20 24 2 min -562 40 -1120 15 -1180 41

AISI S100-16 : ASD Cold Formed Steel Code Checks Member Shape H1.2-1 Check Loc[ft] LC H2-1 Check Loc[ft] LC

1 C1 2-12in x 3.75in 14G CEE-BB 0.57 9.600 23 0.45 9.600 23 2 C2 2-12in x 3.75in 14G CEE-BB 0.57 9.600 19 0.45 9.600 19 3 KB1 2-4in x 2.5in 16G CEE-BB 0.45 6.682 19 0.00 6.682 1 4 KB2 2-4in x 2.5in 16G CEE-BB 0.45 6.682 19 0.00 6.682 1 5 LR1 2-12in x 3.75in 14G CEE-BB 0.41 3.210 20 0.47 3.210 20 6 LR2 2-12in x 3.75in 14G CEE-BB 0.41 3.210 20 0.47 3.210 20

Endwall A and Endwall B -- Page A134/2/2025YSUI1000556568 Quevedo Calc Package.xlsm

AISI S100-16 : ASD Cold Formed Steel Allowable Member Load Member Shape Pn/Om[lb] Tn/Om[lb] Mn/Om[lb-ft] Cb Cm

Endwall A and Endwall B -- Page A144/2/2025YSUI1000556568 Quevedo Calc Package.xlsm

FRAME BRACE END SCREW CONNECTION DESIGN

Brace results apply at Frames 1-3

Gable Frame Columns: Double 12in x 3.75in 14G CEE Gable Frame Rafters: Double 12in x 3.75in 14G CEE

Gable Frame Typ. Knee Braces: Double 4in x 2.5in 16G CEE Gable Frame Apex Braces: Double 4in x 2.5in 16G CEE

Knee Brace Vert. Intersection Dimension per Detail A/2 (ft.): 10' - 2 1/8'' Knee Brace Horiz. Intersection Dimension per Detail A/2 (ft.): 2' - 6 7/8''

Screw Size: #14 Ultimate Single Shear Screw Strength (lbs.): 2450

Ω = 2.5 n Screws R3d (group effect factor) V single screw (lbs.) P (design allowable, lbs.)

Knee Brace 8 0.70 572 4576

MAX. KNEE BRACE FORCE (lbs.): 4216

FRAME BRACE END ALTERNATE BOLT CONNECTION DESIGN

Fu = Tensile strength of connected part (psi) Fy = Yield strength of connected part (psi) db = Nominal bolt diameter (in.)

g1 = Nominal gauge of thinnest connected part (in.)

t1 = Thickness of thinnest connected part (in.)

Pn = Nominal bearing strength per bolt (lbs.)

ALLOWABLE SHEAR BASED ON CONNECTED MATERIALS:

Fu (psi) = 70000 db = 0.500 Fy (psi) = 55000 g1 = 16 d/t = 8.47 t1 = 0.059 C = 3.00

Pn = 6195

Bolt Grade: A325

Allowable Shear on Each Bolt (lbs.): 2500

* MAX. KNEE BRACE FORCE (lbs.): 4216

N O

O N

Allowable shear based on A325 bolt in shear (lbs.):

(USE MIN. (2) 1/2'' DIAM. A325 BOLTS AT EACH

END OF EACH KNEE BRACE)

Allowable shear based on connected material bearing (lbs.):

(INSTALL (8) #14 SCREWS AT EACH END OF

EACH KNEE BRACE)

4/2/2025YSUI1000556568 Quevedo Calc Package.xlsm Brace End Conn's. -- Page A15

File details come from the government source that posted it. Updated Oct 17, 2025.