2-4-CR27012-27302500 Approved Calculations.pdf

SCOFIELD SHED

SOLAR POWER & GENERATORS

PROJECT ADDRESS

39°40'22.0"N 111°19'00.8"W

DFCM PROJECT NO. 27302500

STRUCTURAL CALCULATIONS

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

8/14/2026

CHB

Scott P. Evans Architect & Associates

Structural Calculations

BHB Project # 260651

DNR Scofield Generator Pad

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 0

Prepared For:

Prepared By:

08/14/2026

DIVISION OF FACILITIES

CONSTRUCTION AND

MANAGEMENT

Jason Van Ausdal

08/19/2026

REVIEWED FOR CODE

COMPLIANCE

Roof Σ = 20 psf

Deck 3

Joists/Girders 3

Ceiling 3

Roofing 2

Mech 5

Collateral 4

Dead Loads

DNR Scofield Generator Pad 260651

8/14/26

2766 South Main Street - SLC, Utah 84115

Phone: 801.355.5656 - Fax: 801.355.5950

CHB

Project: Sheet:

Job#:

Date:

By:

Roof Live Σ = 20 psf

Roof Live 20

DNR Scofield Generator Pad 260651

8/14/26

2766 South Main Street - SLC, Utah 84115

Phone: 801.355.5656 - Fax: 801.355.5950

CHB

Live Loads

Project: Sheet:

Job#:

Flat Roof Snow Data psf Flat Roof Snow Load:

psf psf psf per Table 7.3-2 psf (Pg at 20-yr MRI)

Snow Drift Data

Hr ft D pcf Hb ft

W2 Hc ft

TRUE

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)

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)

Drift 1 - Typical ParapetDescription

Snow Loads (ASCE7-22)

Leeward Drift

Windward Drift

Pm,max 30.0

7.1

Pm 30.0

-3.6

DNR Scofield Generator Pad

Parapet

-3.6

-3.6

Ct 1.20

3.5 30

Pg, Service

260651

8/14/26

2766 South Main Street - SLC, Utah 84115

Phone: 801.355.5656 - Fax: 801.355.5950

CHB

Pg 255.0

Ce 1.0 214 Pf

Thermal Condition Unheated/Open-Air

Rroof ≤ 50

Pd [psf]W [ft] Pm [psf]Hd [ft]Lu m *K/W

14.1

0.35

Leeward Drift Windward Drift

Project: Sheet:

Job#:

Design Data ft ft ft ft deg mph

Importance Factor, Iw

Main Wind Force Resisting System

Surface

Windward Walls at

1 1 L1, z= 10 ft or

0 ft

0 ft

0 ft

0 ft

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

-10.8

14.0

-0.90

-0.50 16.5 -5.9 0.18 2.5 -3.4 -8.5

-1 -14.0

-21.0

Elevation Factor, Ke

-2.7

2.5 -1.0

-13.2

2.5 -8.2 -13.2

-8.5

-6.1

2.5 -3.4

-10.8

0.18

GCpi

7.0

1.00

23.5

260651

8/14/26

2766 South Main Street - SLC, Utah 84115

Phone: 801.355.5656 - Fax: 801.355.5950

CHB

Full q Kd GCpi

0.85

Enclosure

Gust Factor, G

Topographic Factor, Kzt

Directionality Factor, Kd

Velocity Pressure Factor, Kh

Velocity Pressure, qh

Internal Pressure, GCPi

0.73

Combined [psf]

C

Mean Roof Height, h

Building Length, L

Building Width, B

Parapet Height, hp

Roof Angle

IBC

Basic Wind Speed, V

Exposure Category

DNR Scofield Generator Pad

0.85

0.85

0.18

16.5

0.85

Wind Loads

G Cp q q Kd G Cp

0.85 0.80 16.5 9.5 0.18 2.5 12.0

2.5 -8.2

16.5 -8.3 0.18 2.5

2.5 2.3

2.5 -5.8

16.5 -0.2 0.18

-0.30 16.5 -3.6

0.85 -0.70

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

> 2h

0.85 -0.02

0.85

-5.8

-0.90 16.5 -10.7 0.18

1.5 21.0

16.5 -5.9 0.18-0.50

16.5 -10.7 0.18

0.85

0.85

0.85

0.85 -0.70 16.5 -8.3 0.18

Project: Sheet:

Job#:

Components and Cladding Roof Type

Effective Trib Area ft^2 'a' dimension ft

Mean Roof Height, h ft Velocity Pressure, qh psf

Surace

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

16.0

16.0

Roof

Zone 3: Within 3 feet of building corners 34.7 32.5 29.5 27.3 22.1

Zone 2: Within 3 feet of building edges 34.7 32.5 29.5 27.3 22.1 Zone 1: All other areas 26.3 24.6 22.3 20.5 16.5

Location

Tributary Area (square feet) 10 20 50 100 500

Zone

-18.8-18.8-13.82.50.1816.5-16.3-1.16

-16.0-15.7

9.414.42.50.18

16.01.36.32.50.1816.53.80.27

-10.72.50.1816.5-13.2-0.94

14.42.50.1816.511.90.85

2.50.1816.511.90.85 16.09.414.4

Maximum

-29.9-2.14

-32.5-32.5-27.42.50.1816.5-29.9-2.14

2.50.1816.5

2.50.1816.5-22.0-1.58

16.09.4

41.941.941.9

-32.5-32.5-27.4

-24.6-24.6-19.5

-28.2-28.2-28.2

-25.1-25.1-25.1

41.941.941.9

16.511.90.85 q Kd GCpiGCpiqiq Kd GCpGCp Combined [psf]

Flat/Gable

10 16.5

20 3.00

CHB 2766 South Main Street - SLC, Utah 84115

Phone: 801.355.5656 - Fax: 801.355.5950

8/14/26

260651DNR Scofield Generator Pad

Wind Loads

Walls Zone 5: Within 3 feet of building corners 20.1 18.8 17.0 16.0 16.0

Zone 4: All other areas 16.4 16.0 16.0 16.0

Project: Sheet:

Job#:

Design Data deg Building Period, T = Ta 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

0.41 (Eq.12.8-2)

Response Spectrum Data

Spectral Response Paramaters TRUE

SS g Cs = Sa/(R/Ie) (Eq.12.8-2)

S1 g Cs (Lower Bound) (Eq.12.8-6)

MCE Spectral Acceleration Paramaters Design Spectral Acceleration Paramaters

SMS g SDS g

SM1 g SD1 g

MCE Spectral Acceleration Design Spectral Acceleration

Sa = Sa_max g Sa = Sa_max g

0.160 0.021

0.080

Long Period Transition, TL

260651

8/14/26

D

0.02

0.75

0.112

0.160

2766 South Main Street - SLC, Utah 84115

Phone: 801.355.5656 - Fax: 801.355.5950

CHB

Seismic Loads

Default

0.112

II

DNR Scofield Generator Pad

Seismic Design Category

2024 Period Parameter, Ct

Building Height, hn

1.00

FALSESite Specific Ground Motion

1.426667

Calculated Period, Ta

Max Allowed Period, Tmax

Lattitude

Longitude

IBC

Risk Category

Site Class

Importance Factor, Ie

-111.317

39.673

Period Parameter, x

0.115

0.577

T0 = 0.2 * SD1 / SDS

TS = SD1 / SDS

0.520

Seismic Response Coefficient - Method 1

Cs[Method 1] = Sa/(R/Ie) > Lower Bound

0.080

0.790

8.00

0.410

0.473

0.273

0.710

6.5

0.520 ρ 1.3

Light-Frame (Cold-Formed Steel) Walls Sheathed with Wood Structural Panels Rated for Shear Resistance or Steel Sheets

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

0.0 1.0 2.0 3.0 4.0 5.0

A cc e le ra ti o n

[g

Period, [s]

Maximum Considered Earthquake Response Spectrum

0.1

0.2

0.3

0.4

0.5

0.6

0 1 2 3 4 5

A cc e le ra ti o n

[g

Period, [s]

Design Earthquake Response Spectrum

Project: Sheet:

Job#:

GRAVITY FRAMING KEY PLAN

JOIST 1

JO

IS

T

JO

IS

T

JO

IS

T

JO

IS

T

JOIST 3

JOIST 3

JO

IS

T

JO

IS

T

Metal Stud Wall

2766 South Main Street • Salt Lake City • Utah 84115

Project: Sheet:

Job#:

Date:

By:

Phone: 801.355.5656 • Fax: 801.355.5950

DNR Scofield

CHB

08.12.2026

260651

Joist 3 Loading:

Dead Load = 20 psf Snow Load = 214 psf Cantilever Ends:

w_TL = (20 psf + 0.7 * 214 psf) * 2 ft = 339.6 plf Mid-Span:

w_TL = (20 psf + 0.7 * 214 psf) * 8 ft = 1358.4 plf *Point Load Reactions from Joist 5* Use (2)1200S200-97

Joist 4 Loading:

Dead Load = 20 psf Snow Load = 214 psf All Spans:

w_TL = (20 psf + 0.7 * 214 psf) * 2.75 ft = 467 plf *Point Load Reactions from Joist 3* Use (2) 1200S200-118

Joist 5 Loading:

Dead Load = 20 psf Snow Load = 214 psf All Spans:

w_TL = (20 psf + 0.7 * 214 psf) * 2.0 ft = 339.6 plf Use 1200S200-97

Metal Stud Wall:

Dead Load = 20 psf Snow Load = 214 psf w_TL = (20 psf + 0.7 * 214 psf) * (5.5 ft + 3.33 ft) = 1500 plf * (16"/12) = 2000 lbf Use 600S162-54 @ 16" O.C.

Footing Check:

TL/Bearing = 1500 plf / 1500 psf = 1 ft required -> 2'-0" Continuous Footing is acceptable.

Mid-Pt

Section : 1200S162-68 (50 ksi) @ 24" o.c. Single C Stud (punched)

Maxo = 6599.5(ft-lb) 2770.7Va = I = 18.390

Flexural Bracing None

0 lb-in/inDistortional Buckling, K-phi

NoneDistortional Buckling Bracing, Lm

Axial Bracing NA

Bracing, Interconnection and Distortional Buckling Parameters

Span Overhang

None

0 lb-in/in

None

Span (psf)

Load Cases Overhang

(psf)

Dead Load 20 20

Live Load 20 20

Snow Load 150 150

Inward Wind Load 5 5

Outward Wind Load -19 -19

Dead

Load Combinations

LiveLC Number Snow Inward Wind

Outward Wind

1 1 1 0 0 0

2 1 0 1 0 0

3 1 0 0 1 0

4 1 0.75 0 0.75 0

5 1 0 0.75 0.75 0

6 0.6 0 0 0 1 www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.

Project Name: Metal Stud Designs

Model: Joist 1

IBC 2021(AISI S100-16 w/S2-20)Code:

Date: 08/14/2026

Simpson Strong-Tie® CFS Designer™ 6.2.0.0

Reactions

Vertical Horizontal

Max Rxn (lb)

Load Comb.

Min Rxn (lb)

Load Comb.

Max Rxn (lb)

Load Comb.

Min Rxn (lb)

Load Comb.

R1 1430.32 2 -47.07 6 23.33 3 -88.67 6

R2 3337.41 2 -144.30 6 0.00 1 0.00 1

Mmax (ft-lb)

Load Comb.

Mmax/ Ma

Load Comb.

Load Comb.

Span Defl

Overhang Defl

Rafter Flexural and Deflection

Ma (ft-lb)

3004 0.59 2 L/1350 2 L/1350 25126

Support Load (lb)

Bearing (in)

Pa (lb)

Pn (lb)

Max Intr.

Load Comb.

Stiffeners Req'd

Rafter Bending and Web Crippling

Load Comb.

R1 1410.9 1.00 828.0 1449.1 0.89 2 YES2

R2 3292.0 3.50 2485.4 4100.9 0.98 2 YES2

Support Vmax (lb)

Load Comb.

Va Factor V/Va M/Ma

V + M Intr.

Rafter Bending and Shear

Load Comb.

R1 1411 2 0.51 0.00 0.511.000 2

R2 1948 2 0.70 0.41 0.821.000 2 www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.

Project Name: Metal Stud Designs

Model: Joist 1

IBC 2021(AISI S100-16 w/S2-20)Code:

Mid-Pt

Section : 1200S162-54 (50 ksi) @ 24" o.c. Single C Stud (punched)

Maxo = 4776.1(ft-lb) 1377.4Va = I = 14.298

Flexural Bracing None

0 lb-in/inDistortional Buckling, K-phi

NoneDistortional Buckling Bracing, Lm

Axial Bracing NA

Bracing, Interconnection and Distortional Buckling Parameters

Span Overhang

None

0 lb-in/in

None

Span (psf)

Load Cases Overhang

(psf)

Dead Load 20 20

Live Load 20 20

Snow Load 150 150

Inward Wind Load 5 5

Outward Wind Load -19 -19

Dead

Load Combinations

LiveLC Number Snow Inward Wind

Outward Wind

1 1 1 0 0 0

2 1 0 1 0 0

3 1 0 0 1 0

4 1 0.75 0 0.75 0

5 1 0 0.75 0.75 0

6 0.6 0 0 0 1 www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.

Project Name: Metal Stud Designs

Model: Joist 2

IBC 2021(AISI S100-16 w/S2-20)Code:

Reactions

Vertical Horizontal

Max Rxn (lb)

Load Comb.

Min Rxn (lb)

Load Comb.

Max Rxn (lb)

Load Comb.

Min Rxn (lb)

Load Comb.

R1 547.32 2 -18.91 6 7.50 3 -28.50 6

R2 985.17 2 -42.60 6 0.00 1 0.00 1

Mmax (ft-lb)

Load Comb.

Mmax/ Ma

Load Comb.

Load Comb.

Span Defl

Overhang Defl

Rafter Flexural and Deflection

Ma (ft-lb)

440 0.12 2 L/18875 2 L/15738 23766

Support Load (lb)

Bearing (in)

Pa (lb)

Pn (lb)

Max Intr.

Load Comb.

Stiffeners Req'd

Rafter Bending and Web Crippling

Load Comb.

R1 539.9 1.00 N/A N/A 2 YES2

R2 971.8 3.50 N/A N/A 2 YES2

Support Vmax (lb)

Load Comb.

Va Factor V/Va M/Ma

V + M Intr.

Rafter Bending and Shear

Load Comb.

R1 540 2 0.39 0.00 0.391.000 2

R2 636 2 0.46 0.04 0.461.000 2 www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.

Project Name: Metal Stud Designs

Model: Joist 2

IBC 2021(AISI S100-16 w/S2-20)Code:

Section: (2) 1200S200-97 (50 ksi) Back-To-Back C Stud (punched)

Maxo = 23252.2 ft-lb 16294.0 lbVa = I = 60.35 in^4

Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations

Bridging Connectors - Design Method =AISI S100

Span KyLy, KtLt Flexual, Distortional Connector

Stress Ratio

Axial

Left Cant. NA None, 42.0" N/A -

Span NA 60.0", 96.0" N/A -

Right Cant. NA None, 42.0" N/A -

Web Crippling

Support Load (lb) (in) Max Int. Stiffener?

Bearing Pa M

(lb) (ft-lbs)

R1 9169.20 1.00 NO10994.5 0.6612765.2

R2 9169.20 1.00 NO10994.5 0.6612765.2

P1 2547.00 1.50 NO0.0 0.138797.7

P2 2547.00 1.50 NO0.0 0.138797.7

"*" after support means punched near support

P1Point Loads P2

Load(lb) 2547.002547.00

0.00 15.00X-Dist.(ft)

Code Check Required Interaction NotesAllowed

Max. Axial, lbs 0.0(t) 0% KΦ=0.00 lb-in/in Max KL/r = N/A-Left Cant.

Max. Shear, lbs 3735.6 25% Shear (Punched)14822.2

Max. Moment (MaFy, Ma-dist), ft-lbs 10994.5 54% Ma-dist (control),KΦ=0.00 lb-in/in20450.6

Moment Stability, ft-lbs 8450.6 36%23252.2

Shear/Moment 0.54 54% Shear 3735.6, Moment 10994.51.00

Axial/Moment 0.54 54% Axial 0.0(c), Moment 10994.51.00

Deflection Cant. L/2392 - 2 x (Cant. + span inflection),Δ=0.0647″-

L/6 interconnection spacing (S100 l1.1), in 7 See S100 l1.1 for add'nl Req'mts

Max. Axial, lbs 0.0(t) 0% KΦ=0.00 lb-in/in Max KL/r = N/A-Span

Max. Shear, lbs 5433.6 37% Shear (Punched)14822.2

Max. Moment (MaFy, Ma-dist), ft-lbs 10994.5 54% Ma-dist (control),KΦ=0.00 lb-in/in20450.6

Moment Stability, ft-lbs 4013.5 18%21774.4

Shear/Moment 0.60 60% Shear 5433.6, Moment 10994.51.00

Axial/Moment 0.54 54% Axial 0.0(c), Moment 10994.51.00

Deflection Span L/9111 - Δ= 0.0105″-

L/6 interconnection spacing (S100 l1.1), in 16 See S100 l1.1 for add'nl Req'mts

Max. Axial, lbs 0.0(t) 0% KΦ=0.00 lb-in/in Max KL/r = N/A-Right Cant.

Max. Shear, lbs 3735.6 25% Shear (Punched)14822.2

Max. Moment (MaFy, Ma-dist), ft-lbs 10994.5 54% Ma-dist (control),KΦ=0.00 lb-in/in20450.6

Moment Stability, ft-lbs 8450.6 36%23252.2 www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.

Project Name: Metal Stud Designs

Model: Joist 3

IBC 2021(AISI S100-16 w/S2-20)Code:

Shear/Moment 0.54 54% Shear 3735.6, Moment 10994.51.00

Axial/Moment 0.54 54% Axial 0.0(c), Moment 10994.51.00

Deflection Cant. L/2392 - 2 x (Cant. + span inflection),Δ=0.0647″-

L/6 interconnection spacing (S100 l1.1), in 7 See S100 l1.1 for add'nl Req'mts

Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Connector Interaction

Anchor Interaction

NAR1 0.0 9169.2 NABy Others & Anchorage Designed by Engineer

NAR2 0.0 9169.2 NABy Others & Anchorage Designed by Engineer

* Reference catalog for connector and anchor requirement notes as well as screw placement requirements www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.

Project Name: Metal Stud Designs

Model: Joist 3

IBC 2021(AISI S100-16 w/S2-20)Code:

Section: (2) 1200S200-118 (50 ksi) Back-To-Back C Stud (punched)

Maxo = 29265.6 ft-lb 29971.1 lbVa = I = 72.69 in^4

Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations

Bridging Connectors - Design Method =AISI S100

Span KyLy, KtLt Flexual, Distortional Connector

Stress Ratio

Axial

Left Cant. NA None, 42.0" N/A -

Span NA 60.0", 96.0" N/A -

Right Cant. NA None, 42.0" N/A -

Web Crippling

Support Load (lb) (in) Max Int. Stiffener?

Bearing Pa M

(lb) (ft-lbs)

R1 10124.50 1.00 NO26037.4 0.8218593.9

R2 10124.50 1.00 NO26037.4 0.8218593.9

P1 6622.00 1.50 NO0.0 0.2412487.9

P2 6622.00 1.50 NO0.0 0.2412487.9

"*" after support means punched near support

P1Point Loads P2

Load(lb) 6622.006622.00

0.00 15.00X-Dist.(ft)

Code Check Required Interaction NotesAllowed

Max. Axial, lbs 0.0(t) 0% KΦ=0.00 lb-in/in Max KL/r = N/A-Left Cant.

Max. Shear, lbs 8256.5 37% Shear (Punched)22073.4

Max. Moment (MaFy, Ma-dist), ft-lbs 26037.4 97% Ma-dist (control),KΦ=0.00 lb-in/in26858.8

Moment Stability, ft-lbs 20344.5 70%29265.6

Shear/Moment 0.97 97% Shear 8256.5, Moment 26037.41.00

Axial/Moment 0.97 97% Axial 0.0(c), Moment 26037.41.00

Deflection Cant. L/518 - 2 x (Cant. + span inflection),Δ=0.2443″-

L/6 interconnection spacing (S100 l1.1), in 7 See S100 l1.1 for add'nl Req'mts

Max. Axial, lbs 0.0(t) 0% KΦ=0.00 lb-in/in Max KL/r = N/A-Span

Max. Shear, lbs 1868.0 8% Shear (Punched)22073.4

Max. Moment (MaFy, Ma-dist), ft-lbs 26037.4 97% Ma-dist (control),KΦ=0.00 lb-in/in26858.8

Moment Stability, ft-lbs 23637.4 87%27271.7

Shear/Moment 0.89 89% Shear 1868.0, Moment 26037.41.00

Axial/Moment 0.97 97% Axial 0.0(c), Moment 26037.41.00

Deflection Span L/928 - Δ= 0.1034″-

L/6 interconnection spacing (S100 l1.1), in 16 See S100 l1.1 for add'nl Req'mts

Max. Axial, lbs 0.0(t) 0% KΦ=0.00 lb-in/in Max KL/r = N/A-Right Cant.

Max. Shear, lbs 8256.5 37% Shear (Punched)22073.4

Max. Moment (MaFy, Ma-dist), ft-lbs 26037.4 97% Ma-dist (control),KΦ=0.00 lb-in/in26858.8

Moment Stability, ft-lbs 20344.5 70%29265.6 www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.

Project Name: Metal Stud Designs

Model: Joist 4

IBC 2021(AISI S100-16 w/S2-20)Code:

Shear/Moment 0.97 97% Shear 8256.5, Moment 26037.41.00

Axial/Moment 0.97 97% Axial 0.0(c), Moment 26037.41.00

Deflection Cant. L/518 - 2 x (Cant. + span inflection),Δ=0.2443″-

L/6 interconnection spacing (S100 l1.1), in 7 See S100 l1.1 for add'nl Req'mts

Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Connector Interaction

Anchor Interaction

NAR1 0.0 10124.5 NABy Others & Anchorage Designed by Engineer

NAR2 0.0 10124.5 NABy Others & Anchorage Designed by Engineer

* Reference catalog for connector and anchor requirement notes as well as screw placement requirements www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.

Project Name: Metal Stud Designs

Model: Joist 4

IBC 2021(AISI S100-16 w/S2-20)Code:

Section: 1200S200-68 (50 ksi) Single C Stud (punched)

Maxo = 7392.7 ft-lb 2770.7 lbVa = I = 20.86 in^4

Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations

Bridging Connectors - Design Method =AISI S100

Span KyLy, KtLt Flexual, Distortional Connector

Stress Ratio

Axial

Left Cant. NA None, 42.0" N/A -

Span NA 60.0", 96.0" - -

Right Cant. NA None, 42.0" N/A -

Web Crippling

Support Load (lb) (in) Max Int. Stiffener?

Bearing Pa M

(lb) (ft-lbs)

R1* 2547.00 1.00 YES2080.0 0.991709.7

R2* 2547.00 1.00 YES2080.0 0.991709.7

"*" after support means punched near support

Code Check Required Interaction NotesAllowed

Max. Axial, lbs 0.0(t) 0% KΦ=0.00 lb-in/in Max KL/r = N/A-Left Cant.

Max. Shear, lbs 1188.6 43% Shear (Punched)2770.7

Max. Moment (MaFy, Ma-dist), ft-lbs 2080.0 34% Ma-dist (control),KΦ=0.00 lb-in/in6192.4

Moment Stability, ft-lbs 1327.9 18%7392.7

Shear/Moment 0.51 51% Shear 1188.6, Moment 2080.01.00

Axial/Moment 0.34 34% Axial 0.0(c), Moment 2080.01.00

Deflection Cant. L/4846 - 2 x (Cant. + span inflection),Δ=0.0199″-

Max. Axial, lbs 0.0(t) 0% KΦ=0.00 lb-in/in Max KL/r = N/A-Span

Max. Shear, lbs 1358.4 49% Shear (Punched)2770.7

Max. Moment (MaFy, Ma-dist), ft-lbs 2080.0 34% Ma-dist (control),KΦ=0.00 lb-in/in6192.4

Moment Stability, ft-lbs 636.8 9%6904.5

Shear/Moment 0.57 57% Shear 1358.4, Moment 2080.01.00

Axial/Moment 0.34 34% Axial 0.0(c), Moment 2080.01.00

Deflection Span L/33194 - Δ= 0.0029″-

Max. Axial, lbs 0.0(t) 0% KΦ=0.00 lb-in/in Max KL/r = N/A-Right Cant.

Max. Shear, lbs 1188.6 43% Shear (Punched)2770.7

Max. Moment (MaFy, Ma-dist), ft-lbs 2080.0 34% Ma-dist (control),KΦ=0.00 lb-in/in6192.4

Moment Stability, ft-lbs 1327.9 18%7392.7

Shear/Moment 0.51 51% Shear 1188.6, Moment 2080.01.00

Axial/Moment 0.34 34% Axial 0.0(c), Moment 2080.01.00

Deflection Cant. L/4846 - 2 x (Cant. + span inflection),Δ=0.0199″-

Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Connector Interaction

Anchor Interaction

NAR1 0.0 2547.0 NABy Others & Anchorage Designed by Engineer

NAR2 0.0 2547.0 NABy Others & Anchorage Designed by Engineer www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.

Project Name: Metal Stud Designs

Model: Joist 5

IBC 2021(AISI S100-16 w/S2-20)Code:

* Reference catalog for connector and anchor requirement notes as well as screw placement requirements www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.

Project Name: Metal Stud Designs

Model: Joist 5

IBC 2021(AISI S100-16 w/S2-20)Code:

Job#:

Date:

By:

Phone: 801.355.5656 • Fax: 801.355.5950

DNR Scofield

CHB

08.12.2026

260651

Header Calc:

Opening Width - 6.33 ft Opening Height - 7.0 ft Dead Load = 20 psf Snow Load = 214 psf Uniform Load on Header - w_TL = (20 psf + 0.7 * 214 psf) * 8 ft = 1358.4 plf = 1019 lbf per stud Use a 600S162-54 Boxed Header w/ 600T125-54 T&B. Works for both MH-1 & MH-2.

Design Loads

Wall Lateral Pressure :

RO Lateral Pressure :

Parapet Lateral Pressure :

12 psf

4-Ways

20 psf

Lateral element force multiplier

Strength :

Deflection : 0.7

1.0

Gravity Load at Header: 9 psf

Box (lateral top, bottom)Header:

Cant. Deflection:

Lateral Deflection Limit:

Gravity Deflection Limit:

No Limit

No Limit

2 x Cantilever

Additional Pt. Load ea. Stud :

1019 lbs

Back-to-Back Member L/6 Interconnection Spacing per AISI S100 l1.1

Member Span Cantilever

Jamb Studs 20.0 in 4.0 in

See AISI S100 l1.1 for Add'nl Requirements

Component(s) Members(s) Flexural Bracing Axial KyLy Axial KtLt

Distortional K-Phi(lb-in/in)

Distortional Lm

Brace Settings

Interconnection Spacing

Wall Studs 600S162-54(50), Single@16 in o/c 60 in 60 in 0 None60 in N/A

Jamb Studs 600S162-54(50), Back-To-Back 60 in 60 in 0 None60 in 12 in

Vertical Header 800S162-54(50), Boxed Full N/A 0 NoneN/A N/A

Lat. Top Head 600T125-54(50), Single Full N/A 0 NoneN/A N/A

Lat. Bottom Head 600T125-54(50), Single Full N/A 0 NoneN/A N/A

Max KL/rComponent(s) Members(s)

Axial Load (lb)

Max. Moment (ft-lb)

Max.

Shear (lb)

Bottom Reaction (lb)

Top or End Reaction (lb)

Analysis Results

Wall Studs 600S162-54(50), Single@16 in o/c 1019.0 85.3 74.7 138.7174.2105

Jamb Studs 600S162-54(50), Back-To-Back 2561.3 154.5 214.6 172.7438.788

Vertical Header 800S162-54(50), Boxed N/A 2561.3 N/A 2561.34053.2N/A

Lat. Top Head 600T125-54(50), Single N/A 14.8 N/A 14.823.4N/A

Lat. Bottom Head 600T125-54(50), Single N/A 60.1 N/A 60.1126.8N/A

Component(s) Members(s)

Deflection

A + M V + M Web Stiffners Design OK

Design Results

Span Parapet

Interaction

Defl.

Wall Studs 600S162-54(50), Single@16 in o/c L/4780 0.04 No Yes0.33L/3622 -

Jamb Studs 600S162-54(50), Back-To-Back L/3706 0.09 No Yes0.35L/2445 -

Vertical Header 800S162-54(50), Boxed L/858 0.66 R1, R2 Yes0.66NA -

Lat. Top Head 600T125-54(50), Single L/42552 0.02 No Yes0.02NA -

Lat. Bottom Head 600T125-54(50), Single L/8169 0.02 No Yes0.09NA -

Simpson Strong-Tie® Connectors @ Studs www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.

Project Name: Metal Stud Designs

Model: Header Calc

IBC 2021(AISI S100-16 w/S2-20)Code:

Support Rx(lb) Ry(lb) Simpson Strong-Tie® Connector

Connector

Interaction

Anchor

Interaction

12.44 %R2 138.67 0.00 19.67 %SCB45.5(2) & (2) #12-24 SST X or XL to A36 Steel

33.91 %R1 74.67 1163.00 10.85 %600T125-33 (33) & (1) .157" SST PDPA/PDPAT-62KP to steel (3/16" to 1/2" thickness)

* Reference catalog for connector and anchor requirement notes as well as screw placements requirement

Support Rx(lb) Ry(lb) Simpson Strong-Tie® Connector

Connector

Interaction

Anchor

Interaction

Simpson Strong-Tie® Connectors @ Jambs

15.49 %R2 172.72 0.00 24.50 %SCB45.5(2) & (2) #12-24 SST X or XL to A36 Steel

48.72 %R1 214.57 2675.28 41.58 %600T125-33 (33) & (2) .157" SST PDPA/PDPAT-62KP to steel (3/16" to 1/2" thickness)

* Reference catalog for connector and anchor requirement notes as well as screw placements requirement

Span/Parapet

Bracing Length(in.)

Design Number of Braces Pn(lb.)

SUBH

(Min)¹

SUBH

(Max)¹

MSUBH

(Min)¹

Simpson Strong-Tie® Wall Stud Bridging Connectors @ Studs

MSUBH

(Max)¹

LSUBH

(Min)¹

LSUBH

(Max)¹

Top Parapet Span N/A N/A N/A N/AN/A N/AN/A N/A

Span 60 8062.1 OK (0.26) OK (0.17) OK (0.17)2 OK (0.11)OK (0.38) OK (0.25)

Span/Parapet

Bracing Length(in.)

Design Number of Braces Pn(lb.)

SUBH

(Min)¹

SUBH

(Max)¹

MSUBH

(Min)¹

Simpson Strong-Tie® Wall Stud Bridging Connectors @ Jambs

MSUBH

(Max)¹

LSUBH

(Min)¹

LSUBH

(Max)¹

Top Parapet Span N/A N/A N/A N/AN/A N/AN/A N/A

Span 60 N/A N/A N/A N/AN/A N/AN/A N/A

1) Values in parentheses are stress ratios.

2) “Min.” designates a solution with the minimum number of fasteners (1) #10 screw.

9) Reference

Notes:

4) Bridging connector solutions display only if the flexural and axial bracing settings are the same.

5) If the bracing length is larger than the span length, bridging connectors are not designed.

for latest load data, important information, and general notes. www.strongtie.com

3) “Max.” designates a solution requiring the maximum number of fasteners (2) #10 screws.

6) “N/A” will also appear if the brace length is greater than the span length, i.e., if a cantilever is 24” long and the brace length is 60”.

7) “No Good” will display when the required brace strength exceeds the corresponding connector capacity.

8) “No Soln” will display if the stud thickness is outside the range of the bridging connector applicability.

For example, an 18 ga stud is outside the acceptable thickness range for MSUBH, which is 16 ga to 12 ga.

www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.

Project Name: Metal Stud Designs

Model: Header Calc

IBC 2021(AISI S100-16 w/S2-20)Code:

Section : 600S162-54 (50 ksi) @ 16" o.c. Single C Stud (punched)

Maxo = 2313.4 ft-lb 2822.9 lbVa = I = 2.86 in^4

Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations

Bridging Connectors - Design Method =AISI S100

Span KyLy, KtLt Flexual, Distortional Connector

Stress Ratio

Axial

Span 60.0", 60.0" 60.0", 120.0" LSUBH3.25 (Min) 0.45

Web Crippling

Support Load (lb) (in) Max Int. Stiffener?

Bearing Pa M

(lb) (ft-lbs)

R2 80.00 --Shear Connection w/ clip-- NO

R1 80.00 --Stud/Track Design, Ref Connectors-- NO

Gravity Load

Type Load (lb)

Uniform 12.00plf

P1y 2000.00lb @ 10.00ft

Code Check Required Interaction NotesAllowed

Max. Axial, lbs 2120.0(c) 47% KΦ=0.00 lb-in/in Max KL/r = 1054478.9(c)Span

Max. Shear, lbs 80.0 4% Shear (Punched)1947.4

Max. Moment (MaFy, Ma-dist), ft-lbs 200.0 10% Ma-dist (control),KΦ=0.00 lb-in/in1930.2

Moment Stability, ft-lbs 200.0 11%1813.9

Shear/Moment 0.09 9% Shear 0.0, Moment 200.01.00

Axial/Moment 0.58 58% Axial 2063.5(c), Moment 199.31.00

Deflection Span L/4018 - Δ= 0.0299″-

Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Connector Interaction

Anchor Interaction

7.17 %R2 80.0 0.0 11.35 %SCB45.5(2) & (2) #12-24 SST X or XL to A36 Steel

36.33 %R1 80.0 2120.0 11.63 %600T125-33 (33) & (1) .157" SST PDPA/PDPAT-62KP to steel (3/16" to 1/2" thickness)

* Reference catalog for connector and anchor requirement notes as well as screw placement requirements www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.

Project Name: Metal Stud Designs

Model: Typical Wall Stud

IBC 2021(AISI S100-16 w/S2-20)Code:

LATERAL KEY PLAN

WALL LINE A

WALL LINE B

W A

LL

L

IN

E

C

W A

LL

L

IN

E

C

Job#:

Date:

By:

Phone: 801.355.5656 • Fax: 801.355.5950

DNR Scofield

CHB

08.12.2026

260651

Lateral Loading:

Dead Load = 20 psf Snow Load = 214 psf

Area = 16 ft * 16 ft = 256 ft^2 Weight = (20 psf + 0.15 * 214 psf) * Area = 13337.6 lbf = 13.4 kips V = Cs * W = 0.080 * 13.4 kips = 1.072 kips Shear per Line = 1.072 kips / 4 = 0.268 kips

Wall Line C:

Shear per Ft of Wall = 0.268 kips / 6.25 ft = 0.043 klf; Therefore, all panels are acceptable with 6" nailing for the sheathing.