YOUNGLOVE_AVE_335_B25-0290_APPROVED_STRUCTURAL_CALCS.pdf

PDF 3 MB Posted May 21, 2026

Attached to: Install Concrete Pad for Metal Storage Building at Fire Station #3
Solicitation number: IFB No. DEPT HERE-0313
Issued by: Santa Cruz County, San Francisco City, California

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Written by GovTribe AI · Jun 25, 2026

This is a structural calculations report prepared by A&A for the City of Santa Cruz pertaining to the design and approval of a metal storage building with a lean-to addition at 335 Younglove Avenue. The project (Project #232-24-1425) involves a main building measuring 30 feet in width by 35 feet in length with a gable roof at 3/12 pitch, and a left lean-to measuring 12 feet by 35 feet with a monoslope roof at 2/12 pitch, with total square footage of 1,470 square feet. The structure is designed for Risk Category IV and complies with the 2025 California Building Code using the Allowable Strength Design (ASD) methodology. The calculations document incorporates comprehensive structural analysis including gravity loads, wind loads based on 103 mph design wind speed (63 mph 10-year MRI), and seismic design parameters for Seismic Design Category D with spectral response accelerations (Ss = 1.609, S1 = 0.611). All structural members, connections, foundations, and anchorage systems have been verified to satisfy applicable code requirements with detailed checks for diaphragm behavior, story drift limitations, base connections, and concrete anchor capacity.

The calculations confirm that the structure utilizes steel framing members (primarily TS 2.25" x 2.25" x 12GA tubing) with corrugated steel roof and wall sheathing meeting UES ER 0550 specifications. The foundation system consists of concrete turn-down footings with slab-on-grade designed for allowable soil bearing capacity of 2,000 psf. Maximum reactions documented include bearing loads up to 14.446 kips and uplift loads up to 7.432 kips, all accommodated through Simpson Strong-Bolt 2 anchors (ESR 3037) with 1/2-inch diameter embedment. The structural design verification demonstrates compliance with AISC 360 standards for steel member checks, ACI 318 requirements for concrete anchorage, and ASCE 7-16 seismic provisions. The report, dated June 17, 2025 with expiration December 31, 2026, includes finite element analysis output via STAAD.Pro confirming structural adequacy of all framing connections, knee braces, and anchorage systems under combined gravity, wind, and seismic loading conditions.

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File	Type	Posted
Install_Concrete_Pad_for_Metal_Storage_Building_at_Fire_Station_#3_(Addendum_#1_Revision).pdf	PDF	Jul 1, 2026
Install_Concrete_Pad_for_Metal_Storage_Building_at_Fire_Station_#3.pdf	PDF	Jun 23, 2026
Sample_Agreement_for_Solicitation.pdf	PDF	Jun 23, 2026
Utilities_Sheet_C2.0.pdf	PDF	Jun 15, 2026
YOUNGLOVE_AVE_335_B25-0290_APPROVED_PLANS.pdf	PDF	May 21, 2026
YOUNGLOVE_AVE_335_B25-0290_APPROVED_GEO_TECH_REPORT.pdf	PDF	May 21, 2026

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Project Title: CITY OF SANTA CRUZ Project #: 232-24-1425 Project Location: 335 YOUNGLOVE AVE, SANTA CRUZ, CA 95062 Done/Check by:

A&A Client: PACIFIC METAL BUILDINGS INC. Dated:

A.F. / O.A.

PLACE IMAGE FROM STAAD HERE

6/17/2025

Calculations Report V28 Page: 1 of 34

Expires: 12/31/2026 Signed: JUN 17 2025

APPROVED

CITY OF SANTA CRUZ

These plans and details have been reviewed for compliance with the 2025 California building codes. The approval of these plans shall not be construed to be a permit for any violation of any code or ordinance. These plans shall be on the job for all requested inspections

A&A Client: PACIFIC METAL BUILDINGS INC. Dated:

A.F. / O.A.

6/17/2025

Index to Contents

Calculations Summary Section Foundation Design Section I Design Summary 3 I Foundation Reactions Summary 33 II Gravity Load Summary 4 II Foundation Type : Concrete Turn-Down Footing + Slab on Grade 34 III Wind Based Enclosure Summary 5 IV Seismic Design Parameters 8 V Effective Seismic Weight & Seismic Load Summary 8 VI Roof Diaphragm Forces : Transverse X - Direction 11 Anchorage Design Section VII Roof Diaphragm Forces : Longitudinal Z - Direction 12 I Concrete Anchorage Design (Main Bldg) A1-A3 VIII Governing Chord Design Forces 13 II Concrete Anchorage Design (Lean-to) B1-B3 IX Governing Collector & LFRS Design Forces : Transverse X - Direction 14 X Governing Collector & LFRS Design Forces : Longitudinal Z - Direction 17 XI Roof Sheathing Diaphgram Checks 19 XII Framing Members Material Properties 20 XIII Self Drilling Screw, Fastener Capacities 21 Appendices Section XIV Common Member Types and Gauges 22 Wind Summary, Tables and Base Shear calculations W 1 - 6 XV Shear Wall Checks 23 STAAD finite element output: SO 1 - 26 XVI Diagonal (Z) Brace Checks 24 Metal Sheathing UES ER 0550 Strata specification: MS 1 - 6 XVII Story Drift Checks : Seismic 27 ASCE Hazards Report H 1 - 3 XVIII Story Drift Checks : Wind (Based on Serviceability) 27 XIX Gravity Deflection (Based on Serviceability) 27 XX STAAD.Pro Finite Element Analysis (FEA) results summary: 28 XXI Base Connection Checks 29 XXII Frame Connection Checks 30

Calculations Report V28 Page: 2 of 34

Expires: 12/31/2026 Signed: JUN 17 2025

A&A Client: PACIFIC METAL BUILDINGS INC. Dated:

A.F. / O.A.

6/17/2025

I Design Summary

Structure Information Main Bldg Left Lean-To 1 - - - Roof Type: Gable Monoslope Attachment Type Continuous (Shared) Roof, Dropped (Separted) Roof or Isolated Building: - Dropped Roof Dropped Roof Dropped Roof Dropped Roof Attaches to OR is next to which building first: - Main Bldg Frame Width (Transverse): Wb = 30.0 12.0 ft Base Rail Length (Longitudinal): Lb = 35.0 35.0 ft Building Offset from Front to Adjacent Building: Fo = - - ft Building Offset from Rear to Adjacent Building: Bo = - - ft Eave or Leg Height: SIDE WALL LEFT RIGHT LEFT RIGHT

HB = 14.0 14.0 10.0 12.0 ft Roof Pitch ( Rp / 12): Rp = 3.0 2.0 / 12 Height of Roof Section: HR = 3.75 2.00 ft Max Structure height: HT = 18.13 12.00 ft Average Structure height: Ha = 15.88 11.00 ft Roof Diaphragm Tributary height : HD = (HR + HB / 2) = 10.75 7.00 ft Individual Building Square Footage: 1,050 420 sqft Total Square Footage: 1,470 sqft No. of Gravity Frames: 8 8 -

Design Criteria Prevailing Code: CBC 2022 Risk Category: IV ASCE Standard followed: 7-16

Load Combinations: Allowable Strength Design (ASD) Strength:

a. D + (Lr or S)

b. D + 0.75 (Lr or S) + 0.75 (0.6W)

c. D + 0.75 (Lr or S) + 0.525EV + 0.525EH

d. D + 0.6W

e. D + 0.7EV + 0.7 EH

f. 0.6D + 0.6W

g. 0.6D - 0.7EV + 0.7 EH

Service:

D + 0.5Lr +Wa

Wa is based on 10-year M.R.I. wind speed.

Calculations Report V28 Page: 3 of 34

A&A Client: PACIFIC METAL BUILDINGS INC. Dated:

A.F. / O.A.

6/17/2025

II Gravity Load Summary

Main Bldg Left Lean-To 1 - - - Individual Self Framing Weight (auto-calc from F.E.M.): wsf = 5.648 2.259 kip dc = 2.00 2.00 psf Ref Cover Sheet of Plans

D = (wsf /Area) + dc + d1+ d2 + d3 = 7.379 7.379 psf Total Dead Load - force / Weight (per Structure): wt = D * Area = 7.748 3.099 kip Total Weight (All Structures): Ʃwt = 10.847 kip

Live Loads Roof Live Load: Lr = 20.0 20.0 psf

Snow Loads Pg = 0.0 0.0 psf

Importance Factor: Is = 1.2 - ASCE 1.5-2

Thermal Factor: Ct = 1.2 1.2 - ASCE 7.3-2

Exposure Factor: Ce = 1.0 1.0 - ASCE 7.3-1

Slope Factor: Cs = 1.0 1.0 - ASCE 7.4-1

Flat Roof Snow Load (ASCE Eq 7.3-1) : Pf = 0.7 * Ce * Ct * Is * Pg = 0.0 0.0 psf Ps = Cs * Pf = 0.0 0.0 psf

Design Snow Load: S = max( Pf , Ps ) = 0.0 0.0 psf Since Lr > S , Roof Live Load Controls

Total Dead Load - pressure (per Structure):

Dead Loads

Roof Collateral Dead Load (super imposed):

Design (Rated) Ground Snow Load:

Sloped Roof Load (ASCE Eq 7.4-1) :

Governing Vertical Load:

Calculations Report V28 Page: 4 of 34

A&A Client: PACIFIC METAL BUILDINGS INC. Dated:

A.F. / O.A.

6/17/2025

III Wind Based Enclosure Summary

V = 103 mph Refer ASCE Hazards report

10 Year MRI Wind Speed: VMRI = 63 mph Refer ASCE Hazards report

C Procedure used: MWFRS, Directional Procedure Calculation methodolgy: Building of all heights

Building Enclosure parameters Main Bldg Left Lean-To 1 - - - Building Side Walls LEFT RIGHT - LEFT - - - - - - Wind Exposed Total Wall Length (Segment 1): 35.00 35.00 0.00 ft Wind Exposed Total Wall Height (Segment 1): 14.00 14.00 0.00 ft Segment 2 -Total Wall Enclosure Length: - - - ft Segment 2 - Total Wall Enclosure Height: - - - ft

Total Enclosed Wall Area: AWALL_X = 490.0 490.0 0.0 sqft Gross Wall Area: Ag = 490.0 490.0 420.0 sqft Open Area: Ao = 0.0 0.0 420.0 sqft Wall Diaphragm Tributary: AWALL_DX = 245.0 245.0 - sqft

Roof Type: Gable Monoslope Side of Building Roof : LEFT RIGHT - LEFT - - - - - - Gross Roof Area: AROOF = 544.5 544.5 425.8 sqft Diaphragm Tributary (Roof comp.): AROOF_DX = 544.5 544.5 425.8 sqft Diaphragm Tributary (Roof comp.): AROOF_DZ = 544.5 544.5 425.8 sqft

Building End Walls FRONT BACK FRONT BACK - - - - - - Gable - Enclosure: Enclosed Enclosed Open Open ft Segment 1 -Total Wall Enclosure Length: 30.00 30.00 0.00 0.00 ft Segment 1 - Total Wall Enclosure Height: 14.00 14.00 0.00 0.00 ft Segment 2 -Total Wall Enclosure Length: - - - - ft Segment 2 - Total Wall Enclosure Height: - - - - ft

Total Enclosed Wall Area: AWALL_Z = 481.9 481.9 0.0 0.0 sqft Gross Wall Area: Ag = 481.9 481.9 132.0 132.0 sqft Open Area: Ao = Ag - AWALL_Z = 0.0 0.0 -132.0 -132.0 sqft Wall Diaphragm Tributary: AWALL_DZ = 271.9 271.9 - - sqft

Main Bldg Left Lean-To 1 - - - Enclosed Open ASCE Table 26.13-1

Exposure:

ASCE Enclosure Classification:

Design Wind Speed:

Wind design parameters & base shear

Calculations Report V28 Page: 5 of 34

A&A Client: PACIFIC METAL BUILDINGS INC. Dated:

A.F. / O.A.

6/17/2025

III Transverse X - Direction, Wind Roof Diaphgram & Wind Base Shear Calculations

LEFT MOST WALL & ROOF PRESSURES (LWALL) (LROOF) Main Bldg Left Lean-To 1 - - - Pressure Coefficients: +Gcpi -Gcpi - - Windward Wall pressure from X direction Wind PWW = 10.38 17.45 - - psf Refer Wind Tables

Windward Diaphragm Shear (Wall comp.): WWWALL,D = PWW x AWALL_DX = 2,543.9 4,275.4 - - lbf Windward Structure Shear (Wall comp.): WWWALL = PWW x AWALL_X = 5,087.7 8,550.8 - - lbf

Open Wind Cases: - - Case A Case B Open - Clear Flow External Pressures: Pext = - - -1.99 -4.48 psf Open - Obstructed Flow External Presures: Pext = - - -3.00 -5.28 psf Windward Roof pressure (Horz comp) case 1 : Pwr1 = -4.09 -2.38 - - psf Windward Roof pressure (Horz comp) case 2 : Pwr2 = -1.63 0.09 - -

Windward Diaphragm Shear (Roof comp.) case 1: WWROOF1 = PWR1 , PEXT x AROOF_DX = -2,227.0 -1,293.7 -1,279.3 -2,249.8 lbf Windward Diaphragm Shear (Roof comp.) case 2: WWROOF2 = PWR2 , PEXT x AROOF_DX = -885.1 48.2 -1,279.3 -2,249.8

Total Diaphragm Shear (Wall + Roof): A = WWWALL,D + max(WWROOF1 , WWROOF2)= 1,658.7 4,323.6 -1,279.3 -2,249.8 lbf Total Structure Base Shear (Wall + Roof): C = WWWALL + max(WWROOF1 , WWROOF2)= 4,203 8,599 -1,279 -2,250 lbf

RIGHT MOST WALL & ROOF PRESSURES (RWALL) (RROOF) Main Bldg Left Lean-To 1 - - - Pressure Coefficients: +Gcpi -Gcpi - - Leeward Wall pressure from X direction Wind PLW = 12.34 5.27 - - psf Refer Wind Tables

Leeward Diaphragm Shear (Wall comp.): LWWALL = PLW x AWALL_DX = 3,022.4 1,290.8 - - lbf Leeward Structure Shear (Wall comp.): LWWALL = PLW x AWALL_X = 6,044.8 2,581.7 - - lbf

Open Wind Cases: - - - - Open - Clear Flow External Pressures: Pext = - - - - psf Open - Obstructed Flow External Presures: Pext = - - - - psf Leeward Roof pressure (Horz comp) : Plr = 3.02 1.31 - - psf

Leeward Diaphragm Shear (Roof comp.): LWROOF = PLR , PEXT x AROOF_DX = 1,645.3 712.0 - - lbf Total Diaphragm Shear (Wall + Roof): B = LWWALL + LWROOF = 4,667.7 2,002.8 - - lbf Total Structure Base Shear (Wall + Roof): D = LWWALL + LWROOF = 7,690.1 3,293.6 - - lbf

SIDEWALL PRESSURES (LWALL & RWALL) Main Bldg Left Lean-To 1 - - - Side Wall (LWALL) pressure from Z direction Wind: PSWL = -15.87 -8.80 - - psf

Diaphragm Shear (Wall comp.): SWLWALL,D = PSWL x AWALL_DX = -3,887.9 -2,156.3 - - lbf Structure Shear (Wall comp.): SWLWALL = PSWL x AWALL_X = -7,775.7 -4,312.6 - - lbf

Side Wall (RWALL) pressure from Z direction Wind: PSWR = 15.87 8.80 - - psf Diaphragm Shear (Wall comp.): SWRWALL,D = PSWR x AWALL_DX = 3,887.9 2,156.3 - - lbf Structure Shear (Wall comp.): SWRWALL = PSWR x AWALL_X = 7,775.7 4,312.6 - - lbf

Total Diaphragm Shear (Wall): E = SWLWALL,D + SWRWALL,D = 0.0 0.0 0.0 0.0 lbf Total Structure Shear (Wall): F = SWLWALL + SWRWALL = 0.0 0.0 0.0 0.0 lbf

Individual Shear Load (for Diapghram level): A + B , E = 6.326 6.326 1.279 2.250 kip Design Shear Load (for Diapghram level): FDWXU = max ( A + B , E) = kip

Individual Base Shear Load: C + D , F = 11.893 11.893 1.279 2.250 kip Design Invidual Base Shear Load: VWX = max (C + D , F) = kip Total Structure Base Shear: ƩVWXU = 14.143 kip

6.326 2.250

11.893 2.250

Wind

Calculations Report V28 Page: 6 of 34

A&A Client: PACIFIC METAL BUILDINGS INC. Dated:

A.F. / O.A.

6/17/2025

III Longitudinal Z - Direction, Wind Roof Diaphgram & Wind Base Shear Calculations

WINDWARD END WALL (FWALL) & ROOF Main Bldg Left Lean-To 1 - - - Pressure Coefficients: +Gcpi -Gcpi - - Wall Windward pressure from Z direction Wind: PWW = 10.77 17.83 - - psf Refer Wind Tables

Windward Diaphragm Shear (Wall comp.): WWWALL,D = PWW x AWALL_DZ = 2,927.1 4,848.6 - - lbf Windward Structure Shear (Wall comp.): WWWALL = PWW x AWALL_Z = 5,188.0 8,593.7 - - lbf

Open Wind Cases: - - Case A Case B Open - Clear Flow External Pressures: Pext = - - -2.34 2.34 psf Open - Obstructed Flow External Presures: Pext = - - -3.51 1.46 psf Roof Windward pressure (Horz comp): Pwr = -3.69 -1.98 - - psf

Windward Diaphragm Shear (Roof comp.): WWROOF = PWR , PEXT x AROOF_DZ = -2,009.2 -1,075.8 -1,496.0 997.3 lbf Total Diaphragm Shear (Wall + Roof): A = WWWALL,D + WWROOF = 917.9 3,772.7 -1,496.0 997.3 lbf Total Structure Base Shear (Wall + Roof): C = WWWALL + WWROOF = 3,178.9 7,517.9 -1,496.0 997.3 lbf

LEEWARD END WALL (BWALL) & ROOF Main Bldg Left Lean-To 1 - - - Pressure Coefficients: +Gcpi -Gcpi - - Wall Leeward pressure from Z direction Wind: PLW = 11.76 4.69 - - psf Refer Wind Tables

Windward Diaphragm Shear (Wall comp.): LWWALL,D = PLW x AWALL_DZ = 3,196.5 1,275.0 - - lbf Windward Structure Shear (Wall comp.): LWWALL = PLW x AWALL_Z = 5,665.5 2,259.8 - - lbf

Open Wind Cases: - - Case A Case B Open - Clear Flow External Pressures: Pext = - - 2.34 -2.34 ft Open - Obstructed Flow External Presures: Pext = - - -2.34 -1.46 lbf Roof Windward pressure (Horz comp): Plr = 3.69 1.98 - - lbf

Windward Diaphragm Shear (Roof comp.): LWROOF = PLR , PEXT x AROOF_DZ = 2,009.2 1,075.8 997.3 -997.3 psf Total Diaphragm Shear (Wall + Roof): B = LWWALL,D + LWROOF = 5,205.6 2,350.8 997.3 -997.3 ft Total Structure Base Shear (Wall + Roof): D = LWWALL + LWROOF = 7,674.6 3,335.6 997.3 -997.3 lbf

SIDEWALL PRESSURES (FWALL & BWALL) Main Bldg Left Lean-To 1 - - - Side Wall (FWALL) pressure from X direction Wind: PSWF = 15.86 8.79 - - psf

Diaphragm Shear (Wall comp.): SWFWALL,D = PSWF x AWALL_DZ = 4,311.2 2,389.7 - - lbf Structure Shear (Wall comp.): SWFWALL = PSWF x AWALL_Z = 7,641.2 4,235.6 - - lbf

Side Wall (BWALL) pressure from X direction Wind: PSWB = -15.86 -8.79 - - psf Diaphragm Shear (Wall comp.): SWBWALL,D = PSWB x AWALL_DZ = -4,311.2 -2,389.7 - - lbf Structure Shear (Wall comp.): SWBWALL = PSWB x AWALL_Z = -7,641.2 -4,235.6 - - lbf

Total Diaphragm Shear (Wall): E = SWFWALL,D + SWBWALL,D = 0.0 0.0 0.0 0.0 lbf Total Structure Shear (Wall): F = SWFWALL + SWBWALL = 0.0 0.0 0.0 0.0 lbf

Individual Shear Load (for Diapghram level): A + B , E = 6.124 6.124 0.499 0.000 kip Design Shear Load (for Diapghram level): FDWZU = max ( A + B , E) = kip

Individual Base Shear Load: C + D , F = 10.853 10.853 0.499 0.000 kip Design Invidual Base Shear Load: VWZ = max (C + D , F) = kip Total Structure Base Shear: ƩVWZU = 11.352 kip

0.4996.124

0.49910.853

Wind

Calculations Report V28 Page: 7 of 34

A&A Client: PACIFIC METAL BUILDINGS INC. Dated:

A.F. / O.A.

6/17/2025

IV Seismic Design Parameters

Equivalent Lateral Force (ELF) Procedure - Seismic design parameters Seismic Design Category : SDC = D ASCE 7 Sec 11.4.8

D ASCE 7 Table 1613.5.2

Spectral Response accel. at short periods : Ss = 1.609 ASCE Figure 22-1

Spectral response accel. at short periods : S1 = 0.611 ASCE Figure 22-2

Fa = 1.000 ASCE Table 11.4-1

Long-Period Transition periods : TL = 12 ASCE Figure 22-14~17

Ie = 1.5 ASCE Eq 11.4-3

Long-Period Site Coefficient: Fv = 1.700 ASCE 7 Table 11.4-2

MCER Spectral Response at 1s : SM1 = Fv * S1 = 1.560 ASCE Eq 11.4-1

MCER Spectral Response at short periods : SMS = Fa * SS = 1.609 ASCE Eq 11.4-2

Adjusted spectral response acceleration: SDS = 1.073 ASCE Eq 11.4-3 Design spectral response acceleration : SD1 = 1.040 ASCE Eq 11.4-4 Max SDS : if SDS > 1, SDS' = max(1.0, 70% SDS) = 1.000 ASCE 7 Sec 12.8.1.3

Redundancy factor Calculations:

Total No. of LRFS frames / systems: NLFRS = 16 0.9375 (refer Sections below) Reduced Story Strength after removal of 1 LFRS (per ASCE 12.3.4.2 (a)) = 93.8 % > 33 % ASCE Table 12.3-3 Redundancy factor: ρT = 1.0 (ASCE 12.3.4.2 Clause (a) - applies) ASCE 7 Sec 12.3.4.2 Total No. of LRFS frames / systems: NLFRS = 4 0.75 (refer Sections below) Reduced Story Strength after removal of 1 LFRS (per ASCE 12.3.4.2 (a)) = 75.0 % > 33 % ASCE Table 12.3-3 Redundancy factor: ρL = 1.0 (ASCE 12.3.4.2 Clause (a) - applies) ASCE 7 Sec 12.3.4.2

V Effective Seismic Weight & Seismic Load Summary

Effective Seismic Weight Main Bldg Left Lean-To 1 - - -wt = 7.748 3.099 kip

20% of Snow Load if 'Flat Roof Snow' is over 30 psf: s = 20% of S = kip ASCE 7 12.7.2 (4) Structure Weight Tributary to Roof Level w1 = wt * (HD / HT) + s = 4.595 1.808 kip Structure Weight Tributary to Roof Level Diaphragm: wp1 = w1 - parallel walls) = 4.595 1.808 kip (assumed conserv.)

Structure Weight Tributary to Second Level w2 = (wt + s)* (HD / HT) = - - kip Structure Weight Tributary to Second Level Diaphragm: wp2 = w2 - parallel walls) = - - kip (assumed conserv.)

Effective Seismic Weight: Ws = (w1 + w2) = 4.595 1.808 kip ASCE 7 Section 12.7.2

Governing Vertical Seismic Effects (EV) Main Bldg Left Lean-To 1 - - - Vertical Seismic Force: EV = 0.2 SDS * WS = 0.919 0.362 kip ASCE Sec 12.4-4a

Seismic Total Vertical (Y) Structure Base Shear Load: ƩEV = kip1.281

Transverse Dir

Longitudinal Dir

Not Req Not Req

Site Coefficient :

Importance Factor:

Site Class :

Structure Weight:

Calculations Report V28 Page: 8 of 34

A&A Client: PACIFIC METAL BUILDINGS INC. Dated:

A.F. / O.A.

6/17/2025

V Seismic Load Summary CONT'D : Longitudinal Z - Direction Z-Dir, Longitudinal Equivalent Lateral Force (ELF) Procedure Design Coefficients Main Bldg Left Lean-To 1 - - - Building Wall / Frame location: (Z-DIR) (LONGITUDINAL) (PERIMETER) LEFT RIGHT - LEFT - - - - - - Seismic Force Resisting System(s) implemented: S.F.R.S. Steel S.W. Steel S.W. N.D.F.S. N.D.F.S. N.D.F.S. O.C.B.F N.D.F.S. N.D.F.S. N.D.F.S. N.D.F.S. ASCE 7 Table 12.2-1

Response Modification Factor (for LRFS design - ASCE 12.2.3.3 ex): R = 7.00 7.00 3.00 ASCE 7 Table 12.2-1 Overstrength co-efficient (for LRFS design - ASCE 12.2.3.3 ex): Ω = 2.50 2.50 2.50 ASCE 7 Table 12.2-1 Deflection Amplification co-efficient (for LRFS design - ASCE 12.2.3.3 ex): Cd = 4.50 4.50 3.00 ASCE 7 Table 12.2-1

Z-Dir, Longitudinal ELF Procedure Diaphragm Design Coefficients & Base Shear (EHZ) Main Bldg Left Lean-To 1 - - - Response Modification Factor (for Diaphragm design - ASCE 12.2.3.3 ex): R' = min (R) = 7.00 3.00 ASCE 7 Table 12.2-1 Governing Seismic Force-Resisting System(s) : S.F.R.S. Steel S.W. N.D.F.S. - - - ASCE 7 Table 12.2-1

Overstrength co-efficient (for Diaphragm design - ASCE 12.2.3.3 ex): Ω = 2.50 2.50 ASCE 7 Table 12.2-1 Deflection Amplification co-efficient (for Diaphragm design - ASCE 12.2.3.3 ex): Cd = 4.50 3.00 ASCE 7 Table 12.2-1 Approximate fundamental period coefficient 1: Ct = 0.020 0.020 ASCE Table 12.8-2 Approximate fundamental period coefficient 2: x = 0.750 0.750 ASCE Table 12.8-2 Approximate fundamental period: Ta = Ct * hn x = 0.159 0.121 ASCE Eq 12.8-7 Base Cs value Cs,1 = SDS' / (R / Ie ) = 0.214 0.500 ASCE Eq 12.8-2 Max Cs Value Cs,max = SD1 / T * (R / Ie) = 0.772 0.251 ASCE Eq 12.8-3 Min. Case 1 Cs,min1 = 0.044 SDS' Ie = 0.066 0.066 ASCE Eq 12.8-5 Min. Case 2 Cs,min2 = 0.5 S1 / (R / Ie ) = 0.065 0.153 ASCE Eq 12.8-6

Design Value Cs = min (Cs,1, Cs,max) & max (Cs,min1, Cs,min2, 0.01) = 0.214 0.251 ASCE Sec 12.8.1.1 Total Effective Seismic Weight Considered: Ws = w1 + w2 = 4.595 1.808 kip ASCE 7 Section 12.7.2 Base Shear: Vs = Cs* Ws = 0.985 0.454 kip ASCE 7 Eq 12.8-1 Exponent Related to Structure period: k = 1.00 1.00 ASCE Sec 12.8.3 Diaphragm Tributary Height at Roof: hk

1 = 10.75 7.00 ft ASCE Sec 12.8.3 Diaphragm Tributary Height at Second Floor: hk

2 = - - ft ASCE Sec 12.8.1.1 Vertical Distritbution Factor Cv1 = w1 * hk

1 / (w1 * hk 1 + w2 * hk

2) = 1.00 1.00 ASCE 7 Eq 12.8-12 Lateral (Z-dir) Structure Force: F1,Z = Cv1 * Vs = 0.985 0.454 kip ASCE 7 Eq 12.8-11 Total Lateral (Z) Structure Base Shear Load: ƩEZ = kip

SFRS Legend / Notes:

N.D.F.S. = Steel Systems not specifically detailed for Seismic Resistance (Item H) O.C.B.F = Steel Ordinary Concentrically Braced Frames (Item B-3) Steel S.W. = Light-frame Walls Sheathed with Steel Sheets (Item B-23) O.M.F = Steel Ordinary Moment Frame (Item C-4)

- Indicates all lateral loads of attached structure are transferred to, and resisted by Main Bldg

1.439

Seismic

Seismic Response Co-efficient:

Calculations Report V28 Page: 9 of 34

A&A Client: PACIFIC METAL BUILDINGS INC. Dated:

A.F. / O.A.

6/17/2025

V Seismic Load Summary CONT'D : Transverse X - Direction X-Dir, Transverse L.F.R.S. Design Coefficients Main Bldg Left Lean-To 1 - - - Building Wall / Frame location: (X-DIR) (TRANSVERSE) (PERIMETER) FRONT BACK FRONT BACK Seismic Force-Resisting System(s) implemented: S.F.R.S. Steel S.W. Steel S.W. O.M.F O.M.F - - - - - - ASCE 7 Table 12.2-1

Response Modification Factor (for LRFS design - ASCE 12.2.3.3 ex): R1 = 7.00 7.00 3.50 3.50 ASCE 7 Table 12.2-1 Overstrength co-efficient (for LRFS design - ASCE 12.2.3.3 ex): Ω1 = 2.50 2.50 3.00 3.00 ASCE 7 Table 12.2-1 Deflection Amplification co-efficient (for LRFS design - ASCE 12.2.3.3 ex): Cd1 = 4.50 4.50 3.00 3.00 ASCE 7 Table 12.2-1

Building Wall / Frame location: (X-DIR) (TRANSVERSE) (INTERIOR) - TYP FRAME - TYP FRAME - - - - - - Seismic Force-Resisting System(s) implemented: S.F.R.S. - O.M.F - O.M.F - - - - - - ASCE 7 Table 12.2-1

Response Modification Factor (for LRFS design - ASCE 12.2.3.3 ex): R2 = 3.50 3.50 ASCE 7 Table 12.2-1 Overstrength co-efficient (for LRFS design - ASCE 12.2.3.3 ex): Ω2 = 3.00 3.00 ASCE 7 Table 12.2-1 Deflection Amplification co-efficient (for LRFS design - ASCE 12.2.3.3 ex): Cd2 = 3.00 3.00 ASCE 7 Table 12.2-1 Number of Internal Wall / Frames with LFRS elements: nX = 6 6

X-Dir, Transverse Diaphragm Design Coefficients & Base Shear (EHX) Main Bldg Left Lean-To 1 - - - Response Modification Factor (for Diaphragm design - ASCE 12.2.3.3 ex): R = min (R1, R2) = 3.50 3.50 ASCE 7 Table 12.2-1 Governing Seismic Force-Resisting System(s) : S.F.R.S. O.M.F O.M.F - - - ASCE 7 Table 12.2-1

Overstrength co-efficient (for Diaphragm design - ASCE 12.2.3.3 ex): Ω = 3.00 3.00 ASCE 7 Table 12.2-1 Deflection Amplification co-efficient (for Diaphragm design - ASCE 12.2.3.3 ex): Cd = 3.00 3.00 ASCE 7 Table 12.2-1 Approximate fundamental period coefficient 1: Ct = 0.028 0.028 ASCE Table 12.8-2 Approximate fundamental period coefficient 2: x = 0.800 0.800 ASCE Table 12.8-2 Approximate fundamental period: Ta = Ct * hn x = 0.256 0.191 ASCE Eq 12.8-7 Base Cs value Cs,1 = SDS' / (R / Ie ) = 0.429 0.429 ASCE Eq 12.8-2 Max Cs Value Cs,max = SD1 / T * (R / Ie) = 0.620 0.463 ASCE Eq 12.8-3 Min. Case 1 Cs,min1 = 0.044 SDS' Ie = 0.066 0.066 ASCE Eq 12.8-5 Min. Case 2 Cs,min2 = 0.5 S1 / (R / Ie ) = 0.131 0.131 ASCE Eq 12.8-6

Design Value Cs = min (Cs,1, Cs,max) & max (Cs,min1, Cs,min2, 0.01) = 0.429 0.429 ASCE Sec 12.8.1.1 Total Effective Seismic Weight Considered: Ws = w1 + w2 = 4.595 1.808 kip ASCE 7 Section 12.7.2 Base Shear: Vs = Cs* Ws = 1.969 0.775 kip ASCE 7 Eq 12.8-1 Exponent Related to Structure period: k = 1.00 1.00 ASCE Sec 12.8.3 Diaphragm Tributary Height at Roof: hk

1 = 10.75 7.00 ft ASCE Sec 12.8.3 Diaphragm Tributary Height at Second Floor: hk

2 = - - ft ASCE Sec 12.8.1.1 Vertical Distritbution Factor Cv1 = w1 * hk

1 / (w1 * hk 1 + w2 * hk

2) = 1.00 1.00 ASCE 7 Eq 12.8-12 Lateral (X-dir) Structure Force: F1,X = Cv1 * Vs = 1.969 0.775 kip ASCE 7 Eq 12.8-11

Total Lateral (X) Structure Base Shear Load: ƩEX = kip

SFRS Legend / Notes:

- Indicates L.F.R.S. is part of, or is attached to, and is resisted by S.F.R.S. of Main Bldg

2.744

Seismic Response Co-efficient:

Seismic

Calculations Report V28 Page: 10 of 34

A&A Client: PACIFIC METAL BUILDINGS INC. Dated:

A.F. / O.A.

6/17/2025

VI Roof Diaphragm Forces : Transverse X - Direction

Flexible (Corrugated Steel Roof Deck) - ASCE 7 Sec 12.3.1.1

Main Bldg Left Lean-To 1 - - - Transverse Dir - Diaphragm Span: Lb = 35.00 35.00 ft Roof Sub-Diaphragm Supports: nX = 8 8

Wind Weighted Base Shear Load (for Diapghram level): FDWXU = 6.326 2.250 kip Refer Wind Base Shear Calc

ASD Diaphragm Weighted Base Load FDWX = 0.6 * FDWXU = 3.796 1.350 kip ASD Diaphragm Linear Load UDWX = FDWX / Lb = 0.108 0.039 klf Roof Sub-Diaphragm Moment: MDWX = α * UDWX * (Lb / nx - 1)2 = 0.290 0.103 kip-ft Direction / Location (X-DIR) (TRANSVERSE) (PERIMETER) FRONT BACK FRONT BACK

Roof Sub-Diaphragm End Reaction: RDWXE = α * UDWZ * (Lb / nx - 1) = 0.214 0.214 0.076 0.076 kip Direction / Location (X-DIR) (TRANSVERSE) (INTERIOR) - TYP FRAME - TYP FRAME - - - - - -

Interior Roof Sub-Diaphragm Reaction: RDWXE = b * UDWZ * (Lb / nx - 1) = 0.615 0.219 kip

Seismic Lateral (X-dir) Structure Force: F1,X = Cv1 * Vs = 1.969 0.775 kip ASCE 7 Eq 12.8-1

Diaphragm Tributary Load at Roof level: FD1,SXU = (F1,X / w1) * wp1 = 1.969 0.775 kip ASCE 7 Eq 12.10.1

Diaphragm Tributary Load at 2nd Level: FD1+2,SXU = (F1,X + F2,X / w1) * wp2 = - - kip ASCE 7 Eq 12.10.1

Diaphragm Min Load: FSXU,MIN = 0.2 * SDS * Ie * wp1 = 1.379 0.542 kip ASCE 7 Eq 12.10-2

Diaphragm Max Load: FSXU,MAX = 0.4 * SDS * Ie * wp1 = 2.757 1.085 kip ASCE 7 Eq 12.10-3

Diaphragm Design Load: FDSXU = min (FSXU,MAX, (FD1,SXU, FSXU,MIN) = 1.969 0.775 kip ASCE 7 Sec 12.10.1.1

ASD Diaphragm Load: FDSX = 0.7 * FDSXU = 1.379 0.542 kip ASD Diaphragm Linear Load UDSX = FDSX / Lb = 0.039 0.015 klf (along chord)

Roof Sub-Diaphragm Moment: MDSX = α * UDSX * (Lb / nx - 1)2 = 0.105 0.041 kip-ft (chord moment)

Direction / Location (X-DIR) (TRANSVERSE) (PERIMETER) FRONT BACK FRONT BACK

Roof Sub-Diaphragm End Reaction: RDSXE = α * UDSX * (Lb / nx - 1) = 0.078 0.078 0.031 0.031 kip Direction / Location (X-DIR) (TRANSVERSE) (INTERIOR) - TYP FRAME - TYP FRAME - - - - - -

Interior Roof Sub-Diaphragm Reaction: RDSXI = b * UDWX * (Lb / nx - 1) = 0.223 0.088 kip

Diaphragm Type (Member):

Diaphgram Calculations

Calculations Report V28 Page: 11 of 34

A&A Client: PACIFIC METAL BUILDINGS INC. Dated:

A.F. / O.A.

6/17/2025

VII Roof Diaphragm Forces : Longitudinal Z - Direction

Main Bldg Left Lean-To 1 - - - Longitudinal Diaphragm Span: Wb = 30.00 12.00 ft Roof Sub-Diaphragm Supports: nZ = 2 2

Wind Weighted Base Shear Load (for Diapghram level): FDWZU = 6.124 0.499 kip Refer Wind Base Shear Calc

ASD Diaphragm Weighted Base Load FDWZ = 0.6 * FDWZU = 3.674 0.299 kip ASD Diaphragm Linear Load UDWZ = FDWZ / Wb = 0.122 0.025 klf (along chord)

Roof Sub-Diaphragm Moment: MDWZ = α * UDWZ * (Wb / nZ - 1)2 = 13.778 0.449 kip-ft (chord moment)

Direction / Location (Z-DIR) (LONGITUDINAL) (PERIMETER) LEFT RIGHT RIGHT LEFT

Roof Sub-Diaphragm End Reaction: RDWXE = α * UDWZ * (Wb / nx - 1) = 1.837 1.837 0.150 0.150 kip

Seismic Lateral (Z-dir) Structure Force: F1,Z = Cv1 * Vs = 0.985 0.454 kip ASCE 7 Eq 12.8-1

Diaphragm Tributary Load at Roof level: FD1,SZU = (F1,Z / w1) * wp1 = 0.985 0.454 kip ASCE 7 Eq 12.10.1

Diaphragm Tributary Load at 2nd Level: FD1+2,SZU = (F1,Z + F2,Z / w1) * wp2 = - - kip ASCE 7 Eq 12.10.1

Diaphragm Min Load: FSZU,MIN = 0.2 * SDS * Ie * wp1 = 1.379 0.542 kip ASCE 7 Eq 12.10-2

Diaphragm Max Load: FSZU,MAX = 0.4 * SDS * Ie * wp1 = 2.757 1.085 kip ASCE 7 Eq 12.10-3

Diaphragm Design Load: FDSZU = min (FSZU,MAX, (FD1,SZU, FSZU,MIN) = 1.379 0.542 kip ASCE 7 Sec 12.10.1.1

ASD Diaphragm Load: FDSZ = 0.7 * FDSZU = 0.965 0.380 kip ASD Diaphragm Linear Load UDSZ = FDSZ / Wb = 0.032 0.032 klf (along chord)

Roof Sub-Diaphragm Moment: MDSZ = α * UDSWZ * (Wb / nZ - 1)2 = 3.619 0.569 kip-ft (chord moment)

Direction / Location (Z-DIR) (LONGITUDINAL) (PERIMETER) LEFT RIGHT RIGHT LEFT Roof Sub-Diaphragm End Reaction: RDSZE = α * UDSZ * (Wb / nx - 1) = 0.483 0.483 0.190 0.190 kip

Diaphgram Calculations

Calculations Report V28 Page: 12 of 34

A&A Client: PACIFIC METAL BUILDINGS INC. Dated:

A.F. / O.A.

6/17/2025

VIII Governing Chord Design Forces

X-Dir, Transverse Applied Force Main Bldg Left Lean-To 1 - - - Chord Location: (Z-DIR) (LONGITUDINAL) (PERIMETER) LEFT / RIGHT LEFT / RIGHT Transverse Dir - Diaphragm Depth: Wb = 30.00 12.00 ft

Wind ASD Diaphragm Linear Load UDWX = 0.108 0.039 klf Roof Sub-Diaphragm Moment: MDWX = 0.290 0.103 kip-ft Chord Axial Force: CHDWZ = MDWX / Wb = 0.010 0.009 kip

Seismic ASD Diaphragm Linear Load UDSX = 0.039 0.015 klf Roof Sub-Diaphragm Moment: MDSX = 0.105 0.041 kip-ft Chord Axial Force: CHDSZ = MDSX / Wb = 0.004 0.003 kip

Z-Dir, Longitudinal Applied Force Main Bldg Left Lean-To 1 - - - Chord Location: (X-DIR) (TRANSVERSE) (PERIMETER) FRONT / BACK FRONT / BACK Longitudinal Diaphragm Depth: Lb = 35.00 35.00 ft

Wind ASD Diaphragm Linear Load UDWZ = 0.122 0.025 klf Roof Sub-Diaphragm Moment: MDWZ = 13.778 0.449 kip-ft Chord Axial Force: CHDWX = MDWZ / Lb = 0.394 0.013 kip

Seismic ASD Diaphragm Linear Load UDSZ = 0.032 0.032 klf Roof Sub-Diaphragm Moment: MDSZ = 3.619 0.569 kip-ft Chord Axial Force: CHDSX = MDSZ / Lb = 0.103 0.016 kip

Calculations Report V28 Page: 13 of 34

A&A Client: PACIFIC METAL BUILDINGS INC. Dated:

A.F. / O.A.

6/17/2025

IX Governing Collector & LFRS Design Forces : Transverse X - Direction

X-Dir, Transverse Applied Force Main Bldg Left Lean-To 1 - - - Collector & LFRS Location: (X-DIR) (TRANSVERSE) (PERIMETER) FRONT BACK FRONT BACK Transverse Dir - Diaphragm Depth: Wb = 30.00 30.00 12.00 12.00 ft LFRS system at Exterior Wall S.F.R.S. = Steel S.W. Steel S.W. O.M.F O.M.F - - - - - - - No. of LRFS: NLFRS = 1 1 1 1 - No. of Collectors: NCL = 1 1 - - - Average Length of Collector(s): LCL = 24.00 0.00 - - ft

Wind Roof Sub-Diaphragm End Reaction: RDWXE = 0.214 0.214 0.076 0.076 kip (calculated earlier) Roof Sub-Diaphragm Linear Drag: VDWXE = RDWXE / Wb = 0.007 0.007 0.006 0.006 klf Transferred out to Perimeter Frames of Attached Structure RDWXT1 = - - - - kip Transferred out to Interior frames of Attached Structure RDWXT2 = - - - - kip Reaction(s) Received from Attached Structure(s): RDWXA = ƩRDWXT1 = - - - - kip

LFRS-1 Design Force resisted: FLFRS = (% r) * RDWXP = 0.214 0.214 0.076 0.076 kip Diaphragm Force developed over LFRS: DLFRS = VDWXP * LLFRS = -0.043 -0.214 0.000 0.000 kip Net Force (+T or -C) sent to Collector : RLFRS = FLFRS + DLFRS = 0.171 0.000 0.076 0.076 kip Additional Design Force resisted by LFRS: FLFRSA = (% r) * RDWXA = - - - - kip Total Forces Resisted by LFRS 1: ƩFLFRS-W = 0.214 0.214 0.076 0.076 kip

COLL-1 Diaphragm Force developed: DCL = VDWXP * LCL = -0.171 0.000 - - kip LFRS-2 Design Force resisted: FLFRS = (% r) * RDWXP = - - - - kip

Diaphragm Force developed over LFRS: DLFRS = VDWXP * LLFRS = - - - - kip Net Force (+T or -C) sent to Collector : RLFRS = FLFRS + DLFRS + NCL = - - - - kip Additional Design Force resisted by LFRS: FLFRSA = (% r) * RDWXA = - - - - kip Total Forces Resisted by LFRS 2: ƩFLFRS-W = - - - - kip

COLL-2 Diaphragm Force developed: DCL = VDWXP * LCL = - - - - kip LFRS-3 Design Force resisted: FLFRS = (% r) * RDWXP = - - - - kip

COLL-3 Diaphragm Force developed: DCL = VDWXP * LCL = - - - - kip LFRS-4 Design Force resisted: FLFRS = (% r) * RDWXP = - - - - kip

COLL-4 Diaphragm Force developed: DCL = VDWXP * LCL = - - - - kip LFRS-5 Design Force resisted: FLFRS = (% r) * RDWXP = - - - - kip

All COLL Axial Design Forces CLDWXP1 = max (NCL, DCL) = 0.171 0.000 - - kip

Calculations Report V28 Page: 14 of 34

A&A Client: PACIFIC METAL BUILDINGS INC. Dated:

A.F. / O.A.

6/17/2025

IX Governing Collector & LFRS Design Forces : Transverse X - Direction CONT'D

X-Dir, Transverse Applied Force Main Bldg Left Lean-To 1 - - - Collector & LFRS Location: (X-DIR) (TRANSVERSE) (PERIMETER) FRONT BACK FRONT BACK

Seismic Roof Sub-Diaphragm End Reaction: RDSXE = 0.078 0.078 0.031 0.031 kip (calculated earlier) Perimeter Roof Sub-Diaphragm Linear Drag: VDSXP = RDSXP / Wb = 0.003 0.003 0.003 0.003 klf Transferred out to Perimeter Frames of Attached Structure RDSXT1 = - - - - kip Transferred out to Interior frames of Attached Structure RDSXT2 = - - - - kip Reaction(s) Received from Attached Structure(s): RDSXA = ƩRDXST1 = - - - - kip

LFRS-1 Design Force resisted: FLFRS = (% r) * RDWXP = 0.078 0.078 0.031 0.031 kip Diaphragm Force developed over LFRS: DLFRS = VDWXP * LLFRS = -0.016 -0.078 0.000 0.000 kip Net Force (+T or -C) sent to Collector : RLFRS = FLFRS + DLFRS = 0.062 0.000 0.031 0.031 kip Additional Design Force resisted by LFRS: FLFRSA = (% r) * RDWXA = - - - - kip Total Forces Resisted by LFRS 1: ƩFLFRS-W = 0.078 0.078 0.031 0.031 kip

COLL-1 Diaphragm Force developed: DCL = VDWXP * LCL = -0.062 0.000 - - kip LFRS-2 Design Force resisted: FLFRS = (% r) * RDWXP = - - - - kip

COLL-2 Diaphragm Force developed: DCL = VDWXP * LCL = - - - - kip LFRS-3 Design Force resisted: FLFRS = (% r) * RDWXP = - - - - kip

COLL-3 Diaphragm Force developed: DCL = VDWXP * LCL = - - - - kip LFRS-4 Design Force resisted: FLFRS = (% r) * RDWXP = - - - - kip

COLL-4 Diaphragm Force developed: DCL = VDWXP * LCL = - - - - kip LFRS-5 Design Force resisted: FLFRS = (% r) * RDWXP = - - - - kip

All COLL Axial Design Forces CLDWXP1 = max (NCL, DCL) = 0.062 0.000 - - kip

Calculations Report V28 Page: 15 of 34

A&A Client: PACIFIC METAL BUILDINGS INC. Dated:

A.F. / O.A.

6/17/2025

IX Governing Collector & LFRS Design Forces : Transverse X - Direction CONT'D

X-Dir, Transverse Applied Force Main Bldg Left Lean-To 1 - - - Collector & LFRS Location: (X-DIR) (TRANSVERSE) (INTERIOR) TYP FRAME TYP FRAME - - - Transverse Dir - Diaphragm Depth: Wb = 30.00 12.00 ft LFRS system at Interior: S.F.R.S. = O.M.F O.M.F - - - - No. of LRFS: NLFRS = 6 6 - No. of Collectors: NCL = - - - Average Length of Collector(s): LCL = - - ft

Wind Interior Roof Sub-Diaphragm Reaction: RDWXE = 0.615 0.219 kip Reaction(s) Received from Attached Structure(s): RDWXA = ƩRDWXT2 = - - kip Interior Roof Sub-Diaphragm Reaction: RDWXI = RDWXE + RDWXA = 0.615 0.219 kip Interior Roof Sub-Diaphragm Linear Drag: VDWXI = RDWXI / Wb = 0.020 0.018 klf

LFRS-1 Design Force resisted: FLFRS = (% r) * RDWXP = 0.615 0.219 kip Seismic Interior Roof Sub-Diaphragm Reaction: RDSXI = 0.223 0.088 kip

Reaction(s) Received from Attached Structure(s): RDSXA = ƩRDXST2 = - - kip Interior Roof Sub-Diaphragm Reaction: RDWXI = RDWXE + RDWXA = 0.223 0.088 kip Interior Roof Sub-Diaphragm Linear Drag: VDSXI = RDSXI / Wb = 0.007 0.007 klf

LFRS-1 Design Force resisted: FLFRS = (% r) * RDWXP = 0.223 0.088 kip

Calculations Report V28 Page: 16 of 34

A&A Client: PACIFIC METAL BUILDINGS INC. Dated:

A.F. / O.A.

6/17/2025

X Governing Collector & LFRS Design Forces : Longitudinal Z - Direction

Z-Dir, Longitudinal Applied Force Main Bldg Left Lean-To 1 - - - Collector & LFRS Location: (Z-DIR) (LONGITUDINAL) (PERIMETER) LEFT RIGHT RIGHT LEFT Transverse Dir - Diaphragm Depth: Lb = 35.00 35.00 35.00 35.00 ft LFRS system at Exterior Wall S.F.R.S. = Steel S.W. Steel S.W. (shared) N.D.F.S. - - - - - - - No. of LRFS: NLFRS = 1 1 1 1 - No. of Collectors: NCL = 1 1 1 1 - Average Length of Collector(s): LCL = 0.00 3.00 0.00 4.38 ft

Wind Roof Sub-Diaphragm End Reaction: RDWZE = 1.837 1.837 0.150 0.150 kip Roof Sub-Diaphragm Linear Drag: VDWZ = RDWZ / Lb = 0.052 0.052 0.004 0.004 klf Transferred out to Shared Wall of Attached Structure RDWZT = - - -0.150 - kip Reaction(s) Received from Attached Structure(s): RDWZA = +0.150 - - - kip

LFRS-1 Design Force resisted: FLFRS = (% r) * RDWXP = 1.837 1.837 0.150 0.150 kip Diaphragm Force developed over LFRS: DLFRS = VDWXP * LLFRS = -1.837 -1.680 -0.150 -0.150 kip Net Force (+T or -C) sent to Collector : RLFRS = FLFRS + DLFRS = 0.000 0.157 0.000 0.000 kip Additional Design Force resisted by LFRS: FLFRSA = (% r) * RDWXA = +0.150 - - - kip Total Forces Resisted by LFRS 1: ƩFLFRS-W = 1.987 1.837 0.150 0.150 kip

COLL-1 Diaphragm Force developed: DCL = VDWXP * LCL = - -0.157 - -0.019 kip LFRS-2 Design Force resisted: FLFRS = (% r) * RDWXP = - - - - kip

COLL-2 Diaphragm Force developed: DCL = VDWXP * LCL = - - - - kip LFRS-3 Design Force resisted: FLFRS = (% r) * RDWXP = - - - - kip

COLL-3 Diaphragm Force developed: DCL = VDWXP * LCL = - - - - kip LFRS-4 Design Force resisted: FLFRS = (% r) * RDWXP = - - - - kip

COLL-4 Diaphragm Force developed: DCL = VDWXP * LCL = - - - - kip LFRS-5 Design Force resisted: FLFRS = (% r) * RDWXP = - - - - kip

All COLL Axial Design Forces CLDWXP1 = max (NCL, DCL) = - 0.157 - 0.019 kip

Calculations Report V28 Page: 17 of 34

A&A Client: PACIFIC METAL BUILDINGS INC. Dated:

A.F. / O.A.

6/17/2025

X Governing Collector & LFRS Design Forces : Longitudinal Z - Direction CONT'D

Z-Dir, Longitudinal Applied Force Main Bldg Left Lean-To 1 - - - Collector & LFRS Location: (Z-DIR) (LONGITUDINAL) (PERIMETER) LEFT RIGHT RIGHT LEFT

Seismic Roof Sub-Diaphragm End Reaction: RDSXE = 0.483 0.483 0.190 0.190 kip Roof Sub-Diaphragm Linear Drag: VDSZ = RDSZ / Lb = 0.014 0.014 0.005 0.005 klf Transferred out to Shared Wall of Attached Structure RDSZT = - - -0.190 - kip Reaction(s) Received from Attached Structure(s): RDSZA = +0.190 - - - kip

LFRS-1 Design Force resisted: FLFRS = (% r) * RDWXP = 0.483 0.483 0.190 0.190 kip Diaphragm Force developed over LFRS: DLFRS = VDWXP * LLFRS = -0.483 -0.441 -0.190 -0.190 kip Net Force (+T or -C) sent to Collector : RLFRS = FLFRS + DLFRS = 0.000 0.041 0.000 0.000 kip Additional Design Force resisted by LFRS: FLFRSA = (% r) * RDWXA = +0.190 - - - kip Total Forces Resisted by LFRS 1: ƩFLFRS-W = 0.672 0.483 0.190 0.190 kip

COLL-1 Diaphragm Force developed: DCL = VDWXP * LCL = - -0.041 - -0.024 kip LFRS-2 Design Force resisted: FLFRS = (% r) * RDWXP = - - - - kip

COLL-2 Diaphragm Force developed: DCL = VDWXP * LCL = - - - - kip LFRS-3 Design Force resisted: FLFRS = (% r) * RDWXP = - - - - kip

COLL-3 Diaphragm Force developed: DCL = VDWXP * LCL = - - - - kip LFRS-4 Design Force resisted: FLFRS = (% r) * RDWXP = - - - - kip

COLL-4 Diaphragm Force developed: DCL = VDWXP * LCL = - - - - kip LFRS-5 Design Force resisted: FLFRS = (% r) * RDWXP = - - - - kip

All COLL Axial Design Forces CLDWXP1 = max (NCL, DCL) = - 0.041 - 0.024 kip

Calculations Report V28 Page: 18 of 34

A&A Client: PACIFIC METAL BUILDINGS INC. Dated:

A.F. / O.A.

6/17/2025

XI Roof Sheathing Diaphgram Checks

Main Bldg Left Lean-To 1 - - - Roof Sheathing Gauge: 29 29 - - - GA

Ref UES ER 0550 All Roof Sheathing Orientation: Vertical Vertical - - -

A = 48 42 - - - in Ref UES ER 0550 B = 1 1 - - - Ref UES ER 0550

RROOF,D = 126.00 142.00 plf UES ER 0550 Table 13.6

Roof Sheathing Shear Check Main Bldg Left Lean-To 1 - - - Attachment Location (X-DIR) (TRANSVERSE) (PERIMETER) FRONT / BACK FRONT / BACK

Wind Sub-Diaphragm Linear Shear Force VDWXP = RDWXP / Wb = 7.12 6.33 plf Seismic Sub-Diaphragm Linear Shear Force VDSXP = ρ * RDSXP / Wb = 2.59 2.54 plf Design Sub-Diaphragm Linear Shear Force VDX,MAX = max (VDWXP, VDSXP) = 7.12 6.33 plf Check: RROOF,D > VDX, MAX = 126.00 > 7.12 142.00 > 6.33 plf

OK OK

Attachment Location (X-DIR) (TRANSVERSE) (INTERIOR) - TYP FRAME - TYP FRAME - - - - - - Wind Sub-Diaphragm Linear Shear Force VDWXI = RDWXI / Wb = 20.50 18.22 plf Seismic Sub-Diaphragm Linear Shear Force VDSXI = ρ * RDSXI / Wb = 7.44 7.32 plf Design Sub-Diaphragm Linear Shear Force VDX,MAX = max (VDWXP, VDSXP) = 20.50 18.22 plf Check: RROOF,D > VDX, MAX = 126 >20.50 142 >18.22 plf

OK OK

Attachment Location (Z-DIR) (LONGITUDINAL) (PERIMETER) LEFT / RIGHT LEFT / RIGHT Wind Sub-Diaphragm Linear Shear Force VDWZP = RDWZP / Lb = 52.49 4.27 plf Seismic Sub-Diaphragm Linear Shear Force VDSZP = ρ * RDSZP / Lb = 13.79 5.42 plf Design Sub-Diaphragm Linear Shear Force VDZ,MAX = max (VDWZ, VDSZ) = 52.49 5.42 plf Check: RROOF,D > VDZ,MAX = 126.00 > 52.49 142.00 > 5.42 plf

OK OK

Allowable Shear Diaphragm Capacity:

- -Strata Rib - ¾” RibStrata Rib - ¾” Rib

Roof Sheathing Specification

Roof Sheathing Type:

Side Lap / Stitch Screw spacing:

Max. Panel Attachment Spacing:

Calculations Report V28 Page: 19 of 34

A&A Client: PACIFIC METAL BUILDINGS INC. Dated:

A.F. / O.A.

6/17/2025

XII Framing Members Material Properties

All Tubing All Channels ASTM A500 Grade C ASTM A653 (HSLA) Grade 50

Yield Strength: Fy = 50 ksi 50 ksi Ultimate Strength: Fu = 62 ksi 65 ksi

ASTM A792 SS Grade 80 Yield Strength: Fy = 60 ksi Ultimate Strength: Fu = 61.5 ksi

Material Properties Modulus of Elasticity: E = 29,000 ksi Density: γ = 490 lbs/ft3

Framing Members Section Properties:

Section ID Description Depth / Width X-Area Gauge/ Thickness Intertia X-X / Y-Y in in2 in in4

2.25" SQ x 12GA Tube 2.25 / 2.25 0.933 12 GA / 0.109 0.715 / 0.715

(2) 2.25" SQ x 12GA Tubes 4.5 / 2.25 1.867 12 GA / 0.109 3.791 / 1.278 2.25" x 2.25" x 14GA Tube 2.25 / 2.25 0.719 14 GA / 0.083 0.564 / 0.564 2" SQ x 12GA Tube 2 / 2 0.824 12 GA / 0.109 0.493 / 0.493 2.5" SQ x 14GA C-Channel 2.5 / 2.5 0.609 14 GA / 0.083 0.694 / 0.409

(2) 4" x 1" x 14GA HAT-Channel - Back-to-back 1 / 4 1.188 14 GA / 0.083 1.929 / 4.098 4" x 1" x 14GA HAT-Channel 1 / 4 0.594 14 GA / 0.083 0.9645 / 2.049

TS202012GA

TS222214GA

CS252514GA

C401014GAD

C401014GA

Framing Member Properties

Type and Grade:

TS222212GAD12

TS222212GA

Sheathing Steel Properties Type and Grade:

Calculations Report V28 Page: 20 of 34

A&A Client: PACIFIC METAL BUILDINGS INC. Dated:

A.F. / O.A.

6/17/2025

XIII Self Drilling Screw, Fastener Capacities

Fastener ESR:

Fastener type:

Fastener Brand:

Allowable Fastener Steel Tensile Capacity (per fastener): FTSA = 775.00 775.00 775.00 775.00 775.00 lbf Allowable Fastener Steel Shear Capacity (per fastener): FVSA = 625.00 625.00 625.00 625.00 625.00 lbf

Per Fastener - Connection Capacity Ultimate Strength of Steel members: FUM = 65 65 65 65 61.5 ksi Gauge of member in contact with screw head: tmin,1 = 14 12 14 12 18 GA Gauge of member not in contact with screw head: tmin,2 = 14 14 12 12 14 GA Allowable Pull-over Capacity (per fastener): F'P,OVR = (FUM / FUA) * FP,OVR = 65 / 45 x 700.00 65 / 45 x 840.00 65 / 45 x 980.00 65 / 45 x 980.00 61.5 / 45 x 700.00 lbf Allowable Pull-out Capacity (per fastener): F'P,OUT = (FUM / FUA) * FP,OUT = 65 / 45 x 207.00 65 / 45 x 248.00 65 / 45 x 289.00 65 / 45 x 289.00 61.5 / 45 x 207.00 lbf

Allowable Shear Bearing Capacity (per fastener): F'V,BRG = (FUM / FUA) * FV,BRG = 65 / 45 x 600.00 65 / 45 x 787.00 65 / 45 x 657.00 65 / 45 x 920.00 61.5 / 45 x 420.00 lbf Controlling Tensile Capacity (per fastener): FTA = min ( FTSA, F'P,OUT, F'O,OVR) = 299.00 358.22 417.44 417.44 282.90 lbf Controlling Shear Capacity (per fastener): FVA = min ( FVSA, F'V,BRG) = 625.00 625.00 625.00 625.00 574.00 lbf

Fastener ESR:

Fastener type:

Fastener Brand:

Allowable Fastener Steel Tensile Capacity (per fastener): FTSA = 1300.00 1300.00 1300.00 1300.00 1300.00 lbf Allowable Fastener Steel Shear Capacity (per fastener): FVSA = 760.00 760.00 760.00 760.00 760.00 lbf

Per Fastener - Connection Capacity Ultimate Strength of Steel members: FUM = 65 65 65 65 65 ksi Gauge of member in contact with screw head: tmin,1 = 14 12 14 12 18 GA Gauge of member not in contact with screw head: tmin,2 = 14 14 12 12 14 GA Allowable Pull-over Capacity (per fastener): F'P,OVR = (FUM / FUA) * FP,OVR = 65 / 45 x 700.00 65 / 45 x 840.00 65 / 45 x 980.00 65 / 45 x 980.00 65 / 45 x 700.00 lbf Allowable Pull-out Capacity (per fastener): F'P,OUT = (FUM / FUA) * FP,OUT = 65 / 45 x 207.00 65 / 45 x 248.00 65 / 45 x 289.00 65 / 45 x 289.00 65 / 45 x 207.00 lbf Allowable Shear Bearing Capacity (per fastener): F'V,BRG = (FUM / FUA) * FV,BRG = 65 / 45 x 600.00 65 / 45 x 787.00 65 / 45 x 657.00 65 / 45 x 920.00 65 / 45 x 420.00 lbf Controlling Tensile Capacity (per fastener): FTA = min ( FTSA, F'P,OUT, F'O,OVR) = 299.00 358.22 417.44 417.44 299.00 lbf Controlling Shear Capacity (per fastener): FVA = min ( FVSA, F'V,BRG) = 760.00 760.00 760.00 760.00 606.67 lbf

#12-14 x 3/4"

12GA - 12GA

18GA - 14GA

ESR 2196 ESR 2196

14GA - 14GA

Hilti SD screws

ESR 2196

14GA - 12GA 12GA - 12GA

#12-14 x 3/4" Hilti SD screwsHilti SD screws

#12-14 x 3/4"

ESR 2196

Hilti SD screws

14GA - 14GA

ESR 2196

#12-14 x 3/4"

12GA - 14GA

14GA - 14GA 14GA - 12GA 12GA - 12GA

ESR 2196

#12-14 x 3/4"

ESR 2196

14GA - 12GA

Hilti SD screws

18GA - 14GA

ESR 2196

12GA - 14GA

14GA - 14GA

#12-24 x 1 1/4"

12GA - 14GA

#12-24 x 1 1/4"

12GA - 14GA

Hilti SD screws Hilti SD screws

Type 1 : Fastener Common Parameters

Type 2 : Fastener Common Parameters

14GA - 12GA 12GA - 12GA

Hilti SD screws Hilti SD screws #12-24 x 1 1/4" #12-24 x 1 1/4" #12-24 x 1 1/4"

18GA - 14GA

ESR 2196

18GA - 14GA

Hilti SD screws

Calculations Report V28 Page: 21 of 34

A&A Client: PACIFIC METAL BUILDINGS INC. Dated:

A.F. / O.A.

6/17/2025

XIV Common Member Types and Gauges

Main Bldg Left Lean-To 1 - - - Building Wall / Frame location: (Z-DIR) (LONGITUDINAL) (PERIMETER) LEFT RIGHT - LEFT - - - - - -

Side Wall Column Post Member Type: TS222212GAD

TS222212GAD

12 - TS222212GA -

Side Wall Column Post Member Gauge: 12 12 - 12 GA Sleeve Gauge: 12 12 - 12 GA

Main Bldg Left Lean-To 1 - - - Building Wall / Frame location: (X-DIR) (TRANSVERSE) (PERIMETER) FRONT BACK FRONT BACK

Roof Member Type: TS222212GA TS222212GA TS222212GA TS222212GA -

Roof Member Gauge: 12 12 12 12 GA

End Wall Column Post Member Type: TS222212GAD

TS222212GAD

12 - - -

End Wall Column Post Member Gauge: 12 12 - - GA Sleeve Gauge: - - - - GA

Main Bldg Left Lean-To 1 - - - Building Wall / Frame location: (X-DIR) (TRANSVERSE) (INTERIOR) - TYP FRAME - TYP FRAME - - - - - -

Roof Member Type: - TS222212GA - TS222212GA -

Roof Member Gauge: - 12 - 12 GA

Column Post Member Type: - TS222212GAD

12 - TS222212GA -

Column Post Member Gauge: - 12 - 12 GA Sleeve Gauge: - 12 - 12 GA

Refer Section properties table

Calculations Report V28 Page: 22 of 34

A&A Client: PACIFIC METAL BUILDINGS INC. Dated:

A.F. / O.A.

6/17/2025

XV Shear Wall Checks

Main Bldg - - - -

29 - - - - GA

Main Bldg - - - - Shear Wall Location (X-DIR) (TRANSVERSE) (PERIMETER) FRONT BACK Max. Panel Attachment Spacing: A = 24 60 - - - - - - - - in Side Lap / Stitch Screw spacing: B = 1 1 - - - - - - - - - Total Length of Shear Walls: LSHEAR,W = 6.00 30.00 ft Design Wall Shear: RDXP = max (RDWXP, ρ * RDSXP) = 0.214 0.214 kip Design Shear force per linear foot: RDXP / LSHEAR,W = 35.6 7.12 plf Allowable Diaphragm Capacity: RW,X = 218.00 103.00 plf UES ER 0550 Table 13.6

Check: RW,X = RDXP / LSHEAR,W = OK OK plf

Shear Wall diaphragm check - - - - - Shear Wall Location (X-DIR) (TRANSVERSE) (INTERIOR) Max. Panel Attachment Spacing: A = - - - - - - - - - - in Side Lap / Stitch Screw spacing: B = - - - - - - - - - - - Total Length of Shear Walls: LSHEAR,W = ft Design Wall Shear: RDXI = max (RDWXI, ρ * RDSXI) = kip Design Shear force per linear foot: RDXI / LSHEAR,W = plf Allowable Diaphragm Capacity: RW,X = plf UES ER 0550 Table 13.6

Check: RW,X = RDXI / LSHEAR,W = plf

Shear Wall diaphragm check Main Bldg - - - - Shear Wall Location (Z-DIR) (LONGITUDINAL) (PERIMETER) LEFT RIGHT Max. Panel Attachment Spacing: A = 60 60 - - - - - - - - in Side Lap / Stitch Screw spacing: B = 1 1 - - - - - - - - - Total Length of Shear Walls: LSHEAR,W = 35.00 32.00 ft Design Wall Shear: RDZ = max (RDWZ, ρ * RDSZ) = 1.987 1.837 kip Design Shear force per linear foot: RDZ / LSHEAR,W = 56.8 57.4 plf Allowable Diaphragm Capacity: RW,Z = 103.00 103.00 plf UES ER 0550 Table 13.6

Check: RW,X = RDZ / LSHEAR,W = OK OK plf

Strata Rib - ¾” Rib - - - -

Shear Wall diaphragm check

Wall Sheathing Gauge:

Wall Sheathing Type:

Common Parameters

Calculations Report V28 Page: 23 of 34

A&A Client: PACIFIC METAL BUILDINGS INC. Dated:

A.F. / O.A.

6/17/2025

XVI Diagonal (Z) Brace Checks

Common Connection Design Parameters Main Bldg - - - - Diagonal Brace Tube Gauge: 12 12 12 12 12 12 12 12 12 12 GA Horizontal Brace Tube Gauge: 14 14 14 14 14 14 14 14 14 14 GA Plate / Angle Gauge: 14 14 14 14 14 14 14 14 14 14 GA

1 -…

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