Amend 02 USDA Corvallis ARS AHU Replacement Structural Calc Package.pdf

PDF 4 MB Posted Sep 14, 2023

Attached to: Amendment 02 12905B23R0021 – Replace Rooftop AHU USDA-ARS-PWA Corvallis OR
Solicitation number: 12905B23R0021
Issued by: Department of Agriculture Agricultural Research Service Field Research Implementation and Information Delivery Pacific West Area

About this file

Written by GovTribe AI · Dec 21, 2023

This package includes structural calculations and design for replacing six rooftop air handling units on an existing building for the USDA Agricultural Research Service in Corvallis, Oregon. The structural scope of work involves designing new roof framing and anchoring the replacement units, ranging in weight from 930 to 2910 pounds, to the roof. Calculations are provided for wind and seismic loading on each unit based on its size and location, as well as anchorage designs to resist the calculated forces using lag screws. Joist and beam designs with load and stress calculations are also included to support the new units.

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Other files

File	Type	Posted
Attachment III - Past Performance Questionnaire (PPQ).doc	DOC document	Sep 15, 2023
Amend 02 AHU Plate Attachment.pdf	PDF	Sep 14, 2023
Amend 02 Apex Mechanical - RFI 01.pdf	PDF	Sep 14, 2023
Amend 02 RFP Construction - Terms and Conditions - Final.pdf	PDF	Sep 14, 2023
Questions - Responses.pdf	PDF	Sep 14, 2023
12905B23R0021 Amend 01.pdf	PDF	Aug 29, 2023
12905B23R0021 with T-n-Cs and Attach I - II.pdf	PDF	Aug 29, 2023
12905B23R0021 with T-n-Cs and Attach I - II.pdf	PDF	Aug 23, 2023
Attachment IV - ARS-372 - CONTRACTORS REQUEST FOR PAYMENT TRANSMITTAL.pdf	PDF	Aug 23, 2023
12905B23R0021 with T-n-Cs and Attach I - II.pdf	PDF	Aug 23, 2023
Attachment VI - Contractor RFI FORM.pdf	PDF	Aug 23, 2023
Attachment III - Past Performance Questionnaire (PPQ).doc	DOC document	Aug 23, 2023
Attachment V - ARS-371 - CONSTRUCTION PROGRESS AND PAYMENT SCHEDULE.pdf	PDF	Aug 23, 2023

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STRUCTURAL CALCULATIONS

Prepared By:

PORTLAND, OR 97209

503.552.3800

LOCATION:

CLIENT:

1355 NW EVERETT, SUITE 100

USDA CORVALLIS ARS RTU REPLACEMENTS

3420 NW ORCHARD AVE., CORVALLIS, OR

USDA

230612COFFMAN JOB#

329 NE COUCH STREET, SUITE 203

PORTLAND, OREGON 97232

1050 SW 6TH AVENUE, SUITE 1630

PORTLAND, OREGON 97204

7-31-238-4-23 project location client by date checked date sheet no.

job no.

PROJECT OVERVIEW

USDA CORVALLIS ARS RTU REPLACEMENTS

3420 NW ORCHARD AVE., CORVALLIS, OR

USDA

08/2023

SWH

23061208/2023

The structural portion of this project involves designing new roof framing for, and anchoring 6 new replacement RTU's to the existing roof structure of the Horticultural Crops Research Lab located at 3420 NW Orchard Ave, Corvallis, Oregon.

client by date checked date

DESIGN CRITERIA

3420 NW ORCHARD AVE., CORVALLIS, OR

USDA

08/2023

SWH

23061208/2023

DESIGN CRITERIA

PROJECT: USDA ARS AHU Replacement LOCATION: Corvallis, OR

CEI PROJECT NUMBER: 230612

GENERAL CRITERIA: References

Building Code:

2022 OSSC

ASCE 7-16 "Minimum Design Loads for Buildings and Other Structures"

Risk Category:

SEE: 2022 OSSC

≔Risk_Category II

SNOW LOADS:

Ground Snow Load: PER: SEAO Snow Load Map

≔pg ⋅14 psf

Snow Load Importance Factor: SEE: ASCE 7-16 Table 1.5-2

=ISL 1.00

Snow Exposure Factor: SEE: ASCE 7-16 Table 7.3-1

≔Ce 1.0

Snow Thermal Factor: SEE: ASCE 7-16 Table 7.3-2

≔Ct 1.0

Roof Slope Factor: SEE: ASCE 7-16 Fig. 7.4-1a

≔Cs 1.0

Flat Roof Snow Load:

≔pf max ⎛⎝ ,⎛⎝ ⋅⋅⋅⋅0.7 Ce Ct ISL pg⎞⎠ ⋅25 psf ISL⎞⎠ =pf 25 psf PER: ASCE 7-16 Eqn. 7.3-1

Sloped Roof Snow Load:

≔ps ⋅Cs pf =ps 25 psf PER: ASCE 7-16 Eqn. 7.4-1

USDA CORVALLIS ARS RTU REPLACEMENTS

3420 NW ORCHARD AVE., CORVALLIS, OR

USDA

08/2023

230612

DEAD LOADS:

West Roof Assembly:

Roof Dead Load:

Use ≔DLW ⋅45 psf

East Roof Assembly:

Roof Dead Load:

Use ≔DLE ⋅15 psf

USDA

08/2023

SWH

230612

USDA CORVALLIS ARS RTU REPLACEMENTS

3420 NW ORCHARD AVE., CORVALLIS, OR

or metal deck

MWFRS WIND LOADS:

PER: ASCE 7-16 Ch. 27 Part 1:

See Enercalc output attached

C&C WIND LOADS: PER: ASCE 7-16 Ch. 30 Part 2:

Low-Rise Buildings Simplified

See Enercalc output attached

DEFLECTION CRITERIA:

Roof Deflection Limits:

Total Load:

Per: 2022 OSSC

Snow Load: L/360

USDA

08/2023

SWH

230612

3420 NW ORCHARD AVE., CORVALLIS, OR

L/240 client by date checked date

RTU ANCHORAGE

3420 NW ORCHARD AVE., CORVALLIS, OR

USDA

08/2023

Project: By: SWH Sheet No.

Location: Date: 07/28/23 1

Client: Revised: Job No.

Subject: Date: 230612

Unit Name: RTU-1

C.G. Location:

H = 44 in Dim.A = 28.5 C.G. Dist. From End (in)

W = 43.75 in Dim.B = 22 C.G. Height (in) L = 82 in

Wt = 1125 lbs Curb h = 12 in L add'l = 6 in

Mean Roof Height, h = 25 ft

Lateral:

Wind: ASCE7-16 29.4.1 - Rooftop Structures and Equipment for Buildings V = 96 mph

Kh = 0.85 Table 26.10-1: Exposure C; Height z = h < 15ft Kzt = 1.0 26.8.2 Kd = 0.85 Table 26.6-1: Roof Top Equipment qz = .00256 x Kh x Kzt x Kd x V^2 ASCE 7-16, Eq. 26.10-1 qz = 17.0 psf GCrh = 1.9 ASCE 7-16, 29.4.1 GCrv = 1.5

Transverse Af = 26.9 ft2 Longitudinal Af = 13.4 ft3

Both Directions Ar = 24.9 ft2

Transverse Fh = 871 lbs (ult) F = qz x GCr x Af; ASCE7-16, Eq. 29.4-2 Longitudinal Fh = 433 lbs (ult) F = qz x GCr x Af; ASCE7-16, Eq. 29.4-2

Both Directions Fv = 637 lbs (ult) F = qz x GCr x Ar; ASCE7-16, Eq. 29.4-3

Seismic: ASCE7-16 13.3 - Seismic Demands on Nonstructural Components Sds = 0.676 Per ASCE7 Hazard Tool ap = 1.0 Table 13.6-1: Heat exchangers Rp = 2.5 Table 13.6-1: Heat exchangers Ip = 1.0 ASCE7-16 13.1.3

Fp = ASCE 7-16, Ch 13 Eqn 13.3-1 note: z=h

Fp,max = 1.6*Sds*Ip*Wp ASCE 7-16, Ch 13 Eqn 13.3-2 Fp,min = 0.3*Sds*Ip*Wp ASCE 7-16, Ch 13 Eqn 13.3-3

Fp = 365 lbs (ult) both directions

USDA ARS Replace Rooftop HVAC

Corvallis, OR

USDA

RTU Anchorage

0.4 x ap x SDS x Wp*[1 + 2(z/h)]

Rooftop Mechanical Unit

(Rp/Ip)

Location: Date: 07/28/23 2

Client: Revised: Job No.

Subject: Date: 230612

Transverse Loading: # of fasteners resisting tension = 5 screws # of fasteners resisting shear = 10 screws

Wind Loading:

Load Combo: 0.6D+0.6W B = 43.75 inches H = 44 inches

Fh = 871 lbs (ult) Curb h = 12 inches Fv = 637 lbs (ult) Wt = 1125 lbs

Determine Reactions:

R1 = [ 0.6*Fh*(h+H/2) + Wt*(B/2) - 0.6*Fv*(B/2) ] / B R1 = 1160 lbs Comp. (asd) WIND CONTROLS R2 = [ 0.6*Fh*(h+H/2) - 0.6*Wt*(B/2) + 0.6*Fv*(B/2) ] / B R2 = 260 lbs tension (asd) 52 lbs/fastener (asd)

V = 0.6*Fh V = 523 lbs (asd) = 52 lbs/fastener (asd)

Seismic Loading:

Load Combo: 0.6D+0.7E B = 43.75 inches H = 44 inches

Fp = 365 lbs (ult) Curb h = 12 inches Wt = 1125 lbs

Determine Reactions:

R1 = [ 0.7*Fp(Dim.B) + (0.6-0.2*Sds)W(B/2) ] / B R1 = 390 lbs Comp. (asd) R2 = [ 0.7*Fp(Dim.B) - (0.6-0.2*Sds)W(B/2) ] / B R2 = -133 lbs tension (asd) = 0 lbs/fastener (asd)

V = 0.7*Fp V = 256 lbs (asd) = 26 lbs/fastener (asd)

Longitudinal Loading: # of fasteners resisting tension = 3 screws # of fasteners resisting shear = 6 screws

Wind Loading:

Load Combo: 0.6D+0.6W B = 82 inches H = 44 inches

Fh = 433 lbs (ult) Curb h = 12 inches Fv = 637 lbs (ult) Wt = 1125 lbs

Determine Reactions:

R1 = [ 0.6*Fh*(h+H/2) + Wt*(B/2) - 0.6*Fv*(B/2) ] / B R1 = 861 lbs Comp. (asd) R2 = [ 0.6*Fh*(h+H/2) - 0.6*Wt*(B/2) + 0.6*Fv*(B/2) ] / B R2 = -39 lbs tension (asd) = 0 lbs/fastener (asd)

V = 0.6*Fh V = 260 lbs (asd) = 43 lbs/fastener (asd)

Seismic Loading:

Load Combo: 0.6D+0.7E B = 82 inches H = 44 inches

Fp = 365 lbs (ult) Curb h = 12 inches Wt = 1125 lbs

Determine Reactions:

R1 = [ 0.7*Fp(h+Dim.B) + (0.6-0.2*Sds)Wt(Dim.A) ] / B R1 = 317 lbs Comp. (ult.)

R2 = [ 0.7*Fp(h+Dim.B) - (0.6-0.2*Sds)Wt(B-Dim.A) ] / B R2 = -235 lbs tension (ult.) = 0 lbs/fastener (asd)

V = 0.7*Fp V = 256 lbs (ult.) = 43 lbs/fastener (asd)

RTU Anchorage

Rooftop Mechanical Unit

USDA ARS Replace Rooftop HVAC

Corvallis, OR

USDA

Location: Date: 07/28/23 3

Client: Revised: Job No.

Subject: Date: 230612

Interaction:

Anchorage Forces: 1/2" lag screws to 2x12 Vall = V,trans = 52 lbs/screw 0.70 < 1.0 O.K.

Tall = V,long. = 52 lbs/screw V,trans = 43 lbs/screw 0.29 < 1.0 O.K.

T, trans = lbs/screw

USDA ARS Replace Rooftop HVAC Corvallis, OR

USDA

RTU Anchorage

Rooftop Mechanical Unit

148 lbs/screw 246 lbs/screw

Project: By: JC Sheet No.

Location: Date: 08/01/23 1

Client: Revised: Job No.

Subject: Date: 230612

Unit Name: RTU-2

C.G. Location:

H = 44 in Dim.A = 43.6 C.G. Dist. From End (in)

W = 43.75 in Dim.B = 28.4 C.G. Height (in) L = 82 in

Wt = 1345 lbs Curb h = 26 in L add'l = 6 in

Mean Roof Height, h = 25 ft

Lateral:

Wind: ASCE7-16 29.4.1 - Rooftop Structures and Equipment for Buildings V = 96 mph

Transverse Af = 26.9 ft2 Longitudinal Af = 13.4 ft3

Both Directions Ar = 24.9 ft2

Transverse Fh = 871 lbs (ult) F = qz x GCr x Af; ASCE7-16, Eq. 29.4-2 Longitudinal Fh = 433 lbs (ult) F = qz x GCr x Af; ASCE7-16, Eq. 29.4-2

Both Directions Fv = 637 lbs (ult) F = qz x GCr x Ar; ASCE7-16, Eq. 29.4-3

Fp = ASCE 7-16, Ch 13 Eqn 13.3-1 note: z=h

Fp,max = 1.6*Sds*Ip*Wp ASCE 7-16, Ch 13 Eqn 13.3-2 Fp,min = 0.3*Sds*Ip*Wp ASCE 7-16, Ch 13 Eqn 13.3-3

Fp = 436 lbs (ult) both directions

0.4 x ap x SDS x Wp*[1 + 2(z/h)]

USDA ARS Replace Rooftop HVAC

Corvallis, OR

USDA

RTU Anchorage

(Rp/Ip)

Location: Date: 08/01/23 2

Client: Revised: Job No.

Subject: Date: 230612

Transverse Loading: # of fasteners resisting tension = 5 screws # of fasteners resisting shear = 10 screws

Wind Loading:

Load Combo: 0.6D+0.6W B = 43.75 inches H = 44 inches

Fh = 871 lbs (ult) Curb h = 26 inches Fv = 637 lbs (ult) Wt = 1345 lbs

Determine Reactions:

R1 = [ 0.6*Fh*(h+H/2) + Wt*(B/2) - 0.6*Fv*(B/2) ] / B R1 = 1437 lbs Comp. (asd) WIND CONTROLS R2 = [ 0.6*Fh*(h+H/2) - 0.6*Wt*(B/2) + 0.6*Fv*(B/2) ] / B R2 = 361 lbs tension (asd) 72 lbs/fastener (asd)

V = 0.6*Fh V = 523 lbs (asd) = 52 lbs/fastener (asd)

Seismic Loading:

Load Combo: 0.6D+0.7E B = 43.75 inches H = 44 inches

Fp = 436 lbs (ult) Curb h = 26 inches Wt = 1345 lbs

Determine Reactions:

R1 = [ 0.7*Fp(Dim.B) + (0.6-0.2*Sds)W(B/2) ] / B R1 = 511 lbs Comp. (asd) R2 = [ 0.7*Fp(Dim.B) - (0.6-0.2*Sds)W(B/2) ] / B R2 = -114 lbs tension (asd) = 0 lbs/fastener (asd)

V = 0.7*Fp V = 305 lbs (asd) = 31 lbs/fastener (asd)

Longitudinal Loading: # of fasteners resisting tension = 3 screws # of fasteners resisting shear = 6 screws

Wind Loading:

Load Combo: 0.6D+0.6W B = 82 inches H = 44 inches

Fh = 433 lbs (ult) Curb h = 26 inches Fv = 637 lbs (ult) Wt = 1345 lbs

Determine Reactions:

R1 = [ 0.6*Fh*(h+H/2) + Wt*(B/2) - 0.6*Fv*(B/2) ] / B R1 = 1016 lbs Comp. (asd) R2 = [ 0.6*Fh*(h+H/2) - 0.6*Wt*(B/2) + 0.6*Fv*(B/2) ] / B R2 = -60 lbs tension (asd) = 0 lbs/fastener (asd)

V = 0.6*Fh V = 260 lbs (asd) = 43 lbs/fastener (asd)

Seismic Loading:

Load Combo: 0.6D+0.7E B = 82 inches H = 44 inches

Fp = 436 lbs (ult) Curb h = 26 inches Wt = 1345 lbs

Determine Reactions:

R1 = [ 0.7*Fp(h+Dim.B) + (0.6-0.2*Sds)Wt(Dim.A) ] / B R1 = 420 lbs Comp. (ult.) SEISMIC CONTROLS R2 = [ 0.7*Fp(h+Dim.B) - (0.6-0.2*Sds)Wt(B-Dim.A) ] / B R2 = -90 lbs tension (ult.) = 0 lbs/fastener (asd)

V = 0.7*Fp V = 305 lbs (ult.) = 51 lbs/fastener (asd)

USDA ARS Replace Rooftop HVAC

Corvallis, OR

USDA

RTU Anchorage

Location: Date: 08/01/23 3

Client: Revised: Job No.

Subject: Date: 230612

Interaction:

Anchorage Forces: 1/2" lag screws to 2x12 Vall = V, long = 52 lbs/screw 0.64 < 1.0 O.K.

Tall = T, long = 72 lbs/screw V, trans = 51 lbs/screw 0.34 < 1.0 O.K.

T, trans = .0 lbs/screw

USDA ARS Replace Rooftop HVAC Corvallis, OR

USDA

RTU Anchorage

148 lbs/screw 246 lbs/screw

Client: Revised: Job No.

Subject: Date: 230612

Unit Name: RTU-3

C.G. Location:

H = 50.5 in Dim.A = 43.7 C.G. Dist. From End (in)

W = 43.75 in Dim.B = 20.4 C.G. Height (in) L = 82 in

Wt = 1007 lbs Curb h = 24 in L add'l = 6 in

Mean Roof Height, h = 25 ft

Lateral:

Wind: ASCE7-16 29.4.1 - Rooftop Structures and Equipment for Buildings V = 96 mph

Transverse Af = 30.9 ft2 Longitudinal Af = 15.3 ft3

Both Directions Ar = 24.9 ft2

Transverse Fh = 1000 lbs (ult) F = qz x GCr x Af; ASCE7-16, Eq. 29.4-2 Longitudinal Fh = 497 lbs (ult) F = qz x GCr x Af; ASCE7-16, Eq. 29.4-2

Both Directions Fv = 637 lbs (ult) F = qz x GCr x Ar; ASCE7-16, Eq. 29.4-3

Fp = ASCE 7-16, Ch 13 Eqn 13.3-1 note: z=h

Fp,max = 1.6*Sds*Ip*Wp ASCE 7-16, Ch 13 Eqn 13.3-2 Fp,min = 0.3*Sds*Ip*Wp ASCE 7-16, Ch 13 Eqn 13.3-3

Fp = 327 lbs (ult) both directions

(Rp/Ip)

USDA ARS Replace Rooftop HVAC

Corvallis, OR

USDA

RTU Anchorage

0.4 x ap x SDS x Wp*[1 + 2(z/h)]

Client: Revised: Job No.

Subject: Date: 230612

Transverse Loading: # of fasteners resisting tension = 5 screws # of fasteners resisting shear = 10 screws

Wind Loading:

Load Combo: 0.6D+0.6W B = 43.75 inches H = 50.5 inches

Fh = 1000 lbs (ult) Curb h = 24 inches Fv = 637 lbs (ult) Wt = 1007 lbs

Determine Reactions:

R1 = [ 0.6*Fh*(h+H/2) + Wt*(B/2) - 0.6*Fv*(B/2) ] / B R1 = 1370 lbs Comp. (asd) WIND CONTROLS R2 = [ 0.6*Fh*(h+H/2) - 0.6*Wt*(B/2) + 0.6*Fv*(B/2) ] / B R2 = 564 lbs tension (asd) 113 lbs/fastener (asd)

V = 0.6*Fh V = 600 lbs (asd) = 60 lbs/fastener (asd)

Seismic Loading:

Load Combo: 0.6D+0.7E B = 43.75 inches H = 50.5 inches

Fp = 327 lbs (ult) Curb h = 24 inches Wt = 1007 lbs

Determine Reactions:

R1 = [ 0.7*Fp(Dim.B) + (0.6-0.2*Sds)W(B/2) ] / B R1 = 341 lbs Comp. (asd) R2 = [ 0.7*Fp(Dim.B) - (0.6-0.2*Sds)W(B/2) ] / B R2 = -127 lbs tension (asd) = 0 lbs/fastener (asd)

V = 0.7*Fp V = 229 lbs (asd) = 23 lbs/fastener (asd)

Longitudinal Loading: # of fasteners resisting tension = 3 screws # of fasteners resisting shear = 6 screws

Wind Loading:

Load Combo: 0.6D+0.6W B = 82 inches H = 50.5 inches

Fh = 497 lbs (ult) Curb h = 24 inches Fv = 637 lbs (ult) Wt = 1007 lbs

Determine Reactions:

R1 = [ 0.6*Fh*(h+H/2) + Wt*(B/2) - 0.6*Fv*(B/2) ] / B R1 = 874 lbs Comp. (asd) WIND CONTROLS R2 = [ 0.6*Fh*(h+H/2) - 0.6*Wt*(B/2) + 0.6*Fv*(B/2) ] / B R2 = 68 lbs tension (asd) = 23 lbs/fastener (asd)

V = 0.6*Fh V = 298 lbs (asd) = 50 lbs/fastener (asd)

Seismic Loading:

Load Combo: 0.6D+0.7E B = 82 inches H = 50.5 inches

Fp = 327 lbs (ult) Curb h = 24 inches Wt = 1007 lbs

Determine Reactions:

R1 = [ 0.7*Fp(h+Dim.B) + (0.6-0.2*Sds)Wt(Dim.A) ] / B R1 = 299 lbs Comp. (ult.)

R2 = [ 0.7*Fp(h+Dim.B) - (0.6-0.2*Sds)Wt(B-Dim.A) ] / B R2 = -95 lbs tension (ult.) = 0 lbs/fastener (asd)

V = 0.7*Fp V = 229 lbs (ult.) = 38 lbs/fastener (asd)

USDA ARS Replace Rooftop HVAC

Corvallis, OR

USDA

Client: Revised: Job No.

Subject: Date: 230612

Interaction:

Anchorage Forces: 1/2" lag screws to 2x12 Vall = V, long = 60 lbs/screw 0.86 < 1.0 O.K.

Tall = T, long = 113 lbs/screw V, trans = 50 lbs/screw 0.43 < 1.0 O.K.

T, trans = 23 lbs/screw

148 lbs/screw 246 lbs/screw

USDA ARS Replace Rooftop HVAC Corvallis, OR

Client: Revised: Job No.

Subject: Date: 230612

Unit Name: RTU-4

C.G. Location:

H = 50.5 in Dim.A = 43.6 C.G. Dist. From End (in)

W = 43.75 in Dim.B = 20.3 C.G. Height (in) L = 82 in

Wt = 930 lbs Curb h = 24 in L add'l = 6 in

Mean Roof Height, h = 25 ft

Lateral:

Wind: ASCE7-16 29.4.1 - Rooftop Structures and Equipment for Buildings V = 96 mph

Transverse Af = 30.9 ft2 Longitudinal Af = 15.3 ft3

Both Directions Ar = 24.9 ft2

Transverse Fh = 1000 lbs (ult) F = qz x GCr x Af; ASCE7-16, Eq. 29.4-2 Longitudinal Fh = 497 lbs (ult) F = qz x GCr x Af; ASCE7-16, Eq. 29.4-2

Both Directions Fv = 637 lbs (ult) F = qz x GCr x Ar; ASCE7-16, Eq. 29.4-3

Fp = ASCE 7-16, Ch 13 Eqn 13.3-1 note: z=h

Fp,max = 1.6*Sds*Ip*Wp ASCE 7-16, Ch 13 Eqn 13.3-2 Fp,min = 0.3*Sds*Ip*Wp ASCE 7-16, Ch 13 Eqn 13.3-3

Fp = 302 lbs (ult) both directions

(Rp/Ip)

USDA ARS Replace Rooftop HVAC

Corvallis, OR

USDA

RTU Anchorage

Client: Revised: Job No.

Subject: Date: 230612

Transverse Loading: # of fasteners resisting tension = 5 screws # of fasteners resisting shear = 10 screws

Wind Loading:

Load Combo: 0.6D+0.6W B = 43.75 inches H = 50.5 inches

Fh = 1000 lbs (ult) Curb h = 24 inches Fv = 637 lbs (ult) Wt = 930 lbs

Determine Reactions:

R1 = [ 0.6*Fh*(h+H/2) + Wt*(B/2) - 0.6*Fv*(B/2) ] / B R1 = 1331 lbs Comp. (asd) WIND CONTROLS R2 = [ 0.6*Fh*(h+H/2) - 0.6*Wt*(B/2) + 0.6*Fv*(B/2) ] / B R2 = 587 lbs tension (asd) 117 lbs/fastener (asd)

V = 0.6*Fh V = 600 lbs (asd) = 60 lbs/fastener (asd)

Seismic Loading:

Load Combo: 0.6D+0.7E B = 43.75 inches H = 50.5 inches

Fp = 302 lbs (ult) Curb h = 24 inches Wt = 930 lbs

Determine Reactions:

R1 = [ 0.7*Fp(Dim.B) + (0.6-0.2*Sds)W(B/2) ] / B R1 = 314 lbs Comp. (asd) R2 = [ 0.7*Fp(Dim.B) - (0.6-0.2*Sds)W(B/2) ] / B R2 = -118 lbs tension (asd) = 0 lbs/fastener (asd)

V = 0.7*Fp V = 211 lbs (asd) = 21 lbs/fastener (asd)

Longitudinal Loading: # of fasteners resisting tension = 3 screws # of fasteners resisting shear = 6 screws

Wind Loading:

Load Combo: 0.6D+0.6W B = 82 inches H = 50.5 inches

Fh = 497 lbs (ult) Curb h = 24 inches Fv = 637 lbs (ult) Wt = 930 lbs

Determine Reactions:

R1 = [ 0.6*Fh*(h+H/2) + Wt*(B/2) - 0.6*Fv*(B/2) ] / B R1 = 835 lbs Comp. (asd) WIND CONTROLS R2 = [ 0.6*Fh*(h+H/2) - 0.6*Wt*(B/2) + 0.6*Fv*(B/2) ] / B R2 = 91 lbs tension (asd) = 30 lbs/fastener (asd)

V = 0.6*Fh V = 298 lbs (asd) = 50 lbs/fastener (asd)

Seismic Loading:

Load Combo: 0.6D+0.7E B = 82 inches H = 50.5 inches

Fp = 302 lbs (ult) Curb h = 24 inches Wt = 930 lbs

Determine Reactions:

R1 = [ 0.7*Fp(h+Dim.B) + (0.6-0.2*Sds)Wt(Dim.A) ] / B R1 = 276 lbs Comp. (ult.)

R2 = [ 0.7*Fp(h+Dim.B) - (0.6-0.2*Sds)Wt(B-Dim.A) ] / B R2 = -88 lbs tension (ult.) = 0 lbs/fastener (asd)

V = 0.7*Fp V = 211 lbs (ult.) = 35 lbs/fastener (asd)

USDA ARS Replace Rooftop HVAC

Corvallis, OR

USDA

Client: Revised: Job No.

Subject: Date: 230612

Interaction:

Anchorage Forces: 1/2" lag screws to 2x12 Vall = V, long = 60 lbs/screw 0.88 < 1.0 O.K.

Tall = T, long = 117 lbs/screw V, trans = 50 lbs/screw 0.46 < 1.0 O.K.

T, trans = 30 lbs/screw

148 lbs/screw 246 lbs/screw

USDA ARS Replace Rooftop HVAC Corvallis, OR

Client: Revised: Job No.

Subject: Date: 230612

Unit Name: RTU-5

C.G. Location:

H = 50.125 in Dim.A = 43.7 C.G. Dist. From End (in)

W = 58.625 in Dim.B = 35.6 C.G. Height (in) L = 87.875 in

Wt = 2075 lbs Curb h = 36 in L add'l = 6 in

Mean Roof Height, h = 25 ft

Lateral:

Wind: ASCE7-16 29.4.1 - Rooftop Structures and Equipment for Buildings V = 96 mph

Transverse Af = 32.7 ft2 Longitudinal Af = 20.4 ft3

Both Directions Ar = 35.8 ft2

Transverse Fh = 1058 lbs (ult) F = qz x GCr x Af; ASCE7-16, Eq. 29.4-2 Longitudinal Fh = 661 lbs (ult) F = qz x GCr x Af; ASCE7-16, Eq. 29.4-2

Both Directions Fv = 915 lbs (ult) F = qz x GCr x Ar; ASCE7-16, Eq. 29.4-3

Fp = ASCE 7-16, Ch 13 Eqn 13.3-1 note: z=h

Fp,max = 1.6*Sds*Ip*Wp ASCE 7-16, Ch 13 Eqn 13.3-2 Fp,min = 0.3*Sds*Ip*Wp ASCE 7-16, Ch 13 Eqn 13.3-3

Fp = 673 lbs (ult) both directions

(Rp/Ip)

USDA ARS Replace Rooftop HVAC

Corvallis, OR

USDA

RTU Anchorage

Client: Revised: Job No.

Subject: Date: 230612

Transverse Loading: # of fasteners resisting tension = 4 screws # of fasteners resisting shear = 8 screws

Wind Loading:

Load Combo: 0.6D+0.6W B = 58.625 inches H = 50.125 inches

Fh = 1058 lbs (ult) Curb h = 36 inches Fv = 915 lbs (ult) Wt = 2075 lbs

Determine Reactions:

R1 = [ 0.6*Fh*(h+H/2) + Wt*(B/2) - 0.6*Fv*(B/2) ] / B R1 = 1973 lbs Comp. (asd) WIND CONTROLS R2 = [ 0.6*Fh*(h+H/2) - 0.6*Wt*(B/2) + 0.6*Fv*(B/2) ] / B R2 = 313 lbs tension (asd) 78 lbs/fastener (asd)

V = 0.6*Fh V = 635 lbs (asd) = 79 lbs/fastener (asd)

Seismic Loading:

Load Combo: 0.6D+0.7E B = 58.625 inches H = 50.125 inches

Fp = 673 lbs (ult) Curb h = 36 inches Wt = 2075 lbs

Determine Reactions:

R1 = [ 0.7*Fp(Dim.B) + (0.6-0.2*Sds)W(B/2) ] / B R1 = 768 lbs Comp. (asd) R2 = [ 0.7*Fp(Dim.B) - (0.6-0.2*Sds)W(B/2) ] / B R2 = -196 lbs tension (asd) = 0 lbs/fastener (asd)

V = 0.7*Fp V = 471 lbs (asd) = 59 lbs/fastener (asd)

Longitudinal Loading: # of fasteners resisting tension = 4 screws # of fasteners resisting shear = 8 screws

Wind Loading:

Load Combo: 0.6D+0.6W B = 87.875 inches H = 50.125 inches

Fh = 661 lbs (ult) Curb h = 36 inches Fv = 915 lbs (ult) Wt = 2075 lbs

Determine Reactions:

R1 = [ 0.6*Fh*(h+H/2) + Wt*(B/2) - 0.6*Fv*(B/2) ] / B R1 = 1587 lbs Comp. (asd) R2 = [ 0.6*Fh*(h+H/2) - 0.6*Wt*(B/2) + 0.6*Fv*(B/2) ] / B R2 = -73 lbs tension (asd) = 0 lbs/fastener (asd)

V = 0.6*Fh V = 397 lbs (asd) = 50 lbs/fastener (asd)

Seismic Loading:

Load Combo: 0.6D+0.7E B = 87.875 inches H = 50.125 inches

Fp = 673 lbs (ult) Curb h = 36 inches Wt = 2075 lbs

Determine Reactions:

R1 = [ 0.7*Fp(h+Dim.B) + (0.6-0.2*Sds)Wt(Dim.A) ] / B R1 = 685 lbs Comp. (ult.) SEISMIC CONTROLS R2 = [ 0.7*Fp(h+Dim.B) - (0.6-0.2*Sds)Wt(B-Dim.A) ] / B R2 = -101 lbs tension (ult.) = 0 lbs/fastener (asd)

V = 0.7*Fp V = 471 lbs (ult.) = 59 lbs/fastener (asd)

USDA ARS Replace Rooftop HVAC

Corvallis, OR

USDA

Client: Revised: Job No.

Subject: Date: 230612

Interaction:

Anchorage Forces: 1/2" thru-bolt to 18ga Base: Vall = V,trans = 79 lbs/screw 0.47 < 1.0 O.K.

Tall = V,long. = 78 lbs/screw V,trans = 59 lbs/screw 0.18 < 1.0 O.K.

T, trans = lbs/screw

139 lbs/screw

USDA ARS Replace Rooftop HVAC Corvallis, OR

USDA

RTU Anchorage

331 lbs/screw

Client: Revised: Job No.

Subject: Date: 230612

Unit Name: RTU-6

C.G. Location:

H = 59.25 in Dim.A = 47.8 C.G. Dist. From End (in)

W = 59.5 in Dim.B = 35.6 C.G. Height (in) L = 109.875 in

Wt = 2910 lbs Curb h = 36 in L add'l = 6 in

Mean Roof Height, h = 25 ft

Lateral:

Wind: ASCE7-16 29.4.1 - Rooftop Structures and Equipment for Buildings V = 96 mph

Transverse Af = 47.7 ft2 Longitudinal Af = 24.5 ft3

Both Directions Ar = 45.4 ft2

Transverse Fh = 1544 lbs (ult) F = qz x GCr x Af; ASCE7-16, Eq. 29.4-2 Longitudinal Fh = 793 lbs (ult) F = qz x GCr x Af; ASCE7-16, Eq. 29.4-2

Both Directions Fv = 1161 lbs (ult) F = qz x GCr x Ar; ASCE7-16, Eq. 29.4-3

Fp = ASCE 7-16, Ch 13 Eqn 13.3-1 note: z=h

Fp,max = 1.6*Sds*Ip*Wp ASCE 7-16, Ch 13 Eqn 13.3-2 Fp,min = 0.3*Sds*Ip*Wp ASCE 7-16, Ch 13 Eqn 13.3-3

Fp = 944 lbs (ult) both directions

(Rp/Ip)

USDA ARS Replace Rooftop HVAC

Corvallis, OR

USDA

RTU Anchorage

Client: Revised: Job No.

Subject: Date: 230612

Transverse Loading: # of fasteners resisting tension = 4 screws # of fasteners resisting shear = 8 screws

Wind Loading:

Load Combo: 0.6D+0.6W B = 59.5 inches H = 59.25 inches

Fh = 1544 lbs (ult) Curb h = 36 inches Fv = 1161 lbs (ult) Wt = 2910 lbs

Determine Reactions:

R1 = [ 0.6*Fh*(h+H/2) + Wt*(B/2) - 0.6*Fv*(B/2) ] / B R1 = 2825 lbs Comp. (asd) WIND CONTROLS R2 = [ 0.6*Fh*(h+H/2) - 0.6*Wt*(B/2) + 0.6*Fv*(B/2) ] / B R2 = 497 lbs tension (asd) 124 lbs/fastener (asd)

V = 0.6*Fh V = 926 lbs (asd) = 116 lbs/fastener (asd)

Seismic Loading:

Load Combo: 0.6D+0.7E B = 59.5 inches H = 59.25 inches

Fp = 944 lbs (ult) Curb h = 36 inches Wt = 2910 lbs

Determine Reactions:

R1 = [ 0.7*Fp(Dim.B) + (0.6-0.2*Sds)W(B/2) ] / B R1 = 1072 lbs Comp. (asd) R2 = [ 0.7*Fp(Dim.B) - (0.6-0.2*Sds)W(B/2) ] / B R2 = -281 lbs tension (asd) = 0 lbs/fastener (asd)

V = 0.7*Fp V = 661 lbs (asd) = 83 lbs/fastener (asd)

Longitudinal Loading: # of fasteners resisting tension = 4 screws # of fasteners resisting shear = 8 screws

Wind Loading:

Load Combo: 0.6D+0.6W B = 109.875 inches H = 59.25 inches

Fh = 793 lbs (ult) Curb h = 36 inches Fv = 1161 lbs (ult) Wt = 2910 lbs

Determine Reactions:

R1 = [ 0.6*Fh*(h+H/2) + Wt*(B/2) - 0.6*Fv*(B/2) ] / B R1 = 2087 lbs Comp. (asd) R2 = [ 0.6*Fh*(h+H/2) - 0.6*Wt*(B/2) + 0.6*Fv*(B/2) ] / B R2 = -241 lbs tension (asd) = 0 lbs/fastener (asd)

V = 0.6*Fh V = 476 lbs (asd) = 59 lbs/fastener (asd)

Seismic Loading:

Load Combo: 0.6D+0.7E B = 109.875 inches H = 59.25 inches

Fp = 944 lbs (ult) Curb h = 36 inches Wt = 2910 lbs

Determine Reactions:

R1 = [ 0.7*Fp(h+Dim.B) + (0.6-0.2*Sds)Wt(Dim.A) ] / B R1 = 904 lbs Comp. (ult.) SEISMIC CONTROLS R2 = [ 0.7*Fp(h+Dim.B) - (0.6-0.2*Sds)Wt(B-Dim.A) ] / B R2 = -333 lbs tension (ult.) = 0 lbs/fastener (asd)

V = 0.7*Fp V = 661 lbs (ult.) = 83 lbs/fastener (asd)

USDA ARS Replace Rooftop HVAC

Corvallis, OR

USDA

Client: Revised: Job No.

Subject: Date: 230612

Interaction:

Anchorage Forces: 1/2" Vall = V,trans = 116 lbs/screw 0.73 < 1.0 O.K.

Tall = V,long. = 124 lbs/screw V,trans = 83 lbs/screw 0.25 < 1.0 O.K.

T, trans = lbs/screw

139 lbs/screw

USDA ARS Replace Rooftop HVAC Corvallis, OR

USDA

RTU Anchorage

Rooftop Mechanical Unit

331 lbs/screwepoxy bolt (3.5" embed)

(actual allowables will be higher by inspection) client by date checked date

JOIST DESIGN

3420 NW ORCHARD AVE., CORVALLIS, OR

USDA

08/2023

Section : 1200S250-97 (50 ksi) @ 48 in" o.c. Single C Stud (punched)

Maxo = 12568.3 ft-lb 8147.0 lbVa = I = 33.835 in^4

Total Load - 240

1. DL + LL All spans

2. DL + LL Even spans

3. DL + LL Odd spans

Deflection Limits:

Load Comb: 4. LL All spans

5. LL Even spans

6. LL Odd spans

Live Load - 360

Mmax (ft-lb)

K-phi (lb-in/in)

Lm (in)

Ma-dist (ft-lb)

Mmax/ Ma min

Load Comb.

Defl

Load Comb.

Defl

Load Comb.

Joist Flexural and Deflection

Span 2672 0.0 90.0 11281.1 0.237 1 L/3321 1 L/1261

Support Load (lb)

Bearing (in)

Pa (lb)

Pn (lb)

Max Intr.

Load Comb.

Stiffeners Required

Joist Bending and Web Crippling

Load Comb.

R1 1425.0 1.00 1617.5 2830.6 0.46 1 NO1

R2 1425.0 1.00 1617.5 2830.6 0.46 1 NO1

Support Vmax (lb)

Load Comb.

Va Factor V/Va M/Ma

Intr.

Unstiffened

Intr.

Stiffened

Joist Bending and Shear

Load Comb.

R1 1425.0 1 0.17 0.00 0.17 N/A1.000 1 N/A

R2 1425.0 1 0.17 0.00 0.17 N/A1.000 1 N/A

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

Anchor Interaction

Joist Reaction and Connections

NAR1 0.0 1425.0 NABy Others & Anchorage Designed by Engineer www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.

Project Name: 1200S250-97 Typ

Model: (N) 1200S250-97

2012 NASPEC [AISI S100-2012]Code:

Date: 08/01/2023

Simpson Strong-Tie® CFS Designer™ 4.2.0.13

NAR2 0.0 1425.0 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: 1200S250-97 Typ

Model: (N) 1200S250-97

2012 NASPEC [AISI S100-2012]Code:

Date: 08/01/2023

Simpson Strong-Tie® CFS Designer™ 4.2.0.13

Wood Beam LIC# : KW-06018102, Build:20.23.07.20 COFFMAN ENGINEERS (c) ENERCALC INC 1983-2023

DESCRIPTION: Typ worst case existing 2x12 roof joist at RTU-4

Project File: enercalc.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018

Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling

Allowable Stress Design

Douglas Fir-Larch No.2

575 31.21

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : IBC 2018

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight NOT internally calculated and added

Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 1.333 ft Point Load : D = 0.1670 k @ 13.0 ft, (RTU)

.DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.834: 1

Load Combination +D+S

Span # where maximum occurs Span # 1 Location of maximum on span 9.245ft

47.23 psi=

1,035.00psi

2x12Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+S

207.00 psi==

Section used for this span 2x12 Maximum Shear Stress Ratio 0.228 : 1

16.069 ft=

862.69psi

Maximum Deflection

0 <360

Ratio = 0 <180

Max Downward Transient Deflection 0.221 in 922Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.422 in Ratio = >=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v

Span: 1 : S Only n/a Span: 1 : +D+S n/a

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections

+D+S 1 0.4223 8.686 0.0000 0.000

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

Max Upward from all Load Conditions 0.493 0.581 Max Upward from Load Combinations 0.493 0.581 Max Upward from Load Cases 0.283 0.298 D Only 0.209 0.298 +D+S 0.493 0.581 +D+0.750S 0.422 0.510 +0.60D 0.126 0.179 S Only 0.283 0.283

Steel Beam LIC# : KW-06018102, Build:20.23.07.20 COFFMAN ENGINEERS (c) ENERCALC INC 1983-2023

DESCRIPTION: EXISTING 14B26 W/ RTU NEAR MIDSPAN (WORST CASE)

Project File: enercalc.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018

Material Properties Analysis Method :

ksi Bending Axis : Major Axis Bending

Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield : 36.0 ksi

Beam Bracing : E: Modulus : 29,000.0

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

Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 17.0 ft

Uniform Load : D = 0.150 k/ft, Extent = 7.0 -->> 14.0 ft, Tributary Width = 1.0 ft, (RTU)

.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.750 : 1

Load Combination +D+S

Span # where maximum occurs Span # 1

8.751 k Mn / Omega : Allowable 72.216 k-ft Vn/Omega : Allowable

W14x26Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination +D+S

51.041 k

Section used for this span W14x26 Ma : Applied

Maximum Shear Stress Ratio = 0.171 : 1

0.000 ft

54.188 k-ft Va : Applied

0 <360

Ratio = 0 <240.0

Maximum Deflection Max Downward Transient Deflection 0.448 in 642Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.787 in Ratio = >=240.

Max Upward Total Deflection 0 in

Span: 1 : S Only n/a Span: 1 : +D+S n/a

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections

+D+S 1 0.7872 12.000 0.0000 0.000

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

Max Upward from all Load Conditions 8.751 8.619 Max Upward from Load Combinations 8.751 8.619 Max Upward from Load Cases 5.100 5.100 D Only 3.651 3.519 +D+S 8.751 8.619 +D+0.750S 7.476 7.344 +0.60D 2.190 2.112 S Only 5.100 5.100

File details come from the government source that posted it. Updated Sep 14, 2023.