Exhibit D--Chiloquin Fitness Center Expansion--Structural Calculations--2026-09-05.pdf

Structural Calculations For

Klamath Tribes Fitness Addition – Chiloquin, OR

Chiloquin, OR

Steele Associates

9/4/2026

FE Job Number – 26-B224

* * * LIMITATIONS * * *

ENGINEERING DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS

SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND / OR

LIABILITY IS ASSUMED BY, OR IS TO BE ASSIGNED TO THE ENGINEER

FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS.

www.froelich-engineers.com

PORTLAND (HQ) 503.624.7005 BEND 541.383.1828 DENVER 720.799.1001

www.froelich-engineers.com

PORTLAND (HQ) 503.624.7005 BEND 541.383.1828 DENVER 720.799.1001

Client: Steele Associates

Project Name: Klamath Tribes Fitness Center Addition - Chiloquin

Project Number: 26-B224

Date: 8/28/2026

By: MP

SCOPE OF WORK

Froelich Engineers, Inc. (FE) has provided full structural lateral and gravity design of the project per the 2024 International Building Code (IBC) and 2025 Oregon Structural Specialty Code

(OSSC).

Froelich Engineers, Inc. has provided drawings and details as required by code to the areas pertaining to our design.

PROJECT DESCRIPTION

1-story addition to the existing Fitness Center in Chiloquin, OR. The new addition is wood-framed with open-web wood roof trusses. Bearing is on traditional concrete strip and spread footings. There is a non-structural concrete slab on grade. Lateral support is provided by plywood shear walls. The new addition is seismically separated from the existing building due to mixture of CMU and wood shear walls in the existing.

Client: Steele

Project: Kalamath Tribes Fitness Addition

Proj. #: 26-B224

Date: 7/29/2026

By: SM

Project Description

Project Location

Chiloquin, OR

42.5759°

-121.87514°

Average Elevation = 4200 ft (approximate)

Building Department:

Building Code(s):

Construction Type (Upper) V-B (Ref Architect and IBC/OSSC Tables 504.3 and 601)

Gravity System Framing Roof: Roof Trusses with bearing walls

Upper Lateral Force Resisting System: Wood sheathed shear walls and wood sheathed diaphragm

Foundation: Conventional shallow foundations

Risk Category: III (ASCE 7-16 Table 1.5-1 IBC/OSSC 1604.5)

Ordinary Roof - unoccurpied = 20 psf (IBC Table 1607.1)

Ground Snow Load = 96 psf (Snow Load Analysis for Oregon)

Minimum Roof Snow Load = 69.6 psf (Snow Load Analysis for Oregon)

Deflection Criteria = L/240

Basic (3-Second Gust) Wind Speed = 102 mph (OSSC Figure 1609)

Exposure = C

Seismic Importance Factor (IE) = 1.25 (ASCE 7-16 Table 1.5-2)

Site Class = D D-Stiff Soil

Mapped Spectral Acceleration Values (SS) = 0.860 g

Mapped Spectral Acceleration Values (S1) = 0.300 g

Design Spectral Response Parameter (SDS) = 0.680 g

Design Spectral Response Parameter (SD1) = 0.470 g

Seismic Design Category = D

Response Modification Coefficient (R) = 6.5

Allowable Bearing Pressure = 2500 psf *

Exterior Footing Depth = 24 inches*

* Per Geotechnical Engineering Report By: Wallace Group

Project No. 26123 (1)

Dated August 24, 2026

Roof Live Load:

Building/Structure Information

Fittness facility addition with wood framed roof and wood sheathed shear walls

Soils Data:

Snow Load:

Wind Load:

Seismic Load:

Project Design Criteria

General

ASCE 7-22

2024 International Building Code (IBC)

Klamath County

2025 Oregon Structural Specialty Code (OSSC)

Client: Steele

Project: Kalamath Tribes Fitness Addition

Proj. #: 26-B224

Date: 7/29/2026

By: SM

Dead Load Calculations

Roof Dead Load

Top Chord of Truss

Component Weights Actual (psf) Comments

Solar-Ready Zone Area 5.0 2024 OSSC 1606.4.1, 3111.4.7 For Gravity and Lateral

Roofing 3.0 Metal Decking

Framing 4.0 Roof Trusses

Roof sheathing 3.0 7/8" shth

Misc. 1.0

Total = 16.0 psf

Bottom Chord of Truss

Component Weights Actual (psf) Comments

Mechanical 1.5

Sprinklers 1.0

Blown-in Fiberglass Insulation 1.5 R49 = 16.25" thick ~ 0.75 psf

Ceiling 2.8 (1) 5/8" gyp

Misc. 1.2

Total = 8.0 psf

Total Roof Dead Load = 24.0 psf

Exterior Wall Dead Load

Component Weights Actual (psf) Comments

Siding 2.3 Fiber Cement Siding

Sheathing 1.7 1/2" shth

Framing 1.7 2x6 at 16" oc

Insulation 0.6

Assume Fiberglass Owens Corning R-21

Roll is 40 lbs, coverage = 67.8 ft2

Interior Gyp Finish 2.8 5/8" gyp

Misc. 0.9

Total = 10.0 psf

+ 20.0 Adhered Brick Veneer (as occurs)

Interior Wall /Partition Wall Dead Load

Component Weights Actual (psf) Comments

Interior Gyp Finish 5.6 5/8" gyp each side

Framing 1.7 2x6 at 16" oc

Insulation 0.6

Assume Fiberglass Owens Corning R-21

Roll is 40 lbs, coverage = 67.8 ft2

Misc. 0.1

Total = 8.0 psf

ASCE Hazards Report Address:

No Address at This Location

Standard: ASCE/SEI 7-22 Latitude: 42.5759

Risk Category: III Longitude: -121.87514

Soil Class: Default Elevation: 4189.228181903067 ft

(NAVD 88)

Wind

Results:

Wind Speed 102 Vmph

10-year MRI 67 Vmph

25-year MRI 73 Vmph

50-year MRI 77 Vmph

100-year MRI 82 Vmph

300-year MRI 90 Vmph

700-year MRI 96 Vmph

1,700-year MRI 102 Vmph

3,000-year MRI 107 Vmph

10,000-year MRI 116 Vmph

100,000-year MRI 133 Vmph

1,000,000-year MRI 151 Vmph

Data Source: ASCE/SEI 7-22, Fig. 26.5-1C and Figs. CC.2-1–CC.2-4, and Section 26.5.2

Date Accessed: Wed Jul 29 2026

Page 1 of 5https://ascehazardtool.org/ Wed Jul 29 2026 https://ascehazardtool.org/

Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-22 Standard. Wind speeds correspond to approximately a 3% probability of exceedance in 50 years (annual exceedance probability = 0.000588, MRI = 1,700 years). Values for 10-year MRI, 25-year MRI, 50-year MRI and 100-year MRI are Service Level wind speeds, all other wind speeds are Ultimate wind speeds.

Site is not in a hurricane-prone region as defined in ASCE/SEI 7-22 Section 26.2.

Page 2 of 5https://ascehazardtool.org/ Wed Jul 29 2026

PGA M : 0.42

SMS : 1.02

SM1 : 0.71

SDS : 0.68

SD1 : 0.47

TL : 16

SS : 0.86

S1 : 0.3

VS30 : 260

Seismic Design Category: D

Multi-Period Design Spectrum

S (g) vs T(s)a

Multi-Period MCE SpectrumR

S (g) vs T(s)a

Two-Period Design Spectrum

S (g) vs T(s)a

Two-Period MCE SpectrumR

S (g) vs T(s)a

Design Vertical Response Spectrum

Vertical ground motion data has not yet been made available by USGS.

MCE Vertical Response SpectrumR

Vertical ground motion data has not yet been made available by USGS.

Seismic

DefaultSite Soil Class:

Results:

Page 3 of 5https://ascehazardtool.org/ Wed Jul 29 2026

Data Accessed: Wed Jul 29 2026

Date Source:

USGS Seismic Design Maps based on ASCE/SEI 7-22 and ASCE/SEI 7-22 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-22 Ch. 21 are available from USGS.

Page 4 of 5https://ascehazardtool.org/ Wed Jul 29 2026

Snow

Results:

Ground Snow Load, p : 96 lb/ftg

20-year MRI Value: 39.59 lb/ft^2

Winter Wind Parameter: 0.25

Mapped Elevation: 4291.2 ft

Data Source: ASCE/SEI 7-22, Figures 7.6-1 and 7.6-2 A-D

Date Accessed: Wed Jul 29 2026

Values provided are ground snow loads. In areas designated "case study required," extreme local variations in ground snow loads preclude mapping at this scale. Site-specific case studies are required to establish ground snow loads at elevations not covered.

Snow load values are mapped to a 0.5 mile resolution.

This resolution can create a mismatch between the mapped elevation and the site-specific elevation in topographically complex areas. Engineers should consult the local authority having jurisdiction in locations where the reported ‘elevation’ and ‘mapped elevation’ differ significantly from each other.

Ground Snow Loads for IRC only, p :g(asd) 67.2 lb/ft

The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE.

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In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool.

Page 5 of 5https://ascehazardtool.org/ Wed Jul 29 2026

Client

Project:

Proj. #:

Date:

By:

Snow Load Analysis - 2024 IBC Code Reference

Flat Roof Snow Load Calculation:

Ground Snow Load (pg) = 96 psf ASCE 7-22 Section 7.2

Surface Roughness Category = C ASCE 7-22 Section 26.7

Exposure of Roof = Fully Exposed ASCE 7-22 Table 7.3-1 Footnotes

Snow Exposure Factor (Ce) = 0.9 ASCE 7-22 Table 7.3-1

Thermal Factor (Ct) = 1.15 (R = 40) ASCE7-22 Table 7.3-2 & 7.3-3

Risk Category: III ASCE 7-22 Table 1.5-1

Flat Roof Snow Load (pf) = 69.6 psf pf = 0.7*Ce*Ct*pg ASCE 7-22 Eq (7.3-1)

Minimum Snow Load For Low-Slope Roofs:

Roof Slope Rise ( x /12) = 1

Roof Slope Degrees = 5 < 15

Min. Snow Load Upper Limit pm,max = 35.00 psf ASCE 7-22 Section 7.3.3

Min. Snow Load for low-slope roofs, pm = 35.00 psf ASCE 7-22 Section 7.3.3

Sloped Roof Snow Load Calculation: ASCE 7-22 Section 7.4

Roof Slope Rise ( x /12) = 1

Roof Slope Degrees = 5

Thermal Factor (Ct) = 1.15 Warm Roof w/ 1.1 < Ct < 1.2 => Use Fig. 7.4-1b

Unobstructed Slippery Surface? : Yes

Sloped Roof Factor (Cs) = 1.0 ASCE 7-22 Figure 7.4-1

Sloped Roof Snow Load (ps) = 69.6 psf ps = Cs*pf ASCE 7-22 Eq (7.4-1)

Rain on Snow Load Calculation:

Roof length Ridge to Eave (W) = 120 ft

W/50 = 2.4

Roof Slope Degrees = 4.8 > 2.4

Min. Snow Load Upper Limit pm,max = 35 psf

Ground Snow Load (pg) = 96 psf > 35 pm,max

Rain on snow Surcharge Required: Not Required ASCE 7-22 7.10

Rain on snow Surcharge: 0

Near-Ground Level Snow Load Calculation:

Snow Density (γ) = 26.5 pcf 0.13pg + 14, 30pcf max ASCE 7-22 Eq (7.7-1)

Depth of Ground Snow (hg) = 3.6 ft pg/γ ASCE 7-22 7.2

Height of snow accumulation surface = 10 ft

Design Snow Load: See controlling snow load below

Controlling Roof Snow Load(s):

Controlling Flat Roof Snow (pf) = 69.6 psf

Min. Snow Load for low-slope roofs (pm) = 35.0 psf

Sloped Roof Snow Load (ps) = 69.6 psf

Rain on Sloped Roof Snow = N/A psf

Near-Ground Level Snow Load = N/A psf

Local Jurisdiction Minimum = xx psf

Controlling Snow Load = 69.6 psf

Design Balanced Roof Snow Load = 69.6 psf

ASCE 7-22 12.7.2

https://ascehazardtool.org/

Steele

Kalamath Tribes Fitness Addition

26-B224

8/28/2026

SM

Roof Snow Load Required in

Seismic Weight?

10.4 psf

15% x (design snow load regardless of slope)

Unbalanced Roof Snow Load For Hip and Gable Roofs (as required):

Roof Slope Rise ( x /12) = 1 0.5 ≤ x ≤ 7

Unbalanced Roof Snow Load Required

Roof length Ridge to Eave (W) = 120 ft > 20 ft

Simply supported rafters: Yes

Case 1 (Roof Rafters, W ≤ 20 ft):

Windward Roof Snow Load = N/A psf ASCE 7-22 7.6.1 Leeward Roof Snow Load = N/A psf Pg ASCE 7-22 7.6.1

Case 2 (All other Gable Roofs):

Winter Wind Parameter (W2) = 0.25 ASCE 7-22 7.6.1, Fig. 7.6-1, 7.6-2

Height of Snow Drift (hd) = 2.59 ft 1.5[(Pg 0.74 lu 0.70

W2 1.7

1/2 lu = W ASCE 7-22 Eq (7.6-1)

Snow Density (γ) = 26.5 pcf 0.13pg + 14, 30pcf max ASCE 7-22 Eq (7.7-1)

Roof Slope run for a rise of one (S) = 12 ft

Windward Roof Snow Load = 20.9 psf 0.3 * Ps ASCE 7-22 7.6.1

Leeward Roof Snow Load Surcharge = 19.8 psf hd*γ/S 1/2

ASCE 7-22 7.6.1

Roof Snow Load (Ps) = 69.6 psf

Total Snow Load at Leeward Surcharge = 89.4 psf ps + hd*γ/S 1/2

ASCE 7-22 7.6.1

Horizontal extent of Leeward Surcharge = 24.0 ft 8*hd*S 1/2

/3 ASCE 7-22 7.6.1

ASCE 7-22 Figure 7.6-2

Proj. #:

Date:

By:

Drifts on Lower Roofs - ASCE 7-22 7.7.1 Code Reference

Building and Snow Parameters:

Ground Snow Load, pg = 96 psf ASCE 7-22 Section 7.2

Balanced Roof Snow Load, ps = 69.6 psf

Snow Density, γ = 26.5 pcf γ = 0.13pg + 14 ≤ 30 pcf ASCE 7-22 Eq (7.7-1)

Winter Wind Parameter, W2 = 0.25

Upper Roof Eave to Ridge Distance = 87 ft

Lower Roof Eave to Ridge Distance = 120 ft

Difference in Roof Height = 6 ft

Balanced Snow Depth, hb = 2.6 ft hb = p / γ

Clear Height, hc = 3.4 ft

Leeward Drifts (ASCE 7-22 7.7.1):

Length of Windward Roof, lu = 87 ft

Calculated Drift Height, hd = 2.3 ft ASCE 7-22 Eq (7.6-1)

60% of Lower Roof Length = 72.0 ft

Clear height, hc = 3.4 ft

Calculated drift height vs clear height: hd ≤ hc

Controlling Leeward Drift Height = 2.3 ft

Calculated Drift width, w = 9.3 ft w = 4hd

Max Drift Width, 8hc = 27.0 ft

Max Drift Width, Lower Roof Width = 120.0 ft

Controlling Leeward Drift Width, w = 9.3 ft

Max Drift Surcharge Load, pd = 61.4 psf pd = (γ)hd

Windward Drifts (ASCE 7-22 7.7.1):

Length of Windward Roof, lu = 120 ft

Drift Height, hd = 1.9 ft

Calculated Drift width, w = 15.6 ft w = 8hd

Max Drift Width, Lower Roof Width = 120.0 ft

Controlling Windward Drift Width, w = 15.6 ft

Max Drift Surcharge Load, pd = 51.5 psf pd = (γ)hd

Enveloped Drift Values:

Enveloped Drift Width, w = 15.6 ft

Enveloped Drift Surcharge Load, pd = 61.4 psf

Percent increase in weight of a 1 ft slice of drift, comparing enveloped drift to worst case of windward or leeward drifts:

19% https://ascehazardtool.org/

ASCE 7-22 Eq (7.6-1) - Modified for windward drift per section 7.7.1 https://ascehazardtool.org/

Steele

Klamath Tribes Fitness Addition

26-B224

8/28/2026

SM

ℎ� � 1.5

ℎ� � 0.75 � 1.5

Design Drift Load Case(s):

Drift Case(s) selected for design: Separate Leeward & Windward Cases

61.4 psf

51.5 psf

N/A

9.3 ft

15.6 ft

N/A

69.6 psf

Leeward:

Windward:

Enveloped:

Leeward:

Windward:

Enveloped:

69.6 psf�� �

Proj. #:

Date:

By:

Drifts on Lower Roofs - ASCE 7-22 7.7.1 Code Reference

Building and Snow Parameters:

Ground Snow Load, pg = 96 psf ASCE 7-22 Section 7.2

Balanced Roof Snow Load, ps = 69.6 psf

Snow Density, γ = 26.5 pcf γ = 0.13pg + 14 ≤ 30 pcf ASCE 7-22 Eq (7.7-1)

Winter Wind Parameter, W2 = 0.25

Upper Roof Eave to Ridge Distance = 63 ft

Lower Roof Eave to Ridge Distance = 110 ft

Difference in Roof Height = 10 ft

Balanced Snow Depth, hb = 2.6 ft hb = p / γ

Clear Height, hc = 7.4 ft

Leeward Drifts (ASCE 7-22 7.7.1):

Length of Windward Roof, lu = 63 ft

Calculated Drift Height, hd = 2.1 ft ASCE 7-22 Eq (7.6-1)

60% of Lower Roof Length = 66.0 ft

Clear height, hc = 7.4 ft

Calculated drift height vs clear height: hd ≤ hc

Controlling Leeward Drift Height = 2.1 ft

Calculated Drift width, w = 8.3 ft w = 4hd

Max Drift Width, 8hc = 59.0 ft

Max Drift Width, Lower Roof Width = 110.0 ft

Controlling Leeward Drift Width, w = 8.3 ft

Max Drift Surcharge Load, pd = 54.8 psf pd = (γ)hd

Windward Drifts (ASCE 7-22 7.7.1):

Length of Windward Roof, lu = 110 ft

Drift Height, hd = 1.9 ft

Calculated Drift width, w = 15.1 ft w = 8hd

Max Drift Width, Lower Roof Width = 110.0 ft

Controlling Windward Drift Width, w = 15.1 ft

Max Drift Surcharge Load, pd = 50.0 psf pd = (γ)hd

Enveloped Drift Values:

Enveloped Drift Width, w = 15.1 ft

Enveloped Drift Surcharge Load, pd = 54.8 psf

8/28/2026 https://ascehazardtool.org/

ASCE 7-22 Eq (7.6-1) - Modified for windward drift per section 7.7.1

Percent increase in weight of a 1 ft slice of drift, comparing enveloped drift to worst case of windward or leeward drifts:

10% https://ascehazardtool.org/ ℎ� � 1.5

ℎ� � 0.75 � 1.5

Design Drift Load Case(s):

Drift Case(s) selected for design: Separate Leeward & Windward Cases

54.8 psf

50.0 psf

N/A

8.3 ft

15.1 ft

N/A

69.6 psf Enveloped:

69.6 psf

Leeward:

Windward:

Enveloped:

Leeward:

Windward:

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ROOF FRAMING PLAN NOTES

A FOR A COMPLETE LEGEND OF ALL CALLOUTS AND SYMBOLS SEE COVER SHEET AND

SCHEDULES.

B REFERENCE DETAIL XX/XX FOR TYPICAL DOUBLE TOP PL SPLICE CONNECTION.

C ALL POSTS FOR GIRDER TRUSSES, BEAMS, HEADERS AND / OR PURLINS SHALL

CONTINUE DOWN FLOOR TO FLOOR TO FOUNDATION OR LOWER BEAM / HEADER.

D VERIFY SIZE AND LOCATION OF ALL MECHANICAL AND WALL PENETRATIONS.

E REFERENCE DETAIL XX/XX FOR REINFORCEMENT AROUND VENT PENETRATION AT

ROOF.

F REFERENCE DETAIL XX/XX FOR TYPICAL ROOF OPENINGS.

G TRUSS MANUFACTURER TO REVIEW ALL DETAILS AND PLANS TO ACCOUNT FOR

SPECIFIC CONDITIONS.

H PROVIDE SIMPSON LSTA36 STRAP CENTERED AT ALL DOUBLE TOP PLATE BREAKS

WITH (11) 0.148" DIA x 3" NAILS TO EACH SIDE OF PLATE BREAK, (22) TOTAL NAILS.

TYPICAL UNO.

I PROVIDE HEADER TYPE H1 AT ALL OPENINGS, TYP AT BEARING WALLS UNO. REF

DETAIL X/SXX FOR TYPICAL HEADER CONSTRUCTION, UNO.

froelich-engineers.com | Portland, OR | Bend, OR | Denver, CO

COPYRIGHT 2026

STEELE ASSOCIATES ARCHITECTS

All rights reserved. Reproduction or use in any form or by any means- graphic, electronic, mechanical, etc.- without written permission of STEELE ASSOCIATES ARCHITECTS is unlawful and subject to criminal prosecution.

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Text Box Upper Roof Joist

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Text Box Side Roof Joist

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Text Box Lower Roof Joist

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FROELICH CONSULTING ENGINEERS

client: Steele project: Chiloquin Fitness job number: 26-B224 date:

by: MP

ROOF BEAMS

Roof Joist Location: Upper Roof

Upper Roof Span: 57'-0" CLR

Loads:

Loading Trib. 40" RED-H AT 24"o.c.

Roof DL: 24 psf x 2.00 ft = 48 plf

SL: 69.6 psf x 2.00 ft = 139 plf

Roof Joist Location: Low Roof

Low Roof Span: 50'-4" CLR

Loads:

Loading Trib. 30" RED-H AT 24"o.c.

Roof DL: 24 psf x 2.00 ft = 48 plf

SL: 69.6 psf x 2.00 ft = 139 plf

Roof Joist Location: Side Roof

Side Roof Span: 59'-0" CLR

Loads:

Loading Trib. 42" RED-H AT 24"o.c.

Roof DL: 24 psf x 2.00 ft = 48 plf

SL: 69.6 psf x 2.00 ft = 139 plf

Roof Joist Location: Corridor

Corridor Span: 7'-6" CLR

Loads:

Loading Trib. 2x10 DF#2 AT 24"o.c.

Roof DL: 24 psf x 2.00 ft = 48 plf

SL: 69.6 psf x 2.00 ft = 139 plf

Roof Joist Location: Patio

Patio Span: 13'-6" CLR

Loads:

Loading Trib. 2x12 DF#2 AT 16"o.c.

Roof DL: 24 psf x 2.00 ft = 48 plf

SL: 69.6 psf x 2.00 ft = 139 plf

Roof Beam Location: Corridor

B1 Span: 25'-6" CLR

Loads:

Loading Trib. 6-3/4"x31-1/2" GL 24F-V4

Roof DL: 24 psf x 32.50 ft = 780 plf

SL: 69.6 psf x 32.50 ft = 2262 plf

Roof Beam Location: Corridor

B2 Span: 8'-3" CLR

Loads:

Loading Trib. 5-1/2"x12" GL 24F-V4

Roof DL: 24 psf x 32.50 ft = 780 plf

SL: 69.6 psf x 32.50 ft = 2262 plf

Roof Beam Location: Corridor

B3 Span: 8'-9" CLR

Loads:

9/3/2026

Loading Trib. 5-1/2"x13.5" GL 24F-V4

Roof DL: 24 psf x 32.50 ft = 780 plf

SL: 69.6 psf x 32.50 ft = 2262 plf

Max SL Drift 55 psf x 32.50 ft = 1788 plf MIN at 15'

Roof Beam Location: Corridor

B4 Span: 14'-6" CLR

Loads:

Loading Trib. 5-1/2"x18" GL 24F-V4

Roof DL: 24 psf x 29.00 ft = 696 plf

SL: 69.6 psf x 29.00 ft = 2018 plf

Roof Beam Location: Patio

B5 Span: 26'-6" CLR

Loads:

Loading Trib. 5-1/2"x19.5" GL 24F-V4

Roof DL: 24 psf x 7.00 ft = 168 plf

SL: 69.6 psf x 7.00 ft = 487 plf

Roof Beam Location: Roof Change

B6 Span: 6'-6" CLR

Loads:

Loading Trib. 5-1/2"x9" GL 24F-V4

Roof DL: 24 psf x 30.50 ft = 732 plf

SL: 69.6 psf x 30.50 ft = 2123 plf

Roof Beam Location: Roof Change

B7 Span: 6'-6" CLR

Loads:

Loading Trib. SIM to B6

Roof DL: 24 psf x 30.50 ft = 732 plf

SL: 69.6 psf x 30.50 ft = 2123 plf

Roof Beam Location: Roof Change

B8 Span: 5'-0" CLR

Loads:

Loading Trib. SIM to B6

Roof DL: 24 psf x 30.50 ft = 732 plf

SL: 69.6 psf x 30.50 ft = 2123 plf

Roof Beam Location: To existing corridor

B9 Span: 5'-3" CLR

Loads:

Loading Trib. 4x10 DF#2

Roof DL: 24 psf x 2.00 ft = 48 plf By Inspection

SL: 69.6 psf x 2.00 ft = 139 plf

Roof Beam Location: Ext Wall

H1 Span: 6'-0" CLR

Loads:

Loading Trib. 5-1/2"x9" GL 24F-V4

Roof DL: 24 psf x 33.00 ft = 792 plf

SL: 69.6 psf x 33.00 ft = 2297 plf

Roof Beam Location: Grid E

H2 Span: 3'-3" CLR

Loads:

Loading Trib. 4x10 DF#2

Roof DL: 24 psf x 36.50 ft = 876 plf

SL: 69.6 psf x 36.50 ft = 2540 plf

Roof Beam Location: Ext Wall

H3 Span: 17'-4" CLR

Loads:

Loading Trib. 5-1/2"x25.5" GL 24F-V4

Roof DL: 24 psf x 36.50 ft = 876 plf

SL: 69.6 psf x 36.50 ft = 2540 plf

Roof Beam Location: Ext Wall

H4 Span: 15'-0" CLR

Loads:

Loading Trib. 5-1/2"x12" GL 24F-V4

Roof DL: 24 psf x 3.00 ft = 72 plf

SL: 69.6 psf x 3.00 ft = 209 plf

Roof Beam Location: Ext Wall

H5 Span: 6'-0" CLR

Loads:

Loading Trib. 4x10 DF#2

Roof DL: 24 psf x 3.00 ft = 72 plf

SL: 69.6 psf x 3.00 ft = 209 plf

Roof Beam Location: Ext Wall

H6 Span: 6'-0" CLR

Loads:

Loading Trib. 5-1/2"x9" GL 24F-V4

Roof DL: 24 psf x 27.50 ft = 660 plf

SL: 69.6 psf x 27.50 ft = 1914 plf

Roof Beam Location: Ext Wall

H7 Span: 3'-3" CLR

Loads:

Loading Trib. 4x10 DF#2

Roof DL: 24 psf x 27.50 ft = 660 plf SIM TO H2

SL: 69.6 psf x 27.50 ft = 1914 plf

Roof Beam Location: Ext Wall

H8 Span: 10'-0" CLR

Loads:

Loading Trib. 5-1/2"x12" GL 24F-V4

Roof DL: 24 psf x 27.50 ft = 660 plf

SL: 69.6 psf x 27.50 ft = 1914 plf

Type: Upper RoofProject: Project Location:

Folder: Folder

Date: 8/30/26 3:13 PM

RedSpec™ by RedBuilt™ Designer:

v7.1.20 Comment:

40" Red-H™ @ 24" o.c.

This product meets or exceeds the set design controls for the application and loads listed

This truss design is feasible. The finished design shall be produced by RedBuilt Engineering. All open-web trusses are custom designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specific loads. Do not use this analysis to verify the capacity of existing trusses.

DEFLECTIONS (in) % Design Allow. Design Allow. Pass/Fail Span Live 45% 1.288 2.850 L / 531 L / 240 PASS

Span Total 66% 1.890 2.850 L / 362 L / 240 PASS

SUPPORTS Support 1 Support 2 Live Reaction (lb) (DOL%) 2884 (115) 3454 (115)

Dead Reaction (lb) 1389 1391 Total Reaction (lb) (DOL%) 4273 (115) 4845 (115)

Bearing Top Chord Top Chord Support Wall Wall

Bearing Clip (Red-H) Z-Clip (Red-H) Z-Clip Approx. Clip Height 5.75" 5.75" Approx. Clip Width 8" 8"

Assumed Bearing Width 5.5" 5.5"

SPANS AND LOADS

Dimensions represent horizontal clear span. Member Slope: 1/12

57'- 0.0"

APPLICATION LOADS

Type Units DOL Live Dead Partition Roaming Tributary Member Type Uniform psf Snow(115%) 69.6 24 0 0 lb 24" Snow Roof Joist

ADDITIONAL LOADS

Type Units DOL Live Dead Location from left Application Comment Tapered psf Snow(115%) 0 to 62 0 to 0 41'-0.0" to 57'-0.0" Adds To

NOTES

• Building code and design methodology: 2024 IBC ASD (US).

• Repetitive member increase applied in design.

• Beveled plate required at left support.

• Beveled plate required at right support.

• Truss design includes consideration for partial span application live load.

• Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations.

• Pricing Load (plf) = 157

• Pricing Index (plf) = 157

O:\Bend - Projects\!Jobs\2026\26-B224 Steele - Chiloquin Fitness Facility\400 Calculations\404 Roof\Roof Trusses.red

The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilt™ recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt™ associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.

RedBuilt™, RedSpec™, Red-I™, Red-I45™, Red-I45L™, Red-I58™, Red-I65™, Red-I90™, Red-I90H™, Red-I90HS™, Red-L™, Red-W™, Red-S™, Red-M™, Red-H™, RedLam™, FloorChoice™ are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010-2026 RedBuilt LLC. All rights reserved.

8/30/2026 3:13:59 PM Project : Folder : Upper Roof Page 1 of 1

Type: Low RoofProject: Project

Folder: Folder

Date: 8/30/26 3:15 PM

RedSpec™ by RedBuilt™ Designer:

v7.1.20 Comment:

30" Red-H™ @ 24" o.c.

This product meets or exceeds the set design controls for the application and loads listed

This truss design is feasible. The finished design shall be produced by RedBuilt Engineering. All open-web trusses are custom designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specific loads. Do not use this analysis to verify the capacity of existing trusses.

DEFLECTIONS (in) % Design Allow. Design Allow. Pass/Fail Span Live 56% 1.421 2.517 L / 425 L / 240 PASS

Span Total 84% 2.121 2.517 L / 285 L / 240 PASS

SUPPORTS Support 1 Support 2 Live Reaction (lb) (DOL%) 2495 (115) 2499 (115)

Dead Reaction (lb) 1229 1231 Total Reaction (lb) (DOL%) 3724 (115) 3730 (115)

Bearing Top Chord Top Chord Support Wall Wall

Bearing Clip (Red-H) Z-Clip (Red-H) Z-Clip Approx. Clip Height 5.75" 5.75" Approx. Clip Width 8" 8"

Assumed Bearing Width 5.5" 5.5"

SPANS AND LOADS

Dimensions represent horizontal clear span. Member Slope: 1/12

50'- 4.0"

APPLICATION LOADS

Type Units DOL Live Dead Partition Roaming Tributary Member Type Uniform psf Snow(115%) 69.6 24 0 0 lb 24" Snow Roof Joist

NOTES

• Building code and design methodology: 2024 IBC ASD (US).

• Repetitive member increase applied in design.

• Beveled plate required at left support.

• Beveled plate required at right support.

• Truss design includes consideration for partial span application live load.

• Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations.

• Pricing Load (plf) = 145

• Pricing Index (plf) = 145

O:\Bend - Projects\!Jobs\2026\26-B224 Steele - Chiloquin Fitness Facility\400 Calculations\404 Roof\Roof Trusses.red

The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilt™ recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt™ associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.

RedBuilt™, RedSpec™, Red-I™, Red-I45™, Red-I45L™, Red-I58™, Red-I65™, Red-I90™, Red-I90H™, Red-I90HS™, Red-L™, Red-W™, Red-S™, Red-M™, Red-H™, RedLam™, FloorChoice™ are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010-2026 RedBuilt LLC. All rights reserved.

8/30/2026 3:15:42 PM Project : Folder : Low Roof Page 1 of 1

Type: Side RoofProject: Project

Folder: Folder

Date: 8/30/26 3:16 PM

RedSpec™ by RedBuilt™ Designer:

v7.1.20 Comment:

42" Red-H™ @ 24" o.c.

This product meets or exceeds the set design controls for the application and loads listed

This truss design is feasible. The finished design shall be produced by RedBuilt Engineering. All open-web trusses are custom designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specific loads. Do not use this analysis to verify the capacity of existing trusses.

DEFLECTIONS (in) % Design Allow. Design Allow. Pass/Fail Span Live 43% 1.256 2.950 L / 563 L / 240 PASS

Span Total 64% 1.875 2.950 L / 378 L / 240 PASS

SUPPORTS Support 1 Support 2 Live Reaction (lb) (DOL%) 2917 (115) 2921 (115)

Dead Reaction (lb) 1437 1439 Total Reaction (lb) (DOL%) 4354 (115) 4360 (115)

Bearing Top Chord Top Chord Support Wall Ledger

Bearing Clip (Red-H) Z-Clip (Red-H) Z-Clip Approx. Clip Height 5.75" 5.75" Approx. Clip Width 8" 8"

Assumed Bearing Width 5.5" 5.5"

SPANS AND LOADS

Dimensions represent horizontal clear span. Member Slope: 1/12

59'- 0.0"

APPLICATION LOADS

Type Units DOL Live Dead Partition Roaming Tributary Member Type Uniform psf Snow(115%) 69.6 24 0 0 lb 24" Snow Roof Joist

NOTES

• Building code and design methodology: 2024 IBC ASD (US).

• Repetitive member increase applied in design.

• Beveled plate required at left support.

• Beveled plate required at right support.

• Truss design includes consideration for partial span application live load.

• Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations.

• Pricing Load (plf) = 145

• Pricing Index (plf) = 145

O:\Bend - Projects\!Jobs\2026\26-B224 Steele - Chiloquin Fitness Facility\400 Calculations\404 Roof\Roof Trusses.red

The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilt™ recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt™ associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.

RedBuilt™, RedSpec™, Red-I™, Red-I45™, Red-I45L™, Red-I58™, Red-I65™, Red-I90™, Red-I90H™, Red-I90HS™, Red-L™, Red-W™, Red-S™, Red-M™, Red-H™, RedLam™, FloorChoice™ are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010-2026 RedBuilt LLC. All rights reserved.

8/30/2026 3:16:36 PM Project : Folder : Side Roof Page 1 of 1

COMPANY

Aug. 30, 2026 15:21

PROJECT

Corridor Joist

Design Check Calculation Sheet WoodWorks Sizer 14.0.1

Loads:

Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full Area 24.00(24.0") psf SL Snow Full Area 69.60(24.0") psf Self-weight Dead Full UDL 3.3 plf

Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :

7.627'

7.55'0'

Unfactored:

Dead 196 196 Snow 529 529 Factored:

Combined 567 567 Bearing:

F'theta 628 628 Capacity Joist 567 567 Support 706 706 Des ratio Joist 1.00 1.00 Support 0.80 0.80 Load comb #2 #2 Length 0.60 0.60 Min req'd 0.60 0.60 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625

Lumber-soft, D.Fir-L, No.2, 2x10 (1-1/2"x9-1/4") Supports: All - Timber-soft Beam, D.Fir-L No.2

Roof joist spaced at 24.0" c/c; Total length: 7.69'; Clear span(horz): 7.55'; Volume = 0.7 cu.ft.; Pitch: 1/12

Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help);

This section PASSES the design code check.

WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN

WoodWorks® Sizer 2026 (v14.0.1)Corridor Joist Page 2

Analysis vs. Allowable Stress and Deflection using NDS 2024 :

Criterion Analysis Value Design Value Unit Analysis/Design Shear V = 443 Vr = 1915 lbs V/Vr = 0.23 Bending(+) fb = 595 Fb' = 1309 psi fb/Fb' = 0.45 Live Defl'n 0.05 = < L/999 0.38 = L/240 in 0.12 Total Defl'n 0.08 = < L/999 0.51 = L/180 in 0.16

Additional Data:

FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.100 - 1.15 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2

CRITICAL LOAD COMBINATIONS:

Shear : LC #2 = D + 0.7S Bending(+): LC #2 = D + 0.7S Deflection: LC #2 = D + 0.7S (live) LC #2 = D + 0.7S (total) Bearing : Support 1 – LC #2 = D + 0.7S Support 2 – LC #2 = D + 0.7S Load Types: D=dead S=snow All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASD Basic from ASCE 7-22 2.4

CALCULATIONS:

V design from NDS 3.4.2.2(a) at support 1, V max = 560 lbs M(+) = 1061 lbs-ft EI = 158.29e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3

Design Notes:

1. Analysis and design are in accordance with the ICC International Building Code (IBC 2024) and the National Design Specification (NDS 2024), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.

2. Please verify that the default deflection limits are appropriate for your application.

3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.

4. SLOPED BEAMS: level bearing is required for all sloped beams.

Aug. 30, 2026 16:22

Patio Joist

WoodWorks Sizer 14.0.1

Loads:

Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full Area 24.00(16.0") psf SL Snow Full Area 69.60(16.0") psf Self-weight Dead Full UDL 4.0 plf

Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :

13.669'

13.561'0'

Unfactored:

Dead 246 246 Snow 632 632 Factored:

Combined 689 689 Bearing:

F'theta 628 628 Capacity Joist 689 689 Support 858 858 Des ratio Joist 1.00 1.00 Support 0.80 0.80 Load comb #2 #2 Length 0.73 0.73 Min req'd 0.73 0.73 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625

Lumber-soft, D.Fir-L, No.2, 2x12 (1-1/2"x11-1/4") Supports: All - Timber-soft Beam, D.Fir-L No.2

Roof joist spaced at 16.0" c/c; Total length: 13.75'; Clear span(horz): 13.561'; Volume = 1.6 cu.ft.; Pitch: 1/12

Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help);

This section PASSES the design code check.

Analysis vs. Allowable Stress and Deflection using NDS 2024 :

Criterion Analysis Value Design Value Unit Analysis/Design Shear V = 586 Vr = 2329 lbs V/Vr = 0.25 Bending(+) fb = 881 Fb' = 1190 psi fb/Fb' = 0.74 Live Defl'n 0.17 = L/934 0.68 = L/240 in 0.26 Total Defl'n 0.32 = L/509 0.91 = L/180 in 0.35

WoodWorks® Sizer 2026 (v14.0.1)Patio Joist Page 2

Additional Data:

FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.000 - 1.15 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2

CRITICAL LOAD COMBINATIONS:

Shear : LC #2 = D + 0.7S Bending(+): LC #2 = D + 0.7S Deflection: LC #2 = D + 0.7S (live) LC #2 = D + 0.7S (total) Bearing : Support 1 – LC #2 = D + 0.7S Support 2 – LC #2 = D + 0.7S Load Types: D=dead S=snow All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASD Basic from ASCE 7-22 2.4

CALCULATIONS:

V design from NDS 3.4.2.2(a) at support 1, V max = 683 lbs M(+) = 2324 lbs-ft EI = 284.76e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3

Design Notes:

1. Analysis and design are in accordance with the ICC International Building Code (IBC 2024) and the National Design Specification (NDS 2024), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.

2. Please verify that the default deflection limits are appropriate for your application.

3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.

4. SLOPED BEAMS: level bearing is required for all sloped beams.

Aug. 30, 2026 16:28

B1

WoodWorks Sizer 14.0.1

Loads:

Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 24.00(32.50') psf Load2 Snow Full Area 69.60(32.50') psf Self-weight Dead Full UDL 49.0 plf

Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :

26.126'

25.5'0'

Unfactored:

Dead 10829 10829 Snow 29549 29549 Factored:

Combined 31725 31725 Bearing:

Capacity Beam 32978 32978 Support 31710 31710 Des ratio Beam 0.96 0.96 Support 1.00 1.00 Load comb #2 #2 Length 7.52 7.52 Min req'd 7.52** 7.52** Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fcp sup 625 625

**Minimum bearing length governed by the required width of the supporting member.

Glulam-Unbalan., West Species, 24F-V4 DF, 6-3/4"x31-1/2" Supports: All - Timber-soft Beam, D.Fir-L No.2

Total length: 26.13'; Clear span: 24.874'; Volume = 38.6 cu.ft.; 21 laminations, 6-3/4" maximum width, Lateral support: top = continuous, bottom = at supports;

This section PASSES the design code check.

Analysis vs. Allowable Stress and Deflection using NDS 2024 :

Criterion Analysis Value Design Value Unit Analysis/Design Shear V = 23670 Vr = 43198 lbs V/Vr = 0.55 Bending(+) fb = 2108 Fb' = 2391 psi fb/Fb' = 0.88 Live Defl'n 0.48 = L/642 1.27 = L/240 in 0.37 Total Defl'n 0.85 = L/360 1.70 = L/180 in 0.50

WoodWorks® Sizer 2026 (v14.0.1)B1 Page 2

Additional Data:

FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 0.866 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2

CRITICAL LOAD COMBINATIONS:

Shear : LC #2 = D + 0.7S Bending(+): LC #2 = D + 0.7S Deflection: LC #2 = D + 0.7S (live) LC #2 = D + 0.7S (total) Bearing : Support 1 – LC #2 = D + 0.7S Support 2 – LC #2 = D + 0.7S Load Types: D=dead S=snow All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASD Basic from ASCE 7-22 2.4

CALCULATIONS:

V design from NDS 3.4.2.2(a) at support 1, V max = 30758 lbs M(+) = 196079 lbs-ft EI = 31646.08e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live"

Design Notes:

1. Analysis and design are in accordance with the ICC International Building Code (IBC 2024) and the National Design Specification (NDS 2024), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.

2. Please verify that the default deflection limits are appropriate for your application.

3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012

4. GLULAM: bxd = actual breadth x actual depth.

5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.

6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).

Aug. 30, 2026 16:37

B2

WoodWorks Sizer 14.0.1

Loads:

Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 24.00(32.50') psf Load2 Snow Full Area 69.60(32.50') psf Self-weight Dead Full UDL 15.2 plf

Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :

8.487'

8.25'0'

Unfactored:

Dead 3374 3374 Snow 9599 9599 Factored:

Combined 10174 10174 Bearing:

Capacity Beam 10172 10172 Support 10448 10448 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 2.85 2.85 Min req'd 2.85 2.85 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625

B2 Glulam-Unbalan., West Species, 24F-V4 DF, 5-1/2"x12"

Supports: All - Timber-soft Beam, D.Fir-L No.2 Total length: 8.49'; Clear span: 8.013'; Volume = 3.9 cu.ft.; 8 laminations, 5-1/2" maximum width, Lateral support: top = continuous, bottom = at supports;

This section PASSES the design code check.

Analysis vs. Allowable Stress and Deflection using NDS 2024 :

Criterion Analysis Value Design Value Unit Analysis/Design Shear V = 7151 Vr = 13409 lbs V/Vr = 0.53 Bending(+) fb = 1840 Fb' = 2760 psi fb/Fb' = 0.67 Live Defl'n 0.12 = L/855 0.41 = L/240 in 0.28 Total Defl'n 0.20 = L/487 0.55 = L/180 in 0.37

WoodWorks® Sizer 2026 (v14.0.1)B2 Page 2

Additional Data:

FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2

CRITICAL LOAD COMBINATIONS:

Shear : LC #2 = D + 0.7S Bending(+): LC #2 = D + 0.7S Deflection: LC #2 = D + 0.7S (live) LC #2 = D + 0.7S (total) Bearing : Support 1 – LC #2 = D + 0.7S Support 2 – LC #2 = D + 0.7S Load Types: D=dead S=snow All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASD Basic from ASCE 7-22 2.4

CALCULATIONS:

V design from NDS 3.4.2.2(a) at support 2, V max = 9812 lbs M(+) = 20237 lbs-ft EI = 1425.58e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live"

Design Notes:

1. Analysis and design are in accordance with the ICC International Building Code (IBC 2024) and the National Design Specification (NDS 2024), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.

2. Please verify that the default deflection limits are appropriate for your application.

3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012

4. GLULAM: bxd = actual breadth x actual depth.

Aug. 30, 2026 16:45

B3

WoodWorks Sizer 14.0.1

Loads:

Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full Area 24.00(32.50') psf SL Snow Full Area 69.60(32.50') psf Drift Snow Trapezoidal 0.18 8.93 1788.0 745.0 plf Self-weight Dead Full UDL 17.1 plf

Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :

9.095'

8.75'0'

Unfactored:

Dead 3630 3620 Snow 16603 15053 Factored:

Combined 15374 14270 Bearing:

Capacity Beam 15371 14267 Support 15787 14654 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 4.30 3.99 Min req'd 4.30 3.99 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625

B2 Glulam-Unbalan., West Species, 24F-V4 DF, 5-1/2"x13-1/2"

Supports: All - Timber-soft Beam, D.Fir-L No.2 Total length: 9.1'; Clear span: 8.405'; Volume = 4.7 cu.ft.; 9 laminations, 5-1/2" maximum width, Lateral support: top = continuous, bottom = at supports;

This section PASSES the design code check.

Analysis vs. Allowable Stress and Deflection using NDS 2024 :

Criterion Analysis Value Design Value Unit Analysis/Design Shear V = 10226 Vr = 15085 lbs V/Vr = 0.68 Bending(+) fb = 2247 Fb' = 2760 psi fb/Fb' = 0.81 Live Defl'n 0.16 = L/654 0.44 = L/240 in 0.37 Total Defl'n 0.24 = L/440 0.58 = L/180 in 0.41

WoodWorks® Sizer 2026 (v14.0.1)B3 Page 2

Additional Data:

FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2

CRITICAL LOAD COMBINATIONS:

Shear : LC #2 = D + 0.7S Bending(+): LC #2 = D + 0.7S Deflection: LC #2 = D + 0.7S (live) LC #2 = D + 0.7S (total) Bearing : Support 1 – LC #2 = D + 0.7S Support 2 – LC #2 = D + 0.7S Load Types: D=dead S=snow All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASD Basic from ASCE 7-22 2.4

CALCULATIONS:

V design from NDS 3.4.2.2(a) at support 1, V max = 14826 lbs M(+) = 31281 lbs-ft EI = 2029.78e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live"

Design Notes:

1. Analysis and design are in accordance with the ICC International Building Code (IBC 2024) and the National Design Specification (NDS 2024), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.

2. Please verify that the default deflection limits are appropriate for your application.

3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012

4. GLULAM: bxd = actual breadth x actual depth.

Aug. 30, 2026 16:50

B4

WoodWorks Sizer 14.0.1

Loads:

Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full Area 24.00(29.00') psf SL Snow Full Area 69.60(29.00') psf Self-weight Dead Full UDL 22.8 plf

Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :

14.872'

14.5'0'

Unfactored:

Dead 5345 5345 Snow 15009 15009 Factored:

Combined 15964 15964 Bearing:

Capacity Beam 15960 15960 Support 16392 16392 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 4.46 4.46 Min req'd 4.46 4.46 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625

Glulam-Unbalan., West Species, 24F-V4 DF, 5-1/2"x18" Supports: All - Timber-soft Beam, D.Fir-L No.2

Total length: 14.87'; Clear span: 14.128'; Volume = 10.2 cu.ft.; 12 laminations, 5-1/2" maximum width, Lateral support: top = continuous, bottom = at supports;

This section PASSES the design code check.

Analysis vs. Allowable Stress and Deflection using NDS 2024 :

Criterion Analysis Value Design Value Unit Analysis/Design Shear V = 11861 Vr = 20113 lbs V/Vr = 0.59 Bending(+) fb = 2264 Fb' = 2731 psi fb/Fb' = 0.83 Live Defl'n 0.29 = L/595 0.73 = L/240 in 0.40 Total Defl'n 0.51 = L/337 0.97 = L/180 in 0.53

WoodWorks® Sizer 2026 (v14.0.1)B4 Page 2

Additional Data:

FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 0.989 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2

CRITICAL LOAD COMBINATIONS:

Shear : LC #2 = D + 0.7S Bending(+): LC #2 = D + 0.7S Deflection: LC #2 = D + 0.7S (live) LC #2 = D + 0.7S (total) Bearing : Support 1 – LC #2 = D + 0.7S Support 2 – LC #2 = D + 0.7S Load Types: D=dead S=snow All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASD Basic from ASCE 7-22 2.4

CALCULATIONS:

V design from NDS 3.4.2.2(a) at support 2, V max = 15455 lbs M(+) = 56023 lbs-ft EI = 4811.32e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live"

Design Notes:

1. Analysis and design are in accordance with the ICC International Building Code (IBC 2024) and the National Design Specification (NDS 2024), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.

2. Please verify that the default deflection limits are appropriate for your application.

3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012

4. GLULAM: bxd = actual breadth x actual depth.

Aug. 30, 2026 16:54

B5

WoodWorks Sizer 14.0.1

Loads:

Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full Area 24.00(7.00') psf SL Snow Full Area 69.60(7.00') psf Self-weight Dead Full UDL 24.7 plf

Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :

26.666'

26.5'0'

Unfactored:

Dead 2569 2569 Snow 6496 6496 Factored:

Combined 7128 7128 Bearing:

Capacity Beam 7126 7126 Support 7319 7319 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 1.99 1.99 Min req'd 1.99 1.99 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625

Glulam-Unbalan., West Species, 24F-V4 DF, 5-1/2"x19-1/2" Supports: All - Timber-soft Beam, D.Fir-L No.2

Total length: 26.67'; Clear span: 26.334'; Volume = 19.9 cu.ft.; 13 laminations, 5-1/2" maximum width, Lateral support: top = continuous, bottom = at supports;

This section PASSES the design code check.

Analysis vs. Allowable Stress and Deflection using NDS 2024 :

Criterion Analysis Value Design Value Unit Analysis/Design Shear V = 6160 Vr = 21789 lbs V/Vr = 0.28 Bending(+) fb = 1613 Fb' = 2551 psi fb/Fb' = 0.63 Live Defl'n 0.62 = L/514 1.33 = L/240 in 0.47 Total Defl'n 1.14 = L/278 1.77 = L/180 in 0.65

WoodWorks® Sizer 2026 (v14.0.1)B5 Page 2

Additional Data:

FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000…