Attachment C Structural Calculations~2.pdf

3933 S Kelly Avenue Portland, OR 97239 tel: 503.222.4453 VLMK.COM

OPRD NEHALEM BAY STATE PARK

CABIN DESIGN

34600 Garey Street

Nehalem, OR 97131

STRUCTURAL CALCULATIONS

VLMK Project Number: 20230299

Scott Edwards Architecture

2525 E Burnside St

Portland, OR 97214

Prepared By: Brandon Palmateer, EIT

June 20th, 2023

Addendum: August 10th, 2023 A

EXP. 12/31/2023EXP. 12/31/2025

Structural Calculations: OPRD Nehalem Bay State Park DC - 1

G:\Acad2023\20230299\Calculations\20230299 DC.docx

Project: OPRD Nehalem Bay State Park Project Number: 20230299

Project Address: 34600 Garey Street

Nehalem, OR 97131

Document: Structural Calculations for Building Permit

TABLE OF CONTENTS

Design Outline and Criteria

DC-1 thru DC-3

Gravity Framing Design

G-1 thru G-13

Lateral Load Design

L-1 thru L-12

Foundation Design

C-1 thru C-2

DESCRIPTION OF STRUCTURAL SYSTEM

This ‘OPRD Nehalem Bay State Park’ consists of the design of (1) prototype ‘STAFF’ cabin at the site located at 34600 Garey Street, Nehalem, OR 97131.

Bearing Wall System: Light frame wood stud walls

Roof Structure: 2x solid sawn joists with wood panel sheathing

Floor Framing: 2x solid sawn joists with wood panel sheathing

Foundations: Conventional spread and continuous footings

Lateral System: Light frame wood bearing shearwalls

***LIMITATIONS***

VLMK Engineering + Design was retained in a limited capacity for this project. No responsibility and/or liability is assumed by, nor is any to be assigned to, VLMK Engineering + Design for items beyond that shown in this Structural Calculation Package.

A

A

Structural Calculations: OPRD Nehalem Bay State Park DC - 2

CODES

2022 Oregon Structural Specialty Code (Based on the 2021 International Building Code)

DESIGN LOADS

Live Loads

Roof Snow Load

Flat Roof Snow Load, Pf 75 psf Snow Exposure Factor, Ce 1.0 Snow Load Importance Factor, Is 1.0 Thermal Factor, Ct 1.0 Snow Drift As Required

Floor Loads

Residential 40 psf

Dead Loads

Roof (Light-Framed Timber)

Standing Seam Deck 3.0 psf Sheathing (5/8” plywood) 1.8 psf Insulation 1.0 psf 2x Joists at 24” o.c. 2.7 psf Mechanical and Electrical 1.0 psf 5/8” Gypsum Board Ceiling 2.8 psf Miscellaneous 2.9 psf Total Roof Load 15.0 psf

Floor (Residential Wood)

Sheathing (3/4” plywood) 2.3 psf Sub-floor (1/2” particle board) 2.5 psf 2x Joists at 16” o.c. 4.0 psf Beams 1.0 psf Mechanical and Electrical 1.0 psf Miscellaneous 4.2 psf Total Floor Load 15.0 psf

Additional Loads

Roof Mounted Mechanical Units As Noted

Wall Weights

Wood-Stud Exterior Walls 15 psf

Structural Calculations: OPRD Nehalem Bay State Park DC - 3

Wind

Basic Design Wind Speed, V (3-sec gust) 135 mph Nominal Design Wind Speed, Vasd 105 mph Risk Category II Wind Exposure C Internal Pressure Coefficient GCpi = +/- 0.18

Seismic

Location Latitude Longitude

45.705638 -122.935218

Seismic Importance Factor, Ie 1.0 Risk Category II Mapped Spectral Response Accelerations Ss = 2.199

S1 = 1.016 Site Class D Spectral Response Coefficients Sds = 2.4922

Sd1 = 1.759 Seismic Design Category D Basic Seismic force resisting system(s) Light Frame Wood

Bearing/Shear Walls Response Modification Factor R = 6.5 Analysis Procedure Used Equivalent Static

GRAVITY

(LARGER THAN STAFF CABIN)

G-1

G-2

Wood Beam LIC# : KW-06015627, Build:20.23.04.05 VLMK CONSULTING ENGINEERS (c) ENERCALC INC 1983-2023

DESCRIPTION: Deluxe Cabin - Floor Joist (Max Length)

Project File: 20220558.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 2021

Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase

Allowable Stress Design

Douglas Fir-Larch No.2

875.0 875.0 600.0 625.0

1,300.0 470.0

170.0

425.0 31.210

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 2021

.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, L = 0.040 ksf, Tributary Width = 2.0 ft .DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 0.768: 1

Load Combination +D+L

Span # where maximum occurs Span # 1 Location of maximum on span 5.250ft

53.32 psi=

1,106.88psi

2x10Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+L

170.00 psi==

Section used for this span 2x10 Maximum Shear Stress Ratio 0.314 : 1

0.000 ft=

850.43psi

Maximum Deflection

0 <360

Ratio = 0 <180

Max Downward Transient Deflection 0.171 in 736Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.235 in Ratio = >=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v

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

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu

D Only 0.0 0.00 0.00.0 1.00Length = 10.50 ft 1 0.233 0.095 0.90 1.100 1.151.00 1.00 0.41 231.9 996.2 0.13 153.01.00 14.51.00 1.00+D+L 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 10.50 ft 1 0.768 0.314 1.00 1.100 1.151.00 1.00 1.52 850.4 1,106.9 0.49 170.01.00 53.31.00 1.00+D+0.750L 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 10.50 ft 1 0.503 0.205 1.25 1.100 1.151.00 1.00 1.24 695.8 1,383.6 0.40 212.51.00 43.61.00 1.00+0.60D 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 10.50 ft 1 0.079 0.032 1.60 1.100 1.151.00 1.00 0.25 139.2 1,771.0 0.08 272.01.00 8.71.00

G-3

LIC# : KW-06015627, Build:20.23.2.14 VLMK CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022

DESCRIPTION: Deluxe Cabin - Floor Joist (Short Length)

Project File: 20220558.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 2021

Material Properties

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

Allowable Stress Design

Douglas Fir-Larch No.2

875.0 875.0 600.0 625.0

1,300.0 470.0

170.0

425.0 31.210

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 2021

.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, L = 0.040 ksf, Tributary Width = 2.0 ft .DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 0.513: 1

Load Combination +D+L

Span # where maximum occurs Span # 1 Location of maximum on span 4.000ft

38.54 psi=

962.50psi

2x10Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+L

170.00 psi==

Section used for this span 2x10 Maximum Shear Stress Ratio 0.227 : 1

7.241 ft=

493.67psi

Maximum Deflection

0 <360

Ratio = 0 <180

Max Downward Transient Deflection 0.058 in 1664Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.079 in Ratio = >=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v

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

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

Max Upward from all Load Conditions 0.440 0.440 Max Upward from Load Combinations 0.440 0.440 Max Upward from Load Cases 0.320 0.320 D Only 0.120 0.120 +D+L 0.440 0.440 +D+0.750L 0.360 0.360 +0.60D 0.072 0.072 L Only 0.320 0.320

G-4

DESCRIPTION: Deluxe Cabin - Floor Beam (interior) (sawn lumber)

Project File: 20220558.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 2021

Material Properties

Beam Bracing : Completely Unbraced

Allowable Stress Design

Douglas Fir-Larch No.1

1,350.0 1,350.0

925.0 625.0

1,600.0 580.0

170.0

675.0 31.210

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 2021

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

Beam self weight NOT internally calculated and added Loads on all spans...

Uniform Load on ALL spans : D = 0.1320, L = 0.350 k/ft .DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 0.699: 1

Load Combination +D+L

Span # where maximum occurs Span # 1 Location of maximum on span 6.250ft

60.49 psi=

1,333.01psi

6x12Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+L

170.00 psi==

Section used for this span 6x12 Maximum Shear Stress Ratio 0.356 : 1

11.542 ft=

931.86psi

Maximum Deflection

0 <360

Ratio = 0 <240

Max Downward Transient Deflection 0.173 in 865Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.239 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v

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

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu

D Only 0.0 0.00 0.00.0 0.99Length = 12.50 ft 1 0.212 0.108 0.90 1.000 1.001.00 1.00 2.58 255.2 1,201.5 0.70 153.01.00 16.61.00 0.99+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 12.50 ft 1 0.699 0.356 1.00 1.000 1.001.00 1.00 9.41 931.9 1,333.0 2.55 170.01.00 60.51.00 0.99+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.98Length = 12.50 ft 1 0.460 0.233 1.25 1.000 1.001.00 1.00 7.71 762.7 1,659.4 2.09 212.51.00 49.51.00 0.98+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.98Length = 12.50 ft 1 0.073 0.037 1.60 1.000 1.001.00 1.00 1.55 153.1 2,110.0 0.42 272.01.00 9.91.00

G-5

DESCRIPTION: EXTERIOR FLOOR BEAM (SAWN LUMBER)

Project File: 20220558.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 2021

Material Properties

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

Allowable Stress Design

Douglas Fir-Larch

No.1

675 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 2021

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, L = 0.040 ksf, Tributary Width = 4.50 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0750 ksf, Tributary Width = 6.0 ft, (ROOF) Uniform Load : D = 0.0150 ksf, Tributary Width = 10.0 ft, (WALL)

DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 0.940: 1

Load Combination +D+0.750L+0.750S

Span # where maximum occurs Span # 1

Location of maximum on span 5.500ft

84.66 psi=

1,242.00psi

6x12Section used for this span

Span # where maximum occurs

Location of maximum on span

Span # 1=

Load Combination +D+0.750L+0.750S

156.40 psi==

Section used for this span 6x12

Maximum Shear Stress Ratio 0.541 : 1

10.077 ft=

1,167.79psi

Maximum Deflection

0 <360

Ratio = 0 <180

Max Downward Transient Deflection 0.141 in 937Ratio = >=360

Max Upward Transient Deflection 0 in Ratio =

Max Downward Total Deflection 0.244 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+0.750L+0.750S n/a

G-6

DESCRIPTION: Deluxe Cabin Roof Joist- (75 psf snow)

Project File: 20220558.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 2021

Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase

Allowable Stress Design

Douglas Fir-Larch

No.2

900.0

900.0

1,350.0

625.0

1,600.0

580.0

180.0

575.0 31.210

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 2021

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

Beam self weight NOT internally calculated and added Loads on all spans...

Uniform Load on ALL spans : D = 0.0150, S = 0.0750 ksf, Tributary Width = 2.0 ft

DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 0.738: 1

Load Combination +D+S

Span # where maximum occurs Span # 1

Location of maximum on span 4.374ft

90.00 psi=

1,309.28psi

2x10Section 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 2x10

Maximum Shear Stress Ratio 0.435 : 1

9.000 ft=

966.40psi

Maximum Deflection

550 >=360

Ratio = 458 >=180

Max Downward Transient Deflection 0.132 in 819Ratio = >=360

Max Upward Transient Deflection -0.065 in Ratio =

Max Downward Total Deflection 0.158 in Ratio = >=180 Max Upward Total Deflection -0.078 in fb: Actual

F'b fv: Actual

F'v

Span: 1 : S Only

Span: 2 : S Only

Span: 1 : +D+S Span: 2 : +D+S

Maximum Forces & Stresses for Load Combinations

Span #

Moment ValuesLoad Combination C iCLx CCCM CF rt

Shear ValuesMax Stress Ratios

M CDV fbM fvF'b V F'vSegment Length Cfu

D Only 0.0 0.00 0.00.0

1.00Length = 9.0 ft 1 0.157 0.093 0.90 1.100 1.151.00 1.00 0.29 161.1 1,024.7 0.14 162.01.00 15.01.00

1.00Length = 1.50 ft 2 0.018 0.093 0.90 1.100 1.151.00 1.00 0.03 18.9 1,024.7 0.04 162.01.00 15.01.00

1.00+D+S 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00

1.00Length = 9.0 ft 1 0.738 0.435 1.15 1.100 1.151.00 1.00 1.72 966.4 1,309.3 0.83 207.01.00 90.01.00

1.00Length = 1.50 ft 2 0.087 0.435 1.15 1.100 1.151.00 1.00 0.20 113.6 1,309.3 0.27 207.01.00 90.01.00

1.00+D+0.750S 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00

1.00Length = 9.0 ft 1 0.584 0.344 1.15 1.100 1.151.00 1.00 1.36 765.1 1,309.3 0.66 207.01.00 71.21.00

1.00Length = 1.50 ft 2 0.069 0.344 1.15 1.100 1.151.00 1.00 0.16 89.9 1,309.3 0.21 207.01.00 71.21.00

G-7

DESCRIPTION: CABIN RIDGE BEAM - SIMPLE SPAN

Project File: 20220558.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 2021

Material Properties

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

Allowable Stress Design

DF/DF

24F-V4

2,400.0

1,850.0

1,650.0

650.0

1,800.0

950.0

265.0

1,100.0 31.210

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

1,600.0ksi

850.0ksi

Ebend- yy

Eminbend - yy

Ebend- xx ksi

Density pcf

Load Combination : IBC 2021

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 = 0.0750 ksf, Tributary Width = 9.0 ft

DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 0.478: 1

Load Combination +D+S

Span # where maximum occurs Span # 1

Location of maximum on span 6.500ft

94.98 psi=

2,760.00psi

5.125x13.5Section used for this span

Span # where maximum occurs

Location of maximum on span

Span # 1=

Load Combination +D+S

304.75 psi==

Section used for this span 5.125x13.5

Maximum Shear Stress Ratio 0.312 : 1

11.909 ft=

1,319.02psi

Maximum Deflection

0 <240

Ratio = 0 <180

Max Downward Transient Deflection 0.231 in 676Ratio = >=240

Max Upward Transient Deflection 0 in Ratio =

Max Downward Total Deflection 0.277 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

G-8

DESCRIPTION: DELUXE CABIN HEADER (INTERIOR)

Project File: 20220558.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 2021

Material Properties

Beam Bracing : Completely Unbraced

Allowable Stress Design

Douglas Fir-Larch No.1

675 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 2021

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

Beam self weight NOT internally calculated and added

Point Load : D = 1.418, S = 7.090 k @ 1.667 ft, (KING POST REACTION) .DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 0.918: 1

Load Combination +D+S

Span # where maximum occurs Span # 1 Location of maximum on span 1.667ft

162.06 psi=

1,255.81psi

4x12Section 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 4x12 Maximum Shear Stress Ratio 0.783 : 1

1.679 ft=

1,152.36psi

Maximum Deflection

0 <360

Ratio = 0 <180

Max Downward Transient Deflection 0.013 in 2971Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.016 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

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu

D Only 0.0 0.00 0.00.0 0.99Length = 3.333 ft 1 0.195 0.167 0.90 1.100 1.001.00 1.00 1.18 192.1 984.5 0.71 162.01.00 27.01.00 0.99+D+S 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 3.333 ft 1 0.918 0.783 1.15 1.100 1.001.00 1.00 7.09 1,152.4 1,255.8 4.25 207.01.00 162.11.00 0.99+D+0.750S 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 3.333 ft 1 0.726 0.620 1.15 1.100 1.001.00 1.00 5.61 912.3 1,255.8 3.37 207.01.00 128.31.00 0.99+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 3.333 ft 1 0.066 0.056 1.60 1.100 1.001.00 1.00 0.71 115.2 1,741.3 0.43 288.01.00 16.21.00

G-9

DESCRIPTION: DELUXE CABIN DOOR HEADER (EXTERIOR)

Project File: 20220558.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 2021

Material Properties

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

Allowable Stress Design

Douglas Fir-Larch No.1

675 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 2021

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

Beam self weight NOT internally calculated and added

Point Load : D = 1.418, S = 7.090 k @ 1.667 ft, (KING POST REACTION) .DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 0.682: 1

Load Combination +D+S

Span # where maximum occurs Span # 1 Location of maximum on span 1.670ft

125.91 psi=

1,552.50psi

6x10Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+S

195.50 psi==

Section used for this span 6x10 Maximum Shear Stress Ratio 0.644 : 1

0.000 ft=

1,058.46psi

Maximum Deflection

0 <360

Ratio = 0 <180

Max Downward Transient Deflection 0.017 in 2487Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.020 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

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu

D Only 0.0 0.00 0.00.0 1.00Length = 3.440 ft 1 0.145 0.137 0.90 1.000 1.001.00 1.00 1.22 176.4 1,215.0 0.73 153.01.00 21.01.00 1.00+D+S 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.440 ft 1 0.682 0.644 1.15 1.000 1.001.00 1.00 7.30 1,058.5 1,552.5 4.39 195.51.00 125.91.00 1.00+D+0.750S 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.440 ft 1 0.540 0.510 1.15 1.000 1.001.00 1.00 5.78 838.0 1,552.5 3.47 195.51.00 99.71.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.440 ft 1 0.049 0.046 1.60 1.000 1.001.00 1.00 0.73 105.8 2,160.0 0.44 272.01.00 12.61.00

G-10

LIC# : KW-06015627, Build:20.23.2.14 VLMK CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022

DESCRIPTION: DELUXE CABIN BACK WINDOW HEADER

Project File: 20220558.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 2021

Material Properties

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

Allowable Stress Design

Douglas Fir-Larch No.2

425 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 2021

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

Beam self weight NOT internally calculated and added

Point Load : D = 0.8080, S = 4.044 k @ 1.50 ft, (KING STUD REACTION) .DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 0.842: 1

Load Combination +D+S

Span # where maximum occurs Span # 1 Location of maximum on span 1.500ft

88.22 psi=

1,006.25psi

6x8Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+S

195.50 psi==

Section used for this span 6x8 Maximum Shear Stress Ratio 0.451 : 1

0.000 ft=

846.89psi

Maximum Deflection

0 <360

Ratio = 0 <180

Max Downward Transient Deflection 0.016 in 2289Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.019 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

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

Max Upward from all Load Conditions 2.426 2.426 Max Upward from Load Combinations 2.426 2.426 Max Upward from Load Cases 2.022 2.022 D Only 0.404 0.404 +D+S 2.426 2.426 +D+0.750S 1.921 1.921 +0.60D 0.242 0.242 S Only 2.022 2.022

G-11

DESCRIPTION: Ceiling Joist

Project File: 20220558.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 2021

Material Properties

Beam Bracing : Completely Unbraced Repetitive Member Stress Increase

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 2021

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

Beam self weight NOT internally calculated and added Uniform Load : D = 0.010, L = 0.010 ksf, Tributary Width = 1.333 ft, (Ceiling Joist) Point Load : D = 0.0620 k @ 4.0 ft, (Mechanical)

DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 0.453: 1

Load Combination +D+L

Span # where maximum occurs Span # 1

Location of maximum on span 4.000ft

22.90 psi=

1,182.61psi

2x6Section used for this span

Span # where maximum occurs

Location of maximum on span

Span # 1=

Load Combination +D+L

180.00 psi==

Section used for this span 2x6

Maximum Shear Stress Ratio 0.127 : 1

7.562 ft=

535.19psi

Maximum Deflection

0 <360

Ratio = 0 <180

Max Downward Transient Deflection 0.037 in 2585Ratio = >=360

Max Upward Transient Deflection 0 in Ratio =

Max Downward Total Deflection 0.109 in Ratio = >=180 Max Upward Total Deflection 0 in fb: Actual

F'b fv: Actual

F'v

Span: 1 : L Only n/a

Span: 1 : +D+L

G-12

DESCRIPTION: Rear Wall Exterior Beam

Project File: 20220558.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 2021

Material Properties

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

Allowable Stress Design

Douglas Fir-Larch

No.1

1,350.0

1,350.0

925.0

625.0

1,600.0

580.0

170.0

675.0 31.210

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 2021

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 ksf, Tributary Width = 10.0 ft, (Wall) Point Load : D = 0.480, S = 2.40 k @ 3.50 ft, (Roof)

DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 0.605: 1

Load Combination +D+S

Span # where maximum occurs Span # 1

Location of maximum on span 3.515ft

54.36 psi=

1,242.00psi

6x12Section used for this span

Span # where maximum occurs

Location of maximum on span

Span # 1=

Load Combination +D+S

156.40 psi==

Section used for this span 6x12

Maximum Shear Stress Ratio 0.348 : 1

0.000 ft=

751.26psi

Maximum Deflection

0 <360

Ratio = 0 <180

Max Downward Transient Deflection 0.056 in 1928Ratio = >=360

Max Upward Transient Deflection 0 in Ratio =

Max Downward Total Deflection 0.088 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

G-13A

LATERAL

v4.00 - Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved.

Wind Loads - Main Wind-Force Resisting System - Envelope Procedure Based on the 2018 International Building Code and ASCE 7-16, Section 28.5 (Part 2: Low-rise Buildings)

V = 140 mph Basic Wind Speed 3-Second Gust (USD) [Figure 26.5-1A, B, C, & D]

C Exposure Category [Section 26.7.3]

II Risk Category (I), (II), (III), or (IV) [IBC Table 1604.5]

Kzt = 1.00 Topographic Factor [Figure 26.8-1]

Roof Slope = 25 Degrees

Load Factor = 1.0 USD = 1.0W, ASD = 0.6W

Design Wind Pressure: p s = λK zt p s30 [Equation 28.5-1]

Horizontal Loads ( 1.0W USD LEVEL )

Height Adjustment

(ft) λ

15 1.21

20 1.29

25 1.35

30 1.40

35 1.45

40 1.49

45 1.53

50 1.56

55 1.59

60 1.62

Vertical Loads ( 1.0W USD LEVEL )

Height Adjustment

(ft) λ

Windward Windward

Roof (EOH) Roof (GOH)

15 1.21 -20.9 -8.0 -28.6 -15.5 -15.1 -2.2 -23.0 -9.9 -39.1 -33.3

20 1.29 -22.3 -8.5 -30.4 -16.5 -16.1 -2.3 -24.5 -10.6 -41.7 -35.5

25 1.35 -23.4 -8.9 -31.9 -17.3 -16.9 -2.4 -25.7 -11.1 -43.6 -37.1

30 1.40 -24.2 -9.2 -33.0 -17.9 -17.5 -2.5 -26.6 -11.5 -45.2 -38.5

35 1.45 -25.1 -9.6 -34.2 -18.6 -18.1 -2.6 -27.6 -11.9 -46.8 -39.9

40 1.49 -25.8 -9.8 -35.2 -19.1 -18.6 -2.7 -28.3 -12.2 -48.1 -41.0

45 1.53 -26.5 -10.1 -36.1 -19.6 -19.1 -2.8 -29.1 -12.5 -49.4 -42.1

50 1.56 -27.0 -10.3 -36.8 -20.0 -19.5 -2.8 -29.6 -12.8 -50.4 -42.9

55 1.59 -27.5 -10.5 -37.5 -20.4 -19.9 -2.9 -30.2 -13.0 -51.4 -43.7

60 1.62 -28.0 -10.7 -38.2 -20.7 -20.3 -2.9 -30.8 -13.3 -52.3 -44.6

1 2 1 2 1 2 1 2

Notes: 1.) Loads shown may be governed by Minimum Wind Design Loads per Section 28.6.4.

2.) Pressures shown are applied to the horizontal and vertical projections.

3.) Plus and minus signs signify pressures acting toward (+) and away (-) from the surfaces.

4.) Load case 2 at 25° is provided only for interpolation between 25° and 30° (Figure 28.5-1 - Note 4).

5.) Reference ASCE 7-16 Figure 28.5-1 for more information.

62.0

63.2

50.3 8.1

58.1

59.7

60.8

8.5

8.8

9.1

9.4

52.7

54.6

56.6

(psf)

Windward OverhangInterior Zones

(psf)

End Zones

(psf)

End Zones

(psf)

8.0

Wall (A)

Interior Zones

(psf)

Wall (C) Roof (D)Roof (B)

47.2

9.3

9.5

9.6

9.8

9.8

10.0

40.9

42.0

43.1

44.0

8.3

8.6

9.0

34.1

36.4

38.1

39.5

8.0

Roof (G)

Leeward

Roof (H)

Case 1 or 2:

Windward

Roof (E)

Leeward

Roof (F)

10.410.2 45.7

Windward

10.0 44.8 10.2

Project: OPRD CABIINS Job #: 20220558 By: ABU Date: 03/23 Sheet #:

L-1

L-2 v4.02 - Software Copyright 2020 VLMK Consulting Engineers. All Rights Reserved.

Shearwall Design Force Transfer Method with One Opening Based on the 2018 International Building Code & 2015 SDPWS Section 4.3.5.2 (Force Transfer Method)

Internal Diaphragm Shear Zones (per Diekmann's approach) v = plf

Notes:

1. Input Wind loads as 0.6W values.

Load Combination: -0.6D + 0.6W

2. Input Seismic loads as 0.7E values.

Load Combination: -(0.6-0.14SDS)D + 0.7E

Vtotal = lbs total shear to wall vmax = plf maximum panel shear

Shearwall Aspect Ratios (SDPWS Section 4.3.4.4 & 4.3.4.2)

Reduction Factor for Seismic Forces

Overall Shearwall

Pier B-D,1-2

Pier B-D,4-5

Chord Force Analysis

Vertical Chord Forces Horizontal Chord Forces

B A Max Horizontal

C B Strap Force:

D D Hmax = lbs

E E

External Overturning Analysis

Roof Dead Load = psf Tributary Roof = ft

Floor Dead Load = psf Tributary Floor = ft SDS = short period

Wall Dead Load = psf Wind or Seismic? response factor

Holdown Offset = in measured from centerline of holdown to end of wall

MOT= lb-ft

MRES= lb-ft

Uplift= lbs

Uplift Above = lbs

Design Uplift= lbs

1297.65

-626

-564

3.67

3.33

-407

-972

-1598

-2050

2.332

3.67

205 2

Ratio

1.58

1.84

1.84

Width

6.33

Height

3.67

W

12976.5

-377 0

649272

1.75

1.00

1.00

1.00

-377 y x

4 52 311

A

B

C

D

E

Project: OPRD CABINS Job #: 20220558 By: ABU Date: 03/23 Sheet #:

L-3

Shearwall Design Force Transfer Method with One Opening (BACK WALL) Based on the 2018 International Building Code & 2015 SDPWS Section 4.3.5.2 (Force Transfer Method)

Internal Diaphragm Shear Zones (per Diekmann's approach) v = plf

Notes:

1. Input Wind loads as 0.6W values.

Load Combination: -0.6D + 0.6W

2. Input Seismic loads as 0.7E values.

Load Combination: -(0.6-0.14SDS)D + 0.7E

Vtotal = lbs total shear to wall vmax = plf maximum panel shear

Shearwall Aspect Ratios (SDPWS Section 4.3.4.4 & 4.3.4.2)

Reduction Factor for Seismic Forces

Overall Shearwall

Pier B-D,1-2

Pier B-D,4-5

Chord Force Analysis

Vertical Chord Forces Horizontal Chord Forces

B A Max Horizontal

C B Strap Force:

D D Hmax = lbs

E E

External Overturning Analysis

Roof Dead Load = psf Tributary Roof = ft

Floor Dead Load = psf Tributary Floor = ft SDS = short period

Wall Dead Load = psf Wind or Seismic? response factor

Holdown Offset = in measured from centerline of holdown to end of wall

MOT= lb-ft

MRES= lb-ft

Uplift= lbs

Uplift Above = lbs

Design Uplift= lbs

26496

-268

-537

5.5

1.5

-276

-813

-1082

-1220

2.677

5.5

122 6.33

6.5

6.5

Ratio

0.63

0.79

0.87

Width

6.33

Height

5.5

-450

W

19520

-450

-380 0

1025645

1.75

1.00

1.00

1.00

-344 y x

4 52 311

A

B

C

D

E

Project: OPRD CABINS Job #: 20220558 By: ABU Date: 03/23 Sheet #:

L-4

Shearwall Design Force Transfer Method with Two Openings (SIDE WALLS) Based on the 2018 International Building Code & 2015 SDPWS Section 4.3.5.2 (Force Transfer Method)

Internal Diaphragm Shear Zones (per Diekmann's approach) v = plf

Vtotal = lbs total shear to wall vmax = plf maximum panel shear

T Notes: C

1. Input Wind loads as 0.6W values. Load Combination: -0.6D + 0.6W

2. Input Seismic loads as 0.7E values. Load Combination: (0.6-0.14SDS)D + 0.7E

Shearwall Aspect Ratios (SDPWS Section 4.3.4.4 & 4.3.4.2)

Reduction Factor for Seismic Forces

Overall Shearwall

Pier B-D,1-2

Pier B-D,4-5

Pier B-D,7-8

Chord Force Analysis

Vertical Chord Forces Horizontal Chord Forces

B A

C B

D D

E E

Max Horizontal Strap Force: Hmax = lbs

External Overturning Analysis

Roof Dead Load = psf Tributary Roof = ft

Floor Dead Load = psf Tributary Floor = ft SDS = short period

Wall Dead Load = psf Wind or Seismic? response factor

Holdown Offset = in measured from centerline of holdown to end of wall

MOT= lb-ft

MRES= lb-ft

Uplift = lbs Uplift Above = lbs Design Uplift= lbs

1.00

1.00

1.00

1.00

0 -2245

-501

-305

0 1125

501 0196

-138

211 29 0 257

-211 -29

-738

7 8

6.25 0.533.33

629167

4 52

Ratio

198271

8.83 0.38

4.67 0.71

24.17

Width

2.67 6.25 1.75 8.83

0.37

1 2

-167

-138138

4.67

2.34

3.33

3.33

3.33

3.33

Height

-2245

1.75

333 1096 1353 1982

70979

W

17837

0 0

-196

0 738

-136 0

1649 1513

-196

-257

857 886 y x

B

A

D

E

C

1 2 3 4 5 x

6 7 8

Project: OPRD CABINS Job #: 20220558 By: ABU Date: 03/23 Sheet #:

L-5

Wood Shearwall Overturning Analysis Based on the 2018 International Building Code

Design Input

Roof DL = 15.0 psf

Floor DL = 105.0 psf

Wall DL = 15.0 psf

Tolerance = 200 lbs

Holdown Offset = 6.0 in (see Note 3)

SDS = 1.750 Design Acceleration

Ω = 2.5 Overstrength Factor

Notes:

1. Input Wind loads as 0.6W values. Load Combination: -0.6D + 0.6W

2. Input Seismic loads as 0.7E values. Load Combination: -(0.6-0.14SDS)D + 0.7E

3. Holdown Offset measured from centerline of holdown to end of wall.

4. Simpson Holdowns are based on a minimum 3 1/2" stud/post width (2x4 wall) except as noted.

5. At Simpson HDU14, HD12, and HD19 holdowns, designer is to verify anchor bolt requirements and post size & capacity considering effective post height.

6. Simpson strap values are based on 18" floor-to-floor clearspan.

7. TCONC is an ultimate (strength) level force and does not include uplift from above since this value is calculated as an allowable (service) level force. TCONC based on Load Combination: -(0.9-0.2SDS)D + ΩE

Shearwall Overturning Analysis

Note 1,2 (W)ind Roof Floor holdown Uplift Total Notes 4,5,6 Note 7

Height Width Load -or- Trib Trib -or- MOT MRES Above Uplift Strap/Holdown TCONC

(ft) (ft) (plf) (S)eis (ft) (ft) strap (lb-ft) (lb-ft) (lbs) (lbs) Required (lbs)

MIDDLE WALL

9.8 11.0 313 W 12.0 6.0 holdown 33569 34712 0 -109 OK --

Wall

P

P up

WALL

WT.

ROOF/FLOOR LOAD

HEIGHT

WIDTH

Project: OPRD CABINS Job #: 20220558 By: ABU Date: 03/23 Sheet #:

L-6

L-7

Shearwall Design Force Transfer Method with One Opening Based on the 2018 International Building Code & 2015 SDPWS Section 4.3.5.2 (Force Transfer Method)

Internal Diaphragm Shear Zones (per Diekmann's approach) v = plf

Notes:

1. Input Wind loads as 0.6W values.

Load Combination: -0.6D + 0.6W

2. Input Seismic loads as 0.7E values.

Load Combination: -(0.6-0.14SDS)D + 0.7E

Vtotal = lbs total shear to wall vmax = plf maximum panel shear

Shearwall Aspect Ratios (SDPWS Section 4.3.4.4 & 4.3.4.2)

Reduction Factor for Seismic Forces

Overall Shearwall

Pier B-D,1-2

Pier B-D,4-5

Chord Force Analysis

Vertical Chord Forces Horizontal Chord Forces

B A Max Horizontal

C B Strap Force:

D D Hmax = lbs

E E

External Overturning Analysis

Roof Dead Load = psf Tributary Roof = ft

Floor Dead Load = psf Tributary Floor = ft SDS = short period

Wall Dead Load = psf Wind or Seismic? response factor

Holdown Offset = in measured from centerline of holdown to end of wall

MOT= lb-ft

MRES= lb-ft

Uplift= lbs

Uplift Above = lbs

Design Uplift= lbs

1202.7

-581

-523

3.67

3.33

-377

-900

-1481

-1900

2.332

3.67

190 2

Ratio

1.58

1.84

1.84

Width

6.33

Height

3.67

S

12027

-350 0

601252

1.75

1.00

1.00

1.00

-350 y x

4 52 311

A

B

C

D

E

Project: OPRD CABINS Job #: 20220558 By: ABU Date: 03/23 Sheet #:

(FRONT WALL)

L-8

Shearwall Design Force Transfer Method with One Opening (BACK WALL) Based on the 2018 International Building Code & 2015 SDPWS Section 4.3.5.2 (Force Transfer Method)

Internal Diaphragm Shear Zones (per Diekmann's approach) v = plf

Notes:

1. Input Wind loads as 0.6W values.

Load Combination: -0.6D + 0.6W

2. Input Seismic loads as 0.7E values.

Load Combination: -(0.6-0.14SDS)D + 0.7E

Vtotal = lbs total shear to wall vmax = plf maximum panel shear

Shearwall Aspect Ratios (SDPWS Section 4.3.4.4 & 4.3.4.2)

Reduction Factor for Seismic Forces

Overall Shearwall

Pier B-D,1-2

Pier B-D,4-5

Chord Force Analysis

Vertical Chord Forces Horizontal Chord Forces

B A Max Horizontal

C B Strap Force:

D D Hmax = lbs

E E

External Overturning Analysis

Roof Dead Load = psf Tributary Roof = ft

Floor Dead Load = psf Tributary Floor = ft SDS = short period

Wall Dead Load = psf Wind or Seismic? response factor

Holdown Offset = in measured from centerline of holdown to end of wall

MOT= lb-ft

MRES= lb-ft

Uplift= lbs

Uplift Above = lbs

Design Uplift= lbs

1.75

1.00

1.00

1.00

-262

-290 0

781492

-337

S

14880

-337

93 6.33

6.5

6.5

Ratio

0.63

0.79

0.87

Width

6.33

Height

5.5

2.677

5.5

5.5

1.5

-211

-620

-825

-930

20107

-205

-409 y x

4 52 311

A

B

C

D

E

Project: OPRD CABINS Job #: 20220558 By: ABU Date: 03/23 Sheet #:

L-9

Shearwall Design Force Transfer Method with Two Openings (SIDE WALLS) Based on the 2018 International Building Code & 2015 SDPWS Section 4.3.5.2 (Force Transfer Method)

Internal Diaphragm Shear Zones (per Diekmann's approach) v = plf

Vtotal = lbs total shear to wall vmax = plf maximum panel shear

T Notes: C

1. Input Wind loads as 0.6W values. Load Combination: -0.6D + 0.6W

2. Input Seismic loads as 0.7E values. Load Combination: (0.6-0.14SDS)D + 0.7E

Shearwall Aspect Ratios (SDPWS Section 4.3.4.4 & 4.3.4.2)

Reduction Factor for Seismic Forces

Overall Shearwall

Pier B-D,1-2

Pier B-D,4-5

Pier B-D,7-8

Chord Force Analysis

Vertical Chord Forces Horizontal Chord Forces

B A

C B

D D

E E

Max Horizontal Strap Force: Hmax = lbs

External Overturning Analysis

Roof Dead Load = psf Tributary Roof = ft

Floor Dead Load = psf Tributary Floor = ft SDS = short period

Wall Dead Load = psf Wind or Seismic? response factor

Holdown Offset = in measured from centerline of holdown to end of wall

MOT= lb-ft

MRES= lb-ft

Uplift = lbs Uplift Above = lbs Design Uplift= lbs

-214 0

2595 2381

-309

-405

1348 1394

-1180

1.75

523 1724 2129 3118

55995

S

28061

0 0

-309

0 1161

2.67 6.25 1.75 8.83

0.37

1 2

-262

-217217

4.67

2.34

3.33

3.33

3.33

3.33

Height

Ratio

3118112

8.83 0.38

4.67 0.71

24.17

Width

-1161

7 8

6.25 0.533.33

989262

4 52

1.00

1.00

1.00

1.00

0 -1180

-788

-479

0 1770

788 0309

-217

333 46 0 405

-333 -46 y x

B

A

D

E

C

1 2 3 4 5 x

6 7 8

Project: OPRD CABINS Job #: 20220558 By: ABU Date: 03/23 Sheet #:

L-10

Wood Shearwall Overturning Analysis Based on the 2018 International Building Code

Design Input

Roof DL = 30.0 psf

Floor DL = 105.0 psf

Wall DL = 15.0 psf

Tolerance = 200 lbs

Holdown Offset = 6.0 in (see Note 3)

SDS = 1.750 Design Acceleration

Ω = 2.5 Overstrength Factor

Notes:

1. Input Wind loads as 0.6W values. Load Combination: -0.6D + 0.6W

2. Input Seismic loads as 0.7E values. Load Combination: -(0.6-0.14SDS)D + 0.7E

3. Holdown Offset measured from centerline of holdown to end of wall.

4. Simpson Holdowns are based on a minimum 3 1/2" stud/post width (2x4 wall) except as noted.

5. At Simpson HDU14, HD12, and HD19 holdowns, designer is to verify anchor bolt requirements and post size & capacity considering effective post height.

6. Simpson strap values are based on 18" floor-to-floor clearspan.

7. TCONC is an ultimate (strength) level force and does not include uplift from above since this value is calculated as an allowable (service) level force. TCONC based on Load Combination: -(0.9-0.2SDS)D + ΩE

Shearwall Overturning Analysis

Note 1,2 (W)ind Roof Floor holdown Uplift Total Notes 4,5,6 Note 7

Height Width Load -or- Trib Trib -or- MOT MRES Above Uplift Strap/Holdown TCONC

(ft) (ft) (plf) (S)eis (ft) (ft) strap (lb-ft) (lb-ft) (lbs) (lbs) Required (lbs)

MIDDLE WALL

9.8 11.0 213 s 12.0 6.0 holdown 22844 24404 0 -149 OK 4169

Wall

P

P up

WALL

WT.

ROOF/FLOOR LOAD

HEIGHT

WIDTH

Project: OPRD CABINS Job #: 20220558 By: ABU Date: 03/23 Sheet #:

L-11

L-12

FOUNDATIONS

C-1

C-2

9840 lbs 2000 psf

2.218 ft 3'-0"A