ITB 12278 Attachment E-2 STRUCTURAL ENGINEERING CALCULATIONS.pdf

PSE Consulting Engineers Inc.

250-A Main Street E-Mail: info@structure1.com ph. (541) 850-6300 Klamath Falls, OR. 97601 Web: www.structure1.com fax (541) 850-6233

STRUCTURAL

ENGINEERING

CALCULATIONS

PROJECT: Collier 20x40 Rebuild

PROJECT LOCATION: 46000 Hwy 97N Chiloquin, OR 97624

PSE PROJECT NUMBER: Civil West 222-006

DATE: May 05rd, 2022

BY: Nabil Taha, Ph.D., P.E.

[Arshad Shaik]

Project #: Civil west 222-006

Table of Contents:

Subject: Page:

1- References / Software: 10-99

2- Design Criteria: 100-199

3- Roof Framing Analysis & Design: 1,000 – 1,999

4- Foundation Analysis & Design: 2,000 – 2,999

5- Lateral Analysis & Design: 3,000 – 3,999

References:

1- Literature:

a. 2022 Oregon Structural Specialty Code (OSSC), based on the 2018 International Building Code (IBC)

b. Design of Wood Structures, Donald E. Breyer 4th ED.

c. Building Code Requirements for Structural Concrete, ACI318-19

2- Software:

a. Wood Works Design Office Version 12.0, American Forest & Paper Association

b. BC Calc Analysis for Engineered Wood Products, Boise Cascade Wood Products, LLC

Design Criteria:

1- Location: 46000 Hwy 97N

Chiloquin, OR 97624 (Lat 42.642536 Lon -121.8808266)

2- Seismic: RC II

SDC D

Site Class D

Sms 0.871 Sm1 0.612

SDS 1.0

SD1 0.408

IE 1.0

R 6.5

3- Wind: Ultimate wind speed 110 mph (3 s. gust)

Exposure B

RC II

4- Snow: 46 psf (ground)

35.4 psf (flat roof)

35.4 psf (sloped roof)

5- Soil Bearing Capacity: 1500 psf (presumptive value from IBC)

6- Gravity Loads: DL Floor: 15 psf

LL Floor: 40 psf DL Roof: 15 psf Partition Walls: 10 psf

Exterior Walls: 15 psf

7- Deflection Criteria: Floor LL Deflection: L/480

Roof TL Deflection: L/180

**Other criteria assumed as stated in design calculations.

12/15/21, 12:41 PM ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=42.6425236&lng=-121.8808266&address=46000 Hwy 97 N Chiloquin%2C OR 97624 1/2

Hazards by Location

Search Information

Address: 46000 Hwy 97 N Chiloquin, OR 97624

Coordinates: 42.6425236, -121.8808266

Elevation: 4210 ft

Timestamp: 2021-12-15T20:41:41.497Z

Hazard Type: Seismic

Reference Document:

ASCE7-16

Risk Category: II

Site Class: D-default

Basic Parameters

Name Value Description

SS 0.705 MCER ground motion (period=0.2s)

S1 0.307 MCER ground motion (period=1.0s)

SMS 0.871 Site-modified spectral acceleration value

SM1 * null Site-modified spectral acceleration value

SDS 0.581 Numeric seismic design value at 0.2s SA

SD1 * null Numeric seismic design value at 1.0s SA

* See Section 11.4.8

Additional Information

Name Value Description

SDC * null Seismic design category

Fa 1.236 Site amplification factor at 0.2s

Fv * null Site amplification factor at 1.0s

CRS 0.89 Coefficient of risk (0.2s)

CR1 0.882 Coefficient of risk (1.0s)

PGA 0.313 MCEG peak ground acceleration

FPGA 1.287 Site amplification factor at PGA

PGAM 0.403 Site modified peak ground acceleration

4210 ft

Report a map errorMap data ©2021 Imagery ©2021 , Maxar Technologies, State of Oregon https://www.google.com/maps/@42.6425236,-121.8808266,18z/data=!3m1!1e3!10m1!1e1!12b1?source=apiv3&rapsrc=apiv3 https://maps.google.com/maps?ll=42.642524,-121.880827&z=18&t=h&hl=en-US&gl=US&mapclient=apiv3

12/15/21, 12:41 PM ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=42.6425236&lng=-121.8808266&address=46000 Hwy 97 N Chiloquin%2C OR 97624 2/2

TL 16 Long-period transition period (s)

SsRT 0.705 Probabilistic risk-targeted ground motion (0.2s)

SsUH 0.792 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years)

SsD 2.025 Factored deterministic acceleration value (0.2s)

S1RT 0.307 Probabilistic risk-targeted ground motion (1.0s)

S1UH 0.348 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years)

S1D 0.931 Factored deterministic acceleration value (1.0s)

PGAd 0.834 Factored deterministic acceleration value (PGA)

* See Section 11.4.8

The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.

Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services.

While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report.

https://earthquake.usgs.gov/ws/designmaps/

12/15/21, 12:39 PM ATC Hazards by Location https://hazards.atcouncil.org/#/wind?lat=42.6425236&lng=-121.8808266&address=46000 Hwy 97 N Chiloquin%2C OR 97624 1/2

Hazards by Location

Search Information

Address: 46000 Hwy 97 N Chiloquin, OR 97624

Coordinates: 42.6425236, -121.8808266

Elevation: 4210 ft

Timestamp: 2021-12-15T20:36:55.337Z

Hazard Type: Wind

ASCE 7-16

MRI 10-Year 67 mph

MRI 25-Year 72 mph

MRI 50-Year 77 mph

MRI 100-Year 82 mph

Risk Category I 90 mph

Risk Category II 96 mph

Risk Category III 103 mph

Risk Category IV 107 mph

ASCE 7-10

MRI 10-Year 72 mph

MRI 25-Year 79 mph

MRI 50-Year 85 mph

MRI 100-Year 91 mph

Risk Category I 100 mph

Risk Category II 110 mph

Risk Category III-IV 115 mph

ASCE 7-05

ASCE 7-05 Wind Speed 85 mph

The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.

Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area – in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region.

Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions.

While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the

4210 ft

Report a map errorMap data ©2021 Imagery ©2021 , Maxar Technologies, State of Oregon https://www.google.com/maps/@42.6427843,-121.8805942,18z/data=!3m1!1e3!10m1!1e1!12b1?source=apiv3&rapsrc=apiv3 https://maps.google.com/maps?ll=42.642784,-121.880594&z=18&t=h&hl=en-US&gl=US&mapclient=apiv3

12/15/21, 12:39 PM ATC Hazards by Location https://hazards.atcouncil.org/#/wind?lat=42.6425236&lng=-121.8808266&address=46000 Hwy 97 N Chiloquin%2C OR 97624 2/2 this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report.

Latitude:

Longitude:

Snow Load:

Modeled Elevation:

Oregon Snow Loading

The design ground snow of any location in the state of Oregon may be determined by entering the latitude and longitude of your site into the boxes below. The tool provides the design ground snow load (pg in ASCE7*) for your site. The design ground snow load val-ues can also be viewed on the online map. Users are strongly recommended to review the Map Usage Notes.

Ground snow loads are very sensitive to geographic location, and particularly sensitive to elevation. It is recommended that the lati-tude and longitude values be entered with a precision of 0.001 (about 105 yards).

Latitude - Longitude Lookup

Results

42.642536

-121.8808266

46.0 psf

4261 ft

Site Elevation versus Modeled Grid Elevation

Site elevation refers to the elevation (above sea level, in feet) of the location for which the snow load is required. The modeled grid elevation is the average elevation of the 4 km (about 2-1/2 miles) grid cell that was used in the snow load modeling. In rela-tively flat terrain, the two elevations will likely be the same or very similar. In sloped or mountainous terrain, the two elevations may be quite different.

The design ground snow load may be underreported for some locations where the site elevation is higher than the modeled grid elevation. Consult the Map Usage Notes if your site elevation is more than 100 ft. above the modeled grid elevation shown, or if your site is at or near the top of a hill.

Oregon Design Ground Snow Load Look Up Results

It is important that the user of this tool understand the principals and limitations of the modeling used to create it. Ground snow loads can vary dramatically over short distances due to changes in precipitation and elevation. It is critical to use good engineer-ing judgment when interpreting and using the results reported by this tool. The user is recommended to review the online map, to gain a better understanding of the variations and range of magnitudes of the ground snow loads in the vicinity of the site location.

In remote regions at high elevation, reliable snow data was not available during the creation of the map. A site-specific case study is required to determine the design ground snow load in these areas. The ground snow load values on the map are based on ex-trapolation, and are not recommended for design. See the Map Usage Notes for the regions that require a site-specific case study.

It is recommended that the local building official having jurisdiction at the site be consulted for minimum design ground snow or roof snow loads.

The reported design ground snow loads must be adjusted as required by Chapter 7 of ASCE7* for site exposure, roof slope, roof configuration, etc. Only the properly adjusted loads can be used to design roof structural elements.

Oregon requires a minimum roof snow load of 20 psf (pm in ASCE7*) for all roofs, plus a 5 psf rain-on-snow surcharge for many roof types, resulting in a 25 psf minimum roof design load for most roofs. See the Map Usage Notes or Snow Load Analysis for Oregon, Part II for further information.

© Copyright 2010-2013 seao.org All rights reserved.

* ASCE Standard (ASCE/SEI 7-10) Minimum Design Loads for Buildings and Other Structures published by the American Society of Civil Engineers.

* ASCE Standard (ASCE/SEI 7-10) Minimum Design Loads for Buildings and Other Structures published by the American Society of Civil Engineers.

http://snowload.seao.org/mapserver.phtml?dg=Counties,Cities,W_roads,rivers,lakes,Hillshade,snowload,stations&me=-122.98,44.846,-121.556,45.705&language=en&config=default http://snowload.seao.org/mapserver-usage.html http://snowload.seao.org/mapserver-usage.html http://snowload.seao.org/mapserver.phtml?dg=Counties,Cities,W_roads,rivers,lakes,Hillshade,snowload,stations&me=-122.98,44.846,-121.556,45.705&language=en&config=default http://snowload.seao.org/mapserver-usage.html http://snowload.seao.org/mapserver-usage.html

Sheet #

Date

Ps : Sloped roof snow load (PSF) δ: Density of snow

CS : Slope factor [ ASCE 7-16, Fig 7-2] hd: Drift Height [ASCE 7, Fig 7-9, lu=W from windward side]

Pf : Flat roof snow load (PSF) S: roof slope for a rise of 1 = 1.5

Ce : Exposure factor [ ASCE 7, Table 7-2 ]

Ct : Thermal factor [ ASCE 7-16 Table 7-3 ]

I : Snow load importance factor [ ASCE 7-16, Table 1.5-2 ]

Pg : Ground snow load

Pf = 0.7 x Ce x Ct x I x Pg [ ASCE 7-16, Eq 7.3-1 ]

I =

Pg =

Exposure

Ce = 1

Ct =

Pf = (PSF)

Ps = CS x Pf [ ASCE-7-16, Eq 7.4-1 ]

/ 12 = 33.7 o

No

No

N/A

Figure:

Line:

Cs =

Ps = (PSF)

Calculated Values

ASCE 7-16 SNOW LOAD

SLOPED ROOF

1.1

AR

Civil West 222-006

1.0

OR

1) Flat Roof Snow Load

35.4

1.000

35.4

C-PartiallyExposed

Cat.

Solid

7-2b

Is roof ventilated?

Roof R-Value

Is roof unobstructed and slippery?

[ASCE 7-16, Fig. 7-2]

[ASCE 7-16, Fig. 7-2]

[ASCE 7-16, Fig. 7-2]

ELEVATION REVIEWED BY:

Roof slope =

(choose N/A if unknown)

(ignore if Thermal Factor, Ct is 1.1, 1.2, or 1.3; choose N/A if unknown)

(ignore if Thermal Factor, Ct is 1.1, 1.2, or 1.3; choose N/A if unknown)

PROJECT NUMBER

DESIGNER

LOCATION (STATE)

2) Sloped Roof Snow Load (Upper Roof) ft2 hr °F/Btu

Enter values from Code

[ ASCE-7-16, Eq 7.4-1 ]

/ 12 = 18.4 o

No

No

N/A

Figure:

Line:

Cs =

Ps = (PSF) ft2 hr °F/Btu

7-2b

(ignore if Thermal Factor, Ct is 1.1, 1.2, or 1.3; choose N/A if unknown)

[ASCE 7-16, Fig. 7-2]

35.4

Solid

Is lower roof unobstructed and slippery? (choose N/A if unknown)

(ignore if Thermal Factor, Ct is 1.1, 1.2, or 1.3; choose N/A if unknown)

1.000

Lower roof R-Value

[ASCE 7-16, Fig. 7-2]

[ASCE 7-16, Fig. 7-2]

Enter values from Code

Calculated Values

ASCE 7-16 SNOW LOAD

LOWER SLOPED ROOF

Lower Roof slope =

Is lower roof ventilated?

ELEVATION REVIEWED BY:

Ps = CS x Pf

2a) Sloped Roof Snow Load (Lower Roof if present)

PROJECT NUMBER

DESIGNER

Civil West 222-006

AR

Unbalanced Snow Load [ASCE 7-16, Sec. 7.6.1]

If Slope > 30.2° or < 2.38° NOT REQUIRED

W = 10 ft

Is Member Prismatic? Y or N γ = 0.13*Pg+14, but not more than 30 = 20.0 (PCF) hd = 0.43*(W)1/3*(Pg+10)1/4-1.5 = 1.69 (FT)

Leeward Pu = I x Pg = N/A (PSF)

Leeward Pu = Ps + Surcharge

Ps = N/A (PSF)

Surcharge Load = = N/A (PSF)

Surcharge Length = = N/A (FT)

Windward Pu = 0 or 0.3*Ps = N/A (PSF)

Enter values from Code

Calculated Values

AR

Not Required

ELEVATION REVIEWED BY:

PROJECT NUMBER

DESIGNER

N

Civil West 222-006 hd*γ/S1/2

8*hd*(S)1/2/3

3) Unbalanced Snow Load

ASCE 7-16 SNOW LOAD

Unbalanced Snow for Hip and Gable Roofs

PROJECT NUMBER

DESIGNER ELEVATION REVIEWED BY:

4) Drift on Lower Roof h: Height from lower to upper roof 7 (FT) lu= Length of Upper Roof 20 (FT) ll= Length of Lower Roof 20 (FT) hb= Ps/γ (Height of balanced snow load) 1.77 (FT) hc= h-hb (Clear height from top of balanced snow load) 5.23 (FT)

Drift Analysis Required or Not?

Lhd= Leeward Drift Height 1.69 (FT)

Whd= Windward Drift Height 1.27 (FT)

Ghd= Governing Drift Height 1.69 (FT) w= Theoretical Width of Drift 6.77 (FT) wmax= 8*hc (Maximum Drift Width) 41.82 (FT) wd= Design Drift Width 6.77 (FT) hd= Design Drift Height 1.69 (FT)

Pdmax= Maximum Drift Surcharge Weight 33.83 (PSF)

Pdmin= Minimum Drift Surcharge Weight 0.00 (PSF) w= Actual Width of Drift 6.77 (FT)

Enter values from Code

Calculated Values

AR 0

Drift on Lower Roof @ 9-10(B-C)

ASCE 7-16 SNOW LOAD

Required

(20 ft is used if less than 20 ft)

(20 ft is used if less than 20 ft)

Civil West 222-006

PROJECT NUMBER

DESIGNER ELEVATION REVIEWED BY:

5) Sliding Snow on Lower Roof Sliding Snow Load [ASCE 7-16, Sec. 7.9]

Is upper roof slippery? Y or N

REQUIRED if Slope > 1/4 on 12 and upper roof is slippery or if Slope > 2 on 12 for other roofs

Total sliding Load per unit length of eave = 0.4*Pf*W = 141.7 plf

Sliding snow distributed over 15ft length = 9.4 psf

Enter values from Code

Calculated Values

ASCE 7-16 SNOW LOAD

Sliding Snow on Lower Roof

Civil West 222-006

AR 0

RequiredN

(if lower roof length < 15ft, the total sliding snow is reduced proportionally)

JOB NUMBER

DESIGNER

Design Information

DATA VALUE

Site Class D-Default

Ss= 0.705

S1= 0.307

SMS= 0.871

SM1= 0.612

IE 1.0

Risk

Category 2 IE : Seismic importance factor

R 6.5 hn 19

Ct 0.02

TL 16

1) Design spectral response acceleration

SDS: 5% Damped spectral response acceleration at short periods

SD1: 5% Damped spectral response acceleration at 1 second period

SDS=2/3(Sms) SDS= 2/3 X 0.87138 SDS= 0.581 [ ASCE 7-16 Eq. 11.4-3 ]

SD1=2/3(Sm1) SD1= 2/3 X 0.611851 SD1= 0.408 [ ASCE 7-16 Eq. 11.4-4 ]

2) Seismic design category

From Table 11.6-1 ASCE 7-16 = D

From Table 11.6-2 ASCE 7-16 = D

3) Determine design base shear (V)

A. ASCE 7-16, 11.4.8 Exception

Ts= 0.7021632

Ta : Approximate Fundamental Period

0.75

T= 0.020 X19 T= 0.182

For Site Class D/D-Default: T is < 1.5 Ts

For site class D/-default Cs shall be calculated per Eq. 12.8-2

Equivalent Force Procedure Cs : Seismic Response Coefficient

[ ASCE 7-16, 12.8.1] V= Cs x W W : Total dead load and other applicable loads

SDS 0.581

R / I 6.5

C. Nor greater than

SD1 OR SD1*TL

T ( R / I ) T 2( R / I )

0.408 X 1 0.408 X 16 X1

0.182 X 6.5 0.033 X 6.5

CS= 0.345 CS= 30.309

D. Nor less than [ ASCE 7-16, 12.8.1.1, Eq. 12.8-5]

CS = 0.044 (SDS) ( I ) CS = 0.044 X 0.581 X1 CS= 0.0256

Governing Cs = 0.089

V= Cs x W Refer to sheet two for W and Calculated V

D

SMS: Max considered spectral response acceleration for short periods

Site conditions, geotech report

Long-period Transition period (Software)

CS = [ ASCE 7-16, 12.8.1.1, Eq. 12.8-4]

CS= 0.089

Seismic Design Parameters (Calculated)

[ ASCE 7-16, 12.8.2.1, Eq. 12.8-7]

ASCE 7-16 Table 1.5-1

CS =

[ ASCE 7-16, 12.8.1.1, Eq. 12.8-3]

EQUIVALENT LATERAL FORCE PROCEDURE

Seismic Design Parameters (Calculated)

ASCE 7-16 Table 1.5-2

T = Ta = Ct ( hn x )

AR

Height per ASCE 7-16

ASCE 7-16 Table 12.8-2

SM1: Max considered spectral response acceleration for 1-second period

R: Response modification factor

Seismic Design Parameters (Software)

Seismic Design Parameters (Software)

ASCE 7-16 Table 12.2-1

Civil West 222-006

SOURCE

V = 0.089 X W

2018 IBC SEISMIC DESIGN

CS = CS =

Governing Design

Category

CS =

1.0

CS =

B. [ ASCE 7-16, 12.8.1.1, Eq. 12.8-2 ]

JOB NUMBER Civil West 222-006

DESIGNER AR

1. Determine dead load at each level of building.

DL (PSF) Area (SF) Length (FT) Height (FT)

a) Roof 20

Roof 15 800 NA NA Misc. 0 0 0 0 Misc. (LBS) 0 NA NA NA

c) 5th floor 0 Ext. Walls 15 NA 0 0 Int. Walls 10 NA 0 0 Floor 15 0 NA NA Misc. 0 0 0 0 Misc. (LBS) 0 NA NA NA

d) 4th floor 0 Ext. Walls 15 NA 0 0 Int. Walls 10 NA 0 0 Floor 15 0 NA NA Misc. 0 0 0 0 Misc. (LBS) 0 NA NA NA

e) 3rd floor 0 Ext. Walls 15 NA 0 0 Int. Walls 10 NA 0 0 Floor 15 0 NA NA Misc. 0 0 0 0 Misc. (LBS) 0 NA NA NA

f) 2nd floor 0 Ext. Walls 0 NA 0 0 Int. Walls 0 NA 0 0 Floor 0 0 NA NA Misc. 0 0 0 0 Misc. (LBS) 0 NA NA NA

g) 1st floor Ext. Walls 15 NA 120 12 Int. Walls 0 NA 0 10 Misc. 0 0 0 0

TOTAL DEAD LOAD (LB) =

2) Determine verticle force distribution at each level ASCE 7-16 12.8.3

F x = C vx x V ASCE 7-16 Eq. 12.8-11 w x x h x k

S w i h i k

F x : Lateral seismic force at any level

V: Seismic base shear (Kips) w x & w i : The portion of the total gravity load of the structure (W) located or assigned to level i or x h x & h x : The height (ft) from the base to level i or x diaphram.

k : An exponent related to the structures period (T) as follows;

T < 0.5 sec k = 1 T > 2.5 sec k = 2 0.5 < T < 2.5 Interpolate between 1 & 2

Refer to sheet one for V (kips) T= 0.182 V= 3.003 k= 1

Level (floor) Wall Height

(ft) Diaphram Height (Ft)

Wx (kips) Wx*hx k C vx Fx (kips)

Allowable Fx (kips)

Roof 12 20 22.800 456 1.000 3.00 2.15 5 0 0 0.000 0 0.000 0 0.00 4 0 0 0.000 0 0.000 0 0.00 3 0 0 0.000 0 0.000 0 0.00 2 0 0 0.000 0 0.000 0.00 0.00

22.800 456 1.000 3.00 2.1

Note: The Total Shear shown in the right hand column is an "allowable" load.

V = 0.089 X W V = 0.089 X 33600

Diaphram elevation from the base level in ft

C vx =

Diaphram elevation from the base level in ft

Total Weight (LB)

12000

Structural portion

Diaphram elevation from the base level in ft

Diaphram elevation from the base level in ft

21600

ASCE 7-16 Eq. 12.8-12

33600

IBC SEISMIC DESIGN

Diaphram elevation from the base level in ft

VERTICLE FORCE DISTRIBUTION EQUIVALENT LATERAL FORCE PROCEDURE

JOB NUMBER Civil West 222-006

DESIGNER AR

1. Determine dead load at each level of building.

DL (PSF) Area (SF) Length (FT) Height (FT)

a) Roof 8.666

Roof 15 180 NA NA Misc. 7.08 180 NA NA Misc. (LBS) 0 NA NA NA

c) 5th floor 0 Ext. Walls 15 NA 0 0 Int. Walls 10 NA 0 0 Floor 15 0 NA NA Misc. 0 0 0 0 Misc. (LBS) 0 NA NA NA

d) 4th floor 0 Ext. Walls 15 NA 0 0 Int. Walls 10 NA 0 0 Floor 15 0 NA NA Misc. 0 0 0 0 Misc. (LBS) 0 NA NA NA

e) 3rd floor 0 Ext. Walls 15 NA 0 0 Int. Walls 10 NA 0 0 Floor 15 0 NA NA Misc. 0 0 0 0 Misc. (LBS) 0 NA NA NA

f) 2nd floor 0 Ext. Walls 0 NA 0 0 Int. Walls 0 NA 0 0 Floor 0 0 NA NA Misc. 0 0 0 0 Misc. (LBS) 0 NA NA NA

g) 1st floor Ext. Walls 15 NA 0 0 Int. Walls 10 NA 0 0 Misc. 0 0 0 0

TOTAL DEAD LOAD (LB) =

2) Determine verticle force distribution at each level ASCE 7-16 12.8.3

F x = C vx x V ASCE 7-16 Eq. 12.8-11 w x x h x k

S w i h i k

F x : Lateral seismic force at any level

V: Seismic base shear (Kips) w x & w i : The portion of the total gravity load of the structure (W) located or assigned to level i or x h x & h x : The height (ft) from the base to level i or x diaphram.

k : An exponent related to the structures period (T) as follows;

T < 0.5 sec k = 1 T > 2.5 sec k = 2 0.5 < T < 2.5 Interpolate between 1 & 2

Refer to sheet one for V (kips) T= 0.182 V= 0.355 k= 1

Level (floor) Wall Height

(ft) Diaphram Height (Ft)

Wx (kips) Wx*hx k C vx Fx (kips)

Allowable Fx (kips)

Roof 0 8.666 3.974 34 1.000 0.36 0.25 5 0 0 0.000 0 0.000 0 0.00 4 0 0 0.000 0 0.000 0 0.00 3 0 0 0.000 0 0.000 0 0.00 2 0 0 0.000 0 0.000 0.00 0.00

3.974 34 1.000 0.36 0.3

Note: The Total Shear shown in the right hand column is an "allowable" load.

IBC SEISMIC DESIGN

Diaphram elevation from the base level in ft

1274.4

VERTICLE FORCE DISTRIBUTION EQUIVALENT LATERAL FORCE PROCEDURE

ASCE 7-16 Eq. 12.8-12

3974.4

Structural portion

Diaphram elevation from the base level in ft

Diaphram elevation from the base level in ft

Total Weight (LB)

V = 0.089 X W V = 0.089 X 3974.4

Diaphram elevation from the base level in ft

C vx =

Diaphram elevation from the base level in ft

ROOF FRAMING ANALYSIS & DESIGN:

Pages 1,000 - 1,999

Project Number Project Name AR Date Subject Date

ID #: 1

Spacing: 16 " Roof Slope: 8 to 12 L1(Overhang): 1.5 ft

L2: 10 ft LT: 11.5 ft

Loads on Rafter Distributed Load (D):

15 psf * 1.33 ft = 20.00 plf

35.4 psf * 1.33 ft = 47.20 plf

-14.39 psf * 1.33 ft = -19.19 plf

Loads on Collar Tie 5 psf * 1.33 ft = 7.00 plf

USE

COLLAR TIE CONNECTION TO RAFTER

= lbs = Lbs = Say 10 nails

Given Total No's of Nails = 10 No's

Dead Load =

Use (10)-10d diam. Nails

Wind Load = Snow Load =

PSE Consulting Engineers Inc.

Civil West 222-006 Collier 20x40 Rebuild Designed by 5/2/2023

Checked by

Rafters @ (B-D)(1-3)

Dead Load =

Capacity of the 10d nails at this junction 107 No's of Nails 9.51

2x12 DF-L #1 Rafters, 2x8 DF-L #1 Collar Tie @ 5' From Ridge

Connections

Axial Load (TENSION) 1,018

(Pg.119)

(Pg.1010)

(Pg.1008)

PSE Consulting Engineers

JM

Civil West 222-006

Rafters and Ties SK-10

May 04, 2023 at 11:54 PM

Rafters and Ties.r3d

Civil West 222-006

Rafters and Ties SK-9

May 04, 2023 at 11:54 PM

Civil West 222-006

Rafters and Ties SK-8

May 04, 2023 at 11:54 PM

Civil West 222-006

Rafters and Ties SK-6

May 04, 2023 at 11:53 PM

Company Designer Job Number Model Name

PSE Consulting Engineers

JM

Civil West 222-006 Rafters and Ties

Checked By :

5/4/2023

11:55:51 PM

RISA-3D Version 21 [ Rafters and Ties.r3d ] Page 1

:RRG�3URSHUWLHV

Label Type Database Species Grade Cm Ci EmodNu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³]

1 DF Solid Sawn Visually Graded Douglas Fir-Larch No.1 1 0.3 0.3 0.035 2 SP Solid Sawn Visually Graded Southern Pine No.1 1 0.3 0.3 0.035 3 HF Solid Sawn Visually Graded Hem-Fir No.1 1 0.3 0.3 0.035 4 SPF Solid Sawn Visually Graded Spruce-Pine-fir No.1 1 0.3 0.3 0.035 5 24F-1.8E DF Balanced Glulam NDS Table 5A 24F-1.8E_DF_BAL na 1 0.3 0.3 0.035 6 24F-1.8E DF Unbalanced Glulam NDS Table 5A 24F-1.8E_DF_UNBAL na 1 0.3 0.3 0.035 7 24F-1.8E SP Balanced Glulam NDS Table 5A 24F-1.8E_SP_BAL na 1 0.3 0.3 0.035 8 24F-1.8E SP Unbalanced Glulam NDS Table 5A 24F-1.8E_SP_UNBAL na 1 0.3 0.3 0.035 9 1.3E-1600F_VERSALAM SCL Boise Cascade 1.3E-1600F_VERSALAM na 1 0.3 0.3 0.035

10 1.35E LSL_SolidStart SCL Louisiana Pacific 1.35E LSL_SolidStart na 1 0.3 0.3 0.035 11 1.3E_RIGIDLAM LVL SCL Roseburg Forest Products 1.3E_RIGIDLAM LVL na 1 0.3 0.3 0.035 12 2.0E_DF Parallam PSL SCL TrusJoist 2.0E_DF Parallam PSL na 1 0.3 0.3 0.035 13 LVL_PRL_1.5E_2250F Custom N/A LVL_PRL_1.5E_2250F na 1 0.3 0.3 0.035 14 LVL_Microlam_1.9E_2600F Custom N/A LVL_Microllam_1.9E_2600F na 1 0.3 0.3 0.035 15 PSL_Parallam_2.0E_2900F Custom N/A PSL_Parallam_2.0E_2900F na 1 0.3 0.3 0.035 16 LSL_TimberStrand_1.55E_2325F Custom N/A LSL_TimberStrand_1.55E_2325F na 1 0.3 0.3 0.035

:RRG�6HFWLRQ�6HWV

Label Shape Type Design List Material Design Rule Area [in²] Iyy [in⁴] Izz [in⁴] J [in⁴] 1 Rafter 2X12 Beam Rectangular Double DF Typical 16.875 3.164 177.979 11.593 2 Tie 2X8 Beam Rectangular Double DF Typical 10.875 2.039 47.635 7.093

0HPEHU�3ULPDU\�'DWD

Label I Node J Node Section/Shape Type Design List Material Design Rule 1 M1 N5 N2 Rafter Beam Rectangular Double DF Typical 2 M2 N2 N7 Rafter Beam Rectangular Double DF Typical 3 M5 N8 N9 Tie Beam Rectangular Double DF Typical

0HPEHU�'LVWULEXWHG�/RDGV��%/&�����'/�

Member LabelDirectionStart Magnitude [k/ft, F, ksf, k-ft/ft]End Magnitude [k/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M1 Y -0.02 -0.02 0 %100 2 M2 Y -0.02 -0.02 0 %100 3 M5 Y -0.007 -0.007 0 %100

0HPEHU�'LVWULEXWHG�/RDGV��%/&�����6/�

Member LabelDirectionStart Magnitude [k/ft, F, ksf, k-ft/ft]End Magnitude [k/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M1 Y -0.047 -0.047 0 %100 2 M2 Y -0.047 -0.047 0 %100

0HPEHU�'LVWULEXWHG�/RDGV��%/&�����:/�

Member LabelDirectionStart Magnitude [k/ft, F, ksf, k-ft/ft]End Magnitude [k/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M1 y -0.02 -0.02 0 %100 2 M2 y -0.02 -0.02 0 %100

Job Number Model Name

PSE Consulting Engineers

JM

Civil West 222-006 Rafters and Ties

Checked By :

5/4/2023

11:55:51 PM

RISA-3D Version 21 [ Rafters and Ties.r3d ] Page 2

%DVLF�/RDG�&DVHV

BLC Description Category Y Gravity Distributed

1 DL DL -1 3

2 SL SL 2

3 WL WL 2

/RDG�&RPELQDWLRQV

Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 Deflection 1 Yes Y DL 1 2 Deflection 2 Yes Y LL 1 3 Deflection 3 Yes Y DL 1 LL 1 4 IBC 21/ASCE ASD 1 Yes Y DL 1 5 IBC 21/ASCE ASD 2 Yes Y DL 1 LL 1 LLS 1 6 IBC 21/ASCE ASD 3 (b) Yes Y DL 1 SL 1 SLN 1 7 IBC 21/ASCE ASD 4 (b) Yes Y DL 1 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 8 IBC 21/ASCE ASD 5 (a) (a) Yes Y DL 1 WL 0.6 9 IBC 21/ASCE ASD 5 (a) (b) Yes Y DL 1 WL -0.6

10 IBC 21/ASCE ASD 6 (a) (a) Yes Y DL 1 WL 0.45 LL 0.75 LLS 0.75 11 IBC 21/ASCE ASD 6 (a) (b) Yes Y DL 1 WL -0.45 LL 0.75 LLS 0.75 12 IBC 21/ASCE ASD 6 (b) (a) Yes Y DL 1 WL 0.45 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 13 IBC 21/ASCE ASD 6 (b) (b) Yes Y DL 1 WL -0.45 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 14 IBC 21/ASCE ASD 7 (a) Yes Y DL 0.6 WL 0.6 15 IBC 21/ASCE ASD 7 (b) Yes Y DL 0.6 WL -0.6

/RDG�&RPELQDWLRQ�'HVLJQ

Description CD Service Hot Rolled Cold Formed Wood Concrete Masonry Aluminum Stainless Connection 1 Deflection 1 Yes Yes Yes Yes Yes Yes Yes Yes Yes 2 Deflection 2 Yes Yes Yes Yes Yes Yes Yes Yes Yes 3 Deflection 3 Yes Yes Yes Yes Yes Yes Yes Yes Yes 4 IBC 21/ASCE ASD 1 0.9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 5 IBC 21/ASCE ASD 2 Yes Yes Yes Yes Yes Yes Yes Yes Yes 6 IBC 21/ASCE ASD 3 (b) 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 7 IBC 21/ASCE ASD 4 (b) 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 8 IBC 21/ASCE ASD 5 (a) (a) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 9 IBC 21/ASCE ASD 5 (a) (b) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes

10 IBC 21/ASCE ASD 6 (a) (a) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 11 IBC 21/ASCE ASD 6 (a) (b) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 12 IBC 21/ASCE ASD 6 (b) (a) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 13 IBC 21/ASCE ASD 6 (b) (b) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 14 IBC 21/ASCE ASD 7 (a) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 15 IBC 21/ASCE ASD 7 (b) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes

1RGH�5HDFWLRQV

LC Node Label X [k] Y [k] Z [k] MX [k-ft] MY [k-ft] MZ [k-ft] 1 1 N5 0 0.34 0 0 0 0 2 1 N7 0 0.34 0 0 0 0

3 1 N2 0 0 0 0 0 LOCKED

4 1 N9 NC NC NC LOCKED NC NC

5 1 Totals: 0 0.681 0 6 1 COG (ft): X: 9.75 Y: 2.332 Z: 0 7 2 N5 0 0 0 0 0 0 8 2 N7 0 0 0 0 0 0

9 2 N2 0 0 0 0 0 LOCKED

Job Number Model Name

PSE Consulting Engineers

JM

Civil West 222-006 Rafters and Ties

Checked By :

5/4/2023

11:55:51 PM

RISA-3D Version 21 [ Rafters and Ties.r3d ] Page 3

1RGH�5HDFWLRQV��&RQWLQXHG�

LC Node Label X [k] Y [k] Z [k] MX [k-ft] MY [k-ft] MZ [k-ft]

10 2 N9 NC NC NC LOCKED NC NC

11 2 Totals: 0 0 0 12 2 COG (ft): NC NC NC 13 3 N5 0 0.34 0 0 0 0 14 3 N7 0 0.34 0 0 0 0

15 3 N2 0 0 0 0 0 LOCKED

16 3 N9 NC NC NC LOCKED NC NC

17 3 Totals: 0 0.681 0 18 3 COG (ft): X: 9.75 Y: 2.332 Z: 0 19 4 N5 0 0.34 0 0 0 0 20 4 N7 0 0.34 0 0 0 0

21 4 N2 0 0 0 0 0 LOCKED

22 4 N9 NC NC NC LOCKED NC NC

23 4 Totals: 0 0.681 0 24 4 COG (ft): X: 9.75 Y: 2.332 Z: 0 25 5 N5 0 0.34 0 0 0 0 26 5 N7 0 0.34 0 0 0 0

27 5 N2 0 0 0 0 0 LOCKED

28 5 N9 NC NC NC LOCKED NC NC

29 5 Totals: 0 0.681 0 30 5 COG (ft): X: 9.75 Y: 2.332 Z: 0 31 6 N5 0 0.891 0 0 0 0 32 6 N7 0 0.891 0 0 0 0

33 6 N2 0 0 0 0 0 LOCKED

34 6 N9 NC NC NC LOCKED NC NC

35 6 Totals: 0 1.782 0 36 6 COG (ft): X: 9.75 Y: 2.311 Z: 0 37 7 N5 0 0.753 0 0 0 0 38 7 N7 0 0.753 0 0 0 0

39 7 N2 0 0 0 0 0 LOCKED

40 7 N9 NC NC NC LOCKED NC NC

41 7 Totals: 0 1.507 0 42 7 COG (ft): X: 9.75 Y: 2.313 Z: 0 43 8 N5 0 0.457 0 0 0 0 44 8 N7 0 0.457 0 0 0 0

45 8 N2 0 0 0 0 0 LOCKED

46 8 N9 NC NC NC LOCKED NC NC

47 8 Totals: 0 0.915 0 48 8 COG (ft): X: 9.75 Y: 2.288 Z: 0 49 9 N5 0 0.223 0 0 0 0 50 9 N7 0 0.223 0 0 0 0

51 9 N2 0 0 0 0 0 LOCKED

52 9 N9 NC NC NC LOCKED NC NC

53 9 Totals: 0 0.447 0 54 9 COG (ft): X: 9.75 Y: 2.423 Z: 0 55 10 N5 0 0.428 0 0 0 0 56 10 N7 0 0.428 0 0 0 0

57 10 N2 0 0 0 0 0 LOCKED

58 10 N9 NC NC NC LOCKED NC NC

59 10 Totals: 0 0.856 0 60 10 COG (ft): X: 9.75 Y: 2.296 Z: 0 61 11 N5 0 0.253 0 0 0 0 62 11 N7 0 0.253 0 0 0 0

63 11 N2 0 0 0 0 0 LOCKED

64 11 N9 NC NC NC LOCKED NC NC

Job Number Model Name

PSE Consulting Engineers

JM

Civil West 222-006 Rafters and Ties

Checked By :

5/4/2023

11:55:51 PM

RISA-3D Version 21 [ Rafters and Ties.r3d ] Page 4

1RGH�5HDFWLRQV��&RQWLQXHG�

LC Node Label X [k] Y [k] Z [k] MX [k-ft] MY [k-ft] MZ [k-ft] 65 11 Totals: 0 0.505 0 66 11 COG (ft): X: 9.75 Y: 2.392 Z: 0 67 12 N5 0 0.841 0 0 0 0 68 12 N7 0 0.841 0 0 0 0

69 12 N2 0 0 0 0 0 LOCKED

70 12 N9 NC NC NC LOCKED NC NC

71 12 Totals: 0 1.682 0 72 12 COG (ft): X: 9.75 Y: 2.297 Z: 0 73 13 N5 0 0.666 0 0 0 0 74 13 N7 0 0.666 0 0 0 0

75 13 N2 0 0 0 0 0 LOCKED

76 13 N9 NC NC NC LOCKED NC NC

77 13 Totals: 0 1.331 0 78 13 COG (ft): X: 9.75 Y: 2.334 Z: 0 79 14 N5 0 0.321 0 0 0 0 80 14 N7 0 0.321 0 0 0 0

81 14 N2 0 0 0 0 0 LOCKED

82 14 N9 NC NC NC LOCKED NC NC

83 14 Totals: 0 0.642 0 84 14 COG (ft): X: 9.75 Y: 2.269 Z: 0 85 15 N5 0 0.087 0 0 0 0 86 15 N7 0 0.087 0 0 0 0

87 15 N2 0 0 0 0 0 LOCKED

88 15 N9 NC NC NC LOCKED NC NC

89 15 Totals: 0 0.174 0 90 15 COG (ft): X: 9.75 Y: 2.565 Z: 0

(QYHORSH�1RGH�5HDFWLRQV

Node Label X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 1 N5 max 0 2 0.891 6 0 15 0 15 0 15 0 15 2 min 0 6 0 2 0 1 0 1 0 1 0 1 3 N7 max 0 15 0.891 6 0 15 0 15 0 15 0 15 4 min 0 1 0 2 0 1 0 1 0 1 0 1 5 N2 max 0 15 0 15 0 15 0 15 0 15 LOCKED 6 min 0 1 0 1 0 1 0 1 0 1 LOCKED 7 N9 max NC NC NC LOCKED NC NC 8 min NC NC NC LOCKED NC NC 9 Totals: max 0 2 1.782 6 0 15

10 min 0 6 0 2 0 1

(QYHORSH�0D[LPXP�0HPEHU�6HFWLRQ�)RUFHV

Member Axial[k]Loc[ft]LCy Shear[k]Loc[ft]LCz Shear[k]Loc[ft]LCTorque[k-ft]Loc[ft]LCy-y Moment[k-ft]Loc[ft]LCz-z Moment[k-ft]Loc[ft]LC 1 M1 max 1.131 4.516 6 0.743 0 6 0 11.71815 0 11.71815 0 11.71815 0.397 11.718 6 2 min 0 0 2 -0.564 11.718 6 0 0 1 0 0 1 0 0 1 -2.463 4.394 6 3 M2 max 1.131 7.202 6 0.564 0 6 0 11.71815 0 11.71815 0 11.71815 0.397 0 6 4 min 0 0 2 -0.743 11.718 6 0 0 1 0 0 1 0 0 1 -2.463 7.324 6 5 M5 max 0 12 2 0.058 0 9 0 12 15 0 12 15 0 12 15 0 12 2 6 min -1.018 0 6 -0.058 12 6 0 0 1 0 0 1 0 0 1 -0.481 6 6

Job Number Model Name

PSE Consulting Engineers

JM

Civil West 222-006 Rafters and Ties

Checked By :

5/4/2023

11:55:51 PM

RISA-3D Version 21 [ Rafters and Ties.r3d ] Page 5

(QYHORSH�$:&�1'6������6'3:6����$6'�0HPEHU�:RRG�&RGH�&KHFNV

MemberShapeCode CheckLoc[ft] LC Shear CheckLoc[ft] Dir LC Fc' [ksi]Ft' [ksi]Fb1' [ksi]Fb2' [ksi]Fv' [ksi] RB CL CP Eqn 1 M1 2X12 0.843 4.394 6 0.319 0 y 6 1.22 0.776 1.112 1.15 0.207 16.4440.9670.7073.9-3 2 M2 2X12 0.843 7.324 6 0.319 11.718 y 6 1.22 0.776 1.112 1.15 0.207 16.4440.9670.7073.9-3 3 M5 2X8 0.419 6 6 0.049 12 y 4 1.026 0.931 1.375 1.38 0.162 6.218 0.9960.5663.9-1

Subject Date

ID #: 2

Spacing: 24 " O.C.

Roof Slope: 4 to 12 L1(Overhang): 1.5 ft

L2: 7.5 ft LT: 9 ft

Distributed Load (D):

15 psf * 2.00 ft = 31.62 plf

35.4 psf * 2.00 ft = 70.80 plf

33.83 psf * 2.00 ft = 67.66 plf (Untill 0ft-7ft)

USE

Drift Snow load=

2x8 DF-L #2 @ 24" O.C.

LEFT BEARING ON BEAM, RIGHT BEARING ON HANGER: LRU28Z

Rafters @ (A-B)(1-3)

Dead Load = Snow Load =

Checked by

PSE Consulting Engineers Inc.

Civil West 222-006 Collier 20x40 Rebuild Designed by 5/2/2023

(Pg.111)

COMPANY

May 4, 2023 23:59

PROJECT

Rafters @ A-B (1-3)

Design Check Calculation Sheet WoodWorks Sizer 2023

Loads:

Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area No 15.00(24.0") psf Load2 Snow Full Area Yes 35.40(24.0") psf Drift Snow Triangular No 2.20 9.00 0.0 67.7 plf Self-weight Dead Full UDL No 2.6 plf

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

1.5'

9.487'

8.857'0'

Unfactored:

Dead 183 126 Snow 443 429 Factored:

Total 925 836 Bearing:

F'theta 1001 1001 Capacity Joist 8822 3003 Support 9687 - Des ratio Joist 0.11 0.28 Support 0.10 - Load comb #2 #4 Length 5.50 2.00 Min req'd 0.53** 0.56 Cb 1.07 1.00 Cb min 1.71 1.00 Cb support 1.25 - Fcp sup 625 - **Minimum bearing length governed by the required width of the supporting member.

Rafters @ A-B (1-3) Lumber-soft, D.Fir-L, No.2, 2x8 (1-1/2"x7-1/4")

Supports: 1 - Timber-soft Beam, D.Fir-L No.2; 2 - Hanger;

Roof joist spaced at 24.0" c/c; Total length: 9.69'; Clear span(horz): 1.25', 7.125'; Volume = 0.7 cu.ft.; Pitch: 4/12

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 2023Rafters @ A-B (1-3) Page 2

Analysis vs. Load and Resistance Factor Design using NDS 2018 :

Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 84 Fv' = 311 psi fv/Fv' = 0.27 Bending(+) fb = 1203 Fb' = 2145 psi fb/Fb' = 0.56 Bending(-) fb = 159 Fb' = 1723 psi fb/Fb' = 0.09 Deflection:

Interior Live 0.09 = < L/999 0.26 = L/360 in 0.36 Total 0.14 = L/680 0.52 = L/180 in 0.26 Cantil. Live -0.06 = L/331 0.11 = L/180 in 0.54 Total -0.08 = L/229 0.21 = L/90 in 0.39

Additional Data:

FACTORS: F/E(psi) λ CM Ct CL CF Cfu Cr ϕ Ci KF LC#

Fv' 180 0.80 1.00 1.00 - - - - 0.75 1.00 2.88 4 Fb'+ 900 0.80 1.00 1.00 1.000 1.200 - 1.15 0.85 1.00 2.54 4 Fb'- 900 0.80 1.00 1.00 0.803 1.200 - 1.15 0.85 1.00 2.54 2 Fcp' 625 - 1.00 1.00 - - - - 0.90 1.00 1.67 - E' 1.6 million 1.00 1.00 - - - - - 1.00 - 4 Emin' 0.58 million 1.00 1.00 - - - - 0.85 1.00 1.76 4

CRITICAL LOAD COMBINATIONS:

Shear : LC #4 = 1.2D + 1.6S (pattern: sS) Bending(+): LC #4 = 1.2D + 1.6S (pattern: sS) Bending(-): LC #2 = 1.2D + 1.6S Deflection: LC #4 = (live) LC #4 = (total) Bearing : Support 1 – LC #2 = 1.2D + 1.6S Support 2 – LC #4 = 1.2D + 1.6S (pattern: sS) 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: Strength/LRFD from ASCE 7-16 2.3 / IBC 2021 1605.2

CALCULATIONS:

V max = 612, V design = 612 (NDS 3.4.3.1(a)) lbs; M(+) = 1317 lbs-ft; M(-) = 174 lbs-ft EI = 76.21e06 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 Lateral stability(-): Lu = 7.75' Le = 13.00' RB = 22.4; Lu based on full span

Design Notes:

1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Load and Resistance Factor Design (LRFD). Design values are from the NDS Supplement.

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

3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans.

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

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

Subject Date

ID #: 3

Loads from Rafters (Pg. L: 10 ft

Distributed Load (D):

Spacing: 24 " O.C.

Dead Load = 193 lbs \ 2 ft = 96.5 plf Snow Load = 430 lbs \ 2 ft = 215 plf

USE

PSE Consulting Engineers Inc.

Civil West 222-006 Collier 20x40 Rebuild Designed by 5/2/2023

Checked by

Beam @(A)(1-3)

6X10 DF-L #2

End Connections : PC6

1012)

May 5, 2023 00:37

Beam @ (A,1-3)

WoodWorks Sizer 2023

Loads:

Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL No 96.5 plf Load2 Snow Full UDL No 215.0 plf Self-weight Dead Full UDL No 12.4 plf

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

9.562'

20'

19.125'0'

Unfactored:

Dead 433 1302 433 Snow 865 2570 865 Factored:

Total 1894 5644 1894 Bearing:

Capacity Beam 28416 30353 28416 Support 30353 30353 30353 Des ratio Beam 0.07 0.19 0.07 Support 0.06 0.19 0.06 Load comb #2 #2 #2 Length 5.50 5.50 5.50 Min req'd 0.50* 1.03** 0.50* Cb 1.00 1.07 1.00 Cb min 1.00 1.36 1.00 Cb support 1.07 1.07 1.07 Fcp sup 625 625 625 *Minimum bearing length setting used: 1/2" for end supports **Minimum bearing length governed by the required width of the supporting member.

Beam @ (A, 1-3) Timber-soft, D.Fir-L, No.2, 6x10 (5-1/2"x9-1/2")

Supports: All - Timber-soft Beam, D.Fir-L No.2 Total length: 20.0'; Clear span: 9.313', 9.313'; Volume = 7.3 cu.ft.; Beam or stringer

Lateral support: top = 2'-0 bottom = at end supports; (in);

This section PASSES the design code check.

Analysis vs. Load and Resistance Factor Design using NDS 2018 :

Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 68 Fv' = 294 psi fv/Fv' = 0.23 Bending(+) fb = 443 Fb' = 1511 psi fb/Fb' = 0.29 Bending(-) fb = 787 Fb' = 1511 psi fb/Fb' = 0.52 Live Defl'n 0.03 = < L/999 0.32 = L/360 in 0.10 Total Defl'n 0.06 = < L/999 0.48 = L/240 in 0.12

WoodWorks® Sizer 2023Beam @ (A,1-3) Page 2

Additional Data:

FACTORS: F/E(psi) λ CM Ct CL CF Cfu Cr ϕ Ci KF LC#

Fv' 170 0.80 1.00 1.00 - - - - 0.75 1.00 2.88 2 Fb'+ 875 0.80 1.00 1.00 1.000 1.000 - 1.00 0.85 1.00 2.54 2 Fb'- 875 0.80 1.00 1.00 1.000 1.000 - 1.00 0.85 1.00 2.54 2 Fcp' 625 - 1.00 1.00 - - - - 0.90 1.00 1.67 - E' 1.3 million 1.00 1.00 - - - - - 1.00 - 2

CRITICAL LOAD COMBINATIONS:

Shear : LC #2 = 1.2D + 1.6S Bending(+): LC #2 = 1.2D + 1.6S Bending(-): LC #2 = 1.2D + 1.6S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = 1.2D + 1.6S Support 2 – LC #2 = 1.2D + 1.6S Support 3 – LC #2 = 1.2D + 1.6S D=dead S=snow All LC's are listed in the Analysis output Load combinations: Strength/LRFD from ASCE 7-16 2.3 / IBC 2021 1605.2

CALCULATIONS:

V max = 2837, V design = 2366 (NDS 3.4.3.1(a)) lbs; M(+) = 3052 lbs-ft; M(-) = 5426 lbs-ft EI = 510.84e06 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 2021) and the National Design Specification (NDS 2018), using Load and Resistance Factor Design (LRFD). Design values are from the NDS Supplement.

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

3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans.

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

Subject Date

Header @ (B.2-B.4)(1) ID #: 4 L: 3 ft

Loads from Rafters:

Dead Load = 340 lbs \ 2 ft = 170 plf

Snow Load = 551 lbs \ 2 ft = 275.5 plf Wall Load= 15 psf * 3 ft = 45 plf

USE

Header @ (1.2-1.8)(B) ID #: 5 L: 6 ft

Distributed Load (D):

Trib: 6 ft

Dead Load = 15 psf * 6 = 90 plf Snow Load = 35.4 psf * 6 = 212.4 plf

Wall Load= 15 psf * 6.5 ft = 97.5 plf

USE

Civil West 222-006 Collier 20x40 Rebuild Designed by 5/2/2023

PSE Consulting Engineers Inc.

DOUBLE 2x8 DF #2 HEADER

Checked by

DOUBLE 2x10, DF #2 HEADER AND 4x10 DF #2 HEADER

May 5, 2023 00:36

Header @ (B.2-B.4)(1)

WoodWorks Sizer 2023

Loads:

Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 170.0 plf Load2 Snow Full UDL 275.5 plf Load3 Wind Full UDL 45.0 plf Self-weight Dead Full UDL 5.2 plf

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

3.25'

3.042'0'

Unfactored:

Dead 284 284 Snow 448 448 Wind 73 73 Factored:

Total 1092 1092 Bearing:

Capacity Beam 4227 4227 Support 6260 6260 Des ratio Beam 0.26 0.26 Support 0.17 0.17 Load comb #6 #6 Length 1.50 1.50 Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fc sup 700 700 *Minimum bearing length setting used: 1/2" for end supports

Lumber n-ply, D.Fir-L, No.2, 2x8, 2-ply (3"x7-1/4") Supports: All - Timber-soft Column, D.Fir-L No.2

Total length: 3.25'; Clear span: 3.0'; Volume = 0.5 cu.ft.

Lateral support: top = 1'-4 bottom = at supports; (in);

This section PASSES the design code check.

WoodWorks® Sizer 2023Header @ (B.2-B.4)(1) Page 2

Analysis vs. Load and Resistance Factor Design using NDS 2018 :

Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 42 Fv' = 311 psi fv/Fv' = 0.13 Bending(+) fb = 356 Fb' = 1861 psi fb/Fb' = 0.19 Live Defl'n 0.00 = < L/999 0.10 = L/360 in 0.03 Total Defl'n 0.01 = < L/999 0.15 = L/240 in 0.04

Additional Data:

FACTORS: F/E(psi) λ CM Ct CL CF Cfu Cr ϕ Ci KF LC#

Fv' 180 0.80 1.00 1.00 - - - - 0.75 1.00 2.88 6 Fb'+ 900 0.80 1.00 1.00 0.998 1.200 - 1.00 0.85 1.00 2.54 6 Fcp' 625 - 1.00 1.00 - - - - 0.90 1.00 1.67 - E' 1.6 million 1.00 1.00 - - - - - 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 0.85 1.00 1.76 2

CRITICAL LOAD COMBINATIONS:

Shear : LC #6 = 1.2D + 1.6S + 0.5W Bending(+): LC #6 = 1.2D + 1.6S + 0.5W Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #6 = 1.2D + 1.6S + 0.5W Support 2 – LC #6 = 1.2D + 1.6S + 0.5W D=dead S=snow W=wind 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: Strength/LRFD from ASCE 7-16 2.3 / IBC 2021 1605.2

CALCULATIONS:

V max = 1024, V design = 604 (NDS 3.4.3.1(a)) lbs; M(+) = 779 lbs-ft EI = 76.21e06 lb-in^2/ply "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 1.31' Le = 2.75' RB = 5.2; b = full member width

Design Notes:

1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Load and Resistance Factor Design (LRFD). 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. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required.

May 3, 2023 16:46

Header @ (B, 1.2-1.8)

WoodWorks Sizer 2023

Loads:

Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 63.0 plf Load2 Snow Full UDL 215.0 plf Wall Dead Full UDL 150.0 plf Self-weight Dead Full UDL 6.6 plf

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

6.25'

6.056'0'

Unfactored:

Dead 686 686 Snow 672 672 Factored:

Total 1894 1894 Bearing:

Capacity Beam 4227 4227 Support 6260 6260 Des ratio Beam 0.45 0.45 Support 0.30 0.30 Load comb #2 #2 Length 1.50 1.50 Min req'd 0.67 0.67 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fc sup 700 700

Header @ (B, 1.2-1.8) Lumber n-ply, D.Fir-L, No.2, 2x10, 2-ply (3"x9-1/4")

Supports: All - Timber-soft Column, D.Fir-L No.2 Total length: 6.25'; Clear span: 6.0'; Volume = 1.2 cu.ft.

Lateral support: top = 1'-4 bottom = at supports; (in);

This section PASSES the design code check.

Analysis vs. Load and Resistance Factor Design using NDS 2018 :

Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 73 Fv' = 311 psi fv/Fv' = 0.24 Bending(+) fb = 781 Fb' = 1705 psi fb/Fb' = 0.46 Live Defl'n 0.02 = < L/999 0.20 = L/360 in 0.10 Total Defl'n 0.05 = < L/999 0.30 = L/240 in 0.17

WoodWorks® Sizer 2023Header @ (B, 1.2-1.8) Page 2

Additional Data:

FACTORS: F/E(psi) λ CM Ct CL CF Cfu Cr ϕ Ci KF LC#

Fv' 180 0.80 1.00 1.00 - - - - 0.75 1.00 2.88 2 Fb'+ 900 0.80 1.00 1.00 0.997 1.100 - 1.00 0.85 1.00 2.54 2 Fcp' 625 - 1.00 1.00 - - - - 0.90 1.00 1.67 - E' 1.6 million 1.00 1.00 - - - - - 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 0.85 1.00 1.76 2

CRITICAL LOAD COMBINATIONS:

Shear : LC #2 = 1.2D + 1.6S Bending(+): LC #2 = 1.2D + 1.6S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = 1.2D + 1.6S Support 2 – LC #2 = 1.2D + 1.6S D=dead S=snow All LC's are listed in the Analysis output Load combinations: Strength/LRFD from ASCE 7-16 2.3 / IBC 2021 1605.2

CALCULATIONS:

V max = 1840, V design = 1356 (NDS 3.4.3.1(a)) lbs; M(+) = 2785 lbs-ft EI = 158.29e06 lb-in^2/ply "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 1.31' Le = 2.75' RB = 5.8; b = full member width

Design Notes:

1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Load and Resistance Factor Design (LRFD). 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. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required.

Subject Date

Header @ (1.5-2.5)(D) ID #: 6 L: 10 ft

Distributed Load (D):

Wall Load= 15 psf * 11 ft = 165 plf

Loads from Truss Dead Load = 15 psf * 2 = 30 plf

Snow Load = 35.4 psf * 2 = 70.8 plf

USE

Checked by

6X10 DF-L #2

PSE Consulting Engineers Inc.

Civil West 222-006 Collier 20x40 Rebuild Designed by 5/2/2023

May 4, 2023 17:16

Header @ D(1.5-2.5)

WoodWorks Sizer 2023

Loads:

Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 165.0 plf Load3 Dead Full UDL 30.0 plf Load4 Snow Full UDL 70.8 plf Self-weight Dead Full UDL 12.4 plf

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

10.417'

10.042'0'

Unfactored:

Dead 1078 1078 Snow 369 369 Factored:

Total 1871 1871 Bearing:

Capacity Beam 12916 12916 Support 13721 13721 Des ratio Beam 0.12 0.12 Support 0.11 0.11 Load comb #2 #2 Length 2.50 2.50 Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fc sup 700 700 *Minimum bearing length setting used: 1/2" for end supports

Header @ D(1.5-2.5) Timber-soft, D.Fir-L, No.2, 6x10 (5-1/2"x9-1/2")

Supports: All - Timber-soft Column, D.Fir-L No.2 Total length: 10.44'; Clear span: 10.0'; Volume = 3.8 cu.ft.; Beam or stringer

Lateral support: top = 1'-4 bottom = at supports; (in);

This section PASSES the design code check.

Analysis vs. Load and Resistance Factor Design using NDS 2018 :

Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 35 Fv' = 220 psi fv/Fv' = 0.16 Bending(+) fb = 531 Fb' = 1133 psi fb/Fb' = 0.47 Live Defl'n 0.03 = < L/999 0.33 = L/360 in 0.09 Total Defl'n 0.17 = L/714 0.50 = L/240 in 0.34

WoodWorks® Sizer 2023Header @ D(1.5-2.5) Page 2

Additional Data:

FACTORS: F/E(psi) λ CM Ct CL CF Cfu Cr ϕ Ci KF LC#

Fv' 170 0.60 1.00 1.00 - - - - 0.75 1.00 2.88 1 Fb'+ 875 0.60 1.00 1.00 1.000 1.000 - 1.00 0.85 1.00 2.54 1 Fcp' 625 - 1.00 1.00 - - - - 0.90 1.00 1.67 - E' 1.3 million 1.00 1.00 - - - - - 1.00 - 2

CRITICAL LOAD COMBINATIONS:

Shear : LC #1 = 1.4D Bending(+): LC #1 = 1.4D Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = 1.2D + 1.6S Support 2 – LC #2 = 1.2D + 1.6S 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: Strength/LRFD from ASCE 7-16 2.3 / IBC 2021 1605.2

CALCULATIONS:

V max = 1458, V design = 1226 (NDS 3.4.3.1(a)) lbs; M(+) = 3660 lbs-ft EI = 510.84e06 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…