Specifications al
City of Tigard
TIGARD
Responses by Caleb Cox are added in red below.
April 5, 2023
RE: Kitchen addition / remodel
Project Information
Building Permit: MST2023-00120 Construction Type:VB
Address: 14165 SW 103rd Ave Occupancy Types: R3
Area: Stories: 1
The plan review was performed under the Oregon Residential Specialty Code (ORSC) 2021 edition.
The submitted plans have been reviewed and the following information is required prior to issuance
of the permit. Codes can be referenced online at https://www.oregon.gov/bcd/codes-
stand/Pages/index.aspx.
1. The plan shows a Glulam of 14'and the kitchen opening appears to be 22'. Provide beam
calc for entire span and show support locations and size on plan.This beam will not span the
full 22'width.There will be a bearing wall resting on the foundation mid-span that makes
the effective span 14'. See sheet 06.
2. Show post supports in all locations. Check near garage.Added sheet 11 to show all post
supports for each beam. Structural calculations are also included for each post (Note: some
are made up of multiple 2x4s stacked together).
3. Call out blocking or show in cut view blocking between floors. (Squash blocks).Sheet 11—
Added callouts for blocking adjacent to floor joists between floors.
4. Provide continuous load path.The 6x6 post must come down on equal size member below.
R601.20.Sheet 11—Added cross-section details to show continuous load path to
foundation. Per the conversation I had with Allyson, I am electing to have the 6x6 posts be
supported by the existing 2x4 bearing wall in the basement.The 2x4 wall will be reinforced
with additional blocking and I've included structural calculations for all proposed
posts/bearing walls to justify this change from the typical design approach.
5. Provide uplift resistance per R802.8. Sheet 06—Added callout for Simpson Strong Tie H1A
connectors at the rafter to top plate connection and RR connectors at the rafter to ridge
r
board connection.
6. Show or call out lateral supports for roof framing per R802.8.Sheet 07—Added callout to
install 2x6 blocking between rafters.
7. Call out required Shear wall nailing 6"edge and 12"field TYP. Sheet 07—Added to existing
wall bracing callout to clarify fastening every 6" at edges and 12" field.
Please let me know if you have any questions.
Thank you,
Allyson Armstrong
503-718-8137
Boise C BC CALC® Member Report PASSED
ENGINEERED WOOD PRODUCTS
Build 16959 April 10, 2023 22:03:33
Job name: 14165 Kitchen Addition File name: Beam Calculations
Address: Specifier:
City, State,Zip: Designer: Caleb Cox
Customer: Company:
Code reports: WCLIB/WWPA, PR-L313
Member Summary
Design Description Results Product Plies Control
Design
Beam 1 Passed 5-1/8"x 12"BOISE GLULAM®24F-V4/DF 1 Total Load Deflection 71.9%
(Living
Room)
Beam 2 Passed 5-1/8"x 7-1/2"BOISE GLULAM®24F-V4/DF 1 Pos. Moment 30.2%
(Hall)
Beam 3 Passed 5-1/8"x 7-1/2"BOISE GLULAM®24F-V4/DF 1 Member Bearing(1)9.3%
(Stairs)
Beam 4 Passed 5-1/8"x 7-1/2"BOISE GLULAM®24F-V4/DF 1 Total Load Deflection 87.8%
(Kitchen)
Post 1 Passed 2 x 4 DFL SS 3 Slenderness Ratio 54.9%
Post 10 Passed 2 x 4 DFL SS 2 Slenderness Ratio 64.0%
Post 2 Passed 5-1/8"x 5-1/2"BOISE GLULAM®24F-V4/DF 1 Slenderness Ratio 37.5%
Post 3 Passed 2 x 4 DFL SS 4 Axial Compression and
Bending Front-Back 57.4%
Post 4 Passed 2 x 4 DFL SS 4 Axial Compression and
Bending Front-Back 64.9%
Post 5 Passed 5-1/8"x 5-1/2"BOISE GLULAM®24F-V4/DF 1 Slenderness Ratio 37.5%
Post 6 Passed 2 x 4 DFL SS 2 Slenderness Ratio 64.0%
Post 7 Passed 2 x 4 DFL SS 3 Slenderness Ratio 54.9%
Post 8 Passed 2 x 4 DFL SS 2 Slenderness Ratio 64.0%
Post 9 Passed 2 x 4 DFL SS 2 Slenderness Ratio 64.0%
Disclosure
Use of the Boise Cascade Software is subject to the terms of the End User License Agreement(EULA).Completeness and accuracy of input must be reviewed
and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a
particular application. The output here is based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered
wood products must be in accordance with current Installation Guide and applicable building codes.To obtain Installation Guide or ask questions, please call
(800)232-0788 before installation.
BC CALL®,BC FRAMER®,AJSTM',ALLJOIST®,BC RIM BOARDN,BCI®,BOISE GLULAMTM',BC FloorValue®,VERSA-LAM®,VERSA-RIM PLUS®,
VERSA-RIM®,VERSA-STRAND®,VERSA-STUD®are trademarks of Boise Cascade Wood Products L.L.C.
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OREGON
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EXPIRES:12/31/23
Page 1 of 15
®Boise Cascade' Single 5-1/8" x 12" BOISE GLULAM®24F-V4/DF PASSED
ENGINEERED WOOD PRODUCTS
Beam 1 (Living Room)(Roof Drop Beam)
BC CALC®Member Report April 10,2023 22:03:33
Description:
This report has a cover page.See the cover page(s)for project data and important information regarding this analysis and product installation.
<1°
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 1 1 1 1 1 1 1 1 1 1 1 l l l
1 1 1 1 14, 1 1 ♦ ♦ 1 1 1 1 1 1 0 1 1 1 1 11 .1 1 1 1 1 1 1 ♦ 1 1
k /
15-oaoo
B1 B2
Total Horizontal Product Length=15-07-00
Reaction Summary (Down / Uplift) (Ibs)
Bearing Live Dead Snow Wind Roof Live
B1, 3-1/2" 909/0 2390/0 2274/0
B2,3-1/2" 909/0 2390/0 2274/0
Load Summary Live Dead Snow Wind Roof Tributary
Live
Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125%
0 Self-Weight Unf. Lin. (Ib/ft) L 00-00-00 15-07-00 Top 15 00-00-00
2 Unf.Area(Ib/ft2) L 00-00-00 15-07-00 Top 10 25 25 11-08-01
Controls Summary Value %Allowable Duration Case Location
Pos. Moment 17533 ft-lbs 62.0% 115% 6 07-09-08
End Shear 3985 lbs 31.9% 115% 6 01-03-08
Total Load Deflection U334(0.543") 71.9% n\a 6 07-09-08
Live Load Deflection L/668(0.272") 53.9% n\a 12 07-09-08
Max Defl. 0.543" 54.3% n\a 6 07-09-08
Span/Depth 15.1
%Allow %Allow
Bearing Supports Dim.(LxW) Value Support Member Material
B1 Wall/Plate 3-1/2"x 5-1/8" 4777 lbs n\a 41.0% Unspecified
B2 Column 3-1/2"x 5-1/8" 4777 lbs n\a 41.0% Unspecified
Cautions
For roof members with slope(1/4)/12 or less final design must ensure that ponding instability will not
occur.
For roof members with slope(1/2)/12 or less final design must account for Rain-on-Snow surcharge
load.
Notes
Design meets User specified(L/240)Total load deflection criteria.
Design meets User specified(U360)Live load deflection criteria.
Design meets arbitrary(1")Maximum Total load deflection criteria.
Design based on Dry Service Condition.
BC CALC®analysis is based on IBC 2009.
Calculations assume member is fully braced.
Page 2 of 15
®Boise Cascade Single 5-1/8" x 7-1/2" BOISE GLULAM®24F-V4/DF PASSED
ENGINEERED WOOD PRODUCTS
Beam 2 (Hall) (Roof Drop Beam)
BC CALC®Member Report April 10,2023 22:03:33
Description:
This report has a cover page.See the cover page(s)for project data and important information regarding this analysis and product installation.
' �0
12
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 121 1 1 11 1 1 1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 01 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1_.
06-06-00
B1
B2
Total Horizontal Product Length=07-01-00
Reaction Summary (Down / Uplift) (Ibs)
Bearing Live Dead Snow Wind Roof Live
B1,3-1/2" 413/0 1067/0 1033/0
B2, 3-1/2" 413/0 1067/0 1033/0
Load Summary Live Dead Snow Wind Roof Tributary
Live
Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125%
0 Self-Weight Unf. Lin.(lb/ft) L 00-00-00 07-01-00 Top 9 00-00-00
2 Unf.Area(Ib/ft2) L 00-00-00 07-01-00 Top 10 25 25 11-08-01
Controls Summary Value %Allowable Duration Case Location
Pos. Moment 3333 ft-lbs 30.2% 115% 6 03-06-08
End Shear 1595 lbs 20.4% 115% 6 00-11-00
Total Load Deflection U999(0.081") n\a n\a 6 03-06-08
Live Load Deflection U999(0.041") n\a n\a 12 03-06-08
Max Defl. 0.081" n\a n\a 6 03-06-08
Span/Depth 10.6
%Allow %Allow
Bearing Supports Dim.(LxW) Value Support Member Material
B1 Wall/Plate 3-1/2"x 5-1/8" 2152 lbs n\a 18.5% Unspecified
B2 Column 3-1/2"x 5-1/8" 2152 lbs n\a 18.5% Unspecified
Cautions
_ For roof members with slope(1/4)/12 or less final design must ensure that ponding instability will not
occur.
For roof members with slope(1/2)/12 or less final design must account for Rain-on-Snow surcharge
load.
Notes
Design meets User specified(L/240)Total load deflection criteria.
Design meets User specified(U360)Live load deflection criteria.
Design meets arbitrary(1")Maximum Total load deflection criteria.
Design based on Dry Service Condition.
BC CALC®analysis is based on IBC 2009.
Calculations assume member is fully braced.
Page 3 of 15
Boise Cascade' Single 5-1/8" x 7-1/2" BOISE GLULAM®24F-V4/DF PASSED
ENGINEERED WOOD PRODUCTS
Beam 3(Stairs) (Roof Drop Beam)
BC CALC®Member Report April 10,2023 22:03:33
Description:
This report has a cover page.See the cover page(s)for project data and important information regarding this analysis and product installation.
<10
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 121 1 1 1 1 1 1 1 1 1 1 1 _ l l 1 1
1 1 1 1" 1 1 ♦ 1 1 1 1 1 1 1 1 1 01 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 •
i
03-00-00
B1 B2
Total Horizontal Product Length=03-07-00
Reaction Summary (Down /Uplift) (Ibs)
Bearing Live Dead Snow Wind Roof Live
B1,3-1/2" 209/0 540/0 523/0
B2,3-1/2" 209/0 540/0 523/0
Load Summary Live Dead Snow Wind Roof Tributary
Live
Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125%
0 Self-Weight Unf. Lin.(lb/ft) L 00-00-00 03-07-00 Top 9 00-00-00
2 Unf.Area(Ib/ft2) L 00-00-00 03-07-00 Top 10 25 25 11-08-01
Controls Summary Value %Allowable Duration Case Location
Pos. Moment 742 ft-lbs 6.7% 115% 6 01-09-08
End Shear 532 lbs 6.8% 115% 6 00-11-00
Total Load Deflection U999(0.004") n\a n\a 6 01-09-08
Live Load Deflection U999(0.002") n\a n\a 12 01-09-08
Max Defl. 0.004" n\a n\a 6 01-09-08
Span/Depth 5.0
%Allow %Allow
Bearing Supports Dim.(LxW) Value Support Member Material
B1 Wall/Plate 3-1/2"x 5-1/8" 1088 lbs n\a 9.3% Unspecified
B2 Column 3-1/2"x 5-1/8" 1088 lbs n\a 9.3% Unspecified
Cautions
For roof members with slope(1/4)/12 or less final design must ensure that ponding instability will not
occur.
For roof members with slope(1/2)/12 or less final design must account for Rain-on-Snow surcharge
load.
Notes
Design meets User specified(L/240)Total load deflection criteria.
Design meets User specified(L/360)Live load deflection criteria.
Design meets arbitrary(1")Maximum Total load deflection criteria.
Design based on Dry Service Condition.
BC CALC®analysis is based on IBC 2009.
Calculations assume member is fully braced.
Page 4 of 15
®Boise - Single 5-1/8" x 7-1/2" BOISE GLULAM®24F-V4/DF PASSED
ENGNEERED WOOD PRODUCTS
Beam 4(Kitchen) (Roof Drop Beam)
BC CALC®Member Report April 10,2023 22:03:33
Description:
This report has a cover page.See the cover page(s)for project data and important information regarding this analysis and product installation.
<10
12
1 1 1 1 1 1 1 1 1 1 1 1 1 11 114 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 4 1 1 1 _..1 4 1 4 4 104 1 4 1 1 4 1 4 4 1 4 1 1 1 1 1 ,.
14-04-00
61
B2
Total Horizontal Product Length=15-03-00
Reaction Summary (Down / Uplift) (Ibs)
Bearing Live Dead Snow Wind Roof Live
B1, 5-1/2" 763/0 834/0
B2, 5-1/2" 763/0 834/0
Load Summary Live Dead Snow Wind Roof Tributary
Live
Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125%
0 Self-Weight Unf. Lin.(lb/ft) L 00-00-00 15-03-00 Top 9 00-00-00
1 Unf.Area(lb/ft2) L 00-00-00 15-03-00 Top 10 10 10-00-00
Controls Summary Value %Allowable Duration Case Location
Pos. Moment 5470 ft-lbs 56.9% 100% 1 07-07-08
End Shear 1369 lbs 20.2% 100% 1 01-01-00
Total Load Deflection U273(0.635") 87.8% n\a 1 07-07-08
Live Load Deflection U572(0.303") 62.9% n\a 5 07-07-08
Max Defl. 0.635" 63.5% n\a 1 07-07-08
Span/Depth 23.1
%Allow %Allow
Bearing Supports Dim.(LxW) Value Support Member Material
B1 Wall/Plate 5-1/2"x 5-1/8" 1596 lbs n\a 8.7% Unspecified
B2 Wall/Plate 5-1/2"x 5-1/8" 1596 lbs n\a 8.7% Unspecified
Cautions
_ For roof members with slope(1/4)/12 or less final design must ensure that ponding instability will not
occur.
For roof members with slope(1/2)/12 or less final design must account for Rain-on-Snow surcharge
load.
Notes
Design meets User specified(U240)Total load deflection criteria.
Design meets User specified(L/360)Live load deflection criteria.
Design meets arbitrary(1")Maximum Total load deflection criteria.
Design based on Dry Service Condition.
BC CALC®analysis is based on IBC 2009.
Calculations assume member is fully braced.
Page 5 of 15
111►1Boisecascade Triple 2 x 4 DFL SS PASSED
ENGINEERED WOOD PRODUCTS
Post 1
BC CALC®Member Report April 10,2023 22:03:33
Description:
This report has a cover page.See the cover page(s)for project data and important information regarding this analysis and product installation.
Load Summary Live Dead Snow Wind Roof
Live
Tag Description Load Type Start End 100% 90% 115% 160% 125%
1 Conc. Pt. (Ibs) n\a n\a 909 2390 2274 4.5"
Bracing Elevation Sheathing
3.5"
Top 08-00-00
Base 00-00-00
E(Left-Right)=0.752"
E(Front-Back)=0.585" 1
Controls Summary Value %Allowable Duration Case
Axial Compression 4806 lbs 44.1% 115% 3
Axial Compression and Bending Front-Back n\a 42.7% 115% 3 08-p00-00 r--- ''
Axial Compression and Bending Left-Right n\a 34.5% 115% 3
Slenderness Ratio 27.43 54.9% n\a 0
Bearing Supports Dim.(LxW) Value %Allowable Duration Material
Wall 4-1/2"x 3-1/2" 4806 lbs n\a 115% Unspecified
Notes
Allowable loads are based on a minimum eccentricity of 0.167 multiplied by the column thickness or
width(worst case).
BC Calc does not perform shear wall or connection design for in-plane load transfer.
The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output
shown above.All other support and design for these products, including but not limited to notching,
connections, installation,and engineer/architect certification is the responsibility of the project's design
professional of record.
BC CALC®analysis is based on IBC 2009.
Page 6 of 15
®� (liiilW Double 2 x 4 DFL SS PASSED
ENGINEERED WOOD PRODUCTS
Post 10
BC CALC®Member Report April 10,2023 22:03:33
Description:
This report has a cover page.See the cover page(s)for project data and important information regarding this analysis and product installation.
Load Summary Live Dead Snow Wind Roof
Live
Tag Description Load Type Start End 100% 90% 115% 160% 125%
_1 Conc. Pt. (Ibs) n\a n\a 763 834 3"
Bracing Elevation Sheathing
Top 08-00-00 3.5"
Base 00-00-00
Controls Summary Value %Allowable Duration Case E(Lett-Right)=0.501"
E(Front-Back)=0.585" 1
Axial Compression 1616 lbs 39.7% 100% 1
Axial Compression and Bending Front-Back n\a 25.7% 100% 1
Axial Compression and Bending Left-Right n\a 25.0% 100% 1 Top0o-00 r •
Slenderness Ratio 32.00 64.0% n\a 0
Bearing Supports Dim.(LxW) Value %Allowable Duration Material
Wall 3"x 3-1/2" 1616 lbs n\a 100% Unspecified
Notes
Allowable loads are based on a minimum eccentricity of 0.167 multiplied by the column thickness or
width(worst case).
BC Calc does not perform shear wall or connection design for in-plane load transfer.
The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output
shown above.All other support and design for these products, including but not limited to notching,
connections,installation,and engineer/architect certification is the responsibility of the project's design
professional of record.
BC CALC®analysis is based on IBC 2009.
Page 7 of 15
0 Boise r ill ... Single 5-1/8" x 5-1/2" BOISE GLULAM®24F-V4/DF PASSED
ENGINEERED WOOD PRODUCTS
Post 2
BC CALC®Member Report April 10,2023 22:03:33
Description:
This report has a cover page.See the cover page(s)for project data and important information regarding this analysis and product installation.
Load Summary Live Dead Snow Wind Roof
Live
Tag Description Load Type Start End 100% 90% 115% 160% 125%
1 Conc. Pt.(lbs) n\a n\a 1322 3547 3307 5.13"
Bracing Elevation Sheathing a
Top 08-00-00 5.5"
Base 00-00-00
Controls Summa Value %Allowable Duration Case E(Left-Right)=0.856" I
ry E(Front-Back)=0.919" i
Axial Compression 7074 lbs 17.2% 115% 3 1
Axial Compression and Bending Front-Back n\a 13.4% 115% 3 Axial Compression and Bending Left-Right n\a 19.2% 115% 3 Top r--_ ��
Slenderness Ratio 18.73 37.5% n\a 0 08-00-00 _�
t
Bearing Supports Dim.(LxW) Value %Allowable Duration Material
Wall 5-1/8"x 5-1/2" 7074 lbs n\a 115% Unspecified
Notes
Allowable loads are based on a minimum eccentricity of 0.167 multiplied by the column thickness or
width(worst case).
Design assumes zero camber in the member.
BC Calc does not perform shear wall or connection design for in-plane load transfer.
BC CALC®analysis is based on IBC 2009.
-
•,,
Page 8 of 15
' a Boise' Cascade* IIII
C Quadruple 2 x 4 DFL SS PASSED
ENGINEERED WOOD PRODUCTS
Post 3
BC CALC®Member Report April 10,2023 22:03:33
Description:
This report has a cover page.See the cover page(s)for project data and important information regarding this analysis and product installation.
Load Summary Live Dead Snow Wind Roof
Live
Tag Description Load Type Start End 100% 90% 115% 160% 125%
1 Conc. Pt. (lbs) n\a n\a 3162 2620 3307 6"
Bracing Elevation Sheathing a 3.5"
Top 08-00-00
Base 00-00-00 E(Left-Right)=1.002" 1
E(Front-Back)=0.585" 1
Controls Summary % Top
Value Allowable Duration Case
Axial Compression 7510 lbs 51.6% 115% 3 08-00-00 '116111-
Axial Compression and Bending Front-Back n\a 57.4% 115% 3 1
Axial Compression and Bending Left-Right n\a 42.3% 115% 3 s1
Slenderness Ratio 27.43 54.9% n\a 0
Bearing Supports Dim.(LxW) Value %Allowable Duration Material
Wall 6"x 3-1/2" 7510 lbs n\a 115% Unspecified
Notes
Allowable loads are based on a minimum eccentricity of 0.167 multiplied by the column thickness or
width(worst case).
BC Calc does not perform shear wall or connection design for in-plane load transfer.
The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output
shown above.All other support and design for these products, including but not limited to notching,
connections, installation,and engineer/architect certification is the responsibility of the project's design
professional of record.
BC CALC®analysis is based on IBC 2009.
Page 9 of 15
0 Boise Cascade` N Quadruple 2 x 4 DFL SS PASSED]
ENGINEEREDW000 PROCUCTS
Post 4
BC CALC®Member Report April 10,2023 22:03:33
Description:
This report has a cover page.See the cover page(s)for project data and important information regarding this analysis and product installation.
Load Summary Live Dead Snow Wind Roof ,
Live
Tag Description Load Type Start End 100% 90% 115% 160% 125%
1 Conc. Pt.(Ibs) n\a n\a 2242 3777 3307 6"
Bracing Elevation Sheathing 3.5"
Top 08-00-00
Base 00-00-00 E(Left-Right)=1.002"
E(Front-Back)=0.585" 1 1
Controls Summary Value %Allowable Duration Case Top
Axial Compression 7977 lbs 54.8% 115% 3 08-00-00 '
Axial Compression and Bending Front-Back n\a 64.9% 115% 3 ig
Axial Compression and Bending Left-Right n\a 46.9% 115% 3 ��
Slenderness Ratio 27.43 54.9% n\a 0
Bearing Supports Dim.(LxW) Value %Allowable Duration Material
Wall 6"x 3-1/2" 7977 lbs n\a 115% Unspecified
Notes
Allowable loads are based on a minimum eccentricity of 0.167 multiplied by the column thickness or
width(worst case).
BC Calc does not perform shear wall or connection design for in-plane load transfer.
The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output
shown above.All other support and design for these products, including but not limited to notching,
connections, installation,and engineer/architect certification is the responsibility of the projects design
professional of record.
BC CALC®analysis is based on IBC 2009.
SV
Page 10 of 15
4) oise Boise' III Single 5-1/8" x 5-1/2" BOISE GLULAM®24F-V4/DF PASSED
• ENGINEERED WOOD PRODUCTS
Post 5
BC CALC®Member Report April 10,2023 22:03:33
Description:
This report has a cover page. See the cover page(s)for project data and important information regarding this analysis and product installation.
Load Summary Live Dead Snow Wind Roof
Live
Tag Description Load Type Start End 100% 90% 115% 160% 125%
,1 Conc. Pt. (Ibs) n\a n\a 622 1607 1556 5.13"
Bracing Elevation Sheathing l
Top 08-00-00 11 5.5"
Base 00-00-00
Controls Summa o E(Left-Right)=0.856"
ry Value /o Allowable Duration Case E(Front-Back)=0.919" I
Axial Compression 3295 lbs 8.0% 115% 3 1
Axial Compression and Bending Front-Back n\a 5.2% 115% 3
Axial Compression and Bending Left-Right n\a 7.5% 115% 3 08 00-0o r ,1116
Slenderness Ratio 18.73 37.5% n\a 0
„t
Bearing Supports Dim.(LxW) Value %Allowable Duration Material
Wall 5-1/8"x 5-1/2" 3295 lbs n\a 115% Unspecified
Notes
Allowable loads are based on a minimum eccentricity of 0.167 multiplied by the column thickness or
width(worst case).
Design assumes zero camber in the member.
BC Caic does not perform shear wall or connection design for in-plane load transfer.
BC CALC®analysis is based on IBC 2009.
L---
.v
Page 11 of 15
®Boise Cascade' llllll� Double 2 x 4 DFL SS PASSED1
ENGINEERED WOOD vaooua s
Post 6
BC CALC®Member Report April 10,2023 22:03:33
Description:
This report has a cover page.See the cover page(s)for project data and important information regarding this analysis and product installation.
Load Summary Live Dead Snow Wind Roof
Live
Tag Description Load Type Start End 100% 90% 115% 160% 125%
1 Conc. Pt.(lbs) n\a n\a 209 540 523 3"
Bracing Elevation Sheathing
Top 08-00-00 3.5"
Base 00-00-00
Controls SummaryValue %Allowable Duration Case E(Left-Right)=0.501"
E(Front-Back)=0.585"
Axial Compression 1108 lbs 26.9% 115% 3 1
Axial Compression and Bending Front-Back n\a 12.8% 115% 3
Axial Compression and Bending Left-Right n\a 12.0% 115% 3 08-p00-00 r ''v:�
Slenderness Ratio 32.00 64.0% n\a 0
Bearing Supports Dim.(LxW) Value %Allowable Duration Material
Wall 3"x 3-1/2" 1108 lbs n\a 115% Unspecified
Notes
Allowable loads are based on a minimum eccentricity of 0.167 multiplied by the column thickness or
width(worst case).
BC Calc does not perform shear wall or connection design for in-plane load transfer.
The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output
shown above.All other support and design for these products, including but not limited to notching,
connections, installation,and engineer/architect certification is the responsibility of the project's design
professional of record.
BC CALC®analysis is based on IBC 2009.
"J
Page 12 of 15
0.
Boise Triple 2 x 4 DFL SS PASSED
ENGINEERED WOOD PRODUCTS
Post 7
BC CALC®Member Report April 10,2023 22:03:33
Description:
This report has a cover page.See the cover page(s)for project data and important information regarding this analysis and product installation.
Load Summary Live Dead Snow Wind Roof
Live
Tag Description Load Type Start End 100% 90% 115% 160% 125%
_1 Conc. Pt. (Ibs) n\a n\a 1542 1837 1556 4.5'
Bracing Elevation Sheathing i
Top 08-00-00 3.5"
Base 00-00-00
E(Left-Right)=0.752"
E(Front-Back)=0.585"
1
Controls Summary Value %Allowable Duration Case
Axial Compression 4189 Ibs 38.4% 115% 3
Axial Compression and Bending Front-Back n\a 33.2% 115% 3 08-p00-00 r
Axial Compression and Bending Left-Right n\a 27.3% 115% 3
Slenderness Ratio 27.43 54.9% n\a 0 ,%t
Bearing Supports Dim.(LxW) Value %Allowable Duration Material
Wall 4-1/2"x 3-1/2" 4189 lbs n\a 115% Unspecified
Notes
Allowable loads are based on a minimum eccentricity of 0.167 multiplied by the column thickness or
width(worst case).
BC Calc does not perform shear wall or connection design for in-plane load transfer.
The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output
shown above.All other support and design for these products, including but not limited to notching,
connections, installation,and engineer/architect certification is the responsibility of the project's design
professional of record.
BC CALC®analysis is based on IBC 2009.
Page 13 of 15
Boise Cascade' Double 2 x 4 DFL SS PASSEDl
ENGINEERED W000 PRODUCTS
Post 8
BC CALC®Member Report April 10,2023 22:03:33
Description:
This report has a cover page.See the cover page(s)for project data and important information regarding this analysis and product installation.
Load Summary Live Dead Snow Wind Roof
Live
Tag Description Load Type Start End 100% 90% 115% 160% 125%
1 Conc. Pt.(Ibs) n\a n\a 1139 770 523 3••
Bracing Elevation Sheathing
Top 08-00-00 3.5"
Base 00-00-00
Controls SummaryValue %Allowable Duration Case E(Left-Right)=0.501"
E(Front-Back)=0.585"
Axial Compression 2036 lbs 49.5% 115% 3 1
Axial Compression and Bending Front-Back n\a 36.5% 115% 3
Axial Compression and Bending Left-Right n\a 35.9% 115% 3 Top00-00 r ,��•�
Slenderness Ratio 32.00 64.0% n\a 0
Bearing Supports Dim.(LxW) Value %Allowable Duration Material
Wall 3"x 3-1/2" 2036 lbs n\a 115% Unspecified
Notes
Allowable loads are based on a minimum eccentricity of 0.167 multiplied by the column thickness or
width(worst case).
BC Calc does not perform shear wall or connection design for in-plane load transfer.
The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output
shown above.All other support and design for these products, including but not limited to notching,
connections, installation,and engineer/architect certification is the responsibility of the project's design
professional of record.
BC CALC®analysis is based on IBC 2009.
sJ
Page 14 of 15
Cascade' a Boise.
IIII Double 2 x 4 DFL SS PASSED
ENGINEERED WOOD PRODUCTS
Post 9
BC CALC®Member Report April 10,2023 22:03:33
Description:
This report has a cover page. See the cover page(s)for project data and important information regarding this analysis and product installation.
Load Summary Live Dead Snow Wind Roof
Live
Tag Description Load Type Start End 100% 90% 115% 160% 125%
1 Conc. Pt. (Ibs) n\a n\a 763 834 3"
Bracing Elevation Sheathing I
Top 08-00-00 3.5"
Base 00-00-00
Controls Summary % E(Left-Right)=0.501"
Value Allowable Duration Case E(Front-Back)=0.585"
Axial Compression 1616 lbs 39.7% 100% 1 1
Axial Compression and Bending Front-Back n\a 25.7% 100% 1
Axial Compression and Bending Left-Right n\a 25.0% 100% 1 08 00-00 r ®'u
Slenderness Ratio 32.00 64.0% n\a 0
,1
Bearing Supports Dim.(LxW) Value %Allowable Duration Material
Wall 3"x 3-1/2" 1616 lbs n\a 100% Unspecified
Notes
Allowable loads are based on a minimum eccentricity of 0.167 multiplied by the column thickness or
width(worst case).
BC Calc does not perform shear wall or connection design for in-plane load transfer.
The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output
shown above.All other support and design for these products, including but not limited to notching,
connections, installation,and engineer/architect certification is the responsibility of the project's design
professional of record.
BC CALC®analysis is based on IBC 2009.
.
Page 15 of 15
al Boise Cascade Single 5-1/8" x 12" BOISE GLULAM®24F-V4/DF
ENGINEERED WOOD PRODUCTS
Beam 1 (Living Room) (Roof Drop Beam)
BC CALC®Engineering Report Dry 11 span I No cant. I 180"OCS I Non-Repetitive 10/12 April 10,2023 22:05:12
Build 16959
Factored Product Data
E= 1.80 x 106 psi Shear= 10865 lbs Compression Perpendicular to Grain=650 psi.
El= 1328.40 x 106 lb-in2 Moment=24600 ft-lbs
Emin=0.93 X 106 psi
Modification Factors
Factor Moment Neg. Moment Shear End Reaction Int. Reaction Bearing
Load Duration 115% 115% 115%
Moisture Content 1.00 1.00 1.00
Lateral Stability 1.00
Unbraced Length 00-00-00
Repetitive Member
Volume 1.00
Notch/Bevel 1.00
Maximum Values
A 15-01-08 A
Moment(ft-lbs) 0 17533 0
Shear(Ibs) -2301 4598
Shear Red.(Ibs) 613 613
Reaction(lbs) 4777 4777
Uplift(lbs) 0 0
Total Defl.(in) 0.543"
Live Defl.(in) 0.272"
Neg. Defl. (in) 0"
Live Neg. Defl.(in) 0"
Load cases
Loadcase#0:(1.00D)
1.00 Dead Load
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 --- 66.87 lbs ---
Point Load Dead Load 00-00-00 ---- 3.43 lbs ---
Point Load Dead Load 15-07-00 -- 66.87 lbs --
Point Load Dead Load 15-07-00 ---- 3.43 lbs ---
Uniform Linear Load Dead Load 00-02-12 15-04-04 291.80 lb/ft ---- .
Uniform Linear Load Dead Load 00-02-12 15-04-04 14.95 lb/ft ----
A 15-01-08 A
Moment(ft-lbs) 0 8772 0
Shear(Ibs) -2301 2301
Shear Red. (lbs) 307 307
Reaction(Ibs) 2390 2390
Uplift(Ibs) 0 0
Total Defl.(in) 0.272"
Neg. Defl. (in) 0"
Loadcase#1:(1.00D+1.00L)
1.00 Dead Load+ 1.00 Live Load on span#1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Live Load 00-00-00 --- 26.75 lbs ---
Point Load Dead Load 00-00-00 ---- 66.87 lbs ----
Point Load Dead Load 00-00-00 ---- 3.43 lbs ---
Point Load Live Load 15-07-00 --- 26.75 lbs ---
Page 1 of 38
®E - Single 5-1/8" x 12" BOISE GLULAM®24F-V4/DF
Beam 1 (Living Room) (Roof Drop Beam)
BC CALC®Engineering Report Dry 11 span I No cant. 1180"OCS I Non-Repetitive 10/12 April 10,2023 22:05:12
Build 16959
Point Load Dead Load 15-07-00 --- 66.87 lbs
Point Load Dead Load 15-07-00 ---- 3.43 lbs ----
Uniform Linear Load Live Load 00-02-12 15-04-04 116.72 lb/ft ----
Uniform Linear Load Dead Load 00-02-12 15-04-04 291.80 lb/ft ----
Uniform Linear Load Dead Load 00-02-12 15-04-04 14.95 lb/ft ----
A•
15-01-08 A
Moment(ft-lbs) 0 12109 0
Shear(Ibs) -3176 3176
Shear Red. (Ibs) 423 423
Reaction(Ibs) 3299 3299
Uplift(Ibs) 0 0
Total Defl.(in) 0.375"
Neg. Defl. (in) 0"
Loadcase#2: (1.00D+1.00LP_1)
1.00 Dead Load+ 1.00 Live Point Load on left side of span#1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 -- 66.87 lbs --
Point Load Dead Load 00-00-00 --- 3.43 lbs
Point Load Dead Load 15-07-00 --- 66.87 lbs
Point Load Dead Load 15-07-00 ---- 3.43 lbs ---
Uniform Linear Load Dead Load 00-02-12 15-04-04 291.80 lb/ft ---
Uniform Linear Load Dead Load 00-02-12 15-04-04 14.95 lb/ft --
Uniform Linear Load Construction Load 00-03-08 02-09-00 118.77 lb/ft ----
A 15-01-08 A
Moment(ft-lbs) 0 8961 0
Shear(lbs) -2568 2326
Shear Red. (Ibs) 426 307
Reaction(Ibs) 2657 2415
Uplift(Ibs) 0 0
Total Defl.(in) 0.279"
Neg. Defl. (in) 0"
Loadcase#3: (1.00D+1.00LP_2)
1.00 Dead Load+ 1.00 Live Point Load at center of span#1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 --- 66.87 lbs
Point Load Dead Load 00-00-00 ---- 3.43 lbs -
-
Point Load Dead Load 15-07-00 --- 66.87 lbs
Point Load Dead Load 15-07-00 ---- 3.43 lbs ---
Uniform Linear Load Dead Load 00-02-12 15-04-04 291.80 lb/ft ---
' Uniform Linear Load Dead Load 00-02-12 15-04-04 14.95 lb/ft --
Uniform Linear Load Construction Load 06-06-12 09-00-04 118.77 Ib/ft ---
A 15-01-08 A
Moment(ft-lbs) 0 9787 0
Shear(Ibs) -2447 2447
Shear Red. (Ibs) 307 307
Reaction(Ibs) 2536 2536
Uplift(Ibs) 0 0
Total Defl. (in) 0.299"
Neg. Defl. (in) 0"
Loadcase#4: (1.00D+1.00LP_3)
1.00 Dead Load+ 1.00 Live Point Load on right side of span#1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 --- 66.87 lbs
Point Load Dead Load 00-00-00 -- 3.43 lbs --
Point Load Dead Load 15-07-00 ---- 66.87 lbs --
Page 2 of 38
0 Boise Cascade' IIII---- Single 5-1/8" x 12" BOISE GLULAM®24F-V4/DF
ENGINEERED WOOD PRODUCTS
Beam 1 (Living Room)(Roof Drop Beam)
BC CALC®Engineering Report Dry 11 span I No cant. 1180"OCS I Non-Repetitive 10/12 April 10,2023 22:05:12
Build 16959
Point Load Dead Load 15-07-00 -- 3.43 lbs --
Uniform Linear Load Dead Load 00-02-12 15-04-04 291.80 lb/ft ---
Uniform Linear Load Dead Load 00-02-12 15-04-04 14.95 lb/ft ---
Uniform Linear Load Construction Load 12-10-00 15-03-08 118.77 lb/ft ----
A 15-01-08 A
Moment(ft-lbs) 0 8961 0 .
Shear(Ibs) -2326 2568
Shear Red. (Ibs) 307 426
Reaction(Ibs) 2415 2657
Uplift(Ibs) 0 0
Total Defl. (in) 0.279"
Neg. Defl. (in) 0"
Loadcase#5: (1.00D+1.00S)
1.00 Dead Load+ 1.00 Snow Load on span#1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 --- 66.87 lbs ---
Point Load Snow Load 00-00-00 --- 66.87 lbs --
Point Load Dead Load 00-00-00 -- 3.43 lbs ---
Point Load Dead Load 15-07-00 ---- 66.87 lbs -
Point Load Snow Load 15-07-00 --- 66.87 lbs ---
Point Load Dead Load 15-07-00 - 3.43 lbs -
Uniform Linear Load Dead Load 00-02-12 15-04-04 291.80 lb/ft --
Uniform Linear Load Snow Load 00-02-12 15-04-04 291.80 lb/ft --
Uniform Linear Load Dead Load 00-02-12 15-04-04 14.95 lb/ft ---
A 15-01-08 A
Moment(ft-lbs) 0 17116 0
Shear(lbs) -4489 4489
Shear Red. (Ibs) 599 599
Reaction(Ibs) 4664 4664
Uplift(Ibs) 0 0
Total Defl. (in) 0.531"
Neg. Defl.(in) 0"
Loadcase#6:(1.00D+0.75S+0.75L)
1.00 Dead Load+0.75 Live Load on span#1 +0.75 Snow Load on span#1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Live Load 00-00-00 -- 26.75 lbs ---
Point Load Dead Load 00-00-00 ---- 66.87 lbs ---
Point Load Snow Load 00-00-00 ---- 66.87 lbs ---
Point Load Dead Load 00-00-00 -- 3.43 lbs ----
Point Load Live Load 15-07-00 --- 26.75 lbs ----
Point Load Dead Load 15-07-00 ---- 66.87 lbs ----
Point Load Snow Load 15-07-00 ---- 66.87 lbs ---
Point Load Dead Load 15-07-00 --- 3.43 lbs --
Uniform Linear Load Live Load 00-02-12 15-04-04 116.72 lb/ft ---
Uniform Linear Load Dead Load 00-02-12 15-04-04 291.80 lb/ft ---
Uniform Linear Load Snow Load 00-02-12 15-04-04 291.80 lb/ft ---
Uniform Linear Load Dead Load 00-02-12 15-04-04 14.95 lb/ft --
A 15-01-08 A
Moment(ft-lbs) 0 17533 0
Shear(Ibs) -4598 4598
Shear Red. (lbs) 613 613
Reaction(Ibs) 4777 4777
Uplift(Ibs) 0 0
Total Defl. (in) 0.543"
Neg. Defl. (in) 0"
Page 3 of 38
•
aSingle 5-1/8" x 12" BOISE GLULAM®24F-V4/DF
ENGINEERED WOOD PRODUCTS
Beam 1 (Living Room) (Roof Drop Beam)
BC CALC®Engineering Report Dry I 1 span I No cant. I 180"OCS I Non-Repetitive 10/12 April 10,2023 22:05:12
Build 16959
Loadcase#7: (1.00L)
1.00 Live Load on span#1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Live Load 00-00-00 ---- 26.75 lbs ----
.Point Load Live Load 15-07-00 --- 26.75 lbs --
Uniform Linear Load Live Load 00-02-12 15-04-04 116.72 lb/ft ----
A 15-01-08 A
Live Defl. (in) 0.103"
Live Neg. Defl. (in) 0"
Loadcase#8: (1.00S)
1.00 Snow Load on span#1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Snow Load 00-00-00 --- 66.87 lbs ---
Point Load Snow Load 15-07-00 --- 66.87 lbs ----
Uniform Linear Load Snow Load 00-02-12 15-04-04 291.80 lb/ft --
A 15-01-08 A
Live Defl.(in) 0.259"
Live Neg. Defl. (in) 0"
Loadcase#9:(1.00LP_1)
1.00 Live Point Load on left side of span#1
Load Type Component Start Pos End Pos Start Value End Value
Uniform Linear Load Construction Load 00-03-08 02-09-00 118.77 lb/ft --
A 15-01-08 A
Live Defl. (in) 0.007"
Live Neg. Deft (in) 0"
Loadcase#10: (1.00LP_2)
1.00 Live Point Load at center of span#1
Load Type Component Start Pos End Pos Start Value End Value
Uniform Linear Load Construction Load 06-06-12 09-00-04 118.77 lb/ft ----
A 15-01-08 A
Live Defl. (in) 0.027"
Live Neg. Defl. (in) 0"
Loadcase#11: (1.00LP_3)
1.00 Live Point Load on right side of span#1
Load Type Component Start Pos End Pos Start Value End Value
Uniform Linear Load Construction Load 12-10-00 15-03-08 118.77 lb/ft --
A 15-01-08 A
Live Defl.(in) 0.007"
Live Neg. Defl. (in) 0"
Loadcase#12: (0.755+0.75L)
0.75 Live Load on span#1 +0.75 Snow Load on span#1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Live Load 00-00-00 ---- 26.75 lbs --
Point Load Snow Load 00-00-00 ---- 66.87 lbs ---
Point Load Live Load 15-07-00 -- 26.75 lbs ---
Page 4 of 38
*Boise Cascade' Single 5-1/8" x 12" BOISE GLULAM®24F-V4/DF
ENGINEERED WOOD PRODUCTS
Beam 1 (Living Room) (Roof Drop Beam)
BC CALC®Engineering Report Dry I 1 span I No cant. I 180"OCS I Non-Repetitive 10/12 April 10,2023 22:05:12
Build 16959
Point Load Snow Load 15-07-00 --- 66.87 lbs —
Uniform Linear Load Live Load 00-02-12 15-04-04 116.72 lb/ft ---
Uniform Linear Load Snow Load 00-02-12 15-04-04 291.80 lb/ft --
A 15-01-08 A
Live Defl. (in) 0.272"
Live Neg. Defl.(in) 0"
Page 5 of 38
@Boise Cascade -.- -- Single 5-1/8" x 7-1/2" BOISE GLULAM®24F-V4/DF
ENGINEERED WOOD PRODUCTS
Beam 2(Hall) (Roof Drop Beam)
BC CALC®Engineering Report Dry 11 span I No cant. I 85"OCS I Non-Repetitive 10/12 April 10,2023 22:05:12
Build 16959
Factored Product Data
E= 1.80 x 106 psi Shear=6791 lbs
Compression Perpendicular to Grain =650 psi
El =324.32 x 106 lb-in2 Moment=9609 ft-lbs
Emu"=0.93 x 106 psi
•
Modification Factors
Factor Moment Neg. Moment Shear End Reaction Int. Reaction Bearing
Load Duration 115% 115% 115%
Moisture Content 1.00 1.00 1.00
Lateral Stability 1.00
Unbraced Length 00-00-00
Repetitive Member
• Volume 1.00
Notch/Bevel 1.00
Maximum Values
A 06-07-08 A
Moment(ft-lbs) 0 3333 0
Shear(Ibs) -979 1974
Shear Red. (Ibs) 380 380
Reaction(lbs) 2152 2152
Uplift(Ibs) 0 0
Total Defl. (in) 0.081"
Live Defl. (in) 0.041"
Neg. Defl. (in) 0"
Live Neg. Defl. (in) 0"
Load cases
Loadcase#0: (1.00D)
1.00 Dead Load
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 ---- 66.87 lbs ----
Point Load Dead Load 00-00-00 ---- 2.14 lbs ---
Point Load Dead Load 07-01-00 --- 66.87 lbs
Point Load Dead Load 07-01-00 ---- 2.14 lbs --
• Uniform Linear Load Dead Load 00-02-12 06-10-04 291.80 lb/ft ---
Uniform Linear Load Dead Load 00-02-12 06-10-04 9.34 lb/ft --
A 06-07-08 A
Moment(ft-lbs) 0 1652 0
Shear(Ibs) -979 979
Shear Red. (Ibs) 188 188
Reaction(lbs) 1067 1067
Uplift(Ibs) 0 0
Total Defl.(in) 0.04"
Neg. Defl. (in) 0"
Loadcase#1:(1.00D+1.00L)
1.00 Dead Load+ 1.00 Live Load on span#1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Live Load 00-00-00 --- 26.75 lbs
Point Load Dead Load 00-00-00 --- 66.87 lbs ----
Point Load Dead Load 00-00-00 --- 2.14 lbs ----
Point Load Live Load 07-01-00 --- 26.75 lbs --
Page 6 of 38
®Boise - Single 5-1/8" x 7-1/2" BOISE GLULAM® 24F-V4/DF
ENGINEERED WOOD PRODUCTS
Beam 2(Hall) (Roof Drop Beam)
BC CALC®Engineering Report Dry 11 span I No cant. I 85"OCS I Non-Repetitive 10/12 April 10,2023 22:05:12
Build 16959
Point Load Dead Load 07-01-00 --- 66.87 lbs -
Point Load Dead Load 07-01-00 --- 2.14 lbs ----
Uniform Linear Load Live Load 00-02-12 06-10-04 116.72 lb/ft ---
Uniform Linear Load Dead Load 00-02-12 06-10-04 291.80 lb/ft --
Uniform Linear Load Dead Load 00-02-12 06-10-04 9.34 lb/ft ----
A 06-07-08 A .
Moment(ft-lbs) 0 2293 0
Shear(Ibs) -1358 1358
Shear Red.(Ibs) 261 261
Reaction(lbs) 1480 1480
Uplift(Ibs) 0 0
Total Defl. (in) 0.056"
Neg. Defl. (in) 0"
Loadcase#2:(1.00D+1.00LP_1)
1.00 Dead Load+ 1.00 Live Point Load on left side of span#1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 --- 66.87 lbs ----
Point Load Dead Load 00-00-00 -- 2.14 lbs ---
Point Load Dead Load 07-01-00 ---- 66.87 lbs --
Point Load Dead Load 07-01-00 --- 2.14 lbs ---
Uniform Linear Load Dead Load 00-02-12 06-10-04 291.80 lb/ft ----
Uniform Linear Load Dead Load 00-02-12 06-10-04 9.34 lb/ft --
Uniform Linear Load Construction Load 00-03-08 02-09-00 118.77 lb/ft --
A 06-07-08 A
Moment(ft-lbs) 0 1846 0
Shear(Ibs) -1214 1036
Shear Red. (Ibs) 262 188
Reaction(Ibs) 1302 1124
Uplift(Ibs) 0 0
Total Defl.(in) 0.045"
Neg. Defl.(in) 0"
Loadcase#3:(1.00D+1.00LP_2)
1.00 Dead Load+ 1.00 Live Point Load at center of span#1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 --- 66.87 lbs ---
Point Load Dead Load 00-00-00 --- 2.14 lbs --- .
Point Load Dead Load 07-01-00 ---- 66.87 lbs --
Point Load Dead Load 07-01-00 --- 2.14 lbs ----
Uniform Linear Load Dead Load 00-02-12 06-10-04 291.80 lb/ft ----
Uniform Linear Load Dead Load 00-02-12 06-10-04 9.34 lb/ft --
Uniform Linear Load Construction Load 02-03-12 04-09-04 118.77 lb/ft ---
A 06-07-08 A
Moment(ft-lbs) 0 2046 0
Shear(lbs) -1125 1125
Shear Red. (Ibs) 188 188
Reaction(Ibs) 1213 1213
Uplift(Ibs) 0 0
Total Defl. (in) 0.049"
Neg. Defl.(in) 0"
Loadcase#4: (1.00D+1.00LP_3)
1.00 Dead Load+ 1.00 Live Point Load on right side of span#1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 --- 66.87 lbs ---
Point Load Dead Load 00-00-00 --- 2.14 lbs ---
Point Load Dead Load 07-01-00 ---- 66.87 lbs --
Page 7 of 38
®aasec�de Single 5-1/8" x 7-1/2" BOISE GLULAM®24F-V4/DF
ENGINEERED WOOD PRODUCTS
Beam 2(Hall) (Roof Drop Beam)
BC CALC®Engineering Report Dry 11 span I No cant. I 85"OCS I Non-Repetitive 10/12 April 10,2023 22:05:12
Build 16959
Point Load Dead Load 07-01-00 ---- 2.14 lbs ---
Uniform Linear Load Dead Load 00-02-12 06-10-04 291.80 lb/ft ---
Uniform Linear Load Dead Load 00-02-12 06-10-04 9.34 lb/ft ----
Uniform Linear Load Construction Load 04-04-00 06-09-08 118.77 lb/ft ---
A 06-07-08 A
Moment(ft-lbs) 0 1847 0
Shear(Ibs) -1036 1214
Shear Red. (lbs) 188 262
Reaction(Ibs) 1124 1302
Uplift(Ibs) 0 0
Total Defl. (in) 0.045"
Neg. Defl. (in) 0"
Loadcase#5: (1.00D+1.00S)
1.00 Dead Load+ 1.00 Snow Load on span#1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 --- 66.87 lbs ----
Point Load Snow Load 00-00-00 ---- 66.87 lbs ---
Point Load Dead Load 00-00-00 --- 2.14 lbs ----
Point Load Dead Load 07-01-00 --- 66.87 lbs ----
Point Load Snow Load 07-01-00 ---- 66.87 lbs --
Point Load Dead Load 07-01-00 --- 2.14 lbs ---
Uniform Linear Load Dead Load 00-02-12 06-10-04 291.80 lb/ft ---
Uniform Linear Load Snow Load 00-02-12 06-10-04 291.80 lb/ft ---
Uniform Linear Load Dead Load 00-02-12 06-10-04 9.34 lb/ft ---
A 06-07-08 A
Moment(ft-lbs) 0 3253 0
Shear(Ibs) -1927 1927
Shear Red.(Ibs) 371 371
Reaction(Ibs) 2100 2100
Uplift(Ibs) 0 0
Total Defl. (in) 0.079"
Neg. Defl. (in) 0"
Loadcase#6: (1.00D+0.75S+0.75L)
1.00 Dead Load+0.75 Live Load on span#1 +0.75 Snow Load on span#1
Load Type Component Start Pos End Pos Start Value End Value
- Point Load Live Load 00-00-00 --- 26.75 lbs ---
Point Load Dead Load 00-00-00 --- 66.87 lbs ---
Point Load Snow Load 00-00-00 ---- 66.87 lbs --
Point Load Dead Load 00-00-00 --- 2.14 lbs ---
Point Load Live Load 07-01-00 -- 26.75 lbs --
Point Load Dead Load 07-01-00 ---- 66.87 lbs ---
Point Load Snow Load 07-01-00 --- 66.87 lbs ----
Point Load Dead Load 07-01-00 --- 2.14 lbs ----
Uniform Linear Load Live Load 00-02-12 06-10-04 116.72 lb/ft ---
Uniform Linear Load Dead Load 00-02-12 06-10-04 291.80 lb/ft --
Uniform Linear Load Snow Load 00-02-12 06-10-04 291.80 lb/ft ---
Uniform Linear Load Dead Load 00-02-12 06-10-04 9.34 lb/ft ---
A 06-07-08 A
Moment(ft-lbs) 0 3333 0
Shear(Ibs) -1974 1974
Shear Red. (Ibs) 380 380
Reaction(Ibs) 2152 2152
Uplift(Ibs) 0 0
Total Defl. (in) 0.081"
Neg. Defl. (in) 0"
Page 8 of 38
® - Single 5-1/8" x 7-1/2" BOISE GLULAM® 24F-V4/DF .
ENGINEERED W000 PRODUCTS
Beam 2(Hall)(Roof Drop Beam)
BC CALC®Engineering Report Dry 11 span I No cant. I 85"OCS I Non-Repetitive 10/12 April 10,2023 22:05:12
Build 16959
Loadcase#7: (1.00L)
1.00 Live Load on span#1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Live Load 00-00-00 -- 26.75 lbs --
Point Load Live Load 07-01-00 --- 26.75 lbs -- .
Uniform Linear Load Live Load 00-02-12 06-10-04 116.72 lb/ft ----
A 06-07-08 A
Live Defl. (in) 0.016"
Live Neg. Defl. (in) 0"
Loadcase#8: (1.00S)
1.00 Snow Load on span#1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Snow Load 00-00-00 --- 66.87 lbs ----
Point Load Snow Load 07-01-00 -- 66.87 lbs --
Uniform Linear Load Snow Load 00-02-12 06-10-04 291.80 lb/ft --
A 06-07-08 A
Live Defl. (in) 0.039"
Live Neg. Defl. (in) 0"
Loadcase#9:(1.00LP_1)
1.00 Live Point Load on left side of span#1
Load Type Component Start Pos End Pos Start Value End Value
Uniform Linear Load Construction Load 00-03-08 02-09-00 118.77 lb/ft --
A 06-07-08 A
Live Defl. (in) 0.005"
Live Neg. Defl.(in) 0"
Loadcase#10:(1.00LP_2)
1.00 Live Point Load at center of span#1
Load Type Component Start Pos End Pos Start Value End Value
Uniform Linear Load Construction Load 02-03-12 04-09-04 118.77 lb/ft --
A 06-07-08 A
Live Defl.(in) 0.009"
Live Neg. Defl. (in) 0"
Loadcase#11: (1.00LP_3)
1.00 Live Point Load on right side of span#1
Load Type Component Start Pos End Pos Start Value End Value
Uniform Linear Load Construction Load 04-04-00 06-09-08 118.77 lb/ft --
A 06-07-08 A
Live Defl.(in) 0.005"
Live Neg. Defl.(in) 0"
Loadcase#12: (0.75S+0.75L)
0.75 Live Load on span#1 +0.75 Snow Load on span#1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Live Load 00-00-00 ---- 26.75 lbs ---
Point Load Snow Load 00-00-00 ---- 66.87 lbs ----
Point Load Live Load 07-01-00 --- 26.75 lbs --
Page 9 of 38
•
. ®BdseCascade — Single 5-1/8" x 7-1/2" BOISE GLULAM®24F-V4/DF
ENGINEERED WOOD PRODUCTS
Beam 2(Hall)(Roof Drop Beam)
BC CALC®Engineering Report Dry 11 span I No cant. I 85"OCS I Non-Repetitive 10/12 April 10,2023 22:05:12
Build 16959
Point Load Snow Load 07-01-00 -- 66.87 lbs --
Uniform Linear Load Live Load 00-02-12 06-10-04 116.72 lb/ft ---
Uniform Linear Load Snow Load 00-02-12 06-10-04 291.80 lb/ft --
A 06-07-08 A
Live Defl.(in) 0.041"
. Live Neg. Defl. (in) 0"
Page 10 of 38
®Wail cascade' Single 5-1/8" x 7-1/2" BOISE GLULAM®24F-V4/DF
ENGINEERED W000 PRODUCTS
Beam 3(Stairs)(Roof Drop Beam)
BC CALC®Engineering Report Dry 11 span I No cant. I 43"OCS I Non-Repetitive 10/12 April 10,2023 22:05:12
Build 16959
Factored Product Data
E= 1.80 x 106 psi Shear=6791 lbs Compression Perpendicular to Grain=650 psi
El=324.32 x 106 lb-in2 Moment=9609 ft-lbs
Emin=0.93 X 106 psi
Modification Factors
Factor Moment Neg. Moment Shear End Reaction Int. Reaction Bearing
Load Duration 115% 115% 115%
Moisture Content 1.00 1.00 1.00
Lateral Stability 1.00
Unbraced Length 00-00-00
Repetitive Member
Volume 1.00
Notch/Bevel 1.00
Maximum Values
A 03-01-08 A
Moment(ft-lbs) 0 742 0
Shear(Ibs) -452 911
Shear Red. (Ibs) 380 380
Reaction(Ibs) 1088 1088
Uplift(lbs) 0 0
Total Defl. (in) 0.004"
Live Defl. (in) 0.002"
Neg. Defl. (in) 0"
Live Neg. Defl. (in) 0"
Load cases
Loadcase#0: (1.00D)
1.00 Dead Load
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 --- 66.87 lbs --
Point Load Dead Load 00-00-00 -- 2.14 lbs ----
Point Load Dead Load 03-07-00 ---- 66.87 lbs ----
Point Load Dead Load 03-07-00 --- 2.14 lbs ---
Uniform Linear Load Dead Load 00-02-12 03-04-04 291.80 lb/ft --- .
Uniform Linear Load Dead Load 00-02-12 03-04-04 9.34 lb/ft --
A 03-01-08 A
Moment(ft-lbs) 0 368 0
Shear(Ibs) -452 452
Shear Red. (Ibs) 188 188
Reaction(Ibs) 540 540
Uplift(Ibs) 0 0
Total Defl. (in) 0.002"
Neg. Defl.(in) 0"
Loadcase#1: (1.00D+1.00L)
1.00 Dead Load+ 1.00 Live Load on span#1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Live Load 00-00-00 — 26.75 lbs --
Point Load Dead Load 00-00-00 --- 66.87 lbs ----
Point Load Dead Load 00-00-00 -- 2.14 lbs ---
Point Load Live Load 03-07-00 --- 26.75 lbs
Page 11 of 38
•
. aBo1secascade Single 5-1/8" x 7-1/2" BOISE GLULAM®24F-V4/DF
ENGINEERED WOOD PRODUCTS
Beam 3 (Stairs) (Roof Drop Beam)
BC CALC®Engineering Report Dry l 1 span 1 No cant. 143"OCS 1 Non-Repetitive 1 0/12 April 10,2023 22:05:12
Build 16959
Point Load Dead Load 03-07-00 ---- 66.87 Ibs ---
Point Load Dead Load 03-07-00 --- 2.14 lbs ----
Uniform Linear Load Live Load 00-02-12 03-04-04 116.72 lb/ft ---
Uniform Linear Load Dead Load 00-02-12 03-04-04 291.80 lb/ft ----
Uniform Linear Load Dead Load 00-02-12 03-04-04 9.34 lb/ft ---
A•
03-01-08 A
Moment(ft-lbs) 0 510 0
Shear(Ibs) -627 627
Shear Red. (Ibs) 261 261
Reaction(Ibs) 749 749
Uplift(Ibs) 0 0
Total Defl. (in) 0.003"
Neg. Defl.(in) 0"
Loadcase#2: (1.00D+1.00LP_1)
1.00 Dead Load+ 1.00 Live Point Load on left side of span#1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 --- 66.87 lbs ----
Point Load Dead Load 00-00-00 --- 2.14 lbs ---
Point Load Dead Load 03-07-00 --- 66.87 lbs --
Point Load Dead Load 03-07-00 ---- 2.14 lbs ----
Uniform Linear Load Dead Load 00-02-12 03-04-04 291.80 lb/ft ----
Uniform Linear Load Dead Load 00-02-12 03-04-04 9.34 lb/ft ----
Uniform Linear Load Construction Load 00-03-08 02-09-00 118.77 lb/ft --
A 03-01-08 A
Moment(ft-lbs) 0 502 0
Shear(Ibs) -623 573
Shear Red.(Ibs) 262 188
Reaction(Ibs) 711 660
Uplift(Ibs) 0 0
Total Defl. (in) 0.003"
Neg. Deft (in) 0"
Loadcase#3: (1.00D+1.00LP_2)
1.00 Dead Load+ 1.00 Live Point Load at center of span#1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 ---- 66.87 lbs ---
_ Point Load Dead Load 00-00-00 --- 2.14 lbs --
Point Load Dead Load 03-07-00 --- 66.87 lbs ----
Point Load Dead Load 03-07-00 ---- 2.14 lbs ---
Uniform Linear Load Dead Load 00-02-12 03-04-04 291.80 lb/ft ---
• Uniform Linear Load Dead Load 00-02-12 03-04-04 9.34 lb/ft ---
Uniform Linear Load Construction Load 00-06-12 03-00-04 118.77 lb/ft ----
A 03-01-08 A
Moment(ft-lbs) 0 506 0
Shear(lbs) -598 598
Shear Red. (Ibs) 188 188
Reaction(Ibs) 686 686
Uplift(Ibs) 0 0
Total Defl. (in) 0.003"
Neg. Defl. (in) 0"
Loadcase#4:(1.00D+1.00LP_3)
1.00 Dead Load+ 1.00 Live Point Load on right side of span#1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 --- 66.87 lbs ---
Point Load Dead Load 00-00-00 --- 2.14 lbs ---
Point Load Dead Load 03-07-00 --- 66.87 lbs ---
Page 12 of 38
0 Boise c - Single 5-1/8" x 7-1/2" BOISE GLULAM®24F-V4/DF
ENGINEERED WOOD PRODUCTS
Beam 3(Stairs)(Roof Drop Beam)
BC CALC®Engineering Report Dry I 1 span I No cant. I 43"OCS I Non-Repetitive 10/12 April 10,2023 22:05:12
Build 16959
Point Load Dead Load 03-07-00 --- 2.14 lbs ---
Uniform Linear Load Dead Load 00-02-12 03-04-04 291.80 lb/ft ---
Uniform Linear Load Dead Load 00-02-12 03-04-04 9.34 lb/ft --
Uniform Linear Load Construction Load 00-10-00 03-03-08 118.77 lb/ft --- .
A 03-01-08 A
Moment(ft-lbs) 0 502 0
Shear(Ibs) -573 623
Shear Red. (Ibs) 188 262
Reaction(lbs) 661 711
Uplift(Ibs) 0 0
Total Defl. (in) 0.003"
Neg. Defl. (in) 0"
Loadcase#5: (1.00D+1.00S)
1.00 Dead Load+ 1.00 Snow Load on span#1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 --- 66.87 lbs --
Point Load Snow Load 00-00-00 --- 66.87 lbs --
Point Load Dead Load 00-00-00 --- 2.14 lbs ---
Point Load Dead Load 03-07-00 --- 66.87 lbs ---
Point Load Snow Load 03-07-00 --- 66.87 lbs ---
Point Load Dead Load 03-07-00 --- 2.14 lbs ---
Uniform Linear Load Dead Load 00-02-12 03-04-04 291.80 lb/ft ---
Uniform Linear Load Snow Load 00-02-12 03-04-04 291.80 lb/ft --
Uniform Linear Load Dead Load 00-02-12 03-04-04 9.34 lb/ft ---
A 03-01-08 A
Moment(ft-lbs) 0 724 0
Shear(Ibs) -889 889
Shear Red.(Ibs) 371 371
Reaction(lbs) 1062 1062
Uplift(Ibs) 0 0
Total Defl. (in) 0.004"
Neg. Defl. (in) 0"
Loadcase#6:(1.00D+0.75S+0.75L)
1.00 Dead Load+0.75 Live Load on span#1 +0.75 Snow Load on span#1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Live Load 00-00-00 --- 26.75 lbs -- _
Point Load Dead Load 00-00-00 -- 66.87 lbs ----
Point Load Snow Load 00-00-00 -- 66.87 lbs --
Point Load Dead Load 00-00-00 ---- 2.14 lbs --
Point Load Live Load 03-07-00 --- 26.75 lbs --
Point Load Dead Load 03-07-00 --- 66.87 lbs ----
Point Load Snow Load 03-07-00 --- 66.87 lbs ---
Point Load Dead Load 03-07-00 --- 2.14 lbs ---
Uniform Linear Load Live Load 00-02-12 03-04-04 116.72 lb/ft ---
Uniform Linear Load Dead Load 00-02-12 03-04-04 291.80 lb/ft ----
Uniform Linear Load Snow Load 00-02-12 03-04-04 291.80 lb/ft ---
Uniform Linear Load Dead Load 00-02-12 03-04-04 9.34 lb/ft --
A 03-01-08 A
Moment(ft-lbs) 0 742 0
Shear(Ibs) -911 911
Shear Red. (Ibs) 380 380
Reaction(Ibs) 1088 1088
Uplift(Ibs) 0 0
Total Defl.(in) 0.004"
Neg. Defl.(in) 0"
Page 13 of 38
•
® LW- Single 5-1/8" x 7-1/2" BOISE GLULAM®24F-V4/DF
ENGINEERED WOOD PND W CTS
Beam 3(Stairs) (Roof Drop Beam)
BC CALC®Engineering Report Dry 11 span I No cant. I 43"OCS I Non-Repetitive 10/12 April 10,2023 22:05:12
Build 16959
Loadcase#7:(1.00L)
1.00 Live Load on span#1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Live Load 00-00-00 ---- 26.75 lbs ----
.Point Load Live Load 03-07-00 --- 26.75 lbs ---
Uniform Linear Load Live Load 00-02-12 03-04-04 116.72 lb/ft ----
A 03-01-08 A
Live Deft. (in) 0.001"
Live Neg. Defl. (in) 0"
Loadcase#8:(1.00S)
1.00 Snow Load on span#1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Snow Load 00-00-00 --- 66.87 lbs ---
Point Load Snow Load 03-07-00 --- 66.87 lbs ---
Uniform Linear Load Snow Load 00-02-12 03-04-04 291.80 lb/ft ----
A 03-01-08 A
Live Defl. (in) 0.002"
Live Neg. Defl.(in) 0"
Loadcase#9: (1.00LP_1)
1.00 Live Point Load on left side of span#1
Load Type Component Start Pos End Pos Start Value End Value
Uniform Linear Load Construction Load 00-03-08 02-09-00 118.77 lb/ft ---
A 03-01-08 A
Live Defl. (in) 0.001"
Live Neg. Defl. (in) 0"
Loadcase#10: (1.00LP_2)
1.00 Live Point Load at center of span#1
Load Type Component Start Pos End Pos Start Value End Value
Uniform Linear Load Construction Load 00-06-12 03-00-04 118.77 lb/ft ----
A 03-01-08 A
Live Defl. (in) 0.001"
Live Neg. Defl. (in) 0"
Loadcase#11: (1.00LP_3)
1.00 Live Point Load on right side of span#1
Load Type Component Start Pos End Pos Start Value End Value
Uniform Linear Load Construction Load 00-10-00 03-03-08 118.77 lb/ft ---
A 03-01-08 A
Live Defl. (in) 0.001"
Live Neg. Defl. (in) 0"
Loadcase#12: (0.75S+0.75L)
0.75 Live Load on span#1 +0.75 Snow Load on span#1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Live Load 00-00-00 ---- 26.75 lbs ---
Point Load Snow Load 00-00-00 ---- 66.87 lbs ----
Point Load Live Load 03-07-00 -- 26.75 lbs --
Page 14 of 38
se..... Single 5-1/8" x 7-1/2" BOISE GLULAM®24F-V4/DF
ENGINEERED WOOD PRODUCTS •
Beam 3(Stairs) (Roof Drop Beam)
BC CALC®Engineering Report Dry 11 span I No cant. I 43"OCS I Non-Repetitive 10/12 April 10,2023 22:05:12
Build 16959
Point Load Snow Load 03-07-00 -- 66.87 lbs
Uniform Linear Load Live Load 00-02-12 03-04-04 116.72 lb/ft --
Uniform Linear Load Snow Load 00-02-12 03-04-04 291.80 lb/ft --
A 03-01-08 A
Live Defl. (in) 0.002"
Live Neg. Defl. (in) 0"
Page 15 of 38
®eases Single 5-1/8" x 7-1/2" BOISE GLULAM®24F-V4/DF
ENGINEERED WOOD PRODUCTS
Beam 4(Kitchen) (Roof Drop Beam)
BC CALC®Engineering Report Dry 11 span I No cant. 1172"OCS I Non-Repetitive 10/12 April 10,2023 22:05:12
Build 16959
Factored Product Data
E= 1.80 x 106 psi Shear=6791 lbs Compression Perpendicular to Grain =650 psi
El=324.32 x 106 lb-in2 Moment=9609 ft-lbs
Em;,,=0.93 X 106 psi
Modification Factors
Factor Moment Neg. Moment Shear End Reaction Int. Reaction Bearing
Load Duration 100% 100% 100%
Moisture Content 1.00 1.00 1.00
Lateral Stability 1.00
Unbraced Length 00-00-00
Repetitive Member
Volume 1.00
Notch/Bevel 1.00
Maximum Values
A 14-05-08 A
Moment(ft-lbs) 0 5470 0
Shear(Ibs) -784 1500
Shear Red. (Ibs) 143 143
Reaction(Ibs) 1596 1596
Uplift(Ibs) 0 0
Total Defl. (in) 0.635"
Live Defl.(in) 0.303"
Neg. Defl. (in) 0"
Live Neg. Defl. (in) 0"
Load cases
Loadcase#0: (1.00D)
1.00 Dead Load
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 --- 39.58 lbs ----
Point Load Dead Load 00-00-00 ---- 3.70 lbs ----
- Point Load Dead Load 15-03-00 -- 39.58 lbs --
Point Load Dead Load 15-03-00 ---- 3.70 lbs ----
Uniform Linear Load Dead Load 00-04-12 14-10-04 100.00 lb/ft ---
Uniform Linear Load Dead Load 00-04-12 14-10-04 9.34 lb/ft ----
A 14-05-08 A
Moment(ft-lbs) 0 2857 0
Shear(Ibs) -784 784
Shear Red. (Ibs) 68 68
Reaction(Ibs) 834 834
Uplift(Ibs) 0 0
Total Defl. (in) 0.331"
Neg. Defl. (in) 0"
Loadcase#1: (1.00D+1.00L)
1.00 Dead Load+ 1.00 Live Load on span#1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Live Load 00-00-00 ---- 39.58 lbs ----
Point Load Dead Load 00-00-00 -- 39.58 lbs ---
Point Load Dead Load 00-00-00 ---- 3.70 lbs ----
Point Load Live Load 15-03-00 --- 39.58 lbs ----
Page 16 of 38
® Single 5-1/8" x 7-1/2" BOISE GLULAM®24F-V4/DF
ENGINEERED WOOD PR000CTS
Beam 4(Kitchen)(Roof Drop Beam)
BC CALC®Engineering Report Dry 11 span I No cant. 1172"OCS I Non-Repetitive 10/12 April 10,2023 22:05:12
Build 16959
Point Load Dead Load 15-03-00 --- 39.58 lbs
Point Load Dead Load 15-03-00 --- 3.70 lbs ---
Uniform Linear Load Live Load 00-04-12 14-10-04 100.00 lb/ft ---
Uniform Linear Load Dead Load 00-04-12 14-10-04 100.00 lb/ft --- ,
Uniform Linear Load Dead Load 00-04-12 14-10-04 9.34 lb/ft ---
A 14-05-08 A .
Moment(ft-lbs) 0 5470 0
Shear(Ibs) -1500 1500
Shear Red. (lbs) 131 131
Reaction(lbs) 1596 1596
Uplift(lbs) 0 0
Total Defl. (in) 0.635"
Neg. Defl. (in) 0"
Loadcase#2: (1.00D+1.00LP_1)
1.00 Dead Load+ 1.00 Live Point Load on left side of span#1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 ---- 39.58 lbs --
Point Load Dead Load 00-00-00 --- 3.70 lbs -
Point Load Dead Load 15-03-00 --- 39.58 lbs ----
Point Load Dead Load 15-03-00 ---- 3.70 lbs ---
Uniform Linear Load Dead Load 00-04-12 14-10-04 100.00 lb/ft ----
Uniform Linear Load Dead Load 00-04-12 14-10-04 9.34 lb/ft --
Uniform Linear Load Construction Load 00-05-08 02-11-00 118.77 lb/ft ---
A 14-05-08 A
Moment(ft-lbs) 0 3049 0
Shear(Ibs) -1050 810
Shear Red. (Ibs) 143 68
Reaction(Ibs) 1100 860
Uplift(Ibs) 0 0
Total Defl.(in) 0.357"
Neg. Defl.(in) 0"
Loadcase#3:(1.00D+1.00LP_2)
1.00 Dead Load+ 1.00 Live Point Load at center of span#1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 -- 39.58 lbs --
Point Load Dead Load 00-00-00 -- 3.70 lbs --- _
Point Load Dead Load 15-03-00 ---- 39.58 lbs ---- _
Point Load Dead Load 15-03-00 --- 3.70 lbs --
Uniform Linear Load Dead Load 00-04-12 14-10-04 100.00 lb/ft ---
Uniform Linear Load Dead Load 00-04-12 14-10-04 9.34 lb/ft ---
Uniform Linear Load Construction Load 06-04-12 08-10-04 118.77 lb/ft ---
A 14-05-08 A
Moment(ft-lbs) 0 3824 0
Shear(lbs) -930 930
Shear Red.(Ibs) 68 68
Reaction(Ibs) 980 980
Uplift(Ibs) 0 0
Total Defl. (in) 0.428"
Neg. Defl. (in) 0"
Loadcase#4: (1.00D+1.00LP_3)
1.00 Dead Load+ 1.00 Live Point Load on right side of span#1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 --- 39.58 lbs --
Point Load Dead Load 00-00-00 --- 3.70 lbs ----
Point Load Dead Load 15-03-00 --- 39.58 lbs ---
Page 17 of 38
•
a Boise Cascade" Ili—W.—• Single 5-1/8" x 7-1/2" BOISE GLULAM®24F-V4/DF
ENGINEERED WOOD PRODUCTS
Beam 4(Kitchen)(Roof Drop Beam)
BC CALC®Engineering Report Dry 11 span I No cant. I 172"OCS I Non-Repetitive 10/12 April 10,2023 22:05:12
Build 16959
Point Load Dead Load 15-03-00 -- 3.70 lbs --
Uniform Linear Load Dead Load 00-04-12 14-10-04 100.00 lb/ft ---
Uniform Linear Load Dead Load 00-04-12 14-10-04 9.34 lb/ft —
Uniform Linear Load Construction Load 12-04-00 14-09-08 118.77 lb/ft ----
A 14-05-08 A
. Moment(ft-lbs) 0 3049 0
Shear(Ibs) -810 1050
Shear Red. (Ibs) 68 143
Reaction(Ibs) 860 1100
Uplift(lbs) 0 0
Total Deft (in) 0.357"
Neg. Defl. (in) 0"
Loadcase#5: (1.00L)
1.00 Live Load on span#1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Live Load 00-00-00 ---- 39.58 lbs ----
Point Load Live Load 15-03-00 --- 39.58 lbs ----
Uniform Linear Load Live Load 00-04-12 14-10-04 100.00 lb/ft ---
A 14-05-08 A
Live Defl. (in) 0.303"
Live Neg. Defl. (in) 0"
Loadcase#6:(1.00LP_1)
1.00 Live Point Load on left side of span#1
Load Type Component Start Pos End Pos Start Value End Value
Uniform Linear Load Construction Load 00-05-08 02-11-00 118.77 lb/ft ----
A 14-05-08 A
Live Defl. (in) 0.026"
Live Neg. Defl.(in) 0"
Loadcase#7:(1.00LP_2)
1.00 Live Point Load at center of span#1
Load Type Component Start Pos End Pos Start Value End Value
Uniform Linear Load Construction Load 06-04-12 08-10-04 118.77 lb/ft ---
A 14-05-08 A
Live Defl. (in) 0.097"
- Live Neg. Defl. (in) 0"
Loadcase#8: (1.00LP_3)
1.00 Live Point Load on right side of span#1
Load Type Component Start Pos End Pos Start Value End Value
Uniform Linear Load Construction Load 12-04-00 14-09-08 118.77 lb/ft ----
A 14-05-08 A
Live Defl. (in) 0.026"
Live Neg. Defl. (in) 0"
Page 18 of 38
® - Triple 2 x 4 DFL SS •
ENGINEERED WOOD PRODUCTS
Post 1
BC CALC®Engineering Report Dry 108-00-00 April 10,2023 22:05:12
Build 16959
General Data
Eccentricity x=0.75" Iex=08-00-00 Kf=0.75 Slenderness Ratio x=21.33 c=0.80 _
Eccentricity y=0.58" ley=08-00-00 K.= 1.00 Slenderness Ratio y=27.43
Factored Product Data
Ex= 1.90 x 106 psi Ey= 1.90 x 106 psi lx=5.36 in4 FDEX= 1246.95 psi FbE=9040.17 psi
Eminx=0.69 x 106 psi Eminy=0.69 X 106 psi ly=0.98 in4 FDEy=754.33 psi
Modification Factors
Front-Back Left-Right
Factor Compression Bearing Moment Shear Moment Shear
Load Duration 115% 115%
Moisture Content 1.00
Column Stability 0.38
Lateral Stability
Repetitive Member
Size 1.50
Maximum Values
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(Ibs)
Total Defl.(in)
Reaction(lbs) 4806
Compression(psi)
Compression and Bending(%) 42.7 34.5
Load cases
Loadcase#0: (1.00D)
1.00 Dead Load
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 -- 28.88 lbs -- _
Point Load Dead Load 00-00-00 -- 2390.00 lbs --- _
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(Ibs)
Total Defl.(in)
Reaction (Ibs) 2419
Compression(psi)
Loadcase#1: (1.00D+1.00L)
1.00 Dead Load+ 1.00 Live Load axial
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 -- 28.88 lbs --
Point Load Live Load 00-00-00 --- 909.00 lbs ----
Point Load Dead Load 00-00-00 --- 2390.00 lbs ---
Page 19 of 38
®Boisecascade' Triple 2 x 4 DFL SS
• ENGINEERED W000 PRODUCTS
Post 1
BC CALC®Engineering Report Dry 108-00-00 April 10,2023 22:05:12
Build 16959
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(Ibs)
Total Defl. (in)
Reaction(lbs) 3328
Compression(psi)
Loadcase#2:(1.00D+1.00S)
1.00 Dead Load+ 1.00 Snow Load axial
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 ---- 28.88 lbs
Point Load Dead Load 00-00-00 --- 2390.00 lbs --
Point Load Snow Load 00-00-00 -- 2274.00 lbs ---
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(Ibs)
Total Defl. (in)
Reaction(Ibs) 4693
Compression (psi)
Loadcase#3: (1.00D+0.75S+0.75L)
1.00 Dead Load+0.75 Live Load axial+0.75 Snow Load axial
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 ---- 28.88 lbs ---
Point Load Live Load 00-00-00 --- 909.00 lbs ---
Point Load Dead Load 00-00-00 --- 2390.00 lbs ---
Point Load Snow Load 00-00-00 --- 2274.00 lbs ----
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(lbs)
Total Defl. (in)
Reaction(Ibs) 4806
Compression (psi)
Page 20 of 38
®Boisecascadll Double 2 x 4 DFL SS •
ENGINEERED WOOD PRODUCTS
Post 10
BC CALC®Engineering Report Dry 108-00-00 April 10,2023 22:05:12
Build 16959
General Data
Eccentricity x=0.5" lex=08-00-00 Kf=0.75 Slenderness Ratio x=32.00 c=0.80
Eccentricity y=0.58" ley=08-00-00 K8= 1.00 Slenderness Ratio y=27.43
Factored Product Data •
EX= 1.90 x 106 psi Ey= 1.90 x 106 psi Ix=5.36 in4 FcEx=554.20 psi FbE=6026.78 psi
Eminx=0.69 x 106 psi Eminy=0.69 X 106 psi ly=0.98 in4 FcEy=754.33 psi
Modification Factors
Front-Back Left-Right
Factor Compression Bearing Moment Shear Moment Shear
Load Duration 100% 100%
Moisture Content 1.00
Column Stability 0.22
Lateral Stability
Repetitive Member
Size 1.50
Maximum Values
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(lbs)
Total Defl. (in)
Reaction(Ibs) 1616
Compression(psi)
Compression and Bending(%) 25.7 25
Load cases
Loadcase#0: (1.00D)
1.00 Dead Load
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 --- 19.25 lbs
Point Load Dead Load 00-00-00 -- 834.00 lbs ---
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(Ibs)
Total Defl.(in)
Reaction(lbs) 853
Compression(psi)
Loadcase#1:(1.00D+1.00L)
1.00 Dead Load+ 1.00 Live Load axial
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 ---- 19.25 lbs --
Point Load Live Load 00-00-00 --- 763.00 lbs ---
Point Load Dead Load 00-00-00 --- 834.00 lbs ----
Page 21 of 38
•
®e�Cascade Double 2 x 4 DFL SS
ENGINEERED WOOD PRODUCTS
Post 10
BC CALC®Engineering Report Dry 108-00-00 April 10,2023 22:05:12
Build 16959
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(Ibs)
Total Defl. (in)
Reaction(Ibs) 1616
Compression(psi)
Page 22 of 38
®BoseCascader Single 5-1/8" x 5-1/2" BOISE GLULAM®24F-V4/DF .
ENGINEERED WOOD PRODUCTS
Post 2
BC CALC®Engineering Report Dry 108-00-00 April 10,2023 22:05:12
Build 16959
General Data
Eccentricity x=0.86" le:=08-00-00 Kf= 1.00 Slenderness Ratio x= 18.73 c=0.90
Eccentricity y=0.92" ley=08-00-00 Ke= 1.00 Slenderness Ratio y= 17.45
Factored Product Data •
EX= 1.80 x 106 psi Ey= 1.60 x 106 psi IX=71.06 in4 Fcex= 1943.01 psi FbE=26892.32 psi
Eminx=0.93 x 106 psi Eminy=0.83 x 106 psi ly=61.70 in4 FDEy=2517.47 psi
Modification Factors
Front-Back Left-Right
Factor Compression Bearing Moment Shear Moment Shear
Load Duration 115% 115%
Moisture Content 1.00
Column Stability 0.85
Lateral Stability
Repetitive Member
Volume
Maximum Values
Front-Back Left-Right Axial
Bending (ft-lbs)
Shear(Ibs)
Total Defl. (in)
Reaction(lbs) 7074
Compression(psi)
Compression and Bending (%) 13.4 19.2
Load cases
Loadcase#0:(1.00D)
1.00 Dead Load
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 -- 54.81 lbs ---
Point Load Dead Load 00-00-00 -- 3547.00 lbs ---
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(Ibs)
Total Defl. (in)
Reaction(Ibs) 3602
Compression(psi)
Loadcase#1: (1.00D+1.00L)
1.00 Dead Load+ 1.00 Live Load axial
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 -- 54.81 lbs ---
Point Load Live Load 00-00-00 -- 1322.00 lbs ---
Point Load Dead Load 00-00-00 --- 3547.00 lbs ---
Page 23 of 38
. ®BoseCascadePSingle 5-1/8" x 5-1/2" BOISE GLULAM®24F-V4/DF
ENGINEERED WOOD PRODUCE
Post 2
BC CALC®Engineering Report Dry J 08-00-00 April 10,2023 22:05:12
Build 16959
Front-Back Left-Right Axial
Bending(ft-Ibs)
• Shear(Ibs)
- Total Defl. (in)
Reaction(Ibs) 4924
. Compression(psi)
Loadcase#2:(1.00D+1.00S)
1.00 Dead Load+ 1.00 Snow Load axial
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 --- 54.81 lbs ----
Point Load Dead Load 00-00-00 -- 3547.00 lbs --
Point Load Snow Load 00-00-00 -- 3307.00 lbs ----
Front-Back Left-Right Axial
Bending(ft-Ibs)
Shear(Ibs)
Total Defl.(in)
Reaction(Ibs) 6909
Compression(psi)
Loadcase#3:(1.00D+0.75S+0.75L)
1.00 Dead Load+0.75 Live Load axial+0.75 Snow Load axial
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 --- 54.81 lbs ---
Point Load Live Load 00-00-00 ---- 1322.00 lbs ---
Point Load Dead Load 00-00-00 --- 3547.00 lbs ----
Point Load Snow Load 00-00-00 ---- 3307.00 lbs ---
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(Ibs)
Total Defl.(in)
Reaction (Ibs) 7074
Compression(psi)
Page 24 of 38
®Boise Cascade' Quadruple 2 x 4 DFL SS •
ENGIN...4 WOOD PRODUCTS
Post 3
BC CALC®Engineering Report Dry 108-00-00 April 10,2023 22:05:12
Build 16959
General Data
Eccentricity x= 1" lex=08-00-00 Kf=0.75 Slenderness Ratio x= 16.00 c=0.80
Eccentricity y=0.58" ley=08-00-00 KB= 1.00 Slenderness Ratio y=27.43
•
Factored Product Data
Ex= 1.90 x 106 psi Ey= 1.90 x 106 psi lx=5.36 in4 FcEx=2216.80 psi FbE= 12053.56 psi
Eminx=0.69 x 106 psi Eminy=0.69 x 106 psi ly=0.98 in4 FcEy=754.33 psi
Modification Factors
Front-Back Left-Right
Factor Compression Bearing Moment Shear Moment Shear
Load Duration 115% 115%
Moisture Content 1.00
Column Stability 0.38
Lateral Stability
Repetitive Member
Size 1.50
Maximum Values
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(Ibs)
Total Defl.(in)
Reaction(Ibs) 7510
Compression(psi)
Compression and Bending(%) 57.4 42.3
Load cases
Loadcase#0: (1.00D)
1.00 Dead Load
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 --- 38.50 lbs ---
Point Load Dead Load 00-00-00 ---- 2620.00 lbs ----
Front-Back Left-Right Axial
•
Bending(ft-lbs)
Shear(Ibs)
Total Defl. (in)
Reaction(Ibs) 2659
Compression(psi)
Loadcase#1: (1.00D+1.00L)
1.00 Dead Load+ 1.00 Live Load axial
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 --- 38.50 lbs ----
Point Load Live Load 00-00-00 -- 3162.00 lbs ----
Point Load Dead Load 00-00-00 -- 2620.00 lbs ---
Page 25 of 38
•
® - Quadruple 2 x 4 DFL SS
ENGINEERED WOOD PRODUCTS
Post 3
BC CALC®Engineering Report Dry 108-00-00 April 10,2023 22:05:12
Build 16959
Front-Back Left-Right Axial
Bending(ft-lbs)
- Shear(Ibs)
- Total Defl. (in)
Reaction(Ibs) 5821
Compression(psi)
Loadcase#2:(1.00D+1.00S)
1.00 Dead Load+ 1.00 Snow Load axial
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 -- 38.50 lbs ---
Point Load Dead Load 00-00-00 --- 2620.00 lbs ---
Point Load Snow Load 00-00-00 --- 3307.00 lbs --
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(Ibs)
Total Defl. (in)
Reaction(Ibs) 5966
Compression(psi)
Loadcase#3: (1.00D+0.75S+0.75L)
1.00 Dead Load+0.75 Live Load axial+0.75 Snow Load axial
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 -- 38.50 lbs --
Point Load Live Load 00-00-00 --- 3162.00 lbs --
Point Load Dead Load 00-00-00 --- 2620.00 lbs ----
Point Load Snow Load 00-00-00 --- 3307.00 lbs ---
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(Ibs)
Total Defl. (in)
Reaction(Ibs) 7510
Compression(psi)
Page 26 of 38
aBoise Cascade' Quadruple 2 x 4 DFL SS
ENGINEERED WOOD PRODUCTS
Post 4
BC CALC®Engineering Report Dry 108-00-00 April 10,2023 22:05:12
Build 16959
General Data
Eccentricity x= 1" lex=08-00-00 Kr=0.75 Slenderness Ratio x= 16.00 c=0.80
Eccentricity y=0.58" ley=08-00-00 Ke= 1.00 Slenderness Ratio y=27.43 .
Factored Product Data
Ex= 1.90 x 106 psi Ey= 1.90 x 106 psi lx=5.36 in4 FbEx=2216.80 psi FbE= 12053.56 psi
Eminx=0.69 X 106 psi Eminy=0.69 x 106 psi ly=0.98 in4 FCEy=754.33 psi
Modification Factors
Front-Back Left-Right
Factor Compression Bearing Moment Shear Moment Shear
Load Duration 115% 115%
Moisture Content 1.00
Column Stability 0.38
Lateral Stability
Repetitive Member
Size 1.50
Maximum Values
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(Ibs)
Total Defl.(in)
Reaction(Ibs) 7977
Compression(psi)
Compression and Bending(%) 64.9 46.9
Load cases
Loadcase#0: (1.00D)
1.00 Dead Load
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 — 38.50 lbs — _
Point Load Dead Load 00-00-00 --- 3777.00 lbs --
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(Ibs)
Total Defl.(in) 3816
Reaction(Ibs)
Compression(psi)
Loadcase#1: (1.00D+1.00L)
1.00 Dead Load+ 1.00 Live Load axial
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 --- 38.50 lbs ---
Point Load Live Load 00-00-00 ---- 2242.00 lbs --
Point Load Dead Load 00-00-00 --- 3777.00 lbs ---
Page 27 of 38
Quadruple 2 x 4 DFL SS
ENGINEERED WOOD PRODUCTS
Post 4
BC CALL®Engineering Report Dry 108-00-00 April 10,2023 22:05:12
Build 16959
Front-Back Left-Right Axial
Bending(ft-lbs)
• Shear(Ibs)
Total Defl. (in)
Reaction (lbs) 6058
Compression(psi)
Loadcase#2:(1.00D+1.00S)
1.00 Dead Load+ 1.00 Snow Load axial
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 ---- 38.50 lbs ----
Point Load Dead Load 00-00-00 ---- 3777.00 lbs ---
Point Load Snow Load 00-00-00 ---- 3307.00 lbs ----
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(Ibs)
Total Defl. (in)
Reaction(Ibs) 7123
Compression(psi)
Loadcase#3: (1.00D+0.75S+0.75L)
1.00 Dead Load+0.75 Live Load axial+0.75 Snow Load axial
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 --- 38.50 lbs ----
Point Load Live Load 00-00-00 --- 2242.00 lbs --
Point Load Dead Load 00-00-00 ---- 3777.00 lbs ---
Point Load Snow Load 00-00-00 ---- 3307.00 lbs ---
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(lbs)
Total Defl.(in)
Reaction (Ibs) 7977
Compression (psi)
Page 28 of 38
l®edsecascada Single 5-1/8" x 5-1/2" BOISE GLULAM®24F-V4/DF
ENGINEERED WOOD PRODUCTS
Post 5
BC CALC®Engineering Report Dry 108-00-00 April 10,2023 22:05:12
Build 16959
General Data
Eccentricity x=0.86" lex=08-00-00 Kf= 1.00 Slenderness Ratio x= 18.73 c=0.90
Eccentricity y=0.92" ley=08-00-00 Ke= 1.00 Slenderness Ratio y= 17.45
Factored Product Data
EX= 1.80 x 106 psi Ey= 1.60 x 106 psi IX=71.06 in4 FLEX= 1943.01 psi FbE=26892.32 psi
Eminx=0.93 X 106 psi Eminy=0.83 x 106 psi ly=61.70 in4 FDEy=2517.47 psi
Modification Factors
Front-Back Left-Right
Factor Compression Bearing Moment Shear Moment Shear
Load Duration 115% 115%
Moisture Content 1.00
Column Stability 0.85
Lateral Stability
Repetitive Member
Volume
Maximum Values
Front-Back Left-Right Axial
Bending (ft-lbs)
Shear(Ibs)
Total Defl. (in)
Reaction(Ibs) 3295
Compression(psi)
Compression and Bending (%) 5.2 7.5
Load cases
Loadcase#0: (1.00D)
1.00 Dead Load
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 -- 54.81 lbs
Point Load Dead Load 00-00-00 ---- 1607.00 lbs ----
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(Ibs)
Total Defl.(in)
Reaction(lbs) 1662
Compression(psi)
Loadcase#1: (1.00D+1.00L)
1.00 Dead Load+ 1.00 Live Load axial
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 --- 54.81 lbs ---
Point Load Live Load 00-00-00 ---- 622.00 lbs ---
Point Load Dead Load 00-00-00 ---- 1607.00 lbs ---
Page 29 of 38
® III Single 5-1/8" x 5-1/2" BOISE GLULAM®24F-V4/DF
ENGINEERED WOOD PRODUCTS
Post 5
BC CALC®Engineering Report Dry 108-00-00 April 10, 2023 22:05:12
Build 16959
Front-Back Left-Right Axial
Bending(ft-lbs)
• Shear(Ibs)
-
Total Defl. (in)
Reaction(lbs) 2284
Compression (psi)
Loadcase#2: (1.00D+1.00S)
1.00 Dead Load+ 1.00 Snow Load axial
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 --- 54.81 lbs ---
Point Load Dead Load 00-00-00 -- 1607.00 lbs ---
Point Load Snow Load 00-00-00 ---- 1556.00 lbs ---
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(lbs)
Total Defl. (in)
Reaction(lbs) 3218
Compression(psi)
Loadcase#3:(1.00D+0.75S+0.75L)
1.00 Dead Load+0.75 Live Load axial+0.75 Snow Load axial
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 --- 54.81 lbs ---
Point Load Live Load 00-00-00 ---- 622.00 lbs ----
Point Load Dead Load 00-00-00 -- 1607.00 lbs ---
Point Load Snow Load 00-00-00 --- 1556.00 lbs ---
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(Ibs)
Total Defl.(in)
Reaction(Ibs) 3295
Compression(psi)
Page 30 of 38
aBoise Cascade lllII Double 2 x 4 DFL SS
ENOINFFRFr)WOOD PRODUCTS
Post 6
BC CALC®Engineering Report Dry 108-00-00 April 10,2023 22:05:12
Build 16959
General Data
Eccentricity x=0.5" lex=08-00-00 Kf=0.75 Slenderness Ratio x=32.00 c=0.80
Eccentricity y=0.58" ley=08-00-00 Ke= 1.00 Slenderness Ratio y=27.43 .
Factored Product Data `
Ex= 1.90 x 106 psi Ey= 1.90 x 106 psi lx=5.36 in4 FDEX=554.20 psi FbE=6026.78 psi
Eminx=0.69 X 106 psi Eminy=0.69 X 106 psi ly=0.98 in4 FcEy=754.33 psi
Modification Factors
Front-Back Left-Right
Factor Compression Bearing Moment Shear Moment Shear
Load Duration 115% 115%
Moisture Content 1.00
Column Stability 0.22
Lateral Stability
Repetitive Member
Size 1.50
Maximum Values
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(Ibs)
Total Defl. (in) 1108
Reaction(lbs)
Compression(psi)
Compression and Bending(%) 12.8 12
Load cases
Loadcase#0:(1.00D)
1.00 Dead Load
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 -- 19.25 lbs ---- ,
Point Load Dead Load 00-00-00 --- 540.00 lbs --
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(Ibs)
Total Defl. (in)
Reaction(Ibs) 559
Compression(psi)
Loadcase#1: (1.00D+1.00L)
1.00 Dead Load+ 1.00 Live Load axial
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 --- 19.25 lbs --
Point Load Live Load 00-00-00 --- 209.00 lbs ---
Point Load Dead Load 00-00-00 -- 540.00 lbs ---
Page 31 of 38
r __
® - Double 2 x 4 DFL SS
ENGINEERED WOOD PRODUCTS
Post 6
BC CALC®Engineering Report Dry 108-00-00 April 10,2023 22:05:12
Build 16959
Front-Back Left-Right Axial
Bending(ft-lbs)
• Shear(Ibs)
Total Defl.(in)
Reaction (lbs) 768
Compression(psi)
Loadcase#2: (1.00D+1.00S)
1.00 Dead Load+ 1.00 Snow Load axial
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 ---- 19.25 lbs ---
Point Load Dead Load 00-00-00 ---- 540.00 lbs ---
Point Load Snow Load 00-00-00 --- 523.00 lbs --
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(lbs)
Total Defl. (in)
Reaction (lbs) 1082
Compression(psi)
Loadcase#3: (1.00D+0.75S+0.75L)
1.00 Dead Load+0.75 Live Load axial+0.75 Snow Load axial
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 --- 19.25 lbs ----
Point Load Live Load 00-00-00 --- 209.00 lbs ---
Point Load Dead Load 00-00-00 --- 540.00 lbs ----
Point Load Snow Load 00-00-00 --- 523.00 lbs ----
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(Ibs)
Total Defl.(in)
Reaction (Ibs) 1108
Compression(psi)
Page 32 of 38
®Boise
Cascade' Triple2x4DFLSS
WOOD PRODUCTS ENGINEERED
Post 7
BC CALC®Engineering Report Dry 108-00-00 April 10,2023 22:05:12
Build 16959
General Data
Eccentricity x=0.75" lex=08-00-00 Kr=0.75 Slenderness Ratio x=21.33 c=0.80
Eccentricity y=0.58" ley=08-00-00 Ke= 1.00 Slenderness Ratio y=27.43
Factored Product Data
EX= 1.90 x 106 psi Ey= 1.90 x 106 psi lx=5.36 in4 FLEX= 1246.95 psi FbE=9040.17 psi
Eminx=0.69 x 106 psi Eminy=0.69 X 106 psi ly=0.98 in4 FcEy=754.33 psi
Modification Factors
Front-Back Left-Right
Factor Compression Bearing Moment Shear Moment Shear
Load Duration 115% 115%
Moisture Content 1.00
Column Stability 0.38
Lateral Stability
Repetitive Member
Size 1.50
Maximum Values
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(Ibs)
Total Defl.(in)
Reaction(Ibs) 4189
Compression(psi)
Compression and Bending(%) 33.2 27.3
Load cases
Loadcase#0:(1.00D)
1.00 Dead Load
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 -- 28.88 lbs -- ,
Point Load Dead Load 00-00-00 --- 1837.00 lbs --
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(Ibs)
Total Defl.(in) 1866
Reaction(Ibs)
Compression(psi)
Loadcase#1: (1.00D+1.00L)
1.00 Dead Load+ 1.00 Live Load axial
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 ---- 28.88 lbs --
Point Load Live Load 00-00-00 --- 1542.00 lbs ----
Point Load Dead Load 00-00-00 -- 1837.00 lbs ----
Page 33 of 38
Triple 2 x 4 DFL SS
ENWEERED woof)PRoDucra
Post 7
BC CALC®Engineering Report Dry 108-00-00 April 10,2023 22:05:12
Build 16959
Front-Back Left-Right Axial
Bending(ft-lbs)
• Shear(lbs)
Total Defl. (in)
Reaction (Ibs) 3408
Compression (psi)
Loadcase#2: (1.00D+1.00S)
1.00 Dead Load+ 1.00 Snow Load axial
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 ---- 28.88 lbs ---
Point Load Dead Load 00-00-00 --- 1837.00 lbs ---
Point Load Snow Load 00-00-00 -- 1556.00 lbs ----
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(Ibs)
Total Defl. (in)
Reaction(Ibs) 3422
Compression(psi)
Loadcase#3: (1.00D+0.75S+0.75L)
1.00 Dead Load+0.75 Live Load axial+0.75 Snow Load axial
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 ---- 28.88 lbs ---
Point Load Live Load 00-00-00 ---- 1542.00 lbs --
Point Load Dead Load 00-00-00 -- 1837.00 lbs ----
Point Load Snow Load 00-00-00 -- 1556.00 lbs ---
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(Ibs)
Total Defl. (in)
Reaction(Ibs) 4189
Compression(psi)
Page 34 of 38
Boise Cascade' Double 2 x 4 DFL SS
ENGINEERED WOOD PRODUCTS
Post 8
BC CALC®Engineering Report Dry 108-00-00 April 10,2023 22:05:12
Build 16959
General Data
Eccentricity x=0.5" lex=08-00-00 Kr=0.75 Slenderness Ratio x=32.00 c=0.80
Eccentricity y=0.58" ley=08-00-00 KB= 1.00 Slenderness Ratio y=27.43
Factored Product Data
Ex= 1.90 x 106 psi Ey= 1.90 x 106 psi Ix=5.36 in4 FGEx=554.20 psi FbE=6026.78 psi
Eminx=0.69 X 106 psi Eminy=0.69 X 106 psi ly=0.98 in4 FcEy=754.33 psi
Modification Factors
Front-Back Left-Right
Factor Compression Bearing Moment Shear Moment Shear
Load Duration 115% 115%
Moisture Content 1.00
Column Stability 0.22
Lateral Stability
Repetitive Member
Size 1.50
Maximum Values
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(Ibs)
Total Defl.(in)
Reaction(Ibs) 2036
Compression(psi)
Compression and Bending(%) 36.5 35.9
Load cases
Loadcase#0: (1.00D)
1.00 Dead Load
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 --- 19.25 lbs --
Point Load Dead Load 00-00-00 --- 770.00 lbs
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(lbs)
Total Defl.(in)
Reaction(Ibs) 789
Compression(psi)
Loadcase#1:(1.00D+1.00L)
1.00 Dead Load+ 1.00 Live Load axial
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 --- 19.25 lbs ---
Point Load Live Load 00-00-00 --- 1139.00 lbs --
Point Load Dead Load 00-00-00 --- 770.00 lbs ---
Page 35 of 38
. a
Double 2 x 4 DFL SS
ENGNEERED WOOD PRODUCTS
Post 8
BC CALC®Engineering Report Dry 108-00-00 April 10,2023 22:05:12
Build 16959
Front-Back Left-Right Axial
Bending(ft-lbs)
• Shear(Ibs)
- Total Defl.(in)
- Reaction(Ibs) 1928
Compression(psi)
Loadcase#2: (1.00D+1.00S)
1.00 Dead Load+ 1.00 Snow Load axial
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 -- 19.25 lbs --
Point Load Dead Load 00-00-00 ---- 770.00 lbs ---
Point Load Snow Load 00-00-00 ---- 523.00 lbs ----
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(Ibs)
Total Defl. (in)
Reaction(lbs) 1312
Compression(psi)
Loadcase#3: (1.00D+0.75S+0.75L)
1.00 Dead Load+0.75 Live Load axial+0.75 Snow Load axial
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 --- 19.25 lbs ---
Point Load Live Load 00-00-00 — 1139.00 lbs ---
Point Load Dead Load 00-00-00 --- 770.00 lbs ----
Point Load Snow Load 00-00-00 --- 523.00 lbs ----
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(lbs)
Total Defl. (in)
Reaction(Ibs) 2036
Compression (psi)
Page 36 of 38
®Bo1seCascadeDouble 2 x 4 DFL SS
ENGINFPGPS WOOD PRODUCTS
Post 9
BC CALC®Engineering Report Dry 108-00-00 April 10,2023 22:05:12
Build 16959
General Data
Eccentricity x=0.5" le.=08-00-00 Kr=0.75 Slenderness Ratio x=32.00 c=0.80
Eccentricity y=0.58" ley=08-00-00 Ke= 1.00 Slenderness Ratio y=27.43
•
Factored Product Data
EX= 1.90 x 106 psi Ey= 1.90 x 106 psi Ix=5.36 in4 FcE:=554.20 psi FbE=6026.78 psi
Emimc=0.69 x 106 psi Eminy=0.69 X 106 psi ly=0.98 in4 Fcey=754.33 psi
Modification Factors
Front-Back Left-Right
Factor Compression Bearing Moment Shear Moment Shear
Load Duration 100% 100%
Moisture Content 1.00
Column Stability 0.22
Lateral Stability
Repetitive Member
Size 1.50
Maximum Values
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(Ibs)
Total Defl.(in)
Reaction(Ibs) 1616
Compression(psi)
Compression and Bending(%) 25.7 25
Load cases
Loadcase#0: (1.00D)
1.00 Dead Load
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 -- 19.25 lbs -- r
Point Load Dead Load 00-00-00 -- 834.00 lbs ----
•
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(Ibs)
Total Defl. (in)
Reaction(Ibs) 853
Compression(psi)
Loadcase#1:(1.00D+1.00L)
1.00 Dead Load+ 1.00 Live Load axial
Load Type Component Start Pos End Pos Start Value End Value
Point Load Dead Load 00-00-00 ---- 19.25 lbs ---
Point Load Live Load 00-00-00 -- 763.00 lbs ---
Point Load Dead Load 00-00-00 ---- 834.00 lbs ---
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®BoiseCascader Double 2 x 4 DFL SS
ENGINEERED WOOD PRODUCTS
Post 9
BC CALC®Engineering Report Dry 108-00-00 April 10,2023 22:05:12
Build 16959
Front-Back Left-Right Axial
Bending(ft-lbs)
Shear(Ibs)
• Total Defl. (in)
Reaction(Ibs) 1616
• Compression(psi)
e
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