Sovereign - Beaver Brook Roof Beam Calcs 5-18-179'4"
9'4"
1 SPF
3 1/2"
7 1/4"
2
1
3
Client:
Project:
Address:
Date: 5/18/2017
Designer:
Job Name:
Project #:
Level: LevelB1 2.0E PWLVL 1.750" X 7.250" 2-Ply - PASSED
Citrix Version 17.34.051 Powered by iStruct
Member Information
Type: Girder
Plies: 2
Moisture Condition: Dry
Deflection LL: 480
Deflection TL: 240
Importance: Normal
Temperature: Temp <= 100°F
Application: Roof
Slope: 8/12
Design Method: ASD
Building Code: IBC 2012
Load Sharing: No
Deck: Not Checked
Reactions lb (Uplift)
Brg Live Dead Snow Wind Const
1 0 483 1223 0 0
2 0 266 576 0 0
Analysis Results
Analysis Actual Location Allowed Capacity Comb. Case
Moment 2905 ft-lb 2'8 3/4" 10075 ft-lb 0.288 (29%) D+S L
Unbraced 2905 ft-lb 2'8 3/4" 6322 ft-lb 0.460 (46%) D+S L
Shear 1197 lb 10" 5544 lb 0.216 (22%) D+S L
LL Defl inch 0.172 (L/746) 4'4 1/4" 0.267 (L/480) 0.640 (64%) S L
TL Defl inch 0.244 (L/524) 4'4 1/2" 0.533 (L/240) 0.460 (46%) D+S L
Bearings
Bearing Length Cap. React D/L lb Total Ld. Case Ld. Comb.
1 - SPF 3.500" 33% 483 / 1223 1705 L D+S
2 - SPF 3.500" 16% 266 / 576 841 L D+S
Design Notes
1 Refer to manufacturer's literature for sloped bearing detail.
2 Attach with enough nails to prevent sliding between the joist and the sloped bearing wedge at
each support.
3 Girders are designed to be supported on the bottom edge only.
4 Multiple plies must be fastened together as per manufacturer's details.
5 Top loads must be supported equally by all plies.
6 Lateral slenderness ratio based on single ply width.
ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments
1 Part. Uniform 0-0-0 to 2-8-12 Top 53 PLF 0 PLF 193 PLF 0 PLF 0 PLF
2 Uniform 1-4-0 Top 20 PSF 0 PSF 55 PSF 0 PSF 0 PSF
3 Point 2-8-12 Top 207 lb 0 lb 587 lb 0 lb 0 lb
Self Weight 7 PLF
Pacific Woodtech Corp
1850 Park Lane
Burlington, WA 98233
(888) 707-2285
www.pacificwoodtech.com
APA: PR-L233, ICC-ES: ESR-2909
Manufacturer InfoNotes
Calculated Structured Designs is responsible only of the
structural adequacy of this component based on the
design criteria and loadings shown. It is the
responsibility of the customer and/or the contractor to
ensure the component suitability of the intended
application, and to verify the dimensions and loads.
Lumber
1.
2.
Dry service conditions, unless noted otherwise
LVL not to be treated with fire retardant or corrosive
chemicals
Handling & Installation
1.
2.
3.
4.
5.
LVL beams must not be cut or drilled
Refer to manufacturer's product information
regarding installation requirements, multi-ply
fastening details, beam strength values, and code
approvalsDamaged Beams must not be used
Design assumes top edge is laterally restrained
Provide lateral support at bearing points to avoid
lateral displacement and rotation
6. For flat roofs provide proper drainage to prevent
ponding
Page 1 of 1
diff
1
1' 6" 5 1/2"
2
19' 6 1/2"5 1/4"
21' 11 1/4"
Graphical Illustration - Not To Scale
Loading (psf):Quick Design Summary:Quick Deflection Summary:
Live Load Deflection 0-09 @ 11-07-14 L/360Roof Live Load - 55 Building Code - IBC 2009
Total Load Deflection 0-12 @ 11-07-14 L/240Design Methodology - ASDRoof Dead Load - 20
Critical Moment (Pos)Passed - 57%Floor Live Load - 40
Critical Shear Passed - 34%Floor Dead Load - 15
Unbraced Length (Top/Bottom) - 8-02-00/6-08-00
Reactions:
Maximum Analysis Reactions
Support Start End Dead Floor Live Roof Live Snow
1 1-06-00 1-11-08 1807.00 lb - 5521.00 lb -
2 21-06-00 21-11-04 1765.00 lb - 5491.00 lb -
Forces:
Maximum Load Magnitudes
Type Start End Dead Floor Live Roof Live Snow
Self Weight 0-00 21-11-04 22.00 lb/ft - - -
Uniform 1-06-00 21-09-00 143.00 lb/ft - 523.00 lb/ft -
Point 8-03-12 8-03-12 99.00 lb -210.00 lb -
Point 14-08-04 14-08-04 99.00 lb - 211.00 lb -
Expanded Design Results:
Design Control Result LDF Load Combination
Critical Moment (Pos)35953.82 lb ft @ 11-08-00 62826.25 lb ft Passed - 57% 1.15 D + Lr
Critical Shear 6157.09 lb @ 20-02-00 18354.00 lb Passed - 34% 1.15 D + Lr
Live Load Deflection 0-09 @ 11-07-14 L/360 Passed - L/422 - Lr
Total Load Deflection 0-12 @ 11-07-14 L/240 Passed - L/319 - D + Lr
Design Notes:
*Member design assumed proper ply to ply connection. Verify connection between plies with manufacturer.
*The deflection at the cantilever for either live and/or total loads is less than 3/8" and therefore has been excluded from the deflection ratio considerations.
Errors, Warnings & Notes:
*The dead loads used in the design of this member were applied to the structure as sloped dead loads.
*The member graphic, dimensions, and locations shown on this report are based on the centerline of the member.
*Analysis and Design has been performed using precision loading from actual modeled conditions. Some loads may have been modified to simplify reporting.
Job ID: 17033200BE Status: Design Passed
Job Name:Project Name
Label: B3-3
Member Type: Beam | Level: 2nd Floor Page: 1 of 2
Member: 3 -1.75" x 16" 2.0E PWLVL Date: 05/18/2017 10:16:41
-Transfer reactions may differ from design results as allowed per building codes and standard load distribution practices.
-This report is based on modeled conditions input by the user. Actual field conditions may differ from those shown. These results should be reviewed by a qualified design professional.
diff
1
3"
2
9' 2"3"
9' 8"
Graphical Illustration - Not To Scale
Loading (psf):Quick Design Summary:Quick Deflection Summary:
Live Load Deflection 0-04 @ 4-06-07 L/360Roof Live Load - 55 Building Code - IBC 2009
Total Load Deflection 0-06 @ 4-06-08 L/240Design Methodology - ASDRoof Dead Load - 20
Critical Moment (Pos)Passed - 74%Floor Live Load - 40
Critical Shear Passed - 77%Floor Dead Load - 15
Unbraced Length (Top/Bottom) - 6-09-14/9-02-00
Reactions:
Maximum Analysis Reactions
Support Start End Dead Floor Live Roof Live Snow
1 0-00 3-00 2373.00 lb - 6841.00 lb -
2 9-05-00 9-08-00 1450.00 lb - 3967.00 lb -
Forces:
Maximum Load Magnitudes
Type Start End Dead Floor Live Roof Live Snow
Self Weight 0-00 9-08-00 13.00 lb/ft ---
Uniform 0-00 9-08-00 200.00 lb/ft - 550.00 lb/ft -
Point 2-04-08 2-04-08 1765.00 lb - 5491.00 lb -
Expanded Design Results:
Design Control Result LDF Load Combination
Critical Moment (Pos)18240.65 lb ft @ 2-07-00 24582.59 lb ft Passed - 74% 1.15 D + Lr
Critical Shear 8432.02 lb @ 1-00-08 10897.69 lb Passed - 77% 1.15 D + Lr
Live Load Deflection 0-04 @ 4-06-07 L/360 Passed - L/400 - Lr
Total Load Deflection 0-06 @ 4-06-08 L/240 Passed - L/295 - D + Lr
Design Notes:
*Member design assumed proper ply to ply connection. Verify connection between plies with manufacturer.
Errors, Warnings & Notes:
*The dead loads used in the design of this member were applied to the structure as sloped dead loads.
*The member graphic, dimensions, and locations shown on this report are based on the centerline of the member.
*Analysis and Design has been performed using precision loading from actual modeled conditions. Some loads may have been modified to simplify reporting.
Job ID: 17033200BE Status: Design Passed
Job Name:Project Name
Label: B2-3
Member Type: Beam | Level: 2nd Floor Page: 2 of 2
Member: 3 -1.75" x 9.5" 2.0E PWLVL Date: 05/18/2017 10:16:41
-Transfer reactions may differ from design results as allowed per building codes and standard load distribution practices.
-This report is based on modeled conditions input by the user. Actual field conditions may differ from those shown. These results should be reviewed by a qualified design professional.