15120721JF1 Beam Calcsdiff
1
10 1/4"
2
10' 3 1/2"10 1/4"
12' 0"
Graphical Illustration - Not To Scale
Loading (psf):Quick Design Summary:Quick Deflection Summary:
Live Load Deflection 0-02 @ 6-00-14 L/360Roof Live Load - 40 Building Code - IBC 2009
Total Load Deflection 0-04 @ 6-00-15 L/240Design Methodology - ASDRoof Dead Load - 10
Critical Moment (Pos)Passed - 62%Floor Live Load - 40
Critical Shear Passed - 58%Floor Dead Load - 15
Unbraced Length (Top/Bottom) - 1-10-05/1-10-05
Reactions:
Maximum Analysis Reactions
Support Start End Dead Floor Live Roof Live Snow
1 0-00 10-04 6787.00 lb 6155.00 lb 4065.00/-25.00 lb -
2 11-01-12 12-00-00 6420.00 lb 4476.00 lb 4582.00/-29.00 lb -
Forces:
Maximum Load Magnitudes
Type Start End Dead Floor Live Roof Live Snow
Self Weight 0-00 12-00-00 28.00 lb/ft - - -
Point 1-01-08 1-01-08 550.00 lb 773.00 lb 42.00 lb -
Point 2-00-00 2-00-00 1791.00 lb 1306.00 lb 1143.00/-9.00 lb -
Point 2-00-00 2-00-00 390.00 lb 709.00 lb 3.00 lb -
Point 4-00-00 4-00-00 1709.00 lb 1277.00 lb 1363.00/-9.00 lb -
Point 4-00-00 4-00-00 494.00 lb 985.00 lb 3.00 lb -
Point 6-00-00 6-00-00 1590.00 lb 1217.00 lb 1240.00/-9.00 lb -
Point 6-00-00 6-00-00 480.00 lb 949.00 lb 3.00 lb -
Point 7-10-04 7-10-04 4662.00 lb 2800.00 lb 4584.00/-17.00 lb -
Point 8-00-00 8-00-00 125.00 lb 246.00 lb 4.00 lb -
Point 10-00-00 10-00-00 1080.00 lb 369.00 lb 262.00/-10.00 lb -
Expanded Design Results:
Design Control Result LDF Load Combination
Critical Moment (Pos)42097.46 lb ft @ 6-00-00 67570.75 lb ft Passed - 62% 1.25 D + 0.75(L + Lr)
Critical Shear 13565.06 lb @ 2-00-04 23275.00 lb Passed - 58% 1.25 D + 0.75(L + Lr)
Live Load Deflection 0-02 @ 6-00-14 L/360 Passed - L/806 - 0.75(L + Lr + W)
Total Load Deflection 0-04 @ 6-00-15 L/240 Passed - L/449 - D + 0.75(L + Lr + W)
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: 15120721JF1 Status: Design Passed
Label: B3-2
Member Type: Beam | Level: Basement Page: 1 of 2
Member: 4 - 1-3/4x14 LP-LVL 2900Fb-2.0E Date: 03/16/2016 10:28:45
-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
10 1/4"
2
10' 8 1/4"3 1/2"
11' 10"
Graphical Illustration - Not To Scale
Loading (psf):Quick Design Summary:Quick Deflection Summary:
Live Load Deflection 0-03 @ 6-02-05 L/360Roof Live Load - 40 Building Code - IBC 2009
Total Load Deflection 0-04 @ 6-02-02 L/240Design Methodology - ASDRoof Dead Load - 10
Critical Moment (Pos)Passed - 53%Floor Live Load - 40
Critical Shear Passed - 29%Floor Dead Load - 15
Unbraced Length (Top/Bottom) - 1-10-05/1-10-05
Reactions:
Maximum Analysis Reactions
Support Start End Dead Floor Live Roof Live Snow
1 0-00 10-04 2325.00 lb 3349.00 lb 335.00/-7.00 lb -
2 11-06-08 11-10-00 1852.00 lb 3069.00 lb 64.00/-1.00 lb -
Forces:
Maximum Load Magnitudes
Type Start End Dead Floor Live Roof Live Snow
Self Weight 0-00 11-10-00 21.00 lb/ft - - -
Point 2-00-00 2-00-00 737.00 lb 460.00 lb 358.00/-8.00 lb -
Point 2-00-00 2-00-00 420.00 lb 841.00 lb - -
Point 4-00-00 4-00-00 376.00 lb 727.00 lb - -
Point 4-00-00 4-00-00 147.00 lb 281.00 lb 3.00 lb -
Point 5-05-12 5-05-12 538.00 lb 980.00 lb 14.00 lb -
Point 5-05-12 5-05-12 147.00 lb 281.00 lb 3.00 lb -
Point 7-05-12 7-05-12 487.00 lb 957.00 lb 8.00 lb -
Point 7-05-12 7-05-12 163.00 lb 323.00 lb 3.00 lb -
Point 9-04-00 9-04-00 490.00 lb 829.00 lb 5.00 lb -
Point 9-05-12 9-05-12 117.00 lb 204.00 lb 2.00 lb -
Point 10-00-00 10-00-00 197.00 lb 345.00 lb - -
Point 10-00-00 10-00-00 112.00 lb 190.00 lb 3.00 lb -
Expanded Design Results:
Design Control Result LDF Load Combination
Critical Moment (Pos)15670.97 lb ft @ 5-05-12 29606.34 lb ft Passed - 53% 1.15 D + L
Critical Shear 5653.56 lb @ 1-10-02 19596.72 lb Passed - 29% 1.15 D + L
Live Load Deflection 0-03 @ 6-02-05 L/360 Passed - L/773 - L
Total Load Deflection 0-04 @ 6-02-02 L/240 Passed - L/483 - D + L
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: 15120721JF1 Status: Design Passed
Label: B4-3
Member Type: Beam | Level: Basement Page: 2 of 2
Member: 3 - 1-3/4x11-7/8 LP-LSL 1.75E Date: 03/16/2016 10:28:45
-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.