15120721JF2 Beam Calcsdiff am LV
1
5 1/4"
2
9' 6 3/4"5 1/2"
10' 5 1/2"
Graphical Illustration - Not To Scale
Loading (psf):Quick Design Summary:Quick Deflection Summary:
Live Load Deflection 0-01 @ 5-04-00 L/360Roof Live Load - 40 Building Code - IBC 2009
Total Load Deflection 0-02 @ 5-04-01 L/240Design Methodology - ASDRoof Dead Load - 10
Critical Moment (Pos)Passed - 16%Floor Live Load - 40
Critical Shear Passed - 12%Floor Dead Load - 15
Unbraced Length (Top/Bottom) - 2-10-05/9-06-12
Reactions:
Maximum Analysis Reactions
Support Start End Dead Floor Live Roof Live Snow
1 0-00 5-04 599.00 lb - 1130.00/-46.00 lb -
2 10-00-00 10-05-08 338.00 lb - 612.00/-14.00 lb -
Forces:
Maximum Load Magnitudes
Type Start End Dead Floor Live Roof Live Snow
Self Weight 0-00 10-05-08 11.00 lb/ft - - -
Point 2-10 2-10 186.00 lb - 413.00 lb -
Point 1-00-07 1-00-07 220.00 lb - 367.00/-47.00 lb -
Point 4-00-12 4-00-12 93.00 lb - 273.00 lb -
Point 6-00-12 6-00-12 96.00 lb - 236.00 lb -
Point 8-00-12 8-00-12 228.00 lb - 453.00/-13.00 lb -
Expanded Design Results:
Design Control Result LDF Load Combination
Critical Moment (Pos)2408.19 lb ft @ 6-00-12 14692.82 lb ft Passed - 16% 1.25 D + Lr
Critical Shear 1099.93 lb @ 1-00-08 9039.84 lb Passed - 12% 1.25 D + Lr
Live Load Deflection 0-01 @ 5-04-00 L/360 Passed - L/999 - Lr
Total Load Deflection 0-02 @ 5-04-01 L/240 Passed - L/918 - 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: 15120721JF1 Status: Design Passed
Label: D2-3
Member Type: Beam | Level: 1st Floor Page: 1 of 10
Member: 3 - 1-3/4x7-1/4 LP-LVL 2900Fb-2.0E Date: 03/16/2016 10:19:29
-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 am LV
1
5 1/2"
2
10' 1"5 1/2"
11' 0"
Graphical Illustration - Not To Scale
Loading (psf):Quick Design Summary:Quick Deflection Summary:
Live Load Deflection 0-04 @ 5-06-02 L/360Roof Live Load - 40 Building Code - IBC 2009
Total Load Deflection 0-06 @ 5-06-02 L/240Design Methodology - ASDRoof Dead Load - 10
Critical Moment (Pos)Passed - 62%Floor Live Load - 40
Critical Shear Passed - 43%Floor Dead Load - 15
Unbraced Length (Top/Bottom) - 1-08-08/10-01-00
Reactions:
Maximum Analysis Reactions
Support Start End Dead Floor Live Roof Live Snow
1 0-00 5-08 2375.00 lb 1851.00 lb 1772.00/-76.00 lb -
2 10-06-08 11-00-00 2827.00 lb 2139.00 lb 2210.00/-95.00 lb -
Forces:
Maximum Load Magnitudes
Type Start End Dead Floor Live Roof Live Snow
Self Weight 0-00 11-00-00 14.00 lb/ft - - -
Point 2-00-00 2-00-00 1013.00 lb 818.00 lb 771.00/-32.00 lb -
Point 4-00-00 4-00-00 1026.00 lb 818.00 lb 802.00/-36.00 lb -
Point 6-00-00 6-00-00 1005.00 lb 818.00 lb 758.00/-34.00 lb -
Point 8-00-00 8-00-00 1055.00 lb 878.00 lb 831.00/-32.00 lb -
Point 10-00-00 10-00-00 946.00 lb 658.00 lb 820.00/-37.00 lb -
Expanded Design Results:
Design Control Result LDF Load Combination
Critical Moment (Pos)15088.79 lb ft @ 6-00-00 24481.97 lb ft Passed - 62% 1.25 D + 0.75(L + Lr)
Critical Shear 5074.94 lb @ 1-03-00 11845.31 lb Passed - 43% 1.25 D + 0.75(L + Lr)
Live Load Deflection 0-04 @ 5-06-02 L/360 Passed - L/536 - 0.75(L + Lr + W)
Total Load Deflection 0-06 @ 5-06-02 L/240 Passed - L/299 - 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: D7-3
Member Type: Beam | Level: 1st Floor Page: 2 of 10
Member: 3 - 1-3/4x9-1/2 LP-LVL 2900Fb-2.0E Date: 03/16/2016 10:19:29
-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 am
1
3 1/2"
2
7' 6 7/8" 5 1/4"
8' 3 5/8"
Graphical Illustration - Not To Scale
Loading (psf):Quick Design Summary:Quick Deflection Summary:
Live Load Deflection 0-00 @ 4-00-15 L/360Roof Live Load - 40 Building Code - IBC 2009
Total Load Deflection 0-01 @ 4-01-01 L/240Design Methodology - ASDRoof Dead Load - 10
Critical Moment (Pos)Passed - 19%Floor Live Load - 40
Critical Shear Passed - 30%Floor Dead Load - 15
Unbraced Length (Top/Bottom) - 0-00/1-10-08
Reactions:
Maximum Analysis Reactions
Support Start End Dead Floor Live Roof Live Snow
1 0-00 3-08 1873.00 lb 81.00 lb 2931.00/-16.00 lb -
2 7-10-06 8-03-10 4278.00 lb 83.00 lb 6855.00/-55.00 lb -
Forces:
Maximum Load Magnitudes
Type Start End Dead Floor Live Roof Live Snow
Self Weight 0-00 8-03-10 18.00 lb/ft - - -
Uniform -0-00 7-10-06 7.00 lb/ft 20.00 lb/ft - -
Uniform 0-00 7-10-00 96.00 lb/ft - - -
Uniform 3-02-00 4-06-00 417.00 lb/ft - 827.00 lb/ft -
Uniform 5-02-00 6-06-00 416.00 lb/ft - 822.00 lb/ft -
Point 0-04 0-04 16.00 lb - - -
Point 10-00 10-00 177.00 lb - 389.00/-8.00 lb -
Point 1-10-00 1-10-00 710.00 lb - 1654.00 lb -
Point 2-10-00 2-10-00 158.00 lb - 315.00/-7.00 lb -
Point 4-10-00 4-10-00 158.00 lb - 315.00/-7.00 lb -
Point 6-10-00 6-10-00 158.00 lb - 315.00/-7.00 lb -
Point 7-08-08 7-08-08 2623.00 lb - 4598.00/-42.00 lb -
Point 7-11-09 7-11-09 1.00 lb 5.00 lb - -
Point 8-00-12 8-00-12 44.00 lb - - -
Point 8-00-12 8-00-12 35.00 lb 3.00 lb - -
Expanded Design Results:
Design Control Result LDF Load Combination
Critical Moment (Pos)10128.02 lb ft @ 4-00-12 53877.83 lb ft Passed - 19% 1.25 D + Lr
Critical Shear 4431.39 lb @ 1-09-08 14962.50 lb Passed - 30% 1.25 D + Lr
Live Load Deflection 0-00 @ 4-00-15 L/360 Passed - L/999 - Lr
Total Load Deflection 0-01 @ 4-01-01 L/240 Passed - L/999 - 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: 15120721JF1 Status: Design Passed
Label: F10-3
Member Type: Beam | Level: 1st Floor Page: 3 of 10
Member: 2 - 1-3/4x18 LP-LVL 2900Fb-2.0E Date: 03/16/2016 10:19:29
-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 am LV
1
5 1/2"
2
11' 1"3 1/2"
11' 10"
Graphical Illustration - Not To Scale
Loading (psf):Quick Design Summary:Quick Deflection Summary:
Live Load Deflection 0-04 @ 6-00-08 L/360Roof Live Load - 40 Building Code - IBC 2009
Total Load Deflection 0-07 @ 6-00-07 L/240Design Methodology - ASDRoof Dead Load - 10
Critical Moment (Pos)Passed - 69%Floor Live Load - 40
Critical Shear Passed - 58%Floor Dead Load - 15
Unbraced Length (Top/Bottom) - 1-08-08/11-01-00
Reactions:
Maximum Analysis Reactions
Support Start End Dead Floor Live Roof Live Snow
1 0-00 5-08 3499.00 lb 2196.00 lb 3614.00/-18.00 lb -
2 11-06-08 11-10-00 3772.00 lb 2324.00 lb 4105.00/-18.00 lb -
Forces:
Maximum Load Magnitudes
Type Start End Dead Floor Live Roof Live Snow
Self Weight 0-00 11-10-00 18.00 lb/ft - - -
Point 2-00-00 2-00-00 1325.00 lb 846.00 lb 1416.00/-7.00 lb -
Point 4-00-00 4-00-00 1326.00 lb 846.00 lb 1418.00/-7.00 lb -
Point 6-00-00 6-00-00 1326.00 lb 846.00 lb 1419.00/-7.00 lb -
Point 8-00-00 8-00-00 1244.00 lb 864.00 lb 1253.00/-7.00 lb -
Point 9-05-12 9-05-12 654.00 lb 783.00 lb 179.00 lb -
Point 10-00-00 10-00-00 1185.00 lb 336.00 lb 2034.00/-8.00 lb -
Expanded Design Results:
Design Control Result LDF Load Combination
Critical Moment (Pos)25740.13 lb ft @ 6-00-00 37209.22 lb ft Passed - 69% 1.25 D + 0.75(L + Lr)
Critical Shear 8571.36 lb @ 10-06-10 14806.64 lb Passed - 58% 1.25 D + 0.75(L + Lr)
Live Load Deflection 0-04 @ 6-00-08 L/360 Passed - L/526 - 0.75(L + Lr + W)
Total Load Deflection 0-07 @ 6-00-07 L/240 Passed - L/307 - 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: D11-3
Member Type: Beam | Level: 1st Floor Page: 4 of 10
Member: 3 - 1-3/4x11-7/8 LP-LVL 2900Fb-2.0E Date: 03/16/2016 10:19:29
-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 am
1
5 1/2"
2
9' 3 1/4"5 1/2"1/4"
10' 2 1/2"
Graphical Illustration - Not To Scale
Loading (psf):Quick Design Summary:Quick Deflection Summary:
Live Load Deflection 0-03 @ 5-04-03 L/360Roof Live Load - 40 Building Code - IBC 2009
Total Load Deflection 0-05 @ 5-04-03 L/240Design Methodology - ASDRoof Dead Load - 10
Critical Moment (Pos)Passed - 54%Floor Live Load - 40
Critical Shear Passed - 53%Floor Dead Load - 15
Unbraced Length (Top/Bottom) - 1-09-04/9-11-00
Reactions:
Maximum Analysis Reactions
Support Start End Dead Floor Live Roof Live Snow
1 0-00 5-08 2210.00 lb 3501.00 lb 556.00/-4.00 lb -
2 9-08-12 10-02-04 5953.00 lb 2328.00/-1.00 lb 7298.00/-70.00 lb -
Forces:
Maximum Load Magnitudes
Type Start End Dead Floor Live Roof Live Snow
Self Weight 0-00 10-02-08 17.00 lb/ft - - -
Point 1-12 1-12 696.00 lb 1332.00 lb 5.00 lb -
Point 2-02-08 2-02-08 551.00 lb 1098.00 lb 3.00 lb -
Point 4-02-08 4-02-08 544.00 lb 1082.00 lb 3.00 lb -
Point 6-02-08 6-02-08 544.00 lb 1082.00 lb 3.00 lb -
Point 8-02-08 8-02-08 511.00 lb 994.00 lb 3.00 lb -
Point 9-00-12 9-00-12 4278.00 lb 83.00 lb 6855.00/-55.00 lb -
Point 10-00-12 10-00-12 669.00 lb 129.00 lb 748.00/-14.00 lb -
Point 10-00-12 10-00-12 201.00 lb 29.00/-1.00 lb 234.00/-5.00 lb -
Expanded Design Results:
Design Control Result LDF Load Combination
Critical Moment (Pos)10508.36 lb ft @ 6-02-08 19562.43 lb ft Passed - 54% 1.15 D + L
Critical Shear 9069.30 lb @ 8-11-04 17040.63 lb Passed - 53% 1.25 D + Lr
Live Load Deflection 0-03 @ 5-04-03 L/360 Passed - L/659 - 0.75(L + Lr + W)
Total Load Deflection 0-05 @ 5-04-03 L/240 Passed - L/382 - 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: D8-3
Member Type: Beam | Level: 1st Floor Page: 5 of 10
Member: 3 - 1-3/4x9-1/2 LP-LSL 1.75E Date: 03/16/2016 10:19:29
-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 am LV
1
5 1/4"
2
13' 1 1/2"5 1/4"
14' 0"
Graphical Illustration - Not To Scale
Loading (psf):Quick Design Summary:Quick Deflection Summary:
Live Load Deflection 0-06 @ 7-00-00 L/360Roof Live Load - 40 Building Code - IBC 2009
Total Load Deflection 0-08 @ 7-00-00 L/240Design Methodology - ASDRoof Dead Load - 10
Critical Moment (Pos)Passed - 36%Floor Live Load - 40
Critical Shear Passed - 17%Floor Dead Load - 15
Unbraced Length (Top/Bottom) - 1-10-08/14-00-00
Reactions:
Maximum Analysis Reactions
Support Start End Dead Floor Live Roof Live Snow
1 0-00 5-04 663.00 lb - 1372.00 lb -
2 13-06-12 14-00-00 659.00 lb - 1353.00 lb -
Forces:
Maximum Load Magnitudes
Type Start End Dead Floor Live Roof Live Snow
Self Weight 0-00 14-00-00 11.00 lb/ft - - -
Point 0-12 0-12 152.00 lb - 365.00 lb -
Point 2-00-12 2-00-12 145.00 lb - 336.00 lb -
Point 4-00-12 4-00-12 145.00 lb - 336.00 lb -
Point 6-00-12 6-00-12 145.00 lb - 336.00 lb -
Point 8-00-12 8-00-12 145.00 lb - 336.00 lb -
Point 10-00-12 10-00-12 145.00 lb - 336.00 lb -
Point 12-00-12 12-00-12 143.00 lb - 325.00 lb -
Point 13-11-04 13-11-04 149.00 lb - 355.00 lb -
Expanded Design Results:
Design Control Result LDF Load Combination
Critical Moment (Pos)5351.34 lb ft @ 6-00-12 14692.82 lb ft Passed - 36% 1.25 D + Lr
Critical Shear 1509.88 lb @ 12-11-08 9039.84 lb Passed - 17% 1.25 D + Lr
Live Load Deflection 0-06 @ 7-00-00 L/360 Passed - L/449 - Lr
Total Load Deflection 0-08 @ 7-00-00 L/240 Passed - L/299 - 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: 15120721JF1 Status: Design Passed
Label: D5-3
Member Type: Beam | Level: 1st Floor Page: 6 of 10
Member: 3 - 1-3/4x7-1/4 LP-LVL 2900Fb-2.0E Date: 03/16/2016 10:19:29
-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 am
1
2
6' 0 7/8"5 1/2"
6' 6 3/8"
Graphical Illustration - Not To Scale
Loading (psf):Quick Design Summary:Quick Deflection Summary:
Live Load Deflection 0-00 @ 3-00-12 L/360Roof Live Load - 40 Building Code - IBC 2009
Total Load Deflection 0-01 @ 3-00-13 L/240Design Methodology - ASDRoof Dead Load - 10
Critical Moment (Pos)Passed - 16%Floor Live Load - 40
Critical Shear Passed - 12%Floor Dead Load - 15
Unbraced Length (Top/Bottom) - 0-00/6-00-14
Reactions:
Maximum Analysis Reactions
Support Start End Dead Floor Live Roof Live Snow
1 0-00 0-00 669.00 lb 129.00 lb 748.00/-14.00 lb -
2 6-00-14 6-06-06 804.00 lb 177.00 lb 781.00/-26.00 lb -
Forces:
Maximum Load Magnitudes
Type Start End Dead Floor Live Roof Live Snow
Self Weight 0-00 6-06-06 11.00 lb/ft - - -
Point 10-06 10-06 283.00 lb 59.00 lb 349.00/-7.00 lb -
Point 2-02-06 2-02-06 313.00 lb 61.00 lb 372.00/-7.00 lb -
Point 3-06-06 3-06-06 289.00 lb 62.00 lb 309.00/-5.00 lb -
Point 4-10-06 4-10-06 319.00 lb 62.00 lb 365.00/-7.00 lb -
Point 6-02-06 6-02-06 196.00 lb 62.00 lb 133.00/-14.00 lb -
Connector Information:
Nailing Requirements
Support Manufacturer Model Top Face Member Min Seat Length Other Information
1 USP HDQ412IF - - - N/A User Defined Hanger - Not Designed
Expanded Design Results:
Design Control Result LDF Load Combination
Critical Moment (Pos)2325.30 lb ft @ 3-06-06 14175.68 lb ft Passed - 16% 1.25 D + Lr
Critical Shear 1405.18 lb @ 9-08 11360.42 lb Passed - 12% 1.25 D + Lr
Live Load Deflection 0-00 @ 3-00-12 L/360 Passed - L/999 - Lr
Total Load Deflection 0-01 @ 3-00-13 L/240 Passed - L/999 - 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: 15120721JF1 Status: Design Passed
Label: D9-3
Member Type: Beam | Level: 1st Floor Page: 7 of 10
Member: 2 - 1-3/4x9-1/2 LP-LSL 1.75E Date: 03/16/2016 10:19:29
-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 am LV
1
2
5' 6 3/4"5 1/2"
6' 0 1/4"
Graphical Illustration - Not To Scale
Loading (psf):Quick Design Summary:Quick Deflection Summary:
Live Load Deflection 0-00 @ 2-09-10 L/360Roof Live Load - 40 Building Code - IBC 2009
Total Load Deflection 0-00 @ 2-09-12 L/240Design Methodology - ASDRoof Dead Load - 10
Critical Moment (Pos)Passed - 7%Floor Live Load - 40
Critical Shear Passed - 7%Floor Dead Load - 15
Unbraced Length (Top/Bottom) - 1-10-08/5-06-12
Reactions:
Maximum Analysis Reactions
Support Start End Dead Floor Live Roof Live Snow
1 0-00 0-00 186.00 lb - 413.00 lb -
2 5-06-12 6-00-04 179.00 lb - 353.00 lb -
Forces:
Maximum Load Magnitudes
Type Start End Dead Floor Live Roof Live Snow
Self Weight 0-00 6-00-04 11.00 lb/ft - - -
Point 1-07-08 1-07-08 136.00 lb - 391.00 lb -
Point 3-07-08 3-07-08 163.00 lb - 375.00 lb -
Connector Information:
Nailing Requirements
Support Manufacturer Model Top Face Member Min Seat Length Other Information
1 USP HDQ610IF - - - N/A User Defined Hanger - Not Designed
Expanded Design Results:
Design Control Result LDF Load Combination
Critical Moment (Pos)1044.09 lb ft @ 3-07-08 14692.82 lb ft Passed - 7% 1.25 D + Lr
Critical Shear 591.98 lb @ 7-04 9039.84 lb Passed - 7% 1.25 D + Lr
Live Load Deflection 0-00 @ 2-09-10 L/360 Passed - L/999 - Lr
Total Load Deflection 0-00 @ 2-09-12 L/240 Passed - L/999 - 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: 15120721JF1 Status: Design Passed
Label: D1-3
Member Type: Beam | Level: 1st Floor Page: 8 of 10
Member: 3 - 1-3/4x7-1/4 LP-LVL 2900Fb-2.0E Date: 03/16/2016 10:19:29
-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 am
1
5 1/2"
2
23' 1"5 1/2"
24' 0"
Graphical Illustration - Not To Scale
Loading (psf):Quick Design Summary:Quick Deflection Summary:
Live Load Deflection 0-06 @ 11-11-15 L/360Roof Live Load - 40 Building Code - IBC 2009
Total Load Deflection 0-12 @ 11-11-15 L/240Design Methodology - ASDRoof Dead Load - 10
Critical Moment (Pos)Passed - 47%Floor Live Load - 40
Critical Shear Passed - 27%Floor Dead Load - 15
Unbraced Length (Top/Bottom) - 0-00/1-10-08
Reactions:
Maximum Analysis Reactions
Support Start End Dead Floor Live Roof Live Snow
1 0-00 5-08 3534.00 lb 440.00 lb 3874.00/-131.00 lb -
2 23-06-08 24-00-00 3314.00 lb 440.00 lb 3291.00/-120.00 lb -
Forces:
Maximum Load Magnitudes
Type Start End Dead Floor Live Roof Live Snow
Self Weight 0-00 24-00-00 27.00 lb/ft - - -
Uniform 0-00 24-00-00 14.00 lb/ft 37.00 lb/ft - -
Uniform 5-08 24-00-00 96.00 lb/ft - - -
Uniform 5-08 1-02-00 61.00 lb/ft - 178.00 lb/ft -
Uniform 1-10-00 3-02-00 64.00 lb/ft - 126.00 lb/ft -
Uniform 11-10-00 13-02-00 64.00 lb/ft - 126.00 lb/ft -
Uniform 21-10-00 23-02-00 64.00 lb/ft - 126.00 lb/ft -
Tapered 3-06-00 11-06-00 43.00 lb/ft - 91.00 To 87.00 lb/ft -
Tapered 13-06-00 21-06-00 43.00 lb/ft - 87.00 To 91.00 lb/ft -
Point 2-12 2-12 319.00 lb - 555.00/-14.00 lb -
Point 6-00 6-00 - - -91.00 lb -
Point 2-00-00 2-00-00 224.00 lb - 484.00/-5.00 lb -
Point 4-00-00 4-00-00 199.00 lb - 395.00/-5.00 lb -
Point 6-00-00 6-00-00 199.00 lb - 395.00/-5.00 lb -
Point 8-00-00 8-00-00 199.00 lb - 395.00/-5.00 lb -
Point 10-00-00 10-00-00 199.00 lb - 395.00/-5.00 lb -
Point 12-00-00 12-00-00 199.00 lb - 395.00/-5.00 lb -
Point 14-00-00 14-00-00 199.00 lb - 395.00/-5.00 lb -
Point 16-00-00 16-00-00 199.00 lb - 395.00/-5.00 lb -
Point 18-00-00 18-00-00 199.00 lb - 395.00/-5.00 lb -
Point 20-00-00 20-00-00 199.00 lb - 395.00/-5.00 lb -
Point 22-00-00 22-00-00 198.00 lb - 389.00/-5.00 lb -
Point 23-11-00 23-11-00 10.00 lb - 30.00 lb -
Point 23-11-12 23-11-12 85.00 lb - 96.00/-91.00 lb -
Expanded Design Results:
Design Control Result LDF Load Combination
Critical Moment (Pos)38201.58 lb ft @ 12-00-00 80816.74 lb ft Passed - 47% 1.25 D + Lr
Critical Shear 6093.60 lb @ 1-11-08 22443.75 lb Passed - 27% 1.25 D + Lr
Job ID: 15120721JF1 Status: Design Passed
Label: F6-3
Member Type: Beam | Level: 1st Floor Page: 9 of 10
Member: 3 - 1-3/4x18 LP-LVL 2900Fb-2.0E Date: 03/16/2016 10:19:29
-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.
Live Load Deflection 0-06 @ 11-11-15 L/360 Passed - L/731 - Lr
Total Load Deflection 0-12 @ 11-11-15 L/240 Passed - L/370 - 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: 15120721JF1 Status: Design Passed
Label: F6-3
Member Type: Beam | Level: 1st Floor Page: 10 of 10
Member: 3 - 1-3/4x18 LP-LVL 2900Fb-2.0E Date: 03/16/2016 10:19:29
-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.