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26 Ford Crossing - Beam Calcs 3-11-16diff am 1 10 1/4" 2 6' 0 3/8" 5 1/4" 3 5' 9 3/4" 5 1/4" 4 8' 11 1/4" 5 1/4" 5 6' 7 1/4" 5 1/4" 6 3' 1 7/8" 10 1/4" 34' 0" Graphical Illustration - Not To Scale Loading (psf):Quick Design Summary:Quick Deflection Summary: Live Load Deflection 0-01 @ 33-01-12 L/360Roof Live Load - 20 Building Code - IBC 2009 Total Load Deflection 0-01 @ 33-01-12 L/240Design Methodology - ASDRoof Dead Load - 10 Critical Moment (Pos)Passed - 52%Floor Live Load - 40 Critical Shear Passed - 66%Floor Dead Load - 15 Unbraced Length (Top/Bottom) - 1-08-08/32-03-08 Reactions: Maximum Analysis Reactions Support Start End Dead Floor Live Roof Live Snow 1 0-00 10-04 1742.00 lb 3603.00/-646.00 lb - - 2 6-10-10 7-03-14 6509.00 lb 12232.00/-3.00 lb - - 3 13-01-10 13-06-14 6428.00 lb 11786.00/-1.00 lb - - 4 22-06-02 22-11-06 6299.00 lb 12357.00/-24.00 lb - - 5 29-06-10 29-11-14 4226.00 lb 7977.00/-2.00 lb - - 6 33-01-12 34-00-00 244.00 lb 1685.00 lb - - Forces: Maximum Load Magnitudes Type Start End Dead Floor Live Roof Live Snow Self Weight 0-00 34-00-00 21.00 lb/ft - - - Uniform 29-11-00 33-01-12 90.00 lb/ft 240.00 lb/ft - - Point 2-00-00 2-00-00 1455.00 lb 2560.00/-1.00 lb - - Point 4-00-00 4-00-00 1717.00 lb 3065.00/-1.00 lb - - Point 6-00-00 6-00-00 1678.00 lb 2990.00/-1.00 lb - - Point 8-00-00 8-00-00 1678.00 lb 2990.00/-1.00 lb - - Point 10-00-00 10-00-00 1678.00 lb 2990.00/-1.00 lb - - Point 12-00-00 12-00-00 3618.00 lb 6162.00/-1.00 lb - - Point 14-00-00 14-00-00 1258.00 lb 1499.00 lb - - Point 16-00-00 16-00-00 752.00 lb 1500.00 lb - - Point 18-00-00 18-00-00 752.00 lb 1500.00 lb - - Point 20-00-00 20-00-00 752.00 lb 1500.00 lb - - Point 22-00-00 22-00-00 767.00 lb 1502.00 lb - - Point 22-08-12 22-08-12 2733.00 lb 4460.00/-23.00 lb - - Point 24-00-00 24-00-00 726.00 lb 1430.00/-1.00 lb - - Point 26-00-00 26-00-00 710.00 lb 1416.00 lb - - Point 28-00-00 28-00-00 2032.00 lb 3322.00/-2.00 lb - - Point 29-09-04 29-09-04 541.00 lb 692.00 lb - - Point 30-00-12 30-00-12 679.00 lb 1152.00 lb - - Point 32-00-00 32-00-00 923.00 lb 1572.00 lb - - Expanded Design Results: Design Control Result LDF Load Combination Critical Moment (Pos)12259.02 lb ft @ 7-01-04 23438.21 lb ft Passed - 52% 1.00 D + L Critical Shear 11273.73 lb @ 12-01-12 17040.63 lb Passed - 66% 1.00 D + L Job ID: 16012090B Status: Design Passed Job Name:Project Name Label: B1-3 Member Type: Beam | Level: 1st Floor Page: 1 of 2 Member: 3 - 1-3/4x11-7/8 LP-LSL 1.75E Date: 03/11/2016 10:46:58 -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 0-01 @ 33-01-12 L/360 Passed - L/671 - L Total Load Deflection 0-01 @ 33-01-12 L/240 Passed - L/671 - 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: 16012090B Status: Design Passed Job Name:Project Name Label: B1-3 Member Type: Beam | Level: 1st Floor Page: 2 of 2 Member: 3 - 1-3/4x11-7/8 LP-LSL 1.75E Date: 03/11/2016 10:46:58 -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 1/2" 2 9' 11"9" 10' 11 1/2" Graphical Illustration - Not To Scale Loading (psf):Quick Design Summary:Quick Deflection Summary: Live Load Deflection 0-03 @ 5-02-11 L/360Roof Live Load - 20 Building Code - IBC 2009 Total Load Deflection 0-06 @ 5-02-12 L/240Design Methodology - ASDRoof Dead Load - 10 Critical Moment (Pos)Passed - 74%Floor Live Load - 40 Critical Shear Passed - 36%Floor Dead Load - 15 Unbraced Length (Top/Bottom) - 3-04-00/3-04-00 Reactions: Maximum Analysis Reactions Support Start End Dead Floor Live Roof Live Snow 1 0-00 3-08 2556.00 lb 2537.00/-73.00 lb - - 2 10-02-08 10-11-08 2790.00 lb 2651.00/-79.00 lb - - Forces: Maximum Load Magnitudes Type Start End Dead Floor Live Roof Live Snow Self Weight 0-00 10-11-08 14.00 lb/ft - - - Uniform 3-08 10-11-08 450.00 lb/ft 420.00 lb/ft - - Point 11-08 11-08 115.00 lb 186.00 lb - - Point 2-11-08 2-11-08 115.00 lb 186.00 lb - - Point 4-11-08 4-11-08 61.00 lb 169.00/-76.00 lb - - Point 5-11-08 5-11-08 25.00 lb 80.00/-76.00 lb - - Point 6-08-12 6-08-12 79.00 lb 87.00 lb - - Expanded Design Results: Design Control Result LDF Load Combination Critical Moment (Pos)12738.85 lb ft @ 5-01-04 17163.10 lb ft Passed - 74% 1.00 D + L Critical Shear 4113.39 lb @ 1-03-06 11360.42 lb Passed - 36% 1.00 D + L Live Load Deflection 0-03 @ 5-02-11 L/360 Passed - L/687 - L Total Load Deflection 0-06 @ 5-02-12 L/240 Passed - L/341 - 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: 16012090B Status: Design Passed Job Name:Project Name Label: Upset B3-2 Member Type: Beam | Level: 2nd Floor Page: 1 of 4 Member: 2 - 1-3/4x11-7/8 LP-LSL 1.75E Date: 01/27/2016 08:22:09 -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 LV 1 3 1/2" 2 9' 1 1/2"2" 9' 7" Graphical Illustration - Not To Scale Loading (psf):Quick Design Summary:Quick Deflection Summary: Live Load Deflection 0-02 @ 4-10-04 L/360Roof Live Load - 20 Building Code - IBC 2009 Total Load Deflection 0-04 @ 4-10-04 L/240Design Methodology - ASDRoof Dead Load - 10 Critical Moment (Pos)Passed - 54%Floor Live Load - 40 Critical Shear Passed - 49%Floor Dead Load - 15 Unbraced Length (Top/Bottom) - 1-08-08/1-08-08 Reactions: Maximum Analysis Reactions Support Start End Dead Floor Live Roof Live Snow 1 0-00 3-08 1632.00 lb 3172.00 lb - - 2 9-05-00 9-07-00 1591.00 lb 3100.00 lb - - Forces: Maximum Load Magnitudes Type Start End Dead Floor Live Roof Live Snow Self Weight 0-00 9-07-00 12.00 lb/ft - - - Point 10-00 10-00 326.00 lb 657.00 lb - - Point 10-00 10-00 295.00 lb 595.00 lb - - Point 2-10-00 2-10-00 326.00 lb 657.00 lb - - Point 2-10-00 2-10-00 295.00 lb 595.00 lb - - Point 4-10-00 4-10-00 326.00 lb 657.00 lb - - Point 4-10-00 4-10-00 295.00 lb 595.00 lb - - Point 6-10-00 6-10-00 326.00 lb 657.00 lb - - Point 6-10-00 6-10-00 295.00 lb 595.00 lb - - Point 8-10-00 8-10-00 326.00 lb 657.00 lb - - Point 8-10-00 8-10-00 299.00 lb 607.00 lb - - Expanded Design Results: Design Control Result LDF Load Combination Critical Moment (Pos)10649.35 lb ft @ 4-10-00 19902.52 lb ft Passed - 54% 1.00 D + L Critical Shear 3899.41 lb @ 1-03-06 7896.87 lb Passed - 49% 1.00 D + L Live Load Deflection 0-02 @ 4-10-04 L/360 Passed - L/737 - L Total Load Deflection 0-04 @ 4-10-04 L/240 Passed - L/487 - 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: 16012090B Status: Design Passed Job Name:Project Name Label: Flush B4-2 Member Type: Beam | Level: 2nd Floor Page: 2 of 4 Member: 2 - 1-3/4x11-7/8 LP-LVL 2900Fb-2.0E Date: 01/27/2016 08:22:09 -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 2' 9" 2 11' 10" 14' 7" Graphical Illustration - Not To Scale Loading (psf):Quick Design Summary:Quick Deflection Summary: Live Load Deflection 0-02 @ 7-10-00 L/360Roof Live Load - 20 Building Code - IBC 2009 Total Load Deflection 0-04 @ 7-10-06 L/240Design Methodology - ASDRoof Dead Load - 10 Critical Moment (Pos)Passed - 62%Floor Live Load - 40 Critical Shear Passed - 38%Floor Dead Load - 15 Unbraced Length (Top/Bottom) - 9-03-08/11-10-00 Reactions: Maximum Analysis Reactions Support Start End Dead Floor Live Roof Live Snow 1 0-00 2-09-00 2554.00 lb 2327.00/-158.00 lb - - ++> 1-08 1-08 - 66.00/-48.00 lb - - ++> 9-00 2-00-00 - - - - ++> 2-07-08 2-07-08 2554.00 lb 2261.00/-110.00 lb - - 2 14-07-00 14-07-00 616.00 lb 548.00/-25.00 lb - - Forces: Maximum Load Magnitudes Type Start End Dead Floor Live Roof Live Snow Self Weight 0-00 14-07-00 14.00 lb/ft - - - Uniform -0-00 5-01-12 80.00 lb/ft 50.00 lb/ft - - Point 5-01-12 5-01-12 2556.00 lb 2537.00/-73.00 lb - - Connector Information: Nailing Requirements Support Manufacturer Model Top Face Member Min Seat Length Other Information 2 USP THDH410 - - - N/A Connector has not been designed. No information is available. Expanded Design Results: Design Control Result LDF Load Combination Critical Moment (Pos)10242.45 lb ft @ 5-01-12 16412.40 lb ft Passed - 62% 1.00 D + L Critical Shear 4276.02 lb @ 3-08-14 11360.42 lb Passed - 38% 1.00 D + L Live Load Deflection 0-02 @ 7-10-00 L/360 Passed - L/999 - L Total Load Deflection 0-04 @ 7-10-06 L/240 Passed - L/506 - 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: 16012090B Status: Design Passed Job Name:Project Name Label: Flush B2-2 Member Type: Beam | Level: 2nd Floor Page: 3 of 4 Member: 2 - 1-3/4x11-7/8 LP-LSL 1.75E Date: 01/27/2016 08:22:09 -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 1 1/2" 2 4' 4 1/2" 3 1/2" 4' 9 1/2" Graphical Illustration - Not To Scale Loading (psf):Quick Design Summary:Quick Deflection Summary: Live Load Deflection 0-00 @ 2-03-06 L/360Roof Live Load - 20 Building Code - IBC 2009 Total Load Deflection 0-00 @ 2-03-04 L/240Design Methodology - ASDRoof Dead Load - 10 Critical Moment (Pos)Passed - 11%Floor Live Load - 40 Critical Shear Passed - 14%Floor Dead Load - 15 Unbraced Length (Top/Bottom) - 1-08-08/1-08-08 Reactions: Maximum Analysis Reactions Support Start End Dead Floor Live Roof Live Snow 1 0-00 1-08 1040.00 lb 1360.00/-23.00 lb - - 2 4-06-00 4-09-08 528.00 lb 886.00/-2.00 lb - - Forces: Maximum Load Magnitudes Type Start End Dead Floor Live Roof Live Snow Self Weight 0-00 4-09-08 14.00 lb/ft - - - Point 5-04 5-04 616.00 lb 548.00/-25.00 lb - - Point 1-03-00 1-03-00 326.00 lb 657.00 lb - - Point 1-03-00 1-03-00 117.00 lb 192.00 lb - - Point 3-03-00 3-03-00 326.00 lb 657.00 lb - - Point 3-03-00 3-03-00 117.00 lb 192.00 lb - - Expanded Design Results: Design Control Result LDF Load Combination Critical Moment (Pos)1970.15 lb ft @ 1-03-00 17163.10 lb ft Passed - 11% 1.00 D + L Critical Shear 1610.24 lb @ 1-01-06 11360.42 lb Passed - 14% 1.00 D + L Live Load Deflection 0-00 @ 2-03-06 L/360 Passed - L/999 - L Total Load Deflection 0-00 @ 2-03-04 L/240 Passed - L/999 - 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: 16012090B Status: Design Passed Job Name:Project Name Label: Flush B1-2 Member Type: Beam | Level: 2nd Floor Page: 4 of 4 Member: 2 - 1-3/4x11-7/8 LP-LSL 1.75E Date: 01/27/2016 08:22:09 -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.