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15120721jf beamseals(1)diff 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. This truss is to be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFP company. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, delivery, erection and bracing available from SBCA and Truss Plate Institute. 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. This truss is to be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFP company. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, delivery, erection and bracing available from SBCA and Truss Plate Institute. diff 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. This truss is to be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFP company. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, delivery, erection and bracing available from SBCA and Truss Plate Institute. 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. This truss is to be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFP company. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, delivery, erection and bracing available from SBCA and Truss Plate Institute. 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. This truss is to be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFP company. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, delivery, erection and bracing available from SBCA and Truss Plate Institute. 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. This truss is to be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFP company. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, delivery, erection and bracing available from SBCA and Truss Plate Institute. 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. This truss is to be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFP company. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, delivery, erection and bracing available from SBCA and Truss Plate Institute. 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. This truss is to be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFP company. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, delivery, erection and bracing available from SBCA and Truss Plate Institute. 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. This truss is to be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFP company. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, delivery, erection and bracing available from SBCA and Truss Plate Institute. 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. This truss is to be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFP company. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, delivery, erection and bracing available from SBCA and Truss Plate Institute. 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. This truss is to be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFP company. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, delivery, erection and bracing available from SBCA and Truss Plate Institute. 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. This truss is to be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFP company. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, delivery, erection and bracing available from SBCA and Truss Plate Institute.