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Sovereign - Beaver Brook 2nd Flr Calcs 5-18-17diff 1 2 9' 11 1/2"5 1/2" 3 7' 6 7/8" 17' 11 7/8" Graphical Illustration - Not To Scale Loading (psf):Quick Design Summary:Quick Deflection Summary: Live Load Deflection 0-00 @ 4-09-02 L/480Roof Live Load - 55 Building Code - IBC 2009 Total Load Deflection 0-01 @ 4-08-07 L/240Design Methodology - ASDRoof Dead Load - 20 Critical Moment (Pos)Passed - 22%Floor Live Load - 40 Critical Shear Passed - 30%Floor Dead Load - 15 Unbraced Length (Top/Bottom) - 0-00/9-11-08 Reactions: Maximum Analysis Reactions Support Start End Dead Floor Live Roof Live Snow 1 0-00 0-00 87.00 lb 249.00/-17.00 lb - - 2 9-11-08 10-05-00 228.00 lb 608.00 lb - - 3 17-11-14 17-11-14 59.00 lb 209.00/-50.00 lb - - Forces: Maximum Load Magnitudes Type Start End Dead Floor Live Roof Live Snow Uniform 0-00 17-11-14 20.00 lb/ft 53.00 lb/ft - - Connector Information: Nailing Requirements Support Manufacturer Model Top Face Member Min Seat Length Other Information 1 USP TFL25118 4- 10d 2- 10d 2- 10d x 1-1/2 N/A - 3 USP TFL25118 4- 10d 2- 10d 2- 10d x 1-1/2 N/A - Expanded Design Results: Design Control Result LDF Load Combination Critical Moment (Pos)780.77 lb ft @ 10-02-04 3545.02 lb ft Passed - 22% 1.00 D + L Critical Shear 432.99 lb @ 9-11-07 1420.00 lb Passed -30%1.00 D + L Live Load Deflection 0-00 @ 4-09-02 L/480 Passed - L/999 - L Total Load Deflection 0-01 @ 4-08-07 L/240 Passed -L/999 -D + L Design Notes: *The required bearing length for this member is the same for both with and without web stiffeners (112) *The required bearing length for this member is the same for both with and without web stiffeners (112) 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: J1-16" O.C. Member Type: FloorJoist | Level: 1st Floor Page: 1 of 19 Member: 1 -11 7/8" PJI-40 @ 16"Date: 05/18/2017 10:15:31 -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 15' 5"4 3/8" 16' 0 7/8" Graphical Illustration - Not To Scale Loading (psf):Quick Design Summary:Quick Deflection Summary: Live Load Deflection 0-03 @ 8-00-01 L/360Roof Live Load - 55 Building Code - IBC 2009 Total Load Deflection 0-04 @ 8-00-01 L/240Design Methodology - ASDRoof Dead Load - 20 Critical Moment (Pos)Passed - 30%Floor Live Load - 40 Critical Shear Passed - 22%Floor Dead Load - 15 Unbraced Length (Top/Bottom) - 0-00/1-05-08 Reactions: Maximum Analysis Reactions Support Start End Dead Floor Live Roof Live Snow 1 0-00 3-08 2208.00 lb 5449.00/-307.00 lb - - 2 15-08-08 16-00-14 1324.00 lb 2989.00 lb - - Forces: Maximum Load Magnitudes Type Start End Dead Floor Live Roof Live Snow Self Weight 0-00 16-00-14 25.00 lb/ft --- Uniform 1-12 16-00-14 12.00 lb/ft 33.00 lb/ft - - Uniform 2-02-00 8-10-00 137.00 lb/ft 366.00 lb/ft - - Point 2-04 2-04 926.00 lb 2570.00/-303.00 lb - - Point 1-06-00 1-06-00 171.00 lb 457.00 lb - - Point 9-06-00 9-06-00 160.00 lb 427.00 lb -- Point 10-06-00 10-06-00 183.00 lb 488.00 lb - - Point 12-02-00 12-02-00 211.00 lb 564.00 lb - - Point 13-07-00 13-07-00 194.00 lb 518.00 lb - - Point 15-00-00 15-00-00 168.00 lb 449.00 lb - - Expanded Design Results: Design Control Result LDF Load Combination Critical Moment (Pos)17351.86 lb ft @ 8-02-00 57279.14 lb ft Passed -30%1.00 D + L Critical Shear 4057.84 lb @ 1-05-08 18620.00 lb Passed - 22% 1.00 D + L Live Load Deflection 0-03 @ 8-00-01 L/360 Passed - L/999 - L Total Load Deflection 0-04 @ 8-00-01 L/240 Passed - L/762 - 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: 17033200BE Status: Design Passed Job Name:Project Name Label: B7-4 Member Type: Beam | Level: 1st Floor Page: 2 of 19 Member: 4 -1.75" x 14" 2.0E PWLVL Date: 05/18/2017 10:15:31 -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 4 1/8" 2 10' 0 1/4" 10' 4 3/8" Graphical Illustration - Not To Scale Loading (psf):Quick Design Summary:Quick Deflection Summary: Live Load Deflection 0-01 @ 5-05-04 L/360Roof Live Load - 55 Building Code - IBC 2009 Total Load Deflection 0-01 @ 5-05-05 L/240Design Methodology - ASDRoof Dead Load - 20 Critical Moment (Pos)Passed - 19%Floor Live Load - 40 Critical Shear Passed - 17%Floor Dead Load - 15 Unbraced Length (Top/Bottom) - 0-00/10-00-04 Reactions: Maximum Analysis Reactions Support Start End Dead Floor Live Roof Live Snow 1 0-00 4-02 525.00 lb 162.00 lb 575.00 lb - 2 10-04-06 10-04-06 899.00 lb 151.00 lb 1063.00 lb - Forces: Maximum Load Magnitudes Type Start End Dead Floor Live Roof Live Snow Self Weight 0-00 10-04-06 11.00 lb/ft --- Uniform 0-00 10-04-06 11.00 lb/ft 30.00 lb/ft - - Uniform 4-04-06 10-04-06 169.00 lb/ft - 220.00 lb/ft - Point 4-01-10 4-01-10 177.00 lb - 309.00 lb - Connector Information: Nailing Requirements Support Manufacturer Model Top Face Member Min Seat Length Other Information 2 USP THO35118 4- 10d 6- 10d 2- 10d x 1-1/2 N/A - Expanded Design Results: Design Control Result LDF Load Combination Critical Moment (Pos)4572.99 lb ft @ 5-07-12 24489.19 lb ft Passed - 19% 1.15 D + Lr Critical Shear 1532.29 lb @ 9-04-08 9081.41 lb Passed - 17% 1.15 D + Lr Live Load Deflection 0-01 @ 5-05-04 L/360 Passed - L/999 - Lr Total Load Deflection 0-01 @ 5-05-05 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: 17033200BE Status: Design Passed Job Name:Project Name Label: B3-2 Member Type: Beam | Level: 1st Floor Page: 3 of 19 Member: 2 -1.75" x 11.875" 2.0E PWLVL Date: 05/18/2017 10:15:31 -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" 2 16' 0" 3" 16' 6" Graphical Illustration - Not To Scale Loading (psf):Quick Design Summary:Quick Deflection Summary: Live Load Deflection 0-04 @ 8-03-00 L/360Roof Live Load - 55 Building Code - IBC 2009 Total Load Deflection 0-07 @ 8-03-00 L/240Design Methodology - ASDRoof Dead Load - 20 Critical Moment (Pos)Passed - 45%Floor Live Load - 40 Critical Shear Passed - 28%Floor Dead Load - 15 Unbraced Length (Top/Bottom) - 4-06-00/16-00-00 Reactions: Maximum Analysis Reactions Support Start End Dead Floor Live Roof Live Snow 1 0-00 3-00 1984.00 lb 1281.00 lb 2900.00 lb - 2 16-03-00 16-06-00 1984.00 lb 1280.00 lb 2898.00 lb - Forces: Maximum Load Magnitudes Type Start End Dead Floor Live Roof Live Snow Self Weight 0-00 16-06-00 19.00 lb/ft --- Uniform -0-00 4-09-00 138.00 lb/ft 110.00 lb/ft 303.00 lb/ft - Uniform 4-09-00 11-09-00 38.00 lb/ft - 138.00 lb/ft - Uniform 5-07-00 9-07-00 192.00 lb/ft - 151.00 lb/ft - Uniform 11-09-00 16-06-00 138.00 lb/ft 110.00 lb/ft 303.00 lb/ft - Point 4-10-12 4-10-12 525.00 lb 162.00 lb 575.00 lb - Point 6-03-00 6-03-00 - 307.00 lb - - Point 7-07-00 7-07-00 - 289.00 lb - - Point 8-11-00 8-11-00 - 289.00 lb - - Point 10-03-00 10-03-00 259.00 lb 307.00 lb 200.00 lb - Point 11-07-04 11-07-04 525.00 lb 162.00 lb 575.00 lb - Expanded Design Results: Design Control Result LDF Load Combination Critical Moment (Pos)22057.57 lb ft @ 8-03-00 49403.26 lb ft Passed - 45% 1.15 D + 0.75(L + Lr) Critical Shear 4457.48 lb @ 1-05-00 16059.75 lb Passed - 28% 1.15 D + 0.75(L + Lr) Live Load Deflection 0-04 @ 8-03-00 L/360 Passed - L/719 - 0.75(L + Lr) Total Load Deflection 0-07 @ 8-03-00 L/240 Passed - L/430 - D + 0.75(L + 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: B6-3 Member Type: Beam | Level: 1st Floor Page: 4 of 19 Member: 3 -1.75" x 14" 2.0E PWLVL Date: 05/18/2017 10:15:31 -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' 6 1/2" 5 1/2" 3 9' 6 1/2" 20' 0" Graphical Illustration - Not To Scale Loading (psf):Quick Design Summary:Quick Deflection Summary: Live Load Deflection 0-01 @ 5-00-06 L/360Roof Live Load - 55 Building Code - IBC 2009 Total Load Deflection 0-02 @ 4-11-00 L/240Design Methodology - ASDRoof Dead Load - 20 Critical Moment (Pos)Passed - 38%Floor Live Load - 40 Critical Shear Passed - 44%Floor Dead Load - 15 Unbraced Length (Top/Bottom) - 0-00/1-01-08 Reactions: Maximum Analysis Reactions Support Start End Dead Floor Live Roof Live Snow 1 0-00 5-08 1914.00 lb 1999.00/-161.00 lb 2712.00/-349.00 lb - 2 10-00-00 10-05-08 5266.00 lb 4576.00/-237.00 lb 7083.00 lb - 3 20-00-00 20-00-00 1346.00 lb 1156.00/-304.00 lb 2472.00/-359.00 lb - Forces: Maximum Load Magnitudes Type Start End Dead Floor Live Roof Live Snow Self Weight 0-00 20-00-00 16.00 lb/ft - - - Uniform 0-00 20-00-00 267.00 lb/ft - 578.00 lb/ft - Uniform 0-00 20-00-00 55.00 lb/ft 110.00 lb/ft - - Uniform 2-00-00 10-00-00 142.00 lb/ft 377.00 lb/ft - - Uniform 10-00-00 18-00-00 44.00 lb/ft 157.00 lb/ft -- Point 1-04-00 1-04-00 175.00 lb 466.00 lb - - Point 10-08-00 10-08-00 - -50.00 lb - - Point 12-00-00 12-00-00 - -50.00 lb - - Point 13-04-00 13-04-00 - -50.00 lb - - Point 14-08-00 14-08-00 - -50.00 lb - - Point 16-00-00 16-00-00 - -50.00 lb - - Point 17-04-00 17-04-00 - -50.00 lb - - Point 18-08-00 18-08-00 -181.00/-44.00 lb -- Point 19-07-12 19-07-12 - 146.00/-26.00 lb - - Connector Information: Nailing Requirements Support Manufacturer Model Top Face Member Min Seat Length Other Information 3 USP HLBH35118 - - - N/A User Defined Hanger - Not Designed Expanded Design Results: Design Control Result LDF Load Combination Critical Moment (Pos)13822.68 lb ft @ 10-02-12 36733.78 lb ft Passed -38%1.15 D + 0.75(L + Lr) Critical Shear 5988.76 lb @ 9-00-02 13622.11 lb Passed - 44% 1.15 D + 0.75(L + Lr) Live Load Deflection 0-01 @ 5-00-06 L/360 Passed - L/999 - 0.75(L + Lr) Total Load Deflection 0-02 @ 4-11-00 L/240 Passed - L/977 - D + 0.75(L + Lr) Design Notes: Job ID: 17033200BE Status: Design Passed Job Name:Project Name Label: B2-3 Member Type: Beam | Level: 1st Floor Page: 5 of 19 Member: 3 -1.75" x 11.875" 2.0E PWLVL Date: 05/18/2017 10:15:31 -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. *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: 1st Floor Page: 6 of 19 Member: 3 -1.75" x 11.875" 2.0E PWLVL Date: 05/18/2017 10:15:31 -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 17' 7 7/8"5 1/8" 18' 4 1/2" Graphical Illustration - Not To Scale Loading (psf):Quick Design Summary:Quick Deflection Summary: Live Load Deflection 0-05 @ 8-09-14 L/360Roof Live Load - 55 Building Code - IBC 2009 Total Load Deflection 0-08 @ 8-10-03 L/240Design Methodology - ASDRoof Dead Load - 20 Critical Moment (Pos)Passed - 54%Floor Live Load - 40 Critical Shear Passed - 46%Floor Dead Load - 15 Unbraced Length (Top/Bottom) - 0-00/10-01-02 Reactions: Maximum Analysis Reactions Support Start End Dead Floor Live Roof Live Snow 1 0-00 3-08 4592.00 lb 1632.00/-208.00 lb 8222.00/-245.00 lb - 2 17-11-06 18-04-08 4545.00 lb 1086.00/-96.00 lb 7763.00/-114.00 lb - Forces: Maximum Load Magnitudes Type Start End Dead Floor Live Roof Live Snow Self Weight 0-00 18-04-08 33.00 lb/ft --- Uniform -0-00 5-10-02 - 13.00 lb/ft - - Uniform 3-08 5-10-02 - 21.00 lb/ft - - Uniform 3-05-00 17-11-00 109.00 lb/ft - - - Uniform 3-08-00 17-11-00 200.00 lb/ft - 550.00 lb/ft - Uniform 5-10-02 18-04-08 10.00 lb/ft 27.00 lb/ft -- Point 1-12 1-12 208.00 lb 493.00 lb - - Point 3-06-00 3-06-00 1450.00 lb - 3967.00 lb - Point 5-07-08 5-07-08 1346.00 lb 1156.00/-304.00 lb 2472.00/-359.00 lb - Point 16-01-14 16-01-14 741.00 lb 529.00 lb 1456.00 lb - Point 18-01-12 18-01-12 156.00 lb - 252.00 lb - Expanded Design Results: Design Control Result LDF Load Combination Critical Moment (Pos)56105.72 lb ft @ 7-03-08 103551.02 lb ft Passed - 54% 1.15 D + Lr Critical Shear 12620.88 lb @ 1-09-08 27531.00 lb Passed - 46% 1.15 D + Lr Live Load Deflection 0-05 @ 8-09-14 L/360 Passed - L/678 - Lr Total Load Deflection 0-08 @ 8-10-03 L/240 Passed - L/433 - 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: B8-4 Member Type: Beam | Level: 1st Floor Page: 7 of 19 Member: 4 -1.75" x 18" 2.0E PWLVL Date: 05/18/2017 10:15:31 -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 17' 7 1/2"4 3/8" 17' 11 7/8" Graphical Illustration - Not To Scale Loading (psf):Quick Design Summary:Quick Deflection Summary: Live Load Deflection 0-05 @ 8-10-04 L/480Roof Live Load - 55 Building Code - IBC 2009 Total Load Deflection 0-07 @ 8-10-04 L/240Design Methodology - ASDRoof Dead Load - 20 Critical Moment (Pos)Passed - 68%Floor Live Load - 40 Critical Shear Passed - 53%Floor Dead Load - 15 Unbraced Length (Top/Bottom) - 0-00/17-07-08 Reactions: Maximum Analysis Reactions Support Start End Dead Floor Live Roof Live Snow 1 0-00 0-00 211.00 lb 564.00 lb - - 2 17-07-08 17-11-14 213.00 lb 569.00 lb - - Forces: Maximum Load Magnitudes Type Start End Dead Floor Live Roof Live Snow Uniform 0-00 17-11-14 23.00 lb/ft 62.00 lb/ft -- Connector Information: Nailing Requirements Support Manufacturer Model Top Face Member Min Seat Length Other Information 1 USP TFL25118 4- 10d 2- 10d 2- 10d x 1-1/2 N/A - Expanded Design Results: Design Control Result LDF Load Combination Critical Moment (Pos)3320.90 lb ft @ 8-10-03 4900.03 lb ft Passed - 68% 1.00 D + L Critical Shear 750.00 lb @ 0-01 1420.00 lb Passed - 53% 1.00 D + L Live Load Deflection 0-05 @ 8-10-04 L/480 Passed - L/655 - L Total Load Deflection 0-07 @ 8-10-04 L/240 Passed -L/476 -D + L Design Notes: *The required bearing length for this member is the same for both with and without web stiffeners (112) 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: J7-16" O.C. Member Type: FloorJoist | Level: 1st Floor Page: 8 of 19 Member: 1 -11 7/8" PJI-60 @ 16"Date: 05/18/2017 10:15:31 -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 19' 6 1/2"4 3/8" 20' 4 3/8" Graphical Illustration - Not To Scale Loading (psf):Quick Design Summary:Quick Deflection Summary: Live Load Deflection 0-05 @ 10-01-15 L/360Roof Live Load - 55 Building Code - IBC 2009 Total Load Deflection 0-08 @ 10-02-00 L/240Design Methodology - ASDRoof Dead Load - 20 Critical Moment (Pos)Passed - 51%Floor Live Load - 40 Critical Shear Passed - 38%Floor Dead Load - 15 Unbraced Length (Top/Bottom) - 0-00/1-01-08 Reactions: Maximum Analysis Reactions Support Start End Dead Floor Live Roof Live Snow 1 0-00 5-08 5473.00 lb 4630.00/-33.00 lb 6367.00 lb - 2 20-00-00 20-04-06 4960.00 lb 3790.00/-101.00 lb 6065.00 lb - Forces: Maximum Load Magnitudes Type Start End Dead Floor Live Roof Live Snow Self Weight 0-00 20-04-06 36.00 lb/ft --- Uniform 0-00 6-11-08 267.00 lb/ft - 578.00 lb/ft - Uniform 0-00 6-07-15 55.00 lb/ft 110.00 lb/ft - - Uniform 2-00-00 6-00-00 144.00 lb/ft 382.00 lb/ft - - Uniform 13-00-08 20-00-00 192.00 lb/ft - 303.00 lb/ft - Uniform 13-03-08 20-04-06 55.00 lb/ft 110.00 lb/ft -- Uniform 13-06-00 20-00-00 75.00 lb/ft - 275.00 lb/ft - Uniform 14-00-00 18-00-00 69.00 lb/ft 196.00 lb/ft - - Point 1-04-00 1-04-00 177.00 lb 473.00 lb - - Point 6-08-06 6-08-06 1390.00 lb 646.00 lb 1936.00 lb - Point 8-00-00 8-00-00 386.00 lb 789.00 lb 125.00 lb - Point 9-04-00 9-04-00 383.00 lb 780.00 lb 126.00 lb - Point 10-08-00 10-08-00 197.00 lb 534.00/-17.00 lb 126.00 lb - Point 12-00-00 12-00-00 200.00 lb 543.00/-17.00 lb 125.00 lb - Point 13-03-09 13-03-09 1204.00 lb 400.00/-17.00 lb 1932.00 lb - Point 14-08-00 14-08-00 - -17.00 lb - - Point 16-00-00 16-00-00 - -17.00 lb - - Point 17-04-00 17-04-00 - -17.00 lb - - Point 18-08-00 18-08-00 - 229.00/-15.00 lb - - Point 19-07-12 19-07-12 - 134.00/-17.00 lb - - Expanded Design Results: Design Control Result LDF Load Combination Critical Moment (Pos)63309.49 lb ft @ 9-04-00 125175.08 lb ft Passed - 51% 1.15 D + 0.75(L + Lr) Critical Shear 11583.56 lb @ 2-01-08 30590.00 lb Passed -38%1.15 D + 0.75(L + Lr) Live Load Deflection 0-05 @ 10-01-15 L/360 Passed - L/786 - 0.75(L + Lr) Total Load Deflection 0-08 @ 10-02-00 L/240 Passed -L/469 -D + 0.75(L + Lr) Design Notes: *Member design assumed proper ply to ply connection. Verify connection between plies with manufacturer. Job ID: 17033200BE Status: Design Passed Job Name:Project Name Label: B9-4 Member Type: Beam | Level: 1st Floor Page: 9 of 19 Member: 4 -1.75" x 20" 2.0E PWLVL Date: 05/18/2017 10:15:31 -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. 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: B9-4 Member Type: Beam | Level: 1st Floor Page: 10 of 19 Member: 4 -1.75" x 20" 2.0E PWLVL Date: 05/18/2017 10:15:31 -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 4' 1" 4' 1" Graphical Illustration - Not To Scale Loading (psf):Quick Design Summary:Quick Deflection Summary: Live Load Deflection 0-00 @ 2-00-09 L/480Roof Live Load - 55 Building Code - IBC 2009 Total Load Deflection 0-00 @ 2-00-09 L/240Design Methodology - ASDRoof Dead Load - 20 Critical Moment (Pos)Passed - 4%Floor Live Load - 40 Critical Shear Passed - 10%Floor Dead Load - 15 Unbraced Length (Top/Bottom) - 0-00/4-01-00 Reactions: Maximum Analysis Reactions Support Start End Dead Floor Live Roof Live Snow 1 0-00 0-00 36.00 lb 95.00 lb - - 2 4-01-00 4-01-00 40.00 lb 108.00 lb - - Forces: Maximum Load Magnitudes Type Start End Dead Floor Live Roof Live Snow Uniform 0-00 4-01-00 7.00 lb/ft 20.00 lb/ft -- Uniform 6-08 1-07-00 10.00 lb/ft 26.00 lb/ft - - Uniform 1-07-00 2-11-00 14.00 lb/ft 37.00 lb/ft - - Uniform 2-11-00 4-01-00 10.00 lb/ft 26.00 lb/ft - - Tapered 0-00 6-08 0.00 To 5.00 lb/ft 0.00 To 13.00 lb/ft - - Point 6-08 6-08 1.00 lb 3.00 lb -- Connector Information: Nailing Requirements Support Manufacturer Model Top Face Member Min Seat Length Other Information 1 USP TFL25118 4- 10d 2- 10d 2- 10d x 1-1/2 N/A - 2 USP TFL25118 6- 10d Common - 2- 10d x 1 1/2 N/A User Defined Hanger - Not Designed Expanded Design Results: Design Control Result LDF Load Combination Critical Moment (Pos)147.49 lb ft @ 2-00-14 3545.02 lb ft Passed -4%1.00 D + L Critical Shear 138.65 lb @ 4-00-15 1420.00 lb Passed - 10% 1.00 D + L Live Load Deflection 0-00 @ 2-00-09 L/480 Passed - L/999 - L Total Load Deflection 0-00 @ 2-00-09 L/240 Passed - L/999 - D + L Design Notes: *The required bearing length for this member is the same for both with and without web stiffeners (112) *The required bearing length for this member is the same for both with and without web stiffeners (112) 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: J5-16" O.C. Member Type: FloorJoist | Level: 1st Floor Page: 11 of 19 Member: 1 -11 7/8" PJI-40 @ 16"Date: 05/18/2017 10:15:31 -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 4 3/8" 2 12' 4 3/4" 3 1/2" 3 12' 2 1/4" 25' 2 7/8" Graphical Illustration - Not To Scale Loading (psf):Quick Design Summary:Quick Deflection Summary: Live Load Deflection 0-03 @ 19-05-11 L/360Roof Live Load - 55 Building Code - IBC 2009 Total Load Deflection 0-03 @ 19-07-05 L/240Design Methodology - ASDRoof Dead Load - 20 Critical Moment (Pos)Passed - 49%Floor Live Load - 40 Critical Shear Passed - 46%Floor Dead Load - 15 Unbraced Length (Top/Bottom) - 0-00/1-01-08 Reactions: Maximum Analysis Reactions Support Start End Dead Floor Live Roof Live Snow 1 0-00 4-06 682.00 lb 1972.00/-294.00 lb - - 2 12-09-02 13-00-10 2345.00 lb 5651.00 lb - - 3 25-02-14 25-02-14 740.00 lb 2074.00/-303.00 lb - - Forces: Maximum Load Magnitudes Type Start End Dead Floor Live Roof Live Snow Self Weight 0-00 25-02-14 11.00 lb/ft - - - Uniform 1-10-14 9-02-14 120.00 lb/ft 287.00 lb/ft - - Uniform 15-02-14 23-02-14 120.00 lb/ft 318.00 lb/ft - - Point 1-02-14 1-02-14 146.00 lb 482.00 lb - - Point 6-06-14 6-06-14 37.00 lb 99.00 lb -- Point 9-02-14 9-02-14 159.00 lb 425.00 lb - - Point 10-06-14 10-06-14 178.00 lb 476.00 lb - - Point 11-10-14 11-10-14 143.00 lb 381.00 lb - - Point 13-02-14 13-02-14 143.00 lb 381.00 lb - - Point 14-06-14 14-06-14 178.00 lb 476.00 lb - - Point 19-08-02 19-08-02 226.00 lb 429.00 lb - - Point 21-02-14 21-02-14 40.00 lb 107.00 lb - - Point 22-06-14 22-06-14 37.00 lb 99.00 lb -- Point 23-10-14 23-10-14 211.00 lb 564.00 lb - - Point 24-10-10 24-10-10 40.00 lb 108.00 lb - - Connector Information: Nailing Requirements Support Manufacturer Model Top Face Member Min Seat Length Other Information 3 HDQ410IF - - - N/A User Defined Hanger - Not Designed Expanded Design Results: Design Control Result LDF Load Combination Critical Moment (Pos)10536.40 lb ft @ 12-10-14 21294.94 lb ft Passed - 49% 1.00 D + L Critical Shear 3638.10 lb @ 14-00-08 7896.87 lb Passed - 46% 1.00 D + L Live Load Deflection 0-03 @ 19-05-11 L/360 Passed -L/928 -L Total Load Deflection 0-03 @ 19-07-05 L/240 Passed - L/737 - D + L Job ID: 17033200BE Status: Design Passed Job Name:Project Name Label: B1-2 Member Type: Beam | Level: 1st Floor Page: 12 of 19 Member: 2 -1.75" x 11.875" 2.0E PWLVL Date: 05/18/2017 10:15:31 -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. 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: B1-2 Member Type: Beam | Level: 1st Floor Page: 13 of 19 Member: 2 -1.75" x 11.875" 2.0E PWLVL Date: 05/18/2017 10:15:31 -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 4 3/8" 2 3' 4 1/2" 3' 8 7/8" Graphical Illustration - Not To Scale Loading (psf):Quick Design Summary:Quick Deflection Summary: Live Load Deflection 0-00 @ 2-00-03 L/480Roof Live Load - 55 Building Code - IBC 2009 Total Load Deflection 0-00 @ 2-00-03 L/240Design Methodology - ASDRoof Dead Load - 20 Critical Moment (Pos)Passed - 3%Floor Live Load - 40 Critical Shear Passed - 8%Floor Dead Load - 15 Unbraced Length (Top/Bottom) - 0-00/3-04-08 Reactions: Maximum Analysis Reactions Support Start End Dead Floor Live Roof Live Snow 1 0-00 4-06 39.00 lb 105.00 lb - - 2 3-08-14 3-08-14 34.00 lb 92.00 lb - - Forces: Maximum Load Magnitudes Type Start End Dead Floor Live Roof Live Snow Uniform 0-00 3-08-14 19.00 lb/ft 49.00 lb/ft -- Connector Information: Nailing Requirements Support Manufacturer Model Top Face Member Min Seat Length Other Information 2 USP TFL25118 4- 10d 2- 10d 2- 10d x 1-1/2 N/A - Expanded Design Results: Design Control Result LDF Load Combination Critical Moment (Pos)99.27 lb ft @ 2-00-06 3545.02 lb ft Passed - 3% 1.00 D + L Critical Shear 115.75 lb @ 3-08-13 1420.00 lb Passed - 8% 1.00 D + L Live Load Deflection 0-00 @ 2-00-03 L/480 Passed - L/999 - L Total Load Deflection 0-00 @ 2-00-03 L/240 Passed -L/999 -D + L Design Notes: *The required bearing length for this member is the same for both with and without web stiffeners (112) 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: J6-16" O.C. Member Type: FloorJoist | Level: 1st Floor Page: 14 of 19 Member: 1 -11 7/8" PJI-40 @ 16"Date: 05/18/2017 10:15:31 -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 15' 5"4 3/8" 15' 9 3/8" Graphical Illustration - Not To Scale Loading (psf):Quick Design Summary:Quick Deflection Summary: Live Load Deflection 0-04 @ 7-11-11 L/480Roof Live Load - 55 Building Code - IBC 2009 Total Load Deflection 0-05 @ 7-11-11 L/240Design Methodology - ASDRoof Dead Load - 20 Critical Moment (Pos)Passed - 77%Floor Live Load - 40 Critical Shear Passed - 75%Floor Dead Load - 15 Unbraced Length (Top/Bottom) - 0-00/13-08-08 Reactions: Maximum Analysis Reactions Support Start End Dead Floor Live Roof Live Snow 1 0-00 0-00 178.00 lb 476.00 lb - - 2 15-05-00 15-09-06 294.00 lb 785.00 lb - - Forces: Maximum Load Magnitudes Type Start End Dead Floor Live Roof Live Snow Uniform 0-00 15-09-06 10.00 lb/ft 27.00 lb/ft -- Uniform 0-00 13-09-12 10.00 lb/ft 27.00 lb/ft - - Point 13-09-12 13-09-12 170.00 lb 454.00 lb - - Connector Information: Nailing Requirements Support Manufacturer Model Top Face Member Min Seat Length Other Information 1 USP TFL25118 4- 10d 2- 10d 2- 10d x 1-1/2 N/A - Expanded Design Results: Design Control Result LDF Load Combination Critical Moment (Pos)2729.77 lb ft @ 8-07-09 3545.02 lb ft Passed - 77% 1.00 D + L Critical Shear 1062.79 lb @ 15-04-15 1420.00 lb Passed - 75% 1.00 D + L Live Load Deflection 0-04 @ 7-11-11 L/480 Passed - L/751 - L Total Load Deflection 0-05 @ 7-11-11 L/240 Passed - L/546 - D + L Design Notes: *The required bearing length for this member is the same for both with and without web stiffeners (112) 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. *Reinforcement Accessories are required. Refer to current manufacturer's product literature for installation details. Job ID: 17033200BE Status: Design Passed Job Name:Project Name Label: J2-16" O.C. Member Type: FloorJoist | Level: 1st Floor Page: 15 of 19 Member: 1 -11 7/8" PJI-40 @ 16"Date: 05/18/2017 10:15:31 -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' 6 1/2" 10' 0" Graphical Illustration - Not To Scale Loading (psf):Quick Design Summary:Quick Deflection Summary: Live Load Deflection 0-01 @ 5-02-04 L/360Roof Live Load - 55 Building Code - IBC 2009 Total Load Deflection 0-01 @ 5-02-04 L/240Design Methodology - ASDRoof Dead Load - 20 Critical Moment (Pos)Passed - 15%Floor Live Load - 40 Critical Shear Passed - 13%Floor Dead Load - 15 Unbraced Length (Top/Bottom) - 10-00-00/9-06-08 Reactions: Maximum Analysis Reactions Support Start End Dead Floor Live Roof Live Snow 1 0-00 5-08 801.00 lb 571.00 lb 1574.00 lb - 2 10-00-00 10-00-00 741.00 lb 529.00 lb 1456.00 lb - Forces: Maximum Load Magnitudes Type Start End Dead Floor Live Roof Live Snow Self Weight 0-00 10-00-00 16.00 lb/ft --- Uniform 0-00 10-00-00 138.00 lb/ft 110.00 lb/ft 303.00 lb/ft - Connector Information: Nailing Requirements Support Manufacturer Model Top Face Member Min Seat Length Other Information 2 USP HD5210 - 18- 16d 10- 10d N/A - Expanded Design Results: Design Control Result LDF Load Combination Critical Moment (Pos)5356.26 lb ft @ 5-02-05 36033.13 lb ft Passed - 15% 1.15 D + 0.75(L + Lr) Critical Shear 1770.24 lb @ 9-00-02 13622.11 lb Passed - 13% 1.15 D + 0.75(L + Lr) Live Load Deflection 0-01 @ 5-02-04 L/360 Passed - L/999 - 0.75(L + Lr) Total Load Deflection 0-01 @ 5-02-04 L/240 Passed - L/999 - D + 0.75(L + 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: B4-3 Member Type: Beam | Level: 1st Floor Page: 16 of 19 Member: 3 -1.75" x 11.875" 2.0E PWLVL Date: 05/18/2017 10:15:31 -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 4 3/8" 2 3' 4 1/2" 3' 8 7/8" Graphical Illustration - Not To Scale Loading (psf):Quick Design Summary:Quick Deflection Summary: Live Load Deflection 0-00 @ 2-00-02 L/360Roof Live Load - 55 Building Code - IBC 2009 Total Load Deflection 0-00 @ 2-00-02 L/240Design Methodology - ASDRoof Dead Load - 20 Critical Moment (Pos)Passed - 3%Floor Live Load - 40 Critical Shear Passed - 4%Floor Dead Load - 15 Unbraced Length (Top/Bottom) - 0-00/3-04-08 Reactions: Maximum Analysis Reactions Support Start End Dead Floor Live Roof Live Snow 1 0-00 4-06 229.00 lb 432.00 lb - - 2 3-08-14 3-08-14 226.00 lb 429.00 lb - - Forces: Maximum Load Magnitudes Type Start End Dead Floor Live Roof Live Snow Self Weight 0-00 3-08-14 11.00 lb/ft --- Uniform 4-06 3-08-14 110.00 lb/ft 220.00 lb/ft - - Uniform 4-06 3-08-14 13.00 lb/ft 34.00 lb/ft - - Connector Information: Nailing Requirements Support Manufacturer Model Top Face Member Min Seat Length Other Information 2 USP THF35112 - 16- 10d 2- 10d x 1-1/2 N/A - Expanded Design Results: Design Control Result LDF Load Combination Critical Moment (Pos)578.72 lb ft @ 2-00-02 21294.94 lb ft Passed - 3% 1.00 D + L Critical Shear 286.21 lb @ 2-09-00 7896.87 lb Passed - 4% 1.00 D + L Live Load Deflection 0-00 @ 2-00-02 L/360 Passed - L/999 - L Total Load Deflection 0-00 @ 2-00-02 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: 17033200BE Status: Design Passed Job Name:Project Name Label: B5-2 Member Type: Beam | Level: 1st Floor Page: 17 of 19 Member: 2 -1.75" x 11.875" 2.0E PWLVL Date: 05/18/2017 10:15:31 -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 4 1/8" 2 10' 0 1/4" 10' 4 3/8" Graphical Illustration - Not To Scale Loading (psf):Quick Design Summary:Quick Deflection Summary: Live Load Deflection 0-01 @ 5-01-12 L/480Roof Live Load - 55 Building Code - IBC 2009 Total Load Deflection 0-02 @ 5-01-08 L/240Design Methodology - ASDRoof Dead Load - 20 Critical Moment (Pos)Passed - 46%Floor Live Load - 40 Critical Shear Passed - 36%Floor Dead Load - 15 Unbraced Length (Top/Bottom) - 0-00/10-00-04 Reactions: Maximum Analysis Reactions Support Start End Dead Floor Live Roof Live Snow 1 0-00 4-02 254.00 lb 289.00 lb 202.00 lb - 2 10-04-06 10-04-06 197.00 lb 285.00 lb 126.00 lb - Forces: Maximum Load Magnitudes Type Start End Dead Floor Live Roof Live Snow Uniform 0-00 10-04-06 20.00 lb/ft 53.00 lb/ft -- Point 4-01-10 4-01-10 236.00 lb - 328.00 lb - Connector Information: Nailing Requirements Support Manufacturer Model Top Face Member Min Seat Length Other Information 2 USP TFL25118 4- 10d 2- 10d 2- 10d x 1-1/2 N/A - Expanded Design Results: Design Control Result LDF Load Combination Critical Moment (Pos)1873.46 lb ft @ 4-01-10 4076.77 lb ft Passed - 46% 1.15 D + 0.75(L + Lr) Critical Shear 595.31 lb @ 4-03 1633.00 lb Passed - 36% 1.15 D + 0.75(L + Lr) Live Load Deflection 0-01 @ 5-01-12 L/480 Passed - L/999 - 0.75(L + Lr) Total Load Deflection 0-02 @ 5-01-08 L/240 Passed - L/999 - D + 0.75(L + Lr) Design Notes: *The required bearing length for this member is the same for both with and without web stiffeners (112) 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: J4-16" O.C. Member Type: FloorJoist | Level: 1st Floor Page: 18 of 19 Member: 1 -11 7/8" PJI-40 @ 16"Date: 05/18/2017 10:15:31 -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 13' 8 1/2" 13' 8 1/2" Graphical Illustration - Not To Scale Loading (psf):Quick Design Summary:Quick Deflection Summary: Live Load Deflection 0-02 @ 6-10-04 L/480Roof Live Load - 55 Building Code - IBC 2009 Total Load Deflection 0-03 @ 6-10-04 L/240Design Methodology - ASDRoof Dead Load - 20 Critical Moment (Pos)Passed - 49%Floor Live Load - 40 Critical Shear Passed - 35%Floor Dead Load - 15 Unbraced Length (Top/Bottom) - 0-00/13-08-08 Reactions: Maximum Analysis Reactions Support Start End Dead Floor Live Roof Live Snow 1 0-00 0-00 143.00 lb 381.00 lb - - 2 13-08-08 13-08-08 139.00 lb 371.00 lb - - Forces: Maximum Load Magnitudes Type Start End Dead Floor Live Roof Live Snow Uniform 0-00 13-08-08 20.00 lb/ft 53.00 lb/ft -- Connector Information: Nailing Requirements Support Manufacturer Model Top Face Member Min Seat Length Other Information 1 USP TFL25118 4- 10d 2- 10d 2- 10d x 1-1/2 N/A - 2 USP TFL25118 4- 10d 2- 10d 2- 10d x 1-1/2 N/A - Expanded Design Results: Design Control Result LDF Load Combination Critical Moment (Pos)1722.59 lb ft @ 6-10-04 3545.02 lb ft Passed - 49% 1.00 D + L Critical Shear 502.26 lb @ 13-08-07 1420.00 lb Passed - 35% 1.00 D + L Live Load Deflection 0-02 @ 6-10-04 L/480 Passed - L/999 - L Total Load Deflection 0-03 @ 6-10-04 L/240 Passed - L/970 - D + L Design Notes: *The required bearing length for this member is the same for both with and without web stiffeners (112) *The required bearing length for this member is the same for both with and without web stiffeners (112) 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: J3-16" O.C. Member Type: FloorJoist | Level: 1st Floor Page: 19 of 19 Member: 1 -11 7/8" PJI-40 @ 16"Date: 05/18/2017 10:15:31 -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.