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16D-040 Jost Company Design beam calcs 03-09-201642' 9'2"7'1"8'3"8'9"8'9" 1 SPF 2 Col 3 Col 4 Col 5 Col 6 SPF 5 1/4" 9 1/2" Project Name:160086_Joslad Job#:160086 Shipping Northampton, MAClient 84 Lumber Description: First FloorB6-A GP Lam 2.0E LVL 1.750" X 9.500" 3-Ply - PASSED Quantity 1 (3pcs.) Powered by iStruct 15.8.100 Type: Girder Plies: 3 Moisture Condition: Dry Deflection LL: 480 Deflection TL: 240 Importance: Normal Temperature: Temp <= 100°F General Load Floor Live: 40 PSF Dead: 10 PSF Application: Floor Design Method: ASD Building Code: IBC/IRC 2012 Load Sharing: Yes Deck: Not Checked Vibration: Not Checked Reactions Brg Live Dead Snow Wind Const 1 49301538100 2 15472 5867 -5 0 0 3 3744 840 42 0 0 4 24537 10677 -81 0 0 5 7305 3001 843 0 0 6 8076 3746 404 0 0 Analysis Actual Location Allowed Capacity Load Comb. Ld. Case Neg Moment -8538 ft-lb 33'3" 20369 ft-lb 0.419 (42%) D+L _L_LL Moment pos 8507 ft-lb 37'1 3/4" 20369 ft-lb 0.418 (42%) D+L L_L_L Unbraced 8507 ft-lb 37'1 3/4" 20196 ft-lb 0.421 (42%) D+L L_L_L Shear 5231 lb 34' 1/2" 9476 lb 0.552 (55%) D+L _L_LL LL Defl inch 0.094 (L/1082) 37'5 15/16" 0.213 (L/480) 0.440 (44%) L L_L_L TL Defl inch 0.149 (L/684) 37'5 1/2" 0.426 (L/240) 0.350 (35%) D+L L_L_L Bearings Bearing Input Length In Analysis Cap. React D/L lb Total Ld. Case Ld. Comb. 1 - SPF 5.500" 3.000" 97% 1538 / 4930 6468 L_L_L D+L 2 - Col 5.250" 5.250" 92% 5867 / 15472 21339 LL_L_ D+L 3 - Col 5.250" 5.250" 20% 840 / 3744 4585 (-151) _LL_L D+L 4 - Col 8.000" 8.000" 99% 10677 / 24537 35214 L_LL_ D+L 5 - Col 5.250" 5.250" 44% 3001 / 7305 10305 _L_LL D+L 6 - SPF 5.500" 5.500" 96% 3746 / 8076 11823 L_L_L D+LDesign OK. Design Notes 1 Girders are designed to be supported on the bottom edge only. 2 Multiple plies must be fastened together as per manufacturer's details. 3 Top loads must be supported equally by all plies. 4 Tie-down connection required at bearing 3 for uplift 151 lb (Combination D+L, Load Case L__L_). 5 Top unbraced. 6 Bottom unbraced. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Point 0-2-12 Top 1134 lb 3473 lb 0 lb 0 lb 0 lb C6 2 Point 1-2-8 Top 9 lb 36 lb 0 lb 0 lb 0 lb J1 3 Point 1-4-0 Top 105 lb 421 lb 0 lb 0 lb 0 lb J6 4 Point 2-3-0 Top 53 lb 125 lb 0 lb 0 lb 0 lb B2 5 Point 2-6-8 Top 17 lb 68 lb 0 lb 0 lb 0 lb J3 6 Point 2-8-0 Top 108 lb 434 lb 0 lb 0 lb 0 lb J6 7 Point 3-10-8 Top 30 lb 118 lb 0 lb 0 lb 0 lb J3 8 Point 4-0-0 Top 108 lb 434 lb 0 lb 0 lb 0 lb J6 Continued on page 2... Sherwood Lumber519 American Legion Highway - Unit 2, Suite 3, MassachusettsUSA02790855-753-5193 Notes Loads and application have been input by the user and not verified by Georgia Pacific It is the responsibility of the design professional to determine the suitability of the intended application A professional engineer’s seal on this document only relates to this particular single member For complete design and installation details, see GP’s Product and Installation Guide Designs assumes lateral support at the bearing points and lateral stability of all compression edges 3/7/2016 10:29 AM Page 1 of 4 Designer: 42' 9'2"7'1"8'3"8'9"8'9" 1 SPF 2 Col 3 Col 4 Col 5 Col 6 SPF 5 1/4" 9 1/2" Project Name:160086_Joslad Job#:160086 Shipping Northampton, MAClient 84 Lumber Description: First FloorB6-A GP Lam 2.0E LVL 1.750" X 9.500" 3-Ply - PASSED Quantity 1 (3pcs.) Powered by iStruct 15.8.100 ...Continued from page 1 ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 9 Point 5-2-8 Top 30 lb 118 lb 0 lb 0 lb 0 lb J3 10 Point 5-4-0 Top 108 lb 434 lb 0 lb 0 lb 0 lb J6 11 Point 6-6-8 Top 30 lb 118 lb 0 lb 0 lb 0 lb J3 12 Point 6-8-0 Top 108 lb 434 lb 0 lb 0 lb 0 lb J6 13 Point 7-10-8 Top 30 lb 118 lb 0 lb 0 lb 0 lb J3 14 Point 8-0-0 Top 108 lb 434 lb 0 lb 0 lb 0 lb J6 15 Point 9-2-0 Top 4784 lb 11313 lb 0 lb 0 lb 0 lb C10 16 Point 9-2-8 Top 30 lb 118 lb 0 lb 0 lb 0 lb J3 17 Point 9-4-0 Top 108 lb 434 lb 0 lb 0 lb 0 lb J6 18 Point 10-6-8 Top 30 lb 118 lb 0 lb 0 lb 0 lb J3 19 Point 10-8-0 Top 108 lb 434 lb 0 lb 0 lb 0 lb J6 20 Point 11-10-8 Top 30 lb 118 lb 0 lb 0 lb 0 lb J3 21 Point 12-0-0 Top 108 lb 434 lb 0 lb 0 lb 0 lb J6 22 Point 13-2-8 Top 30 lb 118 lb 0 lb 0 lb 0 lb J3 23 Point 13-4-0 Top 108 lb 434 lb 0 lb 0 lb 0 lb J6 24 Point 14-6-8 Top 30 lb 118 lb 0 lb 0 lb 0 lb J3 25 Point 14-8-0 Top 108 lb 434 lb 0 lb 0 lb 0 lb J6 26 Point 15-10-8 Top 30 lb 118 lb 0 lb 0 lb 0 lb J3 27 Point 16-0-0 Top 108 lb 434 lb 0 lb 0 lb 0 lb J6 28 Point 17-2-8 Top 30 lb 118 lb 0 lb 0 lb 0 lb J3 29 Point 17-4-0 Top 108 lb 434 lb 0 lb 0 lb 0 lb J6 30 Point 18-6-8 Top 30 lb 118 lb 0 lb 0 lb 0 lb J3 31 Point 18-8-0 Top 108 lb 434 lb 0 lb 0 lb 0 lb J6 32 Point 19-10-8 Top 30 lb 118 lb 0 lb 0 lb 0 lb J3 33 Point 20-0-0 Top 108 lb 434 lb 0 lb 0 lb 0 lb J6 34 Point 21-2-8 Top 28 lb 114 lb 0 lb 0 lb 0 lb J3 35 Point 21-4-0 Top 108 lb 434 lb 0 lb 0 lb 0 lb J6 36 Point 22-6-8 Top 28 lb 114 lb 0 lb 0 lb 0 lb J3 37 Point 22-8-0 Top 108 lb 434 lb 0 lb 0 lb 0 lb J6 Sherwood Lumber519 American Legion Highway - Unit 2, Suite 3, MassachusettsUSA02790855-753-5193 Notes Loads and application have been input by the user and not verified by Georgia Pacific It is the responsibility of the design professional to determine the suitability of the intended application A professional engineer’s seal on this document only relates to this particular single member For complete design and installation details, see GP’s Product and Installation Guide Designs assumes lateral support at the bearing points and lateral stability of all compression edges 3/7/2016 10:29 AM Page 2 of 4 Designer: 42' 9'2"7'1"8'3"8'9"8'9" 1 SPF 2 Col 3 Col 4 Col 5 Col 6 SPF 5 1/4" 9 1/2" Project Name:160086_Joslad Job#:160086 Shipping Northampton, MAClient 84 Lumber Description: First FloorB6-A GP Lam 2.0E LVL 1.750" X 9.500" 3-Ply - PASSED Quantity 1 (3pcs.) Powered by iStruct 15.8.100 ...Continued from page 2 ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 38 Point 23-10-8 Top 22 lb 89 lb 0 lb 0 lb 0 lb J3 39 Point 24-0-0 Top 107 lb 428 lb 0 lb 0 lb 0 lb J6 40 Point 24-5-4 Top 9179 lb 18024 lb 0 lb 0 lb 0 lb C7 41 Point 24-6-12 Top 431 lb 1131 lb 0 lb 0 lb 0 lb B5 42 Point 24-10-8 Top 62 lb 249 lb 0 lb 0 lb 0 lb J7 43 Point 25-4-0 Top 108 lb 431 lb 0 lb 0 lb 0 lb J6 44 Point 25-10-8 Top 95 lb 381 lb 0 lb 0 lb 0 lb J7 45 Part. Uniform 26-4-8 to 28-4-8 Top 95 PLF 380 PLF 0 PLF 0 PLF 0 PLF 46 Point 26-8-0 Top 108 lb 431 lb 0 lb 0 lb 0 lb J6 47 Point 28-0-0 Top 108 lb 431 lb 0 lb 0 lb 0 lb J6 48 Point 28-10-8 Top 95 lb 381 lb 0 lb 0 lb 0 lb J7 49 Point 29-4-0 Top 108 lb 431 lb 0 lb 0 lb 0 lb J6 50 Point 29-10-8 Top 95 lb 381 lb 0 lb 0 lb 0 lb J7 51 Part. Uniform 30-4-8 to 32-4-8 Top 95 PLF 380 PLF 0 PLF 0 PLF 0 PLF 52 Point 30-8-0 Top 108 lb 431 lb 0 lb 0 lb 0 lb J6 53 Point 32-0-0 Top 108 lb 431 lb 0 lb 0 lb 0 lb J6 54 Point 32-10-8 Top 95 lb 381 lb 0 lb 0 lb 0 lb J7 55 Point 33-4-0 Top 108 lb 431 lb 0 lb 0 lb 0 lb J6 56 Point 33-10-8 Top 95 lb 381 lb 0 lb 0 lb 0 lb J7 57 Part. Uniform 34-4-8 to 36-4-8 Top 95 PLF 380 PLF 0 PLF 0 PLF 0 PLF 58 Point 34-8-0 Top 108 lb 431 lb 0 lb 0 lb 0 lb J6 59 Point 36-0-0 Top 100 lb 401 lb 0 lb 0 lb 0 lb J6 60 Part. Uniform 36-4-8 to 38-4-8 Top 95 PLF 381 PLF 0 PLF 0 PLF 0 PLF 61 Point 37-1-12 Top 1699 lb 973 lb 1117 lb 0 lb 0 lb B4 62 Part. Uniform 38-4-8 to 40-4-8 Top 95 PLF 380 PLF 0 PLF 0 PLF 0 PLF 63 Point 38-8-0 Top 26 lb 104 lb 0 lb 0 lb 0 lb J3 64 Point 40-0-0 Top 24 lb 97 lb 0 lb 0 lb 0 lb J3 65 Point 40-10-8 Top 98 lb 393 lb 0 lb 0 lb 0 lb J7 66 Point 41-4-0 Top 18 lb 74 lb 0 lb 0 lb 0 lb J3 Sherwood Lumber519 American Legion Highway - Unit 2, Suite 3, MassachusettsUSA02790855-753-5193 Notes Loads and application have been input by the user and not verified by Georgia Pacific It is the responsibility of the design professional to determine the suitability of the intended application A professional engineer’s seal on this document only relates to this particular single member For complete design and installation details, see GP’s Product and Installation Guide Designs assumes lateral support at the bearing points and lateral stability of all compression edges 3/7/2016 10:29 AM Page 3 of 4 Designer: 42' 9'2"7'1"8'3"8'9"8'9" 1 SPF 2 Col 3 Col 4 Col 5 Col 6 SPF 5 1/4" 9 1/2" Project Name:160086_Joslad Job#:160086 Shipping Northampton, MAClient 84 Lumber Description: First FloorB6-A GP Lam 2.0E LVL 1.750" X 9.500" 3-Ply - PASSED Quantity 1 (3pcs.) Powered by iStruct 15.8.100 ...Continued from page 3 ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 67 Point 41-9-4 Top 2750 lb 6068 lb 0 lb 0 lb 0 lb C9 Self Weight 14 PLF Sherwood Lumber519 American Legion Highway - Unit 2, Suite 3, MassachusettsUSA02790855-753-5193 Notes Loads and application have been input by the user and not verified by Georgia Pacific It is the responsibility of the design professional to determine the suitability of the intended application A professional engineer’s seal on this document only relates to this particular single member For complete design and installation details, see GP’s Product and Installation Guide Designs assumes lateral support at the bearing points and lateral stability of all compression edges 3/7/2016 10:29 AM Page 4 of 4 Designer: 16'1 3/8" 16'1 3/8" 1 Hanger (IUS2.56/11.88 (Min))2 SPF 2 1/2" 11 7/8" Project Name:160086_Joslad Job#:160086 Shipping Northampton, MAClient 84 Lumber Description: Second FloorJ14-D WI 40 11.875"- PASSED Quantity 1 Powered by iStruct 15.8.100 Type: Joist Spacing: 16" o.c. Moisture Condition: Dry Deflection LL: 480 Deflection TL: 240 Importance: Normal Temperature: Temp <= 100°F General Load Floor Live: 40 PSF Dead: 10 PSF Application: Floor Design Method: ASD Building Code: IBC/IRC 2012 Load Sharing: No Deck: 5/8" SPF Plywood Nailed Vibration: Not Checked Reactions lb (PLF) Brg Live Dead Snow Wind Const 1 624 (468) 297 (223) 0 (0) 0 (0) 0 (0) 2 499 (374) 170 (127) 0 (0) 0 (0) 0 (0) Analysis Actual Location Allowed Capacity Load Comb. Ld. Case Moment 3157 ft-lb 6'1 1/16" 3545 ft-lb 0.891 (89%) D+L L Shear 915 lb 1 1/8" 1420 lb 0.644 (64%) D+L L LL Defl inch 0.324 (L/583) 7'7 15/16" 0.393 (L/480) 0.820 (82%) L L TL Defl inch 0.463 (L/408) 7'6 1/2" 0.786 (L/240) 0.590 (59%) D+L L Bearings Bearing Input Length In Analysis Cap. React D/L lb Total Ld. Case Ld. Comb. 1 -Hanger 2.000" 1.750" 77% 297 / 624 921 L D+L 2 - SPF 4.375" 1.750" 56% 170 / 499 668 L D+L Design OK. Design Notes 1 Bottom flange unbraced. ID Load Type Location Trib Width Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Part. Uniform 0-0-0 to 16-1-6 0-8-0 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 2 Part. Uniform 0-0-0 to 16-1-6 0-8-0 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 3 Point 3-10-12 51 lb 103 lb 0 lb 0 lb 0 lb J19 4 Point 3-10-12 80 lb 160 lb 0 lb 0 lb 0 lb J22 5 Point 3-10-12 121 lb 0 lb 0 lb 0 lb 0 lb Wall Self Weight Sherwood Lumber519 American Legion Highway - Unit 2, Suite 3, MassachusettsUSA02790855-753-5193 Notes Loads and application have been input by the user and not verified by Georgia Pacific It is the responsibility of the design professional to determine the suitability of the intended application A professional engineer’s seal on this document only relates to this particular single member For complete design and installation details, see GP’s Product and Installation Guide Designs assumes lateral support at the bearing points and lateral stability of all compression edges 3/7/2016 10:29 AM Page 1 of 1 Designer: 18'9 3/8" 18'9 3/8" 1 SPF 2 Hanger (IUS3.56/11.88 (Min)) 3 1/2" 11 7/8" Project Name:160086_Joslad Job#:160086 Shipping Northampton, MAClient 84 Lumber Description: Second FloorJ17-C WI 80 11.875"- PASSED Quantity 1 Powered by iStruct 15.8.100 Type: Joist Spacing: 16" o.c. Moisture Condition: Dry Deflection LL: 480 Deflection TL: 240 Importance: Normal Temperature: Temp <= 100°F General Load Floor Live: 40 PSF Dead: 10 PSF Application: Floor Design Method: ASD Building Code: IBC/IRC 2012 Load Sharing: No Deck: 5/8" SPF Plywood Nailed Vibration: Not Checked Reactions lb (PLF) Brg Live Dead Snow Wind Const 1 558 (419) 173 (130) 0 (0) 0 (0) 0 (0) 2 750 (563) 351 (263) 0 (0) 0 (0) 0 (0) Analysis Actual Location Allowed Capacity Load Comb. Ld. Case Moment 3804 ft-lb 10'11 11/16" 6940 ft-lb 0.548 (55%) D+L L Shear 1095 lb 18'8 1/4" 1420 lb 0.771 (77%) D+L L LL Defl inch 0.351 (L/629) 9'9 9/16" 0.460 (L/480) 0.760 (76%) L L TL Defl inch 0.483 (L/457) 9'11" 0.920 (L/240) 0.530 (53%) D+L L Bearings Bearing Input Length In Analysis Cap. React D/L lb Total Ld. Case Ld. Comb. 1 - SPF 4.375" 1.750" 57% 173 / 558 732 L D+L 2 - Hanger 2.000" 1.750" 86% 351 / 750 1101 L D+L Design OK. Design Notes 1 Bottom flange unbraced. ID Load Type Location Trib Width Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Part. Uniform 0-0-0 to 18-9-6 0-8-0 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 2 Part. Uniform 0-0-0 to 18-9-6 0-8-0 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 3 Point 15-6-10 102 lb 204 lb 0 lb 0 lb 0 lb J23 4 Point 15-6-10 51 lb 103 lb 0 lb 0 lb 0 lb 5 Point 15-6-10 121 lb 0 lb 0 lb 0 lb 0 lb Wall Self Weight Sherwood Lumber519 American Legion Highway - Unit 2, Suite 3, MassachusettsUSA02790855-753-5193 Notes Loads and application have been input by the user and not verified by Georgia Pacific It is the responsibility of the design professional to determine the suitability of the intended application A professional engineer’s seal on this document only relates to this particular single member For complete design and installation details, see GP’s Product and Installation Guide Designs assumes lateral support at the bearing points and lateral stability of all compression edges 3/7/2016 10:29 AM Page 1 of 1 Designer: 18'9 3/8" 18'9 3/8" 1 SPF 2 Hanger (HU410 (Max)) 3 1/2" 11 7/8" Project Name:160086_Joslad Job#:160086 Shipping Northampton, MAClient 84 Lumber Description: Second FloorB10-A GP Lam 2.0E LVL 1.750" X 11.875" 2-Ply -PASSED Quantity 1 (2pcs.) Powered by iStruct 15.8.100 Type: Girder Plies: 2 Moisture Condition: Dry Deflection LL: 480 Deflection TL: 240 Importance: Normal Temperature: Temp <= 100°F General Load Floor Live: 40 PSF Dead: 10 PSF Application: Floor Design Method: ASD Building Code: IBC/IRC 2012 Load Sharing: No Deck: Not Checked Vibration: Not Checked Reactions Brg Live Dead Snow Wind Const 1 663466000 2 996578000 Analysis Actual Location Allowed Capacity Load Comb. Ld. Case Moment 6552 ft-lb 7'1 1/8" 19902 ft-lb 0.329 (33%) D+L L Unbraced 6552 ft-lb 7'1 1/8" 16644 ft-lb 0.394 (39%) D+L L Shear 1435 lb 17'7 3/4" 7897 lb 0.182 (18%) D+L L LL Defl inch 0.221 (L/996) 9' 5/8" 0.458 (L/480) 0.480 (48%) L L TL Defl inch 0.379 (L/581) 9' 11/16" 0.917 (L/240) 0.410 (41%) D+L L Bearings Bearing Input Length In Analysis Cap. React D/L lb Total Ld. Case Ld. Comb. 1 - SPF 4.375" 1.500" 51% 466 / 663 1128 L D+L 2 - Hanger 2.500" 1.500" 35% 578 / 996 1573 L D+L Design OK. Design Notes 1 Girders are designed to be supported on the bottom edge only. 2 Multiple plies must be fastened together as per manufacturer's details. 3 Top loads must be supported equally by all plies. 4 Top unbraced. 5 Bottom unbraced. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Tie-In 0-0-0 to 6-11-6 (Span)0-6-4 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 2 Tie-In 0-0-0 to 18-9-6 (Span)0-9-12 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 3 Point 7-1-2 Far Face 445 lb 649 lb 0 lb 0 lb 0 lb B7 4 Point 15-6-10 Top 31 lb 62 lb 0 lb 0 lb 0 lb J23 5 Point 15-6-10 Top 15 lb 30 lb 0 lb 0 lb 0 lb 6 Point 15-6-10 Top 37 lb 0 lb 0 lb 0 lb 0 lb Wall Self Weight 7 Tie-In 17-6-14 to 18-9-6 (Span)3-8-0 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 8 Point 17-8-10 Far Face 182 lb 451 lb 0 lb 0 lb 0 lb B7 Self Weight 12 PLF Sherwood Lumber519 American Legion Highway - Unit 2, Suite 3, MassachusettsUSA02790855-753-5193 Notes Loads and application have been input by the user and not verified by Georgia Pacific It is the responsibility of the design professional to determine the suitability of the intended application A professional engineer’s seal on this document only relates to this particular single member For complete design and installation details, see GP’s Product and Installation Guide Designs assumes lateral support at the bearing points and lateral stability of all compression edges 3/7/2016 10:29 AM Page 1 of 1 Designer: 16'6" 16'6" 1 SPF 2 SPF 5 1/4" 11 7/8" Project Name:160086_Joslad Job#:160086 Shipping Northampton, MAClient 84 Lumber Description: Second FloorB12-A GP Lam 2.0E LVL 1.750" X 11.875" 3-Ply -PASSED Quantity 1 (3pcs.) Powered by iStruct 15.8.100 Type: Girder Plies: 3 Moisture Condition: Dry Deflection LL: 480 Deflection TL: 240 Importance: Normal Temperature: Temp <= 100°F General Load Floor Live: 40 PSF Dead: 10 PSF Application: Floor Design Method: ASD Building Code: IBC/IRC 2012 Load Sharing: Yes Deck: Not Checked Vibration: Not Checked Reactions Brg Live Dead Snow Wind Const 1 908 1257 1774 0 0 2 908 1257 1774 0 0 Analysis Actual Location Allowed Capacity Load Comb. Ld. Case Moment 12887 ft-lb 8'3" 35705 ft-lb 0.361 (36%) D+0.75(L+S) L Unbraced 12887 ft-lb 8'3" 34489 ft-lb 0.374 (37%) D+0.75(L+S) L Shear 2804 lb 1'2 1/8" 13622 lb 0.206 (21%) D+0.75(L+S) L LL Defl inch 0.268 (L/723) 8'3 1/16" 0.403 (L/480) 0.660 (66%) 0.75(L+S) L TL Defl inch 0.435 (L/444) 8'3 1/16" 0.806 (L/240) 0.540 (54%) D+0.75(L+S) L Bearings Bearing Input Length In Analysis Cap. React D/L lb Total Ld. Case Ld. Comb. 1 - SPF 3.000" 1.500" 98% 1257 / 2011 3268 L D+0.75(L+S) 2 - SPF 3.000" 1.500" 98% 1257 / 2011 3268 L D+0.75(L+S) Design OK. Design Notes 1 Girders are designed to be supported on the bottom edge only. 2 Multiple plies must be fastened together as per manufacturer's details. 3 Top loads must be supported equally by all plies. 4 Top unbraced. 5 Bottom unbraced. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Part. Uniform 0-0-0 to 16-6-0 Top 135 PLF 110 PLF 215 PLF 0 PLF 0 PLF Self Weight 18 PLF Sherwood Lumber519 American Legion Highway - Unit 2, Suite 3, MassachusettsUSA02790855-753-5193 Notes Loads and application have been input by the user and not verified by Georgia Pacific It is the responsibility of the design professional to determine the suitability of the intended application A professional engineer’s seal on this document only relates to this particular single member For complete design and installation details, see GP’s Product and Installation Guide Designs assumes lateral support at the bearing points and lateral stability of all compression edges 3/7/2016 10:29 AM Page 1 of 1 Designer: 21' 21' 1 Col 2 Col 5 1/4" 2' Project Name:160086_Joslad Job#:160086 Shipping Northampton, MAClient 84 Lumber Description: Second FloorB13-A GP Lam 2.0E LVL 1.750" X 24.000" 3-Ply - PASSED Quantity 1 (3pcs.) Powered by iStruct 15.8.100 Type: Girder Plies: 3 Moisture Condition: Dry Deflection LL: 480 Deflection TL: 240 Importance: Normal Temperature: Temp <= 100°F General Load Floor Live: 40 PSF Dead: 10 PSF Application: Floor Design Method: ASD Building Code: IBC/IRC 2012 Load Sharing: Yes Deck: Not Checked Vibration: Not Checked Reactions Brg Live Dead Snow Wind Const 1 5714 7243 9766 0 0 2 5866 7293 9764 0 0 Analysis Actual Location Allowed Capacity Load Comb. Ld. Case Moment 95676 ft-lb 10'6 1/16" 134875 ft-lb 0.709 (71%) D+0.75(L+S) L Unbraced 95676 ft-lb 10'6 1/16" 106805 ft-lb 0.896 (90%) D+0.75(L+S) L Shear 15331 lb 2'3 3/8" 27531 lb 0.557 (56%) D+0.75(L+S) L LL Defl inch 0.421 (L/583) 10'6 1/8" 0.511 (L/480) 0.820 (82%) 0.75(L+S) L TL Defl inch 0.683 (L/359) 10'6 1/8" 1.022 (L/240) 0.670 (67%) D+0.75(L+S) L Bearings Bearing Input Length In Analysis Cap. React D/L lb Total Ld. Case Ld. Comb. 1 - Col 5.500" 4.250" 100% 7243 / 11610 18854 L D+0.75(L+S) 2 - Col 5.500" 4.500" 95% 7293 / 11722 19016 L D+0.75(L+S) Design OK. Design Notes 1 Girders are designed to be supported on the bottom edge only. 2 Multiple plies must be fastened together as per manufacturer's details. 3 Top loads must be supported equally by all plies. 4 Top unbraced. 5 Bottom unbraced. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Part. Uniform 0-0-0 to 21-0-0 Top 45 PLF 90 PLF 0 PLF 0 PLF 0 PLF CJ above garage 2 Part. Uniform 0-0-0 to 0-0-12 Top 10 PLF 0 PLF 0 PLF 0 PLF 0 PLF Wall Self Weight 3 Tapered Start 0-0-0 Top 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF End 1-2-8 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF 4 Part. Uniform 0-0-0 to 21-0-0 Top 91 PLF 0 PLF 0 PLF 0 PLF 0 PLF Wall Self Weight 5 Part. Uniform 0-0-0 to 0-0-12 Top 285 PLF 0 PLF 760 PLF 0 PLF 0 PLF upper roof 6 Part. Uniform 0-0-0 to 0-0-12 Top 65 PLF 0 PLF 170 PLF 0 PLF 0 PLF lower roof 7 Part. Uniform 0-0-12 to 0-7-10 Top 142 PLF 0 PLF 380 PLF 0 PLF 0 PLF upper roof 8 Part. Uniform 0-0-12 to 0-7-10 Top 32 PLF 0 PLF 85 PLF 0 PLF 0 PLF lower roof Continued on page 2... Sherwood Lumber519 American Legion Highway - Unit 2, Suite 3, MassachusettsUSA02790855-753-5193 Notes Loads and application have been input by the user and not verified by Georgia Pacific It is the responsibility of the design professional to determine the suitability of the intended application A professional engineer’s seal on this document only relates to this particular single member For complete design and installation details, see GP’s Product and Installation Guide Designs assumes lateral support at the bearing points and lateral stability of all compression edges 3/7/2016 10:29 AM Page 1 of 3 Designer: 21' 21' 1 Col 2 Col 5 1/4" 2' Project Name:160086_Joslad Job#:160086 Shipping Northampton, MAClient 84 Lumber Description: Second FloorB13-A GP Lam 2.0E LVL 1.750" X 24.000" 3-Ply - PASSED Quantity 1 (3pcs.) Powered by iStruct 15.8.100 ...Continued from page 1 ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 9 Part. Uniform 0-0-12 to 0-7-10 Top 5 PLF 0 PLF 0 PLF 0 PLF 0 PLF Wall Self Weight 10 Point 0-0-12 Top 52 lb 0 lb 133 lb 0 lb 0 lb upper roof lower roof Wall Self Weight 11 Tapered Start 0-0-12 Top 6 PLF 11 PLF 0 PLF 0 PLF 0 PLF End 0-0-12 6 PLF 11 PLF 0 PLF 0 PLF 0 PLF 12 Tapered Start 0-0-12 Top 34 PLF 0 PLF 89 PLF 0 PLF 0 PLF upper roof lower roof Wall Self Weight End 3-0-12 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF 13 Point 0-2-6 Top 0 lb 1 lb 0 lb 0 lb 0 lb 14 Point 0-2-6 Top 2 lb 8 lb 0 lb 0 lb 0 lb 15 Part. Uniform 0-6-8 to 16-6-8 Top 95 PLF 190 PLF 0 PLF 0 PLF 0 PLF J25 16 Part. Uniform 0-7-10 to 21-0-0 Top 285 PLF 0 PLF 760 PLF 0 PLF 0 PLF upper roof 17 Part. Uniform 0-7-10 to 21-0-0 Top 65 PLF 0 PLF 170 PLF 0 PLF 0 PLF lower roof 18 Part. Uniform 0-7-10 to 21-0-0 Top 10 PLF 0 PLF 0 PLF 0 PLF 0 PLF Wall Self Weight 19 Tapered Start 1-2-8 Top 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF End 2-6-8 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF 20 Point 1-4-0 Top 86 lb 345 lb 0 lb 0 lb 0 lb J13 21 Tapered Start 2-6-8 Top 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF End 3-10-8 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF 22 Point 2-8-0 Top 100 lb 400 lb 0 lb 0 lb 0 lb B15 23 Part. Uniform 3-4-0 to 19-4-0 Top 74 PLF 295 PLF 0 PLF 0 PLF 0 PLF 24 Tapered Start 3-10-8 Top 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF End 5-2-8 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF 25 Tapered Start 5-2-8 Top 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF End 6-6-8 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF 26 Tapered Start 6-6-8 Top 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF End 7-10-8 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF 27 Tapered Start 7-10-8 Top 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF End 9-2-8 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF 28 Tapered Start 9-2-8 Top 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF End 10-6-8 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF Sherwood Lumber519 American Legion Highway - Unit 2, Suite 3, MassachusettsUSA02790855-753-5193 Notes Loads and application have been input by the user and not verified by Georgia Pacific It is the responsibility of the design professional to determine the suitability of the intended application A professional engineer’s seal on this document only relates to this particular single member For complete design and installation details, see GP’s Product and Installation Guide Designs assumes lateral support at the bearing points and lateral stability of all compression edges 3/7/2016 10:29 AM Page 2 of 3 Designer: 21' 21' 1 Col 2 Col 5 1/4" 2' Project Name:160086_Joslad Job#:160086 Shipping Northampton, MAClient 84 Lumber Description: Second FloorB13-A GP Lam 2.0E LVL 1.750" X 24.000" 3-Ply - PASSED Quantity 1 (3pcs.) Powered by iStruct 15.8.100 ...Continued from page 2 ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 29 Tapered Start 10-6-8 Top 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF End 11-10-8 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF 30 Tapered Start 11-10-8 Top 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF End 13-2-8 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF 31 Tapered Start 13-2-8 Top 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF End 14-6-8 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF 32 Tapered Start 14-6-8 Top 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF End 15-10-8 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF 33 Tapered Start 15-10-8 Top 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF End 17-1-0 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF 34 Part. Uniform 16-5-12 to 20-5-0 Top 97 PLF 194 PLF 0 PLF 0 PLF 0 PLF J25 35 Tapered Start 17-1-0 Top 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF End 18-5-0 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF 36 Tapered Start 18-5-0 Top 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF End 19-9-0 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF 37 Tapered Start 19-9-0 Top 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF End 21-0-0 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF 38 Point 20-0-0 Top 92 lb 370 lb 0 lb 0 lb 0 lb J15 39 Part. Uniform 20-5-0 to 21-0-0 Top 37 PLF 73 PLF 0 PLF 0 PLF 0 PLF J19 Self Weight 36 PLF Sherwood Lumber519 American Legion Highway - Unit 2, Suite 3, MassachusettsUSA02790855-753-5193 Notes Loads and application have been input by the user and not verified by Georgia Pacific It is the responsibility of the design professional to determine the suitability of the intended application A professional engineer’s seal on this document only relates to this particular single member For complete design and installation details, see GP’s Product and Installation Guide Designs assumes lateral support at the bearing points and lateral stability of all compression edges 3/7/2016 10:29 AM Page 3 of 3 Designer: 42' 9'2"15'3 1/4"17'6 3/4" 1 Col 2 Col 3 Col 4 Col 7" 1'2" Project Name:160086_Joslad Job#:160086 Shipping Northampton, MAClient 84 Lumber Description: Second FloorB14-A GP 30F-2.1E SP 7.000" X 14.000"- PASSED Quantity 1 Powered by iStruct 15.8.100 Type: Girder Moisture Condition: Dry Deflection LL: 480 Deflection TL: 240 Importance: Normal Temperature: Temp <= 100°F General Load Floor Live: 40 PSF Dead: 10 PSF Application: Floor Design Method: ASD Building Code: IBC/IRC 2012 Load Sharing: No Wet Use: No Deck: Not Checked Vibration: Not Checked Reactions Brg Live Dead Snow Wind Const 1 34731134000 2 113134784000 3 180249179000 4 60682750000 Analysis Actual Location Allowed Capacity Load Comb. Ld. Case Neg Moment 42261 ft-lb 24'5 1/4" 57167 ft-lb 0.739 (74%) D+L _LL Moment pos 37287 ft-lb 34' 1/8" 56890 ft-lb 0.655 (66%) D+L L_L Unbraced 37287 ft-lb 34' 1/8" 56429 ft-lb 0.661 (66%) D+L L_L Shear 14150 lb 25'7 1/4" 19600 lb 0.722 (72%) D+L _LL LL Defl inch 0.373 (L/552) 33'5 1/2" 0.429 (L/480) 0.870 (87%) L L_L TL Defl inch 0.518 (L/398) 33'6 13/16" 0.859 (L/240) 0.600 (60%) D+L L_L Bearings Bearing Input Length In Analysis Cap. React D/L lb Total Ld. Case Ld. Comb. 1 - Col 5.500" 1.500" 55% 1134 / 3473 4607 (-193) L_L D+L 2 - Col 5.438" 5.438" 53% 4784 / 11313 16097 LL_ D+L 3 - Col 5.500" 5.500" 88% 9179 / 18024 27203 _LL D+L 4 - Col 5.500" 1.750" 89% 2750 / 6068 8818 L_L D+L Design OK. Design Notes 1 Girders are designed to be supported on the bottom edge only. 2 Tie-down connection required at bearing 1 for uplift 193 lb (Combination D+L, Load Case _L_). 3 Top unbraced. 4 Bottom unbraced. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Tie-In 0-0-0 to 0-2-6 (Span)0-3-8 to 0-3-10 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 2 Tie-In 0-0-0 to 4-0-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 3 Tie-In 0-2-6 to 1-4-0 (Span)0-3-10 to 0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 4 Point 0-2-12 Top 1 lb 1 lb 0 lb 0 lb 0 lb 5 Point 0-2-12 Top 3 lb 0 lb 0 lb 0 lb 0 lb Wall Self Weight 6 Point 0-2-12 Top 1 lb 2 lb 0 lb 0 lb 0 lb 7 Point 0-2-12 Top 27 lb 0 lb 0 lb 0 lb 0 lb Wall Self Weight 8 Part. Uniform 0-5-8 to 21-0-0 Top 91 PLF 0 PLF 0 PLF 0 PLF 0 PLF Wall Self Weight Continued on page 2... Sherwood Lumber519 American Legion Highway - Unit 2, Suite 3, MassachusettsUSA02790855-753-5193 Notes Loads and application have been input by the user and not verified by Georgia Pacific It is the responsibility of the design professional to determine the suitability of the intended application A professional engineer’s seal on this document only relates to this particular single member For complete design and installation details, see GP’s Product and Installation Guide Designs assumes lateral support at the bearing points and lateral stability of all compression edges 3/7/2016 10:29 AM Page 1 of 5 Designer: 42' 9'2"15'3 1/4"17'6 3/4" 1 Col 2 Col 3 Col 4 Col 7" 1'2" Project Name:160086_Joslad Job#:160086 Shipping Northampton, MAClient 84 Lumber Description: Second FloorB14-A GP 30F-2.1E SP 7.000" X 14.000"- PASSED Quantity 1 Powered by iStruct 15.8.100 ...Continued from page 1 ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 9 Part. Uniform 0-7-10 to 16-10-3 Top 93 PLF 187 PLF 0 PLF 0 PLF 0 PLF J25 10 Part. Uniform 0-8-0 to 16-8-0 Top 81 PLF 162 PLF 0 PLF 0 PLF 0 PLF J24 11 Tie-In 1-4-0 to 2-8-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 12 Point 1-4-0 Far Face 98 lb 393 lb 0 lb 0 lb 0 lb J14 13 Part. Uniform 2-0-0 to 16-8-0 Far Face 80 PLF 318 PLF 0 PLF 0 PLF 0 PLF 14 Point 2-8-0 Near Face 38 lb 154 lb 0 lb 0 lb 0 lb J11 15 Tie-In 2-8-0 to 4-0-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 16 Part. Uniform 3-4-0 to 19-4-0 Near Face 20 PLF 82 PLF 0 PLF 0 PLF 0 PLF 17 Tie-In 4-0-0 to 5-4-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 18 Tie-In 4-0-0 to 5-4-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 19 Tie-In 5-4-0 to 6-8-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 20 Tie-In 5-4-0 to 6-8-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 21 Tie-In 6-8-0 to 8-0-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 22 Tie-In 6-8-0 to 8-0-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 23 Tie-In 8-0-0 to 9-4-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 24 Tie-In 8-0-0 to 9-4-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 25 Tie-In 9-4-0 to 10-8-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 26 Tie-In 9-4-0 to 10-8-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 27 Tie-In 10-8-0 to 12-0-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 28 Tie-In 10-8-0 to 12-0-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 29 Tie-In 12-0-0 to 13-4-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 30 Tie-In 12-0-0 to 13-4-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 31 Tie-In 13-4-0 to 14-8-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 32 Tie-In 13-4-0 to 14-8-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 33 Tie-In 14-8-0 to 16-0-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 34 Tie-In 14-8-0 to 16-0-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 35 Tie-In 16-0-0 to 17-4-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 36 Tie-In 16-0-0 to 17-4-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 37 Part. Uniform 16-5-0 to 19-1-0 Top 92 PLF 183 PLF 0 PLF 0 PLF 0 PLF J25 Sherwood Lumber519 American Legion Highway - Unit 2, Suite 3, MassachusettsUSA02790855-753-5193 Notes Loads and application have been input by the user and not verified by Georgia Pacific It is the responsibility of the design professional to determine the suitability of the intended application A professional engineer’s seal on this document only relates to this particular single member For complete design and installation details, see GP’s Product and Installation Guide Designs assumes lateral support at the bearing points and lateral stability of all compression edges 3/7/2016 10:29 AM Page 2 of 5 Designer: 42' 9'2"15'3 1/4"17'6 3/4" 1 Col 2 Col 3 Col 4 Col 7" 1'2" Project Name:160086_Joslad Job#:160086 Shipping Northampton, MAClient 84 Lumber Description: Second FloorB14-A GP 30F-2.1E SP 7.000" X 14.000"- PASSED Quantity 1 Powered by iStruct 15.8.100 ...Continued from page 2 ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 38 Tie-In 17-4-0 to 18-8-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 39 Tie-In 17-4-0 to 18-8-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 40 Point 17-4-0 Far Face 280 lb 588 lb 0 lb 0 lb 0 lb J14 41 Part. Uniform 17-10-8 to 20-6-8 Top 22 PLF 43 PLF 0 PLF 0 PLF 0 PLF J18 42 Tie-In 18-8-0 to 20-0-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 43 Point 18-8-0 Far Face 277 lb 584 lb 0 lb 0 lb 0 lb J14 44 Tie-In 18-8-0 to 21-0-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 45 Part. Uniform 19-1-0 to 20-5-0 Top 97 PLF 195 PLF 0 PLF 0 PLF 0 PLF J25 46 Point 20-0-0 Far Face 245 lb 515 lb 0 lb 0 lb 0 lb J14 47 Tie-In 20-0-0 to 21-0-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 48 Point 20-0-0 Near Face 22 lb 89 lb 0 lb 0 lb 0 lb J11 49 Part. Uniform 20-6-0 to 23-6-0 Far Face 256 PLF 532 PLF 0 PLF 0 PLF 0 PLF 50 Point 20-10-4 Near Face 189 lb 456 lb 0 lb 0 lb 0 lb B8 51 Tie-In 21-0-0 to 22-0-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 52 Tie-In 21-0-0 to 24-4-8 (Span)1-4-4 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 53 Tie-In 22-0-0 to 23-0-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 54 Tie-In 23-0-0 to 24-0-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 55 Tie-In 24-0-0 to 25-4-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 56 Point 24-0-0 Far Face 295 lb 613 lb 0 lb 0 lb 0 lb J14 57 Tie-In 24-4-8 to 26-8-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 58 Point 24-6-4 Near Face 578 lb 996 lb 0 lb 0 lb 0 lb B10 59 Part. Uniform 24-8-0 to 35-4-0 Far Face 223 PLF 468 PLF 0 PLF 0 PLF 0 PLF 60 Tie-In 25-4-0 to 26-8-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 61 Point 25-4-0 Near Face 282 lb 604 lb 0 lb 0 lb 0 lb J17 62 Part. Uniform 26-0-0 to 40-8-0 Near Face 263 PLF 563 PLF 0 PLF 0 PLF 0 PLF 63 Tie-In 26-8-0 to 28-0-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 64 Tie-In 26-8-0 to 28-0-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 65 Tie-In 28-0-0 to 29-4-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 66 Tie-In 28-0-0 to 29-4-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF Sherwood Lumber519 American Legion Highway - Unit 2, Suite 3, MassachusettsUSA02790855-753-5193 Notes Loads and application have been input by the user and not verified by Georgia Pacific It is the responsibility of the design professional to determine the suitability of the intended application A professional engineer’s seal on this document only relates to this particular single member For complete design and installation details, see GP’s Product and Installation Guide Designs assumes lateral support at the bearing points and lateral stability of all compression edges 3/7/2016 10:29 AM Page 3 of 5 Designer: 42' 9'2"15'3 1/4"17'6 3/4" 1 Col 2 Col 3 Col 4 Col 7" 1'2" Project Name:160086_Joslad Job#:160086 Shipping Northampton, MAClient 84 Lumber Description: Second FloorB14-A GP 30F-2.1E SP 7.000" X 14.000"- PASSED Quantity 1 Powered by iStruct 15.8.100 ...Continued from page 3 ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 67 Tie-In 29-4-0 to 30-8-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 68 Tie-In 29-4-0 to 30-8-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 69 Tie-In 30-8-0 to 32-0-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 70 Tie-In 30-8-0 to 32-0-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 71 Tie-In 32-0-0 to 33-4-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 72 Tie-In 32-0-0 to 33-4-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 73 Tie-In 33-4-0 to 34-8-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 74 Tie-In 33-4-0 to 34-8-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 75 Tie-In 34-8-0 to 36-0-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 76 Tie-In 34-8-0 to 36-0-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 77 Tie-In 36-0-0 to 37-4-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 78 Tie-In 36-0-0 to 37-4-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 79 Point 36-0-0 Far Face 278 lb 587 lb 0 lb 0 lb 0 lb J14 80 Part. Uniform 36-8-0 to 40-8-0 Far Face 19 PLF 75 PLF 0 PLF 0 PLF 0 PLF 81 Tie-In 37-4-0 to 38-8-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 82 Tie-In 37-4-0 to 38-8-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 83 Tie-In 38-8-0 to 40-0-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 84 Tie-In 38-8-0 to 40-0-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 85 Tie-In 40-0-0 to 41-4-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 86 Tie-In 40-0-0 to 41-4-0 (Span)0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 87 Tie-In 41-4-0 to 41-9-10 (Span)0-3-8 to 0-3-10 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 88 Point 41-4-0 Far Face 17 lb 67 lb 0 lb 0 lb 0 lb J16 89 Tie-In 41-4-0 to 41-9-2 (Span)0-3-8 to 0-3-10 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 90 Point 41-4-0 Near Face 229 lb 490 lb 0 lb 0 lb 0 lb J17 91 Tie-In 41-9-2 to 42-0-0 (Span)0-3-10 to 0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 92 Point 41-9-4 Top 3 lb 0 lb 0 lb 0 lb 0 lb Wall Self Weight 93 Point 41-9-4 Top 1 lb 2 lb 0 lb 0 lb 0 lb 94 Point 41-9-4 Top 27 lb 0 lb 0 lb 0 lb 0 lb Wall Self Weight Sherwood Lumber519 American Legion Highway - Unit 2, Suite 3, MassachusettsUSA02790855-753-5193 Notes Loads and application have been input by the user and not verified by Georgia Pacific It is the responsibility of the design professional to determine the suitability of the intended application A professional engineer’s seal on this document only relates to this particular single member For complete design and installation details, see GP’s Product and Installation Guide Designs assumes lateral support at the bearing points and lateral stability of all compression edges 3/7/2016 10:29 AM Page 4 of 5 Designer: 42' 9'2"15'3 1/4"17'6 3/4" 1 Col 2 Col 3 Col 4 Col 7" 1'2" Project Name:160086_Joslad Job#:160086 Shipping Northampton, MAClient 84 Lumber Description: Second FloorB14-A GP 30F-2.1E SP 7.000" X 14.000"- PASSED Quantity 1 Powered by iStruct 15.8.100 ...Continued from page 4 ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 95 Tie-In 41-9-10 to 42-0-0 (Span)0-3-10 to 0-3-8 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF Self Weight 28 PLF Sherwood Lumber519 American Legion Highway - Unit 2, Suite 3, MassachusettsUSA02790855-753-5193 Notes Loads and application have been input by the user and not verified by Georgia Pacific It is the responsibility of the design professional to determine the suitability of the intended application A professional engineer’s seal on this document only relates to this particular single member For complete design and installation details, see GP’s Product and Installation Guide Designs assumes lateral support at the bearing points and lateral stability of all compression edges 3/7/2016 10:29 AM Page 5 of 5 Designer: 14'7 5/8" 14'7 5/8" 1 LVL 2 SPF 2 1/2" 11 7/8" Project Name:160086_Joslad Job#:160086 Shipping Northampton, MAClient 84 Lumber Description: Second FloorB15-A WI 40 11.875"- PASSED Quantity 1 Powered by iStruct 15.8.100 Type: Girder Plies: 1 Moisture Condition: Dry Deflection LL: 480 Deflection TL: 240 Importance: Normal Temperature: Temp <= 100°F General Load Floor Live: 40 PSF Dead: 10 PSF Application: Floor Design Method: ASD Building Code: IBC/IRC 2012 Load Sharing: No Deck: Not Checked Vibration: Not Checked Reactions Brg Live Dead Snow Wind Const 1 400100000 2 544136000 Analysis Actual Location Allowed Capacity Load Comb. Ld. Case Moment 1740 ft-lb 7'5 15/16" 3545 ft-lb 0.491 (49%) D+L L Unbraced 1740 ft-lb 7'5 15/16" 1747 ft-lb 0.996 (100%)D+L L Shear 666 lb 14'5 3/4" 1420 lb 0.469 (47%) D+L L LL Defl inch 0.176 (L/970) 7'5 1/16" 0.355 (L/480) 0.500 (50%) L L TL Defl inch 0.220 (L/776) 7'5 1/16" 0.710 (L/240) 0.310 (31%) D+L L Bearings Bearing Input Length In Analysis Cap. React D/L lb Total Ld. Case Ld. Comb. 1 - LVL 4.125" 1.750" 42% 100 / 400 500 L D+L 2 - SPF 2.750" 1.750" 57% 136 / 544 681 L D+L Design OK. Design Notes 1 Girders are designed to be supported on the bottom edge only. 2 Top flange must be laterally braced at a maximum of 6'8" o.c. 3 Bottom flange unbraced. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Tie-In 0-0-0 to 13-9-6 (Span)1-4-0 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 2 Tie-In 0-0-0 to 14-7-10 (Span)1-4-0 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 3 Point 13-10-10 Far Face 39 lb 155 lb 0 lb 0 lb 0 lb B11 4 Tie-In 13-11-14 to 14-7-10 (Span)2-5-4 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF Sherwood Lumber519 American Legion Highway - Unit 2, Suite 3, MassachusettsUSA02790855-753-5193 Notes Loads and application have been input by the user and not verified by Georgia Pacific It is the responsibility of the design professional to determine the suitability of the intended application A professional engineer’s seal on this document only relates to this particular single member For complete design and installation details, see GP’s Product and Installation Guide Designs assumes lateral support at the bearing points and lateral stability of all compression edges 3/7/2016 10:29 AM Page 1 of 1 Designer: