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
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