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21022 - 63 Florence Rd - Florence, MA Calcs-sealed7'6" 7' 1 SPF End Grain 2 SPF End Grain 3" 5 1/2" 1 Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: RoofH1 S-P-F #2 2.000" X 6.000" 2-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Member Information Type: Girder Plies: 2 Moisture Condition: Dry Deflection LL: 360 Deflection TL: 240 Importance: Normal - II Temperature: Temp <= 100°F General Load Floor Live: 0 PSF Dead: 20 PSF Snow: 40 PSF Application: Floor Design Method: ASD Building Code: IBC/IRC 2015 Load Sharing: No Deck: Not Checked Reactions PATTERNED lb (Uplift) Brg Direction Live Dead Snow Wind Const 1 Vertical 0 150 300 0 0 2 Vertical 0 150 300 0 0 Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 761 ft-lb 3'9" 1649 ft-lb 0.462 (46%) D+S L Unbraced 761 ft-lb 3'9" 1552 ft-lb 0.491 (49%) D+S L Shear 365 lb 8 1/2" 1708 lb 0.214 (21%) D+S L LL Defl inch 0.080 (L/1073) 3'9 1/16" 0.238 (L/360) 0.335 (34%) S L TL Defl inch 0.119 (L/716) 3'9 1/16" 0.356 (L/240) 0.335 (34%) D+S L Bearings Bearing Length Dir. Cap. React D/L lb Total Ld. Case Ld. Comb. 1 - SPF End Grain 3.000" Vert 12% 150 / 300 450 L D+S 2 - SPF End Grain 3.000" Vert 12% 150 / 300 450 L D+S Design Notes 1 Provide support to prevent lateral movement and rotation at the end bearings. Lateral support may also be required at the interior bearings by the building code. 2 Fasten all plies using 1 row of 10d Box nails (.128x3") at 12" o.c. Maximum end distance not to exceed 6". 3 Refer to last page of calculations for fasteners required for specified loads. 4 Girders are designed to be supported on the bottom edge only. 5 Top loads must be supported equally by all plies. 6 Unsupported length Lu based on points of zero moments. 7 Top must be laterally braced at bearings. 8 Bottom must be laterally braced at bearings. 9 Lateral slenderness ratio based on single ply width x 1. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Uniform 2-0-0 Top 20 PSF 0 PSF 40 PSF 0 PSF 0 PSF Roof This design is valid until 5/24/2024 Manufacturer Info Rosbeam 413-244-7635 Page 1 of 39 11/05/2021 7'6" 7' 1 SPF End Grain 2 SPF End Grain 3" 5 1/2" Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: RoofH1 S-P-F #2 2.000" X 6.000" 2-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Multi-Ply Analysis Fasten all plies using 1 rows of 10d Box nails (.128x3") at 12" o.c.. Maximum end distance not to exceed 6". Capacity 0.0 % Load 0.0 PLF Yield Limit per Foot 78.7 PLF Yield Limit per Fastener 78.7 lb. Yield Mode IV Edge Distance 1 1/2" Min. End Distance 3" Load Combination Duration Factor 1.00 This design is valid until 5/24/2024 Manufacturer Info Rosbeam 413-244-7635 Page 2 of 39 5'5" 5'2" 1 SPF End Grain 2 SPF End Grain 3" 7 1/4" 1 Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: RoofH1A S-P-F #2 2.000" X 8.000" 2-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Member Information Type: Girder Plies: 2 Moisture Condition: Dry Deflection LL: 360 Deflection TL: 240 Importance: Normal - II Temperature: Temp <= 100°F General Load Floor Live: 0 PSF Dead: 20 PSF Snow: 40 PSF Application: Floor Design Method: ASD Building Code: IBC/IRC 2015 Load Sharing: No Deck: Not Checked Reactions PATTERNED lb (Uplift) Brg Direction Live Dead Snow Wind Const 1 Vertical 0 542 1083 0 0 2 Vertical 0 542 1083 0 0 Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 2100 ft-lb 2'8 1/2" 2645 ft-lb 0.794 (79%) D+S L Unbraced 2100 ft-lb 2'8 1/2" 2498 ft-lb 0.841 (84%) D+S L Shear 1188 lb 8 3/4" 2251 lb 0.528 (53%) D+S L LL Defl inch 0.053 (L/1200) 2'8 1/2" 0.176 (L/360) 0.300 (30%) S L TL Defl inch 0.079 (L/800) 2'8 1/2" 0.265 (L/240) 0.300 (30%) D+S L Bearings Bearing Length Dir. Cap. React D/L lb Total Ld. Case Ld. Comb. 1 - SPF End Grain 1.500" Vert 85% 542 / 1083 1625 L D+S 2 - SPF End Grain 1.500" Vert 85% 542 / 1083 1625 L D+S Design Notes 1 Provide support to prevent lateral movement and rotation at the end bearings. Lateral support may also be required at the interior bearings by the building code. 2 Fasten all plies using 2 rows of 10d Box nails (.128x3") at 12" o.c. Maximum end distance not to exceed 6". 3 Refer to last page of calculations for fasteners required for specified loads. 4 Girders are designed to be supported on the bottom edge only. 5 Top loads must be supported equally by all plies. 6 Unsupported length Lu based on points of zero moments. 7 Top must be laterally braced at bearings. 8 Bottom must be laterally braced at bearings. 9 Lateral slenderness ratio based on single ply width x 1. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Uniform 10-0-0 Top 20 PSF 0 PSF 40 PSF 0 PSF 0 PSF Roof This design is valid until 5/24/2024 Manufacturer Info Rosbeam 413-244-7635 Page 3 of 39 11/05/2021 5'5" 5'2" 1 SPF End Grain 2 SPF End Grain 3" 7 1/4" Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: RoofH1A S-P-F #2 2.000" X 8.000" 2-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Multi-Ply Analysis Fasten all plies using 2 rows of 10d Box nails (.128x3") at 12" o.c.. Maximum end distance not to exceed 6". Capacity 0.0 % Load 0.0 PLF Yield Limit per Foot 157.4 PLF Yield Limit per Fastener 78.7 lb. Yield Mode IV Edge Distance 1 1/2" Min. End Distance 3" Load Combination Duration Factor 1.00 This design is valid until 5/24/2024 Manufacturer Info Rosbeam 413-244-7635 Page 4 of 39 12' 11'9" 1 SPF 2 SPF 1 1/2" 7 1/4" 1 Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: 2nd FloorJ1 S-P-F #2 2.000" X 8.000"- PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Member Information Type: Joist Spacing: 16" o.c. Moisture Condition: Dry Deflection LL: 360 Deflection TL: 240 Importance: Normal - II Temperature: Temp <= 100°F General Load Floor Live: 0 PSF Dead: 20 PSF Snow: 40 PSF Application: Floor Design Method: ASD Building Code: IBC/IRC 2015 Load Sharing: Yes Deck: 5/8 APA Rated Sturd-I- FloorPlywood Nailed Ceiling: Gypsum 1/2" Reactions PATTERNED lb (Uplift) Brg Direction Live Dead Snow Wind Const 1 Vertical 320 120 0 0 0 2 Vertical 320 120 0 0 0 Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 1293 ft-lb 6' 1322 ft-lb 0.978 (98%) D+L L Shear 387 lb 8 3/4" 979 lb 0.395 (39%) D+L L LL Defl inch 0.358 (L/398) 6' 0.396 (L/360) 0.904 (90%) L L TL Defl inch 0.492 (L/290) 6' 0.594 (L/240) 0.829 (83%) D+L L Bearings Bearing Length Dir. Cap. React D/L lb Total Ld. Case Ld. Comb. 1 - SPF 1.500" Vert 46% 120 / 320 440 L D+L 2 - SPF 1.500" Vert 46% 120 / 320 440 L D+L Design Notes 1 Provide support to prevent lateral movement and rotation at the end bearings. Lateral support may also be required at the interior bearings by the building code. 2 Unsupported length Lu based on points of zero moments. ID Load Type Location Trib Width Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Uniform 1-4-0 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF Floor 2 This design is valid until 5/24/2024 Manufacturer Info Rosbeam 413-244-7635 Page 5 of 39 11/05/2021 7'6" 7' 1 SPF End Grain 2 SPF End Grain 3" 9 1/4" 1 2 Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: 2nd FloorH2 S-P-F #2 2.000" X 10.000" 2-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Member Information Type: Girder Plies: 2 Moisture Condition: Dry Deflection LL: 360 Deflection TL: 240 Importance: Normal - II Temperature: Temp <= 100°F General Load Floor Live: 0 PSF Dead: 20 PSF Snow: 40 PSF Application: Floor Design Method: ASD Building Code: IBC/IRC 2015 Load Sharing: No Deck: Not Checked Reactions PATTERNED lb (Uplift) Brg Direction Live Dead Snow Wind Const 1 Vertical 900 563 450 0 0 2 Vertical 900 563 450 0 0 Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 2475 ft-lb 3'9" 3431 ft-lb 0.721 (72%) D+L L Unbraced 2475 ft-lb 3'9" 3080 ft-lb 0.803 (80%) D+L L Shear 1064 lb 1' 1/4" 2498 lb 0.426 (43%) D+L L LL Defl inch 0.057 (L/1513) 3'9 1/16" 0.238 (L/360) 0.238 (24%) 0.75(L+S) L TL Defl inch 0.088 (L/972) 3'9 1/16" 0.356 (L/240) 0.247 (25%) D+0.75(L+S) L Bearings Bearing Length Dir. Cap. React D/L lb Total Ld. Case Ld. Comb. 1 - SPF End Grain 3.000" Vert 41% 563 / 1013 1575 L D+0.75(L+S) 2 - SPF End Grain 3.000" Vert 41% 563 / 1013 1575 L D+0.75(L+S) Design Notes 1 Provide support to prevent lateral movement and rotation at the end bearings. Lateral support may also be required at the interior bearings by the building code. 2 Fasten all plies using 2 rows of 10d Box nails (.128x3") at 12" o.c. Maximum end distance not to exceed 6". 3 Refer to last page of calculations for fasteners required for specified loads. 4 Girders are designed to be supported on the bottom edge only. 5 Top loads must be supported equally by all plies. 6 Unsupported length Lu based on points of zero moments. 7 Top must be laterally braced at bearings. 8 Bottom must be laterally braced at bearings. 9 Lateral slenderness ratio based on single ply width x 1. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Uniform 3-0-0 Top 20 PSF 0 PSF 40 PSF 0 PSF 0 PSF Roof 2 Uniform 6-0-0 Top 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF Floor 2 This design is valid until 5/24/2024 Manufacturer Info Rosbeam 413-244-7635 Page 6 of 39 11/05/2021 7'6" 7' 1 SPF End Grain 2 SPF End Grain 3" 9 1/4" Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: 2nd FloorH2 S-P-F #2 2.000" X 10.000" 2-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Multi-Ply Analysis Fasten all plies using 2 rows of 10d Box nails (.128x3") at 12" o.c.. Maximum end distance not to exceed 6". Capacity 0.0 % Load 0.0 PLF Yield Limit per Foot 157.4 PLF Yield Limit per Fastener 78.7 lb. Yield Mode IV Edge Distance 1 1/2" Min. End Distance 3" Load Combination Duration Factor 1.00 This design is valid until 5/24/2024 Manufacturer Info Rosbeam 413-244-7635 Page 7 of 39 4'10" 4'4" 1 SPF End Grain 2 SPF End Grain 3" 9 1/4" 1 2 3 Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: 2nd FloorH3 S-P-F #2 2.000" X 10.000" 2-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Member Information Type: Girder Plies: 2 Moisture Condition: Dry Deflection LL: 360 Deflection TL: 240 Importance: Normal - II Temperature: Temp <= 100°F General Load Floor Live: 0 PSF Dead: 20 PSF Snow: 40 PSF Application: Floor Design Method: ASD Building Code: IBC/IRC 2015 Load Sharing: No Deck: Not Checked Reactions PATTERNED lb (Uplift) Brg Direction Live Dead Snow Wind Const 1 Vertical 1716 1014 0 0 0 2 Vertical 1716 1014 0 0 0 Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 2807 ft-lb 2'5" 3431 ft-lb 0.818 (82%) D+L L Unbraced 2807 ft-lb 2'5" 3276 ft-lb 0.857 (86%) D+L L Shear 1577 lb 3'9 3/4" 2498 lb 0.631 (63%) D+L L LL Defl inch 0.023 (L/2348) 2'5" 0.149 (L/360) 0.153 (15%) L L TL Defl inch 0.036 (L/1476) 2'5" 0.223 (L/240) 0.163 (16%) D+L L Bearings Bearing Length Dir. Cap. React D/L lb Total Ld. Case Ld. Comb. 1 - SPF End Grain 3.000" Vert 71% 1014 / 1716 2730 L D+L 2 - SPF End Grain 3.000" Vert 71% 1014 / 1716 2730 L D+L Design Notes 1 Provide support to prevent lateral movement and rotation at the end bearings. Lateral support may also be required at the interior bearings by the building code. 2 Fasten all plies using 2 rows of 10d Box nails (.128x3") at 12" o.c. Maximum end distance not to exceed 6". 3 Refer to last page of calculations for fasteners required for specified loads. 4 Girders are designed to be supported on the bottom edge only. 5 Top loads must be supported equally by all plies. 6 Unsupported length Lu based on points of zero moments. 7 Top must be laterally braced at bearings. 8 Bottom must be laterally braced at bearings. 9 Lateral slenderness ratio based on single ply width x 1. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Uniform 11-6-0 Top 20 PSF 40 PSF 0 PSF 0 PSF 0 PSF Roof 2 Uniform 8-0-0 Top 12 PSF 0 PSF 0 PSF 0 PSF 0 PSF Wall 3 Uniform 6-3-0 Top 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF Floor This design is valid until 5/24/2024 Manufacturer Info Rosbeam 413-244-7635 Page 8 of 39 11/05/2021 4'10" 4'4" 1 SPF End Grain 2 SPF End Grain 3" 9 1/4" Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: 2nd FloorH3 S-P-F #2 2.000" X 10.000" 2-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Multi-Ply Analysis Fasten all plies using 2 rows of 10d Box nails (.128x3") at 12" o.c.. Maximum end distance not to exceed 6". Capacity 0.0 % Load 0.0 PLF Yield Limit per Foot 157.4 PLF Yield Limit per Fastener 78.7 lb. Yield Mode IV Edge Distance 1 1/2" Min. End Distance 3" Load Combination Duration Factor 1.00 This design is valid until 5/24/2024 Manufacturer Info Rosbeam 413-244-7635 Page 9 of 39 6'10" 6'4" 1 SPF End Grain 2 SPF End Grain 3 1/2" 7 1/4" 1 2 3 Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: 2nd FloorH4 2.0E Microllam LVL 1.750" X 7.250" 2-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Member Information Type: Girder Plies: 2 Moisture Condition: Dry Deflection LL: 360 Deflection TL: 240 Importance: Normal - II Temperature: Temp <= 100°F General Load Floor Live: 0 PSF Dead: 20 PSF Snow: 40 PSF Application: Floor Design Method: ASD Building Code: IBC/IRC 2015 Load Sharing: No Deck: Not Checked Reactions PATTERNED lb (Uplift) Brg Direction Live Dead Snow Wind Const 1 Vertical 2426 1434 0 0 0 2 Vertical 2426 1434 0 0 0 Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 5890 ft-lb 3'5" 7115 ft-lb 0.828 (83%) D+L L Unbraced 5890 ft-lb 3'5" 6332 ft-lb 0.930 (93%) D+L L Shear 2895 lb 10 1/4" 4821 lb 0.600 (60%) D+L L LL Defl inch 0.142 (L/546) 3'5" 0.215 (L/360) 0.659 (66%) L L TL Defl inch 0.226 (L/343) 3'5" 0.323 (L/240) 0.699 (70%) D+L L Bearings Bearing Length Dir. Cap. React D/L lb Total Ld. Case Ld. Comb. 1 - SPF End Grain 3.000" Vert 49% 1434 / 2426 3860 L D+L 2 - SPF End Grain 3.000" Vert 49% 1434 / 2426 3860 L D+L Design Notes 1 Provide support to prevent lateral movement and rotation at the end bearings. Lateral support may also be required at the interior bearings by the building code. 2 Fasten all plies using 2 rows of 10d Box nails (.128x3") at 12" o.c. Maximum end distance not to exceed 6". 3 Refer to last page of calculations for fasteners required for specified loads. 4 Girders are designed to be supported on the bottom edge only. 5 Top loads must be supported equally by all plies. 6 Unsupported length Lu based on points of zero moments. 7 Top must be laterally braced at bearings. 8 Bottom must be laterally braced at bearings. 9 Lateral slenderness ratio based on single ply width x 1. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Uniform 11-6-0 Top 20 PSF 40 PSF 0 PSF 0 PSF 0 PSF Roof 2 Uniform 8-0-0 Top 12 PSF 0 PSF 0 PSF 0 PSF 0 PSF Wall 3 Uniform 6-3-0 Top 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF Floor This design is valid until 5/24/2024 Weyerhaeuser Seattle, WA (888) 453-8358 www.weyerhaeuser.com/ woodproducts/ ICC-ES: ESR-1387 Manufacturer Info Rosbeam 413-244-7635 Notes Calculated Structured Designs is responsible only of the structural adequacy of this component based on the design criteria and loadings shown. It is the responsibility of the customer and/or the contractor to ensure the component suitability of the intended application, and to verify the dimensions and loads. Lumber 1. 2. Dry service conditions, unless noted otherwise LVL not to be treated with fire retardant or corrosive chemicals Handling & Installation 1. 2. 3. 4. 5. LVL beams must not be cut or drilled Refer to manufacturer's product information regarding installation requirements, multi-ply fastening details, beam strength values, and code approvalsDamaged Beams must not be used Design assumes top edge is laterally restrained Provide lateral support at bearing points to avoid lateral displacement and rotation 6. For flat roofs provide proper drainage to prevent ponding Page 10 of 39 11/05/2021 6'10" 6'4" 1 SPF End Grain 2 SPF End Grain 3 1/2" 7 1/4" Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: 2nd FloorH4 2.0E Microllam LVL 1.750" X 7.250" 2-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Multi-Ply Analysis Fasten all plies using 2 rows of 10d Box nails (.128x3") at 12" o.c.. Maximum end distance not to exceed 6". Capacity 0.0 % Load 0.0 PLF Yield Limit per Foot 181.1 PLF Yield Limit per Fastener 90.5 lb. Yield Mode IV Edge Distance 1 1/2" Min. End Distance 3" Load Combination Duration Factor 1.00 This design is valid until 5/24/2024 Weyerhaeuser Seattle, WA (888) 453-8358 www.weyerhaeuser.com/ woodproducts/ ICC-ES: ESR-1387 Manufacturer Info Rosbeam 413-244-7635 Notes Calculated Structured Designs is responsible only of the structural adequacy of this component based on the design criteria and loadings shown. It is the responsibility of the customer and/or the contractor to ensure the component suitability of the intended application, and to verify the dimensions and loads. Lumber 1. 2. Dry service conditions, unless noted otherwise LVL not to be treated with fire retardant or corrosive chemicals Handling & Installation 1. 2. 3. 4. 5. LVL beams must not be cut or drilled Refer to manufacturer's product information regarding installation requirements, multi-ply fastening details, beam strength values, and code approvalsDamaged Beams must not be used Design assumes top edge is laterally restrained Provide lateral support at bearing points to avoid lateral displacement and rotation 6. For flat roofs provide proper drainage to prevent ponding Page 11 of 39 14'7" 14' 1 SPF End Grain 2 SPF End Grain 5 1/4" 11 7/8" 1 2 Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: 2nd FloorFB1 2.0E Microllam LVL 1.750" X 11.875" 3-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Member Information Type: Girder Plies: 3 Moisture Condition: Dry Deflection LL: 360 Deflection TL: 240 Importance: Normal - II Temperature: Temp <= 100°F General Load Floor Live: 0 PSF Dead: 20 PSF Snow: 40 PSF Application: Floor Design Method: ASD Building Code: IBC/IRC 2015 Load Sharing: Yes Deck: Not Checked Reactions PATTERNED lb (Uplift) Brg Direction Live Dead Snow Wind Const 1 Vertical 3500 1313 0 0 0 2 Vertical 3500 1313 0 0 0 Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 16460 ft-lb 7'3 1/2" 27843 ft-lb 0.591 (59%) D+L L Unbraced 16460 ft-lb 7'3 1/2" 27843 ft-lb 0.591 (59%) D+L L Shear 4620 lb 1'3 3/8" 11845 lb 0.390 (39%) D+L L LL Defl inch 0.316 (L/537) 7'3 9/16" 0.471 (L/360) 0.670 (67%) L L TL Defl inch 0.434 (L/391) 7'3 9/16" 0.706 (L/240) 0.614 (61%) D+L L Bearings Bearing Length Dir. Cap. React D/L lb Total Ld. Case Ld. Comb. 1 - SPF End Grain 3.500" Vert 35% 1313 / 3500 4813 L D+L 2 - SPF End Grain 3.500" Vert 35% 1313 / 3500 4813 L D+L Design Notes 1 Provide support to prevent lateral movement and rotation at the end bearings. Lateral support may also be required at the interior bearings by the building code. 2 Fasten all plies using 3 rows of 10d Box nails (.128x3") at 12" o.c. Maximum end distance not to exceed 6". 3 Refer to last page of calculations for fasteners required for specified loads. 4 Girders are designed to be supported on the bottom edge only. 5 Unsupported length Lu based on points of zero moments. 6 Top must be continuously laterally braced. 7 Bottom must be laterally braced at bearings. 8 Lateral slenderness ratio based on single ply width x 2. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Uniform 6-0-0 Near Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF Floor 2 2 Uniform 6-0-0 Far Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF Floor 2 This design is valid until 5/24/2024 Weyerhaeuser Seattle, WA (888) 453-8358 www.weyerhaeuser.com/ woodproducts/ ICC-ES: ESR-1387 Manufacturer Info Rosbeam 413-244-7635 Notes Calculated Structured Designs is responsible only of the structural adequacy of this component based on the design criteria and loadings shown. It is the responsibility of the customer and/or the contractor to ensure the component suitability of the intended application, and to verify the dimensions and loads. Lumber 1. 2. Dry service conditions, unless noted otherwise LVL not to be treated with fire retardant or corrosive chemicals Handling & Installation 1. 2. 3. 4. 5. LVL beams must not be cut or drilled Refer to manufacturer's product information regarding installation requirements, multi-ply fastening details, beam strength values, and code approvalsDamaged Beams must not be used Design assumes top edge is laterally restrained Provide lateral support at bearing points to avoid lateral displacement and rotation 6. For flat roofs provide proper drainage to prevent ponding Page 12 of 39 11/05/2021 14'7" 14' 1 SPF End Grain 2 SPF End Grain 5 1/4" 11 7/8" Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: 2nd FloorFB1 2.0E Microllam LVL 1.750" X 11.875" 3-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Multi-Ply Analysis Fasten all plies using 3 rows of 10d Box nails (.128x3") at 12" o.c.. Nail from both sides. Maximum end distance not to exceed 6". Capacity 81.0 % Load 220.0 PLF Yield Limit per Foot 271.6 PLF Yield Limit per Fastener 90.5 lb. Yield Mode IV Edge Distance 1 1/2" Min. End Distance 3" Load Combination D+L Duration Factor 1.00 This design is valid until 5/24/2024 Weyerhaeuser Seattle, WA (888) 453-8358 www.weyerhaeuser.com/ woodproducts/ ICC-ES: ESR-1387 Manufacturer Info Rosbeam 413-244-7635 Notes Calculated Structured Designs is responsible only of the structural adequacy of this component based on the design criteria and loadings shown. It is the responsibility of the customer and/or the contractor to ensure the component suitability of the intended application, and to verify the dimensions and loads. Lumber 1. 2. Dry service conditions, unless noted otherwise LVL not to be treated with fire retardant or corrosive chemicals Handling & Installation 1. 2. 3. 4. 5. LVL beams must not be cut or drilled Refer to manufacturer's product information regarding installation requirements, multi-ply fastening details, beam strength values, and code approvalsDamaged Beams must not be used Design assumes top edge is laterally restrained Provide lateral support at bearing points to avoid lateral displacement and rotation 6. For flat roofs provide proper drainage to prevent ponding Page 13 of 39 11'3" 10'9" 1 SPF End Grain 2 SPF End Grain 3 1/2" 9 1/2" 1 2 3 Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: 2nd FloorDB2 2.0E Microllam LVL 1.750" X 9.500" 2-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Member Information Type: Girder Plies: 2 Moisture Condition: Dry Deflection LL: 360 Deflection TL: 240 Importance: Normal - II Temperature: Temp <= 100°F General Load Floor Live: 0 PSF Dead: 20 PSF Snow: 40 PSF Application: Floor Design Method: ASD Building Code: IBC/IRC 2015 Load Sharing: No Deck: Not Checked Reactions PATTERNED lb (Uplift) Brg Direction Live Dead Snow Wind Const 1 Vertical 127 3029 4150 0 0 2 Vertical 0 1575 2250 0 0 Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 10053 ft-lb 5'7 1/2" 13541 ft-lb 0.742 (74%) D+S L Unbraced 10053 ft-lb 5'7 1/2" 13541 ft-lb 0.742 (74%) D+S L Shear 3117 lb 1' 1/2" 7265 lb 0.429 (43%) D+S L LL Defl inch 0.272 (L/479) 5'7 1/2" 0.362 (L/360) 0.751 (75%) S L TL Defl inch 0.463 (L/282) 5'7 1/2" 0.544 (L/240) 0.851 (85%) D+S L Bearings Bearing Length Dir. Cap. React D/L lb Total Ld. Case Ld. Comb. 1 - SPF End Grain 3.000" Vert 91% 3029 / 4150 7179 L D+S 2 - SPF End Grain 3.000" Vert 49% 1575 / 2250 3825 L D+S Design Notes 1 Provide support to prevent lateral movement and rotation at the end bearings. Lateral support may also be required at the interior bearings by the building code. 2 Fasten all plies using 2 rows of 10d Box nails (.128x3") at 12" o.c. Maximum end distance not to exceed 6". 3 Refer to last page of calculations for fasteners required for specified loads. 4 Girders are designed to be supported on the bottom edge only. 5 Top loads must be supported equally by all plies. 6 Unsupported length Lu based on points of zero moments. 7 Top must be continuously laterally braced. 8 Bottom must be laterally braced at bearings. 9 Lateral slenderness ratio based on single ply width x 1. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Uniform 10-0-0 Top 20 PSF 0 PSF 40 PSF 0 PSF 0 PSF Roof truss 2 Uniform 8-0-0 Top 10 PSF 0 PSF 0 PSF 0 PSF 0 PSF Wall 3 Point 0-1-8 Top 1454 lb 127 lb 1900 lb 0 lb 0 lb FB2 Brg 2 Bearing Length 0-5-4 This design is valid until 5/24/2024 Weyerhaeuser Seattle, WA (888) 453-8358 www.weyerhaeuser.com/ woodproducts/ ICC-ES: ESR-1387 Manufacturer Info Rosbeam 413-244-7635 Notes Calculated Structured Designs is responsible only of the structural adequacy of this component based on the design criteria and loadings shown. It is the responsibility of the customer and/or the contractor to ensure the component suitability of the intended application, and to verify the dimensions and loads. Lumber 1. 2. Dry service conditions, unless noted otherwise LVL not to be treated with fire retardant or corrosive chemicals Handling & Installation 1. 2. 3. 4. 5. LVL beams must not be cut or drilled Refer to manufacturer's product information regarding installation requirements, multi-ply fastening details, beam strength values, and code approvalsDamaged Beams must not be used Design assumes top edge is laterally restrained Provide lateral support at bearing points to avoid lateral displacement and rotation 6. For flat roofs provide proper drainage to prevent ponding Page 14 of 39 11/05/2021 11'3" 10'9" 1 SPF End Grain 2 SPF End Grain 3 1/2" 9 1/2" Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: 2nd FloorDB2 2.0E Microllam LVL 1.750" X 9.500" 2-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Multi-Ply Analysis Fasten all plies using 2 rows of 10d Box nails (.128x3") at 12" o.c.. Maximum end distance not to exceed 6". Capacity 0.0 % Load 0.0 PLF Yield Limit per Foot 181.1 PLF Yield Limit per Fastener 90.5 lb. Yield Mode IV Edge Distance 1 1/2" Min. End Distance 3" Load Combination Duration Factor 1.00 This design is valid until 5/24/2024 Weyerhaeuser Seattle, WA (888) 453-8358 www.weyerhaeuser.com/ woodproducts/ ICC-ES: ESR-1387 Manufacturer Info Rosbeam 413-244-7635 Notes Calculated Structured Designs is responsible only of the structural adequacy of this component based on the design criteria and loadings shown. It is the responsibility of the customer and/or the contractor to ensure the component suitability of the intended application, and to verify the dimensions and loads. Lumber 1. 2. Dry service conditions, unless noted otherwise LVL not to be treated with fire retardant or corrosive chemicals Handling & Installation 1. 2. 3. 4. 5. LVL beams must not be cut or drilled Refer to manufacturer's product information regarding installation requirements, multi-ply fastening details, beam strength values, and code approvalsDamaged Beams must not be used Design assumes top edge is laterally restrained Provide lateral support at bearing points to avoid lateral displacement and rotation 6. For flat roofs provide proper drainage to prevent ponding Page 15 of 39 9'6 1/2" 8'11" 1 Hanger (HGUS5.50/8)2 SPF 5 1/4" 7 1/4" 1 2 3 Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: 2nd FloorFB2 2.0E Microllam LVL 1.750" X 7.250" 3-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Member Information Type: Girder Plies: 3 Moisture Condition: Dry Deflection LL: 360 Deflection TL: 240 Importance: Normal - II Temperature: Temp <= 100°F General Load Floor Live: 0 PSF Dead: 20 PSF Snow: 40 PSF Application: Floor Design Method: ASD Building Code: IBC/IRC 2015 Load Sharing: Yes Deck: Not Checked Reactions PATTERNED lb (Uplift) Brg Direction Live Dead Snow Wind Const 1 Vertical 128 1466 1917 0 0 2 Vertical 127 1454 1900 0 0 Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 7215 ft-lb 4'9 1/2" 12764 ft-lb 0.565 (57%) D+S L Unbraced 7215 ft-lb 4'9 1/2" 12764 ft-lb 0.565 (57%) D+S L Shear 2721 lb 11 1/4" 8317 lb 0.327 (33%) D+S L LL Defl inch 0.193 (L/563) 4'9 1/2" 0.301 (L/360) 0.640 (64%) S L TL Defl inch 0.340 (L/319) 4'9 1/2" 0.452 (L/240) 0.753 (75%) D+S L Bearings Bearing Length Dir. Cap. React D/L lb Total Ld. Case Ld. Comb. 1 - Hanger 4.000" Vert 21% 1466 / 1917 3383 L D+S 2 - SPF 3.500" Vert 43% 1454 / 1900 3354 L D+S Design Notes 1 Provide support to prevent lateral movement and rotation at the end bearings. Lateral support may also be required at the interior bearings by the building code. 2 Fasten all plies using 2 rows of 10d Box nails (.128x3") at 12" o.c. Maximum end distance not to exceed 6". 3 Refer to last page of calculations for fasteners required for specified loads. 4 Fill all hanger nailing holes. 5 Girders are designed to be supported on the bottom edge only. 6 Top loads must be supported equally by all plies. 7 Unsupported length Lu based on points of zero moments. 8 Top must be continuously laterally braced. 9 Bottom must be laterally braced at bearings. 10 Lateral slenderness ratio based on single ply width x 2. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Uniform 10-0-0 Top 20 PSF 0 PSF 40 PSF 0 PSF 0 PSF Roof truss 2 Uniform 8-0-0 Top 12 PSF 0 PSF 0 PSF 0 PSF 0 PSF Wall 3 Uniform 0-8-0 Top 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF Floor trib This design is valid until 5/24/2024 Weyerhaeuser Seattle, WA (888) 453-8358 www.weyerhaeuser.com/ woodproducts/ ICC-ES: ESR-1387 Manufacturer Info Rosbeam 413-244-7635 Notes Calculated Structured Designs is responsible only of the structural adequacy of this component based on the design criteria and loadings shown. It is the responsibility of the customer and/or the contractor to ensure the component suitability of the intended application, and to verify the dimensions and loads. Lumber 1. 2. Dry service conditions, unless noted otherwise LVL not to be treated with fire retardant or corrosive chemicals Handling & Installation 1. 2. 3. 4. 5. LVL beams must not be cut or drilled Refer to manufacturer's product information regarding installation requirements, multi-ply fastening details, beam strength values, and code approvalsDamaged Beams must not be used Design assumes top edge is laterally restrained Provide lateral support at bearing points to avoid lateral displacement and rotation 6. For flat roofs provide proper drainage to prevent ponding Page 16 of 39 11/05/2021 9'6 1/2" 8'11" 1 Hanger (HGUS5.50/8)2 SPF 5 1/4" 7 1/4" Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: 2nd FloorFB2 2.0E Microllam LVL 1.750" X 7.250" 3-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Multi-Ply Analysis Fasten all plies using 2 rows of 10d Box nails (.128x3") at 12" o.c.. Nail from both sides. Maximum end distance not to exceed 6". Capacity 0.0 % Load 0.0 PLF Yield Limit per Foot 181.1 PLF Yield Limit per Fastener 90.5 lb. Yield Mode IV Edge Distance 1 1/2" Min. End Distance 3" Load Combination Duration Factor 1.00 This design is valid until 5/24/2024 Weyerhaeuser Seattle, WA (888) 453-8358 www.weyerhaeuser.com/ woodproducts/ ICC-ES: ESR-1387 Manufacturer Info Rosbeam 413-244-7635 Notes Calculated Structured Designs is responsible only of the structural adequacy of this component based on the design criteria and loadings shown. It is the responsibility of the customer and/or the contractor to ensure the component suitability of the intended application, and to verify the dimensions and loads. Lumber 1. 2. Dry service conditions, unless noted otherwise LVL not to be treated with fire retardant or corrosive chemicals Handling & Installation 1. 2. 3. 4. 5. LVL beams must not be cut or drilled Refer to manufacturer's product information regarding installation requirements, multi-ply fastening details, beam strength values, and code approvalsDamaged Beams must not be used Design assumes top edge is laterally restrained Provide lateral support at bearing points to avoid lateral displacement and rotation 6. For flat roofs provide proper drainage to prevent ponding Page 17 of 39 9'7" 9'1" 1 SPF End Grain 2 SPF End Grain 5 1/4" 7 1/4" 1 5 2 3 4 Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: 2nd FloorFB3 LP-LVL 2900Fb-2.0E 1.750" X 7.250" 3-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Member Information Type: Girder Plies: 3 Moisture Condition: Dry Deflection LL: 360 Deflection TL: 240 Importance: Normal - II Temperature: Temp <= 100°F General Load Floor Live: 0 PSF Dead: 20 PSF Snow: 40 PSF Application: Floor Design Method: ASD Building Code: IBC/IRC 2015 Load Sharing: Yes Deck: Not Checked Reactions PATTERNED lb (Uplift) Brg Direction Live Dead Snow Wind Const 1 Vertical 797 1625 1178 0 0 2 Vertical 411 1705 2007 0 0 Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 10422 ft-lb 6' 14059 ft-lb 0.741 (74%) D+S L Shear 3468 lb 8'8 3/4" 8317 lb 0.417 (42%) D+S L LL Defl inch 0.222 (L/498) 5' 1/2" 0.307 (L/360) 0.723 (72%) 0.75(L+S) L TL Defl inch 0.445 (L/248) 5' 1/8" 0.460 (L/240) 0.966 (97%) D+0.75(L+S) L Bearings Bearing Length Dir. Cap. React D/L lb Total Ld. Case Ld. Comb. 1 - SPF End Grain 3.000" Vert 26% 1625 / 1481 3106 L D+0.75(L+S) 2 - SPF End Grain 3.000" Vert 31% 1705 / 2007 3712 L D+S Design Notes 1 Provide support to prevent lateral movement and rotation at the end bearings. Lateral support may also be required at the interior bearings by the building code. 2 Dead Load Deflection: Instant = 0.223", Long Term = 0.334". 3 Fasten all plies using 2 rows of 12d Box nails (.128x3.25") at 12" o.c. Maximum end distance not to exceed 6". Clinch Nails where possible. 4 Refer to last page of calculations for fasteners required for specified loads. 5 Concentrated load fastener specification is in addition to hanger fasteners if a hanger is present. 6 Simpson fasteners applied from a single side of the member use tip values where published. 7 Girders are designed to be supported on the bottom edge only. 8 Top loads must be supported equally by all plies. 9 Top must be continuously laterally braced. 10 Bottom must be laterally braced at bearings. 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 6-0-0 4-6-0 Far Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF Floor 2 2 Tapered Start 0-0-0 Top 144 PLF 0 PLF 0 PLF 0 PLF 0 PLF Wall End 6-0-0 96 PLF 0 PLF 0 PLF 0 PLF 0 PLF Continued on page 2... This design is valid until 5/24/2024 Louisiana-Pacific Corp 414 Union Street, Suite 2000 Nashville, TN 37219 (888) 820-0325 www.lpcorp.com APA: PR-L280, ICC-ES: ESR-2403, LADBS: RR-25783, Florida: FL15228 Manufacturer Info Rosbeam 413-244-7635 Notes This component analysis is based on the loads, geometry and other conditions as entered by the user and listed in this report. The user is responsible to ensure the accuracy of the input and the applicability to the actual conditions of the structure for which this component is intended. This analysis is valid only for the product listed. Copyright 2020 All rights reserved by Louisiana Pacific Corp. 414 Union St Suite 2000, Nashville, TN 37219 Page 18 of 39 11/05/2021 9'7" 9'1" 1 SPF End Grain 2 SPF End Grain 5 1/4" 7 1/4" 1 5 2 3 4 Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: 2nd FloorFB3 LP-LVL 2900Fb-2.0E 1.750" X 7.250" 3-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 ...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 3 Part. Uniform 0-0-0 to 6-0-0 2-0-0 Top 20 PSF 0 PSF 40 PSF 0 PSF 0 PSF Structural gable truss 4 Point 6-0-0 Far Face 1466 lb 128 lb 1917 lb 0 lb 0 lb FB2 Brg 1 5 Part. Uniform 6-0-0 to 9-7-0 5-6-0 Top 20 PSF 0 PSF 40 PSF 0 PSF 0 PSF Lower roof Self Weight 11 PLF This design is valid until 5/24/2024 Louisiana-Pacific Corp 414 Union Street, Suite 2000 Nashville, TN 37219 (888) 820-0325 www.lpcorp.com APA: PR-L280, ICC-ES: ESR-2403, LADBS: RR-25783, Florida: FL15228 Manufacturer Info Rosbeam 413-244-7635 Notes This component analysis is based on the loads, geometry and other conditions as entered by the user and listed in this report. The user is responsible to ensure the accuracy of the input and the applicability to the actual conditions of the structure for which this component is intended. This analysis is valid only for the product listed. Copyright 2020 All rights reserved by Louisiana Pacific Corp. 414 Union St Suite 2000, Nashville, TN 37219 Page 19 of 39 9'7" 9'1" 1 SPF End Grain 2 SPF End Grain 5 1/4" 7 1/4" 1 Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: 2nd FloorFB3 LP-LVL 2900Fb-2.0E 1.750" X 7.250" 3-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Multi-Ply Analysis Fasten all plies using 2 rows of 12d Box nails (.128x3.25") at 12" o.c.. except for regions covered by concentrated load fastening. Nail from both sides. Maximum end distance not to exceed 6". Clinch Nails where possible. Capacity 89.0 % Load 165.0 PLF Yield Limit per Foot 185.4 PLF Yield Limit per Fastener 92.7 lb. Yield Mode IV Edge Distance 1 1/2" Min. End Distance 3" Load Combination D+L Duration Factor 1.00 Min/Max fastener distances for Concentrated Side Loads Concentrated Load Fasten at concentrated side load at 6-0-0 with a minimum of (6) – SDW22500 in the pattern shown. All fasteners shall be installed with the head on the side of the applied load. Capacity 81.7 % Load 2255.3lb. Total Yield Limit 2760.0 lb. Cg 1.0000 Yield Limit per Fastener 460.0 lb. Yield Mode Lookup Load Combination D+S Duration Factor 1.15 This design is valid until 5/24/2024 Louisiana-Pacific Corp 414 Union Street, Suite 2000 Nashville, TN 37219 (888) 820-0325 www.lpcorp.com APA: PR-L280, ICC-ES: ESR-2403, LADBS: RR-25783, Florida: FL15228 Manufacturer Info Rosbeam 413-244-7635 Notes This component analysis is based on the loads, geometry and other conditions as entered by the user and listed in this report. The user is responsible to ensure the accuracy of the input and the applicability to the actual conditions of the structure for which this component is intended. This analysis is valid only for the product listed. Copyright 2020 All rights reserved by Louisiana Pacific Corp. 414 Union St Suite 2000, Nashville, TN 37219 Page 20 of 39 7'10" 7'4" 1 SPF End Grain 2 SPF End Grain 3 1/2" 7 1/4" 1 2 3 Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: 2nd FloorFB4 2.0E Microllam LVL 1.750" X 7.250" 2-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Member Information Type: Girder Plies: 2 Moisture Condition: Dry Deflection LL: 360 Deflection TL: 240 Importance: Normal - II Temperature: Temp <= 100°F General Load Floor Live: 0 PSF Dead: 20 PSF Snow: 40 PSF Application: Floor Design Method: ASD Building Code: IBC/IRC 2015 Load Sharing: No Deck: Not Checked Reactions PATTERNED lb (Uplift) Brg Direction Live Dead Snow Wind Const 1 Vertical 0 1394 2037 0 0 2 Vertical 0 1394 2037 0 0 Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 6091 ft-lb 3'11" 8182 ft-lb 0.744 (74%) D+S L Unbraced 6091 ft-lb 3'11" 8182 ft-lb 0.744 (74%) D+S L Shear 2683 lb 6'11 3/4" 5544 lb 0.484 (48%) D+S L LL Defl inch 0.179 (L/499) 3'11 1/16" 0.249 (L/360) 0.721 (72%) S L TL Defl inch 0.302 (L/296) 3'11 1/16" 0.373 (L/240) 0.810 (81%) D+S L Bearings Bearing Length Dir. Cap. React D/L lb Total Ld. Case Ld. Comb. 1 - SPF End Grain 3.000" Vert 44% 1394 / 2037 3431 L D+S 2 - SPF End Grain 3.000" Vert 44% 1394 / 2037 3431 L D+S Design Notes 1 Provide support to prevent lateral movement and rotation at the end bearings. Lateral support may also be required at the interior bearings by the building code. 2 Fasten all plies using 2 rows of 10d Box nails (.128x3") at 12" o.c. Maximum end distance not to exceed 6". 3 Refer to last page of calculations for fasteners required for specified loads. 4 Girders are designed to be supported on the bottom edge only. 5 Top loads must be supported equally by all plies. 6 Unsupported length Lu based on points of zero moments. 7 Top must be continuously laterally braced. 8 Bottom must be laterally braced at bearings. 9 Lateral slenderness ratio based on single ply width x 1. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Uniform 10-0-0 Top 20 PSF 0 PSF 40 PSF 0 PSF 0 PSF Roof truss 2 Uniform 8-0-0 Top 12 PSF 0 PSF 0 PSF 0 PSF 0 PSF Wall 3 Uniform 3-0-0 Top 20 PSF 0 PSF 40 PSF 0 PSF 0 PSF Low roof This design is valid until 5/24/2024 Weyerhaeuser Seattle, WA (888) 453-8358 www.weyerhaeuser.com/ woodproducts/ ICC-ES: ESR-1387 Manufacturer Info Rosbeam 413-244-7635 Notes Calculated Structured Designs is responsible only of the structural adequacy of this component based on the design criteria and loadings shown. It is the responsibility of the customer and/or the contractor to ensure the component suitability of the intended application, and to verify the dimensions and loads. Lumber 1. 2. Dry service conditions, unless noted otherwise LVL not to be treated with fire retardant or corrosive chemicals Handling & Installation 1. 2. 3. 4. 5. LVL beams must not be cut or drilled Refer to manufacturer's product information regarding installation requirements, multi-ply fastening details, beam strength values, and code approvalsDamaged Beams must not be used Design assumes top edge is laterally restrained Provide lateral support at bearing points to avoid lateral displacement and rotation 6. For flat roofs provide proper drainage to prevent ponding Page 21 of 39 11/05/2021 7'10" 7'4" 1 SPF End Grain 2 SPF End Grain 3 1/2" 7 1/4" Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: 2nd FloorFB4 2.0E Microllam LVL 1.750" X 7.250" 2-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Multi-Ply Analysis Fasten all plies using 2 rows of 10d Box nails (.128x3") at 12" o.c.. Maximum end distance not to exceed 6". Capacity 0.0 % Load 0.0 PLF Yield Limit per Foot 181.1 PLF Yield Limit per Fastener 90.5 lb. Yield Mode IV Edge Distance 1 1/2" Min. End Distance 3" Load Combination Duration Factor 1.00 This design is valid until 5/24/2024 Weyerhaeuser Seattle, WA (888) 453-8358 www.weyerhaeuser.com/ woodproducts/ ICC-ES: ESR-1387 Manufacturer Info Rosbeam 413-244-7635 Notes Calculated Structured Designs is responsible only of the structural adequacy of this component based on the design criteria and loadings shown. It is the responsibility of the customer and/or the contractor to ensure the component suitability of the intended application, and to verify the dimensions and loads. Lumber 1. 2. Dry service conditions, unless noted otherwise LVL not to be treated with fire retardant or corrosive chemicals Handling & Installation 1. 2. 3. 4. 5. LVL beams must not be cut or drilled Refer to manufacturer's product information regarding installation requirements, multi-ply fastening details, beam strength values, and code approvalsDamaged Beams must not be used Design assumes top edge is laterally restrained Provide lateral support at bearing points to avoid lateral displacement and rotation 6. For flat roofs provide proper drainage to prevent ponding Page 22 of 39 7'6" 7'6" 1 SPF 3" 7 1/4" 1 2 Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: PorchV1 S-P-F #2 2.000" X 8.000" 2-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Member Information Type: Girder Plies: 2 Moisture Condition: Dry Deflection LL: 360 Deflection TL: 240 Importance: Normal - II Temperature: Temp <= 100°F General Load Floor Live: 0 PSF Dead: 20 PSF Snow: 40 PSF Application: Roof Slope: 2.12/12 Design Method: ASD Building Code: IBC/IRC 2015 Load Sharing: No Deck: Not Checked Reactions PATTERNED lb (Uplift) Brg Direction Live Dead Snow Wind Const 1 Vertical 0 226 603 0 0 2 Vertical 0 136 359 0 0 Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 1130 ft-lb 3'4 7/8" 2645 ft-lb 0.427 (43%) D+S L Unbraced 1130 ft-lb 3'4 7/8" 2645 ft-lb 0.427 (43%) D+S L Shear 616 lb 6'8 9/16" 2251 lb 0.274 (27%) D+S L LL Defl inch 0.056 (L/1529) 3'8 1/16" 0.238 (L/360) 0.235 (24%) S L TL Defl inch 0.077 (L/1111) 3'8 1/16" 0.358 (L/240) 0.216 (22%) D+S L Bearings Bearing Length Dir. Cap. React D/L lb Total Ld. Case Ld. Comb. 1 - SPF 3.500" Vert 19% 226 / 603 830 L D+S 2 - SPF 3.500" Vert 11% 136 / 359 495 L D+S Design Notes 1 Provide support to prevent lateral movement and rotation at the end bearings. Lateral support may also be required at the interior bearings by the building code. 2 Fasten all plies using 2 rows of 10d Box nails (.128x3") at 12" o.c. Maximum end distance not to exceed 6". 3 Refer to last page of calculations for fasteners required for specified loads. 4 Use solid wedge bearings or metal variable pitch connector at each bearing. 5 Attach with enough nails to prevent sliding between the joist and the sloped bearing wedge at each support. 6 Girders are designed to be supported on the bottom edge only. 7 Unsupported length Lu based on points of zero moments. 8 Top must be continuously laterally braced. 9 Bottom must be laterally braced at bearings. 10 Lateral slenderness ratio based on single ply width x 1. This design is valid until 5/24/2024 Manufacturer Info Rosbeam 413-244-7635 Page 23 of 39 11/05/2021 7'6" 7'6" 1 SPF 3" 7 1/4" 1 2 Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: PorchV1 S-P-F #2 2.000" X 8.000" 2-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Tapered Start 0-0-0 Near Face 27 PLF 0 PLF 71 PLF 0 PLF 0 PLF Porch roof End 7-1-0 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF 2 Tapered Start 0-0-0 Far Face 53 PLF 0 PLF 145 PLF 0 PLF 0 PLF Low roof End 7-1-0 21 PLF 0 PLF 57 PLF 0 PLF 0 PLF This design is valid until 5/24/2024 Manufacturer Info Rosbeam 413-244-7635 Page 24 of 39 7'6" 7'6" 1 SPF 2 SPF 3" 7 1/4" Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: PorchV1 S-P-F #2 2.000" X 8.000" 2-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Multi-Ply Analysis Fasten all plies using 2 rows of 10d Box nails (.128x3") at 12" o.c.. Maximum end distance not to exceed 6". Capacity 53.5 % Load 96.8 PLF Yield Limit per Foot 181.0 PLF Yield Limit per Fastener 90.5 lb. Yield Mode IV Edge Distance 1 1/2" Min. End Distance 3" Load Combination D+S Duration Factor 1.15 This design is valid until 5/24/2024 Manufacturer Info Rosbeam 413-244-7635 Page 25 of 39 17'7" 17'7" 1 SPF End Grain 2 SPF End Grain 3 1/2" 11 1/4" 1 Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: PorchDB4 2.0E Microllam LVL 1.750" X 11.250" 2-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Member Information Type: Girder Plies: 2 Moisture Condition: Dry Deflection LL: 360 Deflection TL: 240 Importance: Normal - II Temperature: Temp <= 100°F General Load Floor Live: 0 PSF Dead: 20 PSF Snow: 40 PSF Application: Floor Design Method: ASD Building Code: IBC/IRC 2015 Load Sharing: No Deck: Not Checked Reactions PATTERNED lb (Uplift) Brg Direction Live Dead Snow Wind Const 1 Vertical 0 465 1241 0 0 2 Vertical 0 458 1221 0 0 Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 7177 ft-lb 8'10 3/8" 18558 ft-lb 0.387 (39%) D+S L Unbraced 7177 ft-lb 8'10 3/8" 18558 ft-lb 0.387 (39%) D+S L Shear 1470 lb 1'2 3/4" 8603 lb 0.171 (17%) D+S L LL Defl inch 0.353 (L/588) 8'10 7/16" 0.576 (L/360) 0.613 (61%) S L TL Defl inch 0.485 (L/427) 8'10 7/16" 0.864 (L/240) 0.562 (56%) D+S L Bearings Bearing Length Dir. Cap. React D/L lb Total Ld. Case Ld. Comb. 1 - SPF End Grain 3.500" Vert 19% 465 / 1241 1706 L D+S 2 - SPF End Grain 1.750" Vert 37% 458 / 1221 1678 L D+S Design Notes 1 Provide support to prevent lateral movement and rotation at the end bearings. Lateral support may also be required at the interior bearings by the building code. 2 Fasten all plies using 2 rows of 10d Box nails (.128x3") at 12" o.c. Maximum end distance not to exceed 6". 3 Refer to last page of calculations for fasteners required for specified loads. 4 Girders are designed to be supported on the bottom edge only. 5 Top loads must be supported equally by all plies. 6 Unsupported length Lu based on points of zero moments. 7 Top must be continuously laterally braced. 8 Bottom must be laterally braced at bearings. 9 Lateral slenderness ratio based on single ply width x 1. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Uniform 3-6-0 Top 15 PSF 0 PSF 40 PSF 0 PSF 0 PSF Porch roof This design is valid until 5/24/2024 Weyerhaeuser Seattle, WA (888) 453-8358 www.weyerhaeuser.com/ woodproducts/ ICC-ES: ESR-1387 Manufacturer Info Rosbeam 413-244-7635 Notes Calculated Structured Designs is responsible only of the structural adequacy of this component based on the design criteria and loadings shown. It is the responsibility of the customer and/or the contractor to ensure the component suitability of the intended application, and to verify the dimensions and loads. Lumber 1. 2. Dry service conditions, unless noted otherwise LVL not to be treated with fire retardant or corrosive chemicals Handling & Installation 1. 2. 3. 4. 5. LVL beams must not be cut or drilled Refer to manufacturer's product information regarding installation requirements, multi-ply fastening details, beam strength values, and code approvalsDamaged Beams must not be used Design assumes top edge is laterally restrained Provide lateral support at bearing points to avoid lateral displacement and rotation 6. For flat roofs provide proper drainage to prevent ponding Page 26 of 39 11/05/2021 17'7" 17'7" 1 SPF End Grain 2 SPF End Grain 3 1/2" 11 1/4" Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: PorchDB4 2.0E Microllam LVL 1.750" X 11.250" 2-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Multi-Ply Analysis Fasten all plies using 2 rows of 10d Box nails (.128x3") at 12" o.c.. Maximum end distance not to exceed 6". Capacity 0.0 % Load 0.0 PLF Yield Limit per Foot 181.1 PLF Yield Limit per Fastener 90.5 lb. Yield Mode IV Edge Distance 1 1/2" Min. End Distance 3" Load Combination Duration Factor 1.00 This design is valid until 5/24/2024 Weyerhaeuser Seattle, WA (888) 453-8358 www.weyerhaeuser.com/ woodproducts/ ICC-ES: ESR-1387 Manufacturer Info Rosbeam 413-244-7635 Notes Calculated Structured Designs is responsible only of the structural adequacy of this component based on the design criteria and loadings shown. It is the responsibility of the customer and/or the contractor to ensure the component suitability of the intended application, and to verify the dimensions and loads. Lumber 1. 2. Dry service conditions, unless noted otherwise LVL not to be treated with fire retardant or corrosive chemicals Handling & Installation 1. 2. 3. 4. 5. LVL beams must not be cut or drilled Refer to manufacturer's product information regarding installation requirements, multi-ply fastening details, beam strength values, and code approvalsDamaged Beams must not be used Design assumes top edge is laterally restrained Provide lateral support at bearing points to avoid lateral displacement and rotation 6. For flat roofs provide proper drainage to prevent ponding Page 27 of 39 5'6 1/4" 5'6 1/4" 1 SPF End Grain 2 SPF End Grain 3" 11 1/4" 1 Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: PorchDB5 S-P-F #2 2.000" X 12.000" 2-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Member Information Type: Girder Plies: 2 Moisture Condition: Dry Deflection LL: 360 Deflection TL: 240 Importance: Normal - II Temperature: Temp <= 100°F General Load Floor Live: 0 PSF Dead: 20 PSF Snow: 40 PSF Application: Floor Design Method: ASD Building Code: IBC/IRC 2015 Load Sharing: No Deck: Not Checked Reactions PATTERNED lb (Uplift) Brg Direction Live Dead Snow Wind Const 1 Vertical 0 96 256 0 0 2 Vertical 0 49 130 0 0 Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 343 ft-lb 2'3 3/4" 5306 ft-lb 0.065 (6%) D+S L Unbraced 343 ft-lb 2'3 3/4" 5306 ft-lb 0.065 (6%) D+S L Shear 164 lb 1'1" 3493 lb 0.047 (5%) D+S L LL Defl inch 0.002 (L/26142) 2'7 1/8" 0.174 (L/360) 0.014 (1%) S L TL Defl inch 0.003 (L/19013) 2'7 1/8" 0.260 (L/240) 0.013 (1%) D+S L Bearings Bearing Length Dir. Cap. React D/L lb Total Ld. Case Ld. Comb. 1 - SPF End Grain 1.750" Vert 16% 96 / 256 352 L D+S 2 - SPF End Grain 3.500" Vert 4% 49 / 130 179 L D+S Design Notes 1 Provide support to prevent lateral movement and rotation at the end bearings. Lateral support may also be required at the interior bearings by the building code. 2 Fasten all plies using 2 rows of 10d Box nails (.128x3") at 12" o.c. Maximum end distance not to exceed 6". 3 Refer to last page of calculations for fasteners required for specified loads. 4 Girders are designed to be supported on the bottom edge only. 5 Top loads must be supported equally by all plies. 6 Unsupported length Lu based on points of zero moments. 7 Top must be continuously laterally braced. 8 Bottom must be laterally braced at bearings. 9 Lateral slenderness ratio based on single ply width x 1. This design is valid until 5/24/2024 Manufacturer Info Rosbeam 413-244-7635 Page 28 of 39 11/05/2021 5'6 1/4" 5'6 1/4" 1 SPF End Grain 2 SPF End Grain 3" 11 1/4" 1 Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: PorchDB5 S-P-F #2 2.000" X 12.000" 2-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Tapered Start 0-0-0 Top 53 PLF 0 PLF 140 PLF 0 PLF 0 PLF Porch roof End 5-6-4 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF This design is valid until 5/24/2024 Manufacturer Info Rosbeam 413-244-7635 Page 29 of 39 5'6 1/4" 5'6 1/4" 1 SPF End Grain 2 SPF End Grain 3" 11 1/4" Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: PorchDB5 S-P-F #2 2.000" X 12.000" 2-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Multi-Ply Analysis Fasten all plies using 2 rows of 10d Box nails (.128x3") at 12" o.c.. Maximum end distance not to exceed 6". Capacity 0.0 % Load 0.0 PLF Yield Limit per Foot 157.4 PLF Yield Limit per Fastener 78.7 lb. Yield Mode IV Edge Distance 1 1/2" Min. End Distance 3" Load Combination Duration Factor 1.00 This design is valid until 5/24/2024 Manufacturer Info Rosbeam 413-244-7635 Page 30 of 39 9' 9' 1 Hanger (LUS214-2)2 SPF End Grain 3" 11 1/4" 1 Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: PorchDB6 S-P-F #2 2.000" X 12.000" 2-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Member Information Type: Girder Plies: 2 Moisture Condition: Dry Deflection LL: 360 Deflection TL: 240 Importance: Normal - II Temperature: Temp <= 100°F General Load Floor Live: 0 PSF Dead: 20 PSF Snow: 40 PSF Application: Floor Design Method: ASD Building Code: IBC/IRC 2015 Load Sharing: No Deck: Not Checked Reactions PATTERNED lb (Uplift) Brg Direction Live Dead Snow Wind Const 1 Vertical 0 399 1065 0 0 2 Vertical 0 411 1095 0 0 Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 3098 ft-lb 4'5 1/4" 5306 ft-lb 0.584 (58%) D+S L Unbraced 3098 ft-lb 4'5 1/4" 5306 ft-lb 0.584 (58%) D+S L Shear 1100 lb 1'1 1/4" 3493 lb 0.315 (31%) D+S L LL Defl inch 0.061 (L/1701) 4'5 1/4" 0.289 (L/360) 0.212 (21%) S L TL Defl inch 0.084 (L/1237) 4'5 1/4" 0.433 (L/240) 0.194 (19%) D+S L Bearings Bearing Length Dir. Cap. React D/L lb Total Ld. Case Ld. Comb. 1 - Hanger 2.000" Vert 57% 399 / 1065 1464 L D+S 2 - SPF End Grain 3.500" Vert 34% 411 / 1095 1506 L D+S Design Notes 1 Provide support to prevent lateral movement and rotation at the end bearings. Lateral support may also be required at the interior bearings by the building code. 2 Fasten all plies using 2 rows of 10d Box nails (.128x3") at 12" o.c. Maximum end distance not to exceed 6". 3 Refer to last page of calculations for fasteners required for specified loads. 4 Fill all hanger nailing holes. 5 Girders are designed to be supported on the bottom edge only. 6 Top loads must be supported equally by all plies. 7 Unsupported length Lu based on points of zero moments. 8 Top must be continuously laterally braced. 9 Bottom must be laterally braced at bearings. 10 Lateral slenderness ratio based on single ply width x 1. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Uniform 6-0-0 Top 15 PSF 0 PSF 40 PSF 0 PSF 0 PSF Porch roof This design is valid until 5/24/2024 Manufacturer Info Rosbeam 413-244-7635 Page 31 of 39 11/05/2021 9' 9' 1 Hanger (LUS214-2)2 SPF End Grain 3" 11 1/4" Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: PorchDB6 S-P-F #2 2.000" X 12.000" 2-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Multi-Ply Analysis Fasten all plies using 2 rows of 10d Box nails (.128x3") at 12" o.c.. Maximum end distance not to exceed 6". Capacity 0.0 % Load 0.0 PLF Yield Limit per Foot 157.4 PLF Yield Limit per Fastener 78.7 lb. Yield Mode IV Edge Distance 1 1/2" Min. End Distance 3" Load Combination Duration Factor 1.00 This design is valid until 5/24/2024 Manufacturer Info Rosbeam 413-244-7635 Page 32 of 39 10'11" 10'11" 1 Hanger (HUS412)2 SPF End Grain 3 1/2" 11 1/4" 1 2 34 Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: PorchDB7 2.0E Microllam LVL 1.750" X 11.250" 2-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Member Information Type: Girder Plies: 2 Moisture Condition: Dry Deflection LL: 360 Deflection TL: 240 Importance: Normal - II Temperature: Temp <= 100°F General Load Floor Live: 0 PSF Dead: 20 PSF Snow: 40 PSF Application: Floor Design Method: ASD Building Code: IBC/IRC 2015 Load Sharing: No Deck: Not Checked Reactions PATTERNED lb (Uplift) Brg Direction Live Dead Snow Wind Const 1 Vertical 0 365 973 0 0 2 Vertical 0 482 1285 0 0 Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 6956 ft-lb 6'9" 18558 ft-lb 0.375 (37%) D+S L Unbraced 6956 ft-lb 6'9" 18558 ft-lb 0.375 (37%) D+S L Shear 1767 lb 9'8 1/4" 8603 lb 0.205 (21%) D+S L LL Defl inch 0.117 (L/1082) 5'9 5/8" 0.353 (L/360) 0.333 (33%) S L TL Defl inch 0.161 (L/787) 5'9 5/8" 0.529 (L/240) 0.305 (31%) D+S L Bearings Bearing Length Dir. Cap. React D/L lb Total Ld. Case Ld. Comb. 1 - Hanger 2.000" Vert 25% 365 / 973 1337 L D+S 2 - SPF End Grain 3.500" Vert 19% 482 / 1285 1767 L D+S Design Notes 1 Provide support to prevent lateral movement and rotation at the end bearings. Lateral support may also be required at the interior bearings by the building code. 2 Fasten all plies using 2 rows of 10d Box nails (.128x3") at 12" o.c. Maximum end distance not to exceed 6". 3 Refer to last page of calculations for fasteners required for specified loads. 4 Concentrated load fastener specification is in addition to hanger fasteners if a hanger is present. 5 Fill all hanger nailing holes. 6 Girders are designed to be supported on the bottom edge only. 7 Top loads must be supported equally by all plies. 8 Unsupported length Lu based on points of zero moments. 9 Top must be continuously laterally braced. 10 Bottom must be laterally braced at bearings. 11 Lateral slenderness ratio based on single ply width x 1. This design is valid until 5/24/2024 Weyerhaeuser Seattle, WA (888) 453-8358 www.weyerhaeuser.com/ woodproducts/ ICC-ES: ESR-1387 Manufacturer Info Rosbeam 413-244-7635 Notes Calculated Structured Designs is responsible only of the structural adequacy of this component based on the design criteria and loadings shown. It is the responsibility of the customer and/or the contractor to ensure the component suitability of the intended application, and to verify the dimensions and loads. Lumber 1. 2. Dry service conditions, unless noted otherwise LVL not to be treated with fire retardant or corrosive chemicals Handling & Installation 1. 2. 3. 4. 5. LVL beams must not be cut or drilled Refer to manufacturer's product information regarding installation requirements, multi-ply fastening details, beam strength values, and code approvalsDamaged Beams must not be used Design assumes top edge is laterally restrained Provide lateral support at bearing points to avoid lateral displacement and rotation 6. For flat roofs provide proper drainage to prevent ponding Page 33 of 39 11/05/2021 10'11" 10'11" 1 Hanger (HUS412)2 SPF End Grain 3 1/2" 11 1/4" 1 2 34 Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: PorchDB7 2.0E Microllam LVL 1.750" X 11.250" 2-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Tapered Start 0-0-0 Top 0 PLF 0 PLF 0 PLF 0 PLF 0 PLF Porch roof End 5-0-0 53 PLF 0 PLF 140 PLF 0 PLF 0 PLF 2 Part. Uniform 5-0-0 to 6-9-0 3-5-0 Top 15 PSF 0 PSF 40 PSF 0 PSF 0 PSF Porch roof 3 Point 6-9-0 Top 226 lb 0 lb 603 lb 0 lb 0 lb V1 Brg 1 Bearing Length 0-3-0 4 Point 6-9-0 Far Face 399 lb 0 lb 1065 lb 0 lb 0 lb DB6 Brg 1 This design is valid until 5/24/2024 Weyerhaeuser Seattle, WA (888) 453-8358 www.weyerhaeuser.com/ woodproducts/ ICC-ES: ESR-1387 Manufacturer Info Rosbeam 413-244-7635 Notes Calculated Structured Designs is responsible only of the structural adequacy of this component based on the design criteria and loadings shown. It is the responsibility of the customer and/or the contractor to ensure the component suitability of the intended application, and to verify the dimensions and loads. Lumber 1. 2. Dry service conditions, unless noted otherwise LVL not to be treated with fire retardant or corrosive chemicals Handling & Installation 1. 2. 3. 4. 5. LVL beams must not be cut or drilled Refer to manufacturer's product information regarding installation requirements, multi-ply fastening details, beam strength values, and code approvalsDamaged Beams must not be used Design assumes top edge is laterally restrained Provide lateral support at bearing points to avoid lateral displacement and rotation 6. For flat roofs provide proper drainage to prevent ponding Page 34 of 39 10'11" 10'11" 1 Hanger (HUS412)2 SPF End Grain 3 1/2" 11 1/4" 1 Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: PorchDB7 2.0E Microllam LVL 1.750" X 11.250" 2-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Multi-Ply Analysis Fasten all plies using 2 rows of 10d Box nails (.128x3") at 12" o.c.. except for regions covered by concentrated load fastening. Maximum end distance not to exceed 6". Capacity 0.0 % Load 0.0 PLF Yield Limit per Foot 181.1 PLF Yield Limit per Fastener 90.5 lb. Yield Mode IV Edge Distance 1 1/2" Min. End Distance 3" Load Combination Duration Factor 1.00 Min/Max fastener distances for Concentrated Side Loads Concentrated Load Fasten at concentrated side load at 6-9-0 with a minimum of (8) – 10d Box nails (.128x3") in the pattern shown. Capacity 87.9 % Load 732.2lb. Total Yield Limit 833.0 lb. Cg 1.0000 Yield Limit per Fastener 104.1 lb. Yield Mode IV Load Combination D+S Duration Factor 1.15 This design is valid until 5/24/2024 Weyerhaeuser Seattle, WA (888) 453-8358 www.weyerhaeuser.com/ woodproducts/ ICC-ES: ESR-1387 Manufacturer Info Rosbeam 413-244-7635 Notes Calculated Structured Designs is responsible only of the structural adequacy of this component based on the design criteria and loadings shown. It is the responsibility of the customer and/or the contractor to ensure the component suitability of the intended application, and to verify the dimensions and loads. Lumber 1. 2. Dry service conditions, unless noted otherwise LVL not to be treated with fire retardant or corrosive chemicals Handling & Installation 1. 2. 3. 4. 5. LVL beams must not be cut or drilled Refer to manufacturer's product information regarding installation requirements, multi-ply fastening details, beam strength values, and code approvalsDamaged Beams must not be used Design assumes top edge is laterally restrained Provide lateral support at bearing points to avoid lateral displacement and rotation 6. For flat roofs provide proper drainage to prevent ponding Page 35 of 39 16'3" 6" 3'6"4'8"7'7" 1 Steel 2 Steel 3 Steel 4 Shelf 7" 5 1/2" 1 2 34 5 Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: BasementFB5 2.0E Microllam LVL 1.750" X 5.500" 4-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Member Information Type: Girder Plies: 4 Moisture Condition: Dry Deflection LL: 360 Deflection TL: 240 Importance: Normal - II Temperature: Temp <= 100°F General Load Floor Live: 0 PSF Dead: 20 PSF Snow: 40 PSF Application: Floor Design Method: ASD Building Code: IBC/IRC 2015 Load Sharing: Yes Deck: Not Checked Reactions PATTERNED lb (Uplift) Brg Direction Live Dead Snow Wind Const 1 Vertical 2843 (-51) 1165 0 0 0 2 Vertical 5636 (-717) 1926 0 0 0 3 Vertical 3629 (-359) 1217 0 0 0 4 Vertical 1598 581 0 0 0 Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Neg Moment -3243 ft-lb 8'8" 8843 ft-lb 0.367 (37%) D+L L_LL Unbraced -3243 ft-lb 8'8" 8828 ft-lb 0.367 (37%) D+L L_LL Pos Moment 3695 ft-lb 3' 8843 ft-lb 0.418 (42%) D+L _L_L Unbraced 3695 ft-lb 3' 8843 ft-lb 0.418 (42%) D+L _L_L Shear 5676 lb 3'4 3/4" 7315 lb 0.776 (78%) D+L _LL_ LL Defl inch 0.117 (L/756) 12'6 11/16" 0.245 (L/360) 0.476 (48%) L _L_L TL Defl inch 0.157 (L/564) 12'6 15/16" 0.368 (L/240) 0.426 (43%) D+L _L_L LL Cant -0.012 (2L/1001) Lt Cant 0.200 (2L/360) 0.060 (6%) L _L_L TL Cant -0.016 (2L/751) Lt Cant 0.300 (2L/240) 0.053 (5%) D+L _L_L Bearings Bearing Length Dir. Cap. React D/L lb Total Ld. Case Ld. Comb. 1 - Steel 3.500" Vert 20% 1163 / 2846 4009 LL_L D+L 2 - Steel 3.500" Vert 38% 1928 / 5717 7646 _LL_ D+L 3 - Steel 3.500" Vert 24% 1219 / 3676 4896 L_LL D+L 4 - Shelf 3.500" Vert 21% 579 / 1593 2172 _L_L D+L Design Notes 1 Provide support to prevent lateral movement and rotation at the end bearings. Lateral support may also be required at the interior bearings by the building code. 2 Girders are designed to be supported on the bottom edge only. 3 Multiple plies must be fastened together as per manufacturer's details. 4 Top loads must be supported equally by all plies. 5 Unsupported length Lu based on points of zero moments. 6 Top must be continuously laterally braced. 7 Bottom must be laterally braced at bearings. 8 Lateral slenderness ratio based on single ply width x 3. This design is valid until 5/24/2024 Weyerhaeuser Seattle, WA (888) 453-8358 www.weyerhaeuser.com/ woodproducts/ ICC-ES: ESR-1387 Manufacturer Info Rosbeam 413-244-7635 Notes Calculated Structured Designs is responsible only of the structural adequacy of this component based on the design criteria and loadings shown. It is the responsibility of the customer and/or the contractor to ensure the component suitability of the intended application, and to verify the dimensions and loads. Lumber 1. 2. Dry service conditions, unless noted otherwise LVL not to be treated with fire retardant or corrosive chemicals Handling & Installation 1. 2. 3. 4. 5. LVL beams must not be cut or drilled Refer to manufacturer's product information regarding installation requirements, multi-ply fastening details, beam strength values, and code approvalsDamaged Beams must not be used Design assumes top edge is laterally restrained Provide lateral support at bearing points to avoid lateral displacement and rotation 6. For flat roofs provide proper drainage to prevent ponding Page 36 of 39 11/05/2021 16'3" 6" 3'6"4'8"7'7" 1 Steel 2 Steel 3 Steel 4 Shelf 7" 5 1/2" 1 2 34 5 Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: BasementFB5 2.0E Microllam LVL 1.750" X 5.500" 4-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Uniform 5-9-0 Far Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF Floor 1 2 Uniform 6-0-0 Near Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF Floor 1 3 Part. Uniform 0-0-0 to 3-0-0 8-0-0 Top 10 PSF 0 PSF 0 PSF 0 PSF 0 PSF Wall 4 Part. Uniform 0-0-0 to 3-0-0 10-6-0 Top 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF Floor 2 5 Point 3-0-0 Top 1313 lb 3500 lb 0 lb 0 lb 0 lb FB1 Brg 1 Bearing Length 0-5-4 This design is valid until 5/24/2024 Weyerhaeuser Seattle, WA (888) 453-8358 www.weyerhaeuser.com/ woodproducts/ ICC-ES: ESR-1387 Manufacturer Info Rosbeam 413-244-7635 Notes Calculated Structured Designs is responsible only of the structural adequacy of this component based on the design criteria and loadings shown. It is the responsibility of the customer and/or the contractor to ensure the component suitability of the intended application, and to verify the dimensions and loads. Lumber 1. 2. Dry service conditions, unless noted otherwise LVL not to be treated with fire retardant or corrosive chemicals Handling & Installation 1. 2. 3. 4. 5. LVL beams must not be cut or drilled Refer to manufacturer's product information regarding installation requirements, multi-ply fastening details, beam strength values, and code approvalsDamaged Beams must not be used Design assumes top edge is laterally restrained Provide lateral support at bearing points to avoid lateral displacement and rotation 6. For flat roofs provide proper drainage to prevent ponding Page 37 of 39 10'9" 5'9"5' 1 Steel 2 Steel 3 Steel 5 1/4" 5 1/2" 1 2 3 4 5 Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: BasementFB6 2.0E Microllam LVL 1.750" X 5.500" 3-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 Member Information Type: Girder Plies: 3 Moisture Condition: Dry Deflection LL: 360 Deflection TL: 240 Importance: Normal - II Temperature: Temp <= 100°F General Load Floor Live: 0 PSF Dead: 20 PSF Snow: 40 PSF Application: Floor Design Method: ASD Building Code: IBC/IRC 2015 Load Sharing: Yes Deck: Not Checked Reactions PATTERNED lb (Uplift) Brg Direction Live Dead Snow Wind Const 1 Vertical 1357 (-23) 1428 1147 0 0 2 Vertical 3361 3885 2973 0 0 3 Vertical 1209 (-118) 1148 974 0 0 Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Neg Moment -4564 ft-lb 5'9" 7627 ft-lb 0.598 (60%) D+0.75(L+S) LL Unbraced -4564 ft-lb 5'9" 7609 ft-lb 0.600 (60%) D+0.75(L+S) LL Pos Moment 3438 ft-lb 2'5 1/2" 7627 ft-lb 0.451 (45%) D+0.75(L+S) L_ Unbraced 3438 ft-lb 2'5 1/2" 7627 ft-lb 0.451 (45%) D+0.75(L+S) L_ Shear 3863 lb 5'1 3/4" 6309 lb 0.612 (61%) D+0.75(L+S) LL LL Defl inch 0.082 (L/817) 2'9 9/16" 0.185 (L/360) 0.440 (44%) 0.75(L+S) L_ TL Defl inch 0.135 (L/494) 2'9" 0.278 (L/240) 0.486 (49%) D+0.75(L+S) L_ Bearings Bearing Length Dir. Cap. React D/L lb Total Ld. Case Ld. Comb. 1 - Steel 3.000" Vert 28% 1415 / 1866 3281 L_ D+0.75(L+S) 2 - Steel 3.500" Vert 57% 3913 / 4786 8700 LL D+0.75(L+S) 3 - Steel 3.000" Vert 23% 1132 / 1627 2759 _L D+0.75(L+S) Design Notes 1 Provide support to prevent lateral movement and rotation at the end bearings. Lateral support may also be required at the interior bearings by the building code. 2 Girders are designed to be supported on the bottom edge only. 3 Multiple plies must be fastened together as per manufacturer's details. 4 Top loads must be supported equally by all plies. 5 Unsupported length Lu based on points of zero moments. 6 Top must be continuously laterally braced. 7 Bottom must be laterally braced at bearings. 8 Lateral slenderness ratio based on single ply width x 2. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Uniform 6-6-0 Far Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF Floor 1 2 Uniform 8-0-0 Top 10 PSF 0 PSF 0 PSF 0 PSF 0 PSF Wall 3 Uniform 6-6-0 Top 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF Floor 2 Continued on page 2... This design is valid until 5/24/2024 Weyerhaeuser Seattle, WA (888) 453-8358 www.weyerhaeuser.com/ woodproducts/ ICC-ES: ESR-1387 Manufacturer Info Rosbeam 413-244-7635 Notes Calculated Structured Designs is responsible only of the structural adequacy of this component based on the design criteria and loadings shown. It is the responsibility of the customer and/or the contractor to ensure the component suitability of the intended application, and to verify the dimensions and loads. Lumber 1. 2. Dry service conditions, unless noted otherwise LVL not to be treated with fire retardant or corrosive chemicals Handling & Installation 1. 2. 3. 4. 5. LVL beams must not be cut or drilled Refer to manufacturer's product information regarding installation requirements, multi-ply fastening details, beam strength values, and code approvalsDamaged Beams must not be used Design assumes top edge is laterally restrained Provide lateral support at bearing points to avoid lateral displacement and rotation 6. For flat roofs provide proper drainage to prevent ponding Page 38 of 39 11/05/2021 10'9" 5'9"5' 1 Steel 2 Steel 3 Steel 5 1/4" 5 1/2" 1 2 3 4 5 Client: Marc Sternick, AIA Project: 63 Florence Rd Address:63 Florence Rd Florence, MA Date: 11/5/2021 Input by: Steven Rosinski, PE Job Name: 63 Florence Rd Project #: 21022 Level: BasementFB6 2.0E Microllam LVL 1.750" X 5.500" 3-Ply - PASSED Version 21.40.338 Powered by iStruct Dataset: 21072801.1545 ...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 4 Uniform 8-0-0 Top 12 PSF 0 PSF 0 PSF 0 PSF 0 PSF Wall 5 Uniform 11-6-0 Top 20 PSF 0 PSF 40 PSF 0 PSF 0 PSF Roof This design is valid until 5/24/2024 Weyerhaeuser Seattle, WA (888) 453-8358 www.weyerhaeuser.com/ woodproducts/ ICC-ES: ESR-1387 Manufacturer Info Rosbeam 413-244-7635 Notes Calculated Structured Designs is responsible only of the structural adequacy of this component based on the design criteria and loadings shown. It is the responsibility of the customer and/or the contractor to ensure the component suitability of the intended application, and to verify the dimensions and loads. Lumber 1. 2. Dry service conditions, unless noted otherwise LVL not to be treated with fire retardant or corrosive chemicals Handling & Installation 1. 2. 3. 4. 5. LVL beams must not be cut or drilled Refer to manufacturer's product information regarding installation requirements, multi-ply fastening details, beam strength values, and code approvalsDamaged Beams must not be used Design assumes top edge is laterally restrained Provide lateral support at bearing points to avoid lateral displacement and rotation 6. For flat roofs provide proper drainage to prevent ponding Page 39 of 39