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CS 2nd floor joists CalcCS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 HomsteadNeilXata - Level 8 10-17-17 4:13pm 1 of 10 All product names are trademarks of their respective owners Copyright (C) 2016 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications. Doug Hodgins rk Miles Inc. 21 West St. West Hatfield Ma. Member Data Description: CalcA2 Member Type: Joist Application: Floor Comments:Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/360 live, L/240 total Dead Load: 10 PSF Deck Connection: Glued & Nailed Filename: C:\KMW\JOBS\ Other Loads Type (Description) Side Begin End Other Start End Dead Start End Category Replacement Uniform (PSF) Top 0' 0.00" 24' 0.00" 30 10 Live Point (PLF) Top 23' 7.38" 1 320 Live Point (PLF) Top 0' 3.50" 1 240 Live Point (PLF) Top 23' 7.38" 525 0 Snow Point (PLF) Top 0' 3.50" 525 0 Snow 1 2 3 5 4 4 18 7 12 24 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder SPF Plate (425psi) N/A N/A 966# -- 2 5' 4.250" Wall SPF Plate (425psi) N/A 3.500" 1070# -- 3 24' 0.000" Wall SPF Plate (425psi) N/A 1.500" 1270# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 -255#(-191plf) 700#(525plf) 266#(199plf) 2 803#(602plf) 0#(0plf) 268#(201plf) 3 295#(221plf) 700#(525plf) 524#(393plf) Design spans 5' 0.750" 18' 3.125" Product: 11-7/8" AJS 20 16.0" O.C.PASSES DESIGN CHECKS NOTE: Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1434.'# 4400.'# 32% 16.31' Even Spans D+L Negative Moment 1778.'# 4400.'# 40% 5.35' Total Load D+L Shear 584.# 1490.# 39% 5.35' Total Load D+L End Reaction 391.# 1215.# 32% 24' Even Spans D+L Int. Reaction 1070.# 2390.# 44% 5.35' Total Load D+L TL Deflection 0.1644" 0.9130" L/999+ 15.4' Even Spans D+L LL Deflection 0.1239" 0.6087" L/999+ 15.4' Even Spans L Control: Max Int. React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 HomsteadNeilXata - Level 8 10-17-17 4:13pm 2 of 10 All product names are trademarks of their respective owners Copyright (C) 2016 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications. Doug Hodgins rk Miles Inc. 21 West St. West Hatfield Ma. Member Data Description: CalcA3 Member Type: Joist Application: Floor Comments:Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/360 live, L/240 total Dead Load: 10 PSF Deck Connection: Glued & Nailed Filename: C:\KMW\JOBS\ Other Loads Type (Description) Side Begin End Other Start End Dead Start End Category Replacement Uniform (PSF) Top 0' 0.00" 24' 0.00" 30 10 Live Point (PLF) Top 10' 5.25" 77 95 Live Point (PLF) Top 17' 9.75" 77 95 Live Point (PLF) Top 0' 3.50" 1 240 Live Point (PLF) Top 0' 3.50" 525 0 Snow Point (PLF) Top 23' 7.38" 1 320 Live Point (PLF) Top 23' 7.38" 525 0 Snow 1 2 3 5 4 4 18 7 12 24 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder SPF Plate (425psi) N/A N/A 853# -193# 2 5' 4.250" Wall SPF Plate (425psi) N/A 3.500" 1569# -- 3 24' 0.000" Wall SPF Plate (425psi) N/A 1.500" 1415# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 -346#(-260plf) 700#(525plf) 153#(115plf) 2 1025#(769plf) 0#(0plf) 543#(408plf) 3 368#(276plf) 700#(525plf) 614#(460plf) Design spans 5' 0.750" 18' 3.125" Product: 11-7/8" AJS 20 16.0" O.C.PASSES DESIGN CHECKS NOTE: Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2319.'# 4400.'# 52% 17.22' Even Spans D+L Negative Moment 2811.'# 4400.'# 63% 5.35' Total Load D+L Shear 879.# 1490.# 58% 5.35' Total Load D+L End Reaction 554.# 1215.# 45% 24' Even Spans D+L Int. Reaction 1569.# 2390.# 65% 5.35' Total Load D+L TL Deflection 0.2619" 0.9130" L/836 15.4' Even Spans D+L LL Deflection 0.1674" 0.6087" L/999+ 15.4' Even Spans L Control: Max Int. React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 HomsteadNeilXata - Level 8 10-17-17 4:13pm 3 of 10 All product names are trademarks of their respective owners Copyright (C) 2016 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications. Doug Hodgins rk Miles Inc. 21 West St. West Hatfield Ma. Member Data Description: CalcA4 Member Type: Joist Application: Floor Comments:Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/360 live, L/240 total Dead Load: 10 PSF Deck Connection: Glued & Nailed Filename: C:\KMW\JOBS\ Other Loads Type (Description) Side Begin End Other Start End Dead Start End Category Replacement Uniform (PSF) Top 0' 0.00" 24' 0.00" 30 10 Live Point (PLF) Top 17' 9.75" 77 95 Live Point (PLF) Top 10' 5.25" 77 95 Live 1 2 3 5 4 4 18 7 12 24 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate (425psi) N/A 1.500" -- -528# 2 5' 4.250" Wall SPF Plate (425psi) N/A 3.500" 1579# -- 3 24' 0.000" Wall SPF Plate (425psi) N/A 1.500" 554# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 -356#(-267plf) -171#(-128plf) 2 1032#(774plf) 548#(411plf) 3 366#(275plf) 188#(141plf) Design spans 4' 11.625" 18' 3.125" Product: 11-7/8" AJS 20 16.0" O.C.PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Review gravity uplift reaction force of 529lbs at bearing 1 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2316.'# 4400.'# 52% 17.8' Even Spans D+L Negative Moment 2820.'# 4400.'# 64% 5.35' Total Load D+L Shear 879.# 1490.# 59% 5.35' Total Load D+L End Reaction 554.# 1215.# 45% 24' Even Spans D+L Int. Reaction 1579.# 2390.# 66% 5.35' Total Load D+L TL Deflection 0.2611" 0.9130" L/839 15.4' Even Spans D+L LL Deflection 0.1668" 0.6087" L/999+ 15.4' Even Spans L Control: Max Int. React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 HomsteadNeilXata - Level 8 10-17-17 4:13pm 4 of 10 All product names are trademarks of their respective owners Copyright (C) 2016 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications. Doug Hodgins rk Miles Inc. 21 West St. West Hatfield Ma. Member Data Description: CalcA5 Member Type: Joist Application: Floor Comments:Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/360 live, L/240 total Dead Load: 10 PSF Deck Connection: Glued & Nailed Filename: C:\KMW\JOBS\ Other Loads Type (Description) Side Begin End Other Start End Dead Start End Category Replacement Uniform (PSF) Top 0' 0.00" 24' 0.00" 30 10 Live Point (PLF) Top 10' 5.25" 77 95 Live Point (PLF) Top 17' 9.75" 77 95 Live Point (PLF) Top 0' 4.63" 525 240 Snow Point (PLF) Top 0' 4.63" 1 0 Live Point (PLF) Top 23' 7.38" 525 315 Snow Point (PLF) Top 23' 7.38" -6 0 Live 1 2 3 19 0 4 4 11 12 24 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate (425psi) N/A 1.500" 1235# -- 2 19' 0.250" Wall SPF Plate (425psi) N/A 3.500" 1700# -- 3 24' 0.000" Wall SPF Plate (425psi) N/A 1.500" 945# -140# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 333#(250plf) 700#(525plf) 460#(345plf) 2 1103#(827plf) 0#(0plf) 598#(448plf) 3 -393#(-294plf) 700#(525plf) 245#(184plf) Design spans 18' 7.625" 4' 7.125" Product: 11-7/8" AJS 20 16.0" O.C.PASSES DESIGN CHECKS NOTE: Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2077.'# 4400.'# 47% 8.77' Odd Spans D+L Negative Moment 2740.'# 4400.'# 62% 19.02' Total Load D+L Shear 981.# 1490.# 65% 19.01' Total Load D+L End Reaction 471.# 1215.# 38% 0' Odd Spans D+L Int. Reaction 1700.# 2390.# 71% 19.02' Total Load D+L TL Deflection 0.2449" 0.9318" L/912 8.77' Odd Spans D+L LL Deflection 0.1627" 0.6212" L/999+ 8.77' Odd Spans L Control: Max Int. React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 HomsteadNeilXata - Level 8 10-17-17 4:13pm 5 of 10 All product names are trademarks of their respective owners Copyright (C) 2016 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications. Doug Hodgins rk Miles Inc. 21 West St. West Hatfield Ma. Member Data Description: CalcA6 Member Type: Joist Application: Floor Comments:Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/360 live, L/240 total Dead Load: 10 PSF Deck Connection: Glued & Nailed Filename: C:\KMW\JOBS\ Other Loads Type (Description) Side Begin End Other Start End Dead Start End Category Replacement Uniform (PSF) Top 0' 0.00" 24' 0.00" 30 10 Live Point (PLF) Top 0' 4.63" 525 316 Snow Point (PLF) Top 0' 4.63" 22 0 Live Point (PLF) Top 19' 0.25" 278 269 Live Point (PLF) Top 23' 7.38" 525 315 Snow Point (PLF) Top 23' 7.38" -6 0 Live 1 2 3 19 0 4 4 11 12 24 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate (425psi) N/A 1.500" 1291# -- 2 19' 0.250" Wall SPF Plate (425psi) N/A 3.500" 1861# -- 3 24' 0.000" Wall SPF Plate (425psi) N/A 1.500" 1048# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 328#(246plf) 700#(525plf) 520#(390plf) 2 1219#(915plf) 0#(0plf) 642#(481plf) 3 -310#(-232plf) 700#(525plf) 348#(261plf) Design spans 18' 7.625" 4' 7.125" Product: 11-7/8" AJS 20 16.0" O.C.PASSES DESIGN CHECKS NOTE: Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1477.'# 4400.'# 33% 7.84' Odd Spans D+L Negative Moment 1885.'# 4400.'# 42% 19.02' Total Load D+L Shear 598.# 1490.# 40% 19.01' Total Load D+L End Reaction 397.# 1215.# 32% 0' Odd Spans D+L Int. Reaction 1131.# 2390.# 47% 19.02' Total Load D+L TL Deflection 0.1741" 0.9318" L/999+ 8.77' Odd Spans D+L LL Deflection 0.1310" 0.6212" L/999+ 8.77' Odd Spans L Control: Max Int. React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 HomsteadNeilXata - Level 8 10-17-17 4:13pm 6 of 10 All product names are trademarks of their respective owners Copyright (C) 2016 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications. Doug Hodgins rk Miles Inc. 21 West St. West Hatfield Ma. Member Data Description: CalcA7 Member Type: Joist Application: Floor Comments:Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/360 live, L/240 total Dead Load: 10 PSF Deck Connection: Glued & Nailed Filename: C:\KMW\JOBS\ Other Loads Type (Description) Side Begin End Other Start End Dead Start End Category Replacement Uniform (PSF) Top 0' 0.00" 24' 0.00" 30 10 Live Point (PLF) Top 0' 1.75" 525 316 Snow Point (PLF) Top 0' 1.75" 22 0 Live Point (PLF) Top 19' 0.25" 278 269 Live 1 2 3 19 0 4 4 11 12 24 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder SPF Plate (425psi) N/A N/A 1295# -- 2 19' 0.250" Wall SPF Plate (425psi) N/A 3.500" 1880# -- 3 24' 0.000" Wall SPF Plate (425psi) N/A 1.500" 13# -386# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 331#(249plf) 700#(525plf) 521#(391plf) 2 1234#(925plf) 0#(0plf) 646#(485plf) 3 -311#(-233plf) 0#(0plf) -74#(-55plf) Design spans 18' 10.500" 4' 7.125" Product: 11-7/8" AJS 20 16.0" O.C.PASSES DESIGN CHECKS NOTE: Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Review gravity uplift reaction force of 386lbs at bearing 3 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1513.'# 4400.'# 34% 7.7' Odd Spans D+L Negative Moment 1938.'# 4400.'# 44% 19.02' Total Load D+L Shear 605.# 1490.# 40% 19.01' Total Load D+L End Reaction 13.# 1215.# 1% 24' Even Spans D+L Int. Reaction 1150.# 2390.# 48% 19.02' Total Load D+L TL Deflection 0.1824" 0.9438" L/999+ 8.64' Odd Spans D+L LL Deflection 0.1372" 0.6292" L/999+ 8.64' Odd Spans L Control: Max Int. React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 HomsteadNeilXata - Level 8 10-17-17 4:13pm 7 of 10 All product names are trademarks of their respective owners Copyright (C) 2016 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications. Doug Hodgins rk Miles Inc. 21 West St. West Hatfield Ma. Member Data Description: CalcA8 Member Type: Joist Application: Floor Comments:Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/360 live, L/240 total Dead Load: 10 PSF Deck Connection: Glued & Nailed Filename: C:\KMW\JOBS\ Other Loads Type (Description) Side Begin End Other Start End Dead Start End Category Replacement Uniform (PSF) Top 0' 0.00" 24' 0.00" 30 10 Live Point (PLF) Top 0' 4.63" 22 316 Live Point (PLF) Top 0' 4.63" 525 0 Snow Point (PLF) Top 19' 0.25" 278 269 Live Point (PLF) Top 23' 7.38" 525 278 Snow Point (PLF) Top 23' 7.38" -61 0 Live 1 2 3 19 0 4 4 11 12 24 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate (425psi) N/A 1.500" 1291# -- 2 19' 0.250" Wall SPF Plate (425psi) N/A 3.500" 1861# -- 3 24' 0.000" Wall SPF Plate (425psi) N/A 1.500" 998# -4# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 328#(246plf) 700#(525plf) 520#(390plf) 2 1219#(915plf) 0#(0plf) 642#(481plf) 3 -384#(-288plf) 700#(525plf) 298#(224plf) Design spans 18' 7.625" 4' 7.125" Product: 11-7/8" AJS 20 16.0" O.C.PASSES DESIGN CHECKS NOTE: Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1477.'# 4400.'# 33% 7.84' Odd Spans D+L Negative Moment 1885.'# 4400.'# 42% 19.02' Total Load D+L Shear 598.# 1490.# 40% 19.01' Total Load D+L End Reaction 397.# 1215.# 32% 0' Odd Spans D+L Int. Reaction 1131.# 2390.# 47% 19.02' Total Load D+L TL Deflection 0.1741" 0.9318" L/999+ 8.77' Odd Spans D+L LL Deflection 0.1310" 0.6212" L/999+ 8.77' Odd Spans L Control: Max Int. React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 HomsteadNeilXata - Level 8 10-17-17 4:13pm 8 of 10 All product names are trademarks of their respective owners Copyright (C) 2016 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications. Doug Hodgins rk Miles Inc. 21 West St. West Hatfield Ma. Member Data Description: CalcA10 Member Type: Joist Application: Floor Comments:Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/360 live, L/240 total Dead Load: 10 PSF Deck Connection: Glued & Nailed Filename: C:\KMW\JOBS\ Other Loads Type (Description) Side Begin End Other Start End Dead Start End Category Replacement Uniform (PSF) Top 0' 0.00" 12' 3.00" 30 10 Live 1 2 12 3 0 12 3 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder SPF Plate (425psi) N/A N/A 311# -- 2 12' 3.000" Girder SPF Plate (425psi) N/A N/A 311# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 233#(175plf) 78#(58plf) 2 233#(175plf) 78#(58plf) Design spans 11' 8.000" Product: 11-7/8" AJS 20 16.0" O.C.PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 907.'# 4400.'# 20% 6.12' Total Load D+L Shear 311.# 1490.# 20% 0' Total Load D+L TL Deflection 0.0589" 0.5833" L/999+ 6.12' Total Load D+L LL Deflection 0.0442" 0.3889" L/999+ 6.12' Total Load L Control: Shear DOLs: Live=100% Snow=115% Roof=125% Wind=160% Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 HomsteadNeilXata - Level 8 10-17-17 4:13pm 9 of 10 All product names are trademarks of their respective owners Copyright (C) 2016 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications. Doug Hodgins rk Miles Inc. 21 West St. West Hatfield Ma. Member Data Description: CalcA14 Member Type: Joist Application: Floor Comments:Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/360 live, L/240 total Dead Load: 10 PSF Deck Connection: Glued & Nailed Filename: C:\KMW\JOBS\ Other Loads Type (Description) Side Begin End Other Start End Dead Start End Category Replacement Uniform (PSF) Top 12' 3.00" 26' 0.50" 30 10 Live Replacement Uniform (PSF) Top 0' 0.00" 12' 3.00" 30 10 Live Point (PLF) Top 25' 9.00" 87 187 Snow 1 2 3 12 0 4 14 0 4 26 0 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder SPF Plate (425psi) N/A N/A 262# -- 2 12' 0.250" Wall SPF Plate (425psi) N/A 3.500" 853# -- 3 26' 0.500" Girder SPF Plate (425psi) N/A N/A 585# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 208#(156plf) 0#(0plf) 55#(41plf) 2 640#(480plf) 0#(0plf) 213#(160plf) 3 238#(178plf) 116#(87plf) 320#(240plf) Design spans 11' 8.750" 13' 8.750" Product: 11-7/8" AJS 20 16.0" O.C.PASSES DESIGN CHECKS NOTE: Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 893.'# 4400.'# 20% 20.26' Even Spans D+L Negative Moment 1100.'# 4400.'# 25% 12.02' Total Load D+L Shear 446.# 1490.# 29% 12.02' Total Load D+L Int. Reaction 853.# 2390.# 35% 12.02' Total Load D+L TL Deflection 0.0668" 0.6865" L/999+ 19.57' Even Spans D+L LL Deflection 0.0539" 0.4576" L/999+ 19.57' Even Spans L Control: Max Int. React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 HomsteadNeilXata - Level 8 10-17-17 4:13pm 10 of 10 All product names are trademarks of their respective owners Copyright (C) 2016 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications. Doug Hodgins rk Miles Inc. 21 West St. West Hatfield Ma. Member Data Description: CalcA16 Member Type: Joist Application: Floor Comments:Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/360 live, L/240 total Dead Load: 10 PSF Deck Connection: Glued & Nailed Filename: C:\KMW\JOBS\ Other Loads Type (Description) Side Begin End Other Start End Dead Start End Category Replacement Uniform (PSF) Top 0' 0.00" 12' 3.00" 30 10 Live 1 2 12 3 0 12 3 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder SPF Plate (425psi) N/A N/A 311# -- 2 12' 3.000" Girder SPF Plate (425psi) N/A N/A 311# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 233#(175plf) 78#(58plf) 2 233#(175plf) 78#(58plf) Design spans 11' 8.000" Product: 11-7/8" AJS 20 16.0" O.C.PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 907.'# 4400.'# 20% 6.12' Total Load D+L Shear 311.# 1490.# 20% 0' Total Load D+L TL Deflection 0.0589" 0.5833" L/999+ 6.12' Total Load D+L LL Deflection 0.0442" 0.3889" L/999+ 6.12' Total Load L Control: Shear DOLs: Live=100% Snow=115% Roof=125% Wind=160% Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design.