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old Lot A17 Submittal Calcs(1)CS Beam 4.11.26.1kmBeamEngine 4.12.5.1 Materials Database 1518 7D 22705 JVC - Level 8 LOT A 17 VILLAGE HILL 4- 8-15 1:38pm 1 of 1 All product names are trademarks of their respective owners Copyright (C) 2015 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. Ian G Bell Seven D Wholesale 145 Dividend Rd Rocky Hill, CT 1-800-800-6894 Member Data Description: B7 Member Type: Beam Application: FloorComments: FF B1-3 Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 12.5 PLF Filename: B7_08.kyb Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 11' 2.50" 400 150 LiveReplacement Uniform (PLF) Top 11' 2.50" 13' 3.50" 980 368 Live Replacement Uniform (PLF) Top 13' 3.50" 16' 11.50" 980 368 Live Point (LBS) Top 0' 4.63" 0 28 LivePoint (LBS) Top 11' 2.50" 0 28 Live 1 2 3 8 3 8 8 8 0 16 11 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift1 0' 0.000" Wall Steel 5.500" 1.500" 1805# -16# 2 8' 3.500" Wall Steel 5.500" 1.949" 7673# -- 3 16' 11.500" Wall Steel 5.500" 1.500" 4578# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 1387# 419# 2 5471# 2202# 3 3346# 1232# Design spans 7' 10.875" 8' 3.375" Product: 2.0 RigidLam LVL 1-3/4 x 9-1/2 3 ply PASSES DESIGN CHECKS Connect members with 2 rows of 16d common nails at 12.0" oc NOTE: Nails must be applied from both sides Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location LoadingPositive Moment 7699.# 21845.# 35% 13.26' Even Spans D+L Negative Moment 6954.# 21845.# 31% 8.29' Total Load D+L Negative Unbrcd 6954.# 21845.# 31% 8.29' Total Load D+LShear 4128.# 9642.# 42% 8.3' Total Load D+L Max. Reaction 7673.# 23133.# 33% 8.29' Total Load D+L TL Deflection 0.1094" 0.4141" L/908 12.85' Even Spans D+LLL Deflection 0.0826" 0.2760" L/999+ 12.85' Even Spans L Control: Shear DOLs: Live=100% Snow=115% Roof=125% Wind=160% Design assumes a repetitive member use increase in bending stress: 4 % CS Beam 4.11.26.1kmBeamEngine 4.12.5.1 Materials Database 1518 7D 22705 JVC - Level 8 LOT A 17 VILLAGE HILL 4- 8-15 1:41pm 1 of 1 All product names are trademarks of their respective owners Copyright (C) 2015 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. Ian G Bell Seven D Wholesale 145 Dividend Rd Rocky Hill, CT 1-800-800-6894 Member Data Description: B5 Member Type: Beam Application: FloorComments: FF B2-2 Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 8.3 PLF Filename: B5_08.kyb Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 1' 8.00" 35 176 LiveReplacement Uniform (PLF) Top 1' 8.00" 10' 4.00" 35 95 Live Replacement Uniform (PLF) Top 10' 4.00" 12' 0.00" 35 176 Live 1 2 3 4 1 8 0 8 8 0 1 8 0 12 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF #1/#2 2x or 4x End-Grain (1150psi) 5.500" 1.500" -- -499# 2 1' 8.000" Wall SPF #1/#2 2x or 4x End-Grain (1150psi) 3.000" 1.500" 1358# -- 3 10' 4.000" Wall SPF #1/#2 2x or 4x End-Grain (1150psi) 3.000" 1.500" 1358# -- 4 12' 0.000" Wall SPF #1/#2 2x or 4x End-Grain (1150psi) 5.500" 1.500" -- -499# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead1 -155# -343#2 331# 1028#3 331# 1028#4 -155# -343# Design spans1' 3.375" 8' 8.000" 1' 3.375" Product: 2.0 RigidLam LVL 1-3/4 x 9-1/2 2 ply PASSES DESIGN CHECKS Connect members with 2 rows of 16d common nails at 12.0" oc Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord.Review gravity uplift reaction force of 499lbs at bearing 1 and ensure that the structure can resist appropriately. Review gravity uplift reaction force of 499lbs at bearing 4 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location LoadingPositive Moment 507.# 14003.# 3% 6' Even Spans D+L Negative Moment 793.# 14003.# 5% 1.67' Adjacent 1 D+L Negative Unbrcd 793.# 14003.# 5% 1.67' Adjacent 1 D+LShear 490.# 6428.# 7% 1.68' Adjacent 1 D+L Max. Reaction 1358.# 8859.# 15% 10.33' Adjacent 2 D+L TL Deflection 0.0094" 0.4333" L/999+ 6' Even Spans D+LLL Deflection 0.0024" 0.2889" L/999+ 6' Even Spans L Control: Max. Reaction DOLs: Live=100% Snow=115% Roof=125% Wind=160% CS Beam 4.11.26.1kmBeamEngine 4.12.5.1 Materials Database 1518 7D 22705 JVC - Level 8 LOT A 17 VILLAGE HILL 4- 8-15 1:40pm 1 of 1 All product names are trademarks of their respective owners Copyright (C) 2015 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. Ian G Bell Seven D Wholesale 145 Dividend Rd Rocky Hill, CT 1-800-800-6894 Member Data Description: G6 Member Type: Girder Application: FloorComments: FF G1-2 Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 10.4 PLF Filename: G6_08.kyb Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 12' 0.00" 27 10 LiveReplacement Uniform (PLF) Top 0' 0.00" 12' 0.00" 27 10 Live Replacement Uniform (PLF) Top 0' 0.00" 12' 0.00" 107 284 Live Point (LBS) Top 0' 4.63" 0 62 LivePoint (LBS) Top 11' 7.38" 0 62 Live 1 2 12 0 0 12 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift1 0' 0.000" Wall SPF #1/#2 2x or 4x End-Grain (1150psi) 5.500" 1.500" 2725# -- 2 12' 0.000" Wall SPF #1/#2 2x or 4x End-Grain (1150psi) 5.500" 1.500" 2725# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead1 898# 1826#2 898# 1826# Design spans 11' 2.750" Product: 2.0 RigidLam LVL 1-3/4 x 11-7/8 2 ply PASSES DESIGN CHECKS Connect members with 2 rows of 16d common nails at 12.0" oc NOTE: Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 7474.# 21278.# 35% 6' Total Load D+L Shear 2193.# 8035.# 27% 0.4' Total Load D+LMax. Reaction 2662.# 14438.# 18% 0' Total Load D+L TL Deflection 0.1737" 0.5615" L/775 6' Total Load D+LLL Deflection 0.0586" 0.3743" L/999+ 6' Total Load L Control: Positive Moment 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 Beam 4.11.26.1kmBeamEngine 4.12.5.1 Materials Database 1518 7D 22705 JVC - Level 8 LOT A 17 VILLAGE HILL 4- 8-15 1:33pm 1 of 1 All product names are trademarks of their respective owners Copyright (C) 2015 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. Ian G Bell Seven D Wholesale 145 Dividend Rd Rocky Hill, CT 1-800-800-6894 Member Data Description: A4 Member Type: Joist Application: FloorFF J-1 Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/360 total Dead Load: 15 PSF Deck Connection: Glued & Nailed Filename: A4_08.kyb Other Loads Type (Description) Side Begin End Other Start End Dead Start End Category Point (PLF) Top 0' 4.63" 550 657 LivePoint (PLF) Top 0' 4.63" 440 0 Snow Point (PLF) Top 21' 7.38" 440 81 Snow Point (PLF) Top 21' 7.38" 550 576 Live 1 2 22 0 0 22 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate (425psi) 5.500" 1.750" 2503# -- 2 22' 0.000" Wall SPF Plate (425psi) 5.500" 1.750" 2503# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 1299#(975plf) 587#(440plf) 1088#(816plf) 2 1299#(975plf) 587#(440plf) 1088#(816plf) Design spans 21' 2.750" Product: 11 7/8" RFPI-80S 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. No lateral bracing required along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location LoadingPositive Moment 4131.# 6970.# 59% 11' Total Load D+L Shear 778.# 1590.# 48% 0' Total Load D+L End Reaction 778.# 1550.# 50% 22' Total Load D+LTL Deflection 0.5970" 0.7076" L/426 11' Total Load D+L LL Deflection 0.4342" 0.5307" L/586 11' Total Load L Control: TL Deflection 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 Beam 4.11.26.1kmBeamEngine 4.12.5.1 Materials Database 1518 7D 22705 JVC - Level 8 LOT A 17 VILLAGE HILL 4- 8-15 1:36pm 1 of 1 All product names are trademarks of their respective owners Copyright (C) 2015 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. Ian G Bell Seven D Wholesale 145 Dividend Rd Rocky Hill, CT 1-800-800-6894 Member Data Description: A7 Member Type: Joist Application: FloorComments: FF J-2 Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/360 total Dead Load: 15 PSF Deck Connection: Glued & Nailed Filename: A7_08.kyb Other Loads Type (Description) Side Begin End Other Start End Dead Start End Category Point (PLF) Top 0' 4.63" 0 81 LivePoint (PLF) Top 23' 7.38" 550 657 Live Point (PLF) Top 23' 7.38" 440 0 Snow 1 2 3 19 11 12 4 0 4 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) 5.500" 1.750" 675# -- 2 19' 11.750" Wall LVL/PSL(DF/SP) Plate (500psi) 5.250" 3.500" 1826# -- 3 24' 0.000" Wall SPF Plate (425psi) 5.500" 1.750" 1748# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 412#(309plf) 0#(0plf) 262#(197plf) 2 1328#(996plf) 0#(0plf) 498#(373plf)3 139#(105plf) 587#(440plf) 688#(516plf) Design spans 19' 7.125" 3' 7.625" Product: 11 7/8" RFPI-60S 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. No lateral bracing required along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location LoadingPositive Moment 2189.# 4900.# 44% 8.22' Odd Spans D+L Negative Moment 2987.# 4900.# 60% 19.98' Total Load D+LNegative Unbrcd 2987.# 4900.# 60% 19.98' Total Load D+L Shear 955.# 1420.# 67% 19.98' Total Load D+L End Reaction 567.# 1420.# 39% 0' Odd Spans D+LInt. Reaction 1826.# 2660.# 68% 19.98' Total Load D+L TL Deflection 0.2866" 0.6531" L/820 9.2' Odd Spans D+L LL Deflection 0.2088" 0.4898" L/999+ 9.2' 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 Beam 4.11.26.1kmBeamEngine 4.12.5.1 Materials Database 1518 7D 22705 JVC - Level 8 LOT A 17 VILLAGE HILL 4- 8-15 1:35pm 1 of 1 All product names are trademarks of their respective owners Copyright (C) 2015 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. Ian G Bell Seven D Wholesale 145 Dividend Rd Rocky Hill, CT 1-800-800-6894 Member Data Description: A6 Member Type: Joist Application: FloorComments: FF J-3 Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/360 total Dead Load: 15 PSF Deck Connection: Glued & Nailed Filename: A6_08.kyb Other Loads Type (Description) Side Begin End Other Start End Dead Start End Category Point (PLF) Top 0' 4.63" 0 81 Live 1 2 20 2 6 20 2 6 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate (425psi) 5.500" 1.750" 821# -- 2 20' 2.375" Wall SPF Plate (425psi) 5.250" 1.750" 713# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 519#(389plf) 302#(227plf) 2 519#(389plf) 194#(146plf) Design spans 19' 5.375" Product: 11 7/8" RFPI-60S 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. No lateral bracing required along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location LoadingPositive Moment 3467.# 4900.# 70% 10.11' Total Load D+L Shear 713.# 1420.# 50% 0' Total Load D+L End Reaction 713.# 1420.# 50% 0' Total Load D+LTL Deflection 0.5539" 0.6483" L/421 10.11' Total Load D+L LL Deflection 0.4029" 0.4862" L/579 10.11' Total Load L Control: TL Deflection 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 Beam 4.11.26.1kmBeamEngine 4.12.5.1 Materials Database 1518 7D 22705 JVC - Level 10 LOT A 17 VILLAGE HILL 4- 8-15 1:29pm 1 of 1 All product names are trademarks of their respective owners Copyright (C) 2015 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. Ian G Bell Seven D Wholesale 145 Dividend Rd Rocky Hill, CT 1-800-800-6894 Member Data Description: B5 Member Type: Beam Application: FloorComments: SF B1-4 Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 20.8 PLF Filename: B5_10.kyb Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 13' 0.00" -53 -20 LiveReplacement Uniform (PLF) Top 0' 0.00" 13' 0.00" 9 3 Live Replacement Uniform (PLF) Top 0' 0.00" 13' 0.00" 27 10 Live Replacement Uniform (PLF) Top 0' 0.00" 13' 0.00" 40 20 LiveReplacement Uniform (PLF) Top 0' 0.00" 13' 0.00" 71 189 Live Point (LBS) Top 12' 9.25" 0 99 Live Point (LBS) Top 12' 9.25" 639 0 SnowPoint (LBS) Top 12' 9.25" 270 455 Live Point (LBS) Top 12' 9.38" 4419 0 SnowPoint (LBS) Top 12' 9.38" 4628 5442 Live 1 2 15 0 0 15 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF #1/#2 2x or 4x End-Grain (1150psi) 5.500" 1.500" 4222# -365# 2 15' 0.000" Wall SPF #1/#2 2x or 4x End-Grain (1150psi) 5.500" 2.617" 13738# -260# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead1 1661# 652# 2486#2 5088# 4406# 6617# Design spans 14' 2.750" Product: 2.0 RigidLam LVL 1-3/4 x 11-7/8 4 ply PASSES DESIGN CHECKS Connect members with 2 rows of Simpson SDS 1/4x6 at 24.0" oc, from each side NOTE: Consult Simpson fastener pattern documentation for details Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord.Review gravity uplift reaction force of 366lbs at bearing 1 and ensure that the structure can resist appropriately. Review gravity uplift reaction force of 261lbs at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location LoadingPositive Moment 22036.# 44258.# 49% 11.06' Total Load D+L Negative Moment 1279.# 44258.# 2% 7.5' Total Load D+L Negative Unbrcd 1279.# 44258.# 2% 7.5' Total Load D+LShear 13717.# 18481.# 74% 13.9' Total Load D+0.75(L+S) Max. Reaction 13738.# 28875.# 47% 15' Total Load D+0.75(L+S) TL Deflection 0.4361" 0.7115" L/391 8.21' Total Load D+0.75(L+S)LL Deflection 0.2028" 0.4743" L/841 8.21' Total Load 0.75(L+S) Control: Shear DOLs: Live=100% Snow=115% Roof=125% Wind=160% Design assumes a repetitive member use increase in bending stress: 4 % CS Beam 4.11.26.1kmBeamEngine 4.12.5.1 Materials Database 1518 7D 22705 JVC - Level 10 LOT A 17 VILLAGE HILL 4- 8-15 1:09pm 1 of 1 All product names are trademarks of their respective owners Copyright (C) 2015 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. Ian G Bell Seven D Wholesale 145 Dividend Rd Rocky Hill, CT 1-800-800-6894 Member Data Description: G4 Member Type: Girder Application: FloorComments: SF G1-3 Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 21.0 PLF Filename: G4_10.kyb Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 11' 3.00" 520 0 SnowReplacement Uniform (PLF) Top 0' 0.00" 11' 3.00" 490 586 Live Replacement Uniform (PLF) Top 11' 3.00" 17' 0.00" 520 0 Snow Replacement Uniform (PLF) Top 11' 3.00" 17' 0.00" 550 616 LivePoint (LBS) Top 11' 3.00" 271 303 Live 1 2 17 0 0 17 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift1 0' 0.000" Wall SPF #1/#2 2x or 4x End-Grain (1150psi) 5.500" 2.848" 11212# -- 2 17' 0.000" Wall Steel 7.000" 2.960" 11656# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead1 4082# 4187# 5010#2 4390# 4187# 5223# Design spans 16' 1.250" Product: 2.0 RigidLam LVL 1-3/4 x 16 3 ply PASSES DESIGN CHECKS Connect members with 2 rows of Simpson SDS 1/4x4-1/2 at 24.0" oc, from each side NOTE: Consult Simpson fastener pattern documentation for details Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 46064.# 66764.# 68% 8.44' Total Load D+0.75(L+S) Shear 9736.# 18676.# 52% 15.68' Total Load D+0.75(L+S)Max. Reaction 11212.# 21656.# 51% 0' Total Load D+0.75(L+S) TL Deflection 0.6013" 0.8052" L/321 8.44' Total Load D+0.75(L+S)LL Deflection 0.3314" 0.5368" L/583 8.44' Total Load 0.75(L+S) Control: TL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% Design assumes a repetitive member use increase in bending stress: 4 % CS Beam 4.11.26.1kmBeamEngine 4.12.5.1 Materials Database 1518 7D 22705 JVC - Level 10 LOT A 17 VILLAGE HILL 4- 8-15 1:05pm 1 of 2 All product names are trademarks of their respective owners Copyright (C) 2015 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. Ian G Bell Seven D Wholesale 145 Dividend Rd Rocky Hill, CT 1-800-800-6894 Member Data Description: G2 Member Type: Girder Application: FloorComments: SF G2-4 Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 20.8 PLF Filename: G2_10.kyb Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 17' 11.75" 27 10 LiveReplacement Uniform (PLF) Top 0' 0.00" 22' 0.00" -53 -20 Live Replacement Uniform (PLF) Top 0' 0.00" 22' 0.00" 27 10 Live Replacement Uniform (PLF) Top 0' 0.00" 22' 0.00" 40 20 LiveReplacement Uniform (PLF) Top 17' 11.75" 22' 0.00" 9 3 Live Point (LBS) Top 0' 5.25" 0 162 Live Point (LBS) Top 0' 5.25" 1040 0 SnowPoint (LBS) Top 0' 5.25" 440 740 Live Point (LBS) Top 17' 11.75" 1480 817 LivePoint (LBS) Top 21' 7.38" 440 0 Snow Point (LBS) Top 21' 7.38" 220 411 Live 1 2 22 0 0 22 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift1 0' 0.000" Girder Steel N/A N/A 3723# -- 2 22' 0.000" Wall Steel 5.500" 1.500" 4086# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 1677# 1040# 1685#2 2376# 440# 1710# Design spans21' 2.125" Product: 2.0 RigidLam LVL 1-3/4 x 11-7/8 4 ply PASSES DESIGN CHECKS Connect members with 2 rows of Simpson SDS 1/4x6 at 24.0" oc, from each side NOTE: Consult Simpson fastener pattern documentation for details NOTE: Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location LoadingPositive Moment 13215.# 44258.# 29% 13.14' Total Load D+L Negative Moment 2939.# 44258.# 6% 11.03' Total Load D+L Negative Unbrcd 2939.# 44258.# 6% 11.03' Total Load D+LShear 3327.# 16071.# 20% 21.39' Total Load D+L Max. Reaction 3455.# 28875.# 11% 22' Total Load D+L TL Deflection 0.5523" 1.0589" L/460 11.03' Total Load D+LLL Deflection 0.3415" 0.7059" L/744 11.03' Total Load L CS Beam 4.11.26.1kmBeamEngine 4.12.5.1 Materials Database 1518 7D 22705 JVC - Level 10 LOT A 17 VILLAGE HILL 4- 8-15 1:05pm 2 of 2 All product names are trademarks of their respective owners Copyright (C) 2015 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. Ian G Bell Seven D Wholesale 145 Dividend Rd Rocky Hill, CT 1-800-800-6894 Control: TL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% Design assumes a repetitive member use increase in bending stress: 4 % Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. CS Beam 4.11.26.1kmBeamEngine 4.12.5.1 Materials Database 1518 7D 22705 JVC - Level 10 LOT A 17 VILLAGE HILL 4- 8-15 12:10pm 1 of 1 All product names are trademarks of their respective owners Copyright (C) 2015 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. Ian G Bell Seven D Wholesale 145 Dividend Rd Rocky Hill, CT 1-800-800-6894 Member Data Description: A3 Member Type: Joist Application: FloorComments: SF J-1 Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/360 total Dead Load: 15 PSF Deck Connection: Glued & Nailed Filename: A3_10.kyb Other Loads Type (Description) Side Begin End Other Start End Dead Start End Category Replacement Uniform (PSF) Top 0' 0.00" 22' 0.00" 30 15 LivePoint (PLF) Top 21' 7.38" 0 81 Live Point (PLF) Top 21' 7.38" 220 330 Live Point (PLF) Top 21' 7.38" 440 0 SnowPoint (PLF) Top 0' 4.63" 220 411 Live Point (PLF) Top 0' 4.63" 440 0 Snow 1 2 22 0 0 22 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate (425psi) 5.500" 1.750" 1739# -- 2 22' 0.000" Wall SPF Plate (425psi) 5.500" 1.750" 1739# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 718#(538plf) 587#(440plf) 760#(570plf) 2 718#(538plf) 587#(440plf) 760#(570plf) Design spans 21' 2.750" Product: 11 7/8" RFPI-60S 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. No lateral bracing required along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3380.# 4900.# 68% 11' Total Load D+LShear 637.# 1420.# 44% 0' Total Load D+L End Reaction 637.# 1420.# 44% 0' Total Load D+LTL Deflection 0.6334" 0.7076" L/402 11' Total Load D+L LL Deflection 0.4223" 0.5307" L/603 11' Total Load L Control: TL Deflection 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