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994 florence rd 2019-04-23CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 KaindlMattL994FloranceRd - Lev 3-22-18 11:43am 1 of 1 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: CalcB10 Member Type: Beam Application: Floor Comments: Garage beam Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous 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: 24.3 PLF Filename: C:\KMW\JOBS\ Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 3' 0.00" 129 70 Live Replacement Uniform (PLF) Top 0' 0.00" 22' 5.50" 85 50 Live Replacement Uniform (PLF) Top 3' 0.00" 19' 0.00" 129 70 Live Replacement Uniform (PLF) Top 19' 0.00" 22' 5.50" 129 70 Live 1 2 22 5 8 22 5 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 3886# -- 2 22' 5.500" Wall N/A N/A 1.500" 3886# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 2321# 1565# 2 2321# 1565# Design spans 21' 8.250" Product: 1-3/4x16 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 21070.'# 58288.'# 36% 11.23' Total Load D+L Shear 3408.# 15960.# 21% 0.4' Total Load D+L TL Deflection 0.4977" 1.0844" L/522 11.23' Total Load D+L LL Deflection 0.2973" 0.7229" L/875 11.23' Total Load L Control: TL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% Design assumes a repetitive member use increase in bending stress: 4 % Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 KaindlMattL994FloranceRd - Lev 3-22-18 11:43am 1 of 1 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: CalcB2 Member Type: Beam Application: Floor Comments:Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous 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: 21.3 PLF Filename: C:\KMW\JOBS\ Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 16' 3.00" 97 229 Live Replacement Uniform (PLF) Top 0' 0.00" 16' 3.00" 455 0 Snow 1 2 16 3 0 16 3 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 5694# -- 2 16' 3.000" Wall N/A N/A 1.500" 5694# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 784# 3673# 2021# 2 784# 3673# 2021# Design spans 16' 1.750" Product: 1-3/4x14 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 22985.'# 52088.'# 44% 8.12' Total Load D+S Shear 4872.# 16060.# 30% 0.06' Total Load D+S TL Deflection 0.4492" 0.8073" L/431 8.12' Total Load D+S LL Deflection 0.2898" 0.5382" L/668 8.12' Total Load S Control: TL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% Design assumes a repetitive member use increase in bending stress: 4 % Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 KaindlMattL994FloranceRd - Lev 3-22-18 11:37am 1 of 2 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: CalcB7 Member Type: Beam Application: Floor Comments:Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous 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: 9.6 PLF Filename: C:\KMW\JOBS\ Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 3' 3.00" 230 58 Live Replacement Uniform (PLF) Top 0' 0.00" 5' 2.00" 290 73 Live Replacement Uniform (PLF) Top 3' 3.00" 5' 2.00" 151 38 Live Replacement Uniform (PLF) Top 5' 2.00" 6' 10.00" 581 249 Live Replacement Uniform (PLF) Top 5' 2.00" 13' 3.00" 442 214 Live Replacement Uniform (PLF) Top 6' 10.00" 11' 10.00" -9 0 Snow Replacement Uniform (PLF) Top 6' 10.00" 11' 10.00" 581 234 Live Replacement Uniform (PLF) Top 11' 10.00" 13' 3.00" 581 249 Live Replacement Uniform (PLF) Top 13' 3.00" 14' 2.00" 561 244 Live Replacement Uniform (PLF) Top 13' 3.00" 14' 2.00" 621 259 Live Replacement Uniform (PLF) Top 14' 2.00" 15' 11.75" 601 244 Live Replacement Uniform (PLF) Top 14' 2.00" 15' 11.75" 661 259 Live Replacement Uniform (PLF) Top 15' 11.75" 18' 4.75" 490 151 Live Replacement Uniform (PLF) Top 15' 11.75" 18' 4.75" 550 166 Live Point (LBS) Top 0' 4.63" 1786 915 Live Point (LBS) Top 3' 1.50" 268 172 Live Point (LBS) Top 5' 2.00" 1746 928 Live Point (LBS) Top 6' 11.50" 0 88 Live Point (LBS) Top 11' 8.50" 0 88 Live Point (LBS) Top 13' 4.50" 535 345 Live Point (LBS) Top 15' 11.75" 409 266 Live Point (LBS) Top 18' 0.13" 993 627 Live Point (LBS) Top 18' 0.13" 1584 1360 Live 1 2 3 4 6 2 0 6 0 0 6 2 12 18 4 12 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.853" 4863# -- 2 6' 2.000" Wall N/A N/A 4.086" 10725# -- 3 12' 2.000" Wall N/A N/A 4.614" 12112# -- 4 18' 4.750" Wall N/A N/A 3.376" 8862# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 3511# 3# 1352# 2 7596# -22# 3129# 3 8436# -24# 3676# 4 5789# 3# 3074# Design spans 5' 9.375" 6' 0.000" 5' 10.125" Product: 1-3/4x9-1/2 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 KaindlMattL994FloranceRd - Lev 3-22-18 11:37am 2 of 2 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. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 6102.'# 13958.'# 43% 15.38' Odd Spans D+L Negative Moment 6904.'# 13958.'# 49% 12.17' Adjacent 2 D+L Shear 5642.# 6317.# 89% 12.18' Adjacent 2 D+L TL Deflection 0.0680" 0.2922" L/999+ 15.38' Odd Spans D+L LL Deflection 0.0521" 0.1948" L/999+ 15.09' Odd Spans L Control: Shear DOLs: Live=100% Snow=115% Roof=125% Wind=160% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 KaindlMattL994FloranceRd - Lev 3-22-18 11:41am 1 of 2 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: CalcG8 Member Type: Girder Application: Floor Comments:Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous 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: 5.6 PLF Filename: C:\KMW\JOBS\ Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 2' 4.00" 222 69 Live Replacement Uniform (PLF) Top 0' 0.00" 8' 6.00" 27 7 Live Replacement Uniform (PLF) Top 2' 4.00" 8' 6.00" 222 69 Live 1 2 8 6 0 8 6 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 1343# -- 2 8' 6.000" Wall N/A N/A 1.500" 1343# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 1012# 332# 2 1012# 332# Design spans 8' 1.750" Product: Spruce-Pine-Fir #2 2 x 10 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2735.'# 3431.'# 79% 4.25' Total Load D+L Shear 1089.# 2498.# 43% 0.19' Total Load D+L LL Deflection 0.0888" 0.2715" L/999+ 4.25' Total Load L TL Deflection 0.1179" 0.4073" L/828 4.25' Total Load D+L Control: Positive Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% This member has been designed in accordance with NDS 2005 CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 KaindlMattL994FloranceRd - Lev 3-22-18 11:41am 2 of 2 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: CalcG12 Member Type: Girder Application: Floor Comments:Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous 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: 18.8 PLF Filename: C:\KMW\JOBS\ Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 12' 4.00" -53 -13 Live Replacement Uniform (PLF) Top 0' 0.00" 12' 4.00" 40 13 Live Replacement Uniform (PLF) Top 0' 0.00" 12' 4.00" 222 187 Live Replacement Uniform (PLF) Top 0' 0.00" 13' 11.75" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 13' 11.75" 27 7 Live Point (LBS) Top 0' 4.63" 143 36 Live Point (LBS) Top 0' 4.63" 318 420 Snow Point (LBS) Top 12' 4.00" 409 266 Live 1 2 13 11 12 13 11 12 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 4296# -- 2 13' 11.750" Wall N/A N/A 1.500" 3639# -228# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 2275# 318# 2022# 2 2119# 0# 1520# Design spans 13' 4.500" Product: 1-3/4x9-1/4 VERSA-LAM 2.0 3100 SP 4 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 12486.'# 27606.'# 45% 7.07' Total Load D+L Negative Moment 1034.'# 27606.'# 3% 7.07' Total Load D+L Shear 3573.# 12302.# 29% 13.09' Total Load D+L TL Deflection 0.4369" 0.6687" L/367 7.07' Total Load D+L LL Deflection 0.2522" 0.4458" L/636 7.07' Total Load L Control: TL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% Design assumes a repetitive member use increase in bending stress: 4 % Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Sum vertical load capacities994 Florance rd N/A N/A FINAL DESCRIPTION: 03/16/18 N/A N/A DATE:ISSUE: N/A N/A FINAL foundation LAYOUT SHEET NUMBER: 1NOTES:Scale: 1/4" = 1'rk Miles Inc.21 West St.West Hatfield Ma.Kaindl/Lot 1 JOB: Kaindl DESIGNED BY: Doug Hodgins SHIPPING INFORMATION:vertical load capacity.See Boise literature for joistSee Boise literature for joist blockingbirdsmouth cut in bottom D2X2N2X1ST FLOOR FRAMING PLAN2XPRELIMINARY PLAN, NOT FOR CONSTRUCTION R ------- Floor Framing Material ------- Type Qty. Product Length ------ ---- ------- ------ J1 4 Spruce-Pine-Fir #2 2 x 10 18' 0" J2 9 v v 16' 0" R1 2 v v 16' 0" J3 19 v v 14' 0" R2 6 v v 14' 0" J4 6 v v 12' 0" R3 2 v v 12' 0" R4 1 v v 10' 0" J5 8 v v 8' 0" R5 2 v v 7' 0" R6 2 v v 5' 0" R7 1 v v 4' 0" R8 1 v v 3' 0" R9 1 v v 2' 0" J6 1 v v 1' 0" Total length: 802' 0" ------- Beam & Ledger Material ------- Type Qty. Product Length ------ ---- ------- ------ B7 2 1-3/4x9-1/2 VERSA-LAM 2.0 3100 20' 0" Total length: 40' 0" B8 3 Spruce-Pine-Fir #2 2 x 10 26' 0" G1 2 v v 5' 0" G2 2 v v 10' 0" G3 1 v v 18' 0" G4 2 v v 18' 0" G5 3 v v 12' 0" G6 3 v v 12' 0" Total length: 234' 0" ------- Post Material ------- Type Qty. Product Length ------ ---- ------- ------ P1 5 Column by others 8' 1-1/8" Total length: 40' 5-5/8" ------- Miscellaneous Materials ------- Type Qty. Product Length ------ ---- ------- ------ XXX (R/L) Spruce-Pine-Fir #2 2 x 10 18' 0" XXX (R/L) v v 2' 0" Total length: 20' 0"All product names are trademarks of their respective owners SO BU HROOVITITHUHHLS 23RThis layout has been created using the information from the plan provided, and/or verbal informationfrom the general contractor. r.k Miles assumes no responsibility for this layout ifaltered during construction or any of the structural members shown are not supplied by r.k. MilesIt is the responsibility of the building contractor / owner to install and / or oversee the installationof all the engineered wood components to assure compliance with the manufacturers specifications.If anychanges are made to this project after the completion of our layout contact RK Miles immediately DESIGN ASSUMPTIONS ==================== Loads: T/C Live: 40 psf B/C Live: 0 psf T/C Dead: 10 psf B/C Dead: 0 psf Load Case: Live Deflection Criteria: L/360 Live L/240 Total Building Code: IBC/IRC (Allowable Stress De Design assumes continuous lateral bracing for both edges. ------------- Connector List -------------ID# Qty Model Number Note Carrying mbr fasteners (top/face) Carried mbr fasteners (hip/jack) Skew Slope Top Detail----------------------------------------------------------------------------------------------------------------------------------------------------------------------------H1 2 LUS28-2 6 16d 3 16d C15076A.pdfH2 11 LUS28 6 10d 3 10d C15076A.pdfH3 1 HHUS410 30 10d 10 10d C15146X.pdf----------------------------------------------------------------------------------------------------------------------------------------------------------------------------13034lbs5028lbs5329lbs10949lbs12322lbsR9R8R7R6R6R5R5R4R3R3R2R2R2R2R2R2R1R1J616" ocJ516" ocJ4 16" oc J416" ocJ316" ocJ216" ocJ216" ocJ116" ocB83 plyB72 plyG63 plyG53 plyG42 plyG31 plyG22 plyG12 plyH3H1H1H2H22 PER CORNERSIMPSON STHD STRAP TIES EMBEDDED INTO POUR26' 0"22' 0"4' 0"24' 0"6' 0"5' 0"22' 0"12' 0"14' 0"2' 0"7' 0"32' 0" CONTINUOUS HEADER FOR PORTAL FRAMESum vertical load capacities994 Florance rd N/A N/A FINAL DESCRIPTION: 03/16/18 N/A N/A DATE:ISSUE: N/A N/A FINAL 1st walls LAYOUT SHEET NUMBER: 1NOTES:Scale: 1/4" = 1'rk Miles Inc.21 West St.West Hatfield Ma.Kaindl/Lot 1 JOB: Kaindl DESIGNED BY: Doug Hodgins SHIPPING INFORMATION:vertical load capacity.See Boise literature for joistSee Boise literature for joist blockingbirdsmouth cut in bottom D2X2ND FLOOR FRAMING PLAN2X1S2XPRELIMINARY PLAN, NOT FOR CONSTRUCTION R ------- Floor Framing Material ------- Type Qty. Product Length ------ ---- ------- ------ J1 13 Spruce-Pine-Fir #2 2 x 10 16' 0" R1 5 v v 16' 0" J2 35 v v 14' 0" R2 4 v v 14' 0" R3 2 v v 12' 0" J3 6 v v 12' 0" J4 17 v v 10' 0" R4 3 v v 10' 0" J5 8 v v 8' 0" R5 2 v v 8' 0" R6 2 v v 7' 0" R7 2 v v 6' 0" R8 3 v v 5' 0" R9 4 v v 4' 0" R10 1 v v 3' 0" R11 1 v v 2' 0" J6 1 v v 1' 0" Total length: 1273' 0" ------- Beam & Ledger Material ------- Type Qty. Product Length ------ ---- ------- ------ B4 2 Spruce-Pine-Fir #2 2 x 10 12' 0" B5 2 v v 6' 0" B6 2 v v 6' 0" Total length: 48' 0" B10 3 1-3/4x16 VERSA-LAM 2.0 3100 SP 24' 0" Total length: 72' 0" G7 2 Spruce-Pine-Fir #2 2 x 10 10' 0" G8 2 v v 10' 0" G9 2 v v 4' 0" G11 2 v v 5' 0" Total length: 58' 0" G12 4 1-3/4x9-1/4 VERSA-LAM 2.0 3100 14' 0" Total length: 56' 0" G15 3 Spruce-Pine-Fir #2 2 x 10 12' 0" G16 3 v v 12' 0" G17 2 v v 6' 0" Total length: 84' 0" ------- Header Material ------- Type Qty. Product Length ------ ---- ------- ------ B1 3 Spruce-Pine-Fir #2 2 x 10 10' 0" Total length: 30' 0" B2 3 1-3/4x14 VERSA-LAM 2.0 3100 SP 18' 0" Total length: 54' 0" B3 2 Spruce-Pine-Fir #2 2 x 10 7' 0" Total length: 14' 0" ------- Post Material ------- Type Qty. Product Length ------ ---- ------- ------ P1 2 Column by others 8' 1-1/8" Total length: 16' 2-1/4" ------- Miscellaneous Materials ------- Type Qty. Product Length ------ ---- ------- ------ XXX (R/L) Spruce-Pine-Fir #2 2 x 10 32' 0" Total length: 32' 0"All product names are trademarks of their respective owners SO BU HROOVITITHUHHLS 23RThis layout has been created using the information from the plan provided, and/or verbal informationfrom the general contractor. r.k Miles assumes no responsibility for this layout ifaltered during construction or any of the structural members shown are not supplied by r.k. MilesIt is the responsibility of the building contractor / owner to install and / or oversee the installationof all the engineered wood components to assure compliance with the manufacturers specifications.If anychanges are made to this project after the completion of our layout contact RK Miles immediately DESIGN ASSUMPTIONS ==================== Loads: T/C Live: 40 psf B/C Live: 0 psf T/C Dead: 10 psf B/C Dead: 0 psf Load Case: Live Deflection Criteria: L/360 Live L/240 Total Building Code: IBC/IRC (Allowable Stress De Design assumes continuous lateral bracing for both edges. ------------- Connector List -------------ID# Qty Model Number Note Carrying mbr fasteners (top/face) Carried mbr fasteners (hip/jack) Skew Slope Top Detail----------------------------------------------------------------------------------------------------------------------------------------------------------------------------H1 1 LUS28-3 6 10d 4 10dH2 2 LUS28-2 6 16d 3 16dH3 29 LUS28 6 10d 3 10d----------------------------------------------------------------------------------------------------------------------------------------------------------------------------1261lbs1261lbsR11R10R9R9R9R9R8R8R8R7R7R6R6R5R5R4R4R4R3R3R2R2R2R2R1R1R1R1R1J616" ocJ516" ocJ416" ocJ316" ocJ3 16" oc J216" ocJ216" ocJ1 16" oc P1P1B32 plyB23 plyB13 plyB62 plyB52 plyB42 plyB103 plyG172 plyG163 plyG153 plyG124 plyG112 plyG92 plyG82 plyG72 plyH2H2H1H3H3H3H3H3H3 Sum vertical load capacities994 Florance rd N/A N/A FINAL DESCRIPTION: 03/16/18 N/A N/A DATE:ISSUE: N/A N/A FINAL 2nd walls LAYOUT SHEET NUMBER: 1NOTES:Scale: 1/4" = 1'rk Miles Inc.21 West St.West Hatfield Ma.Kaindl/Lot 1 JOB: Kaindl DESIGNED BY: Doug Hodgins SHIPPING INFORMATION:vertical load capacity.See Boise literature for joistSee Boise literature for joist blockingbirdsmouth cut in bottom D2X2N2X1SPRELIMINARY PLAN, NOT FOR CONSTRUCTION ROOF FRAMING PLAN ------- Floor Framing Material ------- Type Qty. Product Length ------ ---- ------- ------ J1 23 Spruce-Pine-Fir #2 2 x 8 16' 0" R1 6 v v 16' 0" R2 2 v v 14' 0" J2 26 v v 12' 0" R3 2 v v 10' 0" R4 2 v v 2' 0" J3 1 v v 1' 0" Total length: 829' 0" R5 1 Spruce-Pine-Fir #2 2 x 6 14' 0" Total length: 14' 0" ------- Roof Framing Material ------- Type Qty. Product Length ------ ---- ------- ------ R6 8 Spruce-Pine-Fir #2 2 x 6 7' 0" Total length: 56' 0" ------- Beam & Ledger Material ------- Type Qty. Product Length ------ ---- ------- ------ G1 2 Spruce-Pine-Fir #2 2 x 8 5' 0" Total length: 10' 0" ------- Miscellaneous Materials ------- Type Qty. Product Length ------ ---- ------- ------ XXX (R/L) Spruce-Pine-Fir #2 2 x 8 26' 0" Total length: 26' 0" XXX (R/L) Spruce-Pine-Fir #2 2 x 6 12' 0" Total length: 12' 0"All product names are trademarks of their respective owners SO CEILING FRAMING PLANBU HROOVITITHUHHLS 23RThis layout has been created using the information from the plan provided, and/or verbal informationfrom the general contractor. r.k Miles assumes no responsibility for this layout ifaltered during construction or any of the structural members shown are not supplied by r.k. MilesIt is the responsibility of the building contractor / owner to install and / or oversee the installationof all the engineered wood components to assure compliance with the manufacturers specifications.If anychanges are made to this project after the completion of our layout contact RK Miles immediatelyR5R4R4R3R3R2R2R1R1R1R1R1R1J316" ocJ2 16" ocJ116" ocR6G12 plyH1H2H220LB LIGHT STORAGE AREA2X10 RAFTERS 16” O/C Sum vertical load capacities994 Florance rd N/A N/A FINAL DESCRIPTION: 03/09/18 N/A N/A DATE:ISSUE: N/A N/A FINAL upper roof LAYOUT SHEET NUMBER: 1NOTES:Scale: 1/4" = 1'rk Miles Inc.21 West St.West Hatfield Ma.Kaindl/Lot 1 JOB: Kaindl DESIGNED BY: Doug Hodgins SHIPPING INFORMATION:vertical load capacity.See Boise literature for joistSee Boise literature for joist blockingbirdsmouth cut in bottom D2X2N2X1S2X10 RAFTERS 16” O/C ROOF FRAMING PLANAll product names are trademarks of their respective owners SO BU HROOVITITHUHHLS 23RThis layout has been created using the information from the plan provided, and/or verbal informationfrom the general contractor. r.k Miles assumes no responsibility for this layout ifaltered during construction or any of the structural members shown are not supplied by r.k. MilesIt is the responsibility of the building contractor / owner to install and / or oversee the installationof all the engineered wood components to assure compliance with the manufacturers specifications.If anychanges are made to this project after the completion of our layout contact RK Miles immediately DESIGN ASSUMPTIONS ==================== Loads: T/C Live: 35 psf B/C Live: 0 psf T/C Dead: 10 psf B/C Dead: 0 psf Load Case: Snow Deflection Criteria: L/360 Live L/240 Total Building Code: IBC/IRC (Allowable Stress De Design assumes continuous lateral bracing for both edges.12' 0"14' 0"2' 0"32' 0"26' 0"34' 0" 1ST FLOOR STRUCTURESHIPPING INFORMATION:DESIGNED BY: Doug HodginsJOB: KaindlKaindl/Lot 1West Hatfield Ma.21 West St.rk Miles Inc.Scale: 1/4" = 1'NOTES:SHEET NUMBER: 1foundation LAYOUTFINALN/AN/AISSUE:DATE:N/AN/A03/22/18DESCRIPTION:FINALN/AN/A994 Florance rdB 70 plyB 80 ply26' 0"22' 0"4' 0"24' 0"6' 0"5' 0"22' 0"12' 0"14' 0"2' 0"7' 0"32' 0" 2ND FLOOR STRUCTURESHIPPING INFORMATION:DESIGNED BY: Doug HodginsJOB: KaindlKaindl/Lot 1West Hatfield Ma.21 West St.rk Miles Inc.Scale: 1/4" = 1'NOTES:SHEET NUMBER: 11st walls LAYOUTFINALN/AN/AISSUE:DATE:N/AN/A03/22/18DESCRIPTION:FINALN/AN/A994 Florance rdB 10 plyB 20 plyB 30 plyB 40 plyB 50 plyB 60 plyP 130 plyP 140 plyG 70 plyG 80 plyG 90 plyG 110 plyG 120 plyG 150 plyG 160 plyG 170 plyB 100 ply