fwdxatacalcsandlayouts (1)
image001.png
CS 1st floor header Calcs.pdf CS Beam Calc
CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 HomsteadNeilXata - Level 8 10-17-17 4:15pm 1 of 3 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: 12.0 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" 10' 3.00" 1 156 Live Replacement Uniform (PLF) Top 0' 0.00" 10' 3.00" 398 0 Snow 1 2 10 3 0 10 3 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 1.930" 2871# -- 2 10' 3.000"
Wall SPF Plate (425psi) N/A 1.930" 2871# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 4# 2022#
850# 2 4# 2022# 850# Design spans 10' 1.750" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Minimum 1.93" bearing required at bearing # 1
Minimum 1.93" bearing required at bearing # 2 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 7283.'# 24466.'# 29% 5.13' Total Load D+S Shear 2311.# 9081.# 25% 0.06' Total
Load D+S TL Deflection 0.1381" 0.5073" L/881 5.13' Total Load D+S LL Deflection 0.0973" 0.3382" L/999+ 5.13' Total Load S Control: Positive Moment 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 HomsteadNeilXata - Level 8 10-17-17 4:15pm 2 of 3 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: CalcB14 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" 10' 3.00"
1 156 Live Replacement Uniform (PLF) Top 0' 0.00" 10' 3.00" 398 0 Snow 1 2 10 3 0 10 3 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 1.922" 2859# -- 2 10' 3.000" Wall SPF Plate (425psi) N/A 1.922" 2859#
-- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 4# 2022# 838# 2 4# 2022# 838# Design spans 10' 1.750" Product:
1-3/4x9-1/2 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Minimum 1.92" bearing required at bearing # 1 Minimum 1.92" bearing required at bearing # 2 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 7252.'# 16051.'# 45% 5.13' Total Load D+S Shear 2413.# 7265.# 33% 0.06' Total Load D+S TL Deflection 0.2687" 0.5073" L/453 5.13'
Total Load D+S LL Deflection 0.1900" 0.3382" L/640 5.13' Total Load S Control: LL Deflection 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 HomsteadNeilXata - Level 8
10-17-17 4:15pm 3 of 3 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: CalcB15
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' 5.00" 2' 11.75" -279 195 Live Replacement Uniform (PLF) Top 0' 5.00"
2' 11.75" 525 0 Snow Replacement Uniform (PLF) Top 2' 11.75" 3' 3.50" -221 267 Live Replacement Uniform (PLF) Top 2' 11.75" 3' 3.50" 525 0 Snow Replacement
Uniform (PLF) Top 3' 3.50" 3' 9.00" -216 -48 Live Replacement Uniform (PLF) Top 3' 9.00" 5' 3.00" -216 -48 Live Point (LBS) Top 0' 0.63" 5 784 Live
Point (LBS) Top 0' 0.63" 2187 0 Snow Point (LBS) Top 3' 3.50" -289 834 Live Point (LBS) Top 3' 3.50" 2144 0 Snow 1 2 5 3 0 5 3 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 3.654" 5435# -- 2 5' 3.000"
Wall SPF Plate (425psi) N/A 1.723" 2563# -454# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 -692# 3961#
1474# 2 -787# 1878# 685# Design spans 5' 1.750" Product: 1-3/4x9-1/2 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Minimum 3.65" bearing required at bearing # 1
Minimum 1.72" bearing required at bearing # 2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord.
Review gravity uplift reaction force of 454lbs at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading
Positive Moment 4956.'# 16051.'# 30% 3.29' Total Load D+S Negative Moment 406.'# 13958.'# 2% 3.4' Total Load D+L Shear 2637.# 7265.# 36% 3.29' Total
Load D+S TL Deflection 0.0422" 0.2573" L/999+ 2.62' Total Load D+S LL Deflection 0.0305" 0.1715" L/999+ 2.62' Total Load S 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 2nd floor GirderCalcs.pdf CS Beam Calc
CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 HomsteadNeilXata - Level 8 10-17-17 4:14pm 1 of 12 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: CalcG4 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: 6.0 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' 1.00" -188 202 Live Replacement Uniform (PLF) Top 0' 0.00" 3' 1.00" 525 0 Snow Replacement Uniform (PLF) Top 0'
0.00" 6' 8.75" -53 -13 Live Replacement Uniform (PLF) Top 0' 0.00" 6' 8.75" 0 13 Snow Replacement Uniform (PLF) Top 3' 1.00" 4' 8.00" -254 120 Live
Replacement Uniform (PLF) Top 3' 1.00" 4' 8.00" 525 0 Snow Replacement Uniform (PLF) Top 4' 8.00" 5' 1.50" -254 120 Live Replacement Uniform (PLF) Top 4'
8.00" 5' 1.50" 525 0 Snow Replacement Uniform (PLF) Top 5' 1.50" 6' 8.75" -255 -120 Live Point (LBS) Top 0' 4.63" 0 1 Live Point (LBS) Top 0'
4.63" 0 39 Live Point (LBS) Top 0' 4.63" 133 0 Snow 1 2 6 8 12 6 8 12 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length
Required Reaction Uplift 1 0' 0.000" Wall SPF Plate (425psi) N/A 2.942" 2188# -288# 2 6' 8.750" Wall SPF Plate (425psi) N/A 1.574" 1171# -760# Maximum
Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 -777# 1631# 557# 2 -876# 990# 181# Design spans 5' 11.500" Product: 1-3/4x11-7/8
VERSA-LAM 2.0 3100 SP 1 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord.
Review gravity uplift reaction force of 289lbs at bearing 1 and ensure that the structure can resist appropriately. Review gravity uplift reaction force of 761lbs at bearing
2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2770.'# 12233.'# 22% 3.09' Total
Load D+S Negative Moment 741.'# 10637.'# 6% 3.96' Total Load D+L Shear 1292.# 4541.# 28% 5.12' Total Load D+S TL Deflection 0.0355" 0.2979" L/999+ 3.36'
Total Load D+S LL Deflection 0.0275" 0.1986" L/999+ 3.36' Total Load S Control: Shear 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 4:14pm 2 of 12 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: CalcG5 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: 12.0 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" 0' 8.50" 207 69 Live Replacement Uniform (PLF) Top 0' 0.00" 4' 9.00" 179 60 Live Replacement Uniform (PLF) Top 0' 8.50" 1' 9.00" 207 69 Live
Replacement Uniform (PLF) Top 1' 9.00" 4' 9.00" 207 69 Live 1 2 4 9 0 4 9 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" 1103# -- 2 4' 9.000" Wall SPF Plate (425psi) N/A 1.500" 1103# -- Maximum Load Case
Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 809# 295# 2 809# 295# Design spans 4' 2.250" Product: 1-3/4x11-7/8 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. Allowable Stress Design
Actual Allowable Capacity Location Loading Positive Moment 1155.'# 21275.'# 5% 2.48' Total Load D+L Shear 582.# 7897.# 7% 3.74' Total Load D+L TL Deflection
0.0037" 0.2094" L/999+ 2.48' Total Load D+L LL Deflection 0.0027" 0.1396" L/999+ 2.48' Total Load 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 HomsteadNeilXata - Level 8 10-17-17 4:14pm 3 of 12 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: CalcG6 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: 12.0 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" 4' 0.50" 207 69 Live Replacement
Uniform (PLF) Top 0' 0.00" 4' 9.00" 179 60 Live Replacement Uniform (PLF) Top 4' 0.50" 4' 9.00" 207 69 Live 1 2 4 9 0 4 9 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" 1103# -- 2 4' 9.000" Wall
SPF Plate (425psi) N/A 1.500" 1103# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 809# 295# 2 809# 295# Design
spans 4' 2.250" Product: 1-3/4x11-7/8 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. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1155.'# 21275.'# 5% 2.27' Total Load D+L Shear
582.# 7897.# 7% 0.19' Total Load D+L TL Deflection 0.0037" 0.2094" L/999+ 2.27' Total Load D+L LL Deflection 0.0027" 0.1396" L/999+ 2.27' Total Load 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 HomsteadNeilXata - Level 8 10-17-17 4:14pm 4 of 12 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: CalcG7 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: 12.0 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" 11' 0.25" 130 208 Live Replacement Uniform (PLF) Top 0' 0.00" 14' 5.75" -53 -13 Live Replacement Uniform (PLF) Top 0' 0.00" 14' 5.75"
27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 14' 5.75" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 14' 5.75" 40 13 Live Point (LBS) Top
0' 5.50" 141 35 Live Point (LBS) Top 0' 5.50" 347 747 Snow 1 2 14 5 12 14 5 12 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length
Required Reaction Uplift 1 0' 0.000" Wall SPF Plate (425psi) N/A 2.709" 4030# -- 2 14' 5.750" Wall SPF Plate (425psi) N/A 1.547" 2300# -373# Maximum
Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 1629# 347# 2401# 2 1177# 0# 1123# Design spans 13' 8.500" Product: 1-3/4x11-7/8
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.
Review gravity uplift reaction force of 374lbs at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading
Positive Moment 10248.'# 21275.'# 48% 7.24' Total Load D+L Negative Moment 1282.'# 21275.'# 6% 7.24' Total Load D+L Shear 2641.# 7897.# 33% 0.4' Total
Load D+L TL Deflection 0.3504" 0.6854" L/469 7.24' Total Load D+L LL Deflection 0.1695" 0.4569" L/970 7.24' Total Load L Control: TL Deflection 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 HomsteadNeilXata - Level 8 10-17-17 4:14pm 5 of 12 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:
12.0 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' 4.69"
87 0 Snow Replacement Uniform (PLF) Top 0' 0.00" 2' 4.69" 250 267 Live Replacement Uniform (PLF) Top 2' 4.69" 3' 6.00" 87 0 Snow Replacement Uniform
(PLF) Top 2' 4.69" 3' 6.00" 214 258 Live Replacement Uniform (PLF) Top 3' 6.00" 6' 6.00" 87 0 Snow Replacement Uniform (PLF) Top 3' 6.00" 6' 6.00"
182 242 Live Replacement Uniform (PLF) Top 6' 6.00" 10' 3.50" 87 0 Snow Replacement Uniform (PLF) Top 6' 6.00" 10' 3.50" 207 256 Live Replacement Uniform
(PLF) Top 10' 3.50" 11' 4.00" 87 0 Snow Replacement Uniform (PLF) Top 10' 3.50" 11' 4.00" 243 265 Live 1 2 11 4 0 11 4 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 1.758" 2615# -- 2 11' 4.000" Wall SPF Plate
(425psi) N/A 1.721" 2559# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 1142# 458# 1415# 2 1086# 458# 1401#
Design spans 10' 6.750" Product: 1-3/4x11-7/8 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. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 6438.'# 21275.'# 30% 5.46' Total Load D+L
Shear 2034.# 7897.# 25% 0.19' Total Load D+L TL Deflection 0.1374" 0.5281" L/922 5.46' Total Load D+0.75(L+S) LL Deflection 0.0619" 0.3521" L/999+ 5.46'
Total Load 0.75(L+S) Control: Positive Moment 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 HomsteadNeilXata - Level 8 10-17-17 4:14pm 6 of 12 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: CalcG9 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: 6.0 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' 2.13" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 12' 3.00" 27 7 Live Replacement Uniform
(PLF) Top 12' 2.13" 12' 3.00" 27 7 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 420# -- 2 12' 3.000" Wall SPF Plate (425psi) N/A 1.500" 420# -- Maximum Load Case Reactions Used for
applying point loads (or line loads) to carrying members Live Dead 1 309# 112# 2 309# 112# Design spans 11' 6.875" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 1 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 1217.'# 10637.'# 11% 6.08' Total Load D+L Shear 349.# 3948.# 8% 11.29' Total Load D+L TL Deflection 0.0600" 0.5786"
L/999+ 6.08' Total Load D+L LL Deflection 0.0441" 0.3858" L/999+ 6.08' Total Load L Control: Positive Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% 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 4:14pm 7 of 12 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: CalcG10 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: 6.0
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' 3.00"
-53 -13 Live Replacement Uniform (PLF) Top 0' 0.00" 12' 3.00" 40 13 Live Replacement Uniform (PLF) Top 12' 2.13" 12' 3.00" 27 7 Live Replacement Uniform
(PLF) Top 12' 2.13" 12' 3.00" 27 7 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 344# -349# 2 12' 3.000" Wall SPF Plate (425psi) N/A 1.500" 344# -349# Maximum Load Case Reactions Used for
applying point loads (or line loads) to carrying members Live Dead 1 -308# 112# 2 -308# 112# Design spans 11' 6.875" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 1 ply PASSES DESIGN
CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Review gravity uplift reaction force of
350lbs at bearing 1 and ensure that the structure can resist appropriately. Review gravity uplift reaction force of 350lbs at bearing 2 and ensure that the structure can resist
appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 995.'# 10637.'# 9% 6.08' Total Load D+L Negative Moment 1014.'# 10637.'#
9% 6.08' Total Load D+L Shear 291.# 3948.# 7% 11.29' Total Load D+L TL Deflection -0.0500" 0.5786" L/999+ 6.08' Total Load D+L LL Deflection -0.0441"
0.3858" L/999+ 6.08' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% 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 4:14pm
8 of 12 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: CalcG13 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: 12.0 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" 4' 10.50" 229 76 Live Replacement Uniform (PLF) Top 4' 10.50" 5' 7.00" 516
0 Snow Replacement Uniform (PLF) Top 4' 10.50" 5' 7.00" 251 386 Live Point (LBS) Top 4' 10.50" 69 767 Live Point (LBS) Top 4' 10.50" 1619 0 Snow
Point (LBS) Top 5' 2.38" 0 24 Live Point (LBS) Top 5' 2.38" 0 69 Live Point (LBS) Top 5' 2.38" 237 0 Snow 1 2 5 7 0 5 7 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" 852# -- 2 5' 7.000"
Wall SPF Plate (425psi) N/A 2.049" 3047# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 579# 109#
273# 2 646# 1913# 1128# Design spans 5' 0.250" Product: 1-3/4x11-7/8 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. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1146.'# 21275.'# 5% 2.94'
Total Load D+L Shear 920.# 9081.# 10% 4.89' Total Load D+0.75(L+S) TL Deflection 0.0057" 0.2510" L/999+ 2.69' Total Load D+0.75(L+S) LL Deflection 0.0037"
0.1674" L/999+ 2.69' Total Load 0.75(L+S) 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 HomsteadNeilXata - Level 8 10-17-17 4:14pm 9 of 12 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: CalcG17 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: 12.0 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" 1' 4.00" -9 292 Live Replacement Uniform (PLF) Top 0' 0.00" 1' 4.00" 525 0 Snow Replacement Uniform
(PLF) Top 0' 0.00" 11' 5.00" 6 1 Live Replacement Uniform (PLF) Top 0' 0.00" 11' 5.00" 27 7 Live Replacement Uniform (PLF) Top 9' 6.00" 11' 5.00"
-3 260 Live Replacement Uniform (PLF) Top 9' 6.00" 11' 5.00" 525 0 Snow Point (LBS) Top 0' 7.13" 25 6 Live Point (LBS) Top 0' 7.13" 186 401
Snow Point (LBS) Top 1' 4.00" -25 587 Live Point (LBS) Top 1' 4.00" 1472 0 Snow Point (LBS) Top 7' 4.00" -49 1250 Live Point (LBS) Top 7' 4.00"
2918 0 Snow 1 2 11 5 0 11 5 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 3.254" 4840# -- 2 11' 5.000" Wall SPF Plate (425psi) N/A 2.799" 4164# -- Maximum Load Case Reactions Used for applying point loads (or
line loads) to carrying members Live Snow Dead 1 151# 3076# 1764# 2 136# 2802# 1362# Design spans 10' 7.750" Product: 1-3/4x11-7/8 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. Allowable Stress Design Actual Allowable Capacity
Location Loading Positive Moment 11964.'# 24466.'# 48% 7.33' Total Load D+S Shear 3367.# 9081.# 37% 10.71' Total Load D+S TL Deflection 0.2100" 0.5323" L/608
6.45' Total Load D+S LL Deflection 0.1426" 0.3549" L/896 6.45' Total Load S Control: Positive Moment 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 HomsteadNeilXata
- Level 8 10-17-17 4:14pm 10 of 12 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:
CalcG18 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: 12.0 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" 11' 4.13" -53 -13 Live Replacement Uniform (PLF) Top 0' 0.00"
11' 4.13" 6 1 Live Replacement Uniform (PLF) Top 0' 0.00" 11' 4.13" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 11' 4.13" 40 13 Live Replacement
Uniform (PLF) Top 9' 9.00" 11' 4.13" 1 240 Live Replacement Uniform (PLF) Top 9' 9.00" 11' 4.13" 525 0 Snow Point (LBS) Top 9' 9.00" 7 951 Live
Point (LBS) Top 9' 9.00" 2888 0 Snow 1 2 11 6 0 11 6 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" 1001# -303# 2 11' 6.000" Wall SPF Plate (425psi) N/A 3.094" 4602# -303# Maximum Load Case Reactions Used
for applying point loads (or line loads) to carrying members Live Snow Dead 1 405# 465# 348# 2 411# 3247# 1355# Design spans 11' 1.750" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP
2 ply PASSES DESIGN CHECKS Minimum 3.09" bearing required at bearing # 2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral
bracing along the bottom chord. Review gravity uplift reaction force of 304lbs at bearing 1 and ensure that the structure can resist appropriately. Review gravity uplift reaction
force of 303lbs at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 6246.'#
24466.'# 25% 9.75' Total Load D+S Negative Moment 847.'# 21275.'# 3% 5.75' Total Load D+L Shear 3812.# 9081.# 41% 10.77' Total Load D+S TL Deflection
0.1087" 0.5573" L/999+ 6.31' Total Load D+0.75(L+S) LL Deflection 0.0724" 0.3715" L/999+ 6.31' Total Load 0.75(L+S) 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 HomsteadNeilXata - Level 8 10-17-17 4:14pm 11 of 12 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: CalcG24 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: 12.0
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" 4' 6.00"
179 60 Live Replacement Uniform (PLF) Top 0' 0.00" 4' 10.00" 6 1 Live Replacement Uniform (PLF) Top 0' 0.00" 24' 0.00" 27 7 Live Replacement Uniform
(PLF) Top 4' 6.00" 4' 10.00" 156 41 Live Replacement Uniform (PLF) Top 4' 10.00" 16' 6.00" 6 1 Live Replacement Uniform (PLF) Top 16' 6.00" 19' 6.00"
156 41 Live Replacement Uniform (PLF) Top 16' 6.00" 24' 0.00" 6 1 Live Replacement Uniform (PLF) Top 19' 6.00" 24' 0.00" 179 60 Live Point (LBS) Top
0' 4.63" -117 377 Live Point (LBS) Top 0' 4.63" 1006 155 Snow Point (LBS) Top 4' 11.75" 0 84 Live Point (LBS) Top 4' 11.75" 597 577 Live Point
(LBS) Top 16' 6.88" 0 84 Live Point (LBS) Top 23' 7.38" 44 7 Snow Point (LBS) Top 23' 7.38" 1 136 Live Point (LBS) Top 23' 7.38" 448
69 Snow Point (LBS) Top 23' 7.38" 46 485 Live Point (LBS) Top 23' 7.38" 1083 167 Snow 1 2 3 4 10 0 19 2 0 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" 1399# -335# 2 4' 10.000" Wall SPF Plate (425psi)
N/A 2.608" 3879# -- 3 24' 0.000" Wall SPF Plate (425psi) N/A 2.292" 3410# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to
carrying members Live Snow Dead 1 -727# 1006# 393# 2 2371# 0# 1508# 3 1193# 1575# 1334# Design spans 4' 5.375" 18' 9.375" Product: 1-3/4x11-7/8 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. Review gravity uplift reaction force
of 335lbs at bearing 1 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 4524.'# 21275.'#
21% 17.98' Even Spans D+L Negative Moment 4227.'# 21275.'# 19% 4.83' Total Load D+L Shear 1327.# 7897.# 16% 22.68' Even Spans D+L TL Deflection 0.2080"
0.9391" L/999+ 16.1' Even Spans D+L LL Deflection 0.1413" 0.6260" L/999+ 16.1' Even Spans L CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557
HomsteadNeilXata - Level 8 10-17-17 4:14pm 12 of 12 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.
Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives
CS 2nd floor header RS Calc.pdf CS Beam Calc
CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 HomsteadNeilXata - Level 10 10-17-17 4:08pm 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: Roof Comments: Top Lateral Bracing:
Continuous Slope: 0.00 / 12 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" 0' 7.00" -71 190 Live Replacement Uniform (PLF) Top 0' 0.00" 0' 7.00" 525 0 Snow Replacement Uniform
(PLF) Top 0' 7.00" 6' 9.00" -71 190 Live Replacement Uniform (PLF) Top 0' 7.00" 6' 9.00" 525 0 Snow Replacement Uniform (PLF) Top 6' 9.00" 8' 5.00"
-71 190 Live Replacement Uniform (PLF) Top 6' 9.00" 8' 5.00" 525 0 Snow 1 2 8 5 0 8 5 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 2.025" 3013# -- 2 8' 5.000" Wall SPF Plate (425psi) N/A 2.025" 3013#
-- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 -293# 2182# 831# 2 -293# 2182# 831# Design spans 8' 3.750"
Product: 1-3/4x9-1/2 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Minimum 2.03" bearing required at bearing # 1 Minimum 2.03" bearing required at bearing # 2
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 6261.'# 16051.'# 39% 4.21' Total Load D+S Shear 2439.# 7265.# 33% 0.06' Total Load D+S TL Deflection 0.1557" 0.4156" L/640
4.21' Total Load D+S LL Deflection 0.1128" 0.2771" L/884 4.21' Total Load S Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% Manufacturer's
installation guide MUST be consulted for multi-ply connection details and alternatives
CS 2nd floor joists Calc.pdf CS Beam Calc
CS 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.
CS loft I joists Calc.pdf CS Beam Calc
CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 HomsteadNeilXata - Level 10 10-17-17 4:06pm 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: 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 13' 8.50" 24' 0.00" 0 10 Live Replacement Uniform (PSF) Top 0' 0.00" 13' 8.50" 20 10 Live Point (PLF) Top 0' 4.63" 1 239 Live Point (PLF)
Top 0' 4.63" 525 0 Snow Point (PLF) Top 23' 7.38" 1 159 Live Point (PLF) Top 23' 7.38" 525 0 Snow 1 2 3 4 11 12 19 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) N/A 1.500" 946# -- 2 4' 11.750"
Wall SPF Plate (425psi) N/A 3.500" 656# -- 3 24' 0.000" Wall SPF Plate (425psi) N/A 1.500" 1011# -- Maximum Load Case Reactions Used for applying
point loads (or line loads) to carrying members Live Snow Dead 1 -101#(-76plf) 700#(525plf) 246#(185plf) 2 373#(280plf) 0#(0plf) 283#(212plf) 3 30#(23plf) 700#(525plf) 311#(233plf)
Design spans 4' 7.125" 18' 7.625" Product: 9-1/2" 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 612.'# 3395.'# 18% 14.3' Even Spans D+L Negative Moment 963.'# 3395.'# 28% 4.98' Total Load D+L Shear
354.# 1160.# 30% 4.98' Total Load D+L End Reaction 128.# 1175.# 10% 24' Even Spans D+L Int. Reaction 656.# 2350.# 27% 4.98' Total Load D+L TL Deflection
0.1235" 0.9318" L/999+ 15.23' Even Spans D+L LL Deflection 0.0544" 0.6212" L/999+ 14.3' Even Spans L Control: Shear 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 10 10-17-17 4:06pm 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: 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 10' 9.75" 24' 0.00" 0 10 Live Replacement Uniform (PSF) Top 0'
0.00" 10' 9.75" 20 10 Live Point (PLF) Top 0' 4.63" 1 239 Live Point (PLF) Top 0' 4.63" 525 0 Snow Point (PLF) Top 23' 7.38" 1 159
Live Point (PLF) Top 23' 7.38" 525 0 Snow 1 2 3 10 9 12 13 2 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) N/A 1.500" 1066# -- 2 10' 9.750" Wall SPF Plate (425psi) N/A 3.500" 363# -- 3 24' 0.000"
Wall SPF Plate (425psi) N/A 1.500" 979# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 125#(94plf)
700#(525plf) 366#(274plf) 2 167#(126plf) 0#(0plf) 195#(146plf) 3 -10#(-7plf) 700#(525plf) 279#(209plf) Design spans 10' 5.125" 12' 9.625" Product: 9-1/2" 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 364.'# 3395.'#
10% 4.56' Total Load D+L Negative Moment 395.'# 3395.'# 11% 10.81' Total Load D+L Shear 246.# 1160.# 21% 10.8' Total Load D+L End Reaction 171.#
1175.# 14% 0' Total Load D+L Int. Reaction 363.# 2350.# 15% 10.81' Total Load D+L TL Deflection 0.0266" 0.5214" L/999+ 5.08' Total Load D+L LL Deflection
0.0227" 0.3476" L/999+ 5.6' Total Load L Control: Shear 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 Lower roof i joist Calcs.pdf CS Beam Calc
CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 HomsteadNeilXata - Level 10 10-17-17 4:06pm 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: CalcA2 Member Type: Joist Application: Roof Comments: Top Lateral Bracing:
Continuous Slope: 2.00 / 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Snow Load: 35 PSF Deflection Criteria: L/240 live,
L/180 total Dead Load: 10 PSF Deck Connection: Nailed Filename: C:\KMW\JOBS\ Other Loads Type (Description) Side Begin End Other Start End Dead Start End Category Point (PLF) Top
16' 7.38" 105 30 Snow 1 2 17 0 0 17 0 0 2 10 1 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0'
0.000" Half-Wall SPF Plate (425psi) N/A 1.500" 733# -- 2 17' 0.000" Wall SPF Plate (425psi) N/A 1.500" 1003# -- Maximum Load Case Reactions Used for
applying point loads (or line loads) to carrying members Snow Dead 1 568#(284plf) 165#(82plf) 2 778#(389plf) 225#(112plf) Design spans 16' 5.438" Product: 11-7/8" AJS 25 24.0" 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 2972.'#
8004.'# 37% 8.5' Total Load D+S Shear 723.# 1713.# 42% 0' Total Load D+S End Reaction 733.# 1397.# 52% 0' Total Load D+S TL Deflection
0.3090" 1.0969" L/638 8.5' Total Load D+S LL Deflection 0.2396" 0.8227" L/824 8.5' Total Load S Control: Max End 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 Upper roof header Calcs.pdf CS Beam Calc
CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 HomsteadNeilXata - Level 12 10-17-17 4:01pm 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: CalcB1 Member Type: Beam Application: Roof Comments: Top Lateral Bracing:
Continuous Slope: 0.00 / 12 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" 8' 3.00" 1 158 Live Replacement Uniform (PLF) Top 0' 0.00" 8' 3.00" 525 0 Snow 1 2 8 3 0
8 3 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 1.896" 2820#
-- 2 8' 3.000" Wall SPF Plate (425psi) N/A 1.896" 2820# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live
Snow Dead 1 5# 2138# 682# 2 5# 2138# 682# Design spans 8' 1.750" Product: 1-3/4x9-1/2 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Minimum 1.90" bearing required at
bearing # 1 Minimum 1.90" bearing required at bearing # 2 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 5743.'# 16051.'# 35% 4.13' Total Load D+S Shear 2272.# 7265.#
31% 0.06' Total Load D+S TL Deflection 0.1371" 0.4073" L/712 4.13' Total Load D+S LL Deflection 0.1040" 0.2715" L/939 4.13' Total Load S Control: LL Deflection
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 HomsteadNeilXata - Level 12 10-17-17 4:01pm 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: CalcB2 Member Type: Beam Application: Roof Comments: Top Lateral Bracing: Continuous Slope:
0.00 / 12 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" 8' 3.00" 1 158 Live Replacement Uniform (PLF) Top 0' 0.00" 8' 3.00" 525 0 Snow 1 2 8 3 0 8 3 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 1.896" 2820# -- 2 8' 3.000"
Wall SPF Plate (425psi) N/A 1.896" 2820# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 5# 2138#
682# 2 5# 2138# 682# Design spans 8' 1.750" Product: 1-3/4x9-1/2 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Minimum 1.90" bearing required at bearing # 1 Minimum
1.90" bearing required at bearing # 2 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 5743.'# 16051.'# 35% 4.13' Total Load D+S Shear 2272.# 7265.# 31% 0.06' Total Load
D+S TL Deflection 0.1371" 0.4073" L/712 4.13' Total Load D+S LL Deflection 0.1040" 0.2715" L/939 4.13' Total Load S Control: LL Deflection DOLs: Live=100% Snow=115%
Roof=125% Wind=160% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives
CS upper roof i joist Calc.pdf CS Beam Calc
CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 HomsteadNeilXata - Level 12 10-17-17 4:02pm 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: CalcA1 Member Type: Joist Application: Roof Comments: Top Lateral Bracing:
Continuous Slope: 4.00 / 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Snow Load: 35 PSF Deflection Criteria: L/240 live,
L/180 total Dead Load: 10 PSF Deck Connection: Nailed Filename: C:\KMW\JOBS\ Other Loads Type (Description) Side Begin End Other Start End Dead Start End Category Point (PLF) Top
0' 4.63" 105 30 Snow Point (PLF) Top 23' 7.38" 105 30 Snow 1 2 24 0 0 24 0 0 7 11 14 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" 1328# -- 2 24' 0.000" Wall SPF Plate (425psi) N/A 1.500" 1328#
-- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Snow Dead 1 1023#(512plf) 305#(152plf) 2 1023#(512plf) 305#(152plf) Design spans
24' 5.812" Product: 16" AJS 25 24.0" 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 6143.'# 11178.'# 54% 12' Total Load D+S Shear 1004.# 2375.# 42% 0' Total Load D+S End Reaction 1058.# 1478.# 71%
0' Total Load D+S TL Deflection 0.6774" 1.6322" L/433 12' Total Load D+S LL Deflection 0.5206" 1.2242" L/564 12' Total Load S Control: Max End 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
CS2nd floor Header Calcs.pdf CS Beam Calc
CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 HomsteadNeilXata - Level 10 10-17-17 4:07pm 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: CalcB5 Member Type: Beam Application: Roof Comments: Top Lateral Bracing:
Continuous Slope: 0.00 / 12 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" 7' 11.50" -9 211 Live Replacement Uniform (PLF) Top 0' 0.00" 7' 11.50" 525 0 Snow Replacement Uniform
(PLF) Top 7' 11.50" 8' 8.00" -9 211 Live Replacement Uniform (PLF) Top 7' 11.50" 8' 8.00" 525 0 Snow 1 2 6 3 0 2 5 0 8 8 0 Bearings and Reactions
Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.500" 1956# -- 2 6'
3.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.616" 4241# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live
Snow Dead 1 -22# 1377# 578# 2 -49# 2987# 1254# Design spans 6' 0.875" 2' 2.875" (right cant) 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. Allowable Stress Design Actual Allowable Capacity Location Loading
Positive Moment 2561.'# 16051.'# 15% 2.91' Total Load D+S Negative Moment 1870.'# 16051.'# 11% 6.25' Total Load D+S Shear 1981.# 7265.# 27% 5.64' Total
Load D+S TL Deflection 0.0308" 0.3036" L/999+ 2.91' Total Load D+S LL Deflection 0.0217" 0.2024" L/999+ 2.91' Total Load S TL Defl., Rt. 0.0215" 2L/999+ 8.67' Cants
Only D+S LL Defl., Rt. 0.0263" 2L/999+ 8.67' Cants Only S 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 HomsteadNeilXata - Level 10 10-17-17 4:07pm 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: CalcB11 Member Type: Beam Application:
Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00 / 12 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" 11' 6.00" 1 159 Live Replacement Uniform (PLF) Top 0' 0.00" 11' 6.00"
525 0 Snow 1 2 11 6 0 11 6 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall LVL/PSL(DF/SP)
End-Grain (1000psi) N/A 1.500" 3865# -- 2 11' 6.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.500" 3865# -- Maximum Load Case Reactions Used for applying
point loads (or line loads) to carrying members Live Snow Dead 1 7# 2926# 940# 2 7# 2926# 940# Design spans 11' 1.750" 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. Allowable Stress Design Actual Allowable
Capacity Location Loading Positive Moment 10771.'# 16051.'# 67% 5.75' Total Load D+S Shear 3316.# 7265.# 45% 0.19' Total Load D+S TL Deflection 0.4816" 0.5573"
L/277 5.75' Total Load D+S LL Deflection 0.3645" 0.3715" L/366 5.75' Total Load S Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% Manufacturer's
installation guide MUST be consulted for multi-ply connection details and alternatives
LOADS10.pdf LOADS10.SHT
LOFT AND LOWER ROOF STRUCTURE SHIPPING INFORMATION: DESIGNED BY: Doug Hodgins JOB: Xata Neil Homstead/Xata West Hatfield Ma. 21 West St. rk Miles Inc. Scale: 1/4" = 1' NOTES: SHEET NUMBER:
1 2nd walls LAYOUT FINAL N/A N/A ISSUE:DATE: N/A N/A 10/17/17 DESCRIPTION: FINAL N/A N/A Leeds Ma. Lot 28 Bever Brook Estate A 1 A 2 A 3 A 4 0" oc A 5 0" oc A 6 0" oc B 1 0
ply B 2 0 ply B 3 0 ply B 4 0 ply B 6 0 ply B 7 0 ply B 8 0 ply B 9 0 ply B 10 0 ply B 5 0 ply B 11 0 ply P 12 0 ply P 13 0 ply P 14 0 ply
LOADS12 Upper Roof.pdf LOADS12.SHT
UPPER ROOF STRUCTURE SHIPPING INFORMATION: DESIGNED BY: Doug Hodgins JOB: Xata Neil Homstead/Xata West Hatfield Ma. 21 West St. rk Miles Inc. Scale: 1/4" = 1' NOTES: SHEET NUMBER: 1
upper roof LAYOUT FINAL N/A N/A ISSUE:DATE: N/A N/A 10/17/17 DESCRIPTION: FINAL N/A N/A Leeds Ma. Lot 28 Bever Brook Estate A 1 B 1 0 ply B 2 0 ply B 3 0 ply
LOADS082nd Floor.pdf LOADS08.SHT
2ND FLOOR STRUCTURE SHIPPING INFORMATION: DESIGNED BY: Doug Hodgins JOB: Xata Neil Homstead/Xata West Hatfield Ma. 21 West St. rk Miles Inc. Scale: 1/4" = 1' NOTES: SHEET NUMBER: 1 1st
walls LAYOUT FINAL N/A N/A ISSUE:DATE: N/A N/A 10/17/17 DESCRIPTION: FINAL N/A N/A Leeds Ma. Lot 28 Bever Brook Estate A 1 0" oc A 2 0" oc A 3 0" oc A 4 0" oc A 5 0" oc A 6
0" oc A 7 0" oc A 8 0" oc A 9 0" oc A 10 0" oc A 11 0" oc A 12 0" oc A 13 0" oc A 14 0" oc A 15 0" oc A 16 0" oc B 1 0 ply B 2 0 ply B 3 0 ply B 14 0 ply B 15 0 ply B 16 0 ply
G 4 0 ply G 5 0 ply G 6 0 ply G 7 0 ply G 8 0 ply G 9 0 ply G 10 0 ply G 13 0 ply G 17 0 ply G 18 0 ply G 24 0 ply B 11 0 ply B 12 0 ply P 19 0 ply P 20 0 ply P 22 0 ply P 23
0 ply