16B-068 CS 2nd fllor GirderS CalcCS Structure™ 2016.4 [Build 5]
kmBeamEngine 4.13.19.1
Materials Database 1548
MontgomeryJesseFlorence - Leve 6-17-16
7:25am
1 of 9
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: CalcG2 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: 14.4 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" 5' 0.00" 503 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 5' 0.00" 251 323 Live
Replacement Uniform (PLF) Top 5' 0.00" 7' 2.75" 503 0 Snow
Replacement Uniform (PLF) Top 5' 0.00" 7' 2.75" 251 323 Live
Replacement Uniform (PLF) Top 7' 2.75" 10' 7.00" 503 0 Snow
Replacement Uniform (PLF) Top 7' 2.75" 10' 7.00" 189 323 Live
1 2
10 7 0
10 7 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" 4411# --
2 10' 7.000" Wall N/A N/A 1.500" 4314# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 1205# 2468# 1656#
2 1076# 2468# 1656#
Design spans
9' 9.750"
Product: 1-3/4x9-1/2 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 10769.'# 25040.'# 43% 5.29' Total Load D+0.75(L+S)
Shear 3696.# 10898.# 33% 0.4' Total Load D+0.75(L+S)
TL Deflection 0.2485" 0.4906" L/473 5.29' Total Load D+0.75(L+S)
LL Deflection 0.1546" 0.3271" L/761 5.29' Total Load 0.75(L+S)
Control: TL Deflection
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Design assumes a repetitive member use increase in bending stress: 4 %
Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives
CS Structure™ 2016.4 [Build 5]
kmBeamEngine 4.13.19.1
Materials Database 1548
MontgomeryJesseFlorence - Leve 6-17-16
7:25am
2 of 9
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: 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" 3' 3.00" 130 33 Live
Replacement Uniform (PLF) Top 0' 0.00" 5' 4.75" 250 63 Live
Replacement Uniform (PLF) Top 3' 3.00" 5' 4.75" 130 33 Live
1 2
5 4 12
5 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 1.500" 1184# --
2 5' 4.750" Girder N/A N/A N/A 1184# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 936# 248#
2 936# 248#
Design spans
4' 11.125"
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 1458.'# 3431.'# 42% 2.64' Total Load D+L
Shear 814.# 2498.# 32% 0.19' Total Load D+L
LL Deflection 0.0182" 0.1642" L/999+ 2.64' Total Load L
TL Deflection 0.0230" 0.2464" L/999+ 2.64' 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
Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design.
CS Structure™ 2016.4 [Build 5]
kmBeamEngine 4.13.19.1
Materials Database 1548
MontgomeryJesseFlorence - Leve 6-17-16
7:25am
3 of 9
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: 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" 8' 0.50" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 8' 0.50" 27 7 Live
Point (LBS) Top 0' 4.63" 0 81 Live
Point (LBS) Top 0' 4.63" 0 81 Live
Point (LBS) Top 0' 4.63" 1 154 Live
Point (LBS) Top 0' 4.63" 1 164 Live
Point (LBS) Top 0' 4.63" 430 0 Snow
Point (LBS) Top 0' 4.63" 473 0 Snow
1 2
8 0 8
8 0 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" 1453# --
2 8' 0.500" Wall N/A N/A 1.500" 270# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 202# 903# 550#
2 199# 0# 71#
Design spans
7' 5.750"
Product: Spruce-Pine-Fir #2 2 x 10 2 ply 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.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 505.'# 3431.'# 14% 4.12' Total Load D+L
Shear 215.# 2498.# 8% 0.4' Total Load D+L
LL Deflection 0.0136" 0.2493" L/999+ 4.12' Total Load L
TL Deflection 0.0184" 0.3740" L/999+ 4.12' 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
Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table
CS Structure™ 2016.4 [Build 5]
kmBeamEngine 4.13.19.1
Materials Database 1548
MontgomeryJesseFlorence - Leve 6-17-16
7:25am
4 of 9
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: 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" 8' 3.50" 227 76 Live
1 2
8 3 8
8 3 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" 1191# --
2 8' 3.500" Wall N/A N/A 1.500" 1191# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 877# 314#
2 877# 314#
Design spans
7' 8.750"
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 2301.'# 3431.'# 67% 4.04' Total Load D+L
Shear 953.# 2498.# 38% 7.52' Total Load D+L
LL Deflection 0.0658" 0.2576" L/999+ 4.04' Total Load L
TL Deflection 0.0893" 0.3865" L/999+ 4.04' 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™ 2016.4 [Build 5]
kmBeamEngine 4.13.19.1
Materials Database 1548
MontgomeryJesseFlorence - Leve 6-17-16
7:25am
5 of 9
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' 3.75" 78 19 Live
Replacement Uniform (PLF) Top 0' 0.00" 2' 3.75" 303 76 Live
1 2
2 3 12
2 3 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" 433# --
2 2' 3.750" Girder N/A N/A N/A 433# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 342# 91#
2 342# 91#
Design spans
1' 9.625"
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 195.'# 3431.'# 5% 1.12' Total Load D+L
Shear 63.# 2498.# 2% 0.23' Total Load D+L
LL Deflection 0.0010" 0.0601" L/999+ 1.12' Total Load L
TL Deflection 0.0010" 0.0901" L/999+ 1.12' 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
Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design.
CS Structure™ 2016.4 [Build 5]
kmBeamEngine 4.13.19.1
Materials Database 1548
MontgomeryJesseFlorence - Leve 6-17-16
7:25am
6 of 9
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: 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' 3.00" 130 33 Live
Replacement Uniform (PLF) Top 2' 3.00" 5' 7.63" 130 33 Live
1 2
5 8 8
5 8 8
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Girder N/A N/A N/A 426# --
2 5' 8.500" Wall N/A N/A 1.500" 426# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 330# 97#
2 330# 97#
Design spans
5' 0.875"
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 541.'# 3431.'# 15% 2.79' Total Load D+L
Shear 297.# 2498.# 11% 0.26' Total Load D+L
LL Deflection 0.0070" 0.1691" L/999+ 2.79' Total Load L
TL Deflection 0.0090" 0.2536" L/999+ 2.79' 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
Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design.
CS Structure™ 2016.4 [Build 5]
kmBeamEngine 4.13.19.1
Materials Database 1548
MontgomeryJesseFlorence - Leve 6-17-16
7:25am
7 of 9
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: 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" 4' 6.00" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 8' 4.50" 27 7 Live
Replacement Uniform (PLF) Top 4' 6.00" 8' 4.50" 27 7 Live
Point (LBS) Top 1' 10.50" 950 273 Live
Point (LBS) Top 4' 4.25" 410 118 Live
1 2
8 4 8
8 4 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" 1485# --
2 8' 4.500" Wall N/A N/A 1.500" 830# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 1143# 342#
2 634# 196#
Design spans
7' 9.750"
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 2551.'# 3431.'# 74% 3.69' Total Load D+L
Shear 1429.# 2498.# 57% 0.19' Total Load D+L
LL Deflection 0.0773" 0.2604" L/999+ 4.08' Total Load L
TL Deflection 0.1006" 0.3906" L/931 4.08' 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™ 2016.4 [Build 5]
kmBeamEngine 4.13.19.1
Materials Database 1548
MontgomeryJesseFlorence - Leve 6-17-16
7:25am
8 of 9
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: CalcG14 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' 0.00" 1 167 Live
Replacement Uniform (PLF) Top 0' 0.00" 2' 0.00" 252 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 8' 0.00" 5 1 Live
Replacement Uniform (PLF) Top 0' 0.00" 14' 7.75" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 14' 7.75" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 14' 7.75" 40 13 Live
Replacement Uniform (PLF) Top 8' 0.00" 11' 10.50" 27 7 Live
Replacement Uniform (PLF) Top 11' 10.50" 14' 7.75" 27 7 Live
Point (LBS) Top 0' 2.75" 0 125 Live
Point (LBS) Top 0' 2.75" 105 30 Snow
Point (LBS) Top 0' 2.75" 201 24 Snow
Point (LBS) Top 2' 1.50" 7 912 Live
Point (LBS) Top 2' 1.50" 2415 0 Snow
Point (LBS) Top 8' 1.50" 352 126 Live
1 2
2 0 0 12 7 12
14 7 12
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 2' 0.000" Wall N/A N/A 1.685" 5086# --
2 14' 7.750" Wall N/A N/A 1.500" 921# -377#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 823# 3310# 1776#
2 722# -83# 199#
Design spans
2' 0.000" (left cant) 12' 5.125"
Product: Spruce-Pine-Fir #2 2 x 10 2 ply 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.
Review gravity uplift reaction force of 377lbs at bearing 2 and ensure that the structure can resist appropriately.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 3308.'# 3431.'# 96% 8.12' Even Spans D+L
Negative Moment 1752.'# 3946.'# 44% 2' Total Load D+S
Shear 1034.# 2872.# 35% 1.3' Total Load D+S
LL Deflection 0.2488" 0.4142" L/599 8.21' Even Spans L
TL Deflection 0.2955" 0.6214" L/504 8.21' Even Spans D+L
LL Defl., Lt. -0.1241" 0.2000" 2L/386 0' Even Spans L
TL Defl., Lt. -0.1274" 0.2000" 2L/376 0' Even Spans D+L
CS Structure™ 2016.4 [Build 5]
kmBeamEngine 4.13.19.1
Materials Database 1548
MontgomeryJesseFlorence - Leve 6-17-16
7:25am
9 of 9
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: Positive Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
This member has been designed in accordance with NDS 2005
Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table