107 Vernon St approved 2018-03-13DRAWN BYNelson GeisRE-ISSUE3/7/2018ISSUE2/18/2018CLIENTLadd107 Vernon StreetNorthampton, MA 01060 Keiter Builders35 Main StreetFlorence, MA 01062Tel: 413-586-8600 PROJECT107 Vernon Garage0101
A
A-04
1 Site Plan
Scale: 1"= 20'-0"
Old Garage Outline
20'-6" x 20'-6"
New Garage on same foundation corner
10'-0"
6'-0"
Existing House107 Vernon Street
New Garage
22'-0" x 24'-0"
N
DRAWN BYNelson GeisRE-ISSUE3/7/2018ISSUE2/18/2018CLIENTLadd107 Vernon StreetNorthampton, MA 01060 Keiter Builders35 Main StreetFlorence, MA 01062Tel: 413-586-8600 PROJECT107 Vernon Garage0202
ADESCRIPTION Plan
DRAWN BYNelson GeisRE-ISSUE3/7/2018ISSUE2/18/2018CLIENTLadd107 Vernon StreetNorthampton, MA 01060 Keiter Builders35 Main StreetFlorence, MA 01062Tel: 413-586-8600 PROJECT107 Vernon Garage0303
A
A-02
1 Plan
Scale: 1/4" = 1'-0"A-02
2 Second Floor Plan
Scale: 1/4" = 1'-0"A-02
1 Plan
Scale: 1/4" = 1'-0"A-02
2 Second Floor Plan
Scale: 1/4" = 1'-0"
A-02
4 Section
Scale: 1/4" = 1'-0"A-02
3 Section
Scale: 1/4" = 1'-0"DESCRIPTIONPlan24'-2 1/4"20'-0"9'-0"8'-0"9'-0"7'-0"8'-0"9'-8"20'-0"7'-0"7'-1/2"3
12 12
8
22'-0"24'-0"16'-0"
DRAWN BYNelson GeisRE-ISSUE3/7/2018ISSUE2/18/2018CLIENTLadd107 Vernon StreetNorthampton, MA 01060 Keiter Builders35 Main StreetFlorence, MA 01062Tel: 413-586-8600 PROJECT107 Vernon Garage0404
A
A-04
3 South Elevation
Scale: 1/4" = 1'-0"
A-04
1 East Elevation
Scale: 1/4" = 1'-0"A-04
2 North Elevation
Scale: 1/4" = 1'-0"
A-04
4 West Elevation
Scale: 1/4" = 1'-0"20'-0"8'-0"9'-0"8'-0"9'-0"20'-0"4'-0"4'-0"
0.03kips/ft0.03kips/ft0.03kips/ft0.03kips/ft0.03kips/ft0.03kips/ft0.03kips/ft0.03kips/ftCONTINUOUS HEADER2ND FLOOR STRUCTURESHIPPING INFORMATION:DESIGNED BY: Doug HodginsJOB: Keiter/LaddKeiter Builders/Ladd GaraWest Hatfield Ma.21 West St.rk Miles Inc.Scale: 3/8" = 1'NOTES:SHEET NUMBER: 11st walls LAYOUTFINALN/AN/AISSUE:DATE:N/AN/A03/07/18DESCRIPTION:FINALN/AN/A107 Vernon St Northampton DESIGN ASSUMPTIONS ==================== Loads: T/C Live: 40 psf B/C Live: 0 psf T/C Dead: 10 psf B/C Dead: 0 psf Load Case: Live Deflection Criteria: L/360 Live L/240 Total Building Code: IBC/IRC (Allowable Stress De Design assumes continuous lateral bracing for both edges.0.13kips/ft0.10kips/ft0.10kips/ft0.10kips/ft0.10kips/ft0.07kips/ft0.07kips/ft0.07kips/ft0.07kips/ft0.13kips/ft0.13kips/ft0.19kips/ft0.19kips/ft0.19kips/ft0.07kips/ft0.07kips/ft0.13kips/ft0.19kips/ft0.19kips/ft0.85kips2.31kips0.85kips2.31kips0.83kips2.31kips0.83kips2.31kips0.31kips0.82kips0.31kips0.82kips0.27kips/ft0.13kips/ft0.15kips/ft0.15kips/ft0.65kips/ft0.57kips/ft0.68kips/ft0.57kips/ft0.07kips/ft0.07kips/ft0.04kips/ft0.19kips/ft0.19kips/ft0.04kips/ft0.19kips/ft0.72kips/ft0.63kips/ft0.76kips/ft0.83kips2.31kips0.83kips2.31kips1.16kips2.47kips1.16kips2.47kips1.04kips0.29kips0.31kips0.82kips0.31kips0.82kips1.04kips0.29kipsA 1 0" ocA 2 0" ocA 3 0" ocB 10 plyB 20 ply
ROOF STRUCTURESHIPPING INFORMATION:DESIGNED BY: Doug HodginsJOB: Keiter/LaddKeiter Builders/Ladd GaraWest Hatfield Ma.21 West St.rk Miles Inc.Scale: 3/8" = 1'NOTES:SHEET NUMBER: 12nd walls LAYOUTFINALN/AN/AISSUE:DATE:N/AN/A03/07/18DESCRIPTION:FINALN/AN/A107 Vernon St Northampton DESIGN ASSUMPTIONS ==================== Loads: T/C Live: 35 psf B/C Live: 0 psf T/C Dead: 10 psf B/C Dead: 0 psf Load Case: Snow Deflection Criteria: L/360 Live L/240 Total Building Code: IBC/IRC (Allowable Stress De Design assumes continuous lateral bracing for both edges.0.85kips2.31kips0.85kips2.31kips0.83kips2.31kips0.83kips2.31kips0.31kips0.82kips0.31kips0.82kipsB 10 plyB 30 plyB 40 plyG 20 ply24' 0"22' 0"
CS Structure™ 2016.11 [Build 16]
kmBeamEngine 2016.9.0.3
Materials Database 1557
KeiterScottLaddGarage - Level 3- 7-18
7:20am
1 of 1
All product names are trademarks of their respective owners
Copyright (C) 2016 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The
design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications.
Doug Hodgins
rk Miles Inc.
21 West St.
West Hatfield Ma.
Member Data
Description: CalcB2 Member Type: Beam Application: Floor
Comments:Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total
Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.2 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' 1.50" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 1' 1.50" 27 13 Live
Replacement Uniform (PLF) Top 0' 0.00" 5' 2.50" 31 39 Snow
Replacement Uniform (PLF) Top 0' 0.00" 16' 3.00" 9 2 Live
Replacement Uniform (PLF) Top 0' 0.00" 16' 3.00" 27 7 Live
Replacement Uniform (PLF) Top 11' 0.50" 16' 3.00" 31 39 Snow
Point (LBS) Top 5' 2.50" 7 840 Live
Point (LBS) Top 5' 2.50" 2310 0 Snow
Point (LBS) Top 11' 0.50" 7 840 Live
Point (LBS) Top 11' 0.50" 2310 0 Snow
1 2
16 3 0
16 3 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.500" 3714# --
2 16' 3.000" Wall N/A N/A 1.500" 3700# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 324# 2472# 1242#
2 297# 2472# 1229#
Design spans
16' 1.750"
Product: 1-3/4x14 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 17938.'# 33390.'# 53% 8.12' Total Load D+S
Shear 3591.# 10706.# 33% 15.39' Total Load D+S
TL Deflection 0.5466" 0.8073" L/354 8.12' Total Load D+S
LL Deflection 0.3757" 0.5382" L/515 8.12' 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
KeiterScottLaddGarage - Level 3- 7-18
7:36am
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: 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: 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' 9.00" 1 57 Live
Replacement Uniform (PLF) Top 0' 0.00" 8' 9.00" 193 0 Snow
1 2
8 9 0
8 9 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" 1104# --
2 8' 9.000" Wall N/A N/A 1.500" 1104# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 2# 832# 272#
2 2# 832# 272#
Design spans
8' 7.750"
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 2386.'# 3946.'# 60% 4.38' Total Load D+S
Shear 907.# 2872.# 31% 0.06' Total Load D+S
LL Deflection 0.0874" 0.2882" L/999+ 4.38' Total Load S
TL Deflection 0.1159" 0.4323" L/895 4.38' Total Load D+S
Control: Positive Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
This member has been designed in accordance with NDS 2005
CS Structure™ 2016.11 [Build 16]
kmBeamEngine 2016.9.0.3
Materials Database 1557
KeiterScottLaddGarage - Level 3- 7-18
7:36am
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: CalcB3 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: 7.3 PLF
Filename: C:\KMW\JOBS\
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 3' 3.00" 8 2 Snow
Replacement Uniform (PLF) Top 0' 0.00" 3' 3.00" 23 7 Snow
Point (LBS) Top 1' 7.50" 13 1599 Live
Point (LBS) Top 1' 7.50" 4620 0 Snow
1 2
3 3 0
3 3 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.500" 3185# --
2 3' 3.000" Wall N/A N/A 1.500" 3185# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 7# 2359# 825#
2 7# 2359# 825#
Design spans
3' 1.750"
Product: 1-3/4x7-1/4 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 4950.'# 9634.'# 51% 1.62' Total Load D+S
Shear 3156.# 5544.# 56% 0.06' Total Load D+S
TL Deflection 0.0318" 0.1573" L/999+ 1.62' Total Load D+S
LL Deflection 0.0236" 0.1049" L/999+ 1.62' 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 Structure™ 2016.11 [Build 16]
kmBeamEngine 2016.9.0.3
Materials Database 1557
KeiterScottLaddGarage - Level 3- 7-18
7:36am
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: CalcB4 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" 6' 1.00" 8 2 Snow
Replacement Uniform (PLF) Top 0' 0.00" 6' 1.00" 23 7 Snow
Point (LBS) Top 3' 0.50" 13 1599 Live
Point (LBS) Top 3' 0.50" 4620 0 Snow
1 2
6 1 0
6 1 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" 3259# --
2 6' 1.000" Wall N/A N/A 1.500" 3259# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 7# 2404# 855#
2 7# 2404# 855#
Design spans
5' 11.750"
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 9520.'# 16051.'# 59% 3.04' Total Load D+S
Shear 3219.# 7265.# 44% 0.06' Total Load D+S
TL Deflection 0.0985" 0.2990" L/728 3.04' Total Load D+S
LL Deflection 0.0728" 0.1993" L/985 3.04' 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
KeiterScottLaddGarage - Level 3- 7-18
7:31am
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: 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
Point (PLF) Top 0' 4.63" 1 128 Live
Point (PLF) Top 0' 4.63" 193 0 Snow
Point (PLF) Top 21' 7.38" 1 128 Live
Point (PLF) Top 21' 7.38" 193 0 Snow
1 2
22 0 0
22 0 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.500" 929# --
2 22' 0.000" Wall N/A N/A 1.500" 929# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 567#(425plf) 257#(193plf) 312#(234plf)
2 567#(425plf) 257#(193plf) 312#(234plf)
Design spans
21' 2.750"
Product: 14" 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 3756.'# 5297.'# 70% 11' Total Load D+L
Shear 708.# 1792.# 39% 0' Total Load D+L
End Reaction 708.# 1250.# 56% 0' Total Load D+L
TL Deflection 0.4776" 1.0615" L/533 11' Total Load D+L
LL Deflection 0.3821" 0.7076" L/666 11' Total Load L
Control: Pos. Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table
CS Structure™ 2016.11 [Build 16]
kmBeamEngine 2016.9.0.3
Materials Database 1557
KeiterScottLaddGarage - Level 3- 7-18
7:34am
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: CalcG2 Member Type: Girder 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: 24.3 PLF
Filename: C:\KMW\JOBS\
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 3' 0.00" 1 67 Live
Replacement Uniform (PLF) Top 0' 0.00" 3' 0.00" 1 67 Live
Replacement Uniform (PLF) Top 0' 0.00" 3' 0.00" 193 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 3' 0.00" 193 0 Snow
Replacement Uniform (PLF) Top 3' 0.00" 7' 9.00" 1 57 Live
Replacement Uniform (PLF) Top 3' 0.00" 7' 9.00" 193 0 Snow
Replacement Uniform (PLF) Top 3' 0.00" 21' 0.00" 1 57 Live
Replacement Uniform (PLF) Top 3' 0.00" 21' 0.00" 193 0 Snow
Replacement Uniform (PLF) Top 7' 9.00" 16' 3.00" 1 57 Live
Replacement Uniform (PLF) Top 7' 9.00" 16' 3.00" 193 0 Snow
Replacement Uniform (PLF) Top 16' 3.00" 21' 0.00" 1 57 Live
Replacement Uniform (PLF) Top 16' 3.00" 21' 0.00" 193 0 Snow
Replacement Uniform (PLF) Top 21' 0.00" 24' 0.00" 1 67 Live
Replacement Uniform (PLF) Top 21' 0.00" 24' 0.00" 1 67 Live
Replacement Uniform (PLF) Top 21' 0.00" 24' 0.00" 193 0 Snow
Replacement Uniform (PLF) Top 21' 0.00" 24' 0.00" 193 0 Snow
1 2
24 0 0
24 0 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall N/A N/A 2.337" 6134# --
2 24' 0.000" Wall N/A N/A 2.337" 6134# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 13# 4472# 1662#
2 13# 4472# 1662#
Design spans
23' 2.750"
Product: 1-3/4x24 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 35396.'# 92421.'# 38% 12' Total Load D+S
Shear 5048.# 18354.# 27% 0.4' Total Load D+S
TL Deflection 0.4265" 1.1615" L/653 12' Total Load D+S
LL Deflection 0.3128" 0.7743" L/891 12' 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