218 Audubon LoadsCS Structure™ 2018.9 [Build 16]
kmBeamEngine 2018.9.0.1
Materials Database 1572
KeiterBorawskiAudubonRd - Leve 1-14-20
2:58pm
1 of 1
All product names are trademarks of their respective owners
Copyright (C) 2018 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 1.250" max. LL
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' 5.00" 79 25 Snow
Point (LBS) Top 3' 8.50" 7 1054 Live
Point (LBS) Top 3' 8.50" 2307 0 Snow
1 2
7 5 0
7 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 1.500" 2098# --
2 7' 5.000" Wall SPF Plate (425psi) N/A 1.500" 2098# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 3# 1444# 654#
2 3# 1444# 654#
Design spans
7' 3.750"
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 6907.'# 16051.'# 43% 3.71' Total Load D+S
Shear 2008.# 7265.# 27% 6.63' Total Load D+S
TL Deflection 0.1093" 0.3656" L/803 3.71' Total Load D+S
LL Deflection 0.0751" 0.2437" L/999+ 3.71' 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™ 2018.9 [Build 16]
kmBeamEngine 2018.9.0.1
Materials Database 1572
KeiterBorawskiAudubonRd - Leve 1-14-20
2:55pm
1 of 1
All product names are trademarks of their respective owners
Copyright (C) 2018 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 1.250" max. LL
Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 11.0 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' 0.00" 30 30 Live
Replacement Uniform (PLF) Top 4' 0.00" 12' 0.00" 90 30 Live
Replacement Uniform (PLF) Top 12' 0.00" 16' 0.00" 30 30 Live
1 2
16 0 0
16 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" 782# --
2 16' 0.000" Wall SPF Plate (425psi) N/A 1.500" 781# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 469# 313#
2 468# 313#
Design spans
15' 3.000"
Product: 1-3/4x7-1/4 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 3414.'# 13068.'# 26% 8.01' Total Load D+L
Shear 739.# 7232.# 10% 0.4' Total Load D+L
TL Deflection 0.4209" 0.7625" L/434 8.01' Total Load D+L
LL Deflection 0.2713" 0.5083" L/674 8.01' Total Load L
Control: TL Deflection
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Design assumes a repetitive member use increase in bending stress: 4 %
Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives
CS Structure™ 2018.9 [Build 16]
kmBeamEngine 2018.9.0.1
Materials Database 1572
KeiterBorawskiAudubonRd - Leve 1-14-20
3:03pm
1 of 1
All product names are trademarks of their respective owners
Copyright (C) 2018 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: CalcG1 Member Type: Girder Application: Roof
Comments: STRUC RIDGE 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 1.250" max. LL
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" 17' 0.00" 0 56 Live
Replacement Uniform (PLF) Top 0' 0.00" 17' 0.00" 0 57 Live
Replacement Uniform (PLF) Top 0' 0.00" 17' 0.00" 139 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 17' 0.00" 140 0 Snow
1 2
17 0 0
17 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 2.217" 3298# --
2 17' 0.000" Wall SPF Plate (425psi) N/A 2.217" 3298# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 6# 2263# 1035#
2 6# 2263# 1035#
Design spans
16' 2.750"
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 13383.'# 33390.'# 40% 8.5' Total Load D+S
Shear 2824.# 10706.# 26% 0.4' Total Load D+S
TL Deflection 0.3964" 0.8115" L/491 8.5' Total Load D+S
LL Deflection 0.2720" 0.5410" L/716 8.5' 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™ 2018.9 [Build 16]
kmBeamEngine 2018.9.0.1
Materials Database 1572
KeiterBorawskiAudubonRd - Leve 1-14-20
2:57pm
1 of 1
All product names are trademarks of their respective owners
Copyright (C) 2018 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: CalcB6 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 1.250" max. LL
Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 21.3 PLF
Filename: C:\KMW\JOBS\
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 10' 6.50" 1 148 Live
Replacement Uniform (PLF) Top 0' 0.00" 10' 6.50" 437 0 Snow
Replacement Uniform (PLF) Top 10' 6.50" 17' 0.00" 9 2 Live
Replacement Uniform (PLF) Top 10' 6.50" 17' 0.00" 27 7 Live
Replacement Uniform (PLF) Top 10' 6.50" 17' 0.00" 1 148 Live
Replacement Uniform (PLF) Top 10' 6.50" 17' 0.00" 437 0 Snow
Point (LBS) Top 10' 8.25" 480 352 Live
1 2
17 0 0
17 0 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" 5057# --
2 17' 0.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.500" 5186# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 226# 3543# 1515#
2 490# 3543# 1643#
Design spans
16' 2.750"
Product: 1-3/4x14 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 21082.'# 52088.'# 40% 8.5' Total Load D+S
Shear 4468.# 16060.# 27% 15.8' Total Load D+S
TL Deflection 0.4161" 0.8115" L/467 8.5' Total Load D+S
LL Deflection 0.2838" 0.5410" L/686 8.5' Total Load S
Control: LL 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
1ST FLOOR DECKCONVENTIONALY FRAMED SHIPPING INFORMATION:DESIGNED BY: Doug HodginsJOB: BarawskiKeiter/BarawskiWest Hatfield Ma.21 West St.rk Miles Inc.Scale: 1/4" = 1'NOTES:SHEET NUMBER: 1foundation LAYOUTFINALN/AN/AISSUE:DATE:N/AN/A01/14/20DESCRIPTION:FINALN/AN/ALeeds218 Audubon Rd0.33kips0.31kips0.86kips0.86kips3.78kips5.53kips5.34kips6.28kips3.07kips1.79kips2.62kips2.11kips3.36kips1.52kips4.53kips0.98kips5.83kips1.61kips6.26kips2.82kips0.06kips1.89kips3.61kips0.02kips1.06kips2.31kipsG 10 plyG 20 plyG 30 plyG 40 plyG 50 plyG 60 plyG 70 plyG 80 plyG 90 plyG 150 plyG 140 ply
HEADER AND BEAM LAYOUTSHIPPING INFORMATION:DESIGNED BY: Doug HodginsJOB: BarawskiKeiter/BarawskiWest Hatfield Ma.21 West St.rk Miles Inc.Scale: 3/8" = 1'NOTES:SHEET NUMBER: 11st walls LAYOUTFINALN/AN/AISSUE:DATE:N/AN/A01/14/20DESCRIPTION:FINALN/AN/ALeeds218 Audubon Rd0.08kips/ft0.07kips/ft0.06kips/ft0.15kips/ft0.18kips/ft0.23kips/ft0.20kips/ft0.44kips/ft0.08kips/ft0.08kips/ft0.08kips/ft0.04kips/ft0.04kips/ft0.07kips/ft0.07kips/ft0.15kips/ft0.18kips/ft0.18kips/ft0.18kips/ft0.23kips/ft0.23kips/ft0.44kips/ft0.06kips/ft0.12kips/ft0.06kips/ft0.10kips/ft0.14kips/ft0.04kips/ft0.10kips/ft0.10kips/ftB 10 plyB 20 plyB 30 plyB 40 plyG 50 plyB 60 ply6' 0"16' 0"27' 4"21' 2-1/2"
UPPER ROOF FRAMINGSHIPPING INFORMATION:DESIGNED BY: Doug HodginsJOB: BarawskiKeiter/BarawskiWest Hatfield Ma.21 West St.rk Miles Inc.Scale: 3/8" = 1'NOTES:SHEET NUMBER: 1roof plane LAYOUTFINALN/AN/AISSUE:DATE:N/AN/A01/14/20DESCRIPTION:FINALN/AN/ALeeds218 Audubon Rd0.06kips/ft0.09kips/ft0.07kips/ft0.04kips/ft0.20kips/ft0.30kips/ft0.23kips/ft0.04kips/ft0.08kips/ft0.07kips/ft0.06kips/ft0.15kips/ft0.18kips/ft0.23kips/ft0.20kips/ft0.44kips/ft0.10kips/ft0.14kips/ft0.04kips/ft0.05kips1.06kips2.31kips1.06kips2.31kipsA 1A 2G 10 ply
LOWER ROOF FRAMINGSHIPPING INFORMATION:DESIGNED BY: Doug HodginsJOB: BarawskiKeiter/BarawskiWest Hatfield Ma.21 West St.rk Miles Inc.Scale: 3/8" = 1'NOTES:SHEET NUMBER: 1lower roof LAYOUTFINALN/AN/AISSUE:DATE:N/AN/A01/14/20DESCRIPTION:FINALN/AN/ALeeds218 Audubon Rd0.06kips/ft0.20kips/ft0.06kips/ft0.09kips/ft0.07kips/ft0.04kips/ft0.20kips/ft0.30kips/ft0.23kips/ftA 1A 2