24A-075 (2) I� CS Beam Calculation
•
02/07/16
h 09:53:59
4 of 9
CS Beam 4.19.50.1 AB 2-7-1(
knaBeatnFiigine 4.13.8.1 40 RIDGEWOOD TER. 11:36am
Materials Database 1530 NORTHAMPTON MA 01060 Seal:Massachuse
Member Data
Description: FBA Member Type: Beam Application: Floor
BASEMENT JOISTS Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Moisture Condition: Dry Building Code: SBC
Deflection Criteria: U360 live, L/240 total
Deck Connection: Nailed Member Weight: 12.5 PLF
Filename: Beam 1 BASEM
Other Loads
Type Trib. Other Dead
(Description) Side Begin End Width Start End Start End Category
Replacement Uniform(PLF) Top 0' 0.00" 12' 0.00" 480 120 Live
Replacement Uniform(PLF) Top 0' 0.00" 12' 0.00" 40 10 Live
Span carried:2'0.00"simple san
12 0 0
12 0 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall SPF#1/#2 2x or 4x End-Grain (1150psi)6.000" 1.500" 3526# --
2 12' 0.000" Wall SPF Plate(425psi) 12.000" 1.580" 3526# --
Maximum Load Case Reactions
Used forapplying point loads(or line loads)to carrying members
Live Dead
1 2768# 759#
2 2768# 759#
Design spans
10' 7.750"
Product: 1.8 RigidLam LVL 1-3/4 x 9-1/2 3 ply PASSES DESIGN CHECKS
Connect members with 2 rows of 16d common nails at 12.0"oc
NOTE:Nails must be applied from both sides
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 93854 183224 51% 5.75' Total Load D+L
Shear 3002.# 94764 31% 0.44' Total Load D+L
Max. Reaction 35264 22050.# 15% 0' Total Load D+L
TL Deflection 0.2836" 0.5323" L/450 5.75' Total Load D+L
LL Deflection 0.2226" 0.3549" L/573 5.75' Total Load L of
Control: LL Deflection
DOLS: Live=100% Snow=115% Roof=125% Wind=160% S
ARREIN
Design assumes a repetitive member use increase in bending stress: 4% DCONRAD rn
0U CIVIL v
NO 51679
All product names are trademarks of their respective owners.
Copyright(c)2012 by Simpson Strong-Tie Company,Inc.ALL RIGHTS RESERVED. ,,,✓` (C \
Zdrawing is an integral part of a floor joist component document as defined In theattached General Notes.This drawing is not com)late SS70N'AL ENG
out the accompanying General Notes.The Engineers Seal on this drawing indicates only that the floorjoist component shownon th s
drawing meets applicable design criteria far Loads,Loading Conditions,and Spanslisted on this sheet This design assumes product
installation according to themanufacturer's specifications.
02/08/2016
II CS Beam Calculation
E=
02/07/16
i 09:53:59
5 of 9
118
S Beam 4.19.50.1 DIXON-B 2-7-1
Beam Engine 4.13.8.1 40 RIDGEWOOD TER. 11:52am
Materials Database 1530 NORTHAMPTON MA 01060 Seal:Massachtisetl
Member Data
Description: B3 Member Type: Beam Application: Floor
LIVING ROOM CEILING JOISTS Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Moisture Condition: Dry Building Code: SBC
Deflection Criteria: L/360 live, L/240 total
Deck Connection: Nailed Member Weight: 6.3 PLF
Filename: Beam 3 LIVIN
Other Loads
Type Trib. Other Dead
(Description) Side Begin End Width Start End Start End Category
Replacement Uniform PLF Top 0' 0.00" 15' 0.00" 0 15 Live
15 0 0
15 0 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall SPF#1/#2 2x or 4x End-Grain (1150psi)3.500" 1.500" 155# --
2 15' 0.000" Wall Steel 3.500" 1.500" 155# --
Maximum Load Case Reactions
Used for applying point loads(or line loads)to carrying members
Dead
1 155#
2 155#
Design spans
14' 6.750"
Product: 1.8 RigidLam LVL 1-3/4 x 7-1/4 2 ply PASSES DESIGN CHECKS
Connect members with 2 rows of 16d common nails at 12.0"oc
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 565.'# 63684 8% 7.5' Total Load D
Shear 142.# 4339.# 3% 0.23' Total Load D
Max. Reaction 155.# 85754 1% 0' Total Load D
TL Deflection 0.1077" 0.7281" L/999+ 7.5' Total Load Q+L
Control: TL Deflection
DOLS: Live=100% Snow=115% Roof=125% Wind=160%
OF Mass C'Y
9
DARREN R U
o CONRAD nA
U CIVIL m
NO 51679
All product names are trademarks of their respective owners
Copyright(c)2012 by Simpson Strong Tie Company Inc.ALL RIGHTS RESERVED. ..
This drawing is an integral part of a floor joist component document as defined In theattached General Notes.This drawing Is not complete
without the accompanying General Notes.The Engineer's Seal on this drawing indicates only that the floor joist component shownon tF is
drawing meets applicable design criteria for Loads,Loading Conditions,and Spanslisted on this sheet.This design assumes product
installation according to themanufacturers specifications 02/08/2016
CS Beam Calculation
02/07/16
i 09:53:59
6 of 9
S Beam 4.19.50.1 DI N-BADO 2-7-if
Bea`hF*ne 4.13.8.1 40 RIDGEWOOD TER. 11:50am
Materials Database 1530 NORTHAMPTON MA 01060 Seal:Massachuse
Member Data
Description: B3 Member Type: Beam Application: Floor
MID SPAN BEAM IN HALL 2FL Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Moisture Condition: Dry Building Code: SBC
Deflection Criteria: U360 live, U240 total
Deck Connection: Nailed Member Weight: 8.3 PLF
Filename: Beam 5 MID S
Other Loads
Type Trib. Other Dead
(Description) Side Begin End Width Start End Start End Category
Replacement Uniform PLF Top 0' 0.00" 3' 6.50" 520 130 Snow
3 6 8
i0 0 i
r
3 6 8
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall SPF#1/#2 2x or 4x End-Grain (1150psi) 1.750" 1.500" 1118# --
2 3' 6.500" Wall SPF#1/#2 2x or4x End-Grain(1150psi)1.750" 1.500" 1118# --
Maximum Load Case Reactions
Used for applying point loads(or line loads)to carrying members
Snow Dead
1 883# 235#
2 883# 235#
Design spans
3' 4.750"
Product: 1.8 RigidLam LVL 1-3/4 x 9-1/2 2 ply PASSES DESIGN CHECKS
Connect members with 2 rows of 16d common nails at 12.0"oc
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 949.'# 13506.'# 7% 1.77' Total Load D+S
Shear 597.# 7265.# 8% 0.08' Total Load D+S
Max. Reaction 1118.# 4288.# 26% 0' Total Load D+S
TL Deflection 0.0044" 0.1698" L/999+ 1.77' Total Load D+S
LL Deflection 0.0035" 0.1132" L/999+ 1.77' Total Load S
Control: Max. Reaction
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
c'��AtzH OF ti14SS�y
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CONRAD n
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CIVIL n
NO 51679
All duct names are trademarks of their res �r p�^,
pro respective owners. n _ .STC.,..
Copyright(c)2012 by Simpson Strong-Tie Company,Inc.ALL RIGHTS RESERVED.
This drawing is an integral part of a floorjoist component document as defined in theanached General Notes.This drawing is not complete S��NAL
without the accompanying General Notes.The Engineers Seal on this drawing indicates only that the floorjoist component shownon th s
drawing meets applicable design criteria for Loads,Loading Conditions,and Spansllsted on this sheet.This design assumes product
installation according to themanufacturers specifications 02/08/2016
E=
CS Beam Calculation
02/07/16
w 09:53:59
7 of 9
S Beam 4.19.50.1 DIXON-B 2-7-1(
Beam Engine 4.13.8.1 40 RIDGEWOOD TER. 11:50am
Materials Database 1530 NORTHANIP70N MA 01060 Seal:Massachusett
Member Data
Description:SR-2 Member Type: Beam Application: Floor
STRUCTURAL RIDGE SOUTH Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Moisture Condition: Dry Building Code: SBC
Deflection Criteria: U360 live, L/240 total
Deck Connection: Nailed Member Weight: 8.3 PLF
Filename: Beam 6 STRUC
Other Loads
Type Trib. Other Dead
(Description) Side Begin End Width Start End Start End Category
Replacement Uniform PLF Top 0' 0.00" 10' 1.50" 520 130 Snow
10 1 8
10 1 8
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall SPF#1/#2 2x or 4x End-Grain(1150psi)3.500" 1.500" 3189# -
2 10' 1.500" Wall SPF#1/#2 2x or 4x End-Grain 1150 si 3.500" 1.500" 3189#
Maximum Load Case Reactions
Used for applying point loads(crime loads)to carrying members
Snow Dead
1 2519# 670#
2 2519# 670#
Design spans
9' 8.250"
Product: 1.8 RigidLam LVL 1-3/4 x 9-1/2 2 ply PASSES DESIGN CHECKS
Connect members with 2 rows of 16d common nails at 12.0"oc
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 7722.'# 13506.'# 57% 5.06' Total Load D+S
Shear 2667.# 7265.# 36% 0.23' Total Load D+S
Max.Reaction 31894 8575.# 37% 0' Total Load D+S
TL Deflection 0.2898" 0.4844" L/401 5.06' Total Load D+S
LL Deflection 0.2289" 0.3229" L/507 5.06' Total Load S
Control: LL Deflection
DOLS: Live=100% Snow=115% Roof=125% Wind=160%
SN OF MASS
g DARREN R N
g CONRAD
CIVIL m
NO 51619
'CJ/pc'n
All or duct names are trademarks of their respective owners. Y"nn TC
Copyright(c)2012 by Simpson Strong-Te Company Inc.ALL RIGHTS RESERVED.
This drawing is an integral part of a floor joist component document as defined in theattached General Notes.This drawing is not complete `��ONAL EN
without the accompanying General Notes.The Engineers Seal on this drawing Indicates only that the floor joist component shownon the
drawing meets applicable design criteria for Loads,Loading Conditions,and Spanslisted on this sheet.This design assumes product
installation according to themanufacturers specifications 02/08/2016
CS Beam Calculation
02/07/16
h 09:53:59
8 of 9
CS Beam 4.19.50.1 DIXON-B2-7-116
BeamEngine 4.13.8.1 40 RIDIEWOOD TER. 11:51am
Materials Database 1530 NORTHAMPTON MAO 1060 Seal:Massachtlisetts
Member Data
Description: B2 Member Type: Beam Application: Floor
2ND FLOOR JOISTS Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Moisture Condition: Dry Building Code: SBC
Deflection Criteria: L/360 live, U240 total
Deck Connection: Nailed Member Weight: 10.4 PLF
Filename: Beam2 2ND FL
Other Loads
Type Trib. Other Dead
(Description) Side Begin End Width Start End Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 12' 6.00" 360 120 Live
Point LBS To 2' 9.00" 2373 631 Live
12 6 0
,O m
12 6 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall SPF#1/#2 2x or 4x End-Grain(1150psi)4.000" 2.175" 5329# --
2 12' 6.000" Wall SPF#1/#2 2x or 4x End-Grain(1150psi)3.500" 1.500" 3570# --
Maximum Load Case Reactions
Used for applying point loads(or line loads)to carrying members
Live Dead
1 4045# 1284#
2 2655# 914#
Design spans
12' 0.250°
Product: 1.8 RigidLam LVL 1-3/4 x 11-7/8 2 ply PASSES DESIGN CHECKS
Connect members with 2 rows of 16d common nails at 12.0"oc
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 12991.'# 17846.'# 72% 5.07' Total Load D+L
Shear 48444 7897.# 61% 0.27' Total Load D+L
Max. Reaction 5329.# 98004 54% 0' Total Load D+L
TL Deflection 0.3872" 0.6010" L/372 6.27' Total Load D+L
LL Deflection 0.2912" 0.4007" L/495 6.27' Total Load L
Control: Positive Moment
DOLS: Live=100% Snow=115% Roof=125% Wind=160% ZH OF Mass Py
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NO 51(i7y
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All produo names are trademarks of their respective owners. pF nG �L
Copyright(c)2012 by Simpson Strong-Tie Company Inc ALL RIGHTS RESERVEDISIS/T�_`G\\
This drawing is n integral part of a floorjoist component document as defined In theattached General Notes.This drawing is not comolete S/OIVAL
without the accompanying General Notes.The Engiri Seal on this drawing indicates only that the Floor joist component shownon this `
drawing meets applicable design criteria for Loads,Loading Conditions.and Spanslisted on this sheet.This design assumes product
installation according to themanmacturers specifications_ 02/08/2016
CS Beam Calculation
02/07/16
09:53:59
9 of 9
S Beam 4.19.50.1 DIXON-BADO 2-7-1
Beam Engine 4.13.8.1 40 RIDGEWOOD TER. 11:49am
aterials Database 1530 NORTHM11"70N MA OI06) Seal:Massachuse
Member Data
Description:SR-1 Member Type: Beam Application: Floor
structural ridge Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Moisture Condition: Dry Building Code: SBC
Deflection Criteria: L/360 live, L/240 total
Deck Connection: Nailed Member Weight: 8.3 PLF
Filename: Beam4 STRUCT
Other Loads
Type Trib. Other Dead
(Description) Side Begin End Width Start End Start End Category
Replacement Uniform PLF Top 0' 0.00" 9' 5.00" 520 130 Snow
O 950
- - 7
9 5 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall SPF#1/#2 2x or 4x End-Grain(1150psi)3.500" 1.500" 3003# --
2 9' 5.000" Wall SPF#1/#2 2x or 4x End-Grain(1150psi)1.750" 1.500" 3003# --
Maximum Load Case Reactions
Used forapplit6 g point loads(or line loads)to carrying members
Snow Dead
1 2373# 631#
2 2373# 631#
Design spans
9' 1.500"
Product: 1.8 RigidLam LVL 1-3/4 x 9-1/2 2 ply PASSES DESIGN CHECKS
Connect members with 2 rows of 16d common nails at 12.0"oc
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 6852.'# 13506.'# 50% 4.78' Total Load D+S
Shear 2482.# 7265.# 34% 0.23' Total Load D+S
Max. Reaction 3003.# 4288.# 70% 9.42' Total Load D+S
TL Deflection 0.2281" 0.4563" L/479 4.78' Total Load D+S
LL Deflection 0.1802" 0.3042" L/607 4.78' Total Load S
Control: Max. Reaction
DOLs: Live=100% Snow--115% Roof=125% Wind=160%
OF III
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NO 51679
WIZ7
All product names are trademarks of their respective owners. [�
Copyright(c)2012 by Simpson Strong Tie Company Inc.ALL RIGHTS RESERVED.
This drawing's an integral part of a Floor)o st component document as defined in theattached General Notes.This drawing is not comulete ONAL EN
without the accompanying General Notes.The Engineer's Seal on this drawing indicates only that the floor joist component shownon th s
drawing meets applicable design criteria for Loads,Loading Conditions,and Spanslisted on this sheet.This design assumes product
installation according to themanufacturer's specifications.
02/08/2016
Home Energy Rating Certificate HIS 8
Property HERS H E WEJudith Bado Rating Type: Projected Rating Certified Energy Rater: Adin Maynard
40 Ridgewood Terrace Rating Date: 2/11/2016 Rating Number: Energy Efficienc
Northampton, MA 01060 Registry ID:
Projected Rating: Based on Plans - Field Confirmation Required. Estimated Annual Energy Cost
Use MMBtu Cost Percent
HER5111deX: 53 _ Heating 23.9 $950 42%
General Information Cooling 0 $0 0%
Conditioned Area 2420 sq. ft. i House Type Single-family detached ^� Hot Water 4.7 $375 17%
Conditioned Volume 17620 cubic ft. Foundation Conditioned basement Lights/Appliances 22.2 $899 40%
Bedrooms 4 Photovoltaics -0.0 $-0 -0%
Service Charges $33 1%
Mechanical Systems Features v _J Total 50.8 $2257 100%
Heating: Fuel-fired unit heater, Propane, 68.2 AFUE.
Water Heating: Instant water heater, Propane, 0.95 EF, 0.0 Gal. Criterid
Duct Leakage to Outside NA This home meets or exceeds the minimum criteria for the following:
Ventilation System Exhaust Only: 120 cfm, 18.0 watts.
Programmable Thermostat Heat=Yes; Cool=Yes
Building Shell Features
Ceiling Flat R-55.6 Slab R-0.0 Edge, R-0.0 Under
Sealed Attic NA Exposed Floor NA
Vaulted Ceiling R-49.0 Window Type U-Value: 0.190, SHGC: 0.250
Above Grade Walls R-27.0 Infiltration Rate Htg: 3.00 Clg: 3.00 ACH50 i — - ^— �—- ------
Foundation
Foundation Walls R-19.5 Method Blower door test ^v- ------ - -- --- --
TITLE
— ---- - -- _ Company
Lights and Appliance Features _Ji Address
Percent Interior Lighting 95.00 Range/Oven Fuel Propane City, State, Zip
Percent Exterior Lighting 5.00 Clothes Dryer Fuel Electric Phone#
Refrigerator (kWh/yr) 550 Clothes Dryer EF 2.75 Fax#
Dishwasher Energy Factor 0.70 Ceiling Fan (cfm/Watt) 0.00
REM/Rate- Residential Energy Analysis and Rating Software v14.6.1
This information does not constitute any warranty of energy cost or savings. 0 1985-2015 Noresco, Boulder, Colorado.
The Home Energy Rating Standard Disclosure for this home is available from the rating provider.