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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 '9 z DARREN R G CONRAD n a 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 q oARREN R N CONRAD R a OU CIVIL NO 51(i7y � rr 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 ?� gcti O DARREN R N CONRAD o U CIVIL 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.