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25C-166 (7) KeyBeam® Calculation Keymark Engineering, Inc. 6707 Winchester Circle 4, A Boulder, CO 80301 ' 07/19/13 Phone:303 443-2068 ": � �' 07:09:17 EWPjobs @keymark.com EWelEERINO,W 8 of 8 CS Beam4.605 Joey @ Bollard Lumber 6-17-1 kmBeamEngine 4.6026 49 Orchard ST 8:55am Materials Database 1429 Northampton MA Seal:Massachusetts Member Data Description: Beam 3 Member Type: Girder Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 10 PLF Deck Connection:Nailed Member Weight: 8.3 PLF Filename: Beam 3.KYB Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Additional Uniform(PLF) Top 0' 0.00" 13' 0.00" 0 80 Live Additional Uniform(PLF) Top 0' 0.00" 13' 0.00" 0 125 Snow I I- 13 0 0 /0 0/ 13 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF#3/Stud 2x or 4x End-Grain(650psi) 3.500" 1.500" 1654# -- 2 13' 0.000" Wall SPF#3/Stud 2x or 4x End-Grain(650psi) 3.500" 1.500" 1654# -- Maximum Load Case Reactions Used for applying point bads(or line bads)to carrying members Uve Dead 1 251# 1403# 2 251# 1403# Design spans 12' 6.750" Product: 2.0 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 5194.'# 13100.'# 39% 6.5' Total Load D+L Shear 1445.# 6318.# 22% 0.23' Total Load D+L Max.Reaction 1654.# 7962.# 20% 13' Total Load D+L TL Deflection 0.2950" 0.6281" U510 6.5' Total Load D+L LL Deflection 0.0448" 0.4187" L/999+ 6.5' Total Load L Control: TL Deflection DOLs: Live=100%a Snow=115% Roof=125% Wind=160% ceare (14 OF MgS S�c., Z.40411 114 6 JEREMY MARTIN m a..- p GILSTRAP All product names are trademarks of their respecave owners. U STRUCTURAL to j Copyright(c)2012 by Simpson Strong-Tie Company,Inc.ALL RIGHTS RESERVED. NO 50090 1 Thos drawing is an integral part of a floor joist component document as defined in theattached General Notes.This drawing is not complete \,e, �^ without the accompanying General Notes.The Engineers 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 . TER installation according to Memanufacturer's specifications. \ Keymark Engineering SS/�AL 07/19/2013 Key Beam® Calculation Keymark Engineering, Inc. y 6707 Winchester Circle I/ 07/19/13 Boulder, CO 80301 Phone:303-443-2068 i I, 07:09:17 EWPjobs @keymark.com II ENONEERINO, 7of8 Control: TL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% Design assumes a repetitive member use increase in bending stress: 4% O�� y�N OF Mg SS 1,, JEREMY MARTIN LA k O GILSTRAP —I All product names are trademarks of their respective owners. U STRUCTURAL o Copyright(c)2012 by Simpson Strong-Tie Company,no ALL RIGHTS RESERVED. ` \ NO 50090 / This drawing is an integral part of a floor joist component document as defined in theattached General Notes.This drawing is not complete Q'/.' without the accompanying General Notes.The Engineer's Seal on this drawing indicates only that the floor joist component shownon this %* ��• R drawing meets applicable design criteria for Loads,Loading Conditions,and Spanslisted on this sheet.This design assumes product installation according to themanufacturer's specifications G\ SS/CINAL-Eta Keymark Engineering 07/19)2013 Key Beam® Calculation Keymark Engineering, Inc. y 6707 Winchester Circle I `�./. ' Boulder, CO 80301 07/19/13 Phone:303-443-2068 ' t 07:09:17 EWPjobs @keymark.com 1RNO.INC 6 of 8 N Beam4.605 Joey @,Bollard Lumber 6-17-I lanBeamEngine 4.6026 49 Orchard ST 8:46am Materials Database 1429 Northampton MA Seal:Massachusetts Member Data Description: Beam 2 Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing:Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 15.6 PLF Filename: Beam 2.KYB Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PSF) Top 0' 0.00" 13' 0.00" 6' 0.00" 30 15 Live Additional Uniform(PLF) Top 0' 0.00" 13' 0.00" 0 80 Live Additional Uniform(PSF) Top 0' 0.00" 13' 0.00" 14' 0.00" 40 15 Snow Additional Uniform(PSF) Top 0' 0.00" 13' 0.00" 2' 0.00" 10 10 Live Additional Uniform(PSF) Top 0' 0.00" 13' 0.00" 2' 0.00" 40 15 Snow 13 0 0 13 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF#3/Stud 2x or 4x End-Grain(650psi) 3.500" 1.998" 6819# -- 2 13' 0.000" Wall SPF#3/Stud 2x or 4x End-Grain(650psi) 3.500" 1.998" 6819# -- Maximum Load Case Reactions Used for applying point beds(or line bads)to carrying members Live Snow Dead 1 1256# 4020# 2799# 2 1256# 4020# 2799# Design spans 12' 6.750" Product: 2.0 RigidLam LVL 1-3/4 x 11-7/8 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 21416.'# 35710.'# 59% 6.5' Total Load D+S Shear 5745.# 13622.# 42% 12.15' Total Load D+S Max.Reaction 6819.# 11944.# 57% 0' Total Load D+S TL Deflection 0.4152" 0.6281" L/363 6.5' Total Load D+S LL Deflection 0.2448" 0.4187" L/615 6.5' Total Load S littfif" Z O��'P�tH OF MgSS9cyG JEREMY MARTIN m O GILSTRAP -t All product names are trademarks of their respective owners. o STRUCTURAL to Copyright(c)2012 by Simpson Strong-Tie Company,Inc.ALL RIGHTS RESERVED. NO.50090 This drawing is an integral part of a floor joist component document as defined in theetteched General Notes.This drawing is not complete n �6 Q- without the accompanying General Notes.The Engineer's Seal on this drawing indicates only that the floor joist component showmen this ,r drawing meets applicable design criteria for Loads,Loading Conditions,and Spanslisted on this sheet.This design assumes product R installation according to themanufacturer's specifications. T `` sn9/ONAt.Ea" Keymark Engineenng 07/19/2013 Key Beam® Calculation Keymark Engineering, Inc. / y 6707 Winchester Circle ��.� Boulder, CO 80301 - 07/19/13 Phone: 303-443-2068 07:09:16 EWPjobs @keymark.com ENONEERND,aK 5 of 8 Control: Max.Reaction DOLs: Live=100% Snow=115% Roof=125% Wind=160% Design assumes a repetitive member use increase in bending stress: 4% L µOF Mg .�*,P SS9cy O G JEREMY MARTIN U,41,K,R — .„,,Z' I GILSTRAP All product names are trademarks of their respecoveowners. a 1 STRUCTURAL tn� Copyright(c)2012 by Simpson Strong-Tie Company,Inc.ALL RIGHTS RESERVED. �, ` NO.50090 This drawing is an integral part of a floor joist component document as defined in theattached General Notes.This drawing is not complete `\\ Q' without the accompanying General Notes.The Engineer's Seal on this drawing indicates only that the floor joist component shownon this �• 'Q —'p. drawing meets applicable design criteria for Loads,Loading Conditions,and Spanslisted on this sheet.This design assumes product 0 .41.1.0 R f installation according to themanufacturers specifications. \' �� Keymark Engineering / S`s/ANAL E� r 07/19/2013 " KeyBeam® Calculation Keymark Engineering, Inc. 6707 Winchester Circle ,y 4 Boulder, CO 80301 ' 07/19/13 Phone:303-443-2068 0 " b 07:09:16 EWPjobs @keymark.com ENGINEERING, 4 of 8 .:S Beam4.605 Joey L Bollard Lumber 6-17-1 GnBeamEngine 4.6026 49 Orchard ST 8:44am Materials Database 1429 Northampton MA Seal:Massachusetts Member Data Description:Roof Beam Member Type: Beam Application: Floor Top Lateral Bracing:Continuous Bottom Lateral Bracing:Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 31.5 PLF Filename: Beam 1.KYB Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PSF) Top 0' 0.00" 22' 0.00" 9' 0.00" 30 15 Live Additional Uniform(PLF) Top 0' 0.00" 22' 0.00" 0 80 Live Additional Uniform(PSF) Top 0' 0.00" 22' 0.00" 9' 0.00" 10 10 Live Additional Uniform(PSF) Top 0' 0.00" 22' 0.00" 13' 0.00" 40 15 Snow Additional Uniform(PSF) Top 0' 0.00" 22' 0.00" 2' 0.00" 40 15 Snow 2200 P a, 2200 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF#3/Stud 2x or 4x End-Grain(650psi) 5.500" 3.986" 13603# -- 2 22' 0.000" Wall SPF#3/Stud 2x or 4x End-Grain(650psi) 5.500" 3.986" 13603# -- Maximum Load Case Reactions Used for applying point bads(or line bads)to carrying members Live Snow Dead 1 3821# 6369# 5960# 2 3821# 6369# 5960# Design spans 21' 2.750" Product: 2.0 RigidLam LVL 1-3/4 x 24 3 ply PASSES DESIGN CHECKS Connect members with 4 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 72193.'# 133583.'# 54% 11' Total Load D+0.75(L+S) Shear 11040.# 27531.# 40% 0.4' Total Load D+0.75(L+S) Max.Reaction 13603.# 18769.# 72% 0' Total Load D+0.75(L+S) TL Deflection 0.4842" 1.0615" U526 11' Total Load D+0.75(L+S) LL Deflection 0.2720" 0.7076" L/936 11' Total Load 0.75 + O�,14°' H OF MgSS.4O yG Z' JEREMY MARTIN m O0 GILSTRAP All product names are trademarks of their respective owners. o STRUCTURAL ca ` Copyright(c)2012 by Simpson Strong-Tie Company,Inc.ALL RIGHTS RESERVED. , NO.50090 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 this • 'Q 4'°r° drawing meets applicable design criteria for Loads,Loading Conditions,and Spanslisted on this sheet.This design assumes product 1.r' Vii?•TERM ,, installation according to themanufacturer's specifications /yy,,� r� Keymark Engineering 07/19/2013 • Key Beam® Calculation Keymark Engineering, Inc. Y 6707 Winchester Circle :� Boulder, CO 80301 07/19/13 Phone:303-443-2068 "~ � f " ' �' 07:09:16 EWPjobs @keymark.com ^°•'NC 3of8 10. MULTI-PLY COMPONENTS Multi-ply components shall be connected together in accordance with the manufacturer's recommendations 11. BEARING LENGTH The"Input Brg. Length" listed on the individual floor joist, beam, or girder design drawing is the actual length of bearing at that location. The "Minimum Brg. Length"on the individual floor joist, beam,or girder design drawing is the minimum required length of bearing at that location. The length of the bearing is measured along the length of the member. The width of the bearing is measured perpendicular to the length of the member. Each ply of the member shall be supported for the full member width,for the full required minimum length of the bearing. 12. POINT LOADS OVER A BEARING Point loads applied over a bearing are assumed to be carried not by the I-joist, beam,or girder, but instead by rim board,squash blocks,or some other means. Therefore the points loads over the bearings will be included in the bearings and reactions summary, but will not be considered when evaluating the interior and end reactions and is indicated on the drawings by"Pass-thru"framing is required at point loads over bearings. 13. PONDING WARNING Where components are used in roof systems,these components have not been investigated for the effects of ponding. The Building Designer shall ensure that adequate drainage has been provided, and that the roof system as a whole is not susceptible to ponding. O��P`-�N OF Mg SS1OyG JEREMY MARTIN m � ,.w GILSTRAP All product names are trademarks of their respective owners. V STRUCTURAL ti Copright(c)2012 by Simpson Strong-Tie Company,Inc.ALL RIGHTS RESERVED. b NO 50090 This drawing Is an integral part of a floor joist component document as defined in theattached General Notes.This drawing is not complete 13—, without the accompanying General Notes.The Engineer's 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 1r'-�5-T 06- 4 installation according to themanufacturer's specifications. \e t C, SS/ONAI.E� Keymark Engineering 7-7 07/19/2013 w • KeyBeam® Calculation Keymark Engineering, Inc. 6707 Winchester Circle f.. 07/19/13 Boulder, CO 80301 Phone:303-443-2068 s ► • 07:09:16 EWPjobs @keymark.com Ef10fEERNO,NC. 2 of 8 Floor Joist, Beam, and Girder Component General Notes 1. FLOOR JOIST, BEAM, AND GIRDER COMPONENT DOCUMENT A Member Component Document is defined herein as being composed of a cover letter,this set of general notes, individual floor joist, beam,or girder design drawings. The cover letter lists the contents of the Member Component Document. Each sheet of this Member Component Document is an integral part of the whole,and shall be used only for the specific job name listed on the cover letter. This Member Component Document is the exclusive property of Keymark Engineering,and shall not be copied,transferred, or reproduced, in whole or in part,without the written consent of Keymark Engineering, Inc.Copyright Keymark Engineering, Inc.,2010, all rights reserved. 2. COMPONENT DESIGN This design is for an individual building member component and has been based on information provided by the client. The Member Component Designer disclaims any responsibility for damages as a result of faulty or incorrect information,specifications,and/or designs furnished to the Member Component Designer by the client and the correctness or accuracy of this information as it may relate to a specific project. The Member Component Designer accepts no responsibility and exercises no control with regard to fabrication, handling,shipment, and installation of member components. Each member component specified herein has been designed as an individual building component. Each component shall be incorporated as part of the building design by a Building Designer(registered architect or professional engineer,as applicable). The Building Designer shall review the design loading, member component geometry,and all other aspects of each component design to ensure that the data shown are in agreement with the local building codes, local climatic records for snow or wind loads, project specifications,or special applied loads. 3. FABRICATION NOTES Prior to fabrication,the fabricator shall review this Member Component Document to verify that this Member Component Document is in conformance with the fabricator's plans and to realize a continuing responsibility for such verification. Fabrication of member components shall not proceed until the fabricator has certified drawings in hand. 4. PRECAUTIONARY NOTES Refer to the manufacturer's recommendations for instructions on handling, bundling,and delivery of the member components specified herein. 5. MODIFICATION OF COMPONENT MEMBERS Refer to the manufacturer's recommendations for instructions on allowable modifications of the member components specified herein. 6. MEMBER COMPONENT TO MEMBER COMPONENT CONNECTION DESIGN The design of any connections between member components and other member components is not provided with the component designs specified herein. Web stiffener requirements at hangered connections depend on the connection style and are not included in this design. Supported components attached to the side of this member with reactions greater than 400 lbs shall be attached in such a way to preclude twisting of this member. 7. MEMBER COMPONENT TO STRUCTURE CONNECTION DESIGN The design of any connections between the member component and other elements of the overall structure is not provided with the component designs specified herein. 8. UPLIFT REACTIONS Floor joists,beams or girders with multiple spans may generate uplift reactions due to gravity loads. The reactions shown in these calculations assume that all of the bearings are infinitely stiff. The Building Designer shall review all reaction forces and ensure that the structure can resist any uplift reactions appropriately. 9. LATERAL BRACING All lateral bracing requirements apply along the entire length of the component member. The design of the individual component member brace and the anchorage of the brace is the responsibility of the Building Designer. Design assumes that the component member is braced top and bottom at all bearing locations. O2 P'\. OF MgSST(. Z' JEREMY MARTIN m p GILSTRAP �i All product names are trademarks of their reepeotue owners. U STRUCTURAL fn Copyright(c)2012 by Simpson Strong-Tie Company,Inc.ALL RIGHTS RESERVED. , NO 50090 This drawing is an integral pan of a floor joist component document as defined in theattached General Notes.This drawing is not complete , Q. without the accompanying General Notes.The Engineer's Seal on this drawing indicates only that the floor joist component shownon this i'� 'Q 7^-fj- drawing meets applicable design criteria for Loads,Loading Conditions,and Spanslisted on this sheet This design assumes product ■1 `•,. S.T. installation according to themanufacturer's specifications. �. nom!.., E f_` Keymark Engineering `S`S1ONAt- ``G 07/19/2013 KeyBeam® Calculation Keymark Engineering, Inc. 6707 Winchester Circle �!� A Boulder, CO 80301 07/19/13 Phone:303-443-2068 4 07:09:16 EWPjobs @keymark.com EN1>"IEE '.IC 1 of 8 Cover Sheet Job: 49Orchard Confirmation#: 0719090911 Contact Person: Bill Ingham Company Name: Roseburg Forest Products PO Box 922 South Hadley, MA 01075 Phone/Fax: 4134273233/8772711080 Email: billi @rfpco.com;davea @rfpco.com Ship-To Contact: Adam Tredo Ship-To Company: Seven D Ship-To Phone/Fax: 8008006894/ Ship-To Email: atredo @degol.com;plans @degol.com Member Information (1)-Beam 1.KYB (2)-Beam 2.KYB (3)-Beam 3.KYB Comments ION* jN OF MS1/45' JEREMY MARTIN m �.M 0 GILSTRAP All product names are trademarks of their respective owners. U STRUCTURAL co Copyright(c)2012 by Simpson Strong-Tie Company,Inc.ALL RIGHTS RESERVED. , NO.5()090 This drawing is an integral part of a floor joist component document as defined in theattached General Notes.This drawing is not complete kill, n .. without the accompanying General Notes.The Engineers 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 ♦ E \ ,� installation according to themanufacturer's specifications. ••( c �[- Keymark Engineering SS1ONAL 07/19/2013 " 1t' -7 - I. • KeyBeam® Calculation Keymark Engineering, Inc. 6707 Winchester Circle <<,! .` . 07/31/13 Boulder, CO 80301 Phone:303-443-2068 1 V " ' �' 05:38:19 EWPjobs @keymark.com Iia«EEfI40,tc 5 of 5 keyBeam®4.600d Joey @ Bollard Lumber 7-29-1S lmtBeamEngine 4.6026 49 Orchard ST 9:36pm Materials Database 1421 Northampton MA Seal:Massachusetts Member Data Description:Girder 2 Member Type: Girder Application: Floor Top Lateral Bracing:Continuous Bottom Lateral Bracing:Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 15 PLF Deck Connection: Nailed Member Weight: 8.3 PLF Filename:Girder 2.KYB Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Point(LBS) Top 0'10.00" 5600 2800 Live Additional Uniform(PLF) Top 0' 0.00" 12' 0.00" 0 125 Snow . i j y ,g i A ik t"MO N fi *k ( ', � r' ;� p?"J '". y� s is� } f,'t , :Mt . ,, E T x�` �5�, °n k � �, ! re ,: ,f.,-, ar ti w ,;a�ir,.�r.,,L . . �.�4?d ,a aw.ze,.lt."� ,,. .. ' ..,, .r ..: ...M..+a.x'-.c.. .. ..',, .:' 12 0 0 ,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#3/Stud 2x or 4x End-Grain(650psi) 5.500" 4.010" 9122# -- 2 12' 0.000" Wall SPF#3/Stud 2x or 4x End-Grain(650psi) 5.500" 1.500" 1392# -- Maximum Load Case Reactions Used for applying point bads(or line bads)to carrying members Live Dead 1 5601# 3521# 2 448# 944# Design spans 11' 2.750" Product: 2.0 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 5146.'# 13100.'# 39% 4.32' Total Load D+L Shear 5326.# 6318.# 84% 0.4' Total Load D+L Max.Reaction 9122.# 12512.# 72% 0' Total Load D+L TL Deflection 0.2376" 0.5615" L/567 5.44' Total Load D+L LL Deflection 0.0980" 0.3743" U999+ 5.44' Total Load L Control: Shear DOLs: Live=100% Snow=115% Roof=125% Wind=160% O��P\(///''''-i;OF�gSsle C. Z JEREMY MARTIN m r .,,,. 0 0 GIL STRAP All product names are trademarks of their respective owners. 0 STRUCTURAL vi Copyright(c)2012 by Simpson Strong-Tie Company.Inc.ALL RIGHTS RESERVED. , NO 50090 (J This drawing is an integral part of a floor joist component document as defined in theattached General Notes.This drawing is not complete ,� .p Q It/" without the accompanying General Notes The Engineer's Seal on this drawing indicates only that the floor joist component shownon this y F _ drawing meets applicable design criteria for Loads.Loading Conditions,and Spanslisted on this sheet This design assumes product CI*.,,T , installation according to Nemanufacturer's specifications \ w Keymark Engineenng , 07/31/2013 5- KeyBeam® Calculation Keymark Engineering, Inc. A•• 6707 Winchester Circle 07/31/13 Boulder, CO 80301 . ',,- ` • Phone:303443-2068 05:38:19 EWPjobs @keymark.com .NYC 4of5 KeyBeam®4.600d Joey @ Bollard Lumber 7-29-13 kmBeamEngine 4.6026 49 Orchard ST 9:34pm Materials Database 1421 Northampton MA Seal:Massachusetts Member Data Description:Girder 1 Member Type: Girder Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing:Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 15 PLF Deck Connection: Nailed Member Weight: 16.6 PLF Filename:Girder 1.KYB Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Point(LBS) Top 0'10.00" 10190 5960 Live Additional Uniform(PLF) Top 0' 0.00" 15' 0.00" 0 125 Snow 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#3/Stud 2x or 4x End-Grain(650psi) 5.500" 3.750" 17063# -- 2 15' 0.000" Wall SPF#3/Stud 2x or 4x End-Grain(650psi) 3.500" 1.500" 1918# -- Maximum Load Case Reactions Used for applying point bads(or line bads)to carrying members Uve Dead 1 10161# 6902# 2 605# 1313# Design spans 14' 4.750" Product: 2.0 RigidLam LVL 1-3/4 x 9-1/2 4 ply PASSES DESIGN CHECKS Connect members with 2 rows of 112"diameter bolts at 24.0"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 9342.'# 27247.'# 34% 4.7' Total Load D+L Shear 9894.# 12635.# 78% 0.4' Total Load D+L Max.Reaction 17063.# 25025.# 68% 0' Total Load D+L TL Deflection 0.3530" 0.7198" U489 6.86' Total Load D+L LL Deflection 0.1425" 0.4799" L/999+ 6.86' Total Load L Control: Shear DOLs: Live=100% Snow=115% Roof=125% Wind=160% Design assumes a repetitive member use increase in bending stress: 4% o2 l'\-µOF yq SS1cyG JEREMY MARTIN m 140#10614 U GIL5TRAP -i All product names are trademarks of their respective owners. U STRUCTURAL to Copyright(e)2012 by Simpson Strong-Tie Company,Inc.ALL RIGHTS RESERVED. NO 50090 This drawing is an integral part of a floor joist component document as defined in theattached General Notes.This drawing is not complete ,,� Q �e- without the accompanying General Notes.The Engineer's Seal on this drawing indicates only that the floor joist component shownon this , 'Pc,' e T _ ' drawing meets applicable design criteria for Loads,Loading Conditions,and Spansltsted on this sheet.This design assumes product t installation according to themanufacturer's specifications. II Keymark Engineering 07/31/2013 KeyBeam® Calculation Keymark Engineering, Inc. 6707 Winchester Circle 07/31/13 Boulder, CO 80301 Phone:303-443-2068 1 ► ' 05:38:19 EWPjobs @keymark.com EOMERINO,NC 3 of 5 10. MULTI-PLY COMPONENTS Multi-ply components shall be connected together in accordance with the manufacturer's recommendations 11. BEARING LENGTH The"Input Brg. Length"listed on the individual floor joist, beam, or girder design drawing is the actual length of bearing at that location. The "Minimum Brg. Length"on the individual floor joist, beam,or girder design drawing is the minimum required length of bearing at that location, The length of the bearing is measured along the length of the member. The width of the bearing is measured perpendicular to the length of the member. Each ply of the member shall be supported for the full member width,for the full required minimum length of the bearing. 12. POINT LOADS OVER A BEARING Point loads applied over a bearing are assumed to be carried not by the I-joist, beam,or girder, but instead by rim board,squash blocks,or some other means. Therefore the points loads over the bearings will be included in the bearings and reactions summary, but will not be considered when evaluating the interior and end reactions and is indicated on the drawings by"Pass-thru"framing is required at point loads over bearings. 13. PONDING WARNING Where components are used in roof systems,these components have not been investigated for the effects of ponding. The Building Designer shall ensure that adequate drainage has been provided, and that the roof system as a whole is not susceptible to ponding. Agog* 2�� ZN OF Ssio Mg JEREMY MARTIN m GILSTRAP All product names are trademarks of their respective owners. 0 STRUCTURAL 0 Copyright(c)2012 by Simpson Strong-Tie Company,Inc.ALL RIGHTS RESERVED NO.50090 This drawing is an integral part of a floor joist component document as defined in theattached General Notes.This drawing is not complete ,'D ,1y Q ki without the accompanying General Notes.The Engineer's Seal on this drawing indicates only that the floor joist component shownon this s tl +cG • - drawing meets applicable design criteria for Loads,Loading Conditions,and Spanslisted on this sheet.This design assumes product GI CT installation according to themanufacturer's specifications. ' �•�. �� Keymark Engineering 07/31/2013 KeyBeam0 Calculation Keymark Engineering, Inc. 6707 Winchester Circle Boulder, CO 80301 07/31/13 Phone:303-443-2068 05:38:19 EWPjobs @keymark.com EflKiNEERINO,NC. 2 of 5 Floor Joist, Beam, and Girder Component General Notes 1. FLOOR JOIST, BEAM, AND GIRDER COMPONENT DOCUMENT A Member Component Document is defined herein as being composed of a cover letter,this set of general notes, individual floor joist, beam,or girder design drawings. The cover letter lists the contents of the Member Component Document. Each sheet of this Member Component Document is an integral part of the whole,and shall be used only for the specific job name listed on the cover letter. This Member Component Document is the exclusive property of Keymark Engineering,and shall not be copied,transferred,or reproduced, in whole or in part,without the written consent of Keymark Engineering, Inc.Copyright Keymark Engineering, Inc.,2010, all rights reserved. 2. COMPONENT DESIGN This design is for an individual building member component and has been based on information provided by the client. The Member Component Designer disclaims any responsibility for damages as a result of faulty or incorrect information,specifications, and/or designs furnished to the Member Component Designer by the client and the correctness or accuracy of this information as it may relate to a specific project. The Member Component Designer accepts no responsibility and exercises no control with regard to fabrication, handling,shipment, and installation of member components. Each member component specified herein has been designed as an individual building component. Each component shall be incorporated as part of the building design by a Building Designer(registered architect or professional engineer,as applicable). The Building Designer shall review the design loading, member component geometry,and all other aspects of each component design to ensure that the data shown are in agreement with the local building codes, local climatic records for snow or wind loads, project specifications,or special applied loads. 3. FABRICATION NOTES Prior to fabrication,the fabricator shall review this Member Component Document to verify that this Member Component Document is in conformance with the fabricator's plans and to realize a continuing responsibility for such verification. Fabrication of member components shall not proceed until the fabricator has certified drawings in hand. 4. PRECAUTIONARY NOTES Refer to the manufacturer's recommendations for instructions on handling,bundling, and delivery of the member components specified herein. 5. MODIFICATION OF COMPONENT MEMBERS Refer to the manufacturer's recommendations for instructions on allowable modifications of the member components specified herein. 6. MEMBER COMPONENT TO MEMBER COMPONENT CONNECTION DESIGN The design of any connections between member components and other member components is not provided with the component designs specified herein. Web stiffener requirements at hangered connections depend on the connection style and are not included in this design. Supported components attached to the side of this member with reactions greater than 400 lbs shall be attached in such a way to preclude twisting of this member. 7. MEMBER COMPONENT TO STRUCTURE CONNECTION DESIGN The design of any connections between the member component and other elements of the overall structure is not provided with the component designs specified herein. 8. UPLIFT REACTIONS Floor joists,beams or girders with multiple spans may generate uplift reactions due to gravity loads. The reactions shown in these calculations assume that all of the bearings are infinitely stiff. The Building Designer shall review all reaction forces and ensure that the structure can resist any uplift reactions appropriately. 9. LATERAL BRACING All lateral bracing requirements apply along the entire length of the component member. The design of the individual component member brace and the anchorage of the brace is the responsibility of the Building Designer. Design assumes that the component member is braced top and bottom at all bearing locations. O�� N Or MgsS-9c, g JEREMY MARTIN m A1110041111 ,.,�,,,,,,,_ GILSTRAP All product names are trademarks of their respective owners. o STRUCTURAL to Copyright(c)2012 by Simpson Strong-Tie Company,Inc.ALL RIGHTS RESERVED. NO.50090 This drawing is an integral part of a floor joist component document as defined in theattached General Notes.This drawing is not complete ,ea .Q • Q without the accompanying General Notes.The Engineer's Seal on this drawing indicates only that the floor joist component shownon this y • F' drawing meets applicable design criteria for Loads,Loading Conditions,and Spanslisted on this sheet.This design assumes product G/CT f installation according to themanufacturer's specifications. ' ` � Keymark Engineering 07/31/2013 • KeyBeam® Calculation Keymark Engineering, Inc. 6707 Winchester Circle ..,%:' 07/31/13 Boulder, CO 80301 l , . Phone:303-443-2068 l'' 05:38:19 EWPjobs @keymark.com ENGINEERING,NC 1 of 5 Cover Sheet Job: 49OrchardSt2 Confirmation#: 0731073802 Contact Person: Bill Ingham Company Name: Roseburg Forest Products PO Box 922 South Hadley, MA 01075 Phone/Fax: 4134273233/8772711080 Email: billi @rfpco.com;davea @rfpco.com Ship-To Contact: Adam Tredo Ship-To Company: Seven D Ship-To Phone/Fax: 8008006894/ Ship-To Email: atredo @degol.com;plans @degol.com Member Information (1)-Girder 1.KYB (2)-Girder 2.KYB Comments O��P�SN OF MgSS�cyG Z JEREMY MARTIN m r„e1�,„.,„ O GILSTRAP -i All product names are trademarks of their respective owners. U STRUCT URAL Ch Copyright(c)2012 by Simpson Strong-Tie Company,Inc.ALL RIGHTS RESERVED. NO 50090 This drawing is an integral part of a floor joist component document as defined in theattached General Notes.This drawing is not complete ,,a. �� without the accompanying General Notes.The Engineer's 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 C'/C e T /, installation according to themanufacturer•s specifications. 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I c X— co- -_,_ ,. .; _, , v 1 iba it�'■ o r, N °' c co t c CD o ' r: iii O acv C i. • c Y J x O a� • O 2 1 (C) O x v 1 N o Oaic O 1 c CS) c O v, N. Z N o 1. V V =N mo t ^ Eco aQ :o)6 v 0p • a w iri W €m CU 00-£0-ZZ ^ `_ ?co >, CONTRACTOR QUOTE PRINTED ON: 07/25/13 PAGE 1 , SS('‘‘ QUOTE # Q1307133 DATE QUOTED:07/12/13 EN .1 181 GOODWIN ST VALID UNTIL: 08/09/13 CORP• • 'T • PO BOX 51027 /ANFA�∎�•∎∎4 INDIAN ORCHARD, MA 01151 .lob: PROSPECT / KONHEIM MANUFACTURERS OF ROOF & FLOOR TRUSSES 24-26 ORCHARD ST Phone(413)543-1298 Fax(413)543-1847 Toll Free(800)456-0187 NORTHAMPTON, MA Quote To:A. Boilard Sons, Inc. Requested By: JOEY P.O. Box 51065 q y' Indian Orchard, MA 01151 Quoted By: Adrian Santos Attn:JOEY Phone:(413)-543-4100 ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL STRESS INCR. INFORMATION 40.0,10.0,0.0,10.0 ROOF TRUSS SPACING:24.0 IN.O.C.(TYP.) LAYOUTAS 07/25/13 1.15 PROFILE QTY) PITCH I TYPE BASE I 0/A LUMBER OVRHG/CANT I SHIPPING I UNIT I PLY TOP BOT TRUSS ID SPAN SPAN TOP I BOT LEFT RIGHT HEIGHT WEIGHT _,=,,_ Scissor Truss 00-08-00 00-0.8-00 8 3.50 1.73 Si 23-10-00 23-10-00 2 X 4 2 X 6 04-00-03 86 Common Truss 07-0.5-14 07-05-14 �//: `-`. 27 5.00 0.00 T1 07-03-03 07-03-03 2 X 2 X 6 05-04-03 109 ;_ Special Truss 00-08-00 07-05-14 °? 3 3.50 1.73 T2 15-06-10 15-06-10 2 X 4 2 X 6 05-04-03 99 Truss Engineering Corporation(TEC)strictly adheres to the'Standard Responsibilities in the Design of Metal Plate Connected Wood Trusses'as defined by TPI Chapter 2(available upon request)regardless of any job specific SUBTOTAL specifications unless clearly defined otherwise in writing by TEC. This product list is Truss Engineering Corporation's INTERPRETATION of plans and drawings as supplied to us. No responsibility is taken or implied by TEC for the structural integrity of the structure below the trusses or the affects of TEC's product on the structure as a whole. The building owner/owner's agent is solely responsible for verifying all dimensions,geometry,loads and load requirements for accuracy and full compliance to construction documents and shall be responsible for notifying TEC immediately of any discrepancies. Truss Engineering Corporation is NOT responsible for field verification of dimensions or special conditions. The building owner/owner's agent is responsible for coordinating all construction details between trades. The truss installer shall follow all BCSI recommendations,construction document specifications as well as any site specific GRAND TOTAL requirements to ensure safe and proper installation. No loading shall be applied to trusses until properly and fully installed,including all sheathing,hangers,wall anchors,lateral web bracing(as shown on individual shop drawings),and permanent bracing(as required by the construction documents). Installation contractor shall refer to the individual truss shop drawings for all structural requirements of trusses,including but not limited to bearing locations and requirements, ply to ply nailing,lateral web bracing,and truss spacing. No trusses supplied by Truss Engineering Corporation may be cut,drilled,or altered in any way without first contacting TEC and receiving engineering documents allowing such. *** THESE DRAWINGS HAVE BEEN REVIEWED AND ARE APPROVED AS AN ORDER *** Approved By: Approval Date: PO#: Requested Delivery Date: