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36-350 (4) . y Relevant items must be submitted to the building department for approvals before inspections and or CO can be signed. Other items are intended to avoid costly issues at inspections. Feel free to call if you have any questions. My telephone number is 587-1240 and office hours are Monday through Friday, 8:30 am to 4:30 pm, excepting we close for walk-ins at 12:00 noon on Wednesdays. My email address is: cmiller(d?northamptonma.gov Thank you for y ur ooperation on these matters. Chuck Miller City of Northampton Assistant Commissioner and Zoning Enforcement in joist are a maximum 1/3 the depth not closer than 2" from the top or bottom or to any other hole. Notches are different. 24. Drilling or notching of more than 50%of the wall plate width of an exterior wall or load bearing partition requires a 16 GA 1 %2" strap across the area and 6" beyond each side with 8- 10nd nails. 780 CMR R602.6.1 25. Dryer duct transition is limited to 8' of aluminum flex and must be exposed.780 CMR M1502.4.3 26. Dryer duct maximum equivalent length is 25' or per manufacturer's specs.780 CMR M1502.4.4.1, no screwed connections. 27. Markup air is required for any exhaust hood of 400 CFM or more. 780 CMR M1503.4 28. Fireplaces require all combustion air be provided from the exterior and below the firebox, duct work maintaining 1" clearance for 5'from the duct outlet for all fireplaces " 29. Fire and draft stopping shall be completed before rough inspection. 780 CMR R302. 30. Ignition barriers in place before final. 780 CMR R316. 31. Dwelling/Garage fire separation.An attached garage (within 3' of main structure) is required to have%" drywall on the garage side of the separation wall and if there is a finished space above the garage all walls must have%" drywall and the ceiling 5/8" drywall. 780 CMR R302.6 32. Energy aspects shall comply with the stretch energy code. 780 CMR Appendix 115AA or 2009 IECC. a. An initial HERS evaluation is required including insulation levels anticipated. b. A final HERS evaluation confirming code requirements have been met including duct testing. c. A signed copy of the Thermal Bypass Checklist. d. Energy information including mechanical equipment posted on the electric panel. e. Remodeling and Additions can be completed in accordance with IECC 2009 with Energy Star Windows and the Thermal Bypass Checklist. Duct blast testing when practicable. f. All band joist insulation must be enclosed within an air tight cavity,which you must create. 33. Vapor retarders.Although these are still in the code have exceptions, one must understand that there is a difference between a vapor retarder or barrier and an air barrier.An air barrier is intended to stop air flow(convection)a vapor retarder or barrier is intended to stop molecular moisture transfer(diffusion). A vapor retarder or barrier is effective even if there are some holes or gaps, however an air barrier has to be absolute and complete. If air can leak through an electrical device or through a crack it follows the path of least resistance and carries 99%of the moisture in a structure.This is evident every time one exposes fiberglass insulation and finds black insulation, which is dirt filter out of the air moving through the insulation. 780 CMR R601.2 for vapor retarders and Table N1102.4.2 for air sealing requirements. 34. Unvented attic assemblies. Hot roofs are allowed, but have specific requirements 780 CMR R806.4. 35. Deck ledgers and post must be appropriately attached, bolts or lags. 780 CMR R502.2.2.1 Note:Thrul-oks are engineered for post attachment supporting a railing. 36. Smoke and CO detectors as required. 780 CMR R314 and R315. a. Smokes in each bedroom,within 10' of a bedroom door. b. CO within 10'of bedroom doors, at each level, at the bottom of a stair leading to a finished floor above,for every 1500 sqft, (plumbing code in the mechanical room) Except if there are no fossil burning fuels. c. Heat detector in attached garage, and other large unfinished unconditioned spaces. 37. Closets beneath stair which have doors must be drywalled with%". 780 CMR R302.7 38. If there is mechanical equipment or a combustible roof, 30 sqft of space, and 30" measured from top of ceiling joist to bottom of rafters an attic access of minimum RO of 22" x 30" is required to be located in an accessible place. It must be insulated,gasketed, and secured in place. 4 10. Ceiling joist are intended to prevent spread,once raised above the wall plate they become rafters ties and may require up sizing of rafters and increased nailing for example with a 4" slope 8-16nd common • are required at each connection. 780 CMR R802.3.1. When there is neither of these a structural ridge is required with a load path to the foundation. 11. Steel straps over the ridge or 1x4 minimum collar ties are required 4' OC in the upper 1/3r'780 CMR R802.3.1 12. Ridge boards must be the full depth of the cut. 780 CMR R802.3. 13. A complete window and header schedule is required. 780 CMR Table R502.5 for header sizing and number of jack studs required. 14. All framing materials which are not code prescriptive must have stamped engineering. a. LVLs b. I-joist and or Floor Truss c. Roof truss 15. A braced wall plan identifying appropriate braced wall areas where required (R301.1) and braced wall method being used. 780 CMR 602.10. a. Garage corners and large corner window/door layout may require special solutions. b. All corners must be appropriately attached to the foundation. c. When using PFH (R602.10.3.3) or PFG (R602.10.3.4)the nailing requirement is 4" and 3" respectively using 8d common nails or galvanized box nails. 16. When nailing sheathing make sure your pneumatic nailer's pressure is properly set. Nails set too deep, essentially perforate the sheathing weakening it and contribute to building damage in high wind events. 17. Ceiling heights minimum 7'for habitable spaces, 6'8" for bathrooms includes tub/shower area if a shower head is used, 6'8" for basements, 6'4" at beams/ducts. 780 CMR R305.1. MA amended 18. Hazardous glazing locations, within 24" of a door, or within 60" of a stair, or across from hot tubs, spas, bathtubs within 60" if not 60" above the walking surface, and other locations.780 CMR R308.4 19. Windows over 72" above grade with the opening less than 24 above the finished floor shall meet the 4" sphere rule. Order restrictors. 780 CMR R612.2 20. Egress and emergency escape requirements shall be strictly met. a. Basements, habitable attics, and all sleeping rooms require emergency escape. 780 CMR R310 b. Windows within 44" of floor, DH 3.3 sqft min window size, Casement 20"x41" exception 5 sqft at 15t floor. Minimum clear opening 20"x24" or 24"x20". 780 CMR R310.1.1 c. Two doors remote as possible at the normal level of travel, opening measured from the face of the slab to the stop with door at 90 degrees, one 32" and one 28" minimum 78" high. 780 CMR R311.2 d. Landing at each door 36" out and the width of the door minimum 36", maximum step 7 W from the top of the threshold and only in-swinging doors. 780 CMR R311.3 21. Stairs have critical standards, make sure you know the floor finishes when planning. Minimum tread 9", maximum riser 8%", maximum overall variance for the run is 3/8",4" sphere rule on risers except where the total rise is 30" or less 780 CMR R311.7.4.3 Exception,4 3/8"on balustrade, 6" in the triangle. Graspable rail 1%" minimum and 2" maximum rail, height minimum 34" maximum 38", required for 4 or more risers. Landing to landing constitutes a new run. Minimum 6'8" ceiling height from nosing. 780 CMR R311.7. 22. Guards 36" minimum height above walking surface, a bench is a walking surface, required for more than 30" above floor or grade within 36",4" sphere rule. 780 CMR R312.1. 23. Educate the plumber and electrician about maximum notch and hole sizes, and placement. 780 CMR R502.8 and R602.6. In bearing studs holes not larger than 40%of a stud no closer than 5/8 to the edge, In interior non-bearing studs holes not larger than 60% of a stud no closer than 5/8 to the edge, or holes City of Northampton Massachusetts DEPARTMENT OF BUILDING INSPECTIONS 212 Main Street • Municipal Building .- Northampton, MA 01060 INSPECTOR Mr. Matthew Derry December 12, 2012 408 Hoosac Road Conway, MA 01341 Subject Location: 143 Dunphy Drive Map Block: 36-350 Mr. Derry, Your building permit application and plans dated 5-10-12 to 5-14-12 have been approved as drawn and per this memo. All work must meet applicable codes,whether noted or not indicate within this memo. Please follow up on the following items: These items which will need to be accomplished as the project moves forward; 1. Foundation will require reinforcement. CMR 780 R404.1.2 & R404.4 2. Bearing location must have adequate bearing assuming a soil bearing capacity of 2000 Ibs per sqft Some of the LVL loads indicate loads requiring larger footings, springfield plates and 4" lally columns. 3. Braced wall detailing at the garage door. CMR 780 R602.10 4. Stamped engineering for all non prescriptive materials and or systems. I-joist layouts. 5. HERS initial and final ratings, duct blast results, and a signed Thermal Bypass Checklist. 6. Bearing for the point load shown in the kitchen. 7. Winder stairs require a minimum tread depth of 3". 8. Fireplaces require makeup air and air tight doors. 9. The two car garage ceiling and roof are counter framed which will require a rafter tie to prevent spread. CMR 780 R802.3.1 10. It is recommended that walk up attics and future spaces have heat or smoke detectors to provide early notification if needed. As of August 4th 2011 the 8th Edition MA code is the 2009 IRC with MA amendments. In the following are some generic requirements which seem to be problematic. This is not intended to be comprehensive, nor is it a substitute for purchasing and reading the MA codes. 1. Structures shall conform to 780 CMR 8th Edition 1 and 2 family building codes with MA amendments. 2. Grading plan for structures being constructed required. 780 CMR R401.3 for drainage requirements. 3. A basement drainage system is required in all basements 780 CMR R405.2.3. except those in group I soils (table R405.1) 4. Foundations that retain earth and enclose interior space require damp proofing 780 CMR R406.1. 5. Through wall form ties must be removed from both faces and patched with hydraulic cement.780 CMR R406.2 of amendments. 6. Foundation anchor bolts must be%' and be embedded a minimum of 7" into the concrete. 10" bolts! 780 CMR R403.1.6 7. Foundation walls require horizontal reinforcement 2#4 bars one within 12" of the top and one in the mi@ldle if 8'or less and 3#4 bars at top and 3rds if over 8'. 780 CMR R404.1.2(1).Also see vertical reinforcements requirements. 8. CMU foundations require 3/8" parging before damp proofing. 780 CMR R406.1 see exceptions. 9. Emergency escape is required out of every basement whether habitable or not.780 CMR R310.1 Relevant items must be submitted to the building department for approvals before inspections and or CO can be signed. Other items are intended to avoid costly issues at inspections. I I Feel free to call if you have any questions. My telephone number is 587-1240 and office hours arq Monday through Friday, 8:30 am to 4:30 pm, excepting we close for walk-ins at 12:00 noon on Wednesdays. My email address is: cmiller(c northamptonma.gov Thank you for y ur cooperation on these matters. Chuck Miller City of Northampton Assistant Commissioner and Zoning Enforcement in joist are a maximum 1/3 the depth not closer than 2"from the top or bottom or to any other hole. Notches are different. I I 24. Drilling or notching of more than 50%pf the walJ plate width of an exterior wall or load bearing partition requires a 16 GA 1%" strap across the area and 6" beyond each side with 8- 10nd nails.780 CMR R602.6.1 25. Dryer duct transition is limited to 8' of aluminum flex and must be exposed. 780 CMR M1502.4.3 26. Dryer duct maximum equivalent length is 25' or per manufacturer's specs. 780 CMR M1502.4.4.1, no screwed connections. 27. Markup air is required for any exhaust hood of 400 CFM or more. 780 CMR M1503.4 28. Fireplaces require all combustion air be provided from the exterior and below the firebox, duct work maintaining 1" clearance for 5' from the duct outlet for all fireplaces 29. Fire and draft stopping shall be completed before rough inspection. 780 CMR R302. 30. Ignition barriers in place before final. 780 CMR R316. 31. Dwelling/Garage fire separation.An attached garage (within 3' of main structure) is required to have%" drywall on the garage side of the separation wall and if there is a finished space above the garage all walls must have%" drywall and the ceiling 5/8" drywall. 780 CMR R302.6 32. Energy aspects shall comply with the stretch energy code. 780 CMR Appendix 115AA or 2009 IECC. a. An initial HERS evaluation is required including insulation levels anticipated. b. A final HERS evaluation confirming code requirements have been met including duct testing. c. A signed copy of the Thermal Bypass Checklist. d. Energy information including mechanical equipment posted on the electric panel. e. Remodeling and Additions can be completed in accordance with IECC 2009 with Energy Star Windows and the Thermal Bypass Checklist. Duct blast testing when practicable. f. All band joist insulation must be enclosed within an air tight cavity,which you must create. 33. Vapor retarders.Although these are still in the code have exceptions, one must understand that there is a difference between a vapor retarder or barrier and an air barrier.An air barrier is intended to stop air flow(convection)a vapor retarder or barrier is intended to stop molecular moisture transfer(diffusion). A vapor retarder or barrier is effective even if there are some holes or gaps, however an air barrier has to be absolute and complete. If air can leak through an electrical device or through a crack it follows the path of least resistance and carries 99%of the moisture in a structure.This is evident every time one exposes fiberglass insulation and finds black insulation, which is dirt filter out of the air moving through the insulation. 780 CMR R601.2 for vapor retarders and Table N1102.4.2 for air sealing requirements. 34. Unvented attic assemblies. Hot roofs are allowed, but have specific requirements 780 CMR R806.4. 35. Deck ledgers and post must be appropriately attached, bolts or lags. 780 CMR R502.2.2.1 Note:ThruLoks are engineered for post attachment supporting a railing. 36. Smoke and CO detectors as required. 780 CMR R314 and R315. a. Smokes in each bedroom,within 10' of a bedroom door. b. CO within 10' of bedroom doors, at each level, at the bottom of a stair leading to a finished floor above,for every 1500 sqft, (plumbing code in the mechanical room) Except if there are no fossil burning fuels. c. Heat detector in attached garage, and other large unfinished unconditioned spaces. 37. Closets beneath stair which have doors must be drywalled with%2". 780 CMR R302.7 38. If there is mechanical equipment or a combustible roof, 30 sqft of space, and 30" measured from top of ceiling joist to bottom of rafters an attic access of minimum RO of 22"x 30" is required to be located in an accessible place. It must be insulated,gasketed, and secured in place. 10. Ceiling joist are intended to prevent spread,once raised above the wall plate they become rafters ties and may require up sizing of rafters and increased nailing for example with a 4"slope 8-16nd common are required at each connection. 780 CMR R802.3;1. When there is neither of these a structural ridge is required with a load path to the foundation. 11. Steel straps over the ridge or 1x4 minimum collar ties are required 4' OC in the upper 1/3rd 780 CMR R802.3.1 12. Ridge boards must be the full depth of the cut. 780 CMR R802.3. 13. A complete window and header schedule is required. 780 CMR Table R502.5 for header sizing and number of jack studs required. 14. All framing materials which are not code prescriptive must have stamped engineering. a. LVLs b. I-joist and or Floor Truss ' c. Roof truss 15. A braced wall plan identifying appropriate braced wall areas where required (R301.1) and braced wall method being used.780 CMR 602.10. a. Garage corners and large corner window/door layout may require special solutions. b. All corners must be appropriately attached to the foundation. c. When using PFH (R602.10.3.3) or PFG (R602.10.3.4)the nailing requirement is 4" and 3" respectively using 8d common nails or galvanized box nails. 16. When nailing sheathing make sure your pneumatic nailer's pressure is properly set. Nails set too deep, essentially perforate the sheathing weakening it and contribute to building damage in high wind events. 17. Ceiling heights minimum 7'for habitable spaces, 6'8"for bathrooms includes tub/shower area if a shower head is used, 6'8"for basements,6'4" at beams/ducts. 780 CMR R305.1. MA amended 18. Hazardous glazing locations, within 24" of a door, or within 60" of a stair, or across from hot tubs,spas, bathtubs within 60" if not 60" above the walking surface, and other locations. 780 CMR R308.4 19. Windows over 72" above grade with the opening less than 24 above the finished floor shall meet the 4" sphere rule.Order restrictors.780 CMR R612.2 20. Egress and emergency escape requirements shall be strictly met. a. Basements, habitable attics, and all sleeping rooms require emergency escape.780 CMR R310 b. Windows within 44" of floor, DH 3.3 sqft min window size,Casement 20"x41" exception 5 sqft at Vt floor. Minimum clear opening 20"x24" or 24"x20". 780 CMR R310.1.1 c. Two doors remote as possible at the normal level of travel, opening measured from the face of the slab to the stop with door at 90 degrees, one 32" and one 28" minimum 78" high. 780 CMR R311.2 d. Landing at each door 36"out and the width of the door minimum 36", maximum step 7%"from the top of the threshold and only in-swinging doors. 780 CMR R311.3 21. Stairs have critical standards, make sure you know the floor finishes when planning. Minimum tread 9", maximum riser 8%", maximum overall variance for the run is 3/8",4" sphere rule on risers except where the total rise is 30"or less 780 CMR R311.7.4.3 Exception,4 3/8" on balustrade, 6" in the triangle. Graspable rail 1%" minimum and 2" maximum rail, height minimum 34" maximum 38", required for 4 or more risers. Landing to landing constitutes a new run. Minimum 6'8" ceiling height from nosing. 780 CMR R311.7. 22. Guards 36" minimum height above walking surface, a bench is a walking surface, required for more than 30" above floor or grade within 36",4"sphere rule. 780 CMR R312.1. 23. Educate the plumber and electrician about maximum notch and hole sizes, and placement. 780 CMR R502.8 and R602.6. In bearing studs holes not larger than 40%of a stud no closer than 5/8 to the edge, In interior non-bearing studs holes not larger than 60%of a stud no closer than 5/8 to the edge, or holes City of Northampton Massachusetts x As � DEPARTMENT OF BUILDING INSPECTIONS - h 212 Main Street • Municipal Building Northampton, MA 01060 INSPECTOR • Mr. Matthew Derry December 12, 2012 408 Hoosac Road Conway, MA 01341 Subject Location: 143 Dunphy Drive Map Block: 36-350 Mr. Derry, Your building permit application and plans dated 5-10-12 to 5-14-12 have been approved as drawn and per this memo. All work must meet applicable codes�whether noted or not indicate within this memo. Please follow up on the following items: These items which will need to be accomplished as the project moves forward; 1. Foundation will require reinforcement.CMR 780 R404.1.2 & R404.4 2. Bearing location must have adequate bearing assuming a soil bearing capacity of 2000 Ibs per sqft Some of the LVL loads indicate loads requiring larger footings,springfield plates and 4" lally columns. 3. Braced wall detailing at the garage door.CMR 780 R602.10 4. Stamped engineering for all non prescriptive materials and or systems. I-joist layouts. 5. HERS initial and final ratings, duct blast results, and a signed Thermal Bypass Checklist. 6. Bearing for the point load shown in the kitchen. 7. Winder stairs require a minimum tread depth of 3". 8. Fireplaces require makeup air and airtight doors. 9. The two car garage ceiling and roof are counter framed which will require a rafter tie to prevent spread.CMR 780 R802.3.1 10. It is recommended that walk up attics and future spaces have heat or smoke detectors to provide early notification if needed. As of August 4th 2011 the 8th Edition MA code is the 2009 IRC with MA amendments. In the following are some generic requirements which seem to be problematic. This is not intended to be comprehensive, nor is it a substitute for purchasing and reading the MA codes. 1. Structures shall conform to 780 CMR 8th Edition 1 and 2 family building codes with MA amendments. 2. Grading plan for structures being constructed required.780 CMR R401.3 for drainage requirements. 3. A basement drainage system is required in all basements 780 CMR R405.2.3.except those in group I soils (table R405.1) 4. Foundations that retain earth and enclose interior space require damp proofing 780 CMR R406.1. 5. Through wall form ties must be removed from both faces and patched with hydraulic cement. 780 CMR R406.2 of amendments. 6. Foundation anchor bolts must be%Z' and be embedded a minimum of 7" into the concrete. 10" bolts! 780 CMR R403.1.6 7. Foundation walls require horizontal reinforcement 2#4 bars one within 12" of the top and one in the middle if 8'or less and 3#4 bars at top and 3rds if over 8'. 780 CMR R404.1.2(1).Also see vertical reinforcements requirements. 8. CIVIL) foundations require 3/8" parging before damp proofing.780 CMR R406.1 see exceptions. 9. Emergency escape is required out of every basement whether habitable or not.780 CMR R310.1 C '43ns Supmope sluawnoop8u!leau!Hua Hu!A!aoaj pue731 Su!peluoo lv!l lno4l!m Aem Aue ul paiall w io'pallup'1na aq Aew uogejodloo Supaau!3u3 ssnjl Aq pa!lddns sessn.g oN'suO!1!Puoo lepads jo suo!suaw!p;o uogeoguaA pla!po;alq!suodsai lONs!uope�od�o w 3u!JaauISu3 ssnil�sopej1 uaamlaq spepla uogowlsuoo lie 8u!leu!pi000 jo;alq!suodsao s!luage s,laumo/jaumo 8u!pl!nq a4l,sapuedajos!p Aue;o AIa1e!p9ww! 318u!A;gou jo;alq!suodsw aq pegs pue sluawnoop uo!lonilsuoo of aoue!ldwoo IIn;pue AaeRUJe lo;sluawannbai peol pue speol'AilawoaS'suo!suaw!p Ile Bu!A;IIaA to w alq!suodsal Alalos s!1uage s,jaumo jeumo Hu! In a sn o a ddns se sOu!me� pue sue d o w / PI 9 41' 3 P II P P I i NOI1N13NdH31Alls,uo!le�od�o�8uuaau!Hu3 ssn�l s!veld luawaoeld s!4 w ':)31 Aq 8uppm u!es!mla4lo paugap Apeap ssalun suogeogpad N 3 O ognads qof Aue;o ssalpiegai(lsanba uodn algel!ene)Z jalde4�idl Aq paugap se,sesswl pOOM paloauuo�aleld Ie19yy;o u9!sed a41 u!sag!!!q!suodsay piepuelS,a4 � c m 1 saia4pe Allolils uogelodioD Suuaau!Su3 ssnil Supeds ssnij pue'Hupeiq gam!ejalel'Su!peu Aid of Ald'sluawai!nbei pue suogeool Supeaq of pal!w!I lou lnq Hu!pnpu u LL 'sasswl;o sluawannbei lei nlonils lie io;sSu!meip do4s ssnil Ienp!AIPu!841 Ol A;a1 pe4s JO1oeJluoo uogellelwl,(sluewnoop uogonilsuoo a41Aq pal!nbaj se)Sulam ❑ n m lueuewiad pue'(sgu!mejp do4s lenp!A!pul uo umo4s se)Supeiq qam leialel'sjo4oue pem'vaSue4'Su!41ea4s lie 8u!p lau!'pa!lelsu!Apn;pue Apadad pun sassml o a E pa!Idde aq l!egs Su!peol ON,uogellelsu!radoid pue ales amsua of s7uawai!nbal ogpods al!s Aue se Ilam se suogeogpads luawnoop uopnilsuoo'suogepuawwooai ISM . Z 1 w y Ile mopo;pegs jal!elsu!ssni1 a4l-alogm a se ampnils a41 uo Unpoid s,�31;o syaye 941 Ao sessnAl a41 molaq amlonils a4l;o Alli2alu!leinlonlls 941 JO;331 Aq pa!ldw Z ; Z "m io uajel s!A1A!q!suodsai ON (D31)uogelodio3 Suuaau!5u3 ssnjl Aq pa!lddns se sassnll;o uogeool a41 SU!A;guaP!Jo;paponad sl ueld luawaoeld Ielnlonlls-uou s!4 i ki 00-00-K 00-00-9£ CID 4 0 a 0 L O � v M N •-- k �m d 0 oz d a0 O 3 O O O O O a O O~ w' ❑Q 00 O 9 O p i p O o O ,i N I O N I ! ii I it 00-00-Z L C) ii O O o C) I o 0 ! ii !I , i II 00-00-0£ 00-00-92 00-00-95 I Job Truss Truss Type Cty PIY JEFF BORER RESIDENCE ROOF Q1205268R 01 Jack-Closed Truss 5 1 Job Reference(optional) Truss Engineering Corp.,Indian Orchard,MA 01151 7.250 s Nov 19 2010 MiTek Industnes,Inc. Mon Jun 04 0950:14 2012 Page 1 ID:bIF5iHiNrMhOWF72eSXdlLzB?CI-81 S95tFpXDBdCDIpSOL2n_r3jg8QYko_1 rM4Duz91?d -0rq-04-2-12 8-5-8 1 15-5-15 17-10-0 0-8-0 4-2-12 1 4-2-12 1 7-0-7 2-4-9 3x6 11 7 9.00 12 651#/0# 3x6= 12 6 2 97#91-5x4 11 3x4 11 5 6x9 11 3x6' 4 �- 3 ao Y 10 1 12 B1 576# 4x9= 8 I` 4X6= 8-5-8 , 17-10-8 J 8-5-8 9-5-0 Plate Offsets(X,Y): 2:0-9-3,0-0-13 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.32 Vert(LL) -0.03 2-8 >999 240 MT20 197/144 (Ground Snow--50.0) Lumber Increase 1.15 BC 0.14 Vert(TL) -0.08 2-8 >999 180 TCDL 10.0 Rep Stress Ina YES WB 0.23 Horz(TL) 0.14 9 n/a n/a BCLL 0.0 ' Code IRC2003/TPI2002 (Matrix) Weight:112 Ito FT=10% BCDL 10.0 LUMBER TOP CHORD 2 X 8 SYP DSS NOTES (11) BOT CHORD 2 X 6 SPF 1650F 1.5E 1)Wind:ASCE 7-05;120mph;TCDL=4.2psf;BCDL=5.Opsf; WEBS 2 X 4 SPF Stud h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end BRACING zone and C-C Exterior(2)-0-10-3 to 2-1-13,Interior(1)2-1-13 to TOP CHORD 13-5-7,Exterior(2)13-5-7 to 17-8-5 zone;cantilever left and right Structural wood sheathing directly applied or 6-0-0 oc pudins, exposed;C-C for members and forces 8 MWFRS for reactions except end verticals. shown;Lumber DOL=1.33 plate grip DOL=1.33 BOT CHORD 2)TCLL:ASCE 7-02;Pg=50.0 psf(ground snow);Pf=38.5 psf Rigid ceiling directly applied or 10-0-0 oc bracing. (flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 WEBS 3)Unbalanced snow loads have been considered for this design. 1 Row at midpt 5-8 4)This truss has been designed for greater of min roof live load of REACTIONS (lb/size) 16.0 psf or 1.00 fimes flat roof load of 38.5 psf on overhangs = 1099/Mechanical non-concurrent with other live loads. 8 = 489/018 1099/Mechanical 5)This truss has been designed for a 10.0 psf bottom chord live 2 -- el, load nonconcurrent with any other live loads. 9 = 372/Mechanical 6)'This truss has been designed for a live load of 20.Opsf on the Max Horz bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 2 = 627(LC 8) wide will fit between the bottom chord and any other members. Max Uplift 7)Refer to girder(s)for truss to truss connections. 8 = -576(LC 8) 8)provide mechanical connection(by others)of truss to bearing 9 = -197(LC 9) plate capable of withstanding 576 lb uplift at joint 8 and 197 lb Max Grav uplift at joint 9. 8 = 1503(LC 2) 9)This truss is designed in accordance with the 2003 International 2 = 651(LC 2) Residenfial Code sections R502.11.1 and R802.10.2 and 9 519(LC 2) referenced standard ANSI/TPI 1. FORCES (lb)-First Load Case Only 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. TOP CHORD 11)All Plates 20 Gauge Unless Noted 1-2=41,2-10=285,3-10=188,3-4=47,4-11=91, 5-11=223,5-6=-325,6-12=93,7-12=186, LOAD CASE(S) 5-8=-919 Standard BOT CHORD 2-8=158 WEBS 3-8=-190,7-9=-372,6-9=3 r, Job TO1 Tuss7ype Qty PIY JEFF BORER RESIDENCE ROOF Q1205268R Jack-Closed Truss 5 1 Job Reference(optional) Truss Engineering Corp.,Indian Orchard,MA 01151 7.250 s Nov 19 2010 MiTek Industries,Inc. Mon Jun 04 09:50:25 2012 Page 1 ID:bIF5iHiNrMhOWF72eSXdlLzB?CI-J9cKOeNixba31 vexbC2dkloxy6u?diWcZ2X96lz9j? 1 4-1-4 , 8-4-0 1 15-4-7 ,17-9-0, 4-1-4 4-2-12 1 7-0-7 2-4-9 3x6 11 6 9.00 12 492#/0# 34= 11 5 2 97#81.5x4 11 ?k 3x4 I I 4 6x9 i 10 3x6 3 4 I 2 oQ � 9 Y T to 1 m B1 15104686110 d 4x9= 7 4x6= 1 8-4-0 17-9-0 1 8-4-0 9-5-0 i Plate Offsets(X,Y): 1:0-9-3,0-0-12 LOADING(pst) SPACING 2-0-0 CSI DEFL in (loc) Vdefi Ltd PLATES GRIP TCLL 38.5 Plates Increase 1.15 TIC 0.32 Vert(LL) -0.03 1-7 >999 240 MT20 197/144 (Ground Snow--50.0) Lumberincrease 1.15 BC 0.14 Vert(TL) -0.07 1-7 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.14 8 n/a n/a BCLL 0.0 ' Code IRC2003/TPI2002 (Matrix) Weight:1091b FT=10% BCDL 10.0 LUMBER TOP CHORD 2 X 8 SYP DSS NOTES (10) BOT CHORD 2 X 6 SPF 1650F 1.5E 1)Wind:ASCE 7-05;120mph;TCDL=4.2psf;BCDL=5.Opsf; WEBS 2 X 4 SPF Stud h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end BRACING zone and C-C Exterior(2)0-34 to 3-3-4,Interior(1)3-3-4 to 13-5-7 TOP CHORD Exterior(2)13-5-7 to 17-8-5 zone;cantilever left and right Structural wood sheathing directly applied or 6-0-0 oc pudins, exposed;C-C for members and forces&MWFRS for reactions except end verticals. shown;Lumber DOL=1.33 plate grip DOL=1.33 T H RU - - BO C O Rigid ceiling directly applied or 10-0-0 oc bracing. 2)TCLL:ASCE 7-02;Category 50.0 psf(ground snow); t=1.1 5 psf r' WEBS (bat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 1 Row at midpt 47 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live !' load nonconcurrent with any other live loads. REACTIONS (lb/size) 5)'This truss has been designed for a live load of 20.Opsf on the I 7 = 1104/Mechanical bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 1 = 375/0-1-8 0-3-8 wide will fit between the bottom chord and any other members. 8 = 372/Mechanical 6)Refer to girders)for truss to truss connections. Max Horz 7)Provide mechanical connection(by others)of truss to bearing 1 = 593(LC 8) plate capable of withstanding 585 Ito uplift at joint 7 and 197 Ito Max Uplift 585(LC 8) uplift at joint 8. 8 197(LC 9) 8)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and Max Grav referenced standard ANSI/TPI 1. 7 = 1510(LC 2) 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity 1 = 492(LC 2) model was used in the analysis and design of this truss. 8 519(LC 2) 10)All Plates 20 Gauge Unless Noted FORCES (lb)-First Load Case Only LOAD CASE(S) TOP CHORD Standard 1-9=-287,2-9=121,2-3=46,3-10=97,4-10=222, 4-5=-325,5-11=-93,6-11=186,4-7=917 BOT CHORD 1-7=166 WEBS 2-7=-200,6-8=-372,5-8=3 I: a` 1 Job truss Truss Type Qty P BORER RESIDENCE ROOF Q1205268R A01 ATTIC 8 Reference(optional) Truss Engineering Corp.,Indian Orchard,MA 01151 7.250 s Nov 19 2010 MiTek Industries,Inc. Mon Jun 04 09:49:42 2012 Pa gge 1 ID:bIFSiHiNrMhOWF72eSXdlLzB?CI4tW3Nxsk3O99NI rgagmXUEVVrOn4H275HgscO6kz9j0 14-11-7 27-1-12 -0r8-0 4-10-3 8-10-4 112-0-131 118-0-0121-0-9 23-11-1 1 31-1-13 I 36-0-0 36,-$-0 0 18-0 4-10-3 4-0-1 1 3-2-9 2-10-9 3-0-9 1 3-0-9 2-10-9 3-2-9 1 4-0-1 1 4-10-3 0 18-0 8x9= 8x9= 4 8 9.00 12 3x6= � 3x6= 6 924 4x6 11 23 19 20 3x8 11 2 1.5x4 11 4x4 11 10 5 I 6x9 22 25 6x9 3x6 R 113x6 4 `� 12 3 0 26 II 21 18-0-0 J 1 T r 12 13 ?� B7 B2 B1 i' 7x8= 18 17 16 75 6x9= 7x8— W2 MI 7x12 MT20H= 7x8— 3531#/-138# 3531#/-138# I 4-10-3 8-10-4 27-1-12 31-1-13 1 36-0-0 4-10-3 4-0-1 18-3-8 4-0-1 1 4-10-3 1 Plate Offsets(X,Y): 2:0-3-12,0-3-8, 5:0-3-0,0-1-0, 6:0-3-0,0-1-4, 7:0-7-0,0-2-0, 8:0-7-0,0-2-0, 9:0-3-0,0-1-0, 13:0-11-3,0-1-11, 15:0-3-8,0A-12, 18:0-&8,0-4-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) ydefl Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.82 Vert(LL) -0.7315-18 >588 240 MT20 197/144 I' (Ground Snow-50.0) Lumber Increase 1.15 BC 0.76 Vert(TL) -1.1315-18 >378 180 MT20H 187/143 TCDL 10.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.07 13 n/a n/a BCLL 0.0 BCDL 10 0 Code IRC2003/rPI2002 (Matrix) Attic -0.5115-18 426 360 Weight:323 lb FT=10% r' LUMBER TOP CHORD 2 X 8 SYP DSS`Except- 12)This truss is designed in accordance with the 2003 T3:2 X 4 SPF No.2 BOT CHORD International Residential Code sections R502.11.1 and R802.10.2 BOT CHORD 2 X 10 SYP DSS 2-18=3750,17-18=3147,16-17=3147,15-16=3147I and referenced standard ANSI/lPI 1. WEBS 2 X 4 SPF Stud*Except* 13-15=3746 13)"Semi-rigid pitchbreaks with fixed heels"Member end fixity W3:2 X 4 SPF No.2 WEBS model was used in the analysis and design of this truss. BRACING 6-19=-3105,19-20=-3095,9-20=3123, 14)Design assumes 4x2(flat orientation)purlins at oc spacing TOP CHORD 5-18=1807,10-15=1 797.3-18=-790,12-15=-784, indicated,fastened to truss TC w/2-1 Od nails. Structural wood sheathing directly applied or 2-5-6 oc pudins,except 7-19=152,8-20=146,7-20=-20 15)Attic room checked for L/360 deflection. 2-0-0 oc pudins(6-0-0 max.):7-8. NOTES (16) 16)All Plates 20 Gauge Unless Noted BOTCHORD t Rigid ceiling directly applied or 5-6-1 oc bracing. 1)Wind:ASCE 7-05;120mph;TCDL=4.2psf;BCDL=S.Opsf; LOAD CASE(S) WEBS h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end Standard 1 Row at midpt 19-20 zone and C-C Exterior(2)-0-10-3 to 2-9-0,Interior(1)2-9-0 to JOINTS 11-4-3,Exterior(2)11-43 to 24-7-13,Interior(1)24-7-13 to 33-3-0 1 Brace at Jt(s):19,20 zone;cantilever left and right exposed;C-C for members and `1 forces&MWFRS for reactions shown;Lumber DOL=1.33 plate REACTIONS (lb/size) grip DOL=1.33 2 = 3156/0-5-9 (input: 0-5-8) 2)TCLL:ASCE 7-02;Pg=50.0 psf(ground snow);Pf=38.5 psf 13 = 3156/0-5-9(input: 0-5-8) (flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 Max Horz 3)Unbalanced snow loads have been considered for this design. 2 - -473(LC 6) 4)This truss has been designed for greater of min roof live load of Max Uplift 20.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs 2 -138(LC 8) non-concurrent with other live loads. 13 = -138(LC 9) 5)Provide adequate drainage to prevent water ponding. Max Grav 6)All plates are MT20 plates unless otherwise indicated. 2 _ 3531(LC 2) 7)This truss has been designed fora 10.0 psf bottom chord live 13 = 3531(LC 3) load nonconcurrent with any other live loads. 8)Ceiling dead load(5.0 psf)on member(s).5-6,9-10,6-19, FORCES (lb)-First Load Case Only 19-20,9-20; Wall dead load(25.0psf)on member(s).5-18,10-15 TOP CHORD 9)Bottom chord live load(30.0 psf)and additional bottom chord }l 1-2=52,2-21=4899,3-21=-4662,3-4=-4449, dead load(0.0 psf)applied only to room.15-18 f 4-22=-4297,5-22=-4227,5-23=-3106,6-23-2940, 10)WARNING:Required bearing size at joint(s)2,13 greater 1 6-7=-502,8-9=-486,9-24=-2942,10-24=3107, than input bearing size. 10-25=-4223,11-25=4293,11-12=-0444, 11)Provide mechanical connection(by others)of truss to bearing 12-26=-4656,13-26=-4893,13-14=52,7-8=-33 plate capable of withstanding 138 lb uplift at joint 2 and 138 lb BOT CHORD uplift at joint 13. 2-18=3750,17-18=3147,16-17=3147,15-16=3147, I sl db I! , Job Truss Truss Type City Ply JEFF BORER RESIDENCE ROOF Q1205268R A 11A ATTIC 5 1 Job Reference(optional) Truss Engineering Corp.,Indian Orchard,MA 01151 7.250 s Nov 19 2010 MiTek Industries,Inc. Mon Jun 04 1001:16 2012 Page 1 ID:bIF5iHiNrMhOWF72eSXdlLzB?CI-IOSQ1 EF3ddbadyv2EQDHcbG3tXxaf?_RFgj6TWz9ir. 14-11-7 27-1-12 0r8,-0 4-10-3 I 8-10-4 112-0-13, 118-0-0121-0-9?3-11 31-1-13 1 35-10-8 , � . 0- -0 8 4-10-3 1 4-0-1 1 3-2-9 2-10-9 3-0-9 3-0-9 2-10-9 3-2-9 4-0-1 1 4-8-11 8x9 8x9= 'i 7 8 I 9.00 12 3x6= 34= 6 923 Ia" 3x8 11 22 18 19 3x8 11 2 5 1.5x4 11 4x4 11 10 6x9 21 24 6x9 k. n Cq 3x6 Z�- c 113x6 4 12 i I 3 ao 25 20 1112 %Y2 18-0-0 4 1 13 12 m BIL J ED 62 3 Io 6x9= 17 16 15 14 5x9 7x8= 7x12 MT20H= 8x9= 7x8= 3523#1-138# 3376#1-59# t �I 4-10-3 8-10-4 27-1-12 31-1-13 1 35-10-8 l 4-10-3 4-0-1 18-3-8 4-0-1 1 4-8-11 Plate Offsets(X,Y): 2:0-11-3,0-1-1 t, 6:0-3-0,0-1-4, :0-7-00-2-0, 8:0-7-0,0-2-0, 9:0-&0 0-1-0, 14:0-38,04-12 17:0-38,0-4-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 38.5 Plates increase 1.15 TC 0.82 Vert(LL) -0.7214-17 >590 240 MT20 197/144 (Ground Snow--50.0) Lumber Increase 1.15 BC 0.77 Vert(TL) -1.1214-17 >379 180 MT20H 187/143 TCDL 10.0 Rep Stress Ina YES WB 0.78 Horz(TL) 0.06 13 n/a n/a u' BCLL 0.0 Code IRC2003/TPI2002 (Matrix) Attic -0.51 14-17 427 360 Weight:319 lb FT=10% BCDL 10.0 LUMBER TOP CHORD 2 X 8 SYP DSS-Except' 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity T3:2 X 4 SPF No.2 BOT CHORD model was used in the analysis and design of this truss. BOT CHORD 2 X 10 SYP DSS 2-17=3734,16-17=3127,15-16=3127,14-15=3127, 13)Design assumes 4x2(flat orientation)puriins at oc spacing WEBS 2 X 4 SPF Stud-Except- 1314=3665 indicated,fastened to truss TC w/2-1 Od nails. W3:2 X 4 SPF No.2 WEBS 14)Attic room checked for U360 deflection. BRACING 6-18=-3075,18-19=-3065.9-19=3099, 15)All Plates 20 Gauge Unless Noted TOP CHORD 5-17=1797,10-14=17M 3-17=495,12-14=-706, Structural wood sheathing directly applied or 2-5-6 oc purlins,except 7-18=151,8-19=148,7-19=-27 LOAD CASE(S) 2-0-0 oc puriins(6-0-0 max.):7-8. Standard BOTCHORD NOTES (15) 'ir Rigid ceiling directly applied or 5-415 oc bracing. 1)Wind:ASCE 7-05;120mph;TCDL=4.2psf;BCDL=5.Opsf; WEBS h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end 1 Row at midpt 18-19 zone and C-C Extedor(2)-0-10-3 to 2-9-0,Interior(1)2-9-0 to JOINTS 11-4-3,Exterior(2)11.4-3 to 24-7-13,Interior(1)24-7-13 to 32-0-9 1 Brace at Jt(s):18,19 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate REACTIONS (lb/size) grip DOL=1.33 2 = 3147/0-5-8 2)TCLL:ASCE 7-02;Pg=50.0 psf(ground snow);Pf=38.5 psf 13 = 3046/0-5-5 0-5-8 (flat roof snow);Category Il;Exp B;Partially Exp.;Ct=1.1 Max Horz 3)Unbalanced snow loads have been considered for this design. 2 = 486(LC 7) 4)This truss has been designed for greater of min roof live load of Max Uplift 20.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs 2 -138(LC 8) non-concurrent with other live loads. 13 - -59(LC 9) 5)Provide adequate drainage to prevent water ponding. Max Grav 6)All plates are MT20 plates unless otherwise indicated. 2 = 3523(LC 2) 7)This truss has been designed for a 10.0 psf bottom chord live 13 = 3376(LC 3) load nonconcurrent with any other live loads. 8)Ceiling dead load(5.0 pst)on member(s).5-6,9-10,6-18, FORCES (Ib)-First Load Case Only 18-19,9-19; Wall dead load(25.Opsf)on member(s).5-17,10-14 I' TOP CHORD 9)Bottom chord live load(30.0 psf)and additional bottom chord `1-2=52,2-20=A876,3-20=4639,3-4=A425, dead load(0.0 psf)applied only to room.14-17 4-21=-42.73,5-21=4203,5-22=3088,6-22=2922, 10)Provide mechanical connection(by others)of truss to bearing 6-7=-508,6-9=490,9-23=2927,10-23=3093, plate capable of withstanding 138 lb uplift at joint 2 and 59 lb uplift 10-24=4191,11-24=-4254,11-12=-4413, at joint 13. 12-25=4605,1325=4839,7-8=37 11)This truss is designed in accordance with the 2003 BOT CHORD International Residential Code sections R502.11.1 and R802.10.2 2-17=3734,16-17=3127,15-16=3127,14-15=3127, and referenced standard ANSI/TPI 1. i ( .f" Job Truss Truss Type Qty Ply JEFF BORER RESIDENCE ROOF Q1205268R A016 ATTIC 1 1 'I Job Reference(optional) Truss Engineering Corp.,Indian Orchard,MA 01151 7.250 s Nov 19 2010 MiTek Industries,Inc. Mon Jun 04 1003:26 2012 Page 1 'q 1 D:bIF5iHiNrMhOWF72eSXdlLzB?CI-yPlaJhgb?ZzFDwr1 rkYmu?elgxR 16gzZ93Dz 1_z9ip 14-11-7 27-1-12 -0r8,-0 4-10-3 1 8-10-4 112-0-13118-0-0121-0-9?3-11 31-1-13 1 35-10-8 1 0 18-0 4-10-3 1 4-0-1 1 3-2-9 2-10-9 3-0-9 1 3-0-9 2-10-9 3-2-9 4-0-1 4-8-11 ;i 8x12 MT20H= 8x12 MT20H= 1.5x4 11 7 8 9 9.00 12 3x6= 3x6= 1 1 6 5 10 25 3x6 11 1� 21 20 3x6 11 24 2 6 1 1.5x4 11 11 5 6x9= 6x9 ii 23 26 6x9�� 3x6 Z�- 4 123x6 4 r 13 3 27 22 18-" 4 2 1 14 w r-T 1 g1 B2 B3 Io 5x8= 18 17 15 5x8= 16 5x6= 5x6= 6x9 = 6x9= 4-10-3 1 8-10-4 27-1-12 31-1-13 35-10-8 4-10-3 1 4-0-1 18-3-8 4-0-1 1 4-8-11 1 Plate Offsets(X,Y): [7:0-10-0,0-2-0],[9 0-2-12 LOADING(psi) 5 SPACING 1-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL(Ground Snow 50.0) Plates Increase 1.15 TC 0.72 Vert(LL) -0.00 1 n/r 120 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.19 Vert(TL) 0.00 1 n/r 90 MT20H 148/108 BCDL 0.0 Rep Stress Incr NO WB 0.60 Horz(TL) 0.04 14 n/a n/a Weight:323 Ib FT=10% BCDL 10.0 Code IRC2003/TP12002 (Matrix) LUMBER TOP CHORD 2 X 8 SYP DSS"Except- 12)"Semi-rigid pitchbreaks with foxed heels"Member end fixity T3:2 X 4 SPF No.2 BOT CHORD model was used in the analysis and design of this truss. BOT CHORD 2 X 10 SYP DSS 2-18=1967,17-18=1945,16-17=1945,15-16=1945, 13)Design assumes 4x2(flat orientation)pudins at oc spacing WEBS 2 X 4 SPF Stud-Except- 14-15=1941 indicated,fastened to truss TC w/2-1 Dd nails. W305:2 X 4 SPF No.2 WEBS 14)Hanger(s)or other connection device(s)shall be provided BRACING 6-19=106,19-21=108,20-21=109,10-20=106, sufficient to support concentrated load(s).The design/selection TOP CHORD 5-18=686,11-15=-684,3-18=25,13-15=9, of such connection device(s)is the responsibility of others. Structural wood sheathing directly applied or 5-0-14 oc pudins, 7-19=51,9-20=51,7-21=1791,8-21=155, 15)Attic room checked for L/360 deflection. except 9-21=1790 16)In the LOAD CASE(S)section,loads applied to the face of the 2-D-0 oc pudins(2-5-8 max.):7-9. truss are noted as front(F)or back(B). BOT CHORD NOTES (17) 17)All Plates 20 Gauge Unless Noted j Rigid ceiling directly applied or 10-0-0 oc bracing. 1)Wind:ASCE 7-05;120mph;TCDL=4.2psf;BCDL=5.Opsf; JOINTS h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end LOAD CASE(S) 1 Brace at Jt(s):19,20,21 zone and C-C Exterior(2)-0-10-3 to 2-9-0,Interiog1)2-9-0 to 11-4-3,Extedor(2)11-4-3 to 24-7-13,Intedor(1)24-7-13 to 32-3-5 Standard 1)Snow:Lumber lncrease=1.15,Plate lncrease=1.15 REACTIONS All bearings 35-10-8. zone;cantilever left and right exposed;C-C for members and Uniform Loads(pit) (lb)-Max Horz forces&MWFRS for reactions shown;Lumber DOL=1.33 plate Vert:2-14=-10,1-5=-49,5-6=-53,6 7 49,9-1 0=49,10-11=-54 2=243(LC 7) grip DOL=1.33 11-14=49,6-10=-5,7-9=49 Max Uplift 2)TCLL:ASCE 7-02;Pg=50.0 psf(ground snow);Pf=38.5 psf Drag:5-18=25,111-115=25 4 All uplift 100 lb or less at joint(s)18,15 (flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 Concentrated Loads(lb) except 2=-509(LC 6),14=500(LC 7) 3)Unbalanced snow loads have been considered for this design. Vert:21=2553(F) Max Grav 4)This truss has been designed for greater of min roof live load of All reactions 250 lb or less at joint(s)except 20.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs 2=2146(LC 2),18=1175(LC 2),15=1 148(LC 3), non-concurrent with other live loads. 14=2107(LC 3) 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. FORCES (lb)-First Load Case Only 7)Gable requires continuous bottom chord bearing. TOP CHORD 8)This truss has been designed for a 10.0 psf bottom chord live 1-2=24,2-22=2560,3-22=-2465,3-4=-2420, load nonconcunrent with any other live loads. 4-23=-2345,5-23=-2310,5-24=-2616,6-24=2533, 9)Ceiling ng dead load( .0 psQ d load(25 Ops5 6, m-11,6-19,5 113 6-7=-2607,9-10=2607,10-25=2533, 11-25=-2616,11-26=2310,12-26=-2341, 11-15 12-13=-2421,13-27=2444,14-27=-2551, 10)Provide mechanical connection(by others)of truss to bearing 7-8=-3410,8-9=-3410 plate capable of withstanding 100 It,uplift at joint(s)18,15 except BOT CHORD (jt=1b)2=509,14=500. 2-18=1967,17-18=1945,16-17=1945,15-16=1945, 11)This truss is designed in accordance with the 2003 14-15=1941 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. k , Job truss Truss Type Qty MY JEFF BORER RESIDENCE ROOF Q1 205268R AG01 ATTIC 1 4 Job Reference(optional) Truss Engineering Corp.,Indian Orchard,MA 01151 7.250 s Nov 19 2010 MiTek Industries,Inc. Mon Jun 04 09:47:04 2012 Page 2 I D:bIFSiHiNrMhOWF72eSXdlLzB?CI-iUzKCvydGrFaPOmIJVxU4wzUi5Ad ijhOLHKOYuz9j2 i, NOTES (20) 18)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s). The design/selection of such connection device(s)is the responsibility of others. °I 19)Attic room checked for 11360 deflection. 20)All Plates 20 Gauge Unless Noted LOAD CASE(S) 'I Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:2-18=-10,15-18=-281)(I'=-240),14-15=10,11-5=49,5-6=53 6-7=-49,9-10=A8,10-11=-53,11-14=48,6-10=-5.7-9=49 Drag:5-118=25,111-15=25 Concentrated Loads(Ib) Vert:21=2600(1`)15=-2920(F)18=-2920(F) i i c. I P �I If. 1, ,II F . ii ti �I i l �i t Job Truss Truss Type city Pty JEFF BORER RESIDENCE ROOF i Q1205268R AG01 ATTIC 1 4 Job Reference o tional Truss Engineering Corp.,Indian Orchard,MA 01151 7.250 s Nov 19 2010 MiTek Industries,Inc. Mon Jun 04 09:47:04 2012 Page 1 r ID:bIF5iHiNrMhOWF72eSXdlLzB?CI-iUzKCvydGrFaPOmIJVxU4wzUi5AdljhOLHKOYuz9j2 -Oro-04-11-13 1 8-10-4 1 12-4-3 14-11-a 18-0-0 2+ 1-0�3-7-1 X27-1-12 131-0-3 I 35-10-8 0-8-0 4-11-13 3-10-7 3-5-15 2-7-4 3-0-9 3-0-9 2-7-4 3-5-15 3-10-7 4-10-5 i 8X9 1.5x4 11 7 8 9 8x9 9.00 V2 3x6= 3x6= 6 10 � 25 4x12 II 19 21 20 4x12 11 5 24 2 1.5x4 11 1.5x4 11 T 11 6x9�i 23 5x8= 26 3x6 ii c 3X6\\ 6X9\ 9 4 �+ 4 1213 3 ao 27 I' ao } 22 18-0-0 q 1 14 2 m o� 1 62 3 �o oI o 5x8 G 18 1T 16 15 5x8\\ 12x12 8x9= = = 10304#1-2463# 12x12= 8x9 10291#1-2468# 3x4 11 3x4 11 3x4 11 3x4 11 HGUS28-2 HGUS28-2 8-10-4 31-0-3 1 4-11-13 1 8-7-0 27-1-12 277¢-0 35-10-8 4-11-13 3-7-3 18-3-8 0-3-4 4-10-5 1 0-3-4 3-7-3 )t Plate Offsets X,Y: 60-30,0-1-4, :0-3-6,Ed e, 9:0-3-6,Ed e, 10:0-3-0,0-1-4, 15:0-6-0,0-8-0, 18:0-6-0,0-8-0 LOADING(psf) SPACING 1-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 38.5 plates Increase 1.15 TC 0.77 Vert(LL) -0.64 15-18 >662 240 MT20 197/144 i` (Ground Snow 50.0) TCDL 10.0 Lumber Increase 1.15 BC 0.61 Vert(TL) -0.9915-18 >431 180 Rep Stress Incr NO WB 0.55 Horz(TL) 0.06 14 n/a We BCLL 0.0 Code IRC20031TPI2002 (Matrix) Attic -0.4415-18 506 360 Weight:14201b FT=10% BCDL 10.0 ,i LUMBER TOP CHORD 2 X 10 SYP DSS*Except* 4)Wind:ASCE 7-05;120mph;TCDL=4.2psf;BCDL=5.Opsf; T1,T4:2 X 8 SYP DSS,T3:2 X 4 SPF No.2 BOT CHORD h=25ft;Cat.ll;Exp B;enclosed;MWFRS(low-rise)gable end BOT CHORD 2 X 10 SYP DSS 2-18=10540,17-18=9396,16-17=9396, zone and C-C Extedor(2)-0-10-3 to 2-9-0,Intedor(1)2-9-0 to WEBS 2 X 4 SPF Stud-Except- 15-16=9396,14-15=10355 11-4-3,Exterior(2)11-0-3 to 24-7-13,Interior(1)24-7-13 to 32-0-9 W4:2 X 4 SPF No.2 WEBS zone;cantilever left and right exposed;C-C for members and BRACING 6-19=-9797,19-21=9747,20-21=-9777, forces&MWFRS for reactions shown;Lumber DOL=1.33 plate TOP CHORD 10-20=-9827,5-18=7349,11-15=7261,7-19=626, grip DOL=1.33 Structural wood sheathing directly applied or 6-0-0 oc pudins,except 9-20=628,7-21=1888,8-21=-8,9-21=1928, 5)TCLL:ASCE 7-02;Pg=50.0 psf(ground snow);Pf=38.5 psf 2-0-0 oc purins(6-0-0 max.):7-9. 13-15=1296,318=-1546 (flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 '( BOT CHORD 6)Unbalanced snow loads have been considered for this design. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (20) 7)This truss has been designed for greater of min roof live load of JOINTS 1)Special connection required to distribute web loads equally 20.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs 1 Brace at Jt(s):19,20,21 between all plies. non-concurrent with other live loads. 2)4-ply truss to be connected together with 1 Od(0.131"x3")nails 8)Provide adequate drainage to prevent water ponding. REACTIONS (lb/size) as follows: 9)This truss has been designed for a 10.0 psf bottom chord live 2 - 8001/0-4-10-5-8 Top chords connected as follows:2 X 8-2 rows at 0-9-0 oc,2 X load nonconcurrent with any other live loads. b 14 - 7996/0-4-1 0-5-8 10-2 rows at 0-9-0 oc,2 X 4-1 row at 0-9-0 oc. 10)Ceiling dead load(5.0 psf)on member(s).5-6,10-11,6-19, Max Horz Bottom chords connected as follows:2 X 10-2 rows at 0-9-0 oc. 19-21 20-21,10-20; Wall dead load(25.0psf)on member(s).5-18 2 = 242(LC 7) Webs connected as follows:2 X 4-2 rows at 0-4-0 oc,Except 11-15 Max Uplift member 18-5 2 X 4-1 row at 0-0-0 oc,member 5-18 2 X 4-1 11)Bottom chord live load(30.0 psf)and additional bottom chord 2 = -2463(LC 7) row at 0-4-0 oc,member 15-112 X 4-1 row at 0-4-0 oc,member dead load(0.0 psf)applied only to room.15-18 14 = -2468(LC 6) 11-152X4-1 row at O-0-0 oc,member 7-19 2 X 4-1 row at 12)Provide mechanical connection(by others)of truss to bearing Max Grav 0-9-0 oc,member 9-20 2 X 4-1 row at 0-9-0 oc,member 7-21 2 plate capable of withstanding 2463 lb uplift at joint 2 and 2468 lb 2 = 10304(LC 2) X 4-1 row at 0-9-0 oc,member 8-212 X 4-2 rows at 0-4-0 oc, uplift at joint 14. 14 = 10291(LC 3) member 21-9 2 X 4-1 row at 0-9-0 oc,member 15-13 2 X 4-1 13)This truss is designed in accordance with the 2003 row at 0-9-0 oc,member 18-3 2 X 4-1 row at 0.9-0 oc. International Residential Code sections R502.11.1 and R802.10.2 FORCES (lb)-First Load Case Only Attach BC wl 1/2"diam.bolts(ASTM A-307)in the center of the and referenced standard ANSI/TPI 1. TOP CHORD member w/washers at 4-0-0 oc. 14)"Semi-rigid pitchbreaks with fixed heels"Member end fixity 1-2=26,2-22=13644,3-22=-13568,3-4=13197, 3)All loads are considered equally applied to all plies,except if model was used in the analysis and design of this truss. 4-23=-13097,5-23=13065,5-24=-8587, noted as front(F)or back(B)face in the LOAD CASE(S)section. 15)Design assumes 4x2(flat orientation)puriins at oc spacing 6-24=-8494,6-7=1043,9-10=-11036,110-25=8510, Ply to ply connections have been provided to distribute only loads indicated,fastened to truss TC w/2-10d nails. 11-25=-8602,11-26=13029,12-26=-13057, noted as(F)or(B),unless otherwise indicated. 16)Use Simpson Strong-Tie HGUS28-2(36-1 Od Girder,12-tOd 12-13=-13160,1327=13455,14-27=-13566, Truss)or equivalent spaced at 18-10-0 oc max.starting at 8-7-0 7-8=-1091,8-9=-1091 from the left end to 27-5-0 to connect truss(es)???(2 ply 2 X 4 BO T CHO RD SPF) to front face of bottom chord: 2-18=10540,17-18=9396,16-17=9396,15-16=9396I 17)Fill all nail holes where hanger is in contact with lumber. 14-15=10355 1, Continued on page 2 Job Truss Truss Type my Ptv JEFF BORER RESIDENCE ROOF Q1206268R PC01 FLAT TRUSS 2 2 Job Reference(optional) Truss Engineering Corp.,Indian Orchard,MA 01151 7.250 s Nov 19 201 O MiTek Industries,Inc. Mon Jun 04 09:35:17 2012 Pagel ID:bIF5iHiNrMhOWF72eSXdlLzB?C I-vTl3g9O9mcAu5MDQP WlhxgBj35w?txtymna6ENz9jD { i 4-0-1 1 7-10-7 1 11-10-8 4-0-1 3-10-5 4-0-1 4x6= 1.50 11 3x8= 1.5x4 11 1 2 9 3 4 T1 h j 'i 'I, 1 2 1 Ni 4110# 10 7 11 6 12 5 8 HUS26 7x8— HUS26 4x9 11 HUS26 4x6— 2919#/-910# HUS26 HUS26 4-0-1 7-10-7 1 11-10-8 4-0-1 3-10-5 4-0-1 Plate Offsets(X,Y): :0-4-0,044 LOADING(psf) SPACING 0-6-0 CSI DEFL in (loc) /deft Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.45 Vert(LL) -0.03 6-7 >999 240 MT20 197/144 (Ground Snow--50.0) Lumber Increase 1.15 BC 0.44 Vert(TL) -0.06 6-7 >999 180 TCDL 10.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.01 5 n/a n/a BCLL 0.0 Code IRC2003/TP12002 (Matrix) Weight 166 lb FT=10% BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF No.2 3)Wind:ASCE 7-05;120mph;TCDL=4.2psF;BCDL=5.Opsf; BOT CHORD 2 X 6 SPF 165OF 1.5E h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end WEBS 2 X 4 SPF Stud zone;cantilever left and right exposed;Lumber DOL=1.33 plate BRACING grip DOL=1.33 TOP CHORD 4)TCLL:ASCE 7-02;Pg=50.0 psf(ground snow);PF=38.5 psf 2-0-0 oc pudins(6-0-0 max.):1-4, except end verticals. (flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 BOT CHORD 5)Provide adequate drainage to prevent water ponding. Rigid ceiling directly applied or 10-0-0 oc bracing. 6)This truss has been designed for a 10.0 psf bottom chord live JOINTS load nonconcurrent with any other live loads. 1 Brace at Jt(s):1,4 7)Refer to girder(s)for truss to truss connections. REACTIONS (lb/size) 8)Provide mechanical connection(by others)of truss to bearing = plate capable of withstanding 910 lb uplift at joint 8 and 910 lb 8 2919/0-2-5 0 4-0 5 = 2919/Mechanical uplift at joint 5. y 9)This truss is designed in accordance with the 2003 International Li Max Uplift Residential Code sections R502.11.1 and R802.10.2 and 8 = -910(LC 5) referenced standard ANSI/TPI 1. 5 = -910(LC 5) 10)"Semi-rigid pitchbreaks with(iced heels'Member end fixity FORCES (lb)-First Load Case Only model was used in the analysis and design of this truss. 11)Design assumes 4x2(flat orientation)pudins at oc spacing TOP CHORD o truss TC w/2-1Od nails. indicated fastened t 1-8=-2467,1-2=1570,2-9=1570,3-9=1570, 12)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss, 3-4=0,4-5=-42 Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting BOT CHORD at 1-11-4 from the left end to 911-4 to connect truss(es)01(1 ply 8 10=0,7-10=0,7-11=1554,6-1 1 1554, 2 X 6 SPF) to front face of bottom chord. 6-12=1554,5-12=1554 13)Fill all nail holes where hanger is in contact with lumber. fl WEBS 14)All Plates 20 Gauge Unless Noted 1-7=2888,2-7=-95,3-7=30,3-6=2273,3-5=2858 LOAD CASE(S) NOTES (14) Standard 1)2-ply truss to be connected together with 1 Od(0.131"x3")nails as 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 follows: Uniform Loads(plo Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Vert:1-4=-24,5-8=5 Bottom chords connected as follows:2 X 6-2 rows at 0-7-0 oc. Concentrated Loads(lb) Webs connected as follows:2 X 4-1 row at 0-9-0 oc. Vert:7=1100(F)6=-1100(F)10=1100(F)11=-1100(F) 2)All loads are considered equally applied to all plies,except if 12=-1100(F) noted as front(F)or back(B)face in the LOAD CASE(S)section. Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. Job =PmC Truss Type Qty Ply JEFF BORER RESIDENCE ROOF 012O5268R Flat Truss 1 2 Job Reference optional) Truss Engineering Corp.,Indian Orchard,MA 01151 7.250 s Nov 19 2010 MiTek Industries,Inc. Mon Jun 04 09:03:15 2012 Page 1 ID:bIF5iHiNrMhOWF72eSXdlLzB?CI-AicTRy7YP41cW 11psGz1Wbl7KzwYie3ol_Onnz9jh F 4-0-1 7-10-7 11-10-8 L, 4-0-1 3-10-5 4-0-1 ,y Y 1.5x4 II 3x8= 1.5x4 11 14x6= 2 3 4 I 9 T1 L Li II k 1 2 1 1 1 f1 i 255 -796# 255 - 96# 10 7 11 6 12 I 8 LUS26 6x9— LUS26 3x6 II LUS26 5 2x4 11 LUS26 LUS26 4x4= J; 1 4-0-1 , 7-10-7 , 11-10-8 y ' 4-0-1 3-10-5 4-0-1 ' LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 38.5 Plateslncrease 1.15 TC 0.32 Vert(LL) -0.03 67 >999 240 MT20 197/144 (Ground Snow-50.0) Lumber Increase 1.15 BC 0.34 Vert(TL) -0.05 6-7 >999 180 TCDL 10.0 Rep Stress Ina NO WB 0.56 Horz(TL) 0.01 5 n/a nla BCLL 0.0 ' Code IRC2003/TPI2002 (Matrix) Wei 9 BCDL 10.0 ht 150 lb FT=10% LUMBER TOP CHORD 2 X 4 SPF No.2 3)Wind:ASCE 7-05;120mph;TCDL=4.2psf;BCDL=5.Opsf; BOT CHORD 2 X 6 SPF 1650F 1.5E Standard WEBS 2 X 4 SPF Stud zone; Cat.II;r le B;enclosed;MWFRS(low-rise)gable end Vert:7=750(F=375,B=-375)6=-750(F=-375,B---375) BRACING zone;cantilever left and right exposed;Lumber DOL=1.33 plate 10=-750(F=-375,B=-375)11=-750(F=375,8=-375) grip DOL=1.33 - 12=-750(F=-375,B=-375) TOP CHORD D _ 2-0-0 oc puriins(6-0-0 max.):1-4, except end verticals. 4)TCLL.ASCE 7-02,Category 50.0 psf(ground snow),Pf-38.5 psf BOT CHORD (flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 Rigid ceiling directly applied or 10-0-0 oc bracing. 5)Provide adequate drainage to prevent water ponding. JOINTS 6)This truss has been designed for a 10.0 psf bottom chord live 1 Brace at Jt(s):1,4 load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the REACTIONS (lb/size) bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 8 = 2553.Mtechanicel wide vrll fit between the bottom chord and any other members. 5 = 2553/Mechanical 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing SMax Uplift 796(LC 5) plate capable of withstanding 100 lb uplift at joint(s)except Ut=1b) 5 = -796(LC 5) 8=796,5=796. 10)This truss is designed in accordance with the 2003 FORCES (lb)-First Load Case Only International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. TOP CHORD 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity Ik 1-8=-2210,1-2=-1632,2-9=11632,3-9=-1632, model was used in the analysis and design of this truss. 3-4=0,4-5=-153 12)Design assumes 4x2(flat orientation)pudins at oc spacing BOT CHORD indicated,fastened to truss TC w/2-10d nails. 8-10=-0,7-10=-0,7-11=1625,6-11=1625, 13)Use Simpson Strong-Tie LUS26(4-10d Girder,3-10d Truss, 612=1625,5-12=1625 Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting 9y-7E2 623,2-7=-403,3-7=10,3 6=1626, at 1-11-0 from the left end to 9-11-4 to connect truss(es)???(1 3-5=-2613 ply 2 X 4 SPF)to front face of bottom chord. 14)Fill all nail holes where hanger is in contact with lumber. NOTES (15) 15)Al Plates 20 Gauge Unless Noted 1)2-ply truss to be connected together with 10d(0.131"x3")nails as LOAD CASE(S) follows: Standard Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Uniform Loads(plf) Webs connected as follows:2 X 4-1 row at 0-9-0 oc. Vert:1-4=-97,5-8=20 2)All loads are considered equally applied to all plies,except if Concentrated Loads(lb) noted as front(F)or back(B)face in the LOAD CASE(S)section. Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. i! i' �, r a x;`: «. Job 7T. Truss Type Qty Ply JEFF BORER RESIDENCE ROOF Q1205268R E Special Truss 1 1 Job Reference(optional) Truss Engineering Corp.,Indian Orchard,MA 01151 7.250 s Nov 19 2010 MiTek Industries,Inc. Mon Jun 04 09:56:47 2012 Page 1 ID:bIF5iHiNrMhOWF72eSXdlLzB?C I-7ehkZF?KzzisscrLzRuCDsdA75ET7RXgPU3N Wcz9ivU 1 11-0-0 , 22-0-0 'r 11-0-0 11-0-0 4x4= 7 3x6 3x6 O 6 IS 8 12.00 12 9 5 32 33 4 10 29 30 11 3 T4 ET4 4x4 11 4x4 I I 2 12 1 13 i 1 IR 27 26 25 24 23 22 21 20 19 18 17 16 15 14 3x4 11 3x4= 30 11 I 1 11-0-0 22-0-0 11-0-0 11-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.47 Vert(LL) n/a n/a 999 MT20 197/144 (Ground Snow--50.0) Lumber Increase 1.15 BC 0.27 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.01 14 n/a n/a BCLL 0.0" BCDL 10.0 Code IRC2003/rP12002 (Matrix) Weight:140 lb FT=10% LUMBER TOP CHORD 2 X 4 SPF No.2 11)Provide mechanical connection(by others)of truss to bearing I0! BOT CHORD 2 X 4 SPF No.2 BOT CHORD WEBS 2 X 4 SPF Stud 26-27=31,25-26=31,24-25=31,23-24=31, plate capable of withstanding 7, lb uplift at joint(,)21 except OTHERS 2 X 4 SPF Stud"Except' 22-23=31,21-22=31,20-21=31,19-20=31, 18=107,17=184,16=178,15=364. =1b) , , ,24=184,25=177,26 422, ST6,ST5:2 X 4 SPF No.2 18-19=31,17-18=31,16-17=31,15-16=31, 2 This designed BRACING 14-15=31 12)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 TOP CHORD WEBS and referenced standard ANSI/TPI 1. Structural wood sheathing directly applied or 6-0-0 oc pudins, 7-28=-6,21-29=259,6-29=261,5-22=193, 13)"Semi-rigid pitchbreaks with fixed heels"Member end fixity except end verticals. 4-24=-192,3-25=-201,2-26=1145,119-30=259, model was used in the analysis and design of this truss. BOT CHORD 8-30=-261,9-18=-193,10-17=192,11-16=201, 14)All Plates 20 Gauge Unless Noted Rigid ceiling directly applied or 10-0-0 oc bracing. 12-15=-145,6-28=53,8-28=53,29-31=0, JOINTS 30-31=0,20-31=-5 LOAD CASE(S) 1 Brace at Jt(s):28,29,30,31 Standard NOTES (14) REACTIONS All bearings 22-0-0. 1)Wind:ASCE 7-05;120mph;TCDL=4.2psf;BCDL=5.Opsf; r, (Ib)-Max Horz h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end 27=449(LC 7) zone and GC Comer(3)0-1-12 to 3-0-0,Exterior(2)3-0-0 to 8-0-0 Max Uplift ,Comer(3)8-0-0 to 11-0-0,Exterior(2)14-0-0 to 18-10-4 zone; Al uplift 100 lb or less atjoint(s)21 except cantilever left and right exposed;C-C for members and forces& 27=A57(LC 6),14=-354(LC 7),22=-107(LC 8), MWFRS for reactions shown;Lumber DOL=1.33 plate grip 24=-184(LC 8),25=-177(LC 8),26=-422(LC 7), DOL=1.33 18=-107(LC 9),17=-184(LC 9),16=-178(LC 9), 2)Truss designed for wind loads in the plane of the truss only. 1: 15=-364(LC 6) For studs exposed to wind(normal to the face),see MiTek Max Grav "Standard Gable End Detail" All reactions 250 lb or less at joint(s)15,20 3)TCLL:ASCE 7-02;Pg=50.0 psf(ground snow);Pf=38.5 psf except 27=582(LC 7),14=479(LC 6),21=455(LC (flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 2),22=387(LC 2),24=394(LC 2),25=364(LC 2), 4)Unbalanced snow loads have been considered for this design. 26=304(LC 6),19=455(LC 3),18=387(LC 3), 5)All plates are 1.5x4 MT20 unless otherwise indicated. 17=394(LC 3),16=364(LC 3) 6)Gable requires continuous bottom chord bearing. 7)Truss to be fully sheathed from one face or securely braced FORCES (lb)-First Load Case Only against lateral movement(i.e.diagonal web). f TOP CHORD 8)Gable studs spaced at 2-0-0 oc. 1-27=-60,1-2=-65,2-3=-109,3-4=-114, 9)This truss has been designed for a 10.0 psf bottom chord live 4-32=-113,5-32=-44,5-6=25,6-7=195, load nonconcurrent with arty other live loads. 7-8=-195,8-9=-112,9-33=44,10-33=113, 10)`This truss has been designed for a live load of 20.Opsf on 10-11=-114,11-12=-109,12-13=65,13-14=-60 the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 BOT CHORD wide will fit between the bottom chord and any other members, 26-27=31,25-26=31,24-25=31,23-24=31, with BCDL=10.Opsf. t i Job Truss Truss Type Qty Pry JEFF BORER RESIDENCE ROOF Q1206268R TOP GABLE 15 1 Job Reference(optional) Truss Engineering Corp.,Indian Orchard,MA 01151 7.250 s Nov 19 2010 MiTek Industries,Inc. Mon Jun 04 08:47:24 2012 Page 1 I D:bIF5 iH iNrM hOWF72eSXd ILz B?C I-W tfymdOM u DYwr5Fbd iz_zipzzTkDjX4717bvPz9jw -0-8-0 3-8-9 6-9-3 1 7-5-3 0-8-0 3-0-10 3-0-10 0-8-0 4x4= 3 i a 9.00 MY y ST1 i ii 4 5 I 2 I 1 1 I 0 6 2x4= 1.50 II 2x4= I -0-8-0 6-9-3 7-5-3 0-8-0 6-1-3 0-8-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) /deft Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.20 Vert(LL) n/a n/a 999 MT20 197/144 (Ground Snow--50.0) Lumber Increase 1.15 BC 0.06 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 ' Code IRC2003/TPI2002 (Matrix) Weight:16 lb FT=10% BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF No.2 4)Unbalanced snow loads have been considered for this design. BOT CHORD 2 X 4 SPF No.2 5)Gable requires continuous bottom chord bearing. OTHERS 2 X 4 SPF Stud 6)Gable studs spaced at 2-0-0 oc. BRACING 7)This truss has been designed for a 10.0 psf bottom chord Eve TOP CHORD load nonconcurrent with any other live loads. Structural wood sheathing directly applied or 6-0-0 oc pudins. 8)•This truss has been designed for a live load of 20.Opsf on the BOT CHORD bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 Rigid ceiling directly applied or 10-0-0 oc bracing. wide will fit between the bottom chord and any other members. REACTIONS All bearings 6 1-3. 9)Provide mechanical connection(by others)of truss to bearing Max Horz plate capable of withstanding 100 lb uplift at joint(s)6 except (lb)- 1=-x Hor 6) (jt=lb)1=133,5=133,2=186,4=186. Uplift 10)This truss is designed in accordance with the 2003 Max U P International Residential Code sections R502.11.1 and R802.10.2 All uplift 100 Ito or less at joint(s)6 and referenced standard ANSI/TPI 1. except 1=-133(LC 2),5=-133(LC 3),2=1186([_C 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity 8),4=-186(LC 8) model was used in the analysis and design of this truss. Max Grav 12)SEE MiTek STANDARD PIGGYBACK TRUSS All reactions 250 lb or less atjoint(s)1,5, CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS 6 except 2=433(LC 2),4=433(LC 3) 13)All Plates 20 Gauge Unless Noted FORCES (lb)-First Load Case Only LOAD CASE(S) TOP CHORD Standard 1-2=78,2-3=-116,3-4=116,4-5=78 BOT CHORD 2-6=25,4-6=25 WEBS 3-6=-140 m NOTES (13) 1)Wind:ASCE 7-05;120mph;TCDL=4.2psf;BCDL=5.Opsf;h=25ft, Cat.11;Exp B;enclosed;MWFRS(low-rise)automatic zone and C-C Comer(3)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 3)TCLL:ASCE 7-02;Pg=50.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;EV B;Partially Exp.;Ct=1.1 Job Truss Truss Type QtY PIY JEFF BORER RESIDENCE ROOF 'I Q1206268R V01 Valley Truss 1 1 Job Reference(optional) Truss Engineering Corp.,Indian Orchard,MA 01151 7.250 s Nov 19 2010 MiTek Industries,Inc. Mon Jun 04 09:55:54 2012 Pa 1 f ID:bIF5iHiNrMhOWF72eSXdlLzB?C I-BS_iS7M4Sh 1 N?Tl9MORmZhw?vk7NCVp1 Dkj39Az9iwJ 1 9-7-14 , 19-3-12 9-7-14 9-7-14 l 4x6= i 3 ix 12.00 12 12 13 11 14 1.5x4 1.5x4 11 2 4 15 T Ell 132 1 5 'i 3x4// 9 8 7 16 6 3x4 Q 3x4= 1.5x4 11 1.5x4 11 1.5x4 11 19-3-12 19-3-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.96 Vert(LL) Na Na 999 MT20 197/144 t' (Ground Snow-50.0) TCDL 10.0 Lumber Increase 1.15 BC 0.37 Vert(TL) Na Na 999 Rep Stress Ina YES WB 0.24 Horz(TL) 0.01 5 Na n/a BCLL BCDL 10.0 * Code IRC2003/TPI2002 (Matrix) Weight:69 lb FT=10% LUMBER TOP CHORD 2 X 4 SPF No.2 NOTES (10) BOT CHORD 2 X 4 SPF No.2 1)Wind:ASCE 7-05;120mph;TCDL=4.2psf;BCDL=5.Opsf; OTHERS 2 X 4 SPF Stud*Except* h=25fl;Cat.Il;Exp B;enclosed;MWFRS(low-rise)gable end ST2:2 X 4 SPF No.2 zone and C-C Exterior(2)0-4-4 to 3-4-4,Interior(1)3-4-4 to 6-7-14 BRACING ,Exterior(2)6-7-14 to 9-7-14,Interior(1)12-7-14 to 15-11-8 zone; TOP CHORD cantilever left and right exposed;C-C for members and forces& Structural wood sheathing directly applied or 1-412 oc puriins. MWFRS for reactions shown;Lumber DOL=1.33 plate grip BOT CHORD DOL=1.33 Rigid ceiling directly applied or 10-0-0 oc bracing. 2)TCLL:ASCE 7-02;Pg=50.0 psf(ground snow);Pf=38.5 psf WEBS flat roof snow);Category ll;E B;Partial 1 Row at midpt 37 ( ) 9 ry xp si considered for this 3)Unbalanced snow loads have been considered for this design. REACTIONS All bearings 19-3-12. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live (lb)-Max Horz load nonconcurrent with any other live loads. 1=-384(LC 6) 6)*This truss has been designed for a live load of 20.Opsf on the Max Uplift bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 Al uplift 100 lb or less at joint(s)5 wide will fit between the bottom chord and any other members, except 1=146(LC 6),9=-475(LC 8),6=-475(LC with BCDL=10.0 P sf. 9) 7)Provide mechanical connection(by others)of truss to bearing Max Grav plate capable of withstanding 100 lb uplift at joint(s)5 except All reactions 250 lb or less at joint(s)5 (jt=lb)1=146,9=475,6=475. except 1=253(LC 7),7=742(LC 1),9=1007(LC 2), 8)This truss is designed in accordance with the 2003 International 6=1011(LC 3) Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. FORCES (lb)-First Load Case Only TOP CHORD 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. t-10=8,2-10=29,2-1 1 m-356,111-112=151, 3-12=-139,3-13=-139,1314=-151,4-14=-356, 10)Al Plates 20 Gauge Unless Noted 41-115=29,5-15=1197 LOAD CASE(S) BOT CHORD Standard 1-9=98,8-9=98,7-8=98,7-16=96,6-16=98, 5-6=98 WEBS 3-7=-353,2-9=-546,46=-545 :i ' Job Truss Truss Type Qtv Plv JEFF BORER RESIDENCE ROOF C(1205268R V02 Valley Truss 1 1 Job Reference(optional) Truss Engineering Corp.,Indian Orchard,MA 01151 7.250 s Nov 19 2010 MiTek Industries,Inc. Mon Jun 04 09:55:51 2012 Page 1 ID:bIF5iHiNrMhOWF72eSXdlLzB?CI-mtJZp6KB9mfp8?Zbhgu3x21X4X6E?5VbWmVPYrz9iw 1 8-1-14 , 16-3-12 'a 8-1-14 8-1-14 I 44 3 i i 12 13 12.00 F12 11 14 y 10 T 15 i 1.5x4 11 1.5x4 I 4 2 T I T 5 1 61 VU B2 '11 3x6 9/i 8 16 7 17 6 3x6 I'( 1.5x4 11 3x4= 1.5x4 11 1.5x4 11 i 16-3-12 16-3-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.81 Vert(LL) n/a n/a 999 MT20 197/144 (Ground Snow-50.0) Lumber Increase 1.15 BC 0.34 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.40 HOrz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2003/TPI2002 (Matrix) Weight:561b FT=10% BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E NOTES (10) BOT CHORD 2 X 4 SPF No.2 1)Wind:ASCE 7-05;120mph;TCDL=4.2psf;BCDL=5.Opsf; OTHERS 2 X 4 SPF Stud h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end BRACING zone and C-C Exterior(2)0-4-4 to 3-4-4,Interior(1)34-4 to 5-1-14 TOP CHORD ,Exterior(2)5-1-14 to 8-1-14,Interior(1)11-1-14 to 12-11-8 zone; Structural wood sheathing directly applied or 6-0-0 oc pudins. cantilever left and right exposed;C-C for members and forces& BOT CHORD MWFRS for reactions shown;Lumber DOL=1.33 plate grip Rigid ceiling directly applied or 10-0-0 oc bracing. DOL=1.33 2)TCLL:ASCE 7-02;Pg=50.0 psf(ground snow);Pf=36.5 psf REACTIONS All bearings 16-3-12. (flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 (lb)-Max Horz 3)Unbalanced snow loads have been considered for this design. } 1=-322(LC 6) 4)Gable requires continuous bottom chord bearing. 4 Max Uplift 5)This truss has been designed for a 10.0 psf bottom chord live All uplift 100 Ito or less at joint(s)except load nonconcurrent with any other live loads. 1=-171(LC 6),5=-116(LC 7),9=509(LC 8), 6)'This truss has been designed for a live load of 20.Opsf on the 6=-509(LC 9) bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 Max Grav wide will fit between the bottom chord and any other members, All reactions 250 lb or less at joints)5 with BCDL=10.Opsf. ! except 1=293(LC 7),7=684(LC 1),9=981(LC 2), 6=981(LC 3) 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 171 lb uplift at joint 1,1161b uplift at joint 5,509 Ito uplift atjoint 9 and 509 lb uplift atjoint 6. FORCES (lb)-First Load Case Only 8)This truss is designed in accordance with the 2003 International TOP CHORD Residential Code sections R502.11.1 and R802.10.2 and F, 1-2=30,2-10=-378,10-11-1172,11-12=-158, referenced standard ANSI/TPI 1. 3-12=-114,3-13=-114,13-14=158,14-15=1 72, 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity 4-15=-378.4-5=-94 model was used in the analysis and design of this truss. BOT CHORD 10)Ali Plates 20 Gauge Unless Noted 1-9=112,8-9=112,8-16=112,7-16=112,7-17=112, 6-17=112,5-&=112 LOAD CASE(S) WEBS Standard 3-7=-319,2-9=-577,4-6=-577 i. N Job Truss Truss Type Oty Ply JEFF BORER RESIDENCE ROOF 012052688 V03 GABLE 1 1 Job Reference o bona" Truss Engineering Corp.,Indian Orchard,MA 01151 7.250 s Nov 19 2010 Mi7ek Industries,Inc. Mon Jun 04 09:57:00 2012 Page 1 ID:bIF5iHiNrMhOWF72eSXdlLzB?CI-F8_el i9TvzLOwcKrEfdFEcfO4LiLgNKIO?iZTMz9ivH 6-7-14 13-3-12 6-7-14 6-7-14 z` 4x4= 3 11 12 12.00 12 13 u 1 14 1.5x4 11 9 T 1.5x4 11 2 a T T 5 1 B1 p Q 3x4// 8 15 7 15 6 3x4 1.5x4 II 1.5x4 11 1.5x4 II 13-3-12 is 13-3-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 38.5(Ground Snow--50.0) Plates Increase 1.15 TC 0.46 Vert(LL) n/a _ n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.15 Vert(TL) n/a n/a 999 B BCDL 0.0' Rep Stress Incr YES W 0.16 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:47 lb FT=10% LUMBER TOP CHORD 2 X 4 SPF No.2 3)Unbalanced snow loads have been considered for this design. `j BOT CHORD 2 X 4 SPF No.2 4)Gable requires continuous bottom chord bearing. OTHERS 2 X 4 SPF Stud 5)This truss has been designed for a 10.0 pat bottom chord live BRACING load nonconcurrent with any other live loads. TOP CHORD 6)"This truss has been designed for a live load of 20.Opsf on the Structural wood sheathing directly applied or 6-G-0 oc purtins. bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 BOT CHORD wide will fit between the bottom chord and any other members, Rigid ceiling directly applied or 10-0-0 oc bracing. with BCDL=10.0psf. REACTIONS All bearings 13-3-12. 7)Provide mechanical connection(by others)of truss to bearing 9 plate capable of withstanding 100 lb uplift at joint(s)1,5 except (lb)-Max Horz Ot=1b)8=384,6=384. 1=-261(LC 6) 8)This truss is designed in accordance with the 2003 International Max Uplift Residential Code sections R502.11.1 and R802.10.2 and All uplift 100 lb or less at joint(s)1,5 referenced standard ANSI/TPI 1. except 8=-384(LC 8),6=-384(LC 9) 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity Max Grav model was used in the anaysis and design of this truss. All reactions 250 lb or less at joint(s)1,5 10)All Plates 20 Gauge Unless Noted except 7=434(LC 1),8=663(LC 2),6=663(LC 3) FORCES (lb)-First Load Case Only LOAD CASE(S)Standard Standard TOP CHORD p 1-2=39,2-9=-247,9-10=179,10-11=-84, 3-11=-18,3-12=18,12-113=84,113-114=-179, 4-14=-247,4-5=-103 BOTCHORD 1-8=60,8-15=60,7-15=60,7-16=60,6-16=60, 5-6=60 WEBS y 3-7=-196,2-8=-405,4-6=-405 r' NOTES (10) 1)Wind:ASCE 7-05;120mph;TCDL=4.2psf;BCDL=5.Opsf;h=25ft; Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone and C-C Exterior(2)0-4-4 to 3-4-4,Interior(1)3-0-4 to 3-7-14,Exterior(2) 3-7-14 to 6-7-14,Intedor(1)9-7-14 to 9-11-8 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions P shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-02;Pg=50.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 F i Job Truss Truss Type Qb Ply FF BORER RESIDENCE ROOF Q1205268R VO4 Valley Truss 1 Reference(optional) Truss Engineering Corp.,Indian Orchard,MA 01151 7.250 s Nov 19 2010 MiTek Industries,Inc. Mon Jun 04 09:55:44 2012 Page 1 ID:bIF5iHiNrMhOWF72eSXdlLzB?CI-TWOwLjEopcmoowXEniGQ9a WJZilvs?nZvAlYplz9iw 10-3-12 , 5-1-14 5-1-14 ' 4x4= I 2 6 5 II 12.00 12 T I 3 LJ,J II 1 B1 IYYXXXXXXX "I` I 2x4// 4 2x4 1.5x4 11 10-3-12 10-3-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 38.5 Plates Increase 1.t5 TC 0.89 Vert(LL) n/a n/a 999 MT20 197/144 (Ground Snow 50.0) Lumber Increase 1.15 BC 0.25 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:33 lb FT=10% LUMBER TOP CHORD 2 X 4 SPF No.2 2)TCLL:ASCE 7-02;Pg=50.0 psf(ground snow);Pf=38.5 psf BOT CHORD 2 X 4 SPF No.2 (flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 OTHERS 2 X 4 SPF Sttxi 3)Unbalanced snow loads have been considered for this design. BRACING CHORD 4)Gable requires continuous bottom chord bearing. TOP CHORD wood sheathing directly applied or 2-2-0 oc pudins. 5)This truss has been designed for a 10.0 psf bottom chord live SOT CHORD load nonconcurrent with any other live loads. Rigid ceiling directly applied or 10 0-0 oc bracing. bottom'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 REACTIONS (lb/size) wide will fit between the bottom chord and any other members. 1 = 35710-1-12 10-3-12 7)Provide mechanical connection(by others)of truss to bearing 3 = 357/0-1-12 10-312 plate capable of withstanding 130 lb uplift at joint 1,141 to upfrft at 4 = 41010-1-12 10312 joint 3 and 361b uplift at joint 4. Max Horz 8)This truss is designed in accordance with the 2003 Intemational 1 = 199(LC 6) Residential Code sections R502.11.1 and R802.10.2 and Max Uplift referenced standard ANSI/TPI 1. 1 = 130(LC 8) )"Semi-rigid pitchbreaks with fixed heels"Member end fixity = -141(LC 9) model was used in the analysis and design of this truss. 3 4 = 141(L 8) 10)All Plates 20 Gauge Unless Noted Max Grav LOAD CASE(S) ". 1 = 432(LC 2) Standard 3 = 432(LC 3) i( 4 = 410(LC 1) FORCES (Ii-First Load Case Only TOP CHORD 1-5=-257,2-5=-18,2-6=-18,3-6=-257 BOTCHORD 1-4=88,3-4=88 WEBS 2-4=-290 NOTES (10) 1)Wnd:ASCE 7-05;120mph;TCDL=4.2psf;BCDL=5.Opsf;h=25ft; Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL.=1.33 i ,Ili Job Ty'ous6s TmssType Qty Ply JEFF BORER RESIDENCE ROOF Q1205268R Valley Truss 1 1 Job Reference(optional) Truss Engineering Corp.,Indian Orchard,MA 01151 7.250 s Nov 19 2010 MiTek Industries,Inc. Mon Jun 04 09:55:40 2012 Page 1 ID:bIF5iHiNrMhOWF72eSXdlLzB?CI-bl8PWLBIINGMJJDTYsBU?kLkv5P2wD7z?ZKKg_z9iw 3-7-14 7-3-12 3-7-14 3-7-14 4x4= I+ 2 12.00 F12 ST1 6 5 3 1 B1 4 2x4 ii 1.5x4 11 2x4 i t 7-3-12 7-3-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefi Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.42 Vert(LL) n/a n/a 999 MT20 197/144 (Ground Snow--50.0) Lumber Increase 1.15 BC 0.12 Vert(TL) Na Na 999 TCDL 10.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight:23 lb FT=10 LUMBER TOP CHORD 2 X 4 SPF No.2 2)TCLL:ASCE 7-02;Pg=50.0 psf(ground snow);Pf=38.5 psf BOT CHORD 2 X 4 SPF No.2 (flat roof snow);Category ll;Exp B;Partially Exp.;Ct=1.1 OTHERS 2 X 4 SPF Stud 3)Unbalanced snow loads have been considered for this design. BRACING 4)Gable requires continuous bottom chard bearing. TOP CHORD 5)This truss has been designed for a 10.0 psf bottom chord live Structural wood sheathing directly applied or 6-0.0 oc pudins. load nonconcurrent with any other live loads. BOTCHORD Rigid ceiling directly applied or 10-0.0 oc bracing. 6)'This truss has been designed for a live load of 2l by 1- -0 the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0.0 REACTIONS (lb/size) wide will fit between the bottom chord and any other members. 1 = 246/0.1-8 7-3 12 7)Provide mechanical connection(by others)of truss to bearing 3 = 246/0-1-8 7-3-12 plate capable of withstanding 104 lb uplift at joint 1,107 lb uplift at 4 = 282/0-1-8 7-3-12 joint 3 and 28 lb uplift at joint 4. Max Horz 8)This truss is designed in accordance with the 2003 International 1 = 137(LC 6) Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Max Uplift 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity 1 = -104(LC 8) model was used in the analysis and design of this truss. 4 = 107 (L 8)) 10)All Plates 20 Gauge Unless Noted Max Grav LOAD CASE(S) 1 = 297(LC 2) Standard 3 = 297(LC 3) 4 = 282(LC 1) FORCES (lb)-First Load Case Only TOPCHORD 1-5=176,2-5=-86,2-6=-86,3-6=-176 j, BOT CHORD k; 1-4=61,3-4=61 WEBS 2A=-199 f NOTES (10) 1)Wrnd:ASCE 7-05;120mph;TCDL=4.2psf;BCDL=5.Opsf;h=25ft; Cat.ll;Exp B;enclosed;MWFRS(low-rise)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 Job Truss Truss Type Qty Ply JEFF BORER RESIDENCE ROOF Q1205268R V05 Valley Truss 1 1 if Job Reference(optional Truss Engineering Corp.,Indian Orchard,MA 01151 7.250 s Nov 19 2010 MiTek Industries,Inc. Mon Jun 04 09:55:37 2012 Page 1 ID:bIF5iH iNrMhOWF72eSXdlLzB?C I-BATGtJ9PSSuoSrUutkenN5jJGuPgjswXl b6g3fz9iw 2-1-14 , 4-3-12 1 �I 1 2-1-14 2-1-14 4x4- 2 I it 12.00 12 ST1 3 :i I � 1 1 i N it 4 2x4/i 1.5x4 11 2x4 r 1 4-3-12 4-3-12 1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.12 Vert(LL) n/a n/a 999 MT20 1971144 (Ground Snow--50.0) Lumber Increase 1.15 BC 0.04 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2003/TPI2002 (Matrix) Weight:13 lb FT=10% BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF No.2 2)TCLL:ASCE 7-02;Pg=50.0 psf(ground snow);Pf=38.5 psf BOT CHORD 2 X 4 SPF No.2 (flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 OTHERS 2 X 4 SPF Stud 3)Unbalanced snow loads have been considered for this design. BRACING HORD 4)Gable requires continuous bottom chord bearing. TOP CHORD TOP C al wood sheathing directly applied or 4-3 12 oc puriins. 5)This truss has been designed for a 10.0 psf bottom chord live SOT CHORD load nonconcurrent with any other live loads. b Rigid ceiling directly applied or 1G-0-0 oc bracing. bottom"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. REACTIONS (lb/size) 7)Provide mechanical connection(by others)of truss to bearing 1 = 134/0.1-8 43-12 plate capable of withstanding 59 lb uplift at joint 1,59 lb uplift at 3 = 13410.1-8 4-3-12 joint 3 and 13 Ito uplift at joint 4. 4 = 154/0-1-8 43-12 8)This truss is designed in accordance with the 2003 International Max Horz Residential Code sections R502.11.1 and R802.10.2 and 1 = -75(LC 6) referenced standard ANSI/TPI 1. Max Uplift 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity 3 = -59(LC 8) model was used in the analysis and design of this truss. 4 = -13(LC 8) 10)All Plates 20 Gauge Unless Noted Max Grav LOAD CASE(S) 1 = 162(LC 2) Standard 3 = 162(LC 3) 4 = 154(LC 1) FORCES (lb)-First Load Case Only TOPCHORD 1-2=-96.2-3=-96 ii BOT CHORD 1-4=33,3-4=33 WEBS 2-4=-109 NOTES (10) 1)Wind:ASCE 7-05;120mph;TCDL=4.2psf;BCDL=5.Opsf;h=25ft; Cat.11;Exp B;enclosed;MWFRS(low-rise)automatic zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 L a 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 �+ specifications unless clearly defined otherwise In writing by TEC. SUB-TOTAL 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 WIDE LOAD/ 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 ESCORT FEE 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: �a 'm I� 4i F :I r CONTRACTOR QUOTE PRINTED ON: 06/04/12 PAGE 1 QUOTE # Q1205268R DATE QUOTED:06/04/12 � RIN� 181 GOODWIN ST VALID UNTIL: 07/02/12 C RPORATI PO BOX 51027 Job: JEFF BORER RESIDENCE ROOF INDIAN ORCHARD, MA 01151 ROOF MANUFACTURERS OF ROOF& FLOOR TRUSSES Phone(413)643-1298 Fax(413)643-1847 Toll Free(800)466-0187 , MA Quote To:r.k. Miles, Inc. Requested By: WAYNE HELMS 24 West St. West Hatfield, MA 01088 Quoted By: Paul Griswold Attn:WAYNE HELMS Phone:(413)247-8300 ROOF TRUSSES LOADING 50.0, 0.0,0.0,10.L STRESS 5 ROOF TRUSS SPACING:24.0 IN.O.C.(TYP.) LAYOUT INFORMATION 50.0,10.0,0.0,10.0 1.15 PROFILE QTY PITCH TYPE BASE O/A LUMBER OVRHG/CANT SHIPPING PLY TOP BOT TRUSS ID SPAN SPAN TOP BOT LEFT RIGHT HEIGHT WEIGHT Jack-Closed 00-08-00 09-05-00 5 9.00 0.00 01 08-05-08 08-05-08 2 X 8 2 X 6 14-07-15 111 Jack-Closed - 09_05_00 5 9.00 0.00 01A 08-05-08 08-04-00 2 X 8 2 X 6 14-02-OS 108 ATTIC 00-08-00 00-08-00 A 8 9.00 0.00 A01 36-00-00 36-00-00 2 X 8,2 X 1 _ _ _ 12-05-10 322 ATTIC 00-08-00 5 9.00 0.00 A01A 36-00-00 35-10-08 2 X 8 2 X 1 12-05-10 319 ATTIC 00-08-0_0 1 9.00 0.00 A01B 36-00-00 35-10-08 2 X 8 2 X 1 12-05-10 323 1 ATTIC 00-08-00 4 Ply 9.00 0.00 AGO1 36-00-00 35-10-08 2X 2 X 1 12-05-10 355 2 Ply 0.00 0.00 FLAT 11-10-08 11-10-08 2 X 4 2 X 6 06-04-00 82 -.. 2 Ply 0.00 0.00 Flat PCO2 Truss 11-10-08 11-10-08 2 X 4 2 X 6 05-02-13 74 Special Truss 1 12.00 0.00 T01GE 22-00-00 22-00-00 2 X 4 2 X 4 12-00-08 140 GABLE 00-08_00 00_08_00 02-03-07 15 v ` L 15 9.00 0.00 TOP 04-08-03 04-08-03 2 X 412 X 4 Valley Truss ----- ----- 09-07-14 69 1 12.00 0.00 Vol 19-03-12 19-03-12 2 X 4 2 X 4 Valley Truss ___ zhl 1 12.00 0.00 V02 16-03-12 16-03-12 2 X 4 2 X 4 08-01-14 56 i GABLE ----- ------ 06-07-14 47 1 12.00 0.00 V03 13-03-12 13-03-12 2 X 4 2 X 4 Valley Truss ---- 1 12.00 0.00 VO4 10-03-12 10-03-12 2 X 4 2 X 4 05-01-14 32 Valley Truss y 4 ----- ----- 03-07-14 22 1 12.00 0.00 V05 07-03-12 07-03-12 2 X 4 2 X 4 Valley Truss 02-01-14 12 - 1 12.00 0.00 V06 04-03-12 1 04-03-12 2 X 412 X 4 ITEMS QTY ITEM CATEGORY LENGTH NOTES FT-IN-16 4 HGUS28-2 Hanger 10 HUS26 Hanger 10 LUS26 Hanger fi q i KeyBuildsunctnreTm2.402d BorerJeffBorer-Level 8 7-16-12 kmBeamEngine 4.6008 Materials Database 1369 t 3:40pm 4 of 4 Member Data Description: CalcB11 Member Typ : Beam Application: Floor Comments: Top Lateral acing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Dead Load: 0 PLF Deflection Criteria: U360 live, L/240 total 1.500" max. LL Live Load: 0 PLF Deck Conngction: Nailed Member Weight: 9.4 PLF Filename: :\BorerJeff Other Loads Type Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 9' 3.00" -13 -53 Live Replacement Uniform(PLF) Top 0' 0.00" 9' 3.00" 2 9 Live Replacement Uniform(PLF) Top 0' 0.00" 9' 3.00" 7 27 Live Replacement Uniform(PLF) Top 0' 0.00" 9' 3.00" 13 40 Live Replacement Uniform(PLF) Top 0' 0.00" 9' 3.00" 184 1 Live Replacement Uniform PLF Top 0' 0.00" 9' 3.00" 0 448 Snow MIN r4_ 1 g a z 9 3 O A Q 7 9 3 O 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" 3034# -260# 2 9' 1.750" Wall N/A N/A 1.500" 3034# -260# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Dead Live Snow 1 987# 353# 2047# 2 987# 353# 2047# Design spans 9' 1.750" 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. Review gravity uplift reaction force of 260lbs at bearing 1 and ensure that the structure can resist appropriately. Review gravity uplift reaction force of 260lbs at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 6937.'# 16051.'# 43% 4.57' Total load D+S Negative Moment 597.'# 13958.'# 4%b 4.57' Total load D+L Shear 2509.# 7265.# 34% 0.01' Total load D+S TL Deflection 0.2088" 0.4573" L/525 4.57' Total load D+S LL Deflection 0.1409" 0.3049" U778 4.57' 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 All product names are trademarks of their respective owners <Copyright(C)1987-2012 by Keymark Enterprises,U.C.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. KeyBuild StructureTm2.402d BorerJeffBorer-Level 8 7-16-12 knaBeamEngine 4.600g I Materials Database 1369 3:40 p m 3 of 4 Member Data Description:Calc 3 Member Type: Beam Application: Flo r Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code IBC/IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, U240 total 1.500"max. LL Live Load: 0 F1LF Deck Connection: Nailed Member Weight: 9.4 PLF I Filename: Q:\BorerJeff f Other Loads Type i Trib. Dead Othgr (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 6'11.00" 0 665 Snow Replacement Uniform(PLF) Top 0' 0.00" 6' 11.00" 468 324 Live Replacement Uniform(PLF) Top 6'11.00" 9' 7.00" 0 665 Snow Replacement Uniform PLF To 6'11.00" 9' 7.00" 511 436 Live a !4.<»�'fi '§`T fir-c ' 9 7 0 9 9 7 O Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 2.219" 5825# -- 2 9' 5.750" Wall N/A N/A 2.310" 6064# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Dead Live Snow 1 2279# 1575# 3152# 2 2360# 1787# 3152# Design spans 9' 5.750" Product: 1-3/4x9-1/2 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Minimum 2.22"bearing required at bearing#1 Minimum 2.31"bearing required at bearing#2 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 13911.'# 16051.'# 86% 4.74' Total load D+0.75(L+S) Shear 49981 72651 68% 9.01' Total load D+0.75(L+S) TL Deflection 0.4508" 0.4740" U252 4.74' Total load D+0.75(L+S) LL Deflection 0.2746" 0.3160" U414 4.74' Total load 0.75 L+S Control: TL Deflection DOL& Live=100% Snovr--115% Roof=125% Wind=160% Manufacturers installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners _--Copyright(C)1987-2012 by Keymark Enterprises,U.C.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. KeyBuild StructureTM 2.402d BorerJeftBorer-Level 8 7-16-12 kmBeamEngine 4.600g Materials Database 1369 I 3:40pm 2 of 4 Member Data Description: CalcB2 Member Type: Beam Application: Floor Comments: Top Lateral Bracing: lontinuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Dead Load: 0 PLF Deflection Criteria: 0360 live, U240 total 1.500" max. LL Live Load: 0 PLF Deck Connection: fled Member Weight: 9.4 PLF Filename: Q:\BorerJeff Other Loads Type crib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 9' 3.00" 260 173 Live Replacement Uniform PLF Top 0' 0.00" 9' 3.00" 0 560 Snow 9 3 0 9 9 3 O 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" 3794# -- 2 9' 1.750" Wall N/A N/A 1.500" 3794# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Dead Live Snow 1 1233# 790# 2561# 2 1233# 790# 2561# Design spans 9' 1.750" 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 8676.'# 16051.'# 54%d 4.57' Total load D+S Shear 3137.# 72651 43% 0.01' Total load D+S TL Deflection 0.2612" 0.4573" U420 4.57' Total load D+S LL Deflection 0.1763" 0.3049" L/622 4.57' 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 A All product names are trademarks of their respective owners° Copyright(C)1987-2012 by Keymark Enterprises,LLC.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. IR KeyBuild stracttuel-2.4023 BorerJeflBorer-Level 8 7-16-12 kraBeamEngine 4.600g Materials Database 1369 t I 3:40pm 1 of 4 Member Data Description: CalcB1 Member Type: Beam Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Dead Load: 0 PLF Deflection Criteria: U360 live, U240 total 1.500"max. LL Live Load: 0 PLF Deck Connection: Nailed Member Weight: 9.4 LF Filename: Q:\BorerJeff Other Loads Type i Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 6' 1.50" 7 27 Live Replacement Uniform(PLF) Top 0' 0.00" 6' 1.50" 186 1 Live Replacement Uniform(PLF) Top 0' 0.00" 6' 1.50" 0 455 Snow Replacement Uniform(PLF) Top 0' 0.00" 9' 3.00" -13 -53 Live Replacement Uniform(PLF) Top 0' 0.00" 9' 3.00" 1 0 Live Replacement Uniform(PLF) Top 0' 0.00" 9' 3.00" 2 9 Live Replacement Uniform(PLF) Top 0' 0.00" 9' 3.00" 13 40 Live Replacement Uniform(PLF) Top 6' 1.50" 9' 3.00" 7 27 Live Replacement Uniform(PLF) Top 6' 1.50" 9' 3.00" 183 1 Live Replacement Uniform PLF To 6' 1.50" 9' 3.00" 0 448 Snow —10; 9 3 0 4 9 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" 3078# -260# 2 9' 1.750" Wall N/A N/A 1.500" 3056# -260# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Dead Live Snow 1 999# 353# 2078# 2 993# 353# 2063# Design spans 9' 1.750" 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. Review gravity uplift reaction force of 260lbs at bearing 1 and ensure that the structure can resist appropriately. Review gravity uplift reaction force of 260lbs at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 7024.'# 16051.'# 43% 4.57' Total load D+S Negative Moment 597.'# 13958.'# 4% 4.57' Total load D+L Shear 25441 7265.# 35% 0.01' Total load D+S TL Deflection 0.2114" 0.4573" L/519 4.57' Total load D+S LL Deflection 0.1427" 0.3049" U768 4.57' Total load S Control: LL Deflection DOLS: Live=100% Snov�r--115% Roof=125% Wind=160% Manufacturers installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners '-Copyright(C)1987-2012 by Keymark Enterprises,LLC.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. t KeyBuild StructlrreTM 2.402d BOrerJeffBOrer-Level 8 -16-12 kmBeamEngine 4.6008 Materials Database 1369 1 1 3:36pm 2 of 2 Member Data Description: CalcB18 Member Type: Beam Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, U240 total 1.500"max. LL Live Load: 0 PLF ( Deck Connection: Nailed Member Weight: 9.4 PLF I Filename: Q:\BorerJeff Other Loads Type Trib. Dead Other i (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 7' 9.00" -13 -53 Live Replacement Uniform(PLF) Top 0' 0.00" 7' 9.00" 13 40 Live Replacement Uniform(PLF) Top 0' 0.00" 15' 6.50" 74 221 Live Replacement Uniform(PLF) Top 15' 6.50" 16' 9.00" 74 221 Live Replacement Uniform(PLF) Top 16' 9.00" 17' 8.25" 113 338 Live Replacement Uniform(PLF) Top 17' 8.25" 21' 6.63" 113 338 Live Replacement Uniform(PLF) Top 21' 6.63" 21' 9.75" 113 338 Live Point(LBS) Top 0' 4.63" 260 70 Live Point(LBS) Top 0' 4.63" 69 568 Snow Point(LBS) Top 7' 8.13" 92 203 Live Point(LBS) Top 16'10.25" 158 0 Live Point LBS Top 21' 4.38" 1284 2766 Live s a *` N - - (� 1280 ® 9112 21 912 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" 2342# -- 2 12' 3.375" Wall N/A N/A 1.861" 4884# -103# 3 21' 0.500" Wall N/A N/A 2.167" 5688# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Dead Live Snow 1 811# 1472# 568# 2 1410# 3475# 0# 3 1679# 4009# 0# Design spans 12' 3.375" 8' 9.125" 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. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 4962.'# 13958.'# 35% 5.53' Odd Spans D+L Negative Moment 5722.'# 13958.'# 40% 12.28' Total load D+L Negative Unbrcd 5722.'# 13958.'# 40% 12.28' Total load D+L Shear 2383.# 6317.# 37% 11.67' Total load D+L TL Deflection 0.2356" 0.6141" U625 5.53' Odd Spans D+L LL Deflection 0.1826" 0.4094" L/807 5.53' Odd Spans L 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 All product names are trademarks of their respective owners � t ., °Copyright(C)1987-2012 by Keymark Enterprises,U.C.ALL RIGHTS RESERVED. —Passing is defined as when the member,floorjoist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. R Keys ld sttucttueTN'2.4024 BorerJeffBorer-Level 8 7-16-12 k�ffleamEngine 4.600g Materials Database 1369 3:36pm 1 of 2 ember Data escription: CaIcB15 Member Type: Beam Application: Floor omments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Dead*Load: 0 PLF Deflection Criteria: U360 live, U240 total 1.500"max. LL (Live Load: 0 PLF Deck Connection: Nailed ( Member Weight: 29.6 PLF Filename: Q:\BorerJeff I Other Loads Type # Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 6' 11.00" 137 427 Live Replacement Uniform(PLF) Top 6'11.00" 7' 4.50" 135 427 Live Replacement Uniform(PLF) Top 7' 4.50" 10' 7.00" 150 450 Live Replacement Uniform(PLF) Top 10' 7.00" 13' 7.00" 139 423 Live Replacement Uniform(PLF) Top 13' 7.00" 23' 11.13" 139 423 Live Replacement Uniform(PLF) Top 23' 11.13" 24' 0.00" -13 -53 Live Replacement Uniform(PLF) Top 23'11.13" 24' 0.00" 7 27 Live Replacement Uniform(PLF) Top 23'11.13" 24' 0.00" 7 27 Live Replacement Uniform(PLF) Top 23' 11.13" 24' 0.00" 13 40 Live Point(LBS) Top 23' 7.38" 18 72 Live Point(LBS) Top 23' 7.38" 162 0 Live Point(LBS) Top 23' 7.38" 48 159 Snow Point(LBS) Top 23' 7.38" 336 2 Live Point LBS Top 23' 7.38" 0 823 Snow e i 2400 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 1.767" 6956# - 2 23' 2.750" Wall N/A N/A 1.918" 7551# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Dead Live Snow 1 1966# 4990# 0# 2 2528# 5023# 982# Design spans 23' 2.750" Product: 1-3/4x20 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 40425.'# 88845.'# 45% 11.61' Total load D+L Shear 5967.# 199501 29% 0.01' Total load D+L TL Deflection 0.5608" 1.1615" U497 11.61' Total load D+L LL Deflection 0.4016" 0.7743" U694 11.61' Total load L Control: LL Deflection DOLs: Live=100% Snow--115% Roof--125% Wind=160% Design assumes a repetitive member use increase in bending stress: 4% Manufacturers installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners E[ ' Copyright(C)1987-2012 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. —Passing is def'ed 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. KeyBuildslrucmreTM2.402d BorerJeffBorer-Level 8 7-16-12 kmSeamEngine 4.6008 I 12:41 pm Materials Database 1369 p 13 of 13 J Member Data fDescription:CalcG20 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC 'Dead Load: 0 PLF Deflection Criteria: 0360 live, 0240 total 1.500" max. LL Live Load: 0 PLF Deck Connection: Nailed ( Member Weight: 11.7 PLF Filename: Q:\BorerJeff I Other Loads TType Trib. Death Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 3' 2.75" 19 101 Live Replacement Uniform(PLF) Top 3' 2.75" 13' 7.75" 19 101 Live Replacement Uniform(PLF) Top 3' 2.75" 13' 7.75" 12 128 Live Point(LBS) To 3' 3.63" 118 -162 Live I-gow r 13 712 Q 13 712 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" 1397# -- 2 12' 10.500" Wall N/A N/A 1.500" 1706# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Dead Live 1 336# 1152# 2 298# 1435# Design spans 12'10.500" Product: 1-3/4x11-7/8 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 5351.'# 21275.'# 25% 6.44' Total load D+L Shear 14371 7897.# 18% 12.23' Total load D+L TL Deflection 0.1621" 0.6438" L/953 6.44' Total load D+L LL Deflection 0.1359" 0.4292" 0999+ 6.44' Total load L 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 All product names are trademarks of their respective owners MA� I 'A'i, S.Copyright(C)1987-2012 by Keymark Enterprises,LLC ALL RIGHTS RESERVED —Passing is defined when the memr,Floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet as be . xeyBuild stnlen reTm 2.4024 BorerJeffBorer-Level 8 7-16-12 kmBeamEngine 4.600g t 12:41 pm Materials Database 1369 12 of 13 Member Data Description: CalcG19 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Dead Load: 0 PLF Deflection Criteria: U360 live, L/240 total 1.500"max. LL Live Load: 0 PLF I Deck Connection: Nailed Member Weight: 5.9 PLF Filename: Q:\BorerJeff Other Loads Type Trib. Dead Other i (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 9110.001, -13 -53 Live Replacement Uniform(PLF) Top 0' 0.00" 9110.001, 7 27 Live Replacement Uniform(PLF) Top 0' 0.00" 9110.001, 7 27 Live Replacement Uniform(PLF) Top 0' 0.00" 9110.001, 13 40 Live Point(LBS) To 3' 6.13" 80 -247 Live NO 41 fi ft r � e o. 9 10 O Q 9 10 O Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder N/A N/A N/A 577# -385# 2 9' 1.875" Wall N/A N/A 1.500" 577# -335# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Dead Live 1 150# 427# 2 150# 427# Design spans 9' 1.875" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 1 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Review gravity uplift reaction force of 386lbs at bearing 1 and ensure that the structure can resist appropriately. Review gravity uplift reaction force of 336lbs at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1321.'# 10637.'# 12% 4.58' Total load D+L Negative Moment 933.1# 10637.'# 8% 3.66' Total load D+L Shear 4521 3948.# 11% 0.01' Total load D+L TL Deflection 0.0408" 0.4578" U999+ 4.58' Total load D+L LL Deflection 0.0302" 0.3052" U999+ 4.58' Total load L Control: Positive Moment DOLS: Live=100% Snow--115% Roof--125% Wind=160% Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners R tCopyright(C)1987-2012 by Keymark Enterprises LLC 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. s KeyBuild strucntre'r-2.4024 BorerJeffBorer-Level 8 7-16-12 km eamEngine 4.600g Ma trials Database 1369 1 12'41 pm 11 of 13 M tuber Data D scription: CaIcG17 Member Type: Girder pplication: Floor C mments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Dead Load: 0 PLF Deflection Criteria: 0360 live, U240 total 1.500"max. LL Ive Load: 0 PLF Deck Connection: Nailed Member Weight: 5.9 PLF I Filename: Q:\BorerJeff Other Loads Type # Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 7' 9.00" -13 -53 Live Replacement Uniform(PLF) Top 0' 0.00" 7' 9.00" 7 27 Live Replacement Uniform(PLF) Top 0' 0.00" 7' 9.00" 13 40 Live Replacement Uniform(PLF) Top 0' 0.00" 12'10.75" -13 -53 Live Replacement Uniform(PLF) Top 0' 0.00" 12' 10.75" 7 27 Live Replacement Uniform(PLF) Top 0' 0.00" 12' 10.75" 13 40 Live Replacement Uniform(PLF) Top 7' 9.00" 12' 10.75" 1 3 Live Point(LBS) Top 0' 4.63" 283 -94 Live Point(LBS) Top 0' 4.63" 282 76 Live Point(LBS) Top 0' 4.63" 162 1330 Snow Point(LBS) Top 7' 8.13" 92 203 Live Point LBS Top 12' 6.13" 321 659 Live ,., 12 10 12 12 10 12 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" 2632# - 2 12' 1.500" Wall N/A N/A 1.500" 1927# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Dead Live Snow 1 1025# 813# 1330# 2 581# 1346# 0# Design spans 12' 1.500" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 1 ply 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. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3540.'# 10637.'# 33% 6.06' Total load D+L Negative Moment 1976.'# 10637.'# 18% 5.46' Total load D+L Shear 9501 39484 24% 0.01' Total load D+L TL Deflection 0.1877" 0.6063" L/774 6.06' Total load D+L LL Deflection 0.1369" 0.4042" U999+ 6.06' Total load L Control: LL Deflection 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 All product names are trademarks of their respective owners \ ;;.:copyright(C)1987-2012 by Keymark Enterprises,LLC.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. KeyBllild structureTm 2.402d BorerJeffBorer-Level 8 7-16-12 kmBeamEngine 4.6008 Materials Database 1369 I 12:41 pm 10 of 13 Actual Allowable Capacity Location Loading TL Defl., Lt. -0.2183" 0.3500" 2U384 0' Even Spans D+L LL Defl., Lt. -0.1754" 0.2333" 2U478 0' Even Spans L Control: LL Defl.,Lt. DOLS: Live=100% Snow--115% Roof=125% Wind=160% Left cantilever allowable shear is for joist only ' Point loads over bearings are NOT included in the Design calc(ulatlons,.but ARE included in the Reaction table 1 All product names are trademarks of their respective owners '-,Copyright(C)1987-2012 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. "Passing is defined as when the member,floor foist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. KeyBirild StrnctttreT 2.402d BorerJeffBorer-Level 8 7-16-12 kraBeamEngme J.600g 12:4]pm Materials Database 1369 9 o 13 Member ata Descripti : Ca1cG16 Member Type: Girder Applica on: Floor Comment Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Dead Load: 0 PLF Deflection Criteria: U360 live, L/240 total 1.500" max. LL Live Loa : 0 PLF Deck Connection: Nailed Memb r Weight: 2.8 PLF Filename: Q:\BorerJeff Other Loads Type I Trib. Dead i Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 3' 6.00" -13 -53 Live Replacement Uniform(PLF) Top 0' 0.00" 3' 6.00" 1 4 Live Replacement Uniform(PLF) Top or 0.00" 3' 6.00" 13 40 Live Replacement Uniform(PLF) Top 0' 0.00" 18' 2.50" 7 27 Live Replacement Uniform(PLF) Top 3' 6.00" 18' 2.50" -13 -53 Live Replacement Uniform(PLF) Top 3' 6.00" 18' 2.50" 7 27 Live Replacement Uniform(PLF) Top 3' 6.00" 18' 2.50" 13 40 Live Point(LBS) Top 17' 9.88" 18 71 Live Point(LBS) Top 17' 9.88" 162 0 Live Point(LBS) Top 17' 9.88" 47 157 Snow Point(LBS) Top 17' 9.88" 207 1 Live Point LBS Top 17' 9.88" 0 525 Snow 360 '1488 Q 18 2 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 3' 6.000" Wall N/A N/A 3.500" 1252# -706# 2 17' 9.875" Wall N/A N/A 1.500" 1702# - Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Dead Live Snow 1 306# 947# 0# 2 635# 741# 682# Design spans 3' 6.000"(left cant) 14' 3.875" Product: 11-7/8" AJS 20 MSR 1 ply 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. Review gravity uplift reaction force of 707lbs at bearing 1 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3078.'# 4400.'# 69% 10.66' Even Spans D+L Negative Moment 1603.'# 4400.'# 36% 10.66' Even Spans D+L Shear 9214 14901 61% 3.5' Total load D+L Cant.Shear, Lt 3311 1490.# 22% 3.49' Total load D+L End Reaction 870.# 1215.# 71% 17.82' Even Spans D+L Int. Reaction 1252.# 23901 52% 3.5' Total load D+L TL Deflection 0.3317" 0.7161" L/518 10.66' Even Spans D+L LL Deflection 0.2591" 0.4774" U663 10.66' Even Spans L All product names are trademarks of their respective owners - ?Copyright(C)1987-2012 by Keymark Enterprises LLC.ALL RIGHTS RESERVED. and Spans listed on this sheet. "Passing is defined as when the member,floorjoist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions, xeyBuild Structure—2.402a BorerJeffBorer-Level 8 7-16-12 kmBeamEngine 4.6008 Materials Database 1369 1 12:41pm 8of13 Member Data Description: CaIcG14 Member Typ : Girder Application: Floor Comments: Top Lateral racing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Dead Load: 0 PLF Deflection Criteria` U360 live, L/240 total 1.500" max. LL Live Load: 0 PLF Deck Con-Action: Nailed Member Weight: 5.9 PLF Filename: :\BorerJeff Other Loads Type Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 4' 5.50" -13 -53 Live Replacement Uniform(PLF) Top 0' 0.00" 4' 5.50" 7 27 Live Replacement Uniform(PLF) Top 0' 0.00" 4' 5.50" 13 40 Live Replacement Uniform(PLF) Top 0' 0.00" 6' 5.13" 7 27 Live Replacement Uniform(PLF) Top 4' 5.50" 6' 9.50" -13 -53 Live Replacement Uniform(PLF) Top 4' 5.50" 6' 9.50" 7 27 Live Replacement Uniform(PLF) Top 4' 5.50" 6' 9.50" 13 40 Live Replacement Uniform(PLF) Top 6' 5.13" 6' 9.50" 7 27 Live Point(LBS) To 0' 4.63" 29 93 Snow 6 9 8 0 6 9 8 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" 408# -152# 2 6' 0.250" Wall N/A N/A 1.500" 379# -182# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Dead Live Snow 1 128# 281# 93# 2 98# 281# 0# Design spans 6' 0.250" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 1 ply 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. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 571.'# 10637.'# 5% 3.01' Total load D+L Negative Moment 275.'# 10637.'# 2% 3.01' Total load D+L Shear 255.# 3948.# 6% 0.01' Total load D+L TL Deflection 0.0076" 0.3010" L/999+ 3.01' Total load D+L LL Deflection 0.0057" 0.2007" L1999+ 3.01' Total load L Control: Shear 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 All product names are trademarks of their respective owners ° r 3 sy t� i[ Copyright(C)1987-2012 by Keymark Enterprises,LLC.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. xeysuild structureT"'2.4024 BorerJeffBorer-Level 8 7-16-12 kraBealnEngine 4.600g 1 12:41 pm Materials Database 1369 7of13 Member Data Description: Cal c 13 Member Type: Girder Application: Flo r Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.500"max. LL Live Load: 0 f LF Deck Connection: Nailed Member Weight: 5.9 PLF I Filename: Q:\BorerJeff Other Loads Type Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 1' 11.50" -24 -158 Live Replacement Uniform(PLF) Top 1' 11.50" 6' 8.88" 31 93 Live Replacement Uniform(PLF) Top 6' 8.88" 6' 9.75" 31 93 Live Replacement Uniform PLF To 6' 8.88" 6' 9.75" 36 134 Live 77 r` a i,7'` g 3 03— M0, r. 6 912 O 6 912 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder N/A N/A N/A 215# -262# 2 6' 3.375" Wall N/A N/A 1.500" 374# -28# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Dead Live 1 68# -244# 2 107# 266# Design spans 6' 3.375" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 1 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Review gravity uplift reaction force of 262lbs at bearing 1 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 540.'# 10637.'# 5% 3.45' Total load D+L Negative Moment 196.'# 10637.'# 1% 1.57' Total load D+L Shear 2511 39484 6% 1.81' Total load D+L TL Deflection 0.0076" 0.3141" U999+ 3.14' Total load D+L LL Deflection 0.0054" 0.2094" U999+ 3.14' Total load L Control: Shear DOL& Live=100% Snoor--115% Roof--125% Wind=160% Minimum bearing length requirements at hangared Connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners tr t =Copyright(C)1987-2012 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. s" ✓ - ,, I; "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. ,xeyBuildstractUeTM2.402d BorerJeffBorer-Level 8 7-16-12 kmBeamEngine 4.600g Materials Database 1369 I 12:41pm 6of13 Member Data Description: CalcG12 Member Type: Girde Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Dead Load: 0 PLF Deflection Criteria: U360'live, U240 total 1.500" max. LL Live Load: 0 PLF Deck Connection: flailed Member Weight: 5.9 PLF Filename: Q:\Borerdeff Other Loads Type Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform PLF Top 0' 0.00" 3' 11.25" 39 116 Live 311 4 311 4 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder N/A N/A N/A 287# -- 2 3' 6.875" Wall N/A N/A 1.500" 287# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Dead Live 1 80# 208# 2 80# 208# Design spans 3' 6.875" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 1 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 257.'# 10637.'# 2% 1.79' Total load D+L Shear 128.# 3948.# 3% 0.01' Total load D+L TL Deflection 0.0012" 0.1786" 0999+ 1.79' Total load D+L LL Deflection 0.0010" 0.1191" U999+ 1.79' Total load L Control: Shear DOLS: Live=100% Snow--115% Roof=125% Wind=160% Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1987-2012 by Keymark Enterprises,LLC.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. xeysuild smletuteTM2.402d BorerJeffBorer-Level 8 7-16-12 kmBeamEngine 4.6008 1 1 12:41 pm Materials Database 1369 5of13 Member Data Description:CalcG10 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Dead Load: 0 PLF Deflection Criteria: U360 live, U240 total 1.500" max. LL Live Load: 0 PLF ( Deck Connection: Nailed Member Weight: 5.9 PLF I Filename: Q:\BorerJeff I Other Loads Type Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 4' 1.75" 362 804 Live Point(LBS) To 0' 4.63" 756 1800 Live ., , , s " 4 1 12 Q 4 1 12 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.601" 4657# -- 2 3' 7.000" Wall N/A N/A 1.601" 2101# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Dead Live 1 1416# 3241# 2 660# 1441# Design spans 3' 7.000" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 1 ply 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. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1882.'# 10637.'# 17% 1.79' Total load D+L Shear 940.# 39481 23% 2.69' Total load D+L TL Deflection 0.0089" 0.1792" U999+ 1.79' Total load D+L LL Deflection 0.0061" 0.1194" U999+ 1.79' Total load L Control: Shear 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 All product names are trademarks of their respective owners M 11 'z Copyright(C)l987-2012 by Keymark Enterprises,LLC.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. KeyBOd stmetnreTM 2.402d BorerJeffBorer-Level 8 7-16-12 kmBeamEngine 4.6008 1 12:41 pm Materials Database 1369 4of13 Member Data Description: CalcG9 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Contin ous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.500" max. LL Live Load: 0 PLF Deck Connection: Nailed I Member Weight: 5.9 PLF Filename: Q:\BorerJeff Other Loads Type Trib. i Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 10' 6.50" -13 -53 Live Replacement Uniform(PLF) Top 0' 0.00" 10' 6.50" 7 27 Live Replacement Uniform(PLF) Top 0' 0.00" 10' 6.50" 7 27 Live Replacement Uniform(PLF) Top 0' 0.00" 10' 6.50" 13 40 Live Point(LBS) To 8' 4.00" 1053 2334 Live n ,�,`�`� R 0 NAM s - 10 6 8 Q 10 6 8 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" 1317# -308# 2 10' 2.250" Wall N/A N/A 2.555" 3353# -308# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Dead Live 1 376# 941# 2 1009# 2344# Design spans 10' 2.250" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 1 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Review gravity uplift reaction force of 309ibs at bearing 1 and ensure that the structure can resist appropriately. Review gravity uplift reaction force of 308lbs at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 6551.'# 10637.'# 61% 8.16' Total load D+L Negative Moment 787.'# 10637.'# 7% 5.09' Total load D+L Shear 32291 3948.# 81% 9.68' Total load D+L TL Deflection 0.2141" 0.5094" U571 5.6' Total load D+L LL Deflection 0.1507" 0.3396" L/811 5.6' Total load L Control: Shear DOLS: Live=100% Snow--115% Roof=125% Wind=160% All product names are trademarks of their respective owners Copyright(C)1987-2012 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. n the a: "Passing is defined as whe member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. LyBudld Structure—2.402d BorerJeffBorer-Level 8 7-16-12 ImtBeamEngine 4.600g 1 12:41pm Materials Database 1369 3of13 ctual Allowable Capacity Location Loading Shear 4250.# 11845.# 35% 3.58' Total load D+L TL Deflection 0.3881" 0.7125" 0440 10.7' Even Spans D+L LL Deflection 0.2751" 0.4750" U621 10.7' Even Spans L TL Defl., Lt. -0.3229" 0.3573" 2U265 0' Even Spans D+L LL Defl., Lt. -0.2303" 0.2382" 2U372 0' Even Spans L' Control: LL Defl.,Lt. DOLs: Live=100% Snow--115% Roo 125% Wind=160% m Design assumes a repetitive meber f u e increase in bending stress: 4% I Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table 1 � All product names are trademarks of their respective owners Copyright(C)1987-2012 by Keymark Enterprises,LLC.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. i xeyBuildstructureT"t2.402d BorerJeffBorer-Level 8 7-16-12 ktnBeamEngine 4.600g m 41 Materials Database 1369 12: I P 2of13 Member Data Description: CalcG8 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Dead Load: 0 PLF Deflection Criteria: U360 live, U240 total' 1.500"max. LL Live Load: 0 PLF Deck Connection: Nailed Member Weight: 17.6 PLF Filename: Q:\BorerJeff Other Loads Type Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 3' 6.00" -13 -53 Live Replacement Uniform(PLF) Top 0' 0.00" 3' 6.00" 7 27 Live Replacement Uniform(PLF) Top 0' 0.00" 3' 6.00" 13 40 Live Replacement Uniform(PLF) Top 0' 0.00" 18' 2.50" 2 9 Live Replacement Uniform(PLF) Top 3' 6.00" 5' 3.00" 72 216 Live Replacement Uniform(PLF) Top 3' 6.00" 18' 2.50" -13 -53 Live Replacement Uniform(PLF) Top 3' 6.00" 18' 2.50" 7 27 Live Replacement Uniform(PLF) Top 3' 6.00" 18' 2.50" 13 40 Live Replacement Uniform(PLF) Top 5' 3.00" 7' 9.50" 72 216 Live Replacement Uniform(PLF) Top 7' 9.50" 14' 7.00" 72 216 Live Replacement Uniform(PLF) Top 14' 7.00" 17' 9.00" 72 216 Live Replacement Uniform(PLF) Top 17' 9.00" 18' 2.50" 53 186 Live Point(LBS) Top 7' 9.50" 824 1622 Live Point(LBS) Top 17' 9.88" 4 15 Live Point(LBS) Top 17' 9.88" 10 33 Snow Point(LBS) Top 17' 9.88" 99 0 Live Point(LBS) Top 17' 9.88" 126 1 Live Point(LBS) Top 17' 9.88" 0 320 Snow Point LBS Top 17' 9.88" 459 934 Live m�, So 4 €y4 d W o q AA 3 6 0 0 1 12 14 612 18 2 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 3' 6.875" Wall N/A N/A 1.500" 5082# -545# 2 17' 9.875" Wall N/A N/A 1.500" 5226# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Dead Live Snow 1 1544# 3539# 0# 2 1720# 3506# 353# Design spans 3' 6.875"(left cant) 14' 3.000" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 3 ply 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. Review gravity uplift reaction force of 545lbs at bearing 1 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 15874.'# 33189.'# 47% 9.27' Even Spans D+L Negative Moment 1257.'# 33189.'# 3% 107 Even Spans D+L All product names are trademarks of their respective owners `tCopyright(C)1987-2012 by Keymark Enterprises,LLC,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. xeyEtAd structure"2.402d BorerJeffBorer-Level 8 7-16-12 kniBearnEngine 4.600g 1 12:41 pm Materials Database 1369 lofl3 Member Data Description: CaIcG7 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Dead Load: 0 PLF Deflection Criteria: U360 live, L/240 total 1.500" max. LL Live Load: 0 PLF I Deck Connection: Nailed Member Weight: 17.6 PLF Filename: Q:\BorerJeff Other Loads Type i Trib. Dead Other i (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 4' 7.75" 31 93 Live Replacement Uniform(PLF) Top 0' 0.00" 11' 9.50" 93 279 Live Replacement Uniform(PLF) Top 4' 7.75" 5' 1.25" 31 93 Live Replacement Uniform(PLF) Top 5' 1.25" 12' 0.25" 19 93 Live Replacement Uniform(PLF) Top 11' 9.50" 26' 0.25" 93 279 Live Replacement Uniform(PLF) Top 12' 0.25" 14' 6.25" 57 171 Live Replacement Uniform(PLF) Top 14' 6.25" 23' 6.25" 57 171 Live Replacement Uniform PLF Top 23' 6.25" 26' 0.25" 57 171 Live to `k. Ys Ulu 11 9 8 14 212 7 i 2604 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" 2433# -- 2 11' 7.375" Wall N/A N/A 2.301" 9062# -- 3 25' 5.500" Wall N/A N/A 1.500" 3619# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Dead Live 1 522# 1911# 2 2426# 6635# 3 928# 2691# Design spans 11' 7.375" 13'10.125" Product: 1-3/4x11-7/8 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 10574.'# 33189.'# 31% 19.92' Even Spans D+L Negative Moment 11930.'# 33189.'# 35% 11.61' Total load D+L Shear 4526.# 11845.# 38% 11.62' Total load D+L TL Deflection 0.2215" 0.6922" U750 19.23' Even Spans D+L LL Deflection 0.1715" 0.4615" U968 19.23' Even Spans L Control: Shear DOLS: Live=100% Snow--115% Roof=125% Wind=160% Design assumes a repetitive member use increase in bending stress: 4% Manufacturet's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners Copyright(C)1987-2012 by Keymark Enterprises,U.C.ALL RIGHTS RESERVED. "Passing is definetl as when the member,floorjoist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. xeyBuild structureTM 2.402d BorerJeffBOrer-Level 6 7-16-12 krnBeamEngine 4.600g Materials Database 1369 I 3:48pm 5 of 5 Member Data Description: CalcB13 Member Type: Beam Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Dead Load: 0 PLF Deflection Criteria: U360 live, L/240 t6tal 1.500" max. LL Live Load: 0 PLF Deck Connection: Nailed Member Weight: 11.7 PLF Filename: Q:\BorerJeff Other Loads Type Trib. pead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 2' 1.00" 312 1023 Live Replacement Uniform(PLF) Top 2' 1.00" 2' 8.00" 312 1023 Live Replacement Uniform(PLF) Top 2' 8.00" 4' 7.50" 242 969 Live Replacement Uniform(PLF) Top 4' 7.50" 11' 5.00" 242 969 Live Replacement Uniform(PLF) Top 11' 5.00" 12' 8.50" 242 969 Live Replacement Uniform(PLF) Top 12' 8.50" 14' 11.63" 312 1023 Live Replacement Uniform(PLF) Top 14'11.63" 15' 0.50" 110 723 Live Point(LBS) Top 0' 7.13" 1769 3914 Live Point(LBS) Top 2' 8.00" 918 1879 Live Point LBS Top 12' 8.50" 276 455 Live " ° _ L" r � e s . .'O 7 4 0 7 8 8 �O ® ©, 15 O 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 4.234" 11113# -- 2 6' 8.875" Wall N/A N/A 4.717" 12383# -- 3 14' 0.750" Wall N/A N/A 1.688" 4430# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Dead Live 1 3059# 8054# 2 2806# 9577# 3 952# 3478# Design spans 6' 8.875" 7' 3.875" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 8362.'# 21275.'# 39% 2.07' Odd Spans D+L Negative Moment 9320.'# 21275.'# 43% 6.74' Total load D+L Negative Unbrcd 9320.'# 21275.'# 43% 6.74' Total load D+L Shear 5194.# 7897.# 65% 6.07' Total load D+L TL Deflection 0.0571" 0.3370" L1999+ 3.03' Odd Spans D+L LL Deflection 0.0465" 0.2247" L/999+ 3.03' Odd Spans L 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 All product names are trademarks of their respective owners the_ 2 a=Copyright(C)1987-2012 by Keymadc Enterprises,LLC.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. KeyBuild stmct"eT"'2.4024 BorerJeffBorer-Level 6 7-16-12 kraBeamEngine 4.600g 1 t Materials Database 1369 3:48pm 4of5 Member Data Description: CaIcB12 Member Type: Beam Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Dead Load: 0 PLF Deflection Criteria: 0360 live, L/240 total 1.500"max. LL Live Load: 0 PLF ( Deck Connection: Nailed Member Weight: 17.6 PLF I Filename: Q:\BorerJeff f Other Loads Type Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 2' 0.00" 558 1359 Live Replacement Uniform(PLF) Top 2' 0.00" 14' 7.00" 661 1774 Live Replacement Uniform(PLF) Top 14' 7.00" 18' 7.00" 242 969 Live Point(LBS) Top 2' 1.75" 213 174 Live Point(LBS) Top 14' 7.00" 690 1474 Live Point LBS Top 17' 11.88" 2163 4184 Live - v. . . I _ a 9 6 0 9 1 0 p ® G 18 7 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 2.276" 8962# -- 2 9' 1.375" Wall N/A N/A 6.863" 27024#,t -- 3 17' 7.250" Wall N/A N/A 3.312" 13040# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Dead Live 1 2389# 6573# 2 7493# 19531# 3 3540# 9500# Design spans 9' 1.375" 8' 5.875" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 18024.'# 33189.'# 54% 3.65' Odd Spans D+L Negative Moment 237564 331894 71% 9.11' Total load D+L Negative Unbrcd 237564 331894 71% 9.11' Total load D+L Shear 113564 118451 95% 8.2' Total load D+L TL Deflection 0.1625" 0.4557" U672 4.1' Odd Spans D+L LL Deflection 0.1287" 0.3038" U849 4.1' Odd Spans L Control: Shear 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 altematives All product names are trademarks of their respective owners P Copyright(C)1987-2012 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. —Passing is defined as when the member,floorjoist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. e r eyBuild Struct"eTm 2.402d BorerJeffBorer-Level 6 7-16-12 kmBeamEngine 4.600g Materials Database 1369 3:48pm 3of5 Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 6242.'# 21275.'# 29% 3.15' Odd Spans D+L Negative Moment 7307.'# 21275.'# 34% 6.19' Adjacent 1 D+L Negative Unbrcd 7307.'# 21275.'# 34% 6. 9' Adjacent 1 D+L Shear 7840.# 78974 99% 6.04' Adjacent 1 D+L TL Deflection 0.0559" 0.3495" L/999+ 3.49' Odd Spans D+L LL Deflection 0.0378" 0.2330" L/999+ 3.49' Odd Spans L 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 All product names are trademarks of their respective owners ;-Copyright(C)1987-2012 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. U—Passing is defined as when the member,floorjoist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. s xeyB»ild structure m 2.4024 Boref-JeffBorer-Level 7-16-12 kraBeatnEngine 4.600g t 3:48pm Materials Database 1369 2 of 5 Member Data Description: CaIcB11 ember Type: Beam Application: Floor Comments: op Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Dead Load: 0 PLF Deflection Criteria: U360 live, U240 total 1.500"max. LL Live Load: 0 PLF Deck Connection: Nailed Member Weight: 11.7 PLF I Filename: Q:\BorerJeff I Other Loads Type Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 6' 1.50" 7 27 Live Replacement Uniform(PLF) Top 0' 0.00" 9' 8.50" 7 27 Live Replacement Uniform(PLF) Top 0' 0.00" 6' 0.50" 268 236 Live Replacement Uniform(PLF) Top 0' 0.00" 9' 8.50" 0 283 Snow Replacement Uniform(PLF) Top 0' 0.00" 20' 5.50" 57 0 Live Replacement Uniform(PLF) Top 6' 0.50" 9' 8.50" 103 1 Live Replacement Uniform(PLF) Top 6' 0.50" 20' 5.50" 0 79 Snow Replacement Uniform(PLF) Top 6' 0.50" 20' 5.50" 127 89 Live Replacement Uniform(PLF) Top 6' 1.50" 11' 1.50" 7 27 Live Replacement Uniform(PLF) Top 9' 8.50" 20' 5.50" 168 1 Live Replacement Uniform(PLF) Top 9' 8.50" 20' 5.50" 0 412 Snow Replacement Uniform(PLF) Top 9' 8.50" 20' 5.50" 7 27 Live Replacement Uniform(PLF) Top 11' 1.50" 20' 5.50" 7 27 Live Point(LBS) Top 0' 4.63" 62 36 Snow Point(LBS) Top 0' 4.63" 86 260 Live Point(LBS) Top 1' 3.75" 97 0 Live Point(LBS) Top 2' 1.75" 537 1221 Live Point(LBS) Top 5' 9.88" 1306 2957 Live Point(LBS) Top 6' 5.00" 315 1441 Live Point(LBS) Top 15' 10.50" 44 0 Live Point(LBS) Top 15'10.50" 148 443 Live Point(LBS) Top 15' 10.50" 2302 7412 Live Point(LBS) Top 20' 0.88" 99 817 Snow Point(LBS) Top 20' 0.88" 592 407 Live Point LBS Top 20' 0.88" 10 35 Snow OW u 7 4 8 8 6 0 © 4 7 0 10 20 5 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.639" 4302# -- 2 6' 11.875" Wall N/A N/A 4.606" 12090# -- 3 15' 5.875" Wall N/A N/A 5.564" 14607# -- 4 19' 8.250" Wall N/A N/A 1.500" 3277# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Dead Live Snow 1 1709# 2533# 924# 2 4791# 6388# 3344# 3 4966# 8998# 3856# 4 1164# 956# 1861# Design spans 6'11.875" 8' 6.000" 4' 2.375" All product names are trademarks of their respective owners Copyright(C)1987-2012 by Keymark Enterprises LLC 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. t Key Buads enueT-2.4024 BorerJeffBorer-Level 6 7-16-12 kml3earn�ngine 4.6008 MatenalyyflDatabase 1369 I 3:48pm 1of5 Me ler DDstion: IcB7 Member Type: Beam Ap lication: Floor Conts: Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Dead Load: 0 PLF Deflection Criteria: U360 live, U240 total 1.500" max. LL Liv Load: 0 PLF Deck Connection: Nailed Member Weight: 17.6 PLF Filename: QABorerJeff I Other Loads Type I Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 10' 5.00" 465 1441 Live Replacement Uniform(PLF) Top 10' 5.00" 12' 2.75" 469 1455 Live Replacement Uniform(PLF) Top 12' 2.75" 13' 5.00" 216 866 Live Replacement Uniform(PLF) Top 13' 5.00" 17' 1.00" 216 866 Live Replacement Uniform(PLF) Top 17' 1.00" 19' 9.00" 196 785 Live Replacement Uniform(PLF) Top 19' 9.00" 24' 0.00" 196 785 Live Point(LBS) Top 10' 4.13" 93 -85 Live Point(LBS) Top 12' 2.75" 490 1903 Live Point(LBS) Top 13' 5.00" 275 474 Live Point LBS Top 23' 7.38" 2410 6749 Live ,§ r 'd rz %-roc.�. •b +P+1 �rt$'; ±*"tr e+..+ �_.s5:�3`1'S `�t "` ., r,Y °i" r t".t "a q 12 212 11 9 4 Q Q 2400 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 2.483" 9778# -- 2 11' 10.125" Wall N/A N/A 6.354" 25019# -- 3 23' 2.750" Wall N/A N/A 3.526" 13884# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Dead Live 1 2341# 7437# 2 6057# 18962# 3 3125# 10759# Design spans 11'10.125" 11' 4.625" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 24800.'# 33189.'# 74% 5.33' Odd Spans D+L Negative Moment 25876.'# 33189.'# 77% 11.84' Total load D+L Negative Unbrcd 25876.'# 33189.'# 77% 11.84' Total load D+L Shear 11689.# 11845.# 98% 11.25' Total load D+L TL Deflection 0.3854" 0.5922" L/368 5.33' Odd Spans D+L LL Deflection 0.3019" 0.3948" U470 5.33' Odd Spans L Control: Shear 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 All product names are trademarks of their respective owners E Copyright(C)1987-2012 by Keymark Enterprises,LLC.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. 3 KeyBuild StructUeTm 2.402d BorerJeffBorer-Level 10 7-16-1 lanBeamEngine 4.6008 t 12:16�r1] Materials Database 1369 1 of 1 Member Data Description: CalcA1 M tuber Type: Joist Application: Floor Comments: T p Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Dead Load: 10 PSF Deflection Criteria: L/360 live, L/240 total 1.500" max. LL Live Load: 40 PSF eck Connection: Glued&Nailed ffilename: Q:\BorerJeff Other Loads Type i Dead Other i (Description) Side Begin End Start End Start End Category Replacement Uniform(PSF) Top 0' 0.00" 8' 0.00" 10 10 Live Replacement Uniform(PSF) Top 28' 0.00" 36' 0.00" 10 10 Live Replacement Uniform(PSF) Top 8' 0.00" 28' 0.00" 10 30 Live Point(PLF) Top 35' 7.38" 241 2 Live Point(PLF) Top 0' 4.63" 241 2 Live Point(PLF) Top 35' 7.38" 0 665 Snow Point PLF To 0' 4.63" 0 665 Snow 23 4 0 12 8 O 3600 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" 1332# -- 2 22'11.375" Wall N/A N/A 3.500" 1129# -- 3 35' 2.750" Wall N/A N/A 1.500" 1236# - Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Dead Live Snow 1 446#(334p[o 228#(171 pin 887#(665plfi 2 317#(238plf 812#(609plo 0#(oplf 3 35 262 I -117#-87 I 887 665 I Design spans 22'11.375" 12' 3.375" Product: 14" AJS 20 MSR 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 2089.'# 5297.'# 39% 10.33' Odd Spans D+L Negative Moment 2291.'# 5297.'# 43% 22.95' Total load D+L Shear 6784 17924 37% 22.94' Total load D+L End Reaction 3494 12501 27% 0' Odd Spans D+L Int. Reaction 1129.# 2430.# 46% 22.95' Total load D+L TL Deflection 0.2717" 1.1474" U999+ 10.33' Odd Spans D+L LL Deflection 0.1982" 0.7649" U999+ 11.47' Odd Spans L Control: Max Int.React. 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 All product names are trademarks of their respective owners p'Fe. Copyright(C)1987-2012 by Keymark Enterprises,LLC.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. i KeyBuildstrnctaaeT12.402d BorerJeffBorer-Level 10 7-16-12 kmBeamEngine 4.600g 12:16pm Materials Database 1369 4of4 Member Data Description: CalcG4 ember Type: Girder Application: Floor Comments: op Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Dead Load: 0 PLF Deflection Criteria: U360 live, U240 total 1.500"max. LL Live Load: 0 PLF ( Deck Connection: Nailed Member Weight: 13.8 PLF I Filename: Q:\BorerJeff Other Loads Type , Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 0' 7.75" 7 27 Live Replacement Uniform(PLF) Top 0' 0.00" 9' 4.50" -13 -53 Live Replacement Uniform(PLF) Top 0' 0.00" 9' 4.50" 7 27 Live Replacement Uniform(PLF) Top 0' 0.00" 9' 4.50" 13 40 Live Replacement Uniform(PLF) Top 0' 7.75" 3'11.75" 1 6 Live Replacement Uniform(PLF) Top 3' 11.75" 9' 4.50" 7 27 Live Point(LBS) Top 0' 6.00" 459 934 Live Point(LBS) To 4' 1.50" 537 1221 Live .., 9 4 8 Q 9 4 8 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" 2878# -226# 2 8' 7.250" Wall N/A N/A 1.500" 1340# -226# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Dead Live 1 918# 1960# 2 410# 929# Design spans 8' 7.250" 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 4932.'# 29034.'# 16% 3.74' Total load D+L Negative Moment 488.'# 29034.'# 1% 4.3' Total load D+L Shear 1489.# 9310.# 15% 0.01' Total load D+L TL Deflection 0.0349" 0.4302" L/999+ 4.3' Total load D+L LL Deflection 0.0242" 01868" 0999+ 4.3' Total load L Control: Positive Moment DOLS: Live=100% Snow--115% Roof--125% Wind=160% Manufacturers installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners if R,Copyright(C)1987-2012 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. assing 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. "P KeyBuild StrlactareThl 2.402d BorerJeffBorer-Level 10 7-16-12 kmBe ngine 4.6008 t 12:16pm Material§Database 1369 3 of 4 Me ler Data Dstion: CalcG3 Member Type: Girder Ap lication: Floor Conts: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Dead Load: 0 PLF Deflection Criteria: U360 live, U240 total 1.500" max. LL Liv�Load: 0 PLF Deck Connection: Nailed ember Weight: 13.8 PLF Filename: Q:\BorerJeff f Other Loads Type i Trib. Dead ' Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 8' 3.25" 63 139 Live Replacement Uniform PLF Top 0' 0.00" 8' 3.25" 117 323 Live w r � 8 3 4 8 3 4 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" 2528# -- 2 7' 8.500" Wall N/A N/A 1.500" 2528# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Dead Live 1 747# 1781# 2 747# 1781# Design spans 7' 8.500" Product: 1-314x14 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 4871.'# 29034.'# 16% 3.85' Total load D+L Shear 1763.# 93104 18% 0.01' Total load D+L TL Deflection 0.0325" 0.3854" L/999+ 3.85' Total load D+L LL Deflection 0.0229" 0.2569" L1999+ 3.85' Total load L Control: Shear DOLS: Live=100% Snovv=115% Roof=125% Wind=160% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners ", Copyright(C)1987-2012 by Keymark Enterprises,LLC 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. Keyauad sttvctureTM 2.4024 BorerJeffBorer-Level 10 7-16-12 laaBearrEngine 4.600g 1 12:16pm Materials Database 1369 2 of 4 Member Data Description: CalcG2 Membe Type: Girder Application: Floor Comments: Top La ral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Dead Load: 0 PLF Deflection Criteria: U360 live, U240 total 1.500" max. LL Live Load: 0 PLF Deck connection: Nailed Member Weight: 13.8 PLF Filena e: Q:\BorerJeff Other Loads Type Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform PLF Top 0' 0.00" 10' 8.50" 89 235 Live a loss O 10 8 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder N/A N/A N/A 1693# -- 2 10' 0.375" Wall N/A N/A 1.500" 1693# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Dead Live 1 516# 1176# 2 516# 1176# Design spans 10' 0.375" 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 4245.'# 29034.'# 14% 5.02' Total load D+L Shear 1299.# 9310.# 13% 0.01' Total load D+L TL Deflection 0.0480" 0.5016" L/999+ 5.02' Total load D+L LL Deflection 0.0334" 0.3344" L/999+ 5.02' Total load L 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 Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1987-2012 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED "Passing is definetl 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. E��69 2.4 2a BorerJeffBorer-Level 10 7-16-12 g i 12:16pm 1 of 4 Member D to Description: alcG1 Member Type: Girder Applicatio : Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Dead Load: 0 PLF Deflection Criteria: U360 live, U240 total 1.500" max. LL ' Live Load: 0 PLF Deck Connection: Nailed Member`(Height: 13.8 PLF Filename: Q:\BorerJeff I Other Loads Type Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform PLF Top 0' 0.00" 10' 8.50" 74 179 Live s? x� 14 Amt A g .tom, & 10 8 8 Q 10 8 8 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" 1341# -- 2 10' 0.375" Girder N/A N/A N/A 1341# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Dead Live 1 441# 900# 2 441# 900# Design spans 10' 0.375" Product: 1-314x14 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 3362.'# 29034.'# 11% 5.02' Total load D+L Shear 1029.# 9310.# 11% 0.01' Total load D+L TL Deflection 0.0380" 0.5016" L1999+ 5.02' Total load D+L LL Deflection 0.0255" 0.3344" 0999+ 5.02' Total load L Control: Positive Moment DOLS: Live=100% Snow-115% Roof--125% Wind=160% Manufacturers installation guide MUST be consulted for multi-ply connection details and alternatives Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Grr s r - Copyright(C)1987-2012 by Keymark Enterprises,LLC 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. November 16, 2012 Structural I Civil Engineering P.O.B.881,1Nendell,MA 01379 teWax 978-844-8000 r1eetCbwi1d61ue.net Matt Dery Black Diamond Building 408 Hoosac Road Conway, ' A O1341 RE: Bo r Ir Residence, Project# 12112 Dear Mr. ery : I have examined a set of drawings prepared by Laura's Arch Drafting And Design dated 5/14/201 and truss designs prepared by Truss Engineering Corporation for the Jeff Borer single family res'dence for the purpose of recommending a design for the two story studs framing the "Great R m". I recommend that the studs be 1.75"X 5.5"2.0E LVL's at 16" on center. In addition, I recommend that the studs supporting the girder truss (AG01) be double W's placed directly below the girder truss bearing point. lease call me if,you have any questions regarding this project. Sincerely, I_4Aa zn 4, Robert L t, P.E. J ROBERT T. LEET STRUCTURAL 38942 AL o I i i I � LOT -r- t --- -- - -- - - ------ -- L- I I V , i ri I°- r �n (n N h� Li �UDpi. V) ryZ>V O .�-•W=N� N Ci Z Q �DZ�h� .. rr' i J <pn6O vJ} $ N 89.49'07 E 262.87• n �< w m pZ Q c T 0 Q} 6V) Lj n q N �y re _� vO1i N N C3 Z 2 w w Z W I JOf1 L Of < mn �0. LL � OWffwN_ it-Ip�a� < e L zvi ^p�JaDd < d Q wpwW� J w M \ A z M 168.511 \ \ \ 41.011 Ul \1 \ e �a s d N o.� \ I �y a 1n ID o � CO 0 O r CN N 6� .,3 N j6•p8 p7w E z /— a 0m LU a g p ZZW m zaz s V) OI 000 Ha Z �LLJ i o Q o N m O C)! OZO `g N.`89•3129' E ; W Ito WI Z 0 Jj W7Li g > P z R N W > W 04❑ z m ri u7 J Y� 4f J �O q a r� mss. ri. sz2 rtr do .yA t H i s �ryh 6 o0 J 34 j,r p ° E9 NdNnO City of Northampton 1f Massachusetts ` DEPARTMENT OF BUILDING INSPECTIONS �. A 212 Main Street • Municipal BuildingJ4a Northampton, MA 01060 a� INSPECTOR Louis Hasbrouck Chuck Miller Building Commissioner Assistant Commissioner HOME OWNER EXEMPTION ACKNOWLEDGEMENT The State of Massachusetts allows the homeowner the right under 780CMR 108.3.4 to act as his/her construction supervisor. The state defines "Homeowner" as, " Person(s) who owns a parcel on which he/she resides or intends to be, a one or two family dwelling, attached or detached structures accessory to such use and/or farm structures. A person who constructs more than one home in a two- year period shall not be considered a home owner." The building department for the City of Northampton wants any person(s)who seek to use the home owner exemption, to act as their own construction supervisor, to be aware that by doing so you become responsible for compliance with state building codes and regulations. The inspection process requires that the building department be called to inspect work at various stages, which include foundation/footings (before backfill) sonotube holes (before pour) a rough building inspection (before work is concealed) insulation inspection (if required) and a final building inspection The building department requires these inspections before the work is concealed, failure to secure these inspections can result in failure to obtain a certificate of occupancy until the work can be inspected. If the homeowner hires other trades to perform work(electrical, plumbing & gas)the homeowner will be responsible to make sure that the trades hired secure their proper permits in conjunction to the building permit issued, and that they get their required inspections. Failure of the individual trades to secure the permits and inspections as required can DELAY the project until such time as the proper permits and inspections are made l understand the above. (Home owner/resident's signature requesting exemption) I will call to schedule all required building inspections necessary for the building permit issued to me. Date Address of work location The Commonwealth of Massachusetts Department of Industrial Accidents Office of Investigations 600 Washington Street r Boston, MA 02111 www.mass gov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information PIease Print Legibly Name (Business/Organization/Individual): X I-4 L k �L-),$M D til --R,y, l _A>)iV 6 Address: -I0Z0,aS,4C, tZond City/State/Zip: co jjA-y Q t 1. Phone#: ' 369 yyy Are you an employer?Check t e appropriate box: Type of project(required): 1 I am.a et mployVr v:ith�_ 4. F-1 I am a general contractor and I employees(full and/or part-time).* have hired the sub-contractors 6. �tl ew cons`ruction 2.❑ I am a sole proprietor or partner- listed on the attached sheet. 7. ❑ Remodeling ship and have no employees These sub-contractors have g, ❑ Demolition working for me in any capacity. employees and have workers' 9. E] Building addition [No workers' comp.insurance comp.insurance. required.] 5. ❑ We are a corporation and its 10.❑ Electrical repairs or additions 3.❑ I am a homeowner doing all work officers have exercised their 11.❑ Plumbing repairs or additions myself [No workers' comp. right of exemption per MGL 12.❑ Roof repairs insurance required.] t c. 152,§1(4),and we have no employees. [No workers' 131-1 Other comp. insurance required.] *Any applicant that checks box#1 must also fill out the section below showing their workers'compensation policy information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. $Contractors that check this box must attached an additional sheet showing the name of the sub-contractors and state whether or not those entities have employees. If the sub-contractors have employees,they must provide their workers'comp.policy number. I am an employer that is providing workers'compensation insurance for my employees. Below is the policy and job site .information. Insurance Company Name:/ E rz-V,1 WT v IL t Policy#or Self-ins. Lic.#: ��- 5� "— 3 � Z Z Expiration Date: Q D 1 - Job Site Address: City/State/Zip: AtM no Attach a copy of the workers' compensation policy declaration page(showing the policy number and expiration date). Failure to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine up to$1,500.00 and/or one-year imprisonment, as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. Zdo hereby certify under the pains and penalties of perjury that the information provided bole s true and correct. Signatur e: _ Date: Phone#: rt Official use only. Do not write in this area, to be completed by city or town official City or Town: Permit/License# Issuing Authority(circle one): 1.Board of Health 2.Budding Department 2, City/Town Clerk 4. Electrical Inspector 5.Plumbing Inspector 6.Other Contact Person: Phone M SECTION -CONSTRUCTION SERVICES 8.1 Licensed Construction Supervisor: Not��Applicable ❑ Name of License Holder:it/i r/ f�Fl�✓ l�t►� y C 7 ©b q q0 9 License Number -4 wA• a 120 I 0 7-4//Z0 ry AWature es Expira on D e t/ 3 3-7 L 6 Si Telephone 9'R @Q is Vement iontradidi ' '� M .• .��a �;�;�� ° 3 Not Applicable ❑ Company Name - - Ragictrafnn Ni mbar Address Expiration D to Telephonegi W SECTION.10-WORKERS'COMPENSATION INSURANCE AFFIDAVIT(M.G L c 4152,§254;(6}} Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the issuance of the building permit. Signed Affidavit Attached Yes....... No...... ❑ 1pfion The current exemption for"homeowners"was extended to include Owner-occupied Dwellings of one(1) or two(2)families and to allow such homeowner to engage an individual for hire who does not possess a license,provided that the owner acts as supervisor.CMR 780, Sixth Edition Section 108.3.5.1. Definition of Homeowner:Person(s)who own a parcel of land on which he/she resides or intends to reside';on which there is,or is intended to be,a one or two family dwelling,attached or detached structures accessory to such use and/or farm structures.A_Person who constructs more than one home in a two-year period shall not be considered a homeowner. Such"homeowner"shall submit to the Building Official,on a form acceptable to the Building Official,that he/she shall be responsible for all such work performed under the building permit As acting Construction Supervisor your presence on the j ob site will be required from time to time,during and upon completion of the work for which this permit is issued. Also be advised that with reference to Chapter 152(Workers'Compensation) and Chapter 153 (Liability of Employers to Employees for injuries not resulting in Death)of the Massachusetts General Laws Annotated,you may be liable for person(s) you hire to perform work for you under this permit. The undersigned"homeowner"certifies and assumes responsibility for compliance with the State Building Code,City of Northampton Ordinances,State and Local Zoning Laws and State of Massachusetts General Laws Annotated. ..... _. . ...._. Homeowner Signature J SECTION 5-DESCRIPTION OF-PROPOSED WORK(check all a0p icatile)„, r New House Addition ❑ Replacement Windows Alterations) El Roofing El Doors D Accessory Bldg. ❑ Demolition ❑ New Signs [E3] Decks Siding[O] Other[O] Brief Description of Proposed �./ /� Work: )(/E W TWo SraiZ%/ /-�aN1& �/T 0 e Alteration of existing bedroom Yes No Adding new bedroom _Yes _ No Attached Narrate Renovating unfinished basement: Yes >(1 No Plans Attache Ro -Sheet i�(ew house tZS^eiscy�w�- �a�. r-.t"' f.,, ��;' ,. '�X',:r,;�r•�.a^�°a,° ,y+��r :.., :".°sa�s..r°. salf� and,orl,add�tlon..foex�stmgxhoustng. cc�mp�ete,the fllowln a. Use of building : One Family _ Two Family Other / b. Number of rooms in each family unit: Number of Bathrooms/Z c. Is there a garage attached? C. I o s# d. Proposed Square footage of new constructs �' .Z`�� Dimensions e. Number of stories? '%v f. Method of heating?�i4 Fireplaces or Woodstoves t S umber of each g. Energy Conservation Compliance. Masscheck Energy Compliance to attached? h. Type of construction Fao-PA- i. Is construction within 100 ft. of wetlands? Yes ---X,No. Is construction within 100 yr. floodplain Yes 4No j. Depth of basement or cellar floor below finished grade k. Will building conform to the Building and Zoning regulations? �_Yes —No. I. Septic Tank City Sewer Private well City water Supply SECTION 7a +.OWNERAUTHORIZATION TO BE COMPLETED 1NHEN OWNERS AGENT OR iC0NTRACTOI APPLIES FOR BUILDING PERMIT 4; flollewe 17. Boore as Owner of the subject property hereby authorize Ha/T e V✓ to act on my behalf, in all matters relative to work 9thorized by this building permit application. Signature of Owner Date I d'iT 1-f E �wI i✓�� as Owner/Authorized Agent hereby declare that the statemahts and information on the foregoing application are true and accurate, to the best of my knowledge and belief. Signed_underthe pains and penalties of perjury. TTY e V a. 0 C- rz- Print Name °? ate _igna ure of Own gent Section 4. ZONING All Information Must Be Completed. Permit Can Be Denied Due To Incomplete Information Existing Proposed Required by Toning This column to be filled in by Building Department Lot Size lows- &r,-5 Frontage — Setbacks Front _ Side 1-1 = L: ` R: Rear Building Height Bldg.Square Footage % v i Open Space Footage /o N (Lot area minus bldg&paved parking) #of Parking Spaces --- Fill; (volume&Location) A. Has a Special Permit/Variance/Finding ever been issued for/on the site? NO 0 DON'T KNOW YES 0 IF YES, date issued:; IF YES: Was the permit recorded at the Registry of Deeds? NO 0 DONT KNOW 0 YES 0 IF YES: enter Book € Page and/or Document# l B. Does the site contain a brook, body of water or wetlands? NO DONT KNOW 0 YES 0 IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained Obtained , Date Issued C. Do any signs exist on the property? YES NO IF YES, describe size, type and location: - D. Are there any proposed changes to or additions of signs intended for the property? YES � NO IF YES, describe size, type and location: E. Will the construction activity disturb(clearing,grading,e xp avation, or filling)over 1 acre or is it part of a common plan that will disturb over 1 acre? YES NO IF YES,then a Northampton Storm Water Management Permit from the DPW is required. 'TM G City of Northampton Stafc�s o�errn� ��,f Building DepartmentCutlDrlve by`Permit� �� 212 Main Street SewerMptic Avallablllty Room 100 UVaergvllell A allability " a. SrX 2 N rthampton, MA 01060 wo e s tructura Plans _ T4 587-1240 Fax 413-587-1272 a Ite fans OF g��WpN X01 attier SpeEj fj x �' APPLICATION TO CONSTRUCT,ALTER, REPAIR,RENOVATE OR DE ILY DWELLING SECTION 1-SITE INFO_ RMATION ` Thrs section to be completed by office 1.1 Property Address: ` Hii L y 4: t..d. 3 I`i if/ ,� 17 iZ► ✓L Njap "' cot Y � M Un►t ` /1/.•'i2 j'N I+l i/1 t'a l✓ N/1 . , .. . ,.§„ `'"- s•'„.r "- k / Zone Overlay District 3 EI`m St.Dis nct CB M tact SECTION 2,-PROPERTY OWNERSHIPIAUTHORIZED AGENT! 2.1 Owner of Record: RofIri)e shelhut e ,i(d C A oodi. Name(Print) Current Mailing Address: C1(j5o Telephone Signature 2.2 Authorized Aqent: �" �TT/4EW �Fs2V �/0ff 1�6,05A.c. i j, Lz,NH/s4 y, � A- 013N Name(Print) Current Mailing Address: Signature Telephone :SECTION 3-ESTIMATED,CONSTRUCTION COSTS 'LL Item Estimated Cost(Dollars)to be Official Use Only completed by ermit applicant 1. Building (a)Bu.ildmg Permit Fee` Z9©. a0� < L g o 2. Electrical (b)estimated Total Cost of 2 C`p Construction from`-6 3. Plumbing Building Periniit Fee \ coo r «rte 4. Mechanical(HVAC) 5. Fire Protection Z C) I �� v-c� 6. Total=(1 +2+3+4+5) 3�0 ©fJ 0.1 D -Check Number. .1 it This!`Section For Official Use Onl Date Building;Permit N tuber:- ° Issued. , Signature: — Building Commissioner/Inspector of Buildings Date File#BP-2013-0333 APPLICANT/CONTACT PERSON MATTHEW J DERY ADDRESS/PHONE 408 HOOSAC RD CONWAY (413)369-4447 U (U Fool PROPERTY LOCATION 143 DUNPHY DR-LOT 3 MAP 36 PARCEL 350 001 ZONE THIS SECTION FOR OFFICIAL USE ONLY: 5f +^" � PERMIT APPLICATION CHECKLIST W t T&�f 1 1 ENCLOSED REQUIRED DATE rCE�16c� ZONING FORM FILLED OUT 'J Fee Paid Building Permit Filled out 1 Fee Paid '� � r 0 I F Typeof Construction: CONSTRUCT 2 STORY SFH W/ATT GARAGE/PORCH New Construction Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included• Owner/Statement or License 64404 3 sets of Plans/Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATIONI BASED ON INFORMATION PRESENTED: 1,-�(tproved Additional permits requires PLANNING BOARD PERMIT REQU] 6 Intermediate Project: Site Plan E Major Project: Site Plan. 'n ZONING BOARD PERMIT REQUIRI Finding Special Permi Received&Recorded at Regis Other Permits Required: Curb Cut from DPW Septic Approval Board of Healt Permit from Conservation Commission rermn 11U111%L tittee Permit from Elm Street Commission Permit DPW Storm Water Management emolition Delay Signature uildi ng fficia Date Note:Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health,Conservation Commission,Department of public works and other applicable permit granting authorities. *Variances are granted only to those applicants who meet the strict standards of MGL 40A. Contact Office of Planning&Development for more information.