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28-061 (2)
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 has filtered dirt out of the air moving through the insulation. 780 CMR R601.2 for vapor retarders and Table N1102.4.2 for air sealing requirements. 39. Unvented attic assemblies. Hot roofs are allowed, but have specific requirements 780 CMR R806.4. 40. 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. Lateral attachment is required for each deck per section 502.2.2.3. 41. Smoke and CO detectors as required. 780 CMR R314 and R315. a. Smokes in each bedroom, within 10' of a bedroom door, and at the bottom of a stair leading to a finished floor above. b. CO within 10' of bedroom doors, at each level,for every 1500 sqft, (plumbing code in the mechanical room) Except if there are no fossil burning fuels or attached garage. c. Heat detector in attached garage, and other large unfinished unconditioned spaces. 42. Closets beneath stair which have doors must be drywalled with%". 780 CMR R302.7 43. 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 equal to surrounding,gasketed, and secured in place. 44. Clearances above gas stoves and cook tops burners is 24"to non-combustible or 30"to combustibles. Relevant items must be submitted to the building department for approvals before inspections and or Certificates of Occupancy can be issued. 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(a?northamptonma.gov Thank you for o r cooperation on these matters. 6 r//110 r Chuck Miller City of Northampton Assistant Commissioner and Zoning Enforcement i • • v 23. 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. Rails must be continuous and returned to the wall if not to newel post. 780 CMR R311.7. 24. 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. 25. Floor joist systems that are not equal to 1%" nominal dimension must be covered with %" drywall or 5/8" wood structural panel or equivalent with some exceptions. 780 CMR R501.3 26. 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 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. 27. 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 %" strap across the area and 6" beyond each side with 8- 10nd nails.780 CMR R602.6.1 28. Dryer ducts must terminate outside of the building, have a backdraft damper,cannot include a screen, and require 3' clearance from windows.780 CMR M1502.3 29. Dryer duct transition is limited to 8' of aluminum flex, must be exposed, and the proper UL listing.780 CMR M1502.4.3 30. Dryer duct maximum equivalent length is 25' less 5' per 900 elbow or per manufacturer's specs. 780 CMR M1502.4.4.1, no screwed connections. 31. Dryer ducts when concealed must have a permanent label or tag within 6'of the duct connection 780 CMR M1502.4.5 32. Markup air is required for any exhaust hood over 400 CFM. 780 CMR M1503.4 33. 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 and airtight doors. 2009 IECC 402.4.3 34. Fire and draft stopping shall be completed before rough inspection.Typical locations,top(ceiling) and bottom (floor) plates, soffits, and every 10'within enclosed cavities.780 CMR R302. 35. Ignition barriers are required over all thermal plastics and must be in place before final. 780 CMR R316. 36. 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 37. 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. 38. 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). 8. Emergency escape is required out of every basement whether habitable or not,each bedroom and walk- in attics. 780 CMR R310.1 9. Crawl spaces can be treated in three different ways,vented (poor idea), exhausted (similar to exhaust only systems),or treating the space with supply and return.See 780 CMR R408 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. Wood walls shall be capped with double plates to provide overlapping at corners and intersecting walls with bearing partitions,joints staggered 2' minimum. 780 CMR R602.3.2 a. Exception: A single plate may be used or plates may be excluded over lintels provided the plates/lintels are adequately connected by a 3"x 6" plate .036 galvanized steel nailed to each segment with 6-8d nails 15. All framing materials which are not code prescriptive must have stamped engineering. a. LVLs b. I-joist and or Floor Truss c. Roof truss 16. All I-Joist need to be protected from fire with%drywall or 5/8 wood structural panel. (R501.3) 17. 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. PNEUMATIC nails must be full headed with the temper and shank sizing meeting the strict code requirement. 18. When nailing sheathing make sure your pneumatic nailers' pressure is properly set. Nails set too deep perforate the sheathing weakening it and contribute to building damage in high wind events. 19. 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 20. 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 21. 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 22. 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 sgft min window size, Casement 20"x41" exception 5 sqft at 15`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 3/"from the top of the threshold and only in-swinging doors.780 CMR R311.3 City of Northampton Massachusetts ' �1{ DEPARTMENT OF BUILDING INSPECTIONS 212 Main Street • Municipal Building ; Northampton, MA 01060 "° ^^ �1 INSPECTOR Keiter Builders, Inc. March 13, 2015 35 Main Street Florence, MA 01062 Subject Location: 296 Sylvester Road Map Block: 28-061 Mr. Keiter, Your building permit application and plans dated 4-26-14 have been approved as modified, noted and per this memo. All work must meet all applicable codes whether noted or not included within this memo. Please follow up on the following items: These items will need to be accomplished as the project moves forward and before rough inspections; 1. An electronic copy of the marked up plans are required. 2. A structural ridge at the connecting cricket needs to be supported at both ends. 3. Windows in hazardous location must be tempered.There are at least five. 4. The wall section at the left of the garage doors requires a braced wall solution per Figure R602.10.3.3.This requires embedded foundation anchors. 5. Smoke, Heat and CO detectors in new and renovated construction to current building codes. 6. An emergency escape window is required within every bedroom. 7. Slabs in heated spaces must be insulated and thermally isolated. 8. If permeable insulation is used air sealing and an air sealing inspection is required at the exterior and interior skins.Typically the sheathing and drywall. Note:The 2012 IECC with MA amendments is the non-stretch energy code and the new Stretch Code expected to be completed in 2015. 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. Read only international codes are available on line at http•//pubIicecodes.cyberregs.com/icod/one must also consider the MA amendments to these codes which can be found at www.mass.pov/dps/bbr The current relevant building codes are: 2009 IBC, 2009 IEBC, 2009 IMC, 2009 IRC, 2009 or 2012 IECC,AA115, MA amendments. 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.or if high water table or severe soils waterproofing 780 CMR R406.2. 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%2" and be embedded a minimum of 7" into the concrete. 10" bolts! 780 CMR R403.1.6 7. CMU foundations require 3/8" parging before damp proofing. 780 CMR R406.1 see exceptions. cs Strtcnuer112.7.1[Build 21 KelterScottLeskoArra012015-L 4-3-15 krn ReamfatgitK 4.IZ.5.1 Materials Database 1518 11:00am A e 2of2 Member Data Description:CaIcB6 Member Type: Beam Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.4 PLF Filename: Q:\KeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Point(LBS) Top 4'10.00" 7 1027 Live Point(LBS) To 4'10.00" 2350 0 Snow ^?d O 800 © ' 800 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" 1356# 2 8' 0.000" Wall N/A N/A 1.500" 2092# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 3# 919# 437# 2 4# 1431# 661# Design spans 7' 7.750" 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 62134 16051.# 38% 4,83' Total Load D+S Shear 20854 72654 28% 7.06' Total Load D+S TL Deflection 0.1032" 0.3823" U889 4.38' Total Load D+S LL Deflection 0.0708" 0.2549" U999+ 4.38' Total Load S Control: Positive Moment DOLS: Live=100% Snow=115% Roof=125% Wind=160% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners Doug Hodgins rk Miles Inc. Copynght(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. "Passing is defined as when the member,floor joist,beam or girder shown on this drawing meets applicable design cmena for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified desgner or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. West Hatfield Ma. CS SuirntreI"'2.7.1[Build 21 KeiterScottLeskoArTa012015-L 4-3-15 kniBeamFjV-iw 4.12.5.1 Materials Database 1518 10:55am • r 2of6 Member Data Description:CalcB2 Member Type: Beam Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 4.4 PLF Filename: QAKeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 0' 9.00" 180 0 Snow Replacement Uniform(PLF) Top 0' 0.00" 0' 9.00" 246 189 Live Replacement Uniform(PLF) Top 0' 9.00" 1' 3.00" 180 0 Snow Replacement Uniform(PLF) Top 0' 9.00" 1' 3.00" 246 189 Live Replacement Uniform(PLF) Top 1' 3.00" 2' 9.00" 180 0 Snow Replacement Uniform PLF To 1' 3.00" 2' 9.00" 246 189 Live O zso 290 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" 678# 2 2' 9.000" Wall N/A N/A 1.500" 678# Maximum Load Case Reactions Used for applying point loads(or fine toads)to carrying members Live Snow Dead 1 325# 238# 25611 2 325# 238# 256# Design spans 2' 7.750" Product: Spruce-Pine-Fir #2 2 x 8 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 449.# 2645.# 16% 1.38' Total Load D+0.75(L+S) Shear 369.# 22514 160/0 0.06' Total Load D+0.75(L+S) LL Deflection 0.0026" 0.0882" U999+ 1.38' Total Load 0.75(L+S) TL Deflection 0.0042" 0.1323" U999+ 1.38' Total Load D+0.75 L+S Control: Positive Moment DOLS: Live=1170% Snow=115% Roof=125% Wind=160% This member has been designed in accordance with NDS 2005 All product names are trademarks of their respective owners Doug Hodgins rk Miles Inc. Copynght(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. "Passing is defined as when the member,,-,joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. West Hatfield Ma. cs SdncnaeI"2.z1[Build 2] KeiterScottLeskoArra012015-L 4-3-15 krnBeamFatgirie 4.125.1 Materials Dmabaw 1518 10:55am 4of6 Member Data Description:CalcB4 Member Type: Beam Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 4.4 PLF Filename: Q:\KeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 1' 7.00" 179 0 Snow Replacement Uniform(PLF) Top 0' 0.00" 1' 7.00" 246 189 Live Replacement Uniform(PLF) Top 1' 7.00" 2' 9.00" 179 0 Snow Replacement Uniform(PLF) Top 1' 7.00" 2' 9.00" 246 189 Live Point(LBS) Top 0' 0.63" 2 278 Live Point(LBS) To 0' 0.63" 545 0 Snow Al 2 9 0 2 9 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" 1364# 2 2' 9.000" Wall N/A N/A 1.500" 676# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 326# 781# 534# 2 325# 236# 255# Design spans 2. 7.750" Product: Spruce-Pine-Fir#2 2 x 8 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 447.# 26454 16% 1.38' Total Load D+0.75(L+S) Shear 3674 22514 160/6 0.06' Total Load D+0.75(L+S) LL Deflection 0.0026" 0.0882" L/999+ 1.38' Total Load 0.75(L+S) TL Deflection 0.0042" 0.1323" L/999+ 1.38' Total Load D+0.75 L+S Control: Positive Moment DOLS: live=100% Snow=115% Roof=125% Wind=160 This member has been designed in accordance with NDS 2005 All product names are trademarks of their respective owners Doug Hodgi ns rk Miles inc. Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. —Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet The desgn must be reviewed by a qualified designer or design professorial as required for approval.This desgn assumes product installation according to the manufaclurer s specifications. West Hatfield Ma. Job Truss Truss Type - Qty- i Ply Sylester Rd.Northampton,MA _-- -- y T01GE COMMON SUPPORTED GAB 1 150116°428• ID:f21 Job Reference(optional) -- Universal Forest Products nZm9XTa 7.520 s May 8 2014 MiTek Industries,Inc Wed Jan 21 19:52:36 2015 Page 1 bq 16tV8U9f3Gzt2UA-G 1 FA_JAPcgixgjHLpXTWpgzehZ?Ulfwy3B?TOBzt2Ef -1-0-0 10-6-0 12-0-0 13-6-0 24-0-0 25-0-0 1-0-0 10-6-0 1-6-0 1-6-0 10-6-0 1-0-0. 1000 12 Scale:114"=1" 3x4 8x8% /if 2 7 W2 / \ 12 6 i \, 13 s m o IT9 'ffiTs _ry�4 4Z' Tt I'. `\ / ST4 s � �TI i 1 i s i � $T3 3 / i -,. T1 "132 $n 4 27 25N3 4 I l f °� /[JZ�XX hXA7S h_hAhRXh7CXJiXXXXXXXXJCXRXXXX7CXJCX X A A XX7CXXX7C X-XX XXX 3x4 33 32 31 30 2928 26 2322 21 20 19 18 8x8 10-6-0 12-0-0 13-6-0 24-0-0 10-6-0 1-6-0 1-6-0 _ 10-6-0_ ,[110.4-0,0-4$1,[210-4-0,0 81 _ - .Plate Offsets(X,Y)—17,0-4-0.041-81,[8:0-1-8,0-1-81,[10:0-1-8,0-1-8), - - LOADING(psf) i I gpgCING- 2-0-0 I CSL ) DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 plates Increase 1.-0 TC 0.09 I Vert(LL) -0.00 17 n/r 180 MT20 197/144 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 17 n/r 80 TCDL 1010 Rep Stress Incr YES WB 0.21 Horz(TL) 0.00 16 n/a n/a BCLL 0.0 Code IRC2009/TPI2007 (Matrix) Weight 1851b FT'4% BCDL 10.0 BRACING- LUM6ER- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. BOP CHORD 2x6 SPF 2100E 1.8E'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 62:2x4 SPF No.2 WEBS 1 Row at midpt 7-29,11-22,8-28,10-23 WEBS 2x4 SPF No.2 or 2x4 SPF Stud*Except* MiTek recommends that Stabilizers and required cross bracing be installed W1:2x4 SPF No.2 during truss erection,in accordance with Stabilizer Installation guide.__ OTHERS 2x4 SPF No.2 or 2x4 SPF Stud*Except* ST5:2x4 SPF No.2 REACTIONS. All bearings 24-M. (lb)- Max Horz 2=-231(LC 6) Max Uplift All uplift 100 lb or less at joint(s)2,29,30,31,32,33,21,2Q 19,18,16 Max Grav All reactions 250 lb or less at joint(s)29,31,32,33,22,20,19,18,26 except 2=276(LC 12),30=274(LC 2),21=274(LC 3),28=288(LC 2),23=288(LC 3),16=276(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- . 1)Wind.ASCE 7-05,100mph;TCDL=5.Opsf,BCDL=5.Opsf,h=24ft,Cat.ll;Exp B;enclosed,MWFRS(low-rise)and C-C Exterior(2)zone,cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIffPI 1. 3)TCLL ASCE 7-05,Pf=40.0 psf(flat roof snow);Category II;Exp B.Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 2-M oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)'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 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,29,30,31,32,33,21,20,19,18,16. 13)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14)"Semirigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Sylester Rd.Northampton,MA 0003' 1 50 1 1 642 8 T01B COMMON 8 1 Job Reference(optional) _ Universal Forest Products 7,520 s May 8 2014 MiTek Industries,Inc 0 Wed Jan 21 200:08 2015 Page 1 I D:r?InZm9XTabq 16tV8U9f3Gzt2UA-1_Z2rsexAZfouArDHSa W7_ikzm6FBOwU?W VOFxzt27b -1-0-0 5-6-0 12-0-0 18-6-0 23-8-8 1-0-0 5-6-0 6-6-0 6-6-0 5-2-8 Scak=1:0.96' 6x8" 5 100012 5. 4x6 16 11 4 2x41 3 v�� D � 1 /VV 11, lw 1 1, z 13 BI 2x4_. �I 2xa _.. 4! 1418 10 199 x art '46 7,14 Mann 4w - 7-4-0 1 12-0-0 16-8-0 23-8-8 7-4-0 4 8 0 4-8-0 7-0-8 Plate Offsets(X,Y)--[2;0-2.4,0-1-141,[5:0-2-12,0-2-01,[8:0-0-0 0-0-2],[10:0-7-0,0-4-8] [14:0-1-12,0-2-0] - LOADING(psf) SPACING 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 i TC 0.71 Vert(LL) -0.31 12 >898 240 MT20 197/144 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.68 Veri(TL) -0.45 12 >624 180 MT20H 148/108 TCDL 10.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.04 8 n/a n/a BCLL 0.0 Code IRC2009/TP12007 (Matrix) Wind(LL) 0.03 13 >999 360 Weight:147 1b FT=4 BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-11 oc purlins. BOT CHORD 2x6 SPF 2100F 1.8E`Except* BOT CHORD Rigid ceiling directly applied or 10-"oc bracing. Except: B2:2x4 SPF No.2 6-"oc bracing:11-13 WEBS 2x4 SPF No.2`Except` MiTek recommends that Stabilizers and required cross bracing be installed Wt:2x4 SPF No.2 or 2x4 SPF Stud,W3:2x6 SPF No.2 during truss erection,.in accordance with Stabilizer Installation guide,_ _ REACTIONS. (lb/size) 2=2336/0-3-8 (req.0-3-11),8=2057/Mechanical Max Horz2=243(LC 7) Max Upl ft2=-34(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-15=-3169/209,3-15=-27731206,34=-2834/310,4-16=-2641/312,5-16=-26091335,5-6=-2443/325..6-17=-2479/305,7-17=2696/300 7-8=-2924/198 BOT CHORD 2-14=-81/2226,14-18=0/1533,10-18=0/1533,10-19=0/1533,9-19=0/1533,8-9=-0612040 WEBS 5-11=-123/1408,9-11=-140/1172,7-9=-4311267,13-14=-159/1394,5-13=-142/1631,3-14=-638/287,10-12=-342/0 NOTES- 1)Wind:ASCE 7-05;100mph,TCDL=5.Opsf;BCDL=5.Opsf,h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05,Pf=40.0 psf(flat roof snow),Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof bad of 40,0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , 8)`This truss has been designed for a live load of 30.Opsf on the bottom chord in all areas with a clearance greater than 3-6-0 between the bottom chord and any other members,with BCDL=10.Opsf. 9)WARNING:Required bearing size at joint(s)2 greater than input bearing size. 10)Refer to girder(s)for truss to truss connections. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 34 lb uplift at joint 2. 12)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 14)Hanger(s)or other connection devices)shall be provided sufficient to support concentrated load(s)250 lb down and 33 Ito up at 3-8-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced)+Uninhab.Attic Storage:Lumber increase=1.15,Plate Increase=1.15 Uniform Loads(plh Vert:1-5=-100,5-8=-100,2-18=-20,18-19=-80,8-19=-20,11-13=-80 Concentrated Loads(lb) Vert 15=-250 Job Truss Truss Type Qty '..Ply Sylester Rd.Northampton,MA 0002'. i'601164a T01A .COMMON MiTek Wed Jan 5waaA:44201 Page z Universal l Forest Products -1-0-0. 5-6-0 _ 12-0-0 I 18-6-0 24-0-0 1-0-0' 5-6-0 6-6-0 6-6-0 5-6-0 46 5 1000,1] / 'T2 � r 5.6 .6. T6 4 16 ,yA 'T1' &2-13 � �X B1 Bi 616 4M g 141) -. 10 169 4.4 3 6 4.6 4.4 7.14 MROH 7-4-0 1.2-0-0 16-8-0 24-0-0 7-4-0 4 8 0 4-3-0 7-4-0 Plate Offsets(X,Y)--[2:0-21,0-1-141,[5:0-2-12,0-2-0],[8:0-4-14,0-18],[9:0-1-12,0-2-0],[10:0-7-0,0 1-81,[14:0-1-8,0-2-0] _.... LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 071 Vert(LL) -0.32 12 >892 240 MT20 197/144 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.68 Vert(TL) -0,46 12 >621 180 MT20H 148/108 TCDL 10.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.04 8 n/a n/a BCLL 0.0 ' Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.03 12 >999 360 Weight:148 lb FT=4 BCDL 100 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-14 oc purlins. BOT CHORD 2x6 SPF 210OF 1.8E'Except* BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. Except B2:2x4 SPF 1 6-0-0 oc bracing:11-13 WEBS 2x4 SPF No.2'Except* MiTek recommends that Stabilizers and required cross bracing be installed Wt:2x4 SPF No.2 or 2x4 SPF Stud,W3:2x6 SPF No.2 during truss erection,in accordance with Stabilizer Installation guide. _ REACTIONS. (Ib/size) 2=2362/0-38 (req.0-3-11),8=2066/0-3-8(min.0-31) Max Horz2=243(LC 7) Max Uplift2=-33(i 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-15=-3209/212,3-15=-2812/209,31=-2873/313,4-5=-2648/338,58=-2551/331,6-16=-2567/312,7-16=-2785/306,78=-2997/206 BOT CHORD 2-1 4=8412 2 55,14-17=0/1567,10-17=0/1567,10-18=0/1567,9-18=0/1567,8-9=-74/2144 WEBS 5-11=-13011497,9-11=-147/1259,7-9=-521275,13-14=-159/1403,5-13=-142/1642,3-14=-648/287..10-1 r 2=-342/0 NOTES- ' 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf,BCDL=5.Opsf,h=24fl;Cat.11,Exp B,enclosed,MVVFRS(low-rise)and C-C Exlerior(2)zone;cantilever left and right exposed;C-C for members and forces 8 MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL ASCE 7-05;P1=40.0 psf(flat roof snow);Category 11,Exp B,Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 30.Opsf on the bottom chord in all areas with a clearance greater than 38-0 between the bottom chord and any other members,with BCDL=10.01 9)WARNING:Required bearing size at joinl(s)2 greater than input bearing size. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 33 Ib uplift at joint 2. 11)This truss is designed in accordance with the 2009 International Residential Code sections 11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Hangers)or other connection device(s)shall be provided sufficient to support concentrated loads)250 lb down and 33 lb up at 3-8-0 on top chord. The design/selection of such connection devices)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced)+Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-100,58=-100,2-17=-20,17-18=-80,8-18=-20,11-13=-80 Concentrated Loads(Ib) Vert:15=-250 Job Truss Truss Type Qty Ply Sylester Rd.Northampton,MA •15011642B T01 /COMMON , . 1 • Job Reference(optional) Universal Forest Products ID:r?InZm9XTabg16tV8U9f3Gzt2UA-MOhYKBfxbmVRj[NNdrkkOpMxLjsnYXZKEgdT4Czt2Hv 11-0-0 5-6-0 12-0-0 18-6-0_ 24-0-0 5-0-0 1-00, 5-60 660 660 1 56-0 t 00 4x8„i Scale=l'.d9.fi 5 10W 12 sxs. zxa % A i IW \ 2x4 // &213... B1 d q ' 2 2u._ a_. s ax4 Mr — 7-11 18 VAAVAA��� / es=. axa � za� axe II 7-4-0 12-0-0 16-8-0 24-0-0 7-4-0 4-8-0 4-8-0 7-4-0 Plate Offsets.(X,Y)--[2:0-2-4,0-1-141,[5:0-2-12,0-2-0],[8:0-4-14,0-1-81,[10:0-1-12,0-2-01,[11:0-7-0,0-4-8],[15:0-1-8,0-2-0] LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 '... Plates Increase 1.15 TC 0.72 Vert(LL) -0.32 13 >895 240 MT20 197/144 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.68 Vert(TL) -0.46 13 >623 180 MT20H 148/108 TCDL 10.0 Rep Stress Incr NO i WB 0.49 Horz(TL) 0.04 8 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2009/TP12007 (Matrix) Wind(LL) 0.03 13 >999 360 Weight 150 lb FT=4% LUMBER- BRACING- ', TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 36-12 oc purlins. BOT CHORD 2x6 SPF 210OF 1.BE'Except' BOT CHORD Rigid ceiling directly applied or 10-"oc bracing. Except: B2:2x4 SPF No.2 6-0-0 oc bracing:12-14 WEBS 2x4 SPF No.2*Except* MiTek recommends that Stabilizers and required cross bracing be installed W1'.2x4 SPF No.2 or 2x4 SPF Stud,W3:2x6 SPF No.2 during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ito/size) 2=2359/0-3-8 (req.0-3-11),8=2183/0-3-8 (min.0-3-7) Max Horz 2=-231(LC 6) Max Uplift2=-33(LC 8),8=-24(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-16=-3204/209,3-16=-2808/206,3-4=-2868/310,4-5=-26431335,5-6=-2556/323,6-7=-2772/298,7-8=-2989/199 BOT CHORD 2-15=-01/2252,15-17=011563,11-17=0/1563,11-18=0/1563,10-18=0/1563,8-10=-24/2129 WEBS 5-12=-121/1484,10-12=-138/1246,7-10=-5071267,14-15=-159/1406,5-14=-142/1644,3-15=-651/286,11-13=-34210 L. NOTES- '. 1)Wind.ASCE 7-05;100mph,TCDL=5.Opsf;BCDL=5.Opsf,h=24ft,Cat.11.Exp B;enclosed,MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow),Category II;Exp B,Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)`This truss has been designed for a live load of 30.Opsf on the bottom chord in all areas with a clearance greaterthan 3-"between the bottom chord and any other members,with BCDL=10.0psf. 9)WARNING:Required bearing size at joint(s)2 greater than input bearing size. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 33 lb uplift at joint 2 and 24 lb uplift at joint B. 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)250 lb down and 33 Ito up at 3-8-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced)+Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-100,5-9=-100,2-17=-20,17-18=-80,8-18=-20,12-14=-80 Concentrated Loads(lb) Vert 16=-250 CS Structure''"'2.7.1[Build 21 KeiterScottLeskoArra012015-L 4-3-15 kmBeam&igine 4.12.5.1 11:00am Materkils Databaw 1518 4 of 5 Member Da Description: aIcGS Member Type: Girder Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBClIRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member We 13.8 PLF Filename: Q:\KeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 0' 5.50" 23 7 Snow Replacement Uniform(PLF) Top a 0.00" 0' 5.50" 23 7 Snow Replacement Uniform(PLF) Top or 0.00" 3' 0.00" 0 53 Live Replacement Uniform(PLF) Top 0' 0.00" 3' 0.00" 142 0 Snow Replacement Uniform(PLF) Top 0' 0.00" 5' 5.50" 0 53 Live Replacement Uniform(PLF) Top 0' 0.00" 5' 5.50" 142 0 Snow Replacement Uniform(PLF) Top 3' 0.00" 13' 5.50" 0 43 Live Replacement Uniform(PLF) Top 3' 0.00" 13' 5.50" 142 0 Snow Replacement Uniform(PLF) Top 5' 5.50" 11' 5.50" 0 22 Live Replacement Uniform(PLF) Top 5' 5.50" 11' 5.50" 59 0 Snow Replacement Uniform(PLF) Top 11' 5.50" 16' 8.13" 0 53 Live Replacement Uniform(PLF) Top 11' 5.50" 16' 8.13" 142 0 Snow Replacement Uniform(PLF) Top 13' 5.50" 16' 8.13" 0 53 Live Replacement Uniform(PLF) Top 13' 5.50" 16' 8.13" 142 0 Snow Point(LBS) Top 5' 7.00" 1 197 Live Point(LBS) Top 5' 7.00" 304 0 Snow Point(LBS) Top 11' 4.00" 1 197 Live Point LBS Top 11' 4.00" 304 0 Snow 1690 O O 16 9 0 Bearings and Reactions Input Min WGm ft Gravity Location Type Material Length Required eaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 3366# 2 16' 9.000" Wall N/A N/A 1.500" 3365# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 7# 2349# 1017# 2 7# 2346# 1019# Design spans 16' 1.750° Product: 1-3/4x14 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 13219.# 33390.# 39% 8.46' Total Load D+S Shear 2894.# 10706.# 27% 15.72' Total Load D+S TL Deflection 0.3955" 0.8073" L/489 8.46' Total Load D+S LL Deflection 0.2748" 0.5382" L,705 8.46' Total Load S Control: LL Deflection DOLS: Live=100% Snow=115% Root=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 Doug Hodgins rk Miles Inc. Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. *Passing isdefined as when the member,floorjoist,beam orgirder,shown on this dmwing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must bereviewed by a qualified destgnerordedgn professonal asrequired forapproval.Thisdesgn assumesproduct installation according tothe manufacturer's specifications. West Hatfield Ma. CSSeurhaeI"'2.7.1[Build 2) Keitef-ScottLeskoAfra012015-L 4-3-15 km BeamPrtgine 4.12.5.1 I I:OOam Materials Database 1518 3 of 5 Member Data Description:C cG4 Member Type: Girder Application: Roof Comments: Top Lateral Bracing: Continuous Slope: -10.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/240 live, L/180 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 6.8 PLF Filename: Q:\KeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 3' 6.13" 23 7 Snow LUniform(PLF) Top 0' 0.00" 3' 6.13" 23 7 Snow Uniform(PLF) Top 3' 6.13" 8' 3.75" -23 -7 Snow Uniform(PLF) Top 3' 6.13" 8' 3.75" 0 53 Live Uniform(PLF) Top 3' 6.13" 8' 3.75" 140 0 Snow Top 3' 4.63" 1 108 Live 3' 4.63" 177 0 Snow 8 O O 8 312 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 624# -19# 2 8' 3.750" Wall N/A N/A 1.500" 840# -79# Maximum Load Case Reactions Used forapplying point loads(or line loads)to carrying members Live Snow Dead 1 1# 402# 222# 2 1# 543# 297# Design spans 9'11.250" Product: Spruce-Pine-Fir #2 2 x 12 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 16361 5306.# 30% 4.11' Total Load D+S Negative Moment 119.# 5306.# 2% 4.87' Total Load D+S Shear 490.# 3493.# 14% 7.16' Total Load D+S LL Deflection 0.0364" 0.4969" 0999+ 4.11' Total Load S TL Deflection 0.0566" 0.6625" U999+ 4.11' Total Load D+S Control: Positive Moment DOLS: Live=100% Snow=115% Roof=125°/ Wind--160% This member has been designed in accordance with NDS 2005 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 Doug Hodgins rk Miles Inc. Copyright(C)2015 by Simpson Strong-Te Company Inc.ALL RIGHTS RESERVED. 21 Weft St. —Passing is defined as when the member,floorjoist,beam or girder.shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spanslisted on this sheet.The design must be reviewed by a qualified designer ordesign professional as required for approval.ThisclOgn assumes product installation according to the manufacturer's specifications- West Hatfield Ma. cS.%ucnu-e""2.7.1[Build 21 KeiterScottLeskoArra012015-L 4-3-15 kriBeaniEnairre 4.12.5.1 11:00am Materials Database 1518 2of5 Member Dat Description: IcG3 Member Type: Girder Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 10.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/240 live, L/180 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 6.8 PLF Filename: Q:\KeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 4' 9.63" -23 -7 Snow Replacement Uniform(PLF) Top 0' 0.00" 4' 9.63" 0 53 Live Replacement Uniform(PLF) Top 0' 0.00" 4' 9.63" 140 0 Snow Replacement Uniform(PLF) Top 4' 9.63" 8' 3.75" 23 7 Snow Replacement Uniform(PLF) Top 4' 9.63" 8' 3.75" 23 7 Snow Point(LBS) Top 4'11.13" 1 108 Live Point(LBS) To 4'11.13" 177 Snow rn Bearings and Rgactions 8 312 Input Min Gravity Gravity i Location Type Material Ell-aigth Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 840# -79# 2 8' 3.750" Girder N/A N/A N/A 624# -19# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 1# 543# 297# 2 l# 402# 222# Design spans 9'11.250° Product: Spruce-Pine-Fir #2 2 x 12 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 1636.# 53061 30% 4.2' Total Load D+S Negative Moment 119.# 53064 2% 3.44' Total Load D+S Shear 4904 3493.# 140% 0.39' Total Load D+S LL Deflection 0.0364" 0.4969" U999+ 42 Total Load S TL Deflection 0.0566" 0.6625" U999+ 4.2' Total Load D+S Control: Positive Moment DOLS: Live=1001/. Snow=1151/. Roof=125% Wind=160°/ This member has been designed in accordance with NDS 2005 Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarksof their respective owners Doug Hodgins rk Miles Inc. Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. rk West.St. "Pasting is defined as when the member,floor joist,beam or girder shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. West Hatfield Ma. cSSb'tctUrel"2.7.1[Build 21 KeiterScottLeskoArra012015-L 4-3-15 kmBearnEngine 4.12.5.1 MaterkilsDatabase 1518 11:00am I of 5 Member Dat Description:Ca cG2 Member Type: Girder Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 6.8 PLF Filename: QAKeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 6' 0.00" 0 22 Live Replacement Uniform PLF Top 0' 0.00" 6' 0.00" 59 0 Snow O s00 � 6 0 0 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 242# 2 6' 0.000" Girder N/A N/A N/A 242# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 0# 162# 80# 2 0# 162# 80# Design spans 5' 6.000° Product: Spruce-Pine-Fir #2 2 x 12 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 3324 53061 6% 3' Total Load D+S Shear 159.# 3493.# 4% 4.93' Total Load D+S LL Deflection 0.0024" 0.1833" L/999+ 3' Total Load S TL Deflection 0.0036" 0.2750" L/999+ 3' Total Load D+S Control: Positive Moment DOLS: Ljve=100% Snow=115% Roof=125% Wind=160% This member has been designed in accordance with NDS 2005 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 Doug Hodgins rk Miles Inc. Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 21 West.St. —Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This desgn assumes product installation according to the manufacturers specifications. Weft Hatfield Ma. cnBeani igine.zl[etrib ] KeiterScottLeskoAtra012015 L :50am kmBeans Dajab se 4.12.5.1 R Materials Daalbase 1518 / -eG 10:50am 4of4 Member D GalcB11 Description: Member Type: Beam Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 10.8 PLF Filename: Q:\KeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform PLF Top 0' 0.00" 16'11.00" 87 22 Live 1611 0 O � 1611 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" 962# 2 16'11.000" Wall N/A N/A 1.500" 962# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 700# 262# 2 700# 262# Design spans 16' 1.750„ Product: SYP (PT) #1 2 x 10 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 3882.# 79954 48% 8.46' Total Load D+L Shear 870.# 4856.# 17% 0.4' Total Load D+L LL Deflection 0.2626" 0.5382" L1737 8.46' Total Load L TL Deflection 0.3610" 0.8073" U536 8.46' Total Load D+L Control: LL Deflection DOLS: Live=100% Snow=115°/ Roof=125°/ Wind=160% Design assumes a repetitive member use increase in bending stress:15% This member has been designed in accordance with NDS 2005 All product names are trademarks of their respective owners Doug Hodgl ns rk Miles Inc. Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 21 West.St. "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meetsapplicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. West Hatfield Ma. cs Structure 2.7,1[Build 21 KeiterScottLeskoArra012015-L 4-3-15 kinBeamEnggine 4.12.5.1 +�7-Fwr IO:SOam MatLrials Database 1518 3of4 Member Data Description:Cal B7 Member Type: Beam Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 4.4 PLF Filename: QAKeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 2' 4.25" -53 -13 Live Replacement Uniform(PLF) Top 0' 0.00" 2' 4.25" 8 2 Live Replacement Uniform(PLF) Top 0' 0.00" 2' 4.25" 27 7 Live Replacement Uniform(PLF) Top 0' 0.00" 2' 4.25" 40 13 Live Replacement Uniform(PLF) Top 0' 0.00" 2' 4.25" 0 134 Live Replacement Uniform(PLF) Top 0' 0.00" 2' 4.25" 140 0 Snow Point(LBS) Top 0' 4.63" 2 278 Live Point(LBS) Top 0' 4.63" 545 0 Snow Point LBS To 1'10.75" 94 123 Snow 2 4 4 O O 2 4 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" 1060# 2 2' 4.250" Wall N/A N/A 1.500" 455# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 61# 656# 405# 2 59# 205# 250# Design spans 1' 7,000° Product: Spruce-Pine-Fir #2 2 x 8 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 1011 2645.# 3% 1.18' Total Load D+0.75(L+S) Negative Moment 19.# 2300.# 0% 1.18' Total Load D+L Shear 60.# 2251.# 21% 0.4' Total Load D+0.75(L+S) LL Deflection 0.0010" 0.0528" L/999+ 1.18' Total Load 0.75(L+S) TL Deflection 0.0010" 0.0792" L/999+ 1.18' Total Load D+0.75 L+S Control: Positive Moment DOLS: Live=100% Snow=115% Roof=125% Wind=160% This member has been designed in accordance with NDS 2005 All product names are Iradema*sof their respective owners Doug Hodgins rk Miles Inc. Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. —Passing is defined as when the member,floor joist,beam or girder shown on this drawing meets applicable design criteria for Loads.Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer ordesgn professional as required for approval.This design assumesproduct installation according to the manufacturer's specifications. West Hatfield(Via, cs Sit uctureI^'IT )Build 2] KeiterScottLeskoArra012015-L 4-3-15 km Beam Engine 4.12.5.1 10:50am Materials Database 1518 2of4 Member Dat Description:C c66 Member Type: Beam Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 4.4 PLF Filename: Q:\KeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 2' 4.25" -53 -13 Live Replacement Uniform(PLF) Top 0' 0.00" 2' 4.25" 8 2 Live Replacement Uniform(PLF) Top 0' 0.00" 2' 4.25" 27 7 Live Replacement Uniform(PLF) Top 0' 0.00" 2' 4.25" 40 13 Live Replacement Uniform(PLF) Top 0' 0.00" 2' 4.25" 0 134 Live Replacement Uniform(PLF) Top 0' 0.00" 2' 4.25" 140 0 Snow Point(LBS) Top 0' 5.50" 94 123 Snow Q 2 4 4 0 2 4 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" 455# -- 2 2' 4.250" Wall N/A N/A 1.500" 254# -48# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 59# 205# 250# 2 59# 111# 127# Design spans 1' 7.000" Product: Spruce-Pine-Fir #2 2 x 8 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 101.# 26454 3% 1.18' Total Load D+0.75(L+S) Negative Moment 19.# 2300.# 0% 1.18' Total Load D+L Shear 601 2251.# 2% 0.4' Total Load D+0.75(L+S) LL Deflection 0.0010" 0.0528" U999+ 1.18' Total Load 0.75(L+S) TL Deflection 0.0010" 0.0792" U999+ 1.18' Total Load D+0.75 L+S Control: Positive Moment DOLS: Live=100% Snow=115% Roof=125% Wind=160% This member has been designed in accordance with NDS 2005 All product namesare trademarks of their respective owners Doug Hodgi ns rk Miles Inc. Copyright(C)2015by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. ..Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications West Hatfield Ma. cs StrticnneI"2.7.1[Build 21 KeiterScottLeskoArra012015-L 4-3-15 kmBeamEngine 4.12.5.1 10:SOam Materials Database 1518 1 of 4 Member Data Description:Cal 65 Member Type: Beam Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 4.4 PLF Filename: Q:\KeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 1' 2.75" -459 -40 Live Replacement Uniform(PLF) Top 0' 0.00" 1' 2.75" 79 0 Snow Replacement Uniform(PLF) Top 1' 2.75" 1' 7.50" -129 81 Live Replacement Uniform(PLF) Top 1' 2.75" 1' 7.50" 79 0 Snow Replacement Uniform(PLF) Top 1' 7.50" 4`10.00" -129 81 Live Replacement Uniform(PLF) Top 1' 7.50" 4'10.00" 79 0 Snow Replacement Uniform(PLF) Top 410.001, 5' 5.50" -129 81 Live Replacement Uniform(PLF) Top 4'10.00" 5' 5.50" 79 0 Snow Replacement Uniform(PLF) Top 5' 5.50" 6' 5.50" -459 -40 Live Replacement Uniform(PLF) Top 5' 5.50" 6' 5.50" 79 0 Snow Point(LBS) Top 0' 5.50" 35 10 Snow Point(LBS) To 6' 0.88" 35 10 Snow if 6 5 8 0 6 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 1.500" 415# -480# 2 6' 5.500" Wall N/A N/A 1.500" 435# -403# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 -634# 261# 154# 2 -578# 261# 174# Design spans 5' 8.250" Product: Spruce-Pine-Fir #2 2 x 8 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 481lbs at bearing 1 and ensure that the structure can resist appropriately. Review gravity uplift reaction force of 404lbs at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 632.# 26454 23% 3.23' Total Load D+S Negative Moment 3011 23004 13% 2.94' Total Load D+L Shear 3644 22514 16% 5.5' Total Load D+S LL Deflection -0.0274" 0.1896" L/999+ 3.23' Total Load L TL Deflection 0.0273" 0.2844" L/999+ 3.23' Total Load D+S Control: Positive Moment DOLS: Live=100% Snow=115% Roof=125% Wind=160% This member has been designed in accordance with NDS 2005 All product names are trademarks of thei r respective owners Doug Hodgi ns rk Miles Inc. Copyright(C)2015 by Simpson Strong.Te Company Inc.ALL RIGHTS RESERVED. 21 West St. "Pass ng is defined as when the member,floor joi st.beam or gi rdet shown on this drawing meets applicable design cnlena for Loads,Loading Conditions.and Spans listed on this sheet.The design must be reviewed by a qualified designer or design professonal as required for approval.This design assumes product installation according to the manufacturers specifications. West Hatfield Ma. cs sulcmre-2.7.1[Build 21 KeiterScottLeskoArra012015-L 4-3-15 kniBearnEllg.ine 4.12_5.1 Materials Database 1518 10:55arn 6of6 Member Data Description:Ca B9 Member Type: Beam Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 6.8 PLF Filename: QAKeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform PLF Top or 0.00" 9' 3.00" 79 24 Snow 9 3 0 9 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" 504# 2 9' 3.000" Walt N/A N/A 1.500" 504 Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Snow Dead 1 363# 141# 2 363# 141# Design spans 9' 1.750" Product: Spruce-Pine-Fir #2 2 x 12 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 1153.# 53061 21% 4.63' Total Load D+S Shear 4014 3493.# 11% 0.06' Total Load D+S LL Deflection 0.0251" 0.3049" L1999+ 4.63' Total Load S TL Deflection 0.0348" 0.4573" U999+ 4.63' Total Load D+S Control: Positive Moment DOLS: Live=100% Snow=115°/ Roof=125°/ Wind=160% This member has been designed in accordance with NDS 2005 All product names are trademarks of their respective owners Doug Hodgins rk Miles Inc. Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 21 West.�.t. '-Passing isdefined as when the member,floorjolst,beam or girder,shown on thisdrawing meets applicable design cntena for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by aqualified designer or design professonal asrequiredlorapproval.Thisdesgn assumesproduct installation according to the manuiacturer'sspecifications. West Hatfield Ma. cs sut"Im'"2.7.1[Build 21 KeiterScottLeskoArTa012015-L / 4-3-15 "ZinGngine 4.12.5.1 Materials Database 1518 e S� 10:55am 5 of 6 Member Data Description:Cal B8 Member Type: Beam Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 10.7 PLF Filename: Q:\KeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 1' 7.50" 332 103 Live Replacement Uniform(PLF) Top 1' 7.50" 2' 4.75" 274 84 Live Replacement Uniform(PLF) Top 2' 4.75" 3' 0.25" 254 77 Live Replacement Uniform(PLF) Top 3' 0.25" 6' 2.75" 254 77 Live Replacement Uniform(PLF) Top 6' 2.75" 6' 7.50" 254 77 Live Replacement Uniform(PLF) Top 6' 7.50" 7' 7.50" 274 84 Live Replacement Uniform PLF Top 7 7.50" 9' 3.00" 332 103 Live z L 9 3 0 9 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" 1748# 2 9' 3.000" Wall N/A N/A 1.500" 1751# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 1300# 448# 2 1302# 449# Design spans 9' 1.750" Product: 1-3/4x7-1/4 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 37484 130684 28% 4.63' Total Load D+L Shear 1482.# 72324 201% 8.74' Total Load D+L TL Deflection 0.1705" 0.4573" U643 4.63' Total Load D+L LL Deflection 0.1268" 0.3049" U865 4.63' 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 Doug Hodgi ns rk Miles Inc. Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. "Passing is defined as when the member,floor joist,beam or girdek shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design us(be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications West Hatfield Ma. cs Suvcnrer"i 2.7.1[Build 21 KeiteCScottLeskoArra012015-L 4-3-15 kirBearnGntine 4.115.1 10:55am Materials Database 1518 3of6 Member Data Description:Ca B3 Member Type: Beam Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 4.4 PLF Filename: QAKeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform PLF TOP 0' 0.00" 3' 5.50" 443 148 Live 3 5 8 Q 3 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 1.500" 998# 2 3' 5.500" Wall N/A N/A 1.500" 998# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 743# 255# 2 743# 255# Design spans 3' 4.250" Product: Spruce-Pine-Fir #2 2 x 8 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 837.# 23004 36% 1.73' Total Load D+L Shear 638.# 19584 32% 0.06' Total Load D+L LL Deflection 0.0095" 0.1118" U999+ 1.73' Total Load L TL Deflection 0.0127" 0.1677" U999+ 1.73' Total Load D+L Control: Positive Moment DOLS: Live=100% Snow=115% Roof=125% Wind-_160% This member has been designed in accordance with NDS 2005 All product names are trademarks of their respective owners Doug Hodgi ns rk Miles Inc. Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. "Passing is defined as when the member,floorjoist,beam orgirdeS shown on this drawing meelsapplicable design criteria for Loads Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. West I--Iatfi Ql Cl Ma, cs suocnue"2.7.1[Build 21 KeiterScottLeskoArra012015-L 4-3-15 ""'annEngine 4.12.5.1 10:55am Materials Database 1518 1 Of 6 Member Dat Description:C cBi Member Type: Beam Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 6.8 PLF Filename: Q:\KeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform PLF Top 0' 0.00" 9' 3.00" 79 24 Snow 9 3 0 i 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" 504# 2 9' 3.000" Wall N/A N/A 1.500" 504# Maximum Load Case Reactions Used for applying point loads(orline loads)to carrying members Snow Dead 1 363# 141# 2 363# 141# Design spans 9' 1.750" Product: Spruce-Pine-Fir #2 2 x 12 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 11534 53064 21% 4.63' Total Load D+S Shear 401.# 34931 11% 0.06' Total Load D+S LL Deflection 0.0251" 0.3049" U999+ 4.63' Total Load S TL Deflection 0.0348" 0.4573" U999+ 4.63' Total Load D+S Control: Positive Moment DOLS: Live=100% Snow=1151/. Roof=1251/. Wind=160% This member has been designed in accordance with NDS 2005 All product names are trademarks of their respective owners Doug Hodgins rk Miles Inc. Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. '•Pass ng is defined as when the member,floor joist,beam or girder,shown on this drawl ng meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design professorial as requi red for approval.This design assumes product installation accord rig to the manufacturers specifications. West Hatfield Ma. CS Stricture'1'2.7.1[Build2l KeiterScottLeskoArra012015-L 4-3-15 kniBe-m&,gnx 4.115,1 11:00am Materi.'tlsDatabase 1518 1 of 2 Member DatOB1 Description:Cal Member Type: Beam Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.4 PLF Filename: Q:\KeiterSco Other Loads Trib. Other Dead Type (Description) Side Begin End Width Start End Start End Category Wi Replacement Uniform(PLF) Top 0' 0.00" 10'11.50" 1 55 Live Replacement Uniform PLF Top 01.0.001, 10'11.50" 180 0 Snow 7ff Pr �. 1011 9 O 10 11 a 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" 1296# 2 10'11.500" Wall N/A N/A 1.500" 1296# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 3# 955# 341# 2 3# 955# 341# Design spans 10' 7.250" 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 34354 16051.# 21% 5.48' Total Load D+S Shear 1102.# 72654 15% 0.19' Total Load D+S TL Deflection 0.1390" 0.5302" U915 5.48' Total Load D+S LL Deflection 0.1024" 0.3535" U999+ 5.48' 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 Doug Hodgi ns rk Miles Inc. Copyright(C)2015 by Simpson Strong"re Company Inc.ALL RIGHTS RESERVED. 21 West.St. "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 The desgn must be reviewed by a qualified desgner or design professional as required for approval.Thisdesgn assumesproduct installation according to the manufacturersspecitications. West Hatfield Ma. CS SprealreI"2.7.1[Build 2] KeiterScottLeskoArra012015-L 4-3-15 kmBeamEnrineA.12.5.1 � � 6 Materials Database 1518 rQ 1ot1 Member D c Description:C IcG10 Member Type: Girder Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 4.4 PLF Filename: Q:\KeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 5' 3.00" -53 -13 Live Replacement Uniform(PLF) Top 0' 0.00" 5' 3.00" 9 2 Live Replacement Uniform(PLF) Top 0' 0.00" 5' 3.00" 27 7 Live Replacement Uniform(PLF) Top 0' 0.00" 5' 3.00" 40 13 Live Replacement Uniform(PLF) Top 0' 0.00" 5' 3.00" 118 260 Live Replacement Uniform(PLF) Top 0' 0.00" 5' 3.00" 460 0 Snow Point(LBS) Top 4'10.38" 7 1054 Live Point(LBS) To 4'10.38" 2430 0 Snow ` (D 5 3 0 Q ' 5 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" 1741# -138# 2 5' 3.000" Wall N/A N/A 1.500" 5157# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 434# 1030# 642# 2 441# 3461# 11 Design spans 4' 5.750" Product: Spruce-Pine-Fir #2 2 x 8 2 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 19494 26451 73% 2.63' Total Load D+0.75(L+S) Negative Moment 156.# 2300.# 6% 2.63' Total Load D+L Shear 1271.# 2251.# 56% 0.4' Total Load D+0.75(L+S) LL Deflection 0.0333" 0.1493" L/999+ 2.63' Total Load 0.75(L+S) TL Deflection 0.0528" 0.2240" L/999+ 2.63' Total Load D+0.75 L+S Control: Positive Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% This member has been designed in accordance with NDS 2005 Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product namesare Indent of their respective owners Doug Hodgins rk Miles Inc. Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St."Pass rig is defined as when the member,floor joist.beam orgirdi shown on thisdrawing meelsapplicable design criteria for Loads.Loading Conditions,and Spanslisted on this sheet.The desgn must be reviewed by aqualified designerordesign prolessional asrequired forapproval.Thisdesign assumesproduct installation according to the manufacturers specifications. West Hatfield Ma. A rn r rn G D m L LESKO—ARRA RESIDENCE s I 1 1 I 1 ro �. I I I 1 I I I I I I I I I I I I I I I I I 1 I I I , i f ___________________________ __ ______ I I I v --_— __ �F I � � �T�€88 I I I I I I I I � N I �� �F�c€ be�ifa�-I I lg• I I I I iL� ' q N <3- IIII � -__-, , � I I I I �5 �i�Tr� ���-J I I LI J fl�� I I I I y° � m o � pKH„-• I I I I gg � em� _ , +v� � I I I � d�y Ti � Lt z��!8�gJCjFFF>E I I 1 � _ tI_ 4 I I I I I I m�� �<4 �� I I I I I � ?�� I I pAyDi� I �m��R�'mg• �� I ., I O L-- --V---- -�—J ' I � �i� I I-_ :• I I � \iv���>,� P �� I I �--_—J' ,J Lr �g o eR I I I w g 111 I 1 I I r i � y 1 € R I -D 77 -� ----- -- -� ---�--z - - ------------------- la � 2B-0' _ J li-0" O Z O z —U r D z ° 3 LESKO-ARRA RESIDENCE 'm F a REVISED 6!9/03 BT IM NANTUCKET 3 BAY 3101 21 ELM STREET �e NAF TNS DRWNG 5 THE PROPTAM OF HABITAT POST AND KAM. IT IS NOT TO BE REPADUCFD,DMOSED TO OTHERS,OR OTHERW USED IN ANY YAMMR IXCEPF mr[ ,4,W-' POST&BEAM S.DEERFIELD,NA OISTS (ATS)M-1006 AS AUIHDR®IN rt WNN ITT MWAT POST AND EA. R COMM OF AUIIgR USE, R TO BE REMNO PYPY TO NA9AT POST AND BII f- j H-N 3 I 1 1 I 1 I I I I I I I 1 I I I I I I I I I I I I I I I I I 1 I I I i I I I v I 1 28,-0, 12'-0' 4 1/4• 3 11 11/2' 13'-8 1/2' 13'-8 1/2- 2-1 5-8 1 2• 5 3/8- 12'-11 3/4- 6 3/4- 12-11 3/4- 5 3/8. 1 12" 7'_7. 6-f,I 3049 VMG 3049 a - 2,1/%4-9 Va' 1-2 I/X8 41-9 1/2, RJ3-6-0 1/22' RZ 6-01 ———---——— 1 L3 f C% Ix. —————————--oM< x Z -u Ll L) C3 x ----------------- 0001 6 3/4" 12--11 3/4- 6„ rtio 0,—A cm x E 2F aTLANIVE m z 3- W z IL!JL?i C) 3 8, /4' P-D_ 9 FW-9 1/2- DHG N W-6'/4' 21 2;/' J�, a 1 12*-11 3/,. 12--11 114- 5 3/k 13--�112" IS-8 V2' 31/2. 1/2.I - --- 31/2. 2a-0* L ESKO—ARRA RESIDENCE REVISED 6/9/03 BY W NANTUCKET 3 BAY 21 ELM SnW OWN mcam "U TO DRAWIC IS THE PROPERTY OF KWAT PW AND Ka. rr JS NOT M K Rmmm,DaLom TO%&OR ONNS USED IN ANY WANNER EXCEPT DMVIELD,MA 01373 114'-I'-V AS MMOM IN WtW IN HAVAT POST AND ffAk. WON CON LMDN OF POST&BEAM (413)645-4006 off- 5/va AVrMOIMD USE,rr IS TO BE RMOD PROMMLY TO HAWAT POST AM KUL m m D. m � D O Z tAND . JSSLL H T O 1 1 f 1 OI ZI 1 OIOER X0. LESKO-ARRA RESIDENCE ow a ^ am RC 11 6/9/03 BY 0 3 'yLJ XNAF 3101 NANTUCKET 3 6AY palm W MANO G THE PROP M OF HOW POST AM BEAM. rt r WT TO K + 21 Ely SMW y� WRODOCmr DESCIOSED TO OTPER%OR OTHEWK USN PA ANT MANNER IXCEP7 AND FLAY. UPON COWUTM OT S.DEEM D.MA 01777 «1J)La rM VN•P-Y �S/9N3 AS A m OM RI MNIW BY NABRAT POST AVnM=�•R 6 TO BE RETURNED PROMMY TO NABDAT POST AND BEAM. POST&BEAM n,N soq Y °•R �-- ------- {. y� � -moo- O �g ,ILpJ1 •��� TEP p \ i p I 7'-4 5/8" 1 I1-0. LESKO-ARRA RESIDENCE .mn we 2DD9 S 2 �. NANTUCKET 3 BAY M N WNW TINS K THE PR OF N0BRAT POSE AND BEAM. R TO BE 21 ELI STREET "AVr -r TO 011 REPRODUCED,05CIDSFD TO OfNERS,OR OIHFAWRTE USED WCED, d ANY MANIIG IXOEPf M E POST & BEAM S.DEEI"U.NA 01373 (413)665-4006 AS AUTIUM NI WRM V HABITAT POST AND BEAN. UPON COIPIErION OF AUTHOR=USE,TT IS TO BE RETURNED PRmIPTEY 70 IMWAT POST AN BEAN. '06/9/0 RIDGE VENT v 6 3/4 tY - ROOF SYSTEM R-36 LAM.Po 240/FIBERGLASS SHINGLES o/ 1% ROOF 1 SSEM R-36 % YfE.T o/ o/ 210/FIBERGI.ASS SHM/GIES o/ 2x12 RAFTERS O 24•ac 1'S�ROOFMG FELT o/ FIBERGLASS INSULATION BY OTHERS zwd S CD%PLYW000 0/ 2x E RAFTS INSULATION 24-as RIDGE ftBOARDRI)rE BOARD RIDGE FIBERGLASS IN6uuTIaN BY OTHERS 2r8 C10LINC JdSTS O 24-as 2.12 AFTER"k {•as 72'FlBEROlA55 INSULAI'p4 r/ CDX _1 2.10 BEV.11EAO1x10 FACIA k 7x4 TRIM 6x6 BEAN O POST 6x6 BEAM 1x12 SOFFIT r/ 2x4 NAILER./CERRIG(BY OT HERS) 2.CONY.SOFFIT VE2•AIR BAfr E x3 S7RA'PNN:• S/6'COX PLYWOOD/Y ORY4ALL 6x8 POST 2.12 RAFTERS 1x4 7RM xB PLATE BEAM 1.4 NAP HALER axe PLATE BEAM 1x12 SOFFIT./ 2x4 NAM" /Y CONT.SORIT VFSfT 6x6 POST 3 i l 6x6 }�q¢ 6x8 JOISTS k 4'as POSTS TO SIT J �./2.6 TOO DECKING ON JOISTS II} 3.0 HEADER 4.6 KMING 34 HEADER _ ____ 6.8 PLATE BEAM - !4/4"2' DORMER SECTION EXTERIOR WALL R-21 WALL PANFIS m !! 2.4 STUDS O 16' 6.8 POST W/1-FOAM MSULATION 1/2•COX PLYWOOD I N# C 6.6 POST 7,4 HOUSEWRIP 1/2 8 CEDAR CLAPBOARDS - CEDAR SNRGLE.7061E ON GABLE 04DS P. FIBERGLASS INSU�(BY OTHERS) 6 MIL POLY V$(BY 01HF7t5) 1/x'DRYWALL(PY OTHERS) , 2x12 JOISTS 0 16•e.G SOLID BLOCKING PHI -- r/31P T&O PLYWOOD AT ALL POSTS __— 2.0 P.T.SILL r/ 1 ANCHOR BOLTS• _ 4-242 BUILT UP GIRDER 6'ask ALL CORNERS F LL) WTIONAL //22 U VOW NSULATOHf I 6-POURED CONCRETE WALL FITTED TO F007ING LALLY COL111N/ 0 Q $ 14'-0' {A 77ppS5 ul co —. _ _.—.------- "0- -- --- — I a LLE 4'MOVING DRAIN Q V- W/BACKFILL FABNC .-- ' CONCRETE we --- K j -- Z m ,6•x6•DEEP CONT. 16-x 6-DEEP GONT. N z Ad CONCRETE FOOTING CONCRETE x E'-6•x 1•-0'DEEP FOOTING WN.46'BELOW GRADE COICAETE F[pTIFG ABEL GRADE W N O ]13- MAIN SECTION ah 3 /2' s 3/8* IS-0 7/16- is-0 7/16 5 3/8- 3 1/2. ----- ------------ MASTER OM 2 BEDROOM B7-7 x 3'-3' 9'-5' x 13'-6' 7" 2 AND.--j 1 A Fl RV284t aJ f I:. 1% 13-0 7/16 CLDSET la V-6 1/8' -0. Z0201 0. 0 0 El 2P ll-�7 1.91" ral BEDROOM L: I IL 5L 131-61 x 13-6, 9 141H 5 BATh-2- 8'-3' x 9-3—,OPEN TO BELOW I lu L ___1--___- - vz w m RD 7 RA 7-0 ur X 41-9 Ur u r UPPER LEVEL FLOOR PLAN > 13'-91/2' 0 z 31/2- Aga bddL8lAXJ£LLOIdXSZWWJf1 ALIAuW!d=wu/l`i w=w/O'3MbuNOJLDSw'ua'u a12008.1!uw//:sduy §� o- # a aw Wl a� # z a a f. g� y \ z; s app w + �w, t 2 his is CV ga E iii Y" Ym. �� �•l .• � r& 4Fz'R � 2df•aapuaaaz!Sllnd S IOZ/Z/b 375 375 125 73 . 17 173 . 17 -061 µ 378. 08 5o If ........... R _' 1 ai n µ i �ESSRLlt77Stti3 - DEPARTMENT OF BUILDING INSPECTIONS " 212 M<dn Street ® Municipal Building [NSPECTOR Nortbampton,MA 01060 LOCATION SQUARE FOOTAGE AMOUNT BASEMENT @ -'20 lsr FLOOR.@.50 . `l O I 2�m FLR FLOORS, FINISH ATTIC,GARAGE(g.20 6 4 I _� DECK/PORCHES @ .20 ! TOTAL. LESKO January 12, 2015 Description Cost Exclusions Landscaping. Including: Stonework,loam,seed,finish planting,etc. Work benches Drywall at East.South,and West garage walls Insulation in garage slab Insulation in garage(except for fire wall) Closet solutions Custom bookshelves Notes Proximity of new foundation to stone barbecue Remove porch area from scope Structural deck load carried by beam Deck squared off to be in line with back garage wall Exact propane tank location is pending. If tank falls within 10 feet of new work,it will need to be relocated. Any work to this effect is not included in this scope. Approved By: Date: 1/12/15 Date: Contractor Customer 4r Iir?!tr J�1161e 7 Keiter Builders, Inc., License#: 102457 LESKO January 12, 2015 Descrlptlon Cost 26. ELECTRICAL Electrical(Continued) Second Floor Master Bedroom (1)Ceiling tan weight location (6)Duplex receptacle locations (3)Single pole switch locations(tan,tan light,ext coach) Master Bedroom Sitting Room (1)Overhead light location (2)Three way switch locations(overhead light) (1)Single pole switch location(closet light) (5)Duplex receptacle locations Master Bedroom Walk-In Closet ---(1)Overhead light location Exterior (5)WP receptacle locations(garage front,garage rear,master bedroom deck,screen porch) (4)Wall mounted coach light locations(2 garage front,garage rear,green house,master bedroom deck) (2)6 inch recessed IC downlights(front entry,per plan) General Inif eLr ---Branch circuits to code---Arc fault and ground fault protection to code --Smoke and CO detectors ---Add locations to existing system per code (1)Smoke(Master Bedroom) (2)Heat detectors(Garage) ---Line voltage,interconnected,w/battery back-up type Telephone,Cable,Data Wiring ---(2)Cable TV locations(master bedroom,master bedroom sitting area) "I kfie Electrical permit fees and inspection coordination Electrical Fixtures -Unless specified above,Owner to supply COMMUNICATIONS SEE ELECTRICAL EARTHWORK Sitework Tree and Stump Removal Remove any trees as required Chip all brush and wood debris-remove from site Remove and dispose of tree stumps Foundation and Excavation/Backfiiling Excavate for foundation as shown on the foundation drawing Backfill the exterior of the foundation with on-site material Backfill and compact the garage in 12"lifts with 4"of processed gravel on top Any additional fill will be removed from site Foundation Waterproofing Snap the metal foundation ties and fill the holes on the exterior of the foundation with hydraulic cement Coat the exterior of the foundation with asphalt based foundation coating Foundation Drainage -Install 4"SDR-35 perforated pipe around the exterior perimeter of the footing along the back and sidewalls with 4"SDR-35 solid pipe extending to daylight at the low corner of the lot Install 3/4"stone over the pipe with fabric on top Install small catch basin with grate connected to 4"SDR-35 pipe to daylight at the rear corner of the house Driveway -Install and compact gravel base with 3"of TRG on top to connect the existing driveway to the new garage Final Grading/Landscaping Finish grade site with on-site material to provide positive drainage away from the foundation All materials to be salvaged and re-used to be relocated by the Owner before the start of the work Landscaping,seeding,stone work,etc.to be completed by Owner Keiter Builders, Inc., License#: 102457 6 _ r LESKO January 12, 2015 Description Cost 13. SPECIAL CONSTRUCTION NONE 21. FIRESUPPRESSION NONE 22. PLUMBING Plumbing -Re-route existing sillcock. Run new waterline along new footing to greenhouse area. Install new frost free water spigot Plumbing Fixtures NONE 23. HVAC HVAC -ALLOWANCE: $8,750.00 Install radiant heat in new entry slab,connected to existing radiant heat Extend radiant panel baseboard into new master bath area Set temp gas tank and gas line for hot water while addition is being constructed Run new gas line in addition and connect from house to existing underground tank Leave future tee for garage heat Install new Rinnia Direct Vent Heater in green house 26. ELECTRICAL Electrical Demo&make sate existing electrical Relocate electric utilities Re-route existing underground power wiring for existing post light fixture as required Re-route existing underground power wiring for existing hot tub as required Lighting fixtures,devices,and associated branch circuitry for the following: �. te --First Floor initlaS z (3)single pole switch locations per plan (2)Three way sw location(per plan) L (5)6 inch IC downlights(per plan) (5)duplex receptacle locations Screen Porch (1)Single pole dimmer location(Exception: located in interior space) (4)6 inch recessed IC downlights(per plan) Garage initi i re (2)Keyless utility light locations (2)Single pole switch location(rear coach light,front coach light) (1)GFCI duplex receptacle location (3)Duplex receptacle locations (2)Duplex receptacle locations(garage door openers) (2)Garage door opener low voltage rough wire Green House (1)Light location (1)GFCI duplex receptacle location (1)Single pole switch locations(exterior coach light) (1)Three way switch location(interior light) (1)Direct vent gas heater power circuit Keiter Builders, Inc., License#: 102457 5 LESKO January 12 2015 Description Cost: 08. OPENINGS Doors Custom Door at Gable Out swing door Removable 2 x 4 safety bar Doors ALLOWANCE: $3,000.00 Initial H r Doors(installation) Garage Doors ALLOWANCE: $3,000.00 Hardware ALLOWANCE: $600.00 Initial H re Hardware(Installation) Notes(Doors) Reuse existing exterior door at greenhouse-garage location Remove back door in garage from scope Add new front(exterior)door to scope Change french doors at back of entry to a slider Windows Notes(Windows) Remove all transoms from scope except for over garage doors Reuse existing bedroom window at back deck location Change windows in greenhouse to be for awnings Remove two windows in garage from scope Remove window at back elevation(garage gable)from scope Add one skylight to scope.Standard orientation. Remove H windows at back elevation(entry)from scope of work Window Installation Windows(Including skylights) ALLOWANCE_$6,500.00+TAX 09. FINISHES Drywall Garage ceiling and firewall.Hang and fire tape Greenhouse: Moisture resistant sheetrock for walls. Hang and finish. Entryway: Hang and finish Master Bedroom: Hang and finish Paint ALLOWANCE. $2,950.00 Flooring Flooring ALLOWANCE: $4,000.00 11. EOUIPMENT Crane Excavator -See Division 31: Sitework Staging,Ladders,Etc. Keiter Builders, Inc., License#: 102457 4 LESKO January 12, 2015 Description Cast 0. WOOD&PLASTICS Siding&Trim Exterior Trim 5/4"Boral Fascia,rakes,soffits,gutter bumps Custom drip caps Flat stock casing Outside&inside corners Boraf wrapped columns(square) Prime all ends Notes(Siding and Trim) Change from round to square columns Columns to have baseboard and crown detail No columns in back porch area Vertical T&G cedar siding In porch area 1 MOISTURE Caulking&Sealants Gutters ALLOWANCE: $1,600.00 Insulation Air Sealing EPS foam insulation Under entry slab and greenhouse Entry foundation Insulation ALLOWANCE: $4,000.00 Attic: Cellulose loose fill R 49 Walls: Dense pak cellulose Garage: No insulation(except fire wall) Master floor: Closed cell foam Blockers/Runners: Closed cell foam Roofing EPDM Membrane EPDM slip strip under each wedge Fully adhere membrane Extend up roof slopes up 4'. Expose 3' initial er Roll up adjacent walls 12" Porch Ceiling -Approximately 5'x 16' 1/2"MDO Lattice seam and edge trim Roof(Asphalt) ini •a! Here Match existing(typical) Weave in new roof Drip Edge(8") — Roofing nails Cobra ridge vent Grace at valleys Ice and Water at perimeter Roof Top Guard underlayment Possible water diverter near deck i Keiter Builders, Inc., License#: 102457 3 LESKO January 12, 2015 Descrlptton -Cost? t• MASONRY NONE 05. METALS Aluminum Strip Vent Fasteners Flashing r. WOOD&PLASTICS Decking Deck 5/4"x 6"Trex Face screw with color coated fasteners Installed on sleepers with EPDM pads Trex railing system Note that EPDM was removed from the scope of work. This is a conventional deck system. Beam will be pressure treated Framing Framing Notes Add structural beam to carry deck load Add structural post for same Change 2 x 4 framing to 2 x 6 conventional Change 1 112"Zip system to conventional 1/2"cdx&Typar Add 12"of Ice and Water at perimeter of wall Storage trusses in garage attic Total Framing Labor Total Framing Package General Carpentry Notes(General Carpentry) Eliminate trim in garage to conceal foam Eliminate screen and associated frame Pull Down Stairs-Garage Steps Garage to Entry Garage to Sunroom Interior Trim Baseboard Trim Casing(Windows and Doors) Misc,Trim Siding&Trim Cedar Shakes -Dormer,high roof,green house I tyre F Clapboard Siding 4.5"Exposure Note. It is assumed that clapboard siding is taking the place of any vertical cedar lni �al Herb---- Keiter Builders, Inc., License#: 102457 2 LESKO January 12, 2015 Keiter Builders, Inc. f f-` WORK � 35 Main St. �✓!!'II l"1►! Florence, MA 01062 MAW Office 413.586.8600 ITS Fax 413.280.0124 scottkeiter@gmail.com BUILDERS, www.KeiterBuilders.com License #: 102457 Project Customer LESKO Adam Lesko & Kimberly Arra Mobile 413-695-5875 296 SYLVESTER ROAD 296 Sylvester Road Home 413-627-9222 FLORENCE, MA 01062 Florence, MA 01062 adamlesko9 @gmail.com ADDITION. PLANS A101/A102 DATED 04.26.14. CHANGES FROM PLAN AS STATED IN SCOPE Description Cost•. 01. GENERAL REQUIREMENTS Blueprints&Reproduction Demolition&Debris Removal(General) Remove existing siding Open walls Initi re Walls in Master Bedroom Dumpster -(2)Dumpsters General Administration Hauling Layout (Hitt I ere Materials Running Permits Selective Demolition Basement. Provide access for Electrician and Plumber Includes patch and prime. 03. CONCRETE Flatwork Slab in garage,sun room,and entry No slab in porch area Garage slab at 4,000 PSI Wire mesh Foundation Including 12"x 10"i-bolts Step up foundation at garage location Step up foundation at Sun Room location Notes(Concrete) -Porch has been removed from scope. A new frost wall is to be in the same plane as the rear master bedroom wall. Increased slab(Approx.130 SF) -Garage and green house slab to be sealed Keiter Builders, Inc., License#: 102457 1 sustained by Contractor, including Contractor's Profit and Overhead at the rate of 25% on the balance of the incomplete work under the Agreement. Thereafter, Contractor is relieved from all other contractual duties, including all Punch List A warranty work. RIGHT TO TERMINATE CONTRACT If the work is stopped or delayed, either in whole or substantial part, for a period of thirty (30) days under an order of any court or other public authority having jurisdiction, or as a result of an act of government and due to your fault or negligence, or as a result of an act within Owner's control; or if the work shall be stopped or delayed either in whole or substantial part, for a period of thirty (30) days due to Owner's failure to make a payment on time, or make Contractor feel insecure, or if Owner should commit a material breach of any of Owner's responsibilities or obligations under this Agreement, then Contractor may, upon giving Owner seven (7) days written notice, terminate this Agreement and recover from Owner payment for all work performed; for any unpaid costs of and fees for the work; for any liability, obligations, damages, commitments, and/or claims that Contractor may have incurred or might incur in good faith in connections with this Agreement, as well as receiving payment for Contractor's attorney's and legal fees and all lost anticipated gross profits on the work not performed as of the date of the termination. NOTICE Notice will be deemed if delivered in hand or if sent by certified mail, return receipt requested, to the address listed on the front page of this Agreement. ARBITRATION THE CONTRACTOR AND THE HOMEOWNER HEREBY MUTUALLY AGREE IN ADVANCE THAT IN THE EVENT THE CONTRACTOR HAS A DISUPUTE CONCERNING THIS CONTRACT, THE CONTRACTOR MAY SUBMIT SUCH DISPUTE TO A PRIVATE ARBITRATION SERVICE WHICH HAS BEEN APPROVIED BY THE SECRETARY OF THE EXECUTIVE OFFICE OF CONSUMER AFFAIRS AND BUSINESS REGULATIONS AND THE CONSUMER SHALL BE REQUIRED TO SUBMIT TO SUCH ARBITRATION AS PROVIDED IN MASS. GENERAL LAWS,C.142A. KEITE BUILDERS, I C. ONTRACTOR) OWNER Q 09. By S eite re dent Date Date Date NOTICE THE SIGNATURES OF THE PARTIES ABOVE APPLY ONLY TO THE AGREEMENT OF THE PARTIES TO ALTERNATIVE DISPUTE SETTLEMENT INITIATED BY THE CONTRACTOR. THE OWNER MAY INITIATE ALTERNATIVE DISPUTE RESOLUTION EVEN WHERE THIS SECTION IS NOT SEPARATELY SIGNED BY THE PARTIES. THE RIGHT TO INITIATE ALTERNATIVE DISPUTE RESOLUTION SHALL END TWO YEARS AFTER THE DATE OF THIS AGREEMENT. 10 Contractor Owner r City of Northampton 212 Main Street, Northampton, MA 01060 Solid Waste Disposal Affidavit In accordance of the provisions of MGL c 40, S54, I acknowledge that as a condition of the building permit all debris resulting from the construction activity governed by this Building Permit shall be disposed of in a properly licensed solid waste disposal facility, as defined by MGL-c 111 , S 150A. Address of the work: AK2 The debris will be transported by: Ln The debris will be received by: Ojxe4 6�' Czr-4,— Building permit number: Name of Permit Applicant �c� � ' � 4 Date Signature of Permit Applicant ONOMONROW The Commonwealth of Massachusetts Department of Industrial Accidents Office of Investigations 1 Congress Street,Suite 100 Boston,MA 02114-2017 www.mass.gov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information Please Print Legibly Name (Business/Organization/Individual): L64T Y gtotL /J/�l� A-1-1 . Address: 2r City/State/Zip: V(eteot ce 944 O Lo 6�-- Phone #: 13 CS-6 66 Are yo n employer? Check the appropriate box: Type of project(required): 1. I am a employer with 16 4. ❑ I am a general contractor and 1 6. ❑ New construction employees (full and/or part-time).* have hired the sub-contractors 2.❑ 1 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 KBuilding addition [No workers' comp. insurance comp. insurance.$ required.] 5. ❑ We are a corporation and its 10.El 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' 13.❑ 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: rlGU�i� (,5 ll'�,S1i1 V4n4gQP — Policy#or Self-ins. Lic. #: ►� S(o S^ $c�!l-� Expiration Date: 61/IL1 S Job Site Address: aq( 1541UAh_k1_ 4 City/State/Zip: a- 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. I do hereby certify nder the pains and penalties of perjury that the information provided above is true and correct. Si nature: otoaa ltaie: �o Phone# ql l� &&co 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.Building Department 3.City/Town Clerk 4.Electrical Inspector S.Plumbing Inspector 6.Other Contact Person: Phone#: SEiCTION 8,-CONSTRUCTION SERVICES 8.1 Licensed Construction Supervisor: Not Applicable ❑ (,� Name of License Holder: o-��- (! ..J 10d, -( S License Number Add res Expiration Date MCC) i ature Telephone 9.Registered Horne Improvement Contractor: Not Applicable ❑ Company Name Registration Number 33"hJ h o�1 art*L.ep 44 44 o c wo � �l��9 Address Expiration Date Telephone 5—& &6co SECTION 10-WORKERS'COMPENSATION INSURANCE AFFIDAVIT(M.G.L.c. 152,§25C(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 buildi " permit. Signed Affidavit Attached Yes....... V No...... ❑ 11. - Home Owner Exemption 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 1083.5.1. 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 Berson 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 Hermit. As acting Construction Supervisor your presence on the job 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 SECTION; DESCRIPTION OF PROPOSED WORK(check all aR lin cable) New House ❑ Addition Replacement Windows Alteration(s) ❑ Roofing Or Doors D Accessory Bldg. ❑ Demolition ❑ New Signs [13] Decks [Q Siding[01 Other[E j Brief Description of Proposed GC C N it. Work: N r Alteration of existing bedroom I/ Yes No Adding new bedroom Yes _� No Attached Narrative Renovating unfinished basement Yes No Plans Attached Roll -Sheet 6a. if New hou n ekisthighousing, corrililite.-the followl"M a. Use of building : One Family I// Two Family Other b. Number of rooms in each family unit: 3 8 Number of Bathrooms ] t�2 ��x �s rr KE' c. Is there a garage attached? x 1 S t-,W a &'l° J pc-p"S 6--r-, ye S d. Proposed Square footage of new construction. ti 2Y0 Sf Li_ �!NG)Dimensions ''� e. Number of stories? f. Method of heating? R a'h rA-N' 1 J4y z>"A i c- Fireplaces or Woodstoves N O Number of each g. Energy Conservation Compliance. Masscheck Energy Compliance form attached? h. Type of construction Wo o D F�E / i. Is construction within 100 ft. of wetlands? Yes Y No. Is construction within 100 yr. floodplain Yes—/—No j. Depth of basement or cellar floor below finished grade N A ' S L A g k. Will building conform to the Building and Zoning regulations? 1// Yes No . I. Septic Tank, City Sewer Private well � City water Supply SECTION 7a-OWNER AUTHORIZATION-TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT 1 as Owner of the subject property hereby authorize to act o my behalf, in all matters relative to work�uthonnzed by this building permit application. � •Se G�G�8C Sl' Signal a of Owner Date 1 ��,� ��Q( ��.✓ �j � J S� t as Owner/Authorized Agent hereby declare that the statements and information on the foregoing application are true and accurate,to the best of my knowledge and belief. Signed under the pains and penalties of perjury. scokA- 1C:A4-'(- 4nt me Aeg��&dgg::Z�! re of Owner/A Date Section 4. ZONING All Information Must Be Completed. Permit Can Be Denied Due To Incomplete Information Existing Proposed Required by Zoning This column to be filled in by Building Department Lot Size 55 -7 5-7 S F S r, 7 s 7 S F _ Fronta e 7,C'- 4 /2S Ll= Setbacks Front 206' Zip Side L:'/00 R: Zo L: 5-0 R: 5-b Rear Building Height Bldg.Square Footage 9Sd 1. 7 % /gs-6 3.3 Open Space Footage % N (Lot area minus bldg&paved 96-7 parking) #of Parking Spaces Z° Fill: volume&Location Dt/ ;3Q-.SCI p S A. Has a Special Permit/Variance/Findin ever been issued for/on the site? NO 0 DON'T KNOW YES Q IF YES, date issued: IF YES: Was the permit recorded at the ist ry of Deeds? NO 0 DON'T KNOW YES 0 IF YES: enter Book Page and/or Document#' B. Does the site contain a brook body of water or wetlands? NO 0 DON'T KNOW ( YES IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained 0 Obtained 0 , Date Issued: C. Do any signs exist on the property? YES 0 NO IF YES, describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property? YES 0 NO IF YES, describe size, type and location: E. Will the construction activity disturb(clearing,grading,exc vation, or filling)over 1 acre or is it part of a common plan that will disturb over 1 acre? YES 0 NO IF YES,then a Northampton Storm Water Management Permit from the DPW is required. c � Repartment us Only City of Northampton statussf lerml k Building Department Curb Cut/t rwe�ray F�ermif U e 212 Main Street SewertS`eptic)k ilabtlity Room 100 VYatertll, IfAyailab�ltt �° CD p Northampton, MA 01060 two Sets �f Structural Plans Q phone 413-587-1240 Fax 413-587-1272 Ptot/Slte PCaris 0'2 Other Specify ,z �Qf—i TION TO CONSTRUCT,ALTER, REPAIR, RENOVATE OR DEMOLISH A ONE OR TWO FAMILY DWELLING SECTION 1 -SITE INFORMATION SEC C7 TIIIS section to be completed by office 1.1 Property Address: X17 o2q(o S—q 1 yes�� J�c� Map Lot Unit F` OYe vl cl? r 0414 v t 06 c4- Zone Overlay District Elm St.District CB District SECTION 2-PROPERTY OWNERSHIP/AUTHORIZED AGENT 2.1 Owner of Record: Adams Les � o o2R6 Sulvesi-e-r RA F��rcytee It t� Name(Print) Current Mailing Addrb s� SP_e f i Q ,S/�'t t,(,(/� 4!24wN L k^-t,L Telephone J p'" Signature 2.2 Authorized Agent: k eA- 6"Cee if s, 1 K.0 as l�c�('� Af F"Ce 01-06 Name(P int) Current Mailing Address: iA.& q/6 S 86 &6- co i ure A:-'t4 C Telephone SECTION 3-ESTIMATED CONSTRUCTION COSTS Item Estimated Cost(Dollars)to be Official Use Only completed by ermit applicant 1. Building q (a)Building Permit Fee 2. Electrical �� CAD (b)Estimated`Total Cost of i Construction from 6 3. Plumbing / D(�(� , CIO Building Permit Fee 4. Mechanical(HVAC) CJl7 / 5. Fire Protection 6. Total = 0 +2+3+4+5) C77 Check Number This Section For Official Use Only Date Building Permit Number: Issued: Signature: Building Commissioner/Inspector of Buildings Date File#BP-2015-0928 Z10 P/005 rAPPLICANT/CONTACT PERSON SCOTT KEITER ADDRESS/PHONE 51A HATFIELD ST NORTHAMPTON01060(413)586-8600 Q PROPERTY LOCATION 296 SYLVESTER RD MAP 28 PARCEL 061 001 ZONE THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out Fee Paid Typeof Construction: CONSTRUCT ATT GARAGE&ENTRY New Construction Non Structural interior renovations Addition to Existing Accessory Structure - Buildiny,Plans Included: Owner/Statement or License 102457 3 sets of Plans/Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFORMATION PRESENTED: P"Approved Additional permits required(see below) PLANNING BOARD PERMIT REQUIRED UNDER:§ Intermediate Project: Site Plan AND/OR Special Permit With Site Plan Major Project: Site Plan AND/OR Special Permit With Site Plan ZONING BOARD PERMIT REQUIRED UNDER: § Finding Special Permit Variance* Received&Recorded at Registry of Deeds Proof Enclosed Other Permits Required: Curb Cut from DPW Water Availability Sewer Availability Septic Approval Board of Health Well Water Potability Board of Health Permit from Conservation Commission Permit from CB Architecture Committee Permit from Elm Street Commission Permit DPW Storm Water Management 1' ion Delay Signature o Building Official 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. 296 SYLVESTER RD BP-2015-0928 GIs#: COMMONWEALTH OF MASSACHUSETTS Map:Block: 2$-061 CITY OF NORTHAMPTON Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Category: ADDITION BUILDING PERMIT Permit# BP-2015-0928 Proiect# JS-2015-001794 Est. Cost: $188225.00 Fee: $1128.00 PERMISSION IS HEREBY GRANTED TO: Const.Class: Contractor: License: Use Group: SCOTT KEITER 102457 Lot Size(sq. ft.): 55756.80 Owner: LESKO ADAM D&KIMBERLY A ARRA Zoning: Applicant: SCOTT KEITER AT: 296 SYLVESTER RD Applicant Address: Phone: Insurance: 5 1 A HATFIELD ST (413) 586-8600 O WC NORTHAMPTON MAO 1060 ISSUED ON:411412015 0:00:00 TO PERFORM THE FOLLOWING WORK.-CONSTRUCT ATT GARAGE & ENTRY POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector Underground: Service: Meter: Footings: Rough: Rough: House# Foundation: Driveway Final: Final: Final: Rough Frame: Gas: Fire Department Fireplace/Chimney: Rough: Oil: Insulation: Final: Smoke: Final: THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Certificate of Occupancy Signature: FeeType: Date Paid: Amount: Building 4/14/2015 0:00:00 $1128.00 212 Main Street,Phone(413)587-1240,Fax: (413)587-1272 Louis Hasbrouck—Building Commissioner