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2004-511
TOWN OF QUEENSBURY FILE CORY 742 Bay Road,Queensbury,NY 12804-5902 (518) 761-8201 Community Development - Building & Codes (518) 761-8256 CERTIFICATE OF OCCUPANCY Permit Number: P20040511 Date Issued: Monday, January 10, 2005 This is to certify that work requested to be done as shown by Permit Number P20040511 has been completed. Tax Map Number: 523400-289-012-0001-019-000-0000 Location: 12 BERRY PATCH Dr Owner: T & B ASSOCIATES LLC Applicant: T & B ASSOCIATES LLC This structure may be occupied as a: By Order of Town Board Fireplace TOWN OF QUEENSBURY Garage - 2 Cars Attached Single Family Dwelling 97 Director of Building&Code Enforcement ter- TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518)761-8201 Community Development-Building&Codes (518) 761-8256 BUILDING PERMIT Permit Number: P20040511 Application Number: A20040511 Tax Map No: 523400-289-012-0001-019-000-0000 Permission is hereby granted to: T &B ASSOC'TATES T,T,C For property located at: 12 BERRY PATCH Dr in the Town of Queensbury,to construct or place at the above location in accordance with application together with plot plans and other information hereto filed and approved and in compliance with the NYS Uniform Building Codes and the Queensbury Zoning Ordinance. _ Type of Construction Value Owner Address: T &B ASSOCIATES LLC Fireplace 36 FIELDSTONE Dr Garage-2 Cars Attached GANSEVOORT, NY 12831-0000 Single Family Dwelling $170,000.00 Total Value $170,000.00 Contractor or Builder's Name /Address Electrical Inspection Agency Plans&Specifications 2004-511 2696 sq ft SINGLE FA 41LY DWELLING $376.42 PERMIT FEE PAID-THIS PERMIT EXPIRES: Tuesday, July 12, 2005 (If a longer period is required,an application for an extension must be made to the code Enforcement Officer of the Town of Queensbury before the expiration date.) Dated at the Tova Queensb ; July 12, 2004 SIGNED BY � for the Town of Queensbury. Director of Building& ode i forcement Project Name: (,�.r� ��� �—��0�1 BP# O 1-1 ' S Address: le1 (� Building Permit Submission SFD Checklist 2-Family All items below must be checked either yes,no or not applicable prior to submission of any building permit to the Town of QueensburyBuilding Department. If anyof the below items are lacking,the permit will not be accepted until such time as the application is deemed complete for submission. 1. Building Permit Application Completed ..................................... yes ❑no O n/a 2. EnergyForm or CheckMate Energy Gode Compliance Forms Complete .. )dyes Ono ❑n/a (2 copies) 3. Energy Code Inspector's Report from ClreckMate Program..... ........... $d yes ❑no ❑n/a (2 copies) • 4. Septic application completely filled out(d applicable)... ...................... M yes El no ❑n/a S. Solid Fuel Bunning or Gas Appliance Form... ...... Im Ono Fln/a 6. Electrical Inspection Form... ...... ...... ..................... ...................., .yes Ono On/a 7. Two(2)complete sets of structural drawings........ ............ ......... ... ... ..kyes Ono On/a a) floor plan;b)foundation plan;c)cross sections:d)elevations; e)window and door schedule 8. Two(2)site plans showing location of the structure to be built............. tQyes Ono On/a location of well or water lines,location of septic system or sewer line. 0 9. Setbacks from property lines to new structure............ .............. Dyes Ono On/a 0 10. Setbacks to neighboring wells and septic systems,including onske wen.... (yes Ono On/a and septic systems (if applicable) 11, DrrvewayPermit..................... ...... ... ........................... ......... X),es Ono On/a Date: i Staff Initial: L:\Sueliemingway\Bdding.Pernut.FORMS\Generic Checklist_doc jmivary28,2003 /4 CheckV2)Full )Residential Plan]Review: One&Two Family Dwellings YIN/N/A ts of plans 500 sq. ft.—Stamped Design Loads On Plans: 90 Wind Floor Loads 40 psf 70 Ground Snow Load Sleeping Areas and Attics 30 psf Calculations: Window Schedule With Glass Size Door Schedule/Main Entrance 36"Door Emergency Escape Or Bedrooms and Habitable Space Above/Below grade,5.7 sq.ft. Grade,5.0 sq.ft. 24"(h)x 20"(w)min. /44"Max.Height above floor Residential Check Paperwork Compliance and Inspectors Checklist: OK ampproofing/Waterproofing Materials On Plans Foundation Drainage On Plans,if required 6"Drop in 10'Exterior Grade naming Cross Section For Each Roof Line,Vertical Fire Stopping Every 10' Where e uired I e and Snow shield 24"Inside Exterior Wall/24"Inside Knee Walls Platforms At Exterior Doors Vr Stairway Headroom 6' 8'All Stairs 36"Width Stair Run and Rise Winder Run and Rise r' Spiral Not Allowed From 2"d Story moke Detectors Battery Backup and Proper Location Bathroom Fixtures Proper Clearance all Width,36"min. Handrails More Than One.Riser On Open Sides ailing and Guards>30"/Basement Stairs Included/Closed Risers More Than 4"in Ht. Safety Glazing Notes For Required Areas Garage Fire Separation Garage Floor Sloped Attic Access of over 30"—22"x 30"/Crawl Spaces 18"x 24"Access Carbon Monoxide Detector Lowest Sleeping Level Soil Test Results, if required Septic To Well Or Water Line Separation All Paperwork Signed Building Permit Application Town of Queensbury—Dept of Community Development,742 Bay Road,Queensbury,NY (518)761.8256 A permit must be obtained before beginning construction. Permit File No._ No inspection will be made until applicant has received a -Fee Pasd $ valid building permit. All applicants' spaces on this Roc.Fee Paid application must be completed and must appear on the Reviewed By, application form. _ Applicant: �� AS v !�Owner: Address: \.s ""'Address: Phone#O .-Sb�s S Phone Property Location: LotNumber: / blouse Number SubdivisionName: �� < <�j-Q Tax Map Number: New Building: residence /commercial 'Estimated Market Value of Construction: $ o Addition: residence/ commercial If an Addition,what will use of new addition be? ❑' Alteration: residence/ commercial O No change to exterior size: residence/com'1 0 Other work(describe ) Check occuponcyWormation ill Floor. 2° Moor Other floor Total Below sq.ft. sq.ft. sq.ft. Square Feet Single family dwelling 1 O a SO o Two family dwelling o Townhouse 0 Multifamily dwelling #of units 0 Of floe in Mercantile o • Manufacturiu v 1 car detached garage a 2 car detached garage 0 3 car detached garage a 1 car attached garage 2 oar attached garage ,J 0 3 car attached garage . NS o Storage building- 1C)u1 ID 93.pND commercial B 0 Storage building- residential o Other What is the proposed height of the structure feet inches Will any second-hand or ungraded lumber be used? If so,for what? Type of Heating System: electric/ oil I gas/wood /forced hot air I baseboard I other: Number of Fir•enlaces to be installed Number of Woodstoyes to be installed 5 List-below`dze persons;respon.�ibleor_supervision_of_work as-rcgards to building codes: Name Address Phone Number Builder I Mo&i Plumber Ioc�v Mason Electrician Declaration: please sign below after you have carefully read the statement: To the best of my knowledge the statements contained in this application,together with the plans and specifications submitted,are a true and complete statement of all proposed work to be done on the described premises and that all provisions of the Building Code,the Zoning Ordinance and all other laws pertaining to the proposed work shall be complied with,whether specified or noted,and that such work is authorized by the owner. Further,it is understood that I/we shall submit,prior to a Certificate of Occupancy or Certificate of Compliance being issued,as requested by the Zoning Administrator or Director of Building and Codes an,ts Built Survey by a licensed surveyor;drawn to scale,showing actual location of all w Constlucani. �_ Signature: rQ &.Ls agent,architect,contractor Application for Permit-Septic Disposal System Town of Queensbury 742 Bay Road Queensbury,NY 12804 (518)-761-8256 1. OWNER INFORMATION: Office Use Location of installation: File Permit No. 1 Tax Map No. C .. Owner's Name: n Fee PaidRECEI ED. Address: �-{�� W p�\-5 R� P�� Pss�c���IIP 1 ZA Z-1 JUL 0 2 2004 2. INSTALLER'S NAME QQOty. �n.�c1oJ����l�. T0ft0MG%N 6� J G AND ODF _ 3. RESIDENCE INFORMATION: (circle year of dwelling, indicate#bedroom(s an bedrooms with applicable gallons per bedroom to equal,total daily flow) Year of House: No. of Bedrooms x Computation Total Daily Flow 441 [ti 1980 or older x 150 gal/bdrm = . Q�� . 1980— 1991 x 130 gal/bdrm = 1991 —present f x 110 gal/bdrm = 5'y� Garbage Grinder Installed yes! / ne---<-� Spa or Hot Tub Installed yes_ / no7� 4:' PARCEL INFORMATION: (circle applicable information&indicate measurements) Tgp&agphy S ture Ground Water Bedrock or Ln ervious Material . Domestic Water So ply <21atj sand at what depth at what depth In al Rolling loam /1/G�feet feet well Steep slope clay of well; water supply _%slope other from any septic-system depth: absorption if 492ft. other 2foa Percolation Test:_ To be completed by licensed professional engineer or architect) Rate: minute per inch 5. PROPOSED SYSTEM: For New Construction: All individual sewage disposal systems must be designed by a licensed professional engineer or architect(unless installed in a Planning Board approved subdivision). Add 250 gallons to the size of the septic tank and leach field for each Garbage Grinder,Spa or Wlvrlpool Tub. Septic Tank: � � gallon (min. size 1,000 gal) Tile Field: each trench _fl. Total System Length: _ft. Seepage Pit(s): number of size of each: ft, by ft. Size of Stone to be used: # 2- 1 depth or thickness feet Bed.System Size: x Alternative System: length and/or size -6... - - HOLDING TANK SYSTEM: (if required) Number of tanks: / Size of each: gallons /TOTAL Capacity: gallons Note: Alarm System and associated electrical work must be inspected by a Town approved electrical inspection agericy. 7. SIGNATURE &INFORMATION FOR RESPONSIBLE PERSON(please read) For your protection,please note that pursuant to Section 136-29 of the Code of the Town of Queensbury, any permit or approval granted which is based upon or is granted in reliance upon any material misrepresentation or failure to make a material fact or circumstance known by or on behalf of an applicant, shall be void. I have read the regulations with respect to this application and agree to abide by these and all requirements of the Town of Queensbury Sanitary Sewage Disposal Ordinance. V4ign t re of responsible person Date r ' l�....•nMieff� 1.7f1Gh7'�S+'�'�rt�CT�l�If�X;Cr"�T• '��.i^LWW+�O�j��_•zCULLV1�1�i.rL�-�G r ' u ' , dJi+'4/'N' tl�w a +�.•rw ' ���• i- �Ul1Jb�.lt�f �.,C-D) NL 1.1' tzk 9 3cnatl CINOd • ':y.i.ttl►�1[11�I'I11t'12'1�131 I�(�I►1��S121Vc1;!IS ' :) �►41�tc:�cjc1� , r , .1alditil2) jus-o wi(I Iwo • �.ttt{I1;lli):1t12) Sll itAt<),1�, , Fire Marshal's Office 'town of Queensbury,742 Bay Road,Queensbury,NY (518)761-8205 Application for Fuel Burning Appliances & Chimneys applicable to solid fuel & vented gas.appliances Date (r:a 1 , 20 t A Permit'No.A (.y1� 4 �� ` ��� , f , Application is hereby made to the Building& Codes Office for the issuance of a Building and Use Permit pursuant to the New York State Fire Prevention.and Building Code. The applicant or owner agrees to comply with all applicable laws, ordinances, regulations, and all conditions that are part of these requirements and also will allow all inspectors to enter premises to perform required inspections- NOTE to applicant Rough-in and Final Inspections are required. Applicant Information Fuel Burning Appliance Information (circle appropriate words) Name: lr d`'"l rr x ;E g t Stove: wood coal pellet gas ' — Fireplace insert i r Fireplace, factory-built: wood --"'as-�-'- Address: �`� �.,U pit P Y �,.._-_ .-` AY ,�Y \�� t ,� ,_ Fireplace, masonry: wood gas Furnace: wood gas-. oil f Phone: /x, f,ry t >_ U, If non-masonary applicance, please provide Owner: Manufacturer Name: r; Model Number: Address: Chimney Information Phone: (circle appropriate words) Masonry block brick stone Flue the steel size: inches Exact Address: P t; _.,tip `;'i� of construction or actory-Built i y _ ., Manufacturer Ilallle: Model Number: Note: Listed By: Number: Construction/Installation must con. orrn to NYS Dire Prevention &Building Indicate(circle) chimney material: Code. Consult available Town of Quee'nsburrr ` ~ Handouts regarding required inspections. Double wall / Triple wall Insulated �% Direct venting - Chimney Ginter Ca/arb�[ez''�r Department—Tos�rr ;of Qzzeen�erbury, 2V"est ]E�orl�: I • � r Fire Marshal Code# $Collected $Re unded Received i-om (refunded tc : A 173 3389 (190) Public Safety - �� A 233 2655 (230)Minor Sales DATE• r ::,: o t{ ! `z o`z White(Applicant) / Green(Fire Marshal) 1 Yellow(Bldg. Dept.) / 'Pink&Goldenrod(Cashier s Dept.) ENERGY CODE COMPLIANCE APPLICATION TOWN OF QUEENSBURY, WARREN COUNTY 9000 HEATING DEGREE DAYS Compliance Methods:Part 5 -Acceptable Practice Method—1&2 Family Dwellings (only) Part 6*-Thermal Rating—Component trade Offs 1&2 Family Dwelling; Multi-Family Dwellings(3 Stories or less) Part 4*-Design by Component Performance,Commercial Buildings-Hi Rise Residential *Requires submission of worksheets APPLICANT'S NAME: PROPER LOCA N: PART 5 METHOD OF COMPLIANCE BY ACCEPTABLE PRACTICE: I. Gross Floor Area- g 1 square feet 2. Type of heat- . Electric Oil Gas 4 Other 3. Is building mechanically cooled? es No 4. Percentage of area of windows and doors Over 17% Under 17% 5. R-VALUES FOR MULATION GIVEN BELOW MUST CORRESPOND TO R VALUES AS SHOWN ON PLANS SUBMITTED: a: Roof R b. Exterior walls R C. Glazed areas R d. Exterior doors R�_s7 e. Floors over unheated spaces R Z9_ f. Edge of slab on grade(heated building) R g. Basement/cellar walls(above grade) R�[� h. Basement/cellar walls(below grade) R�_ i. Heating/cooling-ducts-piping in unheated space R 6. Service(domestic)hot water heating device Conforms to minimum efficiency per code �e Yes No TEMPERATURE CONTROL MAXIMUM SETTING 140—WILL NOT BE EXEEDED icant's i tur Date Phone Nur � �c� INSPECTOR'S REMARKS: Queensbury Building & Code Enforcement - Residential Final Inspection f Office No.(518)761-8256 Arrive: am/pm D rt: a Date Inspection request received: Inspector's Initials: _ NAME: PERMIT LOCATION: DATE. r — TYPE OF STRUCTURE: �7 _-- _ Comments Y N N/A Chimney Ht./"B"Vent/Direct Vent Location. Fresh Air Intake 3 inch Plumb Vent through roof minimum 6" Roof Complete/Exterior Finish Complete 116 Guard 30 in.or more a),stairs,decks,patios Guard at stairwell at 34 in.or more Guard at deck,porches 36 in. or more Exterior Finish Complete Interior/Exterior Railings 34 in.to 38 in. Platform'at all exterior doors Interior Handrails stairs 2 or more risers Enclosed Stairs Sheetrock Underside minimum ''/" Gypsum _ Grade away from foundation 6 in.with 10 ft. Handrail Termination at Newell Post or Wall 6 inch clearance to sill plate Gas Valve shut-off exposed/regulator 18"above grade Gas Furnace shut-off within 30 ft.or within line of site Oil Furnace shut-off at entrance to furnace area Furnace/Hot Water Heater operating Low water shut-off boiler Relief Valves installed/Heat Trap/Water Temp 110 Interior privacy/trim/doors/main entrance 36 in. Bathroom/Kitchen watertight Safety glazing/Window in stairwells safety glazing Interior Smoke Deteceors: / nyQt Every level: ✓ / Every Be room: Outside every bedroom area: Inter Connected: / Battery backup: Carbon Monoxide Detector Bathroom Fans, if no window Plumbing fixtures Foundation insulation Floor.truss,draft stoppin finished basement 1,000 sf Emergency egress below grade Basement stairs closed rise>4 inches Garage Floor Pitched Garage fire roofing/'/<hour fire door/door closer Duct work Sealed properly Gas Logs in Sealed or Glass Enclosure Attic access 30 in.x 22 in.x 30 in.(ht.)In accessible area Crawl Spaces 18"x 24"access, 1 s . 1-150 s . ft.vents Building No./Address visible from road Final Electrical Site Plan /Variance required Final Survey Plot Plan As Built Septic System/Sewer Dept. Inspection Sticker Flood Plain Certification, if required Oka to issue C/C or C/O Temporary/Permanent L:\PamW\Building&Codes\Inspection Forins\Res. Final Inso. form 2.docLast printed 2/12/04 Residential Final Inspection Office No. (518) 761-8256 Date Inspection quest r eive Queensbury Building&Code Enforcement Arrive: am/p epart: a pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Init' . NAME: — ERMIT#: 7 0 Oq--45) 6 LOCATION: — DATE: TYPE OF STRUCTURE: Comments Y N N/A. ChimneyHt./"B"Vent/Direct Vent Location Fresh Air Intake 3 inch Plumb Vent through roof Roof Complete Guard 30 in.or more @ stairs,decks,patios Guard at stairwell at 34 in. or more Guard at deck,porches 36 in. or more Exterior Finish Complete Interior/Exterior Railings 34 in.to 38 in. Platform at all exterior doors Interior Handrails stairs 2 or more risers Grade away from foundation 6 in.with 10 ft. Handrail Termination at Newell Post or Wall 8 inch clearance to sill plate Gas Valve shut-off exposed/regulator 18"above grade Gas Furnace shut-off within 30 ft. or within line of site Oil Furnace shut-off at entrance to furnace area Furnace/Hot Water Heater operating Low water shut-off boiler . .Relief Valves)installed Interior privacy/trim/doors/main entrance 36 in. Bathroom/Kitchen watertight Safety glazing Window in stairwells safety glazing Interior Smoke De ctors: Every level: / Every B room: / Outside every bedroom Inter Connected: / Battery backup- Bathroom Fans,if no window Carbon Monoxide detector Plumbing fixtures Foundation insulation Floor truss,draft stopping finished basement 1,000 sf Emergency egress below grade Basement stairs closed rise>4 inches %hour fire door/door closer Garage fireproofing Duct work Sealed properly Attic access 30 in.x 24 in.x 30 in.(ht.)In accessible area Crawl Spaces 18"x 24"access, 1 s . ft.-150 s . ft.vents Building No./Address visible from road Final Electrical . Site Plan /Variance required Final Survey Plot Plan As Built Septic System/Sewer Dept.Inspection Sticker Flood Plain Certification, if required Okay to issue C/C(Cert. Of Compliance) Okay to issue Temporary C/O (Cert. Of Occupancy) Okay to issue Permanent C/O(Cert. Of Occu anc ) L:\SueHemingway\Btrilding.Codes.Inspection.FORMS\Res.Final Insp.form 2.doc edited January 28,2003 Septic Inspection Report Office No. (518)761-8256 Date Inspectijruer ceiv Queensbury Building&Code Enforcement Arrive. m epart:742 Bay Rd., Queens`bury,NY 1,2804 Inspector's In NAME: t E'RMIT NO.: b LOCATION: Z = �I�TSPECT ON: RECHECK: +/ Comments and/or diasram Soil Type: Sand/Loam/Clay Type of Water: Municipal/Well Water Waterline separation distance ft. I Well separation distance ft. Other wells: ft. Absorption Field: Total length ft. Length of each trench ft. Depth of trenches ft. Size of Stone Seepage Pits: Number Size: x Stone Size: piping Size Type Building to tank Tank to Distribution Box Distribution Box Kield/Pit Opening Sealed Y /Partial Location/Separations Foundation to tank ft. Foundation to absorption ft. Separation of Pits ft. Conforms as per Plot Plan Y N Location of System on]Property: Fron —L ft Side fight Side Mrus: le Rear System U Partial Approved and needs to be re-inspected,please call the Building&Codes Office Disapproved L:\SueHemingway\Building.Codes.Inspection.FORMS\Septic Inspection Report.doc January 28,2003 Jan 10 05 07: 46a Jim Furey 518 885 0613 p. 1 RECEIVED . FARMINGTON GROVE JAN 10 2005 BY T & B ASSOCIATES TOWN OF QUEENSBURY FASCIMILE COVER SHEET ZONING OFFICE FROM: JO ANNE E. KNAPP, OFFICE MANAGER (518) $84-0690 OFFICE -(518) 885-0613 FAX TO: JOHN OR JOEL TWN QUEENSBURY FAX#. . 745-4437 DATE: 1/10/05 # OF TOTAL PAGES 3 AS BUILTS FOR 12 BERRY PATCH'& 16 FARMINGTON PL REGARDING: COMMENTS: JOHN& JOEL: AS BUILTS FOR 12 BERRY PATCH DRIVE, GOING FOR C.O. TODAY BET 10 & 12 AND 16 FARMINGTON PLACE BOTH FOR T&B ASSOCIATES THANKS A MILLION!! ANY QUESTIONS,PLEASE CALL! Jan 10 05 07: 46a Jim Furey 518 885 0613 p. 2 t Jan 08 05 09:24a Michael Cha 518-696-2047 p.6 weM i r) z - 7eoL1 - 5-1 BUILDING & S o REVIEWED BY, ` DATEI ILL K' Givfa' 3' 7' Sb' may' 78'e:.� Final Survey Inspection Dept. of Community Development Town of Queensbury 742 Bay Road Queensbury,NY 12804 Date received: NAME: LOCATION: PERMIT#: Lr Final Survey Plot Plan Approved Denied The attached final survey has been received by the Dept. of Community ' Development. Upon review the survey has b en: Craig r , Zoning Administrator Notes: L:\SueHemingway\Building.Codes.Inspection.FORMS\Final Survey Zoning Administrator.doe Queensbury Building & Code Enforcement - Residential Final Inspection Office No.(518)761-8256 r / Arrive: wr , t:xv pmDate Inspection request received: J�—�1 �s Inspectors InitiNAME: T(r QLOCATION: '4T-c ( 2l v� TYPE OF STRUCTURE: �r _ Comments Y N N/A Chimney Ht./"B"Vent/Direct Vent Location Fresh Air Intake 3 inch Plumb Vent through roof minimum 6" Roof Complete/Exterior Finish Complete Guard 30 in.or more a)stairs, decks,patios Guard at stairwell at 34 in. or more Guard at deck,porches 36 in. or more Exterior Finish Complete Interior/Exterior Railings 34 in.to 38 in. Platform at all exterior doors Interior Handrails stairs 2 or more risers Enclosed Stairs Sheetrock Underside minimum ''/z" Gypsum Grade away from foundation 6 in, with 10 ft. Handrail Termination at Newell Post or Wall 6 inch clearance to sill plate Gas Valve shut-off exposed/regulator 18"above grade Gas Furnace shut-off within 30 ft. or within line of site Oil Furnace shut-off at entranclotrnace area Furnac Hot Water Heater operating Low water shut-o of er Relief Valves installed/Heat Trap/Water Tern 110 Interior privacy/trim/doors/main entrance 36 in. Bathroom/Kitchen w terti ht Safety glazing/Win ow in stairwells safet lazin Interior Smoke Det tors: Every level: _ / EvejBdroom: Outside every bedroo area: Inter Connected: V Buttery backup: , 1 Carbon Monoxide Detector _ - Bathroom Fans, if no window Plumbing fixtures ' Foundation insulation Floor truss,draft stopping finished basement 1,000 sf Emergency egress below grade Basement stairs closed rise>4 inches Garage Floor Pitched _ Garage fireproofing/'/4 hour fire door/door closer Duct work Sealed properly Gas Logs in Sealed or Glass Enclosure Attic access 30 in x 22 in.x 30 in.(ht.)In accessible area Crawl Spaces 18"x 24"access, 1 s . f .-150 s .ft. vents Building No./Address visible from road Final Electrical Site Plan /Variance required Final Survey Plot Plan As Built Septic System/Sewer Dept.Inspection Sticker Flood Plain Certification, if required Okay to issue C/C or C/O Temporary/Permanent L:\PamW\Building&Codes\Inspection Forms\Res. Final Insp. form 2.docLast printed 2/12/04 Town of Queensbury Fire Marshal's Office 742 Bay Road Queensbury, NY 12804 Phone (518) 761-8205 Fax(518) 745-4437 Fire Marshal's Inspection Report Request + SCHEDULE Received: Permit# Z-Of3-f INSPECTION ON: ' L Name: AM DM ANYTIME Location: APPROVED N/A, YES NO COMMENTS EXIT ACCESS EXIT ENCLOSURE EXIT DISCHARGE MAIN AISLE WIDTH SECONDARY AISLE WIDTH EXIT SIGN-NORMAL EXIT SIGN-BATTERY EMERGENCY LIGHTING FIRE EXTINGUISHER HUNG FIRE EXTINGUISHER INSPECTION FIRE EXTINGUISHER HYDRO FIRE ALARM SYSTEM FIRE ALARM -FAN SHUTDOWN FIRE SPRINKLER SYSTEM FIRE SUPPRESSION-KITCHEN FIRE SUPPRESSION-GAS ISLAND HOOD INSTALLATION INTERIOR FINISHES STORAGE COMPRESSED GAS CLEARANCE TO SPRINKLERS CLEARANCE TO ELECTRICAL ELECTRIC WIRING ENCLOSED COMBUSTIBLE WASTE VEHICLE IMPACT PROTECTION \ � FIRE LANE F.D.SIGNAGE-UTILITY ROOMS SMOKING SIGNS M J�G O � 1cz MAXIMUM OCCUPANCY SIGN �.� EMERGENCY EVAC PLAN OK THI ATE7 FOR OT OK INSPECTED BY COMDEV/CHRISJNVORD/LETTERS2001/FIREMA ALINSPECTIONREPORT11022001 WHITE-BUILDING DEPARTMENT COPY YELLOW-OCCUPANT COPY Old Septic Inspection Report / f Office No. (518)761-8256 Date Inspection requ�estlece-veld Queensbury Building&Code Enforcement Arrive: am/pm Ddpart: �ai , 742 Bay Rd., Queensbury,NY 12104 Inspector's Initials:' I"i `�r NAME: 44IT NO.: LOCATION: ' _ r INSPECT ON: RECHECK: 1 �--� Comments and/or diagram Soil T e; San Loam - T e of Water: i unicipal ' ell Water Waterline separation distance ft. Well separation distance ft.-"- Other wells: ft.-'r Absorption Field: Total length ft. Length of each trench ft. Depth of trenches ft. Size of Stone Seepage Pits: Number Size: x Stone Size: Piping Size type Building to tank IL4%i Tank to Distribution Box LA Ja Distribution Box to Field/Pit Opening Sealed N/Partial Location/Separations Foundation to tank ft.+ Foundation to absorption ft.+ Separation of Pits ft Conforms as per Plot Plan Y N l�E N6 �T Location of System on Property: �` �JE S� VJ5 i',tJL -T-b SJ Front Rear Left Side Right Side Middle Front iddle Rear System Use Status: pproved Partial Approved and needs to be re-inspected,please call the Building&Codes Office Disapproved L:1SueHemingway\Building.Codes.Inspection.FORMS\Septic Inspection Report.doc January 28,2003 i i Rough Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date Inspection requeS re eive k)z,)v 0 " Queensbury Building&Code Enforcement Arrive: De art: am/ Yn I 742 Bay Road, Queensbury,NY 12804 Inspector's Ini 'al I r NAME: PERMIT LOCATION: i- °INSPECT TYPE OF STRUCTURE: YY N N/A PVC: R-1,R-2,R-3,R4 Drain/Vents Cast Iron, Copper Drain/Vent/ Comm. Plumbing Vent/Vents in Place Rough Plumbing/Nail Plates 1 % inch min.. Drain Size Washing Machine Drain 2 inch min. Head or Air Supply Test Drain and Vents (� 5 PSI or 10 feet above highest connection for 15 minutes Cleanout every 100 feet/change of direction Water Supply Piping Cooper Commercial Cooper, CPVC,Pex One and Two-Fandl nsu a Residential Check/ Commercial Check Pro er Vent,Attic Vent Duct/Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly/No duct tape 80 COMMENTS: '►1 v � I•� LASueHemingway\Building.Codes.Inspection.FORM S\Rough Plumbing Insulation Report.doc November 17,2003 16 Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date Inspection re st r ceive I U Queensbury Building & Code Enforcement Arrive: r p D : 742 Bay Road, Queensbury, NY 12804 Inspector's Initi ls- NAME: PE T#: LOCATION: IN ECT ON: TYPE OF STRUCTURE: Y N N/A COMMENTS Framing ac tuds/Headers Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 %2 (w) 16 gauge (8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and snow shield 24 inches from waj1 Fire separation 1, 2, 3 hourjr r / pr Fire wall 2, 3, 4 hour Firestopping % Penetration sealed 16 inch insulation in cav/min. Garage Fire Separation I House side %2 inch or;5/8 inch Type X Garage side 5/8 inc ype X Ceiling/wall,," Windows Habitable•Space/Bedrooms 24 in. (H) 20 in. (W) i 5.7 sf above/below grade 5.0 sf grade LASueHemin-way\Building.Codes.Inspection.FORMS\Framing Firestopping Inspection Report.doc January 28,2003 -Z, Framing / Firestopping Inspection Report J Office No. (518) 761-8256 Date Inspection re,, re etv Queensbury Building&Code Enforcement Arrive: � in/pm epa m 742 Bay Road, Queensbury, NY 12804 Inspector's In' ial i 60 L'—E-/ NAME: 131 PERMIT#: �o ... LOCATION: INSPECT ON: 2 Ul r TYPE OF STRUCTURE: Vl naming Y N /A COMMENTS Jack Studs/Headers 1a7G�NC-� M bbA-O6 Bracing/Bridging Ni Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.C. fj}�1-D17 I—O Sb Headroom 6 ft. 8 in. V t \ Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 1/2 (w) 16 gauge (8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and snow shield 24 inches from wall Fire separation 1, 2, 3 hour Fire wall 2, 3, 4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation. House side %2 inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade LASueHemingway\Building.Codes.Inspection.FORM S\Frarning Firestopping Inspection Report.doc January 28,2003 Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date Inspection requ r ce d: Queensbury Building &Code Enforcement Arrive: a pm _ art: a 742 Bay Road, Queensbury, NY 12804 Inspector's Initial : NAME: 7-4- 1� 1) 5 So PERMIT#: G LOCATION: Vf)_fjVM ;PAT-c H INSPECT ON: �� 2 V. TYPE OF STRUCTURE Y N N/A COMMENTS aming tJF��i9 TtZ•5`79 Jack Studs/Headers 5 ITS Bracing/Bridging �t DC��tJ� N-t g5 r rJG Joist hangers / Jack Posts/Main Beams Exterior sheeting nailed properly ✓ `1 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. A 1 o � ��i �L6, Notches/Holes/Bearing Walls Metal Strapping for Notches To Plate PL �� �O PP g PpE P F 3TEE 1 %2 (w) 16 gauge (8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center ��� �vQ L� O Ice and snow shield 24 inches from wall Fire separation 1, 2, 3 hour L A6-7 �J.`��L Lc> Fire wall 2, 3, 4 hour L,-> CAcMij Firestopping ` NCO � G PCB s�to� Penetration sealed 16 inch insulation in cavity min. v NC-- Garage Fire Separation House side % inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade LASueHernineway\Building.Codes.Inspection.FORMS\Framing Firestopping Inspection Report.doc January 28,2003 Rough Plumbing / Insulation Inspection Report Office No. (5 l 8) 761-8256 Date Inspection request r ed�� Queensbury Building& Code Enforcement Arrive:�' rPRMT'r art: am/4� 742 Bay Road, Queensbury,NY 12804 Inspector's InitiNAME: #0j LOCATION: INSPECT ON: � �j TYPE OF STR CTURE: Y N N/A PVC: R-1,R-2,R-3,R4 Drain/Vents V/ Cast I_ron, Copper Drain/Vent/ Comm. PI bin Vent/Vents in Place ou h Plumbing/Nail Plates 1 % inch min.. Drain Size Washing Machine Drain 2 inch min. Head o Air Supply Tes Drain an ents ✓/ C SI or 10 feet above highest connection for 15 minutes Cleanout every 100 feet/change of direction Water Supply Piping Cooper Com,mer Qal Cooper, CPVC, a One and Two-Family Insulation/Residential Check/ Commercial Check Proper Vent, Attic Vent Duct/Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly/No duct tape COMMENTS: IDF LASueHemingway\Building.Codes.Inspection.FORMS\Rough Plumbing Insulation Repo t.doc November 17,2003 Foundation Inspection Report Office No. (518) 761-82.56 Date Inspection request received: _ Queensbury Building& Code Enforcement Arrive: ani/p -Depart: am/pm 742 Bay Rd., Queensbtry, .NY 12804 Inspector's Initials: NAME: _ PERMIT#: _0 Z�_!� LOCATION: _ _ INSPECT ON: �1�� TYPE, OF STRU TURF: Comments Y N N/A Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purr ose on site, Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation./Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 i ch width 6 'R ches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under SIab PVC/Cast/Copper~ Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\,SueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 0-LI Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date Inspection request received: Queensbury Building& Code Enforcement Arrive: -a0 rr jj, Part: ./ am/pm 742 Bay Road, Queensbury, NY 12804 Inspector's Initials: NAME: � -47<3,S C! PERMIT#: LI LOCATION: ) > ��� ��� � -) ^� INSPECT ON: TYPE OF STRUCT Y N N/A COMMENTS TS Framing Jack Studs/Headers Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 %z (w) 16 gauge (8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses An 1�or Bolts 6 ft. or less on center Are and snow shield 24 inches from wall Fire separation 1, 2, 3 hour Fire wall 2, 3, 4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side % inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade LASueHemingway\BuiIding.Codes.Inspection.FORM S\Framing Firestopping Inspection Report.doc January 28,2003 F - GG Foundation Inspection Report ' v Office No. (518) 761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: an-/pm epart: ' pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials: . D NAME: 72 54le PERMIT#: � _ LOCATION: / I-vi,-C� INSPECT ON: o .d TYPE OF STRUCTURE: C ments Y N N/A Footings _ Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/W allpour einforeement in Place un a on Dampproofing, Foundation/Waterproofing T e of Dampproofing/Waterproofing noting Drain Daylight or Sump llj �ly oo'h3 Drain Stone: 12 inch_width 6 inches above footing 6 mil poly for wet areas under slab Baekfill A proval r � Plumbi6rider-Slab PYC/Cast/Copper Foy undat`<an Insulation Interio /Exterior R= �I q��C- OV ! Rough rade 6 inch drop within 10 ft. LASueHemingway\Building.Codes.Inspection.FORMSUFoundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518) 761-8256 Date Inspection request received: z� /,o Queensbury Building&Code Enforcement Arrive: anvp , / Depa pm 742 Bay Rd., Queensbury,.NY 12804 Inspector's Initials: NAME: PERMIT#: __ LOCATION: _ eL � -�C NSPECT ON: 2 TYPE. OF STRUCTURE: Ul— Comments Y N N/A ootings Piers Monolithic Slab Reinforcement in Place The contractor is respoble for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under SIab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASuellemingway\Bui Wing.Codes.Inspection.PORMSToundation Inspection Report.doe January 28,2003 ENGINEERING BY Tnuliil' a O, A Wek Affiliate TFrenco 818 Soundside Rd Edenton,NC 27932 Telephone 252/482-7000 Fax 252/482-7115 Re: 12Berry T&B Assoc#B23284/Lot# 12 Berrypatch The truss drawing(s)referenced below have been prepared by Truss Engineering Co.under my direct supervision based on the parameters provided by Stock Building Supply-Schenectady, NY. Pages or sheets covered by this sealE1786983 thruE1786995 My license renewal date for the state of New York isAugust 31,2006. Op to oV NEiN Y STFJZy, 0,9� r a Cc — Li) z �0.67ti�2 9p July 6,2004 Strzyzewski,Marvin The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI-1995 Sec.2. Engineering services provided by Truss Engineering Company. 46-0.0 9-6-0 12)THD26 ANGERS T05GE cb O o N O ( ) -402 N f o Lu ( ) - 01 6) TO A ( ) - 01 r o O d L c� WI o lA /� In N O L J c r o a N d V r o � d L N V) o O 40 2-0-0 2-0-0 2•0-0 2-0-0 2.0-0 2-0-0 2.0-0 2-0-0 2-0-0 2-0-0 2-0-0 2.0-0 2.0-0 2-0-0 z 0-0 2.0-0 2 0 2.0-0 2 -0 2.0-0 2.0-0 2-a O � d ch N O O N r o d N O O O 4) HD O N A L A ER � d N �TO3GE I Od 04A-ATTIC TRUSSES TO BEAR ON 1st FLOOR WALL O d CAUTION: DO NOT ERECT TRUSSES BACKWARDS F :, INSTALL APPROVED METAL TIES AT ALL ROOF o BEARING LOCATIONS PER NYS CODE SECTION 802.11 N REFER TO HIB-91 or BCSI-B7 SUMMARY SHEET FOR o RECOMMENDATIONS ON HANDLING,INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES T04GE 12-2.0 018-0 11.8.0 22.0.0 55-6.0 Bellevue Builders Supply Name:T B Associates The Jennings Model 500 Duanesbura.Rd Address:Farmington Grove Schenectady Lot#12 Berrypatch Job: NY Queensbury TBAssocXl Merry Telephone:518-355-7190 NY Fax:518-355-1371 Telephone: Scale:1:96 Date:715/2004 Drawn By:RPF e Job Truss Truss Type Qty Ply �The ssoc#B23284/Lot,12�Berrypatch E1786983 12BERRY T01 COMMON 10 nningsference o tional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Mon Jul 0511:31:57 2004 Page 1 -0-10-8 5-7-11 10-6.0 16-M 21-6-0 26-0-5 32-0-0 32-10 8 0-10-8 5-7-11 4-10-5 5-6-0 5-6-0 4-10-5 5-7-11 0-10-8 Scale=1:63.2 5x6= 6 7.00 12 2x4 11 2x4 11 7 3x5 i 5 3x5 2x4 Z�, 4 8 2x4 G 3 9 1011 m 1 2 IR 0 0 5x10= 14 15 13 16 12 5x10= 5x8= 4x10 M1120H= 5x8= 10-6-0 21-6-0 32-0-0 10-6-0 11-0-0 10-6-0 Plate Offsets(X Y): [2:0-4 0 Edge] [10.0-4 0 Edge] [13.0 5 0 Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.73 Vert(LL) -0.73 12-14 >515 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.94 Vert(TL) -0.94 12-14 >403 240 M1120H 127/93 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.11 10 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:133lb LUMBER BRACING 'TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 2-7-15 oc purlins. BOT CHORD 2 X 4 SPF-S 21 OOF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud `Except* 6-14 2 X 4 SPF No.2,6-12 2 X 4 SPF No.2 WEDGE Left:2 X 4 SPF Stud,Right:2 X 4 SPF Stud REACTIONS (lb/size) 2=2465/0-5-8,10=2465/0-5-8 Max Horz2=-244(load case 6) Max Uplift2=-143(load case 8),10=-143(load case 9) Max Grav2=2720(load case 2),10=2720(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/73,2-3=-4151/572,3-4=-3372/486,4-5=-3216/509,5-6=-3380/652,6-7=-3380/652,7-8=-3216/509,8-9=-3372/486, 9-10=-4151/572,10-11=0173 BOT CHORD 2-14=-378/3347,14-15=-71/2034,13-15=-71/2034,13-16=-71/2034,12-16=-71/2034,10-12=-378/3347 WEBS 3-14=-764/203,5-14=-916/230,6-14=-270/1997,6-12=-270/1997,7-12=-916/230,9-12=-764/203 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 0�: NEW 2)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. l`_,STR,2Y 0 4)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. Q 6)All plates are M1120 plates unless otherwise indicated. * �C X 7)*This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will r— fit between the bottom chord and any other members. i. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 143 lb uplift at joint 2 and 143 lb uplift at 2 2 joint 10. LOAD CASE(S) Standard O NQ•67102 ROp SSiO'�XP July 6,2004 ® WARNING-Verify design parameters and READ NOTES ON TIBS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. EN•i11,4EE RMG By Desgn valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ����® F�oplicablity of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability ity during construction is the respor of the is erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,5B3 D'Onofrio Drive,Madison.Wl 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply T&B Assoc#B23284/Lot#12 Berrypatch _ E1786984 12BERRY T01A COMMON 6 1 The Jennings Job Reference o tional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Mon Jul 0511:31:58 2004 Page 1 -0-10-8 5-7-11 I 10-6-0 16-0-0 21-6-0 26-4-5 I 32-0-0 0-10-8 5-7-11 4-10-5 5-6-0 5-6-0 4-10-5 5-7-11 - 5x6= Scale=1:62.7 6 7.00 12 2x4 II 2x4 II 7 3x5 5 3x5 2x4 4 8 2x4 i 3 9 10 �1 2 I¢ 5x10= 13 14 12 15 11 5x10= 5x8= 410 M1120H= 5x8= 10-0-0 21-6-0 32-M_ 10-6-0 11-0-0 10-6-0 Plate Offsets(X Y): [2:04-2 Edge] [10:04-2 Edge] [12:0-5-0 Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.80 Vert(LL) -0.73 11-13 >519 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.97 Vert(TL) -0.94 11-13 >405 240 M1120H 127/93 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.11 10 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:131lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 2-5-10 oc purlins. BOT CHORD 2 X 4 SPF-S 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud 'Except' 6-13 2 X 4 SPF No.2,6-11 2 X 4 SPF No.2 WEDGE Left:2 X 4 SPF Stud,Right:2 X 4 SPF Stud REACTIONS (lb/size) 2=2472/0-5-8,10=2334/0-4-0 Max Horz2=253(load case 7) Max Uplift2=-143(load case 8),10=-101(load case 9) Max Grav2=2723(load case 2),10=2536(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/73,2-3=-4156/576,3-4=-3385/489,4-5=-3229/512,5-6=-3385/656,6-7=-3413/660,7-8=-3245/517,8-9=-3402/495, 9-10=-4212/586 BOT CHORD 2-13=-409/3351,13-14=-103/2046,12-14=-103/2046,12-15=-103/2046,11-15=-103/2046,10-11=-422/3415 WEBS 3-13=-763/203,5-13=-915/230,6-13=-269/1997,6-11=-276/2027,7-11=-908/228,9-11=-810/214 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. OF N E W 2)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. , 3)Unbalanced snow loads have been considered for this design. P �P,STRZy0 A)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads: � 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. Q /y 6)All plates are M1120 plates unless otherwise indicated. 't °. 1 (P 7)'This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will r fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 143 lb uplift atjoint 2 and 101 lb uplift at joint 10. Ile LOAD CASE(S) Standard `�OF�ssI oNP July 6,2004 ® WARNIII'G-Verify design parameters and READ NOTES ON TBTS AND JNCLUDF-D BBTER REFERENCE PAGE➢U-7473 BEFORE USE. Et• NEERI NG BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual ro building component. � }I����® Applicab6ity of design paramenters and proper incorporation of component is responsibility of building designer- t truss designer.Bracing shown is forlateral support of individual web members only.Addtional temporary bracing to insure stability during construction is the responsibilrity of the i erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Al filiat9 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type Qry Ply T&B Assoc#B23284/Loth 12 Berrypatch E1786985 12BERRY T01GE GABLE 1 1 The Jennings Job Reference o banal Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Mon Jul 0511:32:00 2004 Page 1 --10,8 134-0 114-8-0 16-0-017-4-0 18-8-0 32-0-0 32-10 8 0-10-8 13A-0 14-0 14-0 14-0 14-0 13-4-0 0-10-8 Scale=1:63.2 4x4= 14 7.00 F172 15 13 12 16 11 17 10 i 18 3x5 i 9 19 3x5 7 8 2021 6 22 23 5 24 4 3 25 26 n 1 2 o 3x5= 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 3x5= 5x6= 32-M 32-0-0 Plate Offsets(X Y): (38:0 3 0 0 3 Ol LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.16 Vert(LL) n/a - n/a 999 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.00 27 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.01 26 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:202Ito LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF-S 21 OOF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF Stud 'Except' WEBS T-Brace: 2 X 4 SPF Stud-14-38.13-39,15-37 14-38 2 X 4 SPF No.2,13-39 2 X 4 SPF No.2,15-37 2 X 4 SPF No.2 Fasten T and I braces to narrow edge of web with 1 Old Common wire nails,gin o.c.,with 4in minimum end distance. Brace must cover 90%of web length. REACTIONS (lb/size) 2=293/32-0-0,38=164/32-0-0,39=186/32-0-0,40=185/32-0-0,41=188/32-0-0,42=1 B7/32-0-0,43=187/32-0-0, 44=187/32-0-0,45=185/32-0-0,46=199/32-0-0,47=127/32-0-0,48=340/32-0-0,37=186/32-0-0,36=185132-0-0, 35=188/32-0-0,34=187/32-0.0,33=187/32-0-0,32=187/32-0-0,31=185/32-0-0,30=199/32-0-0,29=127/32-0-0, 28=340/32-0-0,26=293/32-0-0 Max Horz2=-244(load case 6) Max Uplift2=-58(load case 6),39=-14(load case 7),40=-32(load case 8),41=-28(load case 8),42=-27(Ioad case 8), 43=-27(load case 8),44=-27(load case 8),45=-27(load case 8),46=-27(load case 8),47=-24(load case 8), 48=-42(load case 8),37=-1(load case 6),36=-34(load case 9),35=-28(load case 9),34=-27(load case 9), 33=-27(load case 9),32=-27(load case 9),31=-27(load case 9),30=-27(load case 9),29=-24(load case 9), 28=-41(load case 9),26=-13(load case 7) Max Grav2=399(load case 2),38=164(load case 1),39=258(Ioad case 2),40=253(load case 2),41=254(load case 2), 42=253(load case 2),43=253(load case 2),44=254(load case 2),45=251(load case 2),46=269(load case 2), 47=174(load case 2),48=459(load case 2),37=258(load case 3),36=253(load case 3),35=254(load case 3), 34=253(load case 3),33=253(load case 3),32=254(load case 3),31=251(load case 3),30=269(load case 3), 29=174(load case 3),28=459(load case 3),26=399(load case 3) ��pF N�y/Y FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-217/145,34=-176/135,4-5=-157/137,5-6=-134/135,6-7=-1121131,7-8=-106/134,8-9=-90/133, �Q Q, STRZj, 9-10=-76/132,10-11=-76/156,11-12=-76/194,12-13=-76/235,13-14=-79/251,14-15=-79/251,15-16=-76/235, 16-17=-76/194,17-18=-76/156,18-19=-76/120,19-20=-76/83,20-21=-19/47,21-22=-76/44,22-23=-76/48,23-24=-72/50 * Q 24-2 5=-1 0 014 8,25-26=-138/95,26-27=0/70 BOT CHORD 2-48=-34/169,47-48=-34/169,46-47=-34/169,45-46=-34/169,44-45=-34/169,43-44=-34/169,42-43=-34/169, 41-42=-34/169,40-41=-34/169,39-40=-34/169,38-39=-34/169,37-38=-34/169,36-37=-34/169,35-36=-34/169, 34-35=-34/169,33-34=-34/169,32-33=-34/169,31-32=-34/169,30-31=-34/169,29-30=-34/169,28-29=-34/169, 26-28=-34/169 WEBS 14-38=-163/0,13-39=-232/27,12-40=-227/69,11-41=-228/60,1042=-227/59,943=-227/60,8-44=-227/60,645=-226/59, 5-46=-236/62,4-47=-171/48,3-48=-383196,15-37=-232/19,16-36=-227/69,17-35=-228/60,18-34=-227/59, 19-33=-227160,20-32=-227/60,22-31=-226/59,23-30=-236/62,24-29=-171/48,25-28=-383/96 R�FESS10 July 6,2004 Continued on page 2 ® WARNING-Verify design paraineters and READ NOTES ON TBIs AND INCLUDED MITEK REFERENCE PAGE MU-7473 BEFORE USE. Etr INEERI NG BY Design valid for use oNy with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. RE �® Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Altiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC27932 Job Truss Truss Type Qty F`�b Assoc#B23284/Lot*12 Berrypatch E1786985 12BERRY T01GE GABLE 1 Jennings Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Mon Jul 0511:32:00 2004 Page 2 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2)zone;cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)Truss designed for wind loads in the plane of the truss only. 3)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 7)All plates are 2x4 M1120 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 1-4-0 oc. 10).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. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 58 lb uplift at joint 2,14 lb uplift at joint 39,32 lb uplift at joint 40,28 lb uplift at joint 41,27 lb uplift at joint 42,27 lb uplift at joint 43,27 lb uplift at joint 44,27 lb uplift at joint 45,27 lb uplift at joint 46,24 lb uplift at joint 47,42 lb uplift at joint 48,1 lb uplift at joint 37,34 lb uplift at joint 36,28 lb uplift at joint 35,27 lb uplift at joint 34,27 lb uplift at joint 33,27 lb uplift at joint 32,27 lb uplift at joint 31,27 lb uplift at joint 30,24 lb uplift at joint 29,41 lb uplift at joint 28 and 13 lb uplift at joint 26. LOAD CASE(S)Standard i ® WARNING-Verify design p-eters and READ NOTES ON TATS AND INCLUDED hIITEB REFERENCE FAGS MU-7473 BEFORE USE. M Eny MEERi NG BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ��� Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding :�MITelc Affiliate• fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI1 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onolno Drive,Madison,N153719. Edenton,NC 27932 Job Truss Truss Type Qty Ply T&B Assoc#B23284/Lot#12 Berrypatch E178698 12BERRY T01 GES STRUCT GABLE 1 1 The Jennings Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MTek Industries,Inc. Mon Jul 0511:32:02 2004 Page 1 -0 10-8 5 7 11 10-6-0 16-0-0 17-4-0 18-8-0 21-6-0 26-4-5 32-0-0 32-10T8 T — 0-10-8 5-7-11 4-10-5 5-6-0 1.4-0 14-0 2-10-0 4-10-5 5-7-11 0-10-8 Scale=1:63.2 5x6= 6 7.00 F12 7 3x5 i 5 3x5 4 8 3 9 2 t011 o o1 Io 5x10= 14 34 13 35 12 5x10= 5x8= 5x10= 5xB= 10-6-0 21-6-0 32-0-0 10-6-0 11-0-0 10-6-0 Plate Offsets(X Y): [2:0-4 2 Edge] f6:0-2-0 0-0-4] [10:04-2 Edge] [13.0-5-0 0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.73 Vert(LL) -0.73 12-14 >515 360 M1120 1691123 TCDL 10.0 Lumber Increase 1.15 BC 0.94 Vert(TL) -0.94 12-14 >403 240 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.11 10 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:179lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 2-7-15 oc purlins. BOT CHORD 2 X 4 SPF-S 21 OOF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud 'Except' 6-14 2 X 4 SPF No.2,6-12 2 X 4 SPF No.2 OTHERS 2 X 4 SPF Stud 'Except* 6-13 2 X 4 SPF No.2 WEDGE Left:2 X 4 SPF Stud,Right:2 X 4 SPF Stud REACTIONS (lb/size) 2=2465/0-5-8,10=2465/0-5-8 Max Horz2=-244(load case 6) Max Uplift2=-143(load case 8),10=-143(load case 9) Max Grav2=2720(load case 2),10=2720(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/73,2-3=-4151/572,3-4=-3372/486,4-5=-3216/509,5-6=-3380/652,6-7=-3380/652,7-8=-3216/509,8-9=-33721486, 9-10=-4151/572,10-11=0/73 BOT CHORD 2-14=-378/3347,14-34=-71/2034,13-34=-71/2034,13-35=-71/2034,12-35=-71/2034,10-12=-378/3347 WEBS 3-14=-764/203,5-14=-9161230,6-14=-270/1997,6-12=-270/1997,7-12=-916/230,9-12=-764/203 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=S.Opsf;Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) oF NEIV zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. Q Q,STRZy 2)Truss designed for wind loads in the plane of the truss only. 3)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. �L 4)Unbalanced snow loads have been considered for this design. 't q $A f x 5)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. r cS 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00 7)All plates are 2x4 M1120 unless otherwise Indicated. 8)Gable studs spaced at 1-4-0 oc. s 9)'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. p �0, 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 143 lb uplift at joint 2 and 143 lb uplift at Q� joint 10. �FES S1 ON LOAD CASE(S) Standard July 6,2004 ® WARMNG•Ver{fy design parmneters and READ NOTES ON Tiffs AND INCLUDED MITER:REFERENCE PAGE MU--7473 BEFORE USE. ENGINEERING 13Y Design valid for use oNy with M1ek connectors.This design is based only upon parameters shown,and is for an individual building component. M � �® Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is forlateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilrity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A b1i"feR Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type city Ply T&B Assoc#B23284/Loth 12 Berrypatch - E1786987 12BERRY T02 COMMON 5 1 The Jennings Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Mon Jul 0511:32:02 2004 Page 1 -D-10-8 6-5-0 13-3-0 20-1-0 26-6-0 27.4-8 0-10-8 6-5-0 6-10-0 6-10-0 6-5-0 0-10-8 Scale=1:52.8 4x8= 7.00 12 5 3x5 1i 3x5 2x4\\ 4 6 2x4 3 7 8 2 9 �1 Iv 0 0 5xB= 12 13 11 14 10 5x8= 3x5= 4x6= 3x5= 9-0-0 17-6-0 26-6-0 9-0-0 8-6-0 9-0-0 Plate Offsets(X Y)• f2:0-1-8 Edge] f8'0-1-8 Edge] f11:0-3-0 Edgel LOADING(psf) SPACING 2-0-0 CS] DEFL in (loc) I/deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.33 10-12 >943 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.88 Vert(TL) -0.42 10-12 >752 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:97lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E 'Except` TOP CHORD Sheathed. 14 2 X 4 SPF-S 210OF 1.13E,6-9 2 X 4 SPF-S 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SPF-S 165OF 1.5E WEBS 2 X 4 SPF Stud 'Except' 5-12 2 X 4 SPF No.2,5-10 2 X 4 SPF No.2 REACTIONS (lb/size) 2=2039/0-5-8,8=2039/0-5-8 Max Horz2=202(load case 7) Max Uplift2=-125(load case 8),8=-125(load case 9) Max Grav2=2260(load case 2),8=2260(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/73,2-3=-3282/455,3-4=-2679/438,4-5=-2471/469,5-6=-2471/469,6-7=-2679/438,7-8=-3282/455,8-9=0/73 BOT CHORD 2-12=-273/2609,12-13=62/1683,11-13=-62/1683,11-14=-62/1683,10-14=-62/1683,8-10=-273/2609 WEBS 3-12=-1022/250,5-12=-136/1286,5-10=-136/1286,7-10=-10221250 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Extedor(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. pF NEW Y 4)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. �Q P,STRZ), 0 6)'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. " ( k 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 125 lb uplift at joint 2 and 125 lb uplift at * , joint 8. r` mac' LOAD CASE(S) Standard Baer. � s�4 v 9�FES S1 0NP July 6,2004 ® WARNING-9-ertfy design parameters and READ NOTES ON THIS AND INCLUDED LUTER REFERENCE PAGE MU-7473 BEFORE USE. EWSMEERMG BY Deign valid for use only Wth MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. � Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Addtional temporary bracing to insure stability during construction is the responsibilrity of the i erector.Addfional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTeK Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,Wl 53719. Edenton,NC 27932 Job Truss Truss Type Qy Ply T&B Assoc#B23284/Lot#12 Berrypatch E7786988 12BERRY T02GE GABLE 1 1 The Jennings Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Mon Jul 0511:32:04 2004 Page 1 -p-108 10-7-0 11-11-0 13-3-0 14-7-0 15-11-0 26-6-0 27-4-8 0-10-8 10-7-0 1-4-0 1.4-0 14-0 14-0 10-7-0 0-10-8 Scale=1:52.8 4x4= 7.00 12 12 11 13 10 14 3x5 9 t5 3x5 7 8 16 17 6 18 5 19 4 20 3 21 �1 2 22231� o 3x5= 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 3x5= 5x6= 26-6-0 26-6-0 Plate Offsets(X Y): (32.0-3-0 0-3-0) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.10 Vert(LL) n/a - n/a 999 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 1 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.01 22 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:150lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E *Except* TOP CHORD Sheathed or 6-0-0 oc purlins. 1-7 2 X 4 SPF-S 2100F 1.8E,17-23 2 X 4 SPF-S 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SPF-S 1650F 1.5E OTHERS 2 X 4 SPF Stud REACTIONS (lb/size) 2=291/26-6-0,22=291/26-6-0,32=163/26-6-0,33=184/26-6-0,34=188/26-6-0,35=187/26-6-0,36=186/26-6-0, 37=185/26-6-0,38=196/26-6-0,39=135/26-6-0,40=326/26-6-0.31=184/26-6-0,30=188/26-6-0,29=187/26-6-0, 28=186126-6-0,27=185/26-6-0,26=196/26-6-0,25=135/26-6-0,24=326/26-6-0 Max Horz2=202(load case 7) Max Uplift2=-51(load case 6),22=-10(load case 9),33=-15(load case 7),34=-32(load case 8),35=-27(load case 8), 36=-27(load case 8),37=-27(load case 8),38=-27(load case 8),39=-25(load case 8),40=-39(load case 8), 31=-3(load case 9),30=-34(load case 9),29=-27(load case 9),28=-27(load case 9),27=-27(load case 9), 26=-27(load case 9),25=-25(load case 9),24=-38(load case 9) Max Grav2=395(load case 2),22=395(load case 3),32=163(load case 1),33=255(load case 2),34=257(load case 2), 35=253(load case 2),36=253(load case 2),37=252(load case 2),38=266(load case 2),39=185(load case 2), 40=440(load case 2),31=255(load case 3),30=257(load case 3),29=253(load case 3),28=253(load case 3), 27=252(load case 3),26=266(load case 3),25=185(load case 3),24=440(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-182/130,3-4=-142/119,4-5=-123/121,5-6=-100/120,6-7=-79/115,7-8=-71/119,8-9=-79/117, 9-10=79/153,10-11=-81/194,11-12=-81/214,12-13=-81/214,13-14=-81/194,14-15=-79/153,15-16=-79/117, 16-17=-17/80,17-18=-79/77,18-19=-79/43,19-20=-75/39,20-21=-101/36,21-22=-137/89,22-23=0170 W BOT CHORD 2-40=-24/137,39-40=-24/137,38-39=-24/137,37-38=-24/137,36-37=-24/137,35-36=-24/137,34-35=-24/137, ,`� �YV }� 33-34=-24/137,32-33=-24/137,31-32=-24/137,30-31=-24/137,29-30=-24/137,28-29=-24/137,27-28=-24/137, 26-27=-24/137,25-26=-24/137,24-25=-24/137,22-24=-24/137 WEBS 12-32=-136/0,11-33=-228/28,10-34=-230/69,9-35=-227/60,8-36=-226/59,6-37=-227/60,5-38=-234/61,4-39=-176/50, �L 3-40=-373/92,13-31=-228/24,14-30=-230/69,15-29=-227/60,16-28=-226/59,18-27=-227/60,19-26=-234/61, x 20-25=-176/50,21-24=-373/92 r- Y NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2 zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is C? designed for C-C for members and forces,and for MWFRS for reactions specified. ��A �0,67A'D 2)Truss designed d loads in the plane 3)TCLL:ASCE-98;Pfn e 50 0 psf(roof snow);ExpC;Partially Exp.truss only. gQFFs s) 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. July 6,2004 Continued on page 2 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED hIITEE REFERENCE PAGE MN-7473 BEFORE USE. M Et4 INEE RIt1G BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. t' ■ ��� Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is forlateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A 14'tek A1lili0te fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofdo Drive,Madison,WI 53719. - Edenton,NC 27932 Job Truss Truss Type Qty Ply T&B Assoc#B23284/Lot#12 Berrypatch E1786988 12BERRY T02GE GABLE 1 1 The Jennings Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Mon Jul 0511:32:04 2004 Page 2 NOTES 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 7)All plates are 2x4 M1120 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 1-4-0 oc. 10)'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. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 51 lb uplift at joint 2,10 lb uplift at joint 22,15 lb uplift at joint 33,32 lb uplift at joint 34,27 lb uplift at joint 35,27 lb uplift at joint 36,27 lb uplift at joint 37,27 lb uplift at joint 38,25 lb uplift at joint 39,39 lb uplift at joint 40,3 lb uplift at joint 31,34 lb uplift at joint 30,27 lb uplift at joint 29,27 lb uplift at joint 28,27 lb uplift at joint 27,27 lb uplift at joint 26,25 lb uplift at joint 25 and 38 lb uplift at joint 24. LOAD CASE(S)Standard ® WARAMVG-9-erffy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. fi INEERI NG By Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. � �® Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer..Bracing shown is forlateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the i erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A Mil"militate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCS11 Building Component 818 Soundside Rd Safety Information avolable from Truss Plate Insfitute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply T&B Assoc#B23284/Lot#12 Berrypatch E1786989 12BERRY T03GE GABLE 1 1 The Jennings Jab Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Mon Jul 0511:32:05 2004 Page 1 -0-10-8 2-2-0 --i 3-6-0 1 4-10-0 I 6-2-0 I 7=6-0 r 9-8-0 10-6-8 0-10-8 2-2-0 1.4-0 1.4-0 1.4-0 1-4-0 2-2-0 0-10-8 4x4= Scale=1:29.1 5 2x4 II yt4 II 6 4 10.00 12 2x4 II 2x4 II 3 7 2 8 I 9 0 3x5= 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 3x5= 9-8-0 9-8-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.15 Vert(LL) n/a - nla 999 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 1 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:49lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 6 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF Stud REACTIONS (lb/size) 2=289/9-8-0,8=289/9-8-0,12=144/9-8-0,13=156/9-8-0,14=265/9-8-0,11=156/9-8-0,10=265/9-8-0 Max Horz2=109(load case 7) Max Uplift2=-28(load case 6),8=-16(load case 9),13=-32(load case 8),14=-60(load case 8),l l=-30(load case 9),10=-59(load case 9) Max Grav2=382(load case 2),8=382(load case 3),12=144(load case 1),13=224(load case 2),14=357(load case 2),11=224(load case 3),10=357(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78,2-3=-171/79,3-4=-122/51,4-5=-110/99,5-6=-110/99,6-7=-122/51,7-8=-171/79,8-9=0/78 BOT CHORD 2-14=-12/119,13-14=-12/119,12-13=-12/119,11-12=-12/119,10-11=-12/119,8-10=-12/119 WEBS 5-12=-11210,4-13=-209/61,3-14=-304/127,6-11=-209/61,7-10=-304/127 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)Truss designed for wind loads in the plane of the truss only. 3)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. �! �F NEW 7)Gable requires continuous bottom chord bearing. v 8)Gable studs spaced at 1-4-0 oc. Q ST'9 Q 9)'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. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 28 lb uplift at joint 2,16 lb uplift at joint 8, * Q' ( A 32 lb uplift at joint 13,60 lb uplift at joint 14,30 lb uplift at joint 11 and 59 lb uplift at joint 10. 7Z it LOAD CASE(S) Standard 9�FES S10 July 6,2004 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. M U MEERI NG BY Design valid for use or-Ay with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. f'Rl•����® Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Addtional temporary bracing to insure stability during construction is the responsibillity of the i erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A hAiTeK AtBlinto fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply T&B Assoc#B23284/Lot#12 Berrypatch E1786990 12BERRY T03GR GIRDER 1 The Jennings 2 Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Mon Jul 0511:32:06 2004 Page 1 4-10-0 9-8-0 4-10-0 4-10-0 4x5 I Scale=1:28.3 2 AF12 3 I� Li 0 5 4 6 4x5= 3x12.5 MII16 II 45= 4-10-0 I 9-8-0 4-10-0 4-10-0 Plate Offsets(X Y): [1:0-2-8 0-1-12] [3:0-2-8 0-1-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.27 Vert(LL) -0.04 1-4 >999 360 M1120 1691123 TCDL 10.0 Lumber Increase 1.15 BC 0.32 Vert(TL) -0.06 1-4 >999 240 M1116 127182 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code IBC20001ANS195 (Matrix) Weight:98lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6-0-0 or,purlins. BOT CHORD 2 X 8 SYP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (lb/size) 1=3747/0-5-8,3=3746/0-5-8 Max Horz1=-108(load case 5) Max Upliftl=-272(load case 7),3=-272(load case 8) Max Grav 1=3804(load case 2),3=3804(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-4315/348,2-3=-4315/348 BOT CHORD 1-5=-224/3087,4-5=-224/3087,4-6=-224/3087,3-6=-224/3087 WEBS 2-4=-358/4930 NOTES 1)2-ply truss to be connected together with 1 od Common(.148"x3")Nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 8-2 rows at 04-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone;cantilever left and ! O YV F N�C t,' right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 4)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. `i Q STf�2y 0 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. Oft� 6)All plates are M1120 plates unless otherwise indicated. q �y 7)'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 Q �, fit between the bottom chord and any other members. r , 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 272 lb uplift atjoint 1 and 272lb uplift at joint 3. 9)Girder carries tie-in span(s):32-0-0 from 1-10-0 to 7-10-0ur� N0.67Afl2 v gOFFSS]ONP LOAD CASE(S) Standard July 6,2004 Continued on page 2 ® WARNING-Verfy design parameters and READ NOTES ON THIS AND INCLUDED UTTER REFERENCE PAGE AM-7473 BEFORE USE. �EP:31tdEE RING BY Design valid for use ony with MiTek connectors.This design is based only upon parameters shown,and!star an individual building component. t'M 1 ���® Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the i erector.Addtional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A lAi'fek Attlfiate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIt Quality Criteria,DSB-B9 and BCSN Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC27932 Job Truss Truss Type Qty Ply T&B Assoc#B23284/Lot#12 Berrypatch E1786990 12BERRY T03GR GIRDER 1 The Jennings Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MTek Industries,Inc. Mon Jul 0511:32:06 2004 Page 2 LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-120,2-3=-120,1-5=-20,5-6=-1054(B=-1034),3-6=-20 ® WARMNG-Ver((y design parameters and READ NOTES ON THUS AND INCLUDED&NTEB REFERENCE PAGE MU-7473 BEFORE USE. EN3INEE RMG BY Design valid for use oNy Wth MTek connectors.This design is based onty upon parameters shown,and is for an individual building component. � ��� Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the i erector.Addtional permanent bracing of the overall structure is the responsibility of the building designer.For general guidarice regarding A Mi Tck Alfilinto fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information avalable from Truss Plate Institute,583 D'Onofdo Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply T&B Assoc#B23284/Lot#12 Berrypatch E1786991 12BERRY T04 NON-HAB ATTIC 4 1 The Jennings Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Mon Jul 0511:32:06 2004 Page 1 -0-10-8 5-10-4 11-0-0 16-1-12 22-0-0 22-10,8 i 0-10-8 5-10-4 5-1-12 5-1-12 5-10-4 0-10-8 6x6= Scale=1:60.9 5 . 3x5= 3x5= 4 6 10.00 12 3x7 II 3x7 11 3 7 12 8 �m 0 8x8= 12 11 10 8x8= 3x6 II 5x12 M1120H= 3x6 II 5-104 16-1-12 _ 22-0-0 5-104 10-3-8 5-10-4 Plate Offsets(X Y)• [2.0-0-10 Edge] [8.0-0-10 Edge] [10.0-4-4 0-1-8] 112.0-4-4 0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.99 Vert(LL) -0.61 10-12 >426 360 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.76 Vert(TL) -0.77 10-12 >339 240 M1120H 1481108 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code IBC2000/ANS195 (Matrix) Weight:111lb LUMBER BRACING TOP CHORD 2 X 6 SPF 240OF 2.0E TOP CHORD Sheathed or 3-1-0 oc purlins. BOT CHORD 2 X 6 SPF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud 'Except* 4-6 2 X 4 SPF No.2 REACTIONS (lb/size) 2=2157/0-3-8,8=2157/0-3-8 Max Horz2=-240(load case 6) Max Uplift2=-36(load case 8),8=-36(load case 9) Max Grav2=2347(load case 2),8=2347(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/91,2-3=-2753/141,3-4=-1761/249,4-5=-86/984,5-6=-86/984,6-7=-1761/249,7-8=-2753/141,8-9=0/91 BOT CHORD 2-12=0/1735,11-12=0/1735,10-11=0/1735,8-10=0/1735 WEBS 4-6=-2889/446,3-12=011093,7-10=0/1093 NOTES (10) 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. OF NE II/ 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. X f 6)All plates are M1120 plates unless otherwise indicated. Q' I' .STRzj, 0 7)Ceiling dead load(5.0 psf)on member(s).34,6-7,4-6 CO 8)Bottom chord live load(40.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.10-12 �y 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 36 lb uplift at joint 2 and 36 lb uplift at joint t Q j. ' x 8. r 10)NON-HABITABLE ATTIC.ATTIC SPACE CAN BE USED FOR LIGHT STORAGE ONLY. LOAD CASE(S)Standard g � z 671�2 �C? ROFESs►o July 6,2004 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE bM-7473 BEFORE USE. ENGINEERING BY Design valid for use oNy with MiTekconnectcrs.This design is based onty upon parameters shown,and is for an individual building component. � ���0 Applicability of design poromenters and proper incorporation of component is responsibility of building designer-rot truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MITek Atfiliato fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/71`I7 Quality Criteria,DSB-89 and BCS11 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W 53719. Edenton,NC 27932 Job Truss Truss Type Oily Ply T&B Assoc#B23284/Lotff 12 Berrypatch E1786992 12BERRY T04A NON-HAB ATTIC 3 1 The Jennings Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Mon Jul 0511:32:07 2004 Page 1 -?-1 op 5-10-4 11-0.0 16-1-12 21-11-8 I 0-10-8 5-10-4 5-1-12 5-1-12 5-9-12 6x6= Scale=1:60.9 5 3x5= 3x5= 4 6 10.00 F12 3x7 II 3x7 II 3 7 ci �1 2 I� n' 0 8x8= 11 10 9 Bx8= 3x6 I I 5x12 M1120H= 3x6 II 5-10-4 16-1-12 21-11-8 5-10-4 10-3-8 5-9-12 Plate Offsets(X Y): [2:0-0-10 Edge] [5.0-3-0 Edge] [8.0-0-1 Edae] [9.0-44 0-1-8] [11.0-4-4 0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 1.00 Vert(LL) -0.61 9-11 >425 360 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.76 Vert(TL) -0.77 9-11 >339 240 M1120H 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:109lb LUMBER BRACING TOP CHORD 2 X 6 SPF 240OF 2.0E TOP CHORD Sheathed or 3-1-0 oc purlins. BOT CHORD 2 X 6 SPF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud 'Except 4-6 2 X 4 SPF No.2 REACTIONS (lb/size) 2=2156/0-3-8,8=2029/0-3-8 Max Horz2=253(load case 7) Max Uplift2=-36(load case 8) Max Grav2=2345(load case 2),8=2166(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/91,2-3=-2751/145,3-4=-1760/251,4-5=-88/980,5-6=-89/983,6-7=-1760/250,7-8=-2757/145 BOT CHORD 2-11=0/1734,10-11=0/1734,9-10=0/1734,8-9=0/1734 WEBS 4-6=-2885/452,3-11=0/1092,7-9=0/1099 NOTES (10) 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. OF NEW 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6)All plates are M1120 plates unless otherwise indicated. Q STRZy 0 7)Ceiling dead load(5.0 psf)on member(s).3-4,6-7.4-6 8)Bottom chord live load(40.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.9-11 �y 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 36 lb uplift at joint 2. 10)NON-HABITABLE ATTIC.ATTIC SPACE CAN BE USED FOR LIGHT STORAGE ONLY. r _ LOAD CASE(S) Standard No. L �0" S10 July 6,2004 ® WARNING-Verify design parameters and READ NOTES ON TWS AND INCLUDED MITEK REFERENCE PAGE MT--7473 BEFORE USE. MEPJGiNEERING BY Design valid for use only with Mi rek cannectors.This design is based only upon parameters shown,and is for an individuol building component. ����0 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to inure stability during construction is the responsibilrity of the in erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A Mi'T-t Alfiiiato fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BC511 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofdo Drive,Madison,WI 53719. Edenton,NC 27932 IJob Truss Truss Type Qty Ply T&B Assoc#B23284/Lot#12 Berrypatch E1786993 128ERRY T04GE GABLE 1 1 The Jennings Job Reference o lional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Mon Jul 0511:32:09 2004 Page 1 22-10-8 --10$148-0 8.4-0 11-0-550 12-4-0 13-11-0 20-4-0 22-0-0 0-10-8 1-8-0 6-8-0 1-0-0 1-4-0 1-4.0 6-8-0 1-8-0 0-10-8 Scale=1:60.9 10 9 11 I 8 12 10.00 12 7 13 6 14 5 15 4 16 3 17 2 18 ' 1P 3x5= 35 34 33 32 31 30 29 28 27 2625 24 23 22 21 20 3x5= - 46= r 22-0-0 22-0-0 LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loc) I/deft Ud PLATES_ GRIP TCLL 50.0 Plates Increase 1.15 TC 0.04 Vert(LL) n/a - n/a 999 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 1 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(TL) 0.00 18 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:177lb LUMBER BRACING TOP CHORD 2 X 6 SPF 2400F 2.0E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 6 SPF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 SPF Stud 'Except` WEBS T-Brace: 2 X 4 SPF Stud-10-28 10-28 2 X 4 SPF No.2 Fasten T and I braces to narrow edge of web with 10d Common wire nails,gin o.c.,with 4in minimum end distance. Brace must cover 90%of web length. REACTIONS (lb/size) 2=291/22-0-0,28=129/22-0-0,29=159/22-0-0,30=188/22-0-0,31=190/22-0-0,32=187/22-0-0,33=186/22-0-0, 34=185/22-0-0,35=194/22-0-0,26=153/22-0-0,25=189/22-0-0,24=190/22-0-0,23=187/22-0-0,22=186/22-0-0, 21=1 8 5122-0-0,20=194/22-0-0,18=291/22-0-0 Max Horz2=212(load case 8) Max Uplift2=-62(load case 6),29=-11(load case 7),30=-42(load case 8),31=-46(load case 8),32=-42(load case 8), 33=-41(load case 8),34=45(load case 8),35=43(load case 7),26=-4(load case 6),25=42(load case 9), 24=-46(load case 9),23=-42(load case 9),22=40(load case 9),21=45(load case 9),20=41(load case 6), 18=-39(load case 7) Max Grav2=372(load case 2),28=129(load case 1),29=218(load case 2),30=262(load case 2),31=259(load case 2), 32=253(load case 2),33=253(load case 2),34=252(load case 2),35=263(load case 2),26=212(load case 3), 25=263(load case 3),24=259(load case 3),23=253(load case 3),22=253(load case 3),21=252(load case 3), 20=263(load case 3),18=372(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/87,2-3=-239/102,3-4=-194/94,4-5=-157/93,5-6=-136/91,6-7=-136/90,7-8=-140/91,8-9=-145/150,9-10=-117/165 ,10-11=-117/165,11-12=-145/150,12-13=-140191,13-14=-136/55,14-15=-136/57,15-16=-137/59,16-17=-159/60, 17-18=-225/67,18-19=0/87 BOT CHORD 2-35=-0/0,34-35=-0/O,33-34=00,32-33=-0/O,31-32=-0/O,30-31=-0/O,29-30=-0/O,28-29=-0/O,27-28=-0/0, l OF NFIV 26-27=-34/241,25-26=-34/241,24-25=-34/241,23-24=-34/241,22-23=-34/241,21-22=-34/241,20-21=-34/241, �` STR y0 18-20=-34/241 Zy� WEBS 10-28=-104/0,9-29=-191/25,8-30=-235/79,7-31=-232/86,6-32=-227/80,5-33=-226178,4-34=-225/81;3-35=-235/84, CO 11-26=-191/15,12-25=-235179,13-24=-232/86,14-23=-227/80,15-22=-226/78,16-21=-225/81,17-20=-235/84 * Q A, (P NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=S.Opsf;BCDL=S.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior( zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1:33 plate grip DOL=1.33.This truss is 2tT+ Z designed for C-C for members and forces,and for MWFRS for reactions specified. (P C? 2)Truss designed for wind loads in the plane of the truss only. �� �(!p 67A 3)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. A V 4)Unbalanced snow loads have been considered for this design. R0FES S10N4 5)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 psf bottom chord.live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. July 6,2004 &Ajkb1ge8rarpea jgC M1120 unless otherwise indicated. ® WARNING-Ver(fy design parameters and READ NOTES ON T19S AND INCLUDED MTER REFERENCE PAGE 111II-7473 BEFORE USE. MENGINEERING aY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. E ■ � �® Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is forlateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the i erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding .A bliTek Atliliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,V,1 53719. Edenton,NC27932 Job Truss Truss Type Qty Ply T&B Assocf#B232841 Lobs 12 Berrypatch E1786993 12BERRY T04GE GABLE 1 1 The Jennings Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Mon Jul 0511:32:09 2004 Page 2 NOTES 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 1-4-0 oc. 10)'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. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 62 lb uplift at joint 2,11 lb uplift at joint 29,42 lb uplift at joint 30,46 lb uplift at joint 31,42 lb uplift at joint 32,41 lb uplift atjoint 33,45 lb uplift at joint 34,43 lb uplift at joint 35,4 lb uplift at joint 26,42 Ib uplift at joint 25,46 lb uplift at joint 24,42 lb uplift at joint 23,40 lb uplift at joint 22,45lb uplift at joint 21,41 lb uplift at joint 20 and 39 lb uplift at joint 18. LOAD CASE(S) Standard I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN--7473 BEFORE USE. M EI+F 1 NEERI NG 8Y Design valid for use only with MlTekconnectors.This design is based only upon parameters shown,and is for an individual building component. ���� Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A 61i"fek Affiliat,, fabrication,quality control,storage,delivery;erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BC511 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onotho Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply T&8 Assoc#B23284/Loth 12 Berrypatch E1786994 12BERRY T05 MONO PITCH 12 1 The Jennings Job Reference o tional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Mon Jul 0511:32:09 2004 Page 1 9-5-8 0-10-8 9-5-8 3x10 11 Scale=1:51.5 3 10.00 12 �1 2 5x6= 5 4 4x8 II 9-5-8 9-5-8 Plate Offsets(X,Y): [2:0-0-2 0-0-3] LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/defl L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.85 Vert(LL) -0.29 2-4 >377 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.45 2-4 >244 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IBC20001ANS195 (Matrix) Weight:44lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF-S 21 OOF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF-S 165OF 1.5E WEBS 1 Row at midpt 3-4 REACTIONS (lb/size) 4=776/Mechanical,2=821/0-3-8 Max Horz2=265(load case 6) Max Uplift4=-147(load case 6) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/58,2-3=-408/240,3-4=-489/271 BOT CHORD 2-5=-30/106,4-5=-30/106 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category ll;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left exposed;end vertical left exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 3)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 5)'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, 6)Refer to girder(s)for truss to truss connections. OF N E f� y 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 147 lb uplift at joint 4. p o LOAD CASE(S) Standard �•� �P STRzY• k 671�2 0 SS)0 July 6,2004 WWI WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED 1 fTEK REFERENCE PAGE MY 7473 BEFORE USE. ]IIIIIIIIIIIIIIIIIIIEI+N31 NEERI NG BY Design valid for use orgy w 1th MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown �� � is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillily of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A tniTck r,.tfiliatF fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TFI1 Quality Criteria DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information ovalable from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27Rd Job Truss Truss Type Qty Ply T&B Assoc#B23284/Lot#12 Berrypatch E1786995 12BERRY T05GE GABLE 1 1 The Jennings Job Reference o tional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Mon Jul 0511:32:10 2004 Page 1 -p-10-8 1-8-0 7-0-0 1 8-4 0 9 0-10-8 1-8-0 54-0 1-4-0 1-1-8 2x4 11 Scale=1:56.2 2x4 11 9 2x4 I 8 2x4 II 7 10,00 F12 2x4 11 6 2x4 11 5 2x4 11 Z4 3 �12 3x5= 16- 15 14- 13 12 11 10 2x4 I 12x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 9-5-8 9-5-B Plate Offsets(X Y)• [2.0-3-2 0-1-8j LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ltd PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.04 Vert(LL) n/a - n/a 999 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 1 >999 240 BCLL 0.0 Rep'Stress Incr YES WB 0.13 Horz(TL) -0.00 10 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:72lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF-S 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud WEBS 1 Row at midpt 9-10 OTHERS 2 X 4 SPF Stud REACTIONS (lb/size) 10=67/9-5-8,2=236/9-5-8,16=197/9-5-8,15=18519-5-8,14=187/9-5-8,13=190/9-5-8,12=194/9-5-8,11=153/9-5-8 Max Horz2=265(load case 6) 1 Max Uplift10=-18(load case 6),2=-6(load case 4),16=-57(load case 6),15=-45(load case 6),14=41(load case 6),13=-42(load case 6),12=-44(load case 6), 11=-29(load case 6) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/56,2-3=-430/59;3-4=-343/50,4-5=-276/51,5-6=-212/51,6-7=-146/49,7-8=-80/34,8-9=-31/29,9-10=-58/33 BOT CHORD 2-16=-1/1,15-16=-1/1,14-15=-1/1,13-14=-1/1,12-13=-1/1,11-12=-1/0,10-11=-1/0 WEBS 3-16=-168/115,4-15=-159/91,5-14=-160/86,6-13=-163/89,7-12=-167/90,8-11=-130/70 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left exposed;end vertical left exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)Truss designed for wind loads in the plane of the truss only. 3)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 4)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. pF NEW 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. }- 6)Gable requires continuous bottom chord bearing. jZ Q 0 7)Gable studs spaced at 1-4-0 oc. 8)'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 Ly fit between the bottom chord and any other members. * \z Ja 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 18 lb uplift at joint 10,6 lb uplift at joint 2, r x Ib uplift at joint 16.45 lb uplift at joint 15,41 lb uplift at joint 14,42 lb uplift at joint 13,44 lb uplift at joint 12 and 29lb uplift at joint 11. LOAD CASE(S) Standard 67�fl2 �C? v 9OPES S10 July 6,2004 WARNING-Verify design parameters and READ NOTES ON TMS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. EN-1NEERMG BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilrity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A M1i7eh Alfllinto,. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIt Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/" *Center plate on joint unless x,y Damage or Personal Injury 4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. 1. Additional stability bracing for truss system,e.g. Apply plates to both sides of truss diagonal or X bracing,is always required. See BCSI1. and securely seat. 2. Never exceed the design loading shown and never 0 /td 1 2 3 stack materials on inadequately braced trusses. TOP CHORDS ci-z cz-s 3. Provide copies of this truss design to the building designer,erection supervisor,property owner and o WEBS �a, 4 all other interested parties. u �•� 3 ��� 3 p 4. Cut members to bear tightly against each other. *For 4 x 2 orientation,locate U ab = plates Vim"from outside a. � " U 5. Place plates on each face of truss at each edge of truss. 0O joint and embed fully.Knots and wane at joint c6-7 locations are regulated by ANSI/TPI1. BOTTOM CHORDS *This symbol indicates the 8 7 6 5 6. Design assumes trusses will be suitably protected from required direction of slots in the environment in accord with ANSI/TPI1. connector plates. 7. Unless otherwise noted,moisture content of lumber *Plate location details available in MiTek 20/20 shall not exceed 19%at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted,this design is not applicable for PLATE SIZE THE LEFT. use with fire retardant or preservative treated lumber. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the 4 4 The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to perpendicular to slots.Second camber for dead load deflection. dimension is the length parallel to slots. 10.Plate type,size,orientation and location dimensions CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11.Lumber used shall be of the species and size,and Indicated by symbol shown and/or BOCA 96-31,95-43,96-20-1,96-67,84-32 in all respects,equal to or better than that by text in the bracing section of the specified. output. Use T,I or Eliminator bracing ICBO 4922,5243,5363,3907 if indicated. 12.Top chords must be sheathed or purlins provided at spacing shown on design. BEARING SBCCI 9667,9730,9604B,9511,9432A 13.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. Indicates location where bearings (supports)occur. Icons vary but 14.Connections not shown are the responsibility of others. reaction section indicates joint number where bearings occur. 15.Do not cut or alter truss member or plate without prior approval of a professional engineer. n � Industry Standards: ® 16.Install and load vertically unless indicated otherwise. ANSI/TPII: National Design Specification for Metal MiTek® Plate Connected Wood Truss Construction. Err3JNEERiNG BY : Design Standard for Bracing. BCS11: T mc® BCSiI: Building Component Safety Information, Guide to Good Practice for Handling, A14lok Affillate Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 ©2004 MITek® Permit Number REScheck Compliance Certificate Checked By/Date New York State Energy Conservation Construction Code REScheckSoftware Version 3.5 Release le Data filename:Untitled.rck PROJECT TITLE:TB208.DGN-"THE JENNINGS" COUNTY:Warren STATE:New York P �� HDD: 7635 CONSTRUCTION TYPE:Detached 1 or 2 Family JUL U 2004 HEATING TYPE:Non-Electric QUF TOWN BULp OF 1N� NSBURY DATE: 06/24/04 AND CODE DATE OF PLANS: 6/2004 PROJECT DESCRIPTION: #12 BERRY PATCH FARMINGTON GROVE TOWN OF QUEENSBURY WARREN COUNTY T&B ASSOCIATES OF Ntw Y DESIGNER/CONTRACTOR: CO J.C�oO9�' DANFORTH H. CHRISS G 9 #27 ELECTRIC AVE. r� , EAST GREENBUSH,NY 12061 COMPLIANCE:Passes E'SS14 Maximum UA=574 Your Home UA=451 21.4%Better Than Code(UA) Gross Glazing Area or Cavity Cont. or Door Perimeter R-Value R-Value U-Factor UA Ceiling 1:Flat Ceiling or Scissor Truss 10 30.0 0.0 0 Ceiling 2:Flat Ceiling or Scissor Truss 139 30.0 0.0 5 Ceiling 3:Flat Ceiling or Scissor Truss 1421 30.0 0.0 50 Wall 1:Wood Frame, 16"o.c. 1625 19.0 0.0 82 Window 1:Vinyl Frame:Double Pane with Low-E 148 0.340 50 Door 1: Solid 18 0.160 3 Door 2: Solid 39 0.320 12 Door 3: Solid 18 0.320 6 Door 4: Glass 40 0.310 12 Wall 2:Wood Frame, 16"o.c. 1419 19.0 0.0 76 Window 2:Vinyl Frame:Double Pane with Low-E 156 0.340 53 Basement Wall 1: Solid Concrete or Masonry 1178 11.0 0.0 72 Wall height:7.6' Depth below grade: 6.6' Insulation depth:7.6' Window 3:Vinyl Frame:Double Pane with Low-E 32 0.340 11 Door 5: Glass 40 0.310 12 Floor 1:All-Wood Joist/Truss:Over Outside Air 10 19.0 0.0 0 Floor 2:All-Wood Joist/Truss:Over Outside Air 48 19.0 0.0 2 Floor 3:All-Wood Joist/Truss:Over Unconditioned Space 108 19.0 0.0 5 Furnace 1:Forced Hot Air,92 AFUE COMPLIANCE STATEMENT: The proposed building represented in this document is consistent with the building plans, specifications,and other calculations submitted with this permit application. The proposed systems have been designed to meet the New York State Energy Conservation Construction Code requirements. When a Registered Design Professional has stamped and signed this page,they are attesting that to the best of his/her knowledge,belief,and professional judgment,such plans or specifications are in compliance with this Code. Builder/Designer , SS Date ZT b Co <e OF New J.0 O r 9 n A,9 O q 135 ��C? OFESS101A REScheck Inspection Checklist New York State Energy Conservation Construction Code REScheckSoftware Version 3.5 Release le DATE:06/24/04 PROJECT TITLE:TB208.DGN- "THE JENNINGS" Bldg. Dept. Use Ceilings: [ ] 1. Ceiling 1:Flat Ceiling or Scissor Truss,R-30.0 cavity insulation Comments: 1ST FLR.FIREPLACE CEILING W/10"F.G. [ ] 2. Ceiling 2:Flat Ceiling or Scissor Truss,R-30.0 cavity insulation Comments: 1ST FLR.LAUNDRY/MUD ROOM CEILING W/ 10"F.G. [ ] 3. Ceiling 3:Flat Ceiling or Scissor Truss,R-30.0 cavity insulation Comments:2ND FLR.CEILING W/12"F.G. Above-Grade Walls: [ ] 1. Wall 1:Wood Frame, 16"o.c.,R-19.0 cavity insulation Comments: 1ST FLR. 8 FT.WALLS W/FLR.RIM&W/6"F.G. [ ] 2. Wall 2:Wood Frame, 16"o.c.,R-19.0 cavity insulation Comments:2ND FLR. 8 FT.WALLS W/FLR.RIM&W/6"F.G. Basement Walls: [ ] 1. Basement Wall 1: Solid Concrete or Masonry,7.6'ht/6.6'bg/7.6'insul, R-11.0 cavity insulation Comments:BASEMENT 8"POURED 8 FT.FOUNDATION WALLS W/3"F.G. Windows: [ ] 1. Window 1:Vinyl Frame:Double Pane with Low-E,U-factor:0.340 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? [ ]Yes [ ]No Comments: 1ST FLR. SIMONTON PROFINISH VINYL SH LOW E/ARGON WINDOWS [ ] 2. Window 2:Vinyl Frame:Double Pane with Low-E,U-factor:0.340 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? [ ]Yes [ ]No Comments:2ND FLR. SIMONTON PROFINISH VINYL SH LOW E/ARGON WINDOWS [ ] 3. Window 3:Vinyl Frame:Double Pane with Low-E,U-factor: 0.340 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? [ ]Yes [ ]No Comments:BASEMENT SIMONTON PROFINISH VINYL LOW E/ARGON WINDOWS Doors: [ ] 1. Door 1:Solid,U-factor: 0.160 Comments: 1ST FLR.THERMA TRU 2868 INSUL.FIREDOOR [ ] 2. Door 2: Solid,U-factor: 0.320 Comments: 1ST FLR.THERMA TRU INSUL.LOW E FRONT DOOR W/SIDELIGHTS [ ] 3. Door 3: Solid,U-factor: 0.320 Comments: 1ST FLR.THERMA TRU 2868 INSUL.LOW E REAR EXIT DOOR [ ] 4. Door 4: Glass,U-factor: 0.310 Comments: 1ST FLR. SIMONTON PROFINISH 6068 VINYL LOW E/ARGON SLIDING PATIO DOOR [ ] 5. Door 5: Glass,U-factor: 0.310 Comments:BASEMENT SIMONTON PROFINISH 6068 VINYL LOW E/ARGON SLIDING PATIO DOOR Floors: [ ] 1. Floor 1:All-Wood Joist/Truss:Over Outside Air,R-19.0 cavity insulation Comments: 1ST FLR.FIREPLACE FLOOR W/MIN.6"F.G. [ ] 2. Floor 2:All-Wood Joist/Truss:Over Outside Air,R-19.0 cavity insulation Comments:2ND FLR.REAR 24"FLOOR CANTILEVERS W/MIN.6"F.G. [ ] 3. Floor 3:All-Wood Joist/Truss:Over Unconditioned Space,R-19.0 cavity insulation Comments:2ND FLR.FLOOR OVER 2 CAR GARAGE W/MIN. 6"F.G. Heating and Cooling Equipment: [ ] 1. Furnace 1:Forced Hot Air,92 AFUE or higher Make and Model Number C 1 — 2;o+ Air Leakage: [ ] Joints,penetrations,and all other such openings in the building envelope that are sources of air leakage must be sealed. [ ] Recessed lights must be 1)Type IC rated,or 2)installed inside an appropriate air-right assembly with a 0.5" clearance from combustible materials.If non-IC rated,the fixture must be installed with a 3" clearance from insulation. Vapor Retarder: [ ] Required on the warm-in-winter side of all non-vented framed ceilings,walls,and floors. Materials Identification: [ ] Materials and equipment must be installed in accordance with the manufacturer's installation instructions. [ ] Materials and equipment must be identified so that compliance can be determined. [ ] Manufacturer manuals for all installed heating and cooling equipment and service water heating equipment must be provided. [ ] Insulation R-values,glazing U-factors,and heating equipment efficiency must be clearly marked on the building plans or specifications. Duct Insulation: [ ] Supply ducts in unconditioned attics or outside the building must be insulated to R-11. [ ] Return ducts in unconditioned attics or outside the building must be insulated to R-6. [ ] Supply ducts in unconditioned spaces must be insulated to R-11. [ ] Return ducts in unconditioned spaces(except basements)must be insulated to R-2. Insulation is not required on return ducts in basements. Duct Construction: [ ] I All joints,seams,and connections must be securely fastened with welds,gaskets,mastics (adhesives),mastic-plus-embedded-fabric,or tapes. Duct tape is not permitted. Exception:Continuously welded and locking-type longitudinal joints and seams on ducts operating at less than 2 in.w.g.(500 Pa). [ ] Ducts shall be supported every 10 feet or in accordance with the manufacturer's instructions. [ ] Cooling ducts with exterior insulation must be covered with a vapor retarder. [ ] Air filters are required in the return air system. [ ] The HVAC system must provide a means for balancing air and water systems. Temperature Controls: [ ] Each dwelling unit has at lesat one thermostat capable of automatically adjusting the space temperature,;set point of the largest zone. Electric Systems:. [ ] Separate electric meters are required for each dwelling unit. Fireplaces: [ ] Fireplaces must be installed with tight fitting non-combustible fireplace doors. [ ] Fireplaces must be provided with a source of combustion air,as required by the Fireplace construction provisions of the Building Code of New York State ,the Residential Code of New York State or the New York City Building Code ,as applicable. Service Water Heating: [ ] Water heaters with vertical pipe risers must have a heat trap on both the inlet and outlet unless the water heater has an integral heat trap or is part of a circulating system. [ ] Insulate circulating hot water pipes to the levels in Table 1. Circulating Hot Water Systems: [ ] Insulate circulating hot water pipes to the levels in Table 1. Swimming Pools: [ ] All heated swimming pools must have an on/off heater switch and require a cover unless over 20% of the heating energy is from non-depletable sources. Pool pumps require a time clock. Heating and Cooling Piping Insulation: [ ] HVAC piping conveying fluids above 105 T or-chilled fluids below 55 T must be insulated to the levels in Table 2. 1 1 Y Table]: Minimum Insulation Thickness for Circulating Hot Water Pipes. Insulation Thickness in Inches by Pipe Sizes Heated Water Non-Circulating Runouts Circulating Mains and Runouts Temperature(F) Up to 1„ Up to 1.25" 1.5"to 2.0" Over 2" 170-180 0.5 1.0 1.5 2.0 140-160 0.5 0.5 1.0 1.5 100-130 0.5 0.5 0.5 1.0 Table 2: Minimum Insulation Thickness for HVAC Pipes. Fluid Temp. Insulation Thickness in Inches by Pipe Sizes Piping System Types Range F 2"Runouts 1"and Less 1.25"to 2" 2.5"to 4" Heating Systems Low Pressure/Temperature 201-250 1.0 1.5 1.5 2.0 Low Temperature 120-200 0.5 1.0 1.0 1.5 Steam Condensate(for feed water) Any 1.0 1.0 1.5 2.0 Cooling Systems Chilled Water,Refrigerant, 40-55 0.5 0.5 0.75 1.0 and Brine Below 40 1.0 1.0 1.5 1.5 NOTES TO FIELD (Building Department Use Only) MAP REFERENCE: MAP OF A SUBDIVISION MADE FOR RICHARD P. SCHERMERHORN MAGNETIC DATED NOVEMBER 5, 2002 LAST REVISED JUNE 23, 2003 BY VAN DUSEN & STEVES LAND SURVEYORS Vj LOT 20 V AON lot. LOT 18 2Ss6. \ 68,216 sq.ft. 1.57 acres WEL®L \ o _ S2r 39?.p8, -3 4, \ v Q ;Lob S( LOT 17 I • a 6 l I AW. Dates November ! 2004 uS vSEAF A L KM LN OR AOMWVCI m A IS A Scale !'=30' wr e"W S M n ,s suR sex s A Map of a Survey made for & 0"V a F.M M sue-o�Nsa z oe n+e P P MEW YOItlC STALE FDIK'.ATION LAR' S V v AM O" ONGWMOfGIN�L Or7M59UmVEY MARKD wTIM nN OM(M Of TK WD 3UN TW S— 1 Sex�l eE CONSIDERED TO BE MAID TRIR:COPES.- %Vm ` 'MAC=FM "�`f"M Pierre J. & Ruth H. Castonguay Un SURVEY WAS PREPARED M ACDOfDANCE VM Im Land Surveyors IWIMW °E°`P SO `Ms �°= BY THE NEW M STATE ASSOOAt10M SN PROeESSOLY {AID SUR1�EVtiItS.SAD ffRTlMCAlICN4 91ALL R1•f CKY TO THE Mt M FOR MHM THE SURVEY IS PREPARED.AND W M am"",ME,MU COYPAM,:«ri MW,%L SHMT 1 OF 1 AOMM AM LOOM Kn DW UM IERM ND 169 Haviland Road Queensbury, New York 12804 TO T"AISIGHM CrPC1 NOupino . Town of Queensbury, Warren County, New York 1 MOVED HOUSE CASTONGUAY (518) 792-8474 New York Lic. No. 50135 NO. DATE DESCRIPTION DWG. NO. 02384-18