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2004-335
TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518)761-8201 Community Development - Building & Codes (518) 761-8256 CERTIFICATE OF OCCUPANCY Permit Number: P20040335 Date Issued: Tuesday, November 30, 2004 This is to certify that work requested to be done as shown by Permit Number P20040335 has been completed. Tax Map Number: 523400-289-012-0001-014-000-0000 Location: 22 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 Director of Building&Code Enforcement TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518)761-8201 Community Development-Building&Codes (518) 761-8256 BUILDING PERMIT Permit Number: P20040335 Application Number: A20040335 Tax Map No: 523400-289-012-0001-014-000-0000 Permission is hereby granted to: T &B ASSOCTATF,S I,I,C For property located at: 22 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 36 FIELDSTONE Dr Fireplace GANSEVOORT NY 12831-0000 Garage-2 Cars Attached Single Family Dwelling $196;000.00 Total Value $196,000.00 Contractor or Builder's Name /Address Electrical Inspection Agency T &B ASSOCIATE_ L.L.C. 677 .STATE ROUTE 9 CTANSEVOORT. NY 12831-0000 Plans&Specifications 2004-335 LOT 13 HSE 22 BERRY PATCH DRIVE 2175.29 SQ FT SINGLE FAMILY DWELLING $308.82 PERMIT FEE PAID-THIS PERMIT EXPIRES: Tuesday, May 24, 2005 (If a longer period is required,an application for an extension must be made to the code Enforcement Officer of the Town of Queensbury before the expiration date.) . _ Dated at the To ueens nay,May 24, 2004 SIGNED BY for the Town of Queensbury. Director of Building&yCodeAforcement Building Permit Application Town of Queensbury—Dept of Community Development,742 Bay Road,Queensbury,NY (518)761.8256 A permit must be obtained before beginning construction. Permit File No. �L No inspection will be made until applicant has received a Foe paid 0�?n valid building permit. All applicants' spaces on this Roc.Fee ipW`$ application must be completed and must appear on the Reviewed By: application form. kSSoC Applicant:� Owner: Address: N 1 Q Address: r er 31 Phone# yp Phone Property Location: Lot Number: / House Numbed/�8AA-t&A---A 1. Subdivision Name:f1ho wM00.1lram 4 orb Tax Map Number: $ r New nuildinE: residence !commercial 'Est smatd Market Value of Construction: o Addition: residence/ commercial If an Addition,what will use of new addition be? ❑ Alteration: residence 1 commercial ❑ .No change to exterior size: residence/com'l 0 Other work(describe Check OccupancyInformation 1' door 2° Floor Other floor Total Below sq.ft. sq.ft. sq.ft. Square Feet Single family dwelling , s` ❑ Two family dwelling ❑ Townhouse ❑ Multifamily dwelling #of units ❑ Office ❑ Mercantile o Maaufaaturin . } ❑ 1 car detached prage ❑ 2 car detached garage 0 3 car detached garage 0 1 oar attached garage .❑ 2 oar attached garage a 3 car attached garage ❑ Storage building- commercial o Storage building- residential O Other r`s 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 gas wood /forced hot nix! baseboard/other: Number of Flr'e„maces to be installed Number of Woodsoyes to be installed List below the person(s)responsible for supervision of work as regards to building codes: -Name - ---Address -_Phone Number- - - Builder Plumber Mason c� Blectrician De lc aration; 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 Uwe 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 ji BrWe Survey by a licensed surveyor;drawn to scale,showing actual location of all cons Signature; owner,owner's agent,architect,contractor Application for Permit Septic Disposal System Town of Queensbury 742 Bay Road Queensbury,NY 12804 (51#761-8256 1. OWNER INFORMATION: ,.,. ... Office Use A Location of installation: ;el I _ NA� OZ • File Permit No. Tax Map No. �C 1 Owner's Name: n Fee Paid SS .................................................................................................................. .... .. Address: � tSot`�,1►`�Q `Z`3� 2. INSTALLER'S NAME 1 r Q PHONE NO. 3. RESIDENCE INFORMATION: (circle year of dwelling, indicate#bedroom(s) and multiply#of bedrooms with applicable gallons per bedroom to equal total daily flow) Year of House: No. of Bedrooms x Computation = Total Daily Flow 1980 or older x 150 gal/bdrm = 1980— 1991 x 130 gandrm = c 1991 —present 5! x 110 gal/bdrm — j�_ Garbage Grinder Installed yes— I no' 17 2004 Spa or Hot Tub Installed yes i / no 4-- )�1EENsrstURY BUILDING A N[7 GGQQ�_ 4: PARCEL INFORMATION: (circle applicable information&indicate measurements) JbeoiraohvSoil Nature Ground Water Bedrock or impervious Material . Domestic Water Su 1 &ZLtj sand at what depth at what depth al Rolling loam _feet feet e( M51p Steep slope clay A 7 if well; water supply %slope other 1, y from any septic-system depth: absorption is®2001 ft. other 2.30 L Percolation Test: (To be completed by licensed professional engineer or architect) Rate: �minute per inch C` T6 157 UA 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 Whirlpool Tub. Septic Tank: 126-0 gallon (min. size 1,000 gal) r Tile Field: each trench ft. Total System Length: ft. Seepage Pit(s): number of size of each: ft. by ft. Size of Stone to be used: # �2— — t 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 agency. 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. Sign t re of responsible person Date ' . • �'Ii�tvct •<�f tZcct;t�tt,tt�ui•y ' 5q%wrs and Sewn, ne. Distmmal t:l:ttj>irt• AIDpmulix C. "I I.,1rI.) ' SI'."'I'11•It1S,'MON It:H QI,)I HEM liltN#I'k 3 I.AMLL. IH tarn iZ• ', - ), M, 4 . -norm Wont le Rohn �R 7. SIC NATURE &INFORI"TIQTI'PO. L-USYvN;SXZI.r.$rzrwvRl W'"o r•,•••w TA( Mu1 Project Name: * < < lt>r" BP# c�'(J'� �?J� Address: Building Pernut Submission nL�CZM�0 Checklist l . �q V � t 2� tic U N OF 00�. t �8 All items below must be checked either yes,no or not applicable prior to Jo""� 1' b'h ld ug ,permit to the Town of QueensburyBuilding Department. If anyof the below nems4e�,the permit will not be accepted until such time as the application is deemed complete for submission. 1. Building Permit Application Completed ......... ...... ...................... yes ❑no ❑n/a 2. EnergyForm or ClieckMate Energy Code Compliance Forte Complete .. O<❑no ❑n/a (2 copies) 3. Energy Code Inspector's Report from CheckMate Program..... ......... .. ye Ono Q n/a (2 copies) 4. Septic application completely filled out(if applicable)............ ... ...... ... Q yes Ono ❑n/a S. Solid Fuel Burning or Gas Appliance Form... ...... ... ...... ... ... ......... ... .yw fio On/a .. .................... yes 6. Electrical Inspection Form... ... ... ......................... /j Qn/a 7. Two(2)complete sets of structural drawings........ ......... ... ... ... ... ... ...: ❑i yes ❑no On/a a) floor plan;b)foundation plan;c)cross sections:d)elevations; e)window and door schedule S. Two(2)site plans showing location of the structure to be built............. Qyes Ono On/a location of well or water lines,location of septic system or sewer line. yes 9. Setbacks from propertylrnes to new structure......... ... ... ................. Q Ono Qn/a 10. Setbacks to neighboring wells and septic systems,including onske well.... r-yes Ono On/a and septic systems(if applicable) 11. DrivewayPermit............ ... ... ... ...... ... ......... ......... ............ ... ... / o a ❑yam ❑n ❑n/ Date: i Staff Initial: L:\Suel-kningw.ty\Bdding.Perniii.FORM\GcnericClieckliSE.doe Jazivary2g,2003 Check Residential Plan Review: One&Two Family Dwellings Y/N/N/A (2)Full sets of plans Over 1,500 sq. ft.—Stamped Design Loads On Plans: 90 Wind Floor Loads 40 psf b7 0 Ground Snow Load Sleeping Areas and Attics 30 psf . Calculations: Window Schedule With Glass Size V Door Schedule/Main Entrance 36"Door` Emergency Escape Or Bedrooms and Habitable Space Above/Below grade,5.7 sq.t. Grade,5.0 sq.ft. 24"(h)x 20"(w)min. 44"Max.Height above floor esidential Check Paperwork Compliance and Inspectors Checklist: OK /Dampproofing/Waterproofing Materials On Plans Foundation Drainage On Plans,if required 6"Drop in 10'Exterior Grade raming Cross Section For Each Roof Line,Vertical Fire Stopping Every 10'Where e uired Ice and Snow shield 24"Inside Exterior Wall/24"Inside Knee Walls Platforms At Exterior Doors J Stairway Headroom 6' 8'All Stairs 36"Width Stair Rum and Rise Winder Run and Rise 1 ,fir Spiral Not Allowed From Td Story woke Detectors Battery Backup and Proper Location athroom Fixtures Proper Clearance Hall Width,36"min. Handrails More Than One Riser On Open Sides Railing 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 Roof 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 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 . i E 520 . r t Permit No. r,) .d •~ Applicationn 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, ordinance's, regulations, and all conditions that are part of these requirements and also will allow all inspectors to enter premises to peiforin required inspections. NOTE to applicant: Rough-in and Final Inspections.are required. Applicant Information Fuel Burning Appliance Information _ (circle appropriate words) Stove: wood coal pellet gas Name: -. . ' is •, �, Fireplace insert r Fireplace, factory-built: wood gas Address - ,' f c s 4 �. _. Fireplace, masonry: wood g gas ' ���:.•✓c•.3ht Jam. :.. �.,.,.�( ��4 .�. L ,i � ~��.^{ . Furnace: wood gas oil. Phone: cX` If non-masonary applicance, please provide ; Owner: Manufacturer Name: �� � �.rta ,;:'1' }�, Address: Model Number: X - � Chimney.Information Phone: (circle appropriate words) Masonry _ block brick stone Flue -tile steel size: inches Exact Address S :.r r t,% r°'' of cons rllCliO/"Qr'insta(Intra►r ''Factory-Built Manufacturer name: �; f� , • ,`4; ,t'"� 4 Model Number: ! i�,l Note: Listed By: Number: Construction/Installation inust core orin to NYS Fire Prevention &Building Indicate (circle) chimney material: Code. Consult available Town of Queensbury - - Handouts regardiiZ- required inspections. Double wall / Triple wall Insulated / iDirect venting Chimney Liner � Q�,�c�er'is Dep�z*tment—To�.ri of Qzzee�t,erbsxry,New Yor33; i Fire Marshal Code#1 f :.r' $Collected R Re u nded Received fi•on: (refunded to . - -- - v4 A 173 3389 (190) Public Safety, A 233 2655 (230)Minor Sales t ' L DATE: White(Applicant) / Green(Fire Marshal) / Yellow(Bldg.Dept.) J fink&Goldenrod(Cashier's Dept.) ql 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 137elling; Multi-Fari ly Dwellings(3 Stories or less) Part 4*-Design by Component Performance, Commercial Buildings-Hi Rise Residential *Requires submission.of worksheets i APPLICANT'S NAME: PROPERTY LOCATION PART 5 METHOD OF COMPLIANCE BY ACCEPTABLE PRACTICE: T 1. Gross Floor Area- 2 square feet 2. Type of heat- Electric . oil, X Gas Other 3. Is building mechanically cooled? yes No 4. Percentage of area of windows and doors Over 17%_ < Under 17% 5. R-VALUES FORMULATION GIVEN BELOW MUST CORRESPOND TO R VALUES AS SHOWN ON PLANS SUBMITTED: a: Roof R3 b. Exterior walls R� C. Glazed areas (' D► U d. Exterior doors CJ � e. Floors over unheated spaces RL9 f. Edge of slab on grade(heated building) R g. Basement/cellar walls(above grade) R _h. Basement/cellar walls(below grade) R__Imo_ i. Heat inglcooling-ducts-piping in unheated space R 6. Service(domestic)hot water heating device Conforms to minimum efficiency per code Yes No TEMPERATURE CONTROL MAXIMUM SETTING 140—WILL NOT BE EXEEDED lican gna a .Date Phone Number INSPECTOR'S REMARKS: 1 ro4J742 uee of uee nsbury Fire Marshal a Bay Road SJ Queensbury,NY 12804 Q 761-8205/761-8206 fax 7454437 � Faa-tore Built Gas Fireplage/Stove Insigection Report Notice:New York State requires that all UL Listed,factory built appliances be installed according to the instructio specifications contained in the Installation Manual accompanying the appliance.No deviation from the nmanufact is instructions or specifications is allowed. Permit# 0 -335 Schedule Inspection Time Z awn p yti>me Inspec Name J �. Address hough nal �- Appliance MTct aarer 1, � Model# Direct VentFactory Built Chimney Flue Size Double Wall Triple Wall Insulated- - -- Yes No N/A comments Floor Protection Clearances to Combustibles (all sides) Firestop(s) Vertical Chase Wall Penetration Vent Clearances to Combustibles Vent/Chimney Termination / Chimney height must be 3 feet above roof penetration;2 feet above any combustible construction within 10 feet Gas Shut-Off Value Combustion Air / Hearth Extension (if any) Mantel Height above f/p opening Witness Operation , "rank Placement(if LP) White—Building Dept. ���� 'Yellow Coast er Pink—FireMarshtal Queensbury Building & Code Enforcement -JRntial nal Inspection Office No.(518)761-8256 Arrive: e rt: "'7 pmDate Inspection request received: Inspector's Initia `NAME: ` �` �eil C 1 M LOCATION: Z°L ��� � ' TYPE OF STRUCTURE: 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 @ 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 V/ 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 i Interior privacy/trim/doors/main entrance 36 in. / Bathroom/Kitchen watertight / Safety glazing/Window in stairwells safety laz'n / Interior Smoke Dete rs: / Every level: V / Every Bedroom: Outside every bedroom a: Inter Connected: / Battery backup: 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/3/4 hour fire d9&r/door closer Duct work Seated properly Gas Logs in Sealed or Glass Erdlosure Attic access 30 in.x 22 in,x 30' .(ht.)In accessible area Crawl Spaces 18"x 24"a ess, 1 s . ft.-150 s . ft.vents Building No./Address v1sible 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 Tem orar ermanent L:\PamW\Building&Codes\Insvection FormslRes. Final Inso. form 2.docLast printed 2/12/04 Queensbury Building & Code Enforcement nc idtion _ rr Office No. (518)761-8256� Arrive: pm Date Inspection request received: �i! �-� G Inspector's I i NAME: Y f �� 3LOCATION: tT i.TYPE OF STRUCTURE: Lj Y N N/A Chimney Ht./"B"Vent/Direct Vent Location " r Fresh Air Intake 3 inch Plumb Vent through roof minimum 6" Roof Complete/Exterior Finish 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 Enclosed Stairs Sheetrock Underside minimum '/2" 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 `r Relief Valves installed/Heat Trap/Water Temp 110 �p� Interior privacy/trim/doors/main entrance 36 in. � \� Bathroom/Kitchen watertight Q��,,tee�'4 `} � tJ v, Safety glazing/Window in stairwells safety lzin TE�4�g- CAL Interior Smoke Detectors: Every level: v1 / Every Bedrgom: ✓ l� Outside every bedroom area: Inter Connected: / Batter backup: 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 ara a Floor Pitched /Garage fireproofing/'/<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 . 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 or C/O Temporary/Permanent L:1PamW\Building&CodesUnspection FormslRes. Final Inst). form 2,docLast printed 2/12/04 Queensbury Building & Code Enforcement - Residential Final Inspection Office No. (518)761-8256 Arrive: am/pm epart: m/pm Date h'tspection request received: Inspector's Initials: J_j._ a NAME: -__71� PERMIT#: `i LOCATION: DATE: TYPE OF STRUCTURE: Comments Y N N/A Chimney Ht./"B"Vent/Direct Vent Location Fresh Air Intake Pad cJ v fv` �� s 3 inch Plumb Vent through roofminimum 6" rrd �a� �k5r 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 I/V tj f KAA Enclosed Stairs Sheetrock Underside minimum %2" Gypsum Grade away from foundation 6 in.with 10 ft. Handrail Termination at Newell Post or Wall 6 inch clearance to sill plate .f 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. 74 Bathroom/Kitchen watertight `> // Safe glazing/Window in stairwells safetyglazing �,�/�j�kGL `J/4 �f 6L e�MkS ' ,V Interior Smoke Detectors: Every level: / Every Bedroom: Outside every bedroom area: Inter Connected: / Battery backup: Carbon Monoxide Detector Bathroom Fans, if no window Plumbing fixtures Foundation insulation Floor truss, draft stopping finished basement 1,000 sf W Emergency egress below grade Basement stairs closed rise>4 inches Garage Floor Pitched n Garage fireproofing/'/4 hour fire door/door closer Duct work Sealed properly / y Gas Logs in Sealed or Glass Enclosure U/LJ l,�(�/2 r� G ARIA' Attic access 30 in.x 22 in.x 30 in,(ht.)In accessible area Crawl Spaces 18"x 24"access, 1 s . ft.-150 s . ft.vents Building No./Addr ss vi iblel from road Final Electrical Site Plan /Variance required Alb Rake , ,4) 01� Final SurveyPlot 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 =l Final Survey Inspection Dept. of Community Development Town of Queensbury 742 Bay Road Queensbury,NY 12804 Date received: &hV NAME: �k L LOCATION: 1�� 13 �I PERMIT Final Survey Plot Plan Approved Denied The attached final survey has been received by the Dept. of ell Community Development. Upon review the survey has heen: Cral r wn, Zoning Administrator Notes: L:1SueHemingway\Building.Codes.Inspection.FORMS\Final Survey Zoning Administrator.doc MAP REFERENCE: MAGNETIC AS PER YAP RBFBRBNCR MAP Of A 5UBDIV1510N MADE FOR RICHARD P. SCHERMERMORN DATED NOVEMBER 5. 2002 LAST REVISED JUNE 23. 2003 BY VAN DU5EN + 5TEVE5 --- LAND SURVEYORS LOT 14 — N06°11 51"E I 459.63, WELL 3 I _ to, O [� } d i N I CV) LOT 13 = I 57,414 sq.ft. I I1.32 acres � I 0 �r I LL�..O�w I W C" L NOCV3 n _ ASPHALT DRIVE S06-Tl--5l.W 459.00, --_ • RECEIVED •• EofW4. NOV 18 2004 t� OWN OF QUEENSI�D BUILDING AND C E ° . . 1AW, 5 Date: NOVE71BER 18, 2004 dn Du s 'UNAUTHORIZED ALTERATION OR ADDITION TO A SURVEY Scale 1'=30' . & en MAP BEARING A LICENSED LAND SURVEYORS SEAL.IS A Map made for VIOLATION OF SECTION 7200,SUB-DIVISION Z OF THE NEW YORK STATE EDUCATION LAW.' S t e v e s YXY COPIWITMES PROA 711E OR GINAL Of TH 5 SURVEY MARKED AL ALL AN OCMN,,AL or THE iA EW SURV[YRU �y ALL BE D�1»,N BE YALID,�IN TEs. T & B ASSOCIATES �`J 1 •CERWICATIONS GbICATED HEREON SIGNIFY THAT THIS INGLVEY WAS PREPARED IN ACCORDANCE 11flT1 THE , Land Surveyors EXISTING CODE OF PRACTICE A FOR 71ON OF PROFESSIONAL ADOPTED BY THE NEW YORI(STATE ASSTKGA110N OF PROFESSIONAL LAND SURVEYORS.SAID CERTIFICATIONS SHALL RUN ONLY TO THE PERSON FOR WHOM THE SURVEY IS PREPARED,AND ON HIS BEHALF TO THE TITLE COMPANY,GOVERNMENTAL SHEEr 1 OF 1 169 Haviland Road Queensbury, New York 12804 "OENCY AN LENDGNG IINSTITUITKGN LINED HEREON.AND Town of Queensbury, Warren County, New York TO TIE AB'S"MS OP THE ILNDRIG IN5TRUlION.- T + B (518) 792-8474 New York Lie. No. 50135 NO. DATE DESCRIPTION DWG. NO. 02384-13 Rough Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date Inspection request Queensbury Building& Code Enforcement Arrive: 1 _ De art. ", a pm 742 Bay Road, Queensbury,IVY 12804 Inspector's Initiate NAME: / PERMIT #: 6 ) -335 ,LOCATION: ` INSPECT ON: 10 0 11-1-00 TYPE OF STRUCT S f-D Y 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-Family ki Insulation/Residential Check/ Commercial Check Proper Vent,Attic Vent Duct/Hot Water Piping Insulation If required unheated spaces Combustion Air SUply for Furnace Duct work sealed properl /No duct tape COMMENTS: LASueHemingway\Building.Codes.Inspection.FORMS\Rough Plumbing Insulation Report.doc November 17,2003 Rough Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date Inspection request re d: Queensbury Building& Code Enforcement Arrive: 7�am/ rt: a 742 Bay Road, Queensbury,NY 12804 Inspector's Initials: NAME: t� PERMIT #: � J LOCATION: INSPECT ON: TYPE OF STRUCTURE: Y N N/A PVC: R-1,R-2, R-3,R4 Drain/Vents Cast Iron, Copper Drain/Vent/ Comm. PlumbingVent/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 Coop r Commercial er, CPVC,Pex One and Two-Family sulation/Residential Check/ Commercial Check Proper Vent, Attic Vent Duct/Hot Water Piping Insulation If required unheated spaces Combustion Air S!!pply for Furnace Duct work sealed properly/No duct tape COMMENTS: _ LASueHemingway\Building.Codes.Inspection.FORM S\Rough Plumbing Insulation Report.doc November 17,2003 Rough Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date Inspection request r e'v Queensbury Building& Code Enforcement Arrive: pm D art: (7 a 742 Bay Road, Queensbury,NY 12804 Inspector's Initial : r NAME: PERMIT #: -F' 33-S LOCATION: INSPECT ON: TYPE OF STRUCTURE: S 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 I % 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 jCleanout eve 100 feet/chars a of direction ater Supply Piping Cooper Commercial �tAw T�Coo er,CPVC,Pex One and Two-Fanuisulation/Residential Check/ Commercial Check , Proper Vent,Attic Vent Duct/Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace ::7hd Duct work sealed properly/No duct toe h COMMENTS: L-.\SueHemingway\Building.Codes.inspection.FORMS\Rough Plumbing Insulation Report.doc November 17,2003 Framing / Firestopping PhsAeC� �� Office No. (518) 761-8256 Date Inspection req t rec e : Queensbury Building& Code Enforcement Arrive: p -�\ a rt: an 742 Bay Road, Queensbury, NY 12804 Inspector's Im 'ais. NAME: PERMIT#: `�� LOCATION: _- INSPECT ON: 9 —C) TYPE OF STRUCTURE: j ,`C7Qj Y N N/A COMMENTS ming Jack Studs/Headers _ Bracing/Bridging Joist hangers Jack Posts/Main Beams � 7_141 �_42 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 wall Fire separation 1, 2, 3 hour Fire wall 2, 3, 4 hour - V 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 LASueI-Iemingway\Buildin.-.Codes.Inspection.FORM STraming Firestopping Inspection Report.doc January 28,2003 VC:1�4 z._ � 0 " Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date Inspection r uest ece' ed: q �j d Queensbury Building& Code Enforcement Arrive: am/p ep C am/1 742 Bay Road, Queensbury, NY 12804 hispector's Ini ials: NAME: PERMIT#: � �} LOCATION: ' . ' SPECT ON: TYPE OF STRUCTURE: Y N N/A ®lip MENTS Framing P��v � '+� vo�C--V\ @ z>�9 FLoz v Jack Studs/Headers ' J/ Bracing/Bridging Joist hangers =4 "i t.� K Jack Posts/Main Beams Exterior sheeting nailed properly 6 Awep 6 H3`E� 12"O.C. tA 1E—daJ6 t n`>C Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. h cLJRF t P-�bt[A) t�i\—M Notches/Holes/Bearing Walls ✓ } o Q ?�—P\e- %� Metal Strapping for Notches Top Plate ;' / t3c> 'T- 15,6 1 % (w) 16 gauge(8) 16D nails each side ✓ Draft stopping 1,000 sq. ft. floor trusses ;f �ti5 -b,\ Anchor Bolts 6 ft. or less on center Iee and snow shield 24 inches from wall Fire separation 1, 2, 3 hour Fire wall 2, 33 4 hour J i Firestopping .� Aw\A-1©6,R\- Penetration sealed z1 VJLj (3 16 inch insulation in cavity minp�� Garage Fire Separation rtrN 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) LJ C•'1�-� A 0(j*D V-- d��e 20 in. (W) 5.7 sf above/below grade 5.0 sf grade LASueHemingway\Building.Codes.Inspection.FORMS\Framing Firestopping Inspection Report.doc January 28,2003 "\ Rough Plumbing / Insulation Inspection ]Deport Office No. (518) 761-8256 Date Inspection reqouesWeeQueensbury Building& Code Enforcement Arrive: : 742 Bay Road, Queensbury,NY 12804 Inspector's Initi NAME: PERMIT #: 3�s LOCATION: INSPECT ON: TYPE OF STR TUIZE: Y N NIA PVC: R-1,R-2,R-3,R-4 Drain/Vents Cast Ir n, Copper Drain/Vent/ Comm. Pl in Vent/Vents in Place , IV ou h Plumbing/Nail Plates 7-� 1 % inch min. Drain Size Mho Washing Machine Drain 2 inch min. Head or Air Supply Test Drain and Vents V�6\�i— 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, ex One nd Two-Familyf Insulation/Residentia eck/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: � '27 LASueHemingway\Building.Codes.Inspection.FORMS\Rough Plumbing Insulation Report.doc November 17,2003 Q�a r• Septic Inspection Report Office No. (518)761-8256 Date Inspection request received: Queensbury Building& Code Enforcement Arrive: ani/p epart. /� gam/pm 742 Bay Rd.,Queensbury,NY 1,2804 Inspector's Initials: NAME: PERMIT NO.: LOCATIO : INSPECT ON: _UL` .RECHECK: Comments and/or diagram Soil T e: San /Loam/ Type of Water: a /Well Water Waterline separation distanc _ • Well separation distance ft• Other wells: ft. Absorption Field: Total length Length of each trench ft. Depth of trenches ft. Size of Stone Seepage Pits: Number Size: x Stone Size.- Piping Siz T e Building to tank G� Tank to Distribution Box Distribution Box field/Pit w '� Opening Sealed Y/N/Partial Location/Separations Foundation to tank ft• Foundation to absorption ft. Se aration of Pits ft• Conforms as per Plot Plan Y N Locati -U System on Property: V Rear Left Side Right Side Front Middle Rear System�Us!e4Statpproved Partial Approved and needs to be re-inspected,please call the Building&Codes Office Disapproved LASueHemingway\Building.Codes.inspection.FORMS\Septic Inspection Report.doc January 28,2003 Nov 17 04 03: 05p Jim Furey 518 885 0613 p. 2. Sep 2'7, 04 09:02a Michael Cha 518-698-2047 p. l L e. jm���\ T �00p Q tit Q OQ C� �cO'��cse� l ? 3 5 ZO�f B q�fz 20W 3 3S'Iz bS' Nq Z' +;e seen or observed,or believe 1 saw evidence of, ""ClEcts such a$houses, wells,trees,fences,etc.. )wn on this document I also represent that I have son ly sated the d"stances set#orih on th di gram." SIGNATURE p TE RECEIVEC SEP 2 7 2004 Foundation Inspection Report Office No. (518) 761-8256 Date Inspection requ t received: Queensbury Building&Code Enforcement Arrive: am/p Depart: am/pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials: NAME: ��" C i PERMIT#: Ak 033-S LOCATION: _ INSPECT ON: TYPE.OF STRUCTURE: 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 pu_pr 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 'nch width inches above footing 6 mil poly for wet areas under slab Backfrll Approval Plumbing Under SIab PVC/Cast/Copper- Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SueHemingway\BuiIding.Codes.Inspection.FORMS\foundation Inspection Report.doc January 28,2003 Framing / Firestopping Inspection Report l Office No. (518) 761-8256 Date Ins ection re est recei _ Queensbury Building & Code Enforcement Arriv11 e, ,a e _ am/ m 742 Bay Road, Queensbury, NY 12804 Inspector's Initia NAME: PERMIT#: LOCATION. INSPECT ON: L f TYPE OF STRUCTURE: T Framing Y N N/A COMMENTS Jack Studs/Headers Bracing/Bridging Joist hangers Jack Posts/Main Beams Extehor 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 Anch Bolts 6 ft. or less on center i� e and snow shield 24 inches from wall Fire separation 1, 2, 3 hour Fire wall 2, 3, 4 hour �f✓ � �� Firestopping °r 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 LASuel-Iemingway\Building.Codes.Inspection.FORMS\Framing Firestopping Inspection Report.doc January 28,2003 Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date Ins ection re u rece - ►q a Queensbury Building&Code Enforcement Arrive. " a art: a a m 742 Bay Road, Queensbury, NY 12804 Inspector's Initia s:.� NAME: 44"T' Amm PERMIT#: 0 -335 LOCATION: INSPECT ON: - ;Q TYPE OF STRUCTURE: S Y N N/A Framing COMMENTS 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 %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 Y 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 '/z 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 L:\SueHemingway\Building.Codes.Inspection.FORIvIS\Framing Firestopping Inspection Report.doc January 28,2003 Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date Inspection que t rec e Queensbury Building&Code Enforcement Arrive: am/ rt: a pm 742 Bay Road, Queensbury, NY 12804 Inspector's Init NAME: P)bnC A PERMIT#: LOCATION: INSPECT ON: TYPE OF STRUCTURE: Framing Y N N/A COMMENTS 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 %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.FORMS\Framing Firestopping Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518)761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: am/, epart• m/pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials: VV NAME: PERMIT#: LOCATION: INSPECT ON: 2-0� TYPE OF STRUCTURE: \ — 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 purpose on site. Foundation/Wallpour Reinforcement in Place -Foundation Dampproofing _F-oarrdation/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 Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:1SueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518)761-8256 Date Inspection reques received: Queensbury Building&Code Enforcement Arrive: am/p lv` Depart: am/pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials: ry NAME: l AsssD PERMIT#: LOCATION: INSPECT ON: � -- — TYPE OF STR T ���� Comments Y N N/A otings 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/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 Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASueHemingway\Buiiding.Codes.InspectionTORMSTFoundation Inspection Report.doc January 28,2003 Town of Queensbury Fire Marshal 742 Day Road Queensbury,NY 12804 761-8205/761-8206 fax 745-4437 Factoa Built Gas Fi lace/Stove Woection Report Notice:New York State requires that all UL Listed,factory built appliances be installed according to the instructions and specifications contained in the installation Manual accompanying the appliance.No deviation from the manufacturer's instructions or specifications is allowed. permit# 4 — -/,� Schedule Inspection Time - p ytime inspector Name�� i4cc- Address T��� G�'t '� __ k@osugh In . Final r� Appliance Maimm tourer �1 1� Model Direct Vent Factory Built Chimney Flue Size Double Wall Triple Wall insunlated Yes No N/A Comments Floor Protection /v0 Clearances to Combustibles (all sides) Firestop(s) 'Vertical.Chase ��2 Wall Penletrat n_ Vent Clearances to Combustibles Vent/Chimney Terming ion Chimney height must be 3 feet above roof Li penetration;2 feet above any combustible � Construction Withal 10 feet Gas Shut-Oflf'Valve Combustion Air Hearth Extension if any) V� v\ C� Mantel Height above f/p opening Witness Operation Tank Placement(if LP) White—Building Dept. _— �_ Yen➢ow Cyst per Pink—Fire Marshal cNGINEERING ZY TRE[tt;u A.MiTek Affiliate Trenco 818 S6undside Rd Edenton,NC 27932 Telephone 252/482-7000 Fax 252/482-7115 Re: B 16469 T&B ASSOCIATES 22 BERRY PATCH The truss drawing(s)referenced below have been prepared by Truss Engineering Co.under my direct supervision based on the parameters provided by Bellevue Builders Supply. Pages or sheets covered by this sealE1708031 thruE1708047 My license renewal date for the state of New York isAugust 31,2006. a 50��5' .� NEB STRzy, 0 i N cc n X UJ rn LU No.671�2 V P May 20,2004 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 2•0-0 17-8-0 za-a-o 0-0 2-0-0 2 a0 2 a0 r2-O-O 2-0-0 2-ao 2-ao 8 i-0-0 i-ao z-0-0 2.0-0 2-a0 2-ao 2-ao z-ao 2-0-0 2-ao z Q o 2 ao 10 8 o _2 w N d d - oa (1 o) To SE3 0 )- o o N C6 M o \ O \ N \ O O - d o Cb c� v C1 0 --- T06SGE O O �N N TOSGE oIIX 5F . N TON GR 7-10-0 7 a0 13-6.0 0 F o a TON GE --- Bellevue Builders Supply - 22 a0 --=� 13-6.0 . Name:T Truss transferred from 1500 500 B Layout 49-8-0 Duanesbur ASSOCIAT job: - - - Rd b 16469 Schenectat Address: 22 BERRY - _av_---- n_rcu_._..Scale:1 Date:5/1 Drawn B Job Truss Truss Type Qty Ply T&B ASSOCIATES 22 BERRY PATCH E1706031 B16469 T01 ROOFTRUSS 4 1 HOPEWELLMODEL Job Reference o tional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 20 14:47:32 2004 Page 1 1-10's 5-7-0 11-0-0 16-5-0 22-0-0 22-10 8 0-10-8 5-7-0 5-5-0 5-5-0 5-7-0 0-10-8 45= Scale:3116"=1' 4 10.00 12 2x4 2x4 3 5 n �1 2 6 c o 5x6 11 10 11 9 8 12 13 5x6 II 46= 3xB= 11-0-0 + 22-0-0 11-0-0 11-0-0 Plate Offsets(X Y)' [2'Edge 0-1-15] [6'Edge 0-1-151 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.86 Vert(LL) -0.31 6-9 >837 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.86 Vert(TL) -0.57 6-9 >460 240 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:88lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 3-10-11 oc puriins. BOT CHORD 2 X 4 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud *Except* 4-9 2 X 4 SPF No.2 WEDGE Left:2 X 4 SPF Stud,Right:2 X 4 SPF Stud REACTIONS (lb/size) 2=1729/0-3-8,6=1729/0-3-8 Max Horz2=243(load case 7) Max Uplift2=-97(load case 8),6=-97(load case 9) Max Grav2=1920(load case 2),6=1920(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/80,2-3=-2082/318,3-4=-1520/317,4-5=-1520/317,5-6=-2082/318,6-7=0/80 BOT CHORD 2-10=-110/1422,10-11=-110/1422,9-11=-110/1422,B-9=-95/1422,8-12=-95/1422,12-13=-95/1422,6-13=-95/1422 WEBS 3-9=-775/245,4-9=-212/1028,5-9=-775/245 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. 2)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. �1 of NEFI y 3)Unbalanced snow loads have been considered for this design. Cr 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. �Q P STRZj, 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. 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 Q fit between the bottom chord and any other-members. * Q x 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 97 lb uplift at joint 2 and 97 lb uplift at joint r— _ 6. r. LOAD CASE(S) Standard �s�4o 4°.6 132 ROp SS10 v May 20,2004 ® WARNING-Verify design parameters and READ NOTES ON TIUS AND INCLUDED MITEK REFERENCE PAGE N27-7473 BEFORE USE. Eb1.I r4EE RI NG BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is far an individual building component. ���® Applicability of design paromenters and proper incorporation of component is responsibilify 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.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A 1ARA Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCS11 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 11 B ASSOCIATES 22 BERRY PATCH E170803 B16469 T01GE ROOFTRUSS 1 1 HOPEWELL MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 20,14:47:34 2004 Page 1 -0-10-8 11-0-0 22-0-0 2?-10]8 0.10-8 11-0-0 11-0-0 0-1 0-8 4x4= Scale=1:60.1 10 9 11 8 12 10.00 12 7 13 6 14 6 15 LL 16 3 17 2 18 �1 Iig 3xB II 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 3x8 II 3x5= 2200 2200 Plate Offsets(X Y): [2:0-3-8 Edge] [18.0-3-8 Edge] 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 - n/a 999 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.00 1 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0.00 18 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:147lb 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 4 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF Stud 'Except` WEBS 1 Row at midpt 10-28,9-29,11-26 10-28 2 X 4 SPF No.2,9-29 2 X 4 SPF Not,11-26 2 X 4 SPF No.2 WEDGE Left:2 X 4 SPF Stud,Right:2 X 4 SPF Stud REACTIONS (lb/size) 18=266122-0-0,28=138/22-0-0,29=183/22-0-0,30=186/22-0-0,31=188/22-0-0,32=187/22-0-0,33=187/22-0-0, 34=184/22-0-0,35=195/22-0-0,2=266122-0-0,26=177/22-0-0,25=187/22-0-0,24=187/22-0-0,23=187/22-0-0, 22=187122-0-0,21=1 84/22-0-0,20=1 95122-0-0 - Max Horz2=206(load case 7) Max Upliftl8=-43(load case 7),29=-23(load case 7),30=47(load case 8),31=-42(load case 8),32=-41(load case 8), 33=-41(load case 8),34=-44(load case 8),35=-57(load case 7),2=-72(load case 6),26=-19(load case 6), 25=48(load case 9),24=-42(load case 9),23=-41(load case 9),22=41(load case 9),21=44(load case 9), 20=-54(load case 6) Max Gravl8=352(load case 3),28=138(load case 1),29=256(load case 2),30=254(load case 2),31=254(load case 2), 32=253(load case 2),33=254(load case 2),34=251(load case 2),35=264(load case 2),2=352(load case 2), 26=250(load case 3),25=255(load case 3),24=254(load case 3),23=253(load case 3),22=254(load case 3), 21=251(load case 3),20=264(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/77,2-3=-247/113,3-4=-190/101,4-5=-154/100,5-6=-118/99,6-7=-106/97,7-8=-106197,8-9=-107/162, 9-1 0=-1 09/195,10-11=-109/195,11-12=-1071162.12-13=-106197,13-14=-106158,14-15=-106/60,15-16=-116/62, STR vV }�O 1 6-1 7=-1 51162,17-18=-228/73,18-19=0/77 `Q P,. Z� ,p BOT CHORD 2-35=0/0,34-35=0/0,33-34=0/0,32-33=0/0,31-32=010,30-31=0/0,29-30=0/0,28-29=0/0,27-28=0/0,26-27=-38/231, 25-26=-38/231,24-25=-38/231,23-24=-38/231,22-23=-38/231,21-22=-38/231,20-21=-38/231,18-20=-38/231 WEBS 10-28=-166/0,9-29=-229/37,8-30=-227/90,7-31=-228/79,6-32=-226/79,5-33=-227/79,4-34=-222/79,3-35=-2421103, 11-26=-229/37,12-25=-227/90,13-24=-228/79,14-23=-226/79,15-22=-227179,16-21=-222/79,17-20=-242/103 r t 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. �O,67�02 CGS 2)Truss designed for wind loads in the plane of the truss only. ROFES Sl ONA� 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. May 20,2004 Continued on page 2 ® WARNR9G•Verify design pararneters and READ NOTES ON TMS AND INCLUDED DIITEK REFERENCE PAGE MU-7473 BEFORE USE. EMEERING BY Desgn valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. � PS��� 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 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 BCSI1 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 Oty Ply T 1111 ASSOCIATES 22 BERRY PATCH E170803 B16469 T01GE ROOFTRUSS 1 1 HOPEWELLMODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 20 14:47:34 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 43 lb uplift at joint 18,23 lb uplift at joint 29,47 lb uplift at joint 30,42 lb uplift at joint 31,41 lb uplift at joint 32,41 lb uplift atjoint 33,44 lb uplift at joint 34,57 lb uplift at joint 35,72 lb uplift at joint 2,19 lb uplift at joint 26,48 lb uplift atjoint 25,42 lb uplift at joint 24,41 lb uplift at joint 23,41 lb uplift atjoint 22,44 lb uplift at joint 21 and 54 lb uplift at joint 20. LOAD CASE(S) Standard WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTErf REFERENCE PAGE AU-7473 BEFORE USE. EW51HEE RING BY Design valid for use orly 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 for lateral support of individual web members only.Additional temporary bracing to insure stability during construction a the responsibilGty,of the a erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Attlliate fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPl1 Quality Criteria,DSB-89 and BCSI7 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,VA 53719. Edenton,NC 27932 Job JTruss Truss Type Qty Ply T&B ASSOCIATES 22 BERRY PATCH E170803 B16469 T01GR ROOFTRUSS 1 s� HOPEWELL MODEL L Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 20 14:47:35 2004 Page 1 -0-W 5-9-0 11-0-0 1 16-2-12 22-0-0 0-10-8 5-94 5-2-12 5-2-12 5-94 8x8 Scale:3/16"=1' 4 10.00 12 4x5 4x5 J 3 5 6 2 0 5x14 ii 11 10 12 9 8 13 7 5x14 1� 3xl2.5 M1116 ll 10x10= 6x8= 3x12.5 Mill611 10x10= 4-8-11 B-10-14 13-1-2 17-3-5 22-0-0 4-8-11 4-2-3 4-2.4 4-2-3 4-8-11 Plate Offsets(X Y)• [2:0-1-15 0-2-4] [3.0-0-8 0-1-12] [4•Edge 0-3-81 [5:0-0-8 0-1-12] [6:0-1-15 0-2-4] [8:0-5-0 0-5-8] [10:0-5-0 0-5-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.87 Vert(LL) -0.16 7-8 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.67 Vert(TL) -0.22 7-8 >999 240 M1116 127/82 BCLL 0.0 Rep Stress Incr ' NO WB 0.77 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:295lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 210OF 1.8E TOP CHORD Sheathed or 3-4-9 oc 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 'Except' 3-10 2 X 4 SPF Stud,5-8 2 X 4 SPF Stud WEDGE Left:2 X 6 SYP No.2,Right:2 X 6 SYP No.2 REACTIONS (lb/size) 6=1 1673/0-6-0.2=831210-6-0 Max Horz2=252(load case 6) Max Uplift6=-861(load case 8),2=-632(load case 7) Max Grav6=1 1711(load case 3),2=8504(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-10430/754,3-4=-8191/689,4-5=-8768/733,5-6=-13430/990 BOT CHORD 2-11=-599/7610,10-11=-562[7072,10-12=-361/5237,9-12=-361/5237,8-9=-361/5237,8-13=-590/8587,7-13='590/8587, 6-7=-684/9873 WEBS 3-1 1=-163/2394,3-10=-1931/253,4-10=-370/4294,4-8=-533/6298,5-B=-3896/417,5-7=-432/5724 NOTES 1)2-ply truss to be connected together with 10d 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 0-4-0 oc. ��or- NEW 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 �� ST(3Zj, 09 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 right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. * Q , 4)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. r- 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 M1120 plates unless otherwise indicated. Z ? 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 fit between the bottom chord and any other members. p 'Vol s7�02 CL� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 861 lb uplift at joint 6 and 632 lb uplift at R Q� joint 2.. �FES S4 ON 10)Girder carries tie-in span(s):18-0-0 from 0-0-0 to 15-0-0;39-0-0 from 15-0-0 to 22-0-0 May 20,2004 M&Md lu6 AS E M g 6t2 n d a rd A WARNING-Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED ARTEK REFERENCE PAGE AW-7473 BEFORE USE. EPIGINEERINGG BY Design 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.Additional 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 MiTe-K 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 aty Ply T&B ASSOCIATES 22 BERRY PATCH E170803 B16469 T01GR ROOF TRUSS 1 �y HOPEWELL MODEL G Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 20 14:47:35 2004 Page 2 LOAD CASE(S)Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-120,4-6=-120,2-12=-564(F=-544),9-12=-604(F=-544),9-13=-564(F=-544),6-13=-1299(F=-1279) WARNING-Verify design parameters and READ NOTES ON TIUS AND INCLUDED MITEK REFERENCE PAGE MD--7473 BEFORE USE. ENGINEERi 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 poromenters 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 stablity during construction is the respor ibiifity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiT.eK Attifiata fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI I 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 City Ply T 11 B ASSOCIATES 22 BERRY PATCH E1708034 B16469 T02 PIGGYBACK TRUSS 7 1 HOPEWELL MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc.Thu May 20 14:47:36 2004 Page 1 -0-10l8 5-9-11 11-2-7 16-7-3 22.4-13 27-9-9 33-2-5 39-0-0 0-10.8 5-9-11 54-12 5-4-12 5-9-9 5-0-12 54-12 5-9-11 6x10�i Scale=1:81.2 6x10 1 6 7 8.00 12 3x5 i 3x5 5 8 �i 2x4 3x6 3x6 O 2x4\\ 4 9 3 10 11 �12 r 4 Iq 0 0 5x10 18 19 17 16 20 21 15 22 23 14 13 24 12 5x10= 3x5= 3x6= 5x6= 5x6= 36= 5x6= 3x6= 6-10-5 13-3-12 19-6-0 25-8-4 32-1-11 39-0-0 6-10-5 6-5-7 6-24 6-24 6-5-7 6-10-5 Plate Offsets(X Y)' [2.0-1-11 Edge] [6.0-6-0 0-2-4] [7.0-6-0 0-2-4] [11.0-1-11 Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.84 Vert(LL) -0.20 16-18 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.73 Vert(TL) -0.26 16-18 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.06 14 n/a We BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:197lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E 'Except` TOP CHORD Sheathed or 2-9-12 oc purlins,except 6-7 2 X 6 SPF-S 165OF 1.5E 2-0-0 oc purlins(6-0-0 max.):6-7. BOT CHORD 2 X 4 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud 'Except` WEBS 1 Row at midpt 5-16.8-14 5-18 2 X 4 SPF No.2,6-16 2 X 4 SPF-S 1650F 1.5E 2 Rows at 1/3 pts 6-15,7-14 6-15 2 X 4 SPF No.2,7-15 2 X 4 SPF No.2 7-14 2 X 4 SPF-S 165OF 1.5E,8-12 2 X 4 SPF No.2 REACTIONS (lb/size) 2=1877/0-5-8,14=3604/0-5-8,11=591/Mechanical Max Horz2=298(load case 7) Max Uplift2=-117(load case 8),14=-111(load case 9),11=-34(load case 9) Max Grav2=2577(load case 2),14=3697(load case 3),11=975(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/82,2-3=-3606/346,3-4=-3312/424,4-5=-3049/451,5-6=-22051407,6-7=-806/274,7-8=01796,8-9=-647/210, 9-10=-913/156,10-11=-1183/187 BOT CHORD 2-18=-272/2746,18-19=-202/1983,17-19=-202/1983,16-17=-202/1983,16-20=-137/1186,20-21=-137/1186, 15-21=-137/1186,15-22=-78/354,22-23=-78/354,14-23=-78/354,13-14=-324/211,13-24=-324/211,12-24=324/211, 11-12=-121/772 ° WEBS 3-18=-772/235,5-18=-191/1107,5-16=-1291/318,6-16=-252/1579,6-15=-1502/215,7-15=-152/1788,7-14=-2604/288, 8-14=-1351/328,8-12=-212/1220,10-12=-860/248 NOTES X11 of NEW Y 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) �P P,STRZ.y 0,9 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 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. r- 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. — 1. 5)Provide adequate drainage to prevent water ponding. 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)'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. 8)Refer to girder(s)for truss to truss connections. 9 P� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 117 lb uplift at joint 2,111 lb uplift at joint 14 OFES S1 ON and 34 Ito uplift at joint 11. IVjB 2�,2��4 10)Design requires purins at oc spacing indicated. Y Continued on page 2 WARNING-Verify design parameters and BEAD NOTES ON TIUS AND DVCLUDED AUTEK REFERENCE PAGE MN-7473 BEFORE USE. EtIlal NEERI 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. �����® Applicablity 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.Additional 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 Atliliate - fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI1 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 ASSOCIATES 22 BERRY PATCH E1708034 B16469 T02 PIGGYBACKTRUSS 7 1 HOPEWELL MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 20 14:47:36 2004 Page 2 LOAD CASE(S)Standard ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED ffiTEB:REFERENCE PAGE MU-7473 BEFORE USE. 64GMEERi NG BY Design valid for use oily with Mi fek connectors.This design is based only upon parameters shovm.and is for an individual building component. �����® ApplicabUity 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.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 f liTek Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI1 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 City Ply T&B ASSOCIATES 22 BERRY PATCH E1708035 B16469 T02A PIGGYBACKTRUSS 2 1 HOPEWELLMODEL Job Reference optional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 20 14:47:37 2004 Page 1 -10 5-9-11 11-2-7 16-7-3 22-4-13 27-9-9 33-2-5 I 39-0-0 0-10-8 5-9-11 5-4-12 5-4-12 5-9-9 5-4-12 5-4-12 5-9-11 Scale=1:80.7 5x8= Sx8= 6 7 8.00 12 3x5 i 3x5 1 5 8 3x6 i 2x4 11 3x6 2x4 1\ 4 9 3 10 11 12 VnV c ld 5x6= 18 19 17 16 20 21 15 22 23 14 13 24 12 5x6= 8x8 i � 3x5= 4x6= 3x5= 4x4= 3x5= 8x8� 4x4= 46= 6-10-5 13-3-12 19-6-0 25-8-4 32-1-11 39-0-0 6-10-5 6-5-7 6-2-4 6-2-4 6-5-7 6-10-5 Plate Offsets(X Y)' [2.0-9-4 0-1-9] [2.0-0-14 Edge] [6.0-4-0 0-1-9] [7.0-4-0 0-1-9] [11'0-9-4 0-1-9] [11:0-0-14 Edge] 114:0-2-0 0-1-12] [16:0-2-0,0-1-12] [17:0-3-0,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.85 Vert(LL) -0.30 12-14 >999 360 M1120 1691123 TCDL 10.0 Lumber Increase 1.15 BC 0.79 Vert(TL) -0.40 12-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.17 11 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:207lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E 'Except* TOP CHORD Sheathed or 2-3-13 oc purlins,except 6-7 2 X 6 SPF-S 165OF 1.5E,1-4 2 X 4 SPF-S 210OF 1.8E 2-0-0 oc pudins(5-2-5 max.):6-7. 9-11 2 X 4 SPF-S 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SPF-S 2100F 1.8E 'Except' WEBS 1 Row at midpt 5-16,6-15,7-15,8-14 13-17 2 X 4 SPF-S 1650F 1.5E WEBS 2 X 4 SPF No.2 'Except' 3-18 2 X 4 SPF Stud,5-16 2 X 4 SPF Stud,8-14 2 X 4 SPF Stud 10-12 2 X 4 SPF Stud WEDGE Left:2 X 10 SYP No.2,Right:2 X 10 SYP No.2 REACTIONS (lb/size) 2=310410-5-8,11=2967/Mechanical Max Horz2=298(load case 7) Max Uplift2=-149(load case 8),11=-107(load case 9) Max Grav2=3601(load case 2),11=3413(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/82,2-3=-53801657,3-4=-5072/733,4-5=-4808/760,5-6=-4004/723,6-7=-2680/586,7-8=4024/725,8-9=-4878/774, 9-10=-5144/747,10-11=-5442/669 BOT CHORD 2-18=-447/4198,18-19=-295/3475,17-19=-295/3475,16-17=-295/3475,16-20=-140/2698,20-21=-140/2698, 15-21=-140/2698,15-22=-141/2710,22-23=-141/2710,14-23=-141/2710,13-14=-298/3500,13-24=-298/3500, 12-24=-298/3500,11-12=-461/4268 <-! pF NE(�, WEBS 3-18=-726/227,5-18=-181/1050,5-16=-1254/312,6-16=-246/1540,6-15=-4411751,7-15=4531739,7-14=-251/1562, '�v STR }-0 8-14=-12801317,8-12=-197/1117,10-12=-7721236 ZY NOTES CO 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( zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is r 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. 2 q ' 3)Unbalanced snow loads have been considered for this design. X 2 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. C? 5)Provide adequate drainage to prevent water ponding. D p NO 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. P Q� 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 �FESSION fit between the bottom chord and any other members. n/18 2�,20�4 8)Refer to girder(s)for truss to truss connections. y Continued on page 2 ® WARNING-Verify design parmneters and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE AU-7473 BEFORE USE. EWSINEERINGW Design valid for use only with MiTek connectors..This design is based only upon parameters shown,and is for an individual building component. i�1����® Applicability of design paramenters 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 i erector.Addtonal permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A Mli'fck AtliliaN. 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 �t Job Truss Truss Type Oty Ply T 8 B ASSOCIATES 22 BERRY PATCH E170803 B16469 T02A PIGGYBACK TRUSS 2 1 HOPEWELL MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 20 14:47:38 2004 Page 2 NOTES 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 149 lb uplift at joint 2 and 107 lb uplift at joint 11. 10)Design requires purlins at oc spacing indicated. LOAD CASE(S) Standard J 1 ® WARNING-Verify design parameters and READ NOTES ON TMS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Efr.11,4EERING BY Design valid for use only with Wekconnectors.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 responsibilrity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A Mi'rck Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCS11 Building Component 818 Soundside Rd Safety.Information ovalable from Truss Plate Insfitute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC27932 Job Truss Truss Type Qty PlyTT&RBeASSOCIATES 22 BERRY PATCHE1708036 B16469 T02PB PIGGYBACK 9erence o tional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 20 14:47:38 2004 Page 1 r 2-10-13 5-9-9 2-1 D-13 2-10-13 3x5= Scale=1:13.7 3 8.00 12 4 2 5 Ir 1 0 'o to O � 2x4= 2x4= 0-9-1 5-0-6 5-9-9 r , D-9-1 4-3-4 0-9-3 Plate Offsets(X Y)• 13.0-2-8 Edge) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.01 2-4 >999 360 MI120 169/123 TCDL 10.0 Lumberincrease 1.15 BC 0.13 Vert(TL) -0.03 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:13lb LUMBER- BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 5-9-9 oc purlins. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=356/0-3-8,4=356/0-3-8 Max Horz2=-38(load case 6) Max Uplift2=-38(load case 8),4=-38(load case 9) Max Grav2=421(load case 2),4=421(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44,2-3=-258/60,3-4=-258/60,4-5=0/44 BOT CHORD 24=-6/145 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)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. 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)`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. F N E 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 38 lb uplift at joint 2 and 38 Ib uplift at joint 4. Q STR2 O,A 8)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS LOAD CASE(S) Standard �. v 9pF�SS10NP May 20,2004 ® WARMNG-Verify design parmneters and READ NOTES ON TNIS AND DYCLUDED MITER REFERENCE PAGE MN-7473 BEFORE USE. EPF INEERING BY Design valid for use only with Mffek connectrs.o 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 i erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek ntliliate falxication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 818 SDundside Rd Safety information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC27932 Job Truss Truss Type City Ply T 1,B ASSOCIATES 22 BERRY PATCH E7708037 B16469 T02PBGE PIGGYBACK 1 1 Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 20 14:47:39 2004 Page 1 2-10-13 F 5-9-9 2-10-13 2-10-13 4x4= Scale=1:13.9 3 8.00 FIT 4 2 5 1 0 I6 - o 2x4= 2x4 11 2x4= 5-9-9 5-9.9 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.16 Vert(LL) n/a n/a 999 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2000/ANSl95 (Matrix) Weight:14lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 5-9-9 cc purlins. BOT CHORD 2 X 4 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF Stud REACTIONS (lb/size) 1=-81/5-9-9,5=-81/5-9-9,2=340/5-9-9,4=340/5-9-9,6=21 915-9-9 Max Harz 1=-46(load case 6) Max Upliftl=-116(load case 2),5=-116(load case 3),2=-66(load case 8),4=-59(load case 9) Max Grav 1=48(load case 7),5=28(load case 9),2=460(load case 2),4=460(load case 3),6=219(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD. 1-2=-6 311 0 3,2-3=-151/36,3-4=-151/36,4-5=-22/103 BOT CHORD 2-6=-8/29,4-6=-B/29 - WEBS 3-6=-165/27 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. 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 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. OF NEW , 7)Gable studs spaced at 1-4-0 cc. 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 �PX\ P STR2Y �� fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 116 lb uplift at joint 1,116 lb uplift at joint 5, CO � 66 lb uplift atjoint 2 and 59 lb uplift at joint 4. o * Q Q A Uy k 10)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS LOAD CASE(S) Standard LP�4 C? No.671D2 v 9)FFSS10 May 20,2004 ® WARNING-9er(fy design parameters and READ NO TES ON THIS AND INCLUDED MITEK REFERENCE PA GE Mg-7473 BEFORE USE. ENGINEERING BY Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for on individual building component. � � � Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shove 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 theloverall structure is the responsibility of the building designer.For general guidance regarding A MiTek Allifiale 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 TPIGG s Type City Ply T&B ASSOCIATES 22 BERRY PATCH E1708038 616469 T02SGE YBACK TRUSS 1 1 HOPEWELL MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MITek Industries,Inc. Thu May 20 14:47:41 2004 Page 1 -Q-10r8 5-9-11 11-2-7 16-7-3 22-4-13 27-9-9 33-2-5 39-0-0 0-10-8 5-9-11 5-0-12 5-4-12 5-9-9 54-12 5-4-12 5-9-11 6x8 i Scale=1:80.5 6x8 6 7 8.00 12 3x8 i 31 13x8 5 8 3x6 3x6 4 3xf II 3 11 9 3 3 E II 3x II 10 11 2 d 1 1q 0 5x10%30 29 28 272625 24 113 22 21 2019 189 90 17 91 16 159249313 94 12 95 4x5= 3x6= 3x5= 3x8= 4x5= 5x10 3x8= 3x5 13x6= 6-10-5 13-3-12 { 19-6-0 25-8-4 25-11-0 32-1-11 39-0-0 6-10-5 6-5-7 6-2-4 6-24 0-2-12 6-2-11 6-10-5 Plate Offsets(X Y)- [2'0-1-11 Edge] [6:0-5-0 0-3-0] [7:0-5-0 0-3-0] 111:0-1-11 Edge] [17.0-2-0 0-1-8] [44:0-4-7 0-2-0] [68:0-4-7 0-2-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.17 11-12 >942 360 MI120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.86 Vert(TL) -0.25 11-12 >628 240 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.01 11 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:398lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E 'Except TOP CHORD Sheathed or 4-2-13 oc purlins,except 6-7 2 X 6 SPF-S 165OF 1.5E 2-0-0 oc purlins(6-0-0 max.):6-7. BOT CHORD 2 X 4 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF No.2 'Except WEBS 1 Row at midpt 5-26,6-19,6-17,8-14 3-26 2 X 4 SPF Stud,5-19 2 X 4 SPF Stud,8-14 2 X 4 SPF Stud 2 Rows at 1/3 pts 7-14 10-12 2 X 4 SPF Stud OTHERS 2 X 4 SPF Stud 'Except 17-31 2 X 4 SPF No.2,35-36 2 X 4 SPF No.2,59-60 2 X 4 SPF No.2 REACTIONS (lb/size) 2=370/14-5-8,26=788/14-5-8,19=792/14-5-8.14=2857/3-5-8,11=975/Mechanical,18=393/14-5-8.20=153/14-5-8 ,22=74/14-5-8,23=84/14-5-8,24=42/14-5-8,25=18/14-5-8,27=13/14-5-8,28=54114-5-8.29=-70/14-5-8, 30=253/14-5-8,1 6=2 5 913-5-8,15=470/3-5-8 Max Horz2=206(load case 2) Max Uplift2=-17(load case 6),26=-175(load case 8),19=-205(load case 7),14=-204(load case 9),11=-61(load case 9), 29=-107(load case 2),30=-33(load case 8),15=-478(load case 2) Max Grav2=590(load case 2),26=1208(load case 2),19=1105(load case 2),14=3505(load case 3),11=1250(load case 3), 18=398(load case 3),20=155(load case 3),22=74(load case 3),23=84(load case 3),24=55(load case 4), 25=45(load case 4),27=43(load case 4),28=64(load case 2),29=33(load case 8),30=340(load case 2), 16=263(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78,2-3=-525/109,3-4=-243/76,4-5=-31/283,5-6=-290/300,6-7=-269/210,7-8=0/718,8-9=-985/251, ! OF EYV 9-1 0=-1 2531224,10-11=-1520/142 BOT CHORD 2-30=-17/22,29-30=-17/22,28-29=-17/22,27-28=-17/22,26-27=-17/22,25-26=-30/23,24-25=-30/23,24-88=-30123, �Q+ P STRZy 09 23-88=-30/23,22-23=-30/23,21-22=-30/23,20-21=-115/215,19-20=-115/215,18-19=-96/298,18-89=-96/298, CO 89-90=-96/298,17-90=-96/298,17-91=-72/241,16-91=-72/241,16-92=-72/241,15-92=-72/241,14-15=-72/241, Q tP 14-93=-39/176,13-93=-39/176,13-94=-39/176,12-94=-39/176,12-95=-29/1056,11-95=-29/1056 * Q RA WEBS 3-26=-858/247,5-26=-424/58,5-19=-585/202,6-19=-921/50,6-17=-115173,7-17=-21/312,7-14=-1472/110. 8-14=-1516/356,8-12=-276/1583,10-12=-870/250 ; 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 �� NO, 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. ESS10NA '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. May 20,2004 Continued on page 2 ® WARNING-Verify design parmneters and READ NOTES ON TIES AND INCLUDED MTTEK REFERENCE PAGE MU-7473 BEFORE USE. Et•:GMEERING By Design valid for use only with MTek 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 in erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTeK Atfiliate fabrication,quality control,storage,delivery,erectiori 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 1111 ASSOCIATES 22 BERRY PATCH E1708038 B16469 T02SGE PIGGYBACK TRUSS 1 1 HOPEWELLMODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12305 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 20 14:47:42 2004 Page 2 NOTES 5)Provide adequate drainage to prevent water ponding. 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. 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)Refer to girder(s)for truss to truss connections. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 17 lb uplift at joint 2,175 lb uplift at joint 26,205 lb uplift at joint 19,204 lb uplift at joint 14,61 lb uplift at joint 11,107 lb uplift at joint 29,33 lb uplift at joint 30 and 478 lb uplift at joint 15. 12)Girder carries tie-in span(s):3-8-0 from 26-4-0 to 38-0-0 13)Design requires purlins at oc spacing indicated. 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-6=-120,6-7=-120,7-11=-120,2-88=-20,21-88=-60,21-89=-20,89-90=-60,90-91=-20,91-92=-60,92-93=-20,13-93=-62(F=-42),13-94=-102(F=-42), 94-95=-62(F=-42),11-95=-20 ® WARNING-Ver(fy design parameters and READ NOTES ON TNTS AND MCLUDED MTTEB:REFERENCE PAGE MU-7473 BEFORE USE. EwY MEE RMG BY Design valid for use orgy with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. � ��� Applicabliity of design poramenters and proper incorporation of component is responsibility of balding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stabBity 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 MYTek Alftliato 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,wl 53719: Edenton,NC 27932 Job Truss Truss Type Oty Ply T 1,B ASSOCIATES 22 BERRY PATCH E1708039 B16469 T03 ROOF TRUSS 7 1 HOPEWELL MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 20 14:47:42 2004 Page 1 -0-10-8 3-8-0 2x4 11 0-10-8 3-8-0 3 Scale=1:18.3 10.00 12 2 1 4 4x5= 3-8-0 2x4 I 3-B-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 0.25 Vert(LL) -0.01 2-4 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.09 Vert(TL) 0.03 1 >373 240 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:15lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 3-8-0 oc purlins. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud WEDGE Left:2 X 4 SPF Stud REACTIONS (lb/size) 2=377/0-3-8,4=218/Mechanical Max Horz2=119(load case 6) Max Uplift2=-19(load case 6),4=-53(load case 6) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/56,2-3=-150/98 BOT CHORD 2-4=0/0 WEBS 3-4=-184/121 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. 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 OF N EIV�y fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. Q STRZ 09 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 19 Ib uplift at joint 2 and 53 lb uplift at joint 4 Q �L LOAD CASE(S) Standard r— A X i. y t 4 Z ��� Na.671fl2 C? v 90 SS40NA May 20,2004 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED DtfTER REFERENCE PAGE➢W-7473 BEFORE USE. EtG INEERMG BY Deign valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. i7 ��� Applicability of design paramenters and proper incorporation of component is responsibility of building designer-riot truss designer.Bracing shovm is forloteral support of individual web members only.Additional 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 Affiliate, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI1 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 Oty Ply T h B ASSOCIATES 22 BERRY PATCH ' E1708040 B16469 T04 ROOF TRUSS 3 1 HOPEWELL MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 20 14:47:43 2004 Page 1 -0-194 6-0-4 I 11-7-10 17-3-0 22-10-6 28-5-12 34-6-0 35-4,6 0-10-8 6-0-4 5-7-6 5-7-6 5-7-6 5-7-6 6-0.4 0-10-8 5x6= Scale=1:74.8 6 8.00 F12 3x5 i 3x5 5 7 3x5 i 3x5 2x4\\ 4 82x4 3 9 112 10 Y1 I 0 0 46= 16 17 15 16 14 19 13 20 12 46= 8x8= 3x5= 46= 48= 46= 3x5= 8x8 8-9-15 17-3-0 25-8-1 34-6-0 8-9-15 8-5-1 8-5-1 8-9-15 Plate Offsets(X Y): [2'0-0-0 0-0-41 [2.0-6-0 Edge] [10:0-6-0 Edge] [10.0-0-0 0-0-4] [15:0-3-0 Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.91 Vert(LL) -0.35 14-16 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.95 Vert(TL) -0.48 14-16 >849 240 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.15 10 n/a We BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:157lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 1-7-8 oc purlins. BOT CHORD 2 X 4 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud 'Except' WEBS 1 Row at micipt 5-14.7-14 5-14 2 X 4 SPF No.2,6-14 2 X 4 SPF No.2,7-14 2 X 4 SPF No.2 WEDGE Left:2 X 8 SYP No.2,Right:2 X 8 SYP No.2 REACTIONS (lb/size) 2=2678/0-5-8,10=2678/0-5-8 Max Horz2=-300(load case 6) Max Uplift2=-146(load case 8),10=-146(load case 9) Max Grav2=2949(load case 2),10=2949(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/82,2-3=-4216/564,3-4=-3639/561,4-5=-3382/589,5-6=-2554/524,6-7=-2554/524,7-8=-3382/589,8-9=-3639/561, 9-10=-4216/564,10-11=0/82 BOT CHORD 2-16=-334/3244,16-17=-166/2558,15-17=-166/2558,15-18=-166/2558,14-18=-166/2558,14-19=-166/2558, 13-19=-166/2558,13-20=-166/2558,12-20=-166/2558,10-12=-334/3244 WEBS 3-16n-751/226,5-16=-107/967,5-14=-1406/292,6-14=-389/1941,7-14=-1406/292,7-12=-107/967,9-12=-751/226 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 OF j>Jj;W designed for C-C for members and forces,and for MWFRS for reactions specified. $TRZY yO 2)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. ,\Q P. .p 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. �y 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)'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 r— .— fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 146 lb uplift at joint 2 and 146 lb uplift at ue" joint 10. s �l LOADCASE(S) Standard ��p �A•67��2 �i� ti ROFESstoNA May 20,2004 ® WARNING-Verify design parameters and READ NOTES ON TIES AND INCLUDED MITEK REFERENCE PAGE MU-7473 BEFORE USE. F'aINEERI NG UY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �EP � � Applicablity of design poramenters and proper incorporation of component is responsibilify of building designer-rot truss designer.Bracing shoe n is for lateral support of individual vielo members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 101 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A F.1iTek Aitillalo 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,WI 53719. Edenton,NC 27932 Job Truss Truss Type City Ply T&B ASSOCIATES 22 BERRY PATCH E1708041 B16469 T04A ROOFTRUSS 1 1 HOPEWELL MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5,200 s Jan 16 2004 MiTek Industries,Inc. Thu May 20 14:47:44 2004 Page 1 1-1 op 6-0-4 11-7-10 17-3-0 22-10-6 28-5-12 34-6-0 0-10-8 6-0-4 5-7-6 5-7-6 5-7-6 5-7-6 6-0-4 5x6= Scale=1:74.2 6 8.00 12 3x5 i 3x5 O 5 7 3x5 3x5 2x4\\ 4 82x4 3 9 10 112 n .� Iq 0 0 4x6= 15 16 14 17 13 18 12 19 11 4x6= 8x8 3x5= 4x6= 4x8= 4x8= 3x5= Bx8= 8-9-15 17-3-0 25-8-1 '34-6-0 B-9-15 8-5-1 8-5-1 B-9-15 Plate Offsets(X Y): [2.0-0-0 0-0-4] [2:0-6-0 Edge] [10:0-6-0 Edge] [10.0-0-0 0-0-4] [14.0-3-0 Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.97 Vert(LL) .-0.35 13-15 >999 360 M1120 1691123 TCDL 10.0 Lumber Increase 1.15 BC 0.97 Vert(TL) -0.48 13-15 ->845 240 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.15 10 We n1a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:156lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed. BOT CHORD 2 X 4 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud 'Except' WEBS 1 Row at midpt 5-13.7-13 5-13 2 X 4 SPF No.2,6-13 2 X 4 SPF No.2,7-13 2 X 4 SPF No.2 WEDGE Left:2 X 8 SYP No.2,Right:2 X 8 SYP No.2 REACTIONS (lb/size) 2=2680/0-5-8,10=2544/0-5-8 Max Horz2=310(load case 7) Max Uplift2=-146(load case 8),10=-103(load case 9) Max Grav2=2949(load case 2),10=2758(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/82,2-3=-4216/566,3-4=-3640/563,4-5=-3386/591,5-6=-2558/526,6-7=-2558/526,7-8=-3396/598,8-9=-3660/569, 9-10=-4237/572 BOTCHORD 2-15=-36913244,15-16=-201/2561,14-16=-201/2561,14:17=-201/2561,13-17=-201/2561,13-18=-202/2565, 12-18=-202/2565,12-19=-20212565,11-19=-202/2565,10-11=-377/3267 WEBS 3-15=-751/226,5-15=-107/967,5-13=-1406/292,6-13=-391/1945,7-13=-1415/295,7-11=-115/987,9-11=-763/231 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 Ol N E J1/ designed for C-C for members and forces,and for MWFRS for reactions specified. STR yO 2)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. �Q P. Zy 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. ly 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)'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 r— _ fit between the bottom chord and any other members. % 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 146 lb uplift at joint 2 and 103 lb uplift at 2 joint 10. LOADCASE(S) Standard ROp SS1CNA May 20,2004 ® WARNING.Verify design parameters and READ NOTES ON TRTS AND INCLUDED ffiTEN REFERENCE PAGE IW-7473 BEFORE USE. EfY INEERIMG BY Design valid for use any Wth MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. � ��� Applicab0ity of design paramenters 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 responsibillity of the i erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Atliliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TFI1 Quality Criteria,DSB-89 and BCS11 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 Oty Ply T 8,B ASSOCIATES 22 BERRY PATCH E170804 B16469 T04B ROOFTRUSS 10. 1 HOPEWELL MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 20 14:47:45 2004 Page 1 .9-1 op 6-04 I 11-7-10 tr_ 7 3-0 1 22-10-6 28-5-12 1 34-3-0 0-10-8 6-0-4 5-7-6 5-7-6 5-7-6 5-7-6 5-9-4 5x6= Scale=1:74.1 6 8.00 FIT 3x5-z 3x5 5 7 3x5 i 3x5 2x4\\ 4 82x4 3 9 10 �1 jo 0 0 4x6= 15 16 14 17 .13 18 12 19 11 8x10= 8x8 3x5= 4x6= 4x8= 4x6= 3x5= 8-9-15 17-3-0 25-8-1 34-3-0 B-9-15 8-5-1 8-5-1 8-6-15 Plate Offsets(X Y)• [2:0-0-0 0-0-41 I2.0-6-0 Edgel [10.0-1-2 Edge] [14.0-3-0 Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.91 Vert(LL) -0.35 13-15 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.95 Vert(TL) -0.48 13-15 >854 240 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Cade IBC2000/ANS195. (Matrix) Weight:154lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 1-7-8 oc purlins. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud 'Except' WEBS 1 Row at midpt 5-13,7-13 5-13 2 X 4 SPF No.2,6-13 2 X 4 SPF No.2,7-13 2 X 4 SPF No.2 WEDGE Left:2 X 8 SYP No.2,Right:2 X 6 SPF-S 1650F 1.5E REACTIONS (lb/size) 2=2668/0-5-8,10=25331Mechanical Max Horz2=310(load case 7) Max Uplift2=-145(load case 8),10=-102(load case 9) Max Grav2=2942(load case 2),10=2740(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/82,2-3=-4204/563,3-4=-3627/560,4-5=-3364/588,5-6=-2536/523,6-7=-2536/523,7-8=-3329/588,B-9=-3586/560, 9-10=-4151/561 BOT CHORD 2-15=-367/3234,15-16=-198/2543,14-16=-198/2543,14-17=-198/2543,13-17=-198/2543,13-18=-19812528, 12-18=-19812528,12-19=-198/2528,11-19=-19812528,10-11=-364/3168 WEBS 3-15=-751/226,5-15=-107/967.5-13=-1406/292,6-13=-388/1921,_7-13=-1382/291,7-11=-1 07/925,9-11=-696/221 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 of- N E designed for C-C for members and forces,and for MWFRS for reactions specified. A STR y V �O 2)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. �Q P. ZY 9 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. �y 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 a A 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 r— fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 145 lb uplift at joint 2 and 102 lb uplift at s o, joint 10. LOAD CASE(S)Standard �A) Np 6710`L A�i$ �FES Sl 0C1 May 20,2004 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1HU-7473 BEFORE USE. EMEERMG BY Design vdid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. � NG���� Alicability of design poramenters and proper incorporation of component is responsibility of building designer-rot truss designer.Bracing shown pp is for lateral support of individual web members orgy.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 NIITcl;Atfilfat*i 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 Qry Ply T&B ASSOCIATES 22 BERRY PATCH E1708043 B16469 T04BGE ROOF TRUSS 1 1 Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 20 14:47:47 2004 Page 1 -0-10-A 17-3-0 I _34-3-0 0-10.8 17-3-0 17-0-0 4x4= Scale=1:74.1 14 13 15 12 16 11 17 5x6 10 18 3x5 9 19 20 g 21 8.00 12 7 22 6 23 5 24 4 25 3 26 27 n 12 )m 0 3x5= 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 3x8 II 5x6= 5x6= 34-3-0 34-3-0 Plate Offsets(X Y): [2'0-2-9 0-1-81 [8.0-3-0 0-0-41 [27:0-3-8 Edge] [35.0-3-0 0-3-0] [43.0-3-0 0-3-01 LOADING(psq SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.15 Vert(LL) n/a - n/a 999 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.10 Vert(TL) -0.00 1 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.01 27 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:251lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc pudins. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF Stud *Except* WEBS 1 Row at midpt 14-39,1340,1241,1142,15-38,16-37, 14-39 2 X 4 SPF No.2,13-40 2 X 4 SPF ND.2,1241 2 X 4 SPF No.2 17-36 1142 2 X 4 SPF No.2,15-38 2 X 4 SPF No.2,16-37 2 X 4 SPF No.2 17-36 2 X 4 SPF No,2 WEDGE Right:2 X 4 SPF Stud REACTIONS (lb/size) 2=297/34-3-0,39=163/34-3-0,40=183/34-3-0,41=1 8 7134-3-0,42=188/34-3-0,43=181/34-3-0,44=205/34-3-0, 45=185/34-3-0,46=167/34-3-0,47=187/34-3-0,48=197/34-3-0,49=134/34-3-0,50=326/34-3-0,38=183/34-3-0, 37=187/34-3-0,27=151/34-3-0,36=188/34-3-0,35=184/34-3-0,34=188134-3-0,33=186/34-3-0,32=187/34-3-0, 31=185/34-3-0,30=197/34-3-0,29=134/34-3-0,28=328/34-3-0 Max Horz2=310(load case 7) Max Uplift2=-85(load case 6),40=-15(load case 7),41=-39(load Case 8),42=-33(load case 8),43=-30(load case 8), 44=-35(load case 8),45=-33(load Case 8),46=-24(load Case 8),47=-33(load case 8),48=-31(load case 8), 49=-28(load case 8),50=47(load case 8),37=-41(load case 9),27=-15(load case 7),36=-33(load case 9), 35=-30(load case 9),34=-31(load case 9),33=-32(load case 9),32=-31(load case 9),31=-31(load case 9), 30=-33(load Case 9),29=-22(load case 9),28=-71(load case 9) Max Grav2=401(load case 2),39=171(load case 9),40=253(load case 2),41=257(load case 2),42=255(load case 2), 43=246(load case 2),44=279(load case 2),45=252(load case 2),46=226(load case 2),47=254(load case 2), 48=267(load case 2),49=183(load case 2),50=441(load case 2),38=252(load case 3),37=257(load case 3), o IyV, 27=197(load case 3),36=256(load case 3),35=249(load case 3),34=255(load case 3),33=253(load case 3), X � � y 32=254(load case 3),31=251(load case 3),30=268(load case 3),29=182(load case 3),28=446(load case 3) �P STRZy �,� FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78,2-3=-285/178,3-4=-237/167,4-5=-214/169,5-6=-187/167,6-7=-1601165,7-B=-1371164,8-9=-112/164, 9-10=-861162,10-11=-81/190,11-12=-83/235,12-13=-84/285,13-14=-84/296,14-15=-87/296,1 5-1 6=-87128 5, r- _ 16-17=-86/235,17-18=-84/190,18-19=-87/148,19-20=-14/104,20-21=-87/100,21-2 2=-8716 0,22-23=-87/54, 23-24=-87/55,24-25=-103/57,25-26=-126/56,26-27=-199/101 BOT CHORD 2-50=-49/186,49-50=49/186,48-49=49/186,47-48=491186,4647=-49/186,45-46=-49/186,44-45=481189, 4344=-48/189,4 2-43=4 811 8 9,41-42=48/189,4041=-48/189,3940=-48/189,38-39=48/189,37-38=48/189, 36-37=48/189,35-36=-48/189,34-35=481189,33-34=-48/189,32-33=-48/189,31-32=48/189,30-31=48/189, WEBS 14-39=-221/0913--409-26/28912 418-30/7991142=-229167,1043=-219/63,9-44=-252/71,8-45=-226/68,7-46=-198/55, AROF rsslo P� 647=-228/66,5-48=-235/67,449=-176/54,3-50=-371/103,15-38=-226/8,16-37=-230/79,17-36=-230/67,18-35=-222164, 19-34=-228165,21-33=-227/65,22-32=-227/65,23-31=-226/65,24-30=-234/67,25-29=-183153,26-28=-357/118 May 20,2004 Continued on page 2 ® WARN(NG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTER REFERENCE PAGE MU-7473 BEFORE USE. EFfGINEERMG 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 poramenters and proper incorporation of component is responsibility of building designer-not thus 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 i erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A 1A I"ek Atfillate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI7 Quality Criteria,DSB-89 and BCSI1 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onotdo Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type City Ply T&B ASSOCIATES 22 BERRY PATCH E1708043 B16469 T04BGE ROOFTRUSS 1 1 Jab Reference o lional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 20 14:47:47 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 cc. 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 85 lb uplift at joint 2,15 lb uplift at joint 40,39 lb uplift at joint 41,33 lb uplift at joint 42,30 lb uplift at joint 43,35 Ito uplift atjoint 44,33 lb uplift at joint 45,24 lb uplift at joint 46,33 lb uplift at joint 47,31 lb uplift at joint 48,28 lb uplift at joint 49,47 lb uplift at joint 50,41 lb uplift at joint 37,15 lb uplift at joint 27,33 lb uplift at joint 36,30 Ito uplift at joint 35,31 lb uplift at joint 34,32 lb uplift at joint 33,31 lb uplift at joint 32,31 lb uplift at joint 31,33 lb uplift at joint 30,22 lb uplift atjoint 29 and 71 lb uplift at joint 28. LOAD CASE(S) Standard ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED BBTER REFERENCE PAGE MU-7473 BEFORE USE. M EtF INEERMG BY Design valid for use only Wth MTek 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 buiding designer-not truss designer.Bracing shown is forlateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilliy of the is erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTeR Afiliatu• fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCS11 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 ASSOCIATES 22 BERRY PATCH E1708044 B16469 T04GE ROOFTRUSS 1 1 HOPEW Ell MODEL Job Reference o tional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 20 14:47:49 2004 Page 1 -0^ 17-3-0 34-6-0 3W 0-10-8 17-3-0 17-3-0 0-10-8 4x4= Scale=1:74.8 15 8.00 F12 14 16 13 17 12 18 11 19 20 3x5 10 i 9 21 3x5 8 22 7 23 6 24 5 L 4 3 128 O 3x5= 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 3x5= 5x6= 5x6= 34-6-0 34-6-0 Plate Offsets(X Y)• [2.0-2-9 0-1-81 [28.0-2-9 0-1-8] [37.0-3-0 0-3-0] [45.0-3-0 0-3-01 LOADING(psf) SPACING 2-0-0 CS] DEFL in (loc) I/deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.15 Vert(LL) n/a - n/a 999 M1120 1691123 TCDL 10.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.00 29 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.01 28 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:252lb 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 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF Stud 'Except' WEBS 1 Row at midpt 15-41,1442,13-43,12-44,16-40,17-39, 1541 2 X 4 SPF No.2,14-42 2 X 4 SPF No.2,13-43 2 X 4 SPF No.2 18-38 1244 2 X 4 SPF No.2,16-40 2 X 4 SPF No.2,17-39 2 X 4 SPF No.2 18-38 2 X 4 SPF No.2 REACTIONS (lb/size) 2=293/34-6-0,41=162/34-6-0,42=183/34-6-0,43=187/34-6-0,44=188/34-6-0,45=184/34-6-0,46=188/34-6-0, 47=186/34-6-0,48=187/34-6-0,49=185/34-6-0,50=197/34-6-0,51=134/34-6-0.52=326/34-6-0,40=183/34-6-0, 39=187/34-6-0,28=293/34-6-0,38=188/34-6-0,37=184/34-6-0,36=188/34-6-0.35=186134-6-0.34=187/34-6-0, 33=185/34-6-0,32=197/34-6-0,31=1 34/34-6-0,30=326/34-6-0 Max Horz2=-300(load case 6) Max Uplift2=-87(load case 6),42=-14(load case 7),43=-39(load case 8),44=-33(load case 8),45=-31(load case 8), 46=-31(load case 8),47=-32(load case 8),48=-31(load case 8),49=-32(load case 8),50=-31(load case 8), 51=-28(load case 8),52=-47(load case 8),39=-42(load case 9),28=-23(load case 7),38=-33(load case 9), 37=-30(load case 9),36=-31(load case 9),35=-32(load case 9),34=-31(load case 9),33=-32(load case 9), 32=-31(load case 9),31=-28(load case 9),30=-47(load case 9) Max Grav2=397(load case 2),41=179(load case 9),42=253(load case 2),43=257(load case 2),44=256(load case 2), 45=249(load case 2),46=255(load case 2),47=253(load case 2),48=254(load case 2),49=251(load case 2), 50=267(load case 2),51=184(load case 2),52=441(load case 2),40=253(load case 3),39=257(load case 3), 28=397(load case 3),38=256(load case 3),37=249(load case 3),36=255(load case 3),35=253(load case 3), 34=254(load case 3),33=251(load case 3),32=267(load case 3),31=184(load case 3),30=441(load case 3) OF NEW Y FORCES (lb)-Maximum Compression/Maximum Tension �Q P STRZj 0 TOP CHORD 1-2=0/78,2-3=-282/183,3-4=-235/171,4-5=-212/173,5-6=-185/171,6-7=-158/166,7-8=-154/170,8-9=-132/169, 9-10=-105/167,10-11=-86/166,11-12=-83/203,12-13=-85/248,13-14=-87/299,14-15=-86/309,15-16=-86/309, J (� 16-17=-87/299,17-18=-85/248,18-19=-83/203,19-20=-861161,20-21=-86/117,21-22=-86/73,22-23=-42/58, 't 23-24=-86/54,24-25=-86/59,25-26=-100/61,26-27=-122/59,27-28=-175/99,28-29=0/78 r- BOT CHORD 2-52=-41/211,51-52=-41/211,50-51=-41/211,49-50=-41/211,4849=-41/211,47-48=-41/211,46-47=-41/211, ti 45-46=-41/211,44-45=-41/211,43-44=41/211,42-43=-41/211,41-42=-41/211,40-41=41/211,39-40=-41/211, 38-39=41/211,37-38=411211,36-37=411211,35-36=-41/211,34-35=-41/211,33-34=-41/211,32-33=-41/211, 2� ; txax ? 31-32=41/211,30-31=41/211,28-30=-41/211 WEBS 1541=-232/0,14-42=-226/27,1343=-230/80,12-44=-230/67,11-45=-222/64,10-46=-228/65,9-47=-227/65, NO, 8-48=-227/65,6-49=-226/65,5-50=-235/67,4-51=-177/54,3-52=-371/103,16-40=-226/7,17-39=-230/80,18-38=-230/67, 19-37=-222/64,20-36=-228/65,21-35=-227/65,22-34=-227/65,24-33=-226165,25-32=-235/67,2 6-3 1=-1 77154, 9�FESS1 27-30=-371/103 _ May 20,2004 Continued on page 2 WARNING-Verify design parmneters and READ NOTES ON TIES AND INCLUDED MTER REFERENCE PAGE MU-7473 BEFORE USE. ENSI NEERI NG BY Design valid for use oNy with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. � ��� Applicab3ity 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 responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTeB Alliliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI7 Quality Criteria,DSB-89 and BCS11 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 ASSOCIATES 22 BERRY PATCH E1708044 B16469 T04GE ROOF TRUSS 1 1 HOPEWELL MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 20 14:47:49 2004 Page 2 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 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 14-0 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 87 lb uplift at joint 2,14 lb uplift at joint 42,39 lb uplift at joint 43,33 lb uplift at joint 44,31 lb uplift at joint 45,31 lb uplift at joint 46,32 lb uplift at joint 47,31 lb uplift at joint 48,32 lb uplift at joint 49,31 lb uplift at joint 50,28 lb uplift at joint 51,47 lb uplift at joint 52,42 lb uplift at joint 39,23 lb uplift at joint 28,33 lb uplift at joint 38,30 lb uplift at joint 37,31 lb uplift at joint 36,32 lb uplift at joint 35,31 lb uplift at joint 34,32 lb uplift at joint 33,31 lb uplift at joint 32,28 lb uplift atjoint 31 and 47 lb uplift at joint 30. LOAD CASE(S)Standard A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED hRTEE REFERENCE PAGE AU-7473 BEFORE USE. U MEERI NG UY 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 A MiTck Allihate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI7 Quality Criteria,DSB-89 and BCS11 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 ASSOCIATES 22 BERRY PATCH E770804 B16469 T05GE ROOFTRUSS 1 1 HOPEWELL MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 20 14:47:50 2004 Page 1 r0-10-8 6-9-0 13-6-0 _ _ 14-4-8 0-10-8 6-9-0 6-9-0 0-10-8 4x4= Scale=1:38.5 7 2x4 II 2x4 11 6 8 2x4 II 2x4 11 10.00 12 9 2x4 I 5 2x4 II 10 2x4 II 4 2x4 II 11 3 2 1213 I 0 3x5—_ 22 21 20 19 18 17 16 15 14 3x5— 2x4 I 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 i 13-6-0 13-6-0 Plate Offsets(X Y)• 12.0-0-4 0-0-3] [12:0-0.4 0-0-31 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.15 Vert(LL) n/a - n/a 999 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.00 13 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:70lb 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 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF Stud REACTIONS (lb/size) 2=256/13-6-0,12=256/13-6-0,18=140/13-6-0;19=182/13-6-0,20=187/13-6-0,21=192113-6-0,22=163/13-6-0. 17=182/13-6-0,16=187/13-6-0,15=192/13-6-0,14=163/13-6-0 Max Horz2=1 51(load case 7) Max Uplift2=-61(load case 6),12=-28(load case 7),19=-28(load case 8),20=45(load case 8),21=-45(load case 8), 22=46(load case 7),17=-25(load case 9),16=-46(load case 9),15=44(load case 9),14=42(load Case 6) Max Grav2=339(load case 2),12=339(load case 3),18=140(load case 1),19=257(load case 2),20=254(load case 2), 21=261(load case 2),22=220(load case 2),17=257(load case 3),16=254(load case 3),15=261(load case 3), 14=220(load,case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/77,2-3=-152/91,3-4=-104/81,4-5=-105/79,5-6=-107/101,6-7=-109/145,7-8=-109/145,8-9=-1 07/10 1, 9-1 0=-105140,10-11=-104/41,11-12=-130/45,12-13=0/77 BOT CHORD 2-22=-18/139,21-22=-18/139,20-21=-18/139,19-20=-18/139,18-19=-18/139,17-18=-18/139,16-17=-18/139, 15-16=-181139,14-15=-18/139,12-14=-181139 WEBS 7-18=-114/0,6-19=-230/55,5-20=-229191,4-21=-229/83,3-22=-213/88,8-17=-230/55,9-16=-229/91,10-15=-229183, 11-14=-213/88 NOTES OF NEW 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 Extenor(2) Y zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is �Q� P.STRZy 0.� 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. k Q p (P 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. r 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. K 2 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 1-4-0 Co. 9)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will OA NO,67ifl2 �� fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 61 lb uplift at joint 2,28 lb uplift at joint 12, R�FESSI 28 lb uplift at joint 19,45 lb uplift at joint 20,45.lb uplift at joint 21,46 lb uplift at joint 22,25 lb uplift at joint 17,46 lb uplift at joint 16,44 lb uplift at joint 15 and 42 lb uplift at joint 14. May 20,2004 Continued on page 2 ® WARNING-Verify design parameters and REAL)NOTES ON THUS AND INCLUDED MITER REFERENCE PAGE IM--7473 BEFORE USE. ETA MEE RING BY Deign valid For use oNy vAth MiTek connectors.This design is based only upon porameters 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 oNy.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 1.1iTeK nlfiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7P11 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 ASSOCIATES 22 BERRY PATCH B16469 T05GE ROOFTRUSS 1 1 HOPEWELLMODEL E170804 J Job Reference o tional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 20 14:47:51 2004 Page 2 LOAD CASE(S) Standard ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN-7473 BEFORE USE. EIMEERING BY Design valid for use orgy with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. � rG� � Applicability of design paromenters and proper incorporafion 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 responsibilfity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MITB.B Atftliatc, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCS11 Building Component 818 Soundside Rd Safety Information available from Truss Plate Instilute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply T&B ASSOCIATES 22 BERRY PATCH E1708046 B16469 T06GD ROOFTRUSS 1 ry HOPEWELL MODEL G Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 20 14:47:51 2004 Page 1 5-4-12 10-3-0 15-14 20-6-0 5-4-12 4-10-4 9xl2.5 Mill// 4-10-4 5-4-12 Scale=1:58.1 3 10.00 12 6x6/i 6x6 2 4 5 1 Li Ll I� 0 6x14// 10 9 6 7 6 6x14\\ 48 11 5xl4 11 6x8= 5xl4 11 48 11 4-5-1 7-11-5 12-6-11 16-0-15 20-6-0 4-5-1 3-64 4-7-6 3-6-4 4-5-1 Plate Offsets(X Y): [1.0-2-7 0-2-12] [2.0-2-4 0-1-12] [3•Edge 0-2-15] [4.0-2-4 0-1-12] [5:0-2-7 0-2-12] [6:0-5-1 0-0-4] [10:0-5-1,0-0-41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.96 Vert(LL) -0.20 7-9 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.65 Vert(TL) -0.28 7-9 >866 240 M1116 109170 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.06 5 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:276lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 210OF 1.8E TOP CHORD Sheathed. 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 Stud 'Except' 3-9 2 X 4 SPF No.2,3-7 2 X 4 SPF No.2 WEDGE Left:2 X 8 SYP No.2,Right:2 X 8 SYP No.2 REACTIONS (lb/size) 1=1255310-5-8,5=12553/0-5-8 Max Horz 1=-224(load case 5) Max Upliftl=-947(load case 7),5=-947(load case 8) Max Gravl=12678(load case 2),5=12678(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-15361/1160,2-3=-12099/1007,3-4=-12099/1007,4-5=-15361/1159 BOT CHORD 1-10=-903/11334,9-10=-835/10425,8-9=-527/7203,7-8=-527/7203,6-7=-750/10425,5-6=-814/11334 WEBS 2-10=-303/4046,2-9=-27761323,3-9=-656/7769,3-7=-656/7769,4-7=-2776/323,4-6=-305/4046 NOTES 1)2-ply truss to be connected together with 10d Common(.148"x3")Nails as follows: Top chords connected as follows:2 X 4-1 raw at 0-9-0 oc. Bottom chords connected as follows:2 X 8-2 rows at 0-7-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. of N E(,y 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 � y 09 connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. �Q �,STR,> 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 J�� right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. * Q a _ 4)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 1Z 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 r— cS CC 6)All plates are M1120 plates unless otherwise indicated. %r 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 s + fit between the bottom chord and any other members. Z ~ 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 947 lb uplift at joint 1 and 947lb uplift at joint 5. �610 NO.67A 9)Girder carries tie-in span(s):34-3-0 from 0-0-0 to 20-6-0 R0FESSI 0�A LOAD CASE(S) Standard May 20,2004 Continued on page 2 A& WARMWG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 BEFORE USE. FKGll4EERING BYDesign valid for use only with MTek connectors.This design is based only upon parameters shovm,and is for an individual building component. ����� Applicability of design poromenteis 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 Ivirk+ls Atfilintn fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI7 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 �TrussType Qty Ply T&B ASSOCIATES 22 BERRY PATCH E1708046 B16469 T06GD ROOF TRUSS 1 HOPEWELL MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 20 14:47:51 2004 Page 2 LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-120,3-5=-120,1-5=-1133(F=-1113) ® WARNING-Verify design parmneters and READ NOTES ON TBIS AND INCLUDED Alr7EK REFERENCE PAGE 1UH-7473 BEFORE USE. Ef"5 flEERING BY Design valid for use only with Mr7ek connectors.This design is based only upon parameters shown,and is for an individual building component. � ��� ApplicabBity 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 orgy.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 MiTer,Alfilinto 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 1 Job Truss Truss Type Qty Ply T 8 B ASSOCIATES 22 BERRY PATCH E1708047 B16469 T06SGE ROOF TRUSS 1 1 Job Reference o tional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu May 20 14:47:52 2004 Page 1 1-10-8 5-2-8 10-3-0 15-3-8 20-6-0 4 4-t1 0-10-8 5-2-8 5-0-8 3x5 II 5-" 5-2-8 0-10-8 Scale=1:62.4 5x6 O 4 10.00 12 3 5 It 67 n 1 2 lai o � 3x8 II 10 31 9 8 3x8 I 3x5= 3x5= 3x5= 7-2-12 13-34 20-6-0 7-2-12 6-0-8 7-2-12 Plate Offsets(X Y): [2.0-3-8 Edoe) [4:0-0-11 0-1-81 [6.0-3-8 Edge) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.81 Vert(LL) -0.07 8-10 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.12 6-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.56 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:143lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 5-3-0 oc purlins. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud 'Except* WEBS 1 Row at midpt 4-10 4-10 2 X 4 SPF No.2,4-8 2 X 4 SPF No.2 OTHERS 2 X 4 SPF Stud WEDGE Left:2 X 4 SPF Stud,Right:2 X 4 SPF Stud REACTIONS (lb/size) 2=592/0-5-8,10=1553/0-5-8,6=1061/0-5-8 Max Horz2=227(load case 7) Max Uplift2=-27(load case 8),10=-104(load case 8),6=-83(load case 9) Max Grav2=829(load case 2),10=1553(load case 1),6=1394(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/81,2-3=-603/98,3-4=-2461310,4-5=-1066/247,5-6=-1435/147,6-7=0/81 BOT CHORD 2-10=-97/264,10-31=-8/285,9-31=-8/285,8-9=-8/285,6-B=0/877 WEBS 3-10=-740/246,4-10=-922193,4-8=-166/913,5-8=-698/240 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 NEW 2)Truss designed for wind loads in the plane of the truss only. All� STR� �O 3)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. ,`Q P ), ,p 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. ly 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. X 7)All plates are 2x4 M1120 unless otherwise indicated. r— — 8)Gable studs spaced at 1-4-0 oc. % 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 27 lb uplift at joint 2,104 lb uplift at joint 10 and 83 lb uplift at joint 6. �QA Np 6710`Z LOAD CASE(S)Standard R�FESS10NA May 20,2004 ® WARMNG-Verify design parameters and READNOTES ON TIMS AND INCLUDED 1UTEK REFERENCE PAGE MI-7473 BEFORE USE. MEPY INEERING 6Y Design valid for use only Wth MTekconnectors.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 balding 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 in erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MITeK A11110te 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 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft in-sixteenths. Apply plates re both sides of truss l. Additional stability bracing for truss system,e.g. and securely seat. diagonal or X-bracing,is always required. See BCSI1. 2. Never exceed the design loading shown and never 0-'/16' 1 2 3 stack materials on inadequately braced trusses. TOP CHORDS c1-2 c2-3 3. Provide copies of this truss design to the building designer,erection supervisor,property owner and o WEBS ca, 4 all other interested parties. Oz u �'� p 4. Cut members to bear tightly against each other. *For 4 x 2 orientation,locate U �'°b u U plates 0-1h6'from outside o d 5. Place plates on each face of truss at each edge of truss. 0 p joint and embed fully.Knots and wane at joint c�-a c6-, cs-e 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 x 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 LATERAL BRACING CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. 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 12.Top chords must be sheathed or purlins provided at if indicated. 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. M1 Industry Standards: ® 16.Install and load vertically unless indicated otherwise. ANSI/TPI1: National Design Specification for Metal MiTek® Plate Connected Wood Truss Construction. En,GiNEERING BY BCSII: : Design Standard for Bracing. T��mca BCSI1: Building Component Safety Information, • Guide to Good Practice for Handling, Af0iiek„ffilkile Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 ©2004 MITekO tR Permit Number REScheck Compliance Certificate Checked By/Date New York State Energy Conservation Construction Code REScheckSoftware Version 3.5 Release 1e Data filename:Untitled.rck PROJECT TITLE:TB205.DGN-"THE HOPEWELL" V Iv"A y 1 7 2004 COUNTY:Warren STATE:New York TOWN OF HDD:7635 BUILDING UBENSBURY CONSTRUCTION TYPE:Detached 1 or 2 Family A�VD CODE HEATING TYPE:Non-Electric DATE: 05/06/04 DATE OF PLANS:5/04 PEE OF 5� P J.C �' PROJECT DESCRIPTION: LOT#22 BERRY PATCH DR. FARMINGTON GROVE cj TOWN OF QUEENSBURY WARREN COUNTY T&B ASSOCIATES 41 3 DESIGNER/CONTRACTOR: 9�FF8SI00�'� DANFORTH H.CHRISS #27 ELECTRIC AVE. EAST GREENBUSH,NY 12061 COMPLIANCE:Passes Maximum UA=494 Your Home UA=394 20.2%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 476 30.0 0.0 17 Ceiling 2:Flat Ceiling or Scissor Truss 1009 30.0 0.0 35 Wall 1:Wood Frame, 16" o.c. 1449 19.0 0.0 71 Window 1:Vinyl Frame:Double Pane with Low-E 187 0.340 64 Door 1:Solid 18 0.160 3 Door 2: Solid 20 0.160 3 Door 3: Glass 40 0.310 12 Wall 2:Wood Frame, 16"o.c. 1158 19.0 0.0 61 Window 2:Vinyl Frame:Double Pane with Low-E 69 - 0.340 23 Window 3:Vinyl Frame:Double Pane with Low-E 12 0.300 4 Y Window 4:Vinyl Frame:Double Pane with Low-E 55 0.350 19 ' Basement Wall 1: Solid Concrete or Masonry 1230 11.0 0.0 80 Wall height: 7.6' Depth below grade: 6.6' Insulation depth:7.6' Floor 1:All-Wood Joist/Truss:Over Outside Air 13 19.0 0.0 1 Floor 2:All-Wood Joist/Truss:Over Unconditioned Space 6 19.0 0.0 0 Floor 3:All-Wood Joist/Truss:Over Outside Air 19 19.0 0.0 1 Furnace 1:Forced Hot Air,90 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 li Date 8� .��OF NetV J. 9OFESS101A � z REScheck Inspection Checklist New York State Energy Conservation Construction Code REScheckSoftware Version 3.5 Release 1e DATE: 05/06/04 PROJECT TITLE:TB205.DGN-"THE HOPEWELL" Bldg. Dept. Use Ceilings: [ ] 1. Ceiling 1:Flat Ceiling or Scissor Truss,R-30.0 cavity insulation Comments: 1ST FLR.MASTER BEDROOM/BATH CEILING W/10"F.G. [ ] 2. Ceiling 2:Flat Ceiling or Scissor Truss,R-30.0 cavity insulation Comments:2ND FLR.CEILING W/10"F.G. Above-Grade Walls: [ ] 1. Wall 1:Wood Frame, 16"o.c.,R-19.0 cavity insulation Comments: 1 ST 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: 0.300 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? [ ]Yes [ ]No Comments:2ND FLR. SIMONTON PROFINISH VINYL CASEMENT LOW E/ARGON WINDOW [ ] 4. Window 4:Vinyl Frame:Double Pane with Low-E,U-factor: 0.350 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? [ ]Yes [ ]No Comments:2ND FLR. SIMONTON PROFINISH VINYL PICTURE&ARCH TOP 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: 0.160 Comments: 1ST FLR.THERMA TRU 3068 INSUL.FRONT DOOR [ ] 3. Door 3:Glass,U-factor:0.310 Comments: 1ST FLR.SIMONTON PROFINISH VINYL 6068 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.DINING ROOM ANGLE BAY CANTILEVER W/MIN. 6"F.G. • [ ] ° I 2. Floor 2:All-Wood Joist/Truss:Over Unconditioned Space,R-19.0 cavity insulation Comments: 1 ST FLR. GARAGE ANGLE WALL CANTILEVER W/MIN. 6"F.G. ] I 3. Floor 3:All-Wood Joist/Truss:Over Outside Air,R-19.0 cavity insulation Comments:2ND FLR.BEDROOM#2 CANTILEVERS W/MIN. 6"F.G. I Heating and Cooling Equipment: [ ] I 1. Furnace 1:Forced Hot Air,90 AFUE or higher Make and Model Number Q oe otn� G MtOV_ 1 Air Leakage: [ ] I Joints,penetrations,and all other such openings in the building envelope that are sources of air I leakage must be sealed. [ ] I Recessed lights must be 1)Type IC rated,or 2)installed inside an appropriate air-tight assembly I with a 0.5"clearance from combustible materials.If non-IC rated,the fixture must be installed with a 3"clearance from insulation. I Vapor Retarder: [ ] I Required on the warm-in-winter side of all non-vented framed ceilings,walls,and floors. I Materials Identification: [ ] I Materials and equipment must be installed in accordance with the manufacturer's installation instructions. [ ] I Materials and equipment must be identified so that compliance can be determined. [ ] I Manufacturer manuals for all installed heating and cooling equipment and service water heating I equipment must be provided. [ ] I Insulation R-values,glazing U-factors,and heating equipment efficiency must be clearly marked on the building plans or specifications. I Duct Insulation: [ ] I Supply ducts in unconditioned attics or outside the building must be insulated to R-11. [ ] I Return ducts in unconditioned attics or outside the building must be insulated to R-6. [ ] I Supply ducts in unconditioned spaces must be insulated to R-11. [ ] I Return ducts in unconditioned spaces(except basements)must be insulated to R-2. Insulation is not required on return ducts in basements. I Duct Construction: [ ] I All joints,seams,and connections must be securely fastened with welds,gaskets,mastics I (adhesives),mastic-plus-embedded-fabric,or tapes. Duct tape is not permitted. Exception:Continuously welded and locking-type longitudinal joints and seams on ducts I operating at less than 2 in.w.g.(500 Pa). [ ] I Ducts shall be supported every 10 feet or in accordance with the manufacturer's instructions. [ ] I Cooling ducts with exterior insulation must be covered with a vapor retarder. [ ] I Air filters are required in the return air system. [ ] I The HVAC system must provide a means for balancing air and water systems. I Temperature Controls: [ ] I Each dwelling unit has at lesat one thermostat capable of automatically adjusting the space I temperature set point of the largest zone. I Electric Systems: [ ] I Separate electric meters are required for each dwelling unit. I Fireplaces: [ ] I Fireplaces must be installed with tight fitting non-combustible fireplace doors. [ ] I Fireplaces must be provided with a source of combustion air,as required by the Fireplace construction I 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. I Service Water Heating: [ ] I Water heaters with vertical pipe risers must have a heat trap on both the inlet and outlet unless the I water heater has an integral h eat 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 'F or chilled fluids below 55 'F must be insulated to the levels in Table 2. i Table 1: 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: MAGNETIC AS PER MAP REFERENCE MAP OF A SUBDIVISION MADE FOR RICHARD P. SCHERMERHORN DATED NOVEMBER 5. 2002 LAST REVISED JUNE 23. 2003 BY VAN DU5EN + 5TEVE5 LAND SURVEYORS LOT 14 --- 459,63, 3 PROP05ED O O WELL _ 1 �f N z LOT 13 t 57,414 sq.ft. w 1 1 1.32 acres LA 1 1 1 o►- W °� 1 1 I 1 1 1 PROOPO QED 1 1 1 W 335.4' O � L , O _ S060T1'51Nw 459.00, )04 I Z } r-Uj =4C .. E- -9 �- O p Icn' 2 (� Uj �m co s= � v � O o c:, cn a> a> {J yr U c> CD c,) o Date, MAY il, 2004 ID u S 'UNAUTHORIZED ALTERATION OR ADDITION TO A SURVEY Ca j') MAP BEARING A LICENSED LAND SURVEYORS SEAL IS A Map made for Scate 1'=30' Q, VIOLATION DP SECTION 7204.nre-DIVISION 2.°F THE ccxx.. NEW NOW STATE EDUCATION LAW.' S t i_ •o�LrCOMM A 0KJGmt Or THE L N 5UK TvM ■lam s SEALRVEY SHMTMAN CONSID RE 7 BE xm TRUE ` SEAL SHALL S PRE CONSIDERED IN BE ORVALID TRUE COPIES.- T & B ASSOCIATES'CERTIFICATIONS INDICATED HEREON%NWY THAT TIRs SURVEY WAS PREPARED IN ACCORDANCE WITH iMNE Land Surveyors EXISTING CODE R PRATTLE FOR LARD SURVEYORS IADOPTED L BY THE NEW PORK STATE ASSOCIATION OF PROFESSIONAL LAND SURVEYORS.SAID CERTIFICATIONS SHALL RUN ONLY TO THE PERSON FOR WHOM THE SURVEY IS PREPARED.AND SHE� ON HIS BEHALF TO THE TITLE COMPANY.GOVERNMENTAL , 169 Haviland Road Queensbury, New York 12804 AGENCY AND LENDING INSTITUTION HEREON.AND Town of Queensbury, Warren County, New York E.'T' TO THC ASBIGNK9 Or THt LCLENDING.IN9TIIU110IO N.• T B (518) 792--8474 New York Lie. No. 50135 N0. DATE DESCRIPTION DWG. NO. 02384-22