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2004-334 TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518) 761-8201 Community Development- Building.&Codes (518) 761-8256 CERTIFICATE '(31FE7 OCCUPANCY Permit Number. P20.040334 Date Issued: : Monday, June 06, 2005 This is to certify that work requested to be done as shown by Pernut Number P20040334 has-been completed. Tax Map Number. 523400-289-012-000.1-016-000-0000 Location: 18 BERRY PATCH Dr Owner. T & B ASSOCIATES LLC Applicant: T & B ASSOCIATES LLC This structure maybe occupied as a: Fireplace _ By Order of Town Board Garage - 2 Cars Attached TOWN OF QUEENSBURY Single Family Dwelling Issuance of this Certificate of Occupancy DOES NOT relieve the y� property owner of the responsibility for compliance with Site Plan, Variance, or other issues and conditions as a result of approvals by the Director of Building&Code Enforcement Planning Board or Zoning Board of Appeals. ' TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12864-5902 (518)761-8201 Community Development-Building&Codes (518) 761-8256 BUILDING PERMIT Permit Number: P20040334 Application Number: A20040334 Tax Map No: 523400-289-012-0001-016-000-0000 Permission is hereby granted to: T &B ASSOCIATES T,T,C For property located at: 18 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 FIELDVIEW Dr Fireplace GaragGANSEVOORT, NY 12831-0000 Single -2 ily s Attachgd Sin le Famil Dwellin $225,000.00 Total Value $225,000.00 Contractor or Builder's Name /Address Electrical Inspection Agency T &B ASSOCIATE_ L.L.C. 677 STATE ROUTE 9 GANSEVOORT_ NY 12831-0000 Plans.&Specifications 2004-334 LOT15 HSE 918 BERRY PATCH DRIVE 2766.39 SQ FT SINGLE FAMILY DWELLING $385.84 PERMIT FEE PAID-THIS PERMIT EXPIRES: Tuesday,May 24, 2005 (If a longer period is required,art application for an extension must be made to the code Enforcement Officer of the Town of Queensbury before the expiration date.) Dated at the T �fQue e ury day, May 24, 2004 SIGNED BY for the Town of Queensbury. Director of Building&Code Enforcement 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 70 Ground Snow Load Sleeping Areas and Attics 30 psf Calculations: Window Schedule With Glass Size Door Schedule/Main Entrance 36"Door mergency Escape Or Bedrooms and Habitable Space Above/Below grade,5.7 sq.ft. Grade,5.0 sq. ft. 24"(h)x 20"(w)min. 44"Max.Height above floor esidential Check Paperwork Compliance and Inspectors Checklist: OK Dampproofing/Waterproofing Materials On Plans v Foundation Drainage On Plans,if required Drop in 10' Exterior Grade Framing Cross Section For Each Roof Line,Vertical Fire Stopping Every 10'Where e uired ce and Snow shield 24"Inside Exterior Wall/24"Inside Knee Walls Platforms At Exterior Doors Stairway Headroom 6' 8'All Stairs 36"Width Stan-Run and Rise Winder Run and Rise All, I Spiral Not Allowed From 2 Story Smoke Detectors Battery Backup and Proper Location I)athroom Fixtures Proper Clearance / all 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. j/pafety Glazing Notes For Required Areas age Fire Separation Garage Floor Sloped Attic Access t 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 Project Name: ,( rf-1 ti r�J�� BP# y� na \ Address: 1 ( j 1(�C� Building Pernut Submission SFD Checklist 2-Family All items below must be checked either yes,no or not applicable prior to submission of any building permit to the Town of QueensburyBuilding Department. If anyof the below items are lacking,the permit will not be accepted until such time as the application is deemed complete for submission. 1. Building Permit Application Completed ... ... ....... /rs ❑no ❑n/a 2. EnergyFonn or CheckM&te Energy Gode Compliance Forms Complete .. O<Q no ❑n/a (2 copies) 3. Energy Gode Inspector's Report from CheckM&te Program...... ........... tU y� Q no ❑n/a (2 copies) 4. Septic application completely filled out(if applicable).................. ...... Dyes Q no Q n/a 5. Solid Fuel Bunting or Gas Appliance Forth... ...... 6. Electrical Inspection Form... ...... 7. Two(2)complete sets of structural drawings..... ............ ............ ... ... . [ Qno Qr✓a a)floor plan;b)foundation plan;c)cross sections:d)elevations; e)window and door schedule 8. Two(2)site plans showing location of the structure to be built............. yes Qno Qn/a location of well or water lines,location of septic system or sewer line. 9. Setbacks from propertylines to new structure............ ... ............ ..... Pleono Qn/a 10. Setbacks to neighboring wells and septic systems,including onsite wen... . 0< Qno Qn/a and septic systems(if applicable) , 11. DrivewayPermit............... ... ... ...... ... ... ............... . ... Ono Qn/a S.. Date: Staff Initial: I L:\SueHemingway\Buildiag.PernutPORT� B\Generic Checkhst.doc JanUM728,2003 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 N()�'V d Gd Ll-33� No inspection will be made until applicant has received a, Fee paid l valid building permit. All applicants' spaces on this Roc.Fee Paid $ application must be completed and must appear on the Reviewed By. application form. Applicant: \ 5 Owner: Address: Address: (1-� oCNv\ 9- \Z\37 Phone#( '� -.os.1.� Phone Property.Location: Lot N. ber__ / House Number 10 / Subdivision Name: l r_ t , ,741 G,,z)v -Tax Map Number: New Building: residence /commercial 'Estimated Market Value of Construction: $ G. a Addition: residence/ commercial If an Addition,what will use of new addition be? o Alteration: - residence/ commercial 0 No change to exterior size: residence/com'1 a Other work(describe ) Check occup1meyWormation 1' Floor 211 Floor Other floor Total Below sq.ft. sq.ft. sq.ft. Square Feet Single family dwelling 1 Z o Two famil dw Um a Townhouse o Multifamily dwelling #of units o Office o Mercantile o Manufactutin . a 1 eac detached gerage a 2 cat detached garage a 3 car detached garage 0 1 car attached garage 0 2 car attached garage , 0 3 car attached garage a Storage building- commercial o Storage building- residential q Other d - 2 ' 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 . ood /forced hot air/ baseboard i other: Number of,Firm-faces to be installed Number of Woodstoves to be installed List below the person(s)responsible for supervision of work as regards to building codes: Name Address Phone Number Builder OS� Plumber Mason Electrician Declaration: please sign below after you have carefully read the statement: To the best of my knowledge the statements contained in this application,together with the plans and specifications submitted,are a true and complete statement of all proposed work to be done on the described premises and that all provisions of the Building Code,the Zoning Ordinance and all other laws pertaining to the proposed work shall be.complied with,whether specified or noted,and that such work is authorized by the owner. Further,it is understood that I/we shall submit,prior to a Certificate of Occupancy or Certificate of Compliance being issued,as requested by the Zoning Administrator or Director of Building and Codes,an As Bulk Survev 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 (518)"761-8256 1. OWNER INFORMATION: L oY— 1-:5" I...•.......•..,........•..••......•.•,........•.••...•.............. ,.... . �� - Office Use Location of installation: i dJ �`'` /c 4_-P� ; File Permit No. Tax Map No. �� 3 iQS 5� Fee Paid Owner's Name: ..•.•. , ...•............•••..•....I..........••.•.. .•..,•.............••................ Address: L*1 We��,s�9 �pk�ers�v��`� .` Z�Z7 2. INSTALLER'S NAME : r� \ ) Snn o C ' PHONE NO. S�O 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 = 1991 —present Iq x 110 gal/bdrm = Garbage Grinder Installed yes— / no i Spa or Hot Tub Installed yes_ / no 4. PARCEL INFORMATION: (circle applicable information&indicate measurements) T-mo ara-ohv Soil Nature Ground Water Bedrock or U ervious Material . Domestic Water Su 1 sand at what depth at what depth mu icipal Rolling loam X`feet `feet well Steep slope cla if well; water supply �%slope other from any septic-system depth: 2-.f absorption is.;,2 ZD ft. other Percolation Test: To be completed by licensed professional engineer or architect) Rat . zMi per inch 76 7 A,1,13, 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: t gallon (min. size 1,000 gal) l�lf ZZ© 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: # / depth or thickness feet c 7 C Bed System Size: �� x `t 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. Signatu e f responsible person Date s(nVers and sewitl;C I)i:rV0.4:1.1 (:I:ilpl(n. 1 • Pow) Witt -'--------' � �,, '`� �' ,,,.1� INS •�-•� � i ',� . • �,,' � BSc rtVV1co', _.....:_ \; '�/;r'" r�„r � try-�rr�t�.�i•r��tt°� `w F`10.1•'b 1 ..... "Cho M1 r ' r —,--- -"_S��►l�"AI.VJ.v•+-®G.-Ii�FV�J-l•Ll'iliSrF�-�5.'�.9.'V;•aa�.��V�1��1�•�.�Sal�.•�61R`��J1s+AFa_v_�vwd,�•,��i-.,��= ,.--- --_----- -� - - 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 7 20t T{ Permit No.: ) J f i Application is hereby trade to the Building& Codes office for the issuance of a Building and Use Permit pursuant to the New York State Fire Prevention and Building Code. The applicant or owner agrees to comply with all applicable laws, ordinances, regulations, and all conditions that are part of these requirements and also will allow all inspectors to enter premises to perform required inspections. NOTE to applicant: Rough-in and Final Inspections are required. Applicant Information Fuel Burning Appliance Information (circle appropriate words) i' t Stove: wood coal p Name: ellet gas _ �,., Fireplace insert . Address: t- i �, l ; t z Fireplace, factory-built: wood .gas 1 Fireplace,.masonry: wood gas Furnace: wood rgas`i oil Phone: If non-masonary applicance, please provide Owner: Manufacturer Name: ,� it"yk � V Address: (' 4f. Model Number: ` . �, {�,��..� �- 1 Chimney Information Phone: (circle appropriate words) Masonry block brick stone jl, 4c- Flue tile steel size: incites Exact Address: `r' Of constrr ton or irrsta'llation .Factory-Built Manufacturer name: Model Number: . - Note: Listed By: Number:. Construction/Installation must conform to NYS Fire Prevention &Building Indicate.(circle) chimney material: Code. Consult available Town of Queensbury Handouts regarding required inspections. Double wall / Triple wall / Insulated / Direct venting Chimney Liner - Ca,a�i.�fer',sr D�psrtme�t—�'o ,of Que�terbzzry, New Yor.�: Fire Marshal Code# S Collected S Refia7ded Received fi-ont(refunded to)." 1 "+r'� address: _ A 173 3389 (190) Public Safety9c A 233 2655 (230)Uiuo-rSales DATE:``= � r. 1 l ��'f r iF 3t. / N, Two. Gale,oz ray r White(Applicant) / Green(Fire Marshal) / Yellow(Bldg. Dept.) / Pink&Goldenrod(Cashier's Dept.) ENERGY CODE COMPLIANCE APPLICATION O TOWN OF QUEENSBURY, WARREN COUNTY 9000 HEATING DEGREE DAYS Compliance Methods:Part 5 -Acceptable Practice Method-1&2 Family Dwellings�01,) Part 6*-Thermal Rating—Component trade Offs 1&2 F 0W.d Ong; Multi=Family Dwellings(3 Stories or less) Cad ` Part 4*-Design by Component Performance, Commercial BuildQ A Rise Residential 'fN GQ0� *Requires submission of worksheets 8 APPLICANT'S N PROPERTY LO_C_ATION; ------ C - .C3 SSa /C�, f2 PART 5 METHOD OF COMPLIANCE BY ACCEPTABLE PRACTICE: 1. Gross Floor Area.- 2_7,b�> jj� square feet 2. Type of heat- Electric Oil Gas Other 3. Is building mechanically cooled? yes X No 4. Percentage of area of windows and doors Over 17% XUnder 17% 5. R-VALUES FOR INSULATION GIVEN BELOW MUST CORRESPOND TO R VALUES AS SHOWN ON PLANS SUBMITTED: a: Roof R 30 b. Exterior walls R Iff_ C. Glazed areas R 8.3` D d. Exterior doors R lu C. Floors over unheated spaces R� f. Edge of slab on grade(heated building) R_ g. Basement/cellar walls(above grade) R. h. Basement/cellar walls(below grade) R�� i. Heating/cooling-ducts-piping in unheated space R SC' 6. Service(domestic)hot water heating device Conforms to minimum efficiency per code_ Yes No TEMPERATURE CONTROL MAXIMUM SETTING 140—WILL NOT BE EXEEDED t1i4cant' ignajpre Date Phone Number INSPECTOR'S REMARKS: / Queensbury Building & Code-Enforcement - Resi ential Final Iris ection Office No.(518)761-8256 �n Arrive: pm D p t Ayv\ Date Inspection request received: _ 1 L�S Inspector's Initial : / NAME: TL Sbl� -�� IT#: 2ob ��C), LOCATION: ATE: TYPE OF STRUCTURE: _ Comments Y N N/A � C Chimney Ht./"B"Vent/Direct Vent Location Fresh Air Intake 3 inch Plumb Vent through roof minimum 6" Roof Complete/Exterior Finish Complete Guard 30 in.or more a)stairs, decks,patios Guard at stairwell at 34 in. or more Guard at deck,porches 36 in. or more Exterior Finish Complete Interior/ExteriorRailings 34 in.to 38 in. ,A , Platform at all exterior doors �Q C�"A`V Interior Handrails stairs 2 or more risers -- Enclosed Stairs Sheetrock Underside minimum ''/2" Gypsum 7 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 4-4 Gas Furnace shut-off within 30 ft. or within line of site Oil Furnace shut-off at entrance to furnace area Furnace/Hot Water Heater operating Low water shut-off boiler Relief Valves installed/Heat Trap/Water Temp 110 Interior privacy/trim/doors/main entrance 36 in. Bathroom/Kitchen watertight Safety glazing/Wind?�v in stairwells safety zin Interior Smoke Dete ors: Every level: 1 ery B room: Outside every bedrooea: m r 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/'/4 hour fire door/door closer Duct work Sealed properly Gas Logs in Sealed or Glass Enclosure Attic access 30 in x 22 in.x 30 in.(ht.)In accessible area Crawl Spaces IS"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, i d Oka to issue C/C /O ora Permanent L:\PamW\Building&Codes\Inspection FormslRes. Final Insp. form 2.docLast printed 2/12/04 Final Survey Inspection Dept. of Community Development Town of Queensbury 742 Bay Road Queensbury,NY 12804 Date received: 5 f -� NAME: LOCATION: PERMIT#: cs*d Final Survey Plot Plan Avvroved Denied The attached fmal survey has been received by the Dept. of Community Development. Upon revie he survey has b Craig IGNW, Zoning Administrator Notes: L:\SueHemingway\Building.Codes.Inspection.FORMS\Final Survey Zoning Administrator.doc i MAP REFERENCE: WAVERLY PLACE 5UBDIV15ION DATED AUGUST 24, 2000 LAST REVISED JANUARY A 2001 BY VAN DU5EN + STEVES LAND SURVEYORS. LLGAS PSR �p ��ryrRSNCB A � A � C� w "� 53 •e MAW TOWIMOM LMM GONSTRWTION t3� 54 8,334 sq.ft. h •� r 0.19 acres �y4 �lti �l s2 2e, t r h l RECEIVED .IA�I 2 0 2004 TOWN OF QUEENSBURY BUILDING AND CODE yj Of NE* *135 DdW -�r-� January 5, 2004 •UNALI,HMM ALMUnOW OR Aoo TM TO A SURD Scale 1'=30' YAP BEARMG A LICENSED LAND SURVEYORS SEAL IS A Map of a Survey made for NOLATroM OF SECT4N 7209,SUB-DINSION 2.a THE NM YW STATE EDUCAUM LAW 'MY core M"THE OW"a Ra s11&EY Sieves SEALMAR SI WITHALL AN CONS/EREL Or 11! BE VAUD T 10 SEAL 9U11� s�ro BE N 3 ,Y S-- 1 'cERTPICAnas "AiED IN A= BN>N�,HAT THE MI C HAE LS GROUP Tws suRYCY wAs PREPARED BI ACCORDANCE OR THE EwsnND rnDE OF PRAcncE FOR LAND SURVEYORS ADOFlED Land Surveyors BY THE NEWSURVEYORS. YORORS. STATE ASSOCIATION OF WALL RUN ONAL LY LAND E I FOR SAID �"VEY PARM AND SHEET 1 OF 1 ON wS BEHALF TO THE TITLE COMPANY•OOYOWMENTAL AGENCY AND UDSWO B,B,ITI„ION LISTED N�O,E AM Town of Queensbury, Warren County, New York 169 Haviland Road Queensbury, New York 12804 THEM3NGi• m N. MlGhneis ro ASS ar UNXW MITUn • (518) 792-8474 New York Lic. No. 50135 NO. DATE DESCRIPTION DWG. NO. WAVERLY-54 Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date Inspection r ues eceive Queensbury Building & Code Enforcement Arrive: arn/p D art:'?� _a pm 742 Bay Road, Queensbury, NY 12804 Inspector's Initi NAME: PERMIT#: LOCATION: _ INSPECT ON: TYPE OF STRUCTURE: COMMENTS raming Jack Studs/Headers Bracing/Bridging Joist hangers Jack Posts/ ain Beams Exterior sheeting roperly ;��`� ��' 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 f� _ Draft stopping 1,000 sq. ft. floor trusses V �"�� 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) n 20 in. (W) (\C� � 5.7 sf above/below grade 5.0 sf grade DSueHemingway\Building.Codes.Inspection.FORMS\Framing Firestopping inspection Report.doc January 28,2003 Rough Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date Inspection reque rec ived: 7 G-V Queensbury Building& Code Enforcement Arrive: pm D rt:��' _am/ 742 Bay Road, Queensbury,NY 12804 Inspector's Initia NAME: k ERMIT #: 3 LOCATION ; l l INSPECT ON: TYPE OF STRUCTURE: U 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 nsulat o /Residential Check/ Commercial Check o er 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: ,\�L� LASueHemingway\Building.Codes.Inspection.FORMS\Rough Plumbing Insulation Report.doc November 17,2003 Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date Inspection requesjzpceive Queensbury Building& Code Enforcement Arrive: pm part: rah arn/p m / 742 Bay Road, Queensbury,NY 12804 Inspector's Initia r NAME: PERMIT#: 7zVA -- 0 t-{— LOCATION: , P INSPECT ON: —� TYPE OF STRUCTURE: 'O y N N/A COMMENTS ramir J 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 t/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 L:\SueHemingway\Building.Codes.Inspection.FORMS\Framing Firestopping Inspection Report.doc January 28,2003 Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date Inspection r uest r cei ed �l g Queensbury Building& Code Enforcement Arrive: am/ e rt: I dam/ 742 Bay Road, Queensbury, NY 12804 Inspector's I ti NAME: PERMIT#: -- LOCATION: INSPECT ON: 1 tf TYPE OF STRUCTURE:f�� / lv N/A COMMENTS',, raming 'ark /Headers Bracing/Bridging -%O�/� Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 %z (w) 16 gauge (8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses 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 % 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.FORMS\Framing Firestopping Inspection Report.doc January 28,2003 Rough Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date'Inspection requeffPERMIT 0 0 Queensbury Building&Code Enforcement Arrive: .742 Bay Road, Queensbury,NY 12804 Inspector's Initia NAME: ��, 00 - 3' LOCATION: jS INSPECT ON:� 0 -10,00 TYPE OF STRUCRTRV. 5 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 Ron 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 Commer 'al Cooper, CPVC, e One and Two-Famil Insulation/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 toe COMMENTS: LASueHemingwaylBuilding.Codes.Inspection.FORMS\Rough Plumbing Insulation Report.doc November 17,2003 Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date Inspection re est r cei Queensbury Building& Code Enforcement Arrive: a e pm 742 Bay Road, Queensbury, NY 12804 Inspector's Initials: 7 NAME: �" , C PERMIT#: 0 LJ .,33cl LOCATION: n , INSPECT ON: — TYPE OF STRU TURE: 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 %z (w) 16 gauge (8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center rye and sij w shiel 24 inc.es from wall f- c> Fire separation 1, 2, 3 hour Fire wall 2, 3, 4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side %inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade LASueHemingway\Building.Codes.Inspection.FORM S\Framing Firestopping Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518) 761-8256 Date Inspection request received: N 4 () Queensbury Building&Code Enforcement Arrive: anvp Dep rt: ,�am/pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials. ' NAME: A&cL _ PERMIT#: LOCATION: 'L INSPECT ON: glifloq M-L. �»2 TYPE OF STRUCTURE:--- 5 E D I 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 inch width 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. LASueHcmingway\BuiIding.Codes.Inspection.FORMS\Poundation Inspection Report.doc January 28,2003 Framing / Firestopping Inspection Report �— Office No. (518) 761-8256 Date Inspection Pepary d: Queensbury Building&Code Enforcement Arrive: _ part: 742 Bay Road, Queensbury, NY 12804 Inspector's Initia NAME: PERMIT#: 0 LOCATION: r INSPECT ON: _ t,� 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 % (w) 16 gauge (8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses An or Bolts 6 ft. or less on center C'�� ce and snow shield 24 inches from wall Fire separation 1, 2, 3 hour Fire wall 2, 3, 4 hour Firestopping v �\ Penetration sealed �1 16 inch insulation in cavity min. Garage Fire Separation House side %inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade LASueHemingway\Building.Codes.Inspection.FORM S\Framing Firestopping Inspection Report.doc January 28,2003 Septic Inspection Report Office No. (518)761-8256 Date Inspection request received: G Queensbury Building&Code Enforcement Arrive: am/ epart: am/pm 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initials: NAME: ��l4�L PERMIT NO.: a?6DY�j LOCATION: 7L/ INSPECT ON: Co RECHECK: 2i l ` Comments and/or diagram Soil T e: Sa /L Type of Water• pa Well Water Waterline sepa I an e Well separation distance ft. Other wells: ft. Absorption Field: Total length ft. Length of each trench ft. Depth of trenches Size of Stone Seepage Pits: Number Size: x Stone Size: Piping Sizp Type Building to tank b JQ Tank to Distribution Box K 2d Distribution Boxt4ield/Pit �1 Opening Sealed Y N/Partial Location/Separations Foundation to tank ft. Foundation to absorption ft, Separation of Pits ft. Conforms as per Plot Plan VY N /¢�j lw&'r Location-of System on Property: Fro Rear Left Side Right Side Middle Front Midddle Rear _System Use St us: Approved Partial Approved and needs to be re-inspected,please call the Building&Codes Office Disapproved L:\SueHemingway\Building.Codes.Inspection.FORMS\Septic Inspection Report.doc January 28,2003 v+ f - f I I I f f f f 3 O' s O0 f � { C3 i �•J �• !Yf J Y TO �' ave seen or observed, or believe I saw evidence of, all objects such as houses, viells, trees, fences, etc., sh wn.on this document. I also represent that I have p so II measur istances et forth on the diagram.' 125.40' GNATURE DATE S83°30'40"E � BERRY PATCH WAY F,b . 519 885 0613 p. 3 Nov 17 OAF 03: 22P aim FureB NOV I � 710 10ZOIZ ?�©©4 N�NG 6F vs tjrov � r r j.:t_�,_._— .ti._i._..at..y[ Q! i�Y:_1:;�1`� l ...,`•4,. t3,�_...,'! :i 1) •;Ili[.:'.i��4 t.'AIL 1 Z .3 J 15j�rr _A +73 � 5;3� d��sso va LZ �o� C Foundation Inspection Report /z,`ICJ Office No. (518) 761-8256 Date Inspection request received: ' Queensbury Building&&Code Enforcement Arrive: am/ Depart: am/pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials. NAME: `a D.c- PERMIT#: 3 LOCATION: INSPECT ON: o 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 put pose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing F oting 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\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518)761-8256 Date Inspection request received: ' Queensbury Building&Code Enforcement Arrive: am/ De art: l ` am/ m P 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials: NAME: PERMIT#: LA LOCATION: SPECT 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 purpose on site. Foundation/Wallpour Reinforcement in Place r Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing in Daylight or Sump Foo i g Drain Stone: 2 inch width d 6 inches above footing 6 mil poly for wet areas under slab Bacicfill Approval a Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doe January 28,2003 Foundation Inspection Report P p Office No. (518) 761-8256 Date Inspection reque t received: U'�` Queensbury Building&Code Enforcement Arrive: am/p V.,) M Depart: ' �pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials: NAME: (f:� PERMIT#: LOCATION: INSPECT ON: U 6rV 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 ounda ampproofing.: Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width / d(jwc— 413 O t j/0AJA}c- 6 inches above footing r` 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\Building.Codes.Inspection.FORMSToundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518)761-8256 Date Inspection request received: ho—,4 Queensbury Building&Code Enforcement Arrive: am/Aqp:�, Depart: m/pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials: 3 NAME: PERMIT#; LOCATION: INSPECT ON: TYPE OF STRUCTURE: 41 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. oundatibn/ 1pour 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\Building.Codes.Inspection.FORMSToundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518) 761-8256 Date Inspection reques received: f Queensbury Building&Code Enforcement Arrive: am/pm Depart: fin/pm 742 Bay Rd., Queensbuiy,NY 12804 Inspector's Initials: NAME: "� �S PERMIT#: LOCATION: INSPECT ON: ( j2 n t✓1 TYPE OF STRUCTURE: Comments Y N N/A otings Piers Monolithic Slab Reinforcement in Place 2— The contractor is responsible o 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\Building.Codes.Inspection.FORMSToundation Inspection Report.doc January 28,2003 ��``��7ATE: Queensbury Building & Coden'forcemena Final spection pvt Office No.(518)761-8256 Arrive: epart;Date Inspection request received: jInspector's INAME: A S S :LOCATION: 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 a),stairs, decks patios QA ca—) 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 gradeT Gas Furnace shut-off within 30 ft.or within line of site l� Oil Furnace shut-off at entrance to furnace area ;Z 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. v Bathroom/Kitchen watertight Safety glazing/Window in stairwells safety 1 in Interior Smoke Dete ors: Every level: //aa: y Be oom: Outside every bedroomInter 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 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 kay to issue C/C or C/O Temporary/Permanent L:\PamW\Building&Codes\Inspection Forms\Res, Final Inso, form 2.docLast printed 2/12/04 F Town of Queensbury Fire Marshall 742 Bay Road ' Queensbury,NY 12804 tL 761-8205/761-8206 j ^ �� fax 7454437 Factory Built Gas Fireplace/Stove MisRectiolD.l3ensort Notices New York State requires that all UL Listed,factory built appliances be installed according to the instruction specifications contained ill the Installation Manual accompanying the appliance.No deviation from the manufac rer°s Is- instructions or specifications is allowed. Permit# Schedule Inspection Time _ CQ ism anytime Insp or Name �('�.1�( Address l A�� i[ li Rough YII Final_ Appliance Mamufacwrer Model# Direct Vent Factory Built Chimney Flue Size Double Wall Triple Wall Insulated Yes No NIA Comments Floor Protection. Clearances to Combustibles all sides J Firestop(s) Vertical Chase Wall Penetratioan� 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 Valve Combustion Air Hearth Extension (if any) Mantel Height above f/p opening Witness Operation Tank Placement(if LP) White—Building Dept, �� fellow Cwt er Pink—Fire Marshal �fflENGINEERING BY T RiENCU A Wek,Affiliate Trenco 818 Soundside Rd Edenton,NC 27932 Telephone 252/482-7000 Fax 2521482-7115 Re: 18Farm T&B Assoc#1315156/18 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 sealE1681338 thruE1681352 My license renewal date for the state of New York isAugust 31,2006. 33 F NEiN Y 0 �t N r cc Ui LLJ A May 5,2004 Stczyzewski,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. 19A-0 14.8-0 10.0-0 11-6-0 . T04GE q� T04GR 2- LY (7 TH HAI IGE S LU ��(16 -T7 W M (3)THD26 4 (4) TO HANGERS 4 G a v 4 Q N o 2--0 2.0-0 2.0-0 2 0 0 2.0- 4q O qQ 29 4 v 4 Rq 4c� qNq � 4 Q 0.0 2• 2-a0 2-0.0 2•a0 -0.0 2-0-0 2 a0 2- 2-0-0 2 0 0 M-0 2-0.0 2-0-0 2-0-0 2-0-0 2-0- 4 o - $ 4 B T06GE HANGERS 4 p 0 W 4 T01 GE 12 6-0 MM 13-0-0 22.0-0 55.H Bellevue Builders Supply Name:T B Associates The Pine Gables II 500 Duanesbur4 Rd Address:Farmington Grove Schenectady Lot#18 Farmington Place Job:-NY Queen bury TBAssoc\1 8Farm Telephone:518-355-7190 NY Fax:518-355-1371 Telephone: °` S ca le:Not to scale ° Date:5/5/2004 Drawn B :RPF ' Job TT'Ouls s Truss Type Oty Ply T&B Assoc#B15156/18 Farmington Place E1681338 18FARM COMMON 3 1 �ThePine=piltiaria,)Job Refe Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed May 05 11:26:50 2004 Page 1 -0-10$ 6-0-0 11-0-0 16-0-0 22-0-0 0-10-8 6-0-0 5-0-0 5-0-0 6-0-0 4x4= Scale=1:59.6 4 10.00 F12 2x4 2x4 3 5 6 m o1 2 jo 5x6= 9 10 8 7 11 12 5x6= 3x8= 3x5= 11-0-0 22-0-0 11-0-0 11-0-0 Plate Offsets(X Y): 12'0-0-0 0-0-10] [6:0-0-4 0-0-51 LOADING(psf) SPACING 2-0-0 CS] DEFL in (loc) I/defl L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.90 Vert(LL) -0.41 6-8 >627 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.83 Vert(TL) -0.67 6-8 >387 240 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:85lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 3-2-15 oc purlins. BOT CHORD 2 X 4 SPF-S 165OF 1.5E 'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-7 2 X 4 SPF-S 2100F 1.8E WEBS 2 X 4 SPF Stud `Except` 4-8 2 X 4 SPF No.2 REACTIONS (lb/size) 6=1617/0-4-0,2=1748/0-4-0 Max Horz2=253(load case 7) Max Uplift6=-58(load case 9),2=-98(load case B) Max Grav6=1755(load case 3),2=1937(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/92,2-3=-2149/316,3-4=-1547/327,4-5=-1549/328,5-6=-2097/318 BOT CHORD 2-9=-121/1415,9-10=-121/1415,8-10=-121/1415,7-8=-125/1433,7-11=-125/1433,11-12=-12511433,6-12=-125/1433 WEBS 3-8=-785/248,4-8=-251/1158,5-8=-8031254 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)Unbalanced snow loads have been considered for this design. ��of NEW Y 4)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. �P 4,,ST]3Zy �� 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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 58 lb uplift at joint 6 and 98 lb uplift at joint 2. �i LOAD CASE(S) Standard 9�FESSIO May 5,2004 WARNING-Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE➢i7.7473 BEFORE USE. M Et'F I NEERI N3 BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ENCO Applicability of design poramenters and proper incorporation of component is responsibility of bulding designer-rot truss designer.Bracing shown aR 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 MiTek Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1P11 Quality Criteria,DSB-89 and BCSI1 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofdo Drive.Madison,WI 53719. Edenton,NC 27932 r Job Truss Truss Type Qty PlyT Assoc#815156/18 Farmington Place E1681339 18FARM T01A STUB COMN 7 ne Gables IIference o tional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc, Wed May 0511:26:50 2004 Page 1 p 10 8 6-0-0 11-0-0 16-0-0 21 5-8 i r 0-10-8 6-0-0 5-0-0 5-0-0 5-5-8 45= Scale=1:59.7 4 10.00 12 2x4\\ 2x4 3 5 6 7 m 2 0 04,\ 5x6= 10 11 9 8 12 13 6xB II 3x8= 3x5= 4x4 11-0-0 21-5-8 11-0-0 10-5-8 Plate Offsets(X Y)• (2:0-0-4 0-0-5) [7'Edoe 0-0-0j 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) -0.36 2-9 >708 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.16 BC 0.75 Vert(TL) -0.61 2-9 >419 240 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.04 7 We n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:90lb 'LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 3-6-1 oc puffins. BOT CHORD 2 X 4 SPF-S 1650F 1.5E 'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-8 2 X 4 SPF-S 2100F 1.8E WEBS 2 X 4 SPF Stud 'Except* 4-9 2 X 4 SPF No.2 SLIDER Right 2 X 6 SPF-S 165OF 1.5E 3-7-6 REACTIONS (lb/size) 7=1595/0-3-8,2=1719/0-3-8 Max Horz2=253(load case 7) Max Uplift7=-55(load case 9),2=-97(load case 8) Max Grav7=1715(load case 3),2=1919(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/91,2-3=-2059/311,3-4=-1496/322,4-5=-1478/318,5-6=-1566/309,6-7=-1988/287 BOT CHORD 2-10=-117/1398,10-11=-117/1398,9-11=-117/1398,8-9=-106/1321,8-12=-106/1321,12-13=-106/1321,7-13=-106/1321 WEBS 3-9=-790/248,4-9=-234/1053,5-9=-700/233 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. ��© N�rA. 3)Unbalanced snow loads have been considered for this design. +Y 4)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. ma`s 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 fit between the bottom chord and any other members. ! N * x 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 55 lb uplift at joint 7 and 97 lb uplift at joint r— .73 2. LOAD CASE(S) Standard 671fl2 AR�FESS40 May 5,2004 WARNING-N Verify deslyn par—etersand READ1yOTES ON TRISANDINCUTFD WTERREFERENCEPAGZJW 7473BEFORE USE. Etf IrdEERPP-tG 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 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.Addtional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Atltliat�?fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/rPft Quality Criteria,DSB-89 and SCSI]Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 818 Soundside Rd Edenton,NC27932 Job Truss Truss Type Qty =IThe oc#B15156/18 Farmington Place E1681340 18FARM T01GE GABLE 1abies II nce(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed May 05 11:26:52 2004 Page 1 22-10-B -0-10-B 1-M B-4-0 9-8-0 11-0-0 12-4-0 13-8-0 20-4-0 22-0-0 0-10-8 1.8-0 .6-8-0 1-4-0 1-4-0 41-4-0 1-4-0 6-8-0 1-8-0 0-10-6 Scale=1:59.6 10 9 11 8 12 10.00 12 7 13 6 14 5 15 16 4 17 3 18 m 01 0 3x5= 35 34 33 32 31 30 29 2B 27 26 25 24 23 22 21 20 3x5= 3x5= 22-0-0 22-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.15 Vert(LL) We - n/a 999 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.00 19 >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:144lb 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 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-25 2 X 4 SPF-S 210OF 1.8E WEBS T-Brace: 2 X 4 SPF Stud-10-28,9-29,11-27 OTHERS 2 X 4 SPF Stud 'Except* Fasten T and I braces to narrow edge of web with 10d Common wire 10-28 2 X 4 SPF No.2 nails,gin o.c.,with 4in minimum end distance. Brace must cover 90%of web length. REACTIONS (lb/size) 2=266/22-0-0,28=144/22-0-0,29=177/22-0-0,30=190/22-0-0,31=187/22-0-0,32=187122-0-0,33=187/22-0-0, 34=184/22-0-0,3 5=1 9712 2-0-0,27=178/22-0-0,18=266/22-0-0,26=183/22-0-0,24=185/22-0-0,23=187/22-0-0, 22=187122-0-0,21=184122-0-0,20=197/22-0-0 Max Horz2=210(load case 8) Max Uplift2=-63(load case 6),29=-22(load case 7),30=48(load case 8),31=-41(load case 8),32=-41(load case 8), 33=-40(load case 8),34=45(load case 8),35=-44(load case 7),27=-16(load case 6),18=42(load case 7), 26=-52(load case 9),24=42(load case 9),23=41(load case 9),22=41(load case 9),21=-45(load case 9), 20=42(load Case 6) Max Grav2=352(load case 2),28=144(load case 1),29=249(load case 2),30=259(load case 2),31=253(load case 2), 32=253(load case 2),33=254(load case 2),34=251(load case 2),35=265(load case 2),27=250(load case 3), 18=352(load case 3),26=253(load case 3),24=251(load case 3),23=254(load case 3),22=253(load case 3), 21=251(load case 3),20=265(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/87,2-3=-237/103,3-4=-189/95,4-5=-154/94,5-6=-118/92,6-7=-108/90,7-8=-107/89,8-9=-1111152,9-1 0=-1 081186 ,10-11=-1081186,11-12=-111/152,12-13=-107/87,13-14=-108159,14-15=-108/60,15-16=-122/62,16-17=-158/63, 17-18=-227/71,18-19=0187 BOT CHORD 2-35=0/0,34-35=0/0,33-34=010,32-33=0/0,31-32=0/0,30-31=0/0,29-30=0/0,2B-29=0/0,27-28=010,26-27=0/0, pF NEW Y 25-26=0/0,24-25=-36/241,23-24=-36/241,22-23=-36/241,21-22=-36/241,20-21=-36/241,1 8-2 0=-3 612 41 't STR O WEBS 10-28=-156/0,9-29=-223/3B,8-30=-232/90,7-31=-226/79,6-32=-226/79,5-33=-227/79,4-34=-222/79,3-35=-245/90, �)� 11-27=-223/38,12-26=-232/90,13-24=-226179,14-23=-226/79,15-22=-227/79,16-21=-222/79,17-20=-244/89 co J �� NOTES r- �. x 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 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. ESSSOC� 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. May 5,2004 &n%i VedepOae gntinuous bottom chord bearing. A WARMING-Verify design pararneters and READ NOTES ON THIS AND INCLUDED DBTEE REFERENCE PAGE DM-7473 BEFORE USE. Elk It4EERI NG By Design valid for use orgy with MiTek connectors.This design is based only upon parameters shown,and is for an individual building compo 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 resp onsibilli of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A h1iTe1;»lftiiAt«? fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCS11 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofdo Drive,Madison,W153719. Edenton,NC 27932 Job Truss Truss Type Qty Ply FP.n. #B15156/18 Farmington Place E1681340 18FARM T01GE GABLE 1 1 bles II ce o tional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed May 05 11:26:52 2004 Page 2 NOTES 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 63 lb uplift at joint 2,22 Ito uplift at joint 29,48 lb uplift at joint 30,41 lb uplift at joint 31,41 lb uplift at joint 32,40 lb uplift at joint 33,45 lb uplift at joint 34,44 lb uplift at joint 35,16 lb uplift at joint 27,42 lb uplift at joint 18,52 Ito uplift at joint 26,42 Ito uplift at joint 24,41 lb uplift at joint 23,41 lb uplift at joint 22,45 lb uplift at joint 21 and 42 lb uplift at joint 20. LOAD CASE(S) Standard ® WARNING-Verify design parameters and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE 1119-7473 BEFORE USE. EtN If4EERING BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual component.building �� Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Addtional temporary bracing to insure stability during construction is the responsibilityof the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTeB Atfiliak• 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'Onofdo Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply T&B Assoc#815156/18 Farmington Place E1681341 18FARM T02 MONO PITCH 3 1 The Pine Gables II Job Reference o tional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed May 05 11:26:53 2004 Page 1 -0-10-8 6-1-8 11-5-8 0-10-8 6-1-8 5-4-0 3x5 11 Scale=1:59.7 10.00 12 5 3x5 3x5/i 4 3 m 2 0 5x6= 7 6 2x4 II 3x5= 6-1-8 11-5-8 6-1-8 5-4-0 Plate Offsets(X Y): [2.0 0 0 0 0 101 - LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.06 2-7 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.03 1 >469 240 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:56lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. 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 5-6 5-6 2 X 4 SPF No.2 REACTIONS (Ib/size) 6=776/Mechanical,2=910/0-3-8 Max Horz2=317(load case 6) Max Uplift6=-176(load case 6) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-886/0,3-4=-255/0,4-5=-92/144,5-6=-2421129 BOT CHORD 2-7=-201/507,6-7=-201/507 WEBS 3-7=0/264,3-6=-698/276 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left exposed;end vertical left exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)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 ��QF NEW Y fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. �Q Q STRz), 0 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 176 lb uplift at joint 6. LOAD CASE(S) Standard � � y 1.V x Z 1 ,' a6tky� (P�� Na.67A ��C? AR�FESS10NA` May 5,2004 WARNING-Verify design parameters and READ NOTES ON TMS AND LUCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Et=}ItdEERR*BY Design valid for use only with MTek connectors.This design is based any upon parameters shown,and is for an individual component.building T �� Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown .is forlateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MITCA istfiliate• 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'Onofrfo Drive,Madison,WI 53719. Edenton,NC27932 Job Truss Truss Type Qty Ply T&B Assoc#B1 5156/18 Farmington Place E168134 18FARM T02GE GABLE 1 1 The Pine Gables II Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed May 05 11:26:54 2004 Page 1 -9.10.'81-8-0 3-0-0 8-4-0 9-8-0, 11-5-8 0-10-8 1-8-0 1-4-0 5-4-0 1-4-0 1-9-8 4x6 11 Scale=1:63.1 10.00 12 11 2x4 I 12x4 I I 3x5"i 2x4 II 10 2x4 11 g 9 2x4 11 7 Zl � 6 12 0 3x5= 19 18 17 16 15 14 13 12 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 4x5 11 11-5-8 11-5-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.49 Vert(LL) n/a - n/a 999 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.00 1 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:79lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. 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 No.2 WEBS 1 Row at midpt 11-12,10-13 OTHERS 2 X 4 SPF Stud REACTIONS (lb/size) 12=106/11-5-8,2=236/11-5-8,19=199/11-5-8,18=184/11-5-8,17=187/11-5-8,16=187/11-5-8,15=186/11-5-8, 14=183/11-5-8,13=221/11-5-8 Max Horz2=336(load case 5) Max Upliftl2=-77(load case 5),2=-102(load case 4),19=-41(load case 6),18=-45(load case 6),17=41(load case 6), 16=-37(load case 6),15=-57(load case 6),14=-44(load case 5),13=-87(load case 6) Max Gravl2=124(load case 4),2=236(load case 1),19=199(load case 1),18=184(load case 1),17=187(load case 1), 16=187(load case 1),15=186(load case 1),14=183(load case 1),13=221(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/62,2-3=-334/162,3-4=-290/152,4-5=-259/151,5-6=-229/149,6-7=-198/147,7-8=-168/142,8-9=-160/146, 9-10=-145/166,10-11=-70/95,11-12=-89/80 BOT CHORD 2-19=-64/194,18-19=-64/194,17-18=-64/194,16-17=-64/194,15-16=-64/194,14-15=-64/194,13-14=-64/194, 12-13=-64/194 WEBS 3-19=-174/96,4-18=-157/85,5-17=-161/85,6-16=-160/83,7-15=-159/87,9-14=-158/119,10-13=-190/114 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. ��of- NEW 2)Truss designed for wind loads in the plane of the truss only. ST19 Q 3)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 2Y�y 4)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. J F� 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. k Q 7 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 1-4-0 oc. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Z Z 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 77 lb uplift at joint 12,102 lb uplift at joint 2, S 41 lb uplift at joint 19,45lb uplift at joint 18,41 lb uplift at joint 17,37lb uplift at joint 16,57lb uplift at joint 15,44 lb uplift at joint 14 and Cry lvQ 87lb uplift at joint 13. V gOp Ss�0 LOAD CASE(S) Standard May 5,2004 WARNING-Verify design parameters and READ NOTES ON TIDS AND WCLUDED 1 fTEE REFERENCE PAGE MU-7473 BEFORE USE. M ENGMEERMG BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �� Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shove is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,5B3 D'Onofrio Drive,Madison,N 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply T 8 B Assoc#B15156118 Farmington Place E1681343 18FARM T03 STUB COMN - 4 1 The Pine Gables II Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc, Wed May 05 11:26:55 2004 Page 1 6-1-6 11-4-6 0-10-8 6-1-6 5-3-2 46= Scale=1:25.3 3 7.00 F12 4 5 2 0 44 44 46 i 6x8 II 11-4-8 11.4-8 Plate Offsets(X Y): [2:0-2-5 0-2-01 [3.0-3-0 Edge] [5:0-5-2 0-1-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.30 Vert(LL) -0.07 2-5 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.16 2-5 >854 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 5 n/a nla BCDL 10.0 Code ISC2000IANS195 (Matrix) Weight:50lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 6 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Right 2 X 4 SPF No.2 3-1-2 REACTIONS (lb/size) 5=774/0-3-8,2=919/0-5-8 Max Horz2=103(load case 7) Max Uplift5=-32(load case 9),2=-80(load case 8) Max Grav5=825(load case 3),2=1070(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/67,2-3=-891/183,3-4=-598/193,4-5=-869/165 BOT CHORD 2-5=-61I645 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)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 fora 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 NEy,Y fit between the bottom chord and any other members. 7)2rovide mechanical connection(by others)of truss to bearing plate capable of withstanding 32 lb uplift atjoint 5 and 80 lb uplift at joint �ti \��,ST9,>k 0��' LOAD CASE(S) Standard �Q t a (0 yr x FD �0.6710`Z A9Ofi SS]0 May 5,2004 ® WARNING-Verify design parameters and READNOTES ON TJUS AND INCLUDED MITER REFERENCE PAGEJW-7473 BEFORE USE. ENGINEERING BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicabfity of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown w'^�. �� is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the i erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MI Tc,k AlifIiat1, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPii Qualify Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onoino Drive,Madison,"53719. 818 Soundside Rd Edenton,NC27932 Job Truss Truss Type pty Ply T&B Assoc#815156/18 Farmington Place E1681344 18FARM T03GE STUB GABLE 1 1 The Pine Gables II Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed May 05 11:26:55 2004 Page 1 i -0-10-8 1 2-1-6 3-5-6 4-9-6 6-1-6 F 7-5-6 8-9-6 10-1-6 i 11-4-8 0-10-8 2-1-6 14-0 1-4-0 14-0 1-4-0 14-0 1-3-0 1-3-2 5x6= Scale=1:25.7 6 2x4 II 2x4 II 5 7 7.00 12 2x4 II 2x4 II 4 8 2x4 II 45 J 3 9 10 2 4 Li 0 RX 3x5= 2x4 11 2x4 11 2x4 II 2x4 11 2x4 II 2x4 II 2x4 11 3x5 11 11-4-8 11-4-8 Plate Offsets(X Y): 19:0-2-0 0-2-0[ [10:0-1-12 0-0-4[ LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.05 Vert(LL) n/a - n/a 999 M1120 169/123 TCDL 10.0 Lumber Increase 1.16 BC 0.02 Vert(TL) -0.00 1 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code IBC20001ANS195 (Matrix) Weight:63lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6-0-0 cc purlins. BOT CHORD 2 X 6 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF Stud SLIDER Right 2 X 4 SPF No.2 1-4-1 REACTIONS (lb/size) 10=112/11-4-8,2=281/11-4-8,14=147/11-4.8,15=182111-4-8.16=171/11-4-8.17=253/11-4-8,13=182111-4-8, 12=185/11-4-8,11=1 8411 1-4-8 Max Horz2=103(Ioad case 7) Max Uplift10=-5(load case 7),2=-27(load case 8),15=-15(load case 7),16=-32(load case 8),17=-29(load case 8), 13=-12(load case 9),12=-31(load case 9),11=-47(load case 9) Max Grav10=132(load case 3),2=373(load case 2),14=147(load case 1),15=250(load case 2),16=238(load case 2), 17=341(load case 2),13=248(load case 3),12=256(load case 3),11=257(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=136/59,3-4=-97/53,4-5=-94/69,5-6=-91/96,6-7=-98/96,7-8=-101/69,8-9=-97/27,9-10=-126/29 BOT CHORD 2-17=-16/54,16-17=-16/54,15-16=-16/54,14-15=-16/54,13-14=-16/54,12-13=-16/54,11-12=-16/54,10-11=-16/54 WEBS 6-14=-121/0,5-15=-221/40,4-16=-220/67,3-17=-293/80,7-13=-220/40,8-12=-236/71,9-11=-205/76 NOTES 1)Wind:ASCE 7-98;gOmph;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. �� NE1 r 2)Truss designed for wind loads in the plane of the truss only. �V 3)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. A�Q P,STY 0 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)Gable requires continuous bottom chord bearing. ,t 8)Gable studs spaced at 1-4-0 cc. — 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 t fit between the bottom chord and any other members, 2 aue; 2 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 5 lb uplift at joint 10,27 lb uplift at joint 2, 151b uplift at joint 15,32 lb uplift atjoint 16,291b uplift at joint 17,12 lb uplift at joint 13,31 lb uplift atjoint 12 and 47 lb uplift atjoint �A NO $7102 11. LOAD CASE(S) Standard ROP ss1oNP May 5,2004 WARMNG-Verify design parameters and READNOTES ON THIS AND INCLUDED IffTES REFERENCE PAGE JM-7473 BEFORE USE. �Et�.�dNEERtP.tG 6Y Desgn 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 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 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A taliTCl;i�lllliatE�fobrfcation,quality control,storage,delivery.erection and bracing,consult ANSI/TPIi Quality Criteria,DSB-89 and BCS11 Building Component Safety information avoidable from Tens Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 818 Soundside Rd Edenton,NC 27932 Job Truss Truss Type Qty Ply T&B Assoc#B15156/18 Farmington Place E1681345 18FARM T04 COMMON 1 1 The Pine Gables II Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed May 05 11:26:56 2004 Page 1 -10-8 7.4-0 14-8-0 15-6-8 0-10-8 7-4-0 7-4-0 0-10-8 6x6= Scale=1:43.2 3 10.00 12 4 2 5 6 1 d 412 II 7 6 8 412 II 2x4 11 7-4-0 14-8-0 7-4-0 74-0 Plate Offsets(X Y)' [2.0 5 8 Edge) [4'0 5 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 0.39 Vert(LL) -0.08 4-6 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.10 4-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:73lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 6 SPF-S 165OF 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,Right:2 X 4 SPF Stud REACTIONS (lb/size) 2=1243/0-4-0,4=1243/0-4-0 Max Horz2=167(load case 7) Max Uplift2=-77(load case 8),4=-77(load case 9) Max Grav2=1390(load case 2),4=1390(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/67,2-3=-1324/192,3-4=-1324/192,4-5=0/67 BOT CHORD 2-7=-5/798,6-7=-5/798,6-8=-5/798,4-8=-5/798 WEBS 3-6=0/466 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)Unbalanced snow loads have been considered for this design. �! QF NEW Y 4)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. C� 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 ;I--,STRZY 0 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 77 lb uplift at joint 2 and 77 lb uplift at joint * Q { to 4. r- g x LOAD CASE(S) Standard �O.6710`L ��C? v ROF Ss�ONP May 5,2004 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 BEFORE USE. EWGINEERING 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 poramenfers 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 responsibilfity of the is erector.Additional permanent bracing of the overall structure is the responsibility,of the building designer.For general guidance regarding A IAVTC Altilinte fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply T&B Assoc#B1 5156/18 Farmington Place E1681346 18FARM T04GE GABLE 1 1 The Pine Gables II Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed May 05 11:26:57 2004 Page 1 0-10-8 2-0-0 3-4-0 4-8-0 6-0-0 7-4-0 8-8-0 1G-0-0 11-4-0 12-8-0 14-8-0 15-6-8 0-10-8 2-0-0 1-4-0 1-4-0 14-0 14-0 14-0 14-0 1-4-0 14-0 2-0-0 0-10-8 5x6= Scale=1:43.2 7 2x4 II 2x4 II 6 2x4 16 2x4 II 10.00 12 9 2x4 II 5 2x4 II 10 2x4 II 4 2x4 II 11 3 12 i,2 �� 3x5= 22 21 20 19 18 17 16 15 14 3x5= 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 14-8-0 14-8-0 Plate Offsets(X Y)' [8'0 0 0 0 0 0] [9.0 0 0 0 0 0] [10.0 0 0 0 0 01 [11.0-0-0 0-0-0] [14.0-0-0 0-0-0] [15'0-0-0 0-0-0] [16:0-0-0 0-0-0] [17:0-0-0 0-0-01 LOADING(psf) SPACING 2-0-0 CS] DEFL in (loc) I/deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.05 Vert(LL) n/a - n/a 999 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 1 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code IBC20001ANS195 (Matrix) Weight:102lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 6 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=298/14-8-0,12=298/14-8-0,18=131/14-8-0,19=171/14-8-0,20=191/14-8-0,21=175/14-8-0,22=232/14-8-0, 17=171/14-8-0,16=191/14-8-0,15=175/14-8-0,14=232/14-8-0 Max Horz2=167(load case 7) Max Uplift2=-57(load case 6),12=-23(load case 7),19=-19(load case 7),20=-46(load case 8),21=43(load case 8), 22=-62(load case 8),17=-6(load case 6),16=-46(load case 9),15=44(load case 9),14=-60(load case 9) Max Grav2=386(load case 2),12=386(load Case 3),18=131(load case 1),19=235(load case 2),20=264(load case 2), 21=240(load case 2),22=315(load case 2),17=235(load case 3),16=264(load case 3),15=240(load case 3), 14=315(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65,2-3=-183/97,3-4=-127/85,4-5=-123/84,5-6=-128/118,6-7=-117/143,7-8=-117/143,8-9=-128/118, 9-10=-123/53,10-11=-127/39,11-12=-183/55,12-13=0/65 BOT CHORD 2-22=-23/143,21-22=-23/143,20-21=-23/143,19-20=-23/143,18-19=-22/143,17-18=-22/143,16-17=-22/143, 15-16=-22/143,14-15=-22/143,12-14=-22/143 WEBS 7-18=-104/0,6-19=-209/32,5-20=-235/88,4-21=-220/83,3-22=-270/110,8-17=-209/25,9-16=-235/88,10-15=-220/83, 11-14=-270/110 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 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 'Q� Q STAZY 0 designed for C-C for members and forces,and for MWFRS for reactions specified. CO J 2)Truss designed for wind loads in the plane of the truss only. Q T * 3)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. * Q 4)Unbalanced snow loads have been considered for this design. r 7- 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)Gable requires continuous bottom chord bearing. 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 �A N0,VAe1 fit between the bottom chord and any other members. R P� 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 57 lb uplift at joint 2,23 lb uplift at joint 12, �FESS1 ON 19 lb uplift at joint 19,46 lb uplift at joint 20,43 lb uplift at joint 21,62 lb uplift at joint 22,6 lb uplift at joint 17,46 lb uplift at joint 16,44 lb uplift at joint 15 and 60 lb uplift at joint 14. May 5,2��4 Continued on page 2 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE IM-7473 BEFORE USE. lrlilrGINEERING 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 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 in erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A fai'lek A111100 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply T&B Assoc#B15156/16 Farmington Place E1681346 16FARM T04GE GABLE 1 1 The Pine Gables II Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed May 05 11:26:56 2004 Page 2 LOAD CASE(S) Standard ® WARNING-Verify design parmneters and READ NOTES ON TIUS AND INCLUDED 1UTEK REFERENCE PAGE MU--7473 BEFORE USE. EP}INEERING BY Design valid for use any win MiTek connectors.This design is based only upon parameters shown,and is for on 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 stablity during construction is the responsibilrity of the i erector.Addtonal permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A NliTeK nlfilinte fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPi1 Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply FThe B Assoc#61 5156118 Farmington Place E1681347 18FARM T04GR GIRDER 1 2 Pine Gables 11 p Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed May 05 11:26:58 2004 Page 1 7-4-0 14-8-0 7-4-0 8x10 M1120H II 7-4-0 Style=1:44.5 2 Z712 / 3 19 0 0 6x10= 6 5 4 6x10= 3x8 3x10 II 3x8\\ 3-10-10 74-0 10-9-6 14-8-0 3-10-10 3-5-6 3-5-6 3-10-10 Plate Offsets(X,Y): [1:0-10-2 0-0-15] [3:0-10-2 0-0-15] [4.0-5-0 0-0-8] [5'0-6-8 0-1-81 [6.0-5-0 0-0-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.10 4-5 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.53 Vert(TL) -0.14 4-5 >999 240 M1120H 127193 BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(TL) 0.03 3 nla n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:209lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 165OF 1.5E TOP CHORD Sheathed or 5-0-10 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 WEDGE Left:2 X 6 SYP No.2,Right;2 X 6 SYP No.2 REACTIONS (lb/size) 1=10371/0-5-8,3=10371I0-5-8 Max Horzl=-165(load case 5) Max Upliftl=-788(load case 7),3=-788(load case 8) Max Gravl=10459(load case 2),3=10459(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1 1 8 0 7/92 0,2-3=-11807/920 BOT CHORD 1-6=-665/8582,5-6=-46816263,4-5=-468/6263,3-4=-61818582 WEBS 2-6=-399/4832,2-5=-433/6087,2-4=400/4832 NOTES 1)2-ply truss to be connected together with 1 Od Common(.148"x3")Nails as follows: Top chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Bottom chords connected as follows:2 X 8-2 rows at 0-4-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply OF N IFW connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. "V 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 �Q� P,STR O right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 4)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6)All plates are MII20 plates unless otherwise indicated. 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)Pint 3.Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 788 lb uplift at joint 1 and 788 Ib uplift at 9)Girder carries tie-in span(s):40-0-0 from 0-0-0 to 14-8-0 A /VO S71 O 9OPE sS10NP� G.&* AA8E0qgBt2ndard May 5,2004 A WARMNG-Verify design pararaeters and R&IDNOTES ON TMS AND INCLUDED IWTER REFERENCE PAGE AUI.7473 BEFORE USS. �EA;�IrtEERING BY Design valid for use only with MiTek connectors.This design is basedonly upon parameters shown,and is for an individual building component. _ �� ApplicabDify of design paramenters and proper Incorporation offcomponent is responsibility of bin ro ding designer- t truss designer.Bracing shown is forlateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of it* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fa MiTek Affiliatefabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPl1 Quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 818 SoundMde Rd Edenton,NC 27932 Job Truss Truss Type Qty Ply T I B #B15156118 Farmington Place 18FARM T04GR GIRDER 1 2�Thepi::.ab les II E1661347 Job Reference optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed May 05 11:26:58 2004 Page 2 LOAD CASE(S) Standard 1)Snow:Lumber lncrease=1.15,Plate lncrease=1.15 Uniform Loads(plf) Vert:1-2=-120,2-3=-120,1-3=-1340(F=-1320) ® WARNING-Verify design parameters and READ NOTES ON TIBS AND INCLUDED RIITER REFERENCE PAGE MU-7473 BEFORE USE. EP}GI 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. �� 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 is erector.Additional permanent bracing of the overall structure is the responsibilily of the building designer.For general guidance regarding A IAU-K Atftlinte 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'Onofno Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply T&B Assoc#B15156118 Farmington Place E1681348 18FARM T05GE STRUCT GABLE 1 1 The Pine Gables II Job Reference o tional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed May 05 11:26:59 2004 Page 1 0 10� 5-34 7-7-0 8-11.0 10-3-0 11-7-012-11-0 15-2-12 20-6-0 21-4-t3 -fTI-f-T 0-10-8 5-34 2-3-12 1.4-0 1-4-0 1-4-0 1-0-0 2-3-12 5-34 0-10-8 4x5= Scale=1:57.6 5 10.00 F12 4 6 7 3 2 819 �1 �o 4x4 G 4x4 O 6x8 II 30 31 11 1032 33 6x8 II 4x4// 3x8= 3x5= 4x4 10-3-0 20-6-0 10-3-0 10-3-0 Plate Offsets(X Y)' [2.0 5 7 Edge] [8.0 5 7 Edge] LOADING(psf) SPACING 2-0-0 CS] DEFL in (too) I/deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.79 Vert(LL) -0.15 2-11 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.73 Viii -0.30 2-11 >818 240 BCLL 0.0 Rep Stress Incr NO WB 0.69 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:138lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 5-3-15 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' 5-11 2 X 4 SPF No.2 OTHERS 2 X 4 SPF Stud SLIDER Left 2 X 6 SPF-S 1650F 1.5E 3-5-8,Right 2 X 6 SPF-S 165OF 1.5E 3-5-8 REACTIONS (lb/size) 2=1627/0-4-0,8=1627/0-4-0 Max Horz2=235(load case 7) Max Uplift2=-87(load case 8),8=-B7(load case 9) Max Grav2=1802(load case 2),8=1802(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38,2-3=-1909/278,3-4=-1612/297,4-5=-1386/303,5-6=-1386/303,6-7=-1612/297,7-8=-1908/278,8-9=0/38 BOT CHORD 2-30=-109/1269,30-31=-109/1269,11-31=-109/1269,10-11=-87/1269,10-32=-87/1269,32-33=-87/1269,8-33=-87/1269 WEBS 4-11=-685/222,5-11=-206/899,6-11=-685/222 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. QF N E Iv y 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. X\Q P•STR,> �9 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. Q 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. s a 2 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 87 lb uplift at joint 2 and 87 lb uplift at join 8. E 71�2 L LOAD CASE(S) Standard 9Op ilo May 5,2004 J ® WARNING-Verify design parmneters and READNOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIb7473 BEFORE USE. EPt INEERINGG 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 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�RENCO erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A Mil"Alliliate fabrication,quality control,storage,delivery,erection and bracing,consult ANS1/TPI1 Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply T&B Assoc#B15156/18 Farmington Place 18FARM T05GR GIRDER 1 iy The Pine Gables II E1681349 G Job Reference notional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed May 05 11:27:00 2004 Page 1 5-3-12 10-3-0 16.2.4 20-6-0 5-3-12 4-114 6x14 II 4-114 5-3-12 Scale=1:60.5 3 10.00 12 5x6 O 5x6 2 4 1 5 Io Bx10= 10 9 8 7 6 Bx10= 3x8// 4x12 If &B M1120H= US 11 4x12 II f 4-2-0 B-3-0 + 12-3-0 16-4-0 20-6-0 4-2-0 4-1-0 4-0-0 4-1-0 4-2-0 Plate Offsets(X,Y): fl:0-0-0 0-0-91 [5.0-0-0 0-0-9] [6.0-5-8 0-0-8] [8.0-6-8 0-1-41 [9.0-6-8 0-1-41 [10:0-5-8 0-0-81 LOADING(psf) SPACING 2-0-0 CS) DEFL in (lac) I/deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.32 Vert(LL) -0.13 8-9 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.52 Vert(TL) -0.18 8-9 >999 240 M1120H 187/143 BCLL 0.0 Rep Stress[nor NO WB 0.68 Horz(TL) 0.06 5 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:374lb LUMBER BRACING TOP CHORD 2 X 8 SYP 240OF 2.0E TOP CHORD Sheathed or 5-8-3 cc purlins. BOT CHORD 2 X 8 SYP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2 X 4 SPF No.2 "Except* 3-9 2 X 4 SPF-S 165OF 1.5E,3-8 2 X 4 SPF-S 1650F 1.5E REACTIONS (lb/size) 1=14628/0-6-2(input: 0-5-8),5=14628/0-6-2(input: 0-5-8) Max Horzl=226(load case 6) Max Upliftl=-1113(load case 7),5=-1113(load case 8) Max Gravl=14754(load case 2),5=14754(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-17801/1354,2-3=-13504/1117,3-4=-1350411117,4-5=-17801/1353 BOT CHORD 1-10=-1048/13100,9-10=-960/11914,8-9=-628/8462,7-8=-870/11914,6-7=-870/11914,5-6=-955/13100 WEBS 3-9=-703/8430,3-8=-703/8430,2-9=-2900/328,2-10=-378/5118,4-8=-2900/329,4-6=-381/5118 NOTES 1)2-ply truss to be connected together with IOd Common(.148"x3")Nails as follows: Top chords connected as follows:2 X 8-2 rows at 0-9-0 cc. Bottom chords connected as follows:2 X 8-3 rows at 0-4-0 cc. Webs connected as follows:2 X 4-1 row at 0-9-0 cc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. ©F N E 3 yy 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, STRZy Q 4)TCLL:ASCE 7.98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. � 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. CO '6)All plates are M1120 plates unless otherwise indicated, * it 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 r- x fit between the bottom chord and any other members. - 8)WARNING:Required bearing size at joint(s)1,5 greater than input bearing size. d 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1113 lb uplift at joint 1 and 1113 lb uplift at 2 joint 5. N� 10)Girder carries tie-in span(s):40-0-0 from 0-0-0 to 20-6-0 ^A qL 67102 oFEs st oNA� M&ADu@A5E42)g8t2ndard May 5,2004 ® WARNING-Verify desiynparameters and READNOTES ON TIUS AND INCLUDED MfTEK REFERENCE PAGE MU--7473 BEFORE USE. METy MEERING BY Design valid for use oNy 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 responsibilfity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding in A MiTek id8liate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCS11 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,"53719. 818 Soundsfde Rd Edenton,NC 27932 Jab Truss Truss Type Qty Ply T&B Assocfi6151561 18 Farmington Place E16B1349 18FARM T05GR GIRDER 1 •p The Pine Gables 11 L Job Reference o tional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed May 0511:27:00 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=-1340(B=-1320) WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M(TER REFERENCE PAGE MU-7473 BEFORE USE. - MEN I PoEERI MG BY Design valid for use only Wth MiTek connectors.This design is based only upon parameters shown,and!star an individual component.building � Applicability of design poromenters and proper incorporation or component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Atfiliill,- fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/11`I7 Quality Criteria,DSB-89 and BC511 Building Component 818 Soundside Rd Safety Information avalable from Truss Plate Insfifute,583 D'Onofdo Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply T&B Assoc#1315156118 Farmington Place E1681350 18FARM T06GE GABLE 1 1 The Pine Gables II Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed May 05 11:27:01 2004 Page 1 0-10-8 2-4-0 3-8-0 5-0-0 6-4-0 7-8-0 9-0-0 10-4-0 12-8-0 13-6-6 0-10-8 2-4-0 1-4-0 1.4-0 1.4.0 1-4-0 1.4-0 1.4-0 2-4-0 0-10-8 4x4= Scale=1:38.7 7 2x4 II 2x4 II 6 8 2x4 I I 2x4 11 10.00 12 5 9 2x4 II 2x4 11 10 4 11 3 12 2IHI IHI HI lei I§ 3x711 20 19 18 17 16 15 14 3x7 II 4x4 ii 2x4 II 2x4 11 2x4 11 2x4 II 2x4 II 2x4 11 2x4 11 4x4 12-M 12-8-0 Plate Offsets(X Y)' [2.0 3 15 0 1 2] [8'0 0 0 0 0 0] [9'0 0 0 0 0 0] [10'0-0-0 0-0-0] [12:0-3-15 0-1-2] [14'0-0-0 0-0-0] [15:0-0-0 0-0-0] [16:0-0-0,0-0-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.14 Vert(LL) n/a - n/a 999 M1120 1691123 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 0.11 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:71lb 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 SLIDER Left 2 X 6 SPF-S 1650F 1.5E 1-7-14, Right 2 X 6 SPF-S 165OF 1.5E 1-7-14 REACTIONS (lb/size) 2=334/12-8-0,12=334/12-8-0,17=97/12-8-0,18=181/12-8-0,19=166/12-8-0,20=262/12-8-0,16=181/12-8-0, 1 5=1 6611 2-8-0,14=262/12-8-0 Max Horz2=150(load case 7) Max Uplift2=-54(load case 6),12=-21(load case 7),18=-30(load case 7),19=-32(load case 8),20=-88(load case 8), 16=-26(load case 9),15=-35(load case 9),14=-83(load case 9) Max Grav2=423(load case 2),12=423(load case 3),17=102(load case 9),18=258(load case 2),19=222(load case 2), 20=366(load case 2),16=258(load case 3),15=222(load case 3),14=366(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38,2-3=-238/88,3-4=-123/95,4-5=-148/73,5-6=-137/118,6-7=-138/162,7-8=-138/162,8-9=-137/118, 9-10=-148/60,10-11=-80/51,11-12=-238/44,12-13=0138 BOT CHORD 2-20=-26/106,19-20=-26/106,18-19=-26/106,17-18=-26/106,16-17=-26/106,15-16=-26/106,14-15=-26/106, 12-14=-26/106 WEBS 7-17=-133/0,6-18=-228/55,5-19=-209/79,4-20=-307/135,8-16=-228/55,9-15=-209179,10-14=-3071135 NOTES 0F N E w 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) }r 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 STR2y 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. * Q 3)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. Q P 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. w 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)Gable requires continuous bottom chord bearing. Zs Xy 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 '0A 67 02 CL� fit between the bottom chord and any other members. Rp NPv 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 54 lb uplift at joint 2,21 lb uplift at joint 12, FESSI O 30 lb uplift at joint 18,32 lb uplift at joint 19,88 Ib uplift at joint 20,26 lb uplift at joint 16,35 lb uplift at joint 15 and 83 lb uplift at joint May 5,2004 14 Continued on page 2 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE PM-7473 BEFORE USE. ENSMEERMG 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 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 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A b1iTeK 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,"53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply T&B Asscc#B1 5156/18 Farmington Place E1681350 18FARM T06GE GABLE 1 1 The Pine Gables II Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 6.200 s Jan 16 2004 MiTek Industries,Inc. Wed May 05 11:27:01 2004 Page 2 LOAD CASE(S) Standard A WARNING-Verify design pararneters and READ NOTES ON THIS AND INCLUDED IWEK REFERENCE PAGE AW-7473 BEFORE USE. UYGINEERING BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component.ro M��® Applicability of design paromenters and proper incorporation of component is responsibility of building designer- t thus designer.Bracing shown is forlateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsb lify of the i erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A Mi teK rilfiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCS11 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 F�l T&B Assoc#B15156118 Farmington Place I E1681351 18FARM T07 COMMON 16 The Pine Gables II Job Referencetopic o tional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed May OS 11:27:02 2004 Page 1 -0-1018 7-6-0 14-0-0 20-0-0 26-0-0 32-6-0 40-0-0 0-10-8 7-6-0 6-6-0 6-0-0 6-0-0 6-6-0 7-6-0 Scale=1:78.8 6x6 II 6 7.00 12 2x4 II 2x4 II 5 7 4x8 i 48 2x4 4 8 2x4 i 3 9 10 12 j4 0 0 6x10= 12 13 14 11 6x10= 800= 8x10= 14-0-0 26-0-0 40-0-0 14-0-0 12-0-0 14-0-0 Plate Offsets(X Y)• [11.0 5 0 0 5 0] [12.0 5 0 0-5-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.58 Vert(LL) -0.50 11-12 >946 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.87 Vert(TL) -0.60 11-12 >797 240 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.14 10 n/a nla BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:221lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 165OF 1.5E TOP CHORD Sheathed or 3-2-6 oC purlins. BOT CHORD 2 X 6 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 3-12,5-12,6-12,6-11,7-11,9-11 6-12 2 X 4 SPF No.2,6-11 2 X 4 SPF No.2 REACTIONS (lb/size) 2=306310-5-8,10=2926/Mechanical Max Horz2=314(load case 7) Max Uplift2=-168(load Case 8),10=-127(load case 9) Max Grav2=3546(load case 2),10=3326(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-5442/730,3-4=-4246/617,4-5=-3918/639,5-6=-4203/807,6-7=-4310/810,7-8=-4050/643,8-9=-4361/612, 9-10=-5507/740 BOT CHORD 2-12=-516/4385,12-13=-123/2572,13-14=-123/2572,11-14=-12312572,10-11=-527/4475 WEBS 3-12=-11911284,5-12=-1134/274,6-12=-33812520,6-11=-344/2403,7-11=-1 040/272,9-11=-1 1621295 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.;L=45-0-0 3)Unbalanced snow loads have been considered for this design. ��of NEW 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. �P Q STl32y 09 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. * Q } R 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 168 lb uplift at joint 2 and 127 lb uplift at r— — joint 10. " LOAD CASE(S) Standard �o . NQ.67��2 Ag01Z St oNP\ May 5,2004 ® WARNING-Verify design parmneters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Er}I NEERI NG 8Y Design void for use only vrith MiTekconnectors.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 responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MOO;Alfili�t;: fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII quality Cdterio,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Insfilute,553 D'Onofrio Drive,Madison,Wl 53719. Edenton,NC 27932 a Job Truss Truss Type TQty Ply T&B Assoc#B15156/18 Farmington PlaceE7681352 T07GE GABLE 1 The Pine Gables II Job Reference optional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc, Wed May 05 11:27:04 2004 Page 1 20-0-0 22-8-0 40 D 0 0-10-8 17-4-0 1-4-01.49c6$A 1-4-0 17-4-0 Scale=1:78.6 17 7.00 F12 18 16 15 19 14 20 13 21 4x8% 12 22 11 23 4x8 10 24 8 9 25 26 7 27 6 28 5 4 29 3 30 31 2 32 �1 o I 0 4x5= 61 60 59 58 57 56 55 54 535251 50 49 48 47 46 45 44 434241 40 39 3B 37 36 35 34 33 4x5= 4xB= 4x8= 40-0-0 i 40.0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.07 Vert(LL) n/a - n/a 999 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 SC 0.06 Vert(TL) -0.00 1 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.29 Horz(TL) 0.00 32 n/a n/a BCDL 10.0 Code IBC2000IANSI95 (Matrix) Weight:344lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 6 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 T-Brace: 2 X 4 SPF Stud-17-47,16-48.15-49,14-50, 17-47 2 X 4 SPF No.2,16-48 2 X 4 SPF No.2,15-49 2 X 4 SPF No.2 13-51,18-46,19-45,20-44,21-43 14-50 2 X 4 SPF No.2,13-51 2 X 4 SPF No.2,18-46 2 X 4 SPF No.2 Fasten T and I braces to narrow edge of web with 1 Old Common wire 19-45 2 X 4 SPF No.2,20-44 2 X 4 SPF No.2,21-43 2 X 4 SPF No.2 nails,gin o.c.,with 4in minimum end distance. Brace must cover 90%of web length. REACTIONS (lb/size) 2=307140-0-0,47=157140-0-0,48=176/40-0-0,49=187/40-0-0,50=188/40-0-0,51=188/40-0-0,53=178/40-0-0, 54=188/40-0-0,55=187/40-0-0,56=187/40-0-0,57=187/40-0-0,58=186/40-0-0,59=191140-0-0,60=141/40-0-0, 61=329/40-0-0,46=176/40-0-0,45=187140-0-0,44=188/40-0-0,43=188/40-0-0,41=178140-0-0,40=188/40-0-0, 39=187140-0-0,38=187/40-0-0,37=187140-0-0,36=185/40-0-0,35=194140-0-0,34=126/40-0-0,33=365/40-0-0, 32=179/40-0-0 Max Horz2=252(load case 7) Max Uplift2=-54(load case 6),48=-1(load case 7),49=-28(load case 8),50=-31(load case 8),51=-31(load case 8), 53=-28(load case 8),54=-27(load case 8),55=-27(load case 8),56=-27(load case 8),57=-27(load case 8), 58=-28(load case 8),59=-26(load case 8),60=-26(load case 8),61=-45(load case 8),45=-28(load case 9), 44=-31(load case 9),43=-31(load case 9),41=-28(load case 9),40=-27(load case 9),39=-27(load case 9), 38=-27(load case 9),37=-27(load case 9),36=-27(load case 9),35=-27(load case 9),34=-20(load case 9), 33=-59(load case 9),32=-14(load case 7) Max Grav2=436(load case 2),47=157(load case 1),48=247(load case 2),49=276(load case 2),50=272(load case 2), 51=272(load case 2),53=257(lcad case 2),54=271(load case 2),55=269(load case 2),56=268(load case 2), 57=269(load case 2),58=268(load case 2),59=274(load case 2),60=206(load case 2),61=471(load case 2), 46=234(load case 3),45=259(load case 3),44=256(load case 3),43=256(load case 3),41=242(load case 3), 40=255(load case 3),39=254(load case 3),38=253(load case 3),37=254(load case 3),36=252(load case 3), OF NEty y 35=262(load case 3),34=172(load case 3),33=495(load case 3),32=233(load case 3) STR,�Y� 0 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/69,2-3=-269/134,34=-227/124,4-5=-2061125,5-6=-184/124,6-7=-161/123,7-8=-1 391122,8-9=-1171115, k Q 9-10=-113/121,10-11=-100/119,11-12=-100/118,12-13=-97/129,13-14=-100/168,14-15=-101/207,15-16=-105/244, T - " 16-17=-94/245,17-18=-94/245,18-19=-104/244,19-20=-101/207,20-21=-100/168,21-22=-971129,2 2-2 3=-1 0 0194, - 23-24=-100/65,24-25=-59/66,25-26=-99/60,26-27=-99/67,27-28=-107/68,28-29=-129/70,29-30=-152/71, 30-31=-1 72/70,31-32=-234179 BOT CHORD 2-61=-0/O,60-61=-010,59-60=-010,58-59=-0/O,57-58=-0/O,56-57=-0/O,55-56=-010,54-55=-0/0,53-54=-0/0,52-53=0/0, ~ 51-52=010,50-51=0/0,49-50=010,48-49=0/0,47-48=0/0,46-47=0/0,45-46=0/0,44-45=0/0,43-44=0/0,42-43=0/0, ��Q IVfl 67102 �•�� 41-42=-61/228,40-41=-61/228,39-40=-611228,38-39=-611228,37-38=-611228,36-37=-61/228,35-36=-61/228, A 34-35=-61/228,33-34=-61/228,32-33=-61/228 R�FfiSS10�P� WEBS 17-47=-131/0,16-48=-220115,15-49=-249/60,14-50=-245/66,1 3-5 1=-24 916 3,12-53=-234/58,11-54=-243/60, 10-55=-243/60,8-56=-242/60,7-57=-242/60,6-58=-243/60,5-59=-240/59,4-60=-205/53,3-61=-390/97,18-46=-208/1, M8 �,2��4 Continued on page�5=-232/60,20-44=-229/66,21-43=-233/63,22-41=-220/58,23-40=-228/60,24-39=-227160,26-38=-227/60, y WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MA-7473 BEFORE USE. MEhrIMEE RING By Design valid for use only with ith 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 responsibilBy of building designer-not truss designer.Bracing shown �� is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer,For general guidance regarding A f 1tTeh Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI7 quality Criteria,DSB-89 and BCSI1 Building Component Safety Information available from Truss Soundside Rd Plate Institute,583 D'Onofdo Drive,Madison.WI 53719. Edenton,NC 27932 i F Job Truss Truss Type Qty Ply T&B Assoc#B15156/18 Farmington Place E166135 18FARM T07GE GABLE 2 1 The Pine Gables II Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed May 05 11:27:05 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.;L=45-0-0 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 54 lb uplift at joint 2,1 lb uplift at joint 48,28 lb uplift at joint 49,31 lb uplift at joint 50,31 lb uplift at joint 51,28 lb uplift at joint 53,27 Ito uplift at joint 54,27 Ito uplift at joint 55,27 lb uplift at joint 56,27 lb uplift at joint 57,28 lb uplift at joint 58,26 lb uplift at joint 59,26 lb uplift at joint 60,45 lb uplift at joint 61,28 lb uplift at joint 45,31 lb uplift at joint 44,31 lb uplift at joint 43,28 Ito uplift at joint 41,27 lb uplift at joint 40,27 lb uplift atjoint 39,27 lb uplift at joint 38,27 Ito uplift at joint 37,27 lb uplift at joint 36,27 lb uplift at joint 35,20 lb uplift at joint 34,59 lb uplift at joint 33 and 14 lb uplift at joint 32. LOAD CASE(S) Standard WARNING-Verify design parameters and READ NOTES ON TMS AND INCLUDED IffTER REFERENCE PAGE 11177--7473 BEFORE USE. Et,"5 dEE RING BY Desgn valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component N CO Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shownRE 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 WRA Atriliata 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 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property *Center plate on joint unless x,y Dama a or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths g y Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and securely seat. diagonal or X-bracing,is always required. See BCSI1. 0 t/1�, 2. Never exceed the design loading shown and never 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 Xc2q 4 o all other interested parties. *For 4 x 2 orientation,locate U 3 � ab O 4. Cut members to bear tightly against each other. plates 0-'/15'from outside a. u U O a. 5. Place plates on each face of truss at each edge of truss. C7-8 csa c5-6 0 joint and embed fully.Knots and wane at joint BOTTOM CHORDS locations are regulated by ANSI/TPI1.. *This symbol indicates the 8 7 6 5 6. Design assumes trusses will be suitably required direction of slots in 9 y protected from connector plates. the environment in accord with ANSI/TPI I. *Plate location details available in MiTek 20/20 7. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. 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 c dimension is the length parallel amber for dead load deflection. 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 if indicated. 12.Top chords must be sheathed or purlins provided at BEARING SBCCI 9667,9730,9604B,9511,9432A spacing shown on design. 13.Bottom chords require lateral bracing at 10 ft.spacing, Indicates location where bearings or less,if no ceiling is installed,unless otherwise noted. (supports)occur. Icons vary but 14.Connections not shown are the responsibility of others. reaction section indicates joint p Y number where bearings occur. 15.Do not cut or alter truss member or plate without prior approval of a professional engineer. Industry Standards: MiTek® ® 16.Install and load vertically unless indicated otherwise. ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. ENGINEERING BY BCSI1: Building Component Safety Information, im Guide to Good Practice for Handling, "EN CO r�k Feve,OO Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 ©2004 MiTek® .s N Q MAP REFERENCE; J `� LIW OF A:LWN9oN J _ NADE FOR laouw P.ScmmmL%*mN DAWS NMURP a 70W2 u.<yam u nitw�Kraus• .LAST rC4 E 23,X0.1 -� or Vm owdN a s1 cs LOT 16 1 / UW WKYocs CD co umfms rak A��uIJ •�i LOT 16 — 1.32 ocrer Fey RMSE N Ld .uD.sr 1 AGL reaf4L47 7 LL J E _ I ` � LOT t4 Ln E 0 z4. PRIH " 4, 1095 F� '•d• D t•Y-5' �� 01 pw:..:":1:K xay of a•urre8 made for ••m� •�7 steves m Q a az., Yi Nong Liu - n Land Surveyors =--� � WET ICFI (0 L69 H.Vdaad Bead Queeasoury, New York Kum .K�e..,,.,�..e, Town of Queensbury.Warren County,New York E 50 722-D474 New York Lim.No. 60135 i a e N0.I DAfF PeSC;RIPTI.7N Dsc.no.ozmst-.6 ermit Number REScheck Compliance Certificate Checked By/Date New York State Energy Conservation Construction Code REScheckSoftware Version 3.5 Release le Data filename: C:\Program Files\Check\REScheck\#18.BERRY PATCH DRIVE , PROJECT TITLE:TB206.DGN-"THE PINE GABLES II" � COUNTY:Warren �QQ4 STATE:New York HDD: 7635 SBoIRN CONSTRUCTION Detached \ched I-or 2 Family ,\� b GO HEATING Non-Electric DATE: 05/07/04 DATE'OF PLANS:4/04 PROJECT DESCRIPTION: # 18 BERRY PATCH DRIVE KE OF FARMINGTON GROVE , �P ✓` :� TOWN OF QUEENSBURY,NY �.@��'" `�'GC� O.� WARREN COUNTY v �� T&B ASSOCIATES i DESIGNER/CONTRACTOR: N DANFORTH H.CHRISS oy #27 ELECTRIC AVE. 9��ESSIONP� EAST GREENBUSH,NY.12061 COMPLIANCE-Passes Maximum UA=634 Your Home UA=517 j 18.5%Better Than Code(UA) / Gross Glazing Area or Cavity Cont. or Door Perimeter R-Value R-Value U-Factor UA Ceiling 2:Flat Ceiling or Scissor Truss' 1566 30.0 0.0 55 Ceiling 3:Flat Ceiling or Scissor Truss 34 30.0 0.0 1 Wall 1:Wood Frame, 16"o.c. 1827 19.0 0.0 89 Window 1:Vinyl Frame:Double Pane with Low-E' 250 0.340 85 Door 1: Solid 18 0.160 3 Door 2: Solid 39 0.320 12 Door 3: Glass 40 0.310 12 Wall 2:Wood Frame, 16" o.c. 1607 19.0 0.0 81 Window 2:Vinyl Frame:Double Pane with Low-E 186 0.340 63 Window 3:Vinyl Frame:Double Pane with Low-E 73 0.350 26 Basement Wall 1: Solid Concrete or Masonry 1347 11.0 0.0 88 Wall height: 7.6' Depth below grade:6.6' S Insulation depth:7.6' Floor 1:All-Wood Joist/Truss:Over Outside Air 18 19.0 0.0 1 Floor 3:All-Wood Joist/Truss:Over Outside Air 28 19.0 0.0 1 Furnace 1:Forced Hot Air,92 AFUE COMPLIANCE STATEMENT: The proposed building represented in this document is consistent with the building plans, specifications,and other calculations submitted with this permit application. The proposed systems have been designed to meet the New York State Energy Conservation Construction Code requirements. When a Registered Design Professional has stamped and signed this page,they are attesting that to the best of his/her knowledge,belief,and professional judgment,such plans or specifications are in compliance with this Code. �/ Builder/Designer �1Z1 C' SS Date 5 7 07-' �E OF IVFyY 'tom PP •�S� rr S N � RO q Y 3% ��C? S81014 REScheck Inspection Checklist New York State Energy Conservation Construction Code REScheckSoftware Version 3.5 Release le DATE:05/07/04 PROJECT TITLE:TB206.DGN-"THE PINE GABLES II" Bldg. Dept. Use. Ceilings: [ ] 1. Ceiling 2:Flat Ceiling or Scissor Truss,R-30.0 cavity insulation Comments:2ND FLR.CEILING W/10"F.G. [ ] 2. Ceiling 3:Flat Ceiling or Scissor Truss,R-30.0 cavity insulation Comments: 1 ST FLR.FAMILY ROOM BUMP OUT CEILING W/10"F.G. Above-Grade Walls: [ ] 1. Wall 1:Wood Frame, 16"o.c.,R-19.0 cavity insulation Comments: 1ST FLR.9 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: 8"POURED 9 FT.WALLS 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: 0.350 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? [ ]Yes [ ]No Comments:2ND FLR. SIMONTON PROFINISH VINYL PICTURE&ROUND 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: 0.320 Comments: 1 ST FLR.THERMA TRU INSUL.FRONT DOOR W/SIDELIGHTS [ ] 3. Door 3:Glass,U-factor: 0.310 Comments: 1ST FLR. SIMONTON PROFINISH VINYL 6068 SLIDING PATIO DOOR Floors: [ ] 1. Floor 1:All-Wood Joist/Truss:Over Outside Air,R-19.0 cavity insulation Comments:2ND FLR. 12" CANTILEVERS W/6"F.G. [ ] 2. Floor 3:All-Wood Joist/Truss:Over Outside Air,R-19.0 cavity insulation Comments: 1ST FLR.LIVING ROOM 12" CANTILEVER W/6"F.G. Heating and Cooling Equipment: [ ] 1. Furnace 1:Forced Hot Air,92 AFUE or higher Make and Model Number �2 7f Air Leakage: [ ] Joints,penetrations,and all other such openings in the building envelope that are sources of air leakage must be sealed. [ ] Recessed lights must be 1)Type IC rated,or 2)installed inside an appropriate air-tight assembly with a 0.5"clearance from combustible materials.If non-IC rated,the fixture must be installed with a 3"clearance from insulation. Vapor Retarder: [ ] Required on the warm-in-winter side of all non-vented framed ceilings,walls,and floors. Materials Identification: [ ] Materials and equipment must be installed in accordance with the manufacturer's installation instructions. [ ] Materials and equipment must be identified so that compliance can be determined. [ ] Manufacturer manuals for all installed heating and cooling equipment and service water heating equipment must be provided. [ ] Insulation R-values,glazing U-factors,and heating equipment efficiency must be clearly marked on the building plans or specifications. Duct Insulation: [ ] Supply ducts in unconditioned attics or outside the building must be insulated to R-11. [ ] Return ducts in unconditioned attics or outside the building must be insulated to R-6. [ ] Supply ducts in unconditioned spaces must be insulated to R-11. [ ] Return ducts in unconditioned spaces(except basements)must be insulated to R-2. Insulation is not required on return ducts in basements. Duct Construction: [ ] I All joints,seams,and connections must be securely fastened with welds,gaskets,mastics (adhesives),mastic-plus-embedded-fabric,or tapes. Duct tape is not permitted. Exception:Continuously welded and locking-type longitudinal joints and seams on ducts operating at less than 2 in.w.g. (500 Pa). [ ] Ducts shall be supported every 10 feet or in accordance with the manufacturer's instructions. [ ] Cooling ducts with exterior insulation must be covered with a vapor retarder. [ ] Air filters are required in the return air system. [ ] The HVAC system must provide a means for balancing air and water systems. Temperature Controls: [ ] Each dwelling unit has at lesat one thermostat capable of automatically adjusting the space temperature set point of the largest zone. Electric Systems: [ ] Separate electric meters are required for each dwelling unit. Fireplaces: [ ] Fireplaces must be installed with tight fitting non-combustible fireplace doors. [ ] Fireplaces must be provided with a source of combustion air,as required by the Fireplace construction provisions of the Building Code of New York State ,the Residential Code of New York State or the New York City Building Code ,as applicable. Service Water Heating: [ ] Water heaters with vertical pipe risers must have a heat trap on both the inlet and outlet unless the water heater has an integral heat trap or is part of a circulating system. [ ] Insulate circulating hot water pipes to the levels in Table 1. Circulating Hot Water Systems: [ ] Insulate circulating hot water.pipes to the levels in Table 1. Swimming Pools: [ ] All heated swimming pools must have an on/off heater switch and require a cover unless over 20% of the heating energy is from non-depletable sources. Pool pumps require a time clock. Heating and Cooling Piping Insulation: [ ] HVAC piping conveying fluids above 105 T or chilled fluids below 55 T must be insulated to the levels in Table 2. 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 HVACPipes. 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)