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2004-626 TOWN OF QUEENSBURY FILE 'COPY 142 Bay Road,Queensbury,NY 12804-5902 (518) 761-8201 Community Development - Building & Codes (518) 761-8256 CEIRIHFI CATE OF OCCUPANCY Permit Number: P20040626 Date Issued: Monday, March 21, 2005 This is to certify that work requested to be done as shown by Permit Number P20040626 has been completed. Tax Map Number: 523400-289-012-0001-03 1-000-0000 Location: 16 FARMINGTON PI Owner: T & B ASSOCIATES LLC Applicant: T & B ASSOCIATES LLC This structure may be occupied as a: By Order of Town Board Fireplace TOWN OF QUEENSBURY Garage - 3 Cars Attached Single Family Dwelling Director of Building&Code Enforcement TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518)761-8201 Community Development-Building&Codes (518) 761-8256 BUILDING PERMIT Permit Number: P20040626 Application Number: A20040626 Tax Map No: 523400-289-012-0001-03 1-000-0000 Permission is hereby granted to: T &B ASSOC;TATF,S T,T,C; For property located at: 16 FARMINGTON Dr in the Town of Queensbury,to construct or place at the above location in accordance with application together with plot plans and other information hereto filed and approved and in compliance with the NYS Uniform Building Codes and the Queensbury Zoning Ordinance. Type of Construction Value Owner Address: T &B ASSOCIATES LLC 36 FIELDSTONE Dr Fireplace d GANSEVOORT,NY 12831-0000 Single -3 Cars Attached Sin le FamilyDwelling $185,000.00 Total Value $185,000.00 Contractor or Builder's Name/Address Electrical Inspection Agency Plans&Specifications A2004-626 2492 SQ FT SINGLE FAMILY DWELLING $365.36 PERMIT FEE PAID -THIS PERMIT EXPIRES: Wednesday,August 24, 2005 (If a longer period is required,an application for an extension must be made to the code Enforcement Officer of the Town of Queensbury before the expiration date.) Dated at the To of Q nsb T d gust 24, 2004 SIGNED BY for the Town of Queensbury. Director of Building&Code Enforcement 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 . FEE No inspection will be made until applicant has received a Fee Paid ,3 PAID valid building permit. All applicants' spaces on this Rec. Fee Pa dd $ application must be completed and must appear on the Reviewed application form, y' ' Applicant: I,R_ka5 E Owner: Address: "7. �� QI " :,'.ass Phone# 94`I -J�o ' v Phone#(_) - Email Address: C�Q cc 0,kcJ\.mk-Email Address: Property Location: Lot Number: / House Number 1. ( / Tp�I r-^ Subdivision Name: Tax Map Number: 949 New Building: residence /commercial Estimated Market Value of Construction: $ � S GG� ❑ Addition: residence/ commercial If an Addition,what will use of new addition be? ❑ Alteration: residence/ commercial ❑ No change to exterior size: residence/com'1 ❑ Other work(describe ) Check Occupancylnformation lst Floor 2°d Floor Other floor Total Below sq.ft. sq.ft. sq.ft. Square Feet Single family dwelling 9.(n9 72 3 .11 ❑ Two family dwelling ❑ Townhouse ❑ Multifamily dwelling #of units ❑ Office ❑ Mercantile wG ❑ Manufacturing ❑ 1 car detached garage N oF UEENSBU Y ❑ 2 car detached garage ILDING AND UYU ❑ 3 car detached garage ❑ 1 car attached garage o /2 car attached garage p/ 3:car attached garage Q,(P/.81 .$) ❑ Storage building- commercial - ❑ Storage building- residential ❑ Other What is the proposed height of the structure feet inches Will any second-hand or ungraded lumber be used? If so,for what? �,DKD L? Type of Heating System: electric/ oil Qgas wood /forced hot air/ baseboard/othet: Number of Fireplaces 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 Plumber Mason TZ Electrician sc— S Z9 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 C des,an Survey by a licensed surveyor;drawn to scale,showing actual location of al ew cons Signature: owner,owner's agent,architect,contractor 1 Application for Permit—.Septic Disposal_System Town of Queensbury 742 Bay Road Queensbury,NY 12804 (518) 761-8256 1. OWNER INFORMATION: \ �c..0 � �..............._................................. .......................................... Location of install ation: �P\d.n1 t M'� Office_Use Tax Map No. File Permit No. 6P� / / Owner's Name: � � Q �cSSoC Fee Paid �� o�c I .........................._............_.............._......._........................ Address: C— Gc1S�y ,g3, 2. INSTALLER'S NAME ' MC PHONENO. '7'�� 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 = Taal Daily Flow 1980 or older x 150 gal/bdrm = 1980— 1991 x 130 gal/bdrm = 1991 —present -x 110 gal/bdrm = L ? Garbage Grinder Installed yes _ / no Spa or Whirlpool Installed yes_ / no 4:- PARCEL INFORMATION: (circle applicable information&indicate measurements) Touogranhy Soil Nature Ground Water Bedrock or Impervious Material Domestic Water Sugply Flat ;cay at what depth atwhat depth m cipal m �feet feet wellSteep slope if well;water supply ,%slope other from any septic-systteer4 depth: absorption i;/�O ft. other Percolation Test: .(To be completed by licensed professional engineer or architect) Rate: inute per inch' 5. PROPOSED SYSTEM; For New Coneo All individual sewage disposal systems must be designed by a dense professional engineer or architect(unless installed in�p]aMjhWWo�=� ":= . . , � •l'c:wtt of (Zut;ett;ilrui-y Smwcrs and �cvvaJ�t. [)itit�a�:il (-aia{�lt•r x , /AijI:mulix /113.S0jt11'-l'1()N h11 r;1.1[) SI:I'nitA'l'IG)N It1�aIIj.11 l;N1VNTS PONI) IL 1 ATl<'it- ' •cK}ur �S��tc; �� .`- .�- � err:, � I�ou st: G / r'p,Yf s 7. SIGNATURE &INFORMATION FOR RMSFUM1J "rz"%jx i wuv%*&W A,..,:; ' r • s; ENERGY CODE COMPLIANCE APPLICATION TOWN OF QUEENSBURY, WARREN COUNTY 9000 HEATING DEGREE DAYS Compliance Methods:Part 5 -Acceptable Practice Method— 1&2 Family Dwellings (only), Part 6*-Thermal Rating—Component trade Offs 1&2 Family Dwelling; Multi-Family Dwellings (3 Stories or less) Part 4*- Design by Component Performance, Commercial Buildings-Hi Rise Residential *Requires submission of worksheets APPLICANT'S NAME: PROPERTY LOCATION: PART 5 METHOD OF COMPLIANCE BY ACCEPTABLE PRACTICE: l. Gross Floor Area- n square feet 2. Type of heat- Electric Oil Gas Other ` 3. Is building mechanically cooled? yes No 4. Percentage of area of windows and doors Over 17% _Under 17% 5. R-VALUES-FOR INSULATION GIVEN.BELOW MUST CORRESPOND TOR VALUES AS , SHOWN ON PLANS SUBMITTED. a. Roof JR 3� b. Exterior walls Rk9 C. Glazed areas R 2,70 d. Exterior doors R 3.S e. Floors over unheated spaces R� f. Edge of slab on grade (heated building) R g- Basement/cellar walls (above grade) R l I h. Basement/cellar walls (below grade) R� i. Heating/cooling-ducts-piping in unheated space R 6. Service (domestic)hot water heating device Conforms to minimum efficiency per code _Yes No TEMPERATURE CONTROL MAXIMUM SETTING 140—WILL NOT BE EXEEDED plican ' ig ure Date Phone Number IR 3 INSPECTOR'S REMARKS: Fire Marshal's Office Town ot'Queensbury,742 Bay Road,Queensbury,NY (518)761-8205 •Application for Fuel Burning Appliances & Chimneys applicable to solid fuel & vented gas .appliances Date �; 20 ,� Permit No. Application is hereby made to the Building& Codes Office for the issuance of a Building and Use Permit pursuant to the New York State Fire Prevention.and Building Code. The applicant or owner agrees to comply with all applicable laws, ordinances, regulations, and all conditions that are part of these requirements and also will allow all inspectors to enter premises to petfortn required inspections. NOTE to applicant: Rough-in and Final Inspections are required. Applicant Information Fuel Burning Appliance Information (circle appropriate words) ' r Name: 4, `, ,. -.:v Stove:, wood coal Pellet gas - Fireplace insert Address: - .+� �'y Fireplace, factory-built: wood',. gQs�• Fireplace,'tnasonry: wood ' gas L Furnace: wood ' gas) oil Phone: _� If non-masonary applicance, please provide Owner: Manufacturer Name: Address: ..-• °' .,,; ..t�.w Model Number: D 3Y'y ' Chimney Information Phone: (circle appropriate words) Masonry block brick stone Flue tile steel size inches Exact Address: of construction or installation Factory-Built s Manufacturer name; . Model Number: Note: Listed By: Number: Construction lInstallation must cort orin to NYS Fire Prevention &Building Indicate(circle) chimney material: Code. Consult=available Town of Queensbury Handouts regarding required inspections. Double wall / Triple wall / Insulated / lDirect venting Chimney Liner Ca.,�th.�fer'a Department—Toa�rr.�:•of Que�n�erbuzy, Neap�or�: Fire Nfrnshal Code# $Collected $Refunded Received from (refunded to): 'V ...g -- address: --'- A 173 3389 (190) Public Safety �• A 233 2655 (230)Minor Sales DATE. {h .� .� - 1 +tIo11 White(Applicant) / Green(Fire Marshal) ! Yellow(Bldg.Dept.) / Pink&Goldenrod(Cashier's Dept_) Check Residential Plan Review: One&Two Family Dwellings YIN/NA (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 Emergency Escape Or Bedrooms and Habitable Space Above/Below grade,5.7 sq.ft. Grade,5.0 sq.ft. 24"(h)x 20"(w)min. 44"Max.Height above floor Residential Check Paperwork Compliance and Inspectors Checklist: OK Dampproofing/Waterproofing Materials On Plans. Foundation Drainage On Plans,if required 6"Drop in 10'Exterior Grade Framing Cross Section For Each Roof Line,Vertical Fire Stopping Every 10' Where ate wired Ice and Snow shield 24"Inside Exterior Wall/.24"Inside Knee Walls Platforms At Exterior Doors Stairway Headroom 6' 8' All Stairs 36"Width Stair Run and Rise s Winder Run and.Rise , Spiral Not Allowed From 2 Story Smoke Detectors Battery Backup and Proper Location ZZBathroom Fixtures Proper Clearance Hall Width,36"min. Handrails More Than One Riser On Open Sides Railing and Guards>30"/Basement Stairs Included/Closed Risers More Than 4"in Ht. Safety Glazing Notes For Required Areas Garage Fire Separation Garage Floor Sloped Attic Access Roof over 30"—22"x 30"/Crawl Spaces 18"x 24"Access Carbon Monoxide Detector Lowest Sleeping Level Soil Test Results,if required Septic To Well Or Water Line Separation All Paperwork Signed Project Name: /Jlrr/ BP# Address: o Building Permit Submission Si -fanily ducHZng Tuo-fan-dy dulling Checklist All items below must be checked either yes,no or not applicable prior to submission of any building permit to the Town of Queensbury Building Department. If any of 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 ... ... ... ... ... ... ... ... ... ... ... ... . O<S ❑no ❑n/a 2. Energy Form or CheckMate Energy Code Compliance Forms Complete.. E�rsl--I no ❑n/a 3. Energy Code Inspector's Report from CheckMate Program.. ... ... ... ... .. f yeses ❑no ❑n/a 4. Septic application completely filled out(if applicable)... ... ... ... ... ... ... ... �❑no ❑ n/a 5. Solid Fuel Burning or Gas Appliance Form... ... ... ... ... ... ... ... ... ... ... ... .Oies Ono ❑n/a 6. Electrical Inspection Form... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... .. �sOno ❑n/a 7. Two(2) complete sets of structural drawings... .. ... ... ... ... ... ... ... ... ... ... . 2%s----Elno ❑n/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. ... ... ... ... Zye Elno ❑n/a location of well or water lines,location of septic system or sewer line. 9. Setbacks from property lines to new structure ... ... ... ... ... ... ... ... ... ... .. ❑yes ❑no ❑n/a 10. Setbacks to neighboring wells and septic systems,including onsite well... . ❑yes ❑no ❑n/a and septic systems (if applicable) 11. DrivewayPermit... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... �❑no ❑n/a Date: Staff Initial: L:\SueHeming=y\Building.Pernut.FORMS\Generic Checklist.doc Framing / Firestopping Inspection Report /Office No. (518) 761-8256 Date Inspection request r, ceived/ Queensbury Building& Code Enforcement Arrive: am/pm/ ,part: a pm 742 Bay Road, Queensbury, NY 12804 Inspector's Initi '� C) NAME. PERMIT#: LOCATION: INSPECT ON: TYPE OF STRUCTURE: PI Y N N/A �®ly MENTS raming � / Jack Studs/Headers �1 1 Bracing/Bridging Joist hangers Posts/ 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 `— ✓ p x - Fire wall 2, 3, 4 hours t stopping Penetration sealed LL 16 inch insulation in cavity min. Garage Fire Separation House side %2 inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade �5.0 sf grade A;e,�L . L:\SueHemingway\Building.Codes.Inspection.FORMSTraming Firestopping Inspection Report.doc January 28,2003 Dec 10 04 11 : 36a Jim Furey 518 885 0613 P. 3 r ; Job Truss Truss Type ply Ply 78B AssoWB31461/rLo1N 16 Farmington PI E209328 16FARM T07AT AT71C BASE 3 1 The Woodlands Job Reference ional 1 DESIGN/1 UNIT-209 Stock BWong Supply,Schenectady,NY 12306 6.200 s Jan 162004 MiTek Industries,Inc.Wed Dec 0812:34:12 2D04 Pagel 1 H 6-8-0 13.0-12 1954 254-8 31.4-12 I 37-13 0 D•10.8 6.8.0 6-4-12 6•5.8 6-24 S84 6-14 CONDITION:BOTTOM CHORD HAS A 2-1/2'DIA. Bus= Scale=1:83.2 HOLE AT 14-2-0. ATTACH SCABS.HOLE IS 2+4 11 40= 8x8= CENTERED 5"FROM BOTTOM EDGE. 10 00 12 4 5 6 7 exe�i 10 4x6= 3x8= 2x4 1/ 3 8 9 12 I lcS ld x8 14 13 012 11 10 8Xe= = 2x4 II 6x16 6%8= 10= 4x4= 14-2-D 44 APPLY 2X6 X B SPF NO.2 SCAB TO BOTH SIDES OF TRUSS CENTERED ON DAMAGE WITH 2 ROWS OF 10d(3•'X 0.120')NAILS SPACED 3.0'O.C.STAGGERED FROM EACH FACE. 1 68-0 13•D•12 19.64 I. 28-0-0 ( 37-6-D r 6-8-0 6.4.12 6-5-9 8•S12 9.6.0 Plate Offsets(X,Y): [2:0.0-3,0-1-91 [3:0.4-0.0.4-8► WD-3-12 0-3-01,[7:D-60,0-3-12],19:0-0-3.0.1-91.111:0.3.0.0.2-01.[12:0-4-0.Edoe1,113:04-0.D-3-12I LOADING(psQ SPACING 2.0.0 CS1 DEFL in (loc) Udefl L/d PLATES GRIP TCLL 50.0 Plates Increase 1A5 TC 0.87 Vert(U-) -0.4710-11 >957 360 M1120 1691123 TCDL 10.0 Lumber Increase 1.15- BC 0.90 Vert(TL) -0.571D-11 >782 240 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.07 9 Na We BCDL 10.0 Code IBC2000/ANSI95 .(Matra) Weight:266lb -LUMBER BRACING TOP CHORD 2 X 6 SPF-S 155OF 1.5E TOP CHORD Sheathed or 3-7-2 cc purrrns,except •� BOT CHORD 2 X 6 SPF 2400F 2.0E'Except• -- 2-0.0 oc purlins(3-5-8 max.):4-7. 11-13 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 SPF Stud 'Except' 6-5.2 cc bracing:11-13. 5-13 2 X 6 SPF-S 1650F 1.5E,6-11 2 X 6 SPF-S 165OF 1.5E WEBS 1 Row at midpt 13.15;11-16,3-13, 7-11 2 X 4 SPF N0.2,1-10 2 X 4 SPF No.2,4-13 2 X 4 SPF No.2 JOINTS 1 Brace at Jt(s):15,16 WEDGE Left:2 X 6 SYP No.2,Right:2 X 6 SYP.No.2 REACTIONS (Iblsize) 9=2902fMechanical,2=31 t4/0-4-2(input: 0-3-0) s Max Horz2=273Qoad case 7) Max Uplift9=-30(foad case 6),2=50(load case 8) Max Grav9=3559(load case 3).2=3823(load case 2) FORCES (Ib)-Maximum CompressionlMaxlmumTension TOP CHORD 1-2=0164,2-3=-4966/469,3-4=-4132/510,4-5=3229/494,5-6=•3047/454,6-7=3257/502.7-B=4275/587,8-9=4862/513 BOTCHORD 2-14=214/3418,13.14=214/3422,12-13=-102/3235,11-12=105/3229,10-11=-8212B62,9-10=259/3358 WEBS 13-15=-1611/301,5-15=-1371/289,11-16=-1037/199,6-16=1004/218,3-14=2 04121 3,7-11=-134/1532,7-10=155/853, B-10L-556/2G1,15-16=-75/468,6-15=1002/153,4-13=-23312594,3-13=-fi161251 �'�' NOTES 1)Wind:ASCE 7-98;90mph.h-30ft;TCDL=5.0psf;BCDL=5.0psf;Category II;Exp C;enclosed;MWFRS interiorzene and C-C Exledor(2) OF NEyy 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. STRZ),��0�� 2)TCLL:ASCE 7-98;Pf-50.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanr ed snow loads have been considered for this design. CO 4)This truss has been designed for 1.00 times gat roof load of 50.0 psf on overhangs non-concurrent with other live loads. Q' 5)Provide adequate drainage to prevent water ponding. A T. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads per Table 1607.1 of IBC-00. 7)Ceiling dead load(5.0 psQ on member(s).15-16 8)Boltom chord live load(40.0 psf)and additional bottom chord dead load(10.0 psQ applied only to room.11-13 9)WARNING:Required bearing size atjoint(s)2 g'reater than input bearing size. 10)Refer to birder(s)for truss to truss connections. Q N O'L C� 11)Provide mechanical connection(by others)of truss to bearing plate capable of withslandilg 30 Ib uplift at joint 9 and 50 Ib uplift at joint A9 67� P Sri 2. �peSSI Olt 12)Design requires purlins at'ocspacing indicated. LOAD CASE December 8,2004S)Standard ' A WARMM3.ver ft design paswneLerr and AMID wo1ss oN TRrs mw AY EW.D A Tint AEFERPJIT PAGE 2=-7e73 DEFOR&UM - INEERl NG� Oesgn wtid f«me onry ve1}s NiTek eomeclon.ihisdesign&based only upon p«omelen shown•and b loan isdisidual bviWine component. Appicobiiry of deslgnpammenlen and proper incorporation of corrponenl fs resporniblTty d bsAding dedgner-not fens designer.Hradrg shown rs f«lolerd Cupp«I nredividual web members only.Addlicrwl fempaary bracing to insuro slobily dseirg comlvclion h the rapomia'tilyol Ilre erect«.adddional perngrlenl kxocirtp of the overall slruclrxeb the responsibiiryIy of the being designer.F«general gguuidance reg«Ceg a HI7Gx:slHxat•1 fobrieo5on quolify conlyd,sl«age.deivey.erection and bracing,consul) ANSI/r%1 pudYy Crlteda,DSe•H9 and ECSII 6Wkxng Component 818 Soundsitle Rd Solely lnlormdion avoiohle from Tress(lalelmfilule.5&1 D•Onolrro Drive meson WI53719' Edenton,Nsi 27Rd Dec 10 04 11: 36a Jim Furey . 518 885 0613 P• 4 � v Job Truss Truss Type Oly Ply T&B Assocf18314617iLaw 16 Farmington PI E209330 16FARM TOIGES STRUCT GABLE 1 t The Woodlands 2 DESIGN 12 UNIT-MRK Job Reference lional Stock Building Supply,Schenectady,-NY 12306 5200 s Jan 162004 MiTek Industries,Inc.Wed Dec 08 13:30:48 2004 Page 1 1-10.0 13.10.0 16-60 19-2-0 -0.1T_13.2-0� 6.7-0 1 11_2_-0 �d2btB _115-2-01 7T7-�0-q 22-9-0 _I . 0-10b1.10-0 1.4-0 3.5-0 4-7-0 1.3-8 1.4.8 1-4-0 1-4-0 1A.81.3-a 3-7.0 Style=1:66.9 i� 6x6 CONDITION:BOTTOM CHORD HAS SECTION OF A 2-la-DIA.HOLE 4 fu5 5 LOCATED AT 16-5-0 AND CENT RED 5'ABOVE BOTTOM EDGE, REMOVEPIPE AND ATTACH SC BS, 10 00 12 APPLY 2XIO X 6'SPF NO.2 SC AS TO BOTH SIDES OF TRUSS 34 II CENTERED ON DAMAGE WIT 2 ROWS OF 10d(3-X 0.120')NAILS 6 SPACED 3.0 O-C.STAGGEREO FROM EACH FACE. 5x8 3 d o_ a5 m dill 2 a 6x6 G 46 47 9 - 46 a 49 7 16-5.0 3x8- 4x6= 2 NAILS 4x8= 12-5-e ) zz•s•D IN STUD 12-56 10.3-e Plate Offsets(X.Y): f2:0-3-10,0-2-12)-(3-.0.4-D.0-3-01 [5:0-2-8,0-3-4).(5:0-2.8 0-1 2) LOADING(psf) SPACING 2-0-0 CSI DEFL i1 (loc) Well Ltd PLATES GRIP TOLL 50.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.24 2-9 >999 360 M1120 1591123 TCDL 1D.0 Lumberinefease 1.16 BC 0.68 Vert(TL) -0.40 2-9 >674 240 BCLL 0.0 Rep Stress Ina YES WB 0.71 Horz(TL) 0.03 7 n/a nia SCDL 10-0 Code.18C2000/ANSI95 (Matrix) Weight 24311) LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165DF 1.5E'Except' TOP CHORD Sheathed or 2-9-7 oc purlins,except end vertIcals,and 2-0-0 oc purlins 4-5 2 X 6 SPF-S'1e5DF 1.5E (6-0-0 man.):4-5. BOT CHORD 2 X 6 SPF-S 165OF 1:SE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 'Except* WEBS 1 Row at midpl 3-9,6-7 3-9 2 X 4 SPF Stud 2 Rows at 1/3 pts 5-7 OTHERS 2 X 4 SPF Stud *Except* 25-27 2 X 4 SPF No.2,5-37 2 X 4 SPF No.2 REACTIONS (Ib/size) 2=1854/0-5-8.7=179DID-5.8 Max Horz2=3.74(load case T) Max UpIA2=-107(load case 8),7=-57(load case 7) Max Grav2=2395(load case 2),7=1851(load case 3) FORCES (lb)-Maximum CompressionlMaximum Tension - TOP CHORD '1-2=0/105,2-3=27781335;3-0=-19861339,4-5=-1269/345.6-6=301/276,6-7=-4031244 BOT CHORD 2.46=288I1863,46-07=2B811883.9-47=288/1863,9-48=1271703,8-48=-1271703,e•4 9=12 717 03,7-49-127/703 WEBS 3-9-8061281.4.9=11/247.5-9=10 711 1 9 7,5.7=1621/194 NOTES 1)Wif1d:ASCE 7-98:90mph;h-3011;TOOL-5.0psf,BCDL=5-Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;and vertical left and right exposed;Lumbar DOL=1.33 plate grip DOL-1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions speed. OF NEtN Y 2)Truss designed for wind bads fn the plane of the truss only. W M'C O 3)TCLL:ASCE 7-9B:Pf=50.0 psf(roof snow);Exp C:Partially Exp. `P �( 9 4)Unbalanced snow loadshave been considered for this design. G �` 5)This truss has been designed for 1-00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live bads. 6)Provide adequate drainage to prevent water ponding. A 7)This truss has been designed for a 10.0 psf bottom chard live load nonconcurrenl with any other live bads per Table 1607-1 or IBC-00 r ft 8)All plates are 2x4 M1120 unless otherwise indicated- 1 W 9)Gable studs spaced at 1.4-0 oc. 10)'This truss has been designed for a rive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fil between the bottom chord and any other members. 11)Provide mechanical connection(by others)of truss to bearing plate capabie of withstanding 1 D71b uplift at joint 2 and 57 Ib uplift at tr�OA 0.0 80209 joint 7. 12)Design requires purlins at ac spacing indicated. Ropes si ONE LOAD CASE(S)Standard December 9,2004 A WAWMM-very deslgrl parameters orrd READ M ES Olr THIS AND DiraVDED Aff91rREPPREMX PAGE 819 7473 BEFORE V= e- Y Design void(at use a*Qh MrTekcoTnecia This design is based onll upon porarnelers shown,and is for an indvidud bu16n0componenl- APPlicalxTly or design"amenfers and proper Incarpoiofan of componenf is responsMfy at buildinq designer-not truss designer.Bracing shown a far laleralsupporl al hxJrvntvol web members anry.Additional temporary bracing to uuwe sfalx7Fy durng conslrucWn is the respornbAlyat the erecla.Addilonal permpnentbracingol the overall slruclurels lhereiponsitx'ily of the building designer.For general guidance regardingAkUTak At r514 labricofion.quality con fr61,storage.deanery.erection and bracing,consull ANSI/11`11 OueNtirCdlerta,.DSB-B9 and 6C511 Building Comprrnenf 0103oundsrde Rd Sa1Ny Inf--dron ovarable from T-Plola lnsfilule.5a3 D'O-No Drive.MWisvn.w153719. Edenton,NC 27932 N ----------- \�3 Rough Plumbing [Insulation Inspection Report Office No. (518) 761-8256 Date Inspection request ive Queensbury Building&Code Enforcement Arrive: a pm art: II a prn 742 Bay Road, Queensbury,NY 12804 Inspector's Initial NAME: " PERMIT #: 0 Ll LOCATION: C INSPECT ON: TYPE OF STR.UCT Y N N/A PVC: R-1,R-2,R-3,R4 Drain/Vents Cast Iron, Copper Drain I Vent I Comm. ,/0umbing 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 eveKy 100 feet/change of direction Water Supply Piping Cooper Commercial Cooper,CPVC,Pex One and Two-Family sulation/Residential Check/ Commercial Check ! Prop-& Vqi , Duct/got Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly/No duct tape COMMENTS: L:\SueHemingway\Building.Codes.inspection.FQRMS1Rough Plumbing Insulation Repoit.doc November 17,2003 -39 ?. Septic Inspection Report Office No. (518)761-8256 Date Inspection re est r ve Queensbury Building&Code Enforcement Arrive: am/p part: in 742 Bay Rd.,Queensbury,NY 12804 Inspector's Ini als• NAME: IT NO.: C� LOCATION: .� c' ) a SPECT ON: =Q RECHECK: Comments and/or diagram Soil Type: SaneLoam Type of Water: nlci alTWell Water Waterline separation dista ft. Well separation distance ft.- - Other wells: ft. Absorption Field: Total length ft. Length of each trench cJ� eft. Depth of trenches '- `'ft. Size of Stone -Seepage Pits: Number Size: x Stone Size: Piping Size Type Building to tank �� ,� L ; Tank to Distribution Box �- 6'• Distribution Box to Fipld/Pit LA Opening Seal •: artial Location/Separations Foundation to tank ft. Foundation to absorption ft. Separation of Pits ft. Conforms as per Plot Plan Y %`�� W wLL Location of System on Property: (Hn�tRear Left Si Rig=Side Middle Front Middle Rear System Use Status: Ap oved artial 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 _l Foundation Inspection Report Office No. (518)761-8256 Date Inspection request received: _ Queensbury Building&Code Enforcement Arrive: anvp _ Depart: Jn-/pm 742 Bay Rd., Queensbury,NY 12804 Inspec or's Initials: r� D q r NAME: SV Q PERM #: LOCA'TIUN. 2. - _ INSPEC ,ON: 71 TYPE,OF STRUCTURE: Comments 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 fibeinforcement in Place Founh onDpproofing oundation/Waterproofing Type of Dampproofing/-Waterproofing Footing Drain Daylight or Sump / Footing Drain Stone: 12 inch width A6 inches above footing 6 milNfor wet areas under slab wl,$;aekfillp rprp oval �� Plumbing Under Slab PVC/Cast/Copper i Foundation Insulation Interior/Exterior' R- Rough Grade 6 inch drop within 10 ft. L:\SucHemingway\Building.Codes.Inspection.FORMS\I-uundation Inspection Report.doc January 28,2003 Framing /Firestopping Inspection Report Office No. (518) 761-8256 Date Inspection reque t received: Queensbury Building&Code Enforcement Arrive: amrt: ' pm 742 Bay Road, Queensbury,NY 12804 Inspector's Initials: / epa NAME: PERMIT#: C� f LOCATION: rJ C_ - INSPECT ON: 6 TYPE OF STRUCTUR Y N N/A COMMENTS Framing Jack Studs/Headers G(, Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. Stairwells 3 6 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 chor Bolts 6 ft. or less on center Ice and snow shield 24 inches from wall �C�� 4pT/0,AJ �L Fire separation 1, 2, 3 hour M*�—R t F-L A4T Fire wall 2, 3,4 hour A-I Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation �C—C( G�C House side '/z inch or 5/8 inch Type X �' Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade LASueHemingway\Building.Codes,Inspection.FORMS\Framing Firestopping Inspection Report.doc January 28,2003 Framing / Firestopping Inspection Report / Office No. (518) 761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: am/ m Depart: 742 Bay Road, Queensbury, NY 12804 Inspector's Initials: .ram' NAME: PERMIT#: of -6c� LOCATION: INSPECT ON: TYPE OF STRUC IRE: Framing Y N N/A COMMENTS TS 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 A y� Headroom 6 ft. 8 in. �� Cf✓rx' 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 ,, ce and snow shield 24 inches from wall Fire separation 1, 2, 3 hour Fire wall 2, 3, 4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side % inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade LASueHemingway\Building.Codes.Inspection.FORM STFraming Firestopping Inspection Report.doc January 28,2003 / -3 r" L 1 Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date Inspection re s rece vt 'd: Queensbury Building&Code Enforcement Arrive: a p 1 Dep; art: �-� a> f in 742 Bay Road, Queensbury,NY 12804 Inspector's Initial : _! / NAME: c) �� C,C ,_ PERMIT#: � LOCATION: Ito —A"Z ,► r~ c INSPECT ON: o TYPE OF STRUCTURE: Y N 'N/A COMMENTS �kTaming Jack Studs/Headers '�i�6`1��'� 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 \ h \� 7 Headroom 6 ft. 8 in. �1 CL Notches/Holes/Bearing Walls / Metal Strapping for Notches Top Plate/ 1 '12 (w) 16 gauge(8) 16D nails each Draft stopping 1,000 sq. ft. floor tr ses Anchor Bolts 6 ft. or less on cent r Ice and snow shield 24 inches om wall ; Fire separation 1, 2, 3 hour t Fire wall 2, 3, 4 hour . Firestopping Penetration sealed 16 inch insulation in cavity min. ��i~`v &"2 �'�` YT (�7uL� Garage Fire Separa on _ House side %2 i ch or 5/8 inch Type X Garage side 5/8 inch Type X �� q�j r'�E. — n Ceiling/wall �� Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade LASueHemingway\Building.Codes.Inspection.FORMS\Framing Firestopping Inspection Report.doc January 28,2003 Rough Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date Inspection request received: I G Queensbury Building& Code.Enforcement Arrive: am/ Depart: atr4 742 Bay Road, Queensbury,NY 12804 Inspector's Initials: NAME: PERMIT #: LOCATION: INSPECT ON: a- o TYPE OF STRUCTURE: 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 nun. Head or Air Supply Test Drain and Vents 5 PSI or 10 feet above highest �I �. connection for 15 minutes Cleanout every 100 feet/change of direction Water Supply Piping Cooper Commercial Cooper, CPVC,Pex One and Two-Family � P�Ly 5. I>asulatiin Residential Check/Commercial Check "Pro er'Vent, Attic'Vent Duct/Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly/No duct tape / 14;5rA-&& J.01:f( COMMENTS: Fk LASueHemingway\$uilding.Codes.Inspection.FORMS\Rough Plumbing Insulation Report.doc November l7,2003 Foundation Inspection Report Office No. (518) 761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: am/p Dep rt: m/pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials: NAME: � — PERMIT#: ' C9 p LOCATION: _ i N.INSPECT O 111 0 /O 00 TYPE OF STRUCTURE: S rD Comments Y N N/A Footings Piers Monolithic Slab Reinforcement in Place �-- � The contractor is responsible Tr 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 Backfrll Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior—/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SucHemingway\Building.Codes.InspectionTURMS\foundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518) 761-8256 Date Inspection request received: G� Queersbury Building&Code Enforcement Arrive: anv Depart: m/pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials: NAME: f -7�J �C� PEIZA41T#: LOCATION: _ J(o ��.� _ INSPECT ON: 3 au TYPE OF STRUCTURE: Comments i Y N N/A Footings Piers Monolithic Slab Reinforcement in Place V The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete, Materials_o " :s purpose on site._T Foundation/ a 1 ur Reinforcement in Place Foundation Dampproofing Foundation./Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under SIab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Sucl3emingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 Septic Inspection Refreqst ort Office No. (518)761-8256 Date Inspected: Queensbury Building&Code Enforcement Arrive: art:742 Bay Rd., Queensbury,NY 12804 Inspector's I ,, rr�NAME: 1 {�� : 7��C>� —�4�9LOCATION: EA(�� L -;VQK) : — I�pj � RECHECK: • Comments and/or diasram Soil Type: Sand/Loam Clay Type of Water: Municipal/Well Water Waterline separation distance ft. Well separation distance ft. Other wells: ft. Absorption Field: Total length ft. Length of each trench ft. Depth of trenches ft. Size of Stone Seepage Pits: Number Size: x Stone Size: Piping Size Type Building to tank Tank to Distribution Box Distribution Box to Field/Pit Opening Sealed: Y/N/Partial Location/Separations Foundation to tank ft. Foundation to absorption ft. Separation of Pits —4ft. Conforms as per Plot Plan Y N Location of System on Property: Front Rear Left Side Right Side Middle Front Middle Rear System Use Stat : Approved Partial Approved and needs to be re-inspected,please call the Building&Codes Office Disapproved L:\SueHemingway\J3uilding.Codes.Inspection.FORMS\Septic Inspection Report.doc January 28,2003 Jan 10,05 07: 46a Jim Furey 518 885 0613 p. 3 Jan 08 05 09':24a Michael Cha 518-696-2047 p.4 �j�2-Ll LZOf �ce„r. l� A � 3 ass Z o zafly 6z.6 f7_ �6 3s' 3y ` 6l yv1 r31 1oz� GjZ` 3 3n ;c 5`�� 4 Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date Inspection request received: Ll Queensbury Building&Code Enforcement Arrive: a1 De m art: a p 742 Bay Road, Queensbury, NY 12804 Inspector's Initials. NAME: ( C PERMIT#: LOCATION: INSPECT ON: l01! v TYPE OF STRUCTURE: Y N N/A COMMENTS Framing Jack Studs/Headers Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 %z (w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses IAnchor Bolts 6 ft. or less on center YK + ce and no shield 24 inches from wall Fire separation 1 2 3 hour y r G P 1 Cy"" 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\Bui Win g.Codes.Inspection.FORM S\Framing Firestopping Inspection Report.doc January 28,2003 Framing / Firestopping Inspection Report /0 - Office No. (518) 761-8256 Date Inspection request received: ` Queensbury Building& Code Enforcement Arrive: a> >� ,Depart: - am/pm 742 Bay Road, Queensbury, NY 12804 Inspector's Initials: (/ NAME: ` d PERMIT#: (�C LOCATION: 0 INSPECT ON: ) C� TYPE OF STRUCT J Y N iv/A. COMMENT ' Framing Jack Studs/Headers Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 %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 jpelaind snow shield 24 inches from wall Fire separation 1, 2, 3 hour i 2�,kb 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 LASueHemin-Way\Building.Codes.Inspection.FORMS\Framing Firestopping Inspection Report.doc January 28,2003 Framing / Firestopping Inspection Report Office No. (518)761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: a Depart: am/pm 742 Bay Road, Queensbury,NY 12804 Inspector's Initia NAME: PERMIT#: LOCATION: INSPECT ON: tr TYPE OF STRUCTURE: Y N N/A COMMENTS Framing . Jack Studs/Headers Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 t/z(w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft, floor trusses A hor Bolts 6 ft. or less on center Ace and snow shield 24 inches from wall �� T Fire separation 1, 2, 3 hour Fire wall 2, 3,4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side '/z inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade L:\SueHemingway\13uilding.Codes.Inspection.FORMS\Framing Firestopping Inspection Report.doc January 28,2003 � l Dough Plumbing / Insulation Inspection Report `/ Office No. (518) 761-8256 Date Inspection request/re eiv Queensbury Building do Code Enforcement Arrive p art: -a 742 Bay Road, Queensbury,NY 12804 Inspector's InitiAls�-_ t NAME: PERMIT #: v LOCATION: - INSPECT ON: 0 Ll TYPE OF STRUCT Y N N/A PVC: R-1,R-2,R-3,R4 Drain/Vents Cast Iron, Copper Drain/Vent/ Comm, Plu lng Vent/Vents in Place ou Plumbin /Nail Plates 1 % inch min..Drain Size Washing Machine Drain 2 inch min. z' 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, ex .n and Two-Family 'V� 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 tape COMMENTS: cel- o �r�7�003l`a on .d L:\SueHemingway\Building.Codes.Inspection.FORMS\Rough Plumbing Insu �iC't 1 Town of Queensbury Fire Marshal 742 Bay road Queensbury,NY 12804 761-8205/761-8206 fax 745-4437 Factory Built Gas Fireplace/Stove Inspection Report Notice:New York State requires that all UL Listed,factory built appliances be installed according to the instructions specifications contained in the Installation manual accompanying the appliance.No deviation fro a anufact a`'s instructions or specifications is allowed. ]Permit#`' / 0 Schedule Inspection "�7 ' t: Tim�� am r Name Address fir_ Rough In Appliance Mami cturer � 1� '' `l1 Model# Direct Vent Factory Built Chimney Flue Size Double Nall Triple Wall Insulated Yes No N/A Comments Floor Protection Clearances to Combustibles (all sides) Firestop(s) Vertical chase Wall Penetration Vent Clearances to Combustibles Vent/Chimney Termination Chimney height mast be 3 feet above roof penetration;2 feet above my combustible construction within 10 feet Gas Sham-Off Valve Combustion Air Hearth Extension if ally) ( Mantel Height above Up opening Witness Operation Tank Placement(if LP) White—Building Dept, Yellow Cast er Pink—Fire Marshal Queensbury Building & Code Enforcement - Res' tia Ti al Inspection Office No.(518)761-8256 Arrive: am/pm _ rt: � pm Date Inspection request received: _ Inspector's Initi _ NAME: _ �i � ERMIT#: LOCATION: DATE: -1 _ TYPE OF STRUCTU E: _ � �% _ Comments Y N. N/A Chimney Ht./"B"Vent/Direct Vent Location f r KVp Fresh Air Intake V, 3 inch Plumb Vent through roof minimum 6" 1// Roof Complete/Exterior Finish Complete - , Guard 30 in.or more stairs,decks,patios Guard at stairwell at 34 in. or more Guard at deck,porches 36 in. or more � v't%��► Exterior Finish Complete Interior/Exterior Railings 34 in.to 38 in. Platform at all exterior doors 1 ��►1 -\ Interior Handrails stairs 2 or more risers Enclosed Stairs Sheetrock Underside minimum %" / Gypsum Grade away from foundation 6 in.with 10 ft. (/ Handrail Termination at Newell Post or Wall 6 inch clearance to sill plate Gas Valve shut-off exposed/regulator 18"above grade Gas Furnace shut-off within 30 ft.or within line of site Oil Furnace shut-off at entrance to furnace area Furnace/Hot Water Heater operating Low water shut-off boiler Relief Valves installed/Heat Trap/Water Temp 110 Interior privacy/trim/doors/main entrance 36 in. Bathroom/Kitchen watertight Safety glazing/Windpiv in stairwells safety lzin N13V Interior Smoke Dete tors: � — -%�(�L�� Every level: Every B droom; V Outside every bedroo area: Inter Connected: / Battery back, 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.(he.)In accessible area Crawl Spaces 18"x 24"access, 1 s . ft.-150 s . ft. vents Building No./Address visible from road Final Electrical Site Plan /Variance required Final Survey Plot Plan As Built Septic System/Sewer Dept.Inspection Sticker Flood Plain Certification, if required Okay to issue C/C or C/O Temporary/Permanent L:\PamW\BuildinQ&Codes\Inspection Forms\Res. Final Insp. form 2.docLast printed 2/12/04 Queensbury Building & Code Enforcement - Resi ti pal Inspection Office No.(518)761-8256 Arrive: pm (t: a Date Inspection request received: Inspector's Initial �_ \ NAME: P IT� _ LOCATION: G �j TE: 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 cJ t rY/ Guard 30 in.or more @ stairs,decks,patios Guard at stairwell at 34 in. or more Guard at deck,porches 36 in. or more Exterior Finish Complete Interior/Exterior Railings 34 in.to 38 in. Platform at all exterior doors Interior Handrails stairs 2 or more risers �. Enclosed Stairs Sheetrock Underside minimum %2" Gypsum Grade away from foundation 6 in, with 10 ft. Handrail Termination at Newell Post or Wall ` 6 inch clearance to sill plate Gas Valve shut-off exposed/regulator 18"above grade Gas Furnace shut-off within 30 ft.or within line of site Oil Furnace shut-off at entrance to furnace area Furnace/Hot Water Heater operating Low water shut-off boiler Relief Valves installed/Heat Trap/Water Ternp 110 Interior privacy/trim/doors/main entrance 36 in. Bathroom/Kitchen watertight Safety glazing/Window in stairwells safety lzin Interior Smoke Detec drs: Every level: v / Every Bedpom: Outside every bedroom ar rf Inter Connected: / Battery backup: J 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./%hour fire door/door closer Duct work Sealed properly Gas Logs in Sealed or Glass Enclosure Attic access 30 in.x 22 in,x 30 in.(ht.)In accessible area Crawl Spaces 18"x 24"access, 1 s . ft.-150 s . ft. vents Building No./Address visible from road Final Electrical Site Plan /Variance required Final Survey Plot Plan As Built Septic System/Sewer Dept.Inspection Sticker Flood Plain Certification, if required Okay to issue C/C or C/O Temporary/Permanent L:IPamW\Building&CodesUnspection Forrns\Res. 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: NAME: LOCATION ( �� PERMIT M '�a Final Survey Plot Plan Avvroved Denied The attached final survey has been received by the Dept. of Community Development. Upon review the survey has been Craig B o oning Administrator Notes: L:\.SueHemingway\Building.Codes.Inspection.FORMS\Fina]Survey Zoning Administrator.doc :MAP REFERENCE: MaMWrc AS M sRs�cs MAP OF A SUBDMSION ' MADE FOR R WARD P. SWERMERHORN DATED NOVEMBER 5. 2002 LAST REVI5ED JUNE 23. 2003 BY VAN DUSEN + 5TEVES LAND 5URVEYORS 1 {g ,r I 5 N FAR miNG LOT S 1�► 1V TON �y f 3r9 2r Al � •g8, z6hz ti o �' LOT 9 LOT - �,. _ :_ , _ w , O �0 a 0.94 acres f o • ��6�6hti a , 82.25 i Sg6,31_32ow Qr' W F�% MAR 1 F` T01�,.IOF 0, i ate M 1 , 2004 Ql T Scale 1'=40' ID a.�►- u S ,NwNDIM ALWAW N OR ADM N TO A UWKY Map of a Survey made for 9 LW BEAR,NI A LKDAW LAND OUR*-V=REAL Ni A w' WAMN OF,ECM 720L BIA-W4M i OF 16 ! V`• KW TORN RAW ED"lWN LAV 'ONLYGOrIpr mucowAkkorlmumCY .V�� 1 LI W"WIN MI ONO"or TIR LfID,IA,*%M Sieves K" a°°" 0 K s "° T & B ASSOCIATES N •COtiMKASp6 NgGTEO NDI�I 9C,IMY flNT Tia S{BIWY WB FWMW N PAMMANCE"THE Da me om aF F.W=MR LAND s nw-v s"W= d S L-1 r V e o S BY THE NEO WIN STATE ASSO I aF FROFLSaI Ky ; '. ,of t Lan V LAID SUNEW SAD aTxTIR MA 18 ARM alaY ✓ m,NE FEJIEON Fq!TNOY THE SANIYEY li MIWMED,A!D am" AM UNDW NS ~,off. HOUK A"` Town of Queensbury, Warren County, New York f 3 14105 FIELD CHECK T + B Aanwr AND LEIpNI slsmulBON LISP NartaL.AND 169 Haviland Road Queensbury, New ork 12804 TC Mc AlOIO m Cr TNl LCM0 I6HNN01L' NO. DATE DESCRIPTION DwG. No. 02384-9 (518) 792-8474 New York Lie. No. 50135 RECEIVED TOVV ' Y �t�tJR BUILDING F.;, IF � 1 Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date Inspection request received: / Queensbury Building& Code Enforcement Arrive: _arn/ ep pm 742 Bay Road, Queensbury, NY 12804 Inspector's Initials: NAME: `Q PERMIT#: D T� LOCATION: 1 Le j�,��,�_j ,u��—r, c, INSPECT ON: I ;b D� TYPE OF STRUCTURE: Framing Y N N/A COMMENTS Jack Studs/Headers Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12" O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 %2 (w) 16 gauge (8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses chor Bolts 6 ft. or less on center Ice and snow shield 24 inches from wall Fire separation 1, 2, 3 hour Fire wall 2, 3, 4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side %2 inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade L:\SueHemingway\Building.Codes.Inspection.FORMS\Framing Firestopping Inspection Report.doc January 28,2003 Framing / Firestopping Inspection Report a Office No. (518) 761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: am/ m Depart: �h am/ 742 Bay Road, Queensbury, NY 12804 Inspector's Initials- NAME: PERMIT#: 0 C (U LOCATION: INSPECT ON: / —IC2 �J TYPE OF STRUCTURE: / Y N N/A C®IYIIVIE- TS Framing Jack Studs/Headers Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 %z (w) 16 gauge (8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center and snow shi d 24 in hes from wall ire 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.Codcs.Inspection.FORM S\Framing Firestopping inspection Report.doc January 28,2003 r /C Foundation Inspection Report ��hhhh Office No. (518) 761-8256 Date Inspection req st r ceive Queensbury Building&Code Enforcement Arrive: a pm epart: am/pm 742 Bay Rd.,Queensbuiy,NY 12804 Inspector's Initial NAME: PE #: LOCATION: rjNSPECT ON: TYPE OF STRUCTURE: Comm4ents Y N N/A Footings 1 Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofmg/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: j12 inch width y�, 'ecles above footing 6 mil of for wetet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LAS ucHemingway\Buildin g.Codes.Inspection.FORMSToundati on Inspection Report.doe January 28,2003 Town of Queensbury Fire Marshal / 742 Bay Road Queensbury,NY 12804 761-8205/761-8206 fax 745-4437 Factory Built Gas Fireplace/Stove Inspection Report Notices New York State requires that all UL Listed,factory built appliances be installed according to the instructions and specifications contained in the Installation Manual accompanying the appliance.No deviation from the manufactur 's instructions or specifications is allowed. permit# Schedule Inspection f Time � aaa pm anytime eet��_ Name `_(�C�, Address __ _ Rough In al` Appliance Manufacture - Model# ]Direct Vent Factory Built Chimney Flue Size Double Wall Triple Wall Insulated Yes No N/A Comments Floor Protection Clearances to Combustibles (all sides) Firestop(s) Vertical Chase Wall Penetrations_ Vent Clearances to Combustibles Vent/Chimney Termination Chimney height merit be 3 feet above roof penetration;2 feet above any combustible construction within 10 feet Gas Sham-Off Valve Combustion Air Hearth Extension (if any) Mantel Height above Vp opening Witness Operation Tank Placement (if LP) White—wilding Dept, — ��+ 'Yellow Cast er I Pink—hire Marshal Framing / Firestopping Inspection port Office No. (518) 761-8256 Date Inspection re es re iv d: 1} 02 Queensbury Building&Code Enforcement Arrive:�:OD a part: a m 742 Bay Road, Queensbury,NY 12804 Inspector's Initials. ., NAME: 7A 5 4c. L_� PERMIT#: J ��- LOCATION: I � ; V-e— INSPECT ON: Ll TYPE OF STRUCTURE: Y N N/A COMMENTS OJack s/Headers Bracing/Bridging Joist hangers Dc> Jack Posts/Main Beams . Exterior sheeting nailed properly 12" O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 %2 (w) 16 gauge (8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and snow shield 24 inches from wall Fire separation 1, 2, 3 hour Fire wall 2, 3, 4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side %2 inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade LASueHemingway\Building.Codes.Inspection.FORMS\Framing Firestopping Inspection Report.doe January 28,2003 Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date Inspection r�uest r d: �oZ M Queensbury Building& Code EnforcementArrive: am/pm' De art: 742 Bay Road, Queensbury, NY 12804 Inspector's Initia 7, t r NAME: (. e,— ' PERMIT#: LOCATION: —c r.,..�� INSPECT ON: 9Q7 q o TYPE OF STRUCTURE: 1 Y N N/A COMMENTS Frari�ing 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 wal 2 3, 4 hour >restopplhg Penetration sealed J 16 inch insulation in cavity min. Garage Fire Separation I House side '/2 inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade L:\SueHeminmvay\Building.Codes.Inspection.FORMS\Framing Firestopping Inspection Report.doc January 28,2003 Rough Plumbing /Insulation Inspection Report / Office No. (518)761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: am/p epart: n-/pm 742 Bay Road, Queensbury,NY 12804 Inspector's Initials• .f�l f _ NAME: `�} "ram ---,g- PERMIT#: LOCATION: / -;{ ,.��;oA !-C • INSPECT ON: TYPE OF STRUCTURE: Y N N/A PVC: R-1,R-2,R-3,R-4 Drain/Vents Cast Iron,Copper Drain/Vent/Comm. umbing Vent/Vents in Place Rough Plumbing'/Nail Plates rid Head or Air Supply Test Drain and Vents 5 PSI or 10 ft. above highest Connection for 15 minutes Water Supply Piping /Copper Commercial opper, CPVC,Pex One&Two Family XA0 ' In`sulatlon"TlResidential Check/Commercial Check f,,�� _ T � F4,2 /u�J Proper Vent,Attic Vent C�oRNC-2"5 $�G� Duct/Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace Duct Work Sealed Properly AOMMENTS: �7 L:\SueHemingway\Building.Codes.inspection•FORMS\Rough Plumbing Insulation Report.doc January 28,2003 - ENG.INEERING..13 NCO' A i T6k.Affiliatei Trenco 818 Soundside Rd Edenton,NC 27932 Telephone 252/482-7000 Fax 252/482-7115 Re: 16Farm T&B Assoc#B31461/TLot# 16 Farmington PI The truss drawing(s)referenced below have been prepared by Truss Engineering Co.under my direct supervision based on the parameters provided by Stock Building Supply-Schenectady, NY. Pages or sheets covered by this sealE1912327 thruE1912349 My license renewal date for the state of New York isAugust 31,2006. RECEIVE® JAN 1 3 2005 TOWN OF QUEENSBURY ZONING OFFI �1,A• OF NEF y STA2y2 * Q I (P t7 s W M tU September 13,2004 Strzyzewski,Marvin The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI-1995 Sec.2. Engineering services provided by Truss Engineering Company. ti 28-6.0 0 t\I p O O IF r CAUTION: DO NOT ERECT TRUSSES BAC ADS REFER TO HIB-91 or BCSI-B1 SUMMARY Sl ipET FOR W RECOMMENDATIONS ON HANDLING,INST kLLR G AN (6) TO 5 L BRACING METAL PLATE CONNECTED WO D T INSTALL ROWS OF 2 x 4 PURLINS ACROS j FLAT TC PRIOR TO INSALLING CAP TRUS ES o REFER TO MITEK STANDARD PIGGYBAC TRUSS CONNECTION DETAILED-PIGGY) FOR CAP CONNECTION DETAILS. I ( )T 26 H NG S 2-0-0 2-0. 2.0-0 2-0-0 2-0.0 2-0-0 2-0 0 2-0-0 2-0-0 W J m L � AVC ID CE TERI G AJc( ATTI TR S c? �(IN L NE H B THRM P UMB NG P.AL OW F R P MB C SE vODA E AL MEC ANILS. W M M 0 0 0 0 0 0 H IL H H H Ll ( 2)TI D2 N.G=Rq O B (8) TOLLJ 0 32-0-0 6-0-0 •6-0 SHE WOODLANDS" ib: TBAssoc116Farm button:C:Imft.W.s1TBA-71GF— :ale:Not to scale Date:9/10/2004 1 Drawn By:RPF - � z 11-6-0 10.6.0 13-0.0 702GE T02 Q Q T62GR (2 PLY r r (2) THD 8 HA IGE S 4 07A ON 4) HD b AN E ) -0-0 2-0-0 2-0.0 2-0-0 2-0-0 - -0 -6-0 2-0-0 2-0-0 2-0-0 2-0-0 -0-0 2-0-0 2-0-0 2 i LL H GE N N N c O O O M H Fa- la— la— Fa- DI E FI I = CI H r � Q o CD CDO m `~ r. W 0 C TRUM 5 IS H U, ) - T 4) ) - 06 ) - 07 o� o 25-6-0 Stock Building Supply 500 Duanesburci Rd Name:T B Associates Address: Schenectady Lot#16 Farmington Place NY Queensbury Telephone:518-355-7190 NY Fax:518-355-1371 Telephone: Job Truss Truss Type Oty Ply T&6 Assoc#831461(rLot#16 Farmington PI E191232 16FARM T01 BASE TRUSS 8 1 The Woodlands Job Reference o tional Stack Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Sat Sep 11 09:51:40 2004 Page 1 -T10,8 6-7-0 12-5-8 17-10-8 23-9-0 30-4-0 0-10-8 6-7-0 5-10-8 5-5-0 5-10-8 6-7-0 5x8 i Scale=1:68.2 6x6 4 5 10.00 12 5xB 5x8�� 3 6 m 0 7 m 2 1 IQ / � 4x10 / 11 12 10 13 9 8 14 15 5x8 1 3x8= 4x6= 3x5= 12-5-8 17-10-8 30-4-0 12-5-8 5-5-0 12-5-8 Plate Offsets(X,Y): (2:0-2-10 0-1-81,(3:0-4-0 0-3-01 (6:0-4-0 0-3-01 I7:0-3-6 0-2-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 1.00 Vert(LL) -0.34 7-8 >999 360 M1120 1691123 TCDL 10.0 Lumber Increase 1.15 BC 0.71 Vert(TL) -0.54 7-8 >660 240 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:155lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E 'Except' TOP CHORD Sheathed,except 4-5 2 X 6 SPF-S 165OF 1.5E 2-0-0 oc purlins(6-0-0 max.):4-5. 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 No.2 'Except` WEBS 1 Row at midpt 3-10,5-10,6-8 3-10 2 X 4 SPF Stud,6-8 2 X 4 SPF Stud REACTIONS (Ib/size) 2=2425/0-5-8,7=2298/0-5-8 Max Horz2=283(load case 7) Max Uplift2=-116(load case 8),7=-73(load case 9) Max Grav2=2852(load case 2),7=2671(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/105,2-3=-3456/467,3-4=-2664/471,4-5=-1785/445,5-6=-2690/474,6-7=-3483/471 BOT CHORD 2-11=-228/2378,11-12=-228/2378,10-12=-228/2378,10-13=-24/1797,9-13=-24/1797,8-9=-24/1797,8-14=-232/2402, 14-15=-232/2402,7-15=-232/2402 WEBS 3-10=-797/278,4-10=-106/827,5-10=-550/497,5-8=-114/970,6-8=-804/281 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. X1. OF NE 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. �tr P STR,Zy O 5)Provide adequate drainage to prevent water ponding. 150 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will N fit between the bottom chord and any other members. r— '5; 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 116 lb uplift at joint 2 and 73 lb uplift at joi — s 7. 9)Design requires purlins at oc spacing indicated. N ~ LOAD CASE(S)Standard 87�QZ 9�FES S1 September 13,2004 ® WARNING•Verijy design parameters and READ NOTES ON THIS AND INCLUDED IFHTER REFERENCE PAGE MD•7473 BEFORE USE. MENCJ14E ERI NG BY Design valid for use only with 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 stability durin th g construction is e responsibillify of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A f 1i Tch Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 818 Soundside Rd Edenton,NC 27932Rd 'v Job Truss Truss Type City Ply T&B Assoc#B31461/TLot#16 Farmington PI E1912328 16FARM T01A STUB BASE 3 1 The Woodlands v Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Sat Sep 11 09:51:40 2004 Page 1 -1 10i8 6-7-0 12-5-8 17-10-8 23-9-0 28-5-8 0-10-8 6-7-0 5-10-8 5-5-0 5-10-8 4-8-8 5x8// Scale=1:67.4 5x8 4 5 10.00 12 5x8 i X6� 436 4)1 2 r� 0 1 4x10/i 12 13 11 14 10 9 15 16 8 3x8= 4x6= 3x5= 48= 12-5-8 17-10-8 28-5-8 12-5-8 5-5-0 10-7-0 Plate Offsets(X,Y): [2:0-2-10,0-1-81,[3:0-4-0 0-3-0) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.96 Vert(LL) -0.29 2-11 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.66 Vert(TL) -0.48 2-11 >703 240 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code IBC20001ANS195 (Matrix) Weight:158lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E 'Except' TOP CHORD Sheathed, except end verticals,and 2-0-0 oc puffins(6-0-0 max.):4-5. 4-5 2 X 6 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. BOT CHORD 2 X 6 SPF-S 1650F 1.5E WEBS 1 Row at midpt 3-11,5-11,6-8 WEBS 2 X 4 SPF No.2 'Except` 3-11 2 X 4 SPF Stud,6-9 2 X 4 SPF Stud,6-8 2 X 4 SPF Stud REACTIONS (lb/size) 2=2282/0-5-8,8=2156/0-5-8 Max Horz2=307(load case 7) Max Uplift2=-114(load case 8),8=-60(load case 9) Max Grav2=2750(load case 2),8=2461(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/105,2-3=-3303/438,3-4=-2511/441,4-5=-1669/422,5-6=-2255/425,6-7=-684/144,7-8=-644/139 BOT CHORD 2-12=-234/2262,12-13=-284/2262,11-13=-234/2262,11-14=-58/1494,10-14=-58/1494,9-10=-58/1494,9-15=-150/1712, 15-16=-150/1712,8-16=-150/1712 WEBS 3-11=-800/279,4-11=-91/691,5-11=-304/656,5-9=-55/428,6-9=-289/233,6-8=-2130/274 NOTES 1)Wind:ASCE 7-98;90mph;h=30f;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. ��OF N E r V, 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. �Q P STRZY O 5)Provide adequate drainage to prevent water ponding. a�� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will * Q 1 tf1 it fit between the bottom chord and any other members, f ,- X 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 114 lb uplift at joint 2 and 60 Ito uplift atjoi 9)Design requires purfins at cc spacing indicated. LOAD CASE(S) Standard �Q Np 671prL V 9Ofijss10 September 13,2004 ® WARNDVG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES'REFERENCE PAGE MD-7473 BEFORE USE. ENGINE ER!NG 8Y Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on 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 responsibilliy of the i erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A Mi7eli Alfiliato 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'Onofdo Drive,Madison,W 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply T&B Assoc#B31461rrLot#16 Farmington PI' E1912329 16FARM T01 B STUB BASE 4 1 The Woodlands r, Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Sat Sep 11 09:51:41 2004 Page 1 -0-10,r8 6-7-0 12-M 17-10-8 22-9-0 -T 0-10-8 6-7-0 5-10-8 5-5-0 4-10-8 5x8// Scale=1:66.9 6x6 4 5 10.00 12 3x5 I I 5x8 6 3 19 M 2 �1 0 6x6// 10 11 9 12 8 13 7 3x8= 4x6= 46= i 12-5-8 22-9-0 12-5-8 10-3-8 Plate Offsets(X,Y): [2:0-3-10,0-2-12] (3:0-4-0 0-3-01,[5:0-2-8 0-3-41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.24 2-9 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.68 Vert(TL) -0.40 2-9 >675 240 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:130lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E *Except* TOP CHORD Sheathed or 2-9-7 oc purlins, except end verticals,and 2-0-0 oc purlins 4-5 2 X 6 SPF-S 1650F 1.5E (6-0-0 max.):4-5. BOT CHORD 2 X 6 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 *Except* WEBS 1 Row at midpt 3-9,6-7 3-9 2 X 4 SPF Stud 2 Rows at 1/3 pis 5-7 REACTIONS (lb/size) 2=1854/0-5-8,7=1791/0-5-8 Max Horz2=374(load case 7) Max Uplift2=-107(load case 8),7=-57(load case 7) Max Grav2=2395(load case 2),7=1852(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/105,2-3=-2778/336,3-4=-1986/339,4-5=-1269/345,5-6=-301/278,6-7=-403/244 BOT CHORD 2-10=-288/1863,10-11=-288/1863,9-1 1=-288/1863,9-12=-127/703,8-12=-127/703,8-13=-127/703,7-13=-127/703 WEBS 3-9=-806/281,4-9=-11/247,5-9=-107/1197,5-7=-1621/194 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. �� NE(/(/ 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)Provide adequate drainage to prevent water ponding. �P P,STFj> 0 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. CO 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Q !Z fit between the bottom chord and any other members. * Q cP 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 107 lb uplift at joint 2 and 57 Ib uplift at joi r^ x 7. 9)Design requires purlins at oc spacing indicated. i LOAD CASE(S) Standard ors C? �4 No.67A q90 Ss'l September 13,2004 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MD-7473 BEFORE USE. - M Err I VEERING BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown RENCO is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsiUllity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MIRA Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII quality Criteria,DSB-89 and BCSII Building Component ide Rd Safety Information available from Truss Plate Institute,533 D'Onofrio Drive,Madison,WI 53719. Edenton,818 Sounds ds 27932 Y Job Truss Truss Type �Qty Ply T&B Assoc#B31461(fLot#16 Farmington PI E1912330 16FARM T01 GE STRUCT GABLE 1 1 The Woodlands V. Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Sat Sep 11 09:51:43 2004 Page 1 1-10-0 13-10-0 16-&0 19-2-0 -10 8 3-2-0 11-2-0 12-5-58 15-2-0 7-10- 23-9-0 28-5-8 0-10-81-10-0 1-0-0 8-0-0 1-3-8 61A48 1-4-0 1A-0 1A-8 1-3-8 4-7-0 4-8-8 Scale=1:67.4 5x8 O 12 13 10.00 52 11 10 3x5�i 9 8 N14 7 6 m I 4 3L 12 Irn 0 1 3x5= 28 27 26 25 24 23 22 21 20 19 18 17 40 41 16 46= 3x8= 5x6= 12-5-8 17-10-8 28-5-8 12-5-8 5-5-0 10-7-0 Plate Offsets(X,Y): [12:0-3-0 0-2-11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (Roc) I/deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.98 Vert(LL) -0.07 16-17 >999 360 MI120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.33 Vert(TL) -0.14 16-17 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.02 16 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:242lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E 'Except' TOP CHORD Sheathed or 3-1-0 oc purlins, except end verticals,and 2-0-0 oc purlins 12-13 2 X 6 SPF-S 1650F 1.5E (6-0-0 max.):12-13. 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 No.2 `Except" WEBS 1 Row at midpt 12-20,13-17,11-21,14-16 14-17 2 X 4 SPF Stud,14-16 2 X 4 SPF Stud OTHERS 2 X 4 SPF Stud `Except' 11-21 2 X 4 SPF No.2,36-37 2 X 4 SPF No.2 REACTIONS (lb/size) 2=418/14-2-8,20=896/14-2-8,16=1324/0-5-8,28=222/14-2-8,27=178/14-2-8,26=188/14-2-8,25=186/14-2-8, 24=187/14-2-8,23=191/14-2-8,22=155/14-2-8,21=189/14-2-8,19=183/14-2-8 Max Horz2=307(load case 7) Max Uplift2=-89(load case 6),20=-4(load case 6),16=-55(load case 9),28=-32(load case 7),27=-46(load case 8), 26=-40(load case 8),25=-42(load case 8),24=-41(load case 8),23=42(load case 8),22=44(load case 8), 21=-31(load case 8),19=-15(load case 6) Max Grav2=547(load case 2),20=1109(load case 3),16=1754(load case 3),28=299(load case 2),27=242(load case 2), 26=255(load case 2),25=253(load case 2),24=253(load case 2),23=260(load case 2),22=237(load case 2), 21=189(load case 1),19=228(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/97,2-3=-435/148,3-4=-410/144,4-5=-403/143,5-6=-404/141,6-7=-404/135,7-8=-344/140,8-9=-404/138, 9-10=-408/174,10-11=-398/235,11-12=-323/276,12-13=-796/298,13-14=-13361271,14-15=-622/142,15-16=-598/137 BOT CHORD 2-28=-87/270,27-28=-87/270,26-27=-87/270,25-26=-87/270,24-25=-87/270,23-24=-87/270,22-23=-87/270, �F NEW 21-22=-87/270,20-21=-87/270,19-20=-87/286,18-19=-87/286,17-18=-87/286,17-40=-52/1128,40-41=-52/1128, X1. YV 16-41=-52/1128 `Q P,STRzk o WEBS 12-20=-1170144,12-17=-118/1077,13-17=421/81,14-17=-460/230,3-28=-271/86,4-27=-216/77,5-26=-229/79, 6-25=-226/79,8-24=-226/79,9-23=-233/80,10-22=-211/81,11-21=-144/52,14-16=-1282/123 * 1 A NOTES r- 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( 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. 0 NQ.67Ap2 4)Unbalanced snow loads have been considered for this design. L 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. 9�fiES Sl 0NP 6)Provide adequate drainage to prevent water ponding. 7)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. September 13,2 0 04 Continued on page 2 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. EPIGI NE E RI tIG 6Y Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building componnt.e _ Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown RENCO is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Is erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,N 53719. Edenton,NC 27932 V Job Truss Truss Typ El912330e Qty Ply T&B Assoc#B31461/TLot#16 Farmington PI 16FARM T01GE STRUCT GABLE 1 1 The Woodlands Job Reference optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Sat Sep 11 09:51:43 2004 Page 2 NOTES 8)All plates are 2x4 M1120 unless otherwise indicated. 9)Gable studs spaced at 1-4-0 Co. 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 89 lb uplift at joint 2,4 lb uplift at joint 20,55 Ib uplift at joint 16,32 lb uplift at joint 28,46 lb uplift at joint 27,40 lb uplift at joint 26,42 lb uplift at joint 25,41 lb uplift at joint 24,42 lb uplift at joint 23,44 lb uplift at joint 22,31 lb uplift at joint 21 and 15 lb uplift at joint 19. 12)Design requires purlins at oc spacing indicated. LOAD CASE(S) Standard ® WARNING-Verify design parameters and READ NOTES ON TIDS AND INCLUDED WTEK REFERENCE PAGE MM--7473 BEFORE USE. Ep},IfJEERIFJG BY Design valid for use only Win 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 TRENCO a for lateral support of individual web members only.Addtionol temporary bracing to insure stability during construction is the responsibillity of the erector.Addtionol permanent bracing of the overall structure a the responsibility of the building designer.For general guidance regarding A fvliTck nlflltate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 quality Criteria,DSB-89 and BC511 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onolno Drive,Madison,WI 53719. Edenton,NC 27 Rd N Job Truss Truss Type Qty Ply T8B Assoc#831461lrLot#16 Farmington PI E1912331 16FARM T01GES STRUCT GABLE 1 1 The Woodlands Job Reference o tional .. Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Sat Sep 11 09:51:44 2004 Page 1 1-10-0 13-10-0 16-6-0 19-2-0 -p-10 F 3-2-0 6-7-0 11-2-0 12-5.8 15-2-0 17-10-$_ 22-9 0 - 5 8 Scale=1:66.9 0-1"1-10-0 1-4-0 3-5-0 4-7-0 1-3- 1-4-8 1-4-0 1-4-0 1-4-M-3-8 3-7-0 6x6 4 5 10.00 12 3x5 II 5x8�i 6 3 d 0 co m Z1 O 2 6x6�i 46 47 9 48 8 49 7 3x8= 4x6= 46= 12-5-8 22-M 12-6-8 10-3-8 Plate Offsets(X Y)- [2:0 3 10 0 2 12] [3.0 4 0 0 3-0] [5:0-2-8 0-3-4] [5.0-2-8 0-1-21 - LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.24 2-9 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.68 Vert(TL) -0.40 2-9 >674 240 BCLL 0.0 * Rep Stress Incr YES WB 0.71 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:2431b LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E *Except* TOP CHORD Sheathed or 2-9-7 oc purlins, except end verticals,and 2-0-0 oc purlins 4-5 2 X 6 SPF-S 165OF 1.5E (6-0-0 max.):4-5. 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 No.2 *Except* WEBS 1 Row at midpt 3-9,6-7 3-9 2 X 4 SPF Stud 2 Rows at 1/3 pts 5-7 OTHERS 2 X 4 SPF Stud *Except* 26-27 2 X 4 SPF No.2,5-37 2 X 4 SPF No.2 REACTIONS (lb/size) 2=1854/0-5-8,7=1790/0-5-8 Max Horz2=374(load case 7) Max Uplift2=-107(load case 8),7=-57(load case 7) Max Grav2=2395(load case 2),7=1851(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/105,2-3=-2778/336,3-4=-1986/339,4-5=-1269/345,5-6=-301/278,6-7=-403/244 BOT CHORD 2-46=-28811863,46-47=-28811863,9-47=-2 8 811 86 3,9-48=-127/703,8-48=-1271703,B-49=-127/703,7-49=-1271703 WEBS 3-9=-806/281,4-9=-11/247,5-9=-107/1197,5-7=-1621/194 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. QF N E III Y 2)Truss designed for wind loads in the plane of the truss only. S[ O 3)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00 r_ c� 8)All plates are 2x4 M1120 unless otherwise indicated. Yi 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 2 s r4 Z fit between the bottom chord and any other members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 107 lb uplift at joint 2 and 57 lb uplift at �� O,67AO`L joint 7. 12)Design requires purlins at oc spacing indicated. �fiESS]�N LOADCASE(S) Standard September 13,2004 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 1rIIF7473 BEFORE USE. EtdGIrdEE RING BY rs Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building components,* r �0 Applicability of design paramente and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the i erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Atlilrate 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'Onoffio Drive,Madison,wl 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply T8B Assoc#B31461rrLot#16 Farmington PI E1912332 16FARM T02 COMMON 1 1 The Woodlands + Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Sat Sep 11 09:51:45 2004 Page 1 0-10-8 6-6-0 13-0-0 13-10-8 0-10-8 6-6-0 6-6-0 0-10-8 5x6 II Scale=1:37.9 3 10.00 12 2 4 5 Io 6x10 11 6 7 sxto II 13-0-0 13-0-0 Plate Offsets(X Y): f2:0-2-14 0-0-21 (4:0-2-14 0-0-21 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.52 Vert(LL) -0.24 2-4 >625 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.40 Vert(TL) -0.41 2-4 >370 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:59lb 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. REACTIONS (lb/size) 2=1094/0-3-8,4=1094/0-3-8 Max Horz2=149(load case 7) Max Uplift2=-72(load case 8),4=-72(load case 9) Max Grav2=1 231(load case 2),4=1231(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/64,2-3=-896/184,3-4=-896/184,4-5=0/64 BOT CHORD 2-6=-20/588,6-7=-20/588,4-7=-20/588 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 00— N E W 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 72 lb uplift at joint 2 and 72 lb uplift at joint 4. \�PP'STRZ),� 0 LOAD CASE(S) Standard 2 a ' C? �0.67AQi2 �? gOfiEs Sk 0N4 September 13,2004 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. M ENGMEERI NG BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ��0 is for lateral support of individual web members orgy.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTeli Atfilintn fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 818 Saundslda Rd Edenton,NC 27932 Job Truss Truss Type Qty Ply T&B Assoc#B31461[TLot#16 Farmington PI E1912333 16FARM T02GE GABLE 1 1 The Woodlands Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Sat Sep 11 09:51:46 2004 Page 1 r0-10-81 3-10-0 5-2-0 6-6-0 i 7-10-0 9-2-0 13-0-0 3 0-10-8 3-10-0 1-4-0 1-4-0 1-4-0 1-4-0 3-10-0 a10-8 5x6= Scale=1:39.0 7 2x4 II 2x4 II 2x4 II 6 8 10.00 12 2x4 II 2x4 II 5 9 zx4 10 2x4 II 4 2x4 11 3 11 2 12 Ia 3x5= 22 21 20 19 18 17 16 15 14 3x5- 2x4 I 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 13-0-0 13-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.05 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 0.09 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:88lb 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. OTHERS 2 X 4 SPF Stud REACTIONS (lb/size) 2=268/13-0-0,12=268/13-0-0,18=129/13-0-0,19=173/13-0-0,20=189/13-0-0,21=195/13-0-0,22=126/13-0-0,17=173/13-0-0,16=189/13-0-0, 15=195/13-0-0,14=126/13-0-0 Max Horz2=-149(load case 6) Max Uplift2=-67(load case 6),12=-34(load case 7),19=-20(load case 7),20=-46(load case 8),21=-47(load case 8),22=-56(load case 7),17=-9(load case 9), 16=-47(load case 9),15=-47(load case 9),14=-48(load case 6) Max Grav2=343(load case 2),12=343(load case 3),18=129(load case 1),19=238(load Case 2),20=261(load case 2),21=265(load case 2),22=174(load Case 2), 17=238(load case 3),16=261(load case 3),15=265(load case 3),14=174(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/62,2-3=-155/88,3-4=-118/78,4-5=-121/76,5-6=-127/101,6-7=-117/131,7-8=-117/131,8-9=-127/101, 9-10=-121/36,10-11=-118/38,11-12=-144/45,12-13=0/62 BOT CHORD 2-22=-20/129,21-22=-20/129,20-21=-20/130,19-20=-20/130,18-19=-20/130,17-18=-20/130,16-17=-20/130, 15-16=-20/130,14-15=-20/129,12-14=-20/129 WEBS 7-18=-103/0,6-19=-210/34,5-20=-237/91,4-2 1=-232/90,3-2 2=-1 77184,8-17=-210/32,9-16=-237/91,10-15=-232/90, 11-14=-177/84 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. Y OF NEW 2)Truss designed for wind loads in the plane of the truss only. X\ STR 0 3)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. �P\�P• �)%y ,p 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. * Q q 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. `T - 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 >- fit between the bottom chord and any other members. N 4 ' C?7 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 67 lb uplift at joint 2,34 lb uplift at joint 12, 671�2 20 lb uplift atjoint 19,46 lb uplift atjoint 20,47 lb uplift atjoint 21,56 lb uplift atjoint 22,9 lb uplift atjoint 17,47 lb uplift atjoint 16,47 A lb uplift atjoint 15 and 48 lb uplift atjoint 14. 9QfiESSiO�P� LOAD CASE(S)Standard September 13,2004 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED rdITEK REFERENCE PAGE MU-7473 BEFORE USE. MEt+INEERING 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 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,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 V Job Truss Truss Type Qty Ply T&B Assoc#B31461/TLot#16 Farmington PI E1912334 16FARM T02GR GIRDER 1 The Woodlands Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Sat Sep 11 09:51:47 2004 Page 1 6-6-0 13-0-0 6-6-0 8x10 II 6-6 Scale=1:38.5 2 ;10,00 3 Ll 41 IT 6x8= 7 6 8 5 4 9 6x8= 3x10// 3x10 II 3x10\\ 3-54 6-6-0 9-6-12 13-010 3-54 3-0-12 3-0-12 3-5-4 ' Plate Offsets(X,Y): [1:0-8-0,0-0-91 [3:0-8-0 0-0-91 [4:0-5-3 0-0-121 [6:0-5-3 0-0-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.39 Vert(LL) -0.07 6 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.73 Vert(TL) -0.09 6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.02 3 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:181lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 165OF 1.5E TOP CHORD Sheathed or 5-10-9 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 REACTIONS (lb/size) 1=6677/0-5-8,3=4137/0-5-8 Max Horzl=-148(load case 5) Max Upliftl=-460(load case 7),3=-284(load case 8) Max Grav1=8431(load case 2),3=4613(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-9030/539,2-3=-5990/402 BOT CHORD 1-7=-359/6530,6-7=-359/6530,6-8=-195/3533,5-8=-195/3533,4-5=-195/3533,4-9=-236/4190,3-9=-236/4190 WEBS 2-6=-333/6051,2-5=-136/2595,2-4=-147/1331 NOTES 1)2-ply truss to be connected together with 10d Common(.1 48"x3")Nails as follows: Top chords connected as follows:2 X 6-2 rows at 0-9-0 cc. Bottom chords connected as follows:2 X 8-3 rows at 0-4-0 oc. 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. 3)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. C. 4)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. �P P,STRZY 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 Ly fit between the bottom chord and any other members. Q 1 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 460 lb uplift at joint 1 and 284 lb uplift at r— cS joint 3. — 8)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)3938.41b down and 209.91b 4 up at 2-0-0,and 3938.41b down and 209.91b up at 3-5-4 on bottom chord. The design/selection of such special connection device(s)is I- 474 ? the responsibility of others. (P C? AROFES St OAP, Continued on page 2 September 13,2004 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. IIIIIIIIIIIIIIIIIIIIIIIII Enp 11'IEERI NG BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. _ Applicability of design poromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown « ��O is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the i erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Alfilint, 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 a Job Truss ]Truss Type Qty Ply T&B Assoc#B31461/TLot#16 Farmington PI E1912334 16FARM T02GR GIRDER 1 The Woodlands Job Reference optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Sat Sep 11 09:51:47 2004 Page 2 LOAD CASE(S)Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-120,2-3=-120,1-8=-20,8-9=-563(F=-542),3-9=-20 Concentrated Loads(lb) Vert:6=-2902(F)7=-2902(F) ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. M EWMEERI NG fIY 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 RE�CO 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 Mi Te6 ntfiliffie 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#B31461/rLot#16 Farmington PI E1912335 16FARM T03 STUB COMN 2 1 The Woodlands Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Sat Sep 11 09:51:47 2004 Page 1 4-3-0 8-3-4 14-8-8 4-3-0 4-0-4 6-54 4x6= Scale=1:44.6 3 10.00 F12 2x4 2 5xB 4 rn 1 4x4 i 6 5 3x8= 3x5 11 8-3-4 14-8-8 8-3-4 6-5-4 Plate Offsets(X,Y): [1:0-1-12,0-1-121,[4:Edge,0-2-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.95 Vert(LL) -0.09 1-6 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.37 Vert(TL) -0.19 1-6 >917 240 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.01 5 n/a nla BCDL 10.0 Code IBC20001ANS195 (Matrix) Weight:62lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 *Except* TOP CHORD Sheathed or 4-7-4 oc purlins, except end verticals. 34 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SPF-S 1650F 1.5E WEBS 2 X 4 SPF Stud *Except* 4-5 2 X 6 SPF-S 1650F 1.5E REACTIONS (lb/size) 1=998/0-5-8,5=998/0-5-8 Max Harz 1=208(load case 7) Max Upliftl=-38(load case 8),5=-37(load case 8) Max Grav1=1151(load case 2),5=1013(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1361/216,2-3=-877/218,3-4=-977/196,4-5=-958/184 BOT CHORD 1-6=-126/911,5-6=-64/374 WEBS 2-6=-565/170,3-6=-73/410,4-6=-69/462 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 NE 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. "V y 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 �P� P STRz), 0 fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 38 lb uplift at joint 1 and 37 lb uplift at joint Q 5. * A V X LOAD CASE(S) Standard i �4 No.67��2 rv� ti ROFEs st oNA September 13,2004 ® WAR=G-Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTEE REFERENCE PAGE MD-7473 BEFORE USE. MEtt I 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 3" 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 rAi'rek.M.lfiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofdo Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply T&B Assoc#B31461rrLot#16 Farmington PI E1912336 16FARM T03GE STUB GABLE 1 1 The Woodlands Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Sat Sep 11 09:51:48 2004 Page 1 5-7-4 6-11-4 8-3-4 9-7-4 10-11-4 14-8-8 5-7-4 1-4-0 1-4-0 1-4-0 IA-0 3-9A 4x4= Scale=1:42.9 7 6 8 10.00 12 5 9 4 10 3 11 12 2 rn J r1l n n 3x5= 23 22 21 20 19 18 17 16 15 14 13 14-8-8 i 14-8-8 LOADING(pst) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.12 Vert(LL) n/a n/a 999 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC, 0.09 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.00 13 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:87lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 'Except' TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. 7-12 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SPF-S 1650F 1.5E WEBS 2 X 6 SPF-S 1650F 1.5E OTHERS 2 X 4 SPF Stud REACTIONS (lb/size) 1=107/14-8-8,13=100/14-8-8,18=160/14-8-8,19=185/14-8-8,20=187/14-8-8,21=190/14-8-8,22=171/14-8-8, 23=239/14-8-8,17=185/14-8-8,16=186/14-8-8,15=197/14-8-8,14=122/14-8-8 Max Horz1=208(load case 7) Max Upliftl=-91(load case 6),13=-36(load case 7),18=-5(load case 7),19=-32(load case 7),20=-48(load case 8), 21=-42(load case 8),22=-38(load case 8),23=-60(load case 8),17=-11(load case 9),16=-53(load case 9), 15=-29(load case 9),14=-135(load case 9) Max Gravl=142(load case 7),13=110(load case 3),18=160(load case 9),19=258(load case 2),20=255(load case 2), 21=257(load case 2),22=233(load case 2),23=324(load case 2),17=257(load case 3),16=255(load case 3), 15=264(load case 3),14=186(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-219/162,2-3=-170/154,3-4=-135/153.4-5=-99/151,5-6=-89/192,6-7=-92/225,7-8=-97/225,8-9=-95/192, 9-10=-93/124,10-11=-89/64,11-12=-70/25,12-13=-90/12 BOT CHORD 1-23=-31/79,22-23=-31/79,21-22=-31/79,20-21=-31179,19-20=-31/79,18-19=-31179,17-18=-31/79,16-17=-31/79, 15-16=-31/79,14-15=-31/79,13-14=-31/79 WEBS 7-18=-202/18,6-19=-231/45,5-20=-229/94,4-21=-228/81,3-22=-217/78,2-23=-265/98,8-17=-230/36,9-16=-229/94, NOTES 10-15=-234/80,11-14=-178/110 !! pF NSW �v R yO,p 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) �Q' P'ST Zj_ zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is 150 designed for C-C for members and forces,and for MWFRS for reactions specified. * ¢ N 2)Truss designed for wind loads in the plane of the truss only. r- �Q , X 3)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. - 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 2 x Z R~ 6)All plates are 2x4 M1120 unless otherwise indicated. tp 1 7)Gable requires continuous bottom chord bearing. C�� a.s7 8)Gable studs spaced at 1-4-0 oc. O 9)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 376-0 tall by 2-0-0 wide will q�fiES S`pNP fit between the bottom chord and any other members. Continued on page 2 September 13,2004 WARNING-Verify design parameters and READ NOTES ON THIS AND IIVCLVDEO MITER REFERENCE PAGE MQ-7473 BEFORE USE. ENGINEERING 65' Design valid for use only with MiTek connectors.This design based only upon parameters shown,and is for an individual building component. ��0 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not buss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Alfilinte fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/11`I7 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#B31461/TLot#16 Farmington PI E1912336 16FARM T03GE STUB GABLE 1 1 The Woodlands + Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Sat Sep 11 09:51:49 2004 Page 2 NOTES 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 91 lb uplift at joint 1,36 lb uplift at joint 13,5 lb uplift at joint 18,32 lb uplift at joint 19,481b uplift at joint 20,42 lb uplift at joint 21,38 lb uplift atjoint 22,60 lb uplift at joint 23,11 lb uplift at joint 17,53 lb uplift at joint 16,29 lb uplift at joint 15 and 135 lb uplift at joint 14. LOAD CASE(S) Standard WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII-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. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ��0 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 1s the responsibility of the building designer.For general guidance regarding A 101 Tek Ailifiate 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 Oty Ply T88 Assoc#831461/TLot#16 Farmington PI E1912337 16FARM T04 MONO 2 1 The Woodlands '• Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Sat Sep 11 09:51:49 2004 Page 1 -0i 10- 54-11 10-9-0 0-10-8 54-11 5-4-5 3x5 11 Scale=1:56.1 4 10.00 12 3x5 3 2 �1 o � 3x8= 6 5 2x4 11 3x5= 54-11 F 10-9-0 54-11 54-5 Plate Offsets(X,Y): [2:0-8-3,0-1-61 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.05 2-6 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.43 Vert(TL) -0.07 2-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IBC20001ANS195 (Matrix) Weight:52lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 5-11-3 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud *Except* WEBS 1 Row at micipt 4-5 4-5 2 X 4 SPF No.2 REACTIONS (lb/size) 5=719/Mechanical,2=866/0-5-8 Max Horz2=300(load case 8) Max Uplift5=-164(load case 8) Max Grav5=976(load case 2),2=1183(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/97,2-3=-1148/0,3-4=-355/212,4-5=-362/137 BOT CHORD 2-6=-200/667,5-6=-200/667 WEBS 3-6=0/240,3-5=-853/255 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)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. �� N E(/j/Y 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 �� P,STR,>k 0 fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. J F� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 164 lb uplift at joint 5. * Q k LOAD CASE(S)Standard sue© Na.67A AR�FESS104 September 13,2004 ® WARNING-Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIT 7473 BEFORE USE. M ErIGGt NEERI PiG 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 ��0 a for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Addfional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A tAi'(c1;Alliliat, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Informotion available from Truss Plate Institute,583 D'Onofrio Drive,Madison,col 53719. Edenton,NC 27932 Job Truss Truss Type Ity Ply T&B Assoc#B31461/TLot#16 Farmington PI E1912338 16FARM T04GE GABLE 1 1 The Woodlands • Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Sat Sep 11 09:51:50 2004 Page 1 -0-10-81-5-0 8-1-0 9-5-0 T 10-9-0 0-10-8 1-5-0 6-8-0 1-4-0 1-4-0 2x4 II Scale=1:59.3 2x4 II 10 2x4 11 s 2x4 I I 8 10.00 FIT 2x4 II 7 2x4 11 6 2x4 II 5 2x4 11 4 3 �12 yo 3x5= 18 17 16 15 14. 13 12 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 II i 10-9-0 10-9-0 Plate Offsets(X,Y): [2:0-3-1,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.15 Vert(LL) n/a - n/a 999 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.07 Vert(TL) -0.00 1 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(TL) 0.00 11 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:74lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 WEBS 1 Row at midpt 10-11 OTHERS 2 X 4 SPF Stud REACTIONS (lb/size) 11=76/10-9-0,2=226110-9-0.12=179/10-9-0,13=192/10-9-0.14=186/10-9-0.15=187/10-9-0.16=185110-9-0, 17=192/10-9-0,18=167/10-9-0 Max Horz2=300(load case 8) Max Upliftl 1=-20(load case 8),2=-12(load case 6),12=-35(load case 8),13=-44(load case 8),14=-41(load case 8), 15=-42(load case 8),16=-40(load case 8),17=47(load case 8),18=-33(load case 8) Max Grav11=103(load case 2),2=315(load case 2),12=241(load case 2),13=261(load case 2),14=253(load case 2), 15=254(load case 2),16=251(load case 2),17=261(load case 2),18=224(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/90,2-3=-476/67,3-4=-410/73,4-5=-344/71,5-6=-281/71,6-7=-218/71,7-8=-155/71,8-9=-90/67,9-10=-72/57, 10-11=-91/36 BOT CHORD 2-18=-1/1,17-18=-1/1,16-17=-1/1,15-16=-1/1,14-15=-1/1,13-14=-1/1,12-13=-1/1,11-12=-1/1 WEBS 9-12=-218/80,8-13=-233/88,7-14=-226/85,6-15=-227/85,5-16=-226/85,4-17=-229/89,3-18=-215/88 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 exposed;end vertical left exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for �! pF NEw Y members and farces,and for MWFRS for reactions specified. C� 2)Truss designed for wind loads in the plane of the truss only. STR (� 3)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 2Y�� 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. 'E Q (P 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 fit between the bottom chord and any other members. (P C? 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 20 lb uplift at joint 11,12 lb uplift at joint 2, lei �O,6710rL 35 lb uplift at joint 12,44 lb uplift at joint 13,41 lb uplift at joint 14,42 lb uplift atjoint 15,40 lb uplift at joint 16,47 lb uplift at joint 17ti and 33lb uplift at joint 18. R�FESS10 LOAD CASE(S) Standard September 13,2004 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MD-7473 BEFORE USE. ENGINEERING BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and'a for an individual building component. _ Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ��0 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsilUllity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Alflllate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII quality Criteria,DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 818 Soundside Rd Edenton,NC 27932 Rd Job Truss Truss Type city Ply T&B Assoc#B31461/TLot#16 Farmington PI E1912339 16FARM T05 MONO PITCH 6 1 The Woodlands • Job Reference o tional Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Sat Sep 11 09:51:51 2004 Page 1 -(-iop 5-6-0 12-0-8 0-10-8 5-6-0 6-6-8 44 Scale:3/16"=1' 6 10.00 12 3x5 3x5 G 5 4 3 �1 2 3x8 11 44 i 8 7 4x4 i 2x4 11 3x5= 5-6-0 12-0-8 i I 5-6-0 6-6-8 Plate Offsets(X,Y): [2:0-5-7 0-0-121,[6:0-1-11 0-2-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.89 Vert(LL) -0.04 7-8 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.08 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:66lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 6-0-0 cc 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 Stud 'Except' WEBS 1 Row at midpt 6-7,4-7 6-7 2 X 4 SPF No.2 SLIDER Left 2 X 6 SPF-S 1650F 1.5E 3-7-4 REACTIONS (Ib/size) 7=829/Mechanical,2=942/0-3-8 Max Horz2=324(load case 8) Max Uplift7=-197(load case 8) Max Grav7=1125(load case 2),2=1284(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/35,2-3=-1250/0,3-4=-750/0,4-5=-428/0,5-6=-118/268,6-7=-465/168 BOT CHORD 2-8=-245/770,7-8=-245/770 WEBS 4-8=0/262,4-7=-935/300 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Extedor(2) zone;cantilever left 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)Unbalanced snow loads have been considered for this design. �! OF NEIV 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. T 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. �Y Q 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)Refer to girder(s)for truss to truss connections. N 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 197 lb uplift at joint 7. r— LOAD CASE(S) Standard (P Na.67A AROFES S1 ONP� September 13,2004 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED mTEE REFERENCE PAGE AH-7473 BEFORE USE. M Epp INEERI NG SY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. _Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown C0 I 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 RE A kti'Tek Atfiliat: fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII quality Criteria,DSB-89 and BCSII Building Component 818 Soundslde Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,wl 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply T&B Assoc#B31461fTLot#16 Farmington PI E1912340 16FARM T05GE GABLE 1 1 The Woodlands Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Sat Sep 11 09:51:52 2004 Page 1 12-0-8 J-10 8 9-4-8 10-M4_11_� 0-10-8 94-8 14-0 1-42&4 II Scale=1:70.8 10.00 12 11 zxa II 2x4 II 10 5x6 x4 2 II e e, 2x4 7 2x0 4 II 6 5 4 3 �12 0 3x7 II 19 18 17 16 15 14 13 12 44 2x4 II 2x4 II 2x4 II 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 12-0-8 12-0-8 Plate Offsets(X,Y): [2:0-4-7 0-0-12j [7:0-3-0,0-3-0) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.17 Vert(LL) n/a - n/a 999 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.11 Vert(TL) -0.01 1 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:95lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 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 11-12.10-13,9-14 OTHERS 2 X 4 SPF Stud 'Except` 10-13 2 X 4 SPF No.2,9-14 2 X 4 SPF No.2 SLIDER Left 2 X 6 SPF-S 165OF 1.5E 1-9-7 REACTIONS (lb/size) 12=76112-0-8,2=287/12-0-8,13=178/12-0-8.14=193/12-0-8,15=188/12-0-8,16=186/12-0-8,17=191/12-0-8, 18=133/12-0-8,19=338112-0-8 Max Horz2=324(load case 8) Max Upliftl 2=-21(load rase 8),13=-34(load case 8),14=44(load case 8),15=-41(load case 8),16=42(load case 8), 17=-47(load case 8),19=-176(load case 8) Max Gravl2=103(load case 2),2=398(load case 2),13=241(load case 2),14=263(load case 2),15=256(load case 2), 16=252(load case 2),17=258(load case 2),18=182(load case 2),19=456(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/35,2-3=-547/17,3-4=-540/138,4-5=-370/42,5-6=-341/71,6-7=-277/66,7-8=-215/74,8-9=-153173,9-10=-88/67, 10-11=-72/57,11-12=-90/35 BOT CHORD 2-19=-2/3,18-19=-2/3,17-18=-2/3,16-17=-2/3,15-16=-1/1,14-15=-1/1,13-14=-1/1,12-13=-1/1 WEBS 10-13=-218/79,9-14=-235/87,8-15=-229/84,7-16=-227/85,6-17=-225/87,5-18=-181/31,4-19=-375/249 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) X y 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 �Q I P,STRZy Q 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. * Q 1 U7 k 4)Unbalanced snow loads have been considered for this design. r- 5)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 7)Gable requires continuous bottom chord bearing. Z s vree' 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 �0. fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 21 lb uplift at joint 12,34 lb uplift at joint 13 gOPES S10NP ,44 lb uplift at joint 14,41 lb uplift at joint 15,42 lb uplift at joint 16,47 lb uplift at joint 17 and 176 lb uplift at joint 19. LOAD CASE(S)Standard September 13,2004 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI17473 BEFORE USE. M Et•}I NEERI NG 8Y Design valid for use only vAth MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenfers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown RE�CO 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 BCS11 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27 Rd Job FT06 -- FEIASETTYRUSS s pe Qty Ply T&B Assoc#B31461rfLot#16 Farmington PI El912341 16FARM 5 1 The Woodlands Job Reference o tional Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Sat Sep 11 09:51:53 2004 Page 1 -9-10,8 5-10-0 11-9-8 17-2-8 23-2-0 29 0-0 29 10 8 0-10-8 5-10-0 5-11-8 5-5-0 5-11-8 5-10-0 0-10-8 Sx6= Scale=1:71.5 5x8= 10.00 rl2 5 6 4x6 4, 4x6 2x4�� 2x4�i 4 7 3 8 m 0 2 9 o' Ig 6x8= 14 15 13 16 12 11 17 18 6x8= 3x8= 4x6= 3x5= 11-9-8 17-2-8 29-M 11-9-8 5-5-0 11-9-8 Plate Offsets(X Y): [2:0-0-3 0-0-51 [5:0-3-12 0-3-01 [6:0-5-4 0-2-121 [9:0-0-3 0-0-51 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.43 Vert(LL) -0.17 9-11 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.48 Vert(TL) -0.31 9-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:173 lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 165OF 1.5E TOP CHORD Sheathed or 4-6-10 oc purlins,except BOT CHORD 2 X 6 SPF-S 1650F 1.5E 2-0-0 oc purlins(6-0-0 max.):5-6. WEBS 2 X 4 SPF No.2 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-13 2 X 4 SPF Stud,8-11 2 X 4 SPF Stud WEBS 1 Row at midpt 6-13 REACTIONS (lb/size) 2=2295/0-3-14(input: 0-3-8),9=2304/0-3-14(input: 0-3-8) Max Horz2=-265(load case 6) Max Uplift2=-108(load case 8),9=-108(load case 9) Max Grav2=2712(load case 2),9=2721(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/64,2-3=-3176/447,3-4=-2478/404,4-5=-2142/440,5-6=-1645/425,6-7=-2152/439,7-8=-2490/403,8-9=-3187/447, 9-10=0/64 BOT CHORD 2-14=-200/2212,14-15=-200/2212,13-15=-200/2212,13-16=-20/1659,12-16=-20/1659,11-12=-20/1659, 11-1 7=-1 89/2221,17-18=-189/2221,9-18=-189/2221 WEBS 3-13=-732/265,5-13=-86/709,6-13=-484/451,6-11=-86/780,8-11=-734/266 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. �! OF NEW ,y 3)Unbalanced snow loads have been considered for this design. C� t� 4)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. �Q P STl3zj, O 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)WARNING:Required bearing size atjoint(s)2,9 greater than input bearing size. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 108 lb uplift at joint 2 and 108 lb uplift at t. joint 9. Z 10)Design requires purlins at oc spacing indicated. LOAD CASE(S) Standard O�9'VO.67A6-P�� 0 SS10N September 13,2004 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE IM-7473 BEFORE USE. UI IIIEE RI NG BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and B for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ��0 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 Atfiliat=, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onofdo Drive,Madison,WI 53719. 818 Soundside Rd Edenton,NC 27932Rd Job Truss Truss Type city Ply T&B Assoc#631461ffLot#16 Farmington PI 16FARM T06GE GABLE BASE 1 1 The Woodlands E1912342 Job Reference o tional Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Sat Sep 11 09:51:55 2004 Page 1 13-2-0 15-10-0 18-6-0 -0-10,8 10-6-0 11-9-8, 14-6-0 17-2-8 29-0-0 29 10 8 0-10-8 10-6-0 1-3-� -8 1-4-0 1-4-0 1-4-8 1-3-8 10-6-0 0-10-8 Scale=1:67.4 6x6= 10.00 12 11 12 13 14 15 10 16 4x6 IX 9 17 4x6 8 18 6 7 19 20 c� 5 21 m 0 4 22 3 23 1 2 24 o I� cs 3x5= 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x5= 8x8= 29-0-0 29-0-0 Plate Offsets(X,Y): [11:0-3-0 0-2-81,(34:0-4-0 0-4-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.06 Vert(LL) n/a - n/a 999 M1120 1691123 TCDL 10.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 24 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.01 24 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:262lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins,except BOT CHORD 2 X 6 SPF-S 1650F 1.5E 2-0-0 oc purlins(6-0-0 max.):11-15. OTHERS 2 X 4 SPF Stud `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 13-35 2 X 4 SPF No.2,12-36 2 X 4 SPF No.2,11-37 2 X 4 SPF No.2 WEBS T-Brace: 2 X 4 SPF Stud-13-35,12-36,11-37,10-38, 10-38 2 X 4 SPF No.2,14-34 2 X 4 SPF No.2,15-33 2 X 4 SPF No.2 14-34,15-33,16-32 16-32 2 X 4 SPF No.2 Fasten T and I braces to narrow edge of web with 10d Common wire nails,gin o.c.,with 4in minimum end distance. Brace must cover 90%of web length. REACTIONS (lb/size) 2=319/29-0-0,24=319/29-0-0,35=188/29-0-0,36=180/29-0-0.37=161/29-0-0.38=181/29-0-0,39=183/29-0-0, 40=189/29-0-0,41=187/29-0-0,42=189/29-0-0,43=153/29-0-0,44=299/29-0-0,34=180/29-0-0.33=161/29-0-0, 32=181/29-0-0,31=183/29-0-0,30=189/29-0-0,29=187/29-0-0,28=189/29-0-0,27=153/29-0-0,26=299/29-0-0 Max Horz2=-265(load case 6) Max Uplift2=-108(load case 6),24=-36(load case 7),35=-22(load case 7),36=-15(load case 7),37=-7(load case 7), 38=-23(load case 7),39=-43(load case 8),40=-45(load case 8),41=-42(load case 8),42=-40(load case 8), 43=-37(load case 8),44=-84(load case 8),34=-11(load case 7),32=-8(load case 9),31=-44(load case 9), 30=45(load case 9),29=-42(load case 9),28=40(load case 9),27=-37(load case 9),26=-80(load Case 9) Max Grav2=430(load case 2),24=430(load case 3),35=261(load case 2),36=249(load case 2),37=224(load case 2), 38=248(load case 2),39=247(load case 2),40=256(load case 2),41=253(load case 2),42=256(load case 2), 43=210(load case 2),44=404(load case 2),34=249(load case 3),33=224(load case 3),32=248(load case 3), 31=247(load case 3),30=256(load case 3),29=253(load case 3),28=256(load case 3),27=210(load case 3), 26=404(load case 3) , FORCES (lb)-Maximum Compression/Maximum Tension OF NEFIr'V TOP CHORD 1-2=0/62,2-3=-262/181,34=-186/162,4-5=-152/160,5-6=-139/159,6-7=-140/149,7-8=-126/157,8-9=-142/190, �Q� P,STRZY O 9-10=-138/251,10-11=-135/280,11-12=-54/257,12-13=-51/256,13-14=-51/256,14-15=-54/257,15-16=-135/280, 16-17=-138/251,17-18=-142/190,18-19=-126/129,19-20=-140/120,20-21=-139/69,21-22=-141/63,22-23=-156/63, 23-24=-228/77,24-25=0/62 * Q 1 (P BOT CHORD 2-44=-43/187,43-44=-43/187,42-43=-43/187,41-42=-43/187,40-41=-43/187,39-40=-43/187,3 8-3 9=-4 311 87, r- 37-38=-43/187,36-37=-43/187,35-36=-43/187,34-35=-43/187,33-34=-43/187,32-33=43/187,31-32=-43/187, _ 30-31=-43/187,29-30=-43/187,28-29=43/187,27-28=-43/187,26-27=-43/187,24-26=43/187 WEBS 13-35=-235/41,12-36=-223/28,11-37=-197/20,10-38=-221/36,9-39=-221/82,8-40=-229/84,6-41=-228/80,5-42=-224/7 2 a x cM 1 4-43=-203/72,3-44=-332/132,14-34=-223/25,15-33=-197/0,16-32=-221/30,17-31=-221/82,18-30=-229/84, 20-29=-228/80,21-28=-224/77,22-27=-203/72,23-26=-332/132 �� NQ.67ADS V ROF�SS1°NA Continued on page 2 September 13,2004 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE M11=7473 BEFORE USE. M ENGI NEERI FIG BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an indvidual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown RE�CO a 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 B the responsibility of the building designer.For general guidance regarding A fall Tek Atfifiato fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI7 Quality Criteria,DSB-89 and BCS11 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type Oty Ply T&B Assoc#B31461/TLot#16 Farmington PI 16FARM TO6GE GABLE BASE 1 1 The Woodlands E191234 Job Reference option Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Sat Sep 11 09:51:55 2004 Page 2 I NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2)zone;cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)Truss designed for wind loads in the plane of the truss only. 3)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)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. 8)All plates are 2x4 M1120 unless otherwise indicated. 9)Gable requires continuous bottom chord bearing. 10)Gable studs spaced at 1-4-0 oc. 11)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12)Provide mechanical connection(by others)of truss to bearing plate capable ofwithstanding 108 lb uplift at joint 2,36 lb uplift at joint 24,22 lb uplift at joint 35,15lb uplift atjoint 36.7lb uplift at joint 37,23 lb uplift at joint 38,43lb uplift at joint 39,45Ib uplift at joint 40,42 lb uplift at joint 41,40 lb uplift atjoint 42,37 lb uplift at joint 43,84 lb uplift at joint 44,11 lb uplift at joint 34,8 lb uplift at joint 32,44lb uplift at joint 31,45Ib uplift at joint 30,42 lb uplift atjoint 29,40 Ib uplift atjoint 28,37 lb uplift at joint 27 and 80 lb uplift at joint 26. 13)Design requires purlins at oc spacing indicated. LOAD CASE(S)Standard ® WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1111II-7473 BEFORE USE. M ENGINEERI NG BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown i RE�� 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 h9iTeR A1f131ato fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofdo Drive,Madison,wl 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply T&B Assoc#B31461 rLot#16 Farmington PI El912343 16FARM T07 BASE TRUSS 5 1 The Woodlands Job Reference(an". o tional Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Sat Sep 11 09:51:56 2004 Page 1 1-1018 5-10-0 11-9-8 18-9-0 25-8-8 31 8 0 37 6 0 38-4 8 0-10-8 5-10-0 5-11-8 6-11-8 6-11-8 5-11-8 5-10-0 0-10-8 6x6= Scale=1:73.3 4x4= 6x6= 10.00 FIT 5 6 7 4x8/i 4x8 2x4�� 2x4 4 8 3 9 M m 0 2 10 1 0 0 8x8= 14 15 13 16 17 12 18 19 8x8= 8x8= 8x8= 11-9-8 25-8-8 37-6-0 11-9-8 13-11-0 11-9-8 Plate Offsets(X,Y): [2:0-0-3 0-1-91 [5:0-3-12,0-3-81 [7:0-3-12 0-3-8] [10:0-0-3 0-1-91 [12:0-3-12 0-5-41 [13:0-3-12 0-5-41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.48 Vert(LL) -0.42 12-13 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.75 Vert(TL) -0.58 12-13 >774 240 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.09 10 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:221lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 1650F 1.5E TOP CHORD Sheathed or 3-9-15 oc purlins,except BOT CHORD 2 X 6 SPF 240OF 2.0E 'Except' 2-0-0 oc purlins(5-0-3 max.):5-7. 12-13 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 No.2 'Except' WEBS 2 Rows at 1/3 pis 6-13,6-12 3-13 2 X 4 SPF Stud,9-12 2 X 4 SPF Stud WEDGE Left:2 X 6 SYP No.2,Right:2 X 6 SYP No.2 REACTIONS (lb/size) 2=2990/0-4-0(input: 0-3-8),10=3002/0-5-8 Max Horz2=-265(load case 6) Max Uplift2=-114(load case 8),10=-117(load case 9) Max Grav2=3701(load case 2),10=3713(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/64,2-3=4737/589,3-4=-3999/548,4-5=-3396/584,5-6=-2841/541,6-7=-2826/539,7-8=-3375/582,8-9=-3978/546, 9-1 0=-4703/585,10-11=0164 BOT CHORD 2-14=-296/3293,14-15=-296/3293,13-15=-296/3293,13-16=-188/3045,16-17=-188/3045,12-17=-188/3045, 12-18=-289/3247,18-19=-289/3247,10-19=-289/3247 WEBS 3-13=-606/255,5-13=-135/1344,6-13=-1066/222,6-12=-1083/221,7-12=-134/1341,9-12=-565/249 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) ��F NEl�y Y zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is. designed for C-C for members and forces,and for MWFRS for reactions specified. STFt 0 2)TCLL:ASCE 7.98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. �\�P �Y�� 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. 't 7 1 A tP 5)Provide adequate drainage to prevent water ponding. I— ,S' x 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)WARNING:Required bearing size atjoint(s)2 greater than input bearing size. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 114 lb uplift atjoint 2 and 117 Ib uplift at No,B7�02 CGC joint 10. �. 10)Design requires purlins at oc spacing indicated. gOfiFSS10�P LOAD CASE(S) Standard September 13,2004 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 BEFORE USE. M Et'Y'I 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 poromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown NCO is for lateral support of individual web members only.Additional temporary bracing to insure stabilily 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 fill Tel;Attiliat•i fabric ation,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify 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 27 Rd Job Truss Truss Type Qty Ply T&B Assoc#831461/TLot#16 Farmington PI E1912344 16FARM T07AT ATTIC BASE 3 1 The Woodlands '' Job Reference o tional Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Sat Sep 11 09:51:57 2004 Page 1 -q-108 6-8-0 13-0.12 19-6-0 25-8-8 31-4-12 37-6 0 0.10-8 6-8-0 6-4-12 6-5-8 6-2-4 5-8-4 6-1-4 6x6= Scale=1:83.2 2x4 II 4x6= 8x8= 10.00 F12 4 5 6 7 8x8 i 16 2 4x6= 3x6= x4 3 8 m 0 9 a1 2 i o o I o Io Bx8= 14 13 4x12 12 11 10 8x8= = 2x4 11 6x16= 6x8=4x10= 4x4= 4x6= 6-8-0 13-0-12 19-64 28-M 37-6-0 6-8-0 6-4-12 6-5-8 8-5-12 9-6-0 Plate Offsets(X Y): [2:0-0-3,0-1-91,[3:0-4-0 0-4-81 [4:0-3-12 0-3-0] [7:0-6-0 0-3-121 [9:0-0-3 0-1-91 [11'0-3-0 0-2-01 [12.04-0 Edge] [13.0-2-0 0-3-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.87 Vert(LL) -0.47 10-11 >957 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.90 Vert(TL) -0.57 10-11 >782 240 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:266lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 165OF 1.5E TOP CHORD Sheathed or 3-7-2 oc purlins,except BOT CHORD 2 X 6 SPF 240OF 2.0E *Except* 2-0-0 oc purlins(3-5-8 max.):4-7. 11-13 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 SPF Stud *Except* 6-5-2 oc bracing:11-13. 5-13 2 X 6 SPF-S 165OF 1.5E,6-11 2 X 6 SPF-S 1650F 1.5E WEBS 1 Row at midpt 13-15,11-16,3-13 7-11 2 X 4 SPF No.2,7-10 2 X 4 SPF No.2,4-13 2 X 4 SPF No.2 JOINTS 1 Brace at Jt(s):15,16 WEDGE Left:2 X 6 SYP No.2,Right:2 X 6 SYP No.2 REACTIONS (lb/size) 9=2902/Mechanical,2=311410-4-2(input: 0-3-8) Max Horz2=273(load case 7) Max Uplift9=-30(load case 6),2=-50(load case 8) Max Grav9=3559(load case 3),2=3823(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/64,2-3=-4966/469,3-4=-4132/510,4-5=-3229/494,5-6=-3047/454,6-7=-3257/502,7-8=-4275/587,8-9=-4862/513 BOT CHORD 2-14=-214/3418,1 3-1 4=-2 1 4134 2 2,12-13=-102/3235,11-12=-105/3229,10-11=-82/2862,9-10=-259/3358 WEBS 1 3-1 5=-1 6111301,5-15=-1371/289,11-16=-1037/199,6-16=-1004/218,3-14=-204/213,7-11=-134/1532,7-1 0=-1 55/853, 8-10=-556/261,15-16=-75/468,6-15=-1002/153,4-13=-23312594,3-13=-6161251 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 Extedor(2) � Q� NIF y zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. �� P STR,> 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)Provide adequate drainage to prevent water ponding. r— 5 x 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)Ceiling dead load(5.0 psf)on member(s).15-16 +i 8)Bottom chord live load(40.0 psf)and additional bottom chord dead load(10.0 psf)applied only to room.11-13 2 4ihey 9)WARNING:Required bearing size atjoint(s)2 greater than input bearing size. S� 10)Refer to girder(s)for truss to truss connections. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 30 lb uplift at joint 9 and 50 lb uplift at joint L 2. ROfiEss►oNQ 12)Design requires purlins at oc spacing indicated. LOAD CASE(S)Standard September 13,2004 ® WARNING-Verify design parameters and READ NOTES ON TMS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. M ENGMEERI NG BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shove N� 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 regordng A MiTek Affiliatefabrication,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,VA 53719. Edenton,ds 27 Rd ;16FARM� ]T07�GE � ]STRU pe Qty Ply TB B Assoc#B31461/TLot#16 Farmington PI E1912345 T GABLE 1 1 The Woodlands Job Reference o tional Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Sat Sep 11 09:61:58 2004 Page 1 21-5-0 24-1-0 26-9-0 -q-10.8 5-10-0 11-9-8 18-9-0 20-1-0 22-9-0 25-&8 28-1-0 31 8 0 37-6-0 38-4 8 0-10-8 5-10-0 6-11-8 6x6 6-11-8 1-4-0 1-4-0 1-4-0 1-0-0 1-7-8 1-0-81-4-0 3-7-0 5-10-0 0-1 0-8 Scale=1:73.3 = 44= 6x6= 10.00 12 5 6 7 4x8 8x8 4 8 3 9 m T 0 �12 10 � 0 0 8x8= 39 40 13 41 42 12 43 44 8x8 8x8= 8x8= 11-9-8 25-8-8 37-6-0 11-9-8 13-11-0 11-9-8 Plate Offsets(X,Y): [2:0-0-3 0-1-91,[5:0-3-12,0-3-81,[7:0-3-12 0-3-81 [8:0-4-0 0-4-81 [10:0-0=3 0-1-91 [12:0-4-0 0-5-41 [13'0-3-12 0-5-41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.48 Vert(LL) -0.42 12-13 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.75 Vert(TL) -0.58 12-13 >774 240 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.09 10 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:285lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 165OF 1.5E TOP CHORD Sheathed or 3-9-15 oc purlins,except BOT CHORD 2 X 6 SPF 240OF 2.0E 'Except' 2-0-0 oc purlins(5-0-3 max.):5-7. 12-13 2 X 6 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 'Except* WEBS 2 Rows at 1/3 pts 6-13,6-12 3-13 2 X 4 SPF Stud,9-12 2 X 4 SPF Stud OTHERS 2 X 4 SPF Stud WEDGE Left:2 X 6 SYP No.2,Right:2 X 6 SYP No.2 REACTIONS (lb/size) 2=2990/04-0(input: 0-3-8),10=3002/0-5-8 Max Horz2=-265(load case 6) Max Uplift2=-114(load case 8),10=-117(load case 9) Max Grav2=3701(load case 2),10=3713(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/64,2-3=-4737/589,3-4=-3999/548,4-5=-3396/584,5-6=-2841/541,6-7=-2826/539,7-8=-3375/582,8-9=-3978/546, 9-10=-4703/585,10-11=0/64 BOT CHORD 2-39=-296/3293,39-40=-296/3293,13-40=-296/3293,13-41=-1 88/3045,4142=-188/3045.1242=-188/3045, 1243=-289/3247,43-44=-289/3247,10-44=-289/3247 WEBS 3-13=-606/255,5-13=-135/1344,6-13=-1066/222,6-12=-1083/221,7-12=-134/1341,9-12=-565/249 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) �� NE�/j/Y zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is �Q STRZY Q 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. (D * Q 4)Unbalanced snow loads have been considered for this design, r— � 5)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)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. y '* c� 8)All plates are 2x4 MII20 unless otherwise indicated. 9)Gable studs spaced at 1-4-0 oc. Nq,g7102 l�= 10)'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 fit between the bottom chord and any other members. R�fiES Sl 0NP 11)WARNING:Required bearing size atjoint(s)2 greater than input bearing size. Continued on page 2 September 13,2004 WARNING-Verify design parameters and READ NOTES ON TFNS AND INCLUDED 1117TEK REFERENCE PAGE MR--7473 BEFORE USE. F GINEE RING 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 for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the IN erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Alflliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 818 Soundside Rd Edenton,NC 27932Rd r16FARM Truss Truss Type Qty Ply T&B Assoc#B314611TLot#16 Farmington PI E1912345 T07GE STRUCT GABLE 1 1 The Woodlands Job Reference o tional Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Sat Sep 11 09:51:58 2004 Page 2 NOTES 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 114 lb uplift atjoint 2 and 117 Ib uplift atjoint 10. 13)Design requires purlins at oc spacing indicated. LOAD CASE(S) Standard ® WARNING-Verify design parameters and READ NOTES ON TNIS AND INCLUDED MTTEE REFERENCE PAGE MIF7473 BEFORE USE. MEt.4 I NEERI RG BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 3 ��0 is for lateral suppod of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the i erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Altiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 J Job Truss Truss Type Oty Ply T&B Assoc#B31461/TLot#16 Farmington PI E1912346 16FARM T08 MONO 4 1 The Woodlands Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Sat Sep 11 09:51:59 2004 Page 1 B-9-0 17-8-0 1719-0 8-9-0 8-11-0 0-1-0 4x5/i Scale:1/8"=l' 5 10.00 12 q X 0 4x8 11 9 8 7 10 6 3x5= 3x8= 2x4 11 8-9-0 I 17-8-0 147 -0 8-9-0 B-11-0 0-1-0 Plate Offsets(X,Y): [1:Edge 0-0-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.89 Vert(LL) -0.28 1-8 >730 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.86 Vert(TL) -0.39 1-8 >527 '240 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:110lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 1650F 1.5E TOP CHORD Sheathed or 4-10-10 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 6 SPF-S 165OF 1.5E `Except` WEBS 2 Rows at 1/3 pts 4-6,2-6 2-8 2 X 4 SPF Stud,2-6 2 X 4 SPF No.2 WEDGE Left:2 X 4 SPF Stud REACTIONS (lb/size) 6=1421/Mechanical,1=1389/Mechanical Max Horz 1=462(load case 8) Max Uplift6=-305(load case 8) Max Grav6=1869(load rase 2),1=1821(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-2033/0,2-3=-600/0,3-4=-173/346,4-5=-34/0,4-6=-643/239 BOT CHORD 1-9=-318/1302,8-9=-318/1302,7-8=-318/1302,7-10=-318/1302,6-10=-318/1302 WEBS 2-8=0/508,2-6=-1684/417 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) 0-1-12 to 17-9-0 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. �F NE[N 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. �P P STR,ZY 0 5)`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 fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. N * Q 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 305 lb uplift at joint 6. r— 7- � LOAD CASE(S) Standard Na.671�2 ��C? AR�fiES S1 ONP� September 13,2004 WARNING-Verify design parameters and BEAD NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE AM-7473 BEFORE USE. M ENGIIIEE RING BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. RE Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ist �C0 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 rAT A Alf linto fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII quality Criteria,DSB-89 and BCSII Building Component Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 818 Soundside Edenton,NCde Rd c Job Truss Truss Type Oty Ply T&B Assoc#B31461/TLot#16 Farmington PI E1912347 16FARM TP801 CAP 23 1 The Woodlands J Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Sat Sep 11 09:51:59 2004 Page 1 2-8-8 5-5-0' 2-8-8 2-8-8 . 3x5= Scale=1:15.2 3 10.00 12 4 2 5 0 1 0 I 2x4= 2x4= 0-7-11 4-9-5 5-5-0 0-7-11 4-1-10 0-7-11 Plate Offsets(X Y): (3:0-2-8,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.15 Vert(LL) n/a - n/a 999 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) 0.01 1 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 2.0 Code IBC2000/ANSI95 (Matrix) Weight:13lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-5-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=305/0-3-8,4=30510-3-8 Max Horz2=-46(load case 5) Max Uplift2=-47(load case 7),4=-47(load case 8) Max Grav2=364(load case 2),4=364(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43,2-3=-243/54,3-4=-243/54,4-5=0/43 BOT CHORD 2-4=-811 1 3 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=1.2psf;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)The bottom chord dead load shown is sufficient only to cover the truss weight itself and does not allow for any additional load to be added to the bottom chord. 6)4Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 47 lb uplift at joint 2 and 47 lb uplift atjoint ��Off NEW Y 7)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS �Q P STR,>y O LOAD CASE(S)Standard CO �. 4 Z V tr4 0.6 7,p`L v ROF Ss10 September 13,2004 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE X f--7473 BEFORE USE. �Et•Y.�I PdEE RI 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 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 6 the responsibility of the building designer.For general guidance regarding A MiTek Affillate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,wl 53719. 818 Soundside Rd Edenton,NC 27932 Rd Job Truss Truss Type Qty Ply T8B Assoc#B31461/TLot#16 Farmington PI E1912346 16FARM TPB02 ]CAP 8 1 The Woodlands Job Reference optional) Stock Building Supply,Schenectady,NY 12306 �5.200 s Jan 16 2004 MiTek Industries,Inc. Sat Sep 11 09:52:00 2004 Page 1 6-11-8 13-11-0 6-11-8 6-11-8 4x6= Scale=1:34.7 3 10.00 12 12 45 c o � o IvoT,i o ,o 5x8 6 5x8 Zz 2x4 II p> 6-11-8 13-3-5 13-11-0 0-7-11 6-3-13 6-3-13 0-7-11 Plate Offsets(X,Y): [2:0-1-3,Edge] [4:0-1-3 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 0.82 Vert(LL) -0.16 2-6 >938 360 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.90 Vert(TL) -0.18 2-6 >839 240 BCLL 0.0 Rep Stresslncr YES WB 0.05 Horz(TL) 0.01 4 n/a n/a BCDL 2.0 Code IBC20001ANS195 (Matrix) Weight:41lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-11-15 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 2=832/0-3-8,4=832/0-3-8 Max Horz2=-138(load case 5) Max Uplift2=-101(load rase 7),4=-101(load case 8) Max Grav2=939(load case 2),4=939(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43,2-3=-938/219,3-4=-938/219,4-5=0/43 BOT CHORD 2-6=-37/546,4-6=-37/546 WEBS 3-6=-36/125 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=1.2psf;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)The bottom chord dead load shown is sufficient only to cover the truss weight itself and does not allow for any additional load to be OF N EtN Y added to the bottom chord. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 101 lb uplift at joint 2 and 101 lb uplift at Q \�P,STRZj- 0 joint 4. 7)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS LOAD CASE(S) Standard N e ;�"6 Na.67A ti A9�fiES S 10 - September 13,2004 ® WARNING-Ver&design parameters and READ NOTES GN THIS AND INCLUDED mrrEK REFERENCE PAGE MU-7473 BEFORE USE. EMG1idEERi HG 8Y Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown t �� 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 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 818 Soundside Rd Edenton,NC 27Rd - I" s Job Truss 7GABLE Qty Ply]J�ab 7Assoc4B3l461fTI_ot#16 Farmington PI El912349 TPB02GE 1 dse o tional Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Sat Sep 11 09:52:01 2004 Page 1 2-11-8 4-3-8 5-7-8 6-11-8 8-3-8 9-7-8 10-11-8 13-11-0 2-11-8 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 2-11-8 46= Scale=1:34.7 3 2x4 I 2x4 11 2x4 I I 10.00 12 2x4 11 2x4 II 2x4 II 12 4 5 m Li I o .1 o Io I•= 2x4 II 2x4 II 2x4 11 6 2x4 II 2x4 11 2x4 II 5x8% Sx8 2x4 11 P 7-11, 6-11-8 13-3-5 13-11-0 0-7-11 6-3-13 6-3-13 0-7-11 Plate Offsets(X Y): [2:0-1-3 Edge) [4:0-1-3,Edge) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.82 Vert(LL) -0.16 2-6 >938 360 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.90 Vert(TL) -0.18 2-6 >839 240 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.01 4 n/a n/a BCDL 2.0 Code IBC2000/ANSI95 (Matrix) Weight:61lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-11-15 cc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud OTHERS 2 X 4 SPF Stud REACTIONS (Ib/size) 2=832/0-3-8,4=832/0-3-8 Max Horz2=-138(load case 5) Max Uplift2=-101(load case 7),4=-101(load case 8) Max Grav2=939(load case 2),4=939(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43,2-3=-938/219,3-4=-938/219,4-5=0/43 BOT CHORD 2-6=-37/546,4-6=-37/546 WEBS 3-6=36/125 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=1.2psf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)Truss designed for wind loads in the plane of the truss only. 3)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 4)Unbalanced snow loads have been considered for this design. OF NEW 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)The bottom chord dead load shown is sufficient only to cover the truss weight itself and does not allow for any additional load to be STR 0c� added to the bottom chord. P' �Y�� 7)Gable studs spaced at 14-0 oc. Ly 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 101 lb uplift at joint 2 and 101 lb uplift at * Q ) N joint 4. 9)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS LOAD CASE(S) Standard llc F0 stioNP� September 13,2004 ® WARNING-Verify design parameters and READ NOTES ON THIS AND B9CLUDED MTTERREFERENCE PAGE MD--7473 BEFORE USE. IIIIIIIIIIIIIIIIIIIIIIIII[ENGITdEERING BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. RE��O Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not puss 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 Mi'rck Altiliatc• fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP]I 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 JULY 30, 2004 LATERAL WEB BRACING RECOMMENDATIONS ED-WEBEBRACE This information is provided by Trenco a MiTek Ind.Inc.affiliate,Edenton,North Carolina The information presented on this page is provided as a recommendation to the Building Designer to assist him/her in the design of the permament roof bracing required by the lateral truss bracing.It is the Building Designer's,as defined by ANSI/TPI 1,responsibility to design the permanent roof system bracing.The X-Bracing method shown is just one method that could be used.Trenco expressly disclaims any responsibiltiy for any damages arising from the use,application,or reliance on the recommendations and information contained herein.The engineers seal,if applied,attests to the maximum truss web force permitted using this lateral and X-Brace method. MAXIMUM WEB FORCE (Ibs.) Truss Spacing 24"O.C. 48"O.C. 72"O.C. Bracing Material 1x4 2x3 2x4 2,s 3,5 a 2x6 s 1x4 2.6 2x3 3.5 2x4 a 2x6 s 2x4 a 2x6 5 X-Brace Bay Size 10'-0" 3680 4600 4600 6900 ---- ---- ---- ---_ 12'-0" 3154 3942 3942 5914 1344 3942 3942 5914 3942 5914 14'-0" 2760 3450 3450 5175 ---- ---- ---- ---- ---- ---- 16'-0" 2453 3066 3066 4600 1344 3066 3066 4600 ---- ---- 18'-0" 2208 2760 2760 4140 ---- ---- ---- ---- 2760 4140 20'-0" 2007 2509 2509 3763 1344 2509 2509 1 3763 ---- -- - 1. Refer to specific truss design drawing for web member force 4.2x4#3,STD,CONST(SYP,SPF,DF,HF),Lateral Brace and bracing erquirments. 5.2x6#3 or Better(SYP,SPF,DF,HF),Lateral Brace 2.1x4 IND 45(SYP)or#2(SPF,DF,HF)Lateral Brace 6.Building Designer shall approve the use of 1x4 and or 3.2x3#3,STD,CONST(SYP,SPF,DF,HF),Lateral Brace 2x3 as Lateral Bracing Material. 7.Bay spacing shall be measured in between the ends of a pair of)Cs. General Notes and Specifications: -Connect lateral brace to each truss web with(2)0.162"x 3.5"nails(3 nails for 2x6 Lateral Brace) -This info is based on the Lateral Brace carrying 2%of the truss web force. -Lateral brace shall be continuous and shall overlap atleast one truss space for continuity. -X-Bracing is required to transfer the cumulative lateral brace force into the roof and or ceiling diaphragm. The diaphragms are to be designed by a qualified Professional. -X-Bracing and blocking material shall be designed by the Building Designer. -X-Bracing and blocking connections shall be designed by the Building Designer. -For truss spacing of 24"o.c.Building Designer can select the"Stabilizer"from MiTek Ind.,Inc. as a Bracing Material alternative.See"Stabilizer"truss bracing installation guide and product specification. -Reduce Bay Size by 1/2 when truss web requires two lateral braces. X-BRACING MATERIAL (ONE LEG OF X SHOWN DASHED FOR CLARITY.) LATERAL BRACING MATERIAL (INSTALLED ON EITHER EDGE OF WEB) TRUSS WEB MEMBERS X. HORIZONTAL BLOCKING X-BRACING DETAIL I N.T.S. ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL7473 BEFORE USE. M ENGINEERI NG BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and Is for an individual building component. Applicability of design 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 1s the responsibility of the building designer.For general guidance regarding A MiTek Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. b 4 8 dimensions shown in ft-in-sixteenths 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. 2. Never exceed the design loading shown and never 0-1h6" 1 2 3 stack materials on inadequately braced trusses. TOP CHORDS c,-2 c2-3 3. Provide copies of this truss design to the building designer,erection supervisor,property owner and o WEBS AC3 all other interested parties. p 4. Cut members to bear tightly against each other. For 4 x 2 orientation,locate O plates Vim"from outside I U5. Place plates on each face of truss at each edge of truss. c7-e c6-7 t 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 protected from required direction of slots in the environment in accord with ANSI/TPI1. connector plates. *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 camber for dead load deflection. dimension is the length parallel to slots. 10.Plate type,size,orientation and location dimensions LATERAL BRACING CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. 11.Lumber used shall be of the species and size,and Indicated by symbol shown and/or BOCA 96-31,95-43,96-20-1,96-67,84-32 in all respects,equal to or better than that by text in the bracing section of the specified. output. Use T,I or Eliminator bracing ICBO 4922,5243,5363,3907 if indicated. 12.Top chords must be sheathed or purlins provided at BEARING SBCCI 9667,9730,96046,9511,9432A 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 number where bearings occur. 15.Do not cut or alter truss member or plate without prior ME I approval of a professional engineer. Industry Standards: ® ® 16.Install and load vertically unless indicated otherwise. ANSI/TPI1: National Design Specification for Metal MiTek Plate Connected Wood Truss Construction. TFNr Ne:e RING BY DSB-89: Design Standard for Bracing.S ��0 BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Nmnek AffiliateInstalling&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 ©2004 MITekO F - r P ber V REScheck Compliance Certificate Checked By ate New York State Energy Conservation Construction Co,/ REScheckSoftware Version 3.5 Release le Data filename:Untitled.rck PROJECT TITLE:TB21 LDGN-"THE WOODLANDS" COUNTY:Warren RECEIVED \ STATE:New York HDD:7635 AUG 10 2004 CONSTRUCTION TYPE:Detached 1 or 2 Family HEATING TYPE:Non-Electric 'TOWN BUILDING AND CODEY DATE:07/29/04 DATE OF PLANS:7/2004 PROJECT DESCRIPTION: LOT#16 FARMINGTON PLACE FARMINGTON GROVE TOWN OF QUEENSBURY WARREN COUNTY T&B ASSOCIATES ��Orr NEW YO �,`P,�+.�,S J. DESIGNER/CONTRACTOR: vts Fy DANFORTH H.CHRISS #27 ELECTRIC AVE. tail EAST GREENBUSH,NY 12061 C? COMPLIANCE:Passes AOFESS�ONP Maximum UA=598 Your Home UA=432 27.8%Better Than Code(UA) Gross Glazing Area or Cavity Cont. or Door Perimeter R-Value R-Value U-Factor UA Ceiling 1:Flat Ceiling or Scissor Truss 10 30.0 0.0 0 Ceiling 2:Flat Ceiling or Scissor Truss 377 30.0 0.0 13 Ceiling 3:Flat Ceiling or Scissor.Truss 166 30.0 0.0 6 Ceiling 4:Flat Ceiling or Scissor Truss 65 30.0 .0.0 2 Ceiling 5:Flat Ceiling or Scissor Truss 16 30.0 0.0 1 Ceiling 6:Flat Ceiling or Scissor Truss 1001 30.0 0.0 35 Ceiling 7:Cathedral Ceiling(no attic) 204 30.0 0.0 7 Wall 1:Wood Frame, 16"o.c. 1759 19.0 0.0 91 Window 1:Vinyl Frame:Double Pane with Low-E 138 0.340 47 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. 1283 19.0 0.0 70. A Window 2:Vinyl Frame:Double Pane with Low-E 95 0.340 32 Window 3:Vinyl Frame:Double Pane with Low-E 18 0.350 6 Basement Wall 1:Solid Concrete or Masonry 1446 11.0 0.0 94 Wall height:7.6' Depth below grade:6.6' Insulation depth:7.6' ' Floor 1:All-Wood Joist/Truss:Over Outside Air 10 19.0 0.0 0 Floor 2:All-Wood-Joist/Truss:Over Unconditioned Space 12 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. 47 Builder/Designer ) Date 17" Co.��P�E,S v �p O 13 OAS 10NP� r °`REScheck Inspection Checklist r.,. New York State Energy Conservation Construction-Code / REScheckSoftware Version 3.5 Release le DATE:07/29/04 PROJECT TITLE:TB21 LDGN-"THE WOODLANDS" Bldg. Dept. Use Ceilings: [ ] 1. Ceiling 1:Flat Ceiling or Scissor Truss,R-30.0 cavity insulation Comments: 1ST FLR.FIREPLACE CEILING W/10"F.G. [ ] 2. Ceiling 2:Flat Ceiling or Scissor Truss,R-30.0 cavity insulation Comments: 1ST FLR.MUD/KITCHEN/BREAKFAST CEILINGS W/10"F.G. [ ] 3. Ceiling 3:Flat Ceiling or Scissor Truss,R-30.0 cavity insulation Comments: 1 ST FLR.MASTER BEDROOM/BATH CEILINGS W/10"F.G. [ ] 4. Ceiling.4:Flat Ceiling or Scissor Truss,R-30.0 cavity insulation Comments: 1ST FLR.MASTER BEDROOM WALK IN CLOSET CEILING W/10"F.G. [ ] 5. Ceiling 5:Flat Ceiling or Scissor Truss,R-30.0 cavity insulation Comments: 1ST FLR.DINING ROOM/l/2 BATH CEILINGS W/10"F.G. [ ] 6. Ceiling 6:Flat Ceiling or Scissor Truss,R-30.0 cavity insulation Comments:2ND FLR.MAIN CEILING W/10"F.G. [ ] 7. Ceiling 7: Cathedral Ceiling(no attic),R-30.0 cavity insulation Comments:2ND FLR. SLOPED CEILING OVER GREAT ROOM W/10"F.G. Above-Grade Walls: [ ] 1. Wall 1:Wood Frame, 16" o.c.,R-19.0 cavity insulation Comments: 1ST FLR. 8 FT.WALLS W/FLR.RIM&W/6"F.G. [ ] 2. Wall 2:Wood Frame, 16"o.c.,,R-19.0 cavity insulation Comments:2ND FLR. 8 FT.WALLS W/FLR.RIM&W/6"F.G. Basement Walls: [ ] 1. Basement Wall 1: Solid Concrete or Masonry,7.6'ht/6.6'bg/7.6'insul, R-11.0 cavity insulation Comments:BASEMENT 8"POURED 8 FT.FOUNDATION WALLS W/3"F.G. Windows: [ ] 1. Window 1:Vinyl Frame:Double Pane with Low-E,U-factor: 0.340 , For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? [ ]Yes[ ]No Comments: 1ST FLR.SIMONTON PROFINISH VINYL DH 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 DH 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 LOW E/ARGON WINDOW Doors: . [ ] 1. Door 1: Solid,U-factor:0.160 Comments: 1ST FLR.THERMA TRU 2868 INSUL.FIREDOOR [ ] f 2. Door 2: Solid,U-factor: 0.320 Comments: 1ST FLR.THERMA TRU INSUL.LOW E FRONT DOOR W/SIDELIGHTS J 3. Door 3:Glass,U-factor: 0.310 Comments: 1ST FLR. SIMONTON PROFINISH VINYL 6068 LOW E/ARGON SLIDING PATIO DOOR Floors: [ ] 1. Floor 1:All-Wood Joist/Truss:Over Outside Air,R-19.0 cavity insulation Comments: 1ST FLR.FIREPLACE 24"CANTILEVERED FLOOR W/MIN. 6"F.G. [ ] 2. Floor 2:All-Wood Joist/Truss:Over Unconditioned Space,R-19.0 cavity insulation Comments: 1ST FLR.DINING ROOM 12"BUMP OUT W/MIN.6"F.G. Heating and Cooling Equipment: [ ] 1. Furnace 1:Forced Hot Air,92 AFUE or higher Make and Model Number Q 4I L-A Air Leakage: /Z /� [ ] 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 B ;"i'UiNiYeg 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 OF must be insulated to the levels in Table 2. ' Table]: Minimum Insulation Thickness for Circulating Hot Water Pipes. r Insulation Thickmess in Inches by Pipe Sizes Heated Water Non-Circulating Runouts Circulating Mains and Runouts Temperature(F) Up to 11' Up to 1.25" 1.5"to 2.0" Over 2" 170-180 0.5 1.0 1.5 2.0 140-160 0.5 0.5 1.0 1.5 100-130 0.5 0.5 0.5 1.0 Table 2: Minimum Insulation Thickness for HVAC Pipes. Fluid Temp. Insulation Thickness in Inches by Pipe Sizes Piping System Types Range F 2"Runouts 1"and Less 1.25"to 2" 2.5"to 4" Heating Systems Low Pressure/Temperature 201-250 1.0 1.5 1.5 2.0 Low Temperature 120-200 0.5 1.0 1.0 1.5 Steam Condensate(for feed water) Any 1.0 1.0 1.5 2.0 Cooling Systems Chilled Water,Refrigerant, 40-55 0.5 0.5 0.75 1.0 and Brine Below 40 1.0 1.0 1.5 1.5 NOTES TO FIELD (Building Department Use Only) MAP REFERENCE: MAP OF A 5UBDM510N MAGNETIC AS PWR YAP REFERENCE MADE FOR RIC41ARD F. SWERMERHORN DATED NOVEMBER 5. 2002 LAST REVI5ED JUNE 23. 2003 BY VAN DUSEN + STEVE5 LAND SURVEYORS W C RMINGTON LOT 8 PLACE ga f 3 J 26�z y ti o°o � o� LOT 9 LOT 10 1��,'ow, 40,803 sq.ft. \ �0 0.94 acres 0 �16• �� a0 W ti 82.25# So 6 3r 32'Mw W D us Datei NOV EMBER 16, 2004 L vH MM A L uT�W LA °S RvEY T° L 13 A 'r Scale 1'=40` Y s �u n Map of a Survey made for vwuna+a sEcim na.sjw-a%zm t OF nic NEW YOW STATE!LOCATION LAW -ONLY COMM FRO$"THE ORIGINAL Of rm SkAm M'="%ITH AN ORIGINAL Of THE IANO 5"WcKft SEAL SHALL K CONSIDIAM TO K VAUD WX COPIES' eves - A,ID�G,4 XA"0�ELN >WTNNAT 7� & B ASSOCIATES S 1 THIS tw"0 PI'OJP=w A000rwwT m-THE 805SO COM OF PItW=fors tAr�9IrsKMM ADOPM Land Surveyors BY THE M WAN "� We: .�DErsTFC%KW-�. .A 81i�T 1 OF AD THE PEIC90N FOR M41011,NE a PREFAB@,AM �,NIB�TO W IMI OQWANY. u Ate'AND tMW to MLLN IUm nmcK AM Town of County,y, Warren New York 1 3/14/05 FIELD CHECK 169 Haviland Road Queensbury, New York 12804 To me Ass—e30r THE mmiGY6TI m � T + 8 (518) 792-8474 New York Lie. No. 50135 NO. DATE DESCRIP77ON DWG. NO. 02354-9 MAP REFERENCE: MAP OF A SUBDIVISION MAGNETIC AS PER YAP REFERENCE MADE FOR R1r-hARD P. 5GIIERMERHORN DAT�b NOVEMBER 5. 2002 LA5 L DEVISED JUNE 23. 2003 BY .AN DUSEN + STEVE5 ,-AND 5URVEYORS CF �I J LED Re puC, cj 704 TOWN OF Q pND�DE gU1�D�NG 1 h ve, sen c,r o',,se gyred, or believe 1 saw evidence of, ail objects such. as hcus es,wells,trees,fences, etc., sh4own on this document, i also represent that I have pas ally measured the distances set forth on the diagram." 7 16`, vc- SIG�IA�tURE DATE LOT 8 - N2r�32 2y„ 3r9 F 98, 0r . 1 \X ® r cp LOT 10 NomD 6 LOT 9 40,803 sq.ft. �0 0.94 acres CO � Dh �t1 82.25' S06031 ,32„W S Datet AUGUST 004 P BEARING ZED ALTERATION L N DR SURVEYADDITIOORS To A SURVEY Map made for Scale 1'=40' MAP BEARING A SECTION LAND —DIMS1ON SEAL IS A NOLATKkI OF SECTION 7209,SUB—DINSION 2,OF THE NEW YORK STATE EDUCATION LAW.' 'ONLY COPIES FROM THE ORIGINAL OF THIS SURVEY MARKED WITH AN ORIGINAL OF THE LAND SURVEYORS SEAL SHALL BE CONSIDERED TO BE VALID TRUE COPIES.' -- t e v e 5 IS SU FlCATIONs INDICATED INHEREONACC SIGNIFY THAT T Sc B ASSOCIATES S 1 THIS SURVEY WAS PREPARED IN ACCORDANCE WITH THE EXISTING CODE OF PRACTICE FOR LAND SURVEYORS ADOPTED Land Surveyors LA THE NEW YORORS. STATE ASSOCIATION SHALL PROFESSIONAL LAND SURVEYORS.SAID CERTIFICATIONS SHALL RUN ONLY SHEET TO THE PERSON FOR W/OM THE SURVEY IS PREPARED,AND ON HIS BEHALF TO THE TITLE COMPANY,GOVERNMENTAL AGENCY AND LENDING INSTITUTION USTI=D HEREON,AND Town of Queensbury, Warren County, New York 169 Haviland Road Queensbury, New York 12804 TO THE ASSIGNEES OF THE LENDING INSTTUTION.' 1 1 i T + B (518) 792-8474 New York Lic. No. 50135 NO. DATE DESCRIPTION DWG. NO. 02354-9 MAP REFERENCE: MAP OF A SUBDIVISION MAGNETIC AS PER YAP REFERENCE MADE FOR RICHARD P. 5CHERMERHORN DATED NOVEMBER 5. 2002 LA5T REVI5ED JUNE 23. 200-- BY VAN DU5EN + 5TEVE5 LAND SURVEYORS LOT 8 r o32'`'r 9.91 •o. �2 .9, b 70.8' ec! 148.5' LOT 10 cP��o ��6 LOT 9 40,803 sq.ft. 0.94 acres / 09 J i 4O oV 82.2 5I S0603703211W "I have seen or observed, or believe I saw evidence of, all objects such as houses, vvells, trees, fences, etc., shov,,n on this document. I also represent that I have Pjrs, really meas i the dista set forth on the diagram." SIGNATURE DATE ate: AUGUST 2004 'UNAUTHORIZED ALTERATION OR ADDITION TO A SURVEY /— Y MAP VIOLATION OF S LICENSED LAND SURVEYORS SEAL IS A Map made for Scale 1 =40 VIOLATION OF SECTION 7209,SUB-DIVISION 2,OF THE NEW YORK STATE EDUCATION LAW.' ONLY COPIES FROM THE ORGINAL OF THIS SURVEY MARKED KITH AN ORIGINAL OF THE LAND SURVEYORS SEAL SHALL BE CONSIDERED TO BE VAUD TRUE COPIES.' t e V e G1..Jf IS SURVEY WAS INDICATED HEREON SIGNIFY THAT T & B ASSOCIATES S 1 THIS suRVEY ION PREPARED H EON STANCE VATHTHAT THE EASTING CODE OF PRACTISE FOR LAND SURVEYORS ADOPTED Land S u r v e y o r s BY THE NEW YORK STATE ASSOCIATION OF PROFESSIONAL SHEET I of 1 LAND SURVEYORS.SAID CERTIFICATIONS SHALL RUN ONLY TO THE PERSON FOR VAHOM THE SURVEY IS PREPARED,AND ON HIS BEHALF TO THE TITLE COMPANY,GOVERNMENTAL AGENCY AND LENDING IISTITUITION LISTED HEREON,AND Town of Queensbury, Warren County New York 169 Haviland Road Queensbury, New York 12804 TO THE Ass%as OF THE LENDING INSTITUTION.' 1 B-25-04 ADDITIONAL DIMENSIONS T + B (518) 792-8474 New York Lic. No. 50135 NO. DATE DESCRIPTION DWG. NO. 02384-9