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2005-703 TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518) 761-8201 Community Development- Building &Codes (518) 761-8256 CERTIFICATE OF OCCUPANCY Permit Number. P20050703 Date Issued: Thursday, October 19, 2006 This is to certify that work requested to be done as shown by Permit Number P20050703 has been completed. Tax Map Number. 523400-295-017-0001-00 1-000-0000 Location: 21 VERANDA Ln Owner. BRIARWOOD CAPITAL GROUP, LLC Applicant: BROOKS HERITAGE LLC This structure may be occupied as a: Fireplace By Order of Town Board Garage - 2 Cars Attached TOWN OF QUEENSBURY Single Family Dwelling - j Issuance of this Certificate of Occupancy DOES NOT relieve the property owner of the responsibility for compliance with Site Plan, Variance, or other issues and conditions as a result of approvals by the Director of Building&Code Enforcement Planning Board or Zoning Board of Appeals. TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518)761-8201 Community Development-Building&Codes (518) 761-8256 BUILDING PERMIT Permit Number: P20050703 Application Number: A20050703 Tax Map No: 523400-295-017-0001-001-000-0000 Permission is hereby granted to: BROOKS HF,RTTACTF,T,T,C For property located at: VERANDA Ln 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: BRIARWOOD CAPITAL GROUP, L Fireplace 3 514-1 LAKE SHORE Dr Garage-2 Cars Attached LAKE GEORGE, NY 12845-0000 Single Family Dwelling $450,000.00 Total Value $450,000.00 Contractor or Builder's Name /Address Electrical Inspection Agency BROOKS HERITAGE LLC P.O. BOX 1423 CLIFTON PARK_ NY 12065-0000 Plans&Specifications 2005-703 $400.14 PERMIT FEE PAID-THIS PERMIT EXPIRES: Wednesday, September 27, 2006 (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 th own ZQue byfy; T , September 27, 2005 SIGNED BY /V for the Town of Queensbury. Director of Building&Code Enforcement Permit No. O..Oc�s_703 Building&Codes Office-Department of Community Development-Town of Queensbury Fee Paid 00, 1 U + 6 742 Bay Road,Queensbury, NY 12804 Recreation Fee Dave Hatin,Director codesQqueensbury.net Phone: (518) 761-8256 FAX: (518) 745-4437 77,Principal Structure Building Permit Applicatio- n Application & Plans subject to review before issuance of a valid permit for construction. Instructions: A permit must be obtained before beginning construction. No inspections will be made until the applicant has received a valid building permit. All applicants' spaces on this application must be completed and must appear on the application form. Applicant/Builder•V� N' ,� � ,hr � Owner: r<A I% Address: ` I 'A 1 Fe.. Address: Home Phone: 4 4: \ Home Phone: Email Address: Email Address: Cell Phone: `; >`7 3t 3`� Cell Phone: jj ii 21)0 5 FAX Phone: FAX Phone: Person responsible for supervision of work with respect to building and codes compliance: Name: (2 EZa Fr ki Y Address: Pa_tC ir�j <tLr— Phone Location of proposed construction: Lot No. _ Legal Address: t 6to3A ✓� Tax Map Number: , Subdivision Name: uIa-r iflT_ Estimated Cost of Construction: $ Proposed construction is for: ZResidential Use _Commercial Use Name of Business: If proposed construction is an addition,what will use of new addition be? New Addition Alteration Proposed Construction V Floor 2nd floor Other Total Proposed structure (Occupancy Type) Sq. Ft. sq.ft. Sq.Ft. Square feet Height Ft.&in. Single-Family Dwelling '- r,t, Two-Family Dwelling Townhouse Multifamily Dwelling Number of Units: Office Mercantile Manufacturing Other: Attached Garage 1, 2, 3 Type of Heating System: Electric, Oil,QasI Wood, Forced Hot Air, Baseboard, Other: Is a fireplace and/or woodstove being installed, please refer to a separate application. Yes — No Applications are subject to Zoning Administrator, Code Compliance, and Structural Plan review. The Building and Codes Office will allow commencement of your proposed project only after issuance of your permit. Declaration: Please sign below after you have carefully read the statement: To the best of my knowledge, the statements contained in the 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 Codes, the Zoning Ordinance, and all other laws pertaining to the proposed work shall be complied with, whether specified or noted, and that such work is authorized by the owner. Further, it is understood that I/we shall submit prior to a Certificate of Occupancy or Certificate of Compliance being issued, as requested by the Zoning Administrator or Director of Building and Codes, qn As-Built Survey by a licensed surveyor, drawn to scale, showing actual location of all n c,4struction. Date: Applicant/Builder Signature: The application of e s hereby approved and permission granted for the construction, reconstruction or eratio of a in / n r accessory structure as set forth above. Date: 116Authorized Signature: L:\Sue Hemingway\Building.Per it.FORMS\Principal Structure Permit Appli ti n.doc V:12/14/04 Fire Marshal's Office 'Town of Queensbury,742 B y Road,Queensbury,NY (518)761-8205 Application for Fuel Burning Appliances & Chimneys applicable to solid fuel & vented gas appliances Date S05 _1 20 f.` ` 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 perform required inspections. NOTE to applicant: Rough-in and Final Inspections are required. Applicant Information Fuel Burning Appliance Information j (circle appropriate words) Name: !.1�.OWA S �C kt -t A&C LLC— Stove: wood coal pellet a Fireplace insert Address: d o 11 , Fireplace, factory-built: wood as 3A 0- rv4 .Sr `� Fireplace, masonry: wood gas Furnace: wood '`Na oil Phone: � `�`�;t l��i ��-;tip cirir. t If non-masonary applicance, please provide Owner: 0^� Manufacturer Name: ti Q 1'l n,1 Address: Model Number: Chimney Information Phone: (circle appropriate words) Masonry block brick stone Flue the sl�l� size: � inches. Exact Address: , ��l2��v�1� �jQvz of construction or installation Factory-Built Manufacturer name: -)►o~ S iJ Model Number: 6,, kA - �!Pl'r Note: Listed By: U L. Number: Construction/Installation must con Orin to NYS Fire Prevention &.building Indicate(circle) chimney material: Code. Consult available Town of Queensbury _ Handouts regarding required inspections. Double i+gall'% Triple iaadl / hisulated / irect ventin Chimney Liner � Ca��fex-',®r D�partmeut—Tos�.zs of QTx+e�t,�bury, .NeKr Yorl��- --- i Fire Marshal Code# $Collected $Refaided Received fi•onn (refunded to):_ '� t C` address: A 173 3389 (190) Public Safety , -- - ------ - - --- A 233 2655 (230)Minor Sales —_ DATC: 00,7 �Cj ` l �4 /I • 1, � 9�ncv�wto- Tww Bl"Oa DrywM7 White(Applicant) / Green(Fire Marshal),// Yellow(Bldg. Dept.) / Pink K Goldenrod(Cashier's Dept.) I Application for Permit- Septic Disposal_System Town of Queensbury 742 Bay Road Queensbury, NY 12804 (518) `61-8256 I OWNER INFORMATION: .................................. Office Use Location of installation: 11) VUX,A A 0, 0 70 Tax Map No. File Permit N Fee Paid Owner's Name: ................................................... Address: 7 2. INSTALLER'S NAME PHONE NO. 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 = Total Dailv Flow 1980 or older x 150 gal/bdrm = 1980— 1991 x 130 gaUbdrrn = Q L 19-91 pese t x 110 gal/bdrm = .416,LLL=�-) - Garbage Grinder Installed yes no >/— Spa or Hot Tub Installed yes no 4. PARCEL INFORMATION: (circle applicable information& indicate measurements) Topography Soil Nature Ground Water Bedrock or Impervious Material Domestic Water Suppl,, Flat sand at what depth at what depth feet —feet ell water Steep slope clay I well; ter supply f—� I'V, Yo slope other from any septic-system depth: absorption is I-f? Percolation Test: (To be completed by licensed professional engineer or architect) other Irr,> Rate: minute per inch I cni OADV- 5. PROPOSED SYSTEM: For New Construction: All individual sewage disposal systems must be designed by a licensed professional engineer or architect(unless installed in a Planning Board approved subdivision). Add 250 gallons to the size of the septic tank and leach field for each Garbage Grinder, Spa cr Whirlpool Tub, Septic Tank: 12Q gallon (min. size 1,000 gal,) Tile Field: each trench ft. Total System Length: Seepage Pit(s): number of size of each, _ft. by ft. Size of Stone to be used: # depth or thickness _fear Bed System Size: X Alternative System: length andl'or size 6. HOLDING TANK SYSTEM: (if required) Number of tanks: Size of each: _gallons /TOTAL Capacity-. _gallons Note: Alarm System and associated electrical work must be inspected by a Town approved electrical inspection agency. 7. SIGNATURE & INFORMATION FOR RESPONSIBLE PERSON(please read) For your protection,please note that pursuant to Section 136-29 of the Code of the Town of Queensbury, any permit or approval granted which is based upon or is granted in reliance upon any material misrepresentation or failure to make a material fact or circumstance known by or on behalf of an applicant, shall be void. I have read the regulations with respect to this,9pplication and agree to abide by these and all requirements of the Town of Quee slAiry Sanitary Sewage Disposal Ordinance. Siggatore qf re*ponsiVie person Date i Town of Queensbury Sewers and Sewage Disposal Chapter Appendix C ABSORPTION FIELD SEPARATION REQUIREMENTS Sz`R�ks� powt Sapric- Appendix C ABSORPTION FIELD SEPARATION REQUIREMENTS W .4- '7G'A7F YIA�tllWWII'( FY Cbeck Residential Plan Review: One&Two Family Dwellings /N/N/ (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 Dampproofmg/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 Required Ice and Snow shield 24"Inside Exterior Wall/24"Inside Knee Walls Platforms At Exterior Doors i Stairway Headroom 6' 8'All Stairs 36"Width Stair Run and Rise Winder Run and Rise a Spiral Not Allowed From 2d Story Smoke Detectors Battery Backup and Proper Location Bathroom 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 \ eJ is pc Garage Fire Separation1i�� Garage Floor Sloped %e ttic Access oof 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 Town of Queensbury 742 Bay Road, Queensbury, NY 12804 Buflding & Code Enforcement BWldingPermit# Phone:(518)761-8256 Date: Fax: (518)745-4437 Email: coueensiwry ne# Dear s Your budding permt apph"bm has been rtviowed and found lo be deficient in the following areas: These demos need to be added to or noted on both stet ofpbm Pkasc W K=to contact this offix with MY� regardiug this matter. _. Sincerely, BUIIDB4G&CODES OFFICE L�Svel Derr ingsvaylBuilding PumieFORMS�dcfici�nc building permit)an 20M dM WINDOW SCHEDULE Job Site/Address: r? Date: )41` IDSOwner: Application No. b Window Window Window ; Unit or Rough Rough SQ.FT, SQ.FT SQ.FT. Clear Clear Special Hardware Number or Manufaturor Model/Type 1 Stock Openin Opening Glass/Vis Egress/Cle 1 Opening Opening ar Instructions Letter on Name Numbe g Height Ible Vent ar Width In Height I „� Plan Call Width Light Opening Inches In inches i Size �r 2 -- z I Z� 5 r° ZED z" 3a LN 2-�-7b , L < r .� C j c � j c �Ci j 0 i I i j C:`,Documents and Settings Sue\Local Settings\Temp\Window Schedule.doc Job Site Address: gate: 4; D.Vner. (A i y Application No. File No. 0 r Building Permit -- Calculation. Sheet Natural Light, Ventilation & Emergency Egress Requirements Habitable Area of Req, Light Actual off Req,Vent Actual Sq.Ft. I Remarks Room Room M of Room Light 4%of Room I Vent Opening for in Area I Square Area Square Egress Squaw I Footage Footage Feet �z i i 7z CA { Z3 yv iW%15 7 C r4 5, Ito 1 _ , cv - � I i I � , � �� i I L,\SueHemi:�gv+ay�Liuilding.Petmit.FORMSV'�IatLighL Ventil.Caicu iation.Sheot.doc • �v e it m r Cl l 14 REScheck Compliance Certificate Checked By/D e New York State Energy Conservation Construction Co REScheckSoftware Version 3.5 Release le Data filename:C:\Program Files\Check\REScheck\5 Veranda Lane.rck PROJECT TITLE: 5 Veranda Lane COUNTY:Warren STATE:New York HDD: 7635 CONSTRUCTION TYPE:Detached I or 2 Family HEATING TYPE:Non-Electric DATE:08/20/05 OF NEW y DATE OF PLANS: 10/04 caP�QWLBEq��'9.1 Dy PROJECT DESCRIPTION: t.. The Vistas on West Mountain 5 Veranda Lane d ~ ^+j 1 Queensbury,NY Fa o s 7,®5 DESIGNER/CONTRACTOR: p��f SSst, Heritage Custom Builders,LLC COMPLIANCE:Passes Maximum UA=617 Your Home UA=423 31.4%Better Than Code(UA) Gross Glazing Area or Cavity Cont. or Door Perimeter R-Value R-Value U-Factor UA Ceiling 1:Flat Ceiling or Scissor Truss 1761 38.0 0.0 53 Wall 1:Wood Frame, 16" o.c. 3256 19.0 0.0 176 Window 1: Metal Frame with Thermal Break:Double Pane with Low-E 284 0.330 94 Door 1: Solid 21 0.300 6 Door 2: Glass 21 0.300 6 Basement Wall 1: Solid Concrete or Masonry 1395 11.0 0.0 88 Wall height:8.0' Depth below grade:7.0' Insulation depth: 8.0' Furnace 1:Forced Hot Air,92 AFUE Air Conditioner 1:Electric Central Air, 10 SEER COMPLIANCE STATEMENT: The proposed building represented in this document is consistent with the building plans, specifications,and other calculations submitted with this permit application. The proposed systems have been designed to meet the New York State Energy Conservation Construction Code requirements. When a Registered Design Professional has stamped and signed this page,they are attesting that to the best of his/her knowledge,belief,and professional judgment,such plans or specifications are in compliance with this Code. Builder/Designer Date ®� REScheck Inspection Checklist New Yo rk State Energy Conservation Construction Code REScheckSoftware Version 3.5 Release le DATE:08/20/05 PROJECT TITLE: 5 Veranda Lane Bldg. I Dept. Use Ceilings: 1:Flat Ceiling or Scissor Truss,R-38.0 cavity insulation ceiling Comments: Above-Grade Walls: Wall 1:Wood Frame, 16"o.c.,R-19.0 cavity insulation Comments: Basement Walls: 8.0,ht/7.0'bg/8.0'insul, [ I I I. Basement Wall I.. Solid Concrete or Masonry, R-I I.0 cavity insulation Comments: Windows: [ I I 1• Window 1:Metal Frame with Thermal Break:Double Pane with Low-E,U-factor:0.330 For windows without labeled U-factors,describe nal features: reak?[ ]Yes L ]No #Panes Frame Type__- Comments: I Doors: [ ] I 1. Door 1:Solid,U-factor:0.300 I Comments: [ ] I 2. Door 2: Glass,U-factor:0.300 Comments: Heating and Cooling Equipment: [ ] 1. Furnace 1:Forced Hot Air,92 AFUE or higher Make and Model Number ( ] I 2. Air Conditioner 1:Electric Central Air, 10 SEER or higher Make and Model Number i Air Leakage: [ ) I Joints,penetrations,and all other such openings in the building envelope that are sources of air leakage must be sealed. [ ] I 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 I 3"clearance from insulation. i I Vapor Retarder: [ ] I Required on the warm-in-winter side of all non-vented framed ceilings,walls,and Boors, I Materials Identification: [ ] I Materials and equipment must be installed in accordance with the manufacturefs iasM(lation ins [ ] I Materials and equipment must be identified so that compliance can be determined. [ ] I Manufacturer manuals for all installed heating and cooling equipment and serrate Raw 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: [ ] 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. [ J Air filters are required in the return air system. [ ] The HVAC system must provide a means for balancing air and water systems. Temperature Controls: [ ] Each dwelling unit has at lesat one thermostat capable of automatically adjusting the space temperature set point of the largest zone. Electric Systems: [ ] Separate electric meters are required for each dwelling unit. Fireplaces: [ ] Fireplaces must be installed with tight fitting non-combustible fireplace doors. [ ] Fireplaces must be provided with a source of combustion air,as required by the Fireplace construction provisions of the Building Code of New York State ,the Residential Code of New York State or the New York City Building Code,as applicable. Service Water Heating: [ ] Water heaters with vertical pipe risers must have a heat trap on both the inlet and outlet unless the water heater has an integral heat trap or is part of a circulating system. [ ] Insulate circulating hot water pipes to the levels in Table 1. Circulating Hot Water Systems: [ ] Insulate circulating hot water pipes to the levels in Table 1. Swimming Pools: [ ] All heated swimming pools must have an on/off heater switch and require a cover unless over 20% of the heating energy is from non-depletable sources. Pool pumps require a time clock. Heating and Cooling Piping Insulation: [ ] HVAC piping conveying fluids above 105 T or chilled fluids below 55 T must be insulated to the levels in Table 2. Table 1: Minimum Insulation Thickness for Circulating Hot Water Pipes. Insulation Thickness in Inches by Pipe Sizes Heated Water Non-Circulating Runouts_ Circulating Mains and Runouts Temperature(F) Up to 1„ Up to 1.25" 1.5"to 2.0" Over 2" 170-180 0.5 1.0 1.5 2.0 140-160 0.5 0.5 1.0 1.5 100-130 0.5 0.5 0.5 1.0 Table 2: Minimum Insulation Thickness for 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) l v _ / Z- (- 1S 10z"T 7 . /ul/j/�6. Queensbury Building & Code Enforcement - Resi ential 'nal Inspectioon Office T .(518)761-8 56, Arrive: art: fn Date Ins ques received: _ Inspector's Imti NAME: 0 0 E IT#: 9k LOCATION: 2 D TE: 1 Q— �?,_p(Q• TYPE OF STRUCTURE: Comments Ye No N/A Building Number/Address visible from road Chimney Height/"B"Vent/Direct Vent Location Fresh Air Intake 3 inch Plumbing Vent through roof minimum 6 inches Roof Complete/Exterior Finish Complete Platform at all exterior doors Guards at stairs,decks,patios more than 30 inches above grade Guard at stairwell at 34 inches or more Guard at deck,porches 36 inches or more Handrail Termination at Newell Post or Wall Interior/Exterior Railings 34 inches to 38 inches Interior Handrails @ stairs 2 or more risers Grade away from foundation 6 inches with 10 feet 6 inch clearance to sill plate _ Gas Valve shut-off exposed/regulator 18 inches above grade Interior privacy/trim/doors/main entrance 36 inches Bathroom/Kitchen watertight Safe lzin /Wi ow in stairwells safety g1ozing Interior Smoke D ectors: Every level: V Every Bedrooj / Outside every bedroom ea: ✓ ✓/ Inter Connected: vr Battery backup, Carbon Monoxide Detector Attic access 30 inches x 22 inches x 30 inches(height)in accessible area Crawl Spaces 18 inch x 24 inch access, 1 s .ft.-150 s .ft.vents Bathroom Fans,if no window Plumbing fixtures Foundation insulation Floor truss,draft stopping finished basement 1,000 s .ft. Emergency egress below grade Gas Furnace shut-off within 30 feet or within line of site Oil Furnace shut-off at entrance to furnace area Fumace/Hot Water Heater operating Low water shut-off boiler Relief Valve(s)installed/Heat Trap/Water Temp 110 1 Enclosed Stairs Sheetrock Underside minimum%z"Gypsum Basement stairs closed rise>4 inches To Garage Gara e Floor Pitched VA I �i Garage fireproofing/'/4 hour fire door/door closer VY I Duct work Sealed properly Gas Logs in Sealed or Glass Enclosure �� Final Electrical Final Survey Plot Plan t f . As Built Septic System/Sewer Dept.Inspection Sticker Site Plan /Variance required Flood Plain Certification,if required Okay to issue C/C or C/O[Temporary/Permanent L:\Building&Codes Forms\Building&Codes\Inspection Forms\Residential Final Inspection Form revised 100405.doc Final Survey Inspection Dept. of Community Development Town of Queensbury 742 Bay Road Queensbury,NY 12804 Date received: NAME: I' h LOCATION: 2 4�1 , PERMIT#: Final Survey Plot Plan Auvroved Denied The attached final survey has been received by the Dept.of Community Developm t. Upon rAlte surve P. vn CrkBWvj Zo iWAdministrator Notes: L:1.SueHemingway\Building.Codes.Inspection.FORMS\Final Survey Zoning Administrator.doc MAP REFERENCE: MAP OF A PROP05ED MODIFICATION TO AN APPROVED 5UBDIVISION LOT 6 THE V15TA5 ON WEST MOUNTAIN MAGNETIC AS PER YAP REPXRRXCE BY, VAN DUSEN + 5TEVE5 DATED, DECEMBER 8, 2004 LAST REVI5ED, JANUARY 25. 2005 N � 3 049'41„E 09.96, CP •� [JUTLITIE �426 QSphQLT p co 0 a LANDS N/F OF s GRO55 2 STORY •, WOOD FRAMED HOU5E �- DECK N o LOT 5 AREA jw J7rn� �l 99,716 sq.ft, d' o - 2.29 acres uD 0 i i r; N �°` s3 26s s9.� 5� O �O, r0• O `rye ti� cn �s9�� • Ol 0 00 �0 O a? LL LANDS N/F OF LANDS N/F OF MGECHRON SAWN 0 o rC. . Nit_ Dates JANUARY 31, 2005 aY3. Du s � 'u XJTH0R=ALTERATION 0A ADOIIION TO A SURVEY scQte 1'=30' MAP KAM'O A"OD 1AND�VEYON SEA A A Map of a Survey made for %1"M 7N OF MCAON 720.&*-WVMM 2 W W NEW NM WAX ED"TM LVI,.• S 'ONLY COPIES FROM THE W YW OF 1H5 S you MART®NITH AN ORHiINK OF 11f IAED StIRVEY0R3 SEAL SHALL CONSI IW G"M BE V"TUE R mws' 'CERTBTCATHTNS Fack1w mmm sm"" �D,M THAT S- 1 MSUM&Y SPMPAW „ WTH>� BRIARNVOOD CAPITAL GROUP, LLC Land Surveyors ° "°CM°FP `°"M° "°°P'E° BY TtE R*-V m sox ASSOGA710N OF u fESSONK M E "+ALL A DY 2 9/29/O6 HOUSE LOCATION �-�T 1 OF 1 - To THE PERSON FOR UMOY THE SwtvEv a PREPARED,AND ON HIS BEWIF 70 IK TARE COMPANY.0OVE7 M MK 169 Haviland Road ""°`M O N51LWM"�°"°X"' 1 7115105 PROPOSED HOUSE LOC. Queensbury, New York 12804 m,E�ASSIti�S OF THE�,D"�INs,,,�„�I.. Town of Queensbury, Warren, County, New York BRIARWOOD G1433 (518) 792-8474 New York Lie. No. 50135 N0. DATE DESCRIPTION DWG. NO. 92079-5 2415.17-1-1 / 87-1-10.8 Framing/ Firestopping Inspection Report Office No.(518) 761-8256 Date Ins tion re c . Queensbury Building&Code Enforcement Arrive: a art: am/pm 742 Bay Road, Queensbury,NY 12804 Inspector's Initi s. NAME: PERMIT#: OE-7®-� LOCATION: INSPECT ON: TYPE OF STRUCTURE: Y Framing N N/A COMMENTS Attic Access 22"x 30"minimum �,�-T- R FRom Jack Studs/Headers Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly �- F�U�►JOPtTi 171J A L L 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 %z w 16 gauge 8 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and water 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 'h 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 1r Mark P. Bergeron, PE 17 Merrall Drive Clifton Park, NY 12065 Phone: (518) 456-8234 Day Cell: (518) 248-0906 Fax: (518) 456-8251 October 2, 2006 Town of Queensbury Building Dept. 742 Bay Road —-- - Queensbury, NY 12804 Attn: Building Inspector Re: 5 Veranda Lane (Lot 5), West Glens Falls, NY Construction Variation — Permit 2005-703 Gentlemen, This letter serves to confirm my allowance of the construction variation listed below for the above referenced project. 1) The foundation construction size is slightly larger than indicated on the plans. The stud wall framing construction is of the size indicated on the plans. As a result of this discrepancy the sill plate overhangs the interior face of the foundation wall by 1 '/2" along the porch side of the structure. I have determined that this is allowed for this specific condition. if you have anyquestions, please call. Sincerely, 5 2 ,t Mark P. Bergeron, P 1 r `rFp 06 77 85 AROFEsstOt`��'� Queensbury Building & Code Enforcement - Residential F' I Inspection Y _ Office No.(518)761-8256 Arrive: ,% j�j a : V. a m(m: Date Inspection request received: Inspector's Initials: NAME: , IT#: LOCATION: j E: , TYPE OF STR TU t R Comments Yes No N/ � Building Number/Address visible from road (.. 61Ex ®I � Chimney Height/"B"Vent/Direct Vent Location F1 �G � PR'TCtk tvu1 Fresh Air Intake i \Ll 3 inch Plumbing Vent through roof minimum 6 inches C, c>v oc,k--k 5-wfu Roof Complete/Exterior Finish Complete Platform at all exterior doors Guards at stairs,decks,patios more than 30 inches above grade P�t��-� ` , a v Guard at stairwell at 34 inches or more Guard at deck,porches 36 inches or more Handrail Termination at Newell Post or Wall '�1 �- 4 i.�►hl;V��-'CCw 3ca Interior/Exterior Railings 34 inches to 38 inches Interior Handrails @ stairs 2 or more risers Grade away from foundation 6 inches with 10 feet 6 inch clearance to sill plate Gas Valve shut-off exposed/regulator 18 inches above grade ,3 j % ` Z►� Interior privacy!trim/doors/main entrance 36 inches VA Bathroom/Kitchen w terti ht Safety glazing/WinAow in stairwells safety 94zing Interior Smoke De ctors: -� 6�=-AL Every level: E ry Be om: Outside every bedroo Inter Connected: Batte backu : Q �` Carbon Monoxide Detector Attic access 30 inches x 22 inches x 30 inches(height)in accessible area Crawl Spaces 18 inch x 24 inch access, 1 s .ft.-150 s .ft.vents Bathroom Fans,if no window Foundation fixtures t�AL� C7Q J� � t U� Foundation insulation ; �,� ,,,�. C Floor truss,draft sto in finished basement 1,000 s .ft. b W\ 1 CyZ� Emergency egress below grade -�- �k Gas Furnace shut-off within 30 feet or within line of site Oil Furnace shut-off at entrance to furnace area V1, Furnace/flot Water Heater operating -T- Low water shut-off boiler Relief Valve(s)installed/Heat Trap/Water Temp 110 Enclosed Stairs Sheetrock Underside minimum''/z"Gypsumr--�7 Basement stairs closed rise>4 inches Garage Floor Pitched Garage fireproofing/3/4 hour fire door/door closer � � Duct work Sealed properly Gas Logs in Sealed or Glass Enclosure Final Electrical Final Survey Plot Plan As Built Septic System/Sewer Dept.inspection Sticker Site Plan /Variance required Flood Plain Certification,if required Okay to issue C/C or C/O[Temporary/Permanent L:\Building&Codes Forms\Building&Codes\Inspection Forms\Residential Final Inspection Form revised 100405.doc r Septic Inspection Report Office No. (518)761-8256 Date Ins evtipn�q�eest received: Queensbury Building&Code Enforcement Arrive: ' �/ �am/��part: am/pm 742 Bay Rd.,Queensbury,NY 12804 Inspec is Initials: �l�—� NAME: P'z:%P-001-eyAk—GA&(-- PERMIT NO.: LOCATION: AAA A Lam✓ INSPECT ON: RECHECK: Comments and/or diagram 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 End Caps Location/Separations Foundation to tank ft. Foundation to abso tion ft. Separation of Pits Conforms as per Plot Plan N En ineer Report and As-Built VY N Location of System on Property: Front Rear Left Side Right Side Middle Front Middle Rear System Use Status: pproved Partial Approved and needs to be re-inspected,please call the Building& Codes Office Disapproved Last revised 1/6/05 • s3; Mark P. Bergeron, PE 17 Merrall Drive Clifton Park, NY 12065 Phone: (518) 456-8234 Day Cell: (518) 248-0906 Fax: (518) 456-8251 June 19, 2006 Town of Queensbury Building Dept. , -- 7.42-Bay-Road-- w .. Queensbury, NY 12804 SUN 20 �006 Attn: Building Inspector BUILD,",, Re: 5 Veranda Lane (Lot 5), West Glens Falls, NYy ` Septic System Installation — Permit 2005-703 Gentlemen, This letter serves to confirm that as of this date the septic system has been installed in satisfactory conformance with the approved septic plans for the above referenced project. If you have any questions, please call. ((Siincerely, �PcEOF NEw,,o Mark P. Bergeron, PE �`rFp 06778 p'�OFESSIO�P��' _w Septic Inspection Report Office No. (518) 761-8256 Date Ins ue�t received: Queensbury Building&Code Enforcement Arrive: . am/ rt: amipm 742 Bay Rd., Queensbury, NY 12804 Ins s Initials: tL& NAME: 5 < at PERMIT NO.: LOCATION: a INSPECT ON: RECHECK: Comments and/or diagram Soil T Sa Clay T of Water unici I/Well Water Waterline se on di nce ft. Well separation di ft. Other wells: ft. Absorption Field: Total length ft. Length of each trench ft. Depth of trenches Size of Stone Seepage Pits: Number Size: x Stone Size: Piping Slik, Type A, Building to tank Tank to Distribution Box Distribution Box to Field Pit AI V Opening Sealed: Y N Partial End Ca Inlet/Outlet Pipes&Baffles v Y N Location Se rations Foundation to tank Z2 ft. Foundation to absorption ft. Separationof Pits ft. Conforms as per Plot Plan Engineer Report and As-Built Y N Location of System o operty: rant Rear ide Right Side Middle Front Middle Rear System Use Stat s Approved Partial Approved and needs to be re-inspected, please call the Building&Codes Office Disapproved Last revised 021006 Last revised 1/6/05 -� / RgpERE�E �tAP �pcNVTIG tiQ� Q N71°49'41"E $09.96' O ft 1 2.2 } 1, L t i Framing / Firestopping Inspection Report Office No.(518) 761-8256 Date InWection reque t, ve Queensbury Building&Code Enforcement Arrive: �f pm e rt: VV► am/ in 742 Bay Road,Queensbury,NY 12804 Inspector's Initi f s 1f a NAME: PERMIT#: :76 LOCATION: V A y,�E INSPECT ON: TYPE OF STRUCTURE: E D Framing Y N N/A COMMENTS Attic Access 22"x 30"minimum 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 water shield 24 inches from wall Fire separation 1, 2, 3 hour �jX ire wall 2, 3,4 hour ��- Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side 'h 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 Rough Plumbing / Insulation Inspection Report n Office No. (518) 761-8256 Date Inspection reque ec ive • V � Queensbury Building & Code Enforcement Arrive: IT,3� rt: Ic2 a64!W 742 Bay Road, Queensbury, NY 12804 Inspector's Initi Is: NAME: )Sr 0 PERMIT #: C� LOCATION: : L A-f-J IN� CT ON: TYPE OF STRUCTURE: , - — � Y N NIA ou h Plumbing / Nail Plates ' (� Plumbin Vent/ Vents in Place 1 1/2 inch minimum Drain Size Washing Machine Drain 2 inch minimum Cleanout every 100 feet/ change of direction Pressure Test Drain / Vent Air / Head 5 P.S.I. or 10 ft. above highest connection for 15 minutes Pressure Test Water Supply Piping DsAir / Head 0 P.S.I for 15 minutes ulation / Residential Check/ Commercial Check Proper Vent Attic Vent Duct/ Hot Water Piping Insulation If required unheated spaces Combustion Air Su Ii for Furnace Duct work sealed properl / No duct tape COMMENTS: LAPam Whiting\Building&CodesUnspection Forms\Rough Plumbing Insulation Report.revised Nov 17 2003.doc Revised February 15,2005 Rough Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date Inspection request re YXI Queensbury Building & Code Enforcement Arrive: �-! a D rt: a 742 Bay Road, Queensbury, NY 12804 Inspector's Initials: NAME. '-� PE #: LOCATION: !S7 ero INSPECT ON: o� TYP OF STRUCTURE: Y Rou h Plumbing J Nail Plates r� Q'� kt--� Cal LA t)(- PlumbingVent J Vents in Place -tC �e' -1 1/2 inch minimum Drain Size b� ` - ( Washing Machine Drain 2 inch minimum Cleanout every 100 feet / change of direction Pressure Test Drain / Vent Air / Head 5 . above highest connection for 15 minutes �` � �► -1) r ea ping \ 1J `off I J, 50 P. for 15 minutes �k y�t�L `� esidential Check/ Commercial Check r �N�� ent Attic Vent Duct / Hot Water Piping Insulation � � �riL If required unheated spaces -C>�VAW *Combustion Air Su I for Furnace t work sealed properlyJ No duct toe `Pws� vc 2 . COMMENTS: u 1� CU\L D� LAPam Whiting\Building&Codes\Inspection Forms\Rough Plumbing Insulation Report.revised Nov 17 2003.doe Revised February 15,2005 i --. \ Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date Inspection re est ec ve 7, a Queensbury Building&Code Enforcement Arrive: m/p art:742 Bay Road, Queensbury,NY 12804 Inspector's Init' ls:NAME: (�� \ C c PERMIT# LOCATION: V n C ' `Q INSPECT ON: 7 / `-� TYPE OF STR Wming Y N N/A COMMENTS Attic Access 22"x 30"minimum ck udsing. eaders / dgm BrStac J ist ngers V - Posts/Main Beams E terior sheeting nailed properly 12"O.C. H droom 6 ft. 8 in. Sta ells 36 in. or more Headro in ft. 8 in. - ) Notches Holes/Bearing Walls Metal Strap g for Notches Top Plate 1 1/2(w) 16 a e(8) 16D nails each side Draft stopping 1,040 floor trusses �� Anchor Bolts 6 ft.or less on cen er �^� C Ice and water shield 24 inches from wall "J l; Fire separation 1, 2, 3 hour \ -- re 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 f Town of Queensbury Fire Marshal 742 Bay Road Queensbury,NY 12804 761-8205/761-8206 CL fax 745-4437 Facto,ry Built Gas Fireplace/„Stove Inspection Aeuort ,�' Notice:New York State requires that all UL Listed,factory built appliances be installed according to the instructions and specifications contained in the Installation Manual accompanying the appliance.No deviation from the manufacturer's instructions or sped d cations is allowed. Permit# 'o Z 76 ✓ _. Schedule Inspection Q Time ---- am pm anytime Inspecto Name ��j�C� Address �b� C Rough In_ _,Final_,., Appliance M acturer_ _ �I," Model Direct Vent Factory Built Chimney_____ Flue Size Double WaIl____,, Triple Wail - -- Insulated - - Y No N/A Comments Floor Protection Clearances to Combustibles (all sides) I+irestop(s) Vertical Chase Wall Penetration Vent Clearances to Combustibles r Vent/Chimney Termination Chimney height must be 3 feet above roof penetration;2 feet above any combustible construction within 10 feet Gas Shut-Off Valve Combustion Air Hearth Extension(if any) Mantel Height above f/p opening Witness Operation Tank Placement(if LP) White—Building Dept. ._—_ a_._._.._ Yellow r Pink—Fire Mar" Rough Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date Inspection request received: 1. Queensbury Building & Code Enforcement Arrive: am/p _ ,Depart: /am/pm 742 Bay Road, Queensbury, NY 12804 Inspector`s Initials: — NAME: PERMIT #: D S�-- d 3 LOCATION: INSPECT ON: 6(e TYPE OF STRUCTURE: I' N N/A Rou Eh�Plumbing / Nail Plates Plumbing Vent/ Vents in Place Ake-0- 1 1/2 inch minimum Drain Size �1{R L) io&,:5 Washin Machine Drain 2 inch minimum leanout every 100 feet / change of direction Pressure Test Drain / Vent Air/ Head 5 P.S.I. or 10 ft. above highest connection for 15 minutes Pressure Test ter Supply Piping it/ Head P.S.I for 15 minutes Insulation / Residential Check/ Commercial Check Proper Vent Attic Vent Duct/ Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly / No duct tape COMMENTS: LAPam Whiting\Building&Codes\Inspection Forms\Rough Plumbing Insulation Report.revised Nov 17 2003.doc Revised February 15,2005 Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date In quest received:Queensbury Building&Code Enforcement Arrive:170- e rt: am/pm 742 Bay Road, Queensbury,NY 12804 Inspector's nitials NAME: l3'($ `� PERMIT#: 7� LOCATION: !S- Leo, INSPECT ON: TYPE OF STRUCTURE: 12 -1 Y N N/A Framing' COMMENTS > a Attic Access 22"x 30"minimum PC F I6-- V:5 a21 Jack Studs/Headersb �A1rC� Bracing/Bridging Joist hangers Prvt,9 4/a/Z— Jack Posts/Main Beams Exterior sheeting nailed properly / L vc 12"O.C. �sr 7>A��Lc�s 7L e Headroom 6 ft. 8 in. A5 Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Cow--f� (� ✓��-fn�� Metal Strapping for Notches Top Plate 1 '/z w) 16 gauge 8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and water shield 24 inches from wall Fire separation 1, 2, 3 hour Pre wall 2, 3,4 hour Firestopping /� AC7 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 Framing/ FirestoPP ing Inspection Report I z P P Office No. (518) 761-8256 Date Inspuction request received: �� ` �� Queensbury Building&Code Enforcement ArriveM'snitials.� am/ DD art: am/pm 742 Bay Road, Queensbury,NY 12804 Inspect l T3,eo�Ks' i NAME: PERMIT#: C) S^ 7e LOCATION: V gc INSPECT ON: TYPE OF STRUCTURE: r rming I' N N/A COMMENTS Attic Access 22"x 30"minimum 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 Ice and water 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 %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 Framing / Firestopping Inspeltion Report Office No. (518) 761-8256 Date Ins ecti�req ss received• Queensbury Building&Code Enforcement Arrive: i Va pn e a in 742 Bay Road, Queensbury,NY 12804 Inspector's Initials, x x x NAME: PERMIT#: 0 S —1 LOCATION: (� INSPECT ON: TYPE OF STRUCT Y N /A � F1- � OMMENTS raming _ Attic Access 22"x 30" inimum VL _ Jack Studs/Headers ;J�vin'x— R Bracing/Bridging P,nz C) Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. < Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 '/z w 16 gauge 8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses ��' Anchor Bolts 6 ft. or less on center Ice and water 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 CA� l� Framing / Firestopping Inspection Report ✓ r Office No. (518) 761-8256 Date Ins�ecti ~quest received: Queensbury Building& Code Enforcement Arrive: am/p part: am/pm 742 Bay Road, Queensbury, NY 12804 Inspector's I itials: NAME: Q Rw t S ( PERMIT#: T7P/ P LOCATION: Q--RJN VA- L, J INSPECT ON: O 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 Anchor Bolts 6 ft. or less on center ..Ace 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.FOR;v1S\Framing Firestopping inspection Report.doc January 28,2003 Framing / Firestopping Inspection Report Office No. (518)761-8256 Date Inspechonn rV, zest received: f Queensbury Building&Code Enforcement Arrive: 1 ��am/p epart: am/pm 742 Bay Road,Queensbury,NY 12804 Inspectors Initials:%� 1 t NAME: PERMIT#: LOCATION: INSPECT ON: TYPE OF STRUC B: SA Y N N/A COMMENTS Framing Attic Access 22"x 30"minimum 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 0 �t✓�� e and water shiel inc es from wall Fire separation 1,2, our 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 Eade Framing/Firestopping Inspection Report Office No. (518) 761-8256 Date IIs' Aitials: request received: Queensbury Building&Code Enforcement Arriveam/p art: am/pm 742 Bay Road,Queensbury,NY 12804 Inspec --- r NAMES PERMIT#: LOCATION: INSPECT ON: TYPE OF STRUCT i Framing Y N N/A COMMENTS Attic Access 22"x 30"minimum / Jack Studs/Headers Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 %z(w) 16 gauge 8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses An or Bolts 6 ft. or less on center ,p \ e and water 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 %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 Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive:3 :f S amrr/ in depart: am/pm f 742 Bay Road, Queensbury, NY 12804 Inspector's Initials: NAME: ,�ieDJs tT l PERMIT#: s� b LOCATION: ,9,,4tiy4- L..v . INSPECT ON: 2- 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 y 1 %2 (w) 16 gauge (8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses PA(Z 4 L— chor Bolts 6 ft.or less on center Ice and snow shield 24 inches from wall 6t`/ _ �j Fire separation 1, 2,3 hour �b " kl � /�d� Fire wall 2, 3, 4 hour Firestopping Penetration sealed C�� d� �`C'fM�}►�J 16 inch insulation in cavity min. •`� Garage Fire Separation 1N rQdb Avz JA5 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 Uade LASueHemingway\Building.Codes.Inspection.FORM S\Franning 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/prV Depart: m/pm 742 Bay Road,Queensbury,NY 12804 Inspector's Initials: NAME: _ PERMIT#: LOCATION: c��`11Y c; INSPECT ON: z G Co TYPE OF STRUCTURE: Framing Y N N/A COMMENTS Attic Access 22"x 30"minimum Jack Studs/Headers Bracing/Bridging / f 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 '/s w 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Ancho olts 6 ft. or less on center led"and water 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 Framing/ Firestopping Inspection Report Office No. (518) 761-8256 Date Ins q�C .0 request received: Queensbury Building&Code Enforcement Arrive: 11 ` �� am/prn Depart: am/pm 742 Bay Road,Queensbury,NY 12804 Inspector's Initials: NAME: N, PERMIT#: �1 LOCATION: INSPECT ON: TYPE OF STRUCT Y N N/A COMMENTS Framing ,�..--� Attic Access 22"x 30"minimum / C Jack Studs/Headers Bracing 1 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 Anc r Bolts 6 ft. or less on center I and water shield 24 inches from wall / Fire separation 1,2, 3 hour Fire wall 2, 3,4 hour Fires topping 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 V-1- /Cl r i Framing / Firestopping Inspection Report t Office No. (518) 761-8256 Date In cti n request received: ( ' = Queensbury Building&Code Enforcement Arrive: am/p Depart: am/pm 742 Bay Road, Queensbury,NY 12804 Inspect is Initials: NAME: PERMIT#: LOCATION: V, INSPECT ON: TYPE OF STRUCTURE: Y N N/A COMMENTS Framing Attic Access 22"x 30"minimum Jack Studs/Headers Bracing I Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in.or moreav Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 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 ace and water s field 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 %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 Foundation Inspection Report i Office No. (518) 761-8256 Date Inspection request received: _I(/.;,-1 0 Queersbury Building&Code Enforcement Arrive: amip Depa 3 am/pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials: NAME: _ f.S PERMIT#: _ O�-_-7U 3 LOCATION: _ — . _ c_ a _-�--INSPECT ON: - Pl* s TYPE OF STRUCTURE: Comments Y N� N/A Footings -------------------— Piers M — -------- onolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. _ Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Da.yiight or Sump -- Footing Drain Stone: 12 inch width 6 inches above footing oly for_wet areas under slab ack r 1 pproval i Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- _ Rough Grade 6 inch drop within 10 ft. L:\SueHemingway\Building.Codes.Inspection,FORMS\Foundation Inspection Report.doe January 28,2003 Foundation Inspection Report Office No. (518) 761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: am/ Depart: am/pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials: _ NAME: _ PERMITo ��-703 LOCATION: _ _ j -tk,-, e- INSPECT ON: TYPE OF STRUCTURE: L 6n — --- Comments Y N N/A otings Piers Monolithic Slab Reinforcement in Place The contractor is responsi le for providing protection from freezing ` for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: _ 12 inch width 6 inches above footing 6 milpoly for wet areas under slab Backfill Approval Plumbing Under Slab~� PVC/Cast/Copper — Foundation Insulation Interior/Exterior R- _ Rough Grade 6 inch drop within 10 ft. LASueliemingway\Buildi rig,Codes.Inspection.FORM S\Foundation Inspection Report.doe January 28,2003 Foundation Inspection Report s Office No. (518) 761-8256 Date Inspection request received: j! U _ Queensbury Building&Code Enforcement Arrive: a Depart: am/pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initial NAME: PERMIT#: d l 3 LOCATION: INSPECT ON: S TYPE OF STRUCTURE: _ 22S -�-------- �!ootings Y N N/A - - "- 7_ Monolithic Slab _ I Reinforcement in Place J 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/Wailpour 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 b mil2plyfor wet areas under slab Backfiil Approval Plumbing Under S.Iab PVC/Cast/Coppea- _ -- Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASueHemingway"Building.Codes.Inspecti on.FDRMSV'oundation Inspection Report.doc January 28,2003 -. ENGINEERING BY 4000(%vr RECEIVE 1111111in RE14CO co?l NOV 3 0 ��' A MiTek Affiliate TOWN OF U� RY Trenco 818 Soundside Rd Edenton,NC 27932 Telephone 252/482-7000 Fax 2521482-7115 Re: 21167297 BROOKS HERITAGE 5 VERANDA wow' 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 sealE2742330 thruE2742365 My license renewal date for the state of New York isAugust 31,2006. OF NESTFqZk Iti Y CO N to � UI b a N � �O.67102 2 AO September 29,2005 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. y { C Job Truss Truss Type Qty Ply BROOKS HERITAGE 5 VERANDA 21167297 A E274233 ROOFTRUSS 1 1 Job Reference o tional Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:18:42 2005 Page 1 6-6-0 - 13-0-0 13-10-8 0-10-8 6-6-0 6-6-0 0-10-8 4x6= Scale=1:49.3 3 12.00 12 4x10 4x10 O 2 4 1 5 IT 8 7 6 3x5 11 3x8= 3x5 11 6-6-0 13-0-0 6-6-0 6-6-0 Plate Offsets(X,Y): [2:04-0,0-1-8],[4:0-4-0,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 1.00 Vert(LL) -0.02 7-8 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.20 Vert(TL) 0.01 1 >965 240 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 6 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, except end verticals. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud `Except` 2-8 2 X 6 SPF-S 1650F 1.5E,4-6 2 X 6 SPF-S 165OF 1.5E REACTIONS (lb/size) 8=1010/0-3-8,6=1010/0-3-8 Max Horz8=214(load case 7) Max Uplift8=-62(load case 8),6=-62(load case 9) Max Grav8=1 151(load case 2),6=1151(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/133,2-3=891/148,3-4=-891/101,4-5=0/133,2-8=-1087/143,4-6=-1087/94 BOT CHORD 7-8=-276/448,6-7=-105/448 WEBS 3-7=0/231,2-7=-1131342,4-7=-118/384 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) -0-10-8 to 13-10-8 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. 0F: N6 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 P,STP fit between the bottom chord and any other members. � 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 62 lb uplift at joint 8 and 62 lb uplift at joint 6. Q 7 LOAD CASE(S) Standard 2 y q°Pes sii oNA September 29,2005 Q WARNING-Verfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AM-7473 BEFORE USE. ENGINEERING 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 paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown TMWC0 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 MITak AfBllale 818 Soundskle Rd fabrication,quality control,storage,delivery,erection and bracing,consult ANSIITP11 Quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932Rd , t w r E Truss Truss Type Qty Ply �J.ROOKNDA E2742331 AGE ROOF TRUSS 1 1 Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTegk Industries,Inc. Wed Sep 28 14:18:43 2005 Page 1 lata-�— 6-60 -------I------ 13-0-0— --if3-i0-i 0-10-8 6-8-0 6-6-0 0-10-8 4x4= Scale=1:49.3 6 2x4 II 2x4 11 12.00 12 5 7 2x4 I I 2x4 I 4 8 2x4 I I 2x4 N 3x5 11 3x5 11 3 9 2 10 r it G�i Iq 'll 18 17 16 15 14 13 12 3x8= 2x4 I 1 20 11 2x4 11 2x4 11 2x4 11 3x8= 13-0-0 J 13-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.27 Vert(LL) n/a - n/a 999 M1120 1691123 TCDL 10.0 Lumber Increase 1.15 BC 0.21 Vert(TL) 0.03 1 >425 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:73lb 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 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF No.2 OTHERS 2 X 4 SPF Stud REACTIONS (lb/size) 18=306/13-0-0,12=306/13-0-0,15=286/13-0-0,16=284/13-0-0,17=275/13-0-0,14=284/13-0-0,13=275/13-0-0 Max Horz18=-213(load case 6) Max Upliftl8=-150(load case 6),12=-138(load case 7),16=-46(load case 8),17=-189(load case 7),14=-46(load case 9),13=-182(load case 6) Max Gray 18=434(load case 2),12=434(load case 3),15=286(load case 1),16=402(load case 2),17=364(load case 2),14=402(load case 3),13=364(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/123,2-3=-13/152,3-4=-119/243,4-5=-112/221,5-6=-126/232,6-7=-126/195,7-8=-112/153,8-9=-119/142, 9-10=-13/46,10-11=0/123,2-18=-198/133,10-12=-198/203 BOT CHORD 17-18=-79/213,16-17=-79/213,15-16=-79/213,14-15=-79/213,13-14=-79/213,12-13=-79/213 WEBS 6-15=-247/0,5-16=-360/76,4-17=-330/146,3-18=-210/117,7-14=-360/119,8-13=-330/236,9-12=-210/106 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) -0-10-8 to 13-10-8 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 bads 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. ` 01F NEw Y 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. STfl 0 7)Gable requires continuous bottom chord bearing. 2}'�a 9 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 9)Gable studs spaced at 2-0-0 oc. * (P 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 wi X fit between the bottom chord and any other members. r- 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 150 lb uplift at joint 18,138 lb uplift atjoi 12,46 lb uplift at joint 16,189 lb uplift at joint 17,46 lb uplift at joint 14 and 182 lb uplift at joint 13. . . 4 2 (P LOAD CASE(S) Standard 4 N0.67AO ��Cs AR°FESSkONP� September 29,2005 A WARNING-9'erfry design parameter and READ NOTES ON TNIS AND INCLUDED-AUTER REFERENCE PAGE JW--7473 BEFORE US& E N I NE ERI NG BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on individualbuildingcomponent. TPXNCD Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not trusssdesigner.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-fair Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criferlo,DSB-89 and BCSII Building Component 818 Soundside Rd Safety IMormation ovaliable from Truss frlale Instifute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 r , E Truss Truss Type Qty Ply KS HERITAGE 5 VERANDA E274233 B ROOF TRUSS 2 1 �BROO b Reference o tional Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:18:44 2005 Page 1 4 1( 8 5:5-7 1 11-0-0 1 16-6-9 1 22-0-0.... 21-1(11-B 0-10-8 5-5-7 5_6-9 06— 5-6-9 5-5-7 0-10-8 Scale=1:81.0 5 12.00 12 3x5 3x5 04/i 4x4 4 6 3 7 4x5 11 4x5 11 2 g 1 9r� 13 14 15 12 ii 16 17 10 1 6x6= 3x7= 6x6= - 3x8= 1 t-0-0 22-0-0 11-0-0 11-0-0 Plate Offsets(X Y): [2:0-2-8 0-1-12] (8:0-2-8,0-1-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.88 Vert(LL) -0.26 10-12 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.82 Vert(TL) -0.44 10-12 >585 240 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:117lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 5-7-6 oc pudins, except end verticals. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No,2 'Except' WEBS 1 Row at midpt 3-12,7-12,3-13,7-10 3-13 2 X 4 SPF Stud,7-10 2 X 4 SPF Stud REACTIONS (Ib/size) 13=180910-3-8,10=180910-3-8 Max Horz 13=-330(load case 6) Max Upliftl31=-80(load case 8),10=-80(load case 9) Max Grav 1 3=1 999(load case 2),10=I999(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/123,2-3=-991/156,3-4=-1378/174,4-5=-1146/210,5-6=-1146/183,6-7=-1378/147,7-8=-991/231,8-9=0/123, 2-13=-10841182,8-10=-10841274 BOT CHORD 13-14=-167/1073,14-15=-16711073,12-15=-167/1073,11-12=0/1073,11-16=0/1073,16-17=0/1073,10-17=0/1073 WEBS 3-12=592/212,5-1 2=-1 221921,7-12=-5921326,3-13=-932/133,7-10=-9321103 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) -0-10-8 to 22-10-8 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 psi(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. �F NEW 4)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. j- 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. �Q� P,STR�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 fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 80 lb uplift at joint 13 and 80 lb uplift at joi 10. (— LOAD CASE(S) Standard 7ORpI-ES St ONA September 29,2005 Q WARNING-Verify design pararneten and READ NOTES ON THIS AND INCLUDED ffiTER REFERENCE PAGE AU-7473 BEFORE USE. ENrINEERING BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is loran 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 TMCO erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MI T=)k Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Iaformallon available from Truss Plate Institute,583 D'Onofrio Drive,Madison,VA 53719. Edenton,NC 27932 _ Y v Job Truss Truss Type Qty TRYFBROOKS HERITAGE 5 VERANDAE274233 21167297 BA ROOFTRUSS 2 ence o tional Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:18:45 2005 Page 1 11-0-0 ifr69 22_-0-0 2-1 B I--- ----f— 1-- +— - —1--0r 5-5-7 5-6-9 4x6— 5-6-9 5-5-7 0.10-8 Scale=1:81.0 3 12.00 12 3x5 4x4/i 4x4 O 4 2 5 4x8 11 1 48 11 6 7i4 11 12 13 10 9 14 15 8 Il(b 6x6= 3x7= 6x6= 3x8= 11-0-0 22-0-0 1 11-D-0 11-D-0 Plate Offsets(X Y): (6:0-4-15 0-0-0) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.73 Vert(LL) -0.26 8-10 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.82 Vert(TL) -0.44 8-10 >589 240 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:115lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 5-1-5 oc pudins, except end verticals. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 'Except` WEBS 1 Row at midpt 2-10,5-10,2-11,5-8 1-11 2 X 4 SPF-S 1650F 1.5E,2-11 2 X 4 SPF Stud 6-8 2 X 4 SPF-S 165OF 1.5E,5-8 2 X 4 SPF Stud REACTIONS (lb/size) 11=1683/0-3-8,8=1812/0-3-8 Max Harz 11=-350(toad case 6) Max Uplift11=-58(load case 9),8=-80(load case 9) Max Gravl 1=1821(load case 2),8=1999(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1069/238,2-3=-1382/361,3-4=-1 1 501360,4-5=-1381/325,5-6=-995/268,6-7=0/123,1-11=-964/230,6-8=-1087/305 BOT CHORD 11-12=-166/1084,12-13=-166/1084,10-13=-166/1084,9-10=0/1073,9-14=0/1073,14-15=0/1073,8-15=0/1073 WEBS 2-10=-6041276,3-10=-305/927,5-10=-5921278,2-11=-8761116,5-8=-929/103 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) 0-1-12 to 22-10-8 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 psi(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. O� N E 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. V ). 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. �Q� P,STRZ'y O 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 58 Ib uplift at joint 11 and 80 Ito uplift at joi * tP 8. r- LOAD CASE(S) Standard 2 ' 2 N (? AROFESSI0 September 29,2005 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE BID-7473 BEFORE USE. iiiiiiiiiiiiiiiiiiiiEINEERING BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on individual building component. urNGR=0 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 responsibillily of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MI lak Affillm,< fabrication,quality control,storage,delivery.erection and tracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSf1 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 . 9 Y Job jB8 __d0OF russ Type Qty Ply :�IBIROOKS HERITAGE 5 VERANDA E27423 21167297 TRUSS 5 b Reference ioptionap Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:18:46 2005 Page 1 5-1.6 1--8-p I--1s-2-9 I 5-1-6 5-6-10 4x6—_ 5-6-9 5-5-7 0.10-8 Scale=1:81.0 3 12A0 12 3x5 4x4// 04 Q 4 2 5 4x5 It 1 4x5 11 6 71 rb 11 12 13 10 9 14 15 8 5x6= 3x7= 6x6= 3x8= 10-8-0 F 21-8-0 10-8-0 11-0-0 Plate Offsets(X Y)- [6.0-2-8 0-1-121 LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loc) I/deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.89 Vert(LL) -0.26 8-10 >969 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.46 8-10 >561 240 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:114lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 5-1-12 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 `Except' WEBS 1 Row at midpt 2-10,5-10,2-11,5-8 2-11 2 X 4 SPF Stud,5-8 2 X 4 SPF Stud REACTIONS ((b/size) 11=16581Mechanicai,8=1785/0-3-8 Max Horz11=-355(load case 6) Max Upliftll=-59(load case 9),8=-79(load case 9) Max Grav11=1781(load case 2),8=1983(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-808/209,2-3=-1345/355,3-4=-947/356,4-5=-1346/320,5-6=-995/266,6-7=0/123,1-11=-761/203,6-8=-1087/304 BOT CHORD 11-12=-169/1011,12-13=-169/1011,10-13=-169/1011,9-10=0/1060,9-14=011060,14-15=0/1060,8-15=0/1060 WEBS 2-10=532/264,3-10=-297/873,5-10=-595/278,2-11=-1048/93,5-8=-905/105 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) 0-1-12 to 22-6-8 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-concuffent with other live loads. OF N E w 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 toad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �{?� P'STF z 0,9 fit between the bottom chord and any other members. C6 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 59 lb uplift at joint 11 and 79 lb uplift at joi A (P 8. r LOAD CASE(S) Standard 2N�4 No.67AO ��C? Aq:1FE'SS1 ll P' September 29,2005 WARNING-Ver(&design parameters and READ NOTES ON THIS AND INCLUDED AUTER REPP,RENCE PAGE BID-7473 BEFORE USE. ENGINEERING BY Design valid for use only with MiTek connectors.This design rs based only upon parameters shown,and is for an individual building component. TFM= 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 struchne is the responsibility of the building designer.For general guidance regarding A MI rik Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,wl 53719, Edenton,NC 27932 i P Job Truss Truss Type Qty Ply BROOKS HERITAGE 5 VERANDA E274233 21167297 BSGE ROOF TRUSS 1 1 Job Reference o tional Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:18:47 2005 Page 1 -�10r8 5-5-7 I 11-0-0 1 16-6-9__i 22-0.0 22^8 0-10-8 5-5-7 &6-9 4x6— 5-6-9 5-5-7 0-10-8 Scale=1:81.0 5 12.00 12 2x4 11 2x4 II 2x4 11 3x5 3x5 O 2x4 11 4x5 11 Al1 2 2 II 2 II 8 2x4 II �� 13 27 2x4 II 28 12 11 29 30 10 6x6= 2x4 11 20 11 3x7= 6x6= 3x8= 11-0-0 I 22-0-0 11-0-0 11-0-0 Plate Offsets(X Y)• [2:0-2-8 0-1-12] [8:0-2-8 0-1-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.88 Vert(LL) -0.26 10-12 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.82 Vert(TL) -0.44 10-12 >585 240 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:157lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 5-7-6 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 'Except` WEBS 1 Row at midpt 3-12,7-12,3-13,7-10 3-13 2 X 4 SPF Stud,7-10 2 X 4 SPF Stud OTHERS 2 X 4 SPF Stud REACTIONS (Ib/size) 13=1809/0-3-8,10=1809/0-3-8 Max Horz13=-330(load case 6) Max Upliftl3=-80(load case 8),10=-80(load case 9) Max Grav 1 3=1 999(load case 2),10=1999(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=01123,2-3=-9911156,3-4=-13781174,4-5=-1146/210,5-6=-1146/183,6-7=-1378/147,7-8=-991/231,8-9=0/123, 2-13=-1084/182,8-10=-1084/274 BOT CHORD 13-27=-167/1073,27-28=-167/1073,12-28=-167/1073,11-12=0/1073,11-29=0/1073,29-30=0/1073,1 0-30=011 0 73 WEBS 3-12=-592/212,5-12=-122/921,7-12=-592/326,3-13=-932/133,7-10=-9321103 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) -0-10-8 to 22-10-8 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. f O F (�� 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. Q P,STR2y 0 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. CO \ �� 7)Gable studs spaced at 2-0-0 oc. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will f_— fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 80 lb uplift at joint 13 and 80 lb uplift at join 10. LOAD CASE(S)Standard �FESSION September 29,2005 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED BUTEE REFERENCE PAGE IM-7473 BEFORE USE. ENGINEERING BY Design valid of use only ra MiTek connectors.This design o based only upon parameters shown,and is for an individual-not truss building component. TKER16U Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A Mi rak Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component gig Soundside Rd Safety InformaBon available from Truss Plate institute,583 D'Onotno Drive,Madison,WI 53719. Edenton,NC 27932 1 � 1 � Job Truss Truss Type Qty Ply BROOKS HERITAGE 5 VERANDA E274233 21167297 EJ1 MONO TRUSS 13 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:18:47 2005 Page 1 -0-10-8 I 4-0-0 2x4 II 0-10-9 4-0-0 3 Scale=1:26.3 12.00 12 3x6 2 4 2x4 II 4-0-0 3x5— 4-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.51 Vert(LL) -0.01 4-5 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.11 Vert(TL) 0.07 1 >174 240 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2000/ANS195 (Matrix) Weight:23lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 4-0-0 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 Stud 'Except' 2-5 2 X 4 SPF No.2 REACTIONS (lb/size) 5=399/0-5-8,4=243/Mechanical Max Horz 5=1 84(load case 7) Max Uplift5=-50(load case 6),4=-120(load case 7) Max Gravy=550(load case 2),4=328(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/123,2-3=-240/164,3-4=-291/90,2-5=-513/167 BOT CHORD 4-5=-172/107 WEBS 2-4=-54/147 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) -0-10-8 to 3-10-4 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;P1=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 �` OF NEB(/ fit between the bottom chord and any other members. 5� STR 7)Refer to girder(s)for truss to truss connections. �P\�p 2k I '9 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 50 lb uplift at joint 5 and 120 lb uplift at joint CO F� 4. LOAD CASE(S)Standard r x 6710`L ��C? FZsSJOA September 29,2005 Q WARNING-Vert&design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE AfU 7473 BEFORE USE. IIIIIIIIIIIIIIIIIIIIENGINEERING BY O 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 Mi f>k Affilijl,e fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB•89 and BCSI1 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 537-19. Edenton,NC 27932 s Job Truss Truss Type Qty Ply BROOKS HERITAGE 5 VERANDA 21167297 EJ2 ROOF TRUSS 3 1 E274233 Job Reference o tndus Stock Building-Supply,Schenectady,NY 12306 3x5 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:18:48 2005 Page 1 /i -0-10-8 2-6-0 4-0-0 3x5 11 0-10-8 2-6-0 3 1-6-0 4 Scale=1:19.8 12.00 12 3x5 I I 2 5 ,2x4 11 2-6-0 4-0-0 2x4,11 2-6-0 1-6-0 Plate Offsets(X Y): {3:0-2-8 Edge] LOADING(psi) SPACING 2-0-0 CS1 DEFL in (loc) I/defl L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.36 Vert(LL) 0.01 5-6 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.12 Vert(TL) 0.02 1 >790 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 nla n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:17lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 4-0-0 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 Stud 'Except' 2-6 2 X 4 SPF No.2 REACTIONS (lb/size) 5=243/Mechanical,6=39910-5-8 Max Horz6=140(load case 7) Max Uplift5=-78(load case 7),6=-36(load case 8) Max Grav5=243(load case 1),6=513(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/123,2-3=-252/90,3-4=-38/71,4-5=-192/62,2-6=-490/109 BOT CHORD 5-6=-49194 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) -0-10-8 to 3-10-4 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)Provide adequate drainage to prevent water ponding. Q'F NEW 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. 1 j. 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 t�r` P STR,> fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 78 lb uplift at joint 5 and 36 lb uplift at joint 6. 1— LOAD CASE(S)Standard 2 " ? r4�PES S10NA September 29,2005 0 WARNING-Verify design Parameters and READ NOTES ON TIM AND INCLUDED WTEN REFERENCE PAGE AQI•-7473 BEFORE USE. ENGINEERING BY Design valid for use only with MiTek connectors.This design o based only upon parameters y of building and is for an individuals design component. T=C0 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MI l k t ffiiate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1Pl1 Quality Criteria,DSO.89 and BCSII Building Component B18 Soundskle Rd Safety Irdormallon available from Twss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 i v Job Truss Truss Type Qty Ply BROOKS HERITAGE 5 VERANDA 21167297 EJ3 ROOF TRUSS 3 JIB Reference(optional) E274233 Stock Building Supply,Schenectady,NY 12306 3x5 i 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:18:48 2005 Page 1 0-10-_e 1-0-o a-o-o 0-10-8 1-0-0 3-0-0 Scale=1:13.2 12.00 12 3x5 11 2 1, 5 r�x4 II 1-0-0 4-0-0 2x4 I� 1-0-0 3-0-0 LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loc) I/deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.51 Vert(LL) 0.01 5-6 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.11 Vert(TL) -0.01 1 >944 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:151b LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 4-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud 'Except' 2-6 2 X 4 SPF No.2 REACTIONS (lb/size) 5=243/Mechanical,6=399/0-5-8 Max Horz6=88(load case 7) Max Uplift5=42(load case 7),6=-36(load case 8) Max Grav5=335(load case 3),6=399(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/123,2-3=-215/99,3-4=-81/63,4-5=-289/90,2-6=-365/135 BOT CHORD 5-6=-38/81 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) -0-10-8 to 3-104 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)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 ` OF NE`V fit between the bottom chord and any other members. STR> O 8)Refer to girder(s)for truss to truss connections. 9 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 42 Ito uplift at joint 5 and 36 lb uplift at joint co 6. * 1r LOAD CASE(S) Standard r- z ZN�O No.6 7 A ��C? AR�FESS10 September 29,2005 0 1AARAING-Vert&design parameter and READ NOTES ON THIS AND INCWDED AUTEB REPERENC6 PAGE BUF7473 BEFORE USE. 1%mu Design valid for use onlywith 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 responsiblfily of the building designer.For general guidance regarding A Mi Tak Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DS111-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719, Edenton,NC 27932 r Job Truss Truss Type City Ply BROOKS HERITAGE 5 VERANDA E274233 21167297 EJ4 �ROOFTRUSS 1 1 Job Reference o tional Stock Building Supply,Schenectady,NY 12306 3x5/i 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:18:49 2005 Page 1 1 -0-10-8 _, 2.7_14 I 40-0 3x5i 11 0-10-8 2-7-14 3 14-2 4 Scale=1:20.4 12.00 12 3x5 11 2 AM 2x4 11 2-7-14 4-0-0 2x4 11 2-7-14 1-4-2 Plate Offsets(X Y): (3.0-2-8 Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.36 Vert(LL) 0.01 5-6 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.13 Vert(TL) 0.02 1 >758 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2000/ANS195 (Matrix) Weight:17lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 4-0-0 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 Stud 'Except` 2-6 2 X 4 SPF No.2 REACTIONS (lb/size) 5=243/Mechanical,6=39910-5-8 Max Horz6=145(load case 7) Max Uplift5=-82(load case 7),6=-35(load case 8) Max Grav5=243(load case 1),6=521(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/123,2-3=-260/93,3-4=-37/73,4-5=-191/65,2-6=-500/109 BOT CHORD 5-6=-50/98 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) -0-10-8 to 3-10-4 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)Provide adequate drainage to prevent water ponding. ©F N E IV 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. Y 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �Q� P,STR2y fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections. �Z 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 82 lb uplift at joint 5 and 35 lb uplift at joint * Q 6. r LOAD CASE(S) Standard ,Z. ZN�^A No.67A01- ?� 9°P SS%0 September 29,2005 Q WARMNG-9-erVy deafgn parameter and READ NOTES ON THIS AND INCLUDED AUTRK REFERENCE PAGE AM 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. TFMNCU Applicability of design paramenfers 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 responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer,For general guidance regarding A MI Tak Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII BuBding Component 818 Soundside Rd Safety InformoNon available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type Oly Ply BROOKS HERITAGE 5 VERANDA E274234 21167297 EJS ROOF TRUSS 1 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:18:50 2005 Page 1 -0-10-8 1-1-14 3-1-14 4-0-0 3x5 II 0-10-8 1-1-14 2-0-0 0-10-2 05= 5 Scale=1:17.6 04= 3 4 12.00 12 2x4 II 2 a PL N 8 7 6 2x4 11 2x4 11 ,2x4 II 1-1-14 3-1-14 4-0-0 3x5 jl 1-1-14 2-0-0 0-10-2 Plate Offsets(X,Y): f3:0-3-8,0-2-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.38 Vert(LL) 0.01 8 >999 360 M1120 169/123 TCDL 10.0 lumber Increase 1.15 BC 0.17 Vert(TL) -0.02 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:211b LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 4-0-0 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 Stud 'Except' 2-9 2 X 4 SPF No.2 REACTIONS (lb/size) 6=243/Mechanical,9=39910-5-8 Max Horz9=115(load case 7) Max Uplifl6=44(load case 7),9=44(load case 8) Max Grav6=328(load case 2),9=550(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/123,2-3=-226/83,3-4=-53/52,4-5=-27/72,5-6=-167/47,2-9=-432/123 BOT CHORD 8-9=41/58,7-8=-39/53,6-7=-38/60 WEBS 3-8=-90/43,4-7=-115/29 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) -0-10-8 to 3-104 zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. OF NE 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. �{�� P-ST RZy 09 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. !Z 8)Refer to girder(s)for truss to truss connections. * (D k 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 44 lb uplift atjoint 6 and 44 lb uplift at joint r 7r 9. LOAD CASE(S) Standard ZN Aq�FE'S S10 September 29,2005 Q WARNING-Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AM--7473 BEFORE USE. ENGINEERING 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 poramenters 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 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A Mi Tak At8liate fabrication,quality control,storage,delivery,erection and bracing,consult ANSIITP11 Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 1 � =21167297 Truss Truss Type Oty Ply�IBROOKS HERITAGE 5 VERANDA Hi ROOFTRUSS 1 E2742341 eference o banal Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:18:51 2005 Page 1 1.2=81 5-4-0 I 9.6-0 13-8-0 16-0-0 21-4-8 26-5-0 1-2-8 54-0 4-2-0 4-2-0 2-8-0 5-0-8 5-0.8 5-4-0 Scale=1:57.9 6x6= 902.5 M11160 2x4 11 3 4 5 9.1 12 6x10 2x4 II 5x14= 4x4 II 6 7 8 9 5x8 I 2 18 17 16 15 14 13 19 12 11 10 45 11 3x10= 5x10= 8x10 M1120H WB= 4x10= 2x4 I I 4x10= 6x8= 2x4 11 5-4-0 1 9-6-0 1 13-8-0 164-0 214-8 26-5-0 31-9-0 54-0 4-2-0 4-2-0 2-8-0 5-0-8 5-0-8 54-0 Plate Offsets(X,Y]: (2:0-3-4,0-1-8],(3:0-3-0,0-2-2],j5:0-9-4,0-3-0],(12:0-4-8,0-2-0],[14:0-5-0 Edge]115:0-4-0,0-1-8],(17:0-3-8,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.91 Vert(LL) -0.53 12-13 >711 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.67 Vert(TL) -0.69 12-13 >545 240 M1120H 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.11 10 n/a n/a MI116 109170 BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:183 111 LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E `Except* TOP CHORD Sheathed or 1-10-6 oc purlins, except end verticals. 3-5 2 X 6 SPF-S 1650F 1.5E,6-9 2 X 6 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 6 SPF 240OF 2.0E WEBS 1 Row at midpt 6-15 WEBS 2 X 4 SPF No.2 `Except" 2 Rows at 1/3 pts 8-10 3-17 2 X 4 SPF-S 165OF 1.5E,4-16 2 X 4 SPF Stud 5-15 2 X 4 SPF-S 1650F 1.5E,6-13 2 X 4 SPF Stud,6-12 2 X 4 SPF Stud 7-12 2 X 4 SPF Stud,8-11 2 X 4 SPF Stud REACTIONS (lb/size) 10=2536/Mechanical,18=3158/0-5-8 Max Horz18=189(load case 6) Max Uplift10=-242(load case 6),18=-225(load case 6) Max GravlO=3262(load case 3),18=3246(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/138,2-3=-3630/282,3-4=4625/349,4-5=4625/349,5-6=-6930/462,6-7=-7780/534,7-8=-7778/534,8-9=-142/40, 9-10=-424/57,2-18=-3006/229 BOT CHORD 17-18=-218/414,16-17=-312/2893,15-16=-407/5380,14-15=-626/8868,13-14=-626/8868,13-19=-625/8876, 12-19=-625/8876,11-12=-37414797,10-11=-374/4797 WEBS 3-17=-300/54,3-16=-192/2724,4-16=-780/129,5-16=-1192/91,5-15=-250/4383,6-15=-5292/333,6-13=0/187, 6-12=-1479/98,7-12=-947/141,8-12=-241/3482,8-11=01200,8-10=-5396/393,2-1 7=-1 6612 7 1 1 NOTES ��OF NErV 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=S.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. 2)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 3)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. �► Q N 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00 r- - x 6)All plates are M1120 plates unless otherwise indicated. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will = fit between the bottom chord and any other members. 2 ' 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 242 Ib uplift at joint 10 and 225 lb uplift at 1 joint Girder carries tie-in span(s):4-0-0 from 0-0-0 to 19-0-0;2-1-8 from 19-0-0 to 31-9-0 RaFES SI 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). September 29,2005 �AiF9uDA8E�g8Y2ndard Q WARNING-Verify design parameters and BEAD NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH4473 BEFORE USE. IIIIIIIIIIIIIE.NGI NF..ERI 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 show 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 TFENCO A MI Tek Affiliatefabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 818 Soundsida Rd Safety information available from Truss Plate Institute,583 D'Onoffio Drive,Madison,W153719. Edenton,ds 27Rd t Job Truss Truss Type Qty Ply BROOKS HERITAGE 5 VERANDA 21167297 H1 ROOF TRUSS 1 1 E2742341 Job Reference o tional Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:18:51 2005 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=-120,3-5=-120,5-6=-120,6-9=-120,18-19=-80(F=-60),10-19=-20 Q WARIPING-Yer(&design parameters and READ NOTES ON TIDE AND INCLUDED BDTER REFERENCe PAOR BDb7473 BEFORE USE. ENGINEERING BY Design valid for use only with MiTek connectors,This design is based only upon parameters shown,building and is for an individual budding 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 Mi Tak Affilialre fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCS1I Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,W153719, Edenton,NC 27932 4 +� � Y Job Truss Truss Type Qty Ply BROOKS HERITAGE 5 VERANDA E274234 21167297 H2 ROOF TRUSS 1 1 Job Reference o tional Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:18:53 2005 Page 1 0-2-8 4-1-12 8-0-0 1 11-0-0 1 13-8-0 19-7-3 25-6.5 31-9-0 1-2-8 4-1A2 3-10-4 3-0-0 2-8-0 5-11-3 5-11-3 6.2-11 Scale=1:62.6 4x6= 9x12.5 MII16,N 4 5 9x12.5 Milt6,�' 3xB= 44= 3x8= 3x5 11 9.00 12 6 3x6 ii 7 8 9 10 3 3x5 11 ul 11 17 16 18 19 15 14 13 12 11 3x8= 3x8= 3xl0 M1120H= 2x4 11 44= 5x6= 8x8= 8-0-0 13-8-0 19-7-3 25-6-5 31-9-0 8-0-0 5-8-0 5-11-3 5-11-3 6-2-11 Plate Offsets(X,Y): [4:0-3-12,0-1-121,15:0-9-0,0-1-12],19:0-3-8,0-1-8} 115:0-3-0,0-2-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.65 Vert(LL) -0.37 15-16 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.77 Vert(TL) -0.48 13-15 >779 240 M1120H 127/93 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.15 11 n1a nta MI116 109f/O BCDL 10.0 Code IBC20001ANSI95 (Matrix) Weight:174lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E 'Except' TOP CHORD Sheathed or 2-7-12 oc purlins, except end verticals. 6-8 2 X 6 SPF-S 165OF 1.5E,8-10 2 X 6 SPF-S 165OF 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 1 Row at midpt 5-16,7-12,3-17 WEBS 2 X 4 SPF Stud 'Except* 2 Rows at 113 pts 6-15,9-11 10-11 2 X 4 SPF No.2,5-15 2 X 4 SPF-S 165OF 1.5E 9-11 2 X 4 SPF No.2,2-17 2 X 4 SPF No.2 REACTIONS (lb/size) 11=2231/Mechanical,1 7=24 2 910-5-8 Max Horz17=274(lood case 7) Max Upliftl 1=-222(load case 7),17=-104(load case 8) Max Gray 11=3118(load case 3),17=2475(load case 2) .FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/138,2-3=465(75,3-4=-2630/292,4-5=-2126/238,5-6=-5396/619,6-7=-41351432,7-8=-2988/391,8-9=-2988/391, 9-10=-61/100,10-11=-577/105,2-17=-739/126 BOT CHORD 16-17=-293/1838,1 6-1 8=-2 51126 84,1B-19=-251/2684,15-19=-251/2684,14-15=-353/4250,13-14=-353/4250, 12-13=-353/4250,11-12=-258/2988 WEBS 3-16=1101423,4-16=-13011300,5-16=-1513/257,5-15=-541/4268,6-15=-3725/493,7-1 5=-1 57/389,7-13=0/238, 7-12=-1669/152,9-12=-43/1198,9-11=-3828/381,3-17=2414/235 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) O1F NEtA, -1-2-8 to 31-7-4 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. �4� 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. �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. * S (P 5)Provide adequate drainage to prevent water ponding. t- 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00 7)All plates are M1120 plates unless otherwise indicated. 8)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-64)tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Refer to girder(s)for truss to truss connections. �O N0,6710� lv� 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 222 lb uplift at joint 11 and 104 lb uplift at joint 17. OFfF CJS%0 LOAD CASE(S)Standard September 29,2005 Q WARMNO-Ver{/y daslga p—t—and READ NOTES ON THIS AND INCLUDED AO7ER REFERENCE PAGE BHL7473 BEFORE USE. ENGINEERING BY Design valid for use only with MTek connectors.this design is based only upon parameters shown,and is for an individual building component. TFENCO Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A Ml lak AfNt<rt, fabrication,quality control,storage,delivery,erection and bracing,consult ANSIRPII Quality Criteria,DSB-99 and BCSII Bullding Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,M 53719. Edenton,NC 27932 Y i Job Truss Truss Type Qty Ply BROOKS HERITAGE 5 VERANDA E274234 21167297 H3 ROOF TRUSS 1 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:18:59 2005 Page 1 -1-2-8 5A-_0 9-8-9 13-1177 1BA-0 23-8-0 ,24-10-8 1-2-8 SA-0 4-4-9 4-2-13 4-4-9 5A-0 1-2-8 Scale=1:43.6 600 2x4 li 3x8= 4x8 Q 3 4 5 6 9,00 12 5x8/i 5x8 7 2 1 8 I� 1 15 14 13 12 11 10 9 4x5 11 4x10= 3x10= 46= 2x4 II 4x12= 4x5 II I 5-4-0 9-8-9 I 13-11-7 I 18-4-0 _ 23-8-0 5A-0 4-4-9 4-2-13 4A-9 5-4-0 Plate Offsets(X Y)' [2:0-3-0 0-1-81 [3:0-6-0 0-1-4] [6:0-4-12 0-1-12] [7:0-3 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.80 Vert(LL) -0.13 11-13 >999 360 M1120 1691123 TCDL 10.0 Lumber Increase 1.15 BC 0.39 Vert(TL) -0.17 11-13 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:132lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 3-5-13 oc purlins, except end verticals. 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 Stud 'Except" WEBS 1 Row at midpt 5-10 2-15 2 X 4 SPF No.2,7-9 2 X 4 SPF No.2 REACTIONS (lb/size) 15=2429/0-5-8,9=2429/0-5-8 Max Horz15=-146(load case 5) Max Upliftl5=-175(load case 6),9=-175(load case 5) Max Grav 1 5=3001(load case 2),9=3001(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/138,2-3=-30681222,3-4=-3017/260,4-5=-30151260,5-6=-2255/213,6-7=-3064/221,7-8=0/138,2-15=-2773/183, 7-9=-2770/182 BOT CHORD 14-15=-171/421,13-14=-216/2230,1 2-1 3=-24 313020,11-12=243/3020,1 0-1 1=-24 3130 20,9-10=-30/422 WEBS 3-14=-75/139,3-13=-173/1486,4-13=-766/124,5-13=-95/80,5-11=0/316,5-10=-1481/174,6-10=-76/1086, 2-14=-166/1857,7-10=-169/1852 NOTES 1)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. 2)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 3)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. QF NE' ( 1w, 4)Provide adequate drainage to prevent water ponding. Ci vV r 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. �4� P,STRZy 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 175 Ib uplift at joint 15 and 175 lb uplift at joint 9. I 8)Girder carries tie-in span(s):4-0-0 from 0-0-0 to 23-8-0 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 2 LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 2N��A NO,67�02 lG�� Uniform Loads(plo Vert:1 2=-120,2-3=-120,3-6=-120,6-7=-120,7-8=-120,9-15=-74(F=-54) gQF�ss%0 September 29,2005 A {YARNING-Verify design pamnu,te and READ NOTES ON THIS AND INCLUDED Jill REFERENCE PAGE MU-7473 BEFORE USE. ENGINEERING BY Design valid For use only with en ek connectors.This design o based only upon parameters shown,and is for an individuals design component. TEMCO Applicability of design paromenters 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 MiTok 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'Onotrio Drive,Madison,WI 53719, Edenton,NC 27932 Job Truss Truss Type Oty Ply BROOKS HERITAGE 5 VERANDA E2742344 21167297 H4 ROOF TRUSS 1 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Oct 21 2003 MiTek Industries,Inc. Wed Sep 28 23:45:14 2005 Page 1 -1-2-8, 4-1-12 8-0_0 15_8-0 19-6-4 23-M 241028, 1-2-8 4-1-12 3-10-4 7-8-0 3-10-4 4-1-12 1-2-8 scale=1:49.7 6x6 MII20�i 6x6 M1120,� 4 5 9.00 FIT 3x6 M1120,�, 3x6 W1201� 3 6 3x5 M1120 11 3x5 M1120 11 2 7 8 1 13 12 14 15 11 16 17 10 9 3x7 M1120= 3x5 M1120= 5x6 M1120= 3x5 M1120= 3x7 M1120= 6-0-12 11-10-0 17-7-4 23-8-0 T 6-0-12 5-9-4 5-9A 6-0-12 Plate Offsets(X,Y): 15:0-M 0-0-0),[11:0-3-0,0-3-M LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0A3 Vert(LL) -0.10 11-12 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.46 Vert(TL) 0.02 1 >913 240 BCLL 0.0 Rep Stress Incr YES WB 0.70 HOrz(TL) 0.05 9 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:126lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E "Except' TOP CHORD Sheathed or 3-8-0 oc purlins, except end verticals. 4-5 2 X 6 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SPF-S 165OF 1.5E WEBS 1 Row at midpt 3-13,6-9 WEBS 2 X 4 SPF Stud 'Except* 2-13 2 X 4 SPF No.2,7-9 2 X 4 SPF No.2 REACTIONS (lb/size) 13=1898/0-5-8,9=189810-5-8 Max Horz 13=-200(load case 6) Max Uplift 13=-100(load case 8),9=-100(load case 9) Max Grav 13=2358(load case 2),9=2358(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/138,2-3=-481/105,3-4=-2136/165,4-5=-1498/202,5-6=-2136/282,6-7=-480/167,7-8=0/138,2-13=-767/146, 7-9=-767/228 BOT CHORD 12-13=-165/1617,12-14=-125/1552,14-15=-125/1552,11-15=-125/1552,11-16=-52/1552,16-17=-52/1552, 10-17=52/1552,9-10=0/1617 WEBS 3-12=-63/341,4-12=-151/193,4-11=-115/366,5-11=-115/366,5-1 0=-1 51/193,6-10=-63/341,3-13=-2083/95, 6-9=-2083163 - 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)-1-2-8 to 24-10-8 zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip ! or- NE(i(/Y DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. P� P �TRZY Q9 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. k Q' 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 r- � 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 x > Z will fit between the bottom chord and any other members. (r 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint 13 and 100 lb uplift FD NO 67102 at joint 9. A LOAD CASE(S) S S1 0�� September 29,2005 WARNING-Vert&design parameter and READ NOTES ON THIS AND lNCWDED MITER REFERENCE PAGE MU-7473 BEFORE USE. ENGINEERING BY Design valid for use only with MiTek connectors.This design is based only upon parameters shovm,and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibHity 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 MI PA AfBlla IE+ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/fPtl Quality Criteria,DSB-89 and BCSII Building Component 818 SoundsWe Rd Safety IMormailan available from Truss Plate Institute,583 D'Onofrio Drive,Madison,Wt 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply BROOKS HERITAGE 5 VERANDA E2742344 21167297 H4 ROOF TRUSS 1 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Oct 21 2003 MiTek Industries,Inc. Wed Sep 28 23:45:14 2005 Page 2 LOAD CASE(S) 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-120,24=-120,4-5=-120,5-7=-120,7-8=-120,13-14=-20,14-15=-60,15-16=-20,16-17=-60,9-17=-20 2)Unbal.Snow-Left:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-170,2-4=-170,4-5=-170,5-7=-20,7-8=-20,13-14=-20,14-15=-60,15-16=-20,16-17=-60,9-17=-20 3)Unbal.Snow-Right:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-20,2-4=-20,4-5=-170,5-7=-170,7-8=-170,13-14=-20,14-15=-60,15-16=-20,16-17=-60,9-17=-20 4)IBC BC Live:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-20,2-4=-20,4-5=-20,5-7=-20,7-8=-20,9-13=-40 5)C-C Wind:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=52,2-4=-4,4-5=34,5-7=31,7-8=52,9-13=-10 Horz:1-2=-62,2-4=-6,5-7=41,7-8=62,2-13=-37,7-9=37 6)MWFRS Wind Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pill) Vert:1-2=9,2-4=-11,4-5=25,5-7=15,7-8=8,9-13=-10 Horz:1-2=-19,2-4=1,5-7=25,7-8=18,2-13=15,7-9=22 7)MWFRS Wind Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=8,2-4=15,4-5=25,5-7=-11,7-8=9,9-13=-10 Horz:1-2=-18,2-4=-25,5-7=-1,7-8=19,2-13=-22,7-9=-15 8)MWFRS 1st Wind Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=37,2-4=20,4-5=9,5-7=9,7-8=3,9-13=-10 Horz:1-2=-47,2-4=-30,5-7=19,7-8=13,2-13=-22,7-9=22 9)MWFRS 2nd Wind Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=3,2-4=9,4-5=9,5-7=20,7-8=37,9-13=-10 Horz:1-2=-13,2-4=-19,5-7=30,7-8=47,2-13=-22,7-9=22 10)IBC Snow on Overhangs:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-120,2-4=-20,4-5=-20,5-7=-20,7-8=-120,9-13=-20 0 WARNING-Verf fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI77473 EEPORE USE. ENGINEERING BY Design valid for use only with MiTek connectors.This design o based mp upon parameters shown,and is to an individual building component. sho" TFMNCU Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not buss designer.Bracing shovm 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 fA Af811<fi? fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DS111-89 and BCSi1 Building Component 816 Soundside Rd Safety Information available from Truss Plate Institute,583 D'OnoMo[hive,Madison,W153719, Edenton,NC 27932 a Job Truss Tmss Type =tyPlyKS HERITAGE 5 VERANDA E27423d2 1161297 H5TRUSS ference o tional Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:19:12 2005 Page 1 13-0-0 r1-21 6-0-12 10-8-0 11-10-0 16-2-7 18-8-8 , 21-2-8 23-8-0 a4-1" �T T� ZX4 11 ' Scale=1:65.6 1-2-8 6-0-12 4-7-4 4xk2-0 1-2-0 3-2-7 2-6-0 2.6-0 2-5-8 1-2-8 4x5= 4 5 6 3x5 9.00 12 3x8 ii 7 3 3x5 8 qq 3x12.5 M1116= sp 3x5 11 & 3x8 i 9 3x6 2 10 1 11 Q I 'aq]j 10x10= 15 19 18 17 3x5= 13 12 3x5 11 3x5= 5x6= 4x8= 2x4 I I 6-0-12 11-10-0 16-2-7 21-2-8 1 23.8-0 6-0-12 5-9-4 4-4-7 5-0-1 2-5-8 Plate Offsets(X,Y): [2:0-2-4,0-1-8],[4:0 4-0,0-2-01,[6A-3-�,0-2-0],(16:0 4-B,Edgeh[17,.Edge LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.84 Vert(LL) -0,10 15-16 >999 360 M1120 1691123 TCDL 10.0 Lumber Increase 1.15 BC 0.56 Vert(TL) 0.02 1 >805 240 M1116 109/70 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.12 12 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:159lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 4-3-2 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF-S 1650F 1.5E 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 9-13 2 X 8 SYP 240OF 2.0E 6-0-0 oc bracing:13-14,12-13. WEBS 2 X 4 SPF Stud *Except* WEBS 1 Row at midpt 3-17 2-19 2 X 6 SPF-S 165OF 1.5E,10-12 2 X 4 SPF No.2 REACTIONS (lb/size) 19=1804/0-5-8,12=1792/0-5-8 Max Horz 19=254(load case 7) Max Upliftl 9=-1 13(load case 8),12=-110(load case 9) Max Gravl9=2107(load case 2),12=2098(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=01147,2-3=-20261112,3-4=15381158,4-5=-1112/136,5-6=-1125/132,6-7=-1438/137,7-8=-1988/134,8-9=-2428/175 ,9-1 0=-1600/124,10-11=0/1 38,2-19=-2029/142,10-12=-2090/186 BOT CHORD 1 8-1 9=-2 60137 3,17-18=-12011372,16-17=-80/1080,5-16=-57/262,15-16=0/1492,14-15=011716,13-14=-688114, 9-14=-810/93,12-13=-37/59 WEBS 3-18=-178/118,3-17=-1389/146,3-16=-42/901,4-16=-68/443,6-16=-38/498,7-16=-790/165,7-15=-48/501, 8-15=-414/132,8-14=-69/192,2-18=-51/1060,10-13=-5/1339 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) -1-2-8 to 24-10-8 zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. �,OIF NE(.t/ This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. Y 2)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. �P� p STR,>�,� O9 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. 6)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00 r 7)Ail plates are M1120 plates unless otherwise indicated. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 2 fit between the bottom chord and any other members. > 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 113 lb uplift at joint 19 and 110 lb uplift at joint 12. �� A �O.67A LOADCASE(S)Standard R�F.Ess10NP September 29,2005 Q WARMNO-Vert jy design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE MI.7473 BEFORE USE. IIIIIIIIIIIIIIIIIIIIEW-INEERING BY O 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 Mi Lak AffilWo fabrication,quality control,storage,delivery,erection and bracing,consult ANSIAP11 Quality Criteria,DSR-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 r• � Job Truss Truss Type city Ply BROOKS HERITAGE 5 VERANDA E274234 21167297 Sit ROOF TRUSS 6 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:19:16 2005 Page 1 1-4-0 1-2-8 1-4-0 3 Scale=1:13.2 9.00 F2 2.4 I I 2 1 4 9xd II 1�-0 r � 1-4-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.30 Vert(LL) 0.00 5 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.04 1 >462 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:7lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 1-4-0 oc pudins, except end verticals. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (lb/size) 3=-5/Mechanical,5=338/0-5-8,4=-6/Mechanical Max Horz 5=51(load case 7) Max Upliff3=-61(load case 10),5=-30(load case 8),4=-18(load case 7) Max Grav3=15(load case 6),5=474(load case 2),4=20(load case 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/138,2-3=-124/19,2-5=-437/108 BOT CHORD 4-5=0/0 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) -1-2-8 to 1-3-14 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. IF NE(.� 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 61 lb uplift at joint 3,30 lb uplift at joint 5 and 18 Ill,uplift at joint 4. �'��*�Ill. LOAD CASE(S) Standard * Q N 2 N0.67A �C? 9�FESSii September 29,2005 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AM-7473 BEFORE USE. TMCD Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.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 SCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 e � A Jab Truss Truss Type Qty Ply BROOKS HERITAGE 5 VERANDA E274234 21167297 SJ2 ROOF TRUSS 6 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:19:18 2005 Page 1 -0-10-8 2-0-0 0-10-8 2-0-0 3 Scale=I AT6 12.00 12 3x5 11 2 - 4 ,3x5 11 2-0-0 2-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (ioc) Iidefi Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.18 Vert(LL) 0.00 5 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.01 1 >992 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 3 n/a We BCDL 10.0 Code IBC2000/ANS195 (Matrix) Weight:8lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 2-0-0 oc puffins, 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 REACTIONS (lb/size) 3=80/Mechanical,5=285/0-5-8,4=15/Mechanical Max Harz 5=132(load case 8) Max Uplift3=-62(load case 8),4=-33(load case 8) Max Grav3=113(load case 2),5=397(load case 2),4=34(load case 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/123,2-3=-142/57,2-5=-374/43 BOT CHORD 4-5=0/0 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) -0-10-8 to 1-11-14 zone;cantilever left and right exposed;end vertical left and right exposed;Lumber OOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. F N 7)Refer to girder(s)for truss to truss connections. Q 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 62 Ib uplift at joint 3 and 33 lb uplift at joint '(� STRZY 4. r, LOAD CASE(S)Standard 1Y�Q FN r 7r 2 �� No.671 ROFESS10 September 29,2005 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MUTER REFERENCE PAGE AM--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. IMMC Applicability of design paromenters 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 erector.Addiiionol permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A Mi Fak Affilia to 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 TR'OOFTTRUSS uss 31ypeQty Ply BROOKS HERITAGE 5 VERANDA E274234 SJ3 Job Reference o tioi Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:19:19 2005 Page 1 1 { 2-0-0 2-0-0 0-10-8 Scale=1:17.6 12.00 12 2x4 11 2 3 Li 0-Q -O-0 2x4)1 0-0.12 -1-11-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.18 Vert(LL) 0.00 5 >999 360 M1120 1691123 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) 0.01 3 >845 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC20001ANS195 (Matrix) Weight:8lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 2-0-0 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 REAC71ONS (lb/size) 1=80/Mechanical,4=285/0-5-8,5=15/Mechanical Max Horzl=132(load case 9) Max Upliftl=-5(load case 10),4=-186(load case 9) Max Gravl=113(load case 3),4=396(lood case 3),5=34(load case 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-142/278,2-3=0/123,2-4=-374/309 BOT CHORD 4-5=0/0 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) 0-0-2 to 2-10-8 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. NE 7)Refer to girder(s)for truss to truss connections. (� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 5 lb uplift at joint 1 and 186 lb uplift at joint P'�� STRZ> 4. �� P Y�> LOAD CASE(S) Standard yrr r 7r ZN C7 R°F S SI CO) September 29,2005 0 WARNING-Dert fy design parameter and READ NOTES ON THIS AND INCLUDED AATER REFERENCE PAGE JW 7473 BEFORE U8&. ENr I NE ERI 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 buss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the TFMNCO erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A Mi Tak Affilia t�, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/711 Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,593 D'Onolrio Drive,Madison,WI 53719, Edenton,NC 27932 Job y • Truss Truss Type Qty Ply BROOKS HERITAGE 5 VERANDA E274234 21167297 Tot ROOF TRUSS 2 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:19:21 2005 Page 1 p-1aa 7-0-0 14-0-0 10 a 0-10-8 7-0-0 7-0-0 0-10-8 4x6= Scale=1:52.4 3 12.00 12 5x10 5x10 c� 2 4 Iq 5 I rb 8 7 6 IL 3x5 II 3x10= 3x5 11 7-0-0 14-0-0 7-0-0 7-0-0 Plate Offsets(X,Y): [2:0 4-0,0-1-121.[4:0 4-0,0-1-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.91 Vert(LL) -0.03 6-7 >999 360 M1120 1691123 TCDL 10.0 Lumber Increase 1.15 BC 0.24 Vert(TL) -0.06 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 6 n/a We BCDL 10.0 Code IBC2000/ANS195 (Matrix) Weight:70lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 2100F 1.8E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud `Except` 2-8 2 X 6 SPF-S 165OF 1.5E,4-6 2 X 6 SPF-S 1650F 1.5E REACTIONS (lb/size) 8=1080/0-5-8,6=1080/0-5-8 Max Horz8=227(load case 7) Max Uplift8=-64(load case 8),6=-64(load case 9) Max Grav8=1227(load case 2),6=1227(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/133,2-3=-971/155,3-4=-971/107,4-5=0/133,2-8=-1158/145,4-6=-1158/98 BOT CHORD 7-8=-303/528,6-7=-132/528 WEBS 3-7=0/255,2-7=-161/373,4-7=-161/421 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) -0-10-8 to 14-10-8 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. QF NE(.y 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Q P'STR2y Q� fit between the bottom chord and any other members. � , 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 64 lb uplift at joint 8 and 64 lb uplift at joint 6 * Q !Z LOAD CASE(S) Standard 2 AR�P.rS S1 o September 29,2005 ® WARNING•Ve(&design parameters and READ NOTES ON THIS AND INCLUDED AUTEN REFERENCE PAGE JW-7473 BEFORE USE. IIIIIIIIIIIIIIIIENGINEERING BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown �� is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding TPXA MI7ak Aftili:ttti fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSIi Building Component 919 Soundslde Rd Safety Information available from Truss Plate Institute,583 D'Onoldo Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type Oty Ply BROOKS HERITAGE 5 VERANDA E274235 21167297 TO1GE ROOF TRUSS 1 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:19.23 2005 Page 1 14--0-0�-t° 0-10-8 7-0-0 4x4— 7-0-0 0-10-8 Scale=1:55.1 6 2x4 II 2x4 It 12.00 12 5 7 2x4 II 2x4 II 4 8 2x4 II 2.4 II 3x5 II 3x5 It 3 9 2 10 1 I�t 20 19 18 17 16 15 14 13 12 I11 3x5 II 2x4 II 2x4 It 2011 20 II 20 11 3x5 11 2x4 11 2x4 11 14-0-0 14-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.30 Vert(LL) n/a - n/a 999 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.27 Vert(TL) -0.01 1 >873 240 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:80lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 6-"oc pudins, except end verticals. BOT CHORD 2 X 4 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-"oc bracing. WEBS 2 X 4 SPF No.2 OTHERS 2 X 4 SPF Stud REACTIONS (lb/size) 20=222/14-0-0,12=222/14-0-0,16=279/14-0-0,17=279/14-0-0,18=294/14-0-0,19=149/14-0-0,15=279/14-0-0,14=294/14-0-0,13=149/14-0-0 Max Horz20=226(load case 7) Max Uplift20=-249(load case 6),12=-213(load case 7),17=-67(load case 8),18=-78(load case 8),19=-279(load case 7),15=-66(load case 9),14=-79(load case 9), 13=-255(load case 6) Max Grav20=313(load case 2),12=313(load case 3),16=279(load case 1),17=393(load case 2),18=397(load case 2),19=202(load case 6),15=393(load case 3), 14=397(Ioad case 3),13=197(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 2-20=-287/290,1-2=0/123,2-3=-203/269,3-4=-111/212,4-5=-120/239,5-6=-130/236,6-7=-130/195,7-8=120/145, 8-9=-111/130,9-10=-207/154,10-11=0/123,10-12=-287/144 BOT CHORD 19-20=-75/226,18-19=-75/226,17-18=-75/226,16-17=-75/226,15-16=-75/226,14-15=-75/226,13-14=-75/226, 12-13=-75/226 WEBS 6-16=-251/0,5-17=-354/84,4-18=-353/108,3-1 9=-1 8 811 54,7-15=-354/135,8-14=-353/156,9-13=-168/208 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) -0-10-8 to 14-10-8 zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)Truss designed for wind loads in the plane of the truss only. QF NEB(/ 3)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp, Q� STR� 4)Unbalanced snow loads have been considered for this design. �( \�P )'� 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. 1t Q' (P 7)Gable requires continuous bottom chord bearing. r �4 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 9)Gable studs spaced at 2-0-0 oc. 10)*This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wil Z fit between the bottom chord and any other members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 249 lb uplift at joint 20,213 lb uplift at joint NO,671 12,67 Ib uplift at joint 17,78 lb uplift at joint 18,279 lb uplift at joint 19,66 lb uplift at joint 15,79 lb uplift at joint 14 and 255 Ib uplift at A joint 13. ��Pes 10NA LOAD CASE(S) Standard September 29,2005 A WARNING-verify design parnntetem and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIF7473 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. � O Applicability of design paramenfers 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 Mi Talk Affil!M fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB•e9 and BCSII Building Component 818 Soundskte Rd Safety Information available from Truss Plate institute.583 D'Onafrio Drive,Madison,WI 53719. Edenton,NC 27932 - e e Job :T02G:D :�]ROOF s Type Oty Ply BROO�HERITAGE 5 VERANDA �E2742]351 21167297 TRUSS 1 2 Job Retional Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:19:25 2005 Page 1 1 8 5-6-12 10-10-0 i6-1-4 0-10-8 5-6-12 5-3-4 10.10 M1120H\�-3-4 5-6-12 Scale=1:81.3 5 12.00 FIT 3x6 3x5/i 3x6\\ 4 6 3 5x14 5xl4 O 7 2 ' LU I I LA1 14 13 1215 11 1610 9 8 6x6 11 8x8= 5x14 11 6x8=5x14 11 8x8= 64 II 4-6-2 T 8-8-11 12-11-5 T 17-1 15 21-8-0 45-2 4-2-9 4-2-10 4-2-10 4-6-1 Plate Offsets(X,Y): [S:Edge,0-3-8],[9:0 4-0,0-6-0],[13:0-4-0,0-6-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.87 Vert(LL) -0.16 10-12 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.23 10-12 >999 240 M1120H 127/93 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code IBC20001ANS195 (Matrix) Weight:350lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 3-6-3 oc purlins, except end verticals. BOT CHORD 2 X 8 SYP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X4 SPF Stud *Except* 5-12 2 X 4 SPF No.2,5-10 2 X 4 SPF No.2,2-14 2 X 8 SYP 240OF 2.0E 2-13 2 X 4 SPF No.2,7-8 2 X 8 SYP 240OF 2.OE,7-9 2 X 4 SPF No.2 REACTIONS (lb/size) 14=1320610-5-9(input: 0-5-8),8=13057/0-5-8 Max Harz 14=344(load case 6) Max Upliftl4=-1009(load case 7),8=-981(load case 7) Max Gravl4=13398(load case 2),8=13192(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/141,2-3=-11681/898,3-4=-112671916,4-5=-100481898,5-6=-100541899,6-7=-11705/914,2-14=-10449/806, 7-8=-10247/772 BOT CHORD 13-14=-49712390,12-13=-709/7695,12-15=-474/5790,11-15=-474/5790,11-16=-474/5790,10-16=-474/5790, 9-10=-546/7707,8-9=-219/2472 WEBS 4-13=-204/2061,4-12=-18811306,5-12=-635/6900,5-10=-634/6915,6-10=-1892/304,6-9=-201/2063,2-13=421/5928, 7-9=439/5880 NOTES 1)2-ply truss to be connected together with 10d Common(.148"x3")Nails as follows: Top chords connected as follows:2 X 4-2 rows at 0-9-0 oc,2 X 8-2 rows at 0-9-0 oc. of NE Bottom chords connected as follows:2 X 8-2 rows at 0-7-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. �Q P,STR2y 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(6)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 an tP right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. r- 4)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 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. 2i 7)All plates are M1120 plates unless otherwise indicated. (P C? 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord-in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will O No,67102 !G� fit between the bottom chord and any other members. 9)WARNING:Required bearing size atjoint(s)14 greater than input bearing size. R�FESS10AP 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1009 lb uplift at joint 14 and 981 lb uplift at joint 8. September 29,2005 Continued on page 2 © WARNING-9er(ry design parameters and READ NOTES ON THIS AND INCLUDED DDTER 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 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 � O 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 T=)k Affiliatefabrication,quality control,storage,delivery,erection and bracing,consult ANSt/TPI1 Quality Criteria,DSB-89 and lCSII Building Component 818 Soundslde Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27Rd Job Truss Truss Type =12 BROOKS HERITAGE 5 VERANDA 21167297 T02GD ROOFTRUSS E2742351 Job Reference o tional Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:19:25 2005 Page 2 NOTES 11)Girder carries tie-in span(s):33-9-0 from 0-0-0 to 21-8-0 LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-120,2-5=-120,5-7=-120,14-15=-1115(F=-1095),15-16=-1155(F=-1095),8-16=-1115(F=-1095) Q WARNING-Veri f ij design pammefen and READ NOTES ON THIS AND INCLUDED AUTEN REFERENCE PAGE MD•7473 BEFORE USE. IIIIIIIIIIIIIIIIIIIIENGINEERING 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 desgn paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing sho,vn 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 respornibifity of the building designer.For general guidance regarding h MI T��k Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Cdterla,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information avoidable from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,ds 27Rd r ► Job Truss Truss Type Oty Ply BROOKS HERITAGE 5 VERANDA E274235 21167297 T02GE ROOF TRUSS 1 1 Job Reference o optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:19:26 2005 Page 1 -4-10�B 5-5-s I 10-1.0-0-- 3 1s-2-7 I 21-8��6,8 0-10-8 5-5-9 5-4-7 3.5 II 5-4-7 5-5-9 0-10-8 5x8 Scale=1:79.9 5 12.00 12 4x4/i 4x4 3x5/i 3x5 4 6 3 7 45 ll 3x5 3x5 3x5 1 4x5 II c i 8 2 5 11 W �� !'t 14 36 37 13 38 39 12 4011 41 10 l 3x7= 3x5= 3x5= 3x5= 3x7= 7-10A2 13-9-4 2148-0 7-10-12 5-10-8 7-10-12 Plate Offsets(X,Y): [2:0-2-8,0-1-12],[5:0-1-12,0-1-8],[8:0-2-8,0-1-121,[26:0-0-0,0-0-01,[27:0-0-0,0-0-01,[28:0-0-0,0-0-01,[28:0-0-0,0-0-01,[29:0-0-0,0-0-01,[30:0-0-0,0-0-01, [31:0-0-0,0-0-01,r31:0-0-0,0-0-01,[32:0-0-0 0-0-0],(33:0-0-0,0-0-01,134:0-0-0,0-0-01 [35:0-0--- - -- LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.83 Vert(LL) -0.08 13-14 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.48 Vert(TL) -0.14 13-14 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.01 10 n/a n/a BCDL 10.0 Code IBC2000/ANS195 (Matrix) Weight:197lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 5-64 oc puffins, 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 5-12,4-14,6-10 5-13 2 X 4 SPF No.2,5-12 2 X 4 SPF No.2,2-14 2 X 4 SPF No.2 8-10 2 X 4 SPF No.2 OTHERS 2 X 4 SPF Stud 'Except" 5-15 2 X 4 SPF No.2 REACTIONS (lb/size) 12=146310-5-8,14=128110-5-8,10=879/0-5-8 Max Horz 14=326(load case 7) Max Upliftl2=44(load case 8),14=-64(load case 8),10=-53(load case 9) Max Gravl2=1463(load case 1),14=1618(load case 2),10=1094(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/123,2-3=-801/178,34=-258/198,4-5=-1128/195,5-6=-501/190,6-7=-230/277,7-8=-733/256,8-9=0/123, 2-14=-9531214,8-10=-901/308 BOT CHORD 14-36=-178/785,36-37=-178/785,13-37=-178/785,13-38=-72/387,38-39=-72/387,12-39=-72/387,12-40=-251368, 11-40=-25/368,1141=-25/368,1041=-25/368 WEBS 4-13=-668/237,5-13=-160/923,5-12=-741/76,6-12=-7491359,4-14=-690/85,6-1 0=-274/1 10 NOTES OF NEt�/ 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=S.Opsf;BCDL=S.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) -0-10-8 to 22-6-8 zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. �Q P,STg2y 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. r- 5)This truss has been designed for 1.00 times flat roof load of 50.0 psi on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 7)All plates are 2x4 M1120 unless otherwise indicated. 2 ' 8)Gable studs spaced at 2-0-0 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 NO,67142 fit between the bottom chord and any other members. '� v 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 44 lb uplift at joint 12,64 lb uplift at joint 14 ROFEFSSI OAP and 53 lb uplift at joint 10. LOAD CASE(S) Standard September 29,2005 Q WARNING-Ver{fy design pamn ters and READ NOTPS ON THIS AND INC&UDED AUTER REFERENCE PAGE AM-7473 BEFORE USE. IIIIIIIIIIIIIIIIIIIIENGINEERING 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 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 stricture is the responsibility of the building designer.For general guidance regarding 11MA Mi Tak Hifiliat fabrication,quality control,storage,delivery,erection and tracing,consult ANSI/TPII Quality Criteria,OSB-89 and 8CSll Building Component 818 Soundsida Rd Safely Information available from Truss Plate Institute,583 D'Onotrio Drive.Madison,WI 53719. Edenton,NC 27932 r Job Truss Truss Type Oty Ply BROOKS HERITAGE 5 VERANDA E274235 21167297 T03 ROOF TRUSS 1 1 Job Reference tional Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:19:27 2005 Page 1 r1-2-81 4-10-12 1_ 9-6-0 111-0-01_ 17-6-0 1 2440.0 2� 7-8-12 I 31-9-0 1-2-8 4-10-12 4-7-4 1-6-0 6-6-0 6-6-0 3-8-12 4-0-4 5x6 11 Scale:3116'=1' 4 6x6= 2x4 11 8x8 5 6 7 9.00 12 4x5 3 8 II 4x4 II 4x5 9 1 2 �T 15 14 16 17 13 12 18 11 10 3x8= 5x8= 3x5= 3x8= 3x5= 5x6= 9-6-0 17-6-0 24-0-0 31-9-0 9-6-0 8-0-0 6-64) 7-9-0 Plate Offsets(X Y): [20-2-0,0-1-12] [7 0-7 4 0-5 41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.76 Vert(LL) -0.32 12-14 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.71 Vert(TL) -0.42 12-14 >894 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.11 10 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:171lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E 'Except' TOP CHORD Sheathed or 3-3-1 oc puffins, except end verticals. 5-7 2 X 6 SPF-S 165OF 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 1 Row at midpt 6-12,3-15 WEBS 2 X 4 SPF Stud 'Except` 2 Rows at 1/3 pis 5-14,8-10 4-14 2 X 4 SPF No.2,5-12 2 X 4 SPF No.2,7-12 2 X 4 SPF No.2 2-15 2 X 4 SPF No.2,9-10 2 X 4 SPF No.2 REACTIONS (lb/size) 15=2485/0-5-8,10=2331/Mechanical Max Horz15=252(load case 7) Max Upfiftl 5=-1 12(load case 8),10=-132(load case 9) Max Gravl5=2485(load case 1),10=3094(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/138,2-3=-580/87,34=-2557/270,4-5=-2560/257,5-6=-3307/388,6-7=-3307/388,7-8=-3343/372,8-9=-596/123, 2-15=-841/139,9-10=-601/123 BOT CHORD 14-15=-246/1946,14-16=-204/2602,16-17=-204/2602,13-17=-204/2602,12-13=-204/2602,12-18=-98/2549, 11-18=-96/2549,10-11=-1 42/2407 WEBS 3-14=-301/345,4-14=-297/2740,5-14=-2774/429,5-12=-192/1045,6-12=-1379/252,7-12=-168/1124,7-11=-10/185, 8-11=-711207,3-15=-2414/222,8-10=-32031243 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) pF N E -1-2-8 to 31-7-4 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� P STRZY �9 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. �y 4)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. 5)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. 2 *+ 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 112 lb uplift at joint 15 and 1321b uplift at N�Op �O,67►92 !`�� joint 10. 9�FESS1pNP LOAD CASE(S) Standard September 29,2005 WARNING-VerVy design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MN-7473 BEFORE USE. E NGI NE E:RI NG BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is For an individual di component. TPXKC0 Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not trusss designer, er.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 AM!Tak AffillatG� fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII BWlding Component 818 Swndside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 s, • � e Job Truss Truss Type Qty Ply BROOKS HERITAGE 5 VERANDA E2742354 21167297 T04 ROOF TRUSS 1 1 Job Reference o tionat Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:19:28 2005 Page 1 1-2-8 5-4-0 1 10-8-0 16-0-0 I 21-4-0 1 26-4-12 1 31-9-0 1-2-8 5-4-0 5-4-0 5-4-0 5-4-0 5-0-12 5-4-4 Scale:X16'=1' 6x10 2x4 11 6x10 Q 4 5 6 9.00 12 3x5 i 3x5� 7 3 d, 5x8 i 4x8 8 '11 2 15 14 13 16 12 17 11 10 9 3x5 I I 4x12= 3x5= 5x8= 3x5= 3x10= 3x5 11 I 5-4-0 10-8-0 16-0-0 21-4-0 26-4-12 31-9-0 5-4-0 5-4-0 5-4-0 5-0-0 5-0-12 5-4-4 Plate Offsets(X Y): [2:0-3-4 0-1-8j [4 0-6-8 0-1-12j [6:0-6 4 0-1-8] [8:0-2-12 0-2-0] [10:0-3-8 0-1-8],[12:0-4-0.0-3-01.(14:0-3-8,0-2-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (ioc) I/deft Lid PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.71 Vert(LL) -0.15 12-13 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.54 Vert(TL) 0.02 1 >798 240 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code IBC2000/ANS195 (Matrix) Weight:177lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 3-5-8 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 Stud *Except* WEBS 1 Row at midpt 5-12 4-13 2 X 4 SPF No.2,4-12 2 X 4 SPF No.2,5-12 2 X 4 SPF No.2 6-12 2 X 4 SPF No.2,6-11 2 X 4 SPF No.2,2-15 2 X 4 SPF No.2 8-9 2 X 6 SPF-S 165OF 1.5E REACTIONS (lb/size) 15=2479/0-5-8,9=2312/Mechanical Max Horz 15=276(load case 7) Max Upliftl5=-118(load case 8),9=-65(load case 9) Max Grav 1 5=3085(load case 2),9=2835(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/138,2-3=-3279/176,3-4=-2967/267,4-5=-2314/319,5-6=-2314/319,6-7=-2904/347,7-8=-3145/295, 2-15=-3011/183,B-9=-2762/263 BOT CHORD 14-15=-274/290,13-14=-247/2410,13-16=-183/2163,12-16=-183/2163,12-17=-85/2123,11-17=-85/2123, 10-11=-9312302,9-10=-36/326 WEBS 3-14=-461/76,3-13=-351/211,4-13=-37/447,4-12=-203/929,5-12=-940/186,6-12=-152/978,6-11=-71/395, 7-11=-267/275,7-10=-524/72,2-14=-87/2210,8-10=-60/2063 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) �! OF NE�Y -1-2-8 to 31-64 zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1,33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. �Q P,STRZy 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. �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. k Q to 5)Provide adequate drainage to prevent water ponding. r-^ T` 6)This truss has been designed fora 10.0 psi 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 Z fit between the bottom chord and any other members. 2� 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 118 lb uplift at joint 15 and 65 lb uplift at ��A A'101 67�02 joint 9. R �FSS Si ON LOAD CASE(S)Standard September 29,2005 V WARNING•Veri,/y design parameter and READ NOTES ON TTRS AND INCLUDED MITER REFERENCE PAGE MN-7473 BEFORE USE. E M31 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. T O 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 MI T'A AffillaN fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSE-89 and BCSII Building Component 818 Swridside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.Wl 53719. Edenton,NC 27932 t � • • y Job Truss Truss Type arty Ply BROOKS HERITAGE 5 VERANDA E274235 21167297 Tru ROOF TRUSS 1 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 Is Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:19:28 2005 Page 1 0-2-1 6-9-12 134-0 I 18-8-0 l 25-0-12 31-9-0 1-2-8 6-9-12 6-6-4 54-0 64-12 6-8-4 8x8 Scale=1:72.0 6x8 9.00 12 5 6 3x5 i 3x5 3x5 ii 4 7 3x5 3 8 q W 5x10�i 4x10 9 2 �1 l� 16 15 17 14 1318 12 19 11 10 1 3x5 11 410= 3x5= 3x5= 3x8= 3x10= 3x5 II 6-9-12 134-0 18-8-0 25-0-12 31-9-0 6-9-12 6-6-4 54-0 64-12 6-8-4 Plate Offsets(X,Y): [5:0-7-8,0-5-8],[6:0-5-3,0-3-4],[9:Edge,0-1-8] [11:0-3-8,0-1-8],[15:0-3-8,0-2-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 1.00 Vert(LL) -0.14 14-15 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.21 14-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.06 10 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:176lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E `Except' TOP CHORD Sheathed, except end verticals. 5-6 2 X 6 SPF-S 165OF 1.5E,14 2 X 4 SPF-S 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SPF-S 1650F 1.5E WEBS 1 Row at midpt 3-14,5-12,8-12 WEBS 2 X 4 SPF No.2 'Except' 3-15 2 X 4 SPF Stud,8-11 2 X 4 SPF Stud,2-16 2 X 6 SPF-S 165OF 1.5E 2-15 2 X 4 SPF Stud,9-10 2 X 6 SPF-S 165OF 1.5E,9-11 2 X 4 SPF Stud REACTIONS (lb/size) 16=2539/0-5-8,10=2353/Mechanical Max Horz 16=328(load case 7) Max Upliftl 6=-1 32(load case 8),10=-77(load case 9) Max Grav16=2999(load case 2),10=2727(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/147,2-3=-3228/140,3-4=-2535/207,4-5=-2199/242,5-6=-1744/282,6-7=-2171/252,7-8=-2499/218,8-9=-3135/219 ,2-16=-2929/164,9-10=-2658/203 BOT CHORD 15-16=-337/416,15-17=-212/2312,14-17=-212/2312,13-14=122/1773,13-18=-122/1773,12-18=-122/1773, 12-19=-8/2242,11-19=-8/2242,10-11=-69/456 WEBS 3-15=-178/138,3-14=-754/160,5-14=-53/746,5-12=-575/498,6-12=-45/692,8-12=-700/240,8-11=-217/112, 2-15=-68/1935,9-11=-3/1836 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) OF NE 1-2-8 to 31-6 4 zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This 4, �. truss is designed for C-C for members and forces,and for MWFRS for reactions specified. Q� P,STR,> 0 2)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. O 3)Unbalanced snow loads have been considered for this design. co 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. cP 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 i fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 132 lb uplift at joint 16 and 77 lb uplift at NO,67A joint 10. 10 �. ROF�ss)oNA LOAD CASE(S) Standard September 29,2005 Q WARNING-Verify design parameters and REM NOTES ON TNIS AND INCLUDED MITES REFERENCE PAGE IIUI-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 poromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown TMCD 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 MITak Aflillate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Crlfwla,DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,818 Soun dsdskle Rd 27932 e • • e Job Truss Truss Type aty Ply BROOKS HERITAGE 5 VERANDA �E274235 21167297 T06 PIGGYBACK TRUSS 2 1 _ Job Reference optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:19:29 2005 Page 1 11-2-1 6-8-2 13-4-0 18-8-0 25-3-14 32-0-0 __33-2-1 1-2-8 6-8-2 6-7-14 _ 5-4-0 6-7-14 641-2 1-2-8 5x8-1 Scale=1:72.9 5x8 9.00 F12 5 6 3x5 20 11 3x5 Q 2x4 11 4 7 3 8 5x10 5x10 O 2 9 1 10 0 15 14 16 17 13 18 19 12 11 3x5 11 5x14= 6x10= 5x14= 3x5 11 6-9-12 16-0-0 25-2-4 32-M 6-9-12 9-2-4 9-2-4 6-9-12 Plate Offsets(X Y): [5.0-4-8 0-2-8] [6:0-4-8 0-2-8] [12:0-6-12 0-2-8] [13:0-5-0,Edge],[14:0-6-12,0-2-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.82 Vert(LL) -0.30 12-13 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.77 Vert(TL) -0.42 12-13 >897 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.05 11 n/a n/a BCDL 10.0 Code IBC20001ANSI95 (Matrix) Weight:174lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 2100F 1.8E 'Except` TOP CHORD Sheathed or 3-6-12 oc purlins, except end verticals,and 2-0-0 oc 5-6 2 X 6 SPF-S 1650F 1.5E purlins(6-M max.):5-6. BOT CHORD 2 X 4 SPF-S 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud 'Except' WEBS 1 Row at midpt 5-14,5-13,6-13,6-12 5-14 2 X 4 SPF No.2,5-13 2 X 4 SPF No.2,6-13 2 X 4 SPF No.2 6-12 2 X 4 SPF No.2,2-15 2 X 6 SPF-S 1650F 1.5E 9-11 2 X 6 SPF-S 1650F 1.5E REACTIONS (lb/size) 15=2616/0-5-8,11=2616/0-5-8 Max Horz15=-305(load case 6) Max Upliftl5=-132(load case 8),11=-132(load case 9) Max Gravl5=3073(load case 2),11=3073(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/147,2-3=-3341/136,34=-3336/270,4-5=-3002/306,5-6=-1843/234,6-7=-3002/472,7-8=-3336/436,8-9=-3341/220 ,9-10=0/147,2-15=-3028/159,9-11=-3028/277 BOT CHORD 14-15=-321/433,14-16=-104/1863,16-17=-104/1863,13-17=-104/1863,13-18=-33/1863,18-19=-33/1863, 12-19=-33/1863,11-12=-28/375 WEBS 3-14=1087/248,5-14=-212/1060,5-13=-246/777,6-13=-246/777,6-12=-333/1060,8-12=-1087/353,2-14=-57/2075, 9-12=0/2075 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) <'�� E(/�/y -1-2-8 to 33-2-8 zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This - P,STR'> 0,9 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. �y 3)Unbalanced snow loads have been considered for this design. * q (P 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. r 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 2� ' fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 132 lb uplift at joint 15 and 132 Ib uplift at ©A NO,67A�2 joint 11. R P� 9)Design requires purlins at oc spacing indicated. �FES S%O� LOAD CASE(S)Standard September 29,2005 Q WARNrNG-FerVy design parameter and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. ENGINEERING BY Design valid for use only with MiTek connectors.This design is based only upon parameters and is for an individual building component. TMKC0 Applicability of design paramenters and proper incorporation of component is responsibilityy of of building 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 Mi Tak AffiliaL� fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety InformoBon available from Truss Plate Institute,583 D'Onofdo Drive,Madison,WI 53719. Edenton,NC 27932 r Y Job Truss Truss Type City Ply BROOKS HERITAGE 5 VERANDA E274235 21167297 T06A PIGGYBACK TRUSS 5 1 Job Reference o tional Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 1419:34 2005 Page 1 1�2-1 6-9-12 1 134-0 18-8-0 � 25-2-4 I 31-9-0 i 1-2-8 6-9-12 6-64 54-0 6-64 6-6-12 5x8 i Scale=1:71.9 5x8 9.00 F,2 5 6 3x5 i 3x5 2x4 11 2x4 11 4 7 3 8 400 400,� 9 2 i IT 14 13 15 16 12 17 18 11 10 1 3x5 11 402= 5x10= 402= 3x5 II 6-9-12 16-0-0 25-24 31-M 6-9-12 9-2-4 9-2-4 6-6-12 Plate Offsets(X,Y): [2:0-4-8,0-1-12],[5:04-8,0-2-8],[6:0-4-8,0-2-8],[9:0-4-8,0-1-8],[l 1:0-5-8,0-2-0[,[12:0-5-0,0-3-4],[13:0-5-0,0-1-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TIC 1.00 Vert(LL) -0.29 12-13 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.75 Vert(TL) -0.41 12-13 >909 240 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.05 10 n/a n/a BCDL 10.0 Code IBC20001ANS195 (Matrix) Weight:172lb 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.):5-6. 5-6 2 X 6 SPF-S 165OF 1.5E,14 2 X 4 SPF-S 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SPF-S 210OF 1.8E WEBS 1 Row at midpt 5-13,5-12,6-12 WEBS 2 X 4 SPF Stud *Except* 2 Rows at 1/3 pts 6-11 5-13 2 X 4 SPF No.2,5-12 2 X 4 SPF No.2,6-12 2 X 4 SPF No.2 6-11 2 X 4 SPF No.2,2-14 2 X 6 SPF-S 165OF 1.5E 9-10 2 X 6 SPF-S 165OF 1.5E REACTIONS (lb/size) 14=2597/0-5-8,10=242010-5-8 Max Horz 14=328(load case 7) Max Upliftl4=-132(load case 8),10=-77(load case 9) Max Gravl4=3057(load case 2),10=2794(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/147,2-3=-3323/137,3-4=-3308/271,4-5=-2976/305,5-6=-1816/232,6-7=-2903/461,7-8=-3231/427,8-9=-3234/214 ,2-14=-3007/160,9-10=-2749/197 BOT CHORD 13-14=-345/401,13-15=-127/1842,15-16=-127/1842,12-16=-127/1842,12-17=-57/1830,17-18=-57/1830, 11-18=-57/1830,10-11=-73/416 WEBS 3-13=-1093/249,5-13=-213/1078,5-12=-258/753,6-12=-230/781,6-11=-324/986,8-11=-1071/347,2-13=-61/2026, 9-11=0/1966 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) OF NE�/ -1-2-8 to 31-6-4 zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This �Q STR2 O truss is designed for C-C for members and forces,and for MWFRS for reactions specified. y2� 2)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. * 3)Unbalanced snow loads have been considered for this design. (P 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. r 7` 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 2 fit between the bottom chord and any other members. U 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 132 lb uplift at joint 14 and 77 lb uplift at �A NO,67A joint 10. 9)Design requires purlins at oc spacing indicated. RQPE S$]0NA LOAD CASE(S)Standard September 29,2005 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEE REFERENCE PAGE MI-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 poromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown TFMNCD 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 T�;:k Aifillate. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIt quality Criteria,DSB-89 and BCSI7 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 537T9. Edenton,NC 27932 ♦ t 40 Job Truss Truss Type Qty Ply BROOKS HERITAGE 5 VERANDA E274235 21167297 TO6PB PIGGYBACK 6 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:19:36 2005 Page 1 2-8-0 54-0 2-8-0 2-8-0 U5= Scale=1:14.0 3 9.00 12 4 2 5 0 1 y�y o d o Id 2x4= 2x4= 0-8-5 4-7-11 5-4-0 0-8-5 3-11-5 0-8-5 Plate Offsets(X,Y): [3:0-2-8,Edge) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.10 Vert(LL) -0.01 24 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.11 Vert(TL) -0.02 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:121b LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 54-0 oc purlins. BOT CHORD 2 X 4 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=327/0-3-8,4=327/0-3-8 Max Horz2=40(load case 6) Max Uplift2=-34(load case 8),4=-34(load case 9) Max Grav2=387(load case 2),4=387(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43,2-3=-231/52,3-4=-231/52,4-5=0/43 BOT CHORD 24=-6/116 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6)'This truss has been designed 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. OF N E'G(� 7)4. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 34 lb uplift at joint 2 and 34 lb uplift at joint ,` 8)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS STRzy O LOAD CASE(S)Standard r � � N F� NO.67 A�2 AROFES SI oNA September 29,2005 © WARNING-Ver(fy design parameter and READ NOTES ON THIS AND D9CWDED AUTEK REFERENCE PAGE AEU-7473 BEFORE USE. IIIIIIIIIIIIIIIENGINEERING 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 � ��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 Mi t-sk Affiliatefabrication,quality control,storage,delivery,erection and tracing,consult ANSI/TPII Quality Criteria,OSB-89 and BCSII Building Component B18 Soundslde Safety Information available from Truss Plate Institute,583 D'Onofr Rd io Drive,Madison,M 53719. Edenton,NC 27Rd +r y r Job Truss Truss Type oty Ply BROOKS HERITAGE 5 VERANDA E274235 21167297 T08 ROOF TRUSS 1 1 Job Reference o Gonal Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:19:37 2005 Page 1 rt-2'81--------6�9�12---_ I— -"-10-Q.._.._-.13-0-9 __--17-2-0 --+---- -21-4-0 — 26-6-4—_..-.+_ 32-0-0 P3_ 1-2-8 6-9-12 5-0-4 1-2-0 4-2-0 4-2-0 5-2-4 5-5-12 1-2-8 Us 11 Scale=1:68.6 9.00 12 5x6= 5 3x5= 4x10 6 7 6 3x5�i 2x4 11 4 3 4x5 9 0 4x10�i 4x8 11 2 10 1 11r, --A 2 191 17 16 18 19 15 20 14 21 13 22 23 12 1 3x5 11 4x10= 4x10= 4x6= 3x8= 5x8= 6-9-12 F 13-0-0 21.4-0 32-0-0 1 6-9-12 6-2-4 8-4-0 10-8-0 Plate Offsets(X,Y): [2:0-4-8,0-1-121,[8:0-6-8,0-1-121,[10:0-4-6,0-0-0],[14:0-3-0,Edge],[15:0-3-8,0-1-8],[16:04-12,0-2-0] LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.89 Vert(LL) -0.30 13-15 >999 360 MI120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.95 Vert(TL) -0.43 12-13 >891 240 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.09 12 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:183lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E 'Except* TOP CHORD Sheathed or 3-4-2 oc purlins, except end verticals. 1-4 2 X 4 SPF-S 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SPF-S 165OF 1.5E WEBS 1 Row at midpt 5-16,7-15,7-13 WEBS 2 X 4 SPF No.2 `Except* 2 Rows at 1/3 pts 6-15,9-12 3-16 2 X 4 SPF Stud,9-13 2 X 4 SPF Stud,2-17 2 X 6 SPF-S 165OF 1.5E 2-16 2 X 4 SPF Stud,10-12 2 X 4 SPF-S 165OF 1.5E 9-12 2 X 4 SPF Stud REACTIONS (lb/size) 17=2580/0-5-8,12=2598/0-5-8 Max Horz 17=276(load case 7) Max Uplift17=-126(load case 8),12=-170(load case 9) Max Grav 1 7=2685(load case 2),12=3321(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/147,2-3=-2856/174,3-4=-2782/249,4-5=-2457/276,5-6=-2654/294,6-7=-2161/216,7-8=-2320/311,8-9=-3175/307 ,9-10=-935/157,10-11=0/147,2-17=-2614/177,10-12=-1120/233 BOT CHORD 16-17=-293/459,16-18=-121/1844,18-19=-121/1844,15-19=-121/1844,15-20=-107/2414,14-20=-107/2414, 14-21=-107/2414,13-21=-107/2414,13-22=-37/2563,22-23=-37/2563,12-23=-37/2563 WEBS 3-16=-981/222,5-16=-197/927,5-15=-363/2679,6-15=-1746/250,7-15=-635/232,7-13=-494/170,8-13=-16/871, 9-13=-356/220,2-16=95/1750,9-12=-2892/155 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) �F NE -1-2-8 to 33-2-8 zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This �Q P,STR2y 0 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. LL 3)Unbalanced snow loads have been considered for this design. * (P 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. r 5 7K 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 126 lb uplift at joint Wand 170 Ib uplift at �A NO.67AOq' joint 12. � R°FEss1oNP LOAD CASE(S)Standard September 29,2005 ® WARNING-Ver(fy deatgn parameter and READ NOTES ON TNIS AND INCLUDED ADTEK REFERENCE PAGE XB-7473 BEFORE USS. IIIIIIIIIIIIIIIIIIIIIIIE W31 NE ERI 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 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 TRENA Mi Tek 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,M 53719. Edenton,NC 27932 Job Truss Truss Type City Ply BROOKS HERITAGE 5 VERANDA E274236 21167297 T09 ROOF TRUSS 1 1 Job Reference o tional Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:19:38 2005 Page 1 1-2- 6-9-12 _ 11-10-0 15-8-0 19-10-0 24-0-0 27-10-4 32-0-0 3_2- 1-2-8 6-9-12 5-0-4 3-10-0 4-2-0 4-2-0 3-10-4 4-1-12 1-2-8 5x8 11 Scale=1:68.6 9.00 ,2 5 i 6x6= Sx,O i 3x5= 4x8 6 7 8 34 4x6 9 qq 4x10 4, b 3x5 II 2 10 rn 16 15 17 18 14 19 20 13 12 3x5 11 4x12= 10x10= US= 5x6= i 6-9-12 i 15-8-0 24-0-0 32-0-0 6-9-12 8-10-4 8-4-0 8-0-0 Plate Offsets(X,Y): [2:04-8,0-1-12],[4:0-4-0,0-0-4],[6:0-2-4,0-3-4],[8:0-5-0,0-2-0],[14:0-4-4,Edge],[15:0-5-8,0-2-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.88 Vert(LL) -0.43 14-15 >886 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.98 Vert(TL) -0.60 14-15 >631 240 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.09 12 n/a n/a BCDL 10.0 Code IBC2000/ANS195 (Matrix) Weight:172lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E `Except* TOP CHORD Sheathed or 3-1-15 oc purlins, except end verticals. 1-4 2 X 4 SPF-S 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SPF-S 1650F 1.5E WEBS 1 Row at midpt 5-15,7-13 WEBS 2 X 4 SPF Stud `Except* 2 Rows at 1/3 pis 6-14,9-12 5-15 2 X 4 SPF No.2,5-14 2 X 4 SPF No.2 2-16 2 X 6 SPF-S 1650F 1.5E,10-12 2 X 4 SPF-S 1650F 1.5E REACTIONS (lb/size) 16=2575/0-5-8,12=2537/0-5-8 Max Horz 16=276(load case 7) Max Upliftl6=-126(load case 8),12=-170(load case 9) Max Grav 16=2681(load case 2),12=3260(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/147,2-3=-2881/166,3-4=-2813/242,4-5=-2791/272,5-6=-4038/401,6-7=-3023/245,7-8=-2490/298,8-9=-3285/308 ,9-10=-543/136,10-11=0/147,2-16=-2643/169,10-12=-827/205 BOT CHORD 15-16=-298/404,15-17=-93/1811,17-18=-93/1811,14-18=-93/1811,14-19=-100/2968,19-20=-100/2968, 13-20=-100/2968,12-13=-47/2423 WEBS 3-15=-1001/223,5-15=-181/1063,5-14=-427/3449,6-14=-2920/370,7-14=-19/576,7-13=-1020/133,8-13=-42/1020, 9-13=-58/168,2-15=-79/1825,9-12=-3207/170 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) QF N Etv -1-2-8 to 33-2-8 zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This X\ j. truss is designed for C-C for members and forces,and for MWFRS for reactions specified. �Q. 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. CO 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- ?_ 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 2 fit between the bottom chord and any other members. 2 " 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 126 lb uplift at joint 16 and 170 lb uplift at N� joint 12. N0.67A aR0 ESS1ONP�' LOAD CASE(S) Standard F September 29,2005 Q WARNING.7er(ig design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 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 ��0 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding TPXA MiTsk Airillate 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 f � Job Truss Truss Type Oty Ply BROOKS HERITAGE 5 VERANDA E2742361 21167297 T10 ROOF TRUSS 1 1 Job Reference o tional Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:19:42 2005 Page 1 F1-2-1 6-9-12 I 11-10-0 18-4-0 22-5-1 1 26-8-0 I 32-0-0 f13-2-8 i 1-2-8 6-9-12 5-0-4 6-6-0 4-1-1 4-2-15 5-4-0 1-2-8 6x8 11 Scale=1:68.6 9.00 12 5 3x8 2X4 II q 8x8= 4x10 3 US= 6 7 8 4x10 ii "5x8�� 16 us 2 9 q i 10�Q 15 14 16 17 13 18 19 12 11 3x5 11 4x10= 7x12 M1120H= 4x10= 3x5 11 6-9-12 I 16-0-0 26-8-0 32-0-0 6-9-12 9-2-4 10-8-0 5-4-0 Plate Offsets(X,Y): [2:0-4-8,0-1-12],[5:0-1-12,0-3-0],[8:0-6-8,0-1-12],[9:0-34,0-1-8],[13:0-6-0,0-3-4],[14:0-5-0,0-1-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.89 Vert(LL) -0.44 13-14 >856 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.81 Vert(TL) -0.59 12-13 >646 240 M1120H 127/93 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.07 11 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:165 111 LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E 'Except' TOP CHORD Sheathed or 2-11-10 oc purlins, except end verticals. 5-6 2 X 6 SPF-S 1650F 1.5E,14 2 X 4 SPF-S 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2 X 4 SPF-S 210OF 1.8E 6-0-0 oc bracing:11-12. WEBS 2 X 4 SPF Stud 'Except` WEBS 1 Row at midpt 5-14,7-12 5-14 2 X 4 SPF No.2,5-13 2 X 4 SPF No.2 2 Rows at 1/3 pts 6-13 2-15 2 X 6 SPF-S 165OF 1.5E,9-11 2 X 4 SPF No.2 9-12 2 X 4 SPF No.2 REACTIONS (lb/size) 15=2555/0-5-8,11=2522/0-5-8 Max Horz15=277(load case 7) Max Upliftl5=-127(load case 8),11=-170(load case 9) Max Gravl5=2660(load case 2),11=3245(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/147,2-3=-2853/162,34=-2755/237,4-5=-2731/267,5-6=-4129/318,6-7=4510/312,7-8=-2599/280,8-9=-3502/269 ,9-10=0/147,2-15=-2622/168,9-11=-3219/305 BOT CHORD 14-15=-297/417,14-16=-64/1805,16-17=-64/1805,13-17=-64/1805,13-18=-98/3635,18-19=-98/3635,12-19=-98/3635, 11-12=-28/220 WEBS 3-14=-958/213,5-14=-175/1025,5-13=-323/3172,6-13=-3577/419,7-13=-55/1259,7-12=-1678/127,8-12=0/984, 2-14=-76/1785,9-12=-49/2417 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) dF NE Y -1-2-8 to 33-2-8 zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This �{j P STf]2), truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. * N 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. r ?` 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 7)All plates are MII20 plates unless otherwise indicated. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. NO,67102 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 127 lb uplift at joint 15 and 170 lb uplift at A joint 11. ROFESS10 LOAD CASE(S) Standard September 29,2005 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED AITTEE REFERENCE PAGE MU-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 paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown TR=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 Mi Rik Affiliatefabrication,quality control,storage,delivery.erection and bracing,consult ANSI/rPll 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 • r Job Truss Truss Type aly Ply BROOKS HERITAGE 5 VERANDA E274236 21167297 T11 ROOF TRUSS 1 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:19:43 2005 Page 1 1-2- 6-0-12 III 0-0 17-7-4 21-0-0 25-2-0 29-0-0 32-0-0 3-2_ 1-2-8 6.0-12 5-9-4 5-9-3 3-4-12 4-2-0 4-2-0 2-84) 1-2-8 6x8 Scale=1:73.3 9.00 FIT 5 3x5 i 2x4 II 4 2x4 11 3 6 7x8 MI120H= U8= 06 7 4x10 8 9 4x6 2 10 1 11 I� 18 17 19 20 16 15 14 13 12 3x5 11 4x12= 4x10 M1120H= US= 4x10= 3x5 II 6x10= 6-0-12 16-5-0 21-0-0 29-4-0 32-0-0 6-0-12 10-4-4 4-7-0 84-0 2-8-0 Plate Offsets(X,Y): [5:0-5-4 0-3-01 [9:0-34 0-2-4] [10:0-3-0 0-1-12] [15.0-2-0 0-1-12] [16.0-5-0 Edge) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.96 Vert(LL) -0.70 15-17 >541 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.83 Vert(TL) -1.01 15-17 >376 240 M1120H 127/93 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.08 12 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:166lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E "Except' TOP CHORD Sheathed, except end verticals. 5-7 2 X 4 SPF-S 21OOF 1.8E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2 X 4 SPF-S 165OF 1.5E 'Except' WEBS 1 Row at midpt 5-17,7-15,8-13 12-16 2 X 6 SPF 240OF 2.0E WEBS 2 X 4 SPF Stud 'Except' 5-17 2 X 4 SPF No.2,5-15 2 X 4 SPF-S 1650F 1.5E 2-18 2 X 6 SPF-S 1650F 1.5E,10-12 2 X 4 SPF No.2 10-13 2 X 4 SPF No.2 REACTIONS (lb/size) 18=256010-5-8,12=2477/0-5-8 Max Horz 18=275(load case 7) Max Upliftl 8=-1 26(load case 8),12=-170(load case 9) Max Grav18=2666(load case 2),12=3199(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/147,2-3=-2851/142,34=-2828/238,4-5=-2516/269,5-6=-5257/460,6-7=-5050/253,7-8=-6180/407,8-9=2349/221 ,9-1 0=-2995/234,10-11=0/1 47,2-18=-2668/154,10-12=-3203/290 BOT CHORD 17-18=-287/371,17-19=-35/1800,19-20=-35/1802,16-20=-34/1804,15-16=-35/1802,14-15=-225/6242,13-14=-228/4775 ,12-13=-66/58 WEBS 3-17=-1001/219,5-17=-170/1041,5-15=456/4287,6-15=-959/287,7-15=-3106/338,7-14=-1347/35,8-14=-28/1778, 8-13=-3074/242,9-13=-32/1050,2-17=-46/1988,10-13=-102/2517 NOTES QF 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) Q� P.STRZ Q,e� -1-2-8 to 33-2-8 zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.Thi 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. Nill 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. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 7)All plates are M1120 plates unless otherwise indicated. tP� 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will DA Np 671p2 fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 126 lb uplift at joint 18 and 170 lb uplift at Pes sl QNA joint 12. LOAD CASE(S) Standard September 29,2005 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED 11UTES REFERENCE PAGE BU1.7473 BEFORE USE.Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. iiiiiiiiiiiiiiiiiiiiEMSONEERING BY 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 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 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSII BW A Mi Tek Affiliatelding Component 818 Soundslda Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 0 0 e Y E Truss Truss Type Oty Ply BROOKS HERITAGE 5 VERANDA E274236 97 T12 ROOF TRUSS 2 1 Job Reference o tional Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:19:44 2005 Page 1 1-1-2-8, 6-0-12 1 11-10-0 1 17-7-4 1 23-8-0 �4-10-8 i 1-2-8 6-0-12 5-9-4 - 5-9-4 6-0-12 1-2-8 Sx6— Scale=1:62.9 9.00 12 5 3x5 3x5 4x4 4 6 4x4 3 7 44 II 4x6 11 2 8 1 9 0 14 15 16 13 17 12 18 11 19 20 10 3x8= 3x5= 3x6= 3x5= 3x8— 7-11-13 15-8-3 23-8-0 7.11-13 7-8-5 7-11-13 Plate Offsets(X,Y): [2:0-3-0,0-1-121 f6:0-0-0 0-0-01 [8:0-3-0 0-1-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.83 Vert(LL) -0.20 11-13 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1,15 BC 0.58 Vert(TL) -0.26 11-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.05 10 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:121lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 4-5-15 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud 'Except' WEBS 1 Row at midpt 3-14,7-10 5-13 2 X 4 SPF No.2,5-11 2 X 4 SPF No.2,2-14 2 X 4 SPF No.2 8-10 2 X 4 SPF No.2 REACTIONS (lb/size) 14=1979/0-5-8,10=1979/0-5-8 Max Horz 14=-275(load case 6) Max Upliftl4=-113(load case 8),10=-113(load case 9) Max Gravl4=2199(load case 2),10=2199(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/138,2-3=-763/158,3-4=-1932/166,4-5=-1693/198,5-6=-1693/210,6-7=-1932/178,7-8=-763/224,8-9=0/138, 2-14=-1001/191,8-10=-1001/279 BOT CHORD 14-15=-117/1508,15-16=-117/1508,13-16=-117/1508,13-17=-19/1102,12-17=-19/1102,12-18=-19/1102, 11-18=-19/1102,11-19=0/1508,19-20=0/1508,10-20=0/1508 WEBS 3-13=-669/198,5-13=-117/1009,5-11=-226/1009,7-11=-669/306,3-14=-1595/64,7-10=-1595/12 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) -1-2-8 to 24-10-8 zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. ��0� NE Y 2)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. P STR,>k 4)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. y� 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. LL 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 k fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 113 lb uplift at joint 14 and 113 lb uplift at joint 10. LOAD CASE(S) Standard ZN C? N�.67A02 A�FESSIO4 September 29,2005 WARNING-Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED JUTER REFERENCE PAGE IM-7473 BEFORE USE. IIIIIIIIIIIIIIIIIE Nr I NE ERI NG BY Design valid for use only with Mi'fek connectors.This design is based only upon parameters shown,and is for on individual building component. wn Applicability of design parameneers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing sho � ��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 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component A MITak Affiliate 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,M 53719. Edenton,NC 27932 Job e r Truss Truss Type Oty �PIYMROMKS HERITAGE 5VERANDA E2742321167297 T12A ROOF TRUSS 1 ob Reference(opt. o tional Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:19:45 2005 Page 1 -1-2-5 6-0-12 11-10-0 17-7-4 23-8-0 1-2-8 6-0-12 5-9-4 5-9-4 6-0-12 5x6= Scale=1:62.9 9.00 F12 5 3x5 3x5 4x4 ii 4 6 4x4 3 7 5x8 11 5x8 11 8 2 I 13 14 15 12 16 11 10 17 18 9 3x8= 3x5= 3x5= 3x5= 3x8= 7-11-13 15-8-3 23-8-0 7-11-13 7-8-5 7-11-13 Plate Offsets(X,Y): [2:04-6,Edge] [6:0-0-0 0-0-0] [8:04-6 0-0-01 LOADING(psf) SPACING 2-0-0 CS] DEFL in (loc) I/deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 1.00 Vert(LL) -0.19 10-12 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.57 Vert(TL) -0.26 10-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:120lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 4-5-5 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 Stud 'Except' WEBS 1 Row at midpt 3-13,7-9 5-12 2 X 4 SPF No.2,5-10 2 X 4 SPF No.2,2-13 2 X 4 SPF No.2 8-9 2 X 4 SPF No.2 REACTIONS (lb/size) 13=1981/0-5-8,9=1808/0-5-8 Max Horz13=295(load case 7) Max Uplift13=-113(load case 8),9=-63(load case 9) Max Grav13=2197(load case 2),9=1958(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/138,2-3=-763/158,3-4=-19291166,4-5=-1697/197,5-6=-1702/210,6-7=-1947/178,7-8=-884/215,2-13=-1001/191, 8-9=-839/200 BOT CHORD 13-14=-136/1506,14-15=-136/1506,12-15=-136/1506,12-16=-38/1105,11-16=-38/1105,10-11=-38/1105,10-17=-3/1526 ,17-18=-3/1526,9-18=-3/1526 WEBS 3-12=-669/199,5-12=-117/1008,5-10=-227/1025,7-10=-691/308,3-13=-1598/64,7-9=-1512/19 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) -1-2-8 to 23-6-4 zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. �! OF NE•V 2)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. [� •V 3)Unbalanced snow loads have been considered for this design. A. P,STR2 (� 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. r1 j, 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. Ly 6)*This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will * Q N fit between the bottom chord and any other members. r a 7, 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 113 lb uplift at joint 13 and 63 lb uplift at — joint 9. LOAD CASE(S)Standard N C? F� N0.67AO"� a9��ES S1 pNP September 29,2005 ® WARNING-Verijy design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE AM-7473 BEFORE USE. ENGINEERING BY Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown �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 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and B A Mi Tak AfBliat�CSII Building Component 818 Soundside Rd Safefy Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. Edenton,NC 27932 � V Job Truss Truss Type Oly Ply BROOKS HERITAGE 5 VERANDA E274236 21167297 T12T ROOF TRUSS 4 1 Job Reference o tional Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Wed Sep 28 14:19:45 2005 Page 1 1-2-8 6-0-12 5-9-4 6x8 5-9-4 3-7-4 2-5-8 1-2-8 Scale=1:65.6 9.00 12 5 U6 3x5 3.5 3x5 4 6 3 7 44 5x8 ii 8 3x5 2 9 �1 1011 I 6x8= 14 3x8= 1I 18 17 16 3x5= 12 11 3x5 11 3x10= 3x5 11 48= 2x4 11 6-0-12 i 11-10-0 17-7-4 21-2-8 23-8-0 6-0-12 5-9-4 5.9-4 3-7-4 2-5-8 Plate Offsets(X Y): [2'0 3-4 0-1-81 [5'0-54 0-3-0] [8'0-1-4 0-2-01 [13:0-2-4 0-1-81 (15.0-2-12 0-2-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.81 Vert(LL) -0.08 14-15 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 SC 0.40 Vert(TL) -0A3 14-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.08 11 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:133lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 4-0-14 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF-S 1650F 1.5E 'Except BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-12 2 X 8 SYP 240OF 2.0E 6-0-0 oc bracing:12-13,11-12. WEBS 2 X 4 SPF Stud 'Except WEBS 1 Row at midpt 7-15 2-18 2 X 4 SPF No.2,9-11 2 X 4 SPF No.2 REACTIONS (lb/size) 18=1799/0-5-8,11=1799/0-5-8 Max Horz 18=-275(load case 6) Max Upliftl8=-113(load case 8),l l=-113(load case 9) Max Gravl8=2018(load case 2),11=2018(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/138,2-3=-1965/101,3-4=-1566/107,4-5=-1192/139,5-6=-1350/155,6-7=-1545/124,7-8=-2154/104,8-9=-1527/92, 9-10=0/138,2-18=-19461141,9-11=-2009/151 BOT CHORD 17-18=-275/390,16-17=-3/116,15-16=0/1 10,5-15=-68/910,14-1 5=0/1 601,13-14=0/1 741,12-13=-656/18,8-13=-641/33, 11-12=-37/61 WEBS 3-17=-358/55,15-17=-11411296,3-15=-559/138,7-15=-904/219,7-14=01241,8-14=-154180,2-17=-1911076, 9-12=-12/1278 NOTES 1)Wind:ASCE 7-98;90mph:h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category li:Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) -1-2-8 to 24-10-8 zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. QIF NE tw This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. �, )- 2)TCLL:ASCE 7-98;Pf= P 50.0 psf(roof snow);Exp C;Partially Exp. �Q� ,STR�y 0,9 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. Q 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will r fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 113 lb uplift at joint 18 and 113 lb uplift at joint 11. *^ LOAD CASE(S) Standard ND•67" R°FFSs� September 29,2005 A WARNING.Vert fly design parametem and READ NOTES ON THIS AND BYCLUDED METER REFERENCE PAGE BR7A473 BEFORE USE. ENGINEERING BY Design valid for use only with MiTek connectors,This design o based only upon parameters y of building and is for an individual building component. ��0 Applicability of design paramenters and proper incorporation of component is responsibility Of building designer-not truss designee Bracing shovm 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 tak Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCSIi Building Component 818 Soundside Rd Safely information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 537f 9. Edenton,NC 27932 Tk-ElBYSTANDARD PIGGYBACK "e1aY CO TRUSS CONNECTION DETAIL TED-PIGGY Trenoo,A MTek Affiliate 2 x x 6'-0"SIZE TO MATCH JANUARY 21,2005 TOP CHORD OF PIGGYBACK. Page 1 of 1 ATTACHED TO ONE FACE OF TOP CHORD WITH 2 ROWS OF 10d NAILS / SPACED 6"O.C.AND STAGGERED / PIGGYBACK TRUSS ATTACH PIGGYBACK TRUSS TO EACH PURLIN WITH 2-16d NAILS TO NAILED, BASE TRUSS SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS(SPACING NOT TO EXCEED 24"D.C.). ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS WITH 2-16d NAILS. NOTE: FOR PIGGY BACK TRUSSES WITH SPANS<12' A PURLIN TO BE LOCATED SCAB MAY BE OMMITED PROVIDED THAT: AT EACH BASE TRUSS JOINT. ROOF SHEATHING TO BE CONTINUOUS OVER JOINT (SHEATHING TO OVERLAP MINIMUM 12"OVER JOINT) IF NO GAP EXISTS BETWEEN CAP TRUSS AND BASE TRUSS: REPLACE TOE NAILING OF CAP TRUSS TO PURLINS WITH GUSSETS AS SHOWN,AND APPLY PURLINS TO LOWER EDGE OF BASE TRUSS TOP CHORD AT RECOMENDED SPACING SHOWN ABOVE. 6"x 6"x 1/2"PLYWOOD(or 7116"OSB) GUSSET EACH SIDE AT EACH BASE TRUSS JOINT.(MAX SPACING 4'O.C.) ATTACH WITH 3-6d NAILS INTO EACH CHORD FROM EACH SIDE(TOTAL-12 NAILS) FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: �A VERTICAL WEB TO / 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS EXTEND THROUGH MUST MATCH IN SIZE,GRADE,AND MUST LINE UP BOTTOM CHORD AS SHOWN IN DETAIL. OF PIGGYBACK 2) VERTICAL WEBS OF PIGGYBACK MUST RUN THROUGH BOTTOM CHORD SO THAT THERE IS FULL WOOD OF N E IV y TO WOOD CONTACT BETWEEN WEB OF PIGGYBACK - - AND THE TOP CHORD OF THE BASE TRUSS. STR O -- — 3) CONCENTRATED LOAD MUST BE APPLIED t� P zy TO BOTH THE PIGGYBACK AND THE BASE TRUSS. 4) ATTACH 2 x x 6'-O"SCAB TO EACH FACE OF *TRUSS ASSEMBLY WITH 2 ROWS OF 10d NAILS AT (P t 3"O.C.STAGGERED. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) 5) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 3700 LBS(@1.15). REVIEW / BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS N� GREATER THAN 3700 LBS. N0. 57A fL� AROFES Si C)NA� September 29,200 Q WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. IIIIIIIIIIIIIIIIIIIIENGINEERING BY Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ��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 MI t-�k Attillats, fabrication,quality control,storage,delivery,election and bracing,consult ANSI/1PI1 Quollty Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onotrio Dive,Madison,M 53719. Edenton,NC 27932 JULY 30, 2004 LATERAL WEB BRACING RECOMMENDATIONS ED-WEBBRACE 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 responsibilty 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.) 1 Truss Spacing 24"O.C. 48"O.C. 72"O.C. Bracing Material 1x4 2,6 2x3 3,5 2x44 2x65 1x4 2,6 2x3 3'5 2x44 2x65 2x44 2x65 7 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 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 X's. 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"D.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 HORIZONTAL BLOCKING X-BRACING DETAIL N.T.S. September 29,2005 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTEE REFERENCE PAGE AM-7473 BEFORE USE. iiiiiiiiiiiiiiiiENGINEERING BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on individual building component. UN Applicability of design paromenters 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 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A Mi Tak Atfiliat t fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPn Quality Criteria,DSB-89 and BCSIT Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onoirto Drive,Madison,Al 53719. Edenton,NC 27932 I NGINEERED BY AUGUST 2, 2005 Standard Gable End Detail T RENCO ED-GE90-001 A MiTek ARNlsta MAXIMUM WIND SPEED=90 MPH Trenco,Edenton,North Carolina page 1 OF 1 MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING TRUSS GEOMETRY AND CONDITIONS EXPOSURE B or C SHOWN ARE FOR ILLUSTRATION ONLY. 12 ASCE 7-98,02 Varies DURATION OF LOAD INCREASE:1.60 GABLE STUD DEFLECTION=U240 GENERAL NOTES AND SPECIFICATIONS: 1. NAIL DIAMETERS AND LENGTHS ARE AS FOLLOWS: 8d=0.131"x 2.50", 10d=0,148"x 3.00",16d=0.162"x 3.50" 2. GABLE STUDS,MINIMUM OF 2x4 SPF STD/STUD 3. CONNECTION OF GABLE TRUSS TO WALL FRAMING SHALL BE PROVIDED BY OTHERS 4. BRACING SHOWN IS FOR INDIVIDUAL GABLE STUDS ONLY. B B 5. "L'BRACES SPECIFIED SHALL BE FULL LENGTH,GRADES 1x4 SRB OR 2x4 STUD OR BETTER. 6. DIAGONAL BRACES SHALL BE INSTALLED AT APPROXIMATELY 45 DEGREES FROM VERTICAL. *DIAGONAL BRACING: ** L-BRACING:REFER 7. HORIZONTAL BRACE(S)TO BE LOCATED FORM EQUAL REFER TO SECTION A-A TO SECTION B-B SEGMENTS OF THE LONGEST GABLE STUD.D. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. GABLES NOT SUPPORTED FOR FULL SPAN. PLAN VIEW 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR OR CATHEDRAL TYPE TRUSSES. 10.1'-3"MAXIMUM OR 2'-0"MAXIMUM WHEN A DROP TOP CHORD STUD DESIGN IS BASED ON C&C. AND OUT LOOKERS(DESIGNED BY OTHERS)ARE USED CONNECTION OF BRACING IS BASED ON MWFRS. PROVIDE 2X4 SPF STD BLOCKING,ORIENTED PLUMB TO THE GROUND, FROM GABLE TRUSS TO THE ROOF TRUSS PAST THE POINT WHERE THE DIAGONAL BRACE HITS THE ROOF SHEATHING. TOENAIL BLOCKING TO WITHOUT 1X4 2X4 DIAGONAL DIAGONAL TRUSSES WITH(3)-10d NAILS AT EACH END. ATTACH ROOF SHEATHING STUD BRACE L-BRACE L BRACE BRACES AT BRACES AT TO EACH BLOCK WITH A MINIMUM OF(4)-8d NAILS EQUALLY SPACED. SPACING 1/2 POINTS 1/3 POINTS MAXIMUM STUD LENGTH ROOF SHEATHING 12"O.C. 5-1-15 6-1-13 8-8-7 10-3-13 15-5-12 16"O.C. 4-8-4 5-3-15 7-6-7 9-4-8 14-0-12 24"O.C. 4-1-2 4 4-3 6-1-13 8-2-5 12-3-7 SEE NOTE 10 DIAGONAL BRACES OVER 6'-3"REQUIRE A 2X4 T-BRACE DIAGONAL BR AC 1/ r:� �ATTACHED TRUSSES @ 24'O.C.MAX ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER AT 1/3 POINTS IF 12'-6"REQUIRE 2x4 I-BRACES. FASTEN T AND I BRACES TO NEEDED. ONAL BRACE(45 DEGREES NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS SPACED DIAPHRAGM)SPACED 48"O.C. 8"O.C.,WITH 3"MINIMUM END DISTANCE. BRACES MUST COVER TO VERTICAL WITH(4)-16d 90%OF DIAGONAL BRACE LENGTH. D ATTACHED TO BLOCKING WITHAILS. END WALL HORIZONTAL BRACE (SEE SECTION A-A) SECTION CUT VERTICAL STUD TYPICAL x4 L-BRACE NAILED TO 2x VERTICALS DIAGONAL WITH 10d NAILS SPACED 6"O.C. (4)-16d NAILS BRACE @ 48"O.C. �! QF N�•V Y VERTICAL STUD V STR Q� �P P. 2y ,9 16d NAILS fy SPACED 6"o.c. * QQ P -- —� + 2x6 STUD OR SECTION B-B 1 — (2)-10d NAILS INTO 2x6 2x4 NO.2 OR BETTER 2 y Z TYPICAL HORIZONTAL BRACE N� NAILED TO 2x_VERTICALS �1p 0.671 SECTION A-A WITH(4)-10d NAILS. 9�PESS}o 2x4 Stud September 29,2005 WARNING-Verify design parameters and READ NOTES ON TIM AND INCLUDED MUTER REFERENCE PAGE MU-7473 BEFORE USE. ENGINEERING BY valid for only with MiTek connectors.fits design is based only on parameters shown an is for an individual building t Designa d o use y c e s. d g a o y up p d du bu s ng compong shown Applicability of design paramenters and proper incorporation of component is responsibility of building desgner-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 TFOCO A MiTek AtBli�tn fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPPI Quality Criteda,DSB-89 and BCSII Building Component 818 SoundsWe Rd Safety Informalion available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC a Rd f Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4' *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 16-4-8 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 1 2 3 stack materials on inadequately braced trusses. TOP CHORDS ci-z c2-3 3. Provide copies of this truss design to the building designer,erection supervisor,property owner and o WEBS A34 all other interested parties. XU ' 3 �� 3p 4. Cut members to bear tightly against each other. For 4 x 2 orientation,locate Oplates 0-'iid'from outside a- a 5. Place plates on each face of truss at each edge of truss. 0 O joint and embed fully.Knots and wane at joint c�-e ce-� cs-e locations are regulated by ANSI/TPI1. BOTTOM CHORDS �._. *This symbol indicates the 8 7 6 5 6. Design assumes trusses will be suitably protected from required direction of slots in the environment in accord with ANSI/TPI I. connector plates. ' on details available in MiTek 20/20 7. Unless otherwise noted,moisture content of lumber Plate location software ti 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 The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to perpendicular to slots.Second dimension is the length parallel camber for dead load deflection. to slots. 10.Plate type,size,orientation and location dimensions LATERAL BRACING CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. 11.Lumber used shall be of the species and size,and Indicated by symbol shown and/or BOCA 96-31,95-43,96-20-1,96-67,84-32 in all respects,equal to or better than that by text in the bracing section of the specified. output. Use T,I or Eliminator bracing ICBO 4922,5243,5363,3907 if indicated. 12.Top chords must be sheathed or purlins provided at BEARING SBCCI 9667,9730,9604B,951 1,9432A 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. a 15.Do not cut or alter truss member or plate without prior GL� approval of a professional engineer. Industry Standards: M]I a 16.Install and load vertically unless indicated otherwise. ANSI/TPI1: National Design Specification for Metal MiTek Plate Connected Wood Truss Construction. IIIIIIiIIIIIIIIIIIIiENGINEERING BY ` BCSII: : Design Standard for Bracing. � 0 BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, AraiTeic AffiliateInstalling&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Mll-7473 0 2004 MiTek®