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2004-284 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:.. - P20040284 -Date Issued: Friday, November 19, 2004' - This is to certify that work:re uested to be done as shown b Permit Number y P20040284 _ - -hhas--been-eornpleted. Tax Map Number: 523400-289-012-0001-017-000-0000 Location: 16 BERRY PATCH Dr - i Owner: T &B ASSOCIATES LLC Applicant: T &B ASSOCIATES LLC This structure may be occupied as a: By Order of Town Board Fireplace TOWN OF QUEENSBURY Garage - 2 Cars Attached r: Single Family Dwelling Director of Building&Code Enforcement TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518)761-8201 Community Development"Building&Codes (518) 761-8256 BUILDING PERMIT Permit Number: P20040284 Application Number: A20040284 Tax Map No: 523400-289-012-0001-017-000-0000 f Permission is hereby granted to: T &B ASSOC;TATF,S T,T,C; For property located at: 16 BERRY PATCH Dr in the Town of Queensbury,to construct or place at the above location in accordance with application together with plot plans and other information hereto filed and approved and in compliance with the NYS Uniform Building Codes and the Queensbury Zoning Ordinance. Type of Construction Value Owner Address: T&B ASSOCIATES LLC 36 FIELDSTONE Dr Fireplace -2 Cars Attached GANSEVOORT, NY 12831-0000 Single FamilDwellin $190,000.00 Total Value $190,000.00 Contractor or Builder's Name /Address Electrical Inspection Agency Plans&Specifications 2004-284 Lot 16, House No. 16 Berry Patch Drive Farmington Grove Subdivision 2783.64 SQ FT SINGLE FAMILY DWELLING $382.08 PERMIT FEE PAID-THIS PERMIT EXPIRES: Thursday, May 26;2005 (If a longer period is required,an application for an extension must be made to the code Enforcement Officer of the Town of Queensbury before the expiration date.) + Dated at the own of uee ury nesday, May 26, 2004 SIGNED BY for the Town of Queensbury. Director of Building&Code Enforcement Building kermit A.pplkatron Town of Queensbury—Dept of Community Development,742 Bay Road,Queensbury,NY (518)761.8256 A permit must be obtained before beginning construction. Permit File No. No inspection will be made until applicant has received a Fee paid $ valid building permit. All applicants' spaces on this Rec.Fee Paid EC application must be completed and must appear on the Reviewed By application form. EE Applicant: 1 : is A-5 Owner: Address: v Is Address: <LS o ?- 2.lZv� Phone#(S)&'5j- 0 O Phone Property Location. t N „/ Hou e Numb Subdivision Name:. A m Tax Numbor: a- -17 �<New Building: residence /commercial 'Estimated Market Value of Construction: $ o Addition: residence/ commercial If an Addition,what will use of new addition be? C1 Alteration: residence/ commercial O No change to exterior size: residence 1 com'1 e Other work(describe ) Check OecupancyWormation 1' Floor rig Floor Other floor Total Below sq.ft. sq.ft. sq.ft. Square Feet ' single family dwelling 2 33`� o o family dwellin Two % o Townhouse o Multifamily dwelling `'E I V D #of units o Office glint, U Hat o Mercantile CI MaaufactwrinTAIAM r)c ni icy lov a 1 car detached prage �l►1!1)iR ,�,�li7 C0 2 car detached garage -(3 3 car detached garage 0 1 car attached garage 0 2 car attached garage s4 o. - 3 car attached garage o Storage building- commercial Y�C� v�✓ l-J r� o Storage building- residential o Other What is the proposed height of the structure„L2 feet inches Will any second-hand or ungraded lumber be used? If so,for what? Type of Heating System: electric! oil (gaWood.!forced hot air! baseboard/other: Number of FjWfaces to be,installed _ Number of Foods oyes to be installed List below the person(s)responsible for supervision of work as regards to building codes: Address - - Phone Number Builder Plumber LQ Mason Electrician BeolaYation: please sign below after you have carefully read the statement: To the best of my knowledge the statements contained in this application,together with the plans and specifications submitted,are a true and complete statement of all proposed work to be done on the described premises and that all provisions of the Building Code,the Zoning Ordinance and all other laws pertaining to the proposed work shall be complied with,whether specified or noted,and that such work is authorized by the owner. Further,it is understood that Uwe shall submit,prior to a Certificate of Occupancy or Certificate of Compliance being issued,as requested by the Zoning Administrator or Director of Building and Co es,anjs Bu Survey,by a licensed surveyor;drawn to scale,showing actual location of Eaucon n. Signature: caner,owner's agent,architect,contractor Fire Marshal's Office Town of Queensbury,742 Bay Road,Qucensbury,NY s (518)761-8205 �w Application for Fuel Burning Appliances & Chimneys applicable to solid fuel &'vented gas appliances ..Date. .� "-.7 , 20 ��,.� � Permit No.. L Application is hereby made to the Building& Codes Off zcc 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 requiretnents and also will allow all.inspectors to enter premises to pet.farrn-required inspections. NOTE to applicant: Rough-in and Final Inspections are required. Applicant Information Fuel Burning Appliance Information (circle appropriate words) Name: 7 Stove: wood coal pellet gas Fireplace insert' Fire,I ce, factory-built: wood =gas Address: i ( ..a ; .. t r, °� .>. .�� , 1,, ; r. _V�•, Fireplace, masonry:` wood "_'gas _ Furnace: wood 'gas , oil Phone: f;fu If non-masonary applicance,please provide t Owner: Manufacturer Name , , ' Address:` Model-Number: ' ,.. , Chimney Information Phone:=- '(circle appropriate words) Masonry block brick stone Flue the steel size: inches Exact Address: of construction or instariatron Factory-Built i i. Manufacturer name i4 Model Number: Note: Listed By: Number: Construction/Installation must con. ortn to NYS Fire Prevention &Building Indicate(circle) chimney material: Code. Consult available Town of Queensbut�tr Handouts regarding required inspections. Double wall / Triple wall / Insulated ,J ,Direct venting Chimney Liner fd�,�bier'ec Depsrtment—To��.o�Quee��srbur�, 3�Te�-�vr�: _ Fire.Manslral Code# $Collected. 9 R..1irnded Receii ed fi vnr (t of funded to): addres's: — A 173 3389 (190) Public Safety •�'` t A 233 2655 (230)Minor Sales ,! DATE: _ White(Applicant) / Green(Fire Marshal)- ! Yellow(Bldg,Dept.) / Pink K Goldenrod(Cashier's Dept.) ENERGY CODE COMPLIANCE APPLICATION dy TOWN OF QUEENSBURY, WARREN COUNTY 9000 HEATING DEGREE DAYS ' l Compliance Methods:Part 5 -"Acceptable Practice Method— 1&2 Family Dwellings (only) Part 6*-Thermal'Rating—Component trade Offs 1&2 Family Dwelling; Mufti=Family Dwellings(3 Stories or less) Part 4*-Design by Component Performance, Commercial Buildings-Hi Rise Residential *Requires submission of worksheets APPLICANT'S NAME: PROPERY LOCHT�pN. 13Ptis.so c e< < I-'A�C� PART 5 METHOD OF COMPLIANCE BY ACCEPTABLE PRACTICE: I. Gross Floor Area ��`p square feet ,R 2. Type of heat- Electric Oil Gas OthArECE/l/E0 3. Is building mechanically cooled? yes No ry,'A.r 2004 Tr,n. 4. Percentage of area of windows and doors Over 17% �UndOVVe�� tJ�FENSSURy �® 11 aIJ�GpE ` 5. R-VALUES FOR INSULATION GIVEN BELOW MUST CORRESPOND TO R VAL SHOWN ON PLANS SUBMITTED: a Roof R 'V\ _ b. Exterior walls R I? C. Glazed areas R ' d. Exterior doors R" e. Floors over unheated spaces R f. Edge of slab on grade(heated building) R. g. Basement/cellar walls(above grade) Rom_ O S h. Basement/cellar walls(below grade) R d 1 i. Heating/cooling-ducts-piping in unheated space R 6. Service(domestic)hot water heating device Conforms to minimum efficiency per code Yes No TEMPERATURE CONTROL MAXIMUM SETTING 140—WILL NOT BE EXEEDED lican 's ' nature �e _ D� Phone N�um INSPECTOR'S REMARKS: 1 Application for Permit=Septio Disposal System Town of Queensbury 742 Bay Road Queensbury, NY 12804 (518)"761-8256 1. OWNER INFORMATION: ..... //__ ! Office Ilse Location of installation: cO et f JQ File Permit No. u—)-gL Tax Map No. Owner's Name: I A55zh C- 1...,13 Fee Paid..................................................................................................... �+ - i Address: f -494 6 2I PPA e 2. INSTALLER'S NAME �d ,� A s S PHONE NO. F �"0S 1 " 3. RESIDENCE INFORMATION: (circle year of dwelling, indicate#bedroom(s) and multiply #of bedrooms with applicable gallons per bedroom to equal total daily flow) Year of House: No. of Bedrooms x Computation = Total Daily Flow 1980 or older x 150 gal/bdrm = t 9 1980- 1991 x 130 gal/bdrm = 'VE UP 1991 -present x 110 gal/bdrm = 44 2004 Garbage Grinder Installed yes_ / no' lX �'i1ENSSUR Spa or Hot Tub Installed yes_ i no ��, , ; ! y z�LIP 4: PARCEL INFORMATION: (circle applicable information&indicate measurements) To-voLyra-ohv SoiLNature Ground Water Bedrock or Ln ervious Material . Domestic Water SW ply lat sand at whdatf epth at what depth W al Rolling oam feet feet Steep slope clay if well; wat r�supply �%slope other from a septic-system depth: ab r Lion is 66 ft. other Percolation Test: (To be completed by licensed professional engineer or architect) Rate: J,1w a.A*, , ute per inch y S. PROPOSED SYSTEM: For New Construction: All individual sewage disposal systems must be designed by a licensed professional engineer or architect(unless installed in a Planning Board approved subdivision). Add 250 gallons to the size of the septic tank and leach field for each Garbage Grinder,Spa or Whirlpool Tub. Septic Tank: l 2- gallon (min. size 1,000 gal) Tile Field: each trench' 4il�o ft. Total System Length: .16 ft. Seepage Pit(s): number of size of each: _ga ft. by 2_v ft. Size of Stone to be used: #- / depth or thickness �,t G feet b G Bed System Size: 2 x Alternative System: length and/or size 6. HOLDING TANK SYSTEM: (if required) Number of tanks: / Size of each: gallons /TOTAL Capacity: gallons Note: Alarm System and associated electrical work must be inspected by a Town approved electrical inspection agency. f 7. SIGNATURE &INFORMATION FOR RESPONSIBLE PERSON(please read) For your protection,please note that pursuant to Section 136-29 of the Code of the Town of Queensbury,any permit or approval granted which is based upon or is granted in reliance upon any material misrepresentation or failure to make a material fact or circumstance known by or on behalf of an applicant, shall be void. I have read the regulations with respect to this application and agree to abide by these and all requirements of the Town of Queensbury Sanitary Sewage Disposal Ordinance. V �!L 0?,, Signathfe of responsible person Date z ;'1'qw t)r t�ti(;(tii;;llttt'�l S(;1vt: % 1111d S-CW;%j.c Disims-al (:11111)(t•t• ,r /1ppcsnd x ' Sl��l'111tA,'I'1W1N Itl��I.3I ILI�h]l��l�l'I`;i Pow) L+(�LL. IN >f!(►?f'IZ• .i fit uIry1 . ' 'tSpt�tt' �f it lf; � ••- • Ifj tbuaE C� Q� ^ , �;��>�" iir:>ust:,• G e �.I!' 1\ , . �vLie',WON,I fit I �. �IV • 7. SICTNA7UI &1NFORMATIQ]�FS axvrrai�L '"�• �„�,.i......., Queensbuly Building & Code Enforcement - Residential Final Inspection Office No. (518)761-8256 Arrive: am/p Depart: pm Date Inspection request received: _ Inspector's Initials: (i NAME: r PERMIT#: LOCATION: l6e C/2/2� ,�,q- DATE: p TYPE OF STRUCTURE: Comments Y N N/A Chimney Ht./"B"Vent/Direct Vent Location Fresh Air Intake 3 inch Plumb Vent through roof minimum 6" Roof Complete/Exterior Finish Com lete Guard 30 in.or more @ stairs, decks,patios Guard at stairwell at 34 in. or more Guard at deck,porches 36 in. or more Exterior Finish Complete Interior/Exterior Railings 34 in.to 38 in. Platform at all exterior doors Interior Handrails stairs 2 or more risers Enclosed Stairs Sheetrock Underside minimum %" Gypsum Grade away from foundation 6 in. with 10 ft. Handrail Termination at Newell Post or Wall 6 inch clearance to sill plate Gas Valve shut-off exposed/regulator 18"above grade Gas Furnace shut-off within 30 ft. or within line of site Oil Furnace shut-off at entrance to furnace area Furnace/Hot Water Heater operating Low water shut-off boiler elief Valves installed/Heat Trap/Water Temp 110 nterior privacy/trim/doors/main entrance 36 in. Bathroom/Kitchen watertight Safety glazing/Window in stairwells safety glazing Interior Smoke Detectors: Every level: / Every Bedroom: i Outside every bedroom area: Inter Connected: / Battery backup: Carbon Monoxide Detector ,eBathroom Fans,if no window Plumbing fixtures Foundation insulation Floor truss,draft stopping finished basement 1,000 sf Emergency egress below grade Basement stairs closed rise>4 inches Garae Floor Pitched _ Garage fireproofing/114 hour fire door/door closer Duct work Sealed properly Gas Logs in Sealed or Glass Enclosure Attic access 30 in.x 22 in.x 30 in.(ht.)In accessible area Crawl Spaces 18" x 24" access, 1 s . ft.-150 s . ft.vents Building No./Address visible from road Final Electrical Site Plan /Variance required Final Survey Plot Plan As Built Septic System/Sewer Dept.Inspection Sticker Flood Plain Certification, if required Okay to issue C/C or C/® [Temporary/Permanent J L:\PamW\Building&Codes\Insnectiori Forms\Res. Final Insp. form 2.docLast printed 2/12/04 Y Final Survey Inspection Dept. of Community Development Town of Queensbury 742 Bay Road Queensbury,NY 12804 Date received: 10OV, bJ 44 NAME: LOCATION; I(P "J- PERMIT Final Survey Plqt Plan Approved Denied The attached final survey has been received by the Dept. of Community Development. Upon review the survey has been: d-, OD Craig Brown, Zoning Administrator Notes: L:\SueHemingway\Building.Codes.Inspection.FORMS\Final Survey Zoning Administrator.doc Queensbury Building & Code Enforcement - Residential Final Inspection Office No.(518)761-8256 — Arrive: am/p part: Lk a)_am/pm Date Inspection request received: Inspector's Initials: NAME: PERMIT#: �� Y LOCATION: — DATE: TYPE OF STRUCTURE: Comments Y N N/A Chimney Ht./"B"Vent/Direct Vent Location Fresh Air Intake 3 inch Plumb Vent through roof minimum 6" Roof Complete/Exterior Finish Complete g L—V C— Guard 30 in.or more @ stairs,decks,patios Guard at stairwell at 34 in. or more Guard at deck,porches 36 in. or more Exterior Finish Complete Interior/Exterior Railings 34 in. to 38 in. Platform at all exterior doors Interior Handrails stairs 2 or more risers Enclosed Stairs Sheetrock Underside minimum %Z" Gypsum Grade away from foundation 6 in.with 10 ft. Handrail Termination at Newell Post or Wall 6 inch clearance to sill plate Gas Valve shut-off exposed/regulator 18"above grade Gas Furnace shut-off within 30 ft. or within line of site Oil Furnace shut-off at entrance to furnace area Furnace/Hot Water Heater operating Low water shut-off boiler Relief Valves installed/Heat Trap/Water Temp 110 Interior privacy/trim/doors/main entrance 36 in. Bathroom/Kitchen watertight Safety lazing/Window in stairwells safety glazing Interior Smoke Detectors: Every level: / Every Bedroom: Outside every bedroom area: Inter Connected: / Battery backup: Carbon Monoxide Detector Bathroom Fans,if no window 7 / /.e Plumbingfixtures N/ v//N/ DR-4 N Foundation insulation Floor truss, draft stopping finished basement 1,000 sf Emergency egress below grade Basement stairs closed rise>4 inches Gara a Floor Pitched Garage fireproofing/'/4 hour fire door/door closer Duct work Sealed properly Gas Logs in Sealed or Glass Enclosure Attic access 30 in.x 22 in.x 30 in.(ht.)In accessible area Crawl Spaces 18"x 24"access, 1 s . ft,-150 s . ft. vents Building No./Address visible from road Final Electrical Site Plan /Variance required Final Survey Plot Plan As Built Septic System/Sewer Dept. Inspection Sticker Flood Plain Certification,if required Okay to issue C/C or C/O Temporary/Permanent L:\PamW\Building&Codes\Insvection Forms\Res. Final Insp.form 2.docLast printed 2/12/04 Queensbury Building & Code Enforcement - Residential Final Inspection +Jffice No. (518)761-8256 Arrive: am/pm Depart: , m Date Inspection request received: Inspector's Initials: NAME: PERMIT#: 0 LOCATION: G DATE: — L TYPE OF STRUCTURE: Comments Y N N/A Chimney Ht./"B"Vent/Direct Vent Location Fresh Air Intake 3 inch Plumb Vent through roof minimum 6" Roof Complete/Exterior Finish Complete Guard 30 in.or more @ stairs,decks,patios Guard at stairwell at 34 in. or more Guard at deck,porches 36 in. or more Exterior Finish Complete Interior/Exterior Railings 34 in.to 38 in. Platform at all exterior doors /�� Interior Handrails stairs 2 or more risers Enclosed Stairs Sheetrock Underside minimum %2" Gypsum Grade away from foundation 6 in.with 10 ft. Handrail Termination at Newell Post or Wall 6 inch clearance to sill plate Gas Valve shut-off exposed/regulator 18"above grade Gas Furnace shut-off within 30 ft. or within line of site Oil Furnace shut-off at entrance to furnace area Furnace/Hot Water Heater operating Low water shut-off-boiler Relief Valves installed/Heat Trap/Water Tern 110 Interior privacy/trim/doors/main entrance 36 in. Bathroom/Kitchen watertight Safety glazing/Window in stairwells safety, glazing Interior Smoke Detectors: Every level: Every Bedroom: Outside every bedroom area: Inter Connected: / Battery backup: Carbon Monoxide Detector 01 Bathroom Fans, if no window Plumbing fixtures Foundation insulation, Floor truss,draft stopping finished basement 1,000 sf Emergency egress below grade Basement stairs closed rise>4 inches Garage Floor Pitched Garage fireproofing/'/o hour fire door/door closer Duct work Sealed properly Gas Logs in Sealed or Glass Enclosure Attic access 30 in.x 22 in,x 30 in.(ht.)In accessible area ::7 Crawl Spaces 18"x 24"access, 1 s . ft.-150 s . ft. vents Building No./Addr4ss X444 from road Final Electrical Site Plan /Varianc&re u red Final Survey Plot Plan �aw IyU��G�� As Built Septic System/Sewer Dept.Inspection Sticker Flood Plain Certification, if required FO—kay to issue C/C or C/0 Temporary/Permanent L:1PamW\Building&Codes\Inspection Forms\Res. Final Insp. form 2.docLast printed 2/12/04 i Town of Queensbury Fire Marshal 742 Bay Road Queensbury,NY 12804 761-8205/761-8206 fax 745-4437 Factor Built Gas Fk lag/stove Inspection Report Notice:New York State requires that all 1L 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 ectf cations is allowed. ]Permit# �G, Schedule Inspection L d Time ama pm anytime Inspectorj/�—! Address ��2. � % 1p 4T-�6'c Rough In Final Appliance Manufacturer Model# Direct Vent Factory Built Chimney Flue Size Double Wall Triple Wall Insulated Yes No N/A Comments Floor Protection Clearances to Combustibles (all sides) Firestop(s) Vertical Chase Mall Penetration Vent Clearances to Combustibles Vent/Chimney 'Termination Chimney height must be 3 feet above roof penetration;2 feet above any combustible construction within 10 feet l Gas shwt-Gff Valve /�/�J��(,L F!- Combustion Air Hearth Extension(if any) Mantel Height above f/p opening Witness Operation Tank Placement(if LP) White—SwlldingDept. Yellow r C— er Pink—Fire Marshal COMMONWEALTH ELECTRICAL INSPECTION SERVICE,INC. Main Office 176 Doe Run Road-Manheim,PA 17545 MUNICIPAL CERTIFICATE - ELECTRICAL APPROVAL Gf Permit No.......................................Cert.. r 86025 Cut-in Card No.......................�)-. Owner..............................1/5 .......................................... ................................................../, Location-1/4.1.........4.62Y?�.."00 ............................................i�a.64�L'7.....�*�` --` i........................ 3 7& vs Instal)ation Consisting of.514 ...�WZZZOIAtlgeZeP................./ j ..............i.................................. . ......... ............9.......... ... .......... ...... ........9-1.......... .............................7e...1.11.. ........................................... 6- ......................................Lic.No................................................... ... ...... Installed By.. .....P .... ..... The conditions following governed the issuance of this certificate,and any certificate previously issued is cancelled:- This certificate only covers the electrical equipment and installation conditions as of date. Upon the introduction of additional equipment or alterations,application shall be promptly made for inspection. Inspectors of this Company shall have the privilege of making p*M- ections at any time, and if its rules are violated,the Company shall have the right ke this c�tificat� h to re Date.... © .......... INSPECTOR.. ................. .................................................................... Member N.F.P.A.,I.A.E.I. Septic Inspection Report Office No. (518) 761-8256 Date Inspection request received: _LU 1/ Queensbury Building& Code Enforcement Arrive: am/ Depart: pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials: NAME: < �� PERMIT NO.: Z.2,60Y— LOCATION: f rr,., INSPECT ON: /U a RECHECK: gel, ) Comments and/or diagram Soil Tyke: San / 1 Type of Wate : cipa /Well Water Waterline sepa s an 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 Si e T e Building to tank G Tank to Distribution Box Distribution Box Field/Pit tl r1 Opening Sealedf Y.Y N/Partial Location/Separations Foundation to tank ft. Foundation to absorption ft. Separation of Pits ft. L.Conforms as per Plot Plan Y N Location stem on Property: Front Rear Left Side Right Side Eddle Front Middle Rear System Use 4Stas:pproved Partial Approved and needs to be re-inspected,please call the Building&Codes Office Disapproved L:\SueHemingway\Building.Codes.Inspection.FORMS\Septic Inspection Report.doc January 28,2003 1 PROPOSED '�I�ousE n9G• ER Y PAT DRIVE B �3 7- 1 Q 51?f-=Z I-i r.:�'V�)0 -, -) -E �Y�, Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date Inspection request received: Queensbury Building& Code Enforcement Arrive: _ain/pm Depart: am/pm 742 Bay Road, Queensbury, NY 12804 Inspector's Initials: _T+P �- � PERMIT#: O W l — NAME: i LOCATION: �. INSPECT ON: — l� TYPE OF STRUCTURE: �',� g Y N N/A COMMENTS `� , aming ch I 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 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 %z inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade LASueHemingway\Building.Codes.Inspection.FORMS\Framing Firestopping Inspection Report.doc January 28,2003 1 Rough Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date Inspection refuesteiv 0 0 Queensbury Building& Code Enforcement Arrive: part.742 Bay Road, Queensbury,NY 12804 Inspector's Init NAME: -�, PERMIT #: LOCATION: INSPECT ON:_q 13104 TYPE OF STRUCTURE: S FD Y N N/A PVC: R-1, R-2,R-3,R4 Drain/Vents Cast Iron, Copper Drain/Vent/Comm. Plumbing Vent/Vents in Place Rough Plumbing/Nail Plates 1 % inch min.Drain Size Washing Machine Drain 2 inch min. Head or Air Supply Test Drain and Vents 5 PSI or 10 feet above highest connection for 15 minutes Cleanout every 100 feet/change of direction Water Supply Piping Cooper Commercial Cooper, CPVC,Pex One and Two-Family -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: L:\SueHemingway\Building.Codes.Inspection.FORMS\Rough Plumbing Insulation Report.doc November 17,2003 Rough Plumbing / Insulation Inspection Report Office No. (518)761-8256 Date Inspection reques ceiv ` Queensbury Building&Code Enforcement Arrive: p D rt: ` 742 Bay Road, Queensbury,NY 12804 Inspector's NAME: A- ��' PERMIT #: � �, LOCATION: j(,, �' ,-r V Vg4c/� b-r INSPECT ON: G TYPE OF STRUCTURE: j� Y IN N/A PVC: R-1,R-2,R-3,R4 Drain/Vents Cast Iron, Copper Drain/Vent/Comm. Plumbin Vent/Vents in Place Rough Plumbing/Nail Plates 1 % inch min.Drain Size Washing Machine Drain 2 inch min. ead or Air Supply Test Drain and Vents 5 PSI or 10 feet above highest connection for 15 minutes Cleanout every 100 feet/change of direction Water Supply Piping Cooper Commercial Cooper, CPVC, ex On and Two-Famil 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: L:\SueHemingway\Building.Codes.inspection.FORMS\Roitgh Plumbing Insulation Report.doc November 17,2003 Jim Furey � 518 885 0613 p•2 Nov 17 04 03: 21p �F,,• $ Plov 17 04 05: 59p • 7 ll�b 1' NOV I ? 2004 r "I li-1y :s n Qi ii:, f'tG?.or bell; V2 i 52'!. evi, D zcl 3 ' � r i 17 4. Rough Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date Inspection request r e ed: Queensbury Building& Code Enforcement Arrive: 742 Bay Road, Queensbury,NY 12804 Inspector's Initial NAME: �� PERMIT #: 04—�2� LOCATION: INSPECT ON: — —� TYPE OF STRUCTURE: Y N N/A PVC: R-1,R-2,R-3,R4 Drain/Vents Cast Iron, Copper Drain/Vent/Comm. Plumbing Vent/Vents in Place RougA Plumbing/Nail Plates 1 % inch min.Drain Size Washing Machine Drain 2 inch min. Head or Air Supply Test Drain and Vents 5 PSI or 10 feet above highest connection for 15 minutes Cleanout every 100 feet/change of direction Water Supply Piping Cooper Commercial ,Zoo per, CPVC,Peat One and Two-Family 'Insulation/Residential Check/Commercial Check Proper Vent,Attic Vent Duct/Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly/No duct tape COMMENTS: LASueliemingway\Building.Codes.Inspection.FORMS\Rough Plumbing Insulation Report.doc November 17,2003 -C)� l Framing / Firestopping Inspection Report Office No/(518) 761-8256 Date Inspection quest re el d: / Queensbuy Building& Code Enforcement Arrive: am/p - t am/pm 742 Bay Road, Queensbuy, NY 12804 Inspector's Initia s: PERMIT#: � I NAME: � ag LOCATION: AJ A- INSPECT ON: _ 3-09 TYPE OF STRUCTURE Y NI N/A COMMENTS 7 raming Jack Studs/Headers Bracing/Bridging — �C-R Joist hangersr,�J Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. � ' -- Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 %2 (w) 16 gauge (8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center �� Ice and snow shield 24 inches from wall Fire separation 1, 2, 3 hour Fire all 2, 3, 4 hour irestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side %2 inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling%wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade L:\SueHemingway\Building.Codes.Inspection.FORMS\Framing Firestopping Inspection Report.doc January 28,2003 Town of Queensbury Eire Marshal 742 Bay Road Queensbury,NY 12804 761-8205/761-8206 fax 745-4437 Factory Built Gas Fireplace/Stove IY►syection Rey®� Notice:New York State requires that all UL Listed,factory built appliances be installed according to the instructiTr- P specifications contained in the Installation Manual accompanying the appliance.No deviation from the m fact instructions or specifications is allowed. Permit# 0 Z1'�,>�L Schedule Inspection — "(�� Time��arse anytime InspecName " _ Atddress ��O GAS '� c� .. Rough tin n _ Appliance MtFactory urer �a7 —. Model# '� Direct Vent Built Chimney Flue Size Double Wall Triple Wall Insulated Yes No N/A Comments Floor Protection Clearances to Combustibles (all sides) Firestop(s) vertical Chase Wall Penetration- Vent Clearances to Combustibles Vent/Chimney Termination Chimney height must be 3 feet above roof f penetration,2 feet above any combustible construction within 10 feet Gas Shut-Off Valve Combustion Air Hearth Extension (ifany) Mantel Height above f/p opening Witness Operation Tank Placement(if LP) White—BudldingDept. 'Yenow dust er Pdn&—PireMsarshad Rough Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date Inspection request re' iv : Queensbury Building& Code Enforcement Arrive: am/ m art: am/ 742 Bay Road, Queensbury,NY 12804 Inspector's Initials- NAME: � PERMIT #: Ou LOCATION: INSPECT ON: S-3-04 TYPE OF STRUCTURE: N N/A PVC: R-1,R-2,R-3,R4 Drain/Vents Cast Iro ,Copper Drain/Vent/Comm. Pluja4mg Vent/Vents in Place / ou h Plumbing/Nail Plates l 1 % inch min.. Drain Size Washing Machine Drain 2 inch min. Head or Air Supply Test Drain and Vents 5 PSI or 10 feet above highest connection for 15 minutes Cleanout every 100 feet/change of direction Water Supply Piping Cooper Commercial Cooper, CPV , ex On d Two-Family Insulation/Residers is eck/Commercial Check Proper er Vent,Attic Vent Duct/Hot Water Piping Insulation If.re uired.'unheated spaces Coinbustion."'Supply for Furnace Duct work sealed properly/No duct tape COMMENTS: L:\SueHemingway\Building.Codes.Inspection.FORMS\Rough Plumbing Insulation Report.doc November 17,2003 1 Foundation Inspection Report Office No. (518) 761-8256 Date Inspection requesl received: I I d ( — ,. -,AIn Queensbury Building&Code Enforcement Arrive: am/_ Dep rt: m/pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials: NAME: _ 1 �I PERMIT#: AUO - Ord LOCATION: 1 _ INSPECT ON: � I a 0 TYPE OF STRUCTURE: S FD Comments Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing i Waterproofing Footing Drain Daylight or Sump ,footing Drain Stone: inch width /6--mlil ches above footing poly for wet areas under slab Backfill Approval Plumbing Under SIab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- _ Rough Grade 6 inch drop within 10 ft. L:\SueHemingway\Building.Codes.Inspection.FORMS\I'oundation Inspection Report.doe January 28,2003 Q �- Foundation Inspection Report Office No. (518) 761-8256 Date Inspection request received: 6 1g X-0, Queensbury Building&Code Enforcement Arrive: am/pm1 Depart: m Ini 742 Bay Rd., Queensbury,NY 12804 Inspector's tials: NAME: dsJ PERMIT#: r c� LOCATION: / !' INSPECT ON: 6,- TYPE OF STRUCTURE: Comments Y N N/A Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing, for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Aj Reinforcement in Place -_Fo - ation Da-npproofing Foundation/Waterproofing Type of Dampproofmg/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: " 12 inch width _ 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASueHemingway\Building.Codes.InspectionTORMSToundation Inspection Report.doc January 28,2003 JAM Foundation Inspection Report 2 f Office No. (518) 761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: am/ Depart: pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials:Q k� NAME: PERMIT#: o LOCATION: ( t1NSPECT ON: t — ( (2—(1L TYPE OF STRUCT Comments Y N N/A Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place _ • Foundatio Dampproofing PPC � c0�Ae5,�: . ndation/Waterproofing Type of Dampproofmg/Waterproofing Footing Drain Daylight or Sump noting Drain Stone: 12 inch width �- 6 inches above footing C� 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab V PVC/Cast/Copper C'4�L' �U� �C�C C(� Foundation Insulation Interior/Exterior R- /i�a7� �C✓� Rough Grade 6 inch drop within 10 ft. D L:\SueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 Foundation Inspection Report / Office No. (518) 761-8256 Date Inspection request received: '0�7) Queensbury Building&Code Enforcement Arrive: am/pm A _Depart: am/pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials: — NAME: PERMIT#: LOCATION: INSPECT ON`. E 7 �� TYPE OF STRUCT — Comments Y N/A ootings Piers. Monolithic Slab Reinforcement in Place The contractor is resptfnsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofmg/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASueHemingway\Building.Codes.Inspection.FORMSToundation Inspection Report.doc January 28,2003 f =� r, rmit ber G REScheck Compliance Certificate Checked Byi,Date New York State Energy Conservation Construction C e REScheckSoftware Version 3.5 Release le Data filename:Untitled.rck PROJECT TITLE:TB204.DGN-"THE NEW TRAVERS" KECEIVELD COUNTY:Warren STATE:New York CViN ( 2004 HDD:7635 CONSTRUCTION TYPE:Detached 1 or 2 Family TOWN OF QUEENSBURY HEATING TYPE:Non-Electric DUILD1NG/0M CODE DATE: 05/03/04 �ICOPY DATE OF PLANS: 5104 " E PROJECT DESCRIPTION: LOT#16 BERRY PATCH FARMINGTON GROVE TOWN OF QUEENSBURY WARREN COUNTY T&B ASSOCIATES ��0�NON y O DESIGNER/CONTRACTOR: P P C�o DANFORTH H. CHRISS #27 ELECTRIC AVE. r. EAST GREENBUSH,NY 12061 <) COMPLIANCE:Passes '4 0 4 t 1 R�FEss�oNP Maximum UA=618 Your Home UA=474 23.3%Better Than Code(UA) Gross Glazing Area or Cavity Cont. or Door Perimeter R-Value R-Value U-Factor UA Ceiling 1:Flat Ceiling or Scissor Truss 10 30.0 0.0 0 Ceiling 2:Flat Ceiling or Scissor Truss 1591 30.0 0.0 56 Ceiling 3: Cathedral Ceiling(no attic) 94 30.0 0.0 3 Wall 1:Wood Frame, 16"o.c. 1635 19.0 0.0 84 Window 1:Vinyl Frame:Double Pane with Low-E 80 0.300 24 Window 2:Vinyl Frame:Double Pane with Low-E 63 0.340 . 21 Door 1: Solid 18 0.160 3 Door 2: Solid 39 0.320 12 Door 3: Glass 40 0.310 12 Wall 2:Wood Frame, 16" o.c. 1550 19.0 0.0 81 Window 3:Vinyl Frame:Double Pane with Low-E 77 0.300 23 Window 4:Vinyl Frame:Double Pane with Low-E 97 0.340 33 Window 5: Vinyl Frame:Double Pane with Low-E 25 0.350 9 i Wall 3:Wood Frame,24"o.c. 167 -19.0 0.0 10 ,Basement Wall 1: Solid Concrete or Masonry 1202 11.0 0.0 77 Wall height:7.6' -Depth below grade: 6.6' Insulation depth:7.6' Window 6:Vinyl Frame:Double Pane with Low-E 20. 0.340 7 Floor 1:All-Wood Joist/Truss:Over Outside Air 10 19.0 0.0 0 Floor 2:All-Wood Joist/Truss:OveI Unconditioned Space 395 19.0 0.0 19 Furnace 1:Forced Hot.Air,90 AFUE COMPLIANCE STATEMENT: The proposed building represented,in this document is consistent with the building plans, specifications,and other calculations submitted with this permit application. The proposed systems have been designed to meet the _ New York State Energy Conservation Construction Code requirements. When a Registered Design Professional has stamped and signed this page,they are attesting that to the best of his/her knowledge,belief,and professional judgment,such plans or specifications are in compliance with this Code. Builder/Designer l �� `� Date 5 �� OF NcIV U� n � A �4113� �Cr} 90FFSS10NP� REScheck Inspection Checklist New York State Energy Conservation Construction Code REScheckSoftware Version 3.5 Release le DATE:05/03/04 PROJECT TITLE:TB204.DGN-"THE NEW TRAVERS" Bldg. Dept. Use Ceilings: [ ] 1. Ceiling 1:Flat Ceiling or Scissor Truss,R-30.0 cavity insulation Comments: 1ST FLR.FIREPLACE CEILING W/10"F.G. [ ] 2. Ceiling 2:Flat Ceiling or Scissor Truss,R-30.0 cavity insulation Comments:2ND FLR.FLAT CEILING W/10"F.G. [ ] 3. Ceiling 3:Cathedral Ceiling(no attic),R-30.0 cavity insulation Comments:2ND FLR.SITTING ROOM CEILINGS W/8 1/4"HD F.G. Above-Grade Walls: [ ] 1. Wall 1:Wood Frame, 16"o.c.,R-19.0 cavity insulation Comments: 1ST FLR.9 FT.WALLS W/FLR.RIM&W/6"F.G. [ ] 2. Wall 2:Wood Frame, 16"o.c.,R-19.0 cavity insulation Comments:2ND,FLR. 8 FT.WALLS W/FLR.RIM&W/6"F.G. [ ] 3. Wall 3:Wood Frame,24" o.c.,R-19.0 cavity insulation Comments:2ND FLR. SITTING ROOM WALLS W/6"F.G. Basement Walls: [ ] 1. Basement Wall 1: Solid Concrete or Masonry,7.6'ht/6.6'bg/7.6'insul, R-11.0 cavity insulation Comments: 8"POURED 8 FT.FOUNDATION WALLS W/3"F.G. Windows: [ ] 1. Window 1:Vinyl Frame:Double Pane with Low-E,U-factor: 0.300 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? [ ]Yes [ ]No Comments: 1ST FLR.SIMONTON PROFINISH VINYL CASEMENT LOW E/ARGON WINDOWS [ ] 2. Window 2:Vinyl Frame:Double Pane with Low-E,U-factor:0.340 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? [ ]Yes[ ]No Comments: 1ST FLR.SIMONTON PROFINISH VINYL SH LOW E/ARGON WINDOWS [ ] 3. Window 3:Vinyl Frame:Double Pane with Low-E,U-factor:0.300 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? [ ]Yes [ ]No Comments:2ND FLR.SIMONTON PROFINISH VINYL CASEMENT LOW E/ARGON WINDOWS [ ] 4. Window 4:Vinyl Frame:Double Pane with Low-E,U-factor: 0.340 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? [ ]Yes [ ]No Comments:2ND FLR.SIMONTON PROFINISH VINYL SH LOW E/ARGON WINDOWS [ ] 5. Window 5:Vinyl Frame:Double Pane with Low-E,U-factor:0.350 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? [ ]Yes[ ]No Comments:2ND FLR.SIMONTON PROFINISH VINYL ROUND TOP&FIXED LOW E/ARGON WINDOW [ ] 6. Window 6:Vinyl Frame:Double Pane with Low-E,U-factor:0.340 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? [ ]Yes[ ]No Comments:BASEMENT SIMONTON PROFINISH VINYL SH LOW E/ARGON WINDOWS e Doors: [ ] 1. Door 1: Solid,U-factor:0.160 Comments: 1ST FLR.THERMA TRU 2868 INSUL.DOOR. [ ] 2. Door 2: Solid,U-factor:0.320 Comments: 1 ST FLR,THERMA TRU INSUL.LOW E FRONT DOOR W/SIDELIGHTS [ ] 3. Door 3:Glass,U-factor:0.310 Comments: 1ST FLR.SIMONTON PROFINISH VINYL 6068 LOW E/ARGON SLIDING PATIO DOOR Floors: , [ ] 1. Floor 1:All-Wood Joist/Truss:Over Outside Air,R-19.0 cavity insulation Comments: 1 ST FLR.FIREPLACE FLOOR W/MIN. 6"F.G. [ ] 2. Floor 2:All-Wood Joist/Truss:Over Unconditioned Space,R-19.0 cavity insulation Comments:2ND FLR.FLOOR OVER 2 CAR GARAGE W/MIN. 6"F.G. Heating and Cooling Equipment: [ ] 1. Furnace 1:Forced Hot Air,90 AFUE or higher Make and Model Number �(Ft �S'7� 1 L,14 67:rq—C 70 7.+ Air Leakage: [ ] Joints,penetrations,and all other such openings in the building envelope that are sources of air leakage must be sealed. [ ] Recessed lights must be 1)Type IC rated,'or 2)installed inside an appropriate air-tight assembly with a 0.5." clearance from combustible materials.If non-IC rated,the fixture must be installed with a 3" clearance from insulation. Vapor Retarder: [ ] Required on the warm-in-winter side of all non-vented framed ceilings,walls,and floors. Materials Identification: [ ] Materials and equipment must be installed in accordance with the manufacturer's installation instructions. [ _] Materials and equipment must be identified so that compliance can be determined. [ ] Manufacturer manuals for all installed heating and cooling equipment and service water heating equipment must be provided. [ ] Insulation R-values,glazing U-factors,and heating equipment efficiency'must be clearly marked on the building plans or.specifications. Duct Insulation: [ ] Supply ducts in unconditioned attics or outside the building must be insulated to R-11. [ ] Return ducts in unconditioned attics or outside the building must be insulated to R-6. [ ] Supply ducts in unconditioned spaces must be insulated to R-11. [ ] Return ducts in unconditioned spaces(except basements)must be insulated to R-2. Insulation is not required on return ducts in basements. Duct Construction: [ ] I All joints,seams,and connections must be securely fastened with welds,gaskets,mastics (adhesives),mastic-plus-embedded-fabric,or tapes. Duct tape is not permitted. Exception:Continuously welded and locking-type longitudinal joints and seams on ducts operating at less than 2 in.w.g.(500 Pa). [ ] Ducts shall be supported every 10 feet or in accordance.with the manufacturer's instructions. [ ] Cooling ducts with exterior insulation must be covered with a vapor retarder. [ ] Air filters are required in the return air system [ ] The HVAC system must provide a means for balancing air and water systems. Temperature Controls: [ ] Each dwelling unit has at lesat one thermostat-capable of automatically adjusting the space temperature set point of the largest zone. 1 Electric Systems: [ ] Separate electric meters are required for each dwelling unit. �r 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 swimrning 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 OF or chilled fluids below 55 OF must be insulated to the levels in Table 2. Table 1: Minimum Insulation Thickness for Circulating Hot Water Pipes. Insulation Thickness in Inches by Pipe Sizes Heated Water Non-Circulating Runouts Circulating Mains and Runouts Temperature(F) Up to 1'., Up to 1.25" 1.5"to 2.0" Over 2" 170-180 0.5 1.0 1.5 2.0 140-160 0.5 0.5 1.0 1.5 100-130 0.5 0.5 0.5 1.0 Table 2: Minimum Insulation Thickness for HVACPipes. Fluid Temp. Insulation Thickness in Inches by Pipe Sizes Piping System Types Range F 2"Runouts 1"and Less 1.25"to 2" 2.5„to 4" Heating Systems Low Pressure/Temperature 201-250 1.0 1.5 1.5 2.0 Low Temperature 120-200 0.5 1.0 1.0 1.5 Steam Condensate(for feed water) Any 1.0 1.0 1.5 2.0 Cooling Systems Chilled Water,Refrigerant, 40-55 0.5 0.5 0.75 1.0 and Brine Below 40 1.0 1.0 1.5 1.5 NOTES TO FIELD (Building Department Use Only) r _IMENG'ENEERING SY > - A RENCO A.MiTek.AAffitiate: ' Trenco 818 Soundside Rd Edenton,NC 27932 Telephone 252/482-7000 Fax 2521482-7115 Re: B15832 T&B ASSOC. 16 BERRY PATCH The truss drawings)referenced below have been prepared by Truss Engineering Co.under my direct supervision based on the parameters provided by Bellevue Builders Supply. Pages or sheets covered by this sealE1701940 thruE1701973 My license renewal date for the state of New York isAugust 31,2006. F NE�Y sTRZy� 0 LU ja iU ��QA �o.67AOS Ao `' May 18,2004 Strzyzewski,Marvin The seal'on these drawings indicate acceptance of professional engineering responsibility,solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI-1995 Sec.2. Engineering services provided by Truss Engineering Company. _ Job Truss Truss Type Qty Ply T&B ASSOC.16 BERRY PATCH E1701940 B15832 1" EJ1 ROOF TRUSS 12 1 TRAVERS MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5,200 s Jan 16 2004 MiTek Industries,Inc. Tue May 18 11:18:11 2004 Page 1 -1-2-8 6-3-3 1-2-8 6-3-3 2x4 11 Scale=1:35.2 3 10.00 12 2 1 3x5= 4 2x4 11 6-3-3 r- 6-3-3 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.81 Vert(LL) -0.02 24 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.12 Vert(TL) 0.30 1 >57 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IBC20001ANSI95 (Matrix) Weight:28lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 166OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 6 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 4=386/Mechanical,2=597/0-5-8 Max Horz2=193(load case 5) Max Uplift4=-83(load case 5),2=-73(load case 6) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/85,2-3=-246/172,3-4=-327/112 BOT CHORD 2-4=-35/115 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category II;Exp C;Partially Exp.;Ct=1 3)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 83 lb uplift at joint 4 and 73 lb uplift at joint X��F NEW y 2 STIR O,c� LOAD CASE(S) Standard CO ZY�� r� �Q A Y v Aq�FESSIO�P May 18,2004 ® WARNWG-Verify design pararneters and READ NOTES ON TMS AND INCLUDED AIITEK REFERENCE PAGE AM-7473 BEFORE USE. El+}MEERING BY Designis valid for use oNy with enter corm proper This design o based only upon parameters shown,and is for an individual building component. Applicab�iI,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 responsbilliry of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTcsk iAf8ia4: fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI7 Quality Criteria,DSB-89 and BC511 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 Truss FROOFTTRUSS Qty Ply T&B ASSOC.16 BERRY PATCHE1701941 EJ2 1 1 TRAVERS MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tue May 1811:18:12 2004 Page 1 -1-2-8 4-8.0 6-3-3 1-2-8 - 4-8-0 1-7-3 ' 4x4= Scale=1:28.7 3x5 11 3 4 10.00 12 2Li 1 6 5 4x5 1/ 2x4 11 3x5 II 4-8-0 _ 6-3-3 4-8-0 1-7-3 Plate Offsets(X Y): [2:0-1-9 0-1-12) [3.0-2-4 0-2-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.64 Vert(LL) -0.04 2-6 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.20 Vert(TL) -0.06 2-6 >999 240 BCLL 0.0 Rep Stress Incr 'YES WB 0.11 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC20001ANSI95 (Matrix) Weight:30lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc pudins, 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 REACTIONS (lb/size) 5=3861Mechanical,2=597/0-5-8 Max Horz2=153(load case 7) Max Uplift5=-62(load case 7),2=-79(load case 8) Max Grav5=386(load case 1),2=794(load case 2) FORCES'(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/120,2-3=-378/124,3-4=-67/104,4-5=-159/43 BOT CHORD 2-6=-42178,5-6=-38/75 WEBS 3-6=-2991104 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;Pg=70.0 psf(ground snow);Category II;Exp C;Partially Exp.;Ct=.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. OF NEIV 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. 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 �`s'� STR z 0 fit between the bottom chord and any other members. CD \ �� 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 62 lb uplift at joint 5 and 79 lb uplift at joint * Q 2. r LOAD CASE(S) Standard ��O NO.$71fl2 fli�� ti R� ESSIO May 18,2004 ® WARNM-Verify design parameters and READ NOTES ON THIS AND INCLUDED hUTEE REFERENCE PAGE AM-7473 BEFORE USE. ' EPfGINEERiNG BY Design valid for use only with MiTekconn prope This design o based only upon parameters y of bu and is for an individual building component shown �0 Applicablity of design paramenters and proper incorporation of component is responsibility of bulding designer-rot truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the - .erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regording A MiTck Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI7 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 63719. Edenton,NC 27932 Job Truss Truss Type City Ply T&B ASSOC.16 BERRY PATCH E1701942 S B15832 C EJ3' ROOFTRUSS 1 1 TRAVERS MODEL Job Reference o tional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tue May 18 11:18:13 2004 Page 1 -1-2-8 3-0-13 1-2-8 3-0-13 3-2-6 2x4 11 Scale=1:19.7 4x8= 4 Li 10.00 12 2 1�Q]NIF 7 Li 1 6 5 2x4 I I 3x5= 4x4= i 3-0-13 6-3-3 _ 3-0-13 3-2-6 Plate Offsets(X Y)' [3.0-6-4 0-2-01 LOADING(psf) SPACING 2-0-0 CS] DEFL in (loc) I/deft L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.35 Vert(LL) -0.00 6 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.06 1 >303 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:31lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 6 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 5=386/Mechanical,2=59710-5-8 Max Horz2=108(load case 7) Max Uplift5=44(load case 7),2=-79(load case 8) Max Grav5=447(load case 3),2=704(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=011 2 0,2-3=-414/78,34=-19/60,4-5=-255/85 BOT CHORD 2-6=-47/192,5-6=-45/195 WEBS 3-6=0/137,3-5=-263/53 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;Pg=70.0 psf(ground snow);Category II;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. OF N EIV 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. r STRZy �� 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections. �L 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 44 lb uplift at joint 5 and 79 lb uplift at joint k Q A 2. r— _ LOAD CASE(S) Standard v R�FES S10 May 18,2004 ® WARNING-Verify design parmneters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. ®ErF INEERI NG BY Design valid for use orgy with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �� Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is forlateml support of individual web members orgy.Additional temporary bracing to insure stability during construction is the responsibility of the i erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A hAi leh Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Building Component 8I S Soundside Rd - Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss TR'OOFTRUSS uss Type Oty Ply T&B ASSOC.16 BERRY PATCH E1701943 B15832J4 1 1 TRAVERS MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tde May.18 11:18:14 2004 Page 1 r -1-2-8 1-5-9 6-3-3 1-2-8 1-5-9 4-9-10 Scale=1:13.6 4x8= 4 2x4 11 3 Ll 10.00 12 2 1 8 2x4 11 5 3x5= 4x4= 1-5-9 1-5-9 4-9-10 Plate Offsets(X Y): (3.0-6-4 0-2-0) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.81 Vert(LL) -0.00 5-6 >999 360 M1120 169/123 TCDL . 10.0 Lumber Increase 1.15 BC 0.07 Vert(TL) -0.05 1 >357 240 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:28lb 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 6 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 5=386/Mechanical,2=597/0-5-8 Max Horz2=62(load case 7) / Max Uplift5=-34(load case 6),2=-71(load case 8) Max Grav5=528(load case 3),2=597(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/120,23=-480/91,3-4=-10/31,4-5=-3B9/130 BOT CHORD 2-6=-281301,5-6=-23/307 WEBS 3-6=0/169,3-5=-320123 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;Pg=70.0 psf(ground snow);Category II;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. pF 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� STR,> 0 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 34 lb uplift atjoint 5 and 71 lb uplift at joint 2 't Q 1 N r x. LOAD CASE(S) Standard 2 + Z Nfl,67102 v AR��ES S►ON4 May 18,2004 ® WARNING-Verify design parameters and READ NOTES ON TBTS AND INCLUDED EBTEK REFERENCE PAGE Mir-7473 BEFORE USE. Eft INEERING BY Design volici for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �� Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the is erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A Mi ToK Alliliat, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCS11 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute:583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type city Ply T&B ASSOC.16 BERRY PATCH E1701944 3 B15832 p, J5 ROOFTRUSS 10 1 TRAVERS MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tue May 18 11:18:15 2004 Page 1 2x4 11 9 2-11-3 I 4-1-11 2-11-3 1-2-8 Scale=1:16.8 10.00 12 2 J If 3 0 4 2x4 11 3x5= 2-11-3 2-11-3 Plate Offsets(X Y)• f2.0-1-12 Edge) LOADING(psf) SPACING 2-0-0 CSI DEFL in (too) I/deft L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.23 Vert(LL) -0.00 4 >999 360 M1120 - 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.05 3 >315 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) .0.00 2 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:14lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 2-11-3 oc puriins, 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 REACTIONS (lb/size) 4=129/Mechanical,2=394/0-5-8 Max Horz4=-98(load case 4) Max Uplift4=-39(load case 4),2=-78(load case 7) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-4=-1 0 315 2,1-2=-139/53,2-3=0185 BOT CHORD 2-4=-15/122 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;Pg=70.0 psf(ground snow);Category 11;Exp C;Partially Exp.;Ct=1 3)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. OF NFPV 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 39 lb uplift at joint 4 and 78 lb uplift at joint `V Y 2. - �Q P STRZy 0 LOAD CASE(S) Standard CO Q # Q ) N st (P�� v q�FESS10 May 18,2004 A WARND9G-Verify design parameters and READ NOTES ON TRES AND INCLUDED DUTER REFERENCE PAGE rM--7473 BEFORE USE. ENGINEERING BY Design valid for use only with Mi fek connectors.This design is based only upon parameters shown,and is for an individual building component. � �� .Applicablity of design paramenters and proper incorporation of component is responsibility of building designer-rot truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilfity of the i erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTer,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 ovalable from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type City Ply T&B ASSOC.16 BERRY PATCH E170194 B15832 Y ! J5GD ROOFTRUSS 1 1 TRAVERS MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tue May 18 11:18:15 2004 Page 1 ' 2113 2-11-3 Scale=1:15.5 10.90 12 2 CV r' 0 3 2x4 II 2-11-3 3x5 2-11-3 Plate Offsets(X Y): f2:0-1-12 Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.20 Vert(LL) -0.01 2-3 >999 360 MI120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.20 Vert(TL) -0.01 2-3 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:12lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 2-11-3 oc purlins, except end verticals. BOT CHORD 2 X 6 SPF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 3=708/Mechanical,2=708/0-5-8 Max Horz3=-86(load case 3) Max Uplift3=-86(load rase 3),2=46(load case 6) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-3=-151/56,1-2=-84/84 BOTCHORD 2-3=-31/69 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;Pg=70.0 psf(ground snow);Category 11;Exp C;Partially Exp.;Ct=1 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1.607.1 of IBC-00. 4)'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. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 86 lb uplift at joint 3 and 46 lb uplift at joint 2. !! of NFIN 7)Girder carries tie-in span(s):14-6-0 from 0-0-0 to 2-11-3 X, y 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �Q \�P,STRZy, 0 LOAD CASE(S) Standard 2 F� 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 # Q ) tP Uniform Loads(plf) r— Vert:1-2=-118,2-3=-435(F=-415) r 2(P��,0 71�2 v RoFEss)oNP May 18,2004 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MH-7473 BEFORE USE. ENSINEERING BY Design valid For use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ��® Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is forlateral 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 MiTek Atflliat, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply T&B ASSOC.16 BERRY PATCH E1701946 B15832 f L!I6 ROOF TRUSS 3 1 TRAVERS MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5,200 s Jan 16 2004 MiTek Industries,Inc. Tue May 1811:18:16 2004 Page 1 4x4= 1 2x4 II 1-5-10 2 2-11-3 4-1-11 1-5-10 1-5-9 1-2-8 Scale=1:11.4 .. 10.00 12 - d, 3 N rr o , 4 2x4 II 6 5 2x4 11 4x5 1-5-10 2-11-3 1-5-10 1-5-9 Plate Offsets(X Y): [2.0-2-0 0-1-131 [3.0-1-9 0-1-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.33 Vert(LL) 0.00 5 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.09 Vert(TL) -0.03 4 >646 240 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IBC20001ANSI95 (Matrix) Weight:14lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 2-11-3 oc purlins, except end verticals. BOT CHORD 2 X 6 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 6=129/Mechanical,3=394/0-5-8 Max Horz6=-62(load case 6) Max Uplift6=-20(load case 6),3=-B1(load case 9) Max Grav6=187(load case 2),3=496(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-6=-124/36,1-2=-35/29,2-3==111/44,3-4=0/120 BOT CHORD 5-6=-12/98,3-5=-9/92 WEBS 2-5=-99/53 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;Pg=70.0 psf(ground snow);Category 11;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water.ponding. OF N Ety 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 �P� Q STR,> Q fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections. Q 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 20 lb uplift atjoint 6 and 81 lb uplift at joint * $ (A 3. r— x CC LOAD CASE(S)Standard s�0 No.671fl2 v �OFESS10 May 18,2004 ® WARMNG-Verify design parameters and READ NOTES ON TIHS AND INCLUDED MTTEH REFERENCE PAGE 1OII-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 paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shcvvn is forlateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the msmu erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A faiTek Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI1 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofdo Drive,Madison,WI 53719. Edenton,NC 27932 PbLTroulss Truss Type Qty Ply T&8 ASSOC.16 BERRY PATCH E1701947 B15832 t ROOFTRUSS 1 sip TRAVERS MODEL G Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tue May 1811:18:17 2004 Page 1 -1-2-8 44-15 B-2-0 13-2-9 18-1-7 23-2-0 26-11-1 314-0 1-2-8 44-15 3-9-1 5-0-9 4-10-13 5-0-9 3-9-1 44-15 Scale=1:56.6 6x6= 3x8= 2x4 II 6xB= 4 5 6 7 8.00 12 2x4 O 2x4 i 3 8 a 9 2 n �1 Io 4x8 i 14 13 12 11 10 48-� 3xB= 2x4 11 5x6= 3x8= 3x5= 6-2-0 13-2-9 18-1-7 23-2-0 314-0 8-2-0 5-0-9 4-10-13 5-0-9 8-2-0 Plate Offsets(X Y)' [2'0-2-12 0-2-0] [7'0-1-12 Edge] [9.0-2-12 0-2-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.42 Vert(LL) -0.20 11-13 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.42 Vert(TL) -0.27 11-13 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(TL) 0.06 9 n/a nla BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:307lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 5-3-8 oc purlins,except BOT CHORD 2 X 6 SPF 240OF 2.0E 2-0-0 oc purlins(5-6-4 max.):4-7. WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=4165/Mechanical,2=4343/0-5-8 Max Horz2=154(load case 6) Max Uplift9=-343(load case 5),2=-354(load case 6) Max Grav9=4778(load case 3),2=5021(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/121,2-3=-7028/534,3-4=-6551/531,4-5=-5443/474,5-6=-6754/579,6-7=-6761/581,7-8=-6642/53B,8-9=-7157/544 BOT CHORD 2-14=-533/5659,13-14=-588/6734,12-13=-588/6734,11-12=-58816734,10-11=-36915476,9-10=405/5807 WEBS 3-14=-363/163,4-14=-1 9412792,5-14=-2328/272,5-13=-23/632,5-11=-1 96/195,6-11=-9461141,7-11=-267/2302, 7-1 0=-1 13/1496,8-10=-453/117 NOTES 1)2-ply truss to be connected together with 1 Od Common(.148"x3")Nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. OF N E W 3)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone;cantilever left and -1 right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. Q P,STRZ), 0 4)TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category 11;Exp C;Partially Exp.;Ct=1 5)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. Q 6 b N 6)Provide adequate drainage to prevent water ponding. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00 r x 8)'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 fit between the bottom chord and any other members. tom` 9)Refer to girder(s)for truss to truss connections. Z 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 343 lb uplift at joint 9 and 354 lb uplift at joint 2. 11)Girder carries tie-in span(s):6-3-3 from 0-0-0 to,314-0 9OFESS10 12)Design requires purlins at oc spacing indicated. LOAD CASE(S) Standard May 18,2004 .Continued on page 2 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE AID-7473 BEFORE USE. ENGINEERING eY 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 or building designer-not truss designer.Bracing shown is forlateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibillity of the i erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding _ A Mi Ter,ntfiliato fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCS11 Building Component 818 Soundside Rd Safety Information avoidable from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type Oty Ply T8B ASSOC.16 BERRY PATCH E1701947 iB15832 ROOFTRUSS 1 TRAVERS MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tue May 18 11:18:17 2004 Page 2 LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-118,4-7=-118,7-9=-118,2-9=-151(F=-131) j ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTE6:REFERENCE PAGE MU-7473 BEFORE USE. EtiGINEERI NG BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �� Applicability of design paromenters and proper incorporation of component is responsibility of budding designer-rot truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stablity during construction is the responsibility of the in erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Alfiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety4riformalion available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply T&B ASSOC.16 BERRY PATCH -i E1701948 B15832 i 'H02 ROOFTRUSS 1 1 TRAVERS MODEL Job Reference o tional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc.Tue May 18 11:18:17 2004 Page 1 -1-2-8, 5-6-7 10-8-0 I 15-8-0 20-8-0 25-9-9 _ 314-0 1-2-8 5-6-7 5-1-9 5-0-0 5-0-0 5-1-9 5-6-7 Scale=1:56.6 5xB= 3x5= 5x8= 4 5 6 J 8.00 12 2x4 O 2x4 3 7 m 8 2 �1 ]o 6x10 r 11 12 10 13 9 6x10 3x8= 3x12.5 Mil 16 3x8= i 10-8-0 20-8-0 __31-4-0 10.8-0 10-0.0 10-8-0 Plate Offsets(X Y)' [2'0-3-5 Edge] [4.0-3-12 0-0-141 [6.0-3-12 0-1-6] 18.0-3-5 Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.83 Vert(LL) -0.44 9-11 >843 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.81 Vert(TL) -0.52 9-11 >710 240 M1116 109/70 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:1301b LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 2-4-8 oc purlins,except BOT CHORD 2 X 4 SPF-S 210OF 1.8E 2-0-0 oc purlins(3-11-15 max.):4-6. WEBS 2 X 4 SPF Stud `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-11 2 X 4 SPF No.2,5-9 2 X 4 SPF No.2 WEBS 1 Row at midpt 5-11.5-9 - WEDGE Left:2 X 6 SYP No.2,Right:2 X 6 SYP No.2 REACTIONS (lb/size) 8=2215/Mechanical,2=2393/0-5-8 Max Horz2=198(load case 7) - Max Uplift8=-73(load case 9),2=-128(load case 8) Max Grav8=2718(load case 3),2=2961(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/112,2-3=-4136/550,3-4=-3383/502,4-5=-2652/479,5-6=-2683/485,6-7=-3425/510,7-8=-4206/564 BOT CHORD 2-1 1=-358/3195,11-12=-251/2805,10-12=-251/2805,10-13=-251/2805,9-13=-251/2805,8-9=-377/3280 WEBS 3-11=-685/204,4-11=-98/1040,5-11=-919/173,5-9=-892/172,6-9=-105/1039,7-9=-750/221 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category 11;Exp C;Partially Exp.;Ct=1 ��OF ►�j E(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 49.0 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. �y 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 3-6-0 tall by 2-0-0 wide will r— cS 7r fit between the bottom chord and any other members. 9)Refer to girder(s)for truss to truss connections. ,. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 73 lb uplift at joint 8 and 128 lb uplift at �s joint 2. 11)Design requires purlins at oc spacing indicated. p �a•67��2 �Ci� V LOAD CASE(S) Standard ROFESSI0NP .. May 18,2004 ® WARNING-Verify design pa—ters and READ NOTES ON THIS AND INCLUDED WTE$REFERENCE PAGE MU-7473 BEFORE USE- ENGINEERING BY Design valid for use ony with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ��® Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is forlateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilrity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A bAi Tek Atfiliato fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Insfitute,583 D'Onofrio Drive,Madison,wI 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply T&B ASSOC.16 BERRY PATCH E1701949 B15832 i i ht3 ROOF TRUSS 1 1 TRAVERS MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tue May 18 11:18:18 2004 Page 1 6-9-7 13-2-0 18-2-0 24-6-9 31.4-0 1-2-8 6-9-7 6-4-9 5-0-0 6-4-9 6-9-7 _ Scale=1:61.5 5x8= 4x10= 8.00 12 5 6 3x5 G 3x5 3x5 i 4 7 3x5 3 8 m ' 9 r 2 lR 6x10% 14 13 12 11 10 5x10 2x4 11 3x5= 3x5= 3xB= 2x4 I I 6-9-7 13-2-0 18-2-0 24-6-9 31-4-0 6-9-7 6-4-9 5-0-0 6-4-9 6-9-7 Plate Offsets(X Y)• [2.0-3-5 Edge] [5:0-4-0 0-1-9] [6.0-6-8 0-1-12] [9:0-1-11 Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.91 Vert(LL) -0.20 9-10 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.97 Vert(TL) -0.29 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.12 9 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:138lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E 'Except' TOP CHORD Sheathed or 1-7-8 oc purlins,except 1-4 2 X 4 SPF-S 2100F 1.8E,7-9 2 X 4 SPF-S 2100F 1.8E 2-0-0 oc purlins(4-4-9 max.):5-6. 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 3-13,5-11,8-11 5-13 2 X 4 SPF No.2,5-11 2 X 4 SPF No.2,6-11 2 X 4 SPF No.2 WEDGE Left:2 X 6 SYP No.2 REACTIONS (lb/size) 2=2367/0-5-8,9=2180/Mechanical Max Horz2=242(load case 7) Max Uplift2=-140(load case 8),9=-85(load case 9) Max Grav2=2795(load case 2),9=2545(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/112,2-3=-3834/503,3-4=-2751/461,4-5=-2438/492,5-6=-2040/475,6-7=-2443/494,7-8=-2759/464,8-9=-3885/518 BOT CHORD 2-14=-308/2908,13-14=-308/2908,12-13=-116/2028,11-12=-116/2028,10-11=325/2969,9-10=-325/2969 WEBS 3-14=0/282,3-13=-10751235,5-13=-83/823,5-11=-550/513,6-11=-89/721,8-11=-1 145/255,8-10=01286 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. !!'0'- NEW 2)TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category II;Exp C;Partially Exp.;Ct=1 X1 C� y 3)Unbalanced snow loads have been considered for this design. Q- P STf3Zy O 4)This truss has been designed for 1.00 times flat roof load of 49.0 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. * Q $ r ] ' 7)'This truss has been designed for a live load of'20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will r— _ 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 140 lb uplift at joint 2 and 85 lb uplift at join9. 10)Design requires purtins at oc spacing indicated. p �O.67A02 v LOAD CASE(S) Standard R�PESslo May 18,2004 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED ARTER REFERENCE PAGE IM-7473 BEFORE USE. EPSINEERING BY Design valid for use oNy with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. � �® Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is forlateral support of individual web members only.Addifional temporary bracing to insure stability during construction is the responsibilrity,of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A fvti"rek Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCS11 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply T&B ASSOC.16 BERRY PATCH 1 E770195 B15832 H04 ROOF TRUSS 1 1 TRAVERS MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tue May 18 11:18:19 2004 Page 1 1-1-2-8 4-0-0 1 9-0-0 14-0-0 18-0-0 21-3-0 24-6-9 28-6-0 1-2-8 4-0-0 5-0-0 5-M 4-0-0 3-3-0 3-3-9 3-11-7 1-2-8 Scale=1:52.5 46 II 7 Bx8'i 4 Bx10= 10= 2x4 II 2x4 8.00 F12 3 4 5 6 8 0 6 2 9 vI1 1oIo 6x10 i 16 15 17 14 13 12 11 4x8 4x8= 2x4 11 6x12 M1120H= 2x4 II _ 5x10= 8x10= 4-0-0 1 9.0-0 14-0-0 18-0-0 21-3-0 28-6-0 4-M - 5-0-0 5-0-0 4-0-0 3-3-0 7-3-0 - Plate Offsets(X,Y): 12:0-4-8 0-2-12] [6:0-6-8 0-4-0] [9:0-2-12 0-2-0] [11:0-5-0 0-1-8] [14:0-5-0 0-4-81,[16:0-3-8 0-2-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.77 Vert(LL) -0.58 14 >575 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.64 Vert(TL) -0.75 14 >450 240 M1120H 148/108 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.13 9 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:140lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E 'Except` TOP CHORD Sheathed or 2-1-8 oc purlins. 3-6 2 X 6 SPF-S 1650F 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 4-16 WEBS 2 X 4 SPF Stud `Except` 2 Rows at 1/3 pts 6-11 4-16 2 X 4 SPF No.2,6-11 2 X 4 SPF No.2,7-11 2 X 4 SPF No.2 WEDGE Left:2 X 4 SYP No.3 REACTIONS (lb/size) 2=2626/0-5-8,9=2500/0-5-8 Max Horz2=-124(load case 5) Max Uplift2=-228(load case 7),9=-136(load case 8) Max Grav2=3702(load case 2),9=2500(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/128,2-3=-5555/261,3-4=-4558/248,4-5=-10007/580,5-6=-10009/581,6-7=-4137/214,7-8=-3961/225, 8-9=-3965/219,9-10=0/121 BOT CHORD 2-16=-209/4431,15-16=-402/8442,15-17=-402/8442,14-17=-402/8442,13-14=-377/8232,12-13=-377/8232, 11-12=-378/8229,9-1 1=-134/3219 WEBS 3-16=-104/2216,4-16=-4402/329,4-15=01235,4-14=-96/1761,5-14=-717/124,6-14=-188/2118,6-12=0/83, 6-11=-6306/355,7-11=-1 8914 02 5,8-11=428/112 NOTES pF NEFIV 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. �Q� �,STR�� 0 2)TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category 11;Exp C;Partially Exp.;Ct=1 3)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. Q �L X4)Provide adequate drainage to prevent water ponding. * 'Z 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 _ 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 Z fit between the bottom chord and any other members. Z ' 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 228 lb uplift at joint 2 and 136 lb uplift at joint 9. 9)Load case(s)9 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this R P truss. �FESSI O� 10)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1209.51b down and 79.21b up at 14-0-0 on bottom chord. The design/selection of such special connection device(s)is the responsibility of others. May 18,2004 Continued on page 2 ® WARMING-Verify design pararneters and READ NOTES ON TRIS AND INCLUDED MTEK REFERENCE PAGE MU-7473 BEFORE USE. ETI"IREE RI NG BY Design valid for use any Wth MfTek connectors.This design is based only upon parameters shown,and is for an individual building component. ��® Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is forlateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A Mi'leli Alffliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BC511 Building Component 818 Soundside Rd Safety Information avalable from Truss Plate Institute,583 D'Onofrio Drive,Madison,VA 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply T&B ASSOC.16 BERRY PATCH 4 E1701950 .B15832 + fW4 ROOFTRUSS 1 1 TRAVERS MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tue May 1811:18:19 2004 Page 2 NOTES 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-118,3-6=-118,6-7=-118,7-10=-118,2-17=-36(F=-16),9-17=-20 Concentrated Loads(lb) Vert:14=-708(F) 9)IBC Snow on Overhangs:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) — Vert:1-2=-118,2-3=-20,3-6=-20,6-7=-20,7-9=-20,9-10=-118,2-17=-25(F=-5),9-17=-20 Concentrated Loads(lb) Vert:14=-205(F) ® WARNING-Verjfy design parameters and BEAD NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU-7473 BEFORE USE. EPF'INEERING BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �� Applicability of design poramenters and proper incorporation of component is responsibility of bulding 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 MI erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTcl:Affiliate fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI l Building Component 81 B Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofdo Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply T&B ASSOC.16 BERRY PATCH E1701951 B15832 • 405 ROOF TRUSS 1 1 TRAVERS MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tue May 18 11:18:20 2004 Page 1 -1-2-8 6-6-0 13-6-0 20-6-0 21-3-0 24-8-1 i 28-6-0 2941-8 1-2-8 6-6-0 7-0-0 7-M 0-9-0 3-5-1 3-9-15 1-2-8 -Scale=1:53.4 / 8x10 10112011% 5x6 11 6x8 i 2x4 II 6 3 4 5 8.00 12 3x5 7 n m v 6 V]1 2 9 ] 6x10- 14 13 12 11 10 5x8= 2x4 I I 3x5= 6x8= 2x4 I I 3x10= I 6-6-0 13-6-0 20-6-0 24-8-1 2� 8-6-0I 6-6-0 7-0-0 7-0-0 4-2-1 3-9-15 Plate Offsets(X Y)• [2.0-3-5 Edge] [3.0-3-7 Edge] [5.0-4-0 0-1-13] [8.0-1-6 Edgel LOADING(psf) SPACING , 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.94 Vert(LL) -0.28 11-13 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.16 BC 0.79 Vert(TL) -0.40 11-13 >844 240 M1120H 127/93 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.12 8 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:127lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E 'Except` TOP CHORD Sheathed or 2-10-9 oc purlins,except 1-3 2 X 4 SPF-S 210OF 1.8E,3-5 2 X 6 SPF-S 1650F 1.5E 2-0-0 oc purins(3-6-10 max.):3-5. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud 'Except' WEBS 1 Row at midpt 5-11 6-11 2 X 4 SPF No.2 WEDGE Left:2 X 6 SYP No.2 REACTIONS (lb/size) 2=2105/0-5-8,8=2105/0-5-8 Max Horz2=126(load case 7) Max Uplift2=-183(load case 8),8=-105(load case 9) Max Grav2=2925(load case 2),8=2105(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/118,2-3=-4110/481,5-6=-3115/549,6-7=-2812/476,7-8=-2970/467,B-9=0/112,3-4=-4375/645,4-5=-43751645 BOT CHORD 2-14=-251/3167,13-14=-253/3161,12-13=-275/2873,11-12=-275/2873,10-11=-265/2296,8-10=-265/2296 WEBS 3-14=0/282,4-13=-1507/276,5-11=-3041/499,6-11=-489/3102,7-11=-430/117,7-10=0/110,3-13=-217/1409, 5-13=-176/1746 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is of NEW designed for C-C for members and forces,and for MWFRS for reactions specified. X1. STt�ZY }'0 2)TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category 11;Exp C;Partially Exp.;Ct=1 �QQ. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. Q Ly 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)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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. -I- 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding.183 lb uplift at joint 2 and 105 lb uplift at joint 8. 67��2 .O 10)Design requires pudins at oc spacing indicated. FESS1 ONA� LOAD CASE(S) Standard May 18,2004 ® WARNRIG-Verify design parameters and READ NOTES ON TBIS AND INCLUDED SIITEN REFERENCE PAGE MU-7473 BEFORE USE. Ert INEERI*BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ��® Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the i erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTeh Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,5B3 D'Ono(do Drive,Madison,WI 53719. Edenton,NC 27932 Jab Truss Truss Type Oty Ply E1701952 T&B ASSOC.16 BERRY PATCH i815832 H66 ROOF TRUSS 1 1 TRAVERS MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tue May 18 11:18:21 2004 Page 1 -1-2-8 4-8-7 9-0.0 1 14-3-0 19-6-0 23-9-9 28-6-0 129-8-8, 1-2-8 4-8-7 4-3-9 5-3-0 5-3-0 4-3-9 4-8-7 1-2-8 Scale=1:52.5 5xB= US= 5x8= 4 5 6 8.00 12 2x4 2x4 3 7 i n N UJ 8 2 r 5x10% 12 13 11 14 - 10 5x10= 3x8= 3x12.5 M1116= 3x8= _ 9-0-0 1016-0 28-6-0 9-0-0 10-6-0 9-0-0 Plate Offsets(XY): [2'0-1-11Edge] [4'0-3-120-0-14] [6'0-3-120-1-6] [8'0-1-11Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in.(loc) I/deft L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.70 Vert(LL) -0.46 10-12 >734 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.97 Vert(TL) -0.65 10-12 >518 240 MII16 109/70 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.11 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 3-3-0 oc purlins,except BOT CHORD 2 X 4 SPF-S 1650F 1.5E 2-0-0 oc purlins(4-0-7 max.):4-6. WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-12,5-10 REACTIONS (lb/size) 2=2172/0-5-8,8=2172/0-5-8 Max Horz2=155(load case 7) Max Uplift2=-117(load case 8),8=-117(load case 9) Max Grav2=2733(load case 2),8=2733(Ioad case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/112,2-3=-3795/488,3-4=-3192/453,4-5=-2542/431,5-6=-2542/431,6-7=-3192/453,7-8=-3795/488,8-9=0/112 BOT CHORD 2-12=-271/2925,12-13=-222/2788,11-13=-222/2788,11-14=-222/2788,10-14=-222/2788,8-10=-271/2925 WEBS 3-12=-494/160,4-12=-83/934,5-12=-926/170,5-10=-926/170,6-10=-83/934,7-10=494/160 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;Pg=70.0 psf(ground snow);Category 11;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. ' 4)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. OF N Eiy 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. X1. 7)All plates are M1120 plates unless otherwise indicated. �Q Q.STRZY 0 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. �Z 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 117 lb uplift at joint 2 and 117 lb uplift at * � ] (P joint 8. - 10)Design requires purlins at oc spacing indicated. LOAD CASE(S) Standard (s1�0 V0,67��2 �C? v ;Yap p SS10 May 18,2004 ® WARNWG-Verrjy design parameters and READ NOTES ON Tiffs AND INCLUDED WTER REFERENCE PAGE MU-7473 BEFORE USE. MENSINEERING By Desgn valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. vs Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ENCO is for lateral support of individual web members only.Add ional temporary bracing to insure stability during construction is the responsibility of the is erector.Adcritional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Affif,)O fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCS11 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofho Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply T&B ASSOC.16 BERRY PATCH E1701953 B.15832 ► R H07 ROOF TRUSS 1 1 TRAVERS MODEL Job Reference(optional) Bellevue Builders Supply;Schenectady,NY 12306 5.200 s Oct 21 2003 MiTek Industries,Inc. Tue May 18 16:00:00 2004 Page 1 1-2-81 5-11-7 11-6-0 17-0-0 22-6-9 28-6-0 29-8-8 1-2-8 5-11-7 5-6-9 5-6-0 5-6-9 5-11-7 1-2-8 Scale=1:59.7 5x8 M1120= 4x10 M1120= 4 5 8.00 12 3x5 M1120 i 3x5 M1120� 3 6 r` 0 r 2 7 �1 s jo 5x10 M1120% 13 12 1114 10 9 5x10 M1120:z: 2x4 M1120 II 3x5 M1120= 3x5 M1120= 3x8 M1120= 2x4 M1120 11 5-11-7 11-6-0 17-0-0 22-6-9 28-6-0 5-11-7 5-6-9 5-6-0 5-6-9 5-11-7 _ Plate Offsets(X Y): [2:0-1-11 Edge] [4:0-4-0 0-1-9] [5:0-6-8 0-1-12] [7:0-1-11 Edge] LOADING(psf) SPACING 2-0-0 CS] DEFL in (loc) I/defl L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.77 Vert(LL) -0.16 10-12 >999 360 M1120 1691123 TCDL 10.0 Lumber Increase 1.15 BC 0.70 Vert(TL) -0.23 10-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:124lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 2-9-12 oc purlins,except BOT CHORD 2 X 4 SPF-S 165OF 1.5E 0-0-0 oc purlins(4-3-13 max.):4-5. Except: WEBS 2 X 4 SPF Stud 'Except 1 Row at midpt 4-5 4-10 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-10 REACTIONS (lb/size) 2=2167/0-5-8,7=215510-5-8 Max Horz 2=-198(load case 6) Max Uplift 2=-130(load case 8),7=-130(load Case 9) Max Grav 2=2597(load case 2),7=2585(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/112,2-3=-3532/450,3-4=-2617/444,4-5=-1955/429,5-6=-2595/444,6-7=-3512/450,7-8=0/112 BOT CHORD 2-13=-227/2678,12-13=-227/2678,12-14=-70/1965,11-14=-70/1965,10-11=-70/1965,9-10=-227/2662, 7-9=-227/2662 WEBS 3-13=01237,3-12=-872/195,4-12=-60/721,4-10=-488/428,5-10=-60/592,6-10=-874/195,6-9=0/237 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category ill;Exp C;Partially Exp.;Ct=1 X1. O NEW y 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. Q STRZ O 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. * 2 ��' it 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Q x r will fit between the bottom chord and any other members. — 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 130 lb uplift at joint 2 and 130 lb uplift at joint 7. 9)Design requires purins at oc spacing indicated. (P (? LOAD CASE(S) Standard A gOfi S s10NA May 18,2004 WARNING-Vertjy design parmneters and READ NOTES ON THIS AND INCLUDED MUTER REFERENCE PAGE MU-7473 BEFORE USE. MEP}INEERING BY Design valid for use only WithMiTek connectors.This design is based onlyupon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the aRENCO erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Affihale fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 618 oun Edenton,NCC 27932 Job Truss Truss Type Qty Ply T&B ASSOC.16 BERRY PATCH E1701954 B15832 408GD ROOFTRUSS 1 1 TRAVERS MODEL Job Reference o tional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tue May 18 11:18:22 2004 Page 1 -1� 4-0-0 7-3-0 10-6-0 14-6-0 15-8-8 1-2-8 4-0-0 3-3-0. 3-3-0 4-0-0 1-2-8 Scale=1:28.3 4xB= 2x4 II 4xB= 3 4 5 1771 8.00 12 qnq oS 6 2 ZZ - 10 9 B 3x6 i � � 2x4 13x8= 2x4 1 3x6� 4-0-0 7-3-0 10-6-0 14-6-0 4-0-0 3-3-0 3-3-0 4-0-0 Plate Offsets(X Y): [2:0-2-0 0-1-8] [3:0-5-12 0-2-0] [5.0-5-12 0-2-0] [6.0-2-0 0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.04 9 >999 360 M1120 1691123 TCDL 10.0 Lumber Increase 1.15 BC 0.13 Vert(TL) -0.06 9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:64 lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 4-11-8 oc purlins. BOT CHORD 2 X 6 SPF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 2=1253/0-5-8,6=1253/0-5-8 Max Horz2=-68(load case 5) Max Uplift2=-97(load case 7),6=-97(load case 8) Max Grav2=1604(load case 2),6=1604(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/121,2-3=-1889/100,3-4=-1674/111,4-5=-1674/111,5-6=-1889/101,6-7=0/121 BOT CHORD 2-10=-92/1396,9-10=-91/1405,8-9=-29/1405,6-8=-32/1396 WEBS 3-10=0/177,3-9=-87/587,4-9=-528/88,5-9=-88/587,5-8=0/177 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category II;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;Pg=70.0 psf(ground snow);Category II;Exp C;Partially Exp.;Ct=1 3)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. 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 N EIV y fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 97 lb uplift at joint 2 and 97 lb uplift at joint �Q Q•ST 192r 0 6. CO ;;� 8)Girder carries tie-in span(s):2-11-3 from 0-0-0 to 14-6-0 � * ; 1 W lL k 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). q q- LOAD CASE(S)Standard tf 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 .Uniform Loads(plf) ' Vert:1-3=-118,3-5=-118,5-7=-118,2-6=-36(F=-16) N0.671�2 A9OfiFSslo"A' May 18,2004 WARNING-Vertfy design parameters and READ NOTES ON TRIS AND INCLUDED MITER"REFERENCE PAGE AM-7473 BEFORE USE. E IHEERING BY Desgn valid for use only Wth MiTek connectors.This design is based only upon parameters shovm,and is for an individual building component. � tt RE �® Applicability of design poromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shovm +""t- is for lateral support of individual web members only.Addtional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Aliltiat, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC27932 Jab Truss Truss Type City Ply T&B ASSOC.16 BERRY PATCH E1701955 15832 > mg ROOF TRUSS 1 1 TRAVERS MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tue May 18 11:18:23 2004 Page 1 -1-2-8 6-6-0 8-0-0 14-" _ 15-8-8 1-2-8 6-6-0 1-6-0 6-6-0 1-2-8 Scale=1:31.7 5x8= 5x8= 3 4 8.00 F12 v 5 rye 2 r d 6 0 1 5x8= 8 7 5x8= 2x4// 2x4 1\ i 4-11-10 9-6-6 _ 14-6-0 4-11-10 4-6-12 4-11-10 Plate Offsets(X Y): [2.0-1-6 Edge] [3:0-4-12 0-2-0] [4.04-12 0-2-0] [5.0-1-6 Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.82 Vert(LL) -0.16 2-8 >999 360 MI120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.70 Vert(TL) 0.20 1 >88 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:51lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E 'Except' TOP CHORD Sheathed or 3-10-14 oc purlins. 3-4 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 2 X 4 SPF Stud REACTIONS (lb/size) 2=1139/0-5-8,5=1139/0-5-8 Max Horz2=112(load case 7) Max Uplift2=-97(load case 8),5=-97(load case 9) Max Grav2=1358(load case 2),5=1358(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/112,2-3=-1322/189,3-4=-841/247,4-5=-1322/189,5-6=0/112 BOT CHORD 2-8=4/891,7-8=-16/841,5-7=-4/891 WEBS 3-8=0/216,4-7=0/216 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;Pg=70.0 psf(ground snow);Category 11;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. OF NEW Y 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. �Q Q STR2,,, O� 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. (Z £ x8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 97 lb uplift at joint 2 and 97 lb uplift at joint " 5. r- - LOAD CASE(S) Standard g•.' , Np .67142 v A�OFEs sf°NA May 18,2004 ® WARNDVG-Verify design parameters and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. Err INEE RI NG BY Design valid for use only vMh 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[it i Tr,k AtIIItots fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI7 Quality Criteria,DSB-89 and BCSI1 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type City Ply T&B ASSOC.16 BERRY PATCH E1701956 IB15832 r SJ' ROOF TRUSS 6 1 TRAVERS MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tue May 1811:18:24 2004 Page 1 128 220 1-2-8 2-2-0 3 _ Scale=1:11.4 8.00 F12 2 1 4 2x4= 220 2-2-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.23 Vert(LL) -0.00 2 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.04 1 >401 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC20001ANSI95 (Matrix) Weight:7lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 2-2-0 oc puffins. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=46/Mechanical,2=364/0-5-8,4=19/Mechanical Max Horz2=80(load case 6) Max Uplif:3=46(load case 8),2=-74(load case 6) Max Grav3=46(load case 1),2=364(load case 1),4=38(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/79,2-3=-108/14 BOT CHORD 2-4=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) 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;Pg=70.0 psf(ground snow);Category 11;Exp C;Partially Exp.;Ct=1 3)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live'loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 46 lb uplift at joint 3 and 74 lb uplift at joint O sNR�yo LOAD CASE(S) Standard ��Q `�Q' Z Q Nx it N0.87A'DS ti AROFFssloNA May 18,2004 ® WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MIA7473 BEFORE USE. EIp INEERING BY Design valid for use only vith enekcon grope.This design o based only upon parameters shown,and is for an individual building component. shown � Applicability of design parvidual a and proper incorporation al component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A 61i'fc k Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPl1 Quality Criteria,DSB-89 and BCSI1 Building Component 818 Soundside Rd safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 ' �ob Truss Truss Type City Ply T8B ASSOC.16 BERRY PATCH E1701957 15832 ' TU1 ROOF TRUSS 4 1 TRAVERS MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tue May 18 11:18:25 2004 Page 1 r1-2-8 5-841 1D-6-15 15-8-0 F 20-9-1 25-7-12 31-4-0 32-6-1 1-2-8 5-8-0 4-10-11 5-1-1 5-1-1 4-10.11 5-8-4 1-2-8 5x6= Scale=1:68.6 6 8.00 12 2x4 II 2x4 II 7 3x5 5 3x5 2x4��4 8 2x4 3 9 10 it2 11]Y o � 5x10% 14 15 13 16 12 5x10 5x8= 4x8= 5x8= . 10-6-15 20-9-1 31A-0 10-6-15 10-2-1 10-6-15 Plate Offsets(XY)- [2.0-1-11 Edge] [10:0-1-11 Edge] [13:0-4-0 Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lld PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.70 Vert(LL) -0.58 12-14 >638 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.82 Vert(TL) -0.71 12-14 >525 240 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.09 10 n/a n/a BCDL 10.0 Code IBC2000/ANS195 (Matrix) Weight:137lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 2-10-15 oc purlins. BOT CHORD 2 X 4 SPF-S 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud 'Except* 6-14 2 X 4 SPF No.2,6-12 2 X 4 SPF No.2 REACTIONS (lb/size) 2=2423/0-5-8,10=2423/0-5-8 Max Horz2=-272(load case 6) Max Uplift2=-149(load case 8),10=-149(load case 9) Max Grav2=2688(load case 2),10=2688(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/112,2-3=-3661/509,3-4=-2945/445,4-5=-2773/470,5-6=-29321633,6-7=-29321633,7-8=-2773/470,8-9=-2945/445 ,9-1 0=-3661/509,10-11=0/1 12 BOT CHORD 2-14=-27612798,14-15=011715,13-15=0/1715,13-16=0/1715,.12-16=0/1715,10-12=-276/2798 WEBS 3-14=-7051207,5-14=-8561242,6-14=-291/1834,6-12=-291/1834,7-12=-856/242,9-12=-705/207 _ 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;Pg=70.0 psf(ground snow);Category 11;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. ��OF N IS 4)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. �Q P,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 co fit between the bottom chord and any other members. 2 't 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 149 lb uplift at joint 2 and 149 lb uplift at cr ) N joint 10. r- it LOAD CASE(S) Standard A9�FEs S]oNA� May 18,2004 ® WARNING-Verify design parameters and READ NOTES 6N THIS AND LIKLUDED MIT=REFERENCE PAGE AM-7473 BEFURE USE. EPk fNEERM*BY Deign valid for use only with MiTek connectors.This design is based onty upon parameters shown,and is for an individual building component. ��® Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the i erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A Milek Alfiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7PI1 Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type Qty - Ply T&B ASSOC.16 BERRY PATCH E1701958 315832 T01A ROOF TRUSS 2 1 TRAVERS MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tue May 18 11:18:25 2004 Page 1 r1-2-8, 5-8-4 10-6-15 15-8-0 20-9-1 25-7-12 31-0-0 1-2-8 5-8-4 4-10-11 5-1-1 5-1-1 4-10-11 5-8-4 5x6= Scale=1:67.8 6 8.00 F172 2x4 II 2x4 11 3x5 i 5 7 3x5 2x4��4 8 2x4 1 3 9 10 n 2 01 Io 5x10 13 14 12 15 11 5x10 5xB= 4x8= 5x8= 10-6-15 20-9-1 31-4-0 10-6-15 10-2-1 10-6-15 Plate Offsets(X Y)- [2.0-1-11 Edgel [10:0-1-11 Edoel [12:0-4-0 Edge1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ltd PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.80 Vert(LL) -0.57 11-13 >647 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.86 Vert(TL) -0.70 11-13 >533 240 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.09 10 n/a n/a BCDL 10.0 Code IBC20001ANSI95 (Matrix) Weight:135lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 2-7-2 oc purlins. BOT CHORD 2 X 4 SPF-S 21 OOF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud 'Except' 6-13 2 X 4 SPF No.2,6-11 2 X 4 SPF No.2 REACTIONS (lb/size) 2=2433/0-5-8,10=2255/Mechanical Max Horz2=287(load case 7) Max Uplift2=-149(load case 8),10=-94(load case 9) Max Grav2=2692(load case 2),10=2451(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/112,2-3=-3668/514,3-4=-2962/451,4-5=-2789/476,5-6=-2946/638,6-7=-2975/644,7-8=-2809/484,8-9=-2985/459 9-10=-37351528 BOT CHORD 2-13=-327/2804,13-14=-35/1,731,12-14=-35/1731,12-15=-35/1731,11-15=-35/1731,10-11=-345/2883 WEBS 3-13=-705/207,5-13=-856/242,6-13=-290/1833,6-11=-302/1875,7-11=-844/238,9-11=-765/223 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;Pg=70.0 psf(ground snow);Category 11;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. O N E(N 4)This truss has been designed for 1.00 times flat roof load of 49.0 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. �P� STRZ),' �� 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. �y 7)Refer to girder(s)for truss to truss connections. * tf �y_ r.1 (P 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 149 lb uplift at joint 2 and 94 lb uplift at joi r— _ 10. LOAD CASE(S) Standard 2� 'canes A90 :S S1 QNP May.18,2004 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED IUTER REFERENCE PAGE BM-7473 BEFORE USE. ENGI HE 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 building component. �� Applicability of design param enters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is forlateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A 1Ai7cK At fit tat* fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply T&B ASSOC.16 BERRY PATCH E1701959 B15832 ' T62 ROOF TRUSS 1 1 TRAVERS MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tue May 1811:18:26 2004 Page 1 r1-2-8 5-04 9-7-10 + 14-3-0 15-0 q 18-2-0 1 21-8-6 1 26-3-12 31-0-0 1-2-8 5-0-4 4-7-6 4-7-6 1-1-0 2-10-0 3-6-6 4-7-6 5-0-4 Scale=1:64.7 5x6 11 6 6x6= 5x6= 8.00 12 7 8 2x4 11 2x4 11 5 9 3x5 4 3x5 O 2x4 10 N 4 2x4// 3 11 12 2 I^ 1AT I0 5x10 15 16 17,14 18 19 13 5x10 4x8= 5x8= 4x8= 9-7-10 154-0 21-8-0 31-4-0 9-7-10 5-8-6 6-4-6 9-7-10 Plate Offsets(X Y): [2:0-1-11 Edge] [8:0-3-12 0-1-12] [12:0-1-11 Edge] [14:0-3-4 0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.70 - Vert(LL) -0.23 13-14 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.84 Vert(TL) -0.40 12-13 >932 240 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.12 12 n/a n/a BCDL 10.0 Code IBC20001ANS195 (Matrix) Weight:159lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 2-10-6 oc purlins. BOT CHORD 2 X 4 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 'Except` WEBS 1 Row at micipt 7-14.8-14 3-15 2 X 4 SPF Stud,5-15 2 X 4 SPF Stud,9-13 2 X 4 SPF Stud 11-13 2 X 4 SPF Stud REACTIONS (lb/size) 2=2434/0-5-8,12=2259/Mechanical Max Horz2=262(load case 7) Max Uplift2=-145(load case 8),12=-105(load'case 9) Max Grav2=2584(load case 2),12=2554(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/112,2-3=-3508/526,3-4=-3021/471,4-5=-2858/489,5-6=-2995/641,6-7=-2250/507,7-8=-2041/461,8-9=-3174/631 ,9-10=-3008/498,10-11=-3250/475,11-12=-3915/545 BOT CHORD 2-15=-34512736,15-16=-77/1908,16-17=-77/1908,14-17=777/1908,14-18=-107/2006,18-19=-107/2006, 1 3-1 9=-1 0712006,12-13=-369/3096 WEBS 3-15=-649/182,5-15=-759/228,6-15=-274/1489,6-14=-205/1716,7-14=-1140/225,8-14=-328/555,8-13=-254/1422, 9-13=-655/202,11-13=-724/205 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is OF N EF tv designed for C-C for members and forces,and for MWFRS for reactions specified. �� STR rO� 2)TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category II;Exp C;Partially Exp.;Ct=1 �Q Q. Zy 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. Q Ly 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 r X 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will _ fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 145 lb uplift at joint 2 and 105 lb uplift at joint12. LOAD CASE(S) Standard ARop SS10NA May 18,2004 ® WARNING-Verify design p-eters and READ NOTES ON TBTS AND INCLUDED ffiTER REFERENCE PAGE IW-7473 BEFORE USE. MEr•"r NEERINGG 6Y Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. t' i ��CO Applicability of design.paromenters and proper incorporation of component is responsibility of building designer-rot truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the i erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A f6f A Atfllinto fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI7 quality Criteria,DSB-89 and BCS11 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,wl 53719. Edenton,NC 27932 Job Truss Truss Type Oty Ply T86 ASSOC.16 BERRY PATCH E170196C 215832 T03 ROOF TRUSS 1 1 Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tue May 18 11:18:27 2004 Page 1 1-2-$ 5-84 10-6-15 14-3-0 17-10.0 1 20-8-0 25-9-9 31-4-0 1-2-8 5-8-4 4-10-11 3-8-1 3-7-0 2-10-0 5-1-9 5-6-7 Scale=1:64.7 5x6 11 8.00 12 6 2x4 11 5x8— 4x8 7 8 3x5 i 5 2x4 Q 4 2x4 i 3 9 r 10 r 2 r �1 to 5x10= 14 15 13 16 12 11 5x10 4x10= 3x6= 6x6= 3x8= 10-6-15 17-10-0 { 20-8-0 20 B-1 31-0-0 10-0-15 7-3-1 2-10-0 0-1-1 10-6-15 Plate Offsets(X Y): [2:0-1-11 Edge] [7.0-5-4 0-3-0] [8:0-4-12 0-2-0] [10.0-1-11 Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.83 Vert(LL) -0.31 12-14 >999 360 M1120 1691123 TCDL 10.0 Lumber Increase 1.15 BC 0.85 Vert(TL) -0.60 10-11 >619 240 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.12 10 n/a n/a BCDL 10.0 Code IBC2000/ANSI95, (Matrix) Weight:148lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 2-6-0 oc purlins. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud 'Except* WEBS 1 Row at midpt 7-12 6-14 2 X 4 SPF No.2,6-12 2 X 4 SPF No.2 REACTIONS (lb/size) 10=2207/Mechanical,2=2399/0-5-8 Max Horz2=262(load case 7) Max Uplift10=-105(load case 9),2=-145(load case B) Max Grav10=2502(load case 3),2=2549(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/112,2-3=-3412/524,3-4=-2883/467,4-5=-2700/483,5-6=-2812/618,6-7=-3017/658,7-8=-2298/467,8-9=-3009/490 9-10=-3766/546 BOT CHORD 2-14=-335/2660,14-15=-75/1835,13-15=-75/1835,13-16=-75/1835,12-16=-75/1835,11-12=-200/2409,10-11=-362/2968 WEBS 3-14=-754/212,5-14=-713/206,6-14=-252/1569,6-12=-362/2128,7-12=-1842/353,7-11=-667/96,8-11=-111/951, 9-11=-829/231 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MW FRS for reactions specified. r^ 2)TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category II;Exp C;Partially Exp.;Ct=1 QF N E N'y 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. Q Q STRZY O 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. �y 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will * Q fit between the bottom chord and any other members. r' 8)Refer to girder(s)for truss to truss connections. k 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 105 lb uplift at joint 10 and 145 lb uplift at joint 2. ate' z LOAD CASE(S) Standard p �p ROfisSs10NP May 18,2004 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE➢U-7473 BEFORE USE. M EKGMEERMG BY Desgn valid for use orgy Wth MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. ��0 Applicability of design parame9ters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown i is for lateral support of individual web members only.Addtional temporary bracing to insure stability during construction is the responsibillify of the erector.Additional permanent bracing of the overall structure is the responsiUliy of the building designer.For general guidance regarding A MiTek Alfillate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI1 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC27932 Job Truss Truss Type City Ply T8B ASSOC. BERRY PATCH E1701961 $15832 � T04 ROOF TRUSS 1 1 Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tue May 1811:18:28 2004 Page 1 [1-2-8, 5-0-4 9-7-10 I 14-3-0 20-4-0 23-2-6 27.0-9 ] 31.4-0 1-2-8 5-0-4 4-7-6 4-7-6 6-1-0 2-10-0 3-10-9 4-3-7 Scale=1:64.7 6x6= 6 8.00 12 2x4 II 5 6x6= 4x5= 3x5 7 8 2x4 4 2x4 G 3 9 m 10 2 �1 to 5x10= 14 15 13 16 12 11 5x10 4x10= 4x6= 5x6= 3x8= 9-7-10 18-10-6 23-2-0 31.4-0 9-7-10 9-2-12 4-3-10 8-2-0 Plate Offsets(X Y): [2:0-1-11 Edge] [7.0-3-0 Edoe] [8.0-2-12 0-2-0] [10:0-1-11 Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.92 Vert(LL) -0.51 12-14 >734 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.98 Vert(TL) -0.70 12-14 >532 240 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.12 10 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:141lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed. BOT CHORD 2 X 4 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud `Except* WEBS 1 Row at midpt 7-12 6-14 2 X 4 SPF No.2,6-12 2 X 4 SPF No.2 REACTIONS (lb/size) 10=2229/Mechanical,2=2426/0-5-8 Max Horz2=262(load case 7) Max UpliftlO=-105(load case 9),2=-145(load case 8) Max Grav 1 0=2524(load case 3),2=2575(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/112,2-3=-3513/522,3-4=-3032/465,4-5=-2868/482,5-6=-2993/625,6-7=3429/654,7-8=-2640/471,8-9=-3341/510 ,9-1 0=-3904/551 BOT CHORD 2-14=-343/2737,14-15=-84/1873,13-15=-84/1873,13-16=-84/1873,12-16=-84/1873,11-12=-322/3072,10-11=-384/3098 WEBS 3-14=-626/188,5-14=-800/211,6-14=-242/1649,6-12=-328/2203,7-12=-1757/373,7-11=-1117/174,8-11=-198/1306, 9-11=-595/173 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;Pg=70.0 psf(ground snow);Category II;Exp C;Partially Exp.;Ct=1 or- N Ear 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. ST13ZY 0� 5)Provide adequate drainage to prevent water ponding. CO 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 * X Q fit between the bottom chord and any-other members. r- 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 105 lb uplift at joint 10 and 145 lb uplift at joint 2. ?' LOAD CASE(S) Standard N�OA N0.8711e2 ROFcsslo May 18,2004 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. MENGMEERING BY� Design volid for use orgy 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-no truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the i erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Attiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and BCS11 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply $15832 T05 ROOF TRUSS 1 T88 ASSOC.16 BERRY PATCH E1701962 � 1 Job Reference o tional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tue May 18 11:18:29 2004 Page 1 r1-2-8, 5-0-4 9-7-10 14-3-0 1� 8-10-6 22-10-0 25-8-0 314-0 i 1-2-8 5-04 4-7-6 4-7-6 4-7-6 3-11-10 2-10-0 5-8-0 Scale=1:64.7 5x6 11 6 8.00 FIT ( 2x4 11 2x4 11 5 7 3x5 2x4�� 4x8= 4x10 4 8 9 3 ' N 10 2 ]n 01 0 5x10% 15 16 14 17 13 12 11 5x10 Z 4x10= 4x6= 6x8= 2x4 11 4x4= 9-7-10 18-10-6 22-10-0 25-8-0 314-0 9-7-10 9-2-12 3-11-10 2-10-0 5-8-0 Plate Offsets(X Y): [2'0-1-11 Edge] [8.0-5-4 0-2-4] [9:0-6-8 0-1-12] [10:0-1-11 Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.80 Vert(LL) -0.49 13-15 >765 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.95 Vert(TL) -0.66 13-15 >563 240 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.11 10 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:143lb .LUMBER BRACING, TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 2-6-9 oc purlins. BOT CHORD 2 X 4 SPF-S 1650F 1.5E 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10-14 2 X 4 SPF-S 210OF 1.8E WEBS 2 X 4 SPF Stud 'Except' 6-15 2 X 4 SPF No.2,6-13 2 X 4 SPF No.2 REACTIONS (lb/size) 10=2227/Mechanical,2=2424/0-5-8 Max Horz2=262(load case 7) Max Upllft10=-105(load case 9),2=-145(load case 8) Max Gfav10=2522(load case 3),2=2573(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/112,2-3=-3508/520,3-4=-3028/464,4-5=-2867/481,5-6=-3010/633,6-7=-3468/696,7-8=-3391/548,8-9=-3061/500 ,9-10=-3920/523 BOT CHORD 2-15=-341/2731,15-16=-77/1861,14-16=-77/1861,1417=-77/1861,13-17=-77/1861,12-13=-447/3770,1 1-1 2=-44 613 76 5 ,10-11=-338/3013 WEBS 3-15=-627/184,5-15=-801/227,6-15=-259/1641;6-13=-380/2426,7-13=-801/221,8-13=-1491/284,8-12=-144123, 8-11=-1336/180,9-11=A2611318 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is of: NEI designed for C-C for members and forces,and for MWFRS for reactions specified. X STl� 2)TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category 11;Exp C;Partially Exp.;Ct=1 �Q P' ZY 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. ly 5)Provide adequate drainage to prevent water ponding. 't IT a, 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00 r 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Refer to girdi;r(s)for truss to truss connections. 2� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 105 lb uplift at joint 10 and 145 lb uplift at joint 2. �© �fl•67A02i= ti LOAD CASE(S) Standard 0 SS10 May 18,2004 WARMNG-Vertjy design parameters and REND NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. MEpp INEERING BY Desgn valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. �� Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding - A[A T3k Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI7 Quality Criteria,DSB-89 and BCS11 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 1 Job Truss Truss Type Qty Ply T&B ASSOC.16 BERRY PATCH E1701963 �315832 T06 ROOF TRUSS 1 1 Job Reference o tional -Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tue May 18 11:18:30 2004 Page 1 1-2-8, 5-0-4 9-7-10 14-3-0 18-10-6 254-0 - 28-2-0 31-4-0 1-2-8 5-0-4 4-7-6 4-7-6 4-7-6 6-5-10 2-10-0 3-2-0 Scale=1:64.7 5x6 11 6 8.00 12 2x4 11 2x4 11 5 7 3x5 2x4 4 3 6x6= 4x10= 8 9 m 10 2 N n ] �1 c 5x10% 15 16 14 17 13 12 11 5x10= 4x10= 4x6= 5x8= 5x6= 2x4 I I - 9-7-10 18-10-6 25-4-0 28-2-0 31-4-0 9-7-10 9-2-12 6-5-10 2-10-0 3-2-0 Plate Offsets(X Y): [2'0-1-11 Edge] [8'0-3-0 Edge] [9:0-7-12 0-2-0] [10'0-1-11 Edge] [13.0-2-0 0-2-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.94 Vert(LL) -0.53 13-15 >698 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 1.00 Vert(TL) -0.71 13-15 >524 240 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.13 10 n/a n/a BCDL 10.0 Code IBC20001ANSI95 (Matrix) Weight:139lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E 'Except* TOP CHORD Sheathed or 2-1-13 oc purlins. . 6-8 2 X 4 SPF-S 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 9-3-11 oc bracing. BOT CHORD 2 X 4 SPF-S 165OF 1.5E 'Except' WEBS 2 Rows at 1/3 pts 8-13 10-14 2 X 4 SPF-S 210OF 1.8E WEBS 2 X 4 SPF Stud 'Except* 6-15 2 X 4 SPF No.2,6-13 2 X 4 SPF No.2,9-12 2 X 4 SPF No.2 REACTIONS (lb/size) 10=2227/Mechanical,2=2424/0-5-8 Max Horz2=262(load case 7)' Max UpiiftlO=-105(load case 9),2=-145(load case 8) Max Grav10=2522(load case 3),2=2573(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/112,2-3=-3508/518,3-4=-3028/463,4-5=-2869/480,5-6=-3018/635,6-7=-3548/715,7-8=-3570/529,8-9=-5306/780 9-10=-4033/531 BOT CHORD 2-15=-339/2730,15-16=-75/1857,14-16=-75/1857,14-17=-75/1857,13-17=-75/1857,12-13=-712/5425,11-12=-375/3161 10-11=-375/3150 WEBS 3-15=-627/183,5-15=-801/232,6-15=-264/1643,6-13=-406/2526,7-13=-1039/290,8-13=-2838/486,8-12=-1782/315, 9-12=-406/2760,9-11=-0/162 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 NEW 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 a.STR2y 0 2)TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category 11;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. �L 4)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. * q 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 4 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 105 lb uplift at joint 10 and 145 lb uplift at 2�OA NO,67102 joint 2. LOAD CASE(S) Standard May 18,2004 WARNING-Verify design parameters and READ NOTES ON TNTS AND INCLUDED MITES REFERENCE PAGE MU--7473 BEFORE USE. M EM51F1EERl G UY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the _ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding _ A MileK Alliliatc fabrication,cluolity 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 T-r-OU7 ss Truss Type City Ply T&B ASSOC.16 BERRY PATCH E1701964 B815832 ' COMMON 1 1 TRAVERS MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tue May 18 11:18:31 2004 Page 1 r1-2-81 5-04 9-7-10 14-3-0 18-10-6 + 23-5-12 28-6-0 1-2-8 5-04 4-7-6 4-7-6 4-7-6 4-7-6 5-04 46 11 Scale=1:61.9 6 8.00 12 2x4 11 2x4 11 5 7 3x5 4 3x5 2x4 J . 8 4 2x4 3 9 10 2 n I4 �1 c 5x8= 13 14 12 15 11 5x8= 410= 48= 4x10= r— 9-7-10 18-10-6 28-6-0 9-7-10 9-2-12 9-7-10 Plate Offsets(XY): [2'0-1-6 Edge] [10.0-1-6 Edge] [12'0-4-0 Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.61 Vert(LL) -0.47 11-13 >723 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.97 Vert(TL) -0.57 11-13 >586 240 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.09 10 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:123lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 3-3-5 oc purlins. BOT CHORD 2 X 4 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud *Except* 6-13 2 X 4 SPF No.2,6-11 2 X 4 SPF No.2 REACTIONS (lb/size) 2=2213/0-5-8,10=2035/0-5-8 Max Horz2=262(load case 7) Max Uplift2=-141(load case 8),10=-85(load case 9) Max Grav2=2457(load case 2),10=2210(load case 3), FORCES (III)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/112,2-3=-3308/465,3-4=-2661/408,4-5=-2500/426,5-6=-2644/578,6-7=-2662/583,7-8=-2510/433,8-9=-2673/409 ,9-10=-3345/476 BOT CHORD 2-13=-296/2528,13-14=-29/1551,12-14=-29/1551,12-15=-29/1551,11-15=-29/1551,10-11=-311/2571 WEBS 3-13=-633/185,5-13=-802/228,6-13=-263/1651,6-11=-274/1673,7-11=-793/224,9-11=-664/198 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;Pg=70.0 psf(ground snow);Category 11;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. of NE w 4)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. Y 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. �Q� STRZy 0� 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. lZ 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 141 lb uplift at joint 2 and 85 lb uplift at join 't Q 10. r- LOAD CASE(S) Standard s�0 NO 671ID2 R0FESS10 May 18,2004 ® WARNING-Verffy design parameters and READ NOTES ON THrS AND INClrIDED MfTEK REFERENCE PAGE MU-7473 BEFORE USE. IIIIIIIIIIIIIIIIII[ENGINEERING BY Design valid for use oNy with MiTekconnectors.This design is bosed only upon parameters shown,and is for an individual building component. E m u Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilrity of the aRENCO erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A Mile.k Atitflate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI7 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,wl 53719. Edenton,NC 27932 Job Truss Truss Type Oty Ply T&B ASSOC.16 BERRY PATCH E170196 S15832 Td8 ROOF TRUSS 2 1 TRAVERS MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tue May 18 11:18:32 2004 Page 1 -1-2-8 3-9-15 7-3-0 10-8-1 14-6-0 15-8-8 1-2-8 3-9-15 3-5-1 3-5-1 3-9-15 1-2-8 44= Scale=1:33.4 4 8.00 12 2x4 2x4 G 5 3 ul 2 r 7 Io 3x6= - 8 3x6= 3x8= 7-3-0 14-6-0 7-3-0 7-3-0 Plate Offsets(X Y)' [2.0-6-3 0-0-10] [6.0-6-3 0-0-101 LOADING(psf) SPACING 2-0-0 CSI DEFL in (too) I/deft Ud PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.33 Vert(LL) -0.04 2-8 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.33 Vert(TL) -0.09 2-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code IBC20001ANS195 (Matrix) Weight:54lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 5-10-7 oc purlins. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 2=1139/0-5-8,6=1139/0-5-8 Max Horz2=-126(load case 6) Max Uplift2=-99(load case 8),6=-99(load case 9) Max Grav2=1306(load case 2),6=1306(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/112,2-3=-1402/213,3-4=-975/186,4-5=-975/186,5-6=-1402/213,6-7=0/112 BOT CHORD 2-8=-56/1005,6-8=-56/1005 WEBS 3-8=-505/134,4-8=-75/526,5-8=-505/134 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;Pg=70.0 psf(ground snow);Category 11;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 49.0 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. O�- N j;W 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 ,`� Y fit between the bottom chord and any other members. �P P`STRZ), 09 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 99 lb uplift at joint 2 and 99 lb uplift at joint 6 Q N LOAD CASE(S) Standard _r- 1 �o.67Afl2 ��t? ti gOFFss1°NP May 18,2004 ® WARHING-Verfjy design parameters and READNOTES ON THIS AND INCLUDED MITER REFERENCEPAGE MR--7473 BEFORE USE... FNGINEERING BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. � � Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stablity 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 lATcli AIfil4W, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 818 SwirdMde Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type Oty Ply 15832 + T+JBA ROOF TRUSS 1 1 T&B ASSOC.16 BERRY PATCH E1701966 r Job Reference o tional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tue May 18 11:18:32 2004 Page 1 3-9-15 7-3-0 10-8-1 _ 14-6-0 3-9-15 3-5-1 3-5-1 3-9-15 44= Scale:3/8"=1' 3 8.00 FIT 2x4 2x4 4 2 - 5 1 � Io 3x5 i 6 3x5 3x8= 7-3-0 14-6-0 7-3-0 7-3-0 Plate Offsets(X Y)- [1.0-1-15 0-1-8] [4:0-0-0 0-0-0] [5.0-1-15 0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.33 Vert(LL) -0.04 5-6 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.37 Vert(TL) -0.09 5-6 >999 240 BCLL 0.0 Rep Stress]nor YES WB 0.25 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:511b LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 5-8-7 oc purlins. BOT CHORD 2 X 4 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 1=969/0-5-8,5=969/0-5-8 Max Horc1=-127(load case 6) Max Upliftl=-42(load case 8),5=-42(load case 9) Max Grav1=1055(load case 2),5=1055(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1413/241,2-3=-1013/209,3-4=-1013/209,4-5=-1413/241 BOT CHORD 1-6=-13511060,5-6=-135/1060 WEBS 2-6=-545/151,3-6=-107/580,4-6=-5451151 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;Pg=70.0 psf(ground snow);Category 11;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will of N Eiv Y fit between the bottom chord and any other members. �V 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 42 lb uplift at joint 1 and 42 lb uplift at joint �Q- P STRZy 0 5. CD ,�� •� LOAD CASE(S) Standard * Q �+. (P T' ,A) �O 67A ��C? 9oFFSS]oNA May 18,2004 i ® WARNING-Verify design parmneters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 BEFORE USE. Eti4 INEERING BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ��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 stobTty during construction is the responsibilfity of the i erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A M!Tel;Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,5B3 D'Onofho Drive,Madison,WI 53719. Edenton,NC27932 r1b Truss Truss Type Qty Ply T8B ASSOC.16 BERRY PATCHE1701967 5832 + T+JBB ROOF TRUSS 1 1 Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tue May 18 11:18:33 2004 Page 1 3-9-15 7-3-0 10-8-1 14-6-0 15-8-8 3-9-15 3-5-1 3-5-1 3-9-15 1-2-8 4x4= Scale=1:32.7 3 8.00 12 2x4 2x4 i 4 2 1 5 n 6 Io 4x4 i 7 24k 3x8= 7-3-0 14-6-0 7-3-0 7-3-0 Plate Offsets(X Y): [1.0-2-15 0-1-12] [4'0-0-0 0-0-0] [5'0-2-15 0-1-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.34 Vert(LL) -0.05 1-7 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.37 Vert(TL) -0.10 1-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:53lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 5-7-10 oc purlins. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 1=966/Mechanical,5=1153/0-5-8 Max Horzl=-141(load case 6) Max Upliftl=-42(load case 8),5=-100(load case 9) Max Gravl=1063(load case 2),5=1310(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1435/234,2-3=-10061200,3-4=-1002/198,4-5=-1410/225,5-6=0/112 BOT CHORD 1-7=-83/1085,5-7=-66/1012 WEBS 2-7=-567/155,3-7=-93/565,4-7=-505/134 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;Pg=70.0 psf(ground snow);Category 11;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 49.0 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. of NEF in, 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 Al fit between the bottom chord and any other members. �Q P STl33Zy 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 42 lb uplift at joint 1 and 100 lb uplift all.oin LOAD CASE(S) Standard 2 4 LP �� 0.67A ��C? v RO eSS10 May 18,2004 ® WARNING-Verify design parameters and READ NOTES ON TZUS AND INCLUDED MTTEE REFERENCE PAGE IM-7473 BEFORE USE. EW INEERI NG BY Design valid for use only vnth MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. � ��® Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilrity,of the la erector.Addtional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MlTeli Atflliate fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Tens Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC27932 Job Truss Truss Type Qty Ply T&B ASSOC.16 BERRY PATCH _ E1701968 1315832 J Tt9GD1 ROOF TRUSS 1 TRAVERS MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tue May 18 11:18:34 2004 Page 1 -1-2-8 3-5-5 6-5-0 9-4-11 12-10-0 1-2.8 3-5-5 2-11-11 2-11-11 3-5-5 50 11 Scale=1:37.6 4 3x7 3x7\\ 10.00 12 3 5 6 2 iN r O 1 5x8 ii 9 8 10 7 5x8\\ 3x7 11 10x10 11 3x7 11 3-5-5 6-5-0 9-4-11 12-10-0 3-5-5 2-11-11 2-11-11 3-5-5 Plate Offsets(X Y)' [2'0-2-2 0-2-8] [5'0-0-0 0-0-0] [6.0-2-2 0-2-8] [7.0-5-4 0-1-8] [8'0-7-0 0-5-0] [9.0-5-4 0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.35 Vert(LL) -0.07 7-8 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.37 Vert(TL) -0.10 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(TL) 0.02 6 ,n/a n/a BCDL 10.0 Code IBC20001ANS195 (Matrix) Weight:170lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 4-104 oc purlins. BOT CHORD 2 X 8 SYP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud 'Except` 4-8 2 X 6 SPF-S 165OF 1.5E WEDGE Left:2 X 4 SYP No.3,Right:2 X 4 SYP No.3 REACTIONS (lb/size) 6=7011/0-5-8,2=4199/0-5-8 Max Horz2=158(load case 6) Max Uplift6=-517(load case 8);2=-332(load case 7) Max Grav6=7834(load case 3),2=5089(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/128,2-3=-6577/392,3-4=-6445/445,4-5=-64631439,5-6=-8787/565 BOT CHORD 2-9=-273/4686,8-9=-273/4686,8-10=-378/6352,7-10=-378/6352,6-7=-378/6352 WEBS 3-9=-330/68,3-8=-90/551,4-8=-504/7722,5-8=-2119/233,5-7=-210/2818 NOTES 1)2-ply truss to be connected together with 10d Common(.148"x3")Nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 8-2 rows at 0-7-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc,2 X 6-2 rows at 0-6-0 oc. of N E W 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply X y connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. �Q P.STRzk 0 3)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category II;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 "? a (P 4)TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category 11;Exp C;Partially Exp.;Ct=1 5)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. 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 a fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 517 lb uplift at joint 6 and 332 lb uplift at joint 2. 10 �° 671fl2 9)Load case(s)9 has/have been rho dified.Building designer must review loads to verify that they are correct for the intended use of this !� Q FES S10 truss. � � 10)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)5643.91b down and 305.61b up at 6-4-11 on bottom chord. The design/selection of such special connection device(s)is the responsibility of others. May 1 8,2004 Continued on page 2 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEE REFERENCE PAGEMII-7473 BEFORE USE. EOGMEERMG BY Desgn valid foruse only with MiTek connectors.Thus design is based only upon parameters shown,and is for on individual building component. M�� ® 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 AlliliaPi fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI7 Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Tens Plate Institute,5B3 D'Onofdo Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply T&B ASSOC.16 BERRY PATCH E1701968 B15832 d 7t9GD1 ROOFTRUSS 1 Z TRAVERS MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tue May 18 11:18:34 2004 Page 2 LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-118,4-6=-118,2-10=-20,6-10=-1016(F=-996) Concentrated Loads(lb) Vert:8=-4165(F) 9)IBC Snow on Overhangs:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-118,2-4=-20,4-6=-20,2-10=-20,6-10=-309(F=-289) Concentrated Loads(lb) Vert:8=-1207(F) WARNING-Verify design parmnetem and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Eh4;�INEERI NG BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �� Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the i erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Affifiata fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI7 Quality Criteria,DSB-89 and BCSI1 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,5133 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply T&B ASSOC.16 BERRY PATCH E1701969 915832 7119GD2 ROOFTRUSS 1 TRAVERS MODEL 2Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tue May 18 11:18:34 2004 Page 1 3-4-4 6-5-0 9-5-12 12-10-0 14-0-8 34-4 3-0-12 3-0-12 3-44 1-2-8 4x6 11 Scale=1:37.6 3 10.00 FIT 3x6 3x6 4 2 1 5 IN 6 d 4x8 9 8 7 4x8 3x10 II 10x10= 3x10 11 i 3-4-4 6-5-0 9-5-12 12-10-0 3-4-4 3-0-12 3-0-12 34-4 Plate Offsets(X Y)' [1'0-1-14 0-2-0] [5.0-1-14 0-2-0] [8'0-5-0 0-6-01 LOADING(psf) SPACING 2-0-0 CSI DEFL In (loc) I/defl L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.30 Vert(LL) -0.07 8-9 >999 360 M1120 1691123 TCDL 10.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.10 8-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:162lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 5-3-0 oc purlins. BOT CHORD 2 X 8 SYP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud 'Except' 3-8 2 X 4 SPF No.2 REACTIONS (lb/size) 1=7008/0-5-8,5=7197/0-5-8 Max Harz 1=-158(load case 5) Max Upliftl=-533(load case 7),5=-592(load case 8) Max Grav 1=7092(load case 2),5=7348(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-7755/591,2-3=-54841467,3-4=-5484/473,4-5=-7723/593,5-6=0/128 BOT CHORD 1-9=-441/5588,8-9=-441/5588,7-8=-387/5537,5-7=-387/5537 WEBS 2-9=-195/2698,2-8=-2064/220,3-8=-535/6476,4-8=-2011/206,4-7=-192/2690 NOTES 1)2-ply truss to be connected together with 10d Common(.148"x3")Nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 8-2 rows at 0-7-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face In the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. OF N E I V y 3)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category II;Exp C;enclosed;MWFRS interior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. �Q �,STR,> 0 4)TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category II;Exp C;Partially Exp.;Ct=1 5)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. Ly 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. * Q (P 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will r — fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 533 Ib uplift at joint 1 and 592 lb uplift at 2 4 joint 5. (P ?C 7 9)Girder carries tie-in span(s):31-4-0 from 0-0-0 to 12-10-0 Na �� .67��2 �= LOAD CASE(S) Standard A9�FESS10 May 18,2004 Continued on page 2 ® WARNING-Verify design parameters and READ NOTES ON TITS AND INCLUDED WTEK REFERENCE PAGE MU--7473 BEFORE USE. EWGMEERING BY Design valid for use only Wth MiTek connectors.This design is based any 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 oNy.Additional temporary bracing to insure stability during construction is the responsibillity of the i erector.Additional permanent bracing of the overall structure is,the responsibility of the building designer.For general guidance regarding A 14'ret,Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI7 Building Component 818 Soundside Rd Safety Information avalable from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply T&B ASSOC.16 BERRY PATCH E1701969 i315832 i Td9GD2 ROOF TRUSS 1 TRAVERS MODE L LJob Reference o tional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc.Tue May 18 11:18:34 2004 Page 2 LOAD CASE(S)Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-118,3-6=-118,1-5=-1016(F=-996) ® WARNING-Verify design parameters and READ NOTES ON TIUS AND INCLUDED➢BTEE REFERENCE PAGE 1W 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 poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is forlateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A Miler,A11110ts fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofdo Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type City Ply T&B ASSOC.16 BERRY PATCH E1701970 B1 5832 1` T0*GE ROOF TRUSS 2 1 TRAVERS MODEL Job Reference o tional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Oct 21 2003 MiTek Industries,Inc. Tue May 18 13:08:33 2004 Page 1 -1-2-8 6-5-0 12-10-0 14-0-8 1-2-8 6-5-0 6-5-0 1-2-8 4x4 M1120= Scale=1:38.0 5 2x4 M1120 11 2x4 M1120 11 6 4 10.00 12 2x4 M1120 11 2x4 MII20 11 7 3 2 8 a 1at isi 9 �o RX 4x5 M1120 11 14 13 12 11 10 4x5 M1120 11 2x4 M1120 II 2x4 M1120 11 2x4 M1120 11 2x4 M1120 11 2x4 M1120 11 12-10-0 12-10-0 Plate Offsets(X Y)• [6.0 3 7 0 0 12] [7:0 3 7 0 0 12] [10.0-2-0 0-0-12] [11.0-2-0 0-0-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.27 Vert(LL) n/a - n/a 999 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.10 Vert(TL) -0.01 1 >984 240 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:58lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF Stud WEDGE Left:2 X 4 SPF Stud,Right:2 X 4 SPF Stud REACTIONS (Ib/size) 2=367/12-10-0,8=367/12-10-0,12=203/12-10-0,13=269/12-10-0,14=291/12-10-0,11=269/12-10-0, 10=291/12-10-0 Max Horz 2=145(load case 7) Max Uplift 2=-51(load case 6),8=-29(load case 9),13=-61(load case 8),14=-65(load case 8),11=-59(load case 9), 10=-63(load case 9) Max Grav 2=484(load case 2),8=484(load case 3),12=203(load case 1),13=383(load case 2),14=390(load case 2), 11=383(load case 3),10=390(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/106,2-3=-199/90,3-4=-158/78,4-5=-162/143,5-6=-162/143,6-7=-158/59,7-8=-199178,8-9=0/106 BOT CHORD 2-14=-14/143,13-14=-14/143,12-13=-14/143,11-12=-14/143,10-11=-14/143,8-10=-14/143 WEBS 5-12=-164/0,4-13=-342/111,3-14=-355/143,6-11=-342/111,7-10=-355/143 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 F N E,^ Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This O I V truss is designed for C-C for members and forces,and for MWFRS for reactions specified. STR,> 2)Truss designed for wind loads in the plane of the truss only. 3)TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category II;Exp C;Partially Exp.;Ct=1 J� 4)Unbalanced snow loads have been considered for this design. ZT 5)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. r— z 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of — IBC-00. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 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 Cry /(!O OrL 6 71 will fit between the bottom chord and any other members. 10)Provide mechanical connection'(by others)of truss to bearing plate capable of withstanding 51 lb uplift at joint 2,29 lb uplift at joint ESS10 8,61 lb uplift at joint 13,65 lb uplift at joint 14,59 lb uplift at joint 11 and 63 lb uplift at joint 10. May 18,2004 LOAD CASE(S) Standard A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. EI,F;INEERIIIG BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. � � � Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stablity during construction is the responsibillity of the i erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A 1411c.K Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCS11 Building Component 818 Soundside Rd Safety Information available from Tess Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. Edenton,NC 27932 IJob Truss Truss Type City Ply T&B ASSOC.16 BERRY PATCH E1701971 151a2 ♦ T'm0 ATTIC 2 1 TRAVERS MODEL Job Reference optional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tue May 18 11:18:36 2004 Page 1 F1-2-8 2-7-8 6-4-4 9-2-7 11-0-0 i 12-9-9 15-7-12 i 19-4-8 22-0-0 23-2-8 1-2-8 2-7-8 3-8-12 2-10-3 1-9-9 1-9-9 2-10-3 3-B-12 2-7-8 1-2-8 4x6 I I Scale=1:68.0 7 3x5= 3x5= 10.00 12 6 8 2x4 II 2x4 II 4x6 5 9 4x6 3x5�i 3x5 4 10 3 11 3x5 II 3x5 II 2 12 13 1 g 18 17 16 15 14 5x6= 6x6= 6x8= 6x6= 5x6= 2-7-8 6-4-4 15.7-12 _ 19-4-8 i 22-0-0 2-7-8 3-8-12 9-3-8 3-8-12 2-7-8 Plate Offsets(X Y)• [15.0-3-0 0-3-121 [17.0-3-0 0-3-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (too) I/deft L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.91 Vert(LL) -0.29 15-17 >888 360 M1120 1691123 TCDL 10.0 Lumber Increase 1.15 BC 0.41 Vert(TL) -0.38 15-17 >683 240 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.02 14 n/a We BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:166Ito LUMBER BRACING TOP CHORD 2 X 6 SPF-S 1650F 1.5E TOP CHORD Sheathed or 5-3-6 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 X 4 SPF Stud *Except* 6-8 2 X 4 SPF-S 165OF 1.5E,2-18 2 X 4 SPF No.2 12-142X4 SPF Nc.2 REACTIONS (lb/size) 18=2169/0-5-8,14=2169/0-5-8 Max Horz 1 8=-292(load case 6) Max Upliftl8=-19(load case 8),14=-19(load case 9) Max Gravl8=2374(load case 2),14=2374(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/145,2-3=-324/95,3-4=-2125/63,4-5=-1859/86,5-6=-1444/116,6-7=-12/602,7-8=-50/602,8-9=-1444186. 9-1 0=-1 859126,10-11=-2125/8,11-12=-324/149,12-13=01145,2-18=-508/123,12-14=-508/181 BOT CHORD 17-18=-102/1321,16-17=0/1384,15-16=0/1384,14-15=0/1321 WEBS 6-8=-2031/94,5-17=0/826,9-15=0/826,3-17=-124/294,11-15=-124/294,3-18=-2157/0,11-14=-2157/0 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 23-2-8 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. f�� 2)TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category 11;Exp C;Partially Exp.;Ct=1 O'F NE�V y 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. �Q Q ST'9 0� 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. co 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Q fit between the bottom chord and any other members. * Q (P 7)Ceiling dead load(5.0 psf)on member(s).5-6,8-9,6-8 _r— '5; — 8)Bottom chord live load(40.0 psf)and additional bottom chord dead load(10.0 psf)applied only to room.15-17 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 19 lb uplift at joint 18 and 19 lb uplift at join 14. LOAD CASE(S) Standard p �a• R�FES S10 V May 18,2004 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 BEFORE USE. �EhI MEERI NG BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. � �� Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the i erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A fai7el:Allili.'1t9 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSIt Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 Job • Truss �TrussTyp e Oty Ply T&B ASSOC.16 BERRY PATCH E170197 15342 a T40A ATTIC 2 1 TRAVERS MODEL Job Reference(optional) Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tue May 18 11:18:37 2004 Page 1 2-7-8 644 9-2-7 11-0-0 12-9� 1�1 194-8 22-0 2-7-8 3-8-12 2-10-3 ' 1-9-94x6119-9 2-10-3 3-8-12 2-7-8 1-2-8 Scale=1:68.0 5 3x5= 3x5= 4 6 10.00 12 2x4 II 2x4 II 3 7 4x6 3x5 X/ 3x5 8 2 9 3x5 II 3x5 II 1 10 1110 N 16 15 14 13 12 5x6= 6x6= 6x8= 6x6= 5x6= 2-7-8 6-4-4 15-7-12 19-4-8 22-0-0 , 2-7-8 3-8-12 9-3-8 3-8-12 2-7-8 Plate Offsets(X Y)• [13'0-3-0 0-3-12] [15.0-3-0 0-3-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.92 Vert(LL) -0.30 13-15 >875 360 M1120 1691123 TCDL 10.0 Lumber Increase 1.15 BC 0.42 Vert(TL) -0.39 13-15 >675 240. BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.02 12 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:163lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 165OF 1.5E TOP CHORD Sheathed or 4-8-13 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 X 4 SPF Stud 'Except 4-6 2 X 4 SPF-S 1650F 1.5E,1-16 2 X 4 SPF No.2 10-12 2 X 4 SPF No.2 REACTIONS (lb/size) 16=2004/0-5-8,12=2174/0-5-8 Max Horz16=-313(load case 6) Max Upliftl2=-18(Ioad case 9) Max Gravl 6=2141(load case 2),12=2375(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-360/78,2-3=-2138/180,3-4=-1448/234,4-5=-44/609,5-6=-45/603,6-7=-1450/234,7-8=-1868/180,8-9=-2134/164, 9-10=-323/134,10-11=0/145,1-16=-276/57,10-12=-508/177 BOT CHORD 15-16=-100/1362,14-15=0/1390,13-14=0/1390,12-13=0/1325 WEBS 4-6=-2043/373,3-15=0/828,7-13=0/832,2-15=-175/288,9-13=-124/298,2-16=-2149/112,9-12=-2166/52 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 23-2-8 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;Pg=70.0 psf(ground snow);Category 11;Exp C;Partially Exp.;Ct=1 �! c)F NE(V Y 3)Unbalanced snow loads have been considered for this design. C� 4)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. �Q P STRZY 0 5)This truss has been designed fora 10.0 psf bottom chord live load non concurrent with any other live loads per Table 1607.1 of IBC-00. 6)*This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Q ly fit between the bottom chord and any other members. 't X 7)Ceiling dead load(5.0 psf)on member(s).3-4,6-7.4-6 I- 8)Bottom chord live load(40.0 psf)and additional bottom chord dead load(10.0 psf)applied.only to room.13-15 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 18 lb uplift at joint 12. 2� M, LOAD CASE(S) Standard � � �0.87'%Qi2 ATOP SS10 May 18,2004 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the i erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A Nii"ItY,Atflliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onotdo Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss TATTISCTY"' Qty Ply T&B ASSOC.16 BERRY PATCHE170197381ti;2 A `' U1U0GD 1 TRAVERS MODEL Job Reference o tional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tue May 18 11:18:38 2004 Page 1 1 � r-2-7-8 6-4-4 9-2-7 11-0-0 12-9-9 15-7-12 19-4-8 22-0-0 23-2-8 � —A 2-7-8 3-8-12 2-10-3 1-9-9 1-9-9 2-10-3 3-8-12 2-7-8 1-2-8 6x6= Scale=1:68.0 5 3x5= 3x5= 4 6 10.00 12 2x4 II 2x4 II 17 18 3 7 5x6 3x6 3x6 8 2 9 3x5 II 3x5 II 1 10 11 N 16 15 14 13 12 5x6= 45= 6x8= 4x5= 5x6= 8 { 6-4-4 { 15-7-12 19-4-8 22-0-0 2-7-8 3-8-12 9-3-8 3-8-12 2-7-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.99 Vert(LL) -0.28 13-15 >929 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.36 13-15 >715 240 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.02 12 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:326lb LUMBER BRACING TOP CHORD 2 X 6 SPF 240OF 2.0E `Except' TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. 8-11 2 X 6 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 8 SYP 240OF 2.0E WEBS 2 X 4 SPF Stud 'Except` 4-6 2 X 4 SPF-S 1650F 1.5E,1-16 2 X 4 SPF No.2 10-12 2 X 4 SPF No.2 REACTIONS (lb/size) 16=4883/0-5-8,12=5053/0-5-8 Max Harz 1 6=-313(load case 5) Max Upliftl6=-180(load case 7),12=-229(load case 8) Max Gravl6=6043(load case 2),12=6276(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1087/96,2-3=-5364/178,3-17=-2876/144,4-17=-2429/158,4-5=-81/1858,5-6=-82/1850,6-18=-2439/157, 7-18=-2874/144,7-8=-3818/144,8-9=-5319/176,9-10=-1036/119,10-11=0/145,1-16=-948/68,10-12=-1200/160 BOT CHORD 15-16=-238/3840,14-15=-49/2934,13-14=-49/2934,12-13=-75/3745 WEBS 4-6=-5170/272,3-15=0/1355,7-13=0/1319,2-15=-1207/251,9-13=-1092/221,2-16=-5783/185,9-12=-5770/168 NOTES 1)2-ply truss to be connected together with 10d Common(.148"x3")Nails as follows: Top chords connected as follows:2 X 6-2 rows at 0-7-0 oc,2 X 4-2 rows at 0-7-0 oc. Bottom chords connected as follows:2 X 8-2 rows at 0-9-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply OF NEW Y connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. Q� P STR2J, O 3)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 4)TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category 11;Exp C;Partially Exp.;Ct=1 # ; A (P 5)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. Q 6)This truss has been designed fora 10.0 psf bottom chord live load non concurrent with any other live loads per Table 1607.1 of IBC-00 r 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Ceiling dead load(5.0 psf)on member(s).3-4,6-7.4-6 tSl C? 9)Bottom chord live load(40.0 psf)and additional bottom chord dead load(10.0 psf)applied only to room.13-15 87�02 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 180 lb uplift at joint 16 and 229 lb uplift at AO joint 12. R0 SS10 11)Load case(s)4,9,10 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. May 18,2004 T68'a fi ggtandard A WARMNG-Verify design parameters and REM NOTES ON TXS AND INCLUDED IUTER REFERENCE PAGE 8Ub7473 BEFORE USE. ENGINEERING By Design volid 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-rot truss designer.Bracing shown is forlateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilfity of the i'• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regading A Nlilek Atfllillte 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'Onofno Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss �TrussType Oty Ply T&B ASSOC.16 BERRY PATCH E1701973 51y3?2 ~ ' 'i10GD ATTIC' 1 TRAVERS MODEL Job Reference o tional Bellevue Builders Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Tue May 18 11:18:38 2004 Page 2 LOAD CASE(S)Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:15-16=-20,13-15=-120,12-13=-20,1-3=-538(F=-420),3-17=-548(F=-420),4-17=-128,4-5=-118,5-6=-118,6-18=-128,7-16=-548(F=-420),7-10=-538(F=-420), 10-11=-118,4-6=-10 4)IBC BC Live:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:12-16=-40,1-3=-142(F=-122),3-17=-152(F=-122),4-17=-30,4-5=-20,5-6=-20,6-18=-30,7-18=-152(F=-122),7-10=-142(F=-122),10-11=-20,4-6=-10 9)IBC Snow on Overhangs:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:15-16=-20,13-15=40,12-13=-20,1-17=-142(F=-122),5-17=-20,5-18=-20,10-18=-142(F=-122),10-11=-118 10)Attic Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:15-16=-20,13-15=-120,12-13=-20,1-3=-142(F=-122),3-17=-152(F=-122),4-17=-30,4-5=-20,5-6=-20,6-18=-30,7-18=-152(F=-122),7-10=-142(F=-122), 10-11=-20,4-6=-10 ® WARMNG-Verify design parameters and BEAD NOTES ON TITS AND INCLUDED MTTEK REFERENCE PAGE MU--7473 BEFORE USE. tt 31NEERING BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �� Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is forlateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Addtional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Tens Plate Institute,583 D'Onofrio Drive,Madison,wl 53719. Edenton,NC27932 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property _1 a/ *Center plate on joint unless x,y Damage or Personal Injury 4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. 1. Additional stability bracing for truss system,e.g. Apply plates to both sides of truss diagonal or X-bracing,is always required. See BCSI1. and securely seat. 2. Never exceed the design loading shown and never o-'/16" 1 2 3 stack materials on inadequately braced trusses. TOP CHORDS —� cf_s C2_3 3. Provide copies of this truss design to the building designer,erection supervisor,property owner and o WEBS Aall other interested parties. CIO u '� 3 �� p 4. Cut members to bear tightly against each other. *For 4 x 2 orientation,locateplates 0-'hd'from outside C U 5. Place plates on each face of truss at each edge of truss. C78 O joint and embed fully.Knots and wane at joint BOTTOM CHORDS locations are regulated by ANSI/TPI1. *This symbol indicates the 8 7 6 5 6. Design assumes trusses will be suitably protected from required direction of slots in the environment in accord with ANSI/TPI1. connector plates. 7. Unless otherwise noted,moisture content of lumber. *Plate location details available in MITek 20/20 shall not exceed 19%at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted,this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber.. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to 4 x 4 perpendicular to slots.Second camber for dead load deflection. dimension is the length parallel to slots. 10.Plate type,size,orientation and location dimensions CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11.Lumber used shall be of the species and size,and Indicated by symbol shown and/or BOCA 96-31,95-43,96-20-1,96-67,84-32 in all respects,equal to or better than that by text in the bracing section of the specified. output. Use T,I or Eliminator bracing ICBO 4922,5243,5363,3907 12.Top chords must be sheathed or purlins provided at if indicated. spacing shown on design. BEARING SBCCI 9667,9730,9604B,9511,9432A 13.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. Indicates location where bearings (supports)occur. Icons vary but 14.Connections not shown are the responsibility of others. reaction section indicates joint number where bearings occur. 15.Do not cut or alter truss member or plate without prior approval of a professional engineer. ` Industry Standards: ® ® 16.Install and load vertically unless indicated otherwise. ANSI/TPII: National Design Specification for Metal MiTek Plate Connected Wood Truss Construction. ENGINEERING BY Design Standard for Bracing.BCSII: TRENCO BCSII: Building Component Safety Information, Guide to Good Practice for Handling, AMiRAAfflllafe Installing 8.Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 ©2004 MITek®