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2013-444
TOWN OF QUEENSBURY 742 Bay Road,Quecnsbury,NY 12804-5902 (518) 761-8201 Community Development - Building & Codes (518) 761-8256 CERTIFICATE OF OCCUPANCY Permit Number: P20130444 Date Issued: Wednesday, December 10, 2014 This is to certify that work requested to be done as shown by Permit Number P20130444 has been completed. Location: 24 Mark Dr Tax Map Number: 523400-289-007-0002-024-000-0000 Owner: LUCAS & BRENDA DOBIE Applicant: LUCAS & BRENDA DOBIE This structure may be occupied as a: Single Family Dwelling By Order of Town Board TOWN OF QUEENSBURY Issuance of this Certificate of Occupancy DOES NOT relieve the property (---- PAIP 4 4 . owner of the responsibility for compliance with Site Plan, Variance, or \_ other issues and conditions as a result of approvals by the Planning Board Director of Building& Code Enforcement or Zoning Board of Appeals. TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518)761-8201 Community Development- Building& Codes (518) 761-8256 BUILDING PERMIT Permit Number: P20130444 Application Number: a20130444 Tax Map No: 523400-289-007-0002-024-000-0000 Permission is hereby granted to: LUCAS & BRENDA DOBIE For property located at: 24 Mark 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: LUCAS &BRENDA DOBIE Single Family Dwelling $285,000.00 10 ANDOVER Ave GANSEVOORT NY 12831-0000 Total Value $285,000.00 Contractor or Builder's Name/Address Electrical Inspection Agency SHERWOOD ACRES CONSTRUCTION C P.O. BOX 908 MINERVA,NY 12851-0000 Plans &Specifications 2013-444 SFD 1st flr 2345 sq ft Basement 1,000 sq ft finished/Garage 720 sq ft $577.00 PERMIT FEE PAID-THIS PERMIT EXPIRES: Sunday,October 04, 2015 (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 Town of Qqensbti ; lay, I t i : -,2013 SIGNED BY '' \ for the Town of Queensbury. Director of Building& Code Enforcement Oek TOWN OF QUEENSBURY i . 742 Bay Road,Queensbury,NY 12804-5902 (518)761-8201 Community Development-BuiIding& Codes (518) 761-8256 BUILDING PERMIT R�O kSeJ Permit Number: P20130444 Application Number: a20130444 Tax Map No: 523400-289-007-0002-024-000-0000 Permission is hereby granted to: LUCAS &BRENDA DOBIE For property located at: 24 Mark 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: LORI FLORIAN Single Family Dwelling $285,000.00 92 TEE HILL Rd Total Value QUEENSBURY NY 12804-0000 $2ss,000.00 Contractor or Builder's Name /Address Electrical Inspection Agency SHERWOOD ACRES CONSTRUCTION C P.O. BOX 908 MINERVA.NY 12851-0000 Plans&Specifications 2013-444 SFD 1st flr 2345 sq ft Basement 1,000 sq ft finished/Garage 720 sq ft $577.00 PERMIT FEE PAID-THIS PERMIT EXPIRES: Saturday, October 04, 2014 (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 Tow of Qu nsb 4 F i. . / ' iber 04,2013 oi SIGNED BY I \ for the Town of Queensbury. Director of Building&Code Enforcement Office Use Only Town of Queensbury Building & Codes Received: S i L', 2013 a $C),i>.-0)--,)<) PRINCIPAL STRUCTURE APPLICATION PN Peerr mit t No.: ai 3— A permit must be obtained before beginning construction Permit Fee: $ �7 i' 04.4a2, Please read: *TB resolution 86-2013(1-28-2013) $850 recreation fee for newdweting *Rec Fee: S 5-1) units,including single-farnly dwellings.duplexes or two-family dwellings. multiple family Site Plan No.: dwellings, apartments, condominiums, townhouses, and/or manufactured and modular Subdivision No.: homes.but not including mobile homes. This is in addition to the permt fee Date Ste. /�lnBEie !4 7l Applicant 1 /5124.6,2t'/,9 QO '/r Tax Map ID 0:71cL——Z— / '4.% I/ )Address /& 1}/(/�611./ 5Q/'91/'— Zoning ./.9 _ / Air !3/ 6-3Th-7.44971,z4;2,/v36747;�3'�60�i/1/1F,phone E-mail' tOrbr) 260-4/57 3 C3c2 Property Owner Ad/fJ f7.40/ii/t/ LDg'6 ContractortAgent zr A/ /// r ' k((j/G Address ar- _ i il//..7: Address �d BQ}� 745 eV.e/ Gf `.� o / sPhone:E mal � / ) '35/--3�j/1 Phone ' E-mail 74/ k9_A/Y' 1 7' �5Z Contact Person for Building&Code Compliance: ./944W#.96�/Q Day Phone:6V19‘21-17e2- Building Street Address: , ,_ /Mee_e_ /Q/V6 Subdivision Name: 5,/Dyg/09X g ' 7 3 of$ 6 Historic Site: Yes X No Estimated cost of construction: S �Sr0 Type of Construction: Check all that apply Please indicate measurements as required below 1 c c 2 o m -Q m 1st Floor 2nd Floor i Other Total 1 Height v Z Q -w), I I Single Farrily i X 234.575F- /a fr 37c5f Twc-Fainly I • ) Multi-Family(#of ��1- / 4/ units ) Townhouse • Business Office Retail-Mercantile 7 i Factory-Industrial Attached Garages(# ) i X 70,5f- 7705E Other ; I I Town of Queensbury Building&Codes Principal Structure Packet 518-701-8256 • I � If commercial or industrial indicate name of business Proposed use of building or addition I _ i Source of heat(circle one) Gas Cil ' opane Solar Other Fireplace-complete a separate application for'Fuel Burning Appliances&Chimneys' X Yes _No Are there structures not shown on plot plan? A/' Are their easements on the property? Site Information a Dimensions or acreage of lot 1 � f A� b Is this a corner lot? /V c Will the grade be changed as a result of construction X Yes _No d Public water or Private well PRl 1//`m i i 1 e Sewer or Private Septic System t a Value of all work to be performed(labor and materials) $ Z'g� 10 Declaration: I acknowledge no construction activities shall be commenced prior to issuance of a valid permit and will be completed within a 12 month period. If work is not complete by the 1 year expiration date the permit may be renewed, subject to fees and department approval. I certify that the application,plans. and supporting materials are a true and complete statementidescription of the work proposed.that all work will be performed in accordance with the NY State Building Codes. local building laws and ordinances. and in conformance with local zoning regulations. I acknowledge that prior to occupying the facilities proposed. I or my agents will obtain a certificate of occupancy. I also understand that I/'we are required to provide an as-built survey by a licensed land surveyor of all newly constructed facilities prior to issuance of a certificate of occupancy. I have read and agree to the above. Print Name: ZZ(( �� • Q�/��C� Signature: / Date I10I FOR OFFICE USE ONLY: Operating Permit Issued: Yes No Occupancy Type: Construction Classification: Assembly Occupancy Limit: Special Conditions: Town of Queensbury Building&Codes Principal Structure Packet 518-761-8256 • Office Use Only Received: Tax Map ID. Town of Queensbury Building & Codes Permit No.. ( 3 -/)4 L SEPTIC DISPOSAL PERMIT Permt Fee S_ A permit must be obtained before beginning construction Approvals Applicant: 171 e In staller/Builder Address: /&f5 4'1Qf/eciQ ,9i/6" Address . / -'' . V S3/ . 4ivY /2'8:57 Phone: 2 5/Phone: /R) 7 - l Phone 5/i 42-CZ Owner: 6PD6Jc/ /, �T� > Location of Installation 247116X2,e�vE Address: Phone �i Contact Person for Building&Code Compliance: Day Phone%nt/�jZ --�Ze Residence Information: Year Budt =of Bedrooms x Gallons per bedroom =Total Daily Flow 1980 or older x 150 = Garbage Gnnder installed? 1981 - 1991 x 130 = Spa or Hot Tub Installed? 1992-Present x 110 = Parcel Information: Topography X Flat Rolling __Steep Slope 3 %Slope Sod Nature X Sand Loam Clay _Other Groundwater At what depth? > 6 Bedrock/Impervious Material At what depth? > i Domestic Water Supply Municipal x Well(if well,water supply from any septic system absorption is /6/7 Percolation.Test Rate- per minute per inch(Test to be completed by a licensed professional engineer or architect) 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) Tank size /5-eV gallon(minimum size 1,000 gallons),add 250 gallons to size of septic tank for each garbage grinder,spa or whirlpool tub �,r� System Type: Absorption Field(with#2 stone) Total length 24r` ft. Each trench X 60 Seepage Pit(S)(with#3 stone) How many? Size? Alternative System Bed or other type? Holding Tank System Total required capacity?_ Tank size? #of tanks? NOTE: 1)Alarm system and associated electrical work must be inspected by a Town approved electrical inspection agency-see Certified Electrical form on Town website,2) Effective as of March 23, 2006 Septic System-As Built Plot Plan. The Building Department will no longer allow systems to be covered until such lime as an As-Built Plot Plan is received and approved by the Budding Inspector. The installed system must match the septic system layout on file There will be no exceptions For your protection, please note that pursuant to Section 136-29 of the Code of the Town of Queensbury, any perrrit or approval granted which is based upon or is granted in reliance upon any material misrepresentation or failure to make a matenal 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. Print Name: G L . //„ Date: -__41‘113 Signature: /i 1 � / Date: __q_41,(//.3 Town of Queensbu ng&Codes Pnncipal Structure Packet 518-761-8256 Office Use Only Town of Queensbury Building & Codes Received: Tax Map ID: FUEL BURNING APPLIANCE & CHIMNEY APPLICATION Permit No.: /3-/PI Permit Fee: $ Application is hereby made to the Building & Codes Office for the issuance of a Building &Use Permit pursuant to the NYS Fire Prevention& Building Code. The applicant or owner agrees to comply with all applicable laws. ordinances. regulations. and all conditions that are part of these requirements and also will allow all inspectors to enter premises to perform required inspections. Important Note To Applicant: Rouqh-In and Final Inspections Are Required: Date ��f T�i�/g i ' 9i4 20/3 Owner JG/i`fS d-,P�.��2 9 Installer'Builder��G/�d �/Ala5 1/74 r7e Address /Q /94/11/./-W f V'�' Address D,17X refc .4iti� o4r it./ 7253/ �ir�� v4 4/ - /25s/ Phone (A—/V2(, -4/$7 Phone (5/0*.) 77 '-425Z Location of proposed construction and or installation: 7,4, /5//p &j/E- :,4Qtf�T/9Gelti ft-/9i9/a- "eG i7 Contact Person for Budding & Codes Compliance: Q/Y/tV /9, /P (veva(-46Z/77 Subdivision Name: 54'k y em Fuel Burning Appliance Information 1 Wood Coal Pellet Gas 0, Stove )C Fireplace Insert X AVIN/b`_ -� Fireplace. factory built` Fireplace. Masonry Furnace. (Garage Only) * If Factory Built, Please Provide: Manufacturer Name: Model No. Listed By: Number Chirmey Information - - Masonry- check one _Block _Brick I _Stone Flue check one _Tile Steel _Size in Inches Material check one Double Wall __Triple'N all Insulated XDirect Vent _Chirmey Liner " If Non-Masonry, please provide. Manufacturer Name: Model No. ADDITIONAL NOTE: CONSTRUCTIONrINSTALLATION MUST CONFORM TO NYS FIRE PREVENTION & BUILDING CODE AND/OR MANUFACTURER REQUIREMENTS CONSULT AVAILABLE Town of Queensbury HANDOUTS REGARDING REQUIRED INSPECTIONS. Tow of Queensbury Building&Codes Principal Structure Packet 518-761-8256 Office Use Only Town of Queensbury Building & Codes Received: Tax Map ID: FUEL BURNING APPLIANCE & CHIMNEY APPLICATION Permit No.: o9 O / 3- Permit Fee: $ Application is hereby made to the Building & Codes Office for the issuance of a Building &Use Permit pursuant to the NYS Fire Prevention & Building Code. The applicant or owner agrees to comply with all applicable laws. ordinances. regulations. and all conditions that are part of these requirements and also will allow all inspectors to enter premises to perform required inspections. Important Note To Applicant: Rough-In and Final Inspections Are Required: Date S�;e2729 8F' f( Za13 Owner 1l,/l�17We/c/ ODg/ec Instal ler Builder.� /17,105%),1 .,5-egi)f/f�,eV/r7g Address 1D /51/ 1/.4W Address D. ,QrPX qui'$ Phone 6c--W 20-.�/S/0,--/z 8'3/ Phone s/�'' 425Zs/ Location of proposed construction and or nstallation. 241 g7i}jQxQ,Q/pE— Contact Person for Building & Codes Compliance: A0/51/1,-6"/WAC) (erfrYtai--17.e7-4 Subdivision Name. SQy O� S41 3 Fuel Burning Appliance Information Wood Coal Pellet Gas Oil Stove )C Fireplace Insert _ ?X /1(0FA -- Fireplace_factory built" Fireplace. Masonry --- --- -- ------ -------- ------ Furnace. (Garage Only) If Factory Built. Please Provide: Manufacturer Name: Model No. Listed By: Number: Chimney Information !Masonry— check ore _Block Brick _Store Flue check one Steel__Steel _Size in Inches Material check one Rouble Wall __Triple Wall _Insulated gDirect Vent _Chimney liner .< If Non-Masonry. please provide: Manufacturer Name: Model No. ADDITIONAL NOTE: CONSTRUCTION/INSTALLATION MUST CONFORM TO NYS FIRE PREVENTION & BUILDING CODE AND/OR MANUFACTURER REQUIREMENTS CONSULT AVAILABLE Town of Queensbury HANDOUTS REGARDING REQUIRED INSPECTIONS. Town of Queensbury Building&Codes Principal Structure Packet 518-761-8256 Final Survey Inspection Dept. of Community Development Town of Queensbury 742 Bay Road Queensbury, NY 12804 Date received: NAME: c� L LOCATION: 2A /\44-0-c_ l)Q PERMIT #: t Final Survey Plot Plan Approved Denied The attached final survey has been received by the Dept. of Community Development. Upon review the survey has be- : Craig Brown, Zoning Administrator Notes: L:\SueHemingway\Building.Codes.[nspection.FORMS\Final Survey Zoning Administrator_doc MAP REFRENCES 7 MAP OF A SURVEY MADE FOR LORI FLORIAN DATED MARCH 9, 2010 LANDS N/F OF LAST REVISED FEBRUARY 21, 2013 JAMES J. & SHERI WHITING BY VAN DUSEN & STEVES 12131300 MAP MADE FOR SANDY BROOK ESTATES ACCESS AND STORM WATER MAINTENANCE EASEMENT DETAIL DATED JANUARY 7, 2014 BY VAN DUSEN & STEVES LOT 5 S89 ° 18' 37"E LOT 4 108.901 e� 16..E C�6� 206.83 0 N / g LANDS N/F OF DEBORAH ABBATIELLO 3 I� M N80.0 Y w ,E / DARLENE DOLAN 1 \� ss. �{ N8o° 28 32 / o T ! 14681128 I � tll 294:49 / N S80°28'32"W _ / LOT 6 162,493 sq. ft. 3.73, acres LOT 2 f � ~ O N 0 T o LANDS N/F OF BARRY & JACQUELINE LAHINSKY I HEREBY CERTIFYTHAT THIS MAP WA5 FREFARED 1489/202 FROM AN ACTUAL FIELD SURVEY. THIS CERTIFICATION SHALL RUN ONLY TO THE PERSONS FOR WHOM THE SURVEY WAS PREPARED, AND ON THEIR. _ 144-89 27g. 96' BEHALF TO THE TIRE COMPANY, GOVERNMENTAL AGENCY , W w� AND LENDING INSTITUTION LISTED HEREON. S8Do38' 13' CERTIFICATIONS ARE NOT TRANSFERABLE TO ADDITIONAL INSTITUTIONS OR SUBSEQUENT OWNERS. _ N81 °27 4611W \O-5 tPQ\Ng CERTIFIED TO: LUCAS W. DOBIE BRENDA M. DOSE NET BANK. r1 -r �� ...._... ITS SU�� SRA = , SSIGNS Wes? t DITIRE ICE COMFANY LOT 26 LOT 25 fly LANDS N/F OF LANDS N/F OF JOHN & GEORGENE MARGARET STEWART LOT 24 CERTIFIED c + LOT 27 ANDERSON 1506/59 MATTH sTEi"" 5 50I3s�! ANDS N/F OF 693/278 }' J JOHN & MARGEURITE MEAD DATED:: JUNE 5, 2.1,gy 615/614 Date: JUNE 5, 2014 1 11 I I I. TIIIIII° °`L Map of a Survey made for u �' Scale 1"=50' Iwo..e enuc--ol.,.y R,R,9Eysx RF SteveT lam.. Y 1, GOG,,,0 JR Y �y � ,,,gyp s AI .F(1C , ZG f , [ J �I`��9 YLJ Y`J LSY.l G i9 L AIlIT,,, GA' l,TLucas W. &I Brenda M. Dobie TI UR/EY E f IV PHRL IJ "'LY ,..r J.O.1E0 Lari� SurVeyorS , L RTAI I' 3oEro k SHEET1OF1 os oma. oc RiFrr.o _i u; L T. 1111 f1F ,ESUk. tY SYFLP.I V�NID G 111111111 iOINLT TI£�.,Y tt. 60\'EIU.N. F,IiN. X1,.0 Town of Queensbury, Warren Count New York 169 Havilan�d Road Queensbury, New York 12804 .,�LL��,T ,LIU,:6,bT�,,�,. Q Y� Y� SANDY BROOK ESTATES (518) 792-8474 New York Lie. No. 50135 NO. DATE DESCRIPTION DWG. No. 00078 -LOT G `'ties c)-- / Queensbury Building & Code Enforcement - Residential Final Inspection Office No. (518) 761-8256 Arrive: am/p epart � am/pm Date Inspection request received: Inspector's Initials: NAME: 4 e PERMIT#: /3-9 ‘v 9 LOCATION: p7{) 4 r /` DATE: /a -- y TYPE OF STRUCTURE: 3 Comments: Ye$/ No N/A 4" Building Number Address visible from road +C// Chimney Height/"B"Vent/Direct Vent Location �� Fresh Air Intake 3 inch Plumbing Vent through roof minimum 18 inches Roof Complete/Exterior Finish Complete Platform at all exterior doors Handrail 4 or more risers V` Guards at stairs,decks, patios more than 30 inches above grade ✓fV Guard at stairwell at 34 inches or more Guard at deck, porches 36 inches or more Handrail Termination at Newell Post or Wall Interior/Exterior Railings 34 inches to 38 inches V Deck Bracing/Handicapped Ramp Compliant Grade away from foundation 6 inches with 10 feet -"- 6 inch clearance to sill plate Gas Valve shut-off exposed/regulator 18 inches above grade "--L—t,,:p Interior_privacl trim I doors I main entrance 36 inches V/ Bathroom/Kitchen watertight VJ Safety glazing/Window in stairwells safety glazing Interor Smoke Detectors/r Carbon MonoxidrDetectors Everylevel: V/ E e Bedrogtn. �/ Outside every bedroom rea: �/ Inter Connected: Battery backup: / Attic access 30 inches x 22 inches x 30 inches(height)in accessible area ✓ l ''Z._ y( ,MyC4 f- �T� Crawl Spaces 18 inch x 24 inch access, 1 sq.ft.-150 sq.ft.vents �f Bathroom Fans, if no window ✓ Plumbing fixtures V Foundati�sulatiQn to floor/Sticker on Panel t rk sealed probpe Blower Door Test Certification V /'Z.--A Floor truss,draft stopping finished basement 1,000 sq.ft. �/ Emergency egress below grade / Gas Furnace shut-off within 30 feet or within line of site f/ Oil Furnace shut-off at entrance to furnace area Furnace/Hot Water Heater operating Low water shut-off boiler $1/ Relief Valve(s)installed/Heat Trap/Water Temp 110 irr Enclosed Stairs Sheetrock Underside minimum%"Gypsum Basement stairs closed rise>4 inches Garage Floor Pitched / Garage fireproofing/'/4 hour fire door/door closer ,/ / Gas Logs in Sealed or Glass Enclosure / Q/ Final Electrical; Energy Saving Light Bulbs 50% ( Final Survey Plot Plan `1‘ UrSc Arc Fault Breaker Habitable Spaces/Tamper Proof Receptaclest/ v �/ 4.o t_ \�b�' �{Z , Flex Gas Pipe Bonding + As Built Septic System/Sewer Dept. Inspection Sticker / " z---1 rte.. ,,;j Site Plan /Variance required �/ Flood Plain Certification, if required ,. Okay to issue C/C or C/O[Temporary/Permanent] L:\Building&Codes Forms\Building&Codes\Inspection Forms\Residential Final Inspection Form_revised_100405.doc; Revised January 7,2008; Revised 6/26/08;Revised 12/22/10, Revised 04/13/11 19/08/2014 14:53 1-518-746-0175 ROSICK WELL DRILLING PAGE 02/02 JB3 Consulting Joseph Blss 111 553 State Routh 149-Suite B Lake George,NevYork 12845-3515 Phone/Fax ( 18) 761-9888 JB1SS3@AOL.COM NYSDOH LAb no 11637 Rosick's Well Drilling 1.1751~arley Road Hudson Falls, NY 12839 Phone: (518) 746-0173 Fax: (518)7 6-0175 E-mail: rosickdrilling@yahoo.com Client: Dan Barr 24 Mark Drive Queensbury,New York 12804 Results: Well Head Sample Date/Time Date Date/Time I Analysis Method Result NYSDOR Number Collection Received Analysis Drinking water Limit 140708B01 07107/14 07/08/14 07/08/14 Total SM18-22 <1 CFU/100 <1 CFU/100 , 4:30 3:30 p Coition!' a0,R.c cA7z 1 xni ml The results relate only to the sample(s) as received by the laboratory. The sample received was analyzed in compliance with NYSDOH and NEL.AP approved methods and within their accepted holding times. The result(s)is (are)equal to or lower than the State's limits therefore it(they) meets the requirements for NYSDOM Part 5 Drinking Water Regulations. JB3 Consulting's liability for any work performed is limited to the amount billed to the customer leading to the claim of the customer. i Jo-i ..hBi/III • yst/Director Friday,July 11, 2014 This is an original Certificate of Analysis,do not duplicate This is page 1 of 1 169 Haviland Road Queensbury, NY 12804 Hutchins Engineering Phone: (518)745-0307 Fax: (518)745-0308 December 3, 2014 Mr. Charlie Dyer Town of Queensbury Building Department 742 Bay Road Queensbury, NY 12804 Re: Wastewater System Installation Lucas & Brenda Dobie, 24 Mark Drive, Sandy Brook Estates Lot 6 Tax Map #289.7-2-24 Dear Mr. Dyer: Enclosed, please find a copy of the record drawing for the septic system at the above- referenced property. A representative from this office visited the site during system installation. Based upon our site inspection and our discussions with the installer, it is our opinion that, with the exception of turf establishment, the system was installed in general conformance with the attached record drawing. It is anticipated that surface finishing and turf establishment will be completed when weather permits. Please contact me if you have any questions or if you require additional information. Be 'egaro s, /. 0 Lucas W. Dobie, EIT Enclosure (1) G.Thomas Hutchins,P.E. - i....i`- ..+.,„._Y'.: 3.. J: +". ✓`. .. .. _. __. -r"I rr1 :.ea.��r ZONINGREQUIREMENTS SITE SOILS DATA WASTEWATER SYSTEM DESIGN ..,_, r I OOM RESIDENCE TS PIT _ ,(. .,.....t ZONE RR -3A ((RURALRESIDENTIAL, 3 ACRE) TER SAVING FIXTURES TP -7 - LOT 6 WASTEWATER a ._v_. _ {.x.3. rr t .....__ _... .. � : ,.:, . I ....„_._. .•fil.F.,._n.£.-. ._ _ __.,_:_...__...: ,-.,-w-_tai,^' __ r.. _^. ..._. _' _AX. FAUCETS) MAX.FLUSH 3.0 M:..: _ .. .r_. .. _.._.._. .t. -. r_._=•. M LOT SIZE 3 ACRES S ENGINEERING L6 GPF MAX MINIMUM HUTGHIN`�-- 91 18 12 BY ft } �6 •� e ;,;.-, rr ai. f"``..'_"`> ,? :�sx _n 1:�--" t ?`.. 'j� tl � � k,. :., y:,: r-^ t.,.. ,:s:' � . "-'-"''^�r`�-". .F'" :e_, .,,. ✓ ,.F-.^+.. 4k .,._... .._ f. 1 .. 4.......r .. .rz = C:h. E`'. -frz .c"..- ..u...': .,x`r"�# .%.: g.FRONT SETBACK_ 100 0-72 — LIGHT BROWN FINE SAND DESIGN FLOW 110 GPD113EDROOM } ' , ^,m' ^-,-„aye ,7.- . .53 \ 'sv..., y r. t �..«, „.., ( '�:aff �l' efq 'r :,? ^>.,. � .^ :fq.. i ° ,.• \ _ _:::w^' . SYSTEM DESIGN FLOW — 440 GPD ,.,. .__... .:._ „_.,,x rz ^ ._ � ..__ _ i`t . f , : ..._ >r,,.,r', :.:..... � e ter• .,:..: ". > :�': SIDESETBACKS 75 NO SEASONAL HIGHGROUNDWATER EV SEPTIC TANK - 1250 GAL PRECAST CONCRETE _ 'y{}jj - t c: :.:s ..e._ _. of rr.,\ .. .! ,:..a- Z i'. ttg *. •:.. x ,.r:za t 1,. ( ! r! REAR SETBACK -.100 .. LEACH FIELD_ STANDARD PIPE -IN -STONE _STONE ABSORPTI oN TRENCHES 'h ._:.:,. (:: t _. ,.. n.,""�re_.✓ .:, ,. f ::}. ::. s. ;'u' AVERAGE LOT WIDTH - 400 PERCOLATION resDESIGN PERCOLATION RATE 6-7 MIN/IN „- - .r? : . PT -5 LOT 6 WASTEWATER ROAD FRONTAGE 400r APPLICATION RATE _ 1.0 GPDISF .:� ,.._;�...:- 17 ..,,:_ --n: :1 +Pr .` .: ,., : .,.. t -;. ,a R. RP- :. \1v�,x.�,.,_. �^�` ✓i` .._>_ r:; Av :..,:,. < .... to r ._ _ =::,: 9 t BY HUTCHINS ENGINEERING � [[ 1212112....x.,:=:.-., t � ...,-_�i{1 F � �.;.h , %J ! r _. _ - .,. r / ,.,.. :.::: ,.. __....E•..... .., .- .:rr . �7 1 r .-,._ AREA REQUIRED 440 yy _40'� ABSORPTION TRENCH MAXIMUM BUILDING HEIGHT M ' ' ABSORPTION TRENCH LENGTH REQUIRED 220 LF MINIMUM PERCENT PERMEABLE _ 75/STABILIZED PERCOLATION RATE. SECONDS PER INCH INSTALL 4 TRENCHES AT 60 LF EACH 'Saz._... I-+ a .:,zl .,y ,: t ":4 b `L :`: . a 5,., 4 4 , t 321'._ .' 1. 1'"Li='( f ♦ .*.. _-_ ! x 1 MIN, 15 () ` ,-ya .r- !, 3-:.:-..:::,t 240 LF TOTAL TO BE PROVIDED ... -- :. ' _ ^, ' ..m`rs. �'t,..-� �.- .: y+ . - '. .- .- , elf ;;,<^` , • u'" v .: -t^` .. POTABLE WATER SUPPLY - ON-SITE WELL , _ .rs .... ..x��.:'- t ,..:l .a I S „'..t,rx* '.�` c '._` r:,€-"'rz� r�:•``�fk/' ) / ;p'"` c �p ; — MAINTAIN 50 WELL TO SEPTIC TANK SETBACK e O ABSORPTION FIELD SETBACK - - r- r' MAINTAIN 100 WELL T yt l ,. _ _,r'. ._': ,,. ...:: ,$ ♦ 0 WELL TO STORMWATER INFILTRATION DEVICES MAINTAIN 10 s}S *_'as*,4 r ` ...3;, r A ,1' ..., . 't r: x, ..- . .a'n ^xy r_ ., _ �„ t,T::t_ :=_,✓ -t �1 �'':= t €,...ztr .*`n.. -ROAD (i ^ kz gy)pp//.. ) ..... .. * }:�;... : .�. ..:} ...... ,r .� . , . ,;=e" .. u�r.-v,�„-' ,.._{�''. 'f ✓. "''T '^ i i , �' - '�'• .,.^; r , , .L_...,..-, ., „ �k yr .: p -;�,-�:- .r.:,., gY ':..... 294 -�': '.'. I ` \'i ® �' .o,.. � � s .�,' ,:.•',-_y . .' r rrE y _\ Q�.-, .�, �� . I) , , �:, ' ✓r�.>�i:-,-?.v_:.,._':.::.:,„z.�s'pdf,:< ..rti.r=_ .: . t "0�89 83 0 ' , r"Vir, iS:,tIr /TE L\}1 1 , O:�::'' f3rtCx. .' ATIO,.NLOCATION MAP 2832E 6 f I i 43a t ( zp ' >ki Ox O WELLf \ (NOT SURVEYED) DRIVEWAY r _ (TO BE SURFACED) SETBACK / / r TP -7 / � O / ON O J 4 ' / n m �` � o�� s / PT - LOT "6 1625493 sq. ft. 50 ABSORPTION FIELD, (4) PIPE -IN -STONE 3.73 acres TRENCHES AT 60' EACH d \ 4"PVCSDR-35 240 IF TOTAL i '." ® Ci O i. \ , HOUSESEWER PRECAST CONC. { :..:.1250 GAL ,;:. DISTRIBUTION BOX - h a .._,. _ ....,.,..._ ,.:....:��,.. , _ , ,.z._, - _ ,- _.. , :x.a.. 35 � _ ., S,xset�rv.*,ffir�: ., �” ttF _ _.-. - ”- •"'P"f'a+-a.\z-. .�: _ _�;:..,.: .'wPsaO.Q' y!'.>. . ,. ...,., .. , 00 �ZOPRECAST CONCRETO RE 4,PVC T SEPTIC TAN IEFFLUENT SEWER ,.. -.' ...' ,;. _. s®O RFA ' ®®� IRF , r o _p_ / 144.89 S80° g, 3„w IRS v 69, 'IPF TAX MAP #289.7-2-24 ®21 I ALTERATION OF THIS DOCUMENT EXCEPT BY A LICENSED 516 PROFESSIONAL ENGINEER IS, A VIOLATION OF NYS EDUCATION LAW. , RECORD DRAWING ` 12/3/14 G „' No. Revisions Date IRS , AXLE 'FOUf� ; WASTEWATER RECORD PLAN . prepared for: .:, MAP REFERENCE Lucas & Brenda Dobie -BASE MAPPING AND ENGINEERING DETAILS TAKEN FROM: 24 Mark Drive `.Lot 6 -.Sd11Ci'y.Brook Estates ,i' a ' "SANDY BROOK ESTATES DEVELOPI ENT” Town of Queensbury, Warren County, New York ®fig ,®Safely■ DATED DECEMBER 17,2012, NeWPAYork LAST REVISED FEBRUARY 15, 2013, Dravm LWD Checked: GTH Scale' 1"-30' Date. 9/26/14 ® Call Before You Dig ` - ®Waft The Required Time � LAND PREPARED BY: M Wait utility Response VAN DUSEN & STEVES LAND SURIEYORS een HovlloIN Road i^ IM Confirm Utility Res ' _ Queensbury, NY ,28D4 29732-01-R1 - ' ® DRespectig With -Care HUTCHINS ENGINEERING NG ED BY: (518) 1.745 0307 Phone: - 8®®-'962•x962 Hutchins Engineering (518) 745-0308 Fox www.digsafelynewyork.com -: A w :.---....: , .....,,.. n:wnw.. e•. VNn�lY-"N5 YaY I „eA,i �n 6 ; �i "Y :7.M , iqs � Rough Plumbing I Insulation Inspection Report Office No. (518) 761-8256 Date Inspection request received: Queensbury Building & Code Enforcement Arrive: am/p� Depart O s am/pm 742 Bay Road, Queensbury, NY 12804 Inspector's Initials: I NAIVE: _ •— PERMIT ##: j�' /if LOCATION: '2' ►1 �� INSPECT ON: 0 Mat TYPE OF STRUCTURE: EM NIA Rou.h Plumbin! /Nail Plates Plumbin• Vent/Vents in Place 1 % inch minimum Drain Size �1 Washin• Machine Drain 2 inch minimum Cleanout eve 100 feet/chane a of direction Pressure Test Drain /Vent Air/Head 5 P.S.I. or 10 ft. above hi hest connection for 15 minutes Pressure Test Water Supply Piping Air/Head 50 P.S.I for 15 minutes Insulation I Residential Check I Commercial Check Tyvek or Similar Exterior Sealant Pro•er Vent, Attic Vent Door/Window Sealed No Insulation Duct/ Hot Water Piping Insulation If r;•uired unheated s•aces Combustion Air Su. . for Furnace Duct work sealed properly/ No duct tape c?›—trZ__ tiV2S16t --- COMMENTS: t7t't:" Rough Plumbing Insulation Report.revised Nov 17 2003, revised February 15,2005, revised January 7, 2008 9_4( Rough Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date Inssectisn request received: CL's 6/,/i/ Queensbury Building & Code Enforcement Arrive: a . am/pm 742 Bay Road, Queensbury, NY 12804 Inspectrirs Ini ials: NAME: 903 E'- PERMIT#: /3 (/17 LOCATION: INSPECT ON: Wit TYPE OF STRUCTURE: Y N N/A Plumbing under slab Rough Plumbing / Nail Plates Plumbing Vent/Vents in Place 11/2 inch minimum Drain Size Washing Machine Drain 2 inch minimum Cleanout every 100 feet / change of direction Pressure Test Drain /Vent Air/ Head 5 P.S.I. for 10 ft. above highest connection for 15 minutes Pressure Test Water Supply Piping Air/ Head 50 P.S.I. for for 15 minutes --Insulation / Residential Check / Commercial CheckC/-/ Window Sealing Tyvek or Similar Exterior Sealant Proper Vent, Attic Vent Door/ Window Sealed (No Insulation) Duct/ Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly/ No duct tape Blower Door Test Air Sealing COMMENTS: S-21_3(1----- Rough Plumhing_Insulation Inspection_02 05 13 Rough Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date Inspection r quest received: lk- ---k �-Queensbury Building & Code Enforcement Arrive: (7 � am/pm 742 Bay Road, Queensbury, NY 12804 Inspector's Initis s:/�+ 1,�. NAME: PERMIT it: LOCATION: 'U7\i'VA-CS-Z_ INSPECT ON: TYPE OF STRUCTURE: lc-Th Y N N/A Plumbing under slab Rough Plumbing / Nail Plates Plumbing Vent/Vents in Place 11/2 inch minimum Drain Size Washing Machine Drain 2 inch minimum Cleanout every 100 feet /change of direction Pressure Test Drain /Vent Air/ Head 5 P.S.I. for 10 ft. above highest connection for 15 minutes Pressure Test Water Supply Piping Air/ Head 50 P.S.I. for for 15 minutes Insulation / Residential Check / Commercial Check Window Sealing Tyvek or Similar Exterior Sealant Proper Vent, Attic Vent Door/ Window Sealed (No Insulation) Duct / Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly/ No duct tape Blower Door Test Air Sealing COMMENTS: VL�j:38- G' Rough Plumhing_Insulation Inspection 02 05 13 � r Rough Plumbing / Insulation Inspection Report 0 Office No. (518) 761-8256 Date Inspection r quest received: Queensbury Building & Code Enforcement Arrive: / am/pm 742 Bay Road, Queensbury, NY 12804 Inspector s NAME: Do 1V'L PERMIT#: C LOCATION: o� 1 i,v1 ?li i>'T INSPECT ON: / 2Z// V TYPE OF STRUCTURE: Y N N/A Plumbing under slab Rough Plumbing / Nail Plates Plumbing Vent /Vents in Place 11/2 inch minimum Drain Size Washing Machine Drain 2 inch minimum Cleanout every 100 feet / change of direction Pressure Test Drain /Vent Air / Head 5 P.S.I. for 10 ft. above highest connection for 15 minutes Pressure Test Water Supply Piping Air / Head 50 P.S.I. for for 15 minutes Insulation / Residential Check/ Commercial Check Window Sealing Tyvek or Similar Exterior Sealant Proper Vent, Attic Vent i Door/Window Sealed (No Insulation) Duct / Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly / No duct tape Blower Door Test j Air Sealing t `tom (J Vv ✓ COMMENTS: Rough Plumbing_Insulation Inspection_02 05 13 Foundation Inspection Report Office No.(518)761-8256 Date Inspection request received: cI /). 0)-0 i Queensbury Building&Code Enforcement Arrive: am/pm Depart- am/pm 742 Bay Rd.,Queensbury,NY 12804 Inspector's Inti r/ NAME: , �� j�`til. PERMIT#: / 3- q`4 LOCATION: ' 4 /L(Q c (�,;__ INSPECT ON: 4,2. p V TYPE OF STRUCTURE: �G� Comments 11. NIA RcoiL. /E-/)&-/-1)-6) CP- -----f------3ootmgs Piers Mon;:::nPlace 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 Footing Dowels or Keyway in place Foundation Dampproofing Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mal poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Forms\Building&Codes\Inspection Forms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM To\, '.'eensbury Building & Code Enforcement r'r'icIcz 1 i°6t ' Office No. (518) 761-8256 v Septic Inspection Report Inspection request received:0 Name: 00/61-e, Inspected on: 9 -/ `" Location: ' -1 ly1&n—}gs 8h— Arrive: /110' `� a.m./p.m. Permit No.: / 3' </41y Inspector's Initials: A ,41' 4111.0 r Comments aria/or diagram Soil Type: a /Loam/Clay•`"----, Type of Wa er: Municipal/ ell W r Waterline separation distance ft. Well separation distance j,CZft. Other wells: ft. - � Well Casing Length 50'+/- Y N N/A �-- ��re t) ti t-?.,) [150' to well required if NO] Absorption Field: Total length 'L. Length of each trench LOLL ft. Depth of trenches ''7— ft. Size of Stone A- ,-`L,,, Seepage Pits: Number Size: A/A Stone Size: Piping AtE Size Type Building to tank Tank to Distribution Box ��2 Distribution Box to Field/Pit v A'> SA)�.5 "L( --,> ZF- Opening Sealed: _ N End Cap _> N Inlet/Outlet Pipes&Pits: VY Manholes 12"or less below grade Y [provide extension collar if Yes] ___Y N Location/Separations Foundation to tank ft. -�tA �� f(� - Foundation to absorption ��ft. -- •.6/•CMA� 4/.44-11 Separation of Pits Pc)4,' j.6. Conforms as per Plot Plan �Y Engineer Report and As-Built _Y ETU Maintenance Contract provided _Y_N Location of System o" n Pri arty: Front Rear Left Side Right Side Middle Front Middle Rear System Use Status: Approved Partial Approved and needs to be re-inspected, please call the Building &Codes Office Disapproved Septic Inspection Report Town of Queensbury Building & Code Enforcement 111 WO a- 4-1 Office No. (518) 761-8256 Framing / Firestopping Inspection Report Inspection request received: Name: D(DV, i Inspected on: q'/1 1 Ai Location: a4 Mac k (r Arrive: 3\ �� a.m./p.m. Permit No.: 13— y 7 Inspector's Initials: TYPE OF STRUCTURE: S F Y N NIA COMMENTS: Framing Attic Access 22"x 30"minimum n Jack Studs I Headers ` d'� Vim'\��� �1 Truss Specification Provided 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 Exterior Deck Bracing Headroom 6 ft.8 in. Notches/Holes 1 Bearing Walls Metal Strapping for Notches Top Plate 1 1/2(w)16 gauge(8) 16D nails each side Draft stopping 1,000 sq.ft.floor trusses Anchor Bolts 6 ft.or less on center Ice and water shield 24 inches from wall Fire separation 1,2,3 hour Fire wall 2,3,4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side'A 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 Design Professional Sign-off,if required Framing / Firestopping Inspection Report W 4f21 Rough Plumbing 1 Insulation Inspection Report Office No. (518) 761-8256 Date Ins ctionrequest received: Queensbury Building & Code Enforcement Arrive:- 742 Bay Road, Queensbury, NY 12804 Inspect° s Initials: NAME: I'✓n 1 PERMIT #: / 3 ,_ �`�� LOCATION: ;� (1(�v• INSPECT ON: /— i/7--/-j TYPE OF STRUCTURE: .S 1— C Y N N/A Plumbing under slab Rough Plumbing / Nail Plates Plumbing Vent /Vents in Place 11/2 inch minimum Drain Size Washing Machine Drain 2 inch minimum Cleanout every 100 feet / change of direction Pressure Test ,! Drain /Ventl Air/ Head 5 P.S.I. for 10 ft. above highest connection for 15 minutes Pressure Test `,,fi Water Supply Piping Air/ Head 50 P.S.I. for for 15 minutes Insulation / Residential Check / Commercial Check Window Sealing Tyvek or Similar Exterior Sealant Proper Vent, Attic Vent Door/Window Sealed (No Insulation) Duct / Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly/ No duct tape Blower Door Test Air Sealing COMMENTS: Rough Plumbing_Insulation Inspection_02 05 13 Town of Queensbury Building & Code Enforcement LU ect Office No. (518) 761-8256 Framing / Firestopping Inspection Report Inspection request received: Name: D p i' pp Inspected on: ''-/L) •'/ ''f Location: Arrive: ), a.m.l p.m. Permit No.: / 3—y1 / Inspector's Initials: INA,. TYPE OF STRUCTURE: ‘,:/// N NIA COMMENTS: Framing Attic Access 22"x 30"minimum Jack Studs I Headers S F<_0C(X 2 l Truss Specification Provided 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 Exterior Deck Bracing Headroom 6 ft.8 in. Notches/Holes I Bearing Walls Metal Strapping for Notches Top Plate 1 '/2(w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq.ft.floor trusses Anchor Bolts 6 ft.or less on center Ice and water shield 24 inches from wall Fire separation 1,2,3 hour Fire wall 2,3,4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side''V2 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 1 below grade 5.0 sf grade Design Professional Sign-off, if required Framing / Firestopping Inspection Report Rough Plumbing I Insulation Inspection Report Office No. (518) 761-8256 Date Inspection re' :•s re'•".el: Queensbury Building & Code Enforcement Arrive: *a_ 742 Bay Road, Queensbury, NY 12804 Inspector's Initial jj�� NAME: LT) n\t)iPERMIT#. 13 i i 1 LOCATION: A-c-i pi\(5.31n INSPECT ON: TYPE OF STRUCTURE: 5 F Y N N/A Plumbing under slab Rough Plumbing / Nail Plates Plumbing Vent/Vents in Place 11/2 inch minimum Drain Size Washing Machine Drain 2 inch minimum Cleanout every 100 feet/ change of direction Pressure Test Drain / Vent Air/ Head 5 P.S.I. for 10 ft. above highest connection for 15 minutes Pressure Test Water Supply Piping Air/ Head 50 P.S.I. for for 15 minutes Insulation / Residential Check/ Commercial Check Window Sealing Tyvek or Similar Exterior Sealant Proper Vent, Attic Vent Door/Window Sealed (No Insulation) Duct / Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly/ No duct tape Blower Door Test Air Sealing COMMENTS: Rough Plumbing_Insulation Inspection_02 05 13 V3 Rough Plumbing / Insulation Inspection Report Vild Office No. (518) 761-8256 Date Inspection req •st r• ed: Queensbury Building & Code Enforcement Arrive: -2_7- i amI 742 Bay Road, Queensbury, NY 12804 Inspector's Initials: NAME: PEI:1r %3-</'114y LOCATION: ki N - c K [' INSPECT ON: g a:s-/jI TYPE OF STRUCTURE: S _4 Y N N/A Plumbing under slab Rough Plumbing / Nail Plates Plumbing Vent/Vents in Place 11/2 inch minimum Drain Size Washing Machine Drain 2 inch minimum Cleanout every 100 feet/change of direction Pressure Test Drain /Vent Air / Head 5 P.S.I. for 10 ft. above highest connection for 15 minutes Pressure Test Water Supply Piping Air / Head 50 P.S.I. for for 15 minutes Insulation / Residential Check / Commercial Check Window Sealing Tyvek or Similar Exterior Sealant \,/ Proper Vent, Attic Vent Door/ Window Sealed (No Insulation) 4-CA\ Duct/ Hot Water Piping Insulation _ If required unheated spaces 1� ` Z— Combustion Air Supply for Furnace —FC) Duct work sealed properly/ No duct tape Blower Door Test Air Sealing COMMENTS: Rough Plumbing_Insulation Inspection_02 05 13 Town of Queensbury Building & Code Enforcement kkd g-le) Office No. (518) 761-8256 Framing I Firestopping Inspection Report Inspection request received: Name: DU 40 i Inspected on: s7 Location: i " 1 t< ( JL.uu- . Arrive: tar. a.m p.m. Permit No.: t 3-</.4/1/A/ Inspector's Initials: TYPE OF STRUCTURE: S j (� ® •� Reavv Y N N/A COMMENTS: Framing Attic Access 22"x 30"minimum Jack Studs I Headers Truss Specification Provided Bracing I Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.C. Headroom 6 ft.8 in. Stairwells 36 in.or more Exterior Deck Bracing Headroom 6 ft.8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 1/2(w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq.ft.floor trusses Anchor Bolts 6 ft.or less on center Ice and water shield 24 inches from wall Fire separation 1,2,3 hour Fire wall 2,3,4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side 1/2 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 Design Professional Sign-off,if required Framing/ Firestopping Inspection Report a--"f Rough Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date Inspection•request received: Queensbury Building & Code Enforcement Arrive: ''2` `/ a /pm 742 Bay Road, Queensbury, NY 12804 Inspector s Init als: NAME: IDMT IC liri)00 1 7PERMIT LOCATION: a- 114kvaiL INSPECT ON: , 31 V TYPE OF STRUCTURE: 5r6 \\) Y N N/A Plumbing under slab Rough Plumbing /Nail Plates Plumbing Vent/Vents in Place 11/2 inch minimum Drain Size Washing Machine Drain 2 inch minimum Cleanout every 100 feet/change of direction Pressure Test Drain /Vent Air/ Head 5 P.S.I. for 10 ft. above highest connection for 15 minutes Pressure Test Water Supply Piping Air/ Head 50 P.S.I. for for 15 minutes , (67 Insulation /Residential Check/Commercial Check 6, ,�,�-► �-� Window Sealing Tyvek or Similar Exterior Sealant Proper Vent, Attic Vent Door/Window Sealed (No Insulation) Duct/Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly/No duct tape Blower Door Test Air Sealing COMMENTS: f l0 Po L) Rough Plumbing_Insulation Inspection_02 05 13 3 Foundation Inspection Report D Office No.(518)761-8256 Date Inspection request received: f Queensbury Building&Code Enforcement Arrive: am/pm Depart: ;am/pm 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initials: 1 , '11 NAME: l l�:t�. �,s"��.' ( L1 (...t.iLX'' PERMIT#: 3 4-7- LOCATION: L/ �� L :- r� 1 INSPECT N: TYPE OF STRUCTURE: Comments Y N 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 • ••se on site. Reinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofmg oundation 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 Founds ion Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Forms\Building&Codes\Inspecction Forms\Foundatlon Inspection Report.doc Last printed 12/20/2005 9:24:00 AM Foundation Inspection Report Office No. (518) 761-8256 Date Inspection que y• : �---� Queensbury Building&Code Enforcement Arrive: a24 411. epart:2— a 742 Bay Rd.,Queensbury, NY 12804 Inspector's Initia %v NAME: DQV>1 PERMIT#: LOCATION: acrk p I• INSPECT ON: i AS TYPE OF STRUCTURE: S Comments Y N N/A So(lZ) Footings Piers Monolithic Sla 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 Footing Dowels or Keyway in place Foundation Dampproofing Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Forms\Building&Codes\Inspection Forms\Foundation Inspection Report.doc Last printed 12/18/2013 2:44:00 PM Foundation Inspection Report Office No. (518) 761-8256 Date Insiection •-qu- ice. :s: Queensbury Building&Code Enforcement Arrive: •,'/% ap . , Depart: --1/���ry m 742 Bay Rd., Queensbury, NY 12804 Inspector's -' ial-: / ' NAME: D D tO 16 t ' 'MIT#: 13—If" LOCATION: 4.k-f Mak 1`K ij3 r INSPECT ON: 10—I0—'l1 TYPE OF STRUCTURE: 5 F 3 p,,,, ,,,,L,t 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 Footing Dowels or Keyway in place CO / Foundation Dampproofing Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: F��>>. \ E r c\) 12 inch width l— 1-t �c inches above footing / 6 mil poly for wet areas under slab :(-1.04.—,. ackfill Approval ,/ Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- _ Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Forms\Building&Codes\Inspection Forms\Foundation Inspection Report.doc Last printed 12/18/2013 2:44:00 PM u e spaIOW Foundation Inspection Report Office No. (518) 761-8256 Date Inspection re. - e Queensbury Building&Code Enforcement Arrive: 3�l 'rm./, Depart: - a pm 742 Bay Rd., Queensbury, NY 12804 Inspector's Initis P. NAME: 006 (e) PERMIT#: / 3 LOCATION: p5' 4 N\&r f INSPECT ON: io IT TYPE OF STRUCTURE: S F-0 Comments N N/A Footings Piers (-- )\I 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 lei Footing Dowels or Keyway in place - 3,11\--1)113, , 113 Foundation Dampproofing " v Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing ©/ 6 mil poly for wet areas under slab ackfill Approval Plumbing Under Slab 9-4P1 1\-01 r VC/Cast/Copper C7�t 1 WIPFoundation Insulation ter'. erior _ R- \� Fab Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Forms\Building&Codes\Inspection Forms\Foundation Inspection Report.doc Last printed 12/18/2013 2:44:00 PM ---r k LutAdk 44-195 Rough Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date Inspection reques • lo,e • Queensbury Building & Code Enforcement Arrive: - W _ . :,i 742 Bay Road, Queensbury, NY 12804 Inspector's Initia s• _,G NAME: D 0 b 1 `PJ PERMIT# / 3 r ! in LOCATION: A m Q r f OF INSPECT ON: (p - 5-1<1 TYPE OF STRUCTURE: ,_, \ 1•. .)W,,_\_ . Y N N/A _ttfg under slab Rough Plumbing /Nail Plates Plumbing Vent/Vents in Place 11/2 inch minimum Drain Size Washing Machine Drain 2 inch minimum Cleanout every 100 feet/change of direction Pressure Test Drain /Vent Air/Head 5 P.S.I. for 10 ft. above highest connection for 15 minutes Pressure Test Am Water Supply Piping 7 jr/Head 50 P.S.I. for for 15 minutes „---s, Insulation / Residential Check/Commercial Check ;,u -- Window Sealing ��' �;� - Tyvek or Similar Exterior Sealant Z' . Proper Vent, Attic Vent Door/Window Sealed (No Insulation) 40 ,N U2— A_ Duct/ Hot Water Piping Insulation ���`�� If required unheated spaces Combustion Air Supply for Furnace ��?� A� Duct work sealed properly / No duct tape Blower Door Test Air Sealing COMMENTS: Rough Plumhing_Insulation Inspection_02 05 13 l)Ccd0 3k /r3 Rough Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date Inspecti requ• , 'ei I: Queensbury Building & Code Enforcement Arrive: � * 742 Bay Road, Queensbury, NY 12804 Inspector's Initials: `i NAME: 0 DV) t PERMIT#: / 3- LOCATION: LOCATION: a m MSC'1, (\ r INSPECT 0 • TYPE OF STRUCTURE: S l=d 9 -4,1o,1 Y N N/A Plumbing under slab Rough Plumbing /Nail Plates CZ5X Plumbing Vent/Vents in Place 11/2 inch minimum Drain Size ' Washing Machine Drain 2 inch minimum Vc �� Cleanout every 100 feet/change of direction j` Pressure Test � Drain /Vent Air/ Head 5 P.S.I. for 10 ft. above highest connection for 15 minutes Pressure Test Water Supply Piping Air/ Head 50 P.S.I. for for 15 minutes Insulation /Residential Check/Commercial Check Window Sealing Tyvek or Similar Exterior Sealant Proper Vent, Attic Vent Door/Window Sealed (No Insulation) Duct/Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly/No duct tape Blower Door Test Air Sealing COMMENTS: Rough Plumbing_Insulation Inspection_02 05 13 L 'it Foundation Inspection Report Office No.(518)761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: am/pm Depart:j 1 1 c am/pm 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initials: �t' 4 NAME: a Lp PERMIT#: 13 - � y TYPE O LOCATIONTRUCTURE: �� Al�carts ab T INSPECT ON: s— • .--1 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 12-011-9 Reinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofmg Foundation Waterproofing �- W rik Footing Drain Daylight or Sump A.k. f�J Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L•\Buiiding&Codes Forms\Buiiding&Codes\1nspection Forms\Foundation Inspecction Report.doc Last printed 12/20/2005 9:24:00 AM scl6tu?s -1D Foundation Inspection Report Office No.(518)761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: am/pm Departm/pm 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initials: NAME: D o i E PERMIT#: LOCATION: a cI rn& D r 1 �, INSPECT ON: TYPE OF STRUCTURE: J ) 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 e Reinforcement in Place Footing Dowels or Keyway in place ( -?7"/ C�1S Foundation Dampproofing Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Forrns\Building&Codes\Inspectlon Forms\FoundatJon Inspection Report.doc Last printed 12/20/2005 9:24:00 AM Foundation Inspection Report 1L, - Office No.(518)761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: am/pm Depart: ., : pm 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initials:/ -" NAME: � l - &RI a r- PERMIT#: (9-'44 -1714714 LOCATION: _ / L INSPECT ON: wow TYPE OF STRUCTURE: "4111 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 fo uryose on site. Foun n/ allpour 4e"4 Reinforcement in Place vcf�Footin Dowels or Keywayin place Foundation Dampproofing A Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Forms\Buiiding&Codes\Inspection Forms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM ' hurs9// Foundation Inspection Report (I Office No.(518)761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: am/pm Depart: , : . 742 Bay Rd., Queensbury,NY 12804 Inspector's Initialst � 40 NAME: ne'D b PERMIT#: 13 —/-</T LOCATION: o) M C ,/� INSPECT ON: TYPE OF STRUCTURE: r Comments N N/A Footings Piers Monolithic Slab Reinforcement in Place � MA- — ti ("" 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/Watlpour Reinforcement in Place \// Footing Dowels or Keyway in place Foundation Dampproofmg Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Forms\Building&Codes\Inspection Forms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM L . Foundation Inspection Report Office No.(518)761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: am/pm Depart: ti a�/pm 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initials]-i ) /c NAME: 'd { h- PERMIT#: (72 '4A4 LOCATION: '42_,A, '1Z '1)P_ INSPECT ON: 4 TYPE OF STRUCTURE: _.5C` 1 �f Commentt 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 U ` G• / r Reinforcement in Place /i• CDL Footing Dowels or Keyway in place Foundation Dampproofmg Foundation Waterproofing Footing Drain Daylight or Sump ( c 5 _ �-Z , Footing Drain Stone: 12 inch width VX5 De_, 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval • Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Buiiding&Codes Forms\Buiiding&Codes\Inspection Forms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM /: c Foundation Inspection Report Office No. (518)761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: am/pm Depart: t am/pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials l NAME: ;> V1. PERMIT#: ) 1 • LOCATION: f< INSPECT ON: A Mill TYPE OF STRUCTURE: ~ )N-z-ID Comments Y N N1A Footings : Piers �" Monolithic Slab G' '4 2-`-"A 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 in P S Footing Dowels or Keywaylace Foundation Dampproofmg Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 1MA IC=-(I__ 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Buliding&Codes Forms\Building&Codes\Inspection Forms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM ?__o _r)-) -zkA4 59-06-00 P. .........._21-04-00 - .._.._....---- 37-08-00 "'"""'' TOt PBGE ICI DGE d e . I .•7 3 TOJA(2) \�07B{6L� i • . Q11 o S `,.` 37-08-00 I • i I m d, $ i —.._ ._-_ ._ � H 8 _ ti _ .._,HY alp) iH 5010.00 i• I r - -- N T0�1P� - _ TO1JOE �� Ti N�'2501.00 I II0 5,3.11-o8, -o, 19.00.00 I,. 7-08-03 , m_ G11 .j _ a i Cl 1 m I 7:1-477.7". IT 41-08.00-- 4g \ �� TOB(5) •1Ici I J r ,., ,,, in \--i' Ail 9 3 $ . _8TO1PBGE -- 0 1 TO1ESGE t I 29,10-00 TA E Q 1. T04 '� TO2SGE \ \ — 2.06-00 T04GE \ \ N 8-04-00 32-0400 8-06430 7-08-00 _............................... _- —. 59-06-00 r Bellevue Builders Supply Job AMEDORE HOMES -.. - 500 puanesbura Ra'. Job Name: 51-55 Beekman Schenectady, NY 12306 Model Name: Brookdale BellevueI-Worthington Ranch ullders Supply (5'i 8) 355-7'190 Date: 7/22/14 • nocI...,or• r A 'ENGINEERING 0`f T A MiTek Affiliate Trenco 818 Soundside Rd Edenton,NC 27932 Re: J14-00939 Amedorei5l-55 Beekman NEW The truss drawing(s)referenced below have been prepared by Truss Engineering Co.under my direct supervision based on the parameters provided by Bellevue Builders Supply. Pages or sheets covered by this seal:E8245872 thruE8245901 My license renewal date for the state of New York is November 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Of NEI/1/ CCY Trt � I w (f)O *1 5-01 July 18,2014 Lassiter,Frank 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-1 Chapter 2. Engineering services provided by Truss Engineering Company. Job Truss `Truss Type Qty Ply Amederer51-55 Beelanais NEW E8245872 J14-00939 701 PIGGYBACK BASE 1 1 JO Reference(Qptonal) Bellevue Bulkera Supply, Schenectady.NY 12308 7.530s Jul 112014 Web lnduatrles,Inc.Fri Jul 1809:26272014 Page 1 ID:UfFkM0DRHHQE3omQ8H NrFpyLyvy-yLryfgeOq(trx41z80GC?zP4_Ektm06Bj0j0amywu82 -/!(10{8 9.9.5 19.0.0 I 25-0-0 I 32-0-6 t 40-10-7 I 59-0-0 5C�10re 0.10.5 9-9-5 9.2.11 6-6-3 8.6-3 8-10-1 9-1-9 0.10-8 Scale=1:89.8 ado i 7.00 i2 2x4 II 8x8 5 20 5 21 7 549% %' /V/I 4 �///iif5' 322 5x8 10 235x8 // \\ 12 2 i/ 11 I 1 a - � Ih BxlD= 17 18 i5 14 13 10410= 546= 546 = 458_ 5x8 = 446= 13.8-4 X9=3 I 37-4-1 50-0-0 i ' 13-8-4 11-9-15 11-9-14 12-7-15 .. Plate Offsets(X.Y)-- 12:Edee,0-1-101,15:0-5-4.0-3-81.17:0-3-10.0.4-21,111:0-0-0,0-7-101 -- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.97 Vert(LL) -0.32 2-17 >999 360 MT20 169/123 (Ground Snow=50.0) Lumber Increase 1.15 BC 0.76 Vert(TL) -0.71 2-17 >837 240 TCDL 10.0 Rep Stress Ina YES WB 0.61 Horz(TL) 0.23 11 n/a n/a BCLL 0.0 Code IRC2006/TPI2002 (Matrix) Weight 292 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF 1650F 1.5E*Except* TOP CHORD Structural wood sheathing directly applied. 8-12:2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 on bracing. BOT CHORD 2x6 SPF 1650F 1.5E-Except' WEBS 1 Row at midpt 3-17,5-15,6.15.7-15,9-13 14-16:2x6 SPF No.2 WEBS 2x4 SPF No.2*Except" 3-17,9-13:2x4 SPF-S Stud SLIDER Right 2x8 SP No.1 5-4-4 REACTIONS. (Ib/size) 2=3019/0-5-8 (req.0-5-10),11=2996/0-5-8 (req.0-5-10) Max Horz 2=379(LC 6) Max Uplift2=390(LC 7),11=-372(LC 8) Max Gray 2=3584(LC 17),11=3579(LC 17) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31,2-18=-5852/541,18-19=-5626/541,3-19=-5284/572,3-4=-5116/551,4-5=-4713/602,5-20=3446/461, 6-20=3446/461,6-21=3446/461,7-21=-3447/461,7-8=4482/582,8-9=-4829/546,9-22=-4921/533,10-22=5221/508, 10-23=5217/498,11-23=5482/497,11-12=24/0 BOT CHORD 2-17=-496/4791,16-17=-345/3435,15-16=-345/3435,14-15=155/3371,13-14=-155/3371,11-13=-299/4365 WEBS 3-17=-1266/387,5-17=189/1481,5-15=-295/702,6-15=10551275,7-15=-269/782,7-13=-169/1161,9-13=963/349 NOTES- 1)Wind:ASCE 7-05;90mph;TCOL=6.Opsf;BCDL=6.Opsf;h=3Oft;Cal.II;Exp C;enclosed;MINERS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1,Lu=50-0-0 3)Unbalanced snow loads have been considered for this design. OF N EJB/ 4)This truss has been designed for greeter of min roof live load of 16.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs ,s r non-concurrent with other live loads. ,r\Q ���' ( q SS/ �iA 5)Provide adequate drainage to prevent water ponding. CO 4_lp' , 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * �� 7)WARNING:Required bearing size at joint(s)2,11 greater than Input bearing size. ytrr (%i 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 390 lb uplift at joint 2 and 372 lb uplift at r"�� j 4 cc joint 11. • 9)This truss is designed In accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced 1117--- cll., 1, �1 -a = standard ANSIITPI 1. N LOAD CASE(S) Standard �O 08511Z �lr7- '70PES S 1 ONP July 18,2014 TJ1,Is.WAANIM-YerMrdesign par:mo oars and READ NOTES ON=SAND 7a,CWDED 1417EX REFERENCE Mar M7-70-73+eK 1/29/20146 atEUSIE es Ire Design•raid for use only with MBek connecters.This deign is based ant,-upon F-vanelers shovn and Is fcr on Indh.tdual buitdng canponent. Apprcabi1h of design parameters and proper incorporation of component Is responsibility of bolding designer-not buss designer.Bracing shoran Is for lateral support of individual vreb members only.Addiconal temporary brachsp to Insure stabitty during consirucron is the responsibttt;of the NCO erector.Add.Sonal permanent bracing of the overdlstructure 4 the resporulblft;01 the buildng designer.Fa general guidance regarding AM1ok mama fabrication.quality control storage.delivery•.erection and bracing,consvll ANSURII Qualify Cdterta,055-89 and BCSI Building Component 818 Saundalde Road Safety Information a•.nrable tram Truss Plate Institute.281 N.Lee Street,Suite 312,Alexandria. A 22314. Edenton,NC 27932 ttSouthern Plne(.P a• r' • s s- - - valu:_ 4 . 1 •s0- s .°L3srIALSS__ Job Truss 'Truss Type Qty Ply AmedarW51-55 Beekman NEW E8245873 J14.00839 TO1A PIGGYBACK BASE 5 1 ,lab_eference(op5onal) Bellevue a55sers Supply. Shcenectady,NY 12308 7.530 a Jul 11 2014 MITek industries.Inc.Fri Jul 10 0925:28 2014 Page 1 I D:UfF kMOORH H Q E3a mQ8H N rFpyLyvy-Q XOKt0ee b8Q hYELSi Vn RYAxF ke3wVg MLxg SZ6Cywu61 I— 9-9-5 I 19.0.0 I 254Sa 32-0ma I 49-10-7 I 50-0•0 5(-l0T6 9-9-5 9-2-11 6-6-3 8.5-3 8-10-1 9-1-9 0-10-8 Scala=1;89.7 800 G 7.00 12 2x4 k BA',-- 4 4 19 6 20 8 axe 4 /. it j \\,,,,,,..., 4x12 Q 3 / 7 2x4 \., A-'''''..\''''' 2z4 /, 8 c 2 s \ d' 19 / �/ /''<:::::''...-'":''':l'' 5x817 ' // ', 22 y6 9 Z''' ''''',,,,,, 11 10 \ .././ V T 8x10 16 15 14 13 12 10x10= 5x8= 54 = 408= 5x8 - 446= 13-6-4 I 25.8.3 i 37-4-1 50-0-0 I 13-8-4 11-9-15 11-9-14 1,2.7-15 Plate Offsets(X,Y)- II:Edge,0-1-101.14:0-5-4,0-3-81 (6:03-10.0-4-11.[10:0.0-0.0.7.101 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In pc) Vdefl Lid PLATES GRIP TCLL 36.5 Plates Increase 1.15 TC 0.97 Vert(LL) -0.32 1-16 >999 360 MT20 169/123 (Ground Snow=50.0) Lumber Increase 1.15 BC 0.77 Vert(TL) -0.73 1-16 >822 240 TCDL 10.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.23 10 n/a n/a BC LL 0.0 Code IRC2006ITP12002 (Matrix) Weight:290 lb FT=20% BCDL 10.0 LUMBER- BRACING. TOP CHORD 2x6 SPF 1550F 1.5E*Except* TOP CHORD Structural wood sheathing directly applied. 7-11:2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 ac bracing. BOT CHORD 2x6 SPF 1650F 1.5E*Except' WEBS 1 Row at midpt 2-16,4-14,5-14,6-14,6-12 13-15:2x6 SPF No.2 WEBS 2x4 SPF No.2*Except* 2-16,8-12:2x4 SPF.S Stud SLIDER Right 2x8 SP No.1 5-4-4 REACTIONS. (lb/size) 1=2911/0-5-8 (min.0-5-7),10=2997/0.5-8 (req.0-5-10) Max Horz 1=372(LC 6) Max Uplift1=336(LC 7),10=-372(LC 8) Max Gray 1=3476(LC 17),10=3580(LC 17) FORCES. (Ib)-Maximum Compresslon/Maximum Tension TOP CHORD 1-17=-5881/545,17-18'--5637/546,2-18=-5293/577,2-3=5125/555,3-4=-4721/607,4-19=3449/462,5-19=3448/463, 5-20=3448/463,6-20=-3449/462,6-7=-0484/582,73=-4B31/546,8-21=-4923/534,9.21--5223/509,9-22=5219/499, 10-22=5484/498,10-11=-24/0 BOT CHORD 1-16=50114800,15-16=345/3438,14-15=-345/3438,13-14=-155/3373,12.13=155/3373,10-12=-299/4367 WEBS 2-16=12711390,4-16o-193/1489,4-14=297/701,5-14=-10551275,6-14=270/782,6-12=-169/1161,8-12=963/349 NOTES- 1)Wind:ASCE 7-05;90mph;TCDL=6.0psf;BCDL=6.Opsf;h=30it;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1,Lu=50-D-0 3)Unbalanced snow loads have been considered for This design. !! OF N Eby 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 38.5 psi on overhangs �v r-,-, non-concurrent with other live loads. Q' d_1:.LAS 5)Provide adequate drainage to prevent water ponding. CO P� Sii��F. 6)This Voss has been designed for a 10,0 psi bottom chord live load nonconcurrent with any other live loads. * . " -2 7)WARNING:Required bearing s ze at joint(s)10 greater than input bearing size. A;�`i, �, r 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 336 lb uplift at joint 1 and 372 lb uplift at LU �,/ Irv( i jo1n110. Ilii(_.+�1cc16.4e� 9)This truss is designed in accordance with the 2008 International Residential Code sections R502.11.1 and R802.10.2 and referenced .' :-... {.- LCI., standard ANSI/TPI 1. "'` LOAD CASE(S) Standard SOA 0851'1 1 j V R°�EsstioN� July 18,2014 AL WAF7DAAr-Varifydurgn paramemrs and NEW MMES ON 7lffS'AND fACZUDED NI7E7r RSFFJZ'MEDAGE M7--7473 rec 1JL9/2Ci4BEFORE USEENGINEERIrrO Design void for use ont.with Mlfek connector >.fib design b based only upon poramel> sho.n.and Is for an rdivtdual bu8ding compor.en•. App8cab0y of design Parameters and proper IncorpJratlon of component is responab9t;of butding designer-not truss deYgner.Srodng dx n Ls for lateral support of Lodflcisalweh members only.AddISonal tema' por .g 'unating to e°slabey during tonin Cron Y the responstbltty of the ermtor.Additional permanent bracinp ci the o'eraS shucttre Is the responsibat,'of the buidrg design'.Far general Oda nee regarding A 1.1 Tex AiSlolu fabdcafon.quarly control storage.delver;;erectbn and bracing.consult ANSVTPIt Quafty Criteria,055-89 and SCSI Building Component oundsitle Road Safety Information a ratable from'truss Plate Institute.281 N.Lee Street.Suite 312.Ala aloha 1.A 22314. 8816 18 SSon.NC 27Ro2 HSgyg ern PinetSPltumb •is•o eealnn ed,the desten 'u es ere those effes-Jve 06/01/2013 beALSC _ Job Truss Truss Type Oty Ply Ameder/51.55 Beeman NEW E8245674 J14-00939 7018 PIGGYBACK BASE 2 1 lab R6ferenc rb65RDINT Bellevue Builders Supply, Schenectady.NY 12308 7.530 S Jul 11 2014 MITek Industrtea,Inc Fri Jul 18 09:28:292014 Pape 1 ID:UIFkMOORHHQE3om08HNrFpyLyvy-vkyl4MfGMSZYAOSLGDIg5000E2OZE4eUAJCBfeywu60 I 9.9.5 1 19.0-0 I 25.8.3 , 32-0-6 1 41.3.1 I 48-0-0 iso 10-e i 9-8-5 9-2-11 6.8-3 66.3 9-2-11 8-8.15 2-10-8 Scale=1:88.1 6x10 i yl4 I I 7.00 12 8x8 4 19 5 20 6 5x8 /', \\777' -...,\ \ 4x12 3 \�,, 7 2x4 \\ +' ..S2 4x8* a 2 •,,7 / �\ 8 0 18 iii., 1 s- 3x6 1 .i- s- 17 -17 22 4' \V / X..s,.. i N 8x10 i = 18 15 14 13 12 11 5x6= 5x6= 4x8= 5x6= 4x4= 6x8= I 13-8-4 I 25-6-3 I 37-42 I 45-0-0 I 13.8-4 11-9--15 11-9-15 10-7-14 Plate Offsets(X,V)— J1:Edoe,0-1-101.14:D-5-4.0-3-81.16:0 3-12,0.4-21 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Lid PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.99 Vert(LL) -0.30 1-16 >999 360 MT20 169/123 (Ground Snow 50.0) Lumber Increase 1.15 BC 0.75 Vert(TL) -0.70 1-16 >817 240 TCDL 10.0 Rep Stress nor YES WB 0.80 Horz(TL) 0.19 11 n/a n/a BCLL 0.0 Code IRC2006/iP12002 (Matrix) Weight:281 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2"Except" TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-6,1-3:2x6 SPF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. BOT CHORD 2x6 SPF 1650F 1.5E WEBS 1 Row et midpt 2.16.4-14.5-14,6-14,6-12 WEBS 2x4 SPF No.2"Except" 2 Rows at 113 pts B-11 2-16,8-12:2x4 SPF-S Stud,8-11:2x4 SPF 1650F 1.5E REACTIONS. (lb/size) 1=277710-5-8 (min.0-5-3),11=3088/0-5-8 (req.0-5-13) Max Horz 1=-401(LC 5) Max Uplift1=326(LC 7),11=-452(LC 8) Max Gray 1=3315(LC 17),11=3698(LC 17) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-17=-5557/527,17-18=-5333/528,2-18=4989/559,2-3=-4820/537,3-4=-4416/589,4.19=30891440,5.19=3089/440, 5-20=-3089/440,6-20=-3089/440,6-7=-3636/483,7.8=4011/447,B-21=1711148,21-22=-223/118,9-22=-383/113, 9-10=0/148,9-11=-772/306 BOT CHORD 1-16=-494/4542,15-16=356/3172,14.15=-356/3172,13-14=17112923,12-13=-171/2923,11-12=136/3304 WEBS 2-16=1279/391,4-16=195/1496,4-14=397/583,5-14=-1070/280,6-14=265/918,6.12=-83/521,8-12=-305/353, 8-11=_4217/305 NOTES- 1)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.0psf;h�Oft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1.Lu=50-0-0 3)Unbalanced snow loads have been considered far this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs ��OF Neil/Y non-concurrent with other live loads. O 5)Provide adequate drainage to prevent water ponding. Q' �C J qS 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CO CZ-- -,..w,--- � SVj. rc 7)WARNING:Required bearing size at Joint(s)11 greater than Input bearing size. • I 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 326 lb uplift at joint 1 and 452 lb uplift at * k {•‘. 9 Joint 11. _ .9' Iii!';,.:4‘.0,"":„ , s 9)This truss is designed In accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced . ) Wf standard ANSIITPI 1. 11 `J ;J� - I. LOAD CASE(S) Standard �V O 085110 F`- A., 0851-0 July 18,2014 A WAANrrrr-y,frydeslan yrnmeten and.:E10 977ES ON tMSAHD IN3U0ED MTE7C RFFFAEAxfPAOF 1177•1473 ren!/29/ZO148ffORfUSE — - TRENCO Iw:BY .-. .Deign vod fcvifr use ont. h Web corxnectoz.Thisdesign a based only upon paramelen shout.,and Is for an Ind;idealbuilding componenl. Applcabil;of derin parameter and properincorporation of component Is responsibility of building desgner-nol tons designer.Bracing shcvn Y Icr lateral support ofindividual web members only.Add1'ioncl temporcr.brachg to Insure stabilty during corulnscten Is the rosponsiblity of the erector.Additional permanent bracing a!theo.oral shuctue is the resparnibiry of the b:4;dng designer.r-m genre'guidance regardng Slolo fabrication,quell;control sir rage.det:ery.erection and broang,consul! ANSI/TPIt Ovally Criteria,055-89 and SCSI Bu0ding Component Safely Information available from Truss Plate Instttute.201 N.lee Street.Sure 312.Ale merle.,VA 22314. 818 Soundside Road Fr So uthem Plne ISO lumber Is scuttled,the cleslce vi tuts are them eleciam 05/01./Z01.3 trvALSC _..-_ Edenton,NC 27832 Job Truss Truss Type Qty Ply Anedorel51.55 Beekman NEW E5245875 J14-00939 TO1C PIGGYBACK BASE 2 1 Job Refereooe_(4ptionall Bellevue Bala,Supply,. Schenectady.NY 12306 7.530 s Jut 112014 MRek Industries,Inc. Fd Jul 18 09:28:302014 Page 1 ID:UfFkMOORHHQE3omQ8HNrFpyLyvy-NwW411gu7mhPoYlYpwgvdblb_Sm_zXuePzxgB5ywue? •0(10,8 9-9-5 1 19-0-0 I 25.8.3 1 32.0-8 1 41-3-1 1 413-4-0 150.10.8 0-10-'8 9.9.5 9-2.11 8.8-3 683 9-2-15 8.8-15 2-10-8 Scale=1:87.9 6410 • 2x4 1. 8.48 7.00 12 5 20 6 21 7 �\ 4 a • - 1 5x8 i /� // \\ 4x12 1 B • 2x3\\ 4 r // .8 1�.\9x8 ao'n •/. rr R • ,. 19 // / \�\ 3x8 1i1 r le \� z3 I. 10 12 !' // 11 2to r o ni • 8x10= 17 18 15 14 13 12 6x8= 6x6 = 4x8= 5x8= 4x4= _ 1 13-8-4 25-8-3 1 37-4-2 1 48-0-0 1 134-4 11-9-15 11-9-15 10-7-14 Plate Offsets fX,Y)- f2:Edge•0-1-101.15:0.5-4,0-3-81.17:0-3-10•Edoel LOADING(psi) SPACING- 2-0-0 CSI. DEFL in (bc) 3defl Lid PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.99 Vert(LL) -0.30 2-17 >999 360 MT20 169/123 (Ground Snow=50.0) Lumbar Increase 1.15 BC 0.74 Vert(TL) -0.69 2-17 >833 240 TCDL 10.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.19 12 n/a n/a BCLL 0.0 BCDL 100 Code IRC2006/TPI2002 (Matrix) 1 _ _ Weight:283 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 5-7,1-4:2x8 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 SPF 1650F 1.5E WEBS 1 Row at midpt 3-17,5-15.6-15.7-15,7-13 WEBS 2x4 SPF No.2'Except' 2 Rows at 1/3 pts 9-12 3-17,9-13:2x4 SPF-S Stud,9-12:2x4 SPF 1650F 1.5E REACTIONS. (Ib/size) 2=28858-5-8 (min.0-5-6),12=3087/0-5-8 (req.0-5-13) Max Horz 2=-396(LC 5) Max Uplift2=-380(LC 7),12=452(10 8) Max Gray 2=3424(LC 17),12 3697(LC 17) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31,2-18=-5548/523,18-19=53241523,3-19=_4980/554,3-4—4812/533,45=-4408/584,5-20=4087/439, 6-20=-3086/439,6-21=-3086/439,7.21=3087/438,7-8=-3634/482,8-9=-4009/446,9-22=-171/148,22-23=-012/118, 10-23=383/113,10-11=0/148,10-12=-772/306 BOT CHORD 2-17=493/4533,16-17=-355/3169,15-16=-355/3169,14-15=-171/2921,13-14=-171/2921,12-13=-135/3302 WEBS 3-17=1275/388,5-17=190/1488,5.15 95/584,6-15=-1071/200,7-15=-265/918.7-13=-83/528,9-13=315/353, 9-12=4216/305 NOTES- 1)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.0psf;h=30ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow):Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1,Lu=50-0-0 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psi'or 1.00 times flat roof load of 38.5 psf on overhangs ��OF NEW _ non-concurrent with other live loads. 5)Provide adequate drainage to prevent water pond ing. x- A.R--,S 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CO Q . •s/��.� 7)WARNING:Required bearing size at joint(s)12 greater than input bearing size. * �� .v-• 9 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 380 lb uplift at joint 2 and 452 lb uplift at �� joint 12. - }.rrHti� W 9)This truss is designed in accordance with the 2006 International Residential Code sections R502,11.1 and R802.10.2 and referenced fl i di'-� W standard ANSA TPt 1. s`� _• LOAD CASE(S) Standard LSI, 6851-41 /�� R()FES S koNP� July 18,2014 ,e,KARMN6-YeriTy dr-sista parmaten and READ 807[;ON nrISAND MEWED MI TEC REFERENCE RAGE sip len roe 1/21/20!1 BEFORE WE ENI1NEERIND BY Design.crd for use crily with Mlfek connectors.This deign is based only upon poromelers shown and is for an Ind iduol building component. Apprcabi5t,of design parameters and proper incepomtion of component is responsibity of building design°'-not frog designer.BrecInC shos n I:for lateml support of individual cpb members only.Additional temporary bracing to Insure slebit•during corstrucl'icn b the responsibility of the erector.Addtonol permanent bracing of the o.eral structure is the responsibility of the building de,signer.For general gu'dance regardhg Mack 506515 fabicallc a.guar;Control.storage.dell-ery.erecl:on and bracing.consult ANSI/INT Quality Crttee1a.DSB-89 and BCSI Wading Component 818 Soundsitle Road Solely o Information va".able from Truss Plate Institute.281 N.Lee Street.Suite 312 Alexandria.VA 22314. If Southern Pine tSPl:umber I_saetleed,thedeulm values are those efect:ee.06101/2013 beALSC Edenton,NC 27932 Job Truss Truss Type Qty Ply Amedare/51-55 Beekman NEW E8245576 J14-00939 TOI0 PIGGYBACK BASE 9 1 Job Reference(onttonell Bellevue Befrckrs Supply, Schenectady,NY 12306 7.530 s Jul 112014 Wok Industries,Inc.Fri Jul 18 0928:31 2014 Pape 1 I D:UfFRMOORHHQE3omQ BHNrFpyLyvy-B4T V2hWu3pGPbkNeLBApZob92Fl_1 nddhD)xywu6_ 41 9-9-5 &8.5 I 180.0 2563 I 32-0-6 i 37-8•0 0.11 9.2.11 8$3 8$3 5-7-10 Scale e 1:72.5 Bat 2x4 II Bxs= 7.00 12 5 8 18 17 7 r r 3x6 I 4x8 G /-, / \\8 2x4\\ •1..) r / -r 3 / 4. D .L j/ 4 s/1 • ,/ a 14 \ //I' /// Nt• o5 \ / 212/ LJ .4 6x10= 13 12 11 10 9 6x8= 458= 8x8= 4x8= 8x6= I 130.4 I 256.3 I 37-8-0 I 13.8.4 11-9-15 12-1-13 --Plate Offsets(X,Y)- [2:0-0.0,0-0.91,15:0.3-5,Edge],[7:0-4.0,0.3-31 i_ LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Ion) Vdefl Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.87 Vert(LL) -0.24 2-13 >999 360 MT20 169/123 (Ground Snow=50.0) Lumber Increase 1.15 BC 0.99 Vert(TL) -0.62 2-13 >718 240 TCDL 10.0 Rep Stress Inc: YES WB 0.80 Horz(TL) 0.10 9 n/a n/a BCLL 0.0 Code IRC2006/TP12002 (Matrix) Weight:228 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 1-4:2x6 SPF 1650E 1.5E end verticals. BOT CHORD 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SPF No.2*Except' WEBS 1 Row at midpt 3-13,5-11,6-11,7-11,8-9 3-13:2x4 SPF-S Stud,5-13.7-9:2x4 SPF 1650F 1.5E 2 Rows at 1/3 pts 7-9 REACTIONS. (Ib/size) 2=2290/0-5-B (min.0-4-4),9=218010-5.8 (min.0-3-10) Max Horz 2e512(LC 6) Max Upilft2=-324(LC 7),9=-205(LC 7) Max Grav2=2728(LC 17),9=2319(LC 17) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31,2-14=-4227/416,3-14=-4003/447,3-15=3488/426,4-15=-3396/427,4-5=30791477,5-6=1813/314, 6-16=-1810/314,16-17=1811/314,7-17=-1813/314,7-8=-238/210,B-9=415/160 BOT CHORD 2-13=-592/3411,12-13=-451/2006,11-12-45'1/2006,10-11=-258/1010,9-10=258/1010 WEBS 3.13=-1319/392,5-13=195/1526,5-11=-924/203,6-11=-1115/296,7-11=246/1601,7-9=-2263/426 NOTES- 1)Wind:ASCE 7-05;90mph;TCDL=6.0psf;BCDL=6.Opsf;h=30ft,CaL II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever lets and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL-1.33 2)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf=38.5 psf(Bat roof snow):Category II;Exp C;Partially Exp.;Ct=1.1,Lu=50-0-0 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs non-concurrent With other live loads. E r 5)Provide adequate drainage to prevent water ponding. V Q (1/ 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. .c O9 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 324 lb uplift at joint 2 and 205 lb uplift at Q` .\\1.-R. 'gSs/ Joint 9. � _Q lr T� `f 8)This truss is designed in accordance with the 2006 international Residential Code sections R502.11.1 and R802.10.2 and referenced * A standard ANSI/TPI 1. .LOAD CASE(S) StandardtWh'4k eco 0851 Al Q,�� July 18,2014 ,jt.VIARNIAr-Verify design panarerors and READ N07ES ON MS AND INCLUDED WI EXDEFFREACE PAGE NI7-1413 nw1/29/2014 BEFORE ULE TRENCO Design-old for use only s.-.ilh 1.Tek connectors.Thtr design k based ornt;upon parameters sho.01.and Is for on Ind ideal building component. Applicab4t;at design parameters and proper Incorporation of Corns-anent Is responsbdd;of building desgner-not truss designer.Bracing she'-n Is for later,sl suppod of individual verb members only.Additional temporary bracing In inwre statrlt;during construction Is Inc responsibSlity of the erector.Addrrwral permanent bracing c I the o.oral stnrchre Is the resoonsiblity of the building designer.For general co/Armee regarding A MITek AMlgle tobdcat'ron.wall,control storage.deMery,erection and b Oc110.coreutl AN51/T11 Qualtly Crgede,051-39 and SCSI Building Component 818 Sorandsde Road Safety Inlarmatton a nlable from Tess Plate!astute.261 N.Lee Skeet,Suie 314 Ale.a•-ndria,Y A 27314. Edenton NC 27932 If Southern pine fSPlWLrrtteLis.SP_ a+• •_i-;sn � a those.� J I _- Job Truss Truss Type Qty Ply IAmedare/5l-55Beelxnan NEW E6245877 J14-00939 TOIDGE GABLE 1 1 4o02.eference_100on Bellevue Bue'ders Supply, Schenectady,NY 12308 7.530 a Jul 11 2014 MTek Industries,Inc.Fri Jul 15 09:29:3:2014 Page 1 I D:UfFkMO0RHH0E3om08HNrFpyLyvy-nVCDwkimPh3_f917V2NdFE/HLfwiA0E45xAl(nPywu5y 4{•1 1&0-0 I 32-0-6 I 37-8-0 I 0.1 19-0-0 13. 6 5-7-10 Scde=1:75.8 4x6= 458.-- 7.00F 7.40112 13 14 15 ld 17 48 18 4719 20 21 11 �\ 3x6 II 4x8 1,,,,C14 -.-.4' 0 23 I 24 89 7 r Je g g 6 R lj 11 5 • 4 4 3 2 V B 13 8 8 8 B r rIV fr Ir 9 V 4x5= 45 44 43 42 41 40 39 37 36 35 34 33 32 31 30 29 28 27 26 25 383x6 II 4x8= 4x8= I 17-8,0 _ i 37-&0 Plate Offsets(X,Y)- f8:0-2.7.Edge),f13:0-4-0.0.3.3L 120;0-4.0,0-3-31 .,_-- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Ude Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.28 Vert(LL) 0.00 1 nlr 120 MT20 1691123 (Ground Snow=50.0) Lumber Increase 1.15 BC 0.16 Vert(TL) 0.00 1 nil- 90 TCDL 10.0 Rep Stress Ina YES WB 0.31 Horz(TL) 0.00 25 n/a n/a BCLL 0.0 Code IRC2006/TP12002 (Matrix) Weight:317 lb FT=20% BCPL 10.0 --- LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except BOT CHORD 2x6 SPF No.2 end verticals. WEBS 2x4 SPF No.2 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2'Except' WEBS 1 Row at mldpt 24-25,10-39,11-37,12-36,14-35,15-33, 3-454-44,5.43,6-42,7-41:2x4 SPF-S Stud 16-32,17-31,18.30,19-29,21-28,22-27, 23-26 REACTIONS. (Ib/size) 25=50/37-8-0 (min.0-7-15),2=224/37.8-0 (min.0-7-15),45=284/37-8-0 (min.0-7-15),44=220/37-8-0 (min. 0-7-15),43=237/37-8-0 (min.0-7-15),42=236/37-8-0 (min.0-7-15).41=227137-8-0 (min.0-7-15), 40=240137-8-0 (min.0-7-15),39=232/37-8-0 (min.0-7-15),37=235/37-8.0 (min.0-7-15),36=232/37-8-0 (min. 0-7-15),35=234/37-8-0 (min.0-7-15),33=234137-8-0 (min.0-7-15),32=234137.8-0 (min.0-7-15), 31=234/37-8-0 (min.0-7-15),30=234/37-8-0 (min,0-7-15),29=234/37-8-0 (min.0-7-15),28=233137-8-0 (min. 0-7-15),27=246/37-8-0 (min.0-7-15),26=174/37-8-0 (ruin.0-7-15) Max Horz 213(LC 6) Max Upllf125=6(LC 6),2=-132(LC 5),45=-98(LC 7),44=-67(LC 7),43=68(LC 7),42=-69(LC 7),41=-65(LC 7),40=-71(LC 7),39=-71(LC 7),37e68(LC 7),36=74(LC 6),35e_72(LC 6),33=-60(LC 5),32=-56(LC 5),31=-55(LC 5), 30=-58(LC 5),29=-68(LC 6),28=-8(LC 6),27=31(LC 8),26=-145(LC 8) Max Gray 25=77(LC 17),2=244(LC 6),45=284(LC 13),44=287(LC 17),43=369(LC 17),42=387(LC 17),41=352(LC 17), 40=373(LC 17),39=362(LC 17),37=372(LC 17),38=283(LC 17),35=350(LC 16),33=370(LC 16),32=363(LC 16) ,31=363(LC 16),30=370(LC 18),29=350(LC 16),28=2B4(LC 17),27=389(LC 17),26=272(LC 17) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31,2-3=-479/293,3-4=-418/275.4-5=379/271,5-6=340/266,6-7=300/261,7-8=-262/250,83=-251/256, 9-10=722/251,10.11=184/247,11-12=-145237,12-13=80/216,13-14=93/227,14-15=93227,15-18=-93/227, 16.17=93/227,17-46=93/227,18-46=93/227,18-47=-93/227,19-47=-93/227,19-20=93/227,20-21=-78/216, 21-22=110/222,22-23=-114/177,23-24=135/183,24.25=-129/170 Of NE j. BOT CHORD 2-45=86/111,44-45=86/111,43.44=-86/111,42-43=66/111,41-42=86/111,40-41=86/111,39-40=86/111, �.` 6,6,, k-1,55 38.39=-86/111,37-38=86/111.36-37=-86/111,35-36=66/111,3435=86/111,33-34=86/111,32-33=86/111, " S' 31.32=86/1t1,3031=86/111.2930-86/111.28-29=86/111,27-28=86/111,28-27=86/111,25-26=86/111 CO 1r .i WEBS 3.45=224/119,4-44=254/91,5-43=327/92.6.42=327/93,7-41=312/89,9-40=333/95,10.39=-322195,11-37=332/90, //��,�a` 12-36=243/98,14-35=310/98,15-33=-330/84,16-32=323/80,17-31=323/79,18-30=-330/82,19-29=310/90, * ilt►.-.O �.%`- 21-28=245/38,22-27=347/73,23-26=243/30 r- ,.f. r CC NOTES- r �J'�} 1)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.0psf;h=30ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever % left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 0 2) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry OA 085111 Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 'YoN " fi 3)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;C1=1.1,Lu=50.0-0 FS SI 4)Unbalanced snow loads have been considered for this design. July18,2014 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs CoAtillfERMillgitvith other live loads. Nr+1RJlr11G-Vonlydeugx,Penaretrrs and READ FATES ON IMS AM)rNC7.L91E01KrTEN REFERENCE PAGE t/17-7473 re l/29/20U BFF0.4FUSF. - Etr-FINEEura BY Design void far use ony whn;Cie*connectors.Thh design is based only upon parometers sho•is.and is for an Ind-Admit bulidhg corrponenl. Apprcabrel y or design parameters and proper incorporalton of component is re:porubiiy of buld'rg designer-not Ins designer.Bracing shown is for Ialeral support of irdl.idual nab members only.Additloncl terrpaory bradng to Insure lrablfty during construcfon Is the responsibility of the NCO erector.Additional permanent bracing of the o sural rructure is the re.ponsibril,-of the bolding designer.For general gudorsce regarding A MI El Aiillale fabication.guard),control.storage,dervcry,erection and bracing.consult ANSI/MI Quality Criteria,DSI-89 and SCSI Building Component at ndsido Road a Sau Safely Information a globe from Truss Plcte Du9tt,fe,281 N.Lee Sheet.Suite 312,Ale:andria,VA T 314. 818 SauEderdon.NC 21932 NSou>'J1Jem Pino(P:urberlss.ecln . d I.:,.. , .0 s,-, •.. . 0s . A. ...____..___ .- Job Truss Truss Type Qty Ply Amedorr'51.55 Beekman NEW E_8245877 .114-00939 TO1DGE 'GABLE 1 1 Raloronco(optional) Bellevue Widen Supply, Sdsnededy,NY 12308 7.530 a Jul 11 2014 Mink industries,Inc.Fn Jul 18 0W.2&33 2014 Peps 2 ID:9tFkMOORHHQE3omQ8HNrFpyLyvy-nVCDwkimPh3 t l7V2NdFEfHLfwLA0E45xAKnPywu5y NOTES- 6)Provide adequate drainage to prevent water ponding. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live bad noneonpurent with any other live loads. 11)Provide mechanical connection(by others)of truss to bearing plate capable of wllhstanding 6 lb upldt at joint 25,132 lb upift at Joint 2,98 lb uplift at joint 45,87 lb uplift at Joint 44,66 lb uplift at joint 43,89 lb uplift at joint 42,85 lb uplift at joint 41,71 lb uplift at Joint 40,71 lb uplift at joint 39,86 lb uplift at joint 37.74 lb uplift at joint 36,72 lb uplift at joint 35,80 lb uplift at Joint 33,58 tb uplift at joint 32,55 lb uplift at joint 31,58 lb uplift at joint 30,68 lb uplift at joint 29,8 lb uplift at Joint 28,31 lb uplift at Joint 27 and 145 lb uplift at joint 28. 12)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIJTPI 1. LOAD CASE(S) Standard 4'wl = - .A.WARNTAG-.•ver dusty.panmean and READ M.755CN MR ARO PRZLIDED kf7TEK EEFEREA E PAGE 74II-7473 iea 1/29/2914 s0fOREWE TEN 1tEal1N: 0 Design void for use only v.Th f Wink comeeton,19*design k ba.ed only upon pratsrnetan stwvsi and It for on individual building convener Acaecab'ny at deign parornaten and proper invpaaltor of cormorant k rmporebif,of bsadkg destine'-not fuss deet re,-.Btackn0 vin.^ Iz r:r lateral sjpporl of i+dlf iduol•.eb member only.Additiawl temoaory brocng to Imre malty dJdrg constnR:Man k the respae'bi y of the erecta.Add;?lona permanent aocng of Iho o%eral:euchre Is the resporable c t the btfdng designer.Fa-general guidance regad'ng A Nltok..able fobncafi=quay"control stacge.de9,er. 24'.erection and bractrg.consult ANSV1PII QuaSy Canna,056-09 and SCSI Bolding Component SafSafety ^a Inlormatlon a'able from Truss Plate Institute. 1 N.Lee Street,Suite 312.Alexandria.VA 7,114. 918 So.ndside Road ,, - • , • n u . : rsign»toes,^'lkosa effer.re OSL01l2C t3 ttyALSf Edenton,NC 27932 Jab Truss Truss Type Qty Ply i Amedere/51.55 Beekman NEW E5245878 J14-00939 TOPE PIGGYBACK8ASE a I Job Reference Rottener) Bellevue BueJers Supply, Schenectady,NY 12308 7.530 a Jul 11 2014 MRek Indusldes,Inc.Fri Jul 1809:28:342014 Page 1 ID:UIFkMOORHHQE3amQ8HNrFpyLyvy-Fhmb74jPA BrG9KJ2muS0RBJS38avL0DKbvtJsywu5x I 9-9.5 19-0-0 I 254 I 32-1)5 i 41-3-0 I 49-9-2 513-112 8 9-9-5 9-2-11 63 8-8-3 9-2-11 8.8.2 i-1- Scale a 1:88,9 axle 4 7.00 I lL- 2x4 I Bale 4 20 5 21 6 5x13 i !L� //�\\ / / 5x8 // 7 3 / 2x�\\ ' \ 5oS iQ 8 • • ,a y;'// 22 78t. 23 1 /, r, \/ 8 10 8x8 = 17 16 15 14 13 12 11 5-8= 4x8= 5x9— 4x6= 5x8= 5x10= 3X4 !I I 13.8.8 I 25-6-3 I_ 374-0 1 43-6•4 I 49.9.2 l 139-5 11-9-13 11-9-14 6.1.4 83.14 Plate Offsets(X,Y)-- (1:Edge.0.1.101,14:0-50.0-3.71.16:0-4-1,0-3-81,18:0.2-8,0-2-41.19:0-3-8.03-121 LOADING(psi) SPACING- 2-0-0 CSI. DEFL, in (lac) Udee Lid PLATES GRIP TCLL 38.5 Plates Increase 1,15 TC 0.89 Vert(LL) -0.27 1-17 >999 360 MT20 1691123 (Ground Snow=50.0) Lumber Increase 1.15 BC 0.69 Vert(TL) -0.65 1-17 >794 240 TCDL 10.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.13 11 n/a n/1) BOLL 0.0 Code IRC2006/TP12002 (Matrix) Weight 286 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x8 SPF No.2'Eccept' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 1-3,7-10:2x6 SPF 1650F 1.5E end verticals. BOT CHORD 2x6 SPF 1650F 1.5E'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 14-16:2x6 SPF No.2 WEBS 1 Row at midpt 2-17,4-15,5-15,6-15,6-13,8-12 WEBS 2x4 SPF No.2'Except* 2-17,8-13,9-12:2x4 SPF-S Stud REACTIONS. (Ib/size) 1=2498105$ (min.0-4-11),12=3159/0-5-8 (req.0-6-0),11=240/0-5-8 (min.0-1-8) Max Horz 1=-381(LC 5) Max Uplift 1=-302(LC 7),12=315(LC 8),11=108(LC 8) Max Gray 1=2975(LC 17),12-3837(LC 17),11=319(LC 15) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-18=-4863/482,18-19=-4687/482,2-19=-4343/513,23=4172/491,3-4=-3765/543,4.20=2487/386,5-20=24841388, 5-21=-2484/366,6-21=-2487/386,8-7=1866/371,7-8=2262/320,8-22=29/802,22-23=-531434,9-23=741406,9-10=0/60 ,9-11=-272/146 DOT CHORD 1-17=-49813993,16-17=359/2604,15-16=35912604,14-15=-180/1949,13-14=180/1949,12-13=0/1012,11-12=71/360 WEBS 2-17=-1300/392,4-17=-197/1514,4-15=-626/305,5-15=-1091/277,6-15=256/1223,6-13=-1039/276,8-13=158/1350, 8-12=3835/360,9-12=-745/220 NOTES- 1)Wind:ASCE 7-05;90mph;TCDL=6,Opst;BCDL=6.Opsf:h=30ft;Cal.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pg=50.0 psi(ground snow);Pf=38.5 psf(eat roof snow);Category II;Exp C;Partially Exp;Ct=1.1,Lu=50.0.0 3)Unbalanced snow loads have been considered for this design. OF N E fv 4)This taus has been designed for greater of min roof live load 0116.0 psi or 1.00 times flat roof load of 38.5 psf on overhangs .c� non-concurrent with other live bads. Q' ott R•�S �,e1 5)Provide adequate drainage to prevent water ponding. co' Pr "12- -xl- 6)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. * �q' ter'_! R9 7)WARNING:Required bearing size at joint(s)12 greater than input bearing size. s',...-00,-,er.� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 302 lb uplift at joint 1,315 Ib uplift at joint 12 ,/ t' and 108 lb uplift at joint 1 i. `r�aa 9)This truss Is designed In accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced y `\ 1` - tL standard ANSUTPI 1. N � �z LOAD CASE(S) Standard �0A 085111 4// V July 18,2014 n �_;,: - WARNING-Year daska Aerameteand READ NOTESOi MIS AND JTCLUOED MJTE7rRFFFRETCE PAGE M7-7473 ram 1/29/2014 BEFORE UJ_ dlr. NCBy Design'aid for use only with MRek conreclers.Thb design b based only upon parameters shc..a.and is for an individual buedinq component. II.1ppfcabrily of design parameters and prc,>er tree/pore/ion of comprnent is resporulbWt;et buidi-rg designer-not truss designer.Bracing site:m Is for larval suppd o f of hcrviduweb members only.Additional tampon:ay bracing to Insure stably cluing cons/not:or b the responslbfiy cf noerector.Addin:4RA permanent bracing of the overall structure Is the respondd9y of the bulcing designer.For generalguldonce regarding h9 Tet A tarn fabrication,qualy control storage.dee•er;.creclion and bracing,comull ANSI/(P11 QuaISy Criteria,13111-89 and 8051 Building Component Solely In/acne/Son a•aBabe from Truss Plate ka11u'e.281 N.Lee Street.Suite 312.Ale:and'la.?/A 22314. 818 SoundBISS Road If Pine iSPttum'sr Lssnetifted.tha denim never ere those arta Ilse 06/61/2013 byALSC Edenton,N027932 Job Truss Truss Type Qty Ply Nnodorer3l43 Beekman NEW E8245879 J14.00939 TO1ESGE GABLE 1 1 Job Reference lootionell Belewe solders Supply. Schenectady.NY 12306 7.530 is Jul 11 2014 MfTek Industries.Inc.Frl Jul 18 0828:38 2014 Paget ID:UfFkMOORHHOE3omQ8HNrFpyLyvy-C4tMYItficRZW IJhABwkisHkatsHNF2WnvO_Nkywu5v -C.10.8 9-9-5 I 19-0.0 I 258-3 I 32-0-5 i 41-3-0 I 49.6-2 5¢1012 0-108 9-9-5 9-2-11 8.8.3 86-3 9-2-11 86.2 {1-d Scale•1:89.2 858= 7.00 t2 4x4= 668=- 5 47 6 48 7 /r 1 4x8:.....1 '. 9 p\ 5x6 4x5 = \ 4 3 / //3x7 \• 0 46 3x10 \.\ 27 \ ,ur �.. s+ 50 ` — 10 _ 1 ' 8 .1 y 1�2�� / / 3x7 cl i�s 1 t✓r`! s•� -- 14 - Fa! :L `¢ i 16 17 16 15 14 13 12 4x4 - 4x6 - 4x6 = 468 4x4 10x14 = 354 II I 13.8-6 I 25-6-3 I 37-4-0 1 43-5.4 I 49-9-2 I 13.6-0 11-9-13 11.9.14 6.1-4 5-3.14 Plate Offsets(X,Y)-- 12:0-1-6,0-2-51,110:0-2-8,0-2-01,113:0-5.8,0-3-01 LOADING(psi) SPACING- 1-0-0 CSI. DEFL in (lox) 1/deft Lid PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.52 Vert(LL) -0.14 2-18 >999 360 MT20 169/123 (Ground Snow 50.0) Lumber Increase 1.15 BC 0.55 Vert(TL) -0.34 2-18 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.07 12 n/a n/a BCLL 0.0 Code IRC2006/TPI2002 (Matrix) Weight:338 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-6 o0 purlins, except BOT CHORD 2x6 SPF No.2 end verticals. WEBS 2x4 SPF-S Stud'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-18,5.16,6.16,7-16,7-14,10-12:2x4 SPF No.2 WEBS 1 Row at midpt 5-16,6.16,16-19,9-13 OTHERS 2x4 SPF-S Stud JOINTS 1 Brace at Jt(s):19,20,21 REACTIONS. (lb/size) 2=1301/0-5-8 (min.0-2-7),13=1599(0-5-8 (min,0-3-0),12=10210-5-8 (min.0-1-8) Max Horz 2=190(LC 6) Max Uplift2=176(LC 7),13=-157(LC 8),12=-55(LC 8) Max Grav2=1542(LC 17),13=1919(LC 17),12=168(LC 15) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/16,2.45=2450/238,45-46=2338/238,3.46=-21661253,3-0=2081/243,4-5=-1878/268,5-47=-1233/191, 6-47=-1232/191,6-48=-818/151,7-48=-819/151,7-8=722/165,8-9=9201140,9-49=•321402,49-50=-44/256, 10-50=-55/249,10-11=0130,10-12=-14.4/74 BOT CHORD 2-18=-246/1991,17-18=-177/1300,16-17=-177/1300,15-16=-10411100,14-15=10411100,13-14=-19/746,12-13=38/190 WEBS 3-18=647/195,5-18=-96/752,5-16=313/151,6-16=289238,16-19=92/328,7-19=-94/347,7-20=408/127, 14-20=410/128,14-21=68(554,9-21=-83/513,9-13=1660/154,10-13=-384/112,6-19=-491/63,19-20=-480/80, 20-21=477/59,13-21=475/58 NOTES- 1)Wind:ASCE 7.05;90mph;TCDL=6.0psf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. OF N E 1w, 3)TOLL:ASCE 7-05;Pg=50.0 psf(ground snow);PF=38.5 psi(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1,Lu=50-0-O .`i R `V rO 4)Unbalanced snow loads have been considered for this design. Q $ 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs COQ Q� „Ss. -/�. non-concurrent with other live loads. * (tQ ,I / �9 •te 6)Provide adequate drainage to prevent water ponding. 7)All plates are 2x4 MT20 unless otherwise Indicated. _ *•r`f l a 8)Gable studs spaced al 2-0-0 oc. ir •r ' 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1e C. �� Z 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 178 lb uplift at joint 2,157 lb uplift at joint S '" 13 and 55 Ih uplift at joint 12. 11)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced �4 085111 7_ standard ANSI/TPI 1. /951OVs' LOAD CASE(S) Standard July 18,2014 Ji 17ARNIAU•Yerlrrdn-Jga pan ealas arm RE4D NOTES ON IFIT AND IhaUDEa POr9rREFERD'F.-E FACE WI-7473 rex J/7.7/2027 eEFOCF USE EI"IYFF.n1Ex33Y - Deslgn valId for we ordy‘Oh Witch connectors.T is deaBn h based col,-upon par ten eha..ns and is Fa an Individud butdlrg carponent. ApPradlll,of deign parameters and properIrcorp ration of component d respornbrdy of buleing debgnr-not tens designer.Brocin�sho�..r u for laterd support of Ind id.rd k,eb members only.Addtlianal tempora•y broc'ng to insure stobirly cluing constndlion is the responsibility cr the erector.Addional permanent bre dn,of the o'Kro1 structure Is the responslb4l,of the txr8ang designer.For generd gi/dance regarding A 1,91ak Alli;la:r. tobrkotbn.coolly control,stologe,delUety,erec`bn and bracng.consult ANSI/IPI1 Qua!l)r CrBarla.D51A7 and SCSI Building Component 918 Saunddde Road Sakti Information )laaloble from Toss Plate Initltuie.291 N.Lee"beet Suite a 05/.1u..ar,dfo. A 22314. Edenton,NO 27932 ItSei7fremPineISP)Prmbe.C_rsspe.rl ,theaeslrnvetoesarethoseeffettive06/J1/IOr3bvA15C _____ Job !Truss Truss Type Qty IPty Amadorer51.55 Beekman NEW E8245880 J14-00929 TOIF PIGGYBACK BASE 2 1 I Job Reference(optional] Bellew*Builders Supply, Schenectady,NY 12308 7.530 s Jul 112014 MfTek Industries,Inc.Fri Jul 1809:25:382014 Page ID:UfFkM00R HHQE3omQ8HNrFpyLyvy-5T76zRmvEDhHlne4HczoyHM_dgVhr6npEDt5Sdywu5t I 9.9.5 I 19-0.0 I 25-&9 32.0-5 I 41-6-4 1 49-92 SC�OI2 9-9.5 9.2-11 a-e-s 6-6-3 9-4-15 8-3-14 1-1• Scale,1:891 Bxb 7.00 Ni 2x4 II 8x10 4 20 5 21 a a 5x8 i 3 �/ .� \ 4x12 . 2x4\\ // 5x8 2 e Le �/ F •/ •l, �•; 2 19 j% 22 r 954\ 18 / 23 5xa yr // (,. / 11 1 //" 10 v T 1 f 6x10= 17 18 15 14 13 12 4x12 II 5x6= 4x6= 5x8= 4x8= 6so8= 3x8 i I 13-818 25-8-3 I 37-49 1 41-5-4 1 49-9-2 I 138.8 11-9.13 11-9-14 4-1-4 8-3.14 Plate Offsets(X,Y)- 11:0-0-4,0-0-51.14:0-3-12,0-3-121 16:0-4-6,0.3.121,18:0.2-8,0.2-01.110:0-9.8.0-0-21 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (lac) Vdefl Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.95 Vert(LL) -0.27 1-17 >999 360 MT20 169/123 (Ground Snow=50.0) Lumber Increase 1.15 BC 0.68 Vert(TL) -0.65 1-17 >763 240 TCDL 10.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.12 10 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2006ITPI2002 (Matrix) Weight:294 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2'Except' TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc purlins, 1-3:2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. BOT CHORD 2x6 SPF 1650F 1.5E'Except' WEBS 1 Row at mldpt 2-17,4-15,5-15,6-15,6-13 14-16:2x6 SPF No.2 2 Rows at 1/3 pts 8-12 WEBS 2x4 SPF No.2'Except' 2-17.8-13.8-12:2x4 SPF-S Stud SLIDER Right 2x8 SP No.1 4-11-5 REACTIONS. (lb/size) 1=2434/0-5-8 (min.0-4-9),12=2752/0-5-8 (min.0-5-4),10=715/0-5-8 (min.0-1-8) Max Herz 1=372(LC 6) Max Uplift!=298(LC 7),12=-254(LC 8),10=168(LC 8) Max Gray 1=2894(LC 17),12e3356(LC 17),10=798(LC 17) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-18=-4709/474,18-19=-4533/474,2-19=-4189/505,2-3=-4018/483,3-4=-3611/534,4-20=23511376,5-20=-23461376, 5-21=-2348/376,6-21=-2351/376,6-7=1426/346,7-8=-1623/310,8-22=272/157,9-22=-452/131,9-23.-507/123, 10-23=714/123,10-11=-26/0 BOT CHORD 1-17=491/3862,16-17=-352/2469,15-16=35212469,14-15=-168/1726,13-14=166/1726,12-13=18/394,10-12=-18/394 WEBS 2-17=1304/393,4-17=-197/1516,4-15=-664/235,5-15=1089/279,6-15=262/1293,6.13=1297/288,8-13=-188/1615, 8-12=3165/285 NOTES- 1)Wind:ASCE 7-05;90mph;TCDL=6.0psf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf-38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1,Lu=50-0-0 t` OF NEN/ 3)Unbalanced snow loads have been considered for this design. -(V 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times gat roof load of 38.5 psf on overhangs Q t<n• �S O non-concurrent with other live loads. `S/T ..F 5)Provide adequate drainage to prevent water pending. *� q.* V.,y F� ,'. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. (by 1 bearing platecapablewithstanding upliftJointJoint4._,/ -I*.7 Provide mechanical connectionothers of truss to of 298 Ib at 1,254 Ib upliR at 12 '(?7 [L and 168 lb uplift at Joint 10. r ;rte w 8)This truss is designed In accordance with the 2006 International Residential Code sections 8502.11.1 and R802.10.2 and referenced e- . ,N-......•-.- J standard ANSI/TPI 1. 2� •`t"i LOAD CASE(S) Standard SQA 085111 Qin V 9oFESSioN. July 18,2014 W45NMG-Verfryda.lye paraemr>sod READ NOTES ON 7117S AND INCLUDED N77Fx REFERJVLEA4OE rrrJ-1414x3 re.i/u/2514 BEFORE USE Deign valid of use onlyp roe eMeeklen connectors.11*design is based oro;upon parameters sho.ni and Is fa-an inckvidual budding component.APP!!cab7ty of design Parameters anal propincorporafxsn cf component Is re.P�oiil;of bdinq deslgne.-riot Inxs desgncr.eradng sho•n Is for lateral svppad of Indi lduol seb members tent..dditfcnal temporary bracing to inure slobity during corstrucdor.is the responsibility of the erector.Addlionalpermanent brachtg att the overal structure a the responsblity of the bulling designer.For general guidance regardhq A hili^k Altiali- fabrication.quait;control.storage.delivery.eection cod bracing,corsult ANSI/tnl Quality Creed4 05589 and SCSI Building Component Safety tntermatton a•alable from Truss Plate 4tliuIe.281 N.Lee Street.:uTte 312 Alexandria. \214. 815 S TRMco NOe Road H 5eutfsern pine ISP lumber issoeclned,the dellen To lues a re*hose elrertine 09/07.L2Q13 byAtSC Edenton,NC 27932 Job Truss Truss Type Qty Ply Amedore/51-556eelnlan NEW E8245881 J14-00939 TO/GE .GABLE 1 1 Job Reference(ootlonall Bellevue BUGren Supply, Schenectady.NY 12308 7.530 a Jul 11 2014 Weis Induslsles,he.Fri Jul 18 09:28:40 2014 Page 1 ID:UrFkMODRHHQE3omQ8HNIfpyLyvy-4r7s07o9mgx?4nTP09G1iRWOUKD,AAz6iXMCXVywu5r -0110.8 19-0-0 1 32-0-8 1 50.0.0 50-14,6 0-10.8 19-0-0 13-0-6 17-11-10 00.10.8 Scale a 1:89.6 4x0= 7.00 12 4763= 12 13 14 15 81 16 17 82 18 19 20 21 2 • 4s8 i 10 23 4x8 9 I 24 8 ' 25 1 7 I N\ 28 d:l e L 8 8 I 8 18 \\ 27 d, `! B3 5 28 4 �9 344 I I 3 30 2 �. . \� 3131 4x5= 59 58 57 56 55 54 53 51 50 49 48 47 46 45 44 43 41 40 39 33 37 36 35 34 33 52 42 4x8= 44= 3x4 II 1 560-0 1 50-0-0 Plate Offsets(X,Y)- 18:0-2.7,Edgel,113:0-3-0,0-3-121,[20:0-3-0,0-3-121 --- LOADING(psf) i TCLL 38.5 SPACING- 2-0-0 CSI. DEFL. in (lac) 11de0 Ud PLATES GRIP Plates Increase 1.15 TC 0.16 Vert(LL) -0.00 32 nlr 120 MT20 169/123 (Ground Snow=50.0) Lumber Increase 1.15 BC 0.10 Vert(TL) -0.00 32 n/r 90 TCDL 10.0 Rep Stress Ina YES WB 0.31 Horz(TL) 0.01 33 ri/a n/a BCLL 0.0 Code IRC2006/TPI2002 (Matrix) Weight:384 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SPF No.2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2*Except' WEBS 1 Row at midpt 10-53,11-51,12-50,14-49,15-48,16-47, 17-46,18-45,19.44,21-43,22-41.23-40 359,4-58,5.57,6-56,7.55,26.38,27-37,28-36,29.35,30-34:2x4 SPF-S Stud REACTIONS. (Iblsize) 33=227/50-0-0 (min.0-11-4),2=239/50.0.0 (min.0-11-4),59=282150-0-0 (min.0-11-4),58=220/50-0-0 (min. 0-11-4),57=237/50-0-0 (min.0-11-4),56=236/50.0.0 (min,0-11-4),55=227/50-0-0 (min.0-11-4), 54=240150-0-0 (min.0-11-4),53=232/50-0-0 (min.0-11-4),51=234/50-0-0 (min.0-114),50=223/50-0-0 (min. 0-11-4),49=230/50-0-0 (min.0-11-4),48=235/50-0-0 (min.0-11-4),47=234/50-0-0 (min.0-11-4), 46=234/50-0-0 (min.0-11-4),45=235/50-0-0 (min.0-11-4),44=230/50-0-0 (min.0-114),43=223150-0-0 (min. 0-11-4),41=234/50-0-0 (min.0-11-4),40=232/50-0-0 (min.0-11-4),39=240/50-0-0 (min.0-11-4), 38=227/50-0-0 (min.0-11-4),37=237/50-0-0 (min.0-11-4),36=233/50-0-0 (min.0-11-4),35=245/50.0-0 (min. 0-11-4),34=150/50-0-0 (min.0-11-4) Max Herz 2=380(LC 6) Max Uplift33=64(LC 6),2=-125(LC 5),59=92(LC 7),58=66(LC 7),57=-88(LC 7),56=-69(LC 7),55=65(LC 7),54=71(LC 7),53=-72(LC 7),51=65(LC 7),50=-32(LC 6),49=-50(LC 6),48=-60(LC 5),47=-56(LC 5),46--55(LC 5), 45=56(LC 5),44=-45(LC 6),41=-63(LC 8),40=73(LC 8),39=-71(LC 8),38=65(LC 8),37=68(LC 8),36=-72(LC 8),35=-53(LC 8),34=-180(LC 8) Max Gray 33=227(LC 1),2=240(LC 2),59=283(LC 13),58=287(LC 17),57 369(LC 17),56=367(LC 17),55=352(LC 17), 54=373(LC 17),53=362(LC 17),51=371(LC 17),50=275(LC 17),49=344(LC 18),48=371(LC 16),47=363(LC 16) ,46=363(LC 16),45=371(LC 16),44=344(LC 16),43=275(LC 17),41=371(LC 17),40=362(LC 17),39=373(LC 17),38=351(LC 17),37=368(LC 17),36=365(LC 17),35=311(LC 17),34=158(LC 15) IOF NEWFORCES. (Ib)-Maximum Compression/Maximum Tension }'TOP CHORD 1-2=8-9=0/31,127/242 9-10-109/260,10.1i=-19/32,79,3-4=-294/261, 1/257,1125113/340,12 10=-216/246,3.6 -09/252,1314=29/317214-1547, �29/31738, R -4SS�T�,Q�15-61=29/317,16-61=29/317,16-17=29/317,17-62=29/317,18.62=-29/317,16.19=-29/317,19.20=29/317, * .& -p" �.p 20-21=87/301.21-22=-113/327,22-23--109/272,23-24=-33/211,24-25=-109/200,25-26=104/151,26-27=-110/97, / Ow 27-63=33/56,28-63=107/50,28-29=-106157,29.30=93/60,30-31=162/74,31-32=0/50,31-33=-204/47 *''` 7� • eft BOT CHORD 2-59=-60/189,58-59=-60/189,57-58=60/189,56-57=60/189,55.56=60/189,5455=60/189,53-54=-60/189, , ,i / LEI 52-53=50/189,51-52=-60/189,50-51=-60/189,49-50=60/189,4849=-60/189,47-48=-6W189,46-47=-60/189, _ 2 45-46=50/189,44-45=-60/189,43-44=-60/189,42-43=-60/189,41-42=-60/189,40-41=-60/189,3940=60/189, 7.- (� 38-39=-60/189,37-38=-60/189,36.37=-60/189,35.36=-60/169,34-35=-601189,33-34=50/189 WEBS 3-59=-224/116,4-58=-254/90,5-57=-328/92,6-56=-327/93,7-55=-311189,9-54=-333/95,10-53=-322/96,11-51=-331/89, 0A 0851'1 4._ 2112-43-=-235/0,22-41=-331/87,t23-0=-322/97,12539=-333/95,26-38=-312/89,27-37 327/93,28-364--326/929' 9CIPESSIQNPly 29-35=-268/91,30-34=-132/120 July 18,2014 Continued on page 2 eia ,y:YCtRh87W-Yadlyd'm.09A puame tan and READ NOTES ON 711'SA 4D IAC LUDED Mr7EY REFERENCE MOE X17,7473 ran 1/25/1014 BEFORE tISE REpirioEM ANEERI Design void f.r use ant;-.ith NTek conneotors.This design Is bond ony Lpon peromelea shown,and Is for an trditiduat bulldha component. App3cabifr•of des'gn parameters and proper incorporation of component h respon bTy of building designer-not tress desk/net.Brach. she-n Is to lateral supput 01 individual el,members only.t.ddlti.snol temporary bracing to Insure sichalty during construction Is the rerponsib/4y cf the 3 Ere erector.Additional permanent tracing of the moral structure Is the responsibility of the bciking delgner.For general guidance regardirA .l bl ink i.i@bin febri:aflon,quail'carircl.storage.del.et,.erec':on and bracing.c.x su6 ANSI/N.11 Qualyy CrIteda,050-69 and SCSI Bidding Component 818 SaurMside Road safety Information a oa0ab;e from Truss Prate Institute.281 N.lee Shoe1.5ulle 312 Afexondia."IA 22314. P/SauthemPine1591bum er ac cd S odes/en»Ivessrsshgnr_ cli e06/01/2013boAl5C Edenton,NC 27932 Job Trues Truss Type Qty Ply Amedore/51-65 Beekman NEW E0245881 J14-00939 T01GE ,GABLE 1 1 Job Reference(cottoned Belewe Biker,supply, Schenectady,t.K 12308 7.530 1Jul 11 2014 MiTek Induddea,Inc.Fd Jul 18 0928:40 2014 Page 2 ID:UfFkMOORHHQE3omQBHNrFpyLyvy-0r/s07o9mgx?_4nTPO?G1 iRWOUKOJAZSIXMCXVywu5r NOTES- 1)Wind:ASCE 7-05;90mph;TCDL=6.0psf;BCDla6.0psf;h-300;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1. 3)TCLL'ASCE 7-05;Pg=50.0 psf(ground snow);P1=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1,Lu=50-0-0 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times gat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are 2x4 MT20 unless otherwise Indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 64 lb uplift at joint 33,125 lb uplift at joint 2,92 lb uplift at joint 59,66 tb uplift at joint 58,68 lb uplift at Joint 57,69 lb uplift at joint 56,65 lb uplift at joint 55,71 lb uplift at joint 54,72 lb uplift at joint 53,65 lb uplift at joint 51,32 lb uplift at joint 50,50 lb uplift at joint 49,60 lb uplift at Joint 48,56 lb uplift at joint 47,55 lb uplift at joint 46,58 lb uplift at joint 45.45 lb uplift at joint 44,63 lb uplift at joint 41,73 lb uplift at joint 40,71 lb uplift at joint 39,65 lb uplift at Joint 38,68 lb uplift at joint 37,72 lb uplift at Joint 36,53 lb uplift at joint 35 and 180 lb uplift at joint 34. 12)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/IPI 1. LOAD CASE(S) Standard WARMAG-Vantydw:lpa parmesan and READ PX.'7ESON 7)QSAND lAQ1IDED MTEX REPEREACE PAGE 1411-1473 tes 1/2V20.14 BEFORE USE Tf WilNe..RIN-1 a Design valid for use only with Aird ccnnecton.The design Is based only up an parameters shown,and is tar an indls.duat building component. Applicabilh'of design parameter and proper Incorporation of componert Is responsblit;01 bultdtrg designer-rot truss clesigner.Bracing shos,1 Is for lateral support of indisidual web rnerrben only.Additional temp-err,bracing to insure s'abttty during construction Is t}1e rexsonsbilty of the erector.Additional permanent bracing of the overol structure is the respondtNrl,at the buldtng designer.For general guidance regarding .k,,118la;e fabrication,quell/control storage,delivery,erection and bracing.consult ANSUfPI1 Quality Wade,D5e-89 and SCSI Bolding Component 818 fiountlaltle Road Safety Information available from Truss Palle Institute.231 N.Lee Street.Suite 312 Ale.arida A 22314. Edenton,NC 27832 If Soothe:n Pine/SF}Iumbe. . if •t -d-i n fu . thosL [five OS r R013byAtSC Job Truss !Truss Type Qty Ply AmadoratSl•55 Backman NEW 89245882 J14-00939 T0111 IPFGGYBACK B'.SE 7 1 Job Referonce Notional) Belkwe evaders Supply, Sehanodady,NY 12306 7.630■Jul 11 2014 MITek industries,Inc.FY Jul 18 08:28:41 2014 Page 1 ID:UWFkMO0RHHQE3omQ8HNrFpyLyvy-Y1 hFbTooX83rc=MfzkWYaw_TZuW52lflFxB813yywu5q tm 9.8.5 I 130.0 I 28-4.12 I 32-0.5 I 41-8-0 I 0.10-8 0.0-5 9.2-11 7-4-12 5-7-9 9-7-11 13.00% Scale=1:81.5 7.00171 2x4 11 8x10 2 5 8 16 17 7 4.8 G .i �' 2x4 is., 4, •1 -\ 10or10= \\8 15 \\ /1 \ .i. \ /.i \ 1 6 12cE - € x1 6x6 14 13 12 11 10 9 5x8= 4x8= 4x8= 4x4 - 3.43 I. 4x8 I 13-8-8 I 28-4-12 f 32-0-5 41-a0 I 1368 _____12-8.6 5.7.9 9.7-11 Plate Offsets(X.Y1-- (2:0-2-5,0-2-131,15:0-3-8,0-3-111,f7:0-4.15.0-5-21.18:03-8,Edgel LOADING(psi) SPACING- 2-0-C CSI. DEFL in (roc) 1/deo lid PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.97 Vert(LL) -0.20 2-14 >999 360 MT20 169/123 (Ground Snow=50.0) Lumber Increase 1.15 BC 0.74 Vert(TL) -0.53 2-14 >597 240 TCOL 10.0 Rep Stress Incr YES VJB 0.86 Horz(TL) 0.04 9 n/a n/a BCLL 0.0 Code IRC2006/TP12002 (Matrix) Weight:252 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 5-7,1-4:2x6 SPF 1650F 1.5E end verticals. BOT CHORD 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SPF No.2'Except' 6-0-0 oc bracing:10-12. 3-14:2x4 SPF-S Stud,5-12:2x4 SPF 1650F 1.5E WEBS 1 Row al midpt 3-14,8-12,8-10 8-9:2x4 SPF 2100F 1.8E 2 Rows at 1/3 pts 5-12,7-12 REACTIONS. (lb/size) 2=143110-5-8 (min.0-2-14),12=2984/0-5-8 (min.0-5-0),9=523/Mechanical Max Horz 2=474(LC 8) Max Uplift2=224(LC 7),12=398(LC 6),9=-117(LC 5) Max Gray 2=t820(LC 17),12=3192(LC 17),9=976(LC 15) FORCES, (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-20/31,2-15=-2503/221,3-15=-2279/253,3-4=-1760/230,45=-1351/282,5-6=95/644,6-16=94/644,16-17=94/644, 7.17=-941644,7-8=-607/395,8-9=-859/174 BOT CHORD 2-14=-343/1943,13-14=206!493,12-13=-206/493,11-12=148/237,10.11=148/237,9-10=-35/147 WEBS 3-14=-1357/397,5-14=-185/1578,5-12=-2074/328,8-12=-1130/294,7-12=1495/183,7-10=0/298,8-10=227/124 NOTES- 1)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=8.0psf;h=3011;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left end right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pg=50.0 pat(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1,Lu=50-0-0 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. of NEW 5)Provide adequate drainage to prevent water ponding. 'c y 6)The Fabrication Tolerance at joint 5=10%,joint 7=0% Q` r(L R•-,S 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� Q� -1,-- sVT>�� B)Refer to girder(s)for truss to truss connections. Q' 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 224 lb uplift at joint 2,398 lb uplift at joint 12 * ,,YI and 117 lb uplift at joint 9. _ V i',ii (�� 2 10)This truss Is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced ��1' 411 standard ANSI/TPI 1. 1, d LOAD CASE(S) Standard N F� 085110 �,_ R°FESSIONQ'v July 18,2014 AN,.i.WARNING•Vent►durgn"arae ran and READ A07ESON 771:17.AND ITC CFD MITER REFERENCE PAGE Kir-M73 iabc 1/•L•/2014 BEFORE USE ENr;rN2ERING BY Design•.ord kJ use only 1•9h h RTck connectors.This design is based only upon parameter shc.ur..and is for an hatildual buldrg corrponenl. Ar tcob6-,of design parameters and proper Incorporation of component is respons9ui'ty of building designer•rot has designer.Broclrg she.n ,s for lateral support of individual•ab members ord.:.Additional tenperar'D ocing to iruure slcDily during corstuction is the respor46Ylty of the erector.Addional permanent bracing of the C/era stn:dure B the respons11,311;of the buldng designer.For general guidance regc diig •TRENCO.f/I eSlim fobrlcotion.audit;control storeys.deg.cry.erection and bracing.consult ANSI/11.11 Quality Criteria,DS6-89 and SCSI Building Cempone d 878 Sornndslde Road Solely Information available from Truss Prate Insrlute.281 N.Lee Street.Suite 312.:.lexandr.a.VA 22314. Edenton,NC 27932 If Socthern Pl ne:5"'lumber is sae Wiest.the d esten,nlues ere chess eIteetive O6/OS/I013 brrA[SC Job Truss Truss Type Qty Ply Amedow'51.55 Beekman NEW E5245883 J14-00939 T01J PIGGYBACK BASE 3 1 Job Reference lootionell Belewe Builders Supply. Schenectady,NY 12306 7.530 s Jul 112014 Welk Industries,Inc.FA Jul 10 09:28:422014 Pagel ID:UfFkMO0RHH0 E3omQ8HNrFpyLyvy-OEFdpppQIS BiE0xrWR1 k07XenHlYrnAP9rrlb0ywu5p -011 a65 19-0-0 26-6-14 32.65 I 41$0 0-1� 9.8.5 9-2-11 7514 5-5-7 9-7-11 8x10 Scale=1:79.9 7.06-[ 4x5= 8x10 5 81817 7 \\4x8 i / ' r rr 4 � \ 10x10= 15. \ / ` / ro 1 12 / r LS t 84* 14 13 12 11 10 9 5x8= 4x8= 4x5= 405= 5x8= 3:.3 11 1 13.88 72-5-4 324-5 41-6-0 l 13-8-0 8-8-14 9.7-1 _-_ 9.7-11 Plate Offsets(X,Y)— 12:0.2.5,0-2-131.15:0-8-B,Edgel,[7:0.4-15,0.3-141,18:0-3-8,Edeel LOADING(psi) SPACING- 2-0-0 CS!. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 1.00 Vert(LL) -0.21 2-14 >999 360 MT20 169/123 (Ground Snow=50.0) Lumber Increase 1.15 BC 0.69 Vert(TL) -0.57 2-14 >466 240 TCDL 10.0 Rep Stress Ina YES WB 0.98 HOrz(TL) 0.03 9 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight 261 lb FT=20% LUMBER. BRACING- TOP CHORD 2x6 SPF No.2'Except' TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, except 5-7,1-4:2x6 SPF 1650F 1.5E end verticals. BOT CHORD 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except WEBS 2x4 SPF No.2'Except' 6.0-0 oc bracing:10-12. 3-14:2x4 SPF-S Stud.8-9:2x4 SPF 2100F 1.8E WEBS 1 Row at midpt 3-14,6-12,7-10 2 Rows at 1/3 pts 5-12 REACTIONS. (Ib/size) 2=1255/0-5-8 (min.0-2-8),12=2747/0-5-8 (min.0-4-12),' 937/Mechanical Max Horz 2=473(LC 6) Max Uplift2=-199(LC 7),12=-365(LC 6),9=-159(LC 5) Max Gray 2=1590(LC 17),12=3025(LC 17),9=1275(LC 15) FORCES, (Ib)•Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31,2-15=-20091180,3.15=11332/211,3-4=1312/189,4-5=9041240,5.6=65/469,6.18=500/281,16.17=-5001281, 7-17=-502/281,7-8=-912/260,8-9=-1167/212 BOT CHORD 2-14=-310/1564,13-14=-163/173,12-13=-163/173,11-12=-159/352,10-11=159/352,9-10=-37/144 WEBS 3.14=1368/395,5-14=-212/1546,5-12=2024/336,6-12=1498/215,6.10=-9411117,7.10=963/180,8-10=-42/502 NOTES- 1)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.Opsf;h=3CR;Cat II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;C1=1.1,Lu=50-0-0 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psi or 1.00 times flat roof load of 38.5 psi on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. OF NEW 6)The Fabrication Tolerance at Joint 5=10%,Joint 7=0% .<<G F W}% 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other Ilve loads. Q' . S 8)Refer to girder(s)for truss to truss connections. CO Q" s,� �� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 199 lb uplift at joint 2,365 lb uplift at Joint 12 * 4g. C 0,,, ;. and 159 lb uplift at Joint 9. , 10)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced r— ', J .A Q standard ANSIITPI 1. • ' / �( 4 LOAD CASE(S) Standard 1- e ;' �D 0851 Al v� July 18,2014 A.lG1RMAG r•Jse y Cuspn pMink can and READ N07CS ON 7MSANn rALT.Jn p MTDc REFERENCE and f r an 2nd 3 sex 1J building C component Ri'. REF N3 t,.. Design valid lot use only with Mink conneclon.This deign b based only upon pa amaten oho n.and is for an b05 feud butdhg corrponem. Appl'coblil,of design parameters and proper incarporaEon of component is responsbiit.of burding designer-not trio designer.Bracing sho-n is for lateral support of indt'dual x b members only.Additional temporary broc'ng is insure stablit,during construction is the responsibility of the erocfor.Addironal permanent bracing al the o'.eral slruclure is the responolbill,of the building designer.For general guidance regarding A Mulct.Alllilste fabricationL quality control.dotage.delivery.erection and bracing,consult ANSI/TPII Gassy Crtlerfa,DSB•69 and SCSI Building Component Safety Info:malbn avalksble from Truss Plate institute,281 N.Lee Street,Sulle 312.Alexandra.'IA 22314. 818 Soundside Reed Edenton,NC 27932 - •,•'n Ptu.mr5Lisy ciflcdthe_de$gnine_uss-rethoxeffectiveg51L20t3beAISC Job Truss Truss Type Qty Ply Amedore151.35 Beekman NEW E8245894 J14-00939 MUGS GABLE 1 1 Job Reference footlonall Betlewe Buldera Supply.' Scnenedady.NY 17306 7.S.10'Jul 112014 Welt Indust:les.Inc.Fri Jul 18 08:28:43 2014 Pagel ID:UfFkM0ORHHQE3os8QBHNrFpyLyvy-UQo709g231JZrYW249ZzfL3_itlLwIM/IFYOVbs7gywu5o DLt 19.0-0 1 32-0-.5 I 41-8-0 I 0.10-8 190-0 13-0-5 9-7-11 Scale=1:79.5 4x8= 43r8:--- 12 12 13 14 15 18 17 5118 52 19 20 21 t`' & C A C 7.00 12 11 r 22 10 23 gE 25 24 3x4 II 50 28 g 405* 7 e c e € 8 r 6 L ,. 0 3 1 2 f� ti 9 4 it l„ r - .�•.�ic... 455= 49 48 47 48 45 44 43 41 40 39 38 37 35 34 33 32 31 3D 29 28 27 42 38 358= 3x6= 3x4 II I 41-8-0 I 41-8-0 Plate Offsets(x:,Y)- 113:0.4.0.0-3-31.f2ao-4-0,0-3-31 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (lac) Jdefl LJd PLATES GRIP TCLL 38.5 Plates Increase 1,15 TC 0.28 Vert(LL) 0.00 1 n/r 120 MT20 169/123 (Ground Snow=50.0) Lumber Increase 1.15 BC 0.17 Vert(TL) 0.00 1 riff 90 TCDL 10.0 Rep Stress Ina YES WB 0.34 Horz(TL) 0.01 27 n/a n/a BCL. 0.0 Code IRC2006/TPI2002 (Matrix) Weight:320lb FT=2D% BMX 10.0 __. LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 ac purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF-S Stud BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2x4 SPF No.2'Except' WEBS 1 Row at midpt 10-43,11-41,12-40,1439,15-36,16-37, 3-49,4-48,6.47,7.46,8-45,25-28'2x4 SPF-S Stud 17-35,18-34,19-33,21-32,22-31,23-30 REACTIONS. (lb/size) 27=55/41-8-0 (min.0-9-1),2=225/41-8-0 (min.0.9.1),49=283/41-8-0 (min.0-9-1),48=221/41.8.0 (min.0-9-1), 47=236/41-8-0 (min.0-9.1),46=236/41-8-0 (min.0-9-1),45=227/41-8-0 (min.0-9-1),44=240/41-8-0 (min. 0-9-1),43=232/41-8-0 (min.0-9-1),41=235/41-8-0 (min.0-9-1),40=232/41-8-0 (min.0-9-1),39=234/41-8-0 (min.0-9-1),38=234/41-8-0 (min.0-9-1),37=234/41-8-0 (min.0-9-1),35=234/41-8-0 (min.0-9-1), 34=234/41-8-0 (min.0.9.1),33=234/41-8.0 (min.0-9-1),32=232/41-8-0 (min.0-9-1),31=235/41-8-0(min. 0-9-1),30=232/41-8-0 (min.0-9-1),29=251/41-8-0 (min.0-9-1),28=166/41-8.0 (min.0-9-1) Max Horz 2=475(LC 6) Max Upltft27=23(LC 8),2=-166(LC 5),49=102(LC 7),48=66(LC 7),47=68(LC 7),46=69(LC 7),45=-65(LC 7), 44=-71(LC 7),43=-72(LC 7),41=-85(LC 7),40=-69(LC 6),39=69(LC 8),38=-61(LC 5),37=-56(LC 5),35=-56(LC 5),34=-59(LC 5),33=-64(LC 6),32=10(LC 6),31=-63(LC 8),30=-78(LC 8),29=-54(LC 8),28=-92(LC 8) Max Gras 27=85(LC 17),2=249(LC 6),49=283(LC 13),48=288(LC 17),47=369(LC 17),46=367(LC 17),45=351(LC 17), 44=373(LC 17),43=362(LC 17),41=372(LC 17),40=283(LC 17),39=350(LC 16),38=370(LC 1C),37=363(LC 16) ,35=363(LC 16),34=370(LC 16),33=350(LC 16),32=283(LC 17),31=372(LC 17),30=363(LC 17),29=390(LC 17),28=255(LC 17) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-23/24,2-3=-473/347,3-4=-402/319,4-5=363/304,5-6=357/315,6.7=-3241310,7-50=285/299,8-50=277/305, 8-9=247/301,9-10=-207/295,10-11=-169/292,11-12=129/325,12-13=-67/289,13-14=-80/304,14-15=-80/304, 15-16=80/304,16-17=-80/304,17-51=-80/304,51-52=80/304;18-52=80/304,18-19=80/304,19-20=-80/304, 1,, 20-21=-65/288,21-22=96/312,22-23=-91/257,23-24=85/195,24-25=83/139.25-26=92/125,26-27=-80/106 .c�0� EYV BOT CHORD 4442=61/79,40-411==51/79,39-40=61//79,38-39 661/79,37438=61/794637=8793336=679,7 / 34-35=81/79, CSP Q��R -Ss/j•O9� 3334=61/79,32.33=-61/79,31-32=61/79,30-31=61/79,29-30=61/79,28-29=61/79,27-28=61/79 Q `! WEBS 3-49=231/127,4-8=252/90,6-47=328/92,7-46=327/93,8.45=311/89,9-44=333/95,10-43=322/96,11-41=332/89, * k �`� 9 fi" 12.40=243193,14-39=310/93,15.38=-330/85,18-37=323/80,17-35=323/80,18-34=330/83,19-33=310/88, r-' 4 j; , CC 21-32=243/34,22-31=-331187,23-30=323/99,24-29=348/87,25-28=226/35 .`r /I I l, � DJ NOTES- - ♦' ' 2 SLP C� 1)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.0psf;h=30ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever Z left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 �A �8511� !� 2) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry R �� Gable End Details as applicable,or consult qualified building designer as perANSI/TPi 1. �FESSION 3)TCLL:ASCE 7-05;Pg-50.0 pat(ground snow);Pf=38.5 psf(flat roof snow):Category II:Exp C;Partially Exp.;Ct=1.1,Lu=50-0-0 July18,2014 4)Unbalanced snow loads have been considered for this design. Continued on page 2 1,?;,.,KAR M-YefUydasign panaeaus and READ NOTES ON WS AND INZIDED HTTEX ArFERElla M r Nl7.7473 zee 1/7.'J�28749,ffQ4EUSE ENGIIee91NG BY Design void for use only:tlh MJfek connectors.Thb design b based only upon peramelers she,n and Is for an indvidual bulling component. :.ppCcablly of design parameters and proper Incorporation or component is responsibility of bulding designer-not-fuss designer.Bracing 415..'0 is for lateral supped of indMdual• eb members onl'.Additional tempo'or,bracing to insure stobifly doming corutruction Is the responsibility of the erector.Additional permanent bmctlg of the overall structure Is he responsiibilil,of the building designer.Fa'general guidance regarding M B a e fabrication.quality Control.storage,defer„erection and bracing,consult ANSI/MI Qua Cittesla,950-89 and SCSI Building Component nnm Safety Infoalon available froTruss Plate Irslltute,281 N.Lee Street,fulls 312.A ecandnla.',A 71314. 818 SOUxtold('Rood II Southern Pine OP)lumber Is snecliled,the desire values ire those effective 03L01/2'213 bvALSC Edenton.MC 27932 Job Truss Truss Type Qty Ply Amedores'51-55 Beekman NEW E8245884 J14-05e39 T01JGE GABLE 1 1 JobBpference opfioneb Bellevue Budden Supply.• Schenectady,NY 12308 7.530•Jul1 12014 U1Tek Industries,lee.Fri Ju110 09.29:43 2014 Page 2 lD:UfFkM00RHHQE3omQ8HNrFpyLyvy-UQo?09g231JZrYW249ZzfL3_itiLwV 4FYOVbs7qywir5o NOTES- 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other five loads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 23 lb uplift at Joint 27,186 lb uplift at Joint 2,102 lb uplift at Joint 49,66 lb uplift at Joint 48,68 lb uplift at joint 47,69 lb uplift at joint 46,65 lb uplift el joint 45,71 lb uplift at joint 44,72 lb uplift at Joint 43,65 lb uplift at joint 41,69 lb uplift at joint 40,69 lb uplift at joint 39,61 lb uplift at joint 38,56 lb uplift at Joint 37,56 lb uplift at joint 35,59 lb uplift at joint 34,64 lb uplift at Joint 33,10 lb uplift at joint 32,63 lb uplift at joint 31,78 lb uplift at Joint 30,54 lb uplift at joint 29 and 92 lb uplift at joint 28. 12)This truss is designed in acoordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard moi► ID - oCaJgth 1.T k'hs'aalrcf.ADieFSOX ToseAon 7a upon nrnel Rah n.ardi raMJT-JS73duo J/29/70U BMORE fnI. ernL Dedpn void hr use only••ill't.47ek connectors.This-laslin b bored only parameters she n.and'u far on Ird)vldud buBd'ng rsmpononl. App'cobii,or design:paramete.•s and proper incorporation of component is responsbENy of buid�ng designer-not truss designer.Bracing sl'c..n Is for blend support or individual web members onl,.Additional temporary broc'ng to Insure stab2h doting cc vhs.ction is the respcnsibi ity of the erector.Addifond permanent bracing of the overat structure la the resporsibift•of the build'ng det'gner.For general guidance regordrg A kITek AISIIOte fabrication.quoliy control.co-age.derr.'ery.erection and brac'ng.consul' ANSI/TP11 Qualify Criteria,DSe•89 and SCSI Sullding Component Safety Intormollon a adc•ble from Truss Plate Instituto.281 N.Lee Sheet,Stale 312 Alexandra VA 22314. 818 Soundske Reed It Sgyithem Pine(SPl lumberls soer'fred,the denten vk've,are those effectlre ZS/0!/2013 bvALSC __ Edenton,NC 27932 Job Truss Truss Type Oty Ply Amadae.51-55 Beekman NEW 08245885 J14-00938 T01PB GABLE 37 1 _Job Reference(optional) Bellevue Builders Supply,• Schenectady.NY 12308 7.5308 Jul 11 2014 MITek Induetdes,Inc.Frl Jul 18 0928:44 2014 Page 1 ID uff-twh_cwhi;QE3omQBHNrFpyLyvy-zcMNEUrgg3RQTi5Ees4CCYc9g5h0F1Hhd9KPgHywu5n 5S3 ( 13-0-5 I 68-3 6-82 Scale a 1251 354= 4 'rA: f .- �� 7.00 12 154 II f, .. 51x4 I / \- 11 115. f� t \ s 2 ('l 6 7 1 �, [i -- 1 -I Z r• ! %-... .-.W �74TvIIdTaTi!•TJi1laL��R►!4!..-. reYar ' !4►. d 3x4 i 9 8 3.x4= 1x4 II 1x4 II I 130.5 I 13-0.5 -_- Plate Offsets(X,V)- (2:0-2-4.0-1-8),14:0.2-0,Ednei,l6:Edge,O-0.1 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in pc) I/defi Lid PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.26 Vert(LL) n/a - n/a 999 MT20 189/123 (Ground Snovr--59.0) Lumber Increase 1.15 BC 0.08 Vert{TL) n/a - n/a 999 TCDL 10.0 Rap Stress Ind' YES WB 0.10 Horz(TL) 0.00 6 n/a n/a BCLL 0.0 Code IRC2006/TP12002 (Matrix) Weight:34 lb FT=20'k BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF-S Stud REACTIONS. (lb/size) 1=-156/13-0-5 (min.0.4-6),7=-156/13-0-5 (min.0-4-6),2=485113-0-5 (min.0-4-6),6=484/13-0-5 (min.0-4-6),9=401/13-0-5 (min.0-4-6),8=401/13-0-5 (min.0-4-6) Max Horz 1=118(LC 6) Max Uplift 1=156(LC 1),7=-156(LC 1),2=-99(LC 7),6=79(LC 8),9 996(LC 7),8=-94(LC 8) Max Gray 1=85(LC 6),7=58(LC 8).2=485(LC 1),6=484(LC 1),9=435(LC 2),8=435(LC 3) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-143/154,2-10=194/26,3-10=-62137.3-4=-177/46,4-5=-177/43,5-11=61/28,6-11=194117,6-7=-251100 BUT CHORD 2-9=-191107,8-9=-19/107,6-8=-19/107 WEBS 39=3501140,5-8=-3501138 NOTES- 1)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCOL=6,Opsf;h=30ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed,Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf=38.5 psi(flat roof snow);Category Ii;Exp C;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at.4-0-0 oc. 7)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. t` Of NE/1/ 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 156 lb uplift at Joint 1,156 lb uplift at Joint 7, .rr` 99 lb uplift at joint 2,79 lb uplift at joint 6,96 lb uplift at joint 9 end 94 lb uplift at Joint 8. ,`Q' �1;�'�SS� U9 9)This truss Is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced Cq �1. l� �. standard ANSI/TPI 1. 0 10)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building * 01, ,'.'s!:designer, _ • V LOAD CASE(S) Standard 2 • -. = Ca (SI* O,o 0851-0 �Q,. '70ES SIONc:-. July 18,2014 .a,weaHnro-lerfrrda,ry„par,rr_tea=ndAEUNOTESONTICiANDrnnuomlITTFJcnreseAEACEPAGExrr-7473, Ki/2s/2ouea USE TRENCO lu er Design void kr use oft'...ill.Mdek connector.This desin is based arty-upon porarrote n shown,and is for an Individual boding component. Appltablify of design parameters and proper Incorporation of component is responsioiity of binding designer•not truss designer.Brcclrg she nb for loterel support of Indl.Iduol web rnembers onN•Addilbnl temporay bracing l0 insure slablrr;during conzkvcfusn B the resonv3fliy or the erector.Additioral permanent bracing of the o'eol slwctue is the resporsibllt-of the building designer.For general guidance regarding le Adnmta lobricotlon,quell,control.storage.delivery.erection and bracing.consua AHSI/rr1T quaint Creeds,038.89 and SCSI tuldlnp Component 818 9rwndslde Road Safety Information a a^able horn Tnns Plate Institute,281 N.Lee Sheet.Suite 312 Ale:andria.VVA 27214. If Southern Pine tSpl lumber hso'erlA d.tl;e denten values are those atfnctfire:e!g_1L2.419 bvALSC Edenton,NC 27932 Job !Truss Truss Type Qty Ply Ameooref51.55 Beekman NEW 63245086 J14-00939 TQIPBGE GABLE 4 1 Job Reference footionall Bellows Builders Supply,' SKrenededy,NY 12306 76306-kelt 2014 MITek industries.he.Fri Jul 18 0928:452014 Page 1 ID:U1FBMOORHHOE3omQ8HNrFpyLyvy-Rp s1RgSlbNahr5rgQCabRkm9NXV2c U1rtp4zCjywu5m I 6.6-3 I 13-0-5 1 e-0.3 8-6-2 Scale=t25.1 4x4= 5 7.00 411IFF \ 8 \ 1ti \ 1 S •\ 1 2 \ L .. 3 1 1 a 1 B B L , o I_ 3x4_ 14 13 12 11 10 3x4= 13-0-5 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lac) Uden Lid PLATES GRIP TCLL 38.5 Plates Increase 1.15 TO 0,07 Vert(LL) n/a - nla 999 MT20 169/123 (Ground Snow=50.0) Lumber Increase 1.15 BC 0.02 Vert(TL) n/a - n/a 999 TOOL 10.0 Rep Stress!nor YES w6 0,07 Horz(TL) 0.00 9 n/a n/a BCLL 0.0 Code IRC20061TP12002 (Matrix) weight:38 lb FT=20% BCDL 10.0 - LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, OTHERS 2x4 SPF-S Stud REACTIONS. (lb/size) 1=5/13-0-5 (min.0-2-5),9=5/13-0-5 (min.0-2-5),2=166/13.0.5 (min.0-2-5),8=166/130.5 (min.0-2-5),12=197/13-0-5 (min.0-2-5),13=238/13-0-5 (min.0-2-5),14=224/13-0-5 (min.0.2-5),11=236/13-0-5 (min.0-2-5),10=224/13-0-5 (min.0-2-5) Max Horz 1=118(LC 6) Max Uplift 1=57(LC 5),9=-2(LC 4),2=-20(LC 7),8=6(LC 8),13=-68(LC 7),14=-68(LC 7),11=67(LC 8),10=-67(LC 8) Max Gray 1�0(LC 6),9=5(LC 1),2=166(LC 1),8=166(LC 1),12e197(LC 1),13=277(LC 2),14=224(LC 1),11=277(LC 3),10=224(LC 1) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=1321138.2-3=-93/72,3-15=-83/61,4-15=-45/68,4-5=-93/92,5-6=-93/85,6-16=13136,7-16=-83/30,7-8=-74/27, 8-9=-0/28 BOT CHORD 2-14=-21/64,13-14=21/64,12-13=-21/64,11-12=-21/64.10-11=-21/64,8-10=-21/64 WEBS 5-12=157/1,4.13=-237192,3-14=-182188,6-11=237/92,7-10=182/88 NOTES- 1)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.Opsf;h.30ft Cat.li;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left end right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf=38.5 psi(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)All plates are 1x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. �� NEW y 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10,0 put bottom chord live load nonconcurrent with any other live loads. O 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 57 lb uplift at joint 1,2 lb uplift at joint 9,20 ,`Q' ��R'SS'-//..), , ,AN lb uplift at joint 2,6 lb uplift at joint 8,68 lb uplift at joint 13,68 lb uplift at joint 14,67 lb uplift at joint 11 and 67 lb uplift at joint 10. CO Q`P V, T� )..."es 10)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced * 'Y standard A 1. J- LOAD 11)See Standard Industry Piggyback Truss Connection Detail for Connection to base Vuss as applicable,ar consult qualified building „� Ti-designer. I{�CASE(S) Standard � C? 0085i Al e<, v 90FESS)0 July 18,2014 ..._._. eri n don of componen 11 re spo to insure buil dd�consnot I Ai,WAR/DAG-Varlly erosion parsmemn and READ 60711SON 7NTAND INCLUDED MITER REFEREACE RADE M1-1473 telt 1/79/2014DEMME USE - .. THENCe EI'Design void tar use on*/vflh Mi ek connectors.Thiis desir k based cN-upon parameters sha-n and is for an Indhldual bukcing component. ApprcabEl;cl tlesin parameen and preserineor•xahon of rnm onml k res nstotil;or bu7an d nor-not buss d:grnr.Bradnp sho•:n Is for lateral support of Individual ab memb o t' A tl p Og on is the respansrlillof theerector.,.ddlllonal permanent lxach0 of the c oral structure is the responsfiltof the buldng designer.For general guidance regarding k AtsIlalo fabrication.qua91;control storage.dell.m .erection and booing.consul ANSI/TPI1 Quai y BIB souMslde RoadCrlteda,015.89 and SCSI Building Component Safely Inlommifon avalable ham Truss Pale tnstItufe.281 N.Lee Street,Suite 312,Alexandria.'.A 21314. Edenton, ll 278,o2 If •.•r•.. .• P nun.. d the est: valuesareth• - �is s. ._ 2013. •6SG Job Truss Trues Type Qty Ply Amedorer51-55 Beekman NEW E8245887 J14-00938 302 COMMON 5 1 Job Reference(op5onall Balavue Builders Supply.• Schenectady.NY 12308 7.530 a Jul If 2014 MrTak Imlustrlaa,Ina.Fd Jul 1E10918:46 2014 Page 1 ID:UfFkM00RHHQE3omQ8HNrFpyLyvy-v?UBfAswLgl8)7FdH8g1zhK v95/lsy_4TpWk9ywu51 -0.10,8 10-4-0 20.10.0 I 314-0 I 41-6-0 4 01101 10.40 103-0 lose 10-4-0 0.108 Scale=1:83.5 8x8= 7.00 I12 5 I '' 4x8. �� 16 15 403 44 i 4 \ 6 4x5 \\ \� 12 \` \\ 6g O 3 ... =s I$ 8x8= 14 13 12 11 10 8x8= 2x4 II 3x10 MT20HS= 4x8= 3x10 MT2OHS= 2x4 I I I 10-4-0 f_ - - 20.10.0 i 31-4-0 4.1$0 i 10.4-0 10-8-0 10-60 104.0 Plate Offsets(X.Y1- 12:Edoe,0.1-101.t8:Edee,0-1-101 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Yden Lid PLATES GRIP TCLL 38.5 {I round Snow=5Plates Increase 1.15 IC 0.99 Vert(LL) -0.26 2-14 >999 360 MT20 169/123 (Gu (G o10.0.0) Lumber Increase 1.15 BC 0.97 Vert(TL) -0.64 2-14 >766 240 MT2OHS 148/108 TBCLL 0.0 Rep Stress Ina YES WB 0.92 Horz(ft) 0.23 8 n/a n/a BCL 010.0 Code IRC2006/TPI2002 (Matrix) Weight:191 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SPF 1650F 1.5E'Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 11-13:2x4 SPF No.2 WEBS 1 Row at midpt 7-12,3-12 WEBS 2x4 SPF No.2'Except' 7-10.3-14:2x4 SPF-S Stud REACTIONS. (lb/size) 2=251110.5.8 (min.0-3.15),8=252210-9.14 (min.0-3-15) Max Horz 2=408(LC 6) Max Uplift2=359(LC 7),8=-363(LC 8) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-24/24,2.3=-38091477,3.4=2657/396,4-15=-2458/414,5-15=-2395/453.5-16=2395/454,6-16=2457/415, 6-7=-2656/396,7-8=-37901474,8-9=0/24 BOT CHORD 2-14=-412/3097,13-14=412/3097,12-13=-412/3097,11-12=-235/3073,10-11=-235/3073,8-10=-235/3073 WEBS 5-12■-153/1416,7-12=-1328/383,7.10=0/428,3-12=-1355/387,3-14=0/430 NOTES- 1)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pg=50.0 psi(ground snow);P1=38.5 psi(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 38.5 psi on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psi bottom chord We load nonconcurrant with any other Ilve loads. -�! F NEW L 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 359 lb uplift at Joint 2 and 363 lb uplift at - r joint8. P �R-1--,4 6,6, 0,9 8)This truss Is designed In accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced fij Q� `s/„f� /� standardANSIfTPI 1. * 1CCZ8v-• 9 '31474.... .:,01.,t,- CC LOAD CASE(S) Standard 410l '�� .5 ? N �O °85111 Q,, R°FESSICNPv July 18,2014 c1•-�.11111111•11111101S. . . - ._ . . KARA a-11,-Mresarya ossa,. .ad READ FATES ON T,Q_um rn11 .ED rrnaNREFERENT PAGE 1477.7473 AN 1/2+i2014sa0141u6E TRNco Design .ISd for urs ark, Oh M1tek connectors.This design 6 based only upon parameters short en-I is for an Ind kiwi boldhg component. App'cabify of design parameters and proper incorr-oration of component b resparwblly of butdlng desgner-not truss des'pner.Sradng she n h for!Were support o1:ndMdu 'eb memban only.Addtyonal ternocrar,bracing to:noxa stability doing ccnslructUn is the responslbeit;at the erector.Addtond permanent brac'ng of the a•arced struclue Is the respornb lt;of the bc11dng designer.For general gddonce recording A MIT811:.td0.11r fabrication,quell;control storage,dell 31„enaction and bracing.consult ANSI/IPII Qualify Criteria.056.69 and SCSI Bulldog Component B18 Soiufdtlde Rosso Salsify Information evadable from truss Plate Institute.281 N.Lee-treet.5ulte 312.A exandda,S.;22314. 818rSon.d e R a IfSauthem Plstel5P1 lumber issaetltled.•ha deem valves ere those rflr•ceve08/01[2013 by Al5C Job Trues Truss Type Qty Ply Amederef5155 Beekman NEW E5245858 J14-00938 T02SGE (GABLE 1 1 Job Reference(optional) Bellew,Builaera Supply, Sdurmcledy.NY 12306 7.530 s Jul 11 2014 MITek hdustdes.Inc.FriJul 18 09:28:472014 Page 1 IO:UfFkMOORHHQE3omOBHNrFpyLyvy-NB2WSWIY6_g7K9gpJ?dvpBEYNMWBSBg8J7Z3Gcywu5k 4)110.8 10-4-0 20-10-0 31-4-0 1 41-8-0 4F-8.18 0.10-8 10-4-0 1084 10-6-0 10-4-0 0-10-8 Scale=1:83.5 84-- 7.4:10 7.00 R' 13 12 ii14 11..„....„,.., `\15 4x8* X10. x...,......,-5.,.. '''.''''''.'•'..'::', .�"\ 40 \ 4x8 4x5 9 8 8 `_ 18 4,6 3x4 II 7 ' 31 t\ 17 • • • 634 37 4x8 i - 33 . S •:� 30 4 36 ,. \ 3 1 } \ 1 2 3 di .-ic 4� 5x8 II \ ------,--:-- �\ 16 4x5= 28 27 28 25 24 23 22 21 20 8x10= 3x8= 3x8- 357= I- 144.0 I 20-10-0 I 31.4_0 1 4-8-0 i 10-4-0 10-6-0 10.6.0 10-4-0 Plate OffsetsIX,Y)- 12:0-0-0,0-0-13],_j13:0-4-0,0_24],j18:Edae,0-1-21,130:0-3-0,0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Lid PLATES GRIP TCLL 38.5 Plates Increase 1.15 IC 0.82 Vert(LL) -0.23 18-20 >999 360 MT20 169/123 (Ground Snow=50.0) Lumber Increase 1.15 BC 0.92 Vert(TL) -0.66 22-24 >589 240 TCDL 10.0 Rep Stress Inc( YES WB 0.95 Horz(TL) 0.14 18 nla n/a BCLL 0.0 Code IRC2006/TP12002 (Matrix) Weight:248 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2'Except' TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins. 1-8,16-19:2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 00 bracing, Except BOT CHORD 2x4 SPF 1650F 1.5E-Except' 2-2-0 oc bracing:20-22. 21-23:2x4 SPF No.2 WEBS 1 Row at midpl 17-22,6-25 WEBS 2x4 SPF No.2'Except' JOINTS 1 Brace at Jt(s):30,31,32.33.34,35,36.38 29-30,30-31,15-31:2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud REACTIONS. (ib/size) 2=891/9-9-8 (min.0-4-9),25=2124/9-9-8 (min.0-4-9),26=-64419-9.8 (min.0-4-9),27=31219.9-8 (min.0-4-9), 28=224/9-9-8 (min.0-4-9),18=2133/0-5-8 (min.0-3-6) Max Horz 2=406(LC 6) Max Uplift2=58(LC 8),25=-284(LC 7),28=844(LC 1),27=-82(LC 7),28=-95(LC 7),18=-324(LC 8) Max Gray 2=903(LC 2),25=2124(LC 1),26=45(LC 8),27=312(LC 1),28=224(LC 1),18=2162(LC 3) FORCES. (Ib)-Maximum Compresslon/Maximum Tension TOP CHORD 1-20/24,2-3=1261/83,3-4=-1208/132,4-5=12061171,5.6=937/195,6-7=-1604/233,7-8=-1652/242,8-9=-1568/256, 9-39=1628/289,10-39=-1560/272,10-11=17181308,11-12=1623/333,12-13=-1485/338,13-14=-1475/328, 14-15=18101319,15-40=-1750/333,16.40=-1800/324,16-17=-1999/303,17-18=-3141/405,18-19=0/24 BOT CHORD 2-28=-58/989,27-28=-58/989,26-27=-581989,25-26=58/989,24-25=-58/989,23-24=-143/1300,22-23=-143/1300, 21-22=175/2529,20-21=-175/2529,18-20=175/2529 WEBS 22-31=1011749,13-31=-99/737,17-22=-1191/349,17-20=0/424,7-37=0/826,34-37 /599,30-34=0/549,22-30=-109/467 ,24-29=-152/265,7-29=0/309,29.36=-451/159.35-36=-4721155,30-35=-427/149,30.33 62/166,32-33=-3281207, 31-32=-365/183,31-38=-3761173,15-38=-370/156,12-32=-21/74,11-33=-83/28,10-30=518/140,9-34=-188120, 34.35=-89/12,36-37=0/44,6-25=-1584/130,5-26=01408,4-27=193/91,3-28=-189/125,14-38=-12/33 ffOFNell/ NOTES- �v �' 1)Wind:ASCE 7-05;90mph;TCDL=6.0psf;BCDL=6.0psf;h=30ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever Q' S(. 1"qS 0 left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 CO Q� S,T,�/1, 2) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Q `r Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. * i i• 3)TOW ASCE 7-05;Pg=50.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. — I% .I.;' 5)This truss has been designed for greater of min roof Ilve load of 16.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs 14.z. t d Z 1-1 non-concurrent with other live loads. 0 C? 6)All plates are 2x4 MT20 unless otherwise indicated. cv X8511' <G= 7)Gable studs spaced at 2-0-0 oc. p 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 'T PS' 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 58 lb uplift at joint 2,264 lb uplift at joint 25, �,c- SS1 O14 644 lb uplift at joint 26,82 lb uplift at joint 27,95 lb uplift at joint 28 and 324 lb uplift at joint 18. July18,2014 10)This truss Is designed In accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced ConttM6i $fil*VIP!1. ___... - A 1YAR 1. NG.v.,-,desist parameters a'ad READ M)7ES ON 7MSAND INCLUDED)47 EK RFF£A£J'I�PAGE MIT-7473 re 14 J/29/2014 BET-CREW ING or fa use only w1'n I trek connodon.fib Nv.desin k bored oupon parameters shon cndisfr on Indual bu? g cponent. ApplicabSt;of design parometn and proper Incrporation of component is respansb1lty of bolding designer-not truss designer.Bracing soo n is for Meru support of indcldual•..ab merr.ben monly.Additional terrpory bacing to insure stabilt;doting consir,,cton a the responsibilty of the erector.Addlanal permanent bracing of the oreral siucture is theresponabirr;a'the building designer.Fo-general guidance regarding AM.TTRENCOOlin:, lab-/cation quality control storage.derlvery.aecticn and bracing,consult ANSI fell quality Criteria,oss•89 and SCSI Building Component 818 SounOsfde Road Safely Information available from Truss Plato insfItule.281 N.Lee Street.Suite 312•Aoxandda.VA 22314. Il Southern Pine ISM lu.]ber is specified,tredes(mrrsluese etheseeeer,,Iv!OJ/0t/2:13bL.81X ___ _ _____ ___ Edenton,NC27932 Job Truss Truss Type Qty Ply Amadora,51-55 Seeman NEW E824TiIBB J14-00939 TO2SGE GABLE Ii 1 Job.EBference foolionell Bellevue Biden Supply,' Schenectady,NY 12308 7.530 s Jul i 12014 MITek Industries,Inc.Fri Jul 1808:28:472014 Papel ID:UfFkM00RHHOE3omQ8HNrFpyLyvy-N82WsWtY8 q7K8gpJ7dVp9EYNIW6SBgBJ7Z3Gcywu5k LOAD CASE(S) Standard AIIIIIIMPINNORINIIIIIMe AAiglez3;estiDslmiii fir' .j D.td's vnd fuYurily eO*uge Alli1W correctors. issdeF3aI baudonlyINCLUDED H77IX1Vcr..n.adVUENCE kiEM7-Nnna 1/2.912014 uisdngcosrponent. E,,,,,,,Et Jetgn wild for use only w8h I/1Te1t conrectort.inb design 6 baud only uaon paromelen sha..s,,and b(or an i,dvtlud ouldng carrponenl. AposcaDili or design pa:Crnelers and pro perincorporotlen or corse. est is responlbll,c 1 building designer-not tuts dodgem.Bract*shown is for Weal support of Indhodud web members only.Addllond tan,porc y bracivi to kmue atdt0ty dusky oonskucbn is to resporeib•1;of the erector.Additional peTrIOsant bracing of the oveto I structure is the rosponebdl•of the building designer.For general guldtnoe receding A NJ Ok AMU! tobdcatbn.oualt'•control,storage,delver,.!melon and braciy,consult ANSI/TPII gamely Cawley13511-81and SCSI Iultdbs Component Safety Intonation awloble loon Truss oPlate Irulituta,281 N.Lee Sired.Sut:e 312.Alesand•W VA 2Zfl 4. 818 Soundaida Road trSouth em Pine 1501 Ili nth er lueaccired,th1 dasi=values art those eta nitre 06/01/2213 bvALSL - Edenton,NC 27932 Job ITruss Truss Type Qry Ply Mledore/51.55 Beekman NEW E8245889 J14.00939 704 COMMON 1 1 Jab ReferGO04(opdonall Bellevue Builders Supply,' Sthanedady,NY 12708 7.530 s Jul 11 2014 MRex Indueldes,Inc.FA Jul 18 09:28:47 2014 Page 1 ID:UfFkWOORHHQE3amQ8HNrFpyLyvy-N B2 WMPAYB_g7K9gpJ7dvpBEY1iX1 S�pGRxBJ7Z3Gcywu5k •9-106 8-2-10 t 18-2-0 I __ 241-6 I 32-4-0 0.8 0.1p0.-a 8-2-10 7-11-8 7-11.8 84.10 0-1 Seale=1:64.8 5x8= 7.00 ' 6 /- �� 4x8 O /// \ 13 I',....„. 4x6 2x4 \\ 4 / \ 6 2x4// 3 .,. /i \\/ct \ 8 V 2 / / / ' 12 6x10-= t2 11 10 8x10= 455= 3x7 = 44= 1-- 10-104 10-7-3 10-10.8 Plate Offsets(X,Y)— 12:0-0.0,0.0-141,(8:0-0-0,0-0-141 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefi Lid PLATES GRIP TOLL 38.5 Plates Increase 1.15 TC 0.81 Vert(LL) -0.22 2-12 >999 360 MT20 169/123 (Ground Snow=50.0) Lumber Increase 1.15 BC 0.86 Vert(TL) -0.61 2-12 >631 240 TCDL 10.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.13 8 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC200S TP12002 (Matrix) Weight:143 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly appfed or 10-0-0 oc bracing. WEBS 2x4 SPF No.2'Except' 7-10,3-12:2x4 SPF-S Stud REACTIONS. (Ib/size) 2=1972/0-5-8 (min.0-3-1),8=1972/0-5-B (min.0-3-1) Max Nom 2=317(LC 6) Max Uplift2=290(LC 7),8=-290(LC 8) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/24,2.3=2863/379,3-4=-2521/397,4-13=-24591407,5.13=2319/441,514=-2319/441,6-14=2459/407, 6-7=-2521/397,7-8=-2863/379,8-9=0/24 BOT CHORD 2-12=-318/2316,11-12=-71/1572,10-11=71/1572,8-10=182/2316 WEBS 5-10=-184/1013,7-10=-760/328,5-12=-184/1013,3-12=-760/328 NOTES- 1)Wnd:ASCE 7-05;90mph;TCDL�.Opsf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 290 lb uplift at joint 2 and 290 lb uplift at joint 8. OF NES/ 7)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced 44.‘,.. }� standard ANSI/TPI 1. Ay-P�1(R• LASs �0 CO LOAD CASE(S) Standard * <CQ �9 j 1 iiç ' cc 01�O 085111 (,,,, v `ToFESSfOv'P July 18,2014 WARMMr-Verity design prn:meten end READ NOTES ON MTS AND TACLUCED Mr7Ele REFOREXX PAGE NIT-7473MYKJ/29/20UBEFOIF USE TlmcK V/ma BYDeign cid for vso ony with MN7ek connectors.this design b bosed onl upon parameters sham.and is for on ndt tdr.al bu00ng component.'ppl'cablh;of design parametersand properincorporation of Component k resod-1168t;of buldin0 des'gner-not truss designer.Bracing shc.,m Ls for lateral suppo'l of Indi.idr:al•eh members orl.'.ddllonol tempo al,bach$C to insure stobOty during cansln:cron's rhe responsiiity of the erector.Additonal permanent bracing at me cveral structure h the re pom3ral.•of the buildng designer.Fe'cenerol guidance regsdir9 ALI fabr'coron.quality control storage.den my.erection and bracing.sonsul ANSI/TP11 QualityQrforia.031.89 and SCSI Building Component Safety Intarmallon avodable from Truss Plato Institute,281 N.Lee-f.Teet,Suite 312 Alexandria.'IA 22314. ate 5ounds'de Road em Pine(5Pl(umber Lssoeclfied.the desler values are those elective 25(01/2013 by ALSC Edenton,NC 27932 Job Truss Truss Type Qty Ply Amedorn51-65 Beekman NEW 88245890 J14.00039 TO4GE Common Supported Gable 1 1 _ Job Reference(aollonall Bellevue Btdlders Supply,' Schenectady,NY 12306 7.530 s Jul 11 2014 ABTA Industries,Inc.Fri Jul 18 08:2848 2014 Page 1 10:UIFkMOORH HQE3omQBHNrFpyLyvy-rOcu3au9llysyJP?t188M0muMi45BoRHYn Idp2ywu5j 1-10- 16-2-0 1 32-4-0 33-2.8 0.10 16-2-0 162.0 0.10 Scale=1:86.7 5x6 = 7.00 12 11 ,..):„...y.„,--- ',...,.........:!... t3 4x8 a 39 4.9 e 3..r \4 7 - 15 4 �\\1B 3 w ›........„1.0,..„,... F 1220 Q ����� . • .4.1.62.1.• • � .�r.��. . �.�.�. .�.y� ��^�TIi-T"n'7'1-�T�f7T Jl Ji.T..^..A..^..1....1\._'1-TI\ 21d 3x4= 31w4- 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 5tB= I 32.4-0 I 32-4-0 Plate Orrsets(X,Y)- /29:0-3-0,0.0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lac) Udefl Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.10 Vert(LL) -0.00 21 nil' 120 MT20 169/123 (Ground Snovr50.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 20 nlr 90 TCDL 10.0 Rep Stress Inc: YES WB 0.28 Horz(TL) 0.01 20 n/a n/a BCLL 0.0 Code IRC2006/TPI2002 (Matrix) Weight:188 lb FT.20% BCDL 10.0 LUMBER. BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF-S Stud'Except' WEBS 1 Row at midpt 11-30,10-31,12-28 11-30,10-31,9.32,12-28,13-27:2x4 SPF No.2 REACTIONS. (lb/size) 2=229/32-4-0 (min.0-6-3),30=204/32-4-0 (min.0-6-3),31=228/32-4-0 (min.0-6-3),32=242/32-4-0 (min.0-6-3) ,33=227/32-4-0 (min.0-6-3),34=236/32-4.0 (min.0-6-31,35=235/32-4-0 (min.0-6-3),36=230/32-4-0 (min. 0-6-3),37=247/32-4-0 (min.0-63),28=228/32-40 (min.0-6-3),27=242/32-4-0 (min.0-6-3),26=227/32-4-0 (min.0-6-3),25=236/32.4-0 (min.0-6-3),24=235/32-4-0 (min-0-6-3),23=230/32-4-0 (min.0-6-3), 22=247/32-4-0 (min.0-6-3),20=229/32-4-0 (min.0-6-3) Max Horz 2=317(LC 5) Max Uplift2=-110(LC 5),31=-28(LC 7),32=82(LC 7),33=-65(LC 7),34=-69(LC 7),35=68(LC 7),36=69(LC 7),37=-89(LC 7),28=-17(LC 8),27=85(LC 8),28=-65(LC 8),25=69(LC 8),24=-68(LC 8),23=-68(LC 8),22=-83(LC 8), 20=-15(LC 6) Max Gray 2=229(LC 1),30=204(LC 1),31=332(LC 2),32=343(LC 2),33=256(LC 2),34=236(LC 1),35=235(LC 1), 36=230(LC 2),37=247(LC 2),28=332(LC 3),27=343(LC 3),26=256(LC 3),25=236(LC 1),24=235(LC 1). 23e230(LC 3),22=247(LC 3),20=229(LC 1) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/24,2-3=-304/235,3-4=243/213,4-5=-204/208,5-6=165/204,6.7=126/192,7-8=-118/198,8-38=93/213, 9-38=-77/224,9-10=-110/270,10.11=109/286,11-12=-109/278,12-13=110/244,1339=34/179,14-39=93/168, 1415=301122,15-16=-85/116,16-17=-84/75,17-18=-83/50,18-19=-85/54,19-20=139/68,20-21=0/24 BOT CHORD 2-37=46/158,36-37=-46/158,35-36=461158,34-35=-46/158,33-34=46/158,32-33=46/158,31-32=46/158, 30-31=-46/158,29-30=-46/158,28-29=46/158,27-28=-46/158,26-27=46/158,25.26=46/158,24-25=-46/158, 23-24=-46/158,22-23=46/158,20-22=46/158 OF NE-1/ WEBS 1130=-173/0,10-31=-292/52,9-32=3031106,833=216/89,6-34=196193,5-35=194/92,436=-192/93,337=202/113, . ' 12-28=292/41,13.27=303/109,14-26=216/89,16-25=-196/93,17-24=194/92,18.23=192/92.18-22=202/107 ��Q`P��R. �6,x, O�f NOTES- * kQ e' r T�9 -'=' 1)Wind:ASCE 7-05;90mph;TCDL=6.0psf;BCDL=6.Opsf;h=3011;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever . f' left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 � ,(� ' e 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry -'7 %. I Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. • 0 3)TOLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pfxi8.5 psf(fiat roof snow);Category li;Exp C;Partially Exp.;Ct=1.1 2 �� 2 4)Unbalanced snow loads have been considered for this design. �C\1‘,.„.,.,1. _� 5)This truss has been designed for greater of min roof live load of 16.0 psi or 1.00 times flat roof load of 38.5 psf on overhangs OA 085111 7Ci non-concurrent with other live loads. 1.41"-\- 6)All plates are 2x4 MT20 unless otherwise indicated. RO�ESSIONA 7)Gable requires continuous bottom chord bearing. July18,2014 8)Gable studs spaced at 2-0-0 oc. j}jggd, l prIen designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. • -_ - -. _.. .. WARBGIW-Ye+r7y design parara.cars and READ NOTES ON THIS AHO rNaGDED MITEK R"F'F"T PAGE 1717-7473 rose I/29/201d BEWBFttla TRENCO EtFWI8.Dedn vol'd(ruse only‘.tth I triek connecto s.This detlgn Is based onl'upon parameters shown.and is ten ha:lhtol buildng component. Apptcabaly of design porarreten and proper incorporation of component a rosponsbility of butding designer•rot toss designer.Bracing shownIs to.•latemt support of indivtdud':.eb members only.Additional temperer•bracing to insure sloblt;doing constructicn Ithe responsiblkty of the 4. erector,Additonal permannt baiting of the overall shunfua Is Ins mrponslbillt/or the buildindesigner.Fur general guidance reording 11.11 lobtcalbn,quality control storage,dill sty-erection and bro=Ing.consul' ANf V7P11 Guoltry GBerfa.035.89 end SCSI Building Component Safety Inloene6on available from Truss Plate Instiluie,281 N.Lea Sheet.Suite 312 Aloxondrla,VA 22314. BIB Sountlaltle Road R Southern pine ISP!lumbo,-',spec inert.th�QOFI�naves are Shsss.s 13 Slue CGLQ1LtQl�bT Atsc Edenton,NC 27832 Job Truss 'Truss Type Qty Pry Amedera51.55Beekman NEW E8245850 J14-00939 T04GE Common Supported Cabe 1 1 Job Reference 100tionell Benewe Balkan Supply,' Seneneuady,NY 12306 7.530 s Ju111 2014 Wes Industries.n0.Fri Jul 18 09:28:49 2014 Page 2 ID:L11Fk6MOORHHQE3om58NNrFpyLyvy-JaAGHCvpeb4JaT BRPtNucJ386QKwFgRmR2ALUywu51 NOTES- 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 110 lb uplift at Joint 2,28 lb uplift at joint 31,82 lb uplift at joint 32,85 lb uplift at joint 33,69 lb uplift at joint 34,68 lb uplift at joint 35,69 lb uplift at Joint 38,89 Ib uplift at joint 37,17 lb uplift at joint 28,85 lb uplift at joint 27,85 lb uplift et joint 28,89 lb uplift at joint 25,68 lb uplift at joint 24,68 lb uplift at joint 23,83 lb uplift at joint 22 and 15 lb uplift et joint 20. 11)This truss Is designed In accordance with the 2006 International Residential Code sections R502.11.1 end R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard vaimio kYARMfD-Nviry rleslge sur_rwscr.s.;:l READ NOTES ON THIS AND 1AL f./DPD tA1vrR1>'J:RFACJ:RAGE MU-MAran t/2.9/2014 BEFORE USE !WIeeerING aY Deskin'iced for use ant.s.Oh 1:4rek connectors.This design is based onl;upon parameters shoves.and Is for on ind,•,'kkaal building corrpcnent. Appicablt,'of design parameters and proper nccrperaticn of comp anent is responsiblil,'of buldng designer-not truss designer.Bracing shown is for lateral support of individual•eb members cnt.Air:tlord temp.1rory bracing to Insure stabaty during construction h the responsrb4lly of tie erector.Adoiionol permanent gracng of thea•arae s'ructure Is the resoonssbet of the building designer.For general guidance regarding . I>c' :thole tobrlcotbR c.te ty control.stooge,delhery,ereetir.n and bracing.consult Apoirrn Qualify Criteria,DSB•89 and SCSI Building Component Safely Interma8on avaloble from Truss Plate nst'Iute,281 N.Lee Street,Suite 312.A.ter:andria.•.A 22314. 018 Soundelde Road if Southern Pine ISM lumbi r Ls sper'Tied.the tlellen n'ues are those effective l5/0115013 bvALSC Edenton,NC 27932 Job Truss Truss Type City Ply AmeOue SI-55 Beekman NEW 08245891 J14-00939 TOS COMMON 1 1 I -,bb Reference(optional) Belenie Bidders Supply.' Schenectady,NY 12306 7.530 s Jul 11 2014 r.ETak Industries,Ine.Fri JJ 18 05:28:49 2014 Page 1 ID:UfFkMOORHHQE3omO8HNrFpyLyvy-Ja4GHCvpeb4JaT BRPINucJxg6HMwELRmR2ALUywu5I Q'11 -8_ 6-1.15 10-1.14 15-1-13 I 20-0-0 21-2-81 0-10-i 5-1-15 4-11-15 4-11-15 4-10-3 �1-2-8 4x8= Scale•1:60.7 4 r ... 10.00 12 11 12 4x44 4x4'_ 3 5 / Sze II 3x5 I 8 ` 1 2 / 7 0 1 mei 10 9 8 axe= 3x8= 8x8= F 10-1-14 1 20-0-0 I 10-1-14 9-10-2 LOADING(psf) TCLL 38.5 SPACING- 2-0-0 CSI- DEFL In (lac) Vdefl Lid PLATES GRIP (Ground Snow=50.0) Plates Increase 1.15 TC 0.84 Vert(LL) -0.15 9-10 >999 360 MT20 169/123 TCDL 10A Lumber Increase 1.15 BC 0.61 Vert(TL) -0.37 9-10 >634 240 W BOLL 0.0 Rep Stress Incr YES B 0.36 Horz(TL) 0.03 8 n/a n/a BC Di. 10.0 Code IRC2006/TPI2002 (Matrix) I Weight:99 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-3 oc purlins. except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2*Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3.10,5.8:2x4 SPF-S Stud WEBS 1 Row at midpl 3-10,5-8 REACTIONS. (lb/size) 10=1250/0-3-8 (min.0-1-15),8=1286/0-3-8 (min.0-2-0) Max Horz 10=-345(LC 5) Max Uplift10=177(LC 7),8=191(LC 8) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/63,2-3=-475/176,3-11=-960!212,4.11=-717/247,4-12=-8071247,5-12=-958/211,5-8=-352/168,6-7=0/84, 2-10=-546/222,6-8=-490/228 BOT CHORD 9-10=167/792,8-9=22/752 WEBS 3.9=-3141245,4-92148/520,5-9--260/235,3-10=-813/108,5-8=-917/107 NOTES- 1)Wind:ASCE 7-05;90mph;TCDLe6.Opsf;BCDL=6.Opsf;h=30ft;Cat Il;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL-1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf=38,5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)ThIs truss has bean designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of trusc to bearing plate capable of withstanding 177 lb uplift at joint 10 and 191 lb uplift at joint B. 7)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced QF NES, standard ANSI/TPI 1. ..c , )' LOAD CASE(S) Standard �P '" . l ASSl'' I- ' 'P / i 1'I � //: 1, 4-c1.: ` •ra ? 61 C4 00 a851 Al e . 11.°F- SSO.'v July 18,2014 A� ......-1-0 _ - asnllluc. . 4.4 LtARMM-•Ven7ydasr9a paramsten and READAg7ES OH THIS AND 77x10IED 1477SIC REFERETXSAGE MI7.1473 sea 1/30/2014 WORE USE Design valid 50r use air--.ah',Trek connectors.this deign a based only uoon parameters shos a and Is for an individual buldfig component E-_ � Appicabrity of design pararneterc and proper Incccparafon of component Is responsmla_or bknldng designer-ncl frur designer.Bracing sl'o�.n Is for lateral support al filer ideal mb members only.Addlionut remporar;brochg to pave sfabiry drnng construcron is the tVponsib0 i;01 the erector.Addllonal permanent bracing of the overat slvolvo is the responsibara of the bulking designer.For general guidance'egardhg i.MIT.:k Aileat: fabrication,gvallit,'control,storage.del.ary,erection and bracing.consult ANSIITPI1 Quality Cdteda,058.89 and BCSI Balding Component 818 Soundslde Road Safely Information ovaliable[men Truss Male Institute,451 N.Lou Spool,Suite 312.Alexandria.'.A 71314. If 5aut'ern Plea!SPI'rAbe r isspaci Sed.Th a dein nines era those a 1SCtiYe05/01/2013 bvALSC Edenton,NC 27932 Job Truss Truss Type Qty Ply Amedarer5l-55 Beekman NEW E8245852 J14-00939 TDSGE Gammon Supported Gable 1 1 Job Reference(optional) Bellevue ElulIdera Supply.' Schenectady.NY 12306 7.530 c Jul 11 2014 MTak Industries,Inc.Fd Jul 18 0928:502014 Page 1 ID:UlFkM00RHHQE3omQ8HNrFpyLyvy-rmkeUYvRPvCaBdYO 78cRps67WWrh7a95njtwywu5h 108 _ 10-1.14 I 20-0-0 F1-2-81 i� 10.1-14 9-10.2 1-2.8 4x4= Scale=161.1 7 1 6 8 117.170 'I 2 1iLi 311II '\ axe I 2 12\ 1i3Ic. �. ��.�.�... .�. �.�.�.�.�. J 24 23 22 21 20 19 18 17 16 15 14 3x5 II 3x4 II I 20-0-0 I 20-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Lid PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.59 Vert(LL) -0.02 13 n/r 120 MT20 169/123 (Ground Snow 50.0) Lumber Increase 1.15 BC 0.30 Vert(TL) -0.03 13 fir 90 TCDL 10.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.01 14 n/a n/a BOLL 0.0 Code IRC20061TPI2002 (Matrix) I Weight:113 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purfins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF-S Stud SOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF-S Stud'Except* WEBS 1 Row at midpt 7-19 7-19,6.20,8.18:2x4 SPF No.2 REACTIONS. (lb/size) 24=211/20-0-0 (min.0-4-0),14=256/20.0.0 (min.0-4-0).19=242/20-0-0 (min.0-4-0),20=238/20-0-0 (min.0-4-0),21=231/20-0-0 (min.0-4-0), 22=235/20-0-0 (min.0-4-0),23=234/20.0-0 (min.0.4-0),18=239/20.0-0 (min.0-4-0),17=229/20-0-0 (min.0-4-0),16=246/20-0-0 (min.0-4-0), 15=175/20-0-0 (min.0-4-0) Max Horz 24=-345(LC 5) Max Uplitt24=253(LC 5),14=-207(LC 6),20=-71(LC 7),21=-115(LC 7),22=-68(LC 7),23=-254(LC 6),18=-69(LC 8),17=114(LC 8),18=77(LC 8),15=237(LC 5) Max Gray 24=264(LC 6),14=259(LC 3),19=408(LC 8),20=335(LC 2),21=25D(LC 2),22-235(LC 1),23=242(LC 5),18=336(LC 3),17=248(LC 3),16=246(LC 1), 15=219(LC 6) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 2-24=-204/18B,1-2=3/63,2-3=-237/256.3-4=115/195,4-5=68/256,5.25=-711317,6.25=2/326,6-7=96/372, 7-8=-89/360,8-26=-2/296,9-26=63/287,9-10=-54/227,10-11=-50/160,11-12=159/184,12-13=0/84,12-14=-239/145 BOT CHORD 23-24=-121/170,22-23=-121/170,21-22=-121/170,20-21=-121/170,19-20=121/170,18-19=-121/170,17-18=-121/170, 16-17=-121/170,15-16=121/170,14-15=121/170 WEBS 7-19=384/0,1x20=295/97,5-21=-210/134,4-22=197/111,3-23=-183/168,8-18=296/95,9-17=-208/133, 10-16=-205/118,11-15=-141/149 NOTES. 1)Wind:ASCE 7-05;90mph;TCOL=6.Opsf;BCDL=6.0psf;h=30ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind(normal to the face),see Standard Industry .�, OF N Ecu L. Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. v r 3)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;C1=1.1 ,`Q' ‘4+(.R LASS., Q., 4)Unbalanced snow loads have been considered for this design. CO _P �� ' - 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 38.5 psi on overhangs * `^r ' non-concurrent With other live loads. AS it 6)All plates am 2x4 nununless otherwise Indicated. _ ' cc 7)Gable requires continuous bottom chord bearing. ;, l > I w8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 9)Gable studs spaced at 2-0-0 oc. (Jt S 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 253 lb uplift at joint 24,207 lb uplift at joint CIA 085111 4G`� 14,71 lb uplift at Joint 20,115 lb uplift at joint 21,68 lb uplift at joint 22,254 lb uplift at joint 23,69 lb uplift at joint 18,114 lb uplift at R0FES SIOtAA\'. joint 17,77 lb uplift at joint 18 and 237 lb uplift at Joint 15. 12)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10,2 and referenced July 18,2014 standard ANSI/TP 11. I non r'sRFIRI Rtnndend . _ 4 WARNING VerRY darrpn rpanmamn and MAD NOTES ON 7MSArm IM JJVW M77EX REFEREACE NIUE MIT-7473 fess J/29/2814881'ORIUSE TRENID EPKSNPI9P4G BY Design vod to use only vdth Mtrek connectors.rhe design Is bosed only upon parameters shown and Is roan mdrrduai budding corrnoner. AppicablF o'design parameters and proper lna.rp arolion of component In resporubSty of bus ng dcJgne nut truss designer.Bracing she-Is fo beros suppo.-I el Ind'Adual,, b members onl.Addiliora!temporary bracing to insure stabs ity during construction is the responsiblrrdy of the erector.Additional permanent bracing of the overall structure a the responsibllt:of the building designer.For general guidance rega ding tobrlcal➢an quard.control stc age.deli ery.erection and bracing,consult ANSI/IPII Qualify Criteria.DVS-99-and BCSI Building Component 818 Sountleide Road Safety Information a?dibble from Truss Plate Institute.281 N.lee Street,Surto 312,Alexandria.'.A 22314. 818 SEdenton,NG 271132 HSaothEm Pine tSP}lumberis s➢esir',ed.the denim varves are those effesl n 06/01/2013 by AI.SF Job Truss Truss Type Oty Ply Amedore/51.55 Beekman NEW E6245093 414-00939 T06 COMMON 2 1 Bellevue B2lders Supply, S:henecfady,NY 12306 7.530 s Jul 11 2014 Mirek Industries,Inc.Fn Jul 18 09:28:502014 Page 1 ID:UfFkMDDRHHQE3emQ8HNrFpy:-.yvy-nmkeUYvRPvCe8dYO_7BcRps2V Wa4lbaa?5njhvyeeu5h I 6-10.2 I 13-4-12 1 20-0-0 I 610.2 8.8.10 6.7.4 axe' Seale=1:78.8 3 f1-,• a / 10.00 )l/ \ 8 / 4x8 11 4x4�2• / / q � j ctl / i 0.8 III / 7 8 5 6x6= 34= 5x8= i 10-0-0 1 20-0-0 i 10-0-0 10-0-0 Plate Offsets(X,Y)— 13:0-5-0,0.3-01,14:0.4-9.0.0-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Weft lid PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0,89 Vert(LL) -0.18 5-6 >999 360 MT20 1971144 (Ground Snow=50.0) Lumber Increase 1.15 BC 0.64 Vert(TL) -0.45 5-6 >526 240 TCDL 10.0 Rep Stress Ina YES WB 0.75 Horz(TL) 0.02 5 rda n/a BCLL 0.0 Code IRC2006/TPI2002 (Matrix) Weight:112 lb FT=20% BCDL 10,0 I LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-1 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals, WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at mldpt 3-6,2-7,3-5 REACTIONS. (lb/size) 7=1153/0-3-8 (min.0-1-13),5=115310.3-8 (min.0-1-13) Max Horz 7=532(LC 6) Max Uplift7=113(LC 7),5=-182(LC 7) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-600/273,2-8=-957/278,3-8=-646/302,3-9=-142/292,4-9=-3131262,1-7=-571/255,4-5=-414/270 BOT CHORD 6-7=-313/755,5-6=-178/421 WEBS 2-8=460/356,3.6=-209/845,2-7=660/114,3-5=819/269 NOTES- 1)Wind:ASCE 7-05;90mph;TCDL=6.Opst;BCDL=6.0psf;h=30ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psi bottom thord live load nonconcurrent with any other live loads. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 113 lb uplift at joint 7 and 182 lb uplift at joint 5. 8)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ,c,Of NEW Y CI?�O 085111 (Zv ESSI July 18,2014 2=4 A,140458996-Verirydauig.s aaranramn sol REM ROTES OH TNTSAND rccworD N7T5K REFERENCE WOE Nf7•7473 lee J/2S/2014 aff0REUJE: fMIME=eIrr an Designs.Jlid for we only with MITek connectors.This design is based only upon parameters shemr.and Is loran indt.fdLal buildng component. Applcobllll;of design parameters and proper incorporation et component is responslbrlty of bulding designer-not truss devgner.1lroChg shor n Is for lateral support of hdi idual--eb members ant,.Additional temperer,-brs zingt5 to Insure slabir!,during construction r3 the responsibility of the mato,.Additional permanent bracing of tie overall structure is the responsbllit of the budding deslgner.For general guidance regarding Ardl Tek Afdlbl. fabrication,gualr:canirol,storage,dell'er;'.erection and bmeng.consuil ANSI�/TT►I1 Quality Crtteda,D38-81 and SCSI Building Component Solely Information a.*arable from Truss Plate Institute.261 N.Lee Street,,vita 312,Alexondia,.A 22114. 818 Soundelde Reed tl5outhgrlrPin.LSPl lumber is seenlffod,the drsferrvalues e a those effective 05/01/2013 bvALSC E160100,N027932 _� Job Truss ITruss Type Qty Ply Amedorel51-85 Beekman NEW Ea245894 J14.00939 T000R COMMON GIRDER 1 2 Job Reference(optional) Bellevue&alders Supply,' Schenectady.NY 12306 7.530 a Jul 112014 MRak Industries,Inc.Fri Jul 18 09:29:51 2014 Page 1 ID:UfFkM00RHHQE3omQ8HNrFpyLyvy-F71H1iuw3ADKRpm7aYgir 10E_w_p018jEIXHPNywU5g I 7-1-0 716-4 13-4-12 I 20-0-0 I 7-1-0 044 5.11.0 8.7.4 4,8 I. Scale-1:77.7 3 U 10 10.00 'I ill 11 8x8 .1j '.2 4 2 Z 7 4x10•/ 1 .- 1111110.1inniminsmaj 9 12 8 7 e 5 5x10 II 8x8= 541= 6x0= 3x8 I I 7-1-0 77514 13-4•12 1.-_2040 l 7.1-0 0-4-4 5.11.8 0-7-4 _._. Plate Offsets(X,Y)— 12:0-1-8,0-1-8(,(8:0-4-0,0-4-41.(8:0-3-8,0.4.41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (too) Udell L/d PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.78 Vert(LL) -0.09 8-9 >999 360 MT20 1691123 (Ground Snow 50.0) Lumber Increase 1.15 BC 0.48 Vert(TL) -0.17 8-9 >999 240 TCDL 10.0 Rep Stress!nor NO WB 0.79 Horz(TL) 0.01 5 rile n/a BCLL 0.0 Code IRC2006ITPI2002 (Matrix) Weight:248 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3.11 oc purlins, except BOT CHORD 2x6 SPF 2400F 2.0E end verticals. WEBS 2x4 SPF No.2'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, 1-9:2x6 SPF 1650F 1.5E,2-8,1-8:2x4 SPF-S Stud WEBS 1 Row at mldpt 4-5 REACTIONS. (lb/size) 9=5394/0-3-B (min.0-2-15),5=4913/0-3-8 (min.0-2-11) Max Horz 9=52B(LC 6) Max Uplift9=-853(LC 7),5=-836(LC 7) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-4634/765,2-10=2624/535,3-10=-2313/579.3-11=-2431/585,4-11=2618/556,1-9=3631/597,45=3834/707 BOT CHORD 9-12=-731/1426,8-12=-731/1426,7-8=75913392,6-7=-759/3392,5-6=-75196 WEBS 3.6=-535/2514,4-6=-511/2674,2-8=-396/2395,2-6=-2306/593,1-8=-311/2019 NOTES- 1)2-ply truss to be connected together with lOd(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 0c. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-05;90mph;TCDL=.Opsf;BCDL=6.0psf;h=30ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable and zone;cantilever left and right exposed;end vertical left and right exposed;Lumber OOL=1.33 plate grip DOL=1.33 4)TCLL:ASCE 7-05;Pg=50.0 per(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 5)Unbalanced snow loads have been considered for tills design. �&0V N EIv Y 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other Ilve loads, O 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 853 lb uplift at joint 9 and 836 lb uplift at ki- ��B.LASS/ 9 joint 5. T 8)This truss Is designed in accordance with the 2006 international Residential Code sections R502.11.1 and R802.10.2 and referenced *� ~14 �� standard ANSI/TPI1. t "r�� 9)Girder carries tie-in span(s):19-0-0 from 0.0.0 to 6-2-8;15-0-8 from 6.2-8 to 20-0-0 _ .00,�`�,I,�?* LOAD CASE(S) Standard = 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 ' Uniform Loads(pit) �� X851 i� �� Vert:1-3=-97,3-4=97,9-12=-509(F=489),5-12=393(F=-373) A> ROPESSI011) July 18,2014 LYARNThO-Vsvtryda-rpn janmefrnand REAL AYI7ES ON TMSAND 7N7.l1CFL Mf7FX REFERL19tS PrWFN77.7473 ae1/S9/2D118EFOSfi/.fE THE$qi Design veld fr use cdy'rOh Milek connectors.This design Is bared on12 upm parameters she.n,and is loran Individual brAding component. Apprcobihy of design parameters and poper incorporation of component Is responsibility of bulding designer-nal tre designer.Bracing shotIsfor lateral support of Individual teb mu-rrers only.Additional temporar;bracing to Insure stabil/;during construction Is the responsbiltt;of the erector.Additional permanent brach;of the overal structure is the respomibit;of the building desgner.For general guidance regarding al: fabrication,quality control.storage.delivery.erecton and bracing,consul ANSI/TPit Qualitryy�,Crttesta.OSB-89 and BCSI Building Component Safely lnformaHon a amiable from Tars Plate Institute,281 N.Lee Sheaf.Suite 312,Ale..ondrio.VA 2'2314. el8 aanddda Road HSpyt�em Pine tSFllum6erlisp ecKied.thedesier values a•e 2hase uORCtive 06/F1/20(3 by AI SC Edenton,NC 27032 Job Truss Trues Type Qty Ply Amedorer51.55 Beelcnan NEW E8245695 J14.00939 iO6SGE GABLE 1 1 Job Reference Notional) Bellevue Builders Supply; Schenectady,NY 12306 7.530 a Jul 11 2014 MITeK industries.Inc.Fri Jul 1809.28:51 2014 Page 1 ID:UIFkM0ORHHQE3omQ8HNrFpyLyvy-FzH1 oiw3ADKRpm7aYgir 10GKwygO_GjEIXHPNywu5g 4-10-3 1 13-4-12 I 20-0-0 410-3 846.9 8-7-4 4x8= Scale=1:77.7 5 :i 3x4 - 4 Ni\... 10.00 12 3 ,. 3x5 ii • 96 • 4x4% * ' , 2 • uS 3xe II 1B n 1 F. ` 13 t; 12 11 10 6x8= 398= 6x8= I 9-11-8 I 20.0-0 I 9-11-8 10-0-8 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. In (lac) Udell Lid PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.69 Vert(LL) -0.14 10-11 >999 360 MT20 169/123 (Ground Snow=50.0) Lumber Increase 1.15 BC 0.61 Vert(TL) -0,36 10-11 >660 240 TCDL 10.0 Rep Stress Inc: YES WB 0.98 Horz(TL) 0.03 10 n/a n/a BCLL 0.0 Code IRC2006/TPI2002 (Matrix) Weight:143 lb FT=20% BCDL 10.0 LUMBER. BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2'Except- BOT CHORD Rigid ceiling directly applied or 9-9-2 oc bracing. 2-12:2x4 SPF-S Stud WEBS 1 Row at mldpt 2-12 OTHERS 2x4 SPF-S Stud JOINTS 1 Brace at Jt(s):15,16,17,18 REACTIONS. (lb/size) 12=1153/0-3-8 (min.0-1-13),10=115310-3.8 (min.0-1-13) Max Holz 12=532(LC 6) Max Uplift12=113(LC 7),10=-182(LC 7) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-401/123,2-3=-966/211,34=-177/277,4-5=1241313,5-6=139/265,6-7=-91/241,7-8=-129/184,8-9=158/172, 1-12=-384/127,10-13=315/295,9-13=-221/191 BOT CHORD 11-12=351/771,10-11=-215/754 WEBS 3-14=-777/171,14-15=762/187,15-19=-863/210,16-19=-232/215,16.17=-2391133,17-18=-248/160,13-18=•249/152, 3-11=6/508,2-11=224/251,2-12=-880/118,4-14=9/32,5-15=201/85,6-16=-414/11,7-17=-89/65,8-18=19/14, 11-19=321/0,10-19=-1018/448 NOTES- 1)Wind:ASCE 7-05;90mph;TCDL�.Opsf;BCDL=6.0psf;h=30ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered forthis design. 5)All plates are 2x4 MT20 unless otherwise indicated. (OF NE(v6)Gable studs spaced at 2-0-0 oc.7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. FL 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 113 lb uplift atjoint 12 and 182 lb uplift atjoint 10.9)This truss Is designed in accordance with the 2008 International Residential Code sections R502.11.1 and R802.10.2 and referencedi•-�', Air f '. d standard ANSI/TPI 1. W LOAD CASE(S) Standard 6�ari Z N (? �� 085111 47 v °''FSS►0 ' July 18,2014 ,..%14W -V69ry design pa rums mrs end READ N77E$ON WITS AND TNl2UDED NITER REFERE7CE PAGE MT-1473 tat 1/23/2011 BEFORE USE TRi° fro Design.mid for use onty v r1h MTek connectors.This design is based ony upon pacrne'ers shovm.and is for cn Indloldud building component Appllcabit`'of design parameters and properraorpoestion of component is rdspanslblity of bvldng designer-not truss designer.Bracing sho:m is for lc fecal sspper:of irdl.lduxb vreb members ant,.Additional temperer.broc rrg to insure stabil.cluing construction is the resporn8sily of the erector.Additional permanent bracing of the overall structure Is the rest crs'bfil;of the buldlrg designer.For general guidance regarding A 611:k.J1lut.a lubrication.quaR;control Storage.darer:.erectbn and bracing.corsult ANSI/TF11 Quolty Criteria.055-89 and SCSI 5014159 Component Soley information a aloble tom Truss Plate Institute,281 N.Lee Sheet.Suite 312 Ma andda.VA22314. 818 Soundslde Road If Southern P'ee ISPI lumber I,s>ecl6ed.the d es'.1J1 vel res Re dross etre;ave 06/01(2613 by AL SC Edenton.NC 27932 Job TrUSS Truss Type Qty Ply Amedore/51.55 Beekman NEW E8245895 J14-00939 TT17 COMMON 3 1 Job Reference(notional) Bellevue Bbldera Suppty,' Schenectady,NY 12308 7.530 3 Jul 11 2014 Wok Indusuies,Inc.Fri Jul 180928:52 2014 Page 1 ID:UIFkMOOR HHQE3om06H NrFpyLyvy-k9rPvExhxWSI Rwim6YD4WExVLJIh7a9tTPGgypywu5f I 14-1.4 1 10-a 4.10-12 4-7-4 0 ij 4-7.4 4-10-12 10.10.6 4x0= Scale=1,80.5 4 A 9 \ 10 12.0012 2x4`.7., \ 25x4/.., 5 , //� .\ \ ` \ / 0 2 • \ 8 0 d �•\\ a 010 1/ 3x8= I 98-0 r19_-0-0 ! 9.8.0 9-8.0 _--- Plate Offsets(X,Y)- f2:0.1-2,Edgel.(6:0-1-2,Edgel _ - LOADING(psf) TOLL 38.5 SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl ltd PLATES GRIP Plates Increase 1.15 TC 0.42 Vert(LL) -0.14 6-8 >999 360 MT2O 1691123 (Ground Snow=50.0) Lumber Increase 1.15 BC 0.64 Vert(TL) -0.37 6-8 >600 240 TCDL 10.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.03 6 n/a nla BCLL 0.0 Code IRC2006/TPI2002 (Matrix) Weight:79 lb FT m 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-9.10 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF-S Stud*Except' 4-8:2x4 SPF No.2 REACTIONS. (lb/size) 2=1193/0-3-B (min.0-1-14),6=1193/0-3-8 (min.0-1-14) Max Horz 2=-316(LC 5) Max Upltf12=169(LC 7),6=-169(LC 8) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/62,2-3=1255/201,3-9=9711209,4-9=-804/244,4-10=-804/244,5.10=-971/208,5-6=1255/200,6-7=0/62 BOT CHORD 2-8=139/797,6-8=30/797 WEBS 4-8=1761696,5-8=-376/252,3-8=376/252 NOTES. 1)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other Ilve loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 169 lb uplift at joint 2 and 169 lb uplift at joint 6. 7)This truss is designed In accordance with The 2006 International Residential Code sections 8502.11.1 and R802.10.2 and referenced (0-F NEW . standard ANSI/TPI 1.LOAD CASE(S) Standard " R LASS��O,Q'�•w If ~ w � r t.1Li raala� - � s,0 08511 _� ARFESSIOPN, July 18,2014 Aa. n•old f-bilary r/y r Its Wok con and READ This PATES is based only INCLUDED pG parameters MITER REFERENCE Mot: a n-1473 u 1/21,2011 c 6EFron USE THNco Design'old far use orsy�lits HY7ek connec•ors.TN's dasgn B hosed ordy upon slxn r.,and Is for an individual bWdhg component. Applcobill•of design parameters and proper incorporation of component Is responsible':of buldrg de egret-not truss designer.Sredng silo,n is for lateral support of individual v ab members only.Additional temporary bracing to more sfabilt;during construction Is the responsbltity of the erector.Additional permanent bracing of the c iron structure Is the resoorsblrty o1 the buildhg designer.For gonerol guidance reJcrdi.ng A MITex M011ate fabrication.quality control storage.del.ery,erection and brochg.consult ANSI Pll Qua Craafa,051.89 and SCSI Building Component //ff �' 818 Soundside Road SafetyInformation available from m itlePlate Institutedosfen.261 N.Lee Street.suree0 101/Alex13_\AtSG Edenton,NC 27932 1fSauthem Pinel�lumbarls sp�!fi ,the desrr3l values are rhese q!rgr dive 06!01/;Q,>,�Al4G Job Truss Truss Type Qty Ply Mnedore 51-55 Beekman NEW J14-00939 TO7A COMMON 2 1 0245097 Job Reference(optional) Ballewe BUadere Supply; Sdsenededy,NY 12306 7.530 a Jul 11 2014 MTek fedustrles.Inc.F(1 Jul 18 09:2&522014 Pape I I D:I.1fFkM00RHHQ E3om08HNrFpyLyvy-karPvExhx WSIRwim6YD4 W ExSXJlf7a1 tTPGgypywu5f 1-_. 4-10-12 9-6-0 } 141-a 1 19-0-0 t tae 4-10-12 4-7-4 4-7-4 4-10-12 410-8 4x6= Scale=1:60.5 3 A \ 9 12.00[12 i./ 2x4\\ / 2x4 ' 2 \\ 4 • i /. ///1\\.,,, 1,/ - �. 5 0 , 8 axe N t 6x8 1• 3x8= I 9.8-0 1 19-0-0 I 941-0 9-0.0 Plate Offsets(X,Y)-- 11:0-1-2,Edgel j5:0-1-2.Edgel LOADING(psi) SPACING- 2-0-0 CSL DEFL. In (loo) (deli Lid PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.60 Vert(LL) -0.14 5-7 >999 360 MT20 169/123 (Ground Snow=50.0) Lumber Increase 1.15 BC 0.64 Vert(TL) -0.38 1-7 >590 240 TCDL 10.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.03 5 n/a n/a BCLL 0-0 Code IRC20061TP12002 BCDL 10.0 (Matrix) Weight:77 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-4 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling d'cectly applied or 10-0-0 oc bracing. WEBS 2x4 SPF-S Stud'Except* 3-7:2x4 SPF No.2 REACTIONS. (lb/size) 1=109210-3-8 (mtn.0-1-11),5=1196/0-3-8 (min.0-1-14) Max Horz 1=-329(LC 6) Max Uplift 1=-118(LC 8),5=-169(LC 8) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=1261/202,2-8=977/210,3.8=-808/246,3-9=-808/248,4-9=-976/225,4-5=-1260/204,5-6=0162 BOT CHORD 1-7=-140/805,5-7=-33/800 WEBS 3-7=-184/705,4-7=-369/252,2-7=-333/258 NOTES- 1)Wind:ASCE 7-05;90mph,TCDL�.Opsf;BCDL=6.0psf;h=30ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat root load of 38.5 psf on overhangs non-concurrent with other Ilve loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 118 lb uplift at Joint t and 169 lb uplift at Joint 5. 7)This truss is designed in accordance with the 2006 international Residential Code sections R502.11.1 and R802.10.2 and referencedI-0-F- �fEWrstandard ANst/rPl 1. R•�qs, TO LOAD CASE(S) Standard Si 7� r- (*yn , ly� oc a yr �1YLU 2tS) 00 085111 44 I'''\R0 -ESSIC) July 18,2014 A.WARN5N,-Varity design yams:DAM/3 and REAS)NO7E5 ON THIS AM)P .urED MtTFJK REFESFKF PAGE M11•7473 Mu 1/29/2014 BEFORE USE - - -_- EJNEFMV;BY Design yard for use or with MOek connectors.Tho design 6 boed my upon parameters she.Ti.n,and'a for an individual bubinp component App cabffy of design pororneters old proper trncuperolon of component b responsialily of buildng designer-not nue designer.Bracing shown Is for lateral supped of individual t eb members only.Additional temporary bracing to Imre stobrity during consmtciion h the responsibl6y of the erector.Additionalpermanent bracing of Me-omit structs--e Is the rF Vorubltf,of the bulking designer.For general guidance regamhg At•l To<Alm131: tubi cotton,[War,control siaoge.deli em.emotion ord bracing.consul ANSI/WIT Quoin,/Crtiada,D311-89 and 8031 Building Component Solely information avo'able hon Truss Plate Institute.281 N.Lee Street.Suite 312.Ale.:andrks,VA 22314. 818 Soundaide Road H Southern Pine tSFR lumber is notified,She dad-+, ues are those eft entre 09,011.1/01___9 INALSS Edenton,NC 27932 Job Truss Truss Type Qty Ply Amedorel5l•55 Beekman NEW E8245898 J14.00939 TO7B COMMON B 1 Job Reference(optional) Belewe Belden Suppy,Schenedady,NY 12x08 7.530 a Jul 11 2014 Mfr4R hduatdaa,Inc.Fri Jul 18 09:28:53 2014 Page 1 ID:UfFkMO0RHHOE3om08HNrFpyLyvy-CLPn7ZyJiga824HzgFkJ3SUdXje s100h2000Fywu5e I 4-10.12 I 94-0 1 141-4 18-11-8 I 410-12 4-7-4 4-7-4 4-10-4 405 = Scale=1:80.4 3 12.00 12 \\,82x4\\ 2x4// 2 . 4 // `\,,, 7 \ / \\\\N m 5.\\ 8 503 4 358= I 9-6-0 I 18-11-8 I 943-0 9-S8 Plate Offsets(X,Y)- (1:0-1-2,Edgel,f5:0-1-6,Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/de0 L/d PLATES GRIP TOLL 38.5 Plates Increase 1.15 TC 0.58 Vert(LL) -0.14 1-6 >999 360 MT20 169/123 (Ground Snow=50.0) Lumber Increase 1.15 BC 0.63 Vert(TL) -0.38 1-6 >581 240 TCDL 10.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.03 5 n/a n/a BCLL 0.0 Code IRC2006/TPI2002 (Matrix) Weight:76 lb FT=20% BCDL 10.0 -- LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc purlins. BOT CHORD 2x4 SPF No.2 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF-S Stud'Except* 3-6:2x4 SPF No.2 REACTIONS. (lb/size) 1=108710-3-8 (min.0-1-11),5=1087/0-5-8 (min.0-1-11) Max Horz 1=-312(LC 5) Max Uplift)=-119(LC 8),5=-120(LC 7) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=1255/205,2-7=9711213,3-7=-802/249,3-B=-802/249,4-8=-970/213,4-5=-1248/204 BOT CHORD 1-6=-155/800,5-6=-511786 WEBS 3-6=185/697,4 8-356/255,2-6=3751258 NOTES- 1)Wind:ASCE 7-05;90mph;TCDL=6.0psf;BCDL=6.0psf;h=30ft Cat II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 119 lb uplift at joint 1 and 120 lb uplift at joint 5. 6)This truss is designed in accordance with the 2008 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. t{ 1,' EV v LOAD CASE(S) Standard ,c, OF NEW), e') P\-4 '')/' LASsi O-Yl- T r _ ;.„ * 4.42- 1r F,9 cc , ,.... u., r1.4. . t:._..7.4,1:..lis ) ....... �O 085111 �_ R0FFSSIOksV July 18,2014 _ 8 :ti.7 er.. •-. 17,-,,,,, ,...=,,z7.-;.,. 1. WMNIIN,:-Monty dessya par+meron and READ MISS ON THIS APED INCLUDED Design veld for use ant,-'.th l.b7ek conneelors.fhb dedpn Is based c-My upon parameters she.n.and k for or inch idualbuslding component. Es'THEE��- >A��BB O AppicabiP,of deign parameters and pn..per incorporation of component is responsibility of buldirg deslgne'-not truss designs•.Brodng stern n is for bled support of:ndi idud•.eb members only,..dctronal lemporory bracing to hssre ski-silt'during corstnsctlm it the responsibllty of the proctor.i ddtiond permanent bracing of the ovetal slructurm Is the responvbl'il;of the buildnO designer.For general guidance regarahg .'.Ms-eh A18late fabrication quai.;central storage.deli very,erection and bracing.consul'ixrd 8 Sountlslde Road ANSI/1711 Ovally Criteria,DSS-89 and SCSI Building Component Safety Inlormatbn available from Truss Mole Institute.281 N.Lee Street.Suke 312.Ale.andd .a, r.22314. B7018fdos NC 278ea _fgevSPineISps.tumblerIs.s.aeciritel,_th g_4 tilt.,values are those effective 08/01/2013 by ALK Job Truss Truss Type Qty Ply Amerbre151.55 Beekman NEW E9245889 J14-00939 T070E Common Supported Gable 1 1 Job Reference fostlona)) Bellevue Builders Supply, Schenectady,NY 12306 7.530 a Jul 11 2014 MRek Industries,Inc.Fri Jul 18 09:2a:53 2014 Page 1 ID:UfFkMOORHHQ E3omQ8HNrFpyLyvy-CLPn7ZyJIgaB24HzgFkJ3SUlrrpmgs3b0h2DOU Fywu5e ¢ 8-8-0i 19-0-0 19-101 10 9.5.9 9-8-0 10-8 4x4= Scale=1:57.9 7 • 6 / a C 23 \ 12.00 I / I 9 4' / DJII Y. 4 ./ \CH, 3 / \ 11 /` tG / s7.; i/ .. tj �* a 1jb �-�I 12 �). .!v��t� ,.,1'. V_V..V._V_-1l_\-/���. .�t.•�yV 0-».1."'.1 3x4 _ 22 21 20 19 18 17 18 15 14 3_x\4`- I 1340 I 16,0-0 Plate Offsets(X,Y)— F2:0-2-4,0.1-81.112:0-2-4,0.1.81 LOADING(pat) 1 TCLL 38.5 SPACING- 2-0-0 CSI. DEFL. in (Ioc) Weft Lie PLATES GRIP (Ground Snow=50.0) Plates Increase 1.15 TC 0.12 Vert(LL) -0.00 13 n/r 120 MT20 169/123 TCDL 10,0 Lumber Increase 1.15 BC 0.08 Vert(TL) -0.00 13 n/r 90 BCLL 0.0 Rep Stress Incr YES VVB 0.28 Horz(TL) 0.01 12 n/a We BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight:103 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 DOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF-S Stud'Except' WEBS 1 Row at midpt 7-18 7-18,6-19,8-17:2x4 SPF No.2 REACTIONS. (Ib/size) 2=214/19-0-0 (min.0-3-12),12=214/19-0-0 (min.0-3-12),18=168/19-0-0 (min.0-3-12),19=234/19-0-0 (min.0.3-12).20=231/19-0-0 (min.0-3-12), 21=243/19.0-0 (min.0-3-12),22=190/19-0-0 (min.0-3-12),17=234/19-0-0 (min.0-3-12).16=231/19-0-0 (min.0-3-12),15=243119.0-0 (min.0-3-12), 14=190/19.0-0 (min.0-3-12) Max Horz 2=-316(LC 5) Max Uplifl2=120(LC 5),12=52(LC 6),19=112(LC 7),20=-128(LC 7),21=-132(LC 7),22=-96(LC 7),17=109(LC 8),16=129(LC 8),15=-132(LC 8),14=-95(LC 8) Max Gray 2=218(LC 6),12=214(LC 1),18=255(LC 8),19=326(LC 2),20=237(LC 2),21=243(LC 1),22=191(LC 2),17=326(LC 3),16=237(LC 3),15=243(LC 1), 14=191(LC 3) FORCES. (Ib)-Maximum Campressbn/Maximum Tension TOP CHORD 1-24)/58,2-3=328/181,3-4=-252/168,4-5=168/156,5-23=-118/147,6-23=-79/155,6-7=-152/224,7.8=152/209, 8-24=-47/116,9-24=-11B/108,9-10=118/78,10.11=-174/89,11-12=275/101,12-13=0/58 BOT CHORD 2-22=-53/272,21.22=-53/272,20-21=-53/272,19-20=53/272,18-19=53/272,17-18=-53/272,16-17=-53/272, 15.16=53/272,14-15=-53/272,12-14=53/272 WEBS 7-18=-231/0,6.19=-288/136,5-20=198/153,4-21=200/154,3-22=-165/130,8-17=286/133,9-16=198/154, 10-15=200/154,11-14=-165/130 NOTES- 1)Wnd:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.0psf;h=30ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL-=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry QF NE. Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ,C� 3)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;C1=1.1Q' \C F-LAS 0,(� 4)Unbalanced snow loads have been considered for this design. �'� QCT s/i- r,' 5)This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs * k� �9 non-concurrent with other live loads. 1 d 6)All plates are 2x4 MT20 unless otherwise indicated. — ' >iro'id Cl 7)Gable requires continuous bottom chord bearing. ` r 8)Gable studs spaced at 2-0-0 0c. Z 1 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 120 lb uplift at joint 2,62 lb uplift at joint 12 LP 0 ,112 lb uplift at joint 19,128 lb uplift at joint 20,132 lb uplift at joint 21,96 lb uplift et joint 22,109 lb uplift at joint 17.129 lb uplift at 04 08511 1 4� joint 16,132 lb uplift at joint 15 and 95 lb uplift at joint 14. 9 P� 11)This truss is designed In accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced C)� SSION standard ANSI/TPI 1. July 18,2014 LOAD CASE(S) Standard .,WAAMM.-Veal'de.rga param.tan sod READ NOTES ON MS AND rNQ.UDED HXILX AFFERENC£PAOE M7t-M73 me.110/204 WOO F. I Earn XC ER1IJC BY 0 Design.fold for use crl;with Mrek connectors.This design is based only upon parameters sho•.n and is for an indfvldual bolding component. APprcabtt;a'deslcn parameters and proper'neap=Non et component isresponsb8t,'of bufding designer-not truss deignlr.trcang shr. n Is for toterel support of irdt.rdua s eb members ony.Addtic.'ral temporary bracing to Insure stabaly cluing construction is the response:0;1y of the erector.A loltionol Dem onen'broc'ng of the Duero/Anrchre is the responsbL`;of the building designer.For Csrserai guidance regarding A511Tc i:,Ism fabrication,quorf contro4 storage.des a',..e-action and bracing.consult ANSI/17,11 '11 Qvatt Cr feria,0311-89eld -89 and 6C3I ttng Component 818 ScrxrdsWe Road Safety Inkrmoton available from Truss Plate Institute.281 N.Lee Street.Suite 312.A exordrio.`.A 22,14. If Southern Pine ISPI'umber is seer-Iled.the de den values are those effective C0J01/:313 by ALSO , Edenton.NC 27932 Job Truss -T-Truss Type Cry Ply Amadwe/5155 BeeIrian NEW E8245000 J14-00939 708 COMMON 10 1 Job Reference(opyortai) Bellevue&iiklen Suppy- Schenectady,NY 12306 7.530 s Jul 11 2014 MITek Industries,Inc.FN Jul 10 09:28:54 2014 Page 1 I D:U f FkM00R HHQ E3omQ8HN rFpy Lyvy-gY29KvyxT819g Es902FYbf0o2725 ba HAwilxfXywu 5d -0-11.13. 8-9-3 I 13-6.6 . 14-6-3 0-11-13 6.0.3 6-9-3 '0.11-13 _x6 _ Scale=1:33.1 3 8.00 fir 8 7 0 2 4 to axe = 806= 13-8.6 13.8-8 Plate Offsets(X,V)- 12:0-0-O,0-1-141,13_0.3-0,Edaej 14:0-0-0,0-1-141 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (bc) UdeS Lid PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.60 Vert(LL) -0.19 2-4 >857 380 MT20 197/144 (Ground Snow=50.0) Lumber Increase 1.15 BC 0.36 Vert(TL) -0.49 2-4 >322 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0,01 4 n/a n/a BCLL 0.0 Code IRC2006/TPI2002 (Matrix) Weight:59 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SPF No.2 HOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=884/0-3-8 (min.0-1.8),4=884/0-3-8 (min.0-1-8) Max Horz 2=159(LC 6) Max Uplift2=151(LC 7),4=-151(LC 8) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31,2-6=805/129,3-6=540/172,3-7=-540/171,4-7=805/129,4-5=0/31 BOT CHORD 2-4=38/575 NOTES. 1)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;Cat II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf8.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Thls truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5)Thls truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other rive loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 151 Ib uplift at joint 2 and 151 lb uplift at joint 4. 7)This truss is designed In accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 4 O� N 'fw, 04„,•040/1. J/ , 'F I 401 • it r' 'It- s FQ O851-0 "- A9��ESSI�Nc"\, July 18,2014 - I WJ1?i-Yc•4Nydasigs parameter sad READ A137F5 OH Ts4TSAND MCLUOED MTTEK RETERE1, AGE FM-1473 rest 1/29/2014 OJR,PE USE Design.old for use Only v.401 r.LTek connectors.Ills deign a based only upon po ameters shown and is la an indr ideal bold A TRENcO HEERIN:: lcabay ofd ts0 component. ppdesign she' Is for lateral support Ol lneft.ids d•sb members only.Add tional lassporary bracing to insure sf obity during construcllon is there-nonsibi'ily of the NCII erector.Additional pelmoncnl bracing of the overal structure IS the responsibit•,of the building designer.Fo-general guidance regarding A Met:111031• faarcarioe goan_control storage.dui'er.erection and broc'rsg.consult ANSV1191 Quality Criteria,DSB-89 and SCSI Sending Component Safety Information available tram Truss Plate Insflule,281 N.Lee Street,Suite 312.Ale andr'a,1.A 22314. 61BSoundside Road If.Outhern Pine(5511umberlsleecified.thc;',esrm meats a a those effect''ee95/01J24146iAFSC Edenton,NC 27932 Job Trues Truss Type 'Qly Ply Amedorel51-55 Beekman NEW E5215901 J14-00939 MUGS Common Supported Gable 2 1 Job Spfe.mnce.iopllonnq Bellevue 8silders Supply: Scheneaady,NY 12306 7,530 a Jul 11 2014 MiTek industries,Inc.Fri Jul 1609:20:54 2014 Pape 1 I D:UfFkMOOR HHQE3omQ8HNrFpyLyvy-gYz9KvyxTei7gEs9DzFYbfOxV77ebZOAwilx0iywuSd I-0.11-13, 6-9-3 i 136$ i 14b3 I 0-11-13 8-9-3 8-9-3 0-11-13 570 Scale=1:33.1 5 ill 8.00 12 4 6 15r 16 s 7 ill C .�. .., --7-A--X---A-N7 a i2I r r ❑❑ lefa s d -i ., �;,,c-A :T: �v 'ems � .7i A 3d= 14 13 12 11 10 3x4= I 138 8 i 13-8-6 Plate Offsets(X,Y)- 12:0-0.0,0-0j8:0-0-0,0-0-21 — — — LOADING(pot) SPACING- 2-0-0 CSI. DEFL. in (too) 1/def Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 9 n/r 120 MT20 169/123 (Ground Snow=50.0) Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 8 n/r 90 TCDL 10.0 Rep Stress Incr YES Vt/B 0.08 Horz(TL) 0.00 8 n/a n/a BCLL 0.0 Code IRC2006/TPI2002 (Matrix) Weight:72 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF-S Stud REACTIONS. (Ib/size) 2=292/13-6-6 (min.0-2-13),8=292113.6-6 (min.0-2-13),12=177/13-6-6 (min.0-2-13),13=208/13-6-6 (min.0-2-13),14=299/13.6-6 (min.0-2-13), 11=208/13-6-6 (min.0-2-13),10=299/13-6-6 (min.0.2-13) Max Harz 2=-159(LC 5) Max Uplift 2=-30(LC 7),8=45(LC 8),13=-56(LC 7),14=112(LC 7),11=52(LC 8),10=-111(LC 8) Max Gray 2=292(LC 1),8=292(LC 1),12=177(LC 1),13=263(LC 2),14=304(LC 2),11=263(LC 3),10=304(LC 3) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31,2-3=-153/98,3.15=125/75,4-15=63/85,4-5=-127/120,5-6=-127/111,6-16=63/62.7-16=-125/51,7-8=-153/48 ,8-9=0/31 BOT CHORD 2-14=27/107,13.14=-27/107,12-13=-27/107,11-12=27/107,10.11=-27/107,8-10=-27/107 WEBS 5-12=13210.4-13=-232/80,3-14=-240/136,6-11=-232/76,7.10=240/135 NOTES- 1)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL--1.33 plate grip DOL=1.33 2) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/FPI 1. 3)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf-38.5 psi(flat roof snow);Category II;Exp C;Partially Exp.;C1=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psi or 1.00 times flat roof load of 38.5 pot on overhangs non-concurrent with other live loads. °F NEW 6)All plates are 2x4 MT20 unless otherwise Indicated. .`Ci ) 7)Gable requires continuous bottom chord bearing. ,`P ��R. SSS, �.Q 8)Gable studs spaced at 2-0-0 oc. CO _P �� �. 9)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. �t 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 30 lb uplift at Joint 2,45 lb uplift at joint 8, * r, 56 lb uplift at joint 13,112 tb uplift at joint 14,52 lb uplift at joint 11 and 111 lb uplift et joint 10. *f 7 ''' 11)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced ,• ii standard ANSI/TPI 1. till 2 .,, _.r LOAD CASE(S) Standard N� �6 O 0851-0 9, R4FESS1oNAv July 18,2014 Atm.1YARMN3-Verily de-ryl parameters and READ N^7F40N TUTS AND 17‘2.9.10ED MIrre RFFERFN.PACE N77-Yen,eco 3/2'/2014 BEFORE WE Design wadkruse onl, .0h Mires connectors.This design`s based ant'upon parameters shon.and is foron Indvidual b fIdilg component. TREtmNc0 Apo:cab:dy of desgr parameters and proper incorporation of cc.mponenl b respambitty of bolding designer-not truss designer.Bracing she:rn Is for lateral support of Individuals eb members only.Addltonal'emperor;bracing to insure stabet;during construction Is the resporu'oillt,:of Iho erector.Addlonoi permanent bracing al the overat structure's the respormbi y of the bui:ding designer.For general guidance re0Or dhg ARIA:.AINIi le fabrication.quoit.centra.stooge.deli.my,erection and to acing.consul ANSVt/TrP�11 Quonty Criteria.050.89 and BCSI 6oiding Component Safety Information avoilabie horn Truss Plate institute,7'1N.Lee Street.Suite 312.Alexancia./A 22311 816 Soundalde Road It Southern Pine 1.171 lumber is seedned,th a deslrn vol uer ora those elfect've 06/0JL2013w ALSK Edenton,NC 27432