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142, 146, 150 & 154 OCEAN GATE DR -PERMIT PerYT\ -1 /6 - SFf9Y- C .3sa,c;195 3 9-354) c2355-) Tr,a ..-r 442, Af NOTICE OF COMMENCEMENT State Florida Tax Folio No. County of Duval To Whom It May Concern: The undersigned hereby informs you that improvements will be made to certain real property,and in accordance with Section 713 of the Florida Statutes,the following information is stated in this NOTICE OF COMMENCEMENT. Legal Description of property being improved: 38-2S-29E-7.41 B De Castro Y Ferrer Grant PT Recd OR/16531-2248 (Block#4 Lots#4,5,6,7) Address of property being improved:#154, 150, 146, 142,OceanGate Drive,Atlantic Beach, FL 32233 General description of improvements:construct 2 story single family attached quad-plex Owner: Habitat for Humanity of the Jacksonville Beaches Address: Atlantic Beach, FL 32233 Owner's interest in site of the improvement: 100% Fee Simple Titleholder(if other than owner): Name: Contractor:201 Mayport Construction Management LLC ( FL State Certified General Contractor#CGC1506666) Address:2768,Atlantic Beach, FL 32233 Phone No.: 904-334-1202 Fax No.: 904-241-4310 Surety(if any): Address: Amount of bond$: Phone No.: Fax No.: Name and address of any person making a loan for the construction of the improvements: Name: Address: Phone No.: Fax No.: Name of person within the State of Florida,other than himself,designated by owner upon whom notices or other documents may be served: Name: Robert Peterson, c/o 201 Mayport Construction Management,LLC Address:2768 State Rd A1A,Atlantic Beach, FL 32233 Phone No.904-334-1202 Fax No.: In addition to himself,owner designates the following person to receive a copy of the Lienors Notice as provided in Section 713.06(2)(b), Florida Statues. (Fill in at Owner's option) Name: Address: Phone No.: Fax No.: Expiration date of Notice of Commencement(the expiration date is one(1)year form the date of recording unless a different date is specified): Warning to owner: Any payments made by the owner after the expiration of the notice of commencement are considered improper payments under Chapter 713,Part 1, Section 713.13, Florida Statutes,and can result in your paying twice for improvements to your property. A notice of commencement must be recorded and posted on the job site before the first inspection. If you intend to obtain financing,consult with your lender or attorney before commencing work or recording your notice of commencement. THIS SPACE FOR RECORDER'S USE OWN / / t sate: �( J( Signed: ..�11., /�a c. Before me this gray of , in the County of Duval, State of Florida, has personally appeared Notary Public at Large,State of Florida, County of Duval My commission expires: Personally Known: or Produced Identification: Doc#2016102621,OR BK 17553 Page 1303, Number Pages:1 ( ,,.a,, ',,a,,, KYLE Recorded 05/06/2016 at 09:20 AM, i,��,�,,,i, Notary Public-MURRAYRR Florida Ronnie Fussell CLERK CIRCUIT COURT DUVAL ; $- •*. Commission#Ff 941041 COUNTY My Comm.Expires Apr 2,2020 RECORDING$10.00 �,'/r•'ms Bonded through Waal/Miry Assn. 0 p, COPY , 2016 Mr. Dan Arlington Building Official City of Atlantic Beach 800 Seminole Rd. Atlantic Beach, FL 32233 Dan Attached are the following materials in support of Beaches Habitat application for the building permit : QUAD "1": Block#4 Lots#4, 5, 6, 7 #154, 150, 146, 142 Ocean Gate Drive, COAB 1) One(1) copy of the Building Permit Application each unit 2) Two (2) copies of roof truss plans 3) Two (2) copies of HVAC Energy Sheets 4) Two (2) copies of the Florida Product Approval form 5) One (1) copy of recorded Notice of Commencement 6) One (1) copy of letter to Kayle Moore regarding fire sprinkler/irrigation systems. 7) Five (5) copies of the Construction Management Plan 8) Two (2) copies of architectural plans 9) Two (2) copies of structural engineering plans 10)Five (5) copies of civil engineering plans 11)Two (2) copies R.O.W. Permit Please let me know if any additional information is required. Thank you, Sincerely, Obert-Petei sun, --- Construction Director 904.334.1202 attachments • , < CITY OF ATLANTIC BEACH :ll�fR CONSTRUCTION PERMIT WITHIN CITY RIGHTS OF WAY AND ..-A---"-•7, 800 Seminole Road EASEMENTS 9 -247-5800 :PRO.O. Atlantic Beach Flor z ida 32233-5445 COMPLETE SETS OF PLANS WITH APPLICATION. Fax 904-247-5845 PLEASE SUBMI Date Job Address /5�F SQ 192. Q PERMIT# �+ , ISSUED BY THE CITY Permitee: a 0 I '4\o, P„4 C•"`., ,firs. vi .•.,.Sa«f.../ • Permittee Address: Telephone# o � v ; ; it- 11-0 • Requesting Permission to Construct: � 01rlv �..4� R o ,A) Location: (Reference to Cross-Street) 1. Applicant declares that prior to filing this application he has ascertained the location of all existing utilities, both aerial and underground and the accurate locations are shown on the sketches A Letter of Notification was mailed to the following Utilities/Municipalities: Jacksonville Electric Authority Bell South Telephone Company Ferrell Gas Yes( ) No ( ) Date: Comcast Yes ( ) No ( ) Date: Yes ( ) No ( ) Date: Y2 Whenever necessary for the construction, repair, improvementes( ) No ( ) Date: alteration or relocation of all, or any maintenance, safe and efficient operation, portion of said street or easement as determined by the Director of Public Works, any or all of said poles, wires, pipes, cables or other facilities and appurtenances hereunder, shall be immediately removed from said street or easement or required by the Director of Public Works, and at the expense of the Permittee uneauthorized • authorized. reset or'relocated hereonmas 3. All work shall meet City of Atlantic Beach or Florida De ss reimbursement is performed under the supervision of • Department of Transportation Standards and be Superintendent) located at �"� on-.. 4. All materials and equipment shall be sul9ject to inspection by the Director of P (Contractor's Project 5. All cityTelephoned; bode ;y_ 11_0-1._ property shall be restored to its original condition as far as practical, in keepingwith and the manner satisfactory to the city. Public Works or his designee. 6. A sketch of plans covering details of this installation, as well as, a copy city specifications part of this permit. Calculations sof this. an increase in im.ervios areaonowner's nt ylot olr be the a pa of Wav are to be included with this a lication. 7. This permittee shall commence actual construction in good faithcit more than 60 days from date of permit approval, with Public Works to make sure no changes have occurred in the area that would affectdat's If the beginning date is then permittee must review the permit with the Director of 8. It is understood and agreed.that the rights and privileges herein set out are r City's right, title and interest in the land to be entered upon and used by the permitted construction. times, assume all risk ofand indemnify, granted only tolder, and o the extent of the defend, and save harmlesstheCity of Atlantic Beachdr omaan all against any and all loss, damage, and cost of expenses arising in any manner of exercises by the holder of the aforesaid rights and privileges. d 9. The Director of Public Works shall be notified hn� the exercise or attempted immediat- upon completion. entY four (24) hours prior to starting work and again OWNER Signed: �•. ` /;r - ��L� Before me thi Date: 5/3/tc State Of Florida,has personally 'day of /� in the County of Duval, Notary Public at Large,State of Florida,County of Duval.eared iss F HURRAY My commission expires: '`' ►Puhi�. •State of Florida -le IsstonNFF941841 Personally Known: '. Produced Identification: ;Ro: m t xpiry Apr 2,2010 "' Mrou)C NatiORil Notary MM. Permit Attachment of Permit# for issued ,20 Atlantic Beach,FL 32233 Owner's Name: g,cwc g 1�,.� 1•x.1 R.E. #: • Property Address: /5.4/ y 6 V2. Subdivision: (�} 4 +_ _Lot#/Block#: 31K a'� � s" '�5-.6 7 REVOCABLE ENCROACHMENT PERMIT"' THIS REVOCABLE ENCROACHMENT PERMIT, by Atlantic Beach, Florida a issued on this day of municipal corporation organized and existing ' Florida, hereinafter referred to as "CITY" and20_, hereinafter referred to as "USER", r under the laws of the State aof , � " t, r of Atlantic Beach; Florida, • That the CITY does hereby WITNESSETH: enterto upon the roe grant the USER permission on a revocable basis as described herein property rty of the City of Atlantic Beach for thethe right is Beach Right-of-Way/Easement a purpose as described in the City of Atlantic permit numbers noted above(copies attached). This work is generally described as: 1 . L►�� R. ©. .) Any facility maintained, repaired, erected subject relocation r removal on privilege given b thirty(30)days notice by CITY to the USER, said notice USER shallgranted be Y certified ,mail, return 1 1 Mik • ! r • 4 receipt requested, to the(copies at41 address: The depositing of said notice of cancellation in cancellation and the burden is upon USER to keepthe United States mail shall constitute the notice of the CITY informed of USER's proper address. The USER r p shall romptly make any exercise of the l pm tlrein and all necessary rept to any facility erected or maintained in the granted and shall at all times maintain said facility in good and safe condition. In the event it is necessary for the CITY enter upon the abvedescribedpropertyor the City's approved representative or other franchised utility to of the CITY, the USER shall replace at the USER's sole expense, anyiando of the utilities and all material riylitiplace l c tde CITY or action maintaining, repairing, operating, replacing, or franchise utility provider. The facilities allowed by the permit shall meet the current requirements of the City Code, Building Codes, Land Development Code,and all other land use and code requirements of the C City Code Section 19.7 ITS',including (h) which states"Driveways that cross sidewalks:City sidewalks may not be replaced with other materials, but must be replaced with smooth concrete left natural in color so that it matches the existing and adjoining sidewalks." Page 1 of 2 The USER, prior to making approval the City Atlantic y ngeS from the approved discretion from the CITY,of Mantic Beach,Public as-builtorks Department,Ptafs said change.method,The USERt obtain , at the after the day of completion. sh for said shall, at the drawings showing the change within thirty(30) days This permit shall insure to the benefit of, and be binding upon, the assigns. USER and their respective successors and USER shall meet the terms and conditions of and/or specifications, to includenutilities locate tte s permit and to all of the applicable rights-of-way specs and other public land. requirementsse State and CITY laws USER further agrees that theiCITY and its officers and limitations/requirements pl e be saved harmless by the USER from anyof public liabilities are hereby assumed by of the work herein under the terms of this a employees shall ,,the USER. permit and that all of said D `TED and SIGNED this 1 day of n ,20� By: -, I • Property I� P rty Owner (to be signed in presence of the Notary) STATE OF FLORIDA COIIN' y OF DUVAL On this day of and for said Count 20, personally Y nd State, appeared before me, a No Atlantic Beach,Florida the 'Public in and who executed the fore pino property owner of g g instrument; who acknowledgedknown that me or she the executedperson(s)e same freely iny and voluntarily and for the uses and proposes therein mentioned. to me he the same freely Notary Public in for said County and State CITY OF ATLANTIC BEACH, a municipal corporation: FLORIDA, Approved: ver • -Beta,g_Layton, ' blic orks Director b (otbe. For Permits where city sidewalk isima City Manager approval required: P cid' Nelson Van Liere,City Manager Page 2 of 2 10 (7 , 201 6 Mr. Kayle Moore Public Utilities Director City of Atlantic Beach 1200 Sandpiper Lane Atlantic Beach, FL 32233 Mr. Moore I have submitted a building permit application for the Triplex located at: #154, 150, 1461 142 OceanGate Dr., COAB (Blk. #4, Lots #4, 5, 6, 7) . Beaches Habitat will not be installing a fire sprinkler in this structure. In addition, according to our HOA agreement we will be installing an irrigation system for the common areas. Please give me a call (904-241-1222, or 334-1202 if you require any additional information. Sincerely, Robert Peterson, Construction Manager 4 IESITurner MAIM OFFICE:480 Eoslw000 Aus s*,SMMMH, JAcesamut,FLORIDA 32205 atVGli gest Ens;984.36533D0•fax 904.35.3.1488.1014f.1Itt:J93•235.338b•www.TWOR4res1,4.49 IntControl St.MANn,GA.-912-576.1300 Dau,Fu.-852.351.4386 Whom BE,lex,Fu.-306-78141303 Parr St.Ludt,Fu.-772492-0078 What's Bugging You? Masotam,Fu.-321-951-3325 Dana,Fu.-8134814311 NOTICE OF INTENT FOR PREVENTATIVE TREATMENTS AGAINST TERMITES as re.aired by Florida Building Code.FAC 104.2.6) Addie,„ /S4 004•16014- 11.- C•0•f/'R ?zz.93 Lot: 7 4 7J Block: ,d-4' Date: /d/_ ALL STRUCTURAL CHANGES H.)1( (Vi/trod rrcattngit) ARE TO BE REPORTED Product Used • FOR RETREATMENT J)is��dium Uctabnratc Tetrali'clratc 3%Active Ingredient Chemical used(active ingredient) \ Percent Concentration Application will be.11crlurnud until structur;iJw_ond at driKt - ,tag-ol consttucjj n Stage of treatment(Horizontal,Vertical,Adjoining Slab,retreat of disturbed area) BO RA-CA RI:'Icnniticidl applica(icni sbaRl be applied according IP lin rcgistrated label dixcciions as stated in the Florida Building(:ode Section 1816,lei (INFORMATION TO BE PROVIDED TO LOCAL BUILDING CODE OFFICES PRIOR TO CONCRETE FOUNDATION INSTALLATION) • — .-� �--� \O co �1 N W N -. 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O C >O n O � � CD C � � =a I bop. g 0O -s — 0 o. � Z A CO CR cDy' a0 ., a o 2 `�. � x CL CDc4 "CS 'T:$ " ,in CD ri� D� C 0 cri d� a � a• CD ••s V) .ti '� C O < �o ' an a• ° go a g O 5' = 4 n -3 CD CD — .b '73 o 0 coo CD zz n G CD ` l 1-1 `fl y o = ►1, z PT) N n 7d w Cd C C a O N C C 4 f -� C crr x v 0 N-060 a Cr L•4 4, C' o I W w w C7d N tTl O• C z HATCH LEGEND FILE COP" t 8 ,_„8. gZIr , i- ��•vq . • J rl rl • General Notes: •Per ANSI I'PI 121102 all-Truer to Nall' ( nnoettons arc the responsibility of the Building Designer.notthe Trow Manuluetumr. •Use Manufomurer's spe ifamtions for all Moister,ronnIotion- unities noted otherw toe. •Trusses are to he 2r otic.U.N.O. •MI hangers aro to be Simpson or equivalent U.N.O.•Use led x 11/2'Nails In hanger connections to eingde ply girder trusses. •Trusties ore not designed to support brick U.N.O. •Dimensions are Feet•Inchm•Sixteenths it V TTD di V' Q ,� w.014 m l At 1� V d C atC C* }. v d_ .o. G C-a No A nrgm will be Iced by Builders = a c r r unions Nip ed in crit ng crag. f c. c .ria or ai..e a trues plates any: ” Mr that et 1 ..1--.. �s • °tact with t plans fi e Q••ebl,edd I. 1 must C— '� F , roved barn, applied 6mt. t 72.11.00 �� 4 at c Q 0 I • a:til 111 Sum Sheet-Guide for Ifs Installing I - •of Metal PI a Connected Hood Tr to and 8-00-00 - 3.10.12-3.0&04 8-00-00 = 3-0f�12 370.12- 600.00 3-09-04=3.10.72 - &00•• L i installation.0 1.1. 15M117111111111.r Milli ....-..,..-. -. -....-.. .... ........... . rmalion of tAeb rays vlarr°.mem plans a to the I d 0 I n, of Contractor to •of proper 3 i .I P g,„ , • T; •sa 'p£ documents and held es plan m of nttha.w�ras to or�t on. n e t revermaFyr flipped layout Is mquue.�.it will b,• uppldl nt no ,� 41 00 , extra,dsrtry Bwlders FintSuuree. .r• N ^. h Is the res oneibiltty of the Contractor uo make evict • 'L 17.". ., •'t 'placement of trusses am adjusted for plumbing drt7, a.1 C C lights.,rt su the trusser do not interfere with l ,e of i ! H.,. . NI,amm,x frit mar or near aywtem:mart lel.,a to � +1;�'' 'G- NOT impose v buds on the floor truism.la•low ThuJksm ... .tit �� truss...a have not been designed to carry am additional ka,aa 4114110 If tr,44 aZE �. from above. This true placement plan tors not created by ane ' .but • •_�: " -'x.. ether by rhe Builders Flnusoumr stag and Is solrh' used ai • 3fL•: �I aninstallation guide and does not napalm algal.'e• piste I• UI 13" trwaa erp,r•r;ng and analysts ma be rauml ad the tr design i . ll- •� II�-drawings •bleb may be s,ad by the was design rn a r. o1 Gable end imam.require continuous bottom bat r,Ine. 's'1. s� Table to lT 1 codes for wall framing mquirem CC 1 mr tti� !v Although ell attempts have been made tQ da so;v7laeSnl y not •��•';'.(...:' � be drowned gmmelrirally.1'leaee refry to the indtwt�u Crus. hali 111 7 lnwiny and truss placement plans.for proper on�M+,f and O= al: t rlemmenl. .f 4,..7.1n • • • • t ' ‘''''412/0 IrD .1:ur — �;;�m i �. � Builders First ouroe 20-00-00 16.06-00 16.05.00 20-00-00 Freeport PHONE:850-835-4541 FAX:850-835-4532 Jacksonville PHONE:904-772-6100 FAX:904-772-1973 Tampa PHONE:813-621-9831 FAX:813-628-8956 Imam HABITAT FOR HUMANITY .a xmaaw 154,150,146,142 OceanGate Driv mdd Revised Quad At* Mame, Congeal aaa 05/30/2016 �LRV I17229 JSER PRODUCT #'S 1630.2-1630.10 817229 b .,es• 817229 i n •• I i 20-00-00• • 10-00-00 603-00 �� 6-03-00 10-00-00 20-00-00 • , f i T16C- 1 .. o 16 d g. Y1! 16 16 41E 16 T1! 16 T1E 16 �1E 116 7-00-00 'hi .16 o i '✓�11M� rol owl 1-01I VI . 6 C C 0 i t 0 . '- •.,, II it i. .D7 F10(4), e 02( ) et b. F02(61 °• I I v v rll Irll . a b t . I 0 I A O rlL 'Irlt° O e . vwbLL i w EIrus D i °. . rit F12° w ° rus ' /0gI. 13.`1fU;Z - - I 7, r08 a 0 I-0- rls ° LLQ 0 ,owip N rl° iNd �� I ,a,� FOS(3,r °F05(3)1 o ham_ —� 0 1o ' - '-- F15(3)1 0 `V) e . I u e ' a.b res 4o ' o F23 ,F06(3k I LLo I' rlb FT6oC 1 °�yii it b errv . FOT-- i f70(3)I Ft0(3), 10— rV/ • I i t 6 ._� ---- d� t i° ! fa— rut . • rul rul Q 3-00-00• ° rli .-_.__ °° 1-11 ° z " �2 1.06.00 ' rl6 5 -eu IIII ,.riiii rm -I 19-1000 16-03-00ti— _ 16-0540 19-10-00 20-00-00 160600 ...-- 1605-00 20-00-00 __ ., EXTERIOR WALLS HAVE BEEN HELD BACK 1/211 FOR SHEATHING MITEK PLATE APPROVAL #'S 2197.2-2197.4, WEYE4 IME MEI Mu Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek , : - RE: 817229- MiTek USA, Inc. Site Information: 69046Parke East Blvd. Customer Info: Habitat for Humanity-Beaches Project Name: 817229 Model: Quad exC 2evised10 4115 Lot/Block: . Subdivision: 154,150,146,142 OceanGate Driv Address: Jacksonville, Florida City: Duval State: Florida Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: Woodward, Elizabeth A., PE License#: 61947 Address: 9719 Heckscher Dr. City: Jacksonville State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 32.0 psf Floor Load: 55.0 psf This package includes 47 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# .:.- .Truss.Name Date. • - - - •—. - r:-..�:: .; 1 T8731860 CJO4 5/31/016 _18_ __- 1.__ 2 T8731861 CJO5 5/31/016 ;19 1_ ��IANG REVIEW 2 -— -- T8731878 F15 -- --- --� 3 T8731862 CJO6 5/31/016 20 1-18,741§00 4:1 a lags-to....whlch5fl ficoedp Is affixed have been reviewed for 4 T8731863 EJ02 5/31/016 21 T8731418Qcn 60 the design_&/Ir1t/U18:he structural engeneering prepared by 5 T8731864 F01 5/31/016 22 1T8731881 F18 5/31/O1tp� the Professional Engineer identified 6 -_ 68731865 F02 5/31/016 23 T873 18§4,,,b,. ,rr —lino wledigrh t/ a not lessen the f)elegated Engineer's t_arar Jnn,of said documents, nor relieve 7 T8731866 F03 5/31/016 24 T j ,'i$B3, . f T .cor;_or_A,,. ,,.e, 8 T8731867 F04 5/31/016 25 T8731884 - 1 '5/31/016 9 .T8731868 F05 5/31/016 26 T8-73, 'r tf1�i' 1f .PR OS is TED Cl NOT PPROVED 10 T8731869 F06 5/31/016 27 T: K ;; 5/34-KKEr a ../i-e---- 11 T8731870 F07 5/31/016 28 l T8731887 F24 .5/31/016 12 T8731871 F08 5/31/016 29 1T8tp1888 HJO2 ,- 5/31/016 13 T8731872 F09 5/31/016 30 iT8731889 T01 5/31/016 14 T8731873 F10 5/31/016 31 68731890 602 .5/31/016 15 T8731874 F11 5/31/016 32 T8731891 103 5/31/016 16 T8731875 F12 5/31/016 33 T8731892 104 .5/31/016 17 T8731876 F13 5/31/016 34 T8731893 105 5/31/016 The truss drawing(s) referenced above have been prepared by,MiTek,J , �' / `��`►tot P,F4,i�a t ;- Industries, Inc. under my direct supervision based on the'parameter , _� ,,' ,! p?:••......•• /,v 0, provided by Builders FirstSource-Jacksonville. `:.` `�.�0G E N S�.•• ��'• • Truss Design Engineer's Name: Finn, Walter . No 22839 My license renewal date for the state of Florida is February 28, 2017. ! *.. :* IMPORTANT NOTE:Truss Engineer's responsibility is solely for . : STATE OF :� U design of individual trusses based upon design parameters shown :O •. 1L: on referenced truss drawings. Parameters have not been verified ''• cc" •-4 O R10 .* \��•` as appropriate for any use. Any location identification specified is '��'�SS�ONA�E;.�`�, for file reference only and has not been used in preparing design. -/rrrimitt►` Suitability of truss designs for any particular building is the Walter P.Ann PENo22839 responsibility of the building designer, not the Truss Engineer, MiTek USA.Inc.FL Cart 6634 per ANSI/TPI-1, Chapter 2. D 904 Panne aa.Tampa Fl 33610 May 31.2016 Finn. Walter 1 of 2 1 RE: 817229 - Site Information: Customer Info: Habitat for Humanity-Beaches Project Name: 817229 Model: Quadplex Revised Lot/Block: . Subdivision: 154,150,146,142 OceanGate Driv Address: Jacksonville, Florida City: Duval State: Florida No. Seal# Truss Name Date 35 T8731894 T06 5/31/016 36 18731895 T07 5/31/016 37 T8731896 T08 5/31/016 38 T8731897 T09 5/31/016 39 T8731898 T1OG 5/31/016 40 T8731899 T11 5/31/016 41 T8731900 T12 5/31/016 42 T8731901 T13G 5/31/016 43 T8731902 T14G 5/31/016 44 T8731903 IT16 5/31/016 45 T8731904 T16A 5/31/016 46 T8731905 T16B 5/31/016 47 T8731906 T16C 5/31/016 2 of 2 IJob . Truss Truss Type Qty Ply T8731860 1817229 I CJ04 JACK-OPEN TRUSS 8 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue May 31 13:05:32 2016 Page 1 ID:_8kMQOglCcvBYV7m4?rycCyToxk-ONcSI1axCdGAns9ptRdCMmS_Rpg8QPMU GxzaBzB WX I -2-0-0 1-0-0 2-0-0 1-0-0 Scale=1:6.9 3 111 4.00 12 2 , .......iiiiiii 2 4 1 3x4= I 1-0-0 I 1.0-0 Plate Offsets(X.Y)— 12:0-1-6,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) 0.00 2-4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:6 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=264/0-3-8,4=-90/Mechanical Max Horz 2=70(LC 8) Max Uplift2=-298(LC 8),4=-90(LC 1) Max Grav2=264(LC 1),4=120(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wnd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 4)Refer to girdeeen r(s)foorRchord and any truss to truss connectionser . 5) ��,0ER iP.,ioi t Ii, 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb) �• p.x- F//,-e, 2=298. �.` N.•••GENS'•• ti '1 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Z • V F••• Iiii. No 22839 .. *: :* r. • :STK(t1* � •�� • �': TAF .-�i ititimittt- Walter P.Ann PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE IMIll Design valid for use only with MiTek€connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss s stem.Before use.the builtlm de ner must veri thea icabil of desi n y g sig fy ppl iry g parameters anti propery incorporate this design into the overall building design. Bracing indicated is to prevent buckling of mdmtlual truss web and/or chord members Doty.Additional temporaryanti permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabneatan,storage.delivery,erection and bracing of trusses and truss systems.see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Oty Ply 817229 1CJ05 JACK-OPEN TRUSS 8 1 78731661 ', Job Reference(optional) Builders FiratSouroe, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue May 31 13:05:32 2016 Page 1 ID_8kMQOglCcvBYV7m4?iycCyToxk-ONcSI1 axCdGAns9ptRdCMmS_tpipQPMU_GxzaBzB_WX -2-0-0 f 3-0-0 2-0-0 3-0-0 Scale=1:10.3 3 4.00 12 2 � v ♦ 2x4= 4 1 3-0-0 I 3-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) 1/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 * Rep Stress Inc/ YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:12 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=29/Mechanical,2=254/0-3-8,4=14/Mechanical Max Horz 2=97(LC 8) Max Uplift3=36(LC 12),2=-232(LC 8) Max Gray 3=29(LC 1),2=254(LC 1),4=42(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 0%11W/tilt 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) ,�� . ER F? 2=232. �``P�•........ �"I� 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. h�� ' ..\C E Ns'•. y •..• .% • � • No 22839 *: :* *• • :CC '.?3 -tTAi"E OF •err: iee,ss`O N A�E %iiit Walter P.Ann PE No.22839 Mitek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 011-7473 rw.10/03/2015 BEFORE USE • Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not 11111 a truss system.Before use.the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPN Quality Criteria,DSB-89 and BCSf Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute,218 N Lee Street.Suite 312.Alexandna.VA 22314. Tampa,FL 36610 Job a Truss Truss Type Qty Ply j I T8731862 817229 CJO6 JACK-OPEN TRUSS 8 1 . 140 Reference(optionalt Bulltfars FsISaaes, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue May 31 13:05:33 2016 Page 1 ID_8kMOOglCcvBYV7m4?ycCyToxk-UZANNaZzwO0P0k?R88Rv_?9dDOm9scdDwhVueezB WW I -2-0-0 I5A-0 I 2-0-0 5-0-0 Scale=1:13.7 3 4.00 I12 N 71 2 es O CCj wiii 1 =27q= 4 I 5-0-0 I 5-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) lldeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.03 2-4 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.06 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:19 lb FT=20% I LUMBER- • BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer I Installation guide. REACTIONS. (lb/size) 3=102/Mechanical,2=299/0-3-8,4=24/Mechanical Max Horz 2=132(LC 8) Max Uplift3=-99(LC 12),2=-240(LC 8) Max Gray 3=102(LC 1),2=299(LC 1),4=72(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. ,�%1 t�� 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) `��`-�ER P 'Iii E 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. `� C N S y • \. Fes•• i No 22839 T.13 ` TA1c . F : '� 1/1►n1n10♦ Walter P.Ann PE No.22839 MiTek USA,Inc.FL Gert 6634 6904 Parke East Blvd.Tampa A-33610 Date: May 31,2016 � r WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1191.7473 rev.10/03/2015 BEFORE USE ,' • Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent braang M tie k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and braang of trusses and truss systems.see ANSIRPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandna.VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 78731861 1817229 E102 Jack-Partial Truss 20 1 I Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue May 31 13:05:33 2016 Page 1 ID_8kMQOgICcvBYV7m4?iycCyToxk-UZArVNaZzwOOPOk?R88Rv_?37Dy?9scdDwhW6ez8 NMI { -2-0-0 { 7-0-0 { 2-0-0 7-0-0 Scale=117.9 3 1 4.00 t2 in in r; N b.- e. r\ !// N N 6- Mil 2 li 1 "r x4 = 4 '/ { 7-0-0 H 7-0-0 Plate Offsets(X,Y)— (2:0-2-0,Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.13 2-4 >639 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.22 2-4 >365 180 BCLL 0.0 * Rep Stress Inch YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:25 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=164/Mechanical,2=355/0-3-8,4=34/Mechanical Max Horz 2=119(LC 8) Max Uplift3=100(LC 12),2=-174(LC 8) Max Gray 3=164(LC 1),2=355(LC 1),4=102(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit een chord and any other members. 4)Refer to girder(s)ornt truss to truss connections. ,�‘11 1 .R 'P I F'• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Gt=1b)3=100, `,,•�`%i 5 ........ •�4„, 0 2=174. V C 40• 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ; V F•'•• I.• No 22839 *: •• :* = * . — :'53' :s TATE( -OF '-k!/` I 1'1%0- -/iiiiiiiitt- Walter R.Finn PE No.22839 MiTek USA,Inc.FL Deft 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Me-7473 rev.10/03/2015 BEFORE USE MI. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPH Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 36610 Job , Truss Truss Type Qty Ply T8731864 817229 F01 GABLE 4 1 Job Reference(optional) • Builders FirstSource, Jacksonville,FI 32244 7.640 s Apr 19 2016 MiTek Industries.Inc.Tue May 31 13:05:34 2016 Page 1 111_8k MOOgICcvBYV7m4?iycCyToxk-yljDjjbCk EVV11 AJB_rfgRBY00dP8uJJnRaQ4e4zB_VW 0-48 011,8 Scale=1:33.8 3x3 = 3x3= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 : : : : : : / e 34 a e e e ,An ^".^ cT\nn/\ /".^A^^ .A^AniCT\i.^".".^A^ ^nrA w AAAJ=A/\ 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 3x3= 3x3 = 3x3= 3x3= 1-6-12 , 2-10-12 1 4-2-12 1 5-6-12 1 6-10-12 1 8-2-12 I 9-6-12 10-10-12 1 12-2-12 1 13-6-12 14-10-12 1 16-2-12 j 17-6-12 1 -2-1A 19-9-89i 1.6-12 1-4-0 1-4-0 1-4.0 1.4.0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-8-0 1-6-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/dell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 18 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:92 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 SP No.3(flat) 10-0-0 oc bracing:31-32,17-18. REACTIONS. All bearings 19-9-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)32,17,31,18,30,29,28,27,26,25,24,23,22,21,20, 19 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord beanng. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge.spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ``,/11111111 /1/1 ,' ,,s% Pcc ER P. ,ciii i No 22839 .. *: >71 1* 2 -o:, iY,�* rt r. ..1.12. t TATE OF :.dr/: 7,,ss,ONA1r-,%0 n 1111 • Walter P.Ann PE No.22839 MiTek USA.Inc.R.Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web andlor chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncation,storage.delivery.erection and bracing of trusses and truss systems.see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 36610 Job Truss Truss Type Oty !Ply J 817229 F02 Floor Truss 14 1 T8731865I I Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MTek Industries,Inc. Tue May 31 13:05.35 2016 Page 1 ID_8kMOOgICcvBYV7m4?iycCyToxk-OyHbw3cgVYekeKuOYZAv__P4O61ZkdcawgEAdAWzB WU 0-1-8 H I 1-30 I 1P-8-0:I 1-10-8 1 0-1148 Scc ali e=1:34.3 4x6= 4x6= 1.5x3 = 4x4= 3x4= 1.5x3 I I 3x3= 3x3= 3x3= 1.5x3 II 3x4= 4x4= 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 e OA //`N a e_ //` +\\\ " \�/ / \/ ..N ./ \�/ \ '� X24e a a 21 20 19 18 17 16 15 14 13 1 3x3= 4x8= 4x4= 3x6= 3x3 = 1.5x3 II 3x6= 4x4 = 4x6= 3x3= 1.5x3 I I • 19-9-8 I ' 19-9-8 Plate Offsets(X,Y)- 11:Edae,0-1-81,(11:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) 1/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) -0.35 17 >677 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.76 Vert(TL) -0.54 17 >433 240 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.08 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:105 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP M 31(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 22=1069/0-5-4,12=1069/0-3-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 22-23=-1063/0,1-23=-1061/0,12-24=-1062/0,11-24=-1061/0,1-2=-1097/0, 2-3=2737/0,34=3828/0,4-5=-3828/0,5-6=-4284/0,6-7=-4268/0,7-8=-3813/0, 8-9=3813/0,9-10=-2740/0,10-11=-1096/0 BOT CHORD 20-21=0/2069,19-20=0/3377,18-19=0/4176,17-18=0/4268,16-17=0/4268,15-16=0/4268, 14-15=0/3374,13-14=0/2070 WEBS 1-21=0/1416,2-21=-1352/0,2-20=0/929,3-20=-890/0,3-19=0/614,5-19=-472/0, 5-18=-64/381,6-18=-404/362,6-17=377/165,11-13=0/1415,10-13=1355/0, 10-14=0/932,9-14=-882/0,9-15=0/596,7-15=-880/0,7-16=-88/282 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ,%%MM M i l l fit, 3)be atattaacheddo walls at their Outerrends orge, est�rained bat y other means0 oc and . s- to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ,,,`•A�,C ER P "��`?,`, .: �. CEN S•• �L moi• . V\ 6‘.'• No 22839 r. *; :* = • t 1 TA F •4f,.: • •-tit;/we 0 N A�v.oss 'ifilini Walter P.Ann PE No.22839 MiTek USA,Inc.A-Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE*11.7473 rev.10/03/2015 BEFORE USE j -- Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use.the building designer must vent'the applicability of design parameters and properly incorporate this design into the overall ! building design. Bracing indicated is to prevent budding of individual truss web and/or cord members only.Additional temporary and permanent bracing M Frei('e k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncakon,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Panic East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandna,VA 22314. Tampa.FL 36610 Job • !Truss Truss Type Qty Ply 78731866 817229 1F03 Floor Tows 2 1 I Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue May 31 13:05:35 2016 Page 1 ID:_8kMQOglCcvBYV7m4?iycCyToxk-QyHbw/3cgVYekeKuOYZAv_P4or1X3df5wgEAdAWzB WU 0.1.8 H I 1-3-0 I 1 1-9-0 1 1 1-8-0 i 0-11,8 Scale=1:34.3 4x4= 1.5x3 = 1.5x3 II 5x8= 4x4= 1.5x3 II 1.54 II 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 o 924 / \ /!i �e e 4\74/11\e �a 2:C 251. ./ /\ /. 4 e e e 22 21 20 18 17 16 15 14 13 1.5x3 II 4x4= 3x4 = 1.54 II 3x6= 4x4 = 6-1-8 19-9-8 I 6-1-8 13-8-0 Plate Offsets(X,Y)— I11:0-1-8,Edoel.117:0-1-8.EdoeJ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) -0.16 15-16 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -0.24 15-16 >664 240 BCLL 0.0 Rep Stress Inc( YES WB 0.45 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:105 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:19-20,18-19. REACTIONS. (lb/size) 23=328/0-5-4,12=740/0-3-4,19=1069/0-3-8 Max Gray 23=356(LC 3),12=745(LC 7),19=1079(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23-24=35710,1-24=-356/0,12-25=-741/0,11-25=-740/0,1-2=-281/0,2-3=-483/0, 3-4=-483/0,4-5=765/0,5-6=1931/0,6-7=1931/0,7-8=2152/0,8-9=-2152/0, 9-10=-1698/0,10-11=-732/0 BOT CHORD 21-22=0/483,20-21=0/483,17-18=011404,16-17=0/1931,15-16=0/1931,14-15=0/2011, 13-14=0/1369 WEBS 4-19=-1072/0,1-22=0/357,4-20=0/460,2-22=-275/32,11-13=0/944,10-13=-885/0, 10-14=0/457,9-14=-035/0,7-15=111/404,4-18=0/890,5.18=921/0,5-17=0/785, 6-17=-339/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. .11111111/11 2)All plates are 3x3 MT20 unless otherwise indicated. �%' '-- R P ,I� 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •‘ \.- ••• F/ ..ie •4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ,a "- • " ....... E N S•• 4'��•e be attached to walls at their outer ends or restrained by other means. \, 4"•••• 10 5)CAUTION.Do not erect truss backwards. No 22839 *: :* - r \E(.6e)* •cc :1,12353.%1•., TAr' F • •,L'/ • • i F ••.-- R� � • i,• %)./ONAI-E CS�. Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 WARNING..Veiny design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IM1-7473 rev.10/03201S BEFORE USE Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal enemy and property damage For general guidance regarding the - fabrication.storage,delivery,erection andbracingof trusses and truss systems.see ANSVTPI1 Quality Criteria,DSB-89 and BCSI Building Componem 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Oly Ply 78731867' 817229 F04 Floor Truss 2 1 ,Job Reference(optional) Builders FirstSource. Jacksonville,FI 32244 7.640 s Apr 19 2016 Mirek Industries,Inc.Tue May 31 13:05:36 2016 Page 1 ID_8kMQOgICcvBYV7m4?iycCyToxk-u8tz8PdSGrrnbGTTa6Gh8XcdXHQtvM6T3vuvBjyzB_WT 0-1-6 {i 1-3-0 0-8-0 i I 1-8-0 I 0-48 Scale=1:27.6 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 4x4= 1.5x3 = 5x8= 4x4 = 1.5x3 I! 1.543 II 1.54 = 1 1 2 3 4 5 6 7 8 9 R o oo 0 I �r X 21 O X I \� N/N/ \ / — e 19 18 5 16 15 14 13 12 11 Iii 4x4= 4x4= 1.54 II 3x6 = 4x4= I 2-1-12 2y'}t8 15-11-8 I 2-1-12 04-12 13-8-0 Plate Offsets(X,Y)— 19:0-1-8,Edgel,f15:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.91 Vert(LL) -0.16 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.89 Vert(TL) -0.25 13-14 >656 240 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:88 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 10=720/0-3-4,17=995/0-3-8 Max Gray 10=734(LC 4),17=995(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 10-21=-730/0,9-21=-729/0,2-3=-646/0,3-4=-1848/0,4-5=-1848/0,5-6=-2092/0, 6-7=-2092/0,7-8=-1660/0,8-9=-719/0 BOT CHORD 15-16=0/1298,14-15=0/1848,13-14=0/1848,12-13=0/1962,11-12=0/1344 WEBS 2-17=921/0,9-11=0/927,8-11=-869/0,8-12=0/440,7-12=-419/0,5-13=-97/486, 2-16=0/860,3-16=-912/0,3-15=0/868,4-15=-370/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to '111111//1 be attached to walls at their outer ends or restrained by other means. `,•‘" R� P SIP,. 5)CAUTION,Do not erect truss backwards. `•• P�, . / S'.•• CENS�•Nti�''• No 22839 . •. *: ,,,,--I •* .. *,i 1 .� . STAI-.fY -OF :--'./: :O fi •'44: ,moi F 4rR 1-''Pr �`�` iiessldNA;�`.%• % Walter P.Ann PE N0.22839 MiTek USA.Inc•FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES(REFERENCE PAGE Ilei-7473 rev.10✓03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ll building design. Bracing indicated is to prevent buckling of individual truss web andior chord members only. Additional temporary and permanent bracing MiTek* k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 36610 Job , 'Truss Truss Type Qty Ply T8731868 817229 F05 Floor Truss 6 1 Job Reference(optional) , Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries.Inc.Tue May 31 13:05:37 2016 Page 1 ID:_8kMQOglCcvBYV7m4?iycCyToxk-MKPLLId419uSud2mg_DN3gAk8gDb5XLD7YfkFPzB WS 0-1-8 H I 1-3 I 10-8-0 1 1 1-11-0 Iat 18 Scale=1:27.6 4x4= 4x4= 1.59 = 3x4= 4x4 = 1.5x3 II 3x3 = 1.5x3 II 3x3 = 3x4= 1.59 = 1 2 3 4 5 6 7 8 9 e o 6 , e •N / N /'P e /1 e I. e e b i 17 16 15 14 13 12 11 Tfi 353= 4x6= 3x4 = 4x4 = 1.59 II 3x6= 3x4 = 49= 39= I 15-11-8 15-11-8 Plate Offsets(X,3/)— f1:Edcte,0-1-81,19:0-1-8,Edstel.1115:0-1-8.Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 I TC 0.77 Vert(LL) -0.19 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -0.29 13-14 >650 240 BCLL 0.0 Rep Stress Incr YES , WB 0.53 Horz(TL) 0.05 10 IVa n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:84 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=858/0-3-4,10=858/0-3-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 18-19=-856/0,1-19=-855/0,10-20=-853/0,9-20=-852/0,1-2=-863/0,2-3=-2049/0,3-4=-2732/0,4-5=-2732/0, 5-6=-2733/0,6-7=-2733/0,7-8=-2060/0,8-9=-859/0 BOT CHORD 16-17=0/1611,15-16=0/2502,14-15=0/2732,13-14=0/2732,12-13=0/2486,11-12=0/1613 WEBS 9-11=0/1108,8-11=-1048/0.8-12=0/622,7-12=-592/0,7-13=0/336,5-13=-369/249,1-17=0/1113,2-17=1041/0, 2-16=0/608,3-16=-630/0,3-15=0/677,4-15=411/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,.••` P�K ER P. '+;/ ilei . �. .•CENs. 4'4/ ,0. :: ' v\ F'•• No 22839 r *: :* — -vii rt`ll : — �-33.!' STA1, F '1'✓� •-° tC\ .''1—� R' ,,'•c. F • ��'s`SttO �ONAy��40 Wafter P.Ann PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 . NI, . a WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 481.7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTekE9 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication.storage.delivery.erection and bracing of trusses and truss systems.see ANSI/TPM Quality Criteria,DSB-89 and BCSI Building Component • 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.216 N.Lee Street.Suite 312.Alexandna.VA 22314. Tampa.FL 36610 Job Truss 'Truss Type Qty Ply i T8731869 817229 F06 Floor Truss 6 1 .Job Referencelgptionall 1 Builders FirsiSouroe, Jadtsonvlle,Fl 32244 7.640 s Apr 19 2016 MiTek Industries.Inc.Tue May 31 13:05:37 2016 Page 1 I D:_8kM QOg I CcvBYV7 m4?rycCyToxk-M KPLLId419uSud2mg_DN3gAkFq EG5XO D7Yf kFPzB_WS 1 1-3.0 1 1 0-8-0 1 1 1-9.4 I 04_18 Scale=1:27.2 4x4= 4x4 = 3x4 = 4x4=1.5x3 I I 34= 1.5x3 H i 3x3 = 3x4= 1.54 =- 1 1 2 3 4 5 6 7 8 9 0 ® ♦ e e 9 X /Y /0. x /�\' Q 19 .7 41, s e � 'e e e 18 17 16 15 14 13 /2 11 1.5x3 II 4x8= 3x4= 4x4 = 1.54 II 3x8= 3x4 = 4x6 = 34 = I 15-8-4 I 15-8-4 Plate Offsets(X,Y1— 11:Edge,0-1-81,19:0-1-8,Edgel,f15:0-1-8,Edgej LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.83 Vert(LL) -0.18 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(TL) -0.27 13-14 >682 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:82 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-9-13 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=852/Mechanical,10=846/0-3-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=-849/0,10-19=-842/0,9-19=-841/0,1-2=-813/0,2-3=-1991/0,34=2659/0,4-5=-2659/0,5-6=-2672/0, 6-7=-2672/0,7-8=-2023/0,8-9=-846/0 BOT CHORD 16-17=0/1557,15-16=0/2438,14-15=0/2659,13-14=0/2659,12-13=0/2437,11-12=0/1588 WEBS 9-11=0/1091,8-11=1032/0,8-12=0/605,7-12=576/0,7-13=0/319,5-13=-342/256,1-17=0/1105,2-17=1035/0, 2-16=0/603,3-16=-622/0,3-15=0/649,4-15=-390/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. .1,1111111/iii. 5)CAUTION,Do not erect truss backwards. ,,�‘l%'::ER•P. pill,. .` �.•' GENS'•. ti '. :. ' �� F ' No 22839 - * :.'0' '' XZ :STATE 'O F •4',/� ,. - :Li . •1. 1 l' •,tit,/O N A �0.• 'into Walter P.Finn PE No.22839 MiTek USA,Inc.IT.Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 16111-7473 rev.10/03/2015 BEFORE USE ' Design valid for use only with MITeke connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �A building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSIRPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 36610 Job , Truss Truss Type Qty Ply T8731870 817229 F07 Floor Truss 2 1 i Job Reference(optional) I s Builders FirstSource, Jacksonville.FI 32244 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue May 31 13:05:38 2016 Page 1 ID:_8kMQO9ICcvBYV7m4?iycCyToxk-gXzkY4eioTOJVncyDhkccliyXEdvgxFMMCOHnrzB WR 0-1-8 H I 1-343 I pAg'I 1 1-10-8 0-118 Scale=1:34.9 1.5x3 = 7x8 II 4x6 II 2x8 II 3x6 II 4x6 II 4x8 II 2x6 II 5x6 II 1.5x3 = 1 2 23 3 4 5 6 7 8 9 10 11 • o • 1 'I- V 7V-N. ..-. IIIN E /e°e.° Nii i ,1116.IN 17 bl t� d 22 21 20 19 18 17 16 15 14 13 12 7x14 MT2OHS= 54 II 4x6 II 2x6 II 2x6 II I 19-9-8 19-9-8 Plate Offsets(X,V)- 11:0-1-8,0-0-81.16:0-3-0,Edge1,17:0-3-0,Ed>ael,111:0-1-8,Edge1,111:0-1-8,0-0-81,116:0-3-0,0-0-01,(17:0-3-0,Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0.28 17-18 >850 360 I MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.60 Vert(TL) -0.44 17-18 >539 240 MT2OHS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.07 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:162 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPM 31(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 31(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 22=2024/0-5-4,12=1306/0-3-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-22=-2018/0,11-12=-1300/0,1-2=-2432/0,2-23=5893/0,3-23=-5893/0,3-4=-6953/0, 4-5=-6953/0,5-6=-6921/0,6-7=-6582/0,7-8=-5559/0,8-9=-5559/0,9-10=3852/0, 10-11=-1464/0 BOT CHORD 20-21=0/4747,19-20=0/7037,18-19=0/7151,17-18=0/6582,16-17=0/6582,15-16=0/6582, 14-15=0/4813,13-14=0/2853 WEBS 11-13=0/1879,10-13=-1805/0,10-14=0/1322,9-14=-1273/0,9-15=0/966,7-15=-1581/0, 7-16=0/453,1-21=0/3123,2-21=-3008/0,2-20=0/1516,3-20=-1513/0,3-19=-314/0, 4-19=0/325,5-19=-256/0,5-18=-544/0,6-18=0/927,6-17=-627/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. `%%1111 (h/g, 3)All plates e 6x8 MT20 unless herwise 4)"Semi-rigidrpitchb eaks including the s'"Member end fixity model was used in the analysis and design of this truss. `�.o 1 ER P ' '�ti'lf,e 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ��•• •CEN•' •,Y'r/,�� be attached to walls at their outer ends or restrained by other means. :33 .•s,,' S$s••. �� • 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1261 lb down at 3-11-8 on top i i chord. The design/selection of such connection device(s)is the responsibility of others. N 0 22839 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). � ' •;*t. • * .LOAD CASE(S) Standard a y'1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 : ••, ?�TAI"E'' O F '� Uniform Loads(plf) `" .. Vert 12-22=10,1-11=100 i<'-• r\ e- c--' . ,1.1� Concentrated Loads(Ib) -e <(% ? -��:-s \ •• Vert 23=1181(F) "0 61s•... ....R 1. • ��•, Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd Tampa FL 33610 Date: May 31,2016 WARNING•Verifydesign �� g parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11p1-7473 rev.fN07/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �� a truss system.Before use.the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the tabncation,storage.delivery.erection and bracing of trusses and truss systems,see ANSVTPll Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 36610 Job Truss ;Truss Type Qty Ply T8731871 817229 F08 Floor Truss 2 1 i 1 Job Reference(optional) i Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue May 31 13:05:38 2016 Page 1 I D:_8kM0OglCcvBYV7m4?iycCyToxk-gXzkY4eioTOJVncyDhkccl ivDEbXq_RMMCOHnrzB_WR 13-0 I I 1-2-12 I 0 1.5x3 = Scale=1:11.8 6x8 = 2x6 11 3x6 II 4x6 1l 1 10 2 3 11 12 4 e 4 • 4 e e e e . 1.5x3 II 4x6 -=- 9 9 8 7 6 4x6 = 2x4 I I 4x4= I 4-1-4 I 5-7-4 I 4.1.4 1-6-0 Plate Offsets(X,Y)— f2:0-3-0,Edgel.[4:0-1-8,0-0-81,f4:0-3-0,Edoe1,f5:Edoe,0-1-81,f8:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) -0.04 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(TL) -0.07 6-7 >926 240 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:41 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-7-4 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=1281/Mechanical,5=1604/0-7-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-9=-1329/0,4-5=-1612/0,1-10=-1568/0,2-10=-1568/0,2-3=1568/0,3-11=-869/0,11-12=876/0,4-12=883/0 BOT CHORD 7-8=0/1568,6-7=0/1568 WEBS 4-6=0/1132,1-8=0/2040,3-6=918/0,2-8=-1115/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks.on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)805 lb down at 1-1-8,and 806 lb `,,t1 till Uig,, down at 3-1-8,and 839 lb down at 5-1-8 on top chord. The design/selection of such connection device(s)is the responsibility of ••SERP i, others. •� V• F/A,wi�j 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,.."�Q•••C E N 3 .Y-v��i• • LOAD CASE(S) Standard • .•. 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 •• N O • 22839 • 1. *: :* " , Uniform Loads(plf) Vert:5-9=-10,14=-100 = • r'° * •" Concentrated Loads(Ib) ...:13•, Vert 10=-752(B)11-752(B)12=-785(B) :'3*. T" . :STAE 'OF e . Vet%9/ NA`1 C�s" ►nJfl% Wafter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 1 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. rill Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing �Y�•A iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the• 1C fabrication.storage.delivery.erection and bracing of trusses and truss systems.see ANSI/TPI1 Duality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610 Job • Truss Truss Type Qty Ply T8731872 817229 F09 Floor Truss 2 1 Builders FkstSource, Jacksonville.Fl 32244 7 Apr pr1992010166Reference(optional) 640 s MiTek Irdustrxs,Inc. Tue May 31 13:05:39 2016 Page 1 I D_8kMQ Og lCcvB W7 m4?iycCyToxk-IjX6mQfKZm8A7xB9nP Fr8FF9ue?uZINQ Wbr8rKHz B_WQ 0.1.8 H f 1-3-0 I I 1-9-4 I Scale 1•=l 353= 1 3x3= 21.5x3 II 3 3x3= 4 10 I— c 1.5x3— e/ 1.5x2= 9 v e e o • . 1.5x3 II 33x3= . 8 7 6 353 = 353 = 3x3= 4-9-4 I6-3-4 I 4-9-4 1-6-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) -0.04 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.49 Vert(TL) -0.06 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:35 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 9=325/0-5-4,5=325/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 9-10=-353/0,1-10=-352/0,5-11=328/0,4-11=328/0,1-2=-390/0,2-3=-390/0 BOT CHORD 7-8=0/390,6-7=0/390 WEBS 4-6=0/307,1-8=0/495 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 11111111//// �s`•I,'-, E.R p, File, �• GENS . . / ,. No 22839 • *: :* .. -. • .,0; a : :�' •S.TAI'E '0F 4'✓ e'�oss�4NA��•• Walter P.Finn PE No.22839 MITek USA.Inc.ft Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 d WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/1015 BEFORE USE Mt I Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing \Ailek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �Y� R fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Padre East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 36610 .Job Truss 'Truss Type Qty Ply 1 78731873 817229 F10 Floor Truss 14 1 l ,Job Reference(optional) Builders FirstSource. Jacksonville,FI 32244 7.640 s Apr 19 2016 MiTek Industnes,Inc. Tue May 31 13:05:39 2016 Page 1 I D:_8kMQOgICcvBYV7m4?iycCyToxk-IjX6mOfKZm8A7xB9nPFr8FF6XevrZRpWbr8rKHzB_WQ 0-1-8 H 1 1-3-0 I I 2-1-4 1 10$0 1 011.8 Scale=1:27.7 4x4 = 4x4= 1.5x3 = 3x4= 3x4= 1,5x3 II 34= 34= 3x4 = 1.5x3 = 1 2 3 4 5 8 7 8 e a e 18L 19 7 i N / N! _\ e `e— a •- - e e is 16 15 14 13 12 11 10 34= 4x6= 3x4= 3x4 = 1.54 II 3x3= 3x4= 4$= 34=- 1 I 16.0.4 I 16-0-4 Plate Offsets(X.Y)— j1:Edge.0-1-81.18:0.1-8,EdoeL x14:0-1-8.Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL) -0.17 13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.87 Vert(TL) -0.26 13 >718 240 BCLL 0.0 Rep Stress lncr YES WB 0.53 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:83 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=861/0-3-0,9=861/0-3-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 17-18=-857/0,1-18=-856/0,9-19=-856/0,8-19=855/0,1-2=-865/0,2-3=-2067/0,3-4=-2787/0,4-5=-2787/0, 5-6=-2707/0,6-7=-2075/0,7-8=-862/0 BOT CHORD 15-16=0/1621,14-15=0/2499,13-14=0/2787,12-13=0/2787.11-12=0/2506,10-11=0/1619 WEBS 1-16=0/1115,2-16=-1051/0,2-15=0/620,3-15=-602/0,3-14=0/612,4-14=-274/0,8-10=0/1111,7-10=-1053/0. 7-11=0/635,6-11=-600/0,6-12=0/415,5-12=-439/136 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. wit •4*: 'srP`'\C E N S ,4 0'' :: • �\i F. No 22839 1 . ': ( TAI F V 1. u:.C.)•••• )4, � -s.„1:-_,:,*: ,_ t 4.. c. i�''sslONAt-� s�. H I'"► Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 a. AL WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/0.3/2015 BEFORE USE. 1 14111 I Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Il 'lel.' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M tabncation,storage.delivery.erection and bracing of trusses and truss systems.see ANSIRPII Quality Criteria,DSB-89 and BCSI Building Component . 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandna,VA 22314Tampa,FL 36610 Job , Truss Truss Type Qty Ply T8731874 817229 F11 Floor Truss 2 1 Job Reference(optional) Builders FrstSource, Jacksonv6e,Fl 32244 7.640 s Apr 19 2016 MiTek Industries.Inc.Tue May 31 13:0540 2016 Page 1 ID_8kMQOgICcvBWlm4?iycCyToxk-nvSUzmgyK4G115mLL6m4hSoJe21dlg0fgVtOskzB WP 0-1-8 H f 1.3-0 I 1 1-7-12 I 10-7-8 1 0.1148 Scale=1:27.7 1.54 = 1.553 = 4x6 II 3x6 II 3x6 II 2x6 II 2x6 II 4x6 II 6x10 = 2x6 II 2x6 ii 3x6 II 1 2 3 4 5 6 21 22 7 8 9 10 • • O e e • e e e $ - - . I $ i -6 - • e s .e c 19 18 17 16 15 li 13 12 e 3X3= 4x4= 3x3= 3x3= 3x3= 4x8= 3x3 II 3x4 = 3x3 = 3x3= I 12-3-4 16-0-4 12-3-4 i 3-9-0 Plate Offsets(X,V)— 11:0.1-8,0-0-81,f4:0-3-0,Edae1.15:0-3-0,0-0-01,18:0-3-0,Edgel.19:0-3-0.0-0-01,110:0.1-8,0-0-81,[13:0-1-8,Edael I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.56 Vert(LL) -0.07 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.65 Vert(TL) -0.12 17-18 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.79 Horz(TL) 0.03 14 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:108 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 20=687/0-3-0,11=145/0-3-4,14=2054/0-3-8 Max Uplift11=-288(LC 3) Max Gray 20=690(LC 10),14=2054(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-20=683/0,10-11=0/314,1-2=-695/0,2-3=1587/0,3-4=-1789/0,4-5=-1789/0, 5-6=-1789/0,6-21=-389/0,21-22=389/0,7-22=389/0,7-8=0/516,8-9=0/516, 9-10=0/515 BOT CHORD 18-19=0/1296,17-18=0/1838,16-17=0/1789,15-16=0/1546,14-15=-915/0,13-14=-915/0, 12-13=-516/0 WEBS 7-14=-2043/0,1-19=0/897,2-19=-816/0,2-18=0/395,3-18=-340/0,3-17=-127/260, 7-15=0/1658,6-15=-1570/0,6-16=-259/340,10-12=-655/0,9-12=0/319,7-13=0/633, 8-13=292/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 01� /11 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 288 lb uplift at joint 11. `•% iik` \,�.R P F/i,,►I1, "Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. `�� V,••�C E N%S••,,YY:Y 'I� 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to . .• \, F• . be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. N O 22839 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)734 lb down at 10-3-4,and 281 lb •`. *: 1* down at 11-5-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. - •• 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). .: ,Job Truss Truss Type Qty Ply I I j T8731875 1 817229 F12 Floor Truss 4 1 '1 .Job Reference(opt' n Builders F,rstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue May 31 13:05:41 2016 Page 1 ID:_8kMQOgICcvBYV7rn4?iyCCyToxk-F6esB6hb4OPuMFLXvpHJEgKTWRZR1Ppp29dxOAzB WO 0-1-8 1-3-0 2-0-0 i Scale=1:17.5 1.5x3 = 3x3= 3x3= 354= 1 3x4 = 2 3 4 34= 5 e 0 6e o e l 1 ---. N\ o Q -0 . 11 10 9 8 7 6 354= 3x3= 1.5x3 II 1.5x3 II 3x4= 34= 1.54 II I 10-1-8 I 10-1-8 Plate Offsets(X,Y)— 15:0-1-8,Edael LOADING(psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.62 Vert(LL) -0.12 9-10 >962 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(TL) -0.18 9-10 >673 240 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:52 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 12=540/0-3-0,6=547/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 12-13=-532/0,1-13=-532/0,5-6=-525/0,1-2=-501/0,2-3=-1042/0,3-4=1036/0,4-5=-474/0 BOT CHORD 10-11=0/942,9-10=0/1036,8-9=0/1036,7-8=0/1036 WEBS 5-7=0/644,4-7=-763/0,1-11=0/644,2-11=613/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ••% 4. •. Niy • •• eie r•v �.\GENS. • No 22839 • t. TAT, F :1 4.; 7eri�s�ONA��C,s%� Wafter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 , 1100100 A.WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ilei-7473 rev.10/032015 BEFORE USE Design valid for use only wiN MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not tin a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mak' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the , fabrication,storage.delivery,erection and braong of trusses and truss systems.see ANSIRPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa.FL 36610 Job , Truss Truss Type Qty Ply 78731876 817229 F13 Floor Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,F132244 7.640 s Apr 19 2016 MTek Industries.Inc. Tue May 31 13:05:41 2016 Page 1 ID:_8kMQOgICcvBW7m4?iycCyToxk-F6esB6hb4OPuMFLXvpHJEgKSzRcz1HAp29dxOAz6 WO 0-1-8 H 1 7-3-0 I I 1-7-12 011,8 Scale.=1:21.3 1.5x3 = 1.5x3 = 5x6 I I 4x6 II 3x6 I 3x6 II 4x6 II 5x6 11 1 2 3 4 5 15 16 6 e • e • 4- Ze___ — 4 4 17r c e s..,7111, 13 12 11 10 9 8 454 = 4x8 = 3x4= 1.54 II 1.54 II 3x4= 4x8 = 4x4= I 1$-0 4-0-0 I 8-4-12 1 10-10-12 I 12-4-12 I 1-6-0 2-6-0 4-4-12 2-6-0 1-6-0 Plate Offsets(X,Y)- f1:0-1-8,0-0-81,16:0-3-0,Edge).16:0.1-8.0-0.8),[7:Edoe,0-1-81,f14:Edge,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL) -0.08 10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(TL) -0.13 10 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.80 Horz(TL) 0.04 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:82 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=791/0-3-0,7=1413/0-3-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-14=-786/0,6-7=-1405/0,1-2=-813/0,2-3=-1935/0,3-4=-2373/0,4-5=-2424/0,5-15=-1288/0,15-16=-1293/0, 6-16=-1296/0 BOT CHORD 12-13=0/1512,11-12=0/2373,10-11=0/2373,9-10=0/2373,8-9=0/2430 WEBS 6-8=0/1671,1-13=0/1049,5-8=-1542/0,2-13=949/0,2-12=0/621,4-9=0/278,3-12=-663/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)734 lb down at 10-3-4,and 289 lb down at 11-5-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 111 I 1 1 1 1/ 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ``�,`�%��EB P ��t/'e1'' LOAD CASE(S) Standard �%-V P..'• E N.. . bp Y'4 Oji 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 •" .. \, ' S '••� t• Uniform Loads(plf) Vert:7-14=10,1-6=-100 „ No 22839 Concentrated Loads(Ib) . * Veil:15=-654(B)16=-214(B) r., .., :'p : ...: ,/ TATE' '0F '`" •; 11°- Wafter P.Ann PE No.221839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev.10'0212015 BEFORE USE ,-- Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 11/11' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Braong indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MIT®k• is akvays required for stabiity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncatan.storage,delivery erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building ComponentII 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N Lee Street.Suite 312,Alexandra.VA 22314. Tampa,FL 36610 .Job Truss Truss Type Oty Ply I 78731877'', 1817229 F14 Floor Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MTek Industries,Inc Tue May 31 13:05:42 2016 Page 1 ID_BkMQOgICcvBYV7rn42iyCCyToxk-jICEOShDrhX1_OwkSXoYmttgSreMttlyHpMVwC2B WN 0-1-8 H I 1-3-0 { I 1-7-12 I Scale"1:21.3 3x4= 3x4 = 1.54 = 1.5x3 = 1 2 3 4 5 6 a \- e • 5 ' 16 c t' R — Nur . -/ — c' —X-/- I Y e e 13 12 11 10 9 8 'Or� 4x4 = 1.5x31 II 1.5x3 II 4x4= 1 1-6-0 I 4-0-0 1 8-4-12 I 10-10-12 1 12.412 1 1-6-0 2-6-0 4-4-12 2-6-0 1.6.0 Plate Offsets(X,Y)— 16:0-1-8,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) -0.08 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.67 Vert(TL) -0.11 11-12 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.39 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014ITPI2007 (Matrix) Weight:65 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=662/0-3.0,7=662/0-3-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 14-15=-657/0,1-15=-656/0,7-16=-657/0,6-16=-656/0,1-2=-637/0,2-3=1434/0,3-4=-1667/0,4-5=-1434/0, 5-6=-637/0 BOT CHORD 12-13=0/1190,11-12=0/1667,10-11=0/1667,9-10=0/1667,8-9=0/1190 WEBS 6-8=0/820,1-13=0/820,5-8=-768/0,2-13=-768/0,5-9=0/358,2-12=0/358,4-9=417/0,3-12=-417/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ttttttII111//III 1•• v.,'.ER P. '14/1'0 • ... • .• �. •F • No 22839 1. *; t* - •-6n.. "0: a, � fy. ;CC.17 � '.• ;STATE` -OF •• ': • f;j�R� ; Job , 'Truss Truss Type Qty Ply 18731878 817229 l F15 Floor Truss 6 1 Job Reference(optional) Builders FirstSource. Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries.Inc.Tue May 31 13:05:42 2016 Page 1 ID_8kMQOgtCcvBYV7m4?iycCyToxk-jlCEOShDrhXi OwkSXoYmttgTrz6mgoyHpMVwczB WN 0-1-8 H I 1-3-0 I I 1-6-0 Scale=1:21.0 3x4= 1.59 = 3x3 = 39 = 3x3 = 3x4= 1 2 3 43x3 = 5 6 • I o e 15 o ; — .\ /_ / Nur/ — ''vr/e e a 13 12 11 10 9 8 7 3x3= 4x4= 3x3= 1.54 II 1.54 II 3x3= 4x4= 1.59 II 1-6-0 1 4-0-0 I 8-3-0 I 10-9-0 1 12-1-8 1-6-0 2-6-0 4-3-0 2-6-0 1-4-8 Plate Offsets(X,Y)– 16:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) -0.07 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(TL) -0.10 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:63 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 14=650/0-3-0,7=657/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 14-15=-646/0,1-15=-645/0,6-7=-651/0,1-2=-625/0,2-3=-1397/0,3-4=-1614/0,4-5=-1385/0,5-6=-598/0 BOT CHORD 12-13=0/1166,11-12=0/1614,10-11=0/1614,9-10=0/1614,8-9=0/1146 WEBS 6-8=0/813,1-13=0/804,5-8=762/0,2-13=753/0,5-9=0/348,2-12=0/341,4-9=-404/0,3-12=-393/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 11%11111 .� ' , 0/`N 1ERPF4,. P�• • � • . ��• ��.•• LENS• • ti :, • \ F • . No 22839 : * .* ". =^O: * :it 1. Z �� TA F �vri 1 •it,%)i0NA�,�s% 41. Walter P.Ann PE No.22839 IltTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not �� a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Braang indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems,see ANSI/7PII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 36610 Job Truss Truss Type IQty [Ply T8731879. 1817229 F16 Floor Truss 2 1 , Job Reference(optional) Builders FirstSource, Jadcsonvele,Fl 32244 7.640 s Apr 19 2016 MiTek Industries.Inc.Tue May 31 13:05:43 2016 Page 1 ID_8kMQOglCcvBYV7m4?iycCyToxk-BUmdcoirc?fccWwOEJoJ5Ok4FJnVE_5Wi62T2zB WM 0-1-8 H I 1.34) I I 1'64 I 01481 Seale=1:28.2 1.5x3 = 1.5x3 = 6x8 = 5x6 II 5x6 II 2x6 II 4x6 II 3x6 11 6x8= 6x8 = 1 2 3 4 5 6 18 7 8 o e o • '............ Z4116. e `� a �' 6 e 1� 16 15 14 13 12 11 10 6x8 = 6x8= 5x6 II 4x6 II 2x6 II 4x6 II 5x6 II 6x12 MT2OHS= 6x8= 1 1-6-0 1 4-0-0 I 9-6-4 i 12-0-4 I 146-4 1 16-0-4 1 1-6-0 2-6-0 5-6-4 2-6-0 2-6-0 1-6-0 Plate Offsets(X,Y)— 11:0-1-8,0-0-81,f4:0-3-0,Edael,15:0-3-0,Editel,f8:0-1-8,Edael,18:0-1-8,0-0-8L f13:0-3-0,Edael.f14:0-3-0,Ednel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) -0.15 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.68 Vert(TL) -0.24 12-13 >776 240 MT20HS 187/143 BCLL 0.0 Rep Stress Ina NO WB 0.58 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:131 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=1088/0-3-0,9=1607/0-3-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-17=-1088/0,8-9=-1600/0,1-2=-1207/0,2-3=-3044/0,3-4=-4540/0,4-5=-4540/0,5-6=-4910/0,6-18=-4409/0, 7-18=-4409/0,7-8=1909/0 BOT CHORD 15-16=0/2324,14-15=0/3811,13-14=0/4540,12-13=0/4540,11-12=0/5100,10-11=0/3721 WEBS 8-10=0/2451,1-16=0/1550,7-10=2355/0,2-16=-1451/0,7-11=0/910,2-15=0/953,6-11=-914/0,3-15=-1014/0, 6-12=-432/0,3-14=0/1150,5-12=0/738,4-14=456/0,5-13=328/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,,to i i 11Will , 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1041 lb down at 12-3-4 on top `s ER P F iii, chord. The design/selection of such connection device(s)is the responsibility of others. �� \, 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). %``% s • ........ E N Ss?ti' i LOAD CASE(S) Standard • i 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00NO 22839 r *; •* t" Uniform Loads(plf) ^_ Vert:9-17=-10,1-8=-100 t ,+* . - Concentrated Loads(Ib) -p; .-' _ Vert:18=-961(F) i r TATE: OF .' .: .••1.0 :J ,R\"Q^c1,.. , %-,. • 'tit;0NA� `%s -IllimiWafter P.Fan PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 / r a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 411-7473 rev.10103/2015 BEFORE USE IIMMIN Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �i a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is 10 prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing I 1Y�l A'Tek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1� tabncabon,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 1 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandna.VA 22314. 1 Tampa.FL 36610 Job _ Truss Truss Type Qty Ply 78731880 817229 F17 'Floof Truss 2 1 , Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue May 31 13:05:44 2016 Page 1 ID_8kMQOglCcvBYV7m4?iycCyToxk-fhK?p8)TNJnTDi46ayrlrlyyl<fc0EixFk7rc?Vz6 WL 0-1-8 H I 1-34) I 1 1-8-4 0-0_/8 Sca e=1:28.0 4x4= 4x4= 1.5x3 = 3x4= 3x4 = 1.5x3 II 3x3 = 3x3= 354= 1.5x3 = 1 2 3 4 5 6 7 8 e e a► • d ' o 4 918I 'r• 19 q Y4 o ' X / N e toX- - e ', 16 15 14 13 12 11 10 3x3= 4x6= 3x4 = 354 = 1.5x3 II 3.4= 3x4= 4x6= 3x3= 1 1 1-6-0 4-0-0 1 9-8-4 I 12-2-4 I 14-8-4 1 16-2-4 1 1-6-0 2-6-0 5-8-4 2-6-0 2-6-0 16.0 Plate Offsets(X,Y)— f1:Edge,0-1-81,18:0-1-8,Edael,f14:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defi Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL) -0.18 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.87 Vert(TL) -0.28 12-13 >676 240 BCLL 0.0 Rep Stress Ina YES WB 0.54 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:84 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=870/0-3-0,9=870/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 17-18=-867/0,1-18=-866/0,9-19=-866/0,8-19=-865/0,1-2=-876/0,2-3=-2092/0,3-4=-2850/0,45=-2850!0, 5-6=-2738/0,6-7=-2109/0,7-8=-871/0 BOT CHORD 15-16=0/1639,14-15=0/2542,13-14=0/2850,12-13=0/2850,11-12=0/2562,10-11=0/1634 WEBS 8-10=0/1123,1-16=0/1130,7-10=-1062/0,2-16=-1061/0,7-11=0/660,2-15=0/630,6-11=-630/0,3-15=-626/0, 6-12=0/352,3-14=0/622,5-12=395/103,4-14=-256/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,,,,,1111111/I��,,, �•�` 0, ER P. Fi ,, Nr.••'GENS •tiye. .: • v, F••• No 22839 * :53 .£,TATE -OF '''1. e,ie'd =Es`.ii/111111/1', Walter P.Rnn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/0./2015 BEFORE USE " Design valid for use only with MTek8l comectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use.the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSIRPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa.FL 36610 Job Truss Truss Type Qly Ply i T8731881' 1817229 F18 GABLE 1 1 I Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industnes,Inc. Tue May 31 13:05:44 2016 Page 1 ID_8kMQOgICcvB W/m4?iycCyToxk-fhK?p8jTNJnTDi46ayr1 rly5tfpTEgoFk7rc?VzB_WL 0- 8 0..8 Scale=1:27.6 3x3 = 3x3= 1 2 3 4 5 6 7 8 9 10 11 12 13 YI til Y 1'1 r IY S II 141128 ;`II I I I Y 26 25 24 23 22 21 20 19 18 17 16 15 14 3x3= 3x3= 3x3= 3x3 = 1.6.122.10.12 4-2-12 5-6-12 6-10-12 8-2-12 , 9-6-12 10-10-12 12-2-12 13-6-12 14-7-8 16-2-4 1-6-12 I 1-4-0 i 1-4-0 ) 1-4-0 1-4-0 i 1-4-0 1.4.0 1-4-0 1-4-0 1-4-0 I 1-0-12 i 1-6-12 i LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.04 Horz(TL) -0.00 15 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:76 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 SP No.3(flat) 10-0-0 oc bracing:25-26,14-15. REACTIONS. All bearings 16-2-4. (Ib)- Max Gray All reactions 250 lb or less at joint(s)26,14,25,15,24,23,22,21,20,19,18,17,16 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. t‘►I I I I U Iiii, J%' llk:�ER P. F//�•'�1 Sr. GENS • �,'0 • �rl F i No 22839 "'_ i -0. ,\ I • • CC?3• TA fi " F •"4r✓ wC, : i • C. •• ��,IIttIlu IrIy" Wafter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 •a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Wick®connectors.Thus design is based only upon parameters shown.and is for an individual building component,notINIl• a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web andror chord members only.Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 36610 Job , Truss Truss Type Qty Ply T8731882 817229 F19 Floor Truss 1 1 .Job Reference(optional) Builders FastSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MTek Industries.Inc.Tue May 31 13:05:45 2016 Page 1 ID_8kMOOglCcvBYV7m4?iycCyToxk-7tuNOUk58cvKrsfJ8fMGOWV7T3xWz94Oznb9XxiB WK 0-1-8 H I 1-30 I I 1-10-4 I 0118 Scale=1:28.3 4x4= 4x4= 1.5x3 = 3x4= 3x4 = 1.5x3 II 3x3= 3x3 = 3x4= 1.5x3 = 1 2 3 4 5 6 7 8 • c e • t8 qX 19 4 _ N.XN \ /X-, T e - e - - �e e 16 15 14e 13 12 11 10 t* 3x3= 4x8= 3x4 = 3x4 = 1.5x3 II 3x3= 3x4 = 4x6= 34= 1 1-6-0 I 40-0 I 9-10-4 1 1244 I 14-10-4 I 16-4-4 1 1-6-0 2-6-0 5-10-4 2-6-0 2-6-0 1-6-0 Plate Offsets(X,Y)— I1:Edge,0-1-81,f8:0-1-8,Edoel,114:0-1-8,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) -0.19 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Vert(TL) -0.30 12-13 >646 240 BCLL 0.0Rep Stress Incr YES WB 0.54 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 i Code FBC2014/TP12007 (Matrix) Weight:84 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 2-2-0 oc bracing 13-14. REACTIONS. (lb/size) 17=879/0-5-4,9=879/0-5-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 17-18=-877/0,1-18=-876/0,9-19=-875/0,8-19=-874/0,1-2=-887/0,2-3=-2120/0,3-4=-2907/0,4-5=-2907/0, 5-6=-2786/0,6-7=-2138/0,7-8=-881/0 BOT CHORD 15-16=0/1659,14-15=0/2581,13-14=0/2907,12-13=0/2907,11-12=0/2601,10-11=0/1654 WEBS 8-10=0/1136,1-16=0/1144,7-10=-1075/0,2-16=-1074/0,7-11=0/673,2-15=0/642,6-11=-644/0,3-15=-640/0, 6-12=0/366,3-14=0/653,5-12=-415/99,4-14=275/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. tot t►111111fiii�,` ,„"•• 1,,,v ..R F. F/ ie.. No 22839 *: 0..1 * :. 4 Iv ?315 TA' -OF ' • -, .0 r"JR‘ - c :: : : Walter P.Finn PE No.22839 MTek USA Inc.FL Cert 6634 6904 Parke East Bind.Tampa FL 33610 Date: May 31,2016 1 mll. a WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/201S BEFORE USE Design valid for use only with MTek®connectors.This design is based only upon parameters shown.and is for an individual building component.not a truss system.Before use.the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage.delivery.erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,216 N.Lee Street,Suite 312.Alexandna.VA 22314. Tampa.FL 36610 Job Truss 'Truss Type Qty Ply '817229 F20 GABLE 1 1 78731863 iJob Reference(optional) Builders FirstSource. Jacksonville,FI 32244 7.640 s Apr 19 2016 MiTek Industries.Inc. Tue May 31 13:05:45 2016 Page 1 ID_BkMQOglCcvBYV7m4?iycCyToxk-7tuNOUk58cvKrsfJBIMGOW VGd39izH1 Oznb9XxzB_WK 0-118 0114.8 Scale=1:27.9 3x3= 3x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 • e s e a 4e s e o 0 o e e — — — i1' . \- 4 0 0 0 0 o ea l ,e .e a ,.e 26 25 24 23 22 21 20 19 18 17 16 15 14 3x3= 3x3= 3x3= 3x3= 1 1-6-12 1 2-10-12 I 4-2-12 I 5- 6-12 6-10-12 8-2-12 1 9-6-12 , 10-10-12 I 12-2-12 1 13-6-12 I 14-9-8 16-0.4 l 1-6-12 1.4.0 1-4-0 1-4-0 1-4.0 1-4-0 1.4-0 ' 1.4.0 1-4-0 1-4-0 1-2-12 1-6-12 • LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.04 Horz(TL) -0.00 15 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:77 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 SP No.3(flat) 10-0-0 oc bracing:25-26,14-15. REACTIONS. All bearings 16-4-4. (Ib)- Max Gray All reactions 250 lb or less at joint(s)26,14,25,15,24,23,22,21,20,19,18,17,16 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,`,t1111111/iii., e‘ ER P. ie -4,-..*\GENS'.. -v I No 22839 * . '"0: 1, :tri .. 0 wTAI':1_1): :'/' � •✓13 s • � • ii,�ss`ON ?%•. Wafter P.Ann PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7479 rev.10/03/2015 BEFORE USE NI Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSVTPII Quality Criteria,DSB-89 and SCSI Building Component e904 Padre East Blvd. Safety Information available from Truss Plate Institute,216 N.Lee Street,Suite 312,Alexandna,VA 22314 Tampa,FL 36610 [Job Truss Truss Type Qty Ply 78731884 817229 F21 Floor Truss 2 1 Builders FirstSource, Jacksonville,Fl 32244 7640 b pReference9016(optional) Apr 19 2016 MiTek Industries.Inc.Tue May 31 13:05:46 2016 Page 7 ID:_8kMQOgICcvBYV7m4?iycCyToxk-b3SlEgkjvwlATOEVhNtVxj2HQSKwiacYCRKi3NzB WJ I 1-3-0 -I I 1-5-8 5x6 I I 2x6 H I 3x6 H I 4x6 I Scale=1:11.1 1 2 10 3 11 4 ek - . . 4 . e e 1.5x3 II 3x4= 9 8 7 6 5 't 4x6= 1.5x3 :1 1.54 II I 44•0 I 5.8-8 I 4-4-0 1-4-8 Plate Offsets(X,V)— f2:0-3-O,Ed(tel,[4:0-3-0,Edoel,f8:0-1-8,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid I PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.74 Vert(LL) -0.04 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.72 Vert(TL) -0.06 6-7 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.65 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:38 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-8-8 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=754/Mechanical,5=754/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-9=-783/0,4-5=-758/0,1-2=-1056/0,2-10=-1056/0,3-10=-1056/0,3-11=574/0,4-11=-574/0 BOT CHORD 7-8=0/1056,6-7=0/1056 WEBS 4-6=0/761,1-8=0/1375,3-6=-641/0,2-8=-761/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)470 lb down at 1-10-4,and 520 lb down at 3-10-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. `,'t>Ji1111ri/�� 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ``�0�'C ER •P• F�1,,e LOAD CASE(S) Standard ��V P• C E N ' . +�.. 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ♦: .•\. `Sits' u �.. Uniform Loads(plf) i Vert:5-9=-10,1-4=-100No 22839 Concentrated Loads(Ib) *. :* .. Vert:10=-447(F)11=447(F) = * . � � :CC= � � .STATE: -OF •,'t,•. 0 .��'ss1O� E uiii • Walter P.Ann PE No.22839 MiTek USA.Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 a►WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 raw.10103/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncation.storage.delivery.erection and bracing of trusses and truss systems,see ANSItTPI1 Quality Criteria,DSB-89 and BCSI Building Component . 6904 Parke East Blvd. Safety Information available horn Truss Plate institute,218 N.Lee Street,Suite 312.Alexandna,VA 22314. Tampa,FL 36610 IJob Truss Truss Type IQty Ply 78731885 817229 F22 Floor Truss 12 1 I I Job Reference(optional) I Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue May 31 13:05:46 2016 Page 1 ID_8kMQOgICcvBYV7m4?iycCyToxk-b3SlEgkjvw1AT0EVhNtVxj2J2SH?iXxYCRKi3Nz8 WJ I 1-3-0 I I 1-1-0 l 5x6 II 2x6 II 3x6 I! 4x6 II Seale=1:11.0 1 10 2 11 3 12 4 . • • o • \ e e 'NNN — o R v Y k N e s e s 1.5x3 II 443 =- 9 9 8 7 6 5x6 = liblaii- 2x4 11 2x4 II I 3-11-6 I 5.4-0_ _.. 3-11-8 1-4-8 Plate Offsets(X,Y)— f1:Edge,0-1-81,f2:0-3-0,Edeel,14:0-3-0,Edgel.f5:0-1-8,Edciel,18:0-1-8,Edae1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) t/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.04 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.90 Vert(TL) -0.06 6-7 >995 240 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:37 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=1061/Mechanical,5=1308/0-7-4 Max Gray 9=1061(LC 1),5=1310(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-9=-1096/0,45=-1316/0,1-10=-1435/0,2-10=-1435/0,2-11=-1435/0,3-11=1435/0, 3-12=772/0,4-12=-772/0 BOT CHORD 7-8=0/1435,6-7=0/1435 WEBS 4-6=0/1025,1-8=0/1868,3-6=-879/0,2-8=1030/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ``,I1tt t ii t t J/��,, 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)152 lb down at 0-10-8,580 lb down `♦ Ea P I t at 1-10-4,and 605 lb down at 2-10-4,and 642 lb down at 4-10-4 on top chord. The design/selection of such connection device(s)is ,•- �_' •• F/,�71'-e the responsibility of others. . -�P,••{.i E N "f'4'�'• 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). . N. s ..*.• �• LOAD CASE(S) StandardNo 22839 • 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Z' * ;* Uniform Loads(plf) - * , Vert:5-9=-10,1-4=100 •'9 / (r Concentrated Loads(Ib) i £TATE 'l?F Veil: e. 3=-557(F)10=-97(B)11=557(F)12=-586(F) ( • n. r,�`,lp N A .7., �� .%%.%.:::: � tl— Walter P.Ann PE No.22839 MiTek USA.inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 --AWARNING..Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. -- tut Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent braang MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,dehvery,erection and bracing of trusses and truss systems.see ANSVTPYl Ouality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 36610 Job , ;Truss Truss Type pry Ply 18731886 817229 F23 Floor Truss 2 1 !Job Referenc&Joptionall Builders FirstSource, Jacksonville,Ft 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue May 31 13:0546 2016 Page 1 ID_8kMQOgICcvBYV7m4?iycCyToxk-b3SlEgkivw1AT0EVhNtVxj2R6SU0ijRYCRKi3NzB WJ 0-1-8 F1--I 311+= 1-3-0 o 1.5)coi II 0-5-12 't 1}5x3 II 43x3= Scale=1:9.6 NM 11 II ME II .1.50\11, .1111 9 ,, II I NM INN NM It4 12 3x3= 3x3= 8=' 7 6 5 3x3 = 1.58 II I 3.7.4 I 3-7-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(TL) -0.00 7 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.09 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:23 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-4 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=182/0-3-4,5=188/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. •``‘‘,'SER 'PIFilii No 22839 1 rttt* Li :� • RTAT ;, F • 'V . ss ,tss,0 N A1-. ,sN Wafter P.Finn PE No.22839 MTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 a WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE/11-7473 rev.10/03/2015 BEFORE USE ledl• Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andior chord members only. Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabnoation,storage.delivery.erection and bracing of trusses and truss systems.see ANSITfPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 36610 [Job Truss !Truss Type Qty Ply T8731881 1817229 F24 Floor Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc Tue May 31 13:05:47 2016 Page 1 ID_8kMQOglCcvBYV7m4?iycCyToxk-3G07R9lLgE914AphF4OkTxaW3sldR8ihR54GcgzB_VN I 1-3-0 I 1-5-8 I 3x3 = Scale=1:11.1 1 3x3= 2 1.5x3 II 3 3x3= 4 LNT • o 1.5x3 II 3x3= 9 8 7 6 5 3x3= 1.5x3 II 1.5x3 II I 4-4-0 1 5-8-8 i 4-4-0 1-4-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 Vert(LL) -0.03 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.43 Vert(TL) -0.05 6-7 >999 240 BCLL 0.0 Rep Stress Inc: YES WB 0.22 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:31 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-8-8 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=307/Mechanical,5=307/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-9=-333/0,4-5=-310/0,1-2=-341/0,2-3=-341/0 BOT CHORD 7-8=0/341,6-7=0/341 WEBS 4-6=0/282,1-8=0/454 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. titte �N`sit 1ER 'PI F11, No 22839 • ,*. > .-1 TA t O.*.,s i P•,..."' '' kr. ,,� . 3Ri , �,��. .,'ss�0NA1-E ov Wafter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. -- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or card members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage.delivery.erection and bracing of trusses and truss systems,see ANSIRPII Quality Criteria,DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 36610 Job , Truss (Truss Type Oty Ply ' I T8731888 817229 I-1,102 .JACK-PARTIAL GIRDER 4 1 Jo..Reference(optional) Bt1IMers FiratSource, Jacksonvile,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc Tue May 31'13:05:48 2016 Page 1 ID_8kMQOgICcvBYV7m4?iycCyToxk-YSaWWVm_RXHuiJNtpovz087iMG31Aawgflpp8Gz6 WH I -1-10-10 t 5-4-12 I 9-10-13 I 1-10-10 5-4-12 4.6.1 Scale.1:22.9 4 r?Ijd 2.83 rci 9 3x4 3 v 8 w r go M I, N N N 2 a Mil rr � wfthlt�� 1 r 10 11 12 6 = 2x4 II 3x4 =5 2x8Cr 5-4-12 l 5-10-13 00-0 5-4-2 4.6.1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.05 2-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.08 6-7 >999 180 BCLL 0.0 • Rep Stress Ina NO WB 0.28 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:41 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=114/Mechanical,5=220/Mechanical,2=400/0-7-6 Max Horz 2=107(LC 4) Max Uplift4=-70(LC 4),5=-72(LC 8),2=-228(LC 4) Max Grav4=114(LC 1),5=220(LC 1),2=413(LC 35) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-8=-712/237,3-8=-651/242 BOT CHORD 2-10=-292/656,10.11=292/656,7-11=-292/656,7-12=-292/656,6-12=292/656 WEBS 3-6=-686/306 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,,t111111111l1�� fit between the bottom chord and any other members. 0% 1 ER R R lif, 4)Refer to girder(s)for truss to truss connections. %•‘._vP\.••... /4/ e, 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 70 lb uplift at joint 4,72 lb uplift at joint 5 �� V C E N S'•. •y d'i and 228 lb uplift at joint 2. :, • \, c. °• 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. o• No 22839 f 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)22 lb down and 22 lb up at 4-3-11, 22 lb down and 22 lb up at 4-3-11,and 45 lb down and 70 lb up at 7-1-10,and 45 lb down and 70 lb up at 7-1-10 on top chord,and 81 ••• Ib down and 104 Ib up at 1-5-12,81 Ib down and 104 lb up at 1-5-12,5 lb down at 4-3-11,5 lb down at 4-3-11,and 29 lb down at x) 7-1-10,and 29 lb down at 7-1-10 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 7,"0•• . I, ( J C Z 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). •• i W TAI-.E -OF :If, LOAD CASE(S) Standard �i ; / �P.�.Z Iv. 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 °• •'1/2 R :�` • Uniform LoaVertds 1-4=-54,2-5=-10 'gilt 10 N Al-'c' Concentrated Loads(lb) Vert:9=-52(F=-26,B=-26)10=68(F=34,B=34)12=-20(F=-10,B=-10) Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 811.7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek€connectors.This design is based only upon parameters shown.and is for an individual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPt1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa.FL 36610 Job Truss Truss Type Qty I Ply 78731889 817229 T01 Hip Truss 2 I 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue May 31 13:05:49 2016 Page 1 ID:_8kMQOglCcvBYV7m4?iycCyToxk-Oe7usmcCrPIKTy4NVOCYMfpKgMvvwq_uPZNgiz6 WG - 1 -2-0-0 1 3-10-14 I 7-0-0 11-6-10 I 15-11-8 I 20-4-0 1 24-11-0 I 28-0-2 i 31-11-0 . 33-11-0 1 2-0-0 3-10-14 3-1-2 4-6-10 4-4-14 4-4-14 4-6-10 3-1-2 3-10-14 ' 2-0-0 Scale.1:60.3 6x12 MT2OHS= 6x12 MT2OHS = 400 12 3x4= 5x6= 3x4= 4 17 185 19 20 6 21 22 7 23 24 8 2x4 C !.6 - - 2x4 ,n 3 9 v, l'' 2 t 10 r N d d 3x10 = 16 25 2615 27 28 14 29 30 1331 32 12 3x10= 3x4 = 3x4= 3x8= 5x14 MT2OHS = 3x8 = 1 7-0-0 I 11-6-10 1 15-11-8 1 20-4-6 24-11-0 1 31-11-0 I 7-0-0 4-6-10 4-4-14 4-4-14 4-6-10 7-0-0 Plate Offsets(X,V)- 12:0-5-2.0.1-81,14:0-8-4,0-2-41.16:0-3-0,0-3-41,18:0-8-4,0-2-41,110:0-5-2.0-1-81,113:0-3-8,0.1-81.114:0-7-0,0-3-01,115:0-3-8,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.63 14 >605 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -1.21 14 >313 180 MT2OHS 187/143 BCLL 0.0 ' Rep Stress Ina NO WB 0.75 Horz(TL) 0.24 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:156 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2"Except" TOP CHORD Structural wood sheathing directly applied or 2-1-10 oc purlins. 4-6,6-8:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-11-6 oc bracing. BOT CHORD 2x4 SP M 31 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=2039/0-3-8,10=2049/0-5-8 Max Horz 2=44(LC 4) Max Uplift2=-837(LC 4),10=-843(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=5222/1991,3-4=-5174/1995,4-17=-6616/2591,17-18=-6616/2591,5-18=-6616/2591, 5-19=-7136/2781,19-20=-7136/2781,6-20=7136/2781,6-21=7136/2781, 21-22=7136/2781,7-22=-7136/2781,7-23=-6596/2581,23-24=-6596/2581, 8-24=-6597/2581,8-9=5132/1977,9-10=-5128/1952 BOT CHORD 2-16=-1845/4873,16-25=-1839/4916,25-26=1839/4916,15-26=-1839/4916, 15-27=-2514/6616,27-28=-2514/6616,14-28=2514/6616,14-29=-2498/6596, 29-30=-2498/6596,13-30=2498/6596,13-31=1808/4875,31-32=-1808/4875, 12-32=-1808/4875,10-12=1774/4770 4-16=-30/44 WEBS 7-14=-234/6445,7-13=-815/412,8-13=-77,4-15=-770/1955, 78/1976,8-12=-22/431,9-12=-156/264' �s' -� ER �P ll,� NOTES- ,%. '1%4 A\'• ........ E!V S• Pi 1, ,'.i 1)Unbalanced roof live loads have been considered for this design. • • \• F•••. i 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;Enc.,GCpi=0.18; No 22839 • MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 • 3)Provide adequate drainage to prevent water ponding. ,. 4)All plates are MT20 plates unless otherwise indicated. • ('`, 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. F.'0•• \ cr,: 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 14 TAT •�I�J fit between the bottom chord and any other members. i 0 t w 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 837 lb uplift at joint 2 and 843 lb uplift at •i '6-`46 j I. P= • joint 10. °,�Ce....-%•`V.-.........n .••`�> • 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 1II SAO p1 A1-```�%S 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)195 lb down and 183 lb up at 7-0-0, III ggII111I,tt� 110 Ib down and 106 lb up at 9-0-12,110 lb down and 106 Ib up at 11-0-12,110 Ib down and 106 lb up at 13-0-12,110 Ib down and 106 Ib up at 15-0-12,110 Ib down and 106 lb up at 16-10-4,110 Ib down and 106 lb up at 18-10-4,110 Ib down and 106 lb up at Walter P.Finn PE No.22839 20-10-4,and 110 lb down and 106 lb up at 22-10-4,and 195 lb down and 183 lb up at 24-11-0 on top chord,and 247 lb down and 76 lb MiTek USA,Inc.FL Cert 6634 up at 7-0-0,72 lb down at 9-0-12.72 lb down at 11-0-12,72 lb down at 13-0-12,72 lb down at 15-0-12,72 lb down at 16-10-4,72 lb 6904 Parke East Blvd.Tampa FL 33610 down at 18-10-4,72 lb down at 20-10-4,and 72 lb down at 22-10-4,and 247 lb down and 76 lb up at 24-10-4 on bottom chord. The Date: design/selection of such connection device(s)is the responsibility of others. May 31,2016 Continued on page 2 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10103/2015 BEFORE USE. lilt Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component.not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. - Tampa.FL 36610 )Job Truss Truss Type IQty Ply T8731889 817229 1701 Hip Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries.Inc.Tue May 31 13:0549 2016 Page 2 • ID_8kMQOgICcvBYV7m4?iycCyToxk-Oe7usmcCrPIKTy4NVOCYMfpKgMvvwq_uPZNgiz6 WG NOTES- 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plt) Vert:1-4=54,4-8=-54,8-11=-54,2-10=-10 Concentrated Loads(Ib) Vert:4=-148(B)8=-148(B)16=-229(B)12=-229(13)17=-110(B)18=-110(B)19=-110(B)20=110(B)21=-110(B)22=110(B)23=-110(B)24=110(B)25=-24(B)26=-24(B) 27=-24(B)28=-24(B)29=-24(B)30=-24(B)31=-24(B)32=-24(B) a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MiTekrtil connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracrtg M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage.delivery.erection and bracing of trusses and truss systems,see ANSIfTPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandra.VA 22314. Tampa.FL 38610 Job 'Truss Truss Type !Qty Ply 78731890 817229 T02 Hip Truss 2 1 , Job Reference(optional) Builders FirstSource. Jacksonville.Fl 32244 7.640 s Apr 19 2016 Mifek Industries,Inc. Tue May 31 13:05:50 2016 Page 1 ID_8kMQOgICcvBYV7m4?iycCyToxk-UghG4BnEz9XcxdXGwCxR5ZCza4hgeSr7731wC9z6 WF -2-0-0 I 4-10-14 _ 9-0-0 I 15.114 i 22-11-0 I 27-0-2 31.11-0 I33-11-0 I 2-0-0 4-10-14 4-1-2 6-11-8 6-11-8 4-1-2 4-10-14 2-0-0 Scale=1:60.3 5x6= 2x4 I I 5x6=- 4.00 4.00 12 4 5 6 2x4 Ii] a r. 2x4 7 in, 'n 2 •1. �, 8 m rA d 1 r . e d 3x8= 12 11 10 3x8 = 3x4 = 5x8= 3x4 = I 8-4-10 I 15-11-8 I 23-6-6 I -- -_ 31-11-0 I 8.4-10 7-6-14 7-6-14 8-4-10 Plate Offsets(X,V)- r2:0-4-0.Edae1.18:0-4-0,Edae1.111:0-4-0,0-3-01 —1-- -- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.28 11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.54 11-12 >695 180 BCLL 0.0 • Rep Stress Incr YES WB 0.45 Horz(TL) 0.14 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:149 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-3 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer ._Installation q iL� REACTIONS. (lb/size) 2=1127/0-3-8,8=1133/0-5-8 Max Horz 2=50(LC 8) Max Uplift2=-429(LC 8),8=-432(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2560/1628,3-4=-2297/1430,4-5=-2671/1723,5-6=-2671/1723,6-7=-2280/1420, 7-8=2520/1602 BOT CHORD 2-12=-1420/2372,11-12=-1160/2111,10-11=-1168/2097,8-10=-1419/2329 WEBS 3-12=-250/282,4-12=-59/287,4-11=390/732,5-11=426/348,6-11=-400/744, 6-10=-51/279,7-10=222/262 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;Enc.,GCpi=0.18; ,,%111111111h1/,, MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate 0 ER P. III grip DOL=1.60 `�••``i:••.•.. FG(,�', 3)Provide adequate drainage to prevent water ponding. �� V. .c ENS ti .ice 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •• V e•••• 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ti • N O 22839 fit between the bottom chord and any other members. r 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 429 lb uplift at joint 2 and 432 lb uplift at :7 *• /'�1 * joint 8. : j '+ *r, 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. -0:p9 Ig 1 7 STD.:.. (S�TALL =O F ' .,•x'`5+,to, 0 N A'1- %`%• Walter P.Ann PE No22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 1 4 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 rev.10/0.3/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not111111 a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing I MiTek. is always required for stabiity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �Y� I IC labricabon.storage,delivery,erection and bracing of trusses and truss systems,see ANstrrPI1 Quality Criteria,DSB-89 and BCSI Building Component i 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314 Tampa.FL 36610 Job • Truss Truss Type Qty Ply 18731891 817229 103 Hip Truss 2 1 . Job Reference(optional) Builders FirstSource, Jadeorrvl e,FI 32244 7640 s Apr 19 2016 MiTek Industnes.Inc.Tue May 31 13:05:51 2016 Page 1 • ID:_8kMQOgICcvBYV7m4?iycCyToxk-ylFeHXoskSfTZn6SUwTgdnIAZT12NzUHLj2TIb2B WE -2-0-0 I 5-10-14 11-0-0 I 15-11-8 I 20-11-0 26-0-2 I 31-11-0 133-11-0 I 2-0-0 5-10-14 5-1-2 4-11-8 4-11-8 5-1-2 5-10-14 2-0-0 Scale=1:60.3 5i6 2x4 II 5x6= 4.00 12 4 5 6 in a 12 2x4�' 2x4 "4. \1111.0p.,.,7 d rA 2 8 an m t2 11 10 d 3x8= 3x4 = 5x8= 3x4 = 3x8 = I 8-4-10 I 15-11-8 23-6.6 I 31-11-0 I 84-10 7-6-14 7-6-14 8-4-10 Plate Offsets(X,Y)— 12:0-4-0,Edpel,f8:0-4-0,EdaeL(11:0.4-0.0-3-01 ' LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.23 11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.46 11-12 >826 180 BCLL 0.0 * Rep Stress Ina YES WB 0.17 Horz(TL) 0.13 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:148 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-1 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (lb/size) 2=1127/0-3-8,8=1133/0-5-8 Max Horz 2=58(LC 12) Max Uplift2=422(LC 8),8=-426(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2548/1633,3-4=-2270/1454,4-5=-2156/1439,5-6=-2156/1439,6-7=-2251/1443, 7-8=2518/1613 BOT CHORD 2-12=-1420/2360,11-12=-1062/1917,10-11=-1067/1908,8-10=-1425/2328 WEBS 3-12=-320/338,4-12=-180/372,411=-166/428,5-11=-296/233,6-11=-173/436, 6-10=170/362,7-10=-302/324 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf,h=24ft;Cat.II;Exp C;Enc.,GCpi=0.18; 1t%111111111/1,� MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate `�� ER P /I• grip DOL=1.60 ,%%``P�.� ..... .....�i"iI 3)Provide adequate drainage to prevent water ponding. ,�� u• \G E!V ••• -ice 1i. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ik)_;2\:TC10AN112, Fes•••5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 2839 • .fit between the bottom chord and any other members. ,.6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 422 lb uplift at joint 2 and 426 lb uplift at �"�joint 8. %7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 17.r'0:`�:� F •_r,;�,FR :ii�� lA;G. .• tt- Walter P.Ann PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 I AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE NI Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems.see ANSIRPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 36610 ;Job 'Truss Truss Type IQty Ply 78731892' 1817229 T04 Hip Truss 2 1 1 I 1 'Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue May 31 13:05:51 2016 Page 1 ID_8kMQOgICcvBYV7m4?iycCyToxk-y1 FeHXoskSfTZn6SUwTgdnIAHT1?NxfHLj2TlbzB_WE ' I -2-0-0 } 6-10-14 ' 13-0-0 I 18-11-0 r 25-0-2 I 31-11-0 133-11-0 2-0-0 6-10-14 6-1-2 5-11-0 6-1-2 6-10-14 2-0-0 Scale=1:60.3 5x6 = 5x6 = 4.00 12 4 5 T.2 L: 2x4 \\ VNI4111111114tior� i, u 6 in g. n 2 \- i. 7 rn d °• 11 10 9 0 E ro ICA d 3x8= 3x8 3x4 = 5x6= 3x4 = I 8-4-10 l 15-11-8 I 23-6-6 1 31-11-0 I 8-4-10 7-6-14 7+14 8-4-10 Plate Offsets(X,Y)— 12:0-4-0,Edge1,17:0-4-0,Edoel,(10:0-3-0.0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.21 10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.43 10-11 >883 180 BCLL 0.0 ' Rep Stress Ina: YES WB 0.28 Horz(TL) 0.12 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:144 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-5 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1127/0-3-8,7=1133/0-5-8 Max Horz 2=-66(LC 13) Max Uplift2=-415(LC 8),7=-418(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2513/1620,3-4=-2305/1541,4-5=1771/1233,5-6=-2286/1529,6-7=-2490/1605 BOT CHORD 2-11=-1400/2323,10-11=-963/1746,9-10=-965/1742,7-9=1411/2297 WEBS 3-11=-343/359,4-11=-356/536,5-9=-343/518,6-9=-330/349 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf,h=24ft;Cat.II;Exp C;Enc.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60ttt%%1111►►►►►� 3)Provide adequate drainage to prevent water ponding. `%%t -t ER p 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. %S`p -*....... . Aid.. -4/ IA, F, 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,n V `C ;i S•• -y - fit between the bottom chord and any other members. • V F••• �. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 415 lb uplift at joint 2 and 418 lb uplift at • No 22839 joint 7. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. * 7 . :�' TA .` pF .: J: / �►►►n r i 1111 tttt� Walter P.Finn PE No.22839 MiTek USA.Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1-7473 rev.1W03/2015 BEFORE USE i-' Design valid for use only with MiTek®comectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use.the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web ardor cord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job . Truss Truss Type Qty Py 78731893 817229 TO5 Hp Truss 2 1 I Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries.Inc.Tue May 31 13:05:52 2016 Page 1 ID_8kMQOgtCcvBYV7m4?iycCyToxk-QDpOUtpUVmnKBxhf2d_vA_HJFIOn6EkQaNn1H1z8 WD I -2-0-0 I 7-10-14 I 15-0-0 11611-0 I 24-0-2 31-11-0 33-11-0 2-0-0 7-10-14 7-1-2 1-11-0 7-1-2 7-10-14 2-0-0 Scale=1:61.3 4x6= 4x6= 5 6 3x6% E2 21 3x6 4.00 FT 3x4 47 3x4 N 3 a� 6 tii ,n tri 3x8= 15 14 13 12 11 3x8= 2x4 II 3x6 = 2x4 I I 3x4 = 3x4 = I 7-10-14 I 15-0-0 116-11-0 I 24-0-2 I 31-11-0 I 7-10-14 7-1-2 1-11-0 7-1-2 7-10-14 Plate Offsets(X.Y)— f2:0-40,Edoe1,[9:0-4-0,Edae1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.22 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.45 14-15 >849 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.93 Horz(TL) 0.14 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:147 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-3 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (lb/size) 2=1127/0-3-8,9=1133/0-5-8 Max Horz 2=75(LC 12) Max Uplift2=-406(LC 8),9=409(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2481/1602,3-4=-1718/1151,4-5=-1649/1168,5-6=1573/1164,6-7=-1649/1169, 7-8=-1718/1152,8-9=-2461/1589 BOT CHORD 2-15=1374/2287,14-15=-1374/2287,13-14=-844/1573,12-13=-844/1573, 11-12=1387/2266,9-11=-1367/2266 WEBS 3-14=824/600,5-14=-181/308,6-12=-179/307,8-12=-604/584 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;Enc.,GCpi=0.18; `,tt11111/////,, MWFRS(envelope)and C-C Exterior(2)zone:C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate .0 ER R ��/ grip DOL=1.60 %•S``P.\--.,.... F/�SII 3)Provide adequate drainage to prevent water ponding. •� '.• *b E N S• •• 4/ moi. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `.ti . V F•'•. •5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `.^ • No 22839 • . fit between the bottom chord and any other members. ` *•: 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 406 lb uplift at joint 2 and 409 lb uplift at : joint 9. rir* _/2 . 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ='0: i II f :Q;.: Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd Tampa FL 33610 Date: May 31,2016 1 ' WARNING-Wady design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AW-7473 nv.1 MO.L2016 BEFORE USE ��' Design valid for use only with MiTek8i connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Braang indicated is to prevent budding of individual truss web and/or Chord members only. Additional temporary and permanent braang M iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and braang of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandna.VA 22314. Tampa,FL 36610 'Job !Truss ,Truss Type Qty Ply T8731894 817229 TOS iCommon Truss 4 1 i .Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industnes.Inc. Tue May 31 13:05:53 2016 Page 1 ID:_8kMQOglCcvBYV7m4?iycCyToxk-uPNPiDg6G4vB05GrcLV8CgTYHjLrpuap1XapTzB_WC - { -2-0-0 { 8-4-10 I 15-11-8 23-6-631-11-0 {33-11-0 i 2-0-0 8-4-10 7-6-14 7-6-14 8-4-10 2-0-0 Scale=1:59.3 4x6 = 5 /t 3x6 3x86 4.00 12 2x4\\4 2x4// 7 3 isi tri ti J; n 2 8 a ''.1 tlb `- :, ------ 9 1a 8 12 13 11 14 10 3x8 = 3z8 = 3x4 = 4x6 = 3x4 = I 10-10-15 I 21-0-1 31-11-0 { 10-10-15 10-1-3 10-10-15 Plate Offsets(X.Y)- 12:0-40,Edge1,18:0-4-0.Edael LOADING(psf) SPACING- 2-0-0 CSI. 1 DEFL. in (loci) 1/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.36 2-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73Vert(TL) -0.71 2-12 >533 180 BCLL 0.0 * Rep Stress Incr YES WB 0.43 I Horz(TL) 0.11 8 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:136 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-2-10 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1127/0-3-8,8=1133/0-5-8 Max Horz 2=79(LC 16) Max Uplift2=-401(LC 8),8=-405(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2434/1618,3-4=-2093/1417,45=2019/1436,5-6=-2009/1429,6-7=-2082/1411, 7-8=-2417/1608 BOT CHORD 2-12=1389/2242,12-13=805/1482,11-13=-805/1482,11-14=-805/1482, 10-14=-805/1482,8-10=-1402/2223 WEBS 5-10=-393/636,7-10=-480/475,5-12=-403/649,3-12=-490/484 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;Encl.,GCpi=0.18; ,,itt+{II IS IIlrl/i�� MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate `,.t t-';ER P. F",iii grip DOL=1.60 ``p.'..•••••• /i/ 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •r V.** *C E his••• V �0 1. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ::. F•••. fit between the bottom chord and any other members,with BCDL=5.Opsf. • No 22839 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 401 lb uplift at joint 2 and 405 lb uplift at _ joint 8. *' 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ,•,-0 f ,A t, 1 cc r. :53 : `wt[TA 'OF • ;�: et. ,,• 4..0R1t G�,�• -e,ei�`��ONA� *,`�•N till Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A111.7473 rev.10/03/2015 BEFORE USE igi• Design valid for use only with MiTeke comeoors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Adddional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems.see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 36610 Job • !Truss Truss Type Qty Ply 18731895 817229 107 GABLE 2 1 Job Reference(optional) 1 Builders FirstSource. Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries.Inc. Tue May 31 13:05:54 2016 Page 1 ID:_8kMQOglCcvBYV7m4?iycCyToxk-McxnvZrkl N12QEr1920NFPNmOhCeaMlj2hG8LwzB_WB I -2-0-0 I 15-114 I 31-11-0 33-11-0 2-0-0 15-11-8 15-11-8 2-0-0 Scale=1:59.3 4x6= 2x4 H 2x4 II 2x4 II 11 12 13 2x4 II 2x4 11 9 2xI I 10 _ 14 2x4 11is 2x4 115 4.00 rir 2x4 II 7 8 - 16 17 2x4 II 2x4 II 6 - 18 2x4 II 2x4 II 5 %� 2 19 2x4 II ii, 2x4 II 4 = 20 2x4 11 3 - 21 1 2 = V @ V $ 8 @ n 8 f 8 8 B @ = \ 231a ,, 3x4 = 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 28 25 24 3x4 = �7 2x4 112x4 112x44 112x4 I 2x4 112x4 112x4 112x4 112x4 115x6=2x4 112x4 112x4 112x4 112x4 112x4 112x4 112x4 112x4 Il I 31-11-0 31-11-0 Plate Offsets(X,Y)— 17:0-3-0,0-3.01,117:0-3-0,0-3-01.(33:0-3-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) IIden Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.02 23 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.03 23 n/r 120 BCLL 0.0 * Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 22 n/a n/a BCDL 5.0 Code FBC2014TTPI2007 (Matrix) Weight:188 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. All bearings 31-11-0. (Ib)- Max Horz 2=-79(LC 13) Max Uplift All uplift 100 lb or less at joint(s)34,35,36,37,38,39,40,41,42,32,31,30,29,28,27,26, 25,24 except 2=-143(LC 8),22=153(LC 9) Max Gray All reactions 250 lb or less at joint(s)33,34.35,36,37,38,39,40,41,42,32,31,30,29,28, 27,26,25,24 except 2=253(LC 1),22=253(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf,BCDL=3.0psf;h=24ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 t ttti t I l l Ii 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry ,�01.c ER P �I, Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. •b V•.L••.... /4/ II 4)Gable requires continuous bottom chord bearing. �� ,• �C E N S•• ti �i� 5)Gable studs spaced at 1-4-0 oc. 4! • F.••• • •;• 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. No 22839 '• 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ` *•• •:il : fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)34,35,36,37,38,39, • + r7 40,41,42,32,31,30,29,28,27,26,25,24 except(jt=lb)2=143,22=153. ',.U�t:ly 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i !' <.3 TA F ', ice' 4+: • C7 . ,�IIIs`�iO N At S.N. %% Walter P.Ran PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rsv.10/03/2015 BEFORE USE Design valid for use only with MiTeke connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andior chord members only. Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncabon,storage,delivery,erection and bracing of trusses and truss systems.see ANSIRPIl Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 36610 Job Truss Truss Type Qty Py ' T8731896 817229 T08 GABLE 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue May 31 13:05:56 2016 Page 1 ID_8kMQOglCcvBYV7m4?ycCyToxk-J 2XKEs?Y?ImfY?QHT2rKgS6WUu42EIOV?IEQozB_W9 - I -2-0.0 15-11-8 31-11-0 I 2-0-0 ' 15-11-8 15-11-8 Scale=1:57.3 2x4 II 4x6 2x4 11 2x4 II 11 12 13 2x4 II 2x4 II 10 ^ 14 2x4 11 5x6 2x4 11 9 15 2x4 11 5x6` 4.00 12 2x4 II 7 8 16 17 2x4 II 2x4 II 6 a� - 18 2x4 II 2x4 11 5 'It19 2x4 II ih 2x4 11 4 20 2x4 II 3 - 21 22 1 2 _ if A 1i 1 gif @ N a $ @ t it $ @' i .. d A x x X X X x x x x x x x x x NAN x AN A �, x AA ., X x A x x.X A X x X X x X A.x X X X x x X X x x x x x X .A 3x4= 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 2x4 11 2x4 II 2x4 11 2x4 11 2x4 11 2x4 II 2x4 H 2x4 II 2x4 II 5x6 =2x4 II 2x4 II 2x4 I! 2x4 II 2x4 II 2x4 II 2x4 11 2x4 II 2x4 11 I 31-11-0 1 31.11-0 Plate Offsets(X.Y)— (7:0-3-0,0-3-01,117:0-3-0.0-3-01,132:0-3-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 1 n/r 120 BOLL 0.0 • Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 22 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:185 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer ' Installation guide REACTIONS. All bearings 31-11-0. (Ib)- Max Horz 2=89(LC 12) Max Uplift All uplift 100 lb or less at joint(s)33,34,35,36,37,38,39,40,41,31,30,29,28,27,26,25, 24,22 except 2=141(LC 8),23=-110(LC 13) Max Gray All reactions 250 lb or less at joint(s)32,33,34,35,36,37,38,39,40.41,31,30,29,28,27, 26,25,24,22 except 2=253(LC 1),23=275(LC 24) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;Enc.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 •,111111111111 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry ,•‘‘ -t P. A. ER ./i,- Gable End Details as applicable,or consult qualified • building designer as per ANSIITPI 1. �•`�P-• •••E N• /4/ ,• 4)Gable requires continuous bottom chord bearing. G 5)Gable studs spaced at 1-4-0 oc. •: ."•\_ S'�.•••• I. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •: • No 22839 T 7)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will • fit between the bottom chord and any other members. : *: 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)33,34,35,36,37,38, : t,* 39,40,41,31,30,29,28,27,26,25,24,22 except(jt=lb)2=141,23=110. 'U . 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i a€ !TAS . F :::15 !,:i." ! e,• %)*/0 N A`E��` Walter P.Ann PE No.22839 MiTek US&Inc.R Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 Ai WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A111-7473 rev.10/03/2015 BEFORE USE. j pill, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual budding component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Adddional temporary and permanent bracing ! �Y�M A'Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1� fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPN Quality Criteria,DSB-89 and BCSI Building Component ! 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tanga,FL 36610 Job • Truss Truss Type Oty Ply T8731897 817229 T09 Common Truss 16 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue May 31 13:05:57 2016 Page 1 ID_8kMOOglCcvBYV7m4?iycCyToxk-nBcvYatdJlQdHiZcrBZ4t2?7Xu4pnbN9kfVoyFzB 0/8 -2-0-0 { 8-4-10 I 15-11-8 i 23-6-6 31-11-0 2-0-0 8-4-10 7-6-14 7-6-14 8-4-10 Scale=1:57.3 4x6 = 5 E3 3x64x6 4.0051 2x4'�4 6 2x4 // 3 4.0- as 7 l: \ / 2 8 h 1 Ibd r• 11 12 10 13 9 6 3x8= 3x4= 4x6= 3x4= 3x8 I 10-10-15 I 21-0-1 31-11-0 I 10-10-15 10-1-3 10-10.15 Plate Offsets(X,Y)— 12:0-4-0,Edael,f6:0-3-0,Edoel LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.38 8-9 >996 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 • BC 0.76 Vert(TL) -0.76 8-9 >500 180 BCLL 0.0 * Rep Stress!nor YES • WB 0.46 Horz(TL) 0.11 8 n/a Na BCDL 5.0 Code FBC2014ITPI2007 (Matrix) Weight:133 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except' TOP CHORD Structural wood sheathing directly applied. 6-8:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-11-6 oc bracing. BOT CHORD 2x4 SP No.1 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1137/0-3-8,8=1011/Mechanical Max Horz 2=89(LC 12) Max Uplift2=-403(LC 8),8=-301(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2464/1652,3-4=-2122/1450,45=-2048/1469,5-6=2077/1492,6-7=-2153/1474, 7-8=-2494/1688 BOT CHORD 2-11=-1478/2270,11-12=-868/1510,10-12=-868/1510,10-13=-868/1510,9-13=-868/1510, 8-9=1519/2320 WEBS 5-9=-434/686,7-9=522/515,5-11=-402/648,3-11=-490/486 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf,h=24ft;Cat.II;Exp C;End.,GCpi=0.18; `Itt11111I1//iii MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate ♦t .i ER P F ii,� grip DOL=1.60 *S‘- \. / 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .. ,• G E N g Y �i� 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will . • N.• F•••• fit between the bottom chord and any other members,with BCDL=5.Opsf. • : NO 22839 ,�. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=403, : *••! * �r •:* 8= • 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. „'0:€ 1 ," fr= :?3 TAT F • './: iI�ss,O N A1-� ,♦♦♦ niin1 Walter P.Finn PE No.22839 MiTek USA,Inc.R Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 1 � d WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/0.3/2015 BEFORE USE -' Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracingMIT®k• 6904 Parke East Blvd. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSUTPII Owlky Criteria,DSB-89 and BCSI Building component Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa.FL 36610 Job Truss i Truss Type Qty Ply i 78731898 '817229 T10G (GABLE '1 1 l •Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue May 31 13:05:58 2016 Page 1 ID:_BkMQOgICcvBYV7m4?iycCyToxk-FNAIIwuF4cYTvs8o0u5JQFXLLIYMW92JyJELUhzB W7 - l -2-0-0 } 16-3-0 ' 2-0-0 16-3-0 14 15 Scale.1:39.1 2x4 11 2x4 11 ,. w( 2x4 II 13 r 5x6 2x4 II 12 10 11 2x4 H I 9 2x4 11 8 2x4 I I 7 •'� •l 2x4 11 6 2x4 11 w • 4.0023x4 G 2x4 11 5 6x8 II 4 3 2 L��wYdill vwY�1 �N w r -Y-11111111I� 1" w Y w 29 28 27 26 25 24 23 22 21 20 19 18 17 16 4x6 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 3x6= 2x4 II 2x4 I I 2x4 II 2x4 ll 2x4 II 2x4 II I 16-3-0 I 16-3-0 Plate Offsets(XX)— 110:0-3-0,0-3-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.01 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.01 1 n/r 120 BCLL 0.0 * Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 16 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:118 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Jnstallation_9uide REACTIONS. All bearings 16-3-0. (Ib)- Max Horz 29=287(LC 8) Max Uplift All uplift 100 lb or less at joint(s)29,16,17,18,19,20,22,23,24,25,26,27 except 28=-122(LC 8) Max Gray All reactions 250 lb or less at joint(s)29,16,17,18,19,20,22,23,24,25,26,27,28 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-293/101,34=-301/114,4-5=-252/88 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,,.t;�I /�� 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 ,�%0 .�ER P R IIi� Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ``,_`v.,\, ,..E..• /4�""FFA, 3)Gable requires continuous bottom chord bearing. Z. �C N 4' 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). \- 5��.•• i. •5)Gable studs spaced at 1-4-0 oc. No 22839 _ 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will = *• �y * f'{ . fit between the bottom chord and any other members. j 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)29,16,17,18,19,20, '0 •• / 11 t :CC:r. 22,23,24,25,26,27 except(jt=lb)28=122. i wTATE •••(-c/f '� 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •0.•. I '^V 4.- '1. ',,&s • •R\� ,. �\, ii# 10 N Al-�t10% . •iirmi Walter P.Ann PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 a WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MWTEK REFERENCE PAGE 1101-7473 rev.10/03/2015 BEFORE USE �• Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is loran individual building component,not a truss system.Before use,the building designer must verify.the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTele Tk• i is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 36610 Job , Truss Truss Type Qty Ply T8731899 817229 T11 Monopitch Truss 2 1 Job Reference(0_09nel) Builders FirstSource, Jacksonville,Fl 32244 7.640 5 Apr 19 2016 MiTek Industries,Inc Tue May 31 13:05:58 2016 Page 1 ID:_8kMQOglCcvBYV7m4?ycCyToxk-FNAIIwuF4cYTvs8oOu5JQFXQAIU9W1jJyJELUhzB W7 I -2-0-0 i 51'x3 I 10-8-13 16-3-0 2-0-0 5-6-3 5-2-11 5.63 Scale=1:37.9 6 -tat tl 3x6 3x4 5 4 00, 4.00 1111 4x6 •l 3 -r 2x4 II 2 in Mi. NM r t1♦ r Y 14 10 gxg_ 3x4= 34= 7 5x6= 11 . 1. I 8-1-8 8-1-8 LOADING(pst) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deft lJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 � Vert(LL) -0.10 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.17 7-9 >999 180 BCLL 0.0 ' Rep Stress Inc( YES WB 0.52 11 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:95 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-6-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing ' be installed during truss erection,in accordance with Stabilizer • Installation guide. REACTIONS. (lb/size) 7=503/0-3-8,10=637/0-5-8 Max Horz 10=213(LC 8) Max Uplift7=-215(LC 12),10=-231(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=599/294,4-5=517/301,2-10=-282/335 BOT CHORD 9-10=612/635,8-9=-368/414,7-8=-368/414 WEBS 3-9=155/251,5-9=-141/315,5-7=535/479,3-10=-673/322 NOTES- 1)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;Enc.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,.01+11111 o f j 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �� -c ER P -/le fit between the bottom chord and any other members. S‘..%0%.... , •//y•ii 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)7=215, $ V. \C E NS ti iii 10=231. : \. �•••. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. • No 22839 I. i;i - ,*(itc) i :: ic7 ,�''Si`,Sa, iONA'.- t 0`s, Winn Walter P.Finn PE No.22839 MiTek USA.Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 Ak WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 141 Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek, is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses arid truss systems,see ANSVTPtl Quality Criteria,DSB-89 and BCSI Building Component . 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 36610 Job T.ss Truss Type Qty Ply 787319001 817229 dal i I MONOPRCH TRUSS • 2 2 'J4 rence 0•banal Builders FirstSource, J: 7 132244 7.640-Apr 19 2016 MiTek Industries,Inc.Tue May 31 13:05:59 2016 Page 1 ID:_8kMQOglCcv: '- ?iycCyToxk-jZkgzGutrwgKW0j?ybcYyT4a4ij4FOpSBz_u17z6 W6 I -2-0-0 I 5-6-3 I 10.8.13 16-3-0 2-0-0 5-6-3 5-2-11 5-6-3 Scale=1:38.8 6 r ■1 r 5x8 3x6 5 4 :+1A 4.00 12 0 .) ir I 3x4 11\ 5x8% `• 2 u51 1 91. 111111111.111.=111 MINIMMIIIMMI LIR 194 .t 4 12 13 10 14 15 9 8 16 17 18 12 118x10= 6x8= 7 7x8 I 8x10= 7x8= I 5-6-3 I 10-8-13 I 16-3-0 I 5-6-3 5-2-11 5-6-3 Plate Offsets(X,Y)— [8:0-3-8,0-4-121,[9:0-2-10.0-0-01,110:0-3-8.0-4-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.10 7-8 >999 240 MT20 244/190 ' TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.19 7-8 >972 180 BCLL 0.0 ' Rep Stress Inc/ NO WB 0.91 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:226 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc purlins, except BOT CHORD 2x6 SP No.2'Except* end verticals. 7-9:2x6 SP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3'Except' WEBS 1 Row at midpt 5-7 2-11:2x8 SP 2400F 2.0E,2-10:2x4 SP No.2 REACTIONS. (lb/size) 7=4707/0-3-8,11=4436/0-5-8 Max Horz 11=231(LC 4) Max Uplift7=-1504(LC 8),11=-1401(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-6669/1991,3-4=-4648/1371,4-5=4576/1378,2-11=-3467/1128 BOT CHORD 11-12=-509/998,12-13=-509/998,10-13=-509/998,10-14=-2036/6269,14-15=-2036/6269, 9-15=-2036/6269,8-9=-2036/6269,8-16=-1400/4384,16-17=1400/4384, 17-18=-1400/4384,7-18=-1400/4384 WEBS 3-10=-454/1431,3-8=-2136/721,5-8=-1443/4785,5-7=-5687/1815,2-10=1592/5376 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: t"instill Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x8-2 rows staggered at 0-9-0 oc. •%% ,`ER P F Bottom chords connected as follows:2x6-2 rows staggered at 0-8-0 oc. •1'` \, ... / i, Webs connected as follows:2x4-1 row at 0-9-0 oc. ��•'- ' • 'G E N .'4/ •• 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 .'► \,\ SF...� ii connections have been provided to distribute only loads noted as(F)or(B).unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;End.,GCpi=0.18; NO 22839 • MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 *' .7-j :* 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - �`�rm* f` 1 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will --p' : fit between the bottom chord and any other members. 1.'13 7 TAS . :( 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)7=1504, Q,.� 4i: 11=1401. .•,(•.. .•%V-,t` �. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Ij R 1 -\ ' 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1001 lb down and 311 lb up at ��jjrtS/• �' v. ‘% �` 2-2-12,1001 lb down and 311 Ib up at 40-0,1001 lb down and 311 Ib up at 6-0-0,1001 lb down and 311 Ib up at 8-0-0,1001 Ib down illlll0 N A;,1`�0 and 311 lb up at 10-0-0,1001 lb down and 311 lb up at 12-0-0,and 1001 lb down and 311 lb up at 12-6-0,and 1001 lb down and 311 lb up at 14-2-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. Walter P.Flnn PE No.22839 MiTek USA,Inc.FL Cert 6634 LOAD CASE(S) Standard 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 Continued on page 2 Al WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE Ilegt Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent braoung Mite k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery.erection and bracing of trusses and truss systems,see ANSI/7PIM Quality Criteria,DSB-89 and BCSI Building Component 8904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job ITruss Truss Type Qty Ply T8731900 817229 T12 MONOPITCH TRUSS 2 2 Job Refei _Optional) Builders FirstSource. Jacksonville,Ft 32244 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue May 31 13:05:59 2016 Page 2 ID_8kMQOglCcvBYV7m4?iycCyToxk-jZkgzGutrwgKVWj?ybcYyT4a4ij4FOpSBz_u17zB_VV6 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-2=-54,2-6=54,7-11=-10 Concentrated Loads(Ib) Vert:9=-1001(B)12=-1001(B)13=-1001(B)14=-1001(B)15=-1001(B)16=-1001(B)17=1001(B)18=1001(B) A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE*11.7473 rev.10/03/2015 BEFORE USE r.� Design valid for use only with MaTck®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Braong indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek rs always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and braong of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alesandna.VA 22314. Tampa,FL 36610 iJob Truss Truss Type Qty Ply 78731901 1817229 T130 GABLE 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Ft 32244 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue May 31 13:06:00 2016 Page 1 ID_8kMQOglCcvBYV7m4?iycCyToxk-Bml2AcvVcDoB891BWJ7nVgdmf6Hv_3tcQdjSZZz6 W5 I -2-0-0 8-2-8 I 16-5-0 I 18-5-0 I 2-0-0 8-2-8 8-2-8 2-0-0 Scale=1:35.0 4x6= 2x4 I I 2x4 I I 7 8 9 2x4 II 2x4 11 2x4 II 6 .ate. 10 2x4 II 4.00 12 3x4 2x4 I I 5 11 2x43x6 :2 : 4hx42ihi4 r151wPI Y . XXXXXXXXXXXXXXXXXXXXXXXXXXXXX XXXXXXXXXXXXXXXXXXX 29 28 27 26 25 24 23 22 21 20 19 18 17 16 2x4 ll 2x4 II 2x4 II 2x4 I I 2x4 II 2x4 II 2x4 II 3x6 = 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II I 1Sz�0 I 16-5-0 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deg Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.02 15 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) -0.04 15 n/r 120 BCLL 0.0 * Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 16 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:96 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 16-5-0. (Ib)- Max Horz 29=-23(LC 13) Max Uplift All uplift 100 lb or less at joint(s)24,25,26,27,28,22,20,19,18,17 except 29=-226(LC 8), 16=-228(LC 9) Max Gray All reactions 250 lb or less at joint(s)29,16,23,24,25,26,27,28,22,20,19,18,17 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-29=-231/330,14-16=-231/328 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 `,%% %11111111_ 3)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 R -^�'1'��irf,-� Gable End Details as applicable,or consult quaified building designer as per ANSI/TPI 1. ��`, \'''%s s .... . /4 Y,moi 4)Gablerequires continuous bottom chord bearing. ` \GE S �' 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). �*. V F•". 6)Gable studs spaced at 1-4-0 oc. No 22839 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. km * * • 8)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. — -,*' 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)24,25,26,27,28,22, •:„'13: ' .• • ,- CC X 20,19,18,17 except(jt=lb)29=226,16=228. ...../3: :F,,TAT T E "OF •-"i 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 0 ' :4,- .1,,< ��. '.R;�Q_,,•\�a�. C� . eiF ;S5/QNAl� o`‘`�s lflllil Walter P.Ann PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa A-33610 Date: May 31,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1111-7473 rev.10/03/2015 BEFORE USE 'VIII Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design unto the overall i building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncabon,storage.delivery,erection and bracing of trusses and truss systems.see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312.Alexandna.VA 22314 Tampa.FL 36610 Job - Truss Truss Type 1Qty iPly T8731902 1 817229 TI4G GABLE 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue May 31 13:06:01 2016 Page 1 ID:_8kMQOgICcvBYV7m4?iycCyToxk-fysQNyw7NXw2mJtN40e01 u9xPVYWjOlffHT?50zB_W4 • -2-0-0 j 5-6-13 l 10.10-3 1 16-5-0 I 2-0-0 5-6-13 5-3-5 5-6-13 Scale=1:39.2 2x4 II 6 2x4 II • .1 3x4 2x4 II II. 2X4 II5 3x4 % 2x4 II ��'4x12 I I4.00 12 4 :gill n 0 3 . u- i� 2x43x6 2x4 11111111:1111110.1 2 � 1 r Y RR •- YilimaII7t lint 10 2x4 II 9 8 2x4 II 2x4 II 2x4 CA I I 1111 4x6 = 3x6 = 7 2x6 5x6= 3x4= I 5-6-13 I 10-10-3 j 16-5-0 I 5-6-13 5-3-5 5-6-13 Plate Offsets(X,Y)- F26:0-1-14.0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.03 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.05 10-11 >999 180 BOLL 0.0 ' Rep Stress Inc" YES WB 0.53 Horz(TL) -0.01 7 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:133 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-5-13 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=508/0-5-8,11=642/0-5-8 Max Horz 11=290(LC 8) Max Uplift7=-355(LC 12),11=-382(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-774/403,3-4=-512/226,45=-444/242,2-11=-614/491 BOT CHORD 10-11=-366/170,9-10=-628/701,8-9=-628/701,7-8=380/460 WEBS 3-8=-273/280,5-8=-96/266,5-7=-580/479,2-10=-313/676 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;Enc.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,11111111/i/I 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 oto 'c ER P ,..4••� Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ••``Q`� /4v 4j 3)Gable studs spaced at 1-4-0 oc. �� "-.•''G E Ng'• 4' ••• 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. : •,\ ' ... • 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will N O 22839 fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)7=355, ., *• 11=382. ••• : .. 7,..,- 1=382. - 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. '-O: ' . . .cc :'p :STATE. JF '-J: •ii'�is�4 N A'�4%s Wafter P.Ann PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ael-7473 rev.10/03/2015 BEFORE USE Design valid for use only wdh MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component.not g a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses arid truss systems,see ANSVTPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandra,VA 22314. Tampa.FL 36610 , Job Truss Truss Type Qty Ply I I T8731903 1817229 T16 Common 16 1 Job Reference(optional) Builders FirstSource, Jadcaonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue May 31 1306:02 2016 Page 1 ID:_BkMQOgICcvBYV7m4?iycCyToxk-78Qoblxm8r2vNTSadk9Fa5i6evplSxiutxCZeSzB W3 I -1-4-0 4-7-3 8-1-8 I 11-7-13 I 16-3-0 I 1-4-0 4-7-3 3-6-5 3-6-5 4-7-3 Scale=1:29.2 4x6 = 3.00 12 4 2x4 �r 2x4 3 5 4 A Y 4 N 2 6 8 7 3x6= 3x8 = 3x6= 3x6_ I 8-1-8 I 16-3-0 I 8-1-8 8-1-8 Plate Offsets(X,V)— 12:0-3-0,Edae1,16:0-3-0,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.11 6-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.23 6-8 >827 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.13 Horz(TL) 0.04 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:65 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-11-4 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (lb/size) 6=504/0-3-8,2=599/0-5-8 Max Horz 2=38(LC 8) Max Uplift6=-148(LC 9),2=-224(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1417/1005,3-4=-1063/708,4-5=-1064/709,5-6=-1462/1048 BOT CHORD 2-8=-932/1339,7-8=-978/1393,6-7=-978/1393 WEBS 4-8=-156/331,5-8=430/403,3-8=-377/354 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;Enc.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,`0,1>l l l l 11 f illII 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .• ,'"C ER P �e 4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will %•``Q.k • •.. �/,v-1-4/,� fit between the bottom chord and any other members. ,•: V..*\C ENS moi* 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)6=148, `S • V es'•• i 2=224. No 22839 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. :.'(3:. (I •�' r '� :'3% TAT8. F 'I'/ • • ' • till/0 NM- -�0%% it- Walter P.Ann PE No.22839 MiTek USA,Inc.R-Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 r AWARNING-'lardy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 441-7473 rev.11/03/2015 BEFORE USE 01. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall `� building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncation,storage,delivery,erection and bracing of trusses and truss systems.see ANSIRPII Quality Criteria.DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 36610 ' Job _ Truss Truss Type Qty Ply 78731934, 817229 T16A COMMON SUPPORTED GAB 2 1 Job Reference(optional) Builders FirstSource, Jacksonville.Fl 32244 7.640 s Apr 19 2016 MiTek Industries.Inc. Tue May 31 13:06:03 2016 Page 1 ID_8kMOOglCcvBYV7m4?iycCyToxkcL_AoeyOv8Am?d1 mBRgU7JFJLJHDBP026ay6AuzB W2 [ 8-1-8 16-3.0 8-1-8 8-1-8 Scale=1:32.4 3x6 2x4 II 3.00 72 2x4 II 21(4 II 2x4 II 5 6 7 8 9 2x4 II .' 2x4 !I 10 { 1�A { 3x4 4 V Y 3x4 Z-- Mg... 1-4-0 3 V .1„..... 11 { P w r r 31 2 12 PI lw w w w 13 _Cali r r r r r r �_ J, 3x4 = 4x8 II 19 18 17 16 15 14 4x8 II 3x4 = 2x4 II 2x4 II 2x4 II 2x4 I I 5x6= 2x4 II I 16-3.0 I 16-3-0 Plate Offsets(X,Y)— 12:0-3-8,Edael,12:0.6-12,Edael,17:0-3-0,Edgel,f 12:0-3-8,Edpe),[12:0-6-12,Edoel,[15:0-3-0,0-3-01 ' LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.00 13 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) 0.01 13 n/r 120 BCLL 0.0 • Rep Stress Inc' YES WB 0.07 Horz(TL) 0.00 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:67 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 16-3-0. (Ib)- Max Horz 2=46(LC 12) Max Uplift All uplift 100 lb or less at joint(s)17,18,16,15 except 2=162(LC 8),12=-166(LC 9),19=-171(LC 12),14=-174(LC 13) Max Gray All reactions 250 lb or less at joint(s)2,12,17,18,16,15 except 19=295(LC 23),14=295(LC 24) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;Enc.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry `..1111111//ii. Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. %% ER P III 4)Gable requires continuous bottom chord bearing. `%�`Q.�� •• F 5)Gable studs spaced at 1-4-0 oc. �� ,• �G E N iS*-1.11/11/1°1'•� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ; •• \- F ••• 7)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 4 • No 22839 fit between the bottom chord and any other members. ` .• r 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)17,18,16,15 except : j 0.1b)2=162,12=166,19=171,14=174. �', 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)12. ="0: ttCc 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ..1.•53.t.' NAIL F **.t", ,� Pte'' .": IIISS,�• N AL�\,.‘ . • n'In' Walter P.Finn PE No.22839 MiTek USA.Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE N�- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent budding of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncation.storage,delivery,erection and bracing of trusses and truss systems.see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T8731905 817229 T16B Common 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MTek Industries.Inc. Tue May 31 13:06:03 2016 Page 1 ID:_8kMQOgI CcvBYV7m4?iycCyToxk-cL_AoeyOv8Am?d1 mBRgU7JFEgJ4KBOy26ay6AuzB_W2 I -1-4-0 4-7-3 8-1-8 11.7.13 16-3-0 1-4-0 4-7-3 3-6-5 r 3-6-5 4-7-3 Scale=1:29.2 4x6 = 3.00 112 4 1 2x4 .� 2x4 3 5 rI 10 N 2 6 e 64 + ) o la 3x8= 9 8 3x6= 3x8 = 7 3x8= 1 8-1-8 I 10-5-8 1 16-3-0 I 8-1-8 2-4-0 5-9-8 Plate Offsets(X,Y)— f2:0-4-0,Edael.16:0.4-0,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.41 2-8 >296 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(TL) 0.32 2-8 >379 180 BCLL 0.0 • Rep Stress Inc/ YES WB 0.13 Horz(TL) -0.04 6 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:65 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=406/0-3-8,2=537/0-3-8,7=160/0-5-8 Max Horz 2=38(LC 8) Max Uplift6=-217(LC 9),2=-385(LC 8),7=22(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1194/1892,3-4=-792/1512,4-5=792/1509,5-6=-1183/1782 BOT CHORD 2-9=1802/1127,8-9=-1802/1127,7-8=-1683/1116,6-7=-1683/1116 WEBS 4-8=-544/203,5-8=-419/327,3-8=-418/451 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;porch left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 `,111111111111 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦♦♦♦ -1 ER P F 4'4 4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ♦ ` / fit between the bottom chord and any other members. h V•p.•`G E N s*...4'�'j. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7 except(jt=lb)6=217 , • Ne F•••• ,2=385. 1 6)"Semi-rigid pitchbreaks includingheels"Member end fixitymodel was used in the analysis and design of this truss. NO 22839 9 N 9 :13 *:• ,,,-,.1.1 TAU 'fl' .'•bra: • :4.1 R\ ��♦ifi ♦. Illlllt Walter P.Ann PE No.22839 MiTek US&Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 4 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE 1' Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■ r building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing NiiTe k' 1 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 fabrication.storage.delivery.erection and bracing of trusses and truss systems,see ANSIRPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandna,VA 22314 Tampa.FL 36610 Job 'Truss Truss Type Qty Ply 817229` IT16C Conran 2 1 78731908 II Job Referencejop n I Builders FirstSource,Jacksonville,FI 32244 7.640 s Nov 10 2015 MiTek Industries.Inc. Tue May 31 15:58:03 2016 Page 1 I D_8kM QOg I CcV BYV7 m4?'rycCyToxk-olbn R4LYXhpgHRcetrLOILgwbNQX BoX3BArC NkzAy_o 1 -1-4-0 j 4-7-3 I 8-1-8 I 11-7-13 16-3-0 I 1-4-0 4-7-3 3-6-5 3-6-5 4-7-3 Scale=1:28.4 4x6 = 3.00 12 PM 2x4 2x4 = 3 5 '� v 2 6 NM Iyr ii�i�iiiii�iiiiiiii�i�i�ii�i�i�i�i�i�i�i •i_••• ��i��• = d 3x4 = 3x4 = 9 8 7 3x8 = 3x6= I 8-1-8 i 10-5-8 1 16-3-0 1 8-1-8 2-4-0 5-9-8 Plate Offsets(X,Y)- f2:0-3-7,Edge1,16:0-3-7,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.11 2-9 >874 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.20 2-9 >492 180 BCLL 0.0 • Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:65 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-3-8 except(jt=length)2=10-5-8,9=10-5-8. (Ib)- Max Horz 2=38(LC 8) Max Uplift All uplift 100 lb or less at joint(s)6 except 2=-123(LC 8),9=-197(LC 8) Max Gray All reactions 250 lb or less at joint(s)6,7 except 2=277(LC 23),9=675(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-280/121,3-4=-262/358,4-5=-261/358,5-6=-279/141 BOT CHORD 8-9=-104/252,7-8=104/252,6-7=-104/252 WEBS 4-9=342/293,5-9=-478/460,3-9=-475/443 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber ��ittt t 111111,,,, DOL=1.60 plate grip DOL=1.60 ,,,� -c e.R P F i,i 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �S``1).�•...... . /4/ Ii, 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,�' -.• •C E +•• ti . will fit between the bottom chord and any other members. �� . V �•••. 0. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except(jt=lb) • No 22839 2=123,9=197. .. • .. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 1/10) : .,.. _ • rY1 • L 1� LOAD CASE(S) Standard =13...II �(a 11 �� . 5TATJ(-OF /: L#1. . JSP .-T , �,,,ssIL4JN AL.?• �%% ni�ttt Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1-7473 rev.16'03/2015 BEFORE USE. -- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not mit a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandna.VA 22314. Tampa.FL 36610 w vD g /� con COp•. 60 (Znc ■� D mi Ii ' ' 4. .. lin „s„ m ?Fi. II; -I op. m Fo'_ Zyt° o� N? ZoQ� w j�opoo � K P 3cNS � mormDOo n?� � � a ^m�- 7 � o '0 -•Qa3o D*07n3aoTa . -•-o ni 5.•c x ) r m o 3•. Cm .- m m_ _ Zofp VP: m °i < � ' -,0.�oo.- a, - ma, cin3 !yc, " '< oox •=-ocn 0 a � Ci) Ca ,+ a <�om yznn 0 � m o (no 7omom o (pD �° o_ y0NoD Q a_ o m , o ^ n { a' n am n co (D OA °: CG - ° c o °' m g oD) aO oa m °1uZo 'a a n oy ? a u �oz(D (D c -I vom v' �• c. clip a 3 °' mo5.�o >wZ�yo ' oS 5o (•D o0 :� N cn0_a-0? Ow3 n(0 N D (D g ( N 65 CD N N 5 N c "'{ oO c O n o NT _ = a Ft; O� »� O m < 6 o.d O nj0O O S ia(Dn O NO N CDN( CD CO. x (n Z j `z 7 = cNii O D W •K y m m 5 Z D TOP CHORD n c= mmo op m Qo•a' -- u) H mX I Z— PmcmCPa m0y ( y C xiN aism w -, m -ni ?z ,,r(D 7 N N 130cn < a, 0 m � � CDCT 5mm (e � D � � n O = (D (D C (D M (D N Ti D co r ® O N ('iM ,' (n (n (D a- fn -a m -r r O X a •�. CD © Cl) a) (no �(n X m H K \ 0 3 M j(i) imaina CD(D O0* w� O< m S , if m o II � J �A ' co tr- 5 N Z O O x �• m a * H °o v p in co w a _ o m m Z m0ola rn 70 CDo m TOP CHORD N -` C ( -' (0 OD V O N A w N 0 9 - m v W U A w N 7' 0 10> I.D O D DC O o C w 0 () ° S° C� w�r 5 0 () c C w C 3 = �o �m w °0 0 0 °p c Jv QQ`o'v_ n day w z v3 F1 aD 3 �' H 'oa< ° 5.m Il, 7 ma d ay w3 m= mro (D(D .4+3p1 � o Em a2 ma �,o v,o m m � 3 N O �.° �-Q m 3 3 m -m m`" � °�< x m P,'.4) ,p w (o a ID "1 O w �F ^°'j^ < a m H 3 2= �'3 m �i �g Fw E w >> g.2-0G 3 (T a 03 cQ o' (Q (D vm §c-73 m (O m m° (oo ,Dm`� w rJ o <_ m mo ,o 3m (oa m ° w ° 3 O w r ° Pi c a s m wflhtU w (x[, ' (.4 w o,- 0 N a > 0 0 0,. . N(D OC yj --0 X .- II m o 2 g-'w° 0° ° 3 3 0 0 3 0.0 c N w 0 w 5ow (D � m a Qv,0 ?(m Ow (D ... 3 ( ael N Qa._ a„ m 6'O O O 7 Q CI 5. 3 ....= v O CD .fro 3m ,srmof (0a�,. .' p 2_ 0m d 3,�' D°, m� oaio (° m2 - w ° aw ? ° a wo93� 0'v a) COC n a C T ° 07 N N (D N f w 3 a w g C 0 a w 20 ,,*g., N N g d D(2 N LD (0 7 5 0 al 3 Ul < -c w CD a = m _ s 0 3 E. m a 8m ax y^ 43 a a(o N° no .c, 0 M _0 NC �D N c'p0 C `. ^w y N D, w.2 O OT 5. CT O 0 - _ a w 0 0 m w C (D O a CD <a 0 O. Ol C .17a D (D3 c 3 3 d o to 0.o) C.7 n.'a NN 3 o FC. Dm(oD 5.(-7,1; c , mE.pN. m(° a) p ID 3 <.u/D, • om H 3 aa a xw m'� o00 2: fD n zm m � m FL' P. °m D�° ' — C ii/ 5. a,.5. w g (D C7 0 ((V a g . 0 m N a C 7 w Scn 0 (0 V N. .N.y 0 •< 4 Q f m �' m 0 3 v 7`-' a <(� °'at Z c F m 5 ° (<D (D c w N m '< °_. (lg. C N N C' w w .a._n j p (n-' 12 o Nw .w.. N 3 S 1. - d w E \J a m V o N(O a o m 3 C. N C. w �i O Q N a, (D a° N 0 0 Cf 0 c. O I aE 0-((' N m H O w N a3 0 N O w c. V`< yw O O 0, 0 -fCD fD i CD a �' y f0 • 3O, _O 0 7 F. w� D, w O w m n 3 to = w (D N N ,O f 0 0 w n 2 o N co W 7 - (D r y N 000 < 3 O,d C O m• �. 3 tt O n ig »1 a 0 N m �' N Cr a a N m T n O • >`D 5. n' co 3 0 (� � w � O CD 0 August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 nI II I ® MiTek USA,Inc. Page 1 of 1 Note:T-Bracing/I-Bracing to I- used when continuous lateral bracing JCOPY is impractical. T-Brace/ I-Brace must cover 90%of web length. LAA - U Note:This detail NOT to be used to convert T-Brace/I-Brace MiTek USA,Inc. webs to continuous lateral braced webs. Nailing Pattern Brace Size T-Brace size Nail Size Nail Spacing for One-Ply Truss 2x4 or 2x6 or 2x8 10d 6"o.c. Specified Continuous Rows of Lateral Bracing Note: Nail along entire length of T-Brace/I-Brace Web Size 1 2 (On Two Ply's Nail to Both Plies) 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace Nails Brace Size for Two-Ply Truss k Specified Continuous Rows of Lateral Bracing SPACING Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace k 2x6 2x6 T-Brace '2x6I-Brace WEB 2x8 2x8 T-Brace 12x8I-Brace T-Brace/I-Brace must be same species k and grade(or better) as web member. T-BRACE 410111111111111111111111111111111111111111111111111111111.1111111° Nails Section Detail T-Brace Web Nails Web I-Brace Nails FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND1 .. I u I MiTek USA,Inc. Page 1 of 1 =OD GENERAL SPECIFICATIONS 1 OO I loo 1.NAIL SIZE=3"X0.131"=10d LJ V I "IJ D 2.WOOD SCREW=3"WS3 USP OR EQUIVALENT DO NOT USE DRYWALL OR DECKING TYPE SCREW MiTek USA, Inc. 3.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND SECURE PER DETAIL A GABLE END,COMMON TRUSS 4.BRACE VALLEY WEBS IN ACCORDANCE WITH THE OR GIRDER TRUSS INDIVIDUAL DESIGN DRAWINGS. / 5.BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. % 6.NAILING DONE PER NDS-01 '// 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. .1___I'L__ ___'L__T_-_'L__Y___T__11-__t.___,i___ - II II SII II II II II II II �I �I II 11 II II II 11 II II 11 'I II II '1 II • II Iq II ,1 (1 i II II i� II F 1 11 11 II II II 11 II II I1 1 11 II II 11 , 1 1 11 II II11 I III 11 11 II II �I �I 1i r II 11 11 I I I M N J 11 11 11 �I I III I II yIII' 11 11 1,I ,I • 0 0 1 i, i.BASE TRUSSES VALLEY TRUSS TYPICAL 4 . ( VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P \ OR GIRDER TRUSS - 11‘1.1111111 I SEE DETAIL A BELOW(TYP.) SECURE VALLEY TRUSS W/ONE ROW OF 10d WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH NAILS 6"O.C. WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 \ i ATTACH 2x4 CONTINUOUS NO.2 SYP CATEGORY II BUILDING TO THE ROOF W/TWO USP WS3(1/4"X 3") EXPOSURE C WOOD SCREWS INTO EACH BASE TRUSS. WIND DURATION OF LOAD INCREASE :1.60 MAX TOP CHORD TOTAL LOAD=50 PSF MAX SPACING=24"O.C.(BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES I DETAIL A (NO SHEATHING) N.T.S. ' JANUARY 28, 2015 LATERAL TOE-NAIL DETAIL ST-TOENAIL SP OO ® MiTek USA,Inc. Page 1 of 1 �� NOTES: 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER 0o AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND I oo EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. LiA 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH ��( AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek USA, Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. THIS DETAIL APPLICABLE TO THE TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail) THREE END DETAILS SHOWN BELOW 1 DIAM. SP DF HF SPF SPF-S O .131 88.0 80.6 69.9 68.4 59.7 z o .135 93.5 85.6 74.2 72.6 63.4 VIEWS SHOWN ARE FOR O 6 .162 108.8 99.6 86.4 84.5 73.8 ILLUSTRATION PURPOSES ONLY ai z .128 74.2 67.9 58.9 57.6 50.3 SIDE VIEW .131 75.9 69.5 60.3 59.0 51.1 (2x3) 2 NAILS to .148 81.4 74.5 64.6 63.2 52.5 N co .� NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE-NAIL. � NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. IAl EXAMPLE: (3)-16d NAILS(.162"diam.x 3.5")WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: SIDE VIEW SIDE VIEW 3(nails)X 84.5(lb/nail)X 1.15(DOL)=291.5 lb Maximum Capacity (2x4) (2x6) 3 NAILS 4 NAILS i NEAR SIDE I NEAR SIDE I NEAR SIDE i NEAR SIDE i NEAR SIDE i NEAR SIDE 1 NEAR SIDE ANGLE MAY ANGLE MAY ANGLE MAY VARY FROM VA30 T OTO 60°Y M VARY FROM 30°TO 60° 30°T0 60° ' 45.00° 45.00° 45.00° .--7' FEBRUARY 8, 2008 LATERAL BRACING RECOMMENDATIONS ST-STRGBCK I II I ® MiTek USA,Inc. Page 1 of 1 =OD TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, LA/ „ u 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. MiTek USA, Inc. NOTE 1:2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2:STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED I WITH A METHOD OTHER THAN METAL FRAMING ANCHOR,AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING WEB WITH(3)-10d NAILS SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF STRONGBACK ANCHOR TO ATTACH (0.131"x 3") (DO NOT USE DRYWALL TYPE SCREWS) TO TOP CHORD (0.131"x 3") / ATTACH TO VERTICAL WEB WI"x 3") TH(3)-10d NAILS -N (0.131NTYNi o J/ \- .- 'II U% / BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE ATTACH TO CHORD VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND WITH TWO#12 x 3" RECOMMENDED WHILE BOTTOM CHORD WITH(2)-10d WOOD SCREWS(.216"DIAM.) NAILING THE STRONGBACK NAILS(0.131"x 3")IN EACH CHORD Y: __ \, .Al7:1(1\-_. /.-*X -/ /' `\ USE METAL FRAMING ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH ATTACH TO VERTICAL SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF TO BOTTOM CHORD WEB WITH(3)-10d NAILS (0.131"x 3") STRONGBACK(DO NOT USE (0.131"x 3") DRYWALL TYPE SCREWS) 4-0-0 WALL BLOCKING TRUSS -\ 2x6 (BY OTHERS) (BY OTHERS) STRONGBACK (TYPICAL SPLICE) / / 'Sr THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4'-0"LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH(12)- 10d NAILS (0.131"x 3")EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0"AND FASTEN WITH(12)-10d NAILS(0.131"x 3")STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) FEBRUARY 14, 2012 STANDARD PIGGYBACK ST-PIGGY-7-10 TRUSS CONNECTION DETAIL MiTek USA,Inc. 5ThLi. DI I ® MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E D MAX MEAN ROOF HEIGHT=30 FEET MAX TRUSS SPACING=24"O.C. 1 oo CATEGORY II BUILDING I ,oo EXPOSURE B or C LAAASCE O LAA I DURATION OF LOAD INCREASE:1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES MiTek USA, Inc. TRANSFERING DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN E WITH(2)0.131"X 3.5"TOE NAILED. i B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. A UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2) 0.131"X 3.5"NAILS EACH. D-2 X X 4'-0"SCAB,SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,ATTACHED TO ONE FACE,CENTERED ON �/ INTERSECTION,WITH(2)ROWS OF 0.131"X 3'NAILS @ 4"O.C. / SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH •� ®,,' DIRECTIONS AND: 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR -��'��®- -®�� 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM win 4404 PIGGYBACK SPAN OF 12 ft. E-FOR WIND SPEEDS BETWEEN 126 AND 160 MPH,ATTACH 44 MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT C 72'O.C.W/(4)0.131"X 1.5'PER MEMBER.STAGGER NAILS FROM '� OPPOSING FACES.ENSURE 0.5"EDGE DISTANCE. (MIN.2 PAIRS OF PLATES REQ.REGARDLESS OF SPAN) B D �h WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: ��r�, _- REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On \=\II ` PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE ,I` �I \\\` TRUSS TOP TRUSS MITEK DORD AT ES GN DRAWING. '1‘ SPACING SHOWN ON BASE \ I \I\' \ =\'- \�\ ��.��i �� . SCAB CONNECTION PER �\��mil ' I�_,��'�� NOTE D ABOVE / kt �� '\ /Ji m \ \,1'`'tll1 • ..,: This sheet is provided as a Piggyback connection FOR ALL WIND SPEEDS,ATTACH MITEK 3X6 20 GA Nail-On PLATES TO detail only.Building Designer is responsible for all \`\j EACH FACE OF TRUSSES AT 48"O.C.W/(4)0.131"X 1.5"PER MEMBER. permanent bracing per standard engineering practices or `'.� '.\ STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5"EDGE DISTANCE. refer to BCSI for general guidance on lateral restraint .\ and diagonal bracing requirements. • ,. VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED EXTEND THROUGH BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE,GRADE,AND MUST LINE UP F� AS SHOWN IN DETAIL. 2) ATTACH 2 x x 4'-0"SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS V SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM 4 CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW NMIBY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS 7' GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, �PiNUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. FEBRUARY 14, 2012 Standard Gable End DetailI ST-GE130-001 I II I ® MiTek USA,Inc. Page 1 of 2 =( ) Typical x4 L-Brace Nailed To 2x_Verticals W/10d Nails,6"o.c. Vertical Stud I c=x= \\i=x= x>;evrtical Stud (4)-16d Common DIAGONAL ti LAA -^ Wire Nails ACE lul16d Common MiTek USA, Inc. Lii`SECTION B-B r Wire Nails DIAGONAL BRACE ��Pr Spaced 6"O.C. 4'-0"O.C.MAX (2)-10d Common �� 2x6 Stud or 1. TRUSS GEOMETRY AND CONDITIONS Wire Nails into 2x6 .,�, 2x4 SNo.2tud of better L SHOWN ARE FOR ILLUSTRATION ONLY. rte, Typical Horizontal Brace Nailed To 2x_Verticals SECTION A A w/(4)-10d Common Nails iiiitt.....:-12,, Varies to Common Truss2xa'Stud�� PROVIDE 2x4 BLOCKING BETWEEN THE FIRST it iiiiiiii�i��AN%��i,: SEE INDIVIDUAL MITEK ENGINEERING RING III-T' " TWO TRUSSES AS NOTED. TOENAIL BLOCKING DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH(2)-10d NAILS AT EACH END. Ihilii., ATTACH DIAGONAL BRACE TO BLOCKING WITH - 3x4= (5)-tOd COMMON WIRE NAILS. �///AdrAr /�/ rA10W /. SHEATH NIG TOLS I2x4 STD SPNIMUM, FBLOCK / * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B 24"Max Roof Sheathin. NOTE: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. : 11:I�S'VLr/larJ 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND �� \R\ / WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1'-3" (2)-1 0' I 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. (2)-10d NAILS ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / /''.� BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB .� OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF / ' Trus -s 24" o.c. DIAPHRAM AT 4'-0"O.C. �� 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A .� / 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL R BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. irj ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. /2k6 DIAGONAL BRACE SPACED 48"O.C. 7.(REFGABERR TOO SD ECTIONDEFLEA-ON MEETS OR EXCEEDS U240. Dlag. Brace /ATTACHED TO VERTICAL WITH(4)-16d 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. at 1I3 point COMMON WIRE NAILS AND ATTACHED 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed __; TO BLOCKING WITH(5)-10d COMMONS. TYPE TRUSSES. 12 End Wall rj HORIZONTAL BRACE -__- (SEE SECTION A-A) DIAGONAL 12 DIAGONAL -. Minimum Stud Without 1x4 2x4 BRACES AT Stud Size 1 Spacing Brace L-Brace L-Brace BRACE F 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SPF Std/Stud 12"O.C. 4-0-7 4-3-2 6-0-4 8-0-15 12-1-6 2x4 SPF Std/Stud 16"O.C. 3-7-0 3-8-4 5-2-10 7-1-15 10-8-15 2x4 SPF Std/stud 24"O.C. 2-11-1 3-0-2 4-3-2 5-10-3 8-9-4 Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d common wire nails 8in o.c.,with Sin minimum end distance. Brace must cover 90%of diagonal length. MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH ASCE 7-10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. • FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 MiTek USA,Inc. Page 2 of 2 u5I If � ® ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses @ 24" o.c. � �o0 i ,=..3 /A L�n HORIZONTAL BRACE 1 2x6 DIAGONAL BRACE SPACED 48"O.C. (w( I (SEE SECTION A A) ATTACHED TO VERTICAL WITH(4)-16d COMMON WIRE NAILS AND ATTACHED MiTek USA, Inc. Roof Sheathing ♦ \ TO BLOCKING WITH(5)-10d COMMONS. riiiiMr: "My Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR 1 NAIL DIAGONAL BRACE TO THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE PURLIN WITH TWO 16d NAILS CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS 111111H'.1111' WITH TWO r16d NAILS EEA H D TO FFOASTEN PURLIN TO BLOCKING W/TWO 16d NAILS(MIN) 2X 4 UR TRUSSES Diag. Brace PROVIDE2x4 BLOCKINGBETWEENTHETRUSSESat 1/3. pointsSUPPORTINGTHEBRACEANDTHETWOTRUSSESif neededONEITHERSIDEASNOTED. TOENAILBLOCKINGITAO TRUSSES WITHL(2)-10d NAILS AT EACHEND. � (5)-lOd COMMON WIRE NAILS.BLOCKING WITH End Wall "— "— " CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1 :ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. 1°4 �METHOD 2:ATTACH 2X_SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG MEMBER ONTHE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL ,NAILING SCHEDULE.SCABS ARE TO BE OF THE SAME SIZE,GRADE AND SPECIES AS THE TRUSS VERTICALS ,NAILING SCHEDULE: I/ '-FOR WIND SPEEDS 120 MPH(ASCE 7.98,02,05),150 MPH(ASCE 7-10)OR LESS,NAIL ALLMEMBERS WITH ONE ROW OF 10d(.131"X 3")NAILS SPACED 6"O.C. -FOR WIND SPEEDS GREATER 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)NAIL ALL MEMBERS WITH TWO ROWS OF 10d(.131"X 3")NAILS SPACED 6"O.C.(2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS SIDE OF THE STRUCTURE. STRUCTURill AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST GABLE TRU ; BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM _Ail'... �,�_CHORD TO RESIST ALL OUT OF PLANE LOADS.THE BRACING SHOWN IN THIS DETAIL IS FOR THE VERTICAL/STUDS ONLY. �s u — ill :THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS.TRUSSES WITHOUT INLAYED 000 , STUDS ARE NOT ADDRESSED HERE. / STANDARD I GABLE TRUSS • �2ian hi; u` . TECHNICAL BULLETIN eve April 2010 , by Weyerhaeuser Bulletin TB 300 Multiple-Member Connections for Side-Loaded Beams with Concentrated Loads Table 1: Maximum Concentrated Load Applied to Beam - Bolt or Nail Connection (lbs)111 Hanger 1/2"ta or 3/4"0 Boltsl3114j 16d(0.148"x 31/4") Nails Beam Configuration Bolt #Bolts # Nails Type Diameter(2) 2 4 6 8 6 12 18 24 0.5 2,100 4,200 6,300 8,400 (s) s) s) (s) 3-ply 13/4" • FACE 2,125 4,250' 6,370 8,495 0.75 3,060 6,120 9,180 12,240 (51/4" Beam) TOP 0.5 760 1,525 2,285 3,050 1,060(6) 2,125(6) 3,185(6) 4,250(6) 0.75 930 1,860 2,790 3,720 FACE --- --- -- --- 31/2"+13/4" --- --- - --- (51/4" Beam) 0.5 1.050 2,100 3.150 4,200 TOP 1.060 2,125 3,185 4,250 0.75 1,530 3,060 4,590 6,120 0.5 2,100 4,200 6,300 8,400 31/2"+13/4" FACE/ 2,125(5) 4,250(5) 6,370(5) 8,495(5) (51/4" Beam) TOP 0.75 3,060 6,120 9,180 12,240 III FACE 0.5 1,400 2,800 4.200 5,600 4-ply 13/4" 0.75 2,040 4,080 6.120 8,160 (7" Beam) TOP 0.5 675 1,355 2.030 2,710 - - 0.75 825 1,655 2,480 3,305 0.5 2,800 5,600 8,400 11,200 ill FACE 2,830(5) 5,665(5) 8,495(5) 11,330(5) 2-ply 13/4"+ 31/2" 0.75 5,025 10,050 15,070 20,095 (7" Beam) 0.5 935 1,865 2,800 3,735 TOP 945(6) 1,890(6) 2,830(6) 3,775(6) 0.75 1,360 2,720 4,080 5,440 0.5III 1,720 3,440 5,160 6,880 2-ply 31/2" FACE/ -- -- (7" Beam) TOP 0.75 2,480 4,960 7,440 9,920 0 5 1,015 2,030 3,050 4,065 2-ply 13/4"+ 31/2" FACE/ --- --- --- --- (7" Beam) TOP 0.75 1,240 2,480 3,720 4,960 0.5 1,720 3,440 5,160 6,880 III FACE -- --- --- -- 2-ply 13/4"+ 31/2" 0.75 2,480 4.960 7,440 9,920 (7" Beam) TOP 0.5 675 1.355 2,030 2,710 - - -- 0.75 825 1.655 2,480 3,305 0.5 2,800 5,600 8,400 11,200 51/4"+ 13/4" FACE! 2,830(5) 5,665(5) 8,495(5) 11,330(5) (7" Beam) TOP 0.75 5,025 10,050 15,070 20,095 1. See page 4 for table General Notes,connection details and beam depth limitations. 2. Washers required. Bolt holes to be 9/16"maximum for'/2"bolts, 13/16"maximum for 5/4"bolts. 3. Minimum end distance for bolts is 6". 4. Drilling bolt holes reduces the section of the beam and thus the load capacity of the supporting member.Shear and moment capacity of the beam must be checked at the location of each row of bolts. 5. Number of required nails shown must be installed from side opposite hanger. 6. Number of required nails shown must be installed from hanger side.Additionally, install half the number of required nails from side opposite hanger. Page 1 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com Weyerhaeuser,iLevel,Microllam,Parallam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR ©2010 Weyerhaeuser NR Company All rights reserved. ■ eve TECHNICAL BULLETIN • April 2010 by Weyerhaeuser Bulletin TB-300 Table 2A: Maximum Concentrated Load Applied to Beam - Wood Screw Connection (lbs)t11 Fastener Type Hanger Wood USP WS Simpson SDS Beam Configuration Type Screw Length #Screws #Screws 2 4 6 8 2 4 6 8 FACE(3) 3W 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 3-Ply 13/4" (5'/4" Beam) ' rI TOP(2) 3'/" 720 1,435 2,155 2,870 1,020 2,040 3,060 4,080 FACE 3W --- --- --- --- --- --- --- 3'/2"+1 3/4" i (51/4" Beam) i TOP 14) 3W 720 1.435 2,155 2.870 1,020 2,040 3.060 4,080 31/2"+13/4" FACE/ 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 (5'/4" Beam) TOP(3) " FACE)2) 6"(5) 1.055 2,110 3.165 4,220 1,360 2.720 4,080 5,440 4-ply 13/4" (7" Beam) / TOP(2) 6"(5) 705 1,405 2.110 2.810 905 1,815 2,720 3,625 3'/z' 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 FACE I3) 2-ply 13/4"+ 3'/2" 6"(5) 2,110 4,220 6,325 8,435 2,720 5,440 8,160 10,880 (7" Beam) TOP(2) 3W 640 1,275 1,915 2,550 905 1,815 2,720 3,625 - . 6"(5) 705 1,405 2,110 2,810 905 1,815 2,720 3,625 2-ply 31/2" FACE/ (7" Beam) TOP�zl 6' 1,055 2,110 3,165 4,220 930 1.860 2.785 3,715 2-ply 13/4"+31/2" FACE/ 6,4) 1,055 2,110 3,165 4,220 1,360 2,720 4,080 5,440 (7" Beam) TOP(3) ; FACE141 6"15) 1,055 2,110 3,165 4,220 930 1.860 2,785 3,715 2-ply 1%"+ 31/2" (7" Beam) TOP141 6"(5) 705 1.405 2.110 2,810 905 1.815 2,720 3,625 51/4"+ 13/4" FACE/ (7" Beam) TOP(3) 3'/2" 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 1. See page 4 for table General Notes,connection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from hanger side only. 5. 6"SDS or WS screws can be used with Parallam®PSL and Microllam®LVL,but are not recommended for TimberStrand®LSL. Page 2 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com AWeyerhaeuser,iLevel.Microllam.Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. ■ TECHNICAL BULLETIN eveApril 2010 Bulletin TB-300 by Weyerhaeuser Table 2B: Maximum Concentrated Load Applied to Beam -Wood Screw Connection (lbs)111 Connection Name Hanger Wood TrussLok Beam Configuration Screw Type Length #Screws 2 4 6 8 ' FACE(3) 3'/e' 1,600 3,205 4.805 6,410 3-ply 1'/4" (51/4" Beam) I ' TOP 121 3'/e" 800 1,600 2,405 3.205 .117 FACE 3%" 31/20+13/4" (51/4" Beam) (4) 3 TOP3/d' 800 1,600 2,405 3,205 31/2"+11/4" FACE/ (51/4" Beam) TOP 13t 3%" 1,600 3,205 4,805 6,410 FACE(2) 5",6'/4" 1,160 2,320 3,480 4,640 4ply1'/4 7" Beam hr ( _I TOP(2) 5",6'/4" 775 1,545 2.320 3,095 131 3%" 2,135 4,270 6,410 8.545 FACE 2-ply 11/4"+ 31/2" 5",6'/4" 2,320 4,640 6,960 9.280 (7" Beam) ' 3'/e' 710 1,425 2,135 2.850 TOP(�) 5",6'/4" 775 1,545 2.320 3.095 2-ply 31/2" 1 FACE 2� 5",6'/4" 1,160 2,320 3,480 4,640 (7" Beam) TOP 2-ply 11/4"+ 31/2" AC E3) 5". 6%" 1,160 2,320 3,480 4,640 • t T (7" Beam) j TOP I r : ' FACE(4) 5",6'/4" 1,160 2,320 3,480 4,640 2-ply 11/4"+ 31/2" (7" Beam) TOP 141 5",63/4" 1,160 2,320 3.480 4,640 51/4"+ 11/4" FACE 3� 5",6'/4" 2,320 4.640 6.960 9.280 (7" Beam) TOP 1. See page 4 for table General Notes.connection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from hanger side only. Page 3 of 8 w CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com ,Weyerhaeuser.iLevel,Microllam Parauam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company All rights reserved • ■ e'Iey TECHNICAL BULLETIN V April 2010 by Weyerhaeuser Bulletin TB-300 Table 1, 2A, 2B General Notes • Connections are based on NDS®2005 or manufacturer's code report. • All plies must be the same material and grade. • Values are for 100%duration of load. Increase 15%for snow load or 25%for non-snow roof load conditions, where code allows. • Rotational effects should be considered for 7"wide beams loaded from one side only. • Capacities shown for face mount hanger conditions are based on 16d common (0.162"x 3W) nails installed in the hanger. Other nails used for face mount hanger installations invalidate the capacities in these tables. • Verify adequacy of beam with all loads applied by using iLevel software or other methods. • See the iLevel Trus Joist®Beams, Headers, and Columns Specifier's Guide(#TJ-9000)for required connections for uniform side loads. Bolt or Wood Screw Connection Details • 1/2"bolts-9/16'0 maximum holes • 3/4"bolts-13/1x°0 maximum holes ; ■ 1 .1=i, I TECHNICAL BULLETIN March 2010 • by Weyerhaeuser Bulletin TB-300 Table 3: Allowable Capacities of 51/4" Beams with Bolt Connections Bolt Conn. Beam Depth Dia. Loc. 71/4" 91/4" 91/20 111/4" 11'/8" 14" 16" 18" 20" 24" <5d 6.235 6,545 8,755 9.560 12.345 15,005 Max 1/2" >5d 10.150 10,500 12,950 13,825 16,800 19,600 Shear <5d 3,995 4,260 6.210 6.940 9.510 12.015 • (lbs) '/a" >5d 8,750 9,100 11,550 12,425 15,400 18,200 -o 2 10.605 15,295 15,685 23,905 32.760 42.265 = 4 9,355 13,470 13,730 20,915 28.725 37.250 1/2 6 9,350 13,470 13,730 20.910 28,725 37.245 cL Max 8 13,510 20.575 28.275 36,685 n Moment E (ft-Ib) 2 10.600 15.290 15.685 23.900 32,755 42,260 i- 3/4„ 4 9.900 14,215 14,195 21,490 29,020 37,225 6 29,015 37,220 8 36,655 <5d 2.745 4,445 4.665 6,240 6,810 8.795 10,690 12.610 14.545 18,440 Max 1/2" >5d 5.235 7,230 7,480 9,225 9,850 11,970 13.965 15,960 17.955 21,945 Shear <5d 1,455 2.845 3.035 4,425 4,945 6.775 8.560 10.390 12.250 16,040 > (lbs) 1/4" >5d 4,240 6,235 6,485 8,230 8,855 10,975 12,970 14.965 16.960 20,950 2 9.960 16,220 17,105 23.990 26,730 36,385 46.670 58.130 70,740 99,375 c, E ,/2„ 4 9,025 14,305 15,065 21.000 23,385 31,905 41,130 51,535 63,100 89,670 ca 6 14,305 15.060 20.995 23,385 31,905 41,125 51,530 63,100 89,670 o Max 8 20,660 23,010 31,405 40,510 50,795 62,250 88590 c.7 Moment 2 9,950 16,210 17.100 23,985 26,725 36,380 46,665 58,125 70,740 99,370 (ft-Ib) 4 15.145 15,895 21,710 24,030 32,235 41,105 51,120 62,285 88,015 3/4" 6 32.230 41,100 51,115 62,280 88,010 8 40,475 50.335 61,335 86.745 <5d 4,520 4,745 6.350 6,930 8,950 10,880 12,830 Max 1/2" >5d 7,360 7,615 9.390 10,025 12,180 14,210 16,240 Shear <5d 2,895 3.090 4,505 5,030 6,895 8,710 10,575 (lbs) 3/4" >5d 6,345 6.600 8,375 9,010 11,165 13,195 15,225 a �2 18,090 19.080 26,760 29.815 40,740 52,430 65,495 4 15,960 16.805 23,420 26.085 35,725 46,205 58,065 E' /2 6 15.955 16,800 23.420 26.080 35,725 46,205 58,060 m Max 8 23.045 25.665 35,165 45,510 57,235 m Moment 2 18,080 19,070 26.755 29.810 40.735 52,425 65,490 d (ft-Ib) 4 16.890 17,730 24,215 26.805 36,095 46,180 57,600 3/4 6 36,085 46,170 57,595 8 45,470 56,715 Table 3 General Notes • Connection location refers to distance from face of bearing to centerline of connection,where d is the beam depth. Less than 5d refers to connections located less than five times the depth of the beam from the face of bearing. • Shear reduction has been taken in accordance with NDS 3.4.3.3. • All values shown are for 5'/4"widths. Multiply by 1.33 for 7"wide beams. • 91/4" and 111/4"TimberStrand®LSL are 1.3E grade, all other depths are 1.55E grade. Page 5 of 8 ww CONTACT US • 1.888.iLevel8 (1.888.453.83581 •www.iLevel.com . .Weyerhaeuser,'Level.MicroIlam Paraliam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR ©2010 Weyerhaeuser NR Company.All rights reserved. ■ eveTECHNICAL BULLETIN * March 2010 by Weyerhaeuser Bulletin TB-300 Connection Design Example Given the floor framing shown below, specify the necessary connections for the a 3-ply Microllam®LVL beam supporting a 2-ply Microllam®LVL beam on one side and floor joists from the other side. The floor joists apply a 500 plf load to the side of the beam while the 2-ply beam reaction is 5,000 lbs. See the following page for the solution. Brg. (Typ.) J L • J L • J L J L J L J L J L • ■ / r • Additional 3-1%" x 14" Microllam®LVL Beam, Flush Connection L Required for r Concentrated Face Mount Hanger with 5,000 lbs Reaction Load I. 2- 1%"x 14" r R Microllam®LVLT 14" Floor Joists @ 24" o.c., Typ. • Beam, Flush r 4'-0" �I 15'-0" Partial Framing Plan Page 6 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com Weyerhaeuser.'Level.Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.®2010 Weyerhaeuser NR Company.All rights reserved. ■ .,I=1,.. 1114 TECHNICAL BULLETIN March 2010 by Weyerhaeuser Bulletin TB-300 Solution: • Use the iLevel Trus Joist®Beams, Headers,and.Columns Specifier's Guide(#TJ-9000)to select a connection for the uniform loading. Multiple options exist that meets or exceed the 500 plf requirement: — 2 rows of%"diameter bolts at 16"on-center(570 plf) — 2 rows of USP WS35 wood screws at 16"on-center(540 plf)on each side of beam — 2 rows of SDS 3/4"x 3W at 24"on-center(510 plf)on each side of beam — 2 rows of 5"TrussLok wood screws at 24"on-center(500 plf) ■ Determine what additional connection is needed for the concentrated load using the information in this Technical Bulletin: 1. Using Table 1,2A or 2B of this bulletin, locate the section for a 3-ply 13/:'member and face mount hanger. Again, multiple options exist that exceed the 5,000 lb load requirement: — 1/2"diameter bolts in a 6-bolt connection (6,300 lbs) — 16d (0.148"x 33/4')sinker nails in an 18-nail connection (6,370 lbs) — 3W WS wood screws in an 8-screw connection (5,740 lbs) — 31/z"SDS wood screws in a 6-screw connection(6,120 lbs) — 3%"TrussLok wood screws in an 8-screw connection (6,410 lbs) Note that the allowable applied concentrated load is dependent upon the type of hanger used and 16d common nails must be used for face mount hanger installation to achieve the capacities shown. 2. If the bolted connection option is chosen,the 3-ply beam must be checked for the effect of the bolt holes from the 6-bolt connection. This task may be accomplished by utilizing the location analysis feature in iLevel software. Per the detail on page 4,the bolt holes will be located approximately 1'to either side of the concentrated load location. After inputting the span and load information,choose the two locations corresponding to the concentrated load location(+L) 1'. Upon completion of the analysis, compare the calculated shear and moment for each of the two locations against the reduced allowable shear and moment capacities of the beam for the bolt pattern selected using Table 3 on page 5 of this bulletin. See the Forte®software output on the following page for results of this analysis. The 3-ply Microllam®LVL beam works for the given loading. Refer to the highlighted values for the results at both bolt locations(1'on either side of the load). The highest calculated shear at either location is 6035 lbs. The highest calculated moment is 25,215 ft-lbs. The connection is less than 5d(48"< 14"*5=70")from the end of the member. From Table 3 of this bulletin,the reduced allowable shear for the 3-ply 14"Microllam®LVL beam with the 6 bolt pattern located less than 5d from the end of the member is 8,795 lbs while the reduced allowable moment is 31,905 ft-lbs. Therefore,the beam is acceptable with the 6 bolt connection. • Select the preferred options for both the uniform load connection along the length of the beam and the concentrated load connection at the hanger location and specify both on the drawings including information on fastener type,size, spacing and installation pattern as appropriate. Page 7 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com AWeyerhaeuser.iLevel.Microllam.Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. ■ ' „.. .• TCr• LJI►11r% A 1 0111 I CTIA, f • ' �� Forte MEMBER REPORT Level,Floor:Flush Beam software — ) 3 PIECE(S) 1 3/4”x 14" 1.9E Microllam® LVL PASSED Overet Length 15' I -_ - o i i - 1 15' Il All Dimensions are Horizontal;Drawing is Conceptual Design Results Actual a Location Allowed Result LDF System:Floor Member Reaction(lbs) 7595 t 2" 7809 Passed(97%) -- Member Type:Flush Beam Shear(lbs) 6837©1'51/2' 13965 Passed(49%) 1.0 Building Use:Residential Moment(Ft-lbs) 25215 j 4'11 7/8' 36387 Passed(69%) 1.0 Building Code:IBC Live Load Deft.(in) 0.356©7'1 13/16' 0.489 Passed(1./494) -- Design Methodology:ASD Total Load Defl.(in) 0.456 0 7'1 7/8' 0.733 Passed(11386) -- • Deflection criteria:LL(1/360)and TL(U240). • Design results assume a fully braced condition where all compression edges(top and bottom)are properly braced to provide lateral stability. • Bracing(Lu):All compression edges(top and bottom)must be braced at 13'15/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Total Available Required Support Reactions(lbs) Bearing Bearing Bearing Dead I Floor I Roof/Snow Accessories 1-Stud wall-Spruce Pine Fir 3.50' 3.50' 3.40' 1641 i 595510/0 Blocking 2-Stud wall-Spruce Pine Fir 3.50" 3.50' 2.33" 1164/4045/0/0 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location Tribdtl Dead Floor Live Roof Live Snow Comments (0.90) (1.00) (non-snow:125) (1.15) 1 -Uniform(PSF) 0 to 15' 1' 100.0 400 0 3 0 0 0 10'Floor 2-Point(lb) 4' N/A 1000 4000 0 C Location Analysis Shear(lbs) Moment(Ft–lbs) Comments Actual/Allowed I LDF Actual I Allowed/LDF 1-3' 6035/13965/1.0 19186/36387/1.0 BOLTS LEFT OF HANGER 2-5' 39/12569/0.9 25215/36387/1.0 BOLTS RIGHT OF HANGER Forte"'Software Operator Job Notes 3/252010 9:02221 AM iLevel®Forte"'v1.1,Design Engine:V4.8.0.1 Page 1 of 1 r Page 8 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com Weyerhaeuser,iLevel.Microllam,Parallam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR i5)2010 Weyerhaeuser NR Company.All rights reserved. H