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1631 ATLANTIC BEACH DR - REVISION TRUSSES S�=L�J r s`' ! J�' OFFICEg COPY "1/... _., * , CITY OF ATLANTIC BEACH -< ",�s„ 800 Seminole Road }c.) Atlantic Beach,Florida 32233 `*43131,- REVISION REQUEST/CORRECTIONS TO PLAN REVIEW COMMENTS Date it)-- JI-11 Revision to Issued Permit Corrections to Comments Permit# tkE5(1- o ((.0 Project Address '1 / g " �i . 33 Contractor/Contact Name Level allot e,r-s-ta - LW., Phone gok a -t1253 Email s&(eves t_ I / JJ lie. iiciDiti Miami -ae#- I1u5:a, F (ie qty(_. ;. - • ; ,. , Description of Proposed Revision/Corrections: Permit Fe= Due $ 9.2CO r low _w i- WAS./0 6,tAbte efovad elk. oplcuks 012.6%. rx:1( '(N1 tootd,tci_ U N r'N� t.i i11,i t2,0-o-A. Additional IncreaV in Building Value $ ND iVe Additional S.F. AN-e. e. By signing below,I L 6 /-e' �-gaffirm the Revision is inclusive of the proposed changes. /1 / (printed nan) -r ;-%. I d , j a 31- Signature of ontractor 'gent(Cony must sign if increase in valuation) Date (Office Use Only) Approved g----- Denied Not Applicable to Department —71*-- Revision/Plan Review Comments _Dep.�rtment Review Required: (Building .,t _ ,, Pfa`rini g Zoning Reviewed By Tree Administrator Public Works Public Utilities !J p�/- &-1 O Public Safety Date Fire Services mit' 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: 1560697 - Santayana Residence MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Sea Level Design and Const Project Name: 1560697 Model: Santayana b esidence Lot/Block: Subdivision: Address: 1631 Atlantic Beach Drive City: Duval State: Florida Name Address and License #of Structural Engineer of Record, If there is one, for the building. Name: MICHAEL G. KOWLOWSKI License #: 30057 Address: 4745 SUTTON PARK CT. SUITE 402 City: JACKSONVILLE State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 32.0 psf Floor Load: 55.0 psf This package includes 90 individual, 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 l Date I No. ,Seal# ,Truss Name I Date 1 T15413482 F01 10/24/18 18 1T15413499 HJO5 10/24/18 12 1715413483 F04 10/24/18119 1T15413500 I HJ06 10/24/18 13 1T15413484 F05 10/24/18120 1T15413501 I HJO7 1 10/24/18 14 1T15413485 F06 10/24/18 121 1T15413502 1J01 10/24/18 5 1T15413486 F07 10/24/18 122 1 T154135031 J02 10/24/18 6 T15413487 F08 10/24/18 123 1 T15413504 J03 10/24/18 17 T15413488 F09 10/24/18124 T154135051 J03A 10/24/18 8 T15413489 FT01 10/24/18 125 T154135061 J04 10/24/18 9 T15413490 FT02 10/24/18 126 T154135071 J05 10/24/18 110 T15413491 FT03 10/24/18 127 T15413508 J06 10/24/18 11 T15413492 FT04 10/24/18 128 T154135091 J07 10/24/18 12 T15413493 GE01 10/24/18 129 T154135101 J08 10/24/18 13 T15413494 GE02 10/24/18 130 T15413511 1J09 10/24/18 14 T15413495 HJO1 10/24/18131 T154135121 J10 10/24/18 115 T15413496 1 HJO2 _ 10/24/18132 ,T154135131 J 10T f 10/24/18 116 T15413497 HJO3 10/24/18 133 1 T15413514 J11 10/24/18 17 T15413498 I HJ04 10/24/18 134 115413515 1 J 12 10/24/18 The truss drawing(s) referenced above have been prepared by 0,-ct ER.P�Pee, MiTek USA, Inc. under my direct supervision based on the parameters p.�\..... . •,/A,-e provided by Builders FirstSource-Jacksonville. •�, 6' ... Truss Design Engineer's Name: Finn, Walter (^ , No 22839 My license renewal date for the state of Florida is February 28,2019. r * = r. * r. IMPORTANT NOTE: The seal on these truss component designs is a certification = ��� that the engineer named is licensed in the jurisdiction(s)identified and that the 0% STATE OF 4/ designs comply with ANSI/TPI 1. These designs are based upon parameters � *.•.'c, O .•. ,�� shown(e.g.,loads,supports,dimensions,shapes and design codes),which were °i�t�s O R C'`�• • given to MiTek. Any project specific information included is for MiTek's customers 4,_ S/........�� �% file reference purpose only,and was not taken into account in the preparation of /4/ON Al-'c•0 itt these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer Walter P.Ann PE No.22639 should verify applicability of design parameters and properly incorporate these designs MiTek USA,Inc.FL Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 Finn,Walter 1 of 2 OFFICE COPY REVISION BP# ;E5 /6-0/z/7 DATE // / Y / / SIGNED_ Y� ,;�4t�t_CGY INC Suite 402 FL 322 No.7547 ^r n,nPC` ITION •� )P.J NC. fCD • I General Notes -Per ANSIITPI 1.2002 all'Truss to Wall' connections are the responsibility of the Building :— Designer.not the Truss Manufacturer. -Use Manufacturer's specifications for all hanger ���I 21p �� + connections unless noted otherwise. +• I- �� I � � AI I •Trusses are m be 24'o.c.U.N.O. -__1 - tri -All hangers are to be Simpson or equivalent U.N.V.- pl 'ma . �� Use IOd a 1 1/2"Nails in hanger connections to single J01 ' iin © • Ply Busse trusses. _ Ay; -Trusses are not designed to support brick U.N.O. J03 'I`I,I "� Mr'� t— -Dimensions are Feet-Inches-Sixteenths Kr, Noce 2' " No back charges will be accepted by Builders 2 n n T02 FirstSource unless approved in writing first. ACQ lumber is corrosive to truss plates. Any ACQ 2 T03 lumber that comes in contact with truss plates(i.e. scabbed on tails)must have an approved barrier applied 2. �� T. first. Refer to BCSI-Bt Summary Sheet-Guide for handling, 2_4, T' Installing and Bracing of Metal Plate Connected Wood Truss prior to and during truss installation. T. T. It is the responsibility of the Contractor to ensure of the 2., .i proper orientation of the truss placement plans as to the construction documents and field conditions of the 2., .. T. structure orientation. If a reversed or flipped layout is required.it will be supplied at no extra cost by Builder• . FirstSouroe. 2 n n T It is the responsibility of the Contractor to make sure 2., .• the placement of trusses are adjusted for plumbing drops.can lights.ect....,so the trusses do not interfere -- _- T03 with these type of items. 2., .. T02 All common framed roof or floor systems must be 4..pt •r: 2_„.� ,r•.. designed as to NOT impose any loads on the floor trusses below. The floor trusses have not been designed .��'' " •�� to carry any additional loads from above. I &l/1. '`010141'.n This truss placement plan was not created by an . " " engineer,but rather by the Builders FirstSource staff and is solely to be used as an installation guide and sl -F41451111:011 t �� '1 does not require a seal.Complete truss engineering and INN hMI �1 analysis can be found on the truss design drawings mirmin �-I�I which may be sealed by the truss design engineer. pGable end trusses require continuous bottom chord bearing. Refer to local codes for wall framing _ _ _ ;o requirements. Although all attempts have been made to do so.trusses may not be designed symmetrically.Please refer to the 2ND STORY TRUSS PLACEMENT PLAN individual truss drawings and truss placement plans for proper orientation and placement. Builders illa El rstSou roe 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 Sr.•a Level Design&Const 1631 Atlantic Beach Drive t—. Santayana Residence NY: Dmm Br: OUPteRef.: 10/19/2018 ELO I 1560697 - RmIJa4 0' Thor PJab Y. BoorJfil, R PRODUCT #'S 1630.2-1630.10 1560698 I N/A I N/A , • 7-00-00 ?0000 li'.I I I I II= I. I. I' I.. I.. Im I.. I.. I' I' I 'a illi► 8 Alia illi u i �Iu�i 1111'_ I'_i dill II'ii -:ii---- I I I I • I I II II III III II III III IIII III III III_ _� .• ■ 2 I = 1t3 61111111 / Iii P1 111 ELI mid - Iki II ! 4J••__, MIN 11411•11111TfG04 0 11111.011HE ice■■ I - 11 MOH FDS 1411/11111il � -. � ll imgiNmod 16 !P! !! FOB I III 1 '.� imiirl- 11Tg 1Em■■�I i 1m'S■■ I I 1mFGU2 I u�� i► irnnHi" !1 i I 2.. FT04 1 I : : I/ I _ _, I I I I 4 ii Iii .1 i. G. , 1�mg_ L Iol _ _ 'I,� -_� - lu. _ r II I II I I I I I , IITT36 1II __ ii A if■1 111h ;il lif■k " ,. imiii d1•,111 Ilu •1i1 ROOF HANGER SCHEDULE IIW 16-OOF - GER S N HANGERS FLOOR HANGER SCHEDULE 2- ROOF -SIMPSON HANGERS 1-0 Qy 8-HHUS48-SIMPSON HANGERS ill :: Nil z" " 1ST STORY TRUSS PLACEMENT PLAN I21IIIIMI: MITEK PLATE APPROVAL #'S 2197.2-2197.4, WEYERHAU: RE: 1560697 - Santayana Residence Site Information: Customer Info: Sea Level Design and Const Project Name: 1560697 Model: Santayana Residence Lot/Block: Subdivision: Address: 1631 Atlantic Beach Drive City: Duval State: Florida No. Seal# Truss Name Date No. Seal# Truss Name Date 35 T15413516 J13 10/24/18178 T15413559 T37 10/24/18 36 T15413517 J14 10/24/18 79 T15413560 1138 10/24/18 37 T15413518 J14A 10/24/18 80 115413561 1139 10/24/18 38 T15413519 J15 10/24/18 81 T15413562 1 140 10/24/18 39 T15413520 J15A 10/24/18 82 T15413563 1 141 10/24/18 40 T15413521 J16 10/24/18 83 T15413564 1142 10/24/18 41 T15413522 101 10/24/18 84 T15413565 I TFG01 10/24/18 42 T15413523 102 10/24/18 85 T15413566 I TFG02 10/24/18 43 T15413524 103 10/24/18 86 T15413567 1TFG03 10/24/18 44 T15413525 104 10/24/18 87 T15413568 ITFG04 10/24/18 45 T15413526 105 10/24/18 88 T15413569 I TFG05 10/24/18 46 T15413527 106 10/24/18 89 T1 541 3570 1 TFG06 10/24/18 47 T15413528 107 10/24/18 90 T15413571 I TFG07 10/24/18 48 1T15413529 T08 10/24/18 49 T15413530 109 10/24/18 50 1115413531 T10 10/24/18 51 1T15413532 T11 10/24/18 52 1115413533 T13 10/24/18 53 T15413534 T13A 10/24/18 54 T15413535 T14 10/24/18 55 T15413536 T15 10/24/18 56 T15413537 T16 10/24/18 57 T15413538 T16A 10/24/18 58 T15413539 T17 10/24/18 59 T15413540 117A 10/24/18 60 T15413541 T18 10/24/18 61 T15413542 T19 10/24/18 62 T15413543 T20 10/24/18 63 T15413544 T21 10/24/18 64 T15413545 T22 10/24/18 65 T15413546 T23 10/24/18 66 T15413547 T24 10/24/18 67 T15413548 T25 10/24/18 68 T15413549 T26 10/24/18 69 T15413550 T27 10/24/18 70 T15413551 T28 10/24/18 71 T15413552 T29 10/24/18 72 T15413553 130 10/24/18 73 T15413554 T31 10/24/18 74 T15413555 T32 10/24/18 75 T15413556 T33 10/24/18 76 T15413557 T34 10/24/18 77 T15413558 T36 10/24/18 2 of 2 r mom • 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: 1560697 - Santayana Residence MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Sea Level Design and Const Project Name: 1560697 Model: Santayana? 'ResidenOce115 Lot/Block: Subdivision: Address: 1631 Atlantic Beach Drive City: Duval State: Florida Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: MICHAEL G. KOWLOWSKI License#: 30057 Address: 4745 SUTTON PARK CT. SUITE 402 City: JACKSONVILLE State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 32.0 psf Floor Load: 55.0 psf This package includes 90 individual, 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 1 _T15413482 F01 10/24/18 18 T15413499 HJO5 10/24/18_ 21115413483 F04 10/24/18 119 T15413500 HJO6 110/24/18 1 3 1T15413484 F05 10/24/18120 T15413501 HJO7 110/24/181 4 1T15413485 F06 10/24/18121 T15413502 J01 10/24/18 5 1115413486 F07 10/24/18122 T15413503 J02 10/24/13] 6 1115413487 F08 10/24/18123 T15413504 J03 10/24/18] 7 1115413488 F09 10/24/18124 T15413505 JO3A 10/24/18 8 1115413489 FT01 10/24/18125 115413506 J04 10/24/18 9 1715413490 FT02 10/24/18126 T15413507 J05 10/24/18 10 1115413491 FT03 10/24/18127 T15413508 J06 10/24/18 11 1115413492 F104 10/24/18128 T15413509 J07 10/24/18 12 1115413493 GE01 10/24/18 129 T15413510 J08 10/24/18 13 1115413494 GE02 10/24/18 130 T15413511 J09 10/24/18 14 _1115413495 HJO1 10/24/18131 T15413512 J10 10/24/18 15 1115413496 HJO2 10/24/18132 T15413513 J10T 10/24/18 16 1115413497 HJO3 10/24/18133 T15413514 J11 10/24/18 17 1115413498 HJO4 10/24/18134 T15413515 J12 10/24/18) The truss drawing(s)referenced above have been prepared by ` ERPi,i� MiTek USA,Inc. under my direct supervision based on the parameters �� Q.�- ,..••.. /4, •, provided by Builders FirstSource-Jacksonville. ••• ,\C E Ns*c •;L �� Truss Design Engineer's Name: Finn, Walter No 22839 • My license renewal date for the state of Florida is February 28,2019. * :* ,t — IMPORTANT NOTE:The seal on these truss component designs is a certification ��• �: that the engineer named is licensed in the jurisdiction(s)identified and that the .13'• STATE OF :W• designs comply with ANSIITPI 1. These designs are based upon parameters .(�'••�` shown(e.g.,loads,supports,dimensions,shapes and design codes),which were O R 1°• c? %�` given to MiTek. Any project specific information included is for MiTek's customers 'i ss/......••(G� %•• file reference purpose only,and was not taken into account in the preparation of 'I,,t0N ,`—.0% these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer Wafter P.Run PE No.22839 should verify applicability of design parameters and properly incorporate these designs MiTek USA,Inc.FL Ceti 6634 into the overall building design per ANSI(TPI 1,Chapter 2. 6904 Parke East Blvd.Tana FL33610 Date: October 24,2018 Finn, Walter 1 of 2 RE: 1560697-Santayana Residence Site Information: Customer Info: Sea Level Design and Const Project Name: 1560697 Model: Santayana Residence Lot/Block: Subdivision: Address: 1631 Atlantic Beach Drive City: Duval State: Florida No. Seal# Truss Name Date No. Seal# Truss Name Date 35 T15413516 J13 10/24/18 78 T15413559 T37 10/24/18 36 T15413517 J14 10/24/18 79 T15413560 1138 10/24/18 37 T15413518 J14A 10/24/18 80 T15413561 1T39 10/24/18 38 T15413519 J15 10/24/18 81 T15413562 1T40 10/24/18 39 T15413520 J15A 10/24/18 82 T15413563 1T41 10/24/18 40 T15413521 J16 10/24/18 83 T15413564 1T42 10/24/18 41 T15413522 T01 10/24/18 84 T15413565 I TFG01 10/24/18 42 115413523 T02 10/24/18 85 T15413566 I TFG02 10/24/18 43 T15413524 T03 10/24/18 86 T15413567 I TFG03 10/24/18 44 T15413525 T04 10/24/18 87 T15413568 1TFG04 10/24/18 45 T15413526 T05 10/24/18 88 T15413569 ITFG05 10/24/18 46 T15413527 T06 10/24/18 89 T15413570 I TFG06 10/24/18 47 T15413528 T07 10/24/18 90 T15413571 I TFG07 10/24/18 48 T15413529 T08 10/24/18 49 T15413530 109 10/24/18 50 T15413531 T10 10/24/18 51 T15413532 T11 10/24/18 52 T15413533 T13 10/24/18 53 T15413534 T13A 10/24/18 54 T15413535 T14 10/24/18 55 T15413536 T15 10/24/18 56 T15413537 T16 10/24/18 57 T15413538 T16A 10/24/18 58 T15413539 T17 10/24/18 59 T15413540 T17A 10/24/18 60 T15413541 T18 10/24/18 61 T15413542 T19 10/24/18 62 115413543 T20 10/24/18 63 T15413544 T21 10/24/18 64 T15413545 T22 110/24/18 65 T15413546 T23 10/24/18 66 T15413547 T24 10/24/18 67 T15413548 T25 10/24/18 l68_ jT15413549 T26 10/24/18 69 T15413550 T27 110/24/18 70 115413551 T28 10/24/18 71 T15413552 T29 _ 10/24/18 72 T15413553 T30 10/24/18 73 T15413554 T31 10/24/18 74 T15413555 T32 10/24/18 75 T15413556 T33 10/24/18 76 T15413557 T34 10/24/18 77 _ T15413558 T36 10/24/18 2 of 2 ° Job Truss Truss Type Qty Ply Santayana Residence 715413482 1560697 F01 Floor 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:25 2018 Page 1 ID:DIaUxDFdhyl WegZl2RleysyV?9-2kzzX69mZArhkc4OFLhMMJIjbL7hjwOUu7zOZdyQAf8 0-1-8 H1�° I r—i I 2-0-0 1 0-10-141 0 Scdle=1:33.7 TRUSS DESIGNED TO SUPPORT 1.5x3 II NO CONCENTRATED LOADS AT ITS CANTILEVER END(S). 1.5x3 = 4x4 = 1.5x3 = 4x4= 1.5x3 II 1.5x3 II 4x4 = 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 12 0 24 II/ `" 25o rq r! / \,/\/\ . 23 - e - �. - _ - °° I 21 20 19 18 17 16 �I 14 13 4x4= 4x4= 4x4= 4x4 = 4x8 = 16-2-0 19-8 19-11-6 16-2-0 0-i-8 3-7-14 Plate Offsets(X,Y)— f12:0-1-8.Edae],(18:0-1-8,Edgel.119:0-1-8,Edael.122:Edge,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) -0.13 19-20 >999 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.00 BC 0.87 Vert(CT) -0.18 19-20 >999 240 BCLL 0.0 Rep Stress Inc: YES WB 0.45 Horz(CT) 0.04 15 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:116 lb FT=20%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, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=940/0-7-2,15=1488/0-3-8 Max Gray 22=972(LC 3),15=1488(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1332/0,3-4=2138/0,4-5=-2440/0,5-6=-2445/0,6-7=-2438/0,7-8=-2083/0, 8-9=1230/0,9-10=0/519,10-11=0/519 BOT CHORD 21-22=0/782,20-21=0/1858,19-20=0/2404,18-19=0/2445,17-18=0/2377,16-17=0/1780, 15-16=-184/660 WEBS 5-19=-377/198,6-18=-502/73,2-22=-1207/0,2-21=0/872,3-21=-836/0,3-20=0/445, 4-20=-426/0,4-19=-296/485,9-15=-1308/0,9-16=0/947,8-16=913/0,8-17=0/520, 7-17=-528/0,7-18=-124/656,11-15=537/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 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)CAUTION,Do not erect truss backwards. Walter P.Finn PE No.22839 MITA USA,Inc.FL Cert 8834 8904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 1 I IMMO A WARNING..Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A111.7473 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 chord members only.Additional temporary and permanent bracing Mi{T 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 ANSI1TPI1 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 Santayana Residence e T15413483 1560697 F04 Floor 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:25 2018 Page 1 ID:DIaUxDFdhylWegZI2RleysyV?9-2kzzX69mZArhkc4OFLhMMJIm?L8fjxQUu7z0ZdyQAf8 0-1-8 H I 1-3.0 I so-�a 1 I 2-0-0 19-5-9 0-L78 Seale=1:27.4 1.5x3 II 1.5x3 = 1.5x3 II 1.5x3 = 4x4= 1.5x3 I I 1.5x3 II 4x4= 1.5x3 = 1 2 3 4 5 6 7 8 9 10 G1 - e e 20 IIM//\,/\ /\ / \/\,/A --. 21 II 19 ,•r _ e \e R' 17 16 15 e 14 13 12 4x4= 4x4 = 4x4 = 4x6= 16-3-0 16-3-0 Plate Offsets(X,V)- 01:Edge,0-1-81.114:0-1-8.Edael,115:0-1-8,Edae1,f18:Edae,0-1-81 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 0.63 Vert(LL) -0.12 13-14 >999 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.00 BC 0.81 Vert(CT) -0.18 13-14 >999 240 BCLL 0.0 Rep Stress Inca- YES WB 0.42 Horz(CT) 0.05 11 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:92 lb FT=20%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, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=981/0-3-8,18=988/0-7-2 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1358/0,3-4=-2188/0,4-5=-2520/0,5-6=-2526/0,6-7=2520/0,7-8=-2203/0, 8-9=1385/0 BOT CHORD 17-18=0/796,16-17=0/1896,15-16=0/2470,14-15=0/2526,13-14=0/2478,12-13=0/1917, 11-12=0/829 WEBS 5-15=-408/101,6-14=-419/121,2-18=-1227/0,2-17=0/892,3-17=-855/0,3-16=0/464, 4-16=-452/0,4-15=162/528,9-11=1242/0,9-12=0/883,8-12=-845/0,8-13=0/454, 7-13=-449/0,7-14=185/534 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 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)CAUTION,Do not erect truss backwards. Walter P.Finn PE Wo,22839 MiTek USA,Inc.FL Cert 8834 6904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 t 4 AWARNING-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 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 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` A'Te k` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 Il fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T.11 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 Santayana Residence T15413484 1560697 F05 Floor 3 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:26 2018 Page 1 ID:DIaUxDFdhylWegZl2Rleysyv99-W WXLkSAOKUzYLIfCp3CbuNAvbITkSOAe6njx53yQAf7 1-3-01-4-2 I {I 2-0-0 II 0 b 0-14 0-48 Scale=1:30.5 TRUSS DESIGNED TO SUPPORT NO CONCENTRATED LOADS AT ITS CANTILEVER END(S). 4x4 = 1.5x3 II 1.5x3 II 4x4= 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 a • a • s a • •\ /• 21 e e e 20 19 18 17 16 15 13 12 3x6= 4x4= 4x4 = 4x8= 14-5-14141716 18-3-4 14-5-14 0-11-8 3-7-14 Plate Offsets(X,Y)— [1:Edge,0-1-81,f11:0-1-8.Edael.f17:0-1-8•Edoel.f18:0-1-8.Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) -0.14 16-17 >999 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.00 BC 0.89 Vert(CT) -0.18 16-17 >947 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(CT) 0.03 14 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:106 lb FT=20%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, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 20=834/Mechanical,14=1393/0-3-8 Max Gray 20=870(LC 3),14=1393(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1173/0,3-4=-1932/0,4-5=1932/0,5-6=-1933/0,6-7=1765/0,7-8=-1062/0, 8-9=0/519,9-10=0/519 BOT CHORD 19-20=0/728,18-19=0/1608,17-18=0/1932,16-17=0/1956,15-16=0/1536, 14-15=-210/573 WEBS 4-18=-339/0,5-17=-347/185,2-20=1094/0,2-19=0/706,3-19=-691/0,3-18=0/616, 8-14=-1182/0,8-15=0/823,7-15=-796/0,7-16=0/407,6-16=-400/0,6-17=-293/444, 10-14=537/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 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. Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cart 6634 8904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 I 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 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 ANSITP11 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 Santayana Residence TI5413485 1560697 F06 FLOOR 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:27 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyVj?9-_65kyoB05o5PzvDPNmjgRkr0k9rxBIJnLRSVeVyQAf6 11 I I 1-4-2 I I 2-0-0 I I 10-10-14 I o Ha Scale=1:30.7 TRUSS DESIGNED TO SUPPORT NO CONCENTRATED LOADS AT ITS CANTILEVER END(S). 4x6 II 1.5x3 = 3x6 II 7x8 II 6x8= 3x6 II 3x6 II 6x8 = 8x10 II 3x6 II 3x6 II 3x6 II 1 2 3 4 5 6 7 21 8 9 10 11 • • / . 7 • • _ r 7- '.4 ee ee ' e e e - Fc [13 20 19 18 17 16 15 13 12 5x8= 5x8= 5x6 = 4x4= 4x4 = 6x8= 5x12 = 3x4 = 3x4= I 14-5-14 14/71-6 18-3-4 14-5-14 0-4-8 3-7-14 Plate Offsets(X.V)- 12:0-3-0,Edae1.[5:0-3-0,0-0-0],[11:0-1-8,0-0-81,117:0-1-8,Edge],[18:0-1-8,Edge],[20:Edge,0-1-8] 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 1.00 Vert(LL) -0.16 16-17 >999 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.00 BC 0.76 Vert(CT) -0.23 16-17 >744 240 BCLL 0.0 Rep Stress Ina NO WB 0.78 Horz(CT) 0.06 14 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:130 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-10-6 oc purlins, BOT CHORD 2x4 SP M 31(flat) except end verticals. WEBS 2x4 SP No.3(flat)*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-20,2-19,3-19,8-14,8-15,7-15,7-16,6-16,11-13,10-13:2x4 SP 6-0-0 oc bracing:14-15,13-14. No.2(flat) REACTIONS. (lb/size) 20=2214/Mechanical,14=3088/0-3-8 Max Gray 20=2285(LC 3),14=3088(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3188/0,3-4=-5238/0,4-5=-5238/0,5-6=-5245/0,6-7=-4726/0,7-8=-2803/0, 8-9=0/1053,9-10=0/1052 BOT CHORD 19-20=0/1998,18-19=0/4370,17-18=0/5238,16-17=0/5317,15-16=0/4099, 14-15=-321/1494,13-14=460/0 WEBS 418=1068/0,5-17=-954/689,2-20=2934/0,2-19=0/1844,3-19=-1831/0,3-18=0/1642, 8-14=2789/0,8-15=0/2121,7-15=-2100/0,7-16=0/1063,6-16=-1018/0,6-17=-835/1083, 11-13=347/0,10-13=0/346,10-14=-1034/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 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)CAUTION,Do not erect truss backwards. 5)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+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(Of) Vert:12-20=10,1-21=-318(F=-204),11-21=228(F=114) Walter P.Finn PE No.22839 MiTek USA Inc.FL Cart 8834 8904 Parke East Blvd.Tampa FL 33810 Date: October 24,2018 t 1 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 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,Alexandna,VA 22314. Tampa,FL 36610 • Job Truss Truss Type 'Qty Ply Santayana Residence 715413486 1560697 F07 Floor 3 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:28 2018 Page 1 I D:DIaU xD Fdhyl WegZI2 RleysyVj?9-S Jf698Ces5DGb3obxU E3zxNGEZFOwH Ewa5C2AxyClAf5 1 1-3-0 I I 1-4-2 I I 2-0-0 't Scale=1:24.9 3x4 II 4x4 = 3x4 = 1.5x3 II 304 = 3x4 = 3x8 = 4x6 II 1 2 3 4 5 6 7 8 • • s ii/\ / 0 • _ /: �4 e s e e 16 15 14 13 12 11 10 9 3x6= 4x4 = 3x4 = 1.5x3 II 3x4= 4x4 = 1.5x3 I I 3x4= 7-10-14 I 143-6 1 4 7-10-14 6-4-8 Plate Offsets(X,Y)-- 11:Edae,0-1-81.15:0-1-8.Edael.18:0-3-0.Edael.114:0-1-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.10 13 >999 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.00 BC 0.49 Vert(CT) -0.15 13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(CT) -0.02 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:85 lb FT=20%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, BOT CHORD 2x4 SPM 31(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=874/Mechanical,8=874/0-3-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1177/0,3-4=-1942/0,4-5=-1942/0,5-6=-1967/0,6-7=-1586/0,7-8=-675/0 BOT CHORD 15-16=0/730,14-15=0/1621,13-14=0/1942,12-13=0/1952,11-12=0/1866,10-11=0/1230 WEBS 4-14=288/0,5-13=450/118,2-16=1097/0,2-15=0/710,3-15=704/0,3-14=0/608,8-10=0/1016,7-10=-924/0, 7-11=0/515,6-11=451/0,6-12=0/320,5-12=320/365 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 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)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 5)CAUTION,Do not erect truss backwards. Walter P.Finn PE No.22839 MiTek USA Inc.FL Cert 8634 6904 Parke East Blvd.Tampa FL 33810 Date: October 24,2018 i I mit AWARNING-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 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 ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instaute,218 N.Lee Street,Suite 312,Alexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply Santayana Residence T15413487 1560697 F08 Floor 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Od 24 14:21:29 2018 Page 1 ID:DlaUxDFdhylWegZl2RleysyV?9-wVDUNUCGdPL7CDNnUBIl W9wOrzTGfmR4olxbiOyQAf4 I 1-3-0 II 1-4-2 I I 2-0-0 I 5121 0-1118 Scale=1:24.4 3x4= 1.5x3 II 3x4 II 4x4= 3x4 = 1.5x3 II 1.5x3 II 3x4 = 4x4= 1.5x3 = 1 2 3 4 5 6 7 8 9 • • • o ,s e . /\/ e A _ v e -e e s e � o 16 15 14 13 12 11 1GCxm7 4x6 = 4x4= 3x4 = 3x4 = 3x4= 4x4= 4x6 = 14-6-14 14-6-14 Plate Offsets(X,Y)— 11:Edge,0-1-81[10:Edge,0-1-81,113:0-1-8,Edge],[14:0-1-8,Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.83 Vert(LL) -0.14 12-13 >999 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.00 BC 0.96 Vert(CT) -0.20 12-13 >878 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.03 10 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:83 lb FT=20%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, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 16=888/Mechanical,10=881/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1201/0,3-4=-2004/0,4-5=-2004/0,5-6=-2007/0,6-7=-1879/0,7-8=-1213/0 BOT CHORD 15-16=0/744,14-15=0/1653,13-14=0/2004,12-13=0/2046,11-12=0/1667,10-11=0/739 WEBS 4-14=-359/0,2-16=-1118/0,2-15=0/726,3-15=-717/0,3-14=0/656,8-10=1108/0,8-11=0/752,7-11=-722/0, 7-12=0/335,6-12=-308/0,6-13=-366/294 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 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)CAUTION,Do not erect truss backwards. Walter P.Finn PE No.22833 MiTek USA Inc.FL Cart 6134 8904 Parke East Blvd.Tampa FL 33810 Date: October 24,2018 t r a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M lI.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 Mi Tr ait 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,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply Santayana Residence 715413488 1560697 F09 FLOOR GIRDER 1 1 Job Reference(oationall Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed OM 24 14:21:30 2018 Page 1 ID:DIaUxDFdhylWegZI2RleysyVj?9-OhnsagDvOjU_gNy22vHX2MTeRMycOCfD1 Ph9EgyQAf3 I 1-3-0 3x6 I I 6,03 = 5x6 I I 6x8 = 3x6 I I Scale=1:11.3 1 9 2 10 3 4 5 • i ' a - . 1 2 3x8 = 8 7 4x6 = 4x6= I 5-10-8 I 5-10-8 Plate Offsets(X.YI— I6:Edae.0-1-8j 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 0.45 Vert(LL) -0.01 7 >999 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.00 BC 0.44 Vert(CT) -0.02 7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight:47 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-10-8 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=1707/0-3-8,6=1304/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-8=-551/0,2-3=1753/0,3-4=1753/0 BOT CHORD 7-8=0/1279,6-7=0/1335 WEBS 4-6=1791/0,2-8=1716/0,4-7=0/549,3-7=732/0,2-7=0/624 NOTES- 1)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. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:6-8=10,1-5=-114 Concentrated Loads(Ib) Vert:4=-760 9=-794 10=-760 Walter P.Finn PE No.22839 Meek USA,Inc.FL Cert 8834 6904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 meow a 1 aWARNING-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 T 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 ANSUTP11 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 Santayana Residence 115413489 1560697 FT01 Half Hip Girder 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:31 2018 Page 1 I D:DIaUxDFdhylWegZl2RleysyVj?9-su KEo9EX9OcrSXXAccomba?IGm907bRNG3QinGyQAf2 -2-0-0i 3-11-8 I 6-6-3 I 8-11-1 i 11-3-15 13-8-14 I 16-3-8 2-0-0 3-11-8 2-6-10 2-4-14 2-4-14 2-4-14 2-6-10 Scale=1:30.7 7x8 = 2x4 II 3x4 = 2x4 II 5x12 = 3x4 II 4.00 12 3 4 5 6 7 8 T e \ �/� e e 0 2 i —0111e a -b 1 14 13 12 11 10 3x10 2x4 I I 7x8= 2x4 II 3x10 = 2x4 I I 6x8 = 3-11-8l 6-6-3 I 8-11-1 I 11-3-15 13-8-14 16-3-8 3-11-8 2-6-10 2-4-14 2-4-14 2-4-14 2-6-10 Plate Offsets(XVI— [3:0-2-8,0-4-41(11:0-3-8,0-1-81.113:0-3-12.0-4-81 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 0.70 Vert(LL) -0.19 12-13 >978 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.00 BC 0.92 Vert(CT) -0.30 12-13 >630 240 BCLL 0.0 ' Rep Stress Inc- NO WB 0.65 Horz(CT) 0.05 9 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:193 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except' TOP CHORD Structural wood sheathing directly applied or 4-4-3 oc purlins, 3-8:2x6 SP No.2 except end verticals. BOT CHORD 2x6 SP No.2''Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 9-13:2x6 SP M 26 WEBS 2x4 SP No.3*Except* 3-13,5-13,7-11,7-9:2x4 SP No.2 REACTIONS. (lb/size) 9=3397/0-3-0,2=3094/0-7-10 Max Horz 2=82(LC 8) Max Uplift 9=-598(LC 9),2=-608(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-6790/2326,3-4=-9481/3321,45=9475/3319,5-6=-9514/3327,6-7=-9514/3327, 7-8=-277/97,8-9=590/215 BOT CHORD 2-14=-2219/6308,13-14=-2211/6295,12-13=3327/9514,11-12=3327/9514, 10-11=1894/5420,9-10=1894/5420 WEBS 3-13=1276/3570,4-13=1276/464,5-12=-656/254,6-11=1408/514,7-11=-1603/4580, 7-10=-374/156,7-9=5755/2011 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;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 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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)except(jt=lb) Wafter P.Finn PE No.22839 9=598,2=608. ldiTek USA,Inc.FL Cart 8634 LOAD CASE(S) Standard 6904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 Cnntin,lad nn non.3 1 I A WARNING-Verily 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 building component,notfill,. 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 ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Twos Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Oty Ply Santayana Residence T15413489 1560697 !FT01 Half Hip Girder 1 Job Reference(optional) Builders FirstSource. Jacksonville.Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:31 2018 Page 2 I D:DIaUxDFdhylWegZl2 RleysyV?9-su KEo9EX90crSXXAccomba?IGrn907bRNG3OinGyQAf2 LOAD CASE(S) Standard 1 I Dead+Roof Live(balanced):Lumber Increase=1.00.Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=169(F=55),3-8=437(F=-323),2-9=-10 1 I A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IBI-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 M ii 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 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,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply Santayana Residence 715413490 1560697 FT02 Half Hip 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:32 2018 Page 1 ID:DlaUxDFdhyl WegZl2RleysyV?9-L4ud?VF9wKki3g6MAJJ?8nYt9AVQs?aWUAFJjyQAf1 I -2-0-0 I 3-11-8 i 6-6-3 I 8-11-1 I 11-3-15 i 13-8-14 I 16-3-8 I 2-0-0 3-11-8 2-6-10 2-4-14 2-4-14 2-4-14 2-6-10 Scale=1:30.7 4x8= 2x4 II 3x4= 2x4 II 4x12 = 2x4 II 4.00 12 3 t5 4 5 6 7 8 2 14 13 12 11 10 5x6= 2x4 II 7x8 = 2x4 II 3x8 = 2x4 II 6x8 = I 3-11-8 I 6-6-3 I 8-11-1 I 11-3-15 I 13-8-14 I 16-3-8 3-11-8 2-6-10 2-4-14 2-4-14 2-4-14 2-6-10 Plate Offsets(X,Y]— 12:0-6-5,0-0-3],13:0-5-4,0-2-0],[11:0-3.8.0-1-8j,[13:0-4-0,0-4-8] 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 0.95 Vert(LL) -0.16 12-13 >999 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.00 BC 0.93 Vert(CT) -0.25 12-13 >761 240 BCLL 0.0 • Rep Stress Ina NO WB 0.84 Horz(CT) 0.04 9 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:88 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied or 2-9-9 oc purlins, 3-8:2x4 SP M 31 except end verticals. BOT CHORD 2x6 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 7-1-0 oc bracing. 9-13:2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=1713/0-3-0,2=1713/0-7-10 Max Horz 2=85(LC 8) Max Uplift 9=-301(LC 9),2=-364(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3359/1110,3-4=-3805/1300,4-5=4804/1299,5-6=-3284/1107,6-7=-3284/1107, 8-9=-743/271 BOT CHORD 2-14=1074/3089,13-14=-1066/3077,12-13=1107/3284,11-12=1107/3284, 10-11=576/1721,9-10=576/1721 WEBS 3-13=304/813,4-13=-423/166,5-13=-218/590,5-12=-421/170,6-11=381/149, 7-11=-603/1773,7-9=-1870/625 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;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 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=Ib) 9=301,2=364. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)600 lb down and 214 lb up at 4-3-12,and 600 lb down and 214 lb up at 16-1-12 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). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Wafter P.Finn PE No.22339 Uniform Loads(plf) MiTek USA Inc.FL Cart 8834 Vert:1-3=114,3-8=114,2-9=10 8904 Parke East Blvd.Tampa FL 33810 Concentrated Loads(lb) Date: Vert:8=-600(F)15=600(F) October 24,2 18 t 1 Me._ a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekdb 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 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 Qty Ply Santayana Residence T15413491 1560697 FT03 Half Hip 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:33 2018 Page 1 ID:DIaUxDFdhyl WegZl2RleysyVj?9-pGS?CrGngesYhghYj 1 qEg?53eaygbSkgjNvpr9yOAf0 -2-0.0i 3-11-7 6-6-2 8-11-0 I 11-3-15 I 13-8-13 16-3-8 2-0-0 3-11-7 2-6-11 2-4-15 2-4-15 2-4-15 2-6-11 Scale=1 30.7 5x8 = 2x4 II 3x4 = 2x4 II 4x12 — 3x8 II 4.00 12 3 15 4 5 6 7 8 �� — 2 ./..------------------- PIIV l':::---'----------------.''''--...------s.-----9 ------------. :---:-----t • III 1:J 0 14 13 12 11 10 5x6 = 2x4 II 7x8 = 2x4 II 3x8 = 2x4 II 6x8 = 3-11- I 6-6-2 I 8-11-0 i 11-3-15 I 13-8-13 I 16-3-8 l 3-11-7 2-6-11 2-4-15 2-4-15 2-4-15 2-6-11 Plate Offsets(X.Y)— 12:0-6-0,0-0-51.13:0-5-4.0-2-81.19:Edae.0-4-81,[11:0-3-8.0-1-81.113:0-4-0,0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def[ Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.29 12-13 >654 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.35 12-13 >540 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.85 Horz(CT) 0.04 9 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:88 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-10 oc purlins, BOT CHORD 2x6 SP M 26 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-7-11 oc bracing. REACTIONS. (lb/size) 9=2118/0-3-0,2=1634/0-7-10 Max Horz 2=84(LC 8) Max Uplift 9=-723(LC 9),2=-624(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=3919/2618,3-4=-4684/3179,4-5=4683/3178,5-6=-4310/2914,6-7=-4310/2914, 8-9=-804/565 BOT CHORD 2-14=2498/3663,13-14=-2490/3658,12-13=2914/4310,11-12=2914/4310, 10-11=1580/2341,9-10=-1580/2341 WEBS 3-13=-812/1148,4-13=571/418,5-13=299/423,5-12=-480/359,6-11=-507/371, 7-11=1514/2234,7-9=2545/1716 NOTES- 1)Wind:ASCE 7-10;Vulf=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;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 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 9=723,2=624. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)600 lb down and 415 lb up at 4-3-12,and 600 lb down and 415 lb up at 16-1-12 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). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(Of) Vert:1-3=54,3-8=-170(F=116),2-9=-10 Wetter P.Finn PE Na.22839 Concentrated Loads(lb) MiTek LISA,Inc.FL Cart 8631 Vert:8=-600(F)15=-600(F) 8904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 I I A WARNING-Verity 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 MiTekiS connectors.This design is based only upon parameters shown,and is for an individual budding component,not lilt 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 ANSITTP11 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 Santayana Residence T15413492 1560697 FT04 Half Hip Girder 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:34 2018 Page 1 ID:DIaUxDFdhylWegZl2Rleysyy?9-HTONQBGPRx PJ GIHkLTDCdDXzGeKxjpylfMNbyQAf? -2-0-0 3-11-7 I 6-6-2 I e-11-0 I 11-3-15 13-8-13 I 16-3-8 2-0-0 3-11-7 2-6-11 2-4-15 2-4-15 2-4-15 2-6-11 Scale=1:30.7 7x10 = 2x4 II 3x4= 2x4 II 4x12= 3x4 II 4.0012 3 4 5 6 7 --- o • 7 / E_________—_--___1_, t e �2 f — Dc 14 13 12 11 10 3x10 2x4 II 7x10 = 2x4 II 3x10 = 2x4 II 6x8 = 3-11-7I 6-6-2 8-11-0 I 11-3-15 I 13-8-13 I 16-3-8 3-11-7 2-6-11 2-4-15 2-4-15 2-4-15 2-6-11 Plate Offsets(X,Y1— 13:0-4-4,0-4-4),17:0-40,0-1-8),[11:0-3-8,0-1-81,113:0-5-0.0-5-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) -0.22 12-13 >882 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.00 BC 0.63 Vert(CT) -0.33 12-13 >568 240 BCLL 0.0 * Rep Stress lncr NO WB 0.74 Horz(CT) 0.05 9 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:193 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-9-13 oc purlins, 3-8:2x6 SP No.2 except end verticals. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3*Except* 3-13,5-13,7-11,7-9:2x4 SP No.2 REACTIONS. (lb/size) 9=3869/0-3-0,2=3730/0-7-10 Max Horz 2=81(LC 8) • Max Uplift 9=-682(LC 9),2=-720(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-7794/2685,3-4=-10752/3775,4-5=-10745/3772,5-6=-10863/3808,6-7=-10863/3808, 7-8=-316/111,8-9=-674/245 BOT CHORD 2-14=-2545/7219,13-14=-2535/7200,12-13=3808/10863,11-12=3808/10863, 10-11=-2165/6179,9-10=-2165/6179 WEBS 3-13=1418/3974,4-13=1448/523,5-12=-696/269,6-11=-1617/589,7-11=-1838/5240, 7-10=432/177,7-9=-6559/2298 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=13omph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;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 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 fd 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)except(jt=lb) 9=682,2=720. Waiter?.Finn PE No.22839 MiTek USA,Inc.FL Ced 8834 LOAD CASE(S) Standard 6904 Parke East Blvd.Tampa FL 33610 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Date: October 24,2018 f nnfinr rod nn nnnp 3 i 1 N a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 �1 Ilk 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,Alexandra,VA 22314. Tampa,FL 36610 Job 'Truss Truss Type Qty (Ply Santayana Residence T15413492 '1560697 FT04 Half Hip Girder 1 Job Reference(optional) Builders FirstSource. Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:34 2018 Page 2 ID:DIaUxDFdhylWegZI2RleysyV 7'9-HTONQBGPRx PJ_GIHkLTDCdDXzGeKxjpy1fMNbyQAf? LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-3=230(F=-116),3-8=498(F=-384),2-9=10 1 I A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI-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 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/TPII 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 Oty Ply Santayana Residence TI5413493 1560697 GE01 Roof Speaal Girder 1 1 Job Reference(optonall Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:36 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyV?9-Dr87r IgzZE7YlP7P9NxddjImnOMo?w6PL8TRUy0Aez 3-2-9 4-9-0 6-1-0 7-5-0 8-11-7 12-2-0 3-2-9 1-6-7 1-4-0 1-4-0 1-6-7 3-2-9 4x4 = Scale=1:22.5 4 9.00 2x4 II 5 2x4 I 3 -- 4.00 12 4x4 2 6 454 13 :, �. w ,. 14 7 ' Gl_ . � El a' a " 15 16 17 18 -' Jct 12 11 10 9 3x4 = 8 3x4— 2x4 II 3x4= 2x4 I I 2x4 II 3x4— 3-2-9I 4-9-0 I 6-1-0 I 7-5-0 8-11-7 12-2-0 3-2-9 1-6-7 1-4-0 1-4-0 1-6-7 3-2-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.05 11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.06 11 >999 240 BCLL 0.0 ' Rep Stress Inc: NO WB 0.12 Horz(CT) 0.01 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:57 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 REACTIONS. (lb/size) 1=320/0-3-8,7=320/0-3-8 Max Horz 1=-47(LC 30) Max Uplift 1=108(LC 8),7=108(LC 9) Max Gray 1=393(LC 41),7=393(LC 40) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-953/252,6-7=-952/253,2-3=-615/179,3-4=524/184,4-5=524/184,5-6=-615/179 BOT CHORD 1-12=-250/913,11-12=246/891,10-11=97/477,9-10=-97/477,8-9=-203/866, 7-8=-208/884 WEBS 4-10=130/397,2-11=-511/183,6-9=-512/184 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=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=108,7=108. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)92 lb down and 82 lb up at 2-4-0,and 92 lb down and 82 lb up at 9-10-0 on top chord,and 84 lb down and 93 lb up at 2-4-0,43 lb down and 8 lb up at 3-1-13, 43 lb down and 8 lb up at 5-1-13,43 lb down and 8 lb up at 7-0-3,and 43 lb down and 8 lb up at 9-0-3,and 84 lb down and 93 lb up at 9-10-0 on bottom 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). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=54,6-7=-54,1-7=10,2-4=-54,4-6=-54 Concentrated Loads(Ib) Vert:8=3(B)12=3(B)13=21(B)14=21(B)15=33(B)16=3(B)17=3(B)18=33(B) Waiter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 8834 8904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 t i Q WARNING•Verity 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 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 Ml take 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,068-89 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 Santayana Residence 715413494 1560697 GE02 Roof Special Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:38 2018 Page 1 I D:DIaUxDFdhylWegZl2RleysyVj?9-9EFuGZJwVAUmbZW WaQPN2o5FbhgGvQPtfdaVMyQAex 3-2-9 4-9-0 6-1-0 7-5-0 8-11-7 12-2-0 3-2-9 1-6-7 1-4-0 1-4-0 1-6-7 3-2-9 404 = Scale=1:22.5 4 9.00 12 Pg 2x4 II 5 2x4 I I 3 4.00 12 4x4 6 4x4 2 13 14 1 1111me:. A .._—� 7 15 16 17 18 12 11 10 9 3x4 = 8 3x4— 2x4 II 3x4= 2x4 I I 2x4 II 3x4— 3-2-9 4-9-0 6-1-0 7-5-0 8-11-7 12-2-0 3-2-9 1-6-7 1-4-0 1-4-0 1-6-7 3-2-9 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 0.14 Vert(LL) -0.05 11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.06 11 >999 240 BCLL 0.0 ' Rep Stress Ina- NO WB 0.12 Horz(CT) 0.01 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:57 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 REACTIONS. (lb/size) 1=320/0-3-8,7=320/0-3-8 Max Horz 1=47(LC 31) Max Uplift 1=-108(LC 8),7=-108(LC 9) Max Gray 1=393(LC 41),7=393(LC 40) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-953/252,2-3=615/179,3-4=-524/184,4-5=-524/184,5-6=615/179,6-7=-952/253 BOT CHORD 1-12=250/913,11-12=246/891,10-11=97/477,9-10=-97/477,8-9=203/866, 7-8=-208/884 WEBS 410=130/397,2-11=511/183,6-9=512/184 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=3.0psf;h=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=108,7=108. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)92 lb down and 82 lb up at 2-4-0,and 92 lb down and 82 lb up at 9-10-0 on top chord,and 84 lb down and 93 lb up at 2-4-0,43 lb down and 8 lb up at 3-1-13, 43 lb down and 8 lb up at 5-1-13,43 lb down and 8 lb up at 7-0-3,and 43 lb down and 8 lb up at 9-0-3,and 84 lb down and 93 lb up at 9-10-0 on bottom 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). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-54,2-4=-54,4-6=-54,6-7=-54,1-7=10 Concentrated Loads(Ib) Vert:8=3(F)12=3(F)13=21(F)14=21(F)15=33(F)16=3(F)17=3(F)18=33(F) Waiter P.Finn PE No.22339 MiTek USA,Inc.FL Cert8834 6904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 t I w_ Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/arms 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 MI iek° 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/TP11 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 Santayana Residence T15413495 1560697 HJO1 Diagonal Hip Girder 4 1 Job Reference(ootionall Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:39 2018 Page 1 I D:DIaUxDFdhyfWegZI2RleysyV?9-dQpGTvKYGUciP18i4IxewFL9Q_19?NVY6J M72pyQAew -2-9-15 I 3-2-2 2-9-15 3-2-2 Scale=1:11.8 3 2.83 2 d 1� d 1 3x4 = 5 4 3-2-2 3-2-2 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.03 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) 0.02 2-4 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-P Weight:14 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-5/Mechanical,2=300/0-4-9,4=19/Mechanical Max Hors 2=61(LC 4) Max Uplift 3=12(LC 9),2=247(LC 4),4=-79(LC 19) Max Gray 3=29(LC 4),2=300(LC 1),4=92(LC 24) FORCES. (lb)-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.Opsf;h=25ft;Cat.II;Exp C;Enc., 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.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. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,4 except(jt=lb) 2=247. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)92 lb down and 104 lb up at 1-6-1,and 92 lb down and 104 lb up at 1-6-1 on bottom 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). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,2-4=-10 Concentrated Loads(Ib) Vert:5=74(F=37,B=37) Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cart 8834 8904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 � 1 Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. hut 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 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 Santayana Residence T15413496 1560697 HJO2 Jack-Partial Girder 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:40 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyVj?9-6dNegELA1nkZlvjue?StSTtKAOLIkgXhKz6haFyQAev -2-9-15 3-3-11 5-6-6 2-9-15 3-3-11 2-2-11 Scale=1:16.5 6.36 12 4 7 A $ 4x4 3 2.83 12 ,n A ry d 2 _ 1 3x4 = 86 9 5 2x4 II 3-3-11 5-6-6 3-3-11 2-2-11 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 0.63 Vert(LL) -0.15 2-6 >426 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.16 2-6 >392 240 BCLL 0.0 * Rep Stress Incr NO WB 0.01 Horz(CT) -0.04 4 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-P Weight:22 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-6 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 REACTIONS. (lb/size) 4=58/Mechanical,2=339/0-4-9,5=105/Mechanical Max Horz 2=89(LC 8) Max Uplift 4=-41(LC 8),2=-244(LC 4),5=-54(LC 8) Max Gray 4=62(LC 40),2=365(LC 43),5=155(LC 42) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. 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)4,5 except(jt=lb) 2=244. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)54 lb down and 22 lb up at 4-4-0,and 54 lb down and 22 lb up at 4-4-0 on top chord,and 92 lb down and 104 lb up at 1-6-1,92 lb down and 104 lb up at 1-6-1 ,and 60 lb down and 39 lb up at 4-4-0,and 41 lb down and 18 lb up at 4-4-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)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(plf) Vert:1-3=-54,3-4=-54,2-5=10 Concentrated Loads(Ib) Vert:8=74(F=37,B=37)9-76(F-16,B-60) Wafter P.Finn PE No.22839 MiTek USA,Inc.FL Cart 8834 6904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 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 MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing f VIiTek' 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 Santayana Residence T15413497 1560697 HJO3 Jack-Closed Girder 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:41 2018 Page 1 I D:Dla UxD Fdhyl WegZl2RleysyVj?9-apx0ua Moo5sQe315Biz6?gQ Vwoh HTH n rZdrE6hyQAeu -2-9-15 I 3-3-11 5-7-1 2-9-15 3-3-11 2-3-7 Scale:3/4"=1' 6.36 12 4 7 4x4 3 2.83 ITT r 2 1 3x4= 8 6 9 5 2x4 II - 3-3-11 5-7-1 3-3-11 2-3-7 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 0.63 Vert(LL) -0.16 2-6 >403 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.17 2-6 >372 240 BCLL 0.0 * Rep Stress Incr NO WB 0.01 Horz(CT) -0.05 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight:23 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-1 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 REACTIONS. (lb/size) 4=60/Mechanical,2=339/0-4-9,5=97/Mechanical Max Horz 2=90(LC 8) Max Uplift 4=-42(LC 8),2=-244(LC 4),5=-49(LC 8) Max Gray 4=65(LC 40),2=367(LC 43),5=154(LC 42) 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=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. 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)4,5 except(jt=lb) 2=244. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)55 lb down and 22 lb up at 4-4-0,and 60 lb down and 33 lb up at 4-4-0 on top chord,and 92 lb down and 104 lb up at 1-6-1,92 lb down and 104 lb up at 1-6-1 ,and 60 lb down and 40 lb up at 4-4-0,and 46 lb down and 11 lb up at 4-4-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)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(plf) Vert:1-3=-54,3-4=-54,2-5=10 Concentrated Loads(Ib) Vert:8=74(F=37,B=37)9=-65(F=-60,B=-5) Wafter P.Finn PE Na.22839 MiTek USA.Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB-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 chord members only.Additional temporary and permanent bracing MiTek` ke 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/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 Santayana Residence 715413498 1560697 HJO4 Diagonal Hip Girder 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:42 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyVj?9-2?VP5wMQZP_HGDtHIQU LYuzg2Cx2ChX_oHbnflyQAet -2-9-15 5-1-9 I 9-9-5 2-9-15 5-1-9 4-7-12 Scale:1/2"=1' 4 ' Id 2.83 12 9 3x4 3 8 r r N �j N 2 `- r II d � 10 11 7 12 6 3x4= 304= 2x4 II 5 0-8-2 5-1-9 8-1-4 9-9-5 0-8-2 4-5-7 2-11-11 1-8-1 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 0.6.4 Vert(LL) 0.22 6-7 >524 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.18 6-7 >646 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.17 Horz(CT) -0.01 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:40 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 6-10-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=136/Mechanical,2=450/0-4-15,5=186/Mechanical Max Horz 2=118(LC 22) Max Uplift 4=-92(LC 4),2=353(LC 4),5=-180(LC 5) Max Gray 4=136(LC 1),2=457(LC 35),5=200(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-638/502 BOT CHORD 2-7=-540/578,6-7=-540/578 WEBS 3-7=-202/261,3-6=628/586 NOTES- 1)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope);cantilever left exposed;porch left exposed;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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb) 2=353,5=180. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)23 lb down and 23 lb up at 4-4-0,23 lb down and 23 lb up at 4-40,and 46 lb down and 72 lb up at 7-1-15,and 46 lb down and 72 lb up at 7-1-15 on top chord ,and 126 lb down and 104 lb up at 1-6-1,126 lb down and 104 lb up at 1-6-1,5 lb down and 35 lb up at 440,5 lb down and 35 lb up at 4-4-0,and 29 lb down and 59 lb up at 7-1-15,and 29 lb down and 59 lb up at 7-1-15 on bottom 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). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=54,2-5=-10 Concentrated Loads(Ib) Vert:9=54(F=27,B=-27)10=74(F=37,B=37)12=-20(F=-10,B=10) Walter P.Finn PE No.22839 Musk USA Inc.FL CO 8834 8904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 I t WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ae1-7179 rev.10/O3/9015 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITPII Quality Criteria,DSB-119 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 Santayana Residence T15413499 1560697 HJO5 Diagonal Hip Girder 2 1 Job Reference(ontionall Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:43 2018 Page 1 I D:DIaUxD Fdhyl WegZl2 RleysyVj?9-NB3nJ G N3Ki68u N STJ70a45Vw3cM BxAV80xKL BayQAes -2-9-15 6-11-6 2-9-15 6-11-6 Scale=1:18.8 3 2.83 5 v 2 6 7 4 3x4 = l 6-11-6 6-11-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.17 2-4 >452 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.19 2-4 >422 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight:25 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=136/Mechanical,2=356/0-10-7,4=18/Mechanical Max Horz 2=94(LC 4) Max Uplift 3=-84(LC 8),2=257(LC 4),4=8(LC 19) Max Gray 3=136(LC 1),2=411(LC 35),4=84(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=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Enc., 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 fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,4 except(jt=lb) 2=257. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)78 lb down and 22 lb up at 4-4-0,and 78 lb down and 22 lb up at 4-4-0 on top chord,and 99 lb down and 114 lb up at 1-6-1,99 lb down and 114 lb up at 1-6-1 ,and 5 lb down at 4-4-0,and 5 lb down at 4-4-0 on bottom 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). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=54,2-4=-10 Concentrated Loads(Ib) Vert:6=80(F=40,B=40) Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cart 8634 8904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 8411.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTeke 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 MiTeke 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 ANSITPII 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,Aiexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply Santayana Residence T15413500 1560697 HJO6 Jack-Partial Girder 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:44 2018 Page 1 ID:DIaUxDFdhylWegZI2RleysyVj?9-_Od9WcOh50E?VW1gtrXpdJ2 9?gugXEHFb4ujoyQAer -2-9-15 4-9-10 9-9-5 2-9-15 4-9-10 4-11-10 4 Scale: 12"=1' 6.36 ,2 %' +d 9 n 4x4 rib Z83 FIT 8 3 c5 .: op. � r? 201'. 10 VI /� �� 11 cS 1 ' 10 11 7 2 8 3x4 = 2x4 3x4 = 5 49-10 I 9-9-5 4-9-10 4-11-10 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 0.69 Vert(LL) -0.07 2-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.12 6-7 >971 240 BCLL 0.0 * Rep Stress Incr NO WB 0.42 Horz(CT) -0.02 4 n/a n/a BCDL 5.0 Code FBC20171TP12014 Matrix-S Weight:43 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 REACTIONS. (lb/size) 4=124/Mechanical,2=463/0-10-7,5=226/Mechanical Max Horz 2=155(LC 34) Max Uplift 4=-86(LC 8),2=277(LC 4),5=80(LC 8) Max Gray 4=124(LC 40),2=536(LC 43),5=262(LC 40) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-941/176 BOT CHORD 2-7=-279/843,6-7=-278/822 WEBS 3-6=-847/286 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vu@=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. 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)4,5 except(jt=lb) 2=277. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)78 lb down and 22 lb up at 4-4-0,78 lb down and 22 lb up at 4-4-0,and 71 lb down and 55 lb up at 7-1-15,and 71 lb down and 55 lb up at 7-1-15 on top chord ,and 99 lb down and 114 lb up at 1-6-1,99 lb down and 114 lb up at 1-6-1,5 Ib down at 4-4-0,5 Ib down at 4-4-0,and 61 Ib down and 36 lb up at 7-1-15,and 61 lb down and 36 lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8)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(Of) Vert:1-3=54,3-4=-54,2-5=10 Concentrated Loads(Ib) Walter P.Finn PE No.22839 Vert:10=80(F=40,B=40)12=121(F=61,B=-61) MiTek USA Inc.FL Cert 8634 8904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 t I a WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE all1.7473 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 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 fuss systems,see ANSI/TPII 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 Santayana Residence T15413501 1560697 HJO7 Jack-Partial Girder 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:45 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyVj?9-SaBXkyPJsKMr7gcsQY229Wa9uP_9P_MRUFpSFSyQAeq -2-9-15 I 4-9-10 I 9-9-5 2-9-15 4-9-10 4-11-10 4 Scale:112"=1' 'I N 6,36 I I$ 9 4x4 2.83 12 3 c�S 8 uS 2 ddtt � 10 117 12 6 0110-=-41113x4 = 2x4 3x4 5 I 4-9-10 I 9-9-5 4-9-10 4-11-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.08 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.14 6-7 >823 240 BCLL 0.0 * Rep Stress Incr NO WB 0.42 Horz(CT) -0.02 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:43 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 REACTIONS. (lb/size) 4=124/Mechanical,2=474/0-10-7,5=254/Mechanical Max Horz 2=155(LC 8) Max Uplift 4=-86(LC 8),2=-281(LC 4),5=-90(LC 8) Max Gray 4=124(LC 1),2=538(LC 43),5=269(LC 40) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=954/198 BOT CHORD 2-7=-300/856,6-7=-297/834 WEBS 3-6=-860/306 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=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. 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)4,5 except(jt=lb) 2=281. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)78 lb down and 22 lb up at 4-4-0,78 lb down and 22 lb up at 4-4-0,and 71 lb down and 55 lb up at 7-1-15,and 71 lb down and 55 lb up at 7-1-15 on top chord ,and 99 lb down and 114 lb up at 1-6-1,99 lb down and 114 lb up at 1-6-1,5 lb down at 4-4-0,5 lb down at 4-4-0,and 100 lb down and 51 lb up at 7-1-15,and 61 lb down and 36 lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)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(plf) Vert:1-3=-54,3-4=-54,2-5=10 Concentrated Loads(Ib) Walter P.Finn PE No.22339 Vert:10=80(F=40,B=40)12=-161(F=-61,B=-100) MiTek USA,Inc.FL Gert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 I A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE a91-7173 rev.10A03/2015 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 A building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ,y,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 ANSIITP11 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 Santayana Residence 715413502 1560697 J01 Jack-Open 16 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:46 2018 Page 1 ID:DIaUxDFdhyl WegZl2RleysyV?9-wmkvxlQxcdViIgA2_GZHik7QjpV98XEajvZ?ovyQAep -2-0-0 1-0-0 2-0-0 1-0-0 Scale=1:6.8 3 4.00 12 2 '/I ',111 M 4 1 4x4 = 1-0-0 1-0-0 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 0.31 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-P 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. REACTIONS. (lb/size) 3=90/Mechanical,2=256/0-3-8,4=5/Mechanical Max Horz 2=47(LC 8) Max Uplift 3=-90(LC 1),2=207(LC 8) Max Gray 3=92(LC 8),2=256(LC 1),4=14(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.Opsf;h=25ft;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 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 between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) 2=207. Walter P.Finn PE No.22839 LIT*USA,Inc.FL Cod 8634 6904 Parke East Blvd.Tampa FL 33810 Date: October 24,2018 t Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1111.7473 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 budding designer must vent'the applicability of design parameters and properly incorporate this design into the overall MiTek' 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 ANSITPII 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 Santayana Residence 715413503 1560697 J02 Jack-Open 8 1 Job Reference(oDUonall Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:47 2018 Page 1 I D:Dla UxDFdhylWegZl2RleysyV?9-Ozl H9eQZNxdZN_IFYz4WFxgavDrzt_MjxZIYKLyQAeo I -2-0-0 2-4-0 2-0-0 2-4-0 Scale=1:9.1 3 2x4 II 4.00 12 _ 1111111. 2 ■ cri a I El I I Mi I FA 1 ='2x4= 4 2x4 II 2-4-0 I 2-4-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.00 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 2-4 >999 240 BCLL 0.0 * Rep Stress!nor YES WB 0.01 Horz(CT) 0.00 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-P Weight:11 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-0 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 REACTIONS. (lb/size) 2=242/0-3-8,4=4/Mechanical Max Horz 2=61(LC 8) Max Uplift 2=-170(LC 8),4=-3(LC 13) Max Gray 2=242(LC 1),4=29(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;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 between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb) 2=170. Waiter P.Finn PE No.22839 MiTek USA,Inc.FL Cart 6834 8904 Parke East Blvd.Tampa FL 33810 Date: October 24,2018 4 1 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MtI.7473 rev.10/33/2015 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 ITpi 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 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 Santayana Residence TI5413504 1560697 J03 Jack-Open 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:48 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyV?9-t9sgMzRB8FIQ_8KR6hbin9CIddAKcRZtAC26snyQAen -2-0-0 2-4-0 3-0-0 2-0-0 2-4-0 0-8-0 9.00 12 Scale=1:11.6 4 4s4 4.00 TIF 2y y 1 =1•x4 = 6 5 2x4 II2-4-0 I 2-4-0 0-x&0 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 0.34 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 2-6 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.01 Horz(CT) -0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight:14 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 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=16/Mechanical,2=250/0-3-8,5=28/Mechanical Max Horz 2=63(LC 12) Max Uplift 4=14(LC 12),2=162(LC 8),5=-8(LC 12) Max Gray 4=19(LC 19),2=250(LC 1),5=46(LC 3) FORCES. (lb)-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=13Omph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;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 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. 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)4,5 except(jt=lb) 2=162. Waiter P.Finn PE No.22839 MiTek USA Inc.FL Cert 8634 6904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 i A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE ABS7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekiS 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 ANSI/7PII Quality Criteria,D5B-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 Santayana Residence - T15413505 1560697 JO3A Jack-Open 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:48 2018 Page 1 I D:Dla UxD Fd hyl WegZl2RleysyV?9-t9sg MzRB8 FIQ_8KR6hbin9ClfdAzcRYtAC26snyQAen I -2-0-0 I 1-11-9 I 3-0-0 2-0-0 1-11-9 1-0-7 Scale=1:12.4 9.00 12 4 4x4-:::-. /1 3 4.00 l ,, el 2 �I' ffilliallillii Mil 1 ,x4 = 6 2x4 II 5 1-11-9l 11 9I 3-0-0 I1-11-9 1-0-7 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 0.34 Vert(LL) -0.01 6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.01 Horz(CT) -0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-P Weight:14 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 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=26/Mechanical,2=250/0-3-8,5=18/Mechanical Max Horz 2=69(LC 12) Max Uplift 4=-23(LC 12),2=159(LC 8),5=1(LC 12) Max Gray 4=31(LC 19),2=250(LC 1),5=43(LC 3) 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=3.0psf;h=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,5 except(jt=lb) 2=159. Walter P.Finn PE No.22839 MiTek USA Inc.FL Cart 8834 8904 Parke East Blvd.Tampa FL 33810 Date: October 24,2018 i r ...— A WARNING AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7I73 rev.10/03/2015 BEFORE USE. IIII 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 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. Tampa,FL 36610 Job Truss Truss Type Qty Ply Santayana Residence T15413506 1560697 J04 Jack-Open 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:49 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyVj?9-LLQ2ZJSpvYtHdvdfO6 KMI_VOWDLuTOPsnfOEyQAem 2-4-1 I 3-0-0 2-4-1 0-7-15 9.00 12 Scale=1:11.0 3 4x4 2 4.00 12 � • 4 1011110 1 ....41111111111111111111111111111 4 Ex x4 = 5 2x4 II 1-8-12 2-4-1 3-0-0 I 1-8-12 0-7-5 0-7-15 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 0.08 Vert(LL) 0.01 1-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 1-5 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.03 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight:11 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 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=89/0-3-8,3=16/Mechanical,4=73/Mechanical Max Horz 1=45(LC 12) Max Uplift 1=24(LC 8),3=14(LC 12),4=-27(LC 12) Max Gray 1=89(LC 1),3=19(LC 19),4=73(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=101mph;TCDL=4.2psf,BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. 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)1,3,4. Walter P.Finn PE No.22839 Mao USA.Inc.FL Coo 6834 8904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 I 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE*11.7473 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 properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITPII 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,Alexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply Santayana Residence T15413507 1560697 J05 Jack-Open 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:50 2018 Page 1 I D:Dla UxD Fdhyl WegZl2RleysyVj?9-pY_QnfTSgs?8ER U pD5eDsal6iQs54 LEAe WX CxgyQAel -2-0-0 I 1-0-0 2-0-0 1-0-0 Scale=1:6.8 3 4.00 12 2 ,W' 1 4x4 = Fig 4 0-9-12 1-0-0 0-9-12 0-2-4 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 0.31 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P 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. REACTIONS. (Ib/size) 3=-90/Mechanical,4=5/Mechanical,2=256/0-3-8 Max Horz 2=47(LC 8) Max Uplift 3=90(LC 1),2=-207(LC 8) Max Gray 3=92(LC 8),4=14(LC 3),2=256(LC 1) 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.Opsf;h=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left exposed;porch 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. 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 between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) 2=207. Wafter P.Finn PE No.22839 MiTek USA,Inc.FL Cart 8834 8904 Parke East Blvd.Tampa FL 33810 Date: October 24,2018 t 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED afITEK REFERENCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is bawd 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 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 Oty Ply Santayana Residence T15413508 1560697 J06 Jack-Open 4 1 Job Reference(ootionall Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:51 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyVj?9-HkYo_?T4RA7?rb3Onp9SPngEKgBhpoUJsAGmT6yQAek -2-0-0 3-0-0 � 2-0-0 3-0-0 Scale=1:10.2 3 4.00 12 2 4 1 2x4= 0-6-4 3-0-0 0-6-4 2-5-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.01 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 2-4 >999 240 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P 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. REACTIONS. (lb/size) 3=31/Mechanical,2=250/0-3-8,4=14/Mechanical Max Horz 2=70(LC 8) Max Uplift 3=-27(LC 12),2=-196(LC 8),4=-26(LC 8) Max Gray 3=31(LC 1),2=250(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=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left exposed;porch 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. 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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,4 except(jt=lb) 2=196. Walter P.Finn PE No.22839 MiTek USA Inc.FL Cart 8834 8904 Parke East Blvd.Tampa FL 33810 Date: October 24,2018 imam t 1 Q WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ag1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®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' 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 ANSIITPI1 Quality Criteria,DSB-89 and BC51 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 Santayana Residence T15413509 1560697 J07 Jack-Open 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:51 2018 Page 1 I D:Dla U xD Fdhyl WegZl2RleysyVj?9-H kYo_?T4RA7?rb3Onp9SPngAOg7opo UJsAGmT6y0Aek 200 I 5-0-0 2-0-0 5-0-0 Scale=1:13.6 37 4.00 12 rt N 2 4 1 2x4 = 0-04 5-0-0 0-6-4 I 4-5-12 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 0.76 Vert(LL) 0.08 2-4 >733 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) 0.07 2-4 >833 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight:19 lb FT=20% 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. REACTIONS. (lb/size) 3=103/Mechanical,2=295/0-3-8,4=24/Mechanical Max Hors 2=95(LC 8) Max Uplift 3=-67(LC 12),2=-222(LC 8),4=45(LC 8) Max Gray 3=103(LC 1),2=295(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;Vuft=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left exposed;porch 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. 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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,4 except(jt=lb) 2=222. Walter P.Finn PE No.22839 MiTek USA Inc.FL Cart 8834 6904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 t I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.1W03/2015 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 fabrication,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 from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Oty Ply Santayana Residence T15413510 1560697 J08 Jack-Open 4 1 Job Reference(optional) Builders FirstSource. Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 2414:21:52 2018 Page 1 ID:DIaUxDFdhyl WegZI2RleysyVj?9-Iw6ACLUiCTFsTIeCLWghy?NLrEUnYFjS5g0J?YyQAej -2-0-0 7-0-0 2-0-0 7-0-0 Scale=1:17.3 3 A 4.00 12 2 N 2 $ �� 1 4 4x4= ( 0-6.4 7-0-0 I 0-6-4 6-5-12 Plate Offsets(X.Y)— f2:0-2-0,Edael 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 0.71 Vert(LL) 0.08 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) 0.07 2-4 >999 240 BCLL 0.0 * Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-P Weight:31 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 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=165/Mechanical,4=34/Mechanical,2=352/0-3-8 Max Horz 2=120(LC 8) Max Uplift 3=101(LC 12),4=-64(LC 8),2=259(LC 8) Max Gray 3=165(LC 1),4=102(LC 3),2=352(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left exposed;porch left exposed;C-C for members and forces 8 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 between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb) 3=101,2=259. Walter P.Finn PE No.22839 MiTek USA Inc.FL Cart 8634 6904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 Q 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 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 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 pry Ply Santayana Residence T15413511 1560697 J09 Jack-Open 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc Wed Oct 2414:21:53 2018 Page 1 ID:DIaUxDFdhyl WegZI2RleysyVj?9-D7fZPhVKznNj5vDOuEBwUCwXNeoCHizcKUltX?yQAei -2-0-0 7-0-0 I 2-0-0 7-0-0 Scale=1:17.3 3 4.00 FIT m � sA ry d ' 4 3x4= 7-0-0 7-0-0 Plate Offsets(X,Y)— r2:0-2-0.Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.12 2-4 >690 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.17 2-4 >460 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P 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. REACTIONS. (lb/size) 3=157/Mechanical,2=359/0-7-10,4=33/Mechanical Max Horz 2=119(LC 8) Max Uplift 3=-98(LC 12),2=182(LC 8) Max Gray 3=157(LC 1),2=359(LC 1),4=99(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=25ft;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 between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) 2=182. Walter P.Finn PE No.221339 MiTek USA,Inc.FL Cert 8634 6904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 i A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1003/2015 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII 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 Santayana Residence 715413512 1560697 J10 Jack-Partial 6 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:53 2018 Page 1 ID:DIaUxDFdhyl WegZl2RleysyVj?9-D7fZPhVKznNj5vD0uEBwUCwYJeolH izcKU kX?yQAei -2-0-0 6-8-15 2-0-0 6-8-15 Scale=1:16.8 3 4.00 riT N N N 4 3x4= 6-8-15 6-8-15 Plate Offsets(X,Y)— 12:0-2-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.10 2-4 >776 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.15 2-4 >517 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-P Weight:24 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. REACTIONS. (lb/size) 3=149/Mechanical,2=352/0-7-10,4=32/Mechanical Max Horz 2=116(LC 8) Max Uplift 3=-94(LC 12),2=180(LC 8) Max Gray 3=149(LC 1),2=352(LC 1),4=95(LC 3) FORCES. (lb)-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.Opsf;h=25ft;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 20.0psf 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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) 2=180. Wafter P.Finn PE No.22839 MiTek USA Inc.FL Cert 6834 8904 Parke East Blvd.Tampa FL 33810 Date: October 24,2018 1 WARNING-Verity 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 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 8904 Parke East Blvd. Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply Santayana Residence 715413513 1560697 J10T Jack-Partial 11 1 Job Reference(ootional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:54 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyV?9-hJDxd 1 Wyk5Vai3obSxiAl QSp61 DN0941Y8VQ4RyQAeh -2-0-0 I 3-3-2 I 6-8-15 2-0-0 3-3-2 3-5-13 Scale=1:17.1 4 4.00 12 � r N N N 3 `si 2x4 12x4 = 5 2 M,} 1 = 6 2x4 11 3x4= 3-3-2 F-- -- -- 3-3-2 Plate Offsets(X,Y1— 12:0-2-0,Edoel,(3:0-1-0.0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.16 6 >470 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.17 6 >460 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.01 Horz(CT) 0.07 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight:25 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 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.2 REACTIONS. (lb/size) 4=163/Mechanical,2=352/0-7-10,5=18/Mechanical Max Horz 2=116(LC 8) Max Uplift 4=-86(LC 12),2=180(LC 8) Max Gray 4=163(LC 1),2=352(LC 1),5=54(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=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;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 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 fd between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb) 2=180. Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 8834 8804 Parke East Blvd.Tampa FL 33810 Data: October 24,2018 � t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl-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 t�/� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing rvl iiek' 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/TP11 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 Santayana Residence 715413514 1560697 J11 Jack-Open 12 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:55 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyV?9-9VnJq NXaVOdRKDMnOfDPZd?zHRaGlcTvnoEzctyQAeg I -2-0-0 1-0-0 2-0-0 1-0-0 Scale=1:6.8 3 4.00 12 2 * '. 1 4 4x4= 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 240 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P 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. REACTIONS. (lb/size) 3=-99/Mechanical,2=265/0-7-10,4=5/Mechanical Max Horz 2=47(LC 8) Max Uplift 3=-99(LC 1),2=216(LC 8) Max Gray 3=100(LC 8),2=265(LC 1),4=14(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;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 20.0psf 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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) 2=216. Wafter P.Finn PE No.22839 MiTek USA.Inc.FL Cert 8634 8904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 I 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/201S 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 fabrication,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 3t2,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply Santayana Residence 715413515 1560697 J12 JACK-OPEN 12 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Od 24 14:21:56 2018 Page 1 ID:DIaUxDFdhylWegZl2 RleysyVj?9-eiLh 1jXCGillyMxzaMke6rY6lrwiU3j20S_X8KyQAef -2-0-0 I 3-0-0 � 2-0-0 3-0-0 Scale=1:10.2 3 4.00 12 2 4 1 2x4 = f 3-0-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.00 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.00 2-4 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-P 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. REACTIONS. (lb/size) 3=15/Mechanical,2=264/0-7-10,4=13/Mechanical Max Horz 2=70(LC 8) Max Uplift 3=-21(LC 12),2=176(LC 8) Max Gray 3=16(LC 22),2=264(LC 1),4=39(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=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;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 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 between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) 2=176. Wafter P.Finn PE No.22839 MiTek USA Inc.FL Cert 8634 8904 Parke East Blvd.Tampa FL 33810 Date: October 24,2018 1 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. wit Design valid for use only with MTeke 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 MI i{ ekC 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 ANSITrPI1 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 Santayana Residence T15413516 1560697 J13 Jack-Open 3 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:57 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyV?9-6uv3F2Yr10t9ZW WA73Gtf24HVFCmD WzCF6j4gmyQAee -2-0-0 5-0-0 2-0-0 5-0-0 Scale=1:13.4 3 4.00 12 2 $I 1 4 2x4= 5-0-0 5- 0 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 0.40 Vert(LL) -0.03 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.04 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight:19 lb FT=20% 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. REACTIONS. (lb/size) 3=93/Mechanical,2=304/0-7-10,4=23/Mechanical Max Horz 2=95(LC 8) Max Uplift 3=-63(LC 12),2=173(LC 8) Max Gray 3=93(LC 1),2=304(LC 1),4=69(LC 3) FORCES. (lb)-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=25ft;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 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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(it=lb) 2=173. Wetter P.Finn PE No.22839 MTek USA,Inc.FL Cert 6634 8804 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 f WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE WI-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 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 NI 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 ANSViPl1 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 Santayana Residence - T15413517 1560697 J14 Jack-Open 6 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:57 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyVj?9-6uv3F2Yr10t9ZW WA73Gtf24HVFBFD WTCF6j4gmyQAee -2-0-0I 3-4-12 I 5-0-0 2-0-03-4-12 1-7-4 Scale=1:16.8 9.00 12 4 I 4x4 3 4.00 12 IS)' r N NN N 11. E.11... 111111111 li 1 ► 6 5 2x4 I I 2x4= I 3-4-12 I 5-0-0 3-4-12 1-7-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.04 2-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.06 2-6 >996 240 BCLL 0.0 ' Rep Stress Inc( YES WB 0.03 Horz(CT) -0.02 4 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-P Weight:21 lb FT=20% 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 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=42/Mechanical,2=304/0-7-10,5=75/Mechanical Max Horz 2=102(LC 12) Max Uplift 4=-37(LC 12),2=169(LC 8),5=22(LC 12) Max Gray 4=48(LC 19),2=304(LC 1),5=83(LC 3) 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=3.0psf;h=25ft;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 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. 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)4,5 except(jt=lb) 2=169. Walter P.Finn PE No.22839 MiTek USA.Inc.FL Cart 8834 8904 Parke East Blvd.Tampa FL 33810 Date: October 24,2018 4 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE a1I-7473 rev.10/03/2015 BEFORE USE. till 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' eke 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 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 Santayana Residence T15413518 1560697 J14A Jack-Open 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:58 2018 Page 1 I D:DIaUxDFd hyl WegZl2 Rleysyv?9-a4TSSOZToJ??Bg5M h nn6 BGdVPf VbyzN LTmTe D CyQAed 3-4-12 5-0-0 3-4-12 1-7-4 Scale=1:16.2 3 9.00 12 A 4x4% 4.00 12 2 ADEQUATE , SUPPORT III 7, REQUIRED. 5 4 2x4 II 2x4 = 3-4-12 5-0-0 3-4-12 1-7-4 Plate Offsets(X,Y)— 11:0-0-8,0-0-4j LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.07 1-5 >861 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.08 1-5 >695 240 BCLL 0.0 * Rep Stress Incr YES WB 0.05 Horz(CT) -0.03 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight:18 lb FT=20% 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 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=156/Mechanical,3=42/Mechanical,4=114/Mechanical Max Horz 1=84(LC 12) Max Uplift 1=-40(LC 8),3=-37(LC 12),4=36(LC 12) Max Gray 1=156(LC 1),3=48(LC 19),4=114(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;Vuit=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces 8,MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3,4. Walter P.Finn PE No.22839 MiTek USA Inc.FL Cart 8834 8904 Parke East Blvd.Tampa FL 33810 Date: October 24,2018 A a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.10/03/2015 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 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 MI ie kF 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 Qty Ply Santayana Residence T15413519 1560697 J15 Jack-Open 6 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:21:59 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyV?9-2G1ggka5Zd7spggYFUILkTAd 2nwhQkUiQCBleyQAec -2-0-0 3-4-12 7-0-0 2-0-0 3-4-12 3-7-4 Scale:1/2"=1' 4 9.00 12 • 4x4 ‘4. 4.00 12 30 2 11101 1 6 2x4 = 2x4 5 3-4-12 7-00 3-4-12 3-7-4 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 0.40 Vert(LL) 0.17 5-6 >471 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.25 5-6 >317 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(CT) -0.09 4 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-P Weight:27 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 7-0-0 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 REACTIONS. (lb/size) 4=96/Mechanical,2=359/0-7-10,5=94/Mechanical Max Horz 2=156(LC 12) Max Uplift 4=-85(LC 12),2=159(LC 8),5—18(LC 12) Max Gray 4=112(LC 19),2=359(LC 1),5=115(LC 3) 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=3.0psf;h=25ft;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 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. 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)4,5 except(jt=lb) 2=159. Walter P.Finn PE No.22839 MiTek USA Inc.FL Cart 6634 8904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 IMMO t t 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 properly incorporate this design into the overall MiTek` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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/TPII 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 Santayana Residence 715413520 1560697 J15A Jack-Open 6 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:00 2018 Page 1 I D:DIaUxDFdhyl WegZl2RleysyVj?9-WTbCt4ajJxFjQ_FkpCpaGhig4SCyQriex4ykH5yQAeb 3-4-12 I 7-0-0 3-4-12 3-7-4 Scale=1:23.5 3 9.00 FF /' 4.00 12 4x4 2 r r.1 r g ILS1011 ADEQUATE 5 SUPPORT REQUIRED.2x4 = 2x4 II 4 3-4-12 I 7-0-0 3-4-12 3-7-4 Plate Offsets(X.Y1— 11:0-0-8,0-0-41 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 0.25 Vert(LL) 0.20 5 >422 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.27 4-5 >305 240 BCLL 0.0 * Rep Stress Incr YES WB 0.06 Horz(CT) -0.11 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-P Weight:24 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 7-0-0 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=220/Mechanical,3=96/Mechanical,4=124/Mechanical Max Horz 1=138(LC 12) Max Uplift 1=-39(LC 8),3=-85(LC 12),4=-28(LC 12) Max Gray 1=220(LC 1),3=112(LC 19),4=126(LC 3) 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=3.0psf;h=25ft;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 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. 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)1,3,4. Walter P.Finn PE No.22839 Wok USA Inc.FL Cart 8834 8904 Parke East Blvd.Tampa FL 33810 Date: October 24,2018 r A WARNING-Verify design parameters and READ NOTES ON TIPS 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 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 ANSI/TPI1 Quality Criteria,DSB-89 and BC5I 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 Santayana Residence 715413521 1560697 J16 Jack-Closed 7 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:00 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyVj?9-WTbCt4ajJxFjQ_FkpCpaGhipOSFhQsiex4ykH5yQAeb I -2-0-0 I 1-4-0 2-0-0 1-4-0 Scale=1:7.4 3 4.00 12 2 3 4 1 3x4= I 1-4-0 I 1-4-0 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 0.32 Vert(LL) 0.00 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) 0.00 2-4 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-P Weight:7 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=243/0-7-10,4=51/Mechanical Max Horz 2=60(LC 8) Max Uplift 2=-197(LC 8),4=-51(LC 1) Max Gray 2=243(LC 1),4=54(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;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 between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb) 2=197. Wafter P.Finn PE No.22839 Milk USA,Inc.FL Cart 8834 8904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 1 I QWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEapt-7473 rev.10M3Q015 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 e�A building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 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,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply Santayana Residence T15413522 1560697 TOt Roof Speaal Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:02 2018 Page 1 I D:DIaUxDFdhylWegZl2RleysyVj?9-SriylmczrYWRgHP7wdr2L6o8mGm9uhcxOORrMzyQAeZ -2-0-0 I 2-4-1 5-0-0 10-4-0 ` 15-8-0 18-5-15 20-5-8 I 22-5-8 2-0-0 2-4-1 2-7-15 5-4-0 5-4-0 2-9-15 1-11-9 2-0-0 Scale=1:41.2 4x8 = 2x4 II 4x8 = 9.00 12 4 5 6 I 4.0012 6x8 30/ 7 5x8 �� m TT c5 � ml 2 .6....„ 8 1 ■ �■ 917 -3x6 14 15 13 12 11 16 10 4x4 6x8 = 7x8 = 6x8 = 3x4= 2-4-1I 5-0-0 I _ 10-4-0 I 15-8-0 18-5-15 I 20-5-8 2-4-1 2-7-15 5-4-0 5-4-0 2-9-15 1-11-9 Plate Offsets(X,Y)— [2:0-3-11,0-1-8],[3:0-2-12,0-2-0],[4:0-6-0,0-2-0],[6:0-6-0,0-2-0],[7:0-3-8,0-2-4],[8:0-3-4,Edge],[10:0-1-6,0-1-1],[11:0-3-8,0-3-12],[12:0-4-0,0-4-8], [13:0-3-8,0-3-12],[14:0-1-6,0-1-1] 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 0.36 Vert(LL) -0.12 12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.19 12 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.36 Horz(CT) 0.05 8 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:124 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-14 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-5-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=1333/0-3-8,2=1353/0-3-8 Max Horz 2=46(LC 31) Max Uplift 8=-456(LC 5),2=-480(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2924/971,3-4=-2160/718,4-5=-1977/650,5-6=-1977/650,6-7=2114/689, 7-8=-2638/851 BOT CHORD 2-14=-920/2745,13-14=-929/2775,12-13=561/1768,11-12=509/1726,10-11=-805/2549, 8-10=-780/2475 WEBS 3-13=1092/406,4-13=-313/940,4-12=237/300,5-12=-311/174,6-12=-232/327, 6-11=-281/886,7-11=-888/328,7-10=-315/104 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=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 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 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) 8=456,2=480. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)596 lb down and 251 lb up at 4-0-12,and 567 lb down and 224 lb up at 16-4-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)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(Of) Wafter P.Finn PE No.22839 Vert:1-3=-54,3-4=-54,4-6=-54,6-7=-54,7-9=-54,2-8=10 MnTNr USA,Inc.FL Cert 6634 Concentrated Loads(Ib) 6904 Parke East Blvd.Tampa FL 33810 Vert:15=596(B)16=567(B) Date: October 24,2018 I I 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,notMi. 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 ANSIITPfI 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 Santayana Residence T15413523 1560697 T02 Roof Special 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Od 24 14:22:03 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyVj?9-w2GLV6dbcseIHR_JUKMHuJKGYgCcd8U4d2A0us yQAeY -2-0-0 I 2-4-1 i 7-0-0 l 13-8-0 I 18-5-15 i 20-5-8 22-5-8 2-0-0 2-4-1 4-7-15 6-8-0 4-9-15 1-11-9 2-0-0 Scale=1:41.2 4x8 = 4x6 = 4 5 9.00 12 121 Z1 m 4.00 12 4x4 % 4 6 4x4 3 Ti 2 �i ,..44, 7 d 1�;} n G1 •11.= I��_ .in �dl"I. ="r �� 8 13 43x4= 13 12 11 10 9 3x4 =, 2x4 II 4x4 = 3x4 = 4x8 = 2x4 II 2-4-1I 7-0-0 l 13-8-0 1 18-5-15 I 20-5-8 2-4-1 4-7-15 6-8-0 4-9-15 1-11-9 Plate Offsets(X,YI— 12:0-2-0.Edoel.14:0-6-0.0-2-01[5:0-4-0,0-2-0],17:0-2-4,Edoel 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 0.55 Vert(LL) -0.06 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.11 12-13 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.38 Horz(CT) 0.04 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:110 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=759/0-3-8,7=763/0-4-10 Max Horz 2=85(LC 11) Max Uplift 2=201(LC 12),7=200(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-14361788,3-4=-891/502,4-5=670/480,5-6=-880/492,6-7=1347/730 BOT CHORD 2-13=653/1318,12-13=667/1325,10-12=231/681,9-10=-645/1241,7-9=-625/1228 WEBS 3-12=777/463,4-12=-51/276,5-10=31/265,6-10=752/419 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=13omph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;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 3)Provide adequate drainage to prevent water ponding. 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 20.0psf 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. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=201,7=200. Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 8834 8904 Parke East Blvd.Tampa FL 33810 Date: October 24,2018 1 I ....- a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1I-7473 rev.10/03/2015 BEFORE USE. Nut 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 r� 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,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply Santayana Residence T15413524 1560697 T03 Roof Special 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:04 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyVj?9-PEgjjSeEN9m9vbYW22uWRXtNA3XgMXDEsiwyQsyQAeX -3-3-8 I1-0-9 7-8-8 10-4-8 17-2-7 19-2-0 21-2-0 3-3-8 1-0-9 6-7-15 2-8-0 6-9-15 1-11-9 2-0-0 Scale=1:43.9 4x8 = 4x6 _ 4 5 9.00 12 4.00 12 5x12 3 6 4x6 2 , 7 8 I$ 6x8 I 13 12 3x4= 10 9 3x4 = 2x4 II 4x4 = 4x8= 2x4 II 11-0-9 7-8-8 10-4-8 17-2-7 19-2-0 14-9 6-7-15 2-8-0 6-9-15 1-11-9 Plate Offsets(X,YH j4:0 6 0,0 2-01,15:0 4 0,0 2-01.17:0 2-0.Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.09 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.17 9-10 >999 240 BCLL 0.0 ` Rep Stress Incr YES WB 0.61 Horz(CT) 0.03 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:120 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-1-15 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-10 SLIDER Left 2x4 SP No.3 0-10-4 REACTIONS. (lb/size) 2=795/0-3-8,7=716/0-3-8 Max Horz 2=-127(LC 10) Max Uplift 2=-224(LC 12),7=-203(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1110/379,3-4=-697/358,4-5=-599/407,5-6=-717/367,6-7=-1488/707 BOT CHORD 2-13=-232/999,12-13=-232/999,10-12=-54/470,9-10=-655/1427,7-9=-627/1420 WEBS 3-12=-651/186,6-10=-1057/582 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=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces S MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 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 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) 2=224,7=203. Walter P.Finn PE No.22339 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 � I WARNING-Verily 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 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 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,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply Santayana Residence T15413525 1560697 T04 Roof Special 7 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:05 2018 Page 1 ID:DIaUxDFdhylWeg2I2RleysyVj?9-tQ05woes8TuOX17iblPIzkPYwTsW53?N4MgVzIyQAeW -3-3-811.0-9 5-0-8 9-0.8 13-0-8 I 17-2-7 i 19-2-0 21-2-0 3-3-8 1-0-9 4-0-0 4-0-0 4-0-0 4-1-15 1-11-9 2-0-0 4x4 = Scale:1/4"=1' 5 PI 9.00 1-1-2- 4x4 4x4 4 6 • 4:i• �1 4.00 EIT4x12 4x4 1 m 2 8 a 1 9 I$ 6x8 II 12 11 10 3x4 = 3x4 = 5x8 = 3x4= 11-0-9 I 9-0-8 17-2-7 19-2-0 1-0-9 7-11-15 8-1-15 1-11-9 Plate Offsets(X,YH [8:0-2-0,Edgel.111:0-4-0.0-3-01 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 0.82 Vert(LL) -0.13 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.23 10-11 >991 240 BCLL 0.0 * Rep Stress Inc: YES WB 0.32 Horz(CT) 0.02 8 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:116 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except: WEBS 2x4 SP No.3 8-9-6 oc bracing:8-10. SLIDER Left 2x4 SP No.3 0-10-4 REACTIONS. (lb/size) 2=795/0-3-8,8=716/0-3-8 Max Horz 2=-153(LC 10) Max Uplift 2=-229(LC 12),8=-208(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-981/212,3-4=-1097/236,4-5=-681/388,5-6=-683/390,6-7=-1816/807, 7-8=1353/530 BOT CHORD 2-12=-97/794,11-12=-153/631,10-11=214/632,8-10=-432/1255 WEBS 4-12=-146/510,4-11=-327/236,5-11=-310/603,6-11=-410/305,6-10=-394/1035, 7-10=705/374 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=25ft;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 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=229,8=208. Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cart 8634 6904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 t 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/1015 BEFORE USE. Design valid for use only with M7ek5i 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 ANSUTPI1 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 Santayana Residence T15413526 1560697 T05 Roof Special Girder 1 1 • Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:07 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyVj?9-ppWrLTg6g48km3H5jARD29V?VHTdZyzgYg9c1 ByQAeU z-0-0 2-4-1 5-0-0 I 10-4-0 15-8-0 18-5-15 20-5-8 I 22-5-8 2-0-0 2-4-1 2-7-15 5-4-0 5-4-0 2-9-15 1-11-9 2-0-0 Scale=1:41.2 4x8 2x4 II 4x8 = 9.00 12 4 5 6 ,000/ g e a.00 1z sxe 3 7 5x8 •• 5' c5 r'� 2 —i �� 8 �? I 0 l erll 8x6 14 15 13 12 11 16 10 4x4 6x8 = 7x8 = 6x8 = 2-4-1I 5-0-0 I 10-4-0 l 15-8-0 18-5-15 20-5-8 2-4-1 2-7-15 5-4-0 5-4-0 2-9-15 1-11-9 Plate Offsets(X,V)— [2:0-3-11,0-1-8],[3:0-2-12,0-2-0],[4:0-6-0,0-2-0],[6:0-6-0,0-2-0],[7:0-3-8,0-2-4],[8:0-3-8,Edge],[10:0-1-6,0-1-1],[11:0-3-8,0-3-12],[12:0-4-0,0-4-8], [13:0-3-8,0-3-121,[14:0-1-6,0-1-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.12 12 >999 360 MT20 24.4/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.19 12 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.35 Horz(CT) 0.05 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:124 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-4 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-6-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=1349/0-4-10,2=1337/0-3-8 Max Horz 2=46(LC 12) Max Uplift 8=-477(LC 5),2=-472(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2881/947,3-4=2135/707,4-5=-1967/655,5-6=1967/655,6-7=-2114/713, 7-8=2613/881 BOT CHORD 2-14=-897/2704,13-14=907/2736,12-13=551/1747,11-12=530/1726,10-11=-830/2517, 8-10=-806/2444 WEBS 3-13=1072/393,4-13=299/919,4-12=220/296,5-12=311/174,6-12=-251/319, 6-11=303/891,7-11=-855/333,7-10=-308/100 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=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 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 20.0psf 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. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 8=477,2=472. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)575 lb down and 236 lb up at 4-0-12,and 589 lb down and 250 lb up at 16-4-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)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(plf) Waiter P.Finn PE No.22839 Vert:1-3=54,3-4=-54,4-6=-54,6-7=-54,7-9=-54,2-8=10 MiTek USA.Inc.FL Cert 8834 Concentrated Loads(Ib) Vert:15=575(F)16=589(F) 4904 Parke East Blvd.Tampa FL 33810 Date: October 24,2018 1 t mit 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 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. 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 ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6914 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 Santayana Residence T15413527 1560697 T06 Roof Special 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:08 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyV?9-H?4EZphkROGbODsHHtySbN1 CvhyGlS5pmKu9ZdyQAeT 1 2-4-1 6-1-0 I 9-9-15 12-2-0 2-4-1 3-8-15 3-8-15 2-4-1 4x4 = Scale=1:24.6 3 9.00 12 4.00 12 4x4 4 4x4 2 A 5 1 • 8 7 6 304= 2x4 I 4x8= 2x4 I 3x4 = 2-4-1 6-1-0 9-9-15 12-2-0 2-4-1 3-8-15 3-8-15 2-4-1 Plate Offsets(X,Y)— j1:0-1-4,Edge],[5:0-1-4,Edge] 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 0.19 Vert(LL) -0.03 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 6-7 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.17 Horz(CT) 0.02 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:58 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 8-2-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=385/Mechanical,5=385/Mechanical Max Horz 1=67(LC 9) Max Uplift 1=-104(LC 12),5=-104(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-907/568,2-3=-473/301,3-4=-473/301,4-5=-907/568 BOT CHORD 1-8=-509/840,7-8=518/841,6-7=-518/841,5-6=-509/840 WEBS 3-7=-174/306,4-7=-539/413,2-7=-539/413 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=25ft;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 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. 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) 1=104,5=104. Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cart 8634 6904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 t f ®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 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 ANSITTPl1 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 Santayana Residence T15413528 1560697 T07 Roof Special 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:09 2018 Page 1 I D:Dla UxDFdhylWegZl2Rleysyv?9-ICdcm9hMCiOS?MRTgbTh8aaPn4181 vEz?_ej63yQAeS { 3-4-0 ' 6-1-0 I 8-10-0 12-2-0 3-4-0 2-9-0 2-9-0 3-4-0 4x4= Scale=1:25.9 3 9.00 12 2x4 I I 4x4 2x4 II 4 4x4 = 5 ISI El) 6 3x8= 3x4 = 3x4 = 6-1-0 I 12-2-0 6-1-0 6-1-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.03 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.05 6-7 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.17 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:66 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-5-14 oc bracing. REACTIONS. (lb/size) 8=380/Mechanical,6=380/Mechanical Max Harz 8=55(LC 8) Max Uplift 8=-104(LC 12),6=-104(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-450/280,34=450/280 BOT CHORD 7-8=-385/562,6-7=-385/562 WEBS 2-8=-597/416,2-7=-271/249,3-7=-202/331,4-7=-271/249,4-6=-597/416 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=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 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 20.0psf 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. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 8=104,6=104. Wafter P.Finn PE No.22839 MiTek USA Inc.FL Cart 6834 6904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. hut 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 ANSI/TPI1 Quality Criteria,DSB-89 and BCSf Building Component 6904 Pawn 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 Santayana Residence T15413529 1560697 T08 Half Hip Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:10 2018 Page 1 ID:DIaUxDFdhylWegZI2RleysyV?9-DOB_zV_z?WIdW0f01?wgo7 WN UaZmL76EeNGe WyQAeR 2-4-1 I 4-0-0 2-4-1 1-7-15 1-0-0 4x4 =3 42x4 II Scale=1:14.6 9.400 12 1rMill 4.00 12 5x12 i m 2 ' , 1 1141 r I Aida =' x4= 6 7 9 6 5 3x4 = 4x4= 2x4 II 2-4-1 I 4-0-0 I 5-0.0 I 2-4-1 1-7-15 1-0-0 Plate Offsets(X,11- [1:0-2-12,Edge).(2:0-1-8.0-1-121.(7:0-1-6.0-1-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.02 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.03 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.20 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:28 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=555/0-3-8,5=606/Mechanical Max Horz 1=72(LC 23) Max Uplift 1=160(LC 8),5=241(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1064/292 BOT CHORD 1-7=-334/994,6-7=-305/893 WEBS 2-7=-148/517,2-6=897/303 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. 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) 1=160,5=241. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)52 lb down and 46 lb up at 4-10-4 on top chord,and 375 lb down and 114 lb up at 1-4-12,and 370 lb down and 114 lb up at 3-4-12,and 148 lb down and 65 lb up at 4-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)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(plf) Vert:1-2=54,2-3=-54,3-4=54,1-5=10 Concentrated Loads(Ib) Vert:4=20(F)6=94(F)8=-375(B)9=370(B) Wafter P.Finn PE No.22839 MiTek USA Inc.FL Cart 8834 8904 Parke East Blvd.Tampa FL 33110 Date: October 24,2018 meow t � 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 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 MiTek* 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 ANSVTPI1 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,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply Santayana Residence T15413530 1560697 T09 Half Hip Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:11 2018 Page 1 I D:DIaUxDFdhyl WegZl2RleysyVj?9-halMBrjdkJe9Fgbsy0W9D?fi3uw3VpSFTH7gAyyQAeQ 2-4-1 I 4-3-0 2-4-1 1-10-15 0-9-0 4x4= 42x4 I I Scale=1:15.6 9.00 4.00 12 2 1 I41 . „t x4 = 87 9 10 6 5 3x4= 5x12* 4x4 = 2x4 II 2-4-1 430 5-0-0 2-4-1 1-10-15 0-9-0 Plate Offsets(X,Y)— [1:0-2-12,Edael,17:0-1-6.0-1-11,17:0-1-8,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.02 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.03 6-7 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.19 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:29 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=556/0-3-8,5=577/Mechanical Max Horz 1=79(LC 8) Max Uplift 1=158(LC 8),5=-214(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1070/289 BOT CHORD 1-7=-337/1000,6-7=-309/902 WEBS 2-7=-142/501,2-6=-909/308 NOTES- 1)Wind:ASCE 7-10;VuIt=13omph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. 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) 1=158,5=214. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)375 lb down and 114 lb up at 1-4-12,and 370 lb down and 114 lb up at 3-4-12,and 151 lb down and 60 lb up at 4-0-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)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(plf) Vert:1-2=54,2-3=-54,3-4=-54,1-5=10 Concentrated Loads(lb) Vert:8=375(F)9=-370(F)10=-86(B) Walter P.Finn PE No.22839 MiTek USA.Inc.FL Cert e834 6904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 t I mit ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ANI-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 `A building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iVi 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 ANSIITPII 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,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply Santayana Residence 715413531 1560697 T10 Roof Special 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:12 2018 Page 1 ID:DIaUxDFdhyl WegZl2RleysyVj?9-AnJkOBkFVdmOsgA2 Wj 101DCwOlJrEGzPhxsNiOyQAeP 3-4-0 6-1-0 8-10-0 12-2-0 3-4-0 2-9-0 2-9-0 3-4-0 404= Scale=1:25.9 3 9.00 12 2x4 I I 4x4 2x4 11 4 4x4 = 5 d d a I e I e 7 6 8 3x8= 3x4 = 3x4 = 6-1-0 I 12-2-0 I 6-1-0 6-1-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.03 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.05 6-7 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.17 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:66 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-5-14 oc bracing. REACTIONS. (lb/size) 8=380/Mechanical,6=380/Mechanical Max Horz 8=-55(LC 8) Max Uplift 8-104(LC 12),6=-104(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-450/280,3-4=-450/280 BOT CHORD 7-8=-385/562,6-7=-385/562 WEBS 2-8=-597/416,2-7=271/249,3-7=-202/331,4-7=-271/249,4-6=-597/416 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=25ft;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 3)Provide adequate drainage to prevent water ponding. 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 20.0psf 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. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 8=104,6=104. Walter P.Finn PE Na.22839 MiTek USA,Inc.FL Cert 8834 8904 Parke East Blvd.Tampa FL 33810 Date: October 24,2018 f ®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 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 bracing MiTek is always required for stability and to prevent collapse wish 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 Qty Ply Santayana Residence T15413532 1560697 T11 Roof Special 1 1 Job Reference(optionall Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:13 2018 Page 1 I D:Dla U xD Fdhyl WegZI2 RleysyVj?9-ezt7cXktGwutU_I E 3 RYd I Q 13eifRzjKYwbcwFgyQAeO 2-4-1 6-1-0 I 9-9-15 12-2-0 2-4-1 3-8-15 3-8-15 2-4-1 4x4 = Scale=1:24.6 3 LAJ 9.00 12 4.00 ,2 4x4% 4 4x4 2 5 1 — — • 8 7 6 3x4 = 2x4 II 4x8= 2x4 I I 3x4 = 2-4-1 6-1-0 9-9-15 12-2-0 2-4-1 3-8-15 3-8-15 2-4-1 Plate Offsets(X,Y)— [1:0-1-4,Edge],[5:0-1-4,Edge] 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 0.19 Vert(LL) -0.03 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 6-7 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.17 Horz(CT) 0.02 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:58 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 8-2-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=385/Mechanical,5=385/Mechanical Max Horz 1=67(LC 9) Max Uplift 1=-104(LC 12),5=-104(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-907/568,2-3=473/301,3-4=-473/301,4-5=-907/568 BOT CHORD 1-8=-509/840,7-8=-518/841,6-7=-518/841,5-6=-509/840 WEBS 3-7=-174/306,4-7=-539/413,2-7=-539/413 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=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces 8,MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. 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) 1=104,5=104. Walter P.Finn PE No.22339 MiTek USA,Inc.FL Cert 6834 4904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 ®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 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` 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 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,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply Santayana Residence 115413533 1560697 T13 Half Hip Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:14 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyVj?9-69RVpsIVOE0k68JRd83sreHCM5yVi96i9FLUnHyQAeN 2-4-1 4-0-0 5-0-0 2-4-1 1-7-15 1-0-0 4x4 =3 4204 I I Scale=1:14.6 9.00 12 OM= 4.00 12 5x12 'i 2 1 P.1111r11:1111 —1111111. 1111 II Ak x4= 8 7 9 6 5 =, 3x4 = 4x4= 2x4 I I 2-4-1 4-0-0 5-0-0 2-4-1 1-7-15 1-0-0 Plate Offsets(X,Y)— (1:0-2-12,Edoel.12:0-1-8,0-1-121,17:0-1-6,0-1-11 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 0.32 Vert(LL) -0.02 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.03 6-7 >999 240 BCLL 0.0 * Rep Stress lncr NO WB 0.20 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:28 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=555/0-3-8,5=585/Mechanical Max Horz 1=72(LC 23) Max Uplift 1=-162(LC 8),5=-226(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1064/300 BOT CHORD 1-7=-341/994,6-7=312/893 WEBS 2-7=-150/516,2-6=896/309 NOTES- 1)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. 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) 1=162,5=226. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)61 lb down and 53 lb up at 4-0-0 on top chord,and 375 lb down and 114 lb up at 1-4-12,and 370 lb down and 114 lb up at 3-4-12,and 148 lb down and 65 lb up at 4-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)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(plf) Vert:1-2=-54,2-3=-54,3-4=-54,1-5=10 Concentrated Loads(Ib) Vert:6=-94(B)8=375(F)9=370(F) Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 8634 6904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 i t ®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 ony 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 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,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Ory Ply Santayana Residence T15413534 1560697 T13A Half Hip Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:15 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyVj?9-aL?t1 Cm7nY8bkHudBra5Nrg03VI?RdSrNv51 JjyQAeM 2-4-1 i 4-3-0 5-0-0 2-4-1 1-10-15 0-9-0 4x4=3 4254 II Scale=1:15.6 9.00 4.00 12 2 odioMOM 16/kx4 = ? 9 10 6 5 3x4= 5x12 4x4 = 2x4 II 2-4-1 4-3-0 5-0-0 2-4-1 1-10-15 0-9-0 Plate Offsets(X.Y)- 11:0-2-12,Edael.[7:0-1-6,0-1-11.17:0-1-8.0-1-121 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 0.26 Vert(LL) -0.02 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.03 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.19 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:29 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=556/0-3-8,5=599/Mechanical Max Horz 1=79(LC 8) Max Uplift 1>158(LC 8),5=-240(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1070/288 BOT CHORD 1-7=-337/1000,6-7=-309/902 WEBS 2-7=-143/501,2-6=9091308 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=158.5=240. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)52 lb down and 52 lb up at 4-10-4 on top chord,and 375 lb down and 114 lb up at 1-4-12,and 370 lb down and 114 lb up at 3-4-12,and 151 lb down and 60 lb up at 4-0-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)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(plf) Vert:1-2=-54,2-3=-54,3-4=54,1-5=10 Concentrated Loads(Ib) Vert:4=-22(F)8=-375(B)9=-370(B)10=-86(F) Walter P.Finn PE No.22833 MITek USA Inc.FL Cert 8634 6904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 thut Q 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 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 cotapse 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.Sade 312,Aiexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply Santayana Residence T15413535 1560697 T14 Half Hip Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:16 2018 Page 1 I D:DIa UxDFdhylWegZl2RleysyVj?9-2YYFEYnIYrGSLRTpIZ5Kw3NTavX9A2o?cZgar9yQAeL -2-0-0 7-0-0 10-3-13 13-9-0 2-0-0 7-0-0 3-3-13 3-5-3 Scale=1:26.4 4x8 = 2x4 II 3x4= 3 9 10 11 5 4.00 I 77 / I 2 r_ 1:1 e I� 112 13 14 8 6 354 = 2x4 II 7 2x4 II 3x8= 10-0-4 I 7-0-01 10-3-13 19-7- 0 13-9-0 0-6-4 6-5-12 3-3-13 0-3.1 3-1-6 Plate Offsets(X,Y1— 13:0-5-4.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.11 2-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.12 2-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.31 Horz(CT) -0.01 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-9-6 oc bracing. REACTIONS. (lb/size) 2=506/0-3-8,7=1239/0-7-10 Max Horz 2=120(LC 4) Max Uplift 2=-425(LC 4),7=-793(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-589/525,3-4=103/279,4-5=-102/279 BOT CHORD 2-8=-528/496,7-8=-550/512 WEBS 3-8=-359/440,3-7=975/804,4-7=-385/237,5-7=-364/132 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);cantilever left exposed;porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=425,7=793. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)171 lb down and 207 lb up at 7-0-0,111 lb down and 107 lb up at 9-0-12,and 103 lb down and 105 lb up at 11-0-12,and 115 lb down and 103 lb up at 13-0-12 on top chord,and 229 lb down and 283 lb up at 7-0-0,72 lb down and 74 lb up at 9-0-12,and 69 lb down at 11-0-12,and 76 lb down at 13-0-12 on bottom 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). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-5=-54,2-6=10 Concentrated Loads(Ib) Vert:8=-196(F)3=-171(F)9=111(F)10=103(F)11=115(F)12=-24(F)13=-23(F)14=-25(F) Waiter P.Finn PE No.22839 MiTek USA,Inc.FL Cart 8834 8804 Parke East Blvd.Tampa FL 33810 Date: October 24,2018 t 1 A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7173 rev.10A03/2015 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 properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truechord web and/or members only.Additional temporary and permanent bracing MI l;{ ake 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 ANSITPII 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,Alexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply Santayana Residence T15413536 1560697 T15 Half Hip 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Od 24 14:22:17 2018 Page 1 ID:DlaUxDFdhylWegZl2RleysyV?9-Wk6dRuoNJ9PJzb201GdZSGvZIJ_7vWk8rDa8OcyQAeK -2-0-0 l 9-0-0 13-9-0 2-0-0 9-0-0 4-9-0 Scale=1:26.4 5x6 3x4= 4 5 4.00 ,2 3x4 3 3x4 tib 2 = 6x8= 82x4 /i 6 7 2x4 3x4 = II 3x4= 10-6-4 I 6-3-10 9-0-0 10-3-13 10.7- 0 13-9-0 0-6-4 5-9-5 2-8-6 1-3-13 0-3-13 3-1-6 Plate Offsets(X,Y)— 12:0-1-9,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/def) Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.12 2-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) 0.10 2-8 >999 240 BCLL 0.0 ' Rep Stress Inc( YES WB 0.20 Horz(CT) -0.01 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:72 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-8-8 oc bracing. SLIDER Left 2x4 SP No.3 4-2-3 REACTIONS. (lb/size) 2=420/0-3-8,7=558/0-7-10 Max Horz 2=144(LC 8) Max Uplift 2=318(LC 8),7=-327(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 24=249/530 BOT CHORD 2-8=-583/195 WEBS 4-7=-461/685,4-8=-557/247 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left exposed;porch left exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=318,7=327. Walter P.Finn PE No.22839 MiTek LISA.Inc.FL Cert 8834 8904 Parke East Blvd.Tampa FL 33810 Date: October 24,2018 i Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE*1167473 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPl1 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 Santayana Residence T15413537 1560697 T16 Half Hip 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:18 2018 Page 1 I D:Dla UxD Fdhyl WegZl2 RleysyV?9-_wgOfEo04TXAbldCs_8o?U StzjN?eyQ H4tJ hw2yQAeJ -2-0-0 i 5-5-15 I 11-0-0 13-9-0 2-0-0 5-5-15 5-6-1 2-9-0 Scale=1:26.4 5x6 = 2x4 I I 5 6 4.00 12 3x4% 4 3x4 tros 3 2 Po' 2 v v 1 Z 6x8= 9 7 3x4 = 2x4 II 8 3x4= 3x4= IQ-6-4 I 5-5-15 10-7-10 13-9-0 0-6-4 4-11-11 5-1-11 3-1-6 Plate Offsets(X.Y>— 12:0-1-9.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.06 2-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(CT) 0.06 2-9 >999 240 BCLL 0.0 ' • Rep Stress Incr YES WB 0.30 Horz(CT) -0.01 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:75 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-11-8 oc bracing. SLIDER Left 2x4 SP No.3 2-5-1 REACTIONS. (lb/size) 2=415/0-3-8,8=562/0-7-10 Max Horz 2=168(LC 8) Max Uplift 2=-307(LC 8),8=-335(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=450/759 BOT CHORD 2-9=-885/379,8-9=-885/379 WEBS 4-9=-341/161,4-8=-520/1019,5-8=-328/279 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vut=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left exposed;porch left exposed,C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 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 20.0psf 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. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=307,8=335. Walter P.Finn PE No.22839 MiTek USA,Inc.FL Curt 8834 8904 Parke East Blvd.Tampa FL 33810 Date: October 24,2018 f A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI-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 chord members only.Additional temporary and permanent bracing Ma;a' lek° 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,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply Santayana Residence 715413538 1560697 T16A Half Hip 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:18 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyV?9-_wg0fEo04TXAbldCs 8o?USgCjN5exuH4tJhw2yQAeJ -2-0-0 5-6-7 13-0-0 13-9-0 2-0-0 5-6-7 7-5-9 0-9-0 5x6= Scale=1:28.4 2x4 II 5 8 jTl 4.00 12 3x4 oS 4 3x4 2 1111. 1H Y Y -� 6x8 — 3x4 = 2x4 II 8 3x4 = 3x4 = I0-64I 5-6-7 I 10-7-10 13-9-0 0-6-4 5-0-3 5-1-3 3-1-6 Plate Offsets(X,Y)— [2:0-1-9,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.06 2-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) 0.06 2-9 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.34 Horz(CT) -0.01 8 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:78 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-9-10 oc bracing. SLIDER Left 2x4 SP No.3 2-5-5 REACTIONS. (lb/size) 2=420/0-3-8,8=558/0-7-10 Max Horz 2=192(LC 8) Max Uplift 2=-300(LC 8),8=-344(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-4=-499/764 BOT CHORD 2-9=-937/432,8-9=-937/432 WEBS 49=-338/161,4-8=-618/1132,5-8=-326/291,5-7=-197/274 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left exposed;porch left exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 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 20.0psf 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. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=300,8=344. Walter P.Finn PE No.22839 MN*USA.Inc.FL Cart 8834 6904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 t A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/0312015 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 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 twos 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,Alexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply Santayana Residence 715413539 1560697 T17 Monopitch 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:19 2018 Page 1 ID:DIaUxDFdhylWegZl2Rleysyv?9-S7EOsapermfl CvCOQhf1 Yh?2g6j0M03RIX3FSUyQAeI -2-0-0 5-6-7 10-3-13 I 15-10-0 2-0-0 5-6-7 4-9-6 5-6-3 2x4 I I Scale=1:33.2 4.00 It2 7 3x4 6 3x4 � ;q 5 3x4 riS 0 4 3x4% 3 r 5x6 — 10 �4 3x4 = 2x4 II 9 8 6x8 = 3x4= 3-6.41 5-6-7 I 10-3-13 i 15-10-0 3-6-4 5-0-3 4-9-6 5-6-3 Plate Offsets(X,Y)— 12:0-2-9.0-2-81.19:0-3-8,0-3-01 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 0.34 Vert(LL) 0.06 2-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) 0.05 2-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(CT) -0.01 9 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:86 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. SLIDER Left 2x4 SP No.3 2-5-5 REACTIONS. (lb/size) 8=69/0-3-8,2=400/0-3-8,9=642/0-7-10 Max Horz 2=225(LC 8) Max Uplift 8=-54(LC 12),2=-268(LC 8),9=-416(LC 8) Max Gray 8=78(LC 20),2=400(LC 1),9=642(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-377/430,4-6=400/157 ROT CHORD 2-10=-655/307,9-10=-655/307 WEBS 4-10=-353/154,4-9=-445/937,6-9=-421/544,6-8=-264/138 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left exposed;porch 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. 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 between the bottom chord and any other members. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8 except(jt=lb) 2=268,9=416. Walter P.Finn PE No.22839 MiTek LISA,Inc.FL GR 8834 8904 Parke East Blvd.Tampa FL 33810 Date: October 24,2018 A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII•7473 rev.10/03/2015 BEFORE USE. • T.. Design valid for use only with Mick®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' 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 ANSITPII Quality Criteria,DS13-09 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 Santayana Residence 715413540 1560697 T17A Monopitch 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:20 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyVj?9-xJom4wgGc4nug3na_PAG4vXB W315rbaXBoo_xyQAeH 2-0-0 6-10-9 I 13-9-0 I 2-0-0 6-10-9 6-10-7 4x4% Scale=1:28.4 4.00 I12 6 001 IP iiii 3x4 3x4 %5 4 `, 3x4 % 3 3x4 1 2 A OM A 0 fixe 9 ► 7 ; - 3x4 = P-6.41 5-5-15 I 10-7-10 13-9-0 0-6-4 4-11-10 5-1-11 3-1-6 Plate Offsets(X,Y)— 12:0-1-9,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.06 2-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) 0.05 2-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(CT) -0.01 8 n/a n/a BCDL 5.0 Code FBC20177P12014 Matrix-S Weight:74 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-2-0 oc bracing. SLIDER Left 2x4 SP No.3 3-1-5 REACTIONS. (lb/size) 2=420/0-3-8,8=558/0-7-10 Max Horz 2=199(LC 8) Max Uplift 2=-297(LC 8),8=347(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-411/662 BOT CHORD 2-9=-833/335,8-9=-609/299 WEBS 4-9=-418/195,4-8=530/876,6-8=-267/227 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left exposed;porch 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. 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=297,8=347. Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 4 r mi 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 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 was 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 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 Santayana Residence T15413541 1560697 T18 Monopitch 9 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:21 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyV?9-P VM8HGruNOvISCMnX6h Vd64MIwN WgllkmrYLXNyQAeG -2-0-0 6-7-7 10-7-10 2-0-0 6-7-7 4-0-3 2x4 I I Scale=1:23.5 5 r 3x4% 4.00 12 4 3x4 a 3 3x4% 2 I �■ 6x8= ►, 3x4 = 2x4 I I 6x8 =6 I0-6-4 I 6-7-7 I 10-7-10 0-6-4 6-1-3 4-0-3 Plate Offsets(X,Y} 12:0-1-9,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.13 2-7 >948 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.11 2-7 >999 240 BOLL 0.0 • Rep Stress Incr YES WB 0.30 Horz(CT) -0.01 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:54 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-7-4 oc bracing. SLIDER Left 2x4 SP No.3 3-0-2 REACTIONS. (lb/size) 6=319/0-7-10,2=459/0-3-8 Max Horz 2=162(LC 8) Max Uplift 6=-253(LC 8),2=328(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-493/750 BOT CHORD 2-7=-864/411,6-7=864/411 WEBS 4-7=-392/187,4-6=-470/992 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left exposed;porch 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. 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 6=253,2=328. Walter P.Finn PE Ne.22839 MiTek USA Inc.FL Cert 8634 6904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 I A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1.111-7473 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 a� building design.Bracing indicated is to prevent buctding 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 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,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply Santayana Residence 715413542 1560697 T19 Half Hip 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:21 2018 Page 1 I D:DIaUxDFdhylWegZl2RleysyV?9-PVM8HGruNOvISCMnX6h Vd640KwO9gENkmrYLXNyQAeG -2-0-0 4-10-9 9-0-0 10-7-10 2-0-0 4-10-9 4-1-7 1-7-10 5x6= Scale=1:22.3 2x4 II 5 4.00 12 2x4 11 4 3x4 3 fro 2 .111 `11F 6x8 8 3x4 3x4= 6x8=7 10-6-4 1 4-10-9 10-7-10 0-6-4 4-4-5 5-9-1 Plate Offsets(X,Y)— 12:0-1-9,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.09 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) 0.07 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(CT) -0.01 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:57 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-5-1 oc bracing. SLIDER Left 2x4 SP No.3 2-1-3 REACTIONS. (lb/size) 7=319/0-7-10,2=459/0-3-8 Max Horz 2=144(LC 8) Max Uplift 7=-247(LC 8),2=333(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-597/1038,4-5=-584/1136 BOT CHORD 2-8=-1116/518,7-8=-251/139 WEBS 4-8=-227/276,5-8=1077/471,5-7=-304/513 NOTES- 1)Wind:ASCE 7-10;Vuh=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left exposed;porch left exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 7=247,2=333. Walter P.Finn PE No.22339 MITek USA,Inc.FL Cert 8834 8904 Parke East Blvd.Tampa FL 33810 Date: October 24,2018 1 WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•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 budding of individual truss web and/or chord members only.Additional temporary and permanent bracing M7ek° 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 ANSVTP11 Quality Criteria,DSB-a9 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 Santayana Residence T15413543 1560697 T20 Half Hip Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:22 2018 Page 1 ID:DIaUxDFdhylWegZI2RleysyVj?9-tiwWVcrW8h1c3Mxz5gCk9KdWIKftZrrt VHv3pyQAeF -2-0-0 7-0-0 10-7-10 2-0-0 7-0-0 3-7-10 Scale=1:21.1 4x8 2x4 I I 3 7 4 4.00 12 • 2 1 'V' 6 8 2x4 II 4x4= 6x8 =5 0-6-4 7-0-0 10-7-10 0-6-4 6-5-12 3-7-10 Plate Offsets(X,Y)— j2:0-2-0,Edge],[3:0-5-4,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.05 2-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.05 2-6 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.30 Horz(CT) -0.01 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:56 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-7 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-10-10 oc bracing. REACTIONS. (lb/size) 5=681/0-7-10,2=598/0-3-8 Max Horz 2=121(LC 19) Max Uplift 5=568(LC 4),2=468(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=884/662 BOT CHORD 2-6=-657/777,5-6=679/794 WEBS 3-6=-347/456,3-5=918/790 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);cantilever left exposed;porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 5=568,2=468. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)171 lb down and 207 lb up at 7-0-0,and 111 lb down and 107 lb up at 9-0-12 on top chord,and 229 lb down and 283 lb up at 7-0-0,and 72 lb down and 74 lb up at 9-0-12 on bottom 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). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-4=-54,2-5=10 Concentrated Loads(Ib) Vert:6=-196(B)3=-171(B)7=111(B)8=24(B) Walter P.Finn PE No.22839 MiTek USA Inc.FL Cart 8634 6904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 � r Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A111.7473 rev.10/03/2015 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 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSINPII 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 Santayana Residence T15413544 1560697 T21 Jack-Partial Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:23 2018 Page 1 I D:DIaUxDFdhyl WegZ12RleysyVj?9-LuUuixs8v?9ShWV9fXjziX9eCk011Gu1 D91 SbFyQAeE 6-8-15 I 6-8-15 2x4 II Scale=1:16.2 2 4.00 12 111 II jj 1 4 5 6 3 3x4 = 2x4 II 6.8-15 6-8-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.12 1-3 >628 360 MT20 24.4/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.20 1-3 >382 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.03 Horz(CT) 0.00 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-P Weight:29 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-8-15 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1025/0-7-10,3=762/Mechanical Max Horz 1=79(LC 4) Max Uplift 1=368(LC 4),3=-271(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Enc., 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 fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=368,3=271. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)555 lb down and 235 lb up at 1-0-12,and 415 lb down and 140 lb up at 3-0-12,and 415 lb down and 140 lb up at 5-0-12 on bottom 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). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=54,1-3=-10 Concentrated Loads(Ib) Vert:4=555(B)5=-415(B)6=-415(B) Walter P.Finn PE No.22839 MiTek USA Inc.FL Cert 6834 6904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 own 1 I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE a61-7473 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 properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI1 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 36810 Job Truss Truss Type Qty Ply Santayana Residence T15413545 1560697 T22 Hip Girder 1 1 •Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:24 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyVj?9-p41 HwHtmgJHJJg4MDEFCFIiur7Ny1 iHASpm08iyQAeD -2-0-0 I 5-0-0 I 9-0-0 14-0-0 2-0-0 5-0-0 4-0-0 5-0-0 Scale=1:26.6 4x8 = 4x4 = 3 8 4 4.00 12 c+i 2 5 1 = 7 9 3x4= 2x4 II 3x4 = 3x4 = I 5-0-0 9-0-0 - 14-0-0 5-0-0 _ 4-0-0 _ _ 5-0-0 Plate Offsets(X,Y1— 13:0-5-4.0-2-01,15:0-1-5.Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.05 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.09 6-7 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.09 Horz(CT) 0.03 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:56 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-6-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=565/Mechanical,2=717/0-7-10 Max Horz 2=49(LC 4) Max Uplift 5=-225(LC 5),2=-344(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3-1264/515,3-4-1216/532,4-5=-1325/541 BOT CHORD 2-7=-445/1140,6-7-442/1145,5-6=-474/1212 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 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 fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 5=225,2=344. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)155 lb down and 161 lb up at 5-0-0,and 43 lb down and 69 lb up at 7-0-0,and 155 lb down and 161 lb up at 9-0-0 on top chord,and 81 lb down and 9 lb up at 5-0-0,and 39 lb down at 7-0-0,and 81 lb down and 9 lb up at 8-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)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(plf) Vert:1-3-54,3-4=-54,4-5=54,2-5-10 Concentrated Loads(Ib) Vert:3-99(F)4=-99(F)7=-17(F)6=17(F)8=-39(F)9=-13(F) Walter P.Finn PE No.22834 MiTek USA,Inc.FL Cert 8634 8904 Parke East Blvd.Tampa FL 33810 Date: October 24,2018 1 r Q WARNING-Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M167173 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrrek®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 MiTeke 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 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 36610 Job Truss Truss Type Qty Ply Santayana Residence T15413546 1560697 T23 Common 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:25 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyVj?9-HHbf7duPRcPAwgfYmymRnyF?GXjnm9RJhTWZg8yQAeC -2-0-0 7-0-0 I 14-0-0 2-0-0 7-0-0 7-0-0 Scale=1:26.1 4x6= 3 4.00 12 PP 11111111111 / x8 5 3x8 = 2x4 3x6= 7-0-0 I 14-0-0 7-0-0 7-0-0 Plate Offsets(X.Y)— [2:0-0-1,0-0-41.14:0-0-1,0-0-4] 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 0.66 Vert(LL) -0.06 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.11 4-5 >999 240 BCLL 0.0 * Rep Stress Inc: YES WB 0.09 Horz(CT) 0.02 4 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:49 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-10-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=425/Mechanical,2=572/0-7-10 Max Horz 2=55(LC 8) Max Uplift 4=-130(LC 9),2=-245(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-783/534,3-4=-775/527 BOT CHORD 2-5=-419/679,4-5=419/679 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=25ft;Cat.II;Exp C; 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 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except 0t=1b) 4=130,2=245. Walter P.Finn PE No.22839 MiTek USA.Inc.FL Cert 8834 8804 Parke East Blvd.Tampa FL 33810 Date: October 24,2018 � 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE a111-7473 rev.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 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 AN5ITPI1 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 Santayana Residence ' TI5413547 1560697 T24 Half Hip Girder 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:32 2018 Page 1 ID:DIaUxDFdhylWegZI2Rleysyi?9-adVNbOzonmHBGvhuhwO4ZRtByM3nvEILI3iRQEyQAe5 1-2-o-0 1 6-8-15 I 11-411 18-11-7 1 21.10-8 27-6-0 1 31-9-11 36-1-7 1 40-5-3 1 48-0-0 2-0-0 6-8-15 4-7-11 7-6-12 2-11.1 5-7-8 4-3-12 4-3-12 4-3-12 7-6-14 Scale=1:85.5 3x6 = 4.00 12 Sub = 458= 3x4 II 3x6 = 4x10 MT2OHS= 5x8 = 3x6 =2x4 I I 3x8 = 3x4 II 3 4 37 5 38 6 7 8 39 940 10 41 42 43 11 44 12 45 1346 47 14 48 49 15 50 16 N r' 53 54 55 58 59 23 60 61 22 21 62 2%3 64 65 34 33 32 51 52 316.8 _ 28 56 2726 25 57 2x4 II 3x6= 2x4 II 18 66 17 4x4= 4x4 = 4x4 II 3x4 I I 3x8= 3x4 II 3x6= 3x4 II 24-6-4 I 6-8-15 1 11411 1 16-0-6 ) 21-10-8 )24362¢ 027-6-0 1 31-9-11 1 361-7 j 40-5-3 4.4-8-14 1 48-0-0 ( 6815 4-7-11 4-7-11 5-10-2 2-540-A22:94 -5-0 0--'l2 2-9-0 4372 4312 4312 43-12 3-3-2 0-2-12 Plate Offsets(X.Y)— 119:0-2-4.0-3-01.130:0-2-8.0-2-121,131:Edae,0-3-8j,[35:0-10-0.0-4-15] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.21 20-22 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.33 20-22 >856 240 MT2OHS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.50 Horz(CT) 0.08 17 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:538 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-10 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 2-33,31-33:2x6 SP No.2,9-27,9-26:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3*Except* 9-36:2x6 SP No.2 REACTIONS. (lb/size) 17=1180/0-7-10,2=1121/0-7-10,36=3600/0-3-8 Max Horz 2=118(LC 4) Max Uplift 17=470(LC 5),2=-458(LC 4),36=-1403(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2411/806,3-4=-2252/797,4-5=-4378/1619,5-6=-4654/1701,6-8=-406/962, 8-9=-1536/3975,9-10=1517/3944,10-11=-351/982,11-13=4169/1672, 13-14=-4169/1672,14-15=2417/969,15-16=-2214/892,16-17=1106/470 BOT CHORD 2-34=-789/2219,32-34=-1184/3260,31-32=298/799,30-31=155/520,5-30=-330/195, 29-30=840/2214,8-29=-419/1238,27-28=-990/392,27-36=356/158,26-36=359/180, 35-36=3441/1398,25-26=1018/409,10-24=292/917,23-24=-984/2411, 22-23=984/2411,20-22=1654/4149,19-20=1654/4149,15-19=-414/239 WEBS 3-34=139/496,4-34=-1124/440,30-32=904/2511,4-30=-454/1164,6-30=-935/2651, 6-29=3450/1353,8-35=3683/1414,10-35=3531/1376,16-19=964/2390, 14-19=1804/713,13-22=-467/243,11-22=-721/1837,11-24=3535/1385,28-35=-149/379, 25.35=178/360 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-7-0 oc. Webs connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 6)All plates are 4x6 MT20 unless otherwise indicated. Walter P.Finn PE No.22039 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MiTek USA Inc.FL Cott 6634 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 8904 Parke East Blvd.Tampa FL 33610 will fit between the bottom chord and any other members. Date: 9)Bearing at joint(s)36 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. October 24,2018 rnntinimrl nn nano? A I emms A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE P11.7473 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 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 Santayana Residence 715413547 1560697 T24 Half Hip Girder 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:32 2018 Page 2 ID:DlaUxDFdhylWegZl2RleysyVj?9-adWlbOzonmHBGvhuhwO4ZR1 ByM3nvEILI3iRQEyQAe5 NOTES- 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)17=470,2=458,36=1403. 11) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)95 lb down and 100 lb up at 14-11-4,109 lb down and 92 lb up at 16-11-4,109 lb down and 92 lb up at 18-11-4,109 lb down and 92 lb up at 20-11-4,95 lb down and 100 lb up at 22-11-4,95 lb down and 100 lb up at 24-11-4,95 lb down and 100 lb up at 26-11-4,109 lb down and 92 lb up at 28-11-4,109 lb down and 92 lb up at 30-11-4,109 lb down and 92 lb up at 32-11-4,109 lb down and 92 lb up at 34-11-4,109 lb down and 92 Ib up at 36-11-4,109 lb down and 92 lb up at 38-11-4,109 Ib down and 92 lb up at 40-11-4,109 lb down and 92 Ib up at 42-11-4, and 95 lb down and 100 lb up at 44-11-4,and 97 lb down and 100 lb up at 46-11-4 on top chord,and 752 lb down and 281 lb up at 14-0-12,65 lb down at 14-11-4,24 lb down at 16-11-4,24 lb down at 18-11-4,24 lb down at 20-11-4,65 lb down at 22-11-4,65 lb down at 24-10-12,65 lb down at 26-11-4,24 lb down at 28-11-4,24 lb down at 30-11-4,24 lb down at 32-11-4,24 lb down at 34-11-4,24 lb down at 36-11-4,24 lb down at 38-11-4,24 lb down at 40-11-4,24 lb down at 42-11-4,and 65 lb down at 44-10-10,and 67 lb down at 46-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-16=-54,2-31=-10,29-30=-10,27-28=-10,25-26=-10,19-24=10,17-18=10 Concentrated Loads(Ib) Vert:7=109(F)26=22(F)15=95(F)6=109(F)19=-22(F)37=-95(F)38=109(F)39=95(F)40=95(F)41=95(F)42=109(F)43=109(F)44=109(F)45=109(F) 46=109(F)47=109(F)48=109(F)49=109(F)50=-97(F)51=-752(F)52=22(F)53=-8(F)54=-8(F)55=-8(F)56=-22(F)57=-22(F)58=-8(F)59=8(F)60=-8(F) 61=-8(F)62=-8(F)63=-8(F)64=-8(F)65=-8(F)66=-22(F) t t Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1(11-7473 rev.10/0312015 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 fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 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 Santayana Residence ' 715413548 1560697 T25 Roof Special 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:35 2018 Page 1 ID:DIaUxDFdhylWegZI2RleysyVj?9-?CCRD20g4hgl7 MQTM2xnB3fjoZOR6YPo_0x50ZyQAe2 -2-0-o 7-0-1 J6-3o iz-4-11 I 21-10-8 I 24-9.0 127fir0 I 32-0-10 36-7.5 37-415 41-0-9 1 48-0-0 2.0-0 7-0-1 18-15 3-7-11 9-5-13 2-10-8 2-9-0 4-6-11 4-6-11 0.9 3-8-5 6-11-7 Scale=1:88.5 7.00 12 5x6 = 3x4 II 4x8 = 4x12 = 4x6= 5x6 4.00 12 5x6 . 5x6 = 3x4 II 4x6--,-- 4 4 5 6 7 8 9 10 11 12 1315 16 d .' , ®/FE • 14 c. oOIL`' `l�`°1 2_ -_./ O 9 28 •�9f Rea 19 r� _ I0-4 I e: 21 20 l22 4x6= 3332 31 30 27 26 25 24 3x8= 18 17 3x8= 3x4 I i 3x4 = 4x6 =3x4 I I 3x4 I I 5x8= 3x4 II 4x6= 4x6= 4x4 II 24-6-4 27-6-0 I 7-0-1 I 1z-0 11 1 16-0-6 1 21-10-81 24-3 824 0 1 0-67-5 a 44514 1 4&o 0- 1 7-0-1 5-4-10 3-7.11 5.10-2 2-5-0 0-2-�12 2-9-0 91.5 749 332 0-2-12 Plate Offsets(X,YH 14:0-3-0,0-1-121 112:0-3-0,0-1-121.119:0-2-8,0-2-01[29:0-2-4,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.18 21-23 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.29 21-23 >959 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Horz(CT) 0.03 17 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:283 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, BOT CHORD 2x4 SP No.2'Except* except end verticals. 9-26,9-25:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-11-12 oc bracing. WEBS 2x4 SP No.3*Except' 9-34:2x6 SP No.2 REACTIONS. (lb/size) 17=631/0-7-10,2=794/0-7-10,34=1733/0-3-8 Max Horz 2=131(LC 12) Max Uplift 17=-205(LC 9),2=297(LC 8),34=-573(LC 9) Max Gray 17=637(LC 24),2=807(LC 23),34=1733(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1450/810,3-4=1591/1034,4-5=-1024/652,5-6=-1135/704,6-8=-1176/730, 8-9=-387/678,9-10=387/676,11-12=-1332/777,12-13=1480/849,13-14=-1621/942, 14-15=-858/508,15-16=-824/495,16-17=615/383 BOT CHORD 2-33=848/1305,31-33=-632/985,6-29=262/219,26-34=253/422,25-34=-205/353, 10-23=298/565,21-23=552/883,20-21=945/1627,19-20=902/1455 WEBS 3-33=-564/470,4-33=502/728,5-31=-266/194,29-31=587/982,8-29=-865/1381, 8-26=968/619,16-19=589/979,14-19=672/442,11-23=1120/727,11-21=234/522, 12-21=289/564,13-21=795/497,10-25=939/579 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.Opsf;h=25ft;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 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x6 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)34 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) 17=205,2=297,34=573. Walter P.Finn PE No.2233/ MiTek USA Inc.FL Cert 8834 8804 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 4 1 w A WARNING-VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ail-7473 rev.10/93/2015 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 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 38610 Job Truss Truss Type Qty Ply Santayana Residence 715413549 1560697 T26 Roof Special 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:37 2018 Page 1 ID:DIaUxDFdhylWegZI2RleysyVj?9-xaKBek1 wclwTMgasTT_FGUk30NnLaS24RKQC5RyQAe0 I-2.0-0 1 7-0-1 1 109-0 1 21-10-8 I 27-6-0 34-7-5 }6-2-9I 40- 5-12 1 47-3 0 46.0 p 2-0-0 7-0-1 3-8-15 11-1-8 5-7-8 7-1-5 1-7-4 4-3-2 6-9-4 0--0 Scale=1:92.3 4x10 MT2OHS = 4x8 = 7.00 12 5x8 = 3x6 = 4x8 = 5x6= 4 5 6 7 8 9 10 5x6= 3x6 = 6x12 MT2OHS 4.00 12 5x6 -' 8 -' • '\1 12 13 14 15 2 ` �` IIIIFY __ • -` -- .1�. A 1n g100.0„,:..1. ..-._ 8 27 2 18 .��„ -- 21 20 19 .: 4x6= 32 31 30 29 26 2524 23 3x8= _ 17 16 2x4 II 3x8= 6x8 = 4x4 11406 = 3x6 6x8= 4x6 = 4x8 = 3 — 7x14 MT2OHS = 24-9-0 2454 I 7-0-1 1 105-0 1 16-0.6 21-10-0 12438 III 27.4-0 1 34-75 362-91 44814 147304}�Q 7-0-1 3-615 536 5-10-2 250 0-T-52 2-9-0 7-15 11-74 855 25-2 0.9-0 0-2-12 Plate Offsets(X,Y)— 14:0-6-0,0-2-41.110:0-3-0,0-1-121.114:0-7-12,0-2-01,116:0-3-0,Edael,118:0-2-8,0-3-0],[28:0-2-12,0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.16 18-20 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.25 18-20 >999 240 MT2OHS 187/143 BCLL 0.0 ' Rep Stress Ina YES WB 0.63 Horz(CT) 0.02 16 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:309 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins, BOT CHORD 2x4 SP No.2*Except' except end verticals. 5-29,6-26,8-25,8-24,9-23:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3*Except* 8-33:2x6 SP No.2 REACTIONS. (lb/size) 2=809/0-7-10,33=1705/0-3-8,16=646/0-7-10 Max Horz 2=157(LC 12) Max Uplift 2=-264(LC 8),33=534(LC 9),16=209(LC 13) Max Gray 2=823(LC 23),33=1705(LC 1),16=656(LC 24) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1496/818,3-4=985/589,4-5=-863/571,5-6=-878/580,6-8=-215/451, 8-9=-221/458,9-10=882/557,10-11=-999/594,11-12=1276/736,12-13=669/403, 13-14=646/393 BOT CHORD 2-32=876/1348,30-32=-877/1344,5-28=-332/273,25-33=-336/551,24-33=-330/548, 20-21=727/1275,18-20=736/1189 WEBS 3-30=-634/451,4-30=-115/260,28-30=-461/763,6-28=-630/1007,6-25=-910/578, 9-24=-947/593,9-21=-530/918,10-21=85/256,11-21=727/417,12-18=605/402, 14-16=632/387,14-18=472/802 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=25ft;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 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)All plates are 3x4 MT20 unless otherwise indicated. 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 fit between the bottom chord and any other members. 8)Bearing at joint(s)33 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) Walter P.Finn PE No.22839 2=264,33=534,16=209. MITek USA Inc.FL Cert 8634 8904 Parke East Blvd.Tampa FL 33810 Date: October 24,2018 t 1 will A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/73/2015 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 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 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 Santayana Residence T15413550 1560697 T27 Roof Special 1 1 Job Reference(ootionall Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:40 2018 Page 1 ID:DIaUxDFdhylWegZl2Rleysyv?9-L9?KGI3pvD12D7JQ9bXyu7MdWaieno8X7leshmyQAdz r2-40 3-5-14 7-0-1 12-9-0 21-10-8 27-6-0 32-7-5 i,35-0-14 40-1-15I 45-3-0 148-0-0 2-0-0 3-5-14 3-6-3 5-8-15 9-1-8 5-7-8 5-1-5 2-5-9 5-1-1 5-1-1 2-9-0 Scale=1:99.6 4x10 MT2OHS= _ 4x8 = 7.00 12 5x8 354 II 3x6 = 4x6= 5x6 = 5 6 7 6 9 10 11 U6= 5x6= 4.00 125x6 .x B 4261/6/x\12 3x6 = 4x6 � 3x6 3 lir. 4x till . 2 vi 2 i1- •4x4 - -= ,., _! t - •• eQ8 27 2 19,e r5 I$ U=: w x 34 21 1•` 4x6 = 33 32 31 30 29 26 25 24 23 4x8 = 20 3x6 = 18 17 16 2x4 II 3x6 = 3x6 3x8= 3x4 II 3x4= 4x6 =3x4 I I 3x4 5x6 5x6 = 3x4 1I 4x6 6x8= 4x6= 4x4 I I 4x4 11 24-9-0 246.4 3414371°71°1 514 37II10 7.0.1 1 12-9-0 1 16-0-6 21-106 124-3-8 III 276.0 I 35-0-14 I 448-14 460-0 3514 0.1'-'12 3k7 5815 336 510.2 2-5-00.T-Y2 76-14 9-8-0 312 0-2-12 2-9-0 Plate Offsets(X.YI— 15:0-6-0,0-2-41.111:0-3-0,0-1-121.119:0-2-12,Edge1.128:0-2-8.0-2-01 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 0.41 Vert(LL) -0.24 19-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.38 19-21 >744 240 MT2OHS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 Horz(CT) -0.02 34 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:326 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-15 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 9-34:2x6 SP No.2 10-0-0 oc bracing:17-19 REACTIONS. All bearings 0-7-10 except(jt=length)34=0-3-8. (Ib)- Max Horz 2=173(LC 12) Max Uplift All uplift 100 lb or less at joint(s)except 2=-202(LC 8),16=221(LC 13),34=-458(LC 9),33=-253(LC 12) Max Gray All reactions 250 lb or less at joint(s)2 except 16=672(LC 24),34=1570(LC 1),33=799(LC 23) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-270/304,3-4=-669/335,4-5=-628/355,5-6=-526/397,6-7=-539/406,7-9=-58/296, 9-10=-55/290,11-12=-1274/820,12-13=1042/648,13-14=-510/341,1415=543/332, 15-16=662/413 BOT CHORD 2-33=262/112,32-33=262/112,30-32=410/626,6-28=-279/205,25-34=308/517, 24-34=-327/560,10-22=269/549,21-22=337/593,19-21=-640/1012 WEBS 3-33=-768/519,3-32=540/926,4-32=-273/227,28-30=-233/482,7-25=-770/479, 7-28=371/633,10-24=852/516,11-22=692/406,11-21=590/1002,12-21=798/551, 15-19=382/656,13.19=603/420 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl., 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 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. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)34 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 202 lb uplift at joint 2,221 lb uplift at joint 16,458 lb uplift at joint 34 and 253 lb uplift at joint 33. Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 8634 6904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 � I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 8111-7473 rev.10/13/2015 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 '�r, n fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 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,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply Santayana Residence T15413551 1560697 T28 Roof Special 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:44 2018 Page 1 I D:Dla UxD F dhyl WegZl2 RleysyVj?9-E xF r676JySo UilcC ORcu2zXL9B4ljaw62wc3gXyQAdv L2-0-0 1 3-3-13 � 7-0-1 I 10-10-8 I 14-9-0 I 21-10-8 I 27-6-0 1 30-7-5 1 33-11-3 1 38-7-1 I 43-3-0 4 &14 48-0-0 12-0-0 3-3-13 3-8-4 3.10.8 3-10-8 7-1-8 5-7-8 3-1-5 3-3-14 4-7-15 4-7-15 1-5-14 3-3-2 Scale=1:94.7 4x10 MT2OHS= 5x6 —3x4 II 4x8 = 4x6 = 5x6= 7.00 12 6 7 8 9 10 11 3x6 i - 5x6 = 5x6=4x6 3x6 = 4.00 12 5x6 5 Ilei •112 1 15 4x6 • 14 16 W 4 a�r I N N 2 3x6 % 4x`Ilia Pl r'1 2 '•__-_ - 4x4 a _ . m F7 II/,: _ 9 28��, 35 3 22 2019 a 4 — 34 33 32 31 30 27 2625 24 36 37 4x8= 21 3x8 =18 17 2x4 II 3x10 = 3x6 3x4 II 3x4= 4x6=3x4 II 3x6 3x4 II 5x6 = 3x8 = 5x12 = 3x4 II 4x6 = 5x12 = 4x6 = 4x4 II 249.0 24-6-4 1 3-0-0 3 7-0-1 I 14-9-0 21-10-8 i 24-3-8 IIIII 27-6-0 1 33-11-3 1 43-3-0 19 48-0-0 1 3-0-0 l3 354 7515 36 5-10-2 2-5-0 0-T-522-9-0 6-53 9-3-13 -514 3-3-2 0-2-12 Plate Offsets(X,Y)- 16:0-3-0,0-1-121111:0-3-0,0-1-121 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 0.30 Vert(LL) -0.14 20-22 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.22 20-22 >999 240 MT2OHS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(CT) -0.02 35 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:365 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-11 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3`Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 9-35:2x6 SP No.2 REACTIONS. (lb/size) 34=945/0-7-10,17=663/0-7-10,35=1556/0-3-8 Max Horz 34=189(LC 12) Max Uplift 34=-333(LC 8),17—233(LC 13),35=-416(LC 9) Max Gray 34=972(LC 23),17=669(LC 24),35=1556(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1001/671,3-4=-610/156,45=750/282,5-6=-491/337,6-7=-433/355, 7-8=-437/360,11-12=1014/749,12-13=-813/575,13-14=639/460,14-15=-684/470, 15-16=-553/369,16-17=-648/440 BOT CHORD 2-34=-606/1035,33-34=-606/802,31-33=-275/534,7-29=-304/230,26-35=-288/520, 25-35=-309/556,10-23=312/608,22-23=-184/345,20-22=-565/890,19-20=320/502, 15-19=-428/249 WEBS 3-34=931/795,3-33=931/1143,433=325/234,5-31=345/202,29-31=143/467, 8-26=-734/429,8-29=-283/541,10-25=795/464,11-23=609/362,11-22=634/971, 12-22=685/532,13-20=334/258,15-20=109/292,16-19=-408/640 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=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left exposed;C-C for members and forces&MWFRS for reactions shown;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. 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 fit between the bottom chord and any other members,with BCDL=5.0psf. 7)Bearing at joint(s)35 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 333 lb uplift at joint 34,233 lb uplift at joint 17 and 416 lb uplift at joint 35. Waiter P.Finn PE No.22839 Musk USA Inc.FL Cert 8834 8904 Parke East Blvd.Tampa FL 33810 Date: October 24,2018 1 I Q WARNING-Verily 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 MTeMe 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 ANSVTPt1 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 Oty Ply Santayana Residence • 715413552 1560697 T29 Roof Special 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:46 2018 Page 1 ID:DIaUxDFdhylWegZI2RleysyVj?9-AJMbXp8aU32Cy2maVseM8Ocbc715BRgPWE5AuQyQAdt i 4-0-1 8-10-8 i 13-9-0 1 21-3-8 211910 25-7-5 1 29-37 1 34-0-4 1 38-3-0 1 41-8-14 1 45.0-0 4-0-1 4-10-8 4-10-8 7-6-8 0-5-'8 3-10-5 4-2-2 4-2-12 4-2-12 3-5-14 3-3-2 Scale=1:81.6 2x4 I I 5x6 = 10x16 MT2OHS = 5x6= 700 12 4 5 6 7 3x4 i ®� •��5x6 3x4= 5x6 = 4.00 12 3 •• r- :4: \ 5x6 ®® 1CZ 11 4x6 12 2 :I / WM i / ��\_ :.'�:,9 _._ _� 15=\_ I$ N 18 16 26 25 28 29 24 23 30 22 21 20 31 32 3x8= 3x16= 3x8 = 145x12 =-13 2x4 I I 3x8= 3x6 3.8= 2x4 II 2x4 II 2x4 II 3x4 = 4x6 = 6x8= 21-9-0 1 4b1 1 13-9-03 1 21-3-8 21 242-9-06-0 1 2337 1 38-3-0 1 41 -14 1 4500 4-0-1 9-8-15 7-6-8 0-d-1i 5-3-7 8-59 39514 33-2 02.12 Plate Offsets(X,V)-. [4:0-3-0,0-1-121,17:0-3-0,0-1-121.119:0-2-12,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.20 23-25 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.31 23-25 >816 240 MT2OHS 187/143 BCLL 0.0 • Rep Stress Ina- YES WB 0.99 Horz(CT) -0.01 27 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:340 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-3 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 5-22,5-21:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3*Except* 5-27:2x6 SP No.2 REACTIONS. (lb/size) 26=540/0-7-10,13=615/0-7-10,27=1699/0-3-8 Max Horz 26=147(LC 12) Max Uplift 26=-160(LC 12),13=-213(LC 13),27=-413(LC 9) Max Gray 26=597(LC 23),13=635(LC 24),27=1699(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-872/398,2-3=1010/582,3-4=-405/250,4-5=-307/271,7-8=680/497, 8-9=523/350,9-10=625/454,10-11=-692/450,11-12=533/339,1-26=-591/303, 12-13=614/398 BOT CHORD 23-25=-272/561,22-23=-337/280,5-27=-1542/960,16-18=-367/687,15-16=-299/492, 11-15=366/246 WEBS 2-25=-434/347,3-25=-279/414,3-23=-458/354,5-23=-443/771,19-21=401/333, 5-19=-366/670,8-18=-527/416,7-19=-678/444,7-18=-621/921,318=274/218, 1-25=-305/784,12-15=-373/616 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=25ft;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 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)All plates are 4x4 MT20 unless otherwise indicated. 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.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,with BCDL=5.0psf. 8)Bearing at joint(s)27 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 160 lb uplift at joint 26,213 Ib uplift at Walter P.Finn PE No.22839 joint 13 and 413 lb uplift at joint 27. Wok LISA.Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 t I A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev.1003/2015 BEFORE USE. mil 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITPII 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 Santayana Residence 715413553 1560697 T30 Roof Special 1 1 ' Job Reference(ootionall Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:47 2018 Page 1 ID:DlaUxDFdhylWegZl2RleysyVj?9-eVwzk99CFNA2ZCLn3a9bgb9kTP6DwvrZkurjRsyQAds I 10-6-0 1 13-0-0 1 15-9-0 I 23-7-53 1 28-7-12 1 36-3-0 I 40-5 -12 1 45-0-0 I 10-6-0 2-6-0 2-9-0 7-10-5 5-0-7 7-7-4 4-2-12 4-6-4 Scale=1:81.2 7.00 12 5.6 = 4x4 I I 5x8 = 8x10 6 7 8 1 R7 / 5x12 = 5x6= 31111;5 2 ,.� 3x4 11 0 2 /\ 2x4 � LT-- NI 12 rl 4x8 = 23 8 5x8 4x8= 1 109 • T. -• 19 3x4= 16 26 15 14 -13 21 5x8= 2x4 II 3x6_ 3x8= 5x6 = 2x4 II 3x6 = 2x4 II 7 22-4-8 ah-gig 6$as I 13-0-0 I 28-1a 0-1'2 t 2- 2sai2 1 36-3-0 I 45-0-0 8-9-0 I 0-10-4 Plate Offsets(X,Y)— 16:0-3-0,0-1-121,18:0-6-0,0-2-41,122:0-3-12,0-3-01 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 0.81 Vert(LL) -0.32 2 >792 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.49 2 >521 240 BCLL 0.0 ' Rep Stress Inc- YES WB 0.94 Horz(CT) 0.13 22 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:355 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except* TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc purlins, 1-5:2x8 SP 2400F 2.0E except end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 2-23,7-22:2x6 SP No.2 6-0-0 oc bracing:20-22 WEBS 2x4 SP No.3'Except WEBS 1 Row at midpt 6-23,8-22 9-16,10-14:2x4 SP No.2 OTHERS 2x8 SP 2400F 2.0E LBR SCAB 1-4 2x8 SP 2400F 2.0E one side REACTIONS. (lb/size) 13=600/0-7-10,1=532/0-7-10,22=1736/0-3-8 Max Horz 1=215(LC 10) Max Uplift 13=-241(LC 13),1=149(LC 12),22=360(LC 12) Max Gray 13=648(LC 24),1=569(LC 23),22=1736(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-256/164,2-3=1253/728,3-5=-731/439,5-6=-717/515,6-7=-87/600,7-8=-3/435, 8-9=-13/343,9-10=-538/452,10-11=604/441 BOT CHORD 2-24=752/1426,22-23=1061/621,7-23=-403/305,14-16=-168/356,13-14=299/456, 17-18=-199/417 WEBS 3-24=-1083/674,6-24=453/866,6-23=890/473,9-18=-728/532,8-18=-500/690, 8-22=-838/496,9-14=156/309,11-13=664/447 NOTES- 1)Attached 13-11-0 scab 1 to 4,front face(s)2x8 SP 2400F 2.0E with 2 row(s)of 10d(0.131'x3")nails spaced 9"o.c.except:starting at 7-7-3 from end at joint 1,nail 2 row(s)at 7"o.c.for 2-0-0. 2)Unbalanced roof live loads have been considered for this design. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;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 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 fit between the bottom chord and any other members,with BCDL=5.0psf. 7)Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Walter P.Finn PE No.22339 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 241 lb uplift at joint 13,149 lb uplift at NiTak USA Inc.FL Call 8634 joint 1 and 360 lb uplift at joint 22. 8904 Parke East Blvd.Tamp FL 33610 Date: October 24,2018 I t M_ a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE/011.7473 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 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 Qty Ply Santayana Residence ' T15413554 1560697 T31 Roof Special 1 1 Job Reference(optional) - Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:49 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyV?9-au2k9gASn RmpWV9A B310E7nCovOgcrCCKgVIyQAdq I 10-6-0 1 13-0-0 1 17 -9-0 21-7-5 1 27-6-0 1 34-3-0 1 3 9-5-12 I 45-0.0 1 10-6-0 2-6-0 4-9-0 3-10-5 5-10-11 6-9-0 5-2-12 5-6-4 5x8 = 6x12 MT2OHS* Scale=1:81.5 7.00 12 6 7 7 11 8x10 i 6x8 = 5x6 = 4.00 12 3x6 5 8 4 �I 3 23 Ow .N.r g- 3x6 A� 10 _� ggg 2 .�- -) 47 \ 2x4 I I i ;�J ♦♦.4x8- 21a \ /\11 22 ���••• 4x8 = 24 25 x8 r. °}a cn 1 .411 26 14 27 28 19 18 15 t3 12 6x8 = 4x4 II 3x6 = 6x8 = 2x4 II 3x8 = 2x4 II 22-4-8 0-j'-1p 75-10 1 13-0-0 I 21-4-8 z1¢4 1 271-0 1 3a3-0 1 45-0-0 a7-1 6-10-5 5-41 8-4-8 Q1'-z 5-1 6 6-9-0 10-9-0 0-10-4 Plate Offsets(X,Y)- 16:0-4-0,0-1-111.17:0-6-0.0-2-141,18:0-5-8,0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.36 12-13 >765 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.55 12-13 >505 240 MT2OHS 187/143 BCLL 0.0 • Rep Stress Incr YES WB 0.85 Horz(CT) 0.07 20 n/a n/a BCDL 5.0 Code FBC2017ITPI2014 Matrix-S Weight:350 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 6-7.7-8:2x6 SP No.2,1-5:2x8 SP 2400F 2.0E except end verticals. BOT CHORD 2x4 SP No.2`Except' BOT CHORD Rigid ceiling directly applied or 4-2-2 oc bracing. Except: 2-21.7-20:2x6 SP No.2 6-0-0 oc bracing:17-20 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-20 OTHERS 2x8 SP 2400F 2.0E LBR SCAB 1-4 2x8 SP 2400F 2.0E one side REACTIONS. (lb/size) 20=1722/0-3-8,12=606/0-7-10,1=540/0-7-10 Max Horz 1=247(LC 10) Max Uplift 20=-395(LC 12),12=-256(LC 13),1=144(LC 12) Max Gray 20=1722(LC 1),12=673(LC 24),1=556(LC 23) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-264/203,2-3=-1190/795,3-5=-702/513,5-6=-812/651,6-7=47/559,7-8=-48/541, 8-9=532/470,9-10=610/457 BOT CHORD 2-22=818/1470,20-21=1272/560,7-21=474/208,13-15=183/326,12-13=-352/525, 17-20=194/346,16.17=194/346 WEBS 3-22=1056/659.5-22=-265/234,6-22=625/1079,6-21=-870/411,8-20=716/560, 8-13=180/401,10-12=697/486 NOTES- 1)Attached 13-11-0 scab 1 to 4,front face(s)2x8 SP 2400F 2.0E with 2 row(s)of 1Od(0.131"x3")nails spaced 9"o.c.. 2)Unbalanced roof live loads have been considered for this design. 3)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope)and C-C Extenor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 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 frt between the bottom chord and any other members,with BCDL=5.0psf. 8)Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 395 lb uplift at joint 20,256 lb uplift at Walter P.Finn PE No.72839 joint 12 and 144 lb uplift at joint 1. MiTek USA,Inc FL Cott 8834 6804 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 t 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ANI-7473 rev.10/03/2015 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 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' 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 ANSIITPI1 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 Santayana Residence T15413555 1560697 T32 Roof Special 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc Wed Oct 2414:22:50 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyV?9-24c6NAB4YIZdQg4LkiillEnlfc7R7Hk?Rs301 ByQAdp 10.6.0 113-0-0 I 19-8-3 X21.4-8I 28-4-5 i 32- 3-0 38-5-12 I 45-0-0 1050 250 6-8-3 1-8-5 4-11-13 5-10-11 6-2-12 8.6.4 5x6= Scale=1:87.1 7.00 12 6 4x8 7 8x10 i 6x12 MT2OHS 5x6= 4.00 112 3x6 * 5 8 25444. - 3x4 10 \ `,2 0 2 ■■ 4x61` c?M r' 4x8= 24 23 22 4x4= 6x12 MT2OHS I w 1 k. 4x8= 2I' !�a o .. - ., 2019 16 26 15 14 13 12 6x8 = 3x4 I I 3x6= 3x4= 3x6 II 2x4 II 3x8= 2x4 II 22-4-8 21-6-4 oy�-10 7-5-15 I 13-0-0 I 19-8-3 Iz1.4-8 zsa-5 I 32-3-0 I 36-5-12 I 45-0-0 a7.0 611 s 5-6-1653 as 1 3-11-13 5-10-11 6 z-12 654 0-1-12 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.31 2 >817 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.45 2 >565 240 MT2OHS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(CT) 0.10 21 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:360 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1-5:2x8 SP 2400F 2.0E except end verticals. BOT CHORD 2x4 SP No.2'Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 2-22.7-21:2x6 SP No.2 6-0-0 oc bracing:18-21 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-23,10-15 OTHERS 2x8 SP 2400F 2.0E LBR SCAB 1-4 2x8 SP 2400F 2.0E one side REACTIONS. (lb/size) 21=1747/0-3-8,12=594/0-7-10,1=526/0-7-10 Max Horz 1=278(LC 10) Max Uplift 21=-447(LC 12),12=-251(LC 13),1=129(LC 12) Max Gray 21=1747(LC 1),12=674(LC 24),1=539(LC 23) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-270/235,2-3=1093/701,3-5=-690/493,5-6=-69/460,6-7=-10/397,7-8=-70/568, 8-9=-455/443,9-10=-543/422,10-11=-664/435,11-12=644/446 BOT CHORD 2-24=696/1333,23-24=-284/648,22-23=512/349,21-22=-1273/542,7-22=-875/269, 13-15=-351/586 WEBS 3-24=-869/496,5-24=-246/569,5-23=-1085/672,6-23=-608/144,7-23=-150/717, 8-21=672/546,8-15=-281/499,11-13=378/637 NOTES- 1)Attached 13-11-0 scab 1 to 4,front face(s)2x8 SP 2400F 2.0E with 2 row(s)of lad(0.131"x3")nails spaced 9"o.c.. 2)Unbalanced roof live loads have been considered for this design. 3)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;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 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 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 fit between the bottom chord and any other members,with BCDL=5.Opsf. 8)Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 447 lb uplift at joint 21,251 lb uplift at joint 12 and 129 lb uplift at joint 1. Walter P.Finn PE No.22339 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date' October 24,2018 4 r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1003/2015 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 fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSIIIPl1 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 Santayana Residence - T15413556 1560697 733 Roof Special 1 1 Job Reference(ootional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:52 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyVj?9-?TksosDL4vpLgzDks7lmNfsdSQpGbBCIuAYU64yQAdn 91-4-8 21-10-0 1050 0-6-0 I zb6-0 I 19-8-3-8. r1S5 I ' 25-2-93--4-9 I 50-0.-7 I 37-5-12 i z 12 I 7-6 4 0-5-8 5x6= Scale=1:87.1 7.00 I12 6 4x8 „%104,,..,,z..,..,744.4.........,6:12 MT2OHS 8x10 -:- 5x6= 4.00 12 8 3x6 5 3 25 4 II 3x4 ♦ 10 A 0 2 ■ 4x6 22 E 4x8= 24 23 QQ 4x4 = 6x12 MT2OHS l n R q 1 4x8= !,g - II.. 21 2019 d16 26 15 13 X 14 27 12 6x8 = 3x4= 3x8 = 3x6 3x4= 3x6 II 2x4 i i 3x4 I I 2x4 II 22-4-8 21-6-4 COI--/77--t7515 l 13-0-0 I 19-8-3 j21+a" I 25-2-9 I 30.3-0 I 37-5-12 I 45-0-0 0.4- 6-10-5 5.6-1 6-8-3 1.850'10.k 2-10.1 557 7-2-12 7-6-4 0-1-12 Plate Offsets(X,YI- 18:0-4-12,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.31 2 >819 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.45 2 >570 240 MT2OHS 187/143 BCLL 0.0 ' Rep Stress Inc( YES WB 0.86 Horz(CT) 0.10 21 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:364 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1-5:2x8 SP 2400F 2.0E except end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 2-22.7-21:2x6 SP No.2 6-0-0 oc bracing:18-21 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-23,9-15,10-15 OTHERS 2x8 SP 2400F 2.0E LBR SCAB 1-4 2x8 SP 2400F 2.0E one side • REACTIONS. (lb/size) 21=1745/0-3-8,12=595/0-7-10,1=527/0-7-10 Max Horz 1=-279(LC 10) Max Uplift 21=-448(LC 12),12=-253(LC 13),1=-128(LC 12) Max Gray 21=1745(LC 1),12=678(LC 24),1=536(LC 23) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-270/238,2-3=1082/714,3-5=-678/504,5-6=-72/467,6-7=-14/405,7-8=-66/575, 8-9=378/418,9-10=-473/390,10-11=-701/462,11-12=644/455 BOT CHORD 2-24=703/1339,23-24=-288/640,22-23=517/347,21-22=-1272/508,7-22=-876/239, 13-15=368/614 WEBS 3-24=-871/499,5-24=-248/570,5-23=-1086/673,6-23=-617/150,7-23=-154r727, 8-21=-674/562,8-15=-343/594,10-15=351/292,11-13=378/641 NOTES- 1)Attached 13-11-0 scab 1 to 4,front face(s)2x8 SP 2400F 2.0E with 2 row(s)of 10d(0.131"x3")nails spaced 9"o.c.. 2)Unbalanced roof live loads have been considered for this design. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;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 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 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 fit between the bottom chord and any other members,with BCDL=5.Opsf. 8)Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 448 lb uplift at joint 21,253 lb uplift at Walter P.Finn PE No.22839 joint 12 and 128 lb uplift at joint 1. MiTsk USA,Inc.FL Cert 8631 6904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 A I MIME a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1I.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 ;a• 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 ANSVTPIl 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 Santayana Residence 715413557 1560697 T34 Roof Special 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:54 2018 Page 1 I D:DIaUxDFdhylWegZI2RleysyVj?9-xsrdCYEbcW33vHN7zYnES4xyFDYM3AGbLU 1 bAyyQAdl I 10-6-0 1 13-0-0 1 19-8-3 ?1-4-8 1 24-0-14 1 26-3-0 I 33- 9-6 I 39-3-12 I 45-0-0 I 10-6-0 2-6-0 6-8-3 1-8-5 2-8-6 4-2-2 5-6-6 5-6-6 5-8-4 7x8 // Scale=1:82.5 7.00 12 6 25 4x8 24 f 4.00112 5.6= 5x6= 1 8x10 i 8 l!! 3x43x6 a 3x6 4 5 g 9 10 23 �� _ 11 3x4 C 3 12 . d 0 2 r - moU g 4x6` - E 13 05 40 4x8= 22 21 20 4x4 = 6x12 MT2OHS = a`nb i 1 _ 05 AO. 5x8 J ., /9/ 1 19 26 27 18 28 17 16 15 14 6x8 = 3x8= 3x6 = 3x4 = 2x4 II 3x4 = 21-8-4 7-5-15 I 136-0 l 19-8-3 121144 2244-4-1104I 24-2-2 0 I 33-9-6 39-3-12 I 45-0-0 I a-ib 6-10-5 5s, 6-8-3 -8 5 2-4,0 4 2-2 5-6 6 5-6-6 5-8-4 0-3-12 Plate Offsets(X,Y1— j2:0-2-7,0-2-01,16:0-2-8.0-4-81,120:0-6-0.0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.42 2 >612 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.64 2 >398 240 MT2OHS 187/143 BCLL 0.0 ' Rep Stress Inez YES WB 0.56 Horz(CT) 0.13 19 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:368 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 5-6:2x4 SP M 31,1-5:2x8 SP 2400F 2.0E except end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 5-5-5 oc bracing. 2-20:2x6 SP No.2,7-19:2x6 SP M 26 WEBS 1 Row at midpt 5-21,6-21,9-18,10-18,8-19 WEBS 2x4 SP No.3 OTHERS 2x8 SP 2400F 2.0E LBR SCAB 1-4 2x8 SP 2400F 2.0E one side REACTIONS. All bearings 0-7-10 except(jt=length)19=0-7-8,15=0-3-8. (lb)- Max Horz 1=-280(LC 10) Max Uplift All uplift 100 lb or less at joint(s)14 except 19=757(LC 12), 15=-312(LC 36),1=-172(LC 12) Max Gray All reactions 250 lb or less at joint(s)14 except 19=2762(LC 1),15=708(LC 24),1=677(LC 23) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-322/256,2-3=-1750/999,3-5=-1287/756,5-6=-270/381,6-7=-227/345, 7-8=30/494,8-9=147/352,9-10=-200/330,10-12=274/298 BOT CHORD 2-22=996/1931,21-22=516/1200,20-21=430/290,19-20=2356/733,7-20=1889/493, 18-19=296/124 WEBS 5-22=-294/631,5-21=1314/798,6-21=1278/347,12-15=621/543,9-18=254/137, 12-16=228/345,8-19=442/415,8-18=253/545,7-21=386/1483,3-22=979/579 NOTES- 1)Attached 13-11-0 scab 1 to 4,front face(s)2x8 SP 2400F 2.0E with 2 row(s)of 10d(0.131"x3")nails spaced 9"o.c.except:starting at 7-7-3 from end at joint 1,nail 2 row(s)at 7"o.c.for 2-0-0;starting at 10-9-10 from end at joint 1,nail 2 row(s)at 7"o.c.for 3-1-5. 2)Unbalanced roof live loads have been considered for this design. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;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 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 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.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,with BCDL=5.0psf. Walter P.Finn PE No.22839 8)Bearing at joint(s)1 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify MiTek USA Inc.FL GR 6834 capacity of bearing surface. 8904 Parke East Blvd.Tampa FL 33810 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14 except(jt=lb) Date: 19=757,15=312,1=172. October 24,2018 r nntinuad nn nnng,? 4 1 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek49 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 indiodual 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 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 Qty Ply Santayana Residence T15413557 1560697 T34 Roof Special 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:54 2018 Page 2 ID:DIaUxDFdhy4WegZl2RleysyVj?9-xsrdCYEbcW33vHN7zYnES4xyFDYM3AGbLU1 bAyyOAdl NOTES- 10) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)702 lb down and 263 lb up at 18-2-4,and 692 lb down and 263 lb up at 20-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 11) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=65,2-6=-54,6-8=-54,8-9=54,9-13=-54.2-20=-10,14-19=-10 Concentrated Loads(Ib) Vert:24=662(B)25=-662(B) 1 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M111.7473 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 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 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,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Oty Ply Santayana Residence TI5413558 1560697 T36 Common 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:55 2018 Page 1 I D:DIaUxDFdhylWegZl2RleysyVj?9-P2P?QuFDNgBwXRyJXFIT?HU5LdxVojjka8n9jPyQAdk -2-0-0 7-10-0 15-8-0 2-0-0 7-10-0 7-10-0 Scale=1:28.8 4x6= 3 2 4.00 4 1$ -mew- 5 4x4= 2x4 II 4x4= 7-10-0 I 15-8-0 7-10-0 7-10-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.08 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.14 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.02 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:55 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 8-6-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=471/0-7-10,2=616/0-7-10 Max Nom 2=58(LC 8) Max Uplift 4=-143(LC 9),2=-259(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-865/566,3-4=860/561 BOT CHORD 2-5=-444/750,4-5=-444/750 WEBS 3-5=0/271 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=25ft;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 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 4=143,2=259. Walter P.Finn PE No.22639 Waft USA Inc.FL Cart 8634 6904 Parke East Blvd.Tampa FL 33e10 Date: October 24,2018 � 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 551.7473 rev.10/03/2015 BEFORE USE. tut 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 ANSI/7PII Quality Criteria,DSB-89 and BC5I 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 Santayana Residence 715413559 1560697 T37 Common Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:56 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyV?9-tEzNdEGr78Jn8bXV5zpiYV1 LX 1 JkX5mtpolMFryQAdj 7-10-0 15-8-0 7-10-0 7-10-0 Scale=1:25.6 4x6 = 2 4.00 12 1 3 r r I{m 3x4= 6 7 8 9 10 11 3x4= 4 5 3x8 II 3x4 = 3x4 = 7-10-0 15-8-0 7-10-0 7-10-0 Plate Offsets(X,Y)— [1:0-1-8,Edge],[3:0-1-8,Edge] 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 0.47 Vert(LL) -0.11 1-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.17 1-4 >999 240 BCLL 0.0 • Rep Stress Ina- NO WB 0.44 Horz(CT) 0.03 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:65 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1311/0-7-10,3=1204/0-7-10 Max Horz 1=34(LC 31) Max Uplift 1=-336(LC 4),3=-312(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2487/586,2-3=2487/586 BOT CHORD 1-4=512/2294,34=512/2294 WEBS 2-4=-189/1144 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=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=336,3=312. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)147 lb down and 49 lb up at 0-9-13,210 lb down and 49 lb up at 2-8-12,210 lb down and 49 lb up at 4-8-12,210 lb down and 49 lb up at 6-8-12,210 lb down and 49 Ib up at 7-11-4,210 lb down and 49 lb up at 9-11-4,and 210 lb down and 49 lb up at 11-11-4,and 146 lb down and 50 lb up at 13-10-3 on bottom 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). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-54,2-3=-54,1-3-10 Concentrated Loads(Ib) Vert:4=-210(F)5=-147(F)6=-210(F)7-210(F)8=-210(F)9=-210(F)10=-210(F)11=146(F) Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 8634 8904 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 I I N 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 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* iek' 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 Santayana Residence T15413560 1560697 T38 Roof Special Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:58 2018 Page 1 ID:DIaUxDFdhyl WegZl2Rleysyv?9-pd572vH5fIZVOuhuCNsAdw6ierzg??NAG5?pJkyQAdh -2.0-01 3-4-12 I 7-0-0 i 11-8-0 16-4-0 j 19-11-4 I 23-4-0 I 25-4-0 2-0-0 3-4-12 3-7-4 4-8-0 4-8-0 3-7-4 3-4-12 2-0-0 Scale=1:46.0 4x8= 2x4 I I 4x8= 9.00 FIF 4 15 16 5 17 18 6 4.00 12 4x6 � _, 7 4x6 N 3 a 2_ �M �M\ / 9 $ 3x8 = 14 13 DMA 19 20 12 21 22 11 10 3x8 = 2x4 II 3x4= 5x8 = 3x4 = 2x4 II 3-4-12I 7-0-0 I 11-8-0 I 16-4-0 I 19-11-4 I 23-4-0 3-4-12 3-7-4 4-8-0 4-8-0 3-7-4 3-4-12 Plate Offsets(X,Yl— [4:0-6-0,0-2-01,16:0-6-0,0-2-01,[12:0-4-0.0-3-01 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 0.43 Vert(LL) 0.18 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.28 11-12 >985 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.43 Horz(CT) 0.08 8 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:126 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-4-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1608/0-7-10,8=1608/0-7-10 Max Horz 2=60(LC 8) Max Uplift 2=-704(LC 4),8=-704(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3643/1584,3-4-2748/1238,4-5=2645/1235,5-6=2645/1235,6-7=2748/1238, 7-8=3643/1585 BOT CHORD 2-14=-1495/3367,13-14=-1505/3380,12-13=951/2205,11-12=922/2206, 10-11=1446/3380,8-10=-1436/3367 WEBS 3-13=-1266/592,4-13=-333/909,4-12=-327/612,5-12=-383/312,6-12=-327/612, 6-11=334/909,7-11=-1266/594 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuft=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.Il;Exp C;End., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 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 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) 2=704,8=704. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down and 197 lb up at 7-0-0,98 lb down and 91 lb up at 9-0-12,98 lb down and 91 lb up at 11-0-12,98 lb down and 91 lb up at 12-3-4,and 98 lb down and 91 lb up at 14-3-4,and 188 lb down and 197 lb up at 16-4-0 on top chord,and 354 lb down and 143 lb up at 7-0-0,114 lb down and 38 lb up at 9-0-12,114 lb down and 38 lb up at 11-0-12,114 lb down and 38 lb up at 12-3-4,and 114 lb down and 38 lb up at 14-3-4,and 354 lb down and 143 lb up at 16-3-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)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 Walter P.Finn PE No.22839 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 MiTsk USA inc.FL Cert 8834 Uniform Loads(plf) 9804 Parke East Blvd.Tampa FL 33810 Vert:1-3=-54,3-4=-54,4-6=-54,6-7=-54,7-9-54,2-8=10 Date: October 24,2018 rnntintraon none 9 1 d t a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 9111-7473 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,not11111. 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 Ouallty 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 Santayana Residence T15413560 1560697 138 Roof Special Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:58 2018 Page 2 ID:DIaUxDFdhylWegZl2Rleysyv?9-pd572vH5fIZVOuhuCNsAdw6ierzg??NAGS?pJkyQAdh LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:4=-90(B)6=-90(B)13=354(6)11=354(B)15=42(B)16=-42(B)17=42(B)18=42(6)19=114(B)20=114(B)21=114(B)22=114(B) � 1 /WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 011.7473 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPII 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,Alexandna,VA 22314. Tampa,FL 36610 Job - Truss Truss Type Qty Ply Santayana Residence 715413561 1560697 T39 Roof Special 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:22:59 2018 Page 1 ID:DIaUxDFdhytWegZl2Rleysyv?9-Ipf WGFIk03hM?2G4m5NP97fpJEBIkNM IMIMsAyQAdg -2.40 3-4-12 6-4-0 9-0-0 11-8-0 14-4-0 17-0-0 19-11-4 23-4-0 25-4-0 2-0-0 I 3-4-12 2-11-4 I 2-8-0 2-8-0 2-8-0 I 2-8-0 I 2-11-4 I 3-4-12 I 2-0-0 Scale=1:46.8 4x4= 4x8 = 3x8= 6 7 3x8= 9.00 12 5 .'n.. n rat 8 3x4 I I 17 18 Nil 304 4 4x4 II 2x4 II g OS' 4.00 12 4x6 4 10 4x6 1 3 10-1-0 11 � � 2 _ tM _ �? $1 .� _ _ � i 12 _�.4 t=� o 5x6 = 16 15 19 20 14 13 5x6 is=-7.4 2x4 II 7x8= 7x8 = 2x4 H 3-4-12 6-4-0I 17-0-0 I 19-11-4 I 23-4-0 3-4-12 2-11-4 10-8-0 2-11-4 3-4-12 Plate Offsets(X,Yt- 12:0-6-8.0-0-31.f5:Edoe,0-3-31.17:0-6-0.0-2-01.[8:Edae,0-3-3],[11:0-6-8,0-0-3],[14:0-4-0,0-4-81,115:0-4-0,0-4-81 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 0.69 Vert(LL) -0.48 14-15 >570 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.76 14-15 >360 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.77 Horz(CT) 0.04 11 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:140 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied or 3-9-6 oc purlins. 3-6,7-10:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-5-13 oc bracing. BOT CHORD 2x6 SP No.2 WEBS 1 Row at midpt 5-8 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1111/0-7-10,11=1111/0-7-10 Max Horz 2=96(LC 11) Max Uplift 2=-320(LC 12),11=320(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2347/1340,3-4=-1983/1071,4-5=1257/822,5-6=210/746,7-8=-131/616, 8-9=1255/821,9-10=1985/1073,10.11=2349/1337,6-7=-353/1021 BOT CHORD 2-16=1166/2301,15-16=-1194/2351,14-15=-638/1473,13-14=1221/2281, 11-13=1193/2231 WEBS 3-16=-486/266,3-15=-949/621,4-15=-432/1075,9-14=-436/1081,10-14=-947/619, 10-13=-493/269,5-17=-2450/1298,17-18=-2314/1218,8-18=2329/1226 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=13omph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;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 3)Provide adequate drainage to prevent water ponding. 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 fit between the bottom chord and any other members,with BCDL=5.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(A=lb) 2=320,11=320. 7)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(pif) Vert:1-3=54,3-6=-54,7-10=-54,10-12=54,2-15=10,14-15=-60(F=-50),11-14=10,6-7=-54 Walter P.Finn PE No.22839 MiTek USA Inc.FL Curt 8U4 6984 Parke East Blvd.Tampa FL 33818 Date: October 24,2018 4 1 A WARNING-Verdfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mi Tek®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 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 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 Qty Ply Santayana Residence T15413562 1560697 T40 Roof Special 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:23:01 2018 Page 1 I D:DIaUxDFdhylWegZl2RleysyVj?9-ECmGhxKygx3F MPTtWPtFYk8J2tZCNAcy3ETw2yQAde 12-4-0 -2-0-0 I 3-4-12 I 6-4-0 I 11-0-031-8-(, I 17-0-0 19-11-4 23-4-0 25-4-0 2-0-0 3-4-12 2-11-4 4-8-0 6-8-0 4-8-0 2-11-4 3-4-12 2-0-0 0-8-0 Scale=1:47.1 4x4 = 7 4x4= 6 E1 [7 9.00 12 3x4 = 304 = 5 u._ 8 3x4 I I 17 354 I I 4 4x4 11 9 r70- n d 4.0012 4x6 4 10 4x6 3 10-1-0 or, i� 11 b ►i — ►i 12I' 5x6= 16 15 18 19 14 13 5x6 —� 2x4 7x8= 7x8 = 2x4 H 3-4-12 6-4-0 17-0-0 19-11-4 23-4-0 3-4-12 2-11-4 10-8-0 2-11-4 3-4-12 Plate Offsets(X.Y1— 12:0-6-8.0-0-31.16:0-2-4,0-2-01, 2�,0 2-0L 111:0 6 8,0-0 3L(14:0 4 0,0 481.[15:0 4 0,0 4 8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.48 14-15 >570 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.75 14-15 >361 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.36 Horz(CT) 0.04 11 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:139 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except* TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc purlins. 3-6,7-10:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-6-6 oc bracing_ BOTCHORD 2x6 SP No.2'Except' JOINTS 1 Brace at Jt(s):17 14-15:2x6 SPM 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1111/0-7-10,11=1111/0-7-10 Max Horz 2=136(LC 11) Max Uplift 2=-330(LC 12),11=330(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2468/1330,3-4=-2034/1031,4-5=-1296/786,5-6=-73/290,7-8=-73/290, 8-9=1296/786,9-10=2034/1031,10-11=2473/1329,6-7=-79/344 BOT CHORD 2-16=1157/2445,15-16=1182/2487,14-15=600/1497,13-14=1210/2390, 11-13=1185/2348 WEBS 3-16=-462/246,3-15=-1061/649,4-15=-424/1096,9-14=-424/1096,10-14=-1060/647, 10-13=465/245,5-17=1773/1045,8-17=1773/1045 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=25ft;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 3)Provide adequate drainage to prevent water ponding. 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 fit between the bottom chord and any other members,with BCDL=5.0psf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s)except(jt=lb) 2=330,11=330. 7)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(plf) Vert:1-3=54,3-6=-54,7-10=54,10-12=54,2-15=10,14-15=60(F=50),11-14=10,6-7=54 Walter P.Finn PE N9.22839 McTek USA Inc.FL Cart 8634 8904 Parke East Blvd.Tampa FL 33410 Date: October 24,2018 IMIMMP � 1 A WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. let 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 MUTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the : MiTek' 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.218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply Santayana Residence 715413563 1560697 T41 Roof Special 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:23:02 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyV?9-iOKeuHKcL3wsW fRDw6nmHJYSDIxgGmBjzOSVyQAdd I -2-0-0 I 3-4-12 I 6-4-0 I 11-8-0 I 17-0-0 I 19-11-4 23-4-0 25-4-0 I 2-0-0 3-4-12 2-11-4 5-4-0 5-4-0 2-11-4 3-4-12 2-0-0 Scale=1:50.0 4x6 = 6 9.00 12 2x4 = Ai 2x4 = .c. 4x4 I I y 4x4 I I 16 4 2x4 II 8 r r 11.16\ihor 4.00 12 4 '14N. 9 4x6 3 10-1-0 411d 2 .� yphi_. �■ * Iftll ,D IMINEll. 1113 _" 5x6= 15 14 17 18 13 19 12 5x6 ►. 2x4 II 7x8 = 7x8= 2x4 II I 3-4-12 I 6-4-0 { 17-0-0 19-11-4 I 23-4-0 3-4-12 2-11-4 10-8-0 2-11-4 3-4-12 Plate Offsets(X,Y1— [2:0-6-8,0-0-31,[10:0-6-8,0-0-3],[13:0-4-0,0-4-81,114:0-4-0,0-4-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.49 13-14 >555 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.77 13-14 >353 240 BCLL 0.0 ' Rep Stress Inc! NO WB 0.37 Horz(CT) 0.04 10 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:137 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 3-6-14 oc purlins. 3-6,6-9:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-5-6 oc bracing. BOT CHORD 2x6 SP No.2*Except* JOINTS 1 Brace at Jt(s):16 13-14:2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1119/0-7-10,10=1134/0-7-10 Max Horz 2=149(LC 11) Max Uplift 2=-335(LC 12),10=-341(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2512/1333,3-4=-2094/1043,4-5=1339/792,7-8=1337/791,8-9=-2097/1045, 9-10=2578/1372 BOT CHORD 2-15=1160/2496,14-15=1187/2540,13-14=609/1539,12-13=1249/2487, 10-12=-1225/2448 WEBS 3-15=-483/257,3-14=1075/644,414=-435/1124,8-13=-440/1133,9-13=1130/679, 9-12=-453/234,5-16=-1655/1001,7-16=-1655/1001 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=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces Si MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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,with BCDL=5.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=335,10=341. 6)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(plf) Vert:1-3=54,3-6=-54,6-9=-54,9-11=54,2-14=10,14-19=60(F=50),10-19=10 Walter P.Finn PE No.22839 MiTek USA,Inc.FL C1,118634 8804 Parke East Blvd.Tampa FL 33610 Date: October 24,2018 t • a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AM-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 Mi BeIC 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 8904 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 Santayana Residence ' T15413564 1560697 T42 Roof Special Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:23:04 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyVj?9-enSOJzMsFbKe6p82ZezasBMjLF1 mPjN3f1 S7XNyQAdb -2-0-0 I 3-4-12 I 7-0-0 I 11-8-0 I 16-4-0 19-11-4 I 23-4-0 I 25-4-0 I 2-0-0 3-4-12 3-7-4 4-8-0 4-8-0 3-7-4 3-4-12 2-0-0 Scale=1:46.0 4x8= 2x4 II 4x8= 9.00 12 4 15 16 5 17 18 6 Er 4.00 12 4,6 �41/kst. 7 4x6� N sl . 3 _•1101011.—..M1111111111 Plill - 0j...ii.1"iiMill 4r1111111111111111191 5 3x6= 14 13 19 20 12 21 22 11 10 3x6 = 2x4 II 3x4= 5x8 = 3x4= 2x4 II 3-4-12 7-0-0 11-8-0 I 16-4-0 I 19-11-4 I 23-4-0 3-4-12 3-7-4 4-8-0 4-8-0 3-7-4 3-4-12 Plate Offsets(X.V)— [2:0-0-12.EdoeI 14:0-6-0.0-2-01.j6:0-6-0.0-2-0],[8:0-0-12,Edge],[12:0-4-0.0-3-01 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 0.41 Vert(LL) 0.17 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.25 12-13 >999 240 BCLL 0.0 ' Rep Stress Inc( NO WB 0.40 Horz(CT) 0.07 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:126 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-5 oc purlins. BOT CHORD 2x4 SPM 31 BOT CHORD Rigid ceiling directly applied or 6-6-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1489/0-7-10,8=1488/0-7-10 Max Horz 2=60(LC 27) Max Uplift 2=-662(LC 4),8=-662(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=3325/1472,3-4=2489/1147,4-5=2384/1143,5-6=2384/1143,6-7=2489/1147, 7-8=3325/1473 BOT CHORD 2-14=1390/3071,13-14=1399/3082,12-13=877/1994,11-12=847/1994, 10-11=1341/3082,8-10=-1332/3071 WEBS 3-13=-1171/559,4-13=294/799,4-12=-304/548,5-12=-387/313,6-12=-304/548, 6-11=294/799,7-11=-1171/560 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=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 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 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) 2=662,8=662. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down and 197 lb up at 7-0-0,98 lb down and 91 lb up at 9-0-12,98 lb down and 91 lb up at 11-0-12,98 lb down and 91 lb up at 12-3-4,and 98 lb down and 91 lb up at 14-3-4,and 188 lb down and 197 lb up at 16-4-0 on top chord,and 317 lb down and 122 lb up at 7-0-0,85 lb down and 28 lb up at 9-0-12,85 lb down and 28 lb up at 11-0-12,85 lb down and 28 lb up at 12-3-4,and 85 lb down and 28 lb up at 14-3-4,and 317 lb down and 122 lb up at 16-3-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)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 Walter P.Finn PE No,22839 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 MiTek USA,Inc.FL Cert 6634 Uniform Loads(plf) 8904 Parke East Blvd.Tampa FL 33610 Vert:1-3=-54,3-4=-54,4-6=-54,6-7=-54,7-9=-54,2-8=10 Date: October 24,2018 f nntinund nn nn nn9 1 1 a WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1111-7473 rev.10/03/2015 BEFORE USE. Nit Design valid for use only with MiTek6 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 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 Oly Ply Santayana Residence T15413564 1560697 T42 Roof Speaal Girder 1 1 Job Reference(optional) Builders FirstSource. Jacksonville Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:23:04 2018 Page 2 ID:DIaUxDFdhylWegZl2RleysyVj?9-enSOJzMsFbKe6p82ZezasBMjLF1 mPjN3f1 S7XNyQAdb LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:4=-89(F)6=89(F)13=296(F)11=296(F)15=42(F)16=-42(F)17=42(F)18=42(F)19=84(F)20=-84(F)21=84(F)22=84(F) t 1 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE*111.7473 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,not111111-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 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,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply Santayana Residence T15413565 1560697 TFG01 FLAT GIRDER 1 i 2 Job Reference(ootionall Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:23:06 2018 Page 1 I D:Dla UxDFdhyl WegZI2 RleysyVj?9-a9a9ke07 nCaML71 Qg3?2xcR3s3kPtZl M6LxEcGyQAdZ 2-6-11I 4-3-4 l 7-1-1 l 9-4-3 I 11-7-6 i 13-10-9 16-1-12 l 17-10-13 l 19-11-6 2-6-11 1-8-9 2-9-13 2-3-3 2-3-3 2-3-3 2-3-3 1-9-1 2-0-9 Scale=1:33.5 5x8 = 4x4 = 5x8= 3x4= 3x4= 3x8 = 2 21 22 3 4 5 8 7 8 23 9 10 r; _ Y Y PI V owN e 19 18 17 16 15 14 Ii 12 11 20 5x12 = 3x4 = 7x8 = bx3B = 3x4 = 2-6-11i 4-3-4 I 7-1-1 i 9-4-3 i 11-7-6 i 13-10-9 i 16-1-12 161 17-10-13 I 19-11-6 l 2.6-11 1-8-9 2-9-13 2-3-3 2-3-3 2-3-3 2-3-3 0-1-42 1-7-5 2-0-9 Plate Offsets(X.Y1— (3:0-4-0,0-3-0],[15:0-4-0.0-4-81 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 0.41 Vert(LL) -0.11 17 >999 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.00 BC 0.36 Vert(CT) -0.17 17 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.69 Horz(CT) 0.02 13 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:229 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP M 26 except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-19:2x4 SP No.2 6-0-0 oc bracing:12-13. REACTIONS. (lb/size) 20=2811/0-7-2,13=4460/0-3-8 Max Uplift 20=-496(LC 8),13=787(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-20=2551/811,1-2=-4077/1281,2-3=4077/1281,3-4=6006/1889,4-5=-6006/1889, 5-6=3881/1220,6-7=3881/1220,7-8=521/1655,8-9=-521/1655,9-10=190/604 BOT CHORD 18-19=1938/6161,17-18=1938/6161,16-17=-1889/6006,15-16=1889/6006, 14-15=-428/1360,13-14=-428/1360,12-13=604/190 WEBS 1-19=1368/4356,2-19=897/302,3-19=2594/817,3-18=-103/388,4-17=-428/159, 5-16=152/544,5-15=-2437/767,6-15=-440/159,7-15=908/2891,7-13=3457/1089, 8-13=1324/434,9-13=1298/409,10-12=754/238 NOTES- 1)2-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-8-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member 3-18 2x4-1 row at 0-2-0 oc,member 8-13 2x4-2 rows staggered at 0-3-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;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 4)Provide adequate drainage to prevent water ponding. 5)All plates are 2x4 MT20 unless otherwise indicated. 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 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)except(jt=lb) 20=496,13=787. Walter P.Finn PE Na.22839 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)635 lb down and 200 lb up at MiTek USA Inc FL Cart 8634 3-9-15,and 627 lb down and 197 lb up at 16-2-1 on top chord. The design/selection of such connection device(s)is the 6904 Parke East Blvd.Tampa FL 33810 responsibility of others. Date: LOAD CASE(S) Standard October 24,2018 r nntinuari nn nail? 1 / M a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ANI-7473 rev.10X13/2075 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 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 r+/��i 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 ANSIJTP11 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 Santayana Residence T15413565 1560697 TFG01 FLAT GIRDER 1 a� L Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:23:06 2018 Page 2 ID:DIaUxDFdhylWegZl2RleysyV?9-a9a9ke07nCaML71 Qg3?2xcR3s3kPtZIM6LxEcGyQAdZ LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-21=-414(F=-300),21-22=363(F=249),8-22=228(F=-114),8-23=363(F=-249),10-23=-414(F=-300),11-20=-10 Concentrated Loads(Ib) Vert:8=-627(F)22=-635(F) t N 1 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 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 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 Santayana Residence 715413566 1560697 TFG02 Flat Girder 1 Job Reference(optional) • Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 t4:23:07 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyVj?9-3M8Xx_OIYWiDzHtdEmWHUp_FHT1 eczoVL?hn8iyQAdY 2-1-11 I 4-1-10 6-1-9 i 8-1-8 10-1-7 I 12-1-6 I 14-1-5 I 16-3-0 2-1-11 1-11-15 1-11-15 1-11-15 1-11-15 1-11-15 1-11-15 2-1-11 Scale=1:27.4 2x4 II 2x4 II 5x6 = 3x4 = 3x8= 119 4x6= 24x4 = 320 304 = 43x4 = 5 6 7 8 9 g. S r''''''''...7.'7 /..................'7- El ,e'VVI,.....;12 • 17 16 15 14 13 12 11 18 4x6 = 4x4 = 5x6= 3x4= 3x4= 3x4= 3x8= 10 2x4 II 2x4 II 2-1-11I 4-1-10 I 6-1-9 I 8-1-8 i 10-1-7 I 12-1-6 I 14-1-5 I 16-3-0 2-1-11 1-11-15 1-11-15 1-11-15 1-11-15 1-11-15 1-11-15 2-1-11 Plate Offsets(X.Yi- 17:0-3-0.0-3-01,[11:0-3-8.0-1-81,[15:0-3-0,0-3-01 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 0.37 Vert(LL) -0.14 14-15 >999 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.00 BC 0.48 Vert(CT) -0.22 14-15 >857 240 BCLL 0.0 - Rep Stress Incr NO WB 0.86 Horz(CT) 0.03 10 n/a n/a BCDL 5.0 Code FBC2017fTP12014 Matrix-S Weight:167 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-5 oc purlins, BOT CHORD 2x4 SP M 31 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=2426/0-7-2,10=2218/0-3-0 Max Uplift 18=-428(LC 8),10=-392(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=2326/770,1-2=-3110/1018,2-3=-5179/1696,3-4=-5786/1895,4-5=-5554/1819, 5-6=5554/1819,6-7=-5554/1819,7-8=4362/1428,8-9=2778/910,9-10=2124/703 BOT CHORD 16.17=1018/3110,15-16=-1696/5179,14-15=-1895/5786,13-14=-1819/5554, 12-13=-1469/4483,11-12=910/2778 WEBS 1-17=1189/3630,2-17=2000/675,2-16=819/2501,3-16=-1375/468,3-15=240/734, 4-14=-280/92,6-13=423/156,7-13=433/1328,7-12=-1128/387,8-12=-626/1915, 8-11=1769/600,9-11=1060/3237 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member 3-16 2x4-1 row at 0-3-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 18=428,10=392. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)615 lb down and 201 lb up at 4-2-1 on top chord. The design/selection of such connection device(s)is the responsibility of others. Walter P.Finn PE No.22839 LOAD CASE(S) Standard 8634 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 M 04 Parkeak East Blvd. Cart Tampa 8904 Parke East Blvd. FL 33810 Uniform Loads(plf) Date: Vert:1-19=-282(F=168),3-19=-263(F=-149),3-7=128(F=14),7-20=263(F=149),9-20=-314(F=-200),10-18=-40(F=30) October 24,2018 Cnntini rani nn nano 9 1 1 A WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/3015 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIfTPII 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 Santayana Residence 115413566 1560697 TFG02 Flat Girder 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:23:07 2018 Page 2 ID:DIaUxDFdhyIWegZI2RleysyVj?9-3M8Xx_OIYIMDzHtdEmVVHUp_FHT1 eczoVL?hn8iyQAdY LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:3=-615(F) 11 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 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 MiTek building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent braving iYl 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,Alexandria,VA 22314. Tampa.FL 36610 Job Truss Truss Type Qty Ply Santayana Residence 715413567 1560697 TFG03 FLAT GIRDER 1 q J Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:23:08 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyVj?9-XYiv9KPNJgg4aRSpoU1 W11 WNgtKoLPueZfQLg8yQAdX 3-3-12 I 6-4-0 I 8-7a I 10-10-14 I 13-2-6 I 15-5-13 I 17-9-4 20-8-2 I 23-10-8 3-3-12 3-0-4 2-3-7 2-3-7 2-3-7 2-3-7 2-3-7 2-10-14 3-2-6 Scale=1:40.3 4x8 = 3x8 = 3x6= 3x8= 2x4 II 2x4 II 5x8 = 5x8= 4x6 = 3x6= 1 21 2 22 3 23 4 5 6 7 8 9 10 I e I I e I • e 1 s e e1 I-1.<;'-'>------TEI 20 19 18 17 16 15 14 IsMill 12 13 11 3x8 II 4x8 = 3x8 = 7x8 = 3x8 = 7x8 = 5x8 = 6x8 = 3x6= 2x4 II I 3-3-12 I 6-4-0 8-7-7 I 10-10-14 I 13-2-6 I 15-5-13 17-9-4 20-8-2 I 23-10-8 3-3-12 3-0-4 2-3-7 2-3-7 2-3-7 2-3-7 2-3-7 2-10-14 3-2-6 Plate Offsets(X,Yt— 17:0-2-12.0-3-01.113:0-4-0,0-4-81,[15:0-4-0.0-3-121,[17:0-4-0.0-481 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.31 16-17 >672 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.39 16-17 >546 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.94 Horz(CT) 0.02 13 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:421 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP M 26 except end verticals. WEBS 2x6 SP No.2'Except BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-19,3-17,4-16,7-15,8-14:2x4 SP No.2,2-18,9-13,10-12:2x4 SP No.3 REACTIONS. (lb/size) 20=4371/0-3-8,11=638/0-6-0,13=12106/0-7-8 Max Uplift 20=-1495(LC 8),11=-638(LC 1),13=-4141(LC 8) Max Gray 20=4371(LC 1),11=218(LC 8),13=12106(LC 1) FORCES. (Pb)-Max.Comp./Max.Ten.-All forces 250(Pb)or less except when shown. TOP CHORD 1-20=-4005/2456,1-2=9240/5629,2-3=14851/9048,3-4=-15726/9581,4-5=10023/6106, 5-6=-10023/6106,6-7=10023/6106,7-8=1172/1920,8-9=-6380/10472, 9-10=-2372/3893,10-11=-456/774 BOT CHORD 19-20=-383/627,18-19=5629/9240,17-18>9048/14851,16-17=9581/15726, 15-16=6106/10023,1415=573/348,13-14>10472/6380,12-13=3893/2372 WEBS 1-19=5674/9316,2-19=3677/2281,2-18=-3709/6088,3-18=2768/1718,3-17=-609/1000, 4-17=726/1234,4-16=6523/3975,5-16=-680/443,6-15=2489/1542,7-15=7585/12454, 7-14=-7587/4648,8-14=5958/9783,8-13=7067/4337,9-13=7180/4375,9-12=-467/830, 10-12=-4321/2634 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-2 rows staggered at 0-5-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc,Except member 3-18 2x6-2 rows staggered at 0-4-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;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 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 fit between the bottom chord and any other members. Waiter P.Finn PE No.22839 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) MiTek USA Mc.FL Cert 8634 20=1495,11=638,13=4141. 6904 Parke East Blvd.Tampa FL 33610 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1418 lb down and 864 lb up at Date: 6-3-15 on top chord. The design/selection of such connection device(s)is the responsibility of others. October 24,2018 r1 ' GA61CASE G,d ennrlor l r A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 111-7473 rev.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 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 Wel( tl'el' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the e n 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 Qty Ply Santayana Residence 715413567 1560697 TFG03 FLAT GIRDER 1 q J Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:23:08 2018 Page 2 ID:DIaUxDFdhylWegZI2RleysyVj?9-XYiv9KPNJgg4aRSpoU1 W11 WNgtKoLPueZfOLg8yQAdX LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-21=-168(F=-114),21-22=-439(F=-385),22-23=-303(F=-249),10-23=-699(F=-645),11-20=-20(F=-10) Concentrated Loads(lb) Vert:3=-1418(F) 1 � N 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 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 ANSI/TPI1 Quality Criteria,DSB.9 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 Santayana Residence 715413568 1560697 TFGO4 FLAT GIRDER 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:23:10 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyVj?9-TxpgZORdgR4ogkbBw3_6Sdrg2FpN7xlzvRIlyQAdV 1-6-4I 3-9-10 I 6-3-4 I 8-8-14 I 11-2-8 I 13-8-2 I 16-1-12 1 18-5-2 I 19-11-6 1-6-4 2-3-6 2-5-10 2-5-10 2-5-10 2-5-10 2-5-10 2-3-6 1-6-4 Scale=1:36.1 2x4 II 5x12 = 2x4 II 2x4 II 7x8 — 5x12 = 2x4 II 6x8 = 1 6x8 2 3 45 5 6 7 8 9 1010 `v �— ® s I e ® ® �• e e- , e- 2 19 18 17 16 15 14 1[1 12 11 3x8 MT2OHS I 2x4 II 7x8 = 5x6= 5x6= 4x6= 2x4 I 3x8 MT2OHS II 10x14 = 10x14 = 1-6.4j 3-9-10 j 6-3-4 I 8-8-14 j 11-2-8 13-8-2 I 16-1-12 1611-8 18-5-2 19-11-6 1-6-4 2-3-6 2-5-10 2-5-10 2-5-10 2-5-10 2-5-10 0-1-2 2-1-10 1-6-4 Plate Offsets(X,Y)— 11:0-2-12,0-2-121,17:0-4-0,0-4-8],[10:0-2-12,0-2-121.111:0-4-0,0.2-41.117:0-4-0,0-4-81.120:0-4-0,0-0-41 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) -0.14 16-17 >999 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.00 BC 0.55 Vert(CT) -0.23 16-17 >836 240 MT2OHS 187/143 BCLL 0.0 ' Rep Stress Ina NO WB 0.70 Horz(CT) 0.04 13 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:268 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP M 26 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP M 26 except end verticals. WEBS 2x6 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-19,10-12:2x6 SP M 26,3-19,8-12:2x4 SP No.3 6-0-0 oc bracing:13-14,12-13. 3-17,4-16,8-14,7-15:2x4 SP No.2 REACTIONS. (lb/size) 20=8397/0-7-2,13=3528/0-3-8 Max Uplift 20=-1257(LC 4),13=-603(LC 4) Max Gray 20=9157(LC 2),13=3528(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-20=-8223/1144,1-2=8746/1212,2-3=8746/1212,3-4=10068/1618,4-5=7911/1297, 5-6=-7911/1297,6-7=-7911/1297,7-8=-3084/506,8-9=-60/343,9-10=-60/343 BOT CHORD 19-20=94/695,18-19=1523/10040,17-18=1523/10040,16-17=1618/10068, 15-16=-1297/7911,14-15=585/3536,13-14=511/144,12-13=-511/144 WEBS 1-19=1518/10935,2-19=-472/413,3-19=1902/514,3-17=-587/1177,4-17=334/427, 4-16=-2636/356,5-16=-102/344,10-12=-489/87,8-12=102/270,8-13=-2866/509, 8-14=666/3989,7-14=2383/415,7-15=806/4952,6-15=1374/245 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-3 rows staggered at 0-2-0 oc. Webs connected as follows:2x6-2 rows staggered at 0-9-0 oc,Except member 2-19 2x6-3 rows staggered at 0-2-0 oc,2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vutt=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 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 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)except(jt=lb) Walter P.Finn PE No.22839 20=1257,13=603. 6631 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)8102 lb down and 975 lb up at 8904 Pak rke East Blvd. Cott Tampa 1-5-13 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8904 Parke East Blvd. FL 33610 Date: LOAD CASE(S) Standard October 24,2018 t t'nntim/art M n,na 7 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE*40-7473 rev.1010 3/2 01 5 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 budding of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` iek 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 Qty Ply Santayana Residence T15413568 1560697 TFG04 FLAT GIRDER 1 Job Reference(ootionall Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:23:10 2018 Page 2 ID:DIaUxDFdhylWegZl2RleysyVj?9-TxpgZORdgR4ogkbBw3 6Sdrg2FpN7x1zvR11yQAdV LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pIf) Vert:1-2=363(F=249),2-10=228(F=114),11-20=20(F=10) Concentrated Loads(Ib) Vert:19=-6917(F) t � A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. mill 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 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 Santayana Residence • ' 715413569 1560697 TFG05 FLAT GIRDER 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:23:12 2018 Page 1 ID:DIaUxDFdhylWegZl2Rleysyy?9-PJxQ_iStM2KV321a1 K6SBth3KUlYHCIEUHOYpwyQAdT 1-6-4 I 3-4-14 I 5-3-9 I 7-2-3 I 9-0-13 10-11-7 I 12-10-2 I 14-8-12 I 16-3-0 1-6-4 1-10-10 1-10-10 1-10-10 1-10-10 1-10-10 1-10-10 1-10-10 1-6-4 Scale=1:28.8 2x4 I I 2x4 I I 4x12 = 2x4 II 3x6 = 7x8 = 4x12 = 10x16 MT2OHS II 1 2 3 4 5 B 3x6 7 8 9 10 e • e e e o s e _ 19 18 17 16 15 14 13 12 20 34 II 8x10 = 3x6 II 3x6 II 4x12 = 3x6 II 10x14 = 11 10x16 MT2OHS II 10x14 = I 1-6-4 I 3-4-14 I 5-3-9 I 7-2-3 I 9-0-13 I 10-11-7 I 12-10-2 I 14-8-12 I 16-3-0 I 1-6-4 1-10-10 1-10-10 1-10-10 1-10-10 1-10-10 1-10-10 1-10-10 1-6-4 Plate Offsets{X,Y)— [7:0-4-0,0-4-81,110:0-5-4,0-5-01.111:0-0-0.0-2-121.112:0-3-12.0-6-41,117:0.5-0.0-6-01.119:0-4-12,0-6-41,120:0-0-0.0-2-121,120:0-5-4,0-5-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.54 Vert(LL) -0.12 16 >999 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.00 BC 0.50 Vert(CT) -0.20 16 >960 240 MT2OHS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(CT) 0.03 11 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:240 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP M 26 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x8 SP 2400F 2.0E except end verticals. WEBS 2x6 SP No.2`Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-19,3-17,5-17,6-14,8-14,8-12:2x4 SP No.3 REACTIONS. (lb/size) 20=8411/0-7-2,11=2533/0-3-0 Max Uplift 20=-1258(LC 4),11=-427(LC 4) Max Gray 20=9132(LC 2),11=2533(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-20=-7231/1018,1-2=8382/1177,2-3=-8382/1177,3-4=10523/1679,45=10523/1679, 5-6=10072/1645,6-7=7866/1303,7-8=7866/1303,8-9=-2814/471,9-10=-2814/471, 10-11=-2361/401 BOT CHORD 19-20=148/1073,18-19=-1579/10458,17-18=-1579/10458,16-17=-1645/10072, 15-16=-1645/10072,14-15=1645/10072,13-14=942/5638,12-13=-942/5638, 11-12=-51/302 WEBS 1-19=1359/9654,2-19=248/662,3-19=2720/467,3-18=65/678,3-17=561/1176, 4-17=-446/90,5-17=660/950,5-16=532/76,6-15=69/661,6-14=-2664/397, 7-14=280/106,8-14=-420/2588,8-12=-3280/546,9-12=413/85,10-12=555/3319 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x8-3 rows staggered at 0-2-0 oc. Webs connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 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 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)except(jt=lb) Wafter P.Finn PE No.22839 20=1258,11=427. MiTek USA,Inc.FL Cart 8834 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1100 lb down and 194 lb up at 8804 Parke East Blvd.Tampa FL 33810 1-6-4,and 7234 lb down and 801 lb up at 1-5-13 on bottom chord. The design/selection of such connection device(s)is the Oats: responsibility of others. October 24,2018 rt41RQCASFf6hd s nrf2rrt MMINEI Lk 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 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 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 Qty Ply Santayana Residence 715413569 1560697 TFG05 FLAT GIRDER 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:23:12 2018 Page 2 ID:DIaUxDFdhylWegZl2RleysyV?9-PJxQ_iStM2KV321a1 K6SBth3KUIYHCIEUHOYpwyQAdT LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-10=228(F=114),11-20=20(F=10) Concentrated Loads(Ib) Vert:19=-7028(F=-1100,B=5928) Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1111.7473 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 MI; leks 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 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 Santayana Residence 715413570 1560697 TFG06 FLAT GIRDER 1 q J Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:23:14 2018 Page 1 ID:DIaUxDFdhylWegZl2RleysyVj?9-Li3APNU8ugaDJMvz8k8wGl mNOH Mml8jXybtfuoyQAdR 2-7-13 I 5-1-15 I 7-8-0 I 10-2-1 I 12-8-3 I 15-4-0 2-7-13 2-6-1 2-6-1 2-6-1 2-6-1 2-7-13 Scale=1:25.9 3x4 II 5x12 = 3x10 = 3x10= 3x4 Ii 1 2 3 4 5 3x10 = 6 5x12 = 7 eD/ • • / I e I \ • • \le' e / / � e� � e \ e e dC 4x8 =1516 13 17 12 18 11 19 20 10 21 9 22 8 14 6x8 = 6x8= 2x4 6x8 = 6x8= 4x8 = 2-7-13I 5-1-15 7$-0 I 10-2-1 I 12-8-3 I 15-4-0 2-7-13 2-6-1 2-6-1 2-6-1 2-6-1 2-7-13 Plate Offsets(X,Y)— f2:0-3-8,0-2-81.13:0-3-8,0-1-81,15:0-3-8,0-1-8],[6:0-3-8.0-2-81,19:0-3-8,0-4-01.110:0.3-0,0-4-81.f12:0-3-0.0-4-81,M3:0-3-8.0-4-0] LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/def/ Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.70 Vert(LL) -0.19 11 >945 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.00 BC 0.71 Vert(CT) -0.33 11 >555 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.79 Horz(CT) 0.06 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:301 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins, BOT CHORD 2x6 SP M 26 except end verticals. WEBS 2x4 SP No.3`Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-14,3-13,4-12,4-10,5-9,6-8:2x4 SP No.2 REACTIONS. (lb/size) 14=5933/Mechanical,8=5922/Mechanical Max Uplift 14=-796(LC 4),8=-796(LC 4) Max Gray 14=7239(LC 2),8=7268(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-14=886/149,1-2=-643/70,2-3=-11722/1312,3-4=-18679/2100,4-5=-20118/2100, 5-6>12850/1312,6-7=640/70,7-8=896/149 BOT CHORD 13-14=1312/11722,12-13=-2100/18679,11-12=2391/21655,10-11=2391/21655, 9-10=-2100/20118,8-9=-1312/12850 WEBS 2-14=-12299/1380,2-13=-324/4223,3-13=-7722/874,3-12=-123/2210,4-12=-3304/323, 4-11=0/939,4-10=1907/323,5-10=123/2441,5-9=-8068/874,6-9=-324/4765, 6-8=13554/1380 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-3 rows staggered at 0-4-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fn between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 14=796,8=796. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)884 lb down at 0-10-13,51 lb Walter P.Finn PE No.22839 down and 56 lb up at 1-11-4,869 lb down at 2-1-5,51 lb down and 56 lb up at 3-11-4,869 lb down at 4-1-5,51 lb down and 56 lb MiTek USA,Inc.FL Cert 6834 up at 5-11-4,869 lb down at 6-1-5,51 lb down and 56 lb up at 7-11-4,865 lb down at 8-1-5,51 lb down and 56 lb up at 9-4-12, 6904 Parke East Blvd.Tampa FL 33610 865 lb down at 10-1-5,51 lb down and 56 lb up at 11-4-12,2280 lb down at 11-5-5,and 51 lb down and 56 lb up at 13-4-12,and Date: 865 lb down at 13-5-5 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. October 24,2018 &GAD ICASFOs d nau I I Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ABI-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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITPII 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 Ory Ply Santayana Residence 715413570 1560697 TFG06 FLAT GIRDER 1 q J Job Reference(optional/ Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:23:14 2018 Page 2 I D:DIa UxOFdhyl WegZl2 RleysyV?9-Li 3APN U8ugaDJMvz8k8wGl mN OH Mm18jXybtfuoyQAd R LOAD CASE(S) Standard 1 i Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pif) Vert:1-7=598,8-14=5 Concentrated Loads(Ib) Vert:11=13(B)10=-291(F)15=-311(F)16=292(F=305,B=13)17=-292(F=305,B=13)18=292(F=305,B=13)19=291(F)20=13(B)21=767(F=-780,B=13) 22=277(F=291,B=13) s 1 AWARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE*45-7473 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 . 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 ANSIITP11 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 Santayana Residence T15413571 1560697 TFG07 HALF HIP GIRDER 1 q J Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:23:15 2018 Page 1 I D:DlaUxDFdhylWegZl2RleysyVj?9-qudZd/Vmfzi4wVU9iSf9pVJYjhsyUh 1 gAFdCQEyQAdQ 5-1-8 I 8 8 10 91-2-8 12-0-0 15-5-4 5-1-8 3-7-2 0-5-14 2-9-8 3-5-4 2x4 I I 4x8 = 2x4 I I 4x8 = Scale=1:50.2 1,24 14 5 15 8 16 =� mom Ia 4S 7.00 Al 1' ii 2 �� 4x8 = 11 10 4x8= 2x4 11 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS(BEARINGS). ►� ►; 12 0[7-10 5-1-8 9-2-8 12-0-0 15-5-4 0-7-l0 4-5-14 4-1-0 2-9-8 3-5.4 Plate Offsets(X,V)- 17:0-3-0,0-4-01 LOADING (psf) SPACING. 4-0-0 CSI. DE FL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.33 3 >535 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.48 3 >368 240 BCLL 0.0 ` Rep Stress Ina YES WB 0.40 Horz(CT) 0.55 12 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:499 lb FT=20% LUMBER- BRACING- TOP CHORD 2x8 SP 2400F 2.0E'Except* TOP CHORD 2-0-0 oc purlins(6-0-0 max.), except end verticals 4-9:2x6 SP No.2 (Switched from sheeted:Spacing>2-8-0). BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3`Except` WEBS 1 Row at midpt 9-12 2-4:2x6 SP No.2,9-12:2x8 SP 2400F 2.0E JOINTS 1 Brace at Jt(s):4,6,7,9 REACTIONS. (lb/size) 1=1895/0-7-10,12=3133/0-7-4 Max Horz 1=202(LC 8) Max Uplift 1=745(LC 8),12=-1037(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=928/345,2-3=1673/3777,3-6=1589/3344,6-7=-835/1602,5-8=-2266/885, 8-9=2358/911,10-12=3133/1037,9-10=2419/879 BOT CHORD 3-11=246/833,10-11=246/844 WEBS 7-8=-1855/593,5-6=-1364/3149,2-5=-4709/1944,7-10=-1025/299,7-9=-1158/2980 NOTES- 1)3-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords connected as follows:2x8-2 rows staggered at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vull=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)1,12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=745,12=1037. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)400 lb down and 509 lb up at Walter P.Finn PE No.22833 5-4-4,142 lb down and 170 lb up at 8-3-5,1241 lb down and 489 lb up at 10-2-4,and 655 lb down and 212 lb up at 12-2-4,and MiTek USA Inc.FL Cert 8634 610 lb down and 215 lb up at 14-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of 8904 Parke East Blvd.Tampa FL 33610 others. Date: LOAD CASE(S) Standard October 24,2018 1 Cnntini cart nn nnna 9 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,not11 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 Qty Ply Santayana Residence T15413571 1560697 TFG07 HALF HIP GIRDER 1 q J Job Reference(optional) Builders FirstSource. Jacksonville,Fl 32244 8.220 s Oct 6 2018 MiTek Industries,Inc. Wed Oct 24 14:23:15 2018 Page 2 ID:DIaUxoFdhylWegZl2Rleysyv)?9-qudZdjjVmfzi4wVU9iSf9pVJYhsyUh 1 gAFdCOEy0Ad0 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-108,2-3=108,4-9=108,3-10=-20 Concentrated Loads(Ib) Vert:2=400 8=655(B)14=-142 15=1241 16=-610(B) i a WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MRek®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 buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire 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/TPII 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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/ 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property I Center plate on joint unless x,y p y 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury rte'= Dimensions are in ft-in-sixteenths. 11% Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS �'�16 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves ,a_ ILlipilip, may require bracing,or alternative Tor I p bracing should be considered. 3. Never exceed the design loading shown and never ■-� Ostack materials on inadequately braced trusses. O d p 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 For 4 x 2 orientation,locate H designer,erection supervisor,property owner and plates 0- 'r,h' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �i�� Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■IMMO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MN 111111M y: 18.Use of green or treated lumber may pose unacceptable rii.=.(11 environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI1. National Design Specification for MetalMIII project engineer before use. 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. snot sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Mile ri 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MiTek MiTek USA, Inc. 6904 Parke East Blvd. Tampa,FL 33610-4115 May 25, 2018 TO WHOM IT MAY CONCERN: RE: MiTek 20/20 drawings showing continuous lateral bracing or "T" bracing on interior webs and chords. Truss design drawings designed using MiTek 20/20 software show the bracing to be located on a side of the member needing to be braced. The actual side of the member where the brace is to be located does not change the design. If the brace cannot physically be placed on the side of the member as the drawings show, then place the brace on the member at the same location except attach it to the opposite edge. If we can be of any further assistance in this matter, please feel free to contact our office. Sincerely, )34*--/f7 Michael Magid, PE l AUGUST 1, 2016 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY MII-T-BRACE 2 1 II 1 ® MiTek USA,Inc. Page 1 of 1 =DD Note:T-Bracing/I-Bracing to be used when continuous lateral bracing is impractical. T-Brace/I-Brace must cover 90%of web length. ENote:This detail NOT to be used to convert T-Brace/I-Brace MiTek USA,Inc. webs to continuous lateral braced webs. ENGINE R BY - ----- RDNC U Brace Size A YITek Affiliate for One-Ply Truss Nailing Pattern T-Brace size Nail Size Nail Spacing Specified Continuous Rows of Lateral Bracing 2x4 or 2x6 or 2x8 1 10d (0.131"X 3") 6"o.c. Web Size 1 2 Note: Nail along entire length of T-Brace/I-Brace 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace (On Two-Ply's Nail to Both Plies) 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace Nails Brace Size for Two-Ply Truss k Specified Continuous k Rows of Lateral Bracing k SPACING Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace -\" 2x6 2x6 T-Brace 2x6 I-Brace WEB 2x8 2x8 T-Brace j2x8I-Brace T-Brace/I-Brace must be same species k and grade(or better)as web member. T-BRACE 4 ♦•,```,PS'A, 4II `,e j Nails Section Detail :�'�. iak � •�:, �,�C'•E `SFS2/��i No 39380 V T-Brace Web :. �-.---STA E '7'"' .Z. Nails .. etits;ONA, �•N Web N I-B race Thomas A.Albans PE No.39380 10.S4 MiTek USA,Inc.FL Cert 6634 V6904 Parke East Blvd.Tampa FL 33610 Nails Date: February 12,2018 i • AUGUST 1, 2016 WEB BRACING RECOMMENDATIONS MII-WEBBRACE I f II I ® MiTek USA,Inc. Page 1 of 1 =OD MAXIMUM TRUSS WEB FORCE(Ibs.)(See note 7) r 10o BRACE I 1 0 * 24"O.C. 48"O.C. 72"O.C. n BAY SIZE BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE MiTek USA,Inc. A B C D A 1 B C D C D nil SIC O 10'-0 " 1610 1886 1886 2829 �1 ANT*ANN% 12'-0" 1342 1572 1572 2358 L 3143 l 3143 4715 4715 7074 14'-0" 1150 1347 1347 P021 16'-0" 1006 1179 1179 1768 { 2358 2358 3536 18'-0" 894 1048 1048 1572 3143 4715 20'-0" 805 943 943 1414 -1 1886 1886 ` 2829 `Bay size shall be measured in between the centers of pairs of diagonals. I GENERAL NOTES TYPE BRACING MATERIALS 1.DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEIUNG DIAPHRAGM.THE DIAPHRAGM IS TO BE DESIGNED BY A OUAUFIED PROFESSIONAL. 1 X 4 IND.45 SP 2.THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER,AS THE LATERAL BRACE MATERIAL,AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4#2 SRB(DF,HF,SPF) AT APPROX.45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131"4.5")FOR 1114 BRACES,2-10d(0.131"x 3")FOR 24 and 2x4 BRACES,AND 3-10d(0.1314")FOR ZS BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-6d(0.131"X2.5")NAILS FOR 1x4 LATERAL BRACES, 2.10d(0.131"49 NAILS FOR 24 and 2x4 LATERAL BRACES,AND 3-10d(0.13141 FOR 24 LATERAL BRACES. B 2 X 3#3,STD,CONST(SPF,DF,HF,OR SP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING,CONSULT C 2 X 4#3,STD,CONST(SPF,DF,HF,OR SP) DSB-B9 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING,INSTALLING&BRACING OF METAL PLATE CONNECTED WOOD TRUSSES,JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. VAW/.sbcindusiry.com and vnvx.ip41storg D 2 X 6#3 OR BETTER(SPF,DF,HF,OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. B. TABULATED VALUES ARE BASED ON A DOL=1.15 FOR STABILIZERS: FOR A SPACING OF 24"O.C.ONLY,MITEK"STABILIZER"TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A,B,C AND D BRACING MATERIAL DIAGONAL BRACING FOR STABIUZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE.WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS,STABIUZERS MAY BE REPLACED WITH WOOD BLOCKING.SEE"STABILIZER" TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION. DIAGONAL BRACE 4/1111 / lulletilit CONTINUOUS LATERAL ` Will! `61RESTRAINT Akillk11;1 2-10d NAILS (SEE NOTE 4) ♦♦♦%%%tI I II I Il/IllI , ♦ SA.1 x:e..• •0•G"E*Ns -? • • No 39380 TRUSS WEB --1'SSi°N A i �.♦`♦♦ MEMBERS Ililil Thomas A.Albani PE No.39380 This information is provided as a recommendation to assist in the MiTek USA,Inc.FL Cert 6634 requirement for permanent bracing of the individual truss web 6904 Parke East Blvd.Tampa FL 33610 members.Additional bracing may still be required for the stability Date: of the overall roof system.The method shown here is just one February 12,2018 method that can be used to provide stability against web buckling. AUGUST 1, 2016 SCAB-BRACE DETAIL MII-SCAB-BRACE =ED ® MiTek USA,Inc. Page 1 of 1 • 0o f 100 Note:Scab-Bracing to be used when continuous J—n lateral bracing at midpoint(or T-Brace) is impractical. MiTek USA,Inc. Scab must cover full length of web+/-6". ENGINEERED BY�'+ REI1IIla® A WfTek Affiliate ***THIS DETAIL IS NOT APLICABLE WHEN BRACING IS *** REQUIRED AT 1/3 POINTS OR I-BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (0.131"X 3") NAILS SPACED 6"O.C. SCAB MUST BE THE SAME GRADE,SIZE AND SPECIES(OR BETTER)AS THE WEB. ,k MAXIMUM WEB AXIAL FORCE=2500 lbs MAXIMUM WEB LENGTH = 12'-0" 1 SCAB BRACE , 2x4 MINIMUM WEB SIZE I MINIMUM WEB GRADE OF#3 I It �i 1, `�� ``,��1�111It!!lii�I ���� �p,S A. ,44 , : No 39380 Nails Section Detail =-p' • �'e� STA E ty MI< Scab-Brace ��• ^' `!-���' . � c<, ORtO.. ♦ • C� , Web ,�'1/ii, NA�-E ��r tNllit Thomas A.Alban'PE No.39380 MiTek USA,Inc.Ft Cert 6634 Scab-Brace must be same species grade(or better) as web member. 6904 Parke East Blvd.Tampa FL33610 Date: February 12,2018 AUGUST 1, 2016 STANDARD REPAIR TO REMOVE END MII-REPO5 VERTICAL (RIBBON NOTCH VERTICAL) 1 II 1 ® MiTek USA,Inc. Page 1 of 1 DEED1.THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION.THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED.THE ENTIRE TRUSS SHALL BE INSPECTED TO EVERIFY THAT NO FURTHER REPAIRS ARE REQUIRED.WHEN THE REQUIRED u REPAIRS ARE PROPERLY APPLIED,THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. MiTek UA,Inc. 2.ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE R. L ENGINEEREDREN N APPLYING REPAIR AND HELD IN PLACE DURING APPLICATIONP 3 THE END SUCH AS TO AVOID SPLITTING OF DISTANCE,AND WOOD.SPACING OF NAIILS SHALF L BEI E AMrTekAffiliate 4.LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5.THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 4X ORIENTATION ONLY. 6.CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. 500#MAXIMUM WALL 500#MAXIMUM WALL LOAD FROM ABOVE LOAD FROM ABOVE V \i7 I TRUSSES BUILT REFER TO INDIVIDUAL WITH 4x2 MEMBERS TRUSS DESIGN FOR PLATE SIZES AND II, LUMBER GRADES ., � I � U EM ir:= := AUGUST 1, 2016 Standard Gable End Detail MII-GE130-D-SP ��� ® MiTek USA,Inc. Page 1 Of 2 Typical_x4 L-Brace Nailed To 2x_Verticals W/10d Nails spaced 6"o.c. Vertical Stud �o - D Vertical Stud (4)-16d Nails , DIAGONAL A CONAL MiTek USA, Inc. � 1.1_ 0� ENGINEERED BY —, 16d Nails ill RD■ �` Spaced 6"o.c. NC SECTION B-B e% A YTak Affiliate /�-�,Ii (2)-10d Nails into 2x6 : 2x6 Stud or DIAGONAL BRACE TRUSS GEOMETRY AND CONDITIONS 2x4 No.2 of better " 4'-0"O.C.MAX SHOWN ARE FOR ILLUSTRATION ONLY. 't-\ Typical Horizontal Brace 4111: Nailed To 2x_Verticals SECTION A A w/(4)-10d Nails 2x4 Stud 12 �©\ I Varies to Common Truss PROVIDE SSS2x4 AS NOTING D.BETWEENNTHE FIRST �I TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH(2)-10d NAILS AT EACH END. (iiiii%//i//AZI iliiZ%/!iii iiiiiis SEE INDIVIDUAL MITEK ENGINEERING ATTACH DIAGONAL BRACE TO BLOCKING WITH Al I I I i, DRAWINGS FOR DESIGN CRITERIA (5)-10d NAILS. (4 "X 2.5") thN� 3x4= SHEATHIING0.1 ITO 2x4 STDISPF LS BLIOCK MUM: ten : : 'PLYWOOD /////////////////////////. * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathing Refer to Section A-A to Section B-B NOTE: 24"Max :�d� �_VI 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS.NOTE: . 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND X1-3" (2)-100' I ��� WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. M NAILS', ick (2)-10d NAILS 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. ,'1 ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT .� BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB I- ��• OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. , /Trus' -s @ 24" O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF 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 BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. 2 6 DIAGONAL BRACE SPACED 48"O.C. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. flag. Brace V ATTACHED TO VERTICAL WITH(4)-1 6d (REFER TO SECTION A-A) at 1/3 point NAILS AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. if needed •__, TO BLOCKING WITH(5)-10d NAILS. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. HORIZONTAL BRACE 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE End Wall 06-01-13 BY SPIB/ALSC. (SEE SECTION A-A) 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND NAILS DESIGNATED 16d ARE(0.131"X 3.5") 2 DIAGONAL DIAGONAL Minimum Stud Without 1x4 2x4 BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS ```iOs A't,gftl1, Species OS and Grade Maximum Stud Length `���0 ..C','E�Ni,...*-•:1"4/.1,e , 2x4 SP No.3/Stud \ 12"O.C. 3-9-13 4-1-1 5-9-6 7-1-3 11-5-7 N' '.�/ �i 2x4 SP No.3/Stud 16"O.C. 3-5-4 3-6-8 5-0-2 6-10-8 10-3-13 No 39380 _ 2x4 SP No.3/Stud 24"O.C. 2-9-11 2-10-11 4-1-1 5-7-6 8-5-1 - * • ✓' .... 1 s- X Diagonal braces over 6'-3"require a 2x4 T-Brace•attached to '0 `- . • one edge. Diagonal braces over 12'-6"require 2x4 I-braces + '�„ 7 ' E, /"...,;;---' (u attached to both edges. Fasten T and I braces to narrow edge �', ' W Y° `•��� of diagonal brace with 10d nails 8"o.c.,with 3"minimum " �� end distance. Brace must cover 90%of diagonal length. - ts, R (j`%- MAX MEAN ROOF HEIGHT=30 FEET i,'ell, N. .E�a��% CATEGORY II BUILDING EXPOSURE D Thomas A.Alban!PE No.39380 ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH Welt USA Inc.FL CCR 6634 ASCE 7-10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. 6904 Parke East Blvd.Tampa Ft.33610 DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. Date: February 12,2018 AUGUST 1. 2016 Standard Gable End Detail Mil-0E130-SP I II I ® MiTek USA,Inc. Page 1 of 2 =Di] Typical_x4 L-Brace Nailed To 00 2x_Verticals W/10d Nails spaced 6"o.c. Vertical Stud I if ,, n Vertical Stud (4)-16d Nails , BRACE NAL MiTek USA,Inc. \ki ,,,le Ox rw� ` 16d Nails Ri c h` Spaced 6"o.c. i VINIC 1SECTION B-B ►/ A MITak Affiliate /-�,'�' (2)-10d Nails into 2x6 ■" 2x6 Stud or DIAGONAL BRACE .,�,! 2x4 No.2 of better 4-0"O.C.MAX TRUSS GEOMETRY AND CONDITIONS rm _\ SHOWN ARE FOR ILLUSTRATION ONLY. \Typical Horizontal Brace it Nailed To 2x_Verticals SECTION A-A w/(4)-10d Nails 2xa Stud 12 �� ,�©Q Varies to Common Truss PROVIDE SS2xSBAS NOTING D.BETWEENNTHE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH(2)-10d NAILS AT EACH END. //i///////i///////dozr ///(//////A: SEE INDIVIDUAL MITEK ENGINEERING ATTACH DIAGONAL BRACE TO BLOCKING WITH DRAWINGS FOR DESIGN CRITERIA (5)-10d NAILS. 1. 0 (4)-8d(0.131"X2.5")NAILS MINIMUM,PLYWOOD 3x4= SHEATHING TO 2x4 STD SPF BLOCK —o %/////////////////////////. * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathing Refer to Section A-A to Section B-B NOTE: 24"Max ; 7: 1114 FAM5.2rt 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. ��._ 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND MISX. (2)-1 ° � WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. NAIL i• i• (2)-10d NAILS • 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. • 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. 1--,4,� /Trus- -s 24" 0.0. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0"O.C. 0• / 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. / DIAGONAL BRACE SPACED 48"O.C. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. Diag. Brace '/ATTACHED TO VERTICAL WITH(4)-16d (REFER TO SECTION A-A) at 1/3 p01nt' • NAILS AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. if needed 0__, TO BLOCKING WITH(5)-10d NAILS. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR12 TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE End Wall ,: HORIZONTAL BRACE 06-01-13 BY SPIB/ALSC. (SEE SECTION A-A) 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND NAILS DESIGNATED 16d ARE(0.131"X 3.5") DIAGONAL 2 DIAGONAL Minimum Stud Without 1x4 2x4 BRACES AT tOititiifi##�/ Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS �0 �, ��j Species — - -. ��� �` - ..q�e �.r and Grade Maximum Stud Length ,•k • \GENS' '41,45; 2x4 SP No.3/Stud 12"O.C. 4-0-7 4-5-6 6-3-8 8-0-15 12-1-6 '-L F•••. f r� 2x4 SP No.3/Stud 16"O.C. 3-8-0 3-10-4 5-5-6 7-4-1 11-0-1 ••• N O 39380 - 2x4 SP No.3/Stud 24"O.C. 3-0-10 3-1-12 4-5-6 6-1-5 9-1-15 = . Diagonal braces over 6-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces 1= --,P ,,,, •" - •' attached to both edges. Fasten T and I braces to narrow edge rr , of diagonal brace with 10d nails 8"o.c.,with 3"minimum rrr • -( O R \O .. •��, MAX MEAN ROOF HEIGHT=30 FEET ��I� !O N AL,`t `,`e� CATEGORY II BUILDING Thomas A.Albani PE No.39380 EXPOSURE B or C MiTek USA,Inc.FL Cert 6634 ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH 6904 Parke East Blvd.Tampa FL 33610 ASCE 7-10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. Date: DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. February 12,2018 JANUARY 6, 2017 Standard Gable End Detail MII-GE140-001 " 1 II 1 Q=ED MiTek USA,Inc. Page 1 of 2 Typical_x4 L-Brace Nailed To 2x_Verticals W/10d Nails spaced 6"o.c. Vertical Stud Vertical Stud (4)-1Cd Nails DIAGONAL / , ` BRACE MiTek USA,Inc. I� ` ENONEERED BY ` 16d Nails `� REI1[lC 0 SECTION B-B b` Spaced 6"o.c. A YITek Affiliate 7--♦♦,i;' (2)-10d Nails into 2x6 •'FA 2x6 Stud or DIAGONAL BRACE 2x4 No.2 of•'�'!\Typical Horizontal Bracr e 4'-0"O.C.MAX TRUSS GEOMETRY AND CONDITIONS t - SHOWN ARE FOR ILLUSTRATION ONLY. sr-i�� Nailed To 2x Verticals SECTION A A w/(4)-10c1 Nails 2x4 Stud 12 di �,i©Q Varies to Common Truss PROVIDE 2x4 SSS AS NOTING D.BETWEENTHEFIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING NAAT EACH or.4i%/i//ii //iii iiii/Z hili!: SEE INDIVIDUAL MITEK ENGINEERING LS ATA H D AGONALO TRUSSES WITH(BRACE TO-10dIBRACE BLOCKINGH WI D Al I I I DRAWINGS FOR DESIGN CRITERIA (5)-10d NAILS. Rho` 3x4= SHAT IN31"X 2.4)TAILS MINIMUM, PLYWOOD SHEATHING TO 2x4 STD DF/SPF BLOCK : ti i/����////////////////////. it -Diagonal Bracing ** -L-Bracing Refer Roof Sheathing , Refer to Section A-A to Section B-B 24"Max h ;I �,1PMNIII2r! / Nll1. TE:MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. MI3x1 (2)-10 ' I �• 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND NAILS/ ip.. (2)-10d NAILS WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. / ,'� r 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / � BRACING OF ROOF SYSTEM. I �� / 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB � /Trus- -s Qa 24" O.C. 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 ,, / 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 2‘DIAGONAL BRACE SPACED 48"O.C. BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. Dlag. Brace /ATTACHED TO VERTICAL WITH(4)-16d ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. at 1/3 point • NAILS AND ATTACHED (REFER TO SECTION A-A) if needed 0__, TO BLOCKING WITH(5)-10d NAILS. 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. End Wall ,i HORIZONTAL BRACE 10.NAILS DESIGNATED 10d ARE(0.131"X 3")AND - _ (SEE SECTION A-A) NAILS DESIGNATED 16d ARE(0.131"X 3.5") " DIAGONAL 2 DIAGONAL Minimum Stud Without 1x4 2x4 BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS Nttot',NSiAr,4411,, Species ,- t3+ LQ t, and Grade Maximum Stud Length `�• ..Z�•• G E N e- 9A.".•�' 2x4 DF/SPF Std/Stud 12"O.C. 3-10-1 3-11-7 5-7-2 7-8-2 11-6-4 t No 39380 •• 2x4 DF/SPF Std/Stud 16"O.C. 3-3-14 3-5-1 4-10-2 6-7-13 9-11-11 2x4 DF/SPF Std/Stud 24"O.C. 2-8-9 2-9-8 3-11-7 5-5-2 8-1-12 _ ti %-%0 - T E Rry ,fit : Diagonal braces over 6'-3"require a 2x4 T-Brace attached to 1:7-0-'".r.- `�"' :4' one edge. Diagonal braces over 12'-6"require 2x4 I-braces --„. .,•••4 0 R 1.0••'• \_.`� of web with 11 Gd naiattached to both ls 8"o.c.,with 3"minies. Fasten T and I mums to narrow edge •'' S;ONAt-�?�`, end distance. Brace must cover 90%of diagonal length. ritiiiitl Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cart 6634 MAXIMUM WIND SPEED=140 MPH 6904 Parke East Blvd,Tampa FL 33610 MAX MEAN ROOF HEIGHT=30 FEET Date; CATEGORY II BUILDING EXPOSURE B or C January 19,2018 ASCE 7-98,ASCE 7-02,ASCE 7-05 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. • AUGUST 1 . 2016 Standard Gable End Detail MII-GE170-D-SP L airn 1 U 1 C MiTek USA,Inc. Page 1 of 2 Typical 2x4 L-Brace Nailed To 2x4 Verticals W/10d Nails spaced 6"o.c. Vertical Stud Vertical Stud 2X6 SP OR SPF No.2 �� (4)-16d Nails , DIAGONAL BRACE MiTek USA,Inc. \kiridiA7 �`ENGNEERE.BY ` 16d Nails � . 0� A RE 0 SECTION B-B e:- Spaced 6"o.c. A NT*Mete /----1110.- pi i. DIAGONAL BRACE (2)-10d Nails into 2x6 : 2X6 SP OR SPF No.2 4'-0"O.C.MAX rm`-\Typical Horizontal Brace �� TRUSS GEOMETRY AND CONDITIONS Nailed To 2x4 Verticals SHOWN ARE FOR ILLUSTRATION ONLY. w/(4)-10d Nails 12 1 SECTION A-A 2X4 SP OR SPF No.2 iii i,i©, Varies to Common Truss di PROVIDE 2x4 BLOCKING BETWEEN THE FIRST iAir IiV da_y Jar de'r .. SEE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING DESIGN CRITERIA TO TRUSSES WITH(2)-10d NAILS AT EACH END. • ATTACH DIAGONAL BRACE TO BLOCKING WITH iu (5)-10d NAILS. iN, 3x4= (4)-8d(0.131"X 2.5")NAILS MINIMUM,PLYWOOD %miu �1 SHEATHING TO 2x4 STD SPF BLOCK %/////////////////////////. * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B Roof Sheathing NOTE: 24"Max 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND 'I 'I ':IPA211/♦2rJ WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. 1 0" (2)-1_0fP / AA ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT M NAILS/ lir. (2)-10d NAILS BRACING OF ROOF SYSTEM. ��� 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP No.3 ♦ OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF 0 ♦♦ / DIAPHRAM AT 4'-0"O.C. ♦ /Trusses @ 24" O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A 2x4 AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL ► / BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH(4)10d NAILS THROUGH 2x4. Diag. Brace (REFER TO SECTION A-A) at 1/3 points / 2x6 DIAGONAL BRACE SPACED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. 48"O.C.ATTACHED TO VERTICAL WITH 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. if needed \_ (4)-16d NAILS, AND ATTACHED TO 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR 0 BLOCKING WITH(5)-1od NAILS. TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSC. HORIZONTAL BRACE 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND End Wall NAILS DESIGNATED 16d ARE(0.131"X 3.5") (SEE SECTION A-A) DIAGONAL 2 DIAGONAL Minimum Stud Without 2x4 BRACES AT Stud Size Spacing Brace L-Brace BRACE 1/3 POINTS Species ��i��Pst A,j1.1;:::���i and Grade Maximum Stud Length 2x4 SP No.3/Stud 12"O.C. 3-9-7 5-8-8 6-11-1 11-4-4 �.��• �E•(V `rj�i� 2x4 SP No.3/Stud 16"O.C. 3-4-12 4-11-15 6-9-8 10-2-3 -: '• • 2x4 SP No.3/Stud 24"O.C. 2-9-4 4-0-7 5-6-8 8 3 13 N O 39380 ••'• 1. 2x4 SP No.2 12"O.C. 3-11-13 5-8-8 6 11-1 11-11-7 : " 2x4 SP No.2 16"O.C. 3-7-7 4-11-5 6-11-1 10-10-5 2x4 SP No.2 24"O.C. 3-1-15 4-0-7 6-3-14 9-5-14 ...; '"if '- �J • Diagonal braces over 6'-3"require a 2x4 T-Brace attached to - - "E""" --� •W one edge. Diagonal braces over 12'-6"require 2x4 I-braces 0� ,-.` '-" attached to both edges. Fasten T and I braces to narrow edge ei�'C�•"' 0 R k�• •�~�••• of diagonal brace with 10d nails 6"o.c.,with 3"minimum ,e wt-,`SS/••••••••�� S‘ end distance. Brace must cover 90%of diagonal length. ,/,b<<ON AV,'tt•S T or I braces must be 2X4SPF No.2orSPNo.2. MAX MEAN ROOF HEIGHT=30 FEET Thomas A. Inc.FLi PC Cert 663480 EXPOSURE D MiTek USA,Inc. 6904 Parke ASCE 7-10 170 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. East Blvd.Tampa FL 33610 DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. Date: February 12,2018 AUGUST 1, 2016 Standard Gable End Detail MII-GE180-D-SP I II I ® MiTek USA,Inc. Page 1 of 2 =OD Typical 2x4 L-Brace Nailed To 00 2x4 Verticals W/10d Nails spaced 6"o.c. Vertical Stud • r 1=III= �I Vertical Stud (4)-16d Nails 2X6 LBRANE.2 y . / , DIAGONAL BRACE MiTek USA,Inc. 1A' /r 2` m�, ` 16d Nails R_' D A NNlCj 0 SECTION B-B E, Spaced 6"o.c. A MITA Affiliate �I•,I11' DIAGONAL BRACE - 4'-0"O.C.MAX (2)-10d Nails into 2x6 .Illair 2X6 SP OR SPF No.2 TRUSS GEOMETRY AND CONDITIONSAI -" SHOWN ARE FOR ILLUSTRATION ONLY. W` Typical Horizontal Brace \\ Nailed To 2x4 Verticals w/(4)-10d Nails 1 SECTION A-A 2X4 SP OR SPF No.2 �� �,�©� Varies to Common Truss IllPROVIDE 2x4 BLOCKING BETWEEN THE FIRST ( iiiiiviiAir ziii; SEE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH N(29-10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH Adi ��" (5)-10d NAILS. s��N� 3x4= (4)-8d(0.131"X 2.5")NAILS MINIMUM,PLYWOOD �'i"'" Eff�i"i"////"i SHEATHING TO 2x4 STD SPF BLOCK *-Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B Roof Sheathin• NOTE: 24"Max. 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. $l��tEV2,, 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND j- WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1'-0" (2) 10 I ♦♦♦ 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT Max. NAILS./ �♦' (2)-10d NAILS BRACING OF ROOF SYSTEM. 4�� 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP No.3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. ♦♦ 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF 0--, ♦♦ / DIAPHRAM AT 4'-0"O.C. ♦♦ /Trusses @ 24" O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A I- ♦ 1 tI 2x4 AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL �► BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. -' ATTACH TO VERTICAL GABLE STUDS WITH(4)10d NAILS THROUGH 2x4. Diag. Brace (REFER TO SECTION A-A) at 1/3 points, 2x6 DIAGONAL BRACE SPACED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. if needed / 48"O.C.ATTACHED TO VERTICAL WITH 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. (4)-16d NAILS, AND ATTACHED TO 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR 1BLOCKING WITH(5)-10d NAILS. TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSC. 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND End Wall HORIZONTAL BRACE NAILS DESIGNATED 16d ARE(0.131"X 3.5") (SEE SECTION A-A) 2 DIAGONAL DIAGONAL Minimum Stud Without 2x4 BRACES AT Stud Size Spacing Brace L-Brace BRACE 1/3 POINTS Species ,iti{/1 t 111i/j and Grade Maximum Stud Length ```r,O IXS A ,q ,Ott •• 0.. LB 'e, 2x4 SP No.3/Stud 12"O.C. 3-7-12 5-4-11 6-2-1 10-11-3 s .�. GEN 7 2x4 SP No.3/Stud 16"O.C. 3-2-8 4-8-1 6-2-1 9-7-7 X`•'•\'\ S4••"2/ �1.► 2x4 SP No.3/Stud 24"O.C. 2-7-7 3-9-12 5-2-13 7-10-4 • : No 39380 __",•_. „_". 2x4 SP No.2 12"O.C. 3-10-0 5-4-11 6-2-1 11-6-1 * -- i 2x4 SP No.2 16"O.C. 3-5-13 4-8-1 6-2-1 10-5-7 = 2x4 SP No.2 24"O.C. 3-0-8 3-9-12 6-1-1 9-1-9 " _s . _ ` X Diagonal braces over 6'-3"require a 2x4 T-Brace attached to r..-1V; E" one edge. Diagonal braces over 12'-6"require 2x4 I-braces � attached to both edges. Fasten T and I braces to narrow edge fs <s' •••`j O R 1 V•.••(j\��• of diagonal brace with 10d nails 6in o.c.,with 3in minimum i•i�i�ls/0 Gv • end distance. Brace must cover 90%of diagonal length. i/��t!ON A;,.0,, T or I braces must be 2x4 SPF No.2 or SP No.2. MAX MEAN ROOF HEIGHT=30 FEET Thomas A.Albans PE No.39380 EXPOSURE D MiTek USA,Inc.FL CO 6634 ASCE 7-10 180 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. 6904 Parke East Blvd.Tampa FL 33610 DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. Date: February 12,2018 AUGUST 1, 2016 STANDARD PIGGYBACK Mil-PIGGY-7-10 • TRUSS CONNECTION DETAIL I II I R MiTek USA,Inc. Page 1 of 1 \r7 MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET MAX TRUSS SPACING=24"O.C. CATEGORY II BUILDING EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE:1.60 MiTek USA,Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS(SHEAR TRUSSES). l N \ ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A MTak Affiliate E A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. I SHALL BE CONNECTED TO EACH PURLIN WITH(2)(0.131'X 3.5")TOE-NAILED. A B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. 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 TO MATCH TOP CHORD OF PIGGYBACK TRUSS,MIN GRADE#2,ATTACHED TO ONE FACE,CENTERED ■ ON INTERSECTION,WITH(2)ROWS OF(0.131"X 3")NAILS @ 4"O.C. Is _ ! .. to SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING ®u��®��®Wa`; IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH ■. ..ipi' 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 C PIGGYBACK SPAN OF 12 ft. < > E-FOR WIND SPEEDS BETWEEN 126 AND 160 MPH,ATTACH MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 72"O.C.W/(4)(0.131"X 1.5")NAILS PER MEMBER.STAGGER NAILS FROM OPPOSING FACES.ENSURE 0.5"EDGE DISTANCE. (MIN.2 PAIRS OF PLATES REQ.REGARDLESS OF SPAN) B D ��sill WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: {�I REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On ' �7,141\WI PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE ` I . TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE `�I '' TRUSS MITEK DESIGN DRAWING. `I, '\i \mom ` ---"..... -"1.-171111.i.:'4141` �'''\ SCAB CONNECTION PER NOTE D ABOVE / \ I, �` �,I 402E■ � ��_. This sheet is provided as a Piggyback connection ,���v FOR ALL WIND SPEEDS,ATTACH MITEK 3X6 20 GA Nail-On PLATES TO detail only.Building Designer is responsible for all ���v/� 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 t t t 11►t EXTEND THROUGH �l�t lll� BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: �����(a S• A. ,/{� jr,i OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS •N 0 .j MUST MATCH IN SIZE,GRADE,AND MUST LINE UP 4\•,�� " \G E N S' 'Q� ,� !� AS SHOWN IN DETAIL. " \- F�"" 2) ATTACH 2 x x 4'-0"SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131'X 3")NAILS .," N O 9 $t7 SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) — .* • (MINIMUM 2X4) -• x •t,.1 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM • "'O • ,-'� e. 4 CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW E •s ; STANDARD PIGGYBACK MU-PIGGY-ALT AUGUST 1, 2016 TRUSS CONNECTION DETAIL 7.10 I II I ® MiTek USA,Inc. Page 1 of 1 DEED MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET MAX TRUSS SPACING=24"O.C. of CATEGORY II BUILDING EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE:1.60 MiTek USA,Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES Isr_] ENGINEERED BY TRANSFERING DRAG LOADS(SHEAR TRUSSES). RENC O ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A MiTek Affiliate A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. E SHALL BE CONNECTED TO EACH PURLIN WITH(2)0(0.131"X 3.5")TOE-NAILED. B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. A C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. 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 TO MATCH TOP CHORD OF PIGGYBACK TRUSS,MIN GRADE#2,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 Rte_�rLi��ft�. IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH .Ni:41 V � � �Wm; DIRECTIONS AND: ■� q 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 PIGGYBACK SPAN OF 12 ft. C ♦, E-FOR WIND SPEED IN THE RANGE 126 MPH-160 MPH ADD 9"x 9"x 1/2"PLYWOOD(or 7/16"OSB)GUSSET EACH SIDE AT 48"O.C.OR LESS.ATTACH WITH 3-6d(0.113"X 2")NAILS INTO EACH CHORD FROM - EACH SIDE(TOTAL-12 NAILS) B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: \IIS, — \II" \�I!\ REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH PLYWOOD - 07.4.--.711\I�., GUSSETS AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE '\I� k ,'� I� TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE '`�\I �i� TRUSS MITEK DESIGN DRAWING. 1i\` i� SCAB CONNECTION PER � �I��`����� NOTED ABOVE U '��7 7*ii �i\„ / \'ill \ -I- ���iii � ►���.A 4,40Piii \ � /� This sheet is provided as a Piggyback connection , \.\ 7"x 7"x 1/2"PLYWOOD(or 7/16"OSB)GUSSET EACH SIDE AT 24"O.C. detail only.Building Designer is responsible for all \``� ATTACH WITH 3-6d(0.113"X 2")NAILS INTO EACH CHORD permanent bracing per standard engineering practices or \j \ FROM EACH SIDE(TOTAL-12 NAILS) refer to BCSI for general guidance on lateral restraint ,..\ and diagonal bracing requirements. VERTICALWEB FOR LARGE CONCENTRATED LOADS APPLIED THROUGHtilllMM t EXTENDND BOTTOM CHORD T)O VERTICAL WEBS OFCAP TRUSS GP(IGGYBACK AND BASE TRUSIRING A VERTICAL S %%%%(- 11.;.. A,q4eie,� OF PIGGYBACK MUST MATCH IN SIZE,GRADE,AND MUST LINE UP $.k •"•�\C'E N SF•;4iL/�� ! AS SHOWN IN DETAIL. ",. 2) ATTACH 2 x_x 4'-0"SCAB TO EACH FACE OF ,•• : No 393$0 __:,, 1. TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) :-3 P (MINIMUM 2X4) Pi z 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM - t" • /4 CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW _-- ..- ••" ■iga BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS �i G R 1 p••� $. NI 4) FOR PIGGYBACK RUSSES CARRYING GIRDER LOADS, '0'06,GREATER THAN 4000 LBS. S'SON AI-� • �N al ����r r «4�,t 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH Thomas A Mani PE No.39380 THE PIGGYBACK AND THE BASE TRUSS DESIGN. MiTek USA.Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 19, 2018 ' AUGUST 1, 2016 STANDARD REPAIR DETAIL FOR BROKEN CHORDS,WEBS MII-REPO1 Al AND DAMAGED OR MISSING CHORD SPLICE PLATES I II I ® MiTek USA,Inc. Page 1 of 1 =OD NOAILS EACH SEF MAXIMUM FORCE(lbs)15%LOAD DURATION 0o OF BREAK' X SP DF SPF HF 'oo INCHES LAiL_-, a 2x4 2x6 2x4 2x62x4 2x6 2x4 2x6 2x4 2x6 MiTek USA,Inc. 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 N0N BY D U 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 A MRA MAMA 32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 3657 5485 3346 5019 2829 4243 2898 4347 'DIVIDE EQUALLY FRONT AND BACK ATTACH 2x_SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS(CENTER ON BREAK OR SPLICE)WITH 10d(0.131"X 3")NAILS (TWO ROWS FOR 2x4,THREE ROWS FOR 2x6)SPACED 4"O.C.AS SHOWN. STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-2-0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN.0-3-0 MEMBER END DISTANCE. THE LENGTH OF THE BREAK(C)SHALL NOT EXCEED 12".(C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED(L)IS CALCULATED AS FOLLOWS: L=(2)X+C V idi," 7/8 ���.� .IP ii ,jo"" BREAK 3lrypl `` f"10d NAILSNEAR SIDE d NAILS FAR SIDE 0 TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY %- NI L X•MIN 6"MIN THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6"FROM ANY INTERIOR JOINT(SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES tttttttttttt NOTES: `��ttt nS A. A�ttll.i 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN.THIS REPAIR DOES O eq �i� NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED.THE ENTIRE TRUSS .. "• •'\-\C E N S�'••�L, SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED.WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED,THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. No 39380 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. „ 3. THE END DISTANCE,EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID -p f• ! UNUSUAL SPLITTING OF THE WOOD. 1;732r"%—,$TA E -- •IQ 4. WHEN NAILING THE SCABS,THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID �—Q , - "•4./ LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. *.e-+1t •.''• : 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x ORIENTATION ONLY. ii.F •, O RI�•• (.jam % 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. V� 9:1ONA� �,,,, ttttttttt►►tttt Thomas A Mani PE No.39380 MiTek USA Inc.FL Cert 6634 6904 Parke East BNd.Tampa Fl.33610 Date: January 19,2018 AUGUST 1, 2016 LATERAL TOE-NAIL DETAIL MII-TOENAIL_SP MiTek USA,Inc. Page 1 of 1 =DE? NOTES: 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND _o' EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 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. Ll ENGINEERED BY _ REIII�C 0 THIS DETAIL APPLICABLE TO THE A illTa Affiliate THREE END DETAILS SHOWN BELOW TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) I DIAM. SP DF HF SPF SPF-S VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY O .131 88.0 80.6 69.9 68.4 59.7 Z .135 93.5 85.6 74.2 72.6 63.4 J ;, .162 108.8 99.6 86.4 84.5 73.8 SIDE VIEW cn (2x3) 2 NAILS z .128 74.2 67.9 58.9 57.6 50.3 ,- 9 .131 75.9 69.5 60.3 59.0 51.1 VA SIDE N 1 .148 81.4 74.5 64.6 63.2 52.5 NEAR SIDE ch F- VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. SIDE VIEW SIDE VIEW EXAMPLE: (2x6) (3)-16d(0.162"X 3.5")NAILS WITH SPF SPECIES BOTTOM CHORD x4)3 NA 4 NAILS 3 NAILS For load duration increase of 1.15: Miri NEAR SIDE i NEAR SIDE 3(nails)X 84.5(lb/nail)X 1.15(DOL)=291.5 lb Maximum Capacity 111 ``.%s wim,�� NEAR SIDE i NEAR SIDE .%.%%;T . A. :414:6;"', =, NEAR SIDE I NEAR SIDE `k .*XCI*\-\C'EN`SF '•�'i '� t NEAR SIDE No 39380 • t --- . -..*- - • .- 4Z � • L- , . i 0'',.0 /ONAL'.- ..4. . .. '... Thomas A.Albans PE No.39380 MiTek US&Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: - January 19, 2018 ANGLE MAY ANGLE MAY VARYMAY ANGLE MAY VARY FROM 30°TO 60° VARY FROM 30°TO 60° 30°TO 60° 45.00° 45.00° 45.00° • AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL MII-VALLEY HIGH WIND1 I II I R MiTek USA,Inc. Page 1 of 1 =OD GENERAL SPECIFICATIONS r o0 r ,o0 1.NAIL SIZE 10d(0.131"X 3") 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 ENGIN ER .B SECURE PER DETAIL A i R *ET GABLE END,COMMON TRUSS 4.BRACE VALLEY WEBS IN ACCORDANCE WITH THE A MITA Affiliate 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. I, 1 T I, II I1- I, . II II II II II II �, I II II 11I 11 II 11 II II ISI 1111 1 11 II II 11 ;, II �I 11 "1 I °° : II JJ I II A II I II II BASE TRUSSES VALLEY TRUSS TYPICAL r VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS Ptp OR GIRDER TRUSS \Nmilill! 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 SP 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 g ON THE TRUSSES \�1t1IIttl/I,,� -w�*/ ``��``MPS A Ade�i�i ��I44 .` .>, ........ E IU .'9 ', No 39380 r r. DETAIL A "�•:.--.S TA -E a�''` . (NO SHEATHING) -....-4,s /,o R �. ''�_,��,'� N.T.S. s Thomas A Aihani PE No.39380 MITek USA.Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 19,2018 AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL MII-VALLEY HIGH WIND2 • O =ED MiTek USA,Inc. Page 1 of 1 I I of I GENERAL SPECIFICATIONS I �1-1 Li --- 1.NAIL SIZE 10d(0.131"X 3") 2.WOOD SCREW=4.5"WS45 USP OR EQUILIVANT 3.INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. MiTek USA,Inc. GABLE END,COMMON TRUSS 4.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND LI .' [IC OR GIRDER TRUSS SECURE TO BASE TRUSSES AS PER DETAIL A ® / 5.BRACE VALLEY WEBS IN ACCORDANCE WITH THE A Wok AffiliateINDIVIDUAL DESIGN DRAWINGS. 6.NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. I I� t r T II -II IT 7 I I II II 1 II II II II ' II II1 II yi I 5 I X II I II II Ii 1; I II �I II II II II f ;I 0 II II II J J II I it BASE TRUSSES VALLEY TRUSS TYPICAL 1 VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P FIT OR GIRDER TRUSS i SEE DETAIL I" A BELOW(TYP.) SECURE VALLEY TRUSS W/ONE ROW OF 10d :6:4::+:.::::'.::::: NAILS 6"O.C. WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 CATEGORY II BUILDING K\ ' ATTACH2x4 CONTINUOUS NO.2 SP EXPOSURE C TO THE ROOF W/TWO USP WS45(1/4"X 4.5") WIND DURATION OF LOAD INCREASE:1.60 WOOD SCREWS INTO EACH BASE TRUSS. 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 %Willett,.!, p i/ • No 39380 r ..` * .M"' si.5"Max "� j -' 7 ,,a, ,z. "� --STA E,....91'-----140 iii!!{{n{ Thomas A.Albanl PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 3361(1 Date: February 12,2018 AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL MII-VALLEY SP F-71 1 ® MiTek USA,Inc. Page 1 of 1 =DD GENERAL SPECIFICATIONS 1 0l 1 loo -ri 1.NAIL SIZE 16d(0.131"X 3.5") U 2.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND SECURE PER DETAIL A MiTek USA,Inc. 3.BRACE VALLEY WEBS IN ACCORDANCE WITH THE rr1ENGIN R .BY INDIVIDUAL DESIGN DRAWINGS. II GABLE END,COMMON TRUSS 4.BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING REI1� OR GIRDER TRUSS EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. AuiTak Affiliate / 5.NAILING DONE PER NDS-01 6.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. 7.ALL LUMBER SPECIES TO BE SP. II I II �I 1 � II II 11 II ' II II II 1 ,I II II II ; II ; I, ! II II I' I II ,I 5 II 1 II it a 1 lI 4 , � 1 I BASE TRUSSES VALLEY TRUSS TYPICAL 1 TI VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P14 OR GIRDER TRUSS I mil //SEE DETAIL A BELOW(TYP.) SECURE VALLEY TRUSS W/ONE ROW OF 16d NAILS 6"O.C. WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 120 MPH \i WIND DESIGN PER ASCE 7-10 150 MPH ATTACH 2x4 CONTINUOUS N0.2 SP MAX MEAN ROOF HEIGHT=30 FEET TO THE ROOF W/TWO 16d NAILS ROOF PITCH=MINIMUM 3/12 MAXIMUM 10/12 INTO EACH BASE TRUSS. CATEGORY II BUILDING EXPOSURE C OR B WIND DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD=60 PSF MAX SPACING=24"O.C.(BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 4.2 PSF 1� ON THE TRUSSES , `," "'I I I',�� , �—kff %%%'¶ p S�A. qz01'0 `�.�1• \., NSF .•,L, No 39380 * _ . - DETAIL A =-0 t F— E --- �. (MAXIMUM 1" SHEATHING) . --- .` N.T.S. .,_,;, . •,etc`'••(: 0810, r.%.• ,''s`S/O N Al-EA•S°� u1111 Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 TRUSSED VALLEY SET DETAIL MII-VALLEY • AUGUST 1, 2016 (HIGH WIND VELOCITY) f 11 1 ® NOTE:VALLEY STUD SPACING NOT MiTek USA,Inc. Page 1 of 1 KAMTO EXCEED 48"O.C. SPACING - E MiTek USA,Inc. m NGIN R •BV a.EMAIL A MITek Affiliate i * 1 44* 104 4 1 ♦, / 4 ' FOR BEVELED BOTTOM ' t , CHORD,PPLIE CLIP MABE ? APPLIED TO EITHER FACE r41111111111100111W 4* ilk* 14 ,` CLIP MAY BE APPLIED TOOTHIS TO S FACE UP TO A MAXIMUM 6/12 PITCH 4111111401.' ATTACH VALLEY TRUSSES TO LOWER TRUSSES WITH 1 USP RT7 OR EQUIVALENT wow FA, WIND DESIGN PER ASCE 7-98,ASCE 7-02, ASCE 7-05 146 MPH111 WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING EXPOSURE B or C BOTTOM CHORD WIND DURATION OF LOAD INCREASE : 1.6 MAX TOP CHORD TOTAL LOAD=50 PSF MAX SPACING=24"O.C. (BASE AND VALLEY) ``,111N11U11!// SUPPORTING TRUSSES DIRECTLY UNDER ��.`��PS•A. A�ei,,, VALLEY TRUSSES MUST BE DESIGNED WA �•` '.GENg • '9.y'., WITH A MAXIMUM UNBRACED LENGTH OF UI : �•��� •�� ' 2'-10"ON AFFECTED TOP CHORDS. NON-BEVELED No 39380 • BOTTOM CHORD * • NOTES: :� -STA„(TE„.,.047,- -:,,u/= -SHEATHING APPLIED AFTER 11,70 A. ,-�- r: INSTALLATION OF VALLEY TRUSSES -THIS DETAIL IS NOT APPLICABLE FOR '•,S'S • 4�.` SPF-S SPECIES LUMBER. !•,,, NAL t.�` CLIP MUST BE APPLIED Thomas ANbaniPENo.39380 TO THIS FACE WHEN Wink USA Inc.FL Cert 6634 PITCH EXCEEDS 6/12. 6904 Parke East Blvd.Tampa FL 33610 (MAXIMUM 12/12 PITCH) Date: January 19,2018 AUGUST 1, 2016 Standard Gable End Detail MII-GE146-001 =ODI H I OR MiTek USA,Inc. Page 1 of 2 Typical_x4 L-Brace Nailed To 2x_Verticals W/10d Nails spaced 6"o.c. Vertical Stud —ice Vertical Stud (4)-16d Nails , DIAGONAL Ill . ✓/ ` BRACE I � MiTek USA,Inc. LI �` NG - .BY ��, 16d Nails 11` R. ° NNCT Q SECTION B-B a Spaced 6"o.c. 1111 I A 111*Affiliate --_� :� (2)-1 od Nails into 2x6 11.7, 2x6 Stud or DIAGONAL BRACE2x4 No.2 of better EH4'-0"O.C.MAX TRUSS GEOMETRY AND CONDITIONS rilw • . SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2xVerticals SECTION A-A2x4 Studw/(4)-1Gd Nails 12ilil I,& \I Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING ,,iiiiiiiiiiiii����iziiiiiiAZ%iiiiii• SEE INDIVIDUAL MITEK ENGINEERING TO TRUSSES WITH(2)-10d NAILS AT EACH END. ill I I I l^ �'' '" ATTACH DIAGONAL BRACE TO BLOCKING WITH DRAWINGS FOR DESIGN CRITERIA �y (5)-10d NAILS. / iii, 3x4= S(4HEATHIINGITO 2x4 2.5") ISP BLOCK MINIMUM,LS PLYWOOD r u n— P/A PI V ////// //II///////////. * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathing Refer to Section A-A to Section B-B 24"Max : CIliV>%AK4W:' NOTE: 1'3,. i -.��� 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. (2)-10AX 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND Max. NAILS' r• (2)-10d NAILS WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. • r 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. / 11. • ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / .� BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: / ' � trusses © 24" O.C. 2x4 No 3/STUD SP OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF �r / DIAPHRAM AT 4'-0"O.C. 1. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL 6 DIAGONAL BRACE SPACED 48"O.C. BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. Diag. Brace -/ATTACHED TO VERTICAL WITH(4)-16d ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. at 1/3 pDlnt • NAILS AND ATTACHED (REFER TO SECTION A-A) if needed 0__ TO BLOCKING WITH(5)-10d NAILS. 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. End Wall ,i HORIZONTAL BRACE 10.NAILS DESIGNATED 10d ARE(0.131"X 3")AND NAILS DESIGNATED 16d ARE(0.131"X 3.5") (SEE SECTION A-A) 2 DIAGONAL Minimum Stud Without 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length `,`ttttlttu+tl,,,/ 2x4 SP No 3/Stud 12"O.C. 3-11-3 6-8-0 7-2-14 11-9-10 �.••�i3`N A' A4,, e,,� 2x4 SP No 3/Stud 16"O.C. 3-6-14 5 9 5 7-1-13 10-8-11 `�`,�N`,•�\G E N SF•94i 2x4 SP No 3/Stud 24"O.C. 3-1-8 4-8-9 6-2-15 9-4-7 • N o 39380 * - ..Diagonal braces over 6-3"require a 2x4 T-Brace attached to : 7 *, `— • ';„•• one edge. Diagonal braces over 12'6"require 2x4 I-braces c-- " attached to both edges. Fasten T and I braces to narrow edge =c-- T. E • --;w? of web with 10d nails 8"o.c.,with 3"minimum •: ,t� - • -• Z end distance. Brace must cover 90%of diagonal length. of(<`*"..-:s ,O R1 p•••('jam,.` ',,,,/ONA1.•E‘.N MAXIMUM WIND SPEED=146 MPH 'ltttittttt MAX MEAN ROOF HEIGHT=30 FEET Thomas A.Albani PE No.39380 CATEGORY II BUILDING MiTek USA,Inc.FL Cert 6634 EXPOSURE B or C 6904 Parke East Blvd.Tampa FL 33610 ASCE 7-98,ASCE 7-02,ASCE 7-05 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. Date: DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. January 19,2018 OCTOBER 5, 2016 REPLACE BROKEN OVERHANG MII-REP13B I II ® =OD MiTek USA,Inc. Page 1 of 1 TRUSS CRITERIA: 0o LOADING: 40-10-0-10 = DURATION FACTOR:1.15 SPACING:24"O.C. TOP CHORD:2x4 OR 2x6 MiTek USA, Inc. PITCH:4/12-12/12 !!1 • 8 HEEL HEIGHT:STANDARD HEEL UP TO 12" ENERGY HEEL i H, END BEARING CONDITION A MfTak Affiliate NOTES: 1.ATTACH 2x_SCAB(MINIMUM NO.2 GRADE SPF, HF,SP, DF)TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d(0.131"X 3")SPACED 6"O.C. 2.THE END DISTANCE, EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3.WHEN NAILING THE SCABS,THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2x_ SCAB CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED (L) (2.0 x L) 24" MAX 24" MIN , 00'111m/,,l,, .�%, MPS A. A� e"� No 39380 : " TA E `.v-- •IL IMPORTANT This detail to be used only with trusses(spans less than 40')spaced R ,p 24"o.c.maximum and having pitches between 4/12 and 12/12 and io s �?,� Trusses not fitttotal top chord ingds not these criteria should d be examined individually.50 psf. ���S;�NA;� �%� Thomas A.Albani PIE No.39380 REFER TO INDIVIDUAL TRUSS DESIGN MITek USA,Inc.FL Cart 6634 FOR PLATE SIZES AND LUMBER GRADES 6904 Parke East Blvd.Tampa FL33610 Date: February 12,2018 AUGUST 1, 2016 LATERAL BRACING RECOMMENDATIONS MII-STRGBCK 1 II I ® MiTek USA,Inc. Page 1 of 1 =ED io0 ,00 .______D TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, MiTek USA,Inc.IN 2x6"STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET LA ° EI1[IC 0 ALONG A FLOOR TRUSS. A NITek Affiliate 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 WITH A METHOD OTHER THAN METAL FRAMING ANCHOR,AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING ATTACH TO VERTICAL SCAB WITH(3)-tOd FACE OF CHORD INTO EDGE OF STRONGBACK ANCHOR TO ATTACH WEB WITH(3)-10d (0.131"X 3")NAILS (DO NOT USE DRYWALL TYPE SCREWS) TO TOP CHORD (0.131"X 3")NAILS / ATTACH TO VERTICAL \ ,7/r L/_ WEB WITH(3)-10d (0.131"X 3")NAILS -N y ill _ �( \ "::.44S BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND ATTACH TO CHORD RECOMMENDED WHILE BOTTOM CHORD WITH(2)-10d WITH TWO 1112 x 3" NAILING THE STRONGBACK (0.131"X 3")NAILS IN EACH CHORD WOOD SCREWS(.216"DIAM.) ;\-/'/.444. L \& / / \ USE METAL FRAMING ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH ATTACH TO VERTICAL SCAB WITH(3)-10d FACE OF CHORD INTO EDGE OF TO BOTTOM CHORD WEB WITH(3)- (0.131"X 3")NAILS STRONGBACK(DO NOT USE (0.131"X 3")NAILS DRYWALL TYPE SCREWS) TRUSS 2x6 4-0-0 WALL BLOCKING STRONGBACK (TYPICAL SPLICE) (BY OTHERS) (BY OTHERSI O.• <e 'I . • : No 39380 • • THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, �'� DESIGNED BY OTHERS.IF SPLICING IS NECESSARY,USE A 4'-0"LONG • E ! SCAB CENTERED ON THE SPLICE AND JOINED WITH(12)-10d i AN / 9: • \�� (0.131"X 3")NAILS EQUALLY SPACED. �1� F• • O R 1 ALTERNATE METHOD OF SPLICING: #1e S/ •.•..•• �C�G�%* OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0"AND FASTEN WITH(12)-10d Ili', t,���� (0.131"X 3")NAILS STAGGERED AND EQUALLY SPACED. Thomas A.Alban'PE No.39380 (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) MiTek USA Amo.FLENo.393 ert 6634 6904 Parke East Blvd.Tampa FL 3361D Date: February 12,2018 • ,,,„ --7.,,,:lt Boise Cascade INSTALLATION Engineered Wood Products ..,,, . , _____„,„..„, GUIDE The information inhethis document Includes AJS® pertains to use in the UNITED STATES ONLY,Allowable Stress Design.Refer to ... lk 14011501201190125 the ALLJOIST Specifier Guide Canada ,, for use in Canada,Limit States Design. and VERSA-LAM® BEAMS , ,,, �,,.._ ;: ...tu .14 I i)1.2,E 1,1 � tik A €l; , \---, . , . US V , x product manufactured in / , ' 4 _ t, St. Jacques, New Brunswick a• , CANADA > .,,,, , Lifetime Guaranteed Quality and Performance Boise Cascade warrants its BCI® Joist, VERSA-LAM®, and ALLJOIST® products to comply with our specifications, to be free from defects in material and workmanship, and to meet or exceed our performance specifications for the normal and expected life of the structure when correctly stored, installed, and used according to our Installation Guide. For information about Boise Cascade's engineered wood products, including sales terms and conditions, warranties and disclaimers, visit our website at www.BCewp.com To locate your nearest Boise Cascade Engineered Wood Products distributor, call 1-800-232-0788 Copyright•,c. Boise Cascade Wood Products, L.L.C. 2013 AIG US 08/29/2013 ALLJOIST® Product Profiles 111111111111111 AJS° 140 AJS° 150 AJS® 20 AJS° 190 AJS° 25 f _ 1 nT 17711 11 I - 11 91/2' 91/2' 91/2" 91/2" 91/2" 3/e„y 117/a" a/s"—.. 117/8" 3/8._ 117/8" 3/e3/8.-4- ._11'/8" 3/8"_ _117/8" 14" 14" 14" 14" 14" 16" 16" 16" 16" 16" I 1'/2'1! ^ 1 11/2'1 T 11/2"T 1 - 1 1%"1-1---1 11/2"TI '.y 1 I----I 1---I I-I H----I i- I 21/2" 2W 21/2" 21/2" 31/2" 2x3 Flanges l 2x4 Flanges AJS® 25 AJS° 30 Deeper Depths Deeper Depths ' 18" 18" ' ,ftp . " 20" 7�1 20" 7 `' �-. • ie 22" 6'—� 22" - 24' 24" h � � 11/2"I ._ . 1 11/2"T t - Information on deeper depth AJS®joists is I- I I-I available in the ALLJOIST®Commercial Guide 31/2" 31/2' I 2x4 Flanges WARNING THE FOLLOWING USES ARE NOT ALLOWED SAFETY WARNING D0 NOT notch or drill beams without prior DO NOT cut beyond Inside edge of bearing. approval from Boise Cascade EWP Engineering. DO NOT ALLOW WORKERS • ON AJS6 JOISTS UNTIL ALL . �' HANGERS,AJS'RIM JOISTS, P',..A,, . ' ., J , :,,:44,-:.- RIM BOARDS,AJS BLOCKING " IFF `�' \ ' DO NOT � �" � �.. PANELS,X-BRACING AND " • � support joist TEMPORARY 1x4 STRUT r: on web. LINES ARE INSTALLED AS SPECIFIED BELOW. SERIOUS DO NOT cut holes too close to , DO NOT nail closer than 1W from end of joist. DO NOT cut or notch flange. ACCIDENTS CAN RESULT FROM supports or to each other. DO NOT use INSUFFICIENT ATTENTION TO / 16d common nails. PROPER BRACING DURING f' �`` r CONSTRUCTION. ACCIDENTS r-' m Referto hole /�, #. 4 .'See roof and floor CAN BE AVOIDED UNDER ` iF location and sizing 4� details,this sheet, Use 8d nails or chart for size and �� IP, ", for allowed cutting NORMAL CONDITIONS BY spacings lOd/16d box nails of flange. FOLLOWING THESE GUIDELINES: • Build a braced end wall DO NOT walk on joist until proper bracing is , DO NOT install tongue of floor sheathing flush with either 1' DO NOT hammer on web unless in place. I or i'/,6"thick BOISE CASCADE°rimboard(tongue OK with removing knockout holes. at the end of the bay, ® irh"and thicker BOISE CASCADE°nmboard). or permanently install DO NOT load joist beyond y T&G Floor tongue 4"�i the first eight feet of design capacity. of Trim to r t' AJS®Joists and the first Sheathing sheathing `' DO NOT stack A.r✓ course of sheathing. As building materials on 4'>; e . regardless �m an alternate,temporary unbraced joists. t£ ofrimboard � sheathing may be nailed , N.,_ °r or P/,6 ,.' , thickness. �� - to the first four feet of "� thick BOISE/ _' AJS®Joists at the end of ' - ft i ■ �, CASCADE*- flrnrssht0wi h dm DO NOT hammer on flange. rimboard 111 the bay. • All hangers,AJS®rim joists,rim boards, • The ends of cantilevers must be temporarily • Failure to install temporary bracing may AJS®blocking panels,and x-bracing must secured by strut lines on both the top and result in sideways buckling or roll-over under be completely installed and properly nailed bottom flanges. light construction loads. as each AJS®Joist is set. • Straighten the AJS®Joists to within'/inch • DO NOT stack construction materials • Install temporary 1x4 strut lines at no more of true alignment before attaching strut lines (sheathing,drywall,etc)in the middle of than eight feet on center as additional AJS® and sheathing. AJS®Joist spans,contact Boise Cascade Joists are set. Nail the strut lines to the • Remove the temporary strut lines only as EWP Engineering for proper storage and sheathed area,or braced end wall,and to required to install the permanent sheathing. shoring information. each AJS®Joist with two 8d nails. ALLJOIST° Residential Floor Span Tables About Floor Performance Homeowner's expectations and opinions vary greatly due to the increase the joist depth,limit joist deflections,glue and screw a subjective nature of rating a new floor.Communication with the thicker, tongue-and-groove subfloor,install the joists vertically ultimate end user to determine their expectation is critical. Vibration plumb with level-bearing supports,and install a direct-attached is usually the cause of most complaints. Installing lateral bridging may ceiling to the bottom flanges of the joists. help; however,squeaks may occur if not installed properly. Spacing the joists closer together does little to affect the perception of the The floor span tables listed below offer three very different floor's performance.The most common methods used to increase performance options, based on performance requirements of the performance and reduce vibration of wood floor systems is to the homeowner. *MINIMUM STIFFNESS ***THREE STAR*** ****FOUR STAR**I,* CAUTION ALLOWED BY CODE* CAUTION Live Load deflection limited to L/480: The Live Load deflection limited to Lt960+: Live Load deflection limited to L/360: Floors common industry and design communityo that meet the minimum building code L/360 standard for residential floor joists,33%stiffer A floor that is 100%stiffer than the three star criteria are structurally sound to carry the than L1360 code minimum. However,floor floor.A premium floor that 100%stiffer than the specified loads;however,there is a much higher performance may still be an issue in certain 3-star floor for the discriminating homeowner. risk of floor performance issues. This table applications,especially with 9'/2"and 11r/s" should only be used for applications where floor deep joists without a direct-attached ceiling. performance is not a concern. Joist ALLJOIST° 12" I 16" 19.2" 24" 12" 16" 19.2" 24" 12" 16" 19.2" 24" Depth Series 0.0. Q.C. o.c. O.C. o.c, c.c. . 0.0. C.C. o.c. O.C. O.c. O.C. 140 17'-9" 16-3" 15'-4" 13'-11" 13'-11" 12'-8" 11'-11" 11'-1" 19'-8" 17'-0" 15-0" 13-11" 150 18'-1" 16-7" 15-8" 14'-7" 14'-2" 12'-11" 12'-2" 11'-3" 20'-0" 18'-3" 16-8" 14'-11" 9W 20 19'-1" 17'-5" 16-5" 15-4" 14'-10" 13'-6" 12'-9" 11'-10" 21-1" 19'-3" 18'-2" 16'-4" 190 19'-4" 17'-8" 15-8" 15-6" 15-1" 13-9" 12'-11" 12'-0" 21'-4" 19'-7" 18'-6" 17'-3" 25 21'-0" 19,-1" 18'-0" 16-9" 16'-4" 14,-10" 14•-0" 12,-11" 23-2" 21'-1" 19'-3" 17,-2" 140 21-2" 19'-4" 17'-8" 15-10" 16-7" 15-1" 14'-3" 13-3" 22'-5" 19'-5" 17'-8" 15'-10" 150 21'-7" 19'-8" 18'-7" 17'-0" 16'-10" 15'-4" 14'-6" 13'-5" 23-10" 20'-10" 19'-0" 17-0" 11W 20 22'-8" 20'-9" 19'-7" 18'-3" 17'-9" 16'-2" 15-2" 14'-1" 25-1" 22'-10" 20'-10" 18'-8" 190 23'-0" 21-0" 19'-10" 15-6" 18'-0" 16-4" 15'-5" 14'-4" 25-5" 23'-3" 21'-11" 19'-0" 25 24'-11" 22'-9" 21'-5" 18'-3" 19'-6" 17.-8" 16'-8" 15-5" 27'-7" 24'-0" 21'-11" 18'-3" 140 24'-0" 21-4" 19'-5" 17'-4" 18'-10" 17'-2" 16'-2" 15-0" 24'-7" 21-4" 19'-5" 17-4" 150 24'-6" 27-4" 20'-11" 18'-9" 19'-2" 17'-6" 16'-5" 15-3" 26'-6" 22'-11" 20'-11" 18'-9" 14" 20 25'-9" 23'-6" 22'-2" 19'-1" 20'-2" 16-4" 17'-3" 16-0" 28'-5" 25-1" 22'-11" 19'-1" 190 26-1" 23'-10" 27-6" 19'-1" 20'-5" 18'-7" 17'-6" 16-3" 28'-10" 26'-4" 23'-11" 19'-1" 25 26-4" 25'-10" 22-11" 18'-4" 22'-1" 20'-1" 18-11" 1T-6" 30'-5" 25-4" 22'-11" 16-4" 140 26'-0" 22'-11" 20'-11" 18'-9" 20'-10" 19'-0" 17'-11" 16-8" 26'-6" 22'-11" 20'-11" 18'-9" 150 27'-1" 24'-7" 22'-5" 19'-3" 21'-3" 19'-4" 18'-3" 16-11" 28'-5" 24'-7" 22'-5" 19'-3" 16" 20 28'-6" 26'-0" 24'-2" 19'-3" 27-4" 20'-4" 19'-1" 17'-9" 31'-3" 27'-0" 24'-2" 19'-3" 190 28'-11" 26'-5" 24'-2" 19'-3" 22'-8" 20'-7" 19'-5" 18'-0' 31'-11" 28'-11" 24'-2" 19'-3" 25 31'-4" 27'-10" 23'-2" 18'-0" 24'-6" 22'-3" 20'-11" 16-6" 32'-9" 27'-10" 23-2" 18'-6" • Table values based on residential floor loads of 40 psf live load and 10 psf dead load(12 psf • Floor tile will increase dead load and may require specific deflection limits,contact Boise dead load for AJS°25 joists). Cascade EWP Engineering for further information. • Table values assume that 23/32'min.plywood/OSB rated sheathing is glued and nailed to joists. • This table was designed to apply to a broad range of applications. It may be possible to • Table values represent the most restrictive of simple or multiple span applications. exceed the limitations of this table by analyzing a specific application with the BC CALC° • Table values are the maximum allowable clear distance between supports.Analyze multiple sizing software. span joists with BC CALC°sizing software if the length of any span is less than half the length of an adjacent span. Shaded values do not satisfy the requirements of the North Carolina State • Table values assume minimum bearing lengths without web stiffeners for joist depths of 16" Building Code. Refer to the THREE STAR table when spans exceed 20 feet. inches and less. One-Hour Floor/Ceiling Assembly �IIIIIIIIIIIIIG` FIRE ASSEMBLY COMPONENTS 1. Min. /32-inch T&G Wood Structural Panels. A construction adhesive must be applied to the top of the joists prior to placing sheathing. The sheets shall be installed with their long edge perpendicular to the joists with end joists centered 2 over the top flange of joists and staggered one joist spacing with adjacent sheets. 2. AJS®Joists at 24"o.c.or less. 3 3. Two layers'"Type C or two layers%"Type X gypsum board SOUND ASSEMBLY COMPONENTS When constructed with resilient channels See the US version of the Boise Cascade Fire Design& • Add carpet&pad to fire assembly: STC=54 IIC=68 or Installation Guide for specific assembly information and • Add 3'/z"glass fiber insulation to fire assembly: STC=55 IIC=46 or •other fire resistive options or contact your local Boise Add an additional layer of minimum%"sheathing and STC=61 IIC=50 Cascade representative. 9'/"glass fiber insulation to fire assembly: lastallatian Guide•08729/2013 Floor Framing Additional roof framing details available with BC FRAMER®software NOTE When installing Boise Cascade EWP The illustration below is showing several suggested 0 AJS®blocking or 2x4"squash"block on each products with treated wood. applications for the Boise Cascade EWP products. side required when supporting a load-bearing use only connectors/fasteners It is not intended to show an actual house under 0wall above. that are approved for use with construction. the corresponding wood treatment. NO MIDSPAN BRIDGING IS REQUIRED FOR ALUOIST®PRODUCT App. `\� `© I� `\`� '�i, VERSA-LAM header � ` % ` or an AJS®header. \ t� ' 11h"knockout holes at FOR INSTALLATION STABILITY, IF 4'-'' a-.. approximately 12"o.c. Temporary strut lines(1x4 min.)8'on �1 il� ! are pre-punched. center max.Fastenateach joist with ' ,\ \���. �� 2-8d nails minimum. 1 ' 'S --.` i F14 Dimension lumber is A I► � �, not suitable for use ill ,, �� � A a rim board in � ��� h� I'.�Y� AUJOyst �� % 0 h �I' 01 floor systems. ` �� A \� /; /' / AJS®rim joist. �r �� o 11 �\\�, / SeepFlsoor Details \\wit • page 8 for i,� ``,, �,��, `W 0110 / allowable hole sizes . 0 / � �� ,0) and location. BOISE CASCADE®Rimboard. ' ���'� /� See pages 6 and 27 of the \ �� ��/�►-.� VERSA-LAM®LVL beam. ALLJOIST®Specifier Guide. �`\ i '` ///,/ \%j, /'/\\ / // Endwall blocking as required per `\ \` ,��� governing building code. For load-bearing cantilever details, ,Eit. o.r see page 9. 41// Afs®Blocking is required when joists are cantilevered. Web Stiffener Requirements See Web Small Gap: ;Stiffener42) Web Stiffener Nailing Schedule 1/e"min., Nailing 2"max. ` I� Schedule WWeb L chart Stiffener AJS®Series ! Joist Depth Nailing 2"mini t t Width 4 4"max_,_.i, kap 140 1509W—11'/8" 3-10d `�\ 20 Clinch 'I ' 190 14"—16" 5-10d 2"min • Tight Fit Web Stiffener 25 4"max._ required when re, concentrated loa.-' NOTES exceeds 1000 lbs 1 • Web stiffeners are optional except as noted below. Web stiffeners applied to • Web stiffeners are always required for 18"and deeper AJS®'joists at all bearing both sides of the Joist web locations. Structural Panel Web Stiffener • Web stiffeners are always required in hangers that do not extend up to support the top flange of the AJS'Joist. Web stiffeners may be required with certain Minimum Thickness I sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturer's installation requirements. In No Minimum • Web stiffeners are always required in certain roof applications.See Roof AJS°Series Hanger Hanger Width Framing Details on page 7. • Web stiffeners are always required under concentrated loads that exceed 140/150/20/190 1" 11/2" 25/,e" 1000 pounds. Install the web stiffeners snug to the top flange in this situation. Follow the nailing schedule for intermediate bearings. 25 2x4 lumber(vertical) • Web stiffeners may be used to increase allowable reaction values.See AJS® Design Properties on page 26 of the ASG or the BC CALC®software. Boise Cascade EWP•ALLJOIST"Installation Guide•08/19:2013 Floor Framing Details II siamilimmitimont Additional floor framing details available with BC FRAMER° software END BEARINGDETAILS 1 'r - 1 TO3 ' I 1 • . rlmjoist. blockin . I! ��� fi., ILII. II% _./ `/gyp, Dimension lumber �� �� \ ,.i Nail BOIS —1 is not suitable for ., /�tp:�" �`� i / �\� CASCADE' Q' use as SJois rimboard I c=y ` `/ ( �`\f es\ Rimboard to \ with; AJS°Joists. f \I Ms'Joists with Dimension lumber is not ` Blockin ma be r wired `' /� 1 \/� -0 ` 8d nail into ')suitable for use as rim perpendicular to required 1, gff 'I/ II ��`\ each flange. board with AJS°Joists. ;'. consult design professional ') X17 _ i j I\ i of record and/or local buildingofficial. \ 2x ledger Use of A15`rimjoist requires 2x6 I fig) II, ♦ i:ItC+! BOIADOne 8d nail 0 e11°.... ..- ♦ �ir� Rimboard'. •p Top Flange or Face Mount each side at I II, � '' ', Joist Hanger bearing •� g Solid block � / :'�- all posts \, IIII�' Note AJS'floor ' ,t im Ii from above 1� joist must be 101, .../.4 -. --►� �•--hh"minimum j to bearing �� � designed to carry��`�' 11. bearinglength below. 1". wall above when not \ �� --�` g �/ \ stacked over wall I\' • To limit splitting flange.start nails at least 11/2" \/ i below. I 7, from end.Nails mayneed to be driven at an Blocking d required underneath g wall VERSA-LAM' angle to limit splitting of bearing plate. - panels and shear walls consult design ' professional of record. INTERMEDIATE BEARING DETAILS JSr Joist Slope Cut Reinforcement • Detail below restores original allowable f• For load bearing wall above Blocking mat be required,consultdesign professional Double SyuashBlock UeNcal Laad(lb/ft] shear;reaction value to cut end of AJS°joist.AJS° (stacked over wall below) of record and or local building official — Joist shall not be used as a collar or rafter tension tie. Joist Spacing[in] 1 Size x 6 min..rafter.Rafters all �'I 12 16 19.2 24 giop'01- - ` ' r` -- - be othersupportedupper b by ridge beam or \\ . 2x4 4463 3347 2789 2231 bearing support • \^Load bearing 2x6 7013 5259 4383 3506 (IDi'.›..,,,,.....,:r, �� wall above 12 `� '/1e— �� (stacked over n6r 6' \` ill 1. Squash blocks are to be in full contact ^tar,. \ � wall below) — AJS'' I\± i� with upper floorand lower wall plate. AJS.Joist��j., II�, 2. Capacities shown are for a double Depth _Heel t=c:Pth blocking. it 2x block. ►_4 I) squash blocks at each joist,SPF see Nail block with one 10d nail into each flange. or better. table A belOvn Backer block F58__ Double AJS®Joist 10 2x blocking required at bearing(not shown for clarity). (minimum 12" Connection Sheathing or II 29/32"min.plywood/OSB rated sheathing as reinforce- wide).Nail with [ ` rimboard ''I ment.Install reinforcement with face grain horizontal. Joist SO-10d nails. [ Filler Block closure Install on both sides of the joist,tight to bottom flange. Hanger �' r� = see chart below) AJS" \�� ',"gap between reinforcement and bottom of top flange. �l,�1'�\ o. , Apply construction adhesive to contact surfaces and / \ .�� ` blocking ��. fasten with 3 rows of min. d box nails at 6"o.c. �' �i ! 1 required for Alternate nailingfrom each side and clinch. %�,II,� �- 1hl( cantilever. /� Minimum Heel De th Web-Filler pler block.NailNailing \ End Wall Roof Pitch withl0-lOdnails � / / on-center \ 'I i Bearing 6 12 7 12 8/12 9/12 10/12 12/12 Backer block required where top flange Connection valid for all P. For load bearing cantilever see pages 9 , " applications.Contact Boise Cascade ' 2x4 4a4" 4sds" 4'/.' 4/i" 4r/` 4 a joist hanger load exceeds 250 lbs. pp and 10.Uplift on backspan shall be I 2 r6 31/2" 3'/e" 2'4r" 23/4" 2'Ar" 21/4" Install tight to top flange. EWP Engineering for specific conditions. (considered in all cantilever designs. r LATERAL SUPPORT • AJSi®Joist to support: WEB STIFFENER REQUIREMENTS • AJS°Joists must be laterally supported at the ends - 2-8d nails,one on each side of the web,placed • See Web Stiffener Requirements on page 4. with hangers,AJS°rim joists,rim boards,AJS°' 11 inches minimum from the end of the AJS®Joist blocking panels orx-bracing. AJS°'blocking panels or to limit splitting. PROTECT AJS°JOISTS FROM THE WEATHER x-bracing are required at cantilever supports. • Sheathing to AJS"joist,rim joist,blocking: • AJS Joists is intended only for applications that • Blocking may be required at intermediate bearings for - Prescriptive residential floor sheathing nailing requires provide permanent protection from the weather. floor diaphragm per IRC in high seismic areas,consult 8d common nails @ 6"o.c.on edges and @ 12"o.c.in Bundles of product should be covered and stored off local building official. the field IRC Table R602.3(1).Closer nail spacing may of the ground on stickers. MINIMUM BEARING LENGTH FOR AJS'JOISTS be required per design professional of record. AJS''RIM JOISTS AND BLOCKING • 11 inches is required at end supports. 31 inches is - 14 gauge staples may be substituted for 8d nails if required at cantilever and intermediate supports. the staples penetrate at least 1 inch into the joist. Vertical Load • Longer bearing lengths allow higher reaction values. - Wood screws may be acceptable,contact local Transfer Capacity Refer to the building code evaluation report or the building official and/or Boise Cascade EWP Joist Depth (pit) BC CALC"software. Engineering for further information. NAILING REQUIREMENTS 9%" 1875 BACKER AND FILLER BLOCK DIMENSIONS — • "" • AJS°rim joist,rim board or closure panel to AJS"Joist: 1l%" 1680 • - Rims or closure panel 11/4 inches thick and less: BackerBlock — — — — 2-8d nails,one each in the top and bottom flange. AJS®Series Thickness Filler BlockThickness 14" 1500 - MS' 140/150/20/190 rim joist:2-16d box nails, 140 16" ! 1340 one each in the top and bottom flange. 150 11/2"or two 1/2" 2x +%"wood panel - AJS'`25 rim joist: Toe-nail topflange to rimjoist 20 wood panels — 1 g 1)Web stiffeners required at each end of blocking panel. with 2-10d box nails.one each side of flange. 190___- Distance between stiffeners must be less than 24". • AJS°rim joist,rim board or AJS' blocking panel to 25 1 2x_lumber Double 2x_lumber support: - 8d nails at 6 inches on center. • Cut backer and filler blocks to a maximum depth equal - When used for shear transfer,follow the building to the web depth minus 1/4"to avoid a forced fit. designer's specification. • For deeper AJS''Joists,stack 2x lumber or use multiple pieces of 3/4"wood panels. Boise Cascade EWP•ALLJOIST"-Installation Guide•08/29/2013 Roof Framing AJS° Rafters Additional roof framing details available with BC FRAMERS software t. The ridge must be supported FOR INSTALLATION STABILITY, by VERSA-LAM®LVL beam or Temporary strut lines-(1x4 min.) Il► ill load-bearing wall. lop 8 ft.on center maximum.Fasten /. at each joist with two 8d nails 4-7------------- Blocking or other lateral support required at end // er, . minimum. II /. ; _ supports. . . ...„, ,....._ ___,....... ........ / ....„ ____ . .. . . , . i , / / , , / ..„-, , . ... / , . . . ..„.„: „_,,,,...„ : . . ,, , ,,,,,, __ / , . . // , . / •, / / / / it, „ „ , / �/ / . . . /. d cf.„, . ,.., .. . . .„ ,/,, /); j � 0 „. ,--- / . . •, „ // .,•;4.,..,, 0.\` -1�/ /, / / / % When installing Boise Cascade EWP products with treated wood,use only connectors/ I' �� ' , fasteners that are approved for use with the I` ( / ' corresponding wood treatment. Blocking not c , •�ir. 1/ �/ shown for clarity. /►/OP Aly®Rafter Header 1 ' I Multiple A15®Rafters may be required. SAFETY WARNING DO NOT ALLOW WORKERS ON AJS®JOISTS UNTIL ALL HANGERS,AJS® SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS,RIM BOARDS,AJS®BLOCKING PANELS,X-BRACING AND PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: • Build a braced end wall at the end of the bay,or permanently install • The ends of cantilevers must be temporarily secured by strut lines on the first eight feet of AJS®Joists and the first course of sheathing. As both the top and bottom flanges. an altemate,temporary sheathing may be nailed to the first four feet of • Straighten the AJS®Joist to within'/2 inch of true alignment before AJS®Joists at the end of the bay. attaching strut lines and sheathing. • All hangers,AJS®rim joists, rim boards, AJS®blocking panels,and • Remove the temporary strut lines only as required to install the x-bracing must be completely installed and properly nailed as each permanent sheathing. AJS®Joist is set. • Install temporary 1x4 strut lines at no more than eight feet on center as • Failure to install temporary bracing may result in sideways buckling or p ry g roll-over under light construction loads. additional AJS®Joists are set. Nail the strut lines to the sheathed area, or braced end wall,and to each AJS®Joist with two 8d nails. AJS®'Ceiling Joist with Bevel End Cut(For Limited-Access Attics Only) Joist End Wall AJS 'Joist shall not be used as collar/tension tie. Roof rafter shall be Minimum Depth 2x4 2 x 6 supported by ridge beam or other upper bearing support. Heel 91' 21/2" 1%" Plywood/OSB Sheathing or Rafter Strut Roof Rafter Depths 11%" 31/2" 2'A" 1x4 Nailer C8 Max.4'-0"o.c. . ` Ceiling Loads: 14" 4K" 3h" Minimum Heel Depth Live Load=10 psf Notes: (See table at right) illDead Load=7 psf 1)Detail is to be used only for ceiling joists with no ,_ access to attic space. 12 a 2X Blocking I n.s� 9Q•.u7ra",ia"or is^ web 2)Ceiling joist mustouhe aesigned to carryhall roof load else Series Ceiling Joist Filler transferred through rafter struts as shown. 24"o.c.Maximum _`� 3)AJS®ceiling joist end reaction may not exceed r ,� 550 pounds. _. --- s=>°Minimum Bearing --- -- - ►� 4)Minimum roof slope is 6/12. (2x4 Wali)Each End I Il Maximum Span Lengths Without Roof Loads 5)Nail roof rafter to AJS®top flange with 1-16d sinker or box nail. 91/2"AJS` 140, 150,20,190,25 19'-6" 6)1x4 nails shall be continuous and nailed to an end 117/8"AJS®140,150,20,190,25 22'-0" wall braced to the roof diaphragm. 14"AJS®140,150,20,190,25 2a'-s^ 7)Install a 24"long web stiffener on each side of AJS®Joist at beveled ends.Nail roof rafter to AJS® If roof loads transfer to ceiling joists through struts,analyze with BC CALL® Joist per building code requirements for ceiling joist software,not exceeding end reaction limit stated in Note 3(see right). to roof rafter connection. Boise Cascade EWP•ALLJOIST''Installation Guide•08:19:2013 • I .Roof Framing Details . Additional roof framing details available with BC FRAMER' software CO f' 10d nails CD• Rimboard/VERSA-LAM'blocking. 2x4 one side for 135 PLF max. fir' 2x beveled plate for slope at 6"o.c. Ventilation"V"cut: 2x6 one side for 240 PLF max. greater than;i4/12. 3 of length 2 of depth I \ \ Backer block. �. ! IIS�\ \ ;` Thickness per �\ /� 2x4 '�'' corresponding `'ty�� blocking���"'� �� \, AJS"series. `. ' 1 2x block for soffit II \, \ • • AJS"blocking support. 'I moi IIHales cut 2'6"max. Flange of AJS"Joists may be birdsmouth cut only at Simpson VPA or USP TMP connectors or equal can 4'-0"horiz. for ventilation. the low end of the joist Birdsmouth cut AJS"joist be used in lieu of beveled plate for slopes from , must bear fully on plate.web stiffener required each 3/12 to 12/12. 2-6"horiz side.Bottom flange shall be fully supported. 0 0 r ® Backer block I l-Rimboard/VERSA-LAMblocking. (minimum 12"wide). I ( Ventilation"V"cut: '/3 of length,'/2 of depth Joist \ Nail with 10-10tl nails. Hanger ,' ..... ,,..,,N, rii DC NOT bevel-cut joist- Tight fit �, \r Flange of AJS'Joists may be /�1 , beyond inside face of wall.except for lateral�'i� � birdsmouth cut only at the ` Filler block.Nail fors specific conditions in details stability. low end of the joist. -_ with 10-10d nails. shown on pages 6 and 15 of the � Birdsmouth cut AJSg Joist ALUOIST3 Specifier Guide. I must bear fully on plate.web Backer block required where top flange stiffener required each side. joist hanger load exceeds 250 lbs. 2'6"maxim Install tight to top flange. ■:11M7 Simpson or USP LSTA24 ,E Simpson or USP LSTA24 strap where slope4:1) `� strap,nailing per ///���AJ5 Blocking: exceeds 7/12(straps may be required for lower L -Double joist may be required Row on each slopes in high wind areas). Nailing per governing L I when L exceeds rafter governing building code.. (2'-0" r V side of ridge building code. r , spacing. or alternate. max Holes cut for %1111111,1110., —Blocking as required.= ---- ventilation. VERSA-LAM" \ Nail outri er —_ LVL support beam. ; / through AJS"web. /./ �ide .._VERSA-LAM' �� V / i 2"x outrigger / LVL support �� i I\ notched around AJS" j / beam. i Beveled web stiffener top flange.Outrigger Double beveled plate.connect to ridge on each side. spacing no greater End Wall. than 24"on-center. 2 rows 16d nails at 12"o.c. •Simpson LSSUI or USP TMU hanger. LATERAL SUPPORT • AJS®Joist to support: WEB STIFFENER REQUIREMENTS • AJS®Joists must be laterally supported at the ends - 2-8d nails,one on each side of the web,placed • See Web Stiffener Requirements on page 4. with hangers,AJS®rim joists,rim boards,AJS" 1%inches minimum from the end of the AJS"Joist PROTECT AJS®JOISTS FROM THE WEATHER blocking panels orx-bracing. AJS blocking panels or to limit splitting. x-bracing are required at cantilever supports. • Sheathing to AlS®joist,rim joist,blocking: • AJS®Joists are intended only for applications that • Blocking may be required at intermediate bearings for - Prescriptive residential roof sheathing nailing provide permanent protection from the weather. floor diaphragm per IRC in high seismic areas,consult requires 8d common nails @ 6"o.c.on edges Bundles of AJS®Joists should be covered and stored local building official. and @ 12"o.c.in the field IRC Table R602.3(1). off of the ground on stickers. Closer nail spacing may be required per design MAXIMUM SLOPE MINIMUM BEARING LENGTH FOR AJS®JOISTS professional of record. • 11/2 inches is required at end supports. 31 inches is - 14 gauge staples may be substituted for 8d nails if • Unless otherwise noted,all roof details are valid for required at cantilever and intermediate supports. the staples penetrate at least 1 inch into the joist. slopes of 12 in 12 or less. • Longer bearing lengths allow higher reaction values. - Wood screws may be acceptable,contact local VENTILATION Refer to the building code evaluation report or the building official and/or Boise Cascade EWP • The 11/2 inch,pre-stamped knock-out holes spaced BC CALL®software. Engineering for further information. at 12 inches on center along the AJS®Joist may NAILING REQUIREMENTS BACKER AND FILLER BLOCK DIMENSIONS all be knocked out and used for cross ventilation. Deeperjoists than what is structurally needed may • AJS®rim joist,rim board or closure panel to AJS"Joist: ® Backer Block be advantageous in ventilation design. Consult local AJS®Series Thickness 1 Filler Block Thickness - Rims or closure panel 11/4 inches thick and less: -. building official and/or ventilation specialist for 2-8d nails,one each in the top and bottom flange. 140 ' specific ventilation requirements. - AJS' 140/150/20/190 rim joist:2-16d box nails, 150 1�"woodopanels two ls" 2x_+5/e"wood panel 20 BIRDSMOUTH CUTS one each in the top and bottom flange. 190 - AJS"25 rim joist: Toe-nail top flange to rim joist — -- • AJS®Joists may be birdsmouth cut only at the low with 2-10d box nails.one each side of flange. 25 2 x_lumber Double 2 x_lumber end support. AJS®Joists with birdsmouth cuts may Cut backer and filler blocks to a maximum depth equal cantilever up to 2'-6"past the low end support. The • AJS®rim joist,rim board or AJS' blocking panel p q bottom flange must sit fully on the support and may to support: to the web depth minus 1/4"to avoid a forced fit, not overhang the inside face of the support. High - 8d nails at 6 inches on center. end supports and intermediate supports may not be • For deeper AJS'Joists,stack 2x lumber or use multiple birdsmouth cut. - When used for shear transfer,follow the building pieces of 3/4"wood panels. designer's specification. Boise Cascade E:V`JP•ALLJOISr Installation Guide•08/29/2013 • AJS° Joist Hole Location & Sizing AJS®Joists are manufactured with 11/2"round perforated knockouts in the web at approximately 12"on center Minimum spacing-2x greatest dimension • D of largest hole(knockouts exempt) D DO NOT !/j (see table below) (see table below) cut or notch . %j;1 flange I T !!I��!l���,,,����yy - DO ..-60-►� No holes(except knockouts) I'—A 1'h"round hole may be j 6 6H ! cul in web area ( p cut anywhere In the web. Do not cut holes as specified allowed in bearing zones Yw Provide at least 3"of larger than 11/2" clearance from other holes. round in cantilevers. 1 Minimum distance from support, listed in table below, is required for all holes greater than 1'/z' • Select a table row based on joist depth and the actual joist span rounded up to the nearest table Round Hole Diameter[in] 2 3 4 5 6 6'/z 7 8 8'/a 9 10 11 12 13 span. Scan across the row to the column headed by the Rectangular Hole Side[in] - - 2 4 6 6 - - - - - - - - appropriate round hole diameter _.__ .__ or rectangular hole side. Use 8 2'-0 2'-5" i 2'-11" 3'-5" 3'-10" 4'-0" the longest side of a rectangular hole. The table value is the Any San i I closest that the centerline of the 9'/z' [ft] 12 3'-0" 3'-8" 4'-5" 5'-1" 5'-10" 6'-0" 1 Joist I hole may be to the centerline of the nearest support. 16 4'-0" 4'-11" 5'-11" 6'-10" 7'-9" 8'-0" i i • The entire web may be cut out. __-- DO NOT cut the flanges.Holes Round Hole Diameter[in] 2 3 4 5 6 614 7 8 8% 9 10 11 12 13 apply to either single or multiple joists in repetitive member Rectangular Hole Side[in] - - - 2 3 4 5 7 8 - - - - - conditions. • For multiple holes,the amount 8 1'-0" 1'-5" 1'-10" 2'-3" 2'-8" 2'-11" 3'-1" 3'-6" 3'-11"i of uncut web between holes must equal at least twice the diameter(or longest side)of the Any Span 12 1-5 2'-1" 2'-9" 3'-5" 4'-0' 4'-4" 4'-8" 5.-e 15.-11" l largest hole. 11%" --- ft I • l "round knockouts in he web Joist I l 16 1'-11" 2'-10". 3 8 i 4'-6" 5'-5 5'-10" 6.-3" 7 1' 7'-10" I may be removed by using a If " short piece of metal pipe and r 20 2'-5" 3'-6" 4'-7" 5'-8" 6'-9" 7'-3" 7'-10" 8 11" 9'-10" hammer. _ ...... • Holes may be positioned verti- Round Hole Diameter[in] 2 3 4 5 6 I 6% 7 8 8% 9 10 11 12 13 cally anywhere in the web. The joist may be set with the 1%" Rectangular Hole Side[in) - - - - 2 3 3 5 6 6 8 9 - - knockout holes turned either up i i — or down. 8 1'-0' 1'-1" 1'-2" 1'-4" 1'-8" i 1'-11" 2'-1" 2.-6" .2'-10 j 2'-11" 3'-4" 13'-9" i • This table was designed to i. --.__.__ _ .____..._.... apply to the design conditions • 12 ( 1'-0' 1'-1" 1 4" 2'-0" 2'-7" f 2'-11' . 3'-2" :3.-10". 4'-4" .' 4'-5" 5'-0" 6-7" j covered by tables elsewhere in his publication. Use he ny are to eck 14" S[ft,n 16 1'-0" € 1'-1" i 1-10" 2'-8" 3'-5" 3'-10 j 4'-3" 5'-1" • 6-9" 5'-11 6-8" T-6" other hole esizes or holesunder Joist [ I 1 i __...___ other design conditions. It may 1 be possible to exceed the limits- 20 ' 1-0" i 1'-3" 2'-4" 3'-4" 4'-4 4'-10' x 5'-4" 6'-4" 7.-3" 7'-4" 8'-5" 9'-5" �— ., — , tions of this table by analyzing a specific application with the 124 1'-0" ; 1'-7" i 2'-9" 4'-0" 5-2 `5'-10 . 6'-5" T-8" 8'-8" 8'-10 10'-1" 11.-3"1 BC CALCe software. Round Hole Diameter[in] 2 3 4 5 6 6'/z 7 8 8°h 9 10 11 12 13 Rectangular Hole Side[in] - - - - - - 2 3 5 5 6 8 9 10 8 1'-0" 1'-1" 1'-2" 1'-2" 1'-3" 1'-3" 1'-3" 1'-8" 2'-0" 2'-1" 2'-5" 2'-10" 3'-2" 3'-7" 12 1' 0" 1, 1" 1' 2" 1' 2" 1' 4" 1' 8" 1' 11" 2' 6" 3' 0" 3' 1" 3' 8" 4'-3" 4'-10" 5'-5" _. .....4.._.. _- ny 16' Span 16 1' 0" 1' 1" 1' 2" 1' 2" 1' 10" 2' 2" 2'-7" 3'-4" 4'-0" 4'-2" 4'-11" 5'-8" 6-5" 7'-2" Joist [ft] 20 1,-0" 1'-1" 1'-2" 1'-4" 2'-3" 2'-9" 3'-3" 4'-3" 5'-1" 5-2" 6-2" 7'-1" 8'-1" 9'-0" 24 1,-0" 1'-1" 1'-2" 1'-7" 2'-9" 3'-4" 3'-11" 5'-1" 6'-1" 6-3" 7'-4" 8'-6" 9'-8" 10'-10" Boise Cascade EAP•ALLJOIST-Installation Guide-0811912013 CU H AJS®190 Joist Depth AJS°'140 Joist Depth y; _ [i] _ m C] n v 16" 14" 11'"/" 9%" Joist Series 16" 14" 11W 9W Joist Series I A W W W W W N N N A W W W W W N N N A W W W W W N N N A W W W W(.) N N N ROOF Truss A W W W W W N N NIA W W W W W N N N A W W W W W N N N A W W W W W N N N Roof Truss R` ry O 00 O) A N O 00 0)A O 00 O)A N O 00 O)A O W O) A N O.O)A O W O) A N O 00 0)A Span[f1J O 00 0 A N O) )A O W O A N O m 0 A 000 O) A N O W T A O 00 O)A N o W O A Span[ftj m s 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 o 0 0 0 0 0 o O 0 0 0 0 0 0 0 0 0 0 0 0 o O o 0 0 0010 0 0 o 0 0 o 0 0 m )> 0.0 0 0 0 0 0 0.0 0 0 0 0 0 0 0 00 0 0.0 0 O o'.0 0 o N-• 0 0 0 0 0 0 U o o O o 0 0 0 CD 0 0 0 0:0 0 CD 0.0 0 0 0,;0 0 0 0 o O o XIX 0 0 0 0.0 f0 CC<<CC<< CC N b. G G«O 0 o O O i 0 0 0 0 o-•-• -• -• <O 0 0 0 XXXX.N N -• -•-• N (G(5 0 0 0 0 0 $O O O 0 0 0 X - 0 0 O O O X X X X X X X N §. (n o U,(n f/�[/� (n A — (n(rnn m(%J A O ,i ` —.17-2 ' O9 --co-—O 7.1 0 0 0 0 0 0 0 0 OEo 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N N -• O o 0 0 8 &V � 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 O O 0 0 0 0 0 0 X X-• - 0 0 0 0 Of) Lli• U C ,v „, g g g O O O 0 0 0 g N C O O O O O(Di-. -. -• O o 0 0 0 0 XXXN N N -• -•O 9D N s T 4 o O O O 0 0 01,0 0 0 0 0 0 0 0-, -+ -•O o 0 0 0 0 X X X X X X -•O N ^�� C << < U) C C C < 1-'1,--'i- ffVVVVnn))))<<<<<<<< CC,_< N O 2 J O -+<**G*<*.o- _. -• <C G..g O X.X X x N-• -• -• <X X X X X X X X:.N A•O". a- -•C<G< G G<01X-• -• ..g g g O X X.X x X X'-• „ O X X X DC X X X X N,0 2 fn(n(n(n(n(nU7 (n VVV)))!n fn (n(n(n(n rn rn rn A ...._..5......_U .. ._.U b <.<0 0 0 0 0 0.0 0 0 0 0 0 0 0-• -• 0 0 0 0 0 o X X X N N- -" --0 8 -- O o O OCC O O O O O 0 0 0 0 0 0 0 0 0 --• -, 0 0 0 0 0 o X X.X X.X X-•-•.O m ^� W < G o O O -•-• -•g g 0 0 X X N - --• -• -•O 0 XXX X X X X N N N g Ft G G G o o O 0 -' -• -• CD 0 O O X X X X-• -• -• o O I X X X X X X XXX o g ' Cn �n�� (((nnn VVUUUII)))(VVl11) N CD __CO X-• --` -• -•g g gg.XX X» — XXXXXX XN XXXX XXXXX A XX--• -,g xxxxX-,. - XXXXXXXXXXXXXXXXXX A CI W ® Joist Depth Joist AJS 25 [in]p AJS°150 in] r 16" 14" 11'/e" 9'/s" Joist Series 16" 14" 1-1%," 9W Joist Series OD A Ca COEa CO co W N N N A W co co co co r.)r.)N A co co co co co N N N A CO G) W CO 4>N N.)N Roof Truss A W co W W co N N N A W W co W co N N N A W co co co CO N N N A W W co W co C.)N N Roof Truss 00)O A N O m 0)A 0 0D o A N 0 00 0)A 0 W 0)'A N 0 O O) A 000 0) A N 0 00 O)A Span[ftt O 00 0)A N O 00 O)A t O 00 O A N O 00 O) O o 0) A N O 0)O A O W O)A N O o0 0) A Span[f1 Q 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a fr 0 0 0 0 0 0 0 0 CD CD 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 010 0 0 0 0 0 0 00 8 A' CO 00000 00 000000 00 0.00000 00.0 00 0 N N --• -• 0.0000 i OO.O0 00 0 0.0 0000 00 00 o OO.O:o 0 0 000 -•.-•-• -. O 0 0 00 uP Cl) N C C N CD^ O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N'--• --• -- O O o:0 O X X X X X N N- --• A , G-�G O O O O O (. O O O o 0 --• -•..-•:-• O O 0 0 0 1 X X X X N N -+ -+-. A X "' 0 0 0 O O O O O o o 0 0 0 O O O o 0 0 0 0 O O O 0 0 0 5)N -•.-• 0 0 0 o O N O O 0 0 0 0 0 0 0 010 O o 0 0 0 0 0 010 O O o 0 o O 0 01 --• 0 0 0 0 8 N o _� < N O 0 0 0 0 0 0 0 0 0 0 0 0 O O o O O O -• 0 O O O O O >0>0 X X KJ NJ -• -• O N N G*0 0 0 0 0 0 0 O O o 0 0 0 O -• -• -• 0 0 0 0 0 0 )<X X 5) N > -•O !D d -^- ,^• _ [!!inn < N O. 0 i s i -�*O O O O O O N-. » O O O O O X X X N N N -. -. OLX X X X X X X X X p O- Cl)E**�*S OI- - - -. O X X X:N- - -- - O X X X X X X X X N p� O- rt 10 -t {/'�\� �3 N VVVIII (((nnn ,—tom_—.� V, { 1 N 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 O-• -• -• 0 0 0 0 0 0 ><.X X>0 Is.)KJ -•-• 0 T �.0 0 0 0 0 0.0 OIZ-CD CD O O O O CD 0_. -• > 0 0 0 O 0 O DC p<X N N > > -•O CC < < _ *O o 0 0 0 o OO -• -• O O O O O OIX X N N-•-• -• O O X X X XX X X X N N (n ( G 0 0 OI-"• -• -• G G o 00 X N.N -+ (((nnnnn V1(�(� -+ O O X X X X X X X N i0 N �'l < C ff CC << N D N-- -• -. -+G C OOIX X N N N -� � O oIX X X X X X x N N X X X X X X X X X A X�- -,< <IX X X X --• -• x'X'X,XXXX-• -• X X X X X X X XX N -. I In U, I t ln(nln(nl - 1_ I L i ) E_ A A W N 7' Z AJS'g'20 Joist Depth O [in] € l V ES o C D o m n 3 x c m 16" 14" 11%" i 9W Joist Series O Q7(0 mm =^3CO (nmco-o'o - ^� (D a.-. -o . 3 n) N 0, O st A A W W W(J W N N N A W W W W CON N N? W W W W W N N N A W W CJ W W N N)N Roof Truss o.N (^ U7 a CO 7 O('O O 00 .A N O 00 m A O 00 m A N O 00 O)A 0 00 0) A N O .O) A O 00.A N O oD o A S an f] NW .(D 7N p,5 -o S y0 Co 0 co c 0 o 000000000000000000000000000000000 o O rnp [� CO n 7 Q N_ - m J (D 7 a O' Q' ZJ —• cu C7 -, - pNNN "o cD 5.A �� C - ('Tf 00000000000000000000000000oN » > 000000 C -> z,-.; ,(2 ,--.7 , 4' 70ov m m -‹ N d o OdC O A00OOO * 00000 -. -, -, - 0OOOXXXNNN -. »cn CD~ ADON NN nnnn * (p OO NC05-n 30--OD(D 0 3 00000000000000000000000000 o'N -. -, -. -.0 O0o a) 8 �' (D (D 0 008 cn N. -D -0 ^ 0 =,„„ o o 7 < C ,' o N N__ N D) < O'O 7J O 0 N CO C ; W CO� 0 0 0 0 0 0 G 0 0 0 O O O 0 0 0 O O O X X X N N N -� O N o N , : rn m a� v, a,CE) 7 N.m a3 { p o m r —0 CC<<CC <<<<C CC w (T- 00 -00 m o 7" con {{ 7 -0 -0 m -• «G« G<O -• -• --•--+ g g g 0 x X x x N-' -" -• X X X X X X X X N .W UD - x e (n o (D O (n(n(0(0(0(0 0 (n (n 6 N O co N 7 N'p co 3 coN3 7 m �--�?._. -, 7 a <O �' —p)co (D p" <�cn <O C O C O<O 0 0 0 0 0 0<<0 0 0 0 -• --•--• O O O O O O X X N N N -• --• Ogly F • 7•� N 10 O a O(O n) N -o O O <*«« O O O -• S S 0 0 0 X N N-,-• -•-• 0 0 X X X X X X N N N )0 U (n(D ) (D o,(D N ( 2 O 0) (") n 0 0(n 0 0 W VV))ll�� N F... N . O �" n" (D (D A 7X-. -• -, -•*** X X X X-.-• - N X X X X X X X N XXXX X X X X X A CID • 111 Reinforced Load Bearing Cantilever Detail PLYWOOD/OSB REINFORCEMENT • (If Required per Table on page 9) 23/3,^min.plywood/OSB or ' AJS Joist •23/32'Min.x 48"long plywood/OSB rimboard closure.Nail with iu • blocking » rated sheathing must match the full 8d nail into each flange. , required for depth of the AJS®Joist. Nail to the441. , /cantilever " Roof Span . f 2'f^ AJS®Joist with 8d nails at 6"o.c. — blo nail n 4-8d nailsintobacker Structural Panel -1111-0°,/ ! block.When reinforcingboth sides, reinforcement � � stagger nails to limit splitting. Install k •k II� - with horizontal face grain. ---" "— 2'-0• •These requirements assume a 1 _ 100 PLF wall load and apply to AJS® �� t`e Joists.Additional support may bel �11 • The tables and details onpages 9 and 10 indicate the required for other loadings.See ,� type of reinforcements,if ,that are required for load- BC CALL®software. 2-0• I N'Backer block bearing cantilevers up to a maximum length of 2'-0". • Contact Boise Cascade EWP Cantilevers longer than 2'-0"cannot be reinforced. Engineering for reinforcement 2'-0^ However,longer cantilevers with lower loads requirements on AJS®Joist depths may be allowable without reinforcement.Analyze greater than 16". 0 Uplift on back span shall be specific applications with the BC CALC5'software. considered In all cantilever designs Brick Ledge Load Bearing Cantilever ID Brick Ledge With Blocking Panels cBrick Ledge Without Blocking Panels • Load bearing wall. 12"min.length of 23/32" 11A0, plywood/OSB reinforce- II. BOISE CASCADE®tropfrment nailed to top and � Provide full Riboard. bottom flanges. depth blocking Brick /�--''----— between joists. wall. r I 'il �� # r. /I �, ♦ (� 1 '` 1 ( ,i 31z min. 'I • oA 11.111111111•11•111M111, %0 . Edge of hole shall be a P ,I O l 2x10 sill plate for 2x6 wall, min.of 3"from end of .- 2x8 sill plate for 2x4 wall. blocking panel. .s°! 3•I� Load bearing wall. Notes: Notes: 1.Use 23/32'min plywood/OSB rated (8d)nails at 3"on center except 9Y2" 1.Use 23/32"min plywood/OSB rated (8d)nails at 3"on center except 9%" sheathing.Install full depth of joist joists,install nails at 2'A"on center. sheathing.Install full depth of joist joists,install nails at 2%"on center. with face grain parallel to joist. 2.Provide full depth blocking with face grain parallel to joist. 2.See page 5 for joist and rimboard Plywood reinforcement to bear fully between joists. Plywood reinforcement to bear fully connection details. on wall plate.Nail plywood to top 3.Edge of hole shall be at a minimum on wall plate.Nail plywood to top and bottom joist flanges with 2%" of 3"from end of blocking panel. and bottom joist flanges with 2%' Roof Roof Live Load(psf) , Joist Truss 20 psf 30 psf 40 psf I 50 psf Brick Ledge Depth Span Joist Spacing o.c. Reinforcement Table (inches) (ft) 12" 16" 19.2" 12" 16" 19.2" 12" 16" 19.2" 12" 16" 19.2" 24' 0 0 0 0 0 1 0 1 1 0 1 1 Table Design Assumptions 26' 0 0 0 0 0 1 0 1 1 0 1 2 28' 0 0 0 0 0 1 0 1 1 0 1 2 Roof Loading: 15 psf dead load plus 9'/2' 30' 0 0 0 0 0 1 0 1 1 1 1 2 a 100 PLF wall self-weight, in addition 32' 0 0 1 0 1 1 0 1 2 1 2 2 to roof live load shown. Maximum 2'-6" 34' 0 0 X 0 x x 0 1 x 1 2 X 36' 0 x x o x x 1 x x 1 x ! x overhangs assumed on roof trusses. 24' 0 0 0 0 0 0 0 0 0 0 0 1 Floor Loading: 40 psf live load plus 26' o 0 0 0 0 0 0 0 0 0 1 10psf dead load, backspans not to 28' o o 1' 0 0 0 ' o 0 0 1 0 l 1 1 P 11% 30' 0 0 o 0 o o 0 0 1 0 1 1 exceed maximum floor spans shown on 32' 0 0 0 0 0 0 0 0 1 0 1 1 page 3. 34' 0 0 0 0 1 1 0 1 1 0 1 1 36' 0 0 0 0 1 1 0 1 1 0 1 x KEY TO TABLE: 24' 0 0 0 0 i 0 o 0 0 0 0 0 0 0 = No Reinforcement Required 26' 0 0 0 0 0 0 0 0 0 0 0 0 1 = Reinforcement Required One Side of Joist 28' 0 0 0 0 0 0 0 0 0 0 0 1 14" 30' 0 0 0 0 0 0 0 0 0 0 0 1 2 = Reinforcement Required Both Sides of Joist 32' 0 0 0 0 0 0 0 0 0 0 0 1 x = Use Deeper Joists or Closer Spacing 34' 0 0 0 0 0 0 0 0 1 0 0 1 36' o o o 0 o o o 0 1 0 1 x Boise Cascade EWP•ALLJOlST£Installation Guide•08/19/2013 Non-Load Bearing Wall Cantilever Details . • AJS®Joists are intended only for applications that Fasten the 2x8 minimum to the AJS®Joist by nailing through the backer block provide permanent protection from the weather. and joist web with 2 rows of 10d nails at 6"on center.Clinch all nails. A156Joist blockin Wood backer block 2x Closure g page s oraLde 1 Wood Structural 2x8 minimum 'Joist Specifier Guide AJS Panel Closure /blocking Y- MM..., r Ii II Section Drywall Ceiling or View Wood Structural !Minimum 11/2Timesr 1 Back Span i Maximum Panel Soffit Cantilever Length "' Va Back Span Not to exceed 4'-0" 3 "min. _ Back Span .. Maximum 'h bearing I °/n Back Span • These details apply to cantilevers with uniform loads only. Not to exceed 4'-0" • It may be possible to exceed the limitations of these details by analyzing a specific application with the BC CALCa software. Large Rectangular Holes in AJS® Joists ,W �y Hole size table based on maximum uniform load of 40 psf live load and 15 psf dead load, at maximum spacing of 24"on-center. Single Span Joist Multiple Span Joist Maximum Hole Size See Max Hole Size on hole Chan for Joist Depth Joist Simple Multiple hole See Max Hole Size onhole ih Joist Span r Minimum 2x diameter/ Depth Span Span 'hJoist-4Chan forJolet Depth i.--;4 Joist—..1 I:, width of largest hole S s 9%" 6"x12 6"x�„ Span pan . ••• % • .•�♦A..#i •+ 11/a" 8"X 13 8"X 8" •••••: ....•.•.....v..........• . . ........ li Simple Span Joist 6'-0'Min 14" 9"x 16" 8"x 13" -.--Multiple Span Joist 12'4:'Min--7'—Multiple Span Joist 12'-0'Min—.- Notes: 10"x 14" 9"x 11" „` ,` Additional holes maybe cutin the webprovided theymeet Larger holes may be possible for either Single or 1r'x 1s" 10"x 1a" span specifications as shown in the hole distance chart shown 16" Multiple P an 1oists; use BC CALCI'sizing software above oras allowed using BC CALC®sizing software. 12"x 15" 11"x 12" for specific analysis. AJS® Joists Connection Details Connection on Steel Beam Connection with Hanger Hanger Connections to AJS Headers e on Steel Beam OD CD • Backer blocks shall be at least 12"long per hanger. Attachment of nailer per • Nails shall be clinched when possible. design professional of record. • Verify capacity and fastening requirements Attachment of I of hangers and connectors. nailer rper al of professional of N. -rivet. Backer_ Er record. Block�� A gape %Si Steel1111 ��ir \r � beam. :,; 1 NW oi ' �� "To Mount" HIA "Face Mount" p � Backer block shall Backer block shall Backer block\✓ be tight to bottom be tight to bottom optional, of top flange with of top flange with " " 3/4"to 2"gap at top 3/4"to 2"gap at top Steel beam, of bottom flange. of bottom flange. Boise Cascade Et/VP•ALLJOIST`-Installation Guide•08/29/2013 . , BOISE CASCADE® Rimboard BOISE CASCADE® Rimboard Product Profiles 711] 111 ,,If 91/2" 3 117/8" 14" � 16" I 1", 11/8" 1"' 15/is" 13/4" BOISE CASCADE' BOISE CASCADE® VERSA-LAM' VERSA-LAM® RIM BOARD OSB RIMBOARD* 1.4 1800* 2.0 3100* *18—24 inch deep rimboard are special order products, contact local supplier or Boise Cascade representative for product availability. CO Perpendicular Parallel C See chart for vertical load capacity. See chart for vertical load capacity. �h"dia through bolts (ASTM A307 Grades A&B, riii: SAE J429 Grades 1 or 2, or higher)with washers � �' and nuts or ne dia lag Exterior II 1 \ , screws(full penetration) .♦ wood sheathing 350 Ib capacity for0 .11- \ ♦' "1ri", ter fast rim,/ // II rn� 3001b capacity for 4I'' .Roled1"rim,per fastener y �/ \\ Treated Ledges- •• I_ �..'t° Use only fastener: • • V /7427 chat are approve: • • �� �I .31°1 �a: use with corresponds: • ° t ') wood treatment I� • I+ 'I 4,131 'IBOISE CASCADE*Rimboard IA \I►Design of moisture control (, Min. 8d nails at 6"o.c per IRC. by others(only structural components shown above) Connection per design professional of record's specification for shear transfer. Min. 8d nails at per IRC. For information regarding connection of exterior decks to Connection per design professional of interior floor systems per the 2009 tRC,section 502.2.2.3. record's specification for shear transfer. contact Boise Cascade EWP Engineering. BOISE CASCADE® Rimboard Properties Vertical Load Capacity Allowable Design Values Specific i Product Uniform[OE Point[Ib] Gravity 1 18"& 22"& 18' & 22"& for Modulus Compression 16" 20" 24" 16" 20" 24" Maximum Floor Diaphragm Lateral Flexural of !Horizontal Perpendicular Depth Depth Depth Depth Depth Depth Lateral Capacity Nail Stress 'Elasticity Shear to Grain &Less &Less &Less &Less &Less &Less nb/ft] Design [Ibrn2 [Ib/1n9 [Ib/ini [Ib/int] 1"BOISE CASCADE° RIMBOARD'2)&• 3300 1650 1650 3500 3500 3500 180 0.5 Limited span capabilities.see note 2 1"BOISE CASCADE RIMBOARD OSB ra 1%"BOISE CASCADE° RIMBOARD OSB 4400 3000 :' 3000 3500 3500 3500 180 0.5 Limited span capabilities,see note 2 Permitted per building code for i 15i'S6000 5450 — 4450 4450 — �Inominal2'thickframingblocked 0.5 1800 1,400,000; 225 ' 525 VERSA-LAMS 1.4 1800 n1 and unblocked diaphragms (4'nail sparing&greater) Permitted per building code for 1'h 5700 4300 — 4300 : 3900 — at nominal 2'thick naming blocked 0.5 2800 2,000.000 285 750 VERSA-LAM'2.0 3100 1) and unblocked diaphragms (4'nail spacing&greater) I Closest Allowable Nail Spacing-Narrow Face[in] Notes 10 1. Per ICC ESR-1040. 8d 8d 10d&12d 16d !Common& 16d 2. See Performance Rated Rim Boards, Product Box Common Box Box 16d Sinker' Common APA EWS#W345K for further product 1"BOISE CASCADE° 3 3 information. RIMBOARD'2) - - - 1"or 1%"BOISE CASCADE® 3. Not all products and depths may be RIMBOARD OSB a> 3 3 See note 2 for nailing information available,check with Boise Cascade representative for product availability. 15/16'VERSA-LAM°1.4 1800'1) 3 3 3 3 4 6 1%"VERSA-LAM°2.0 3100 iii 2 3 3 i 3 4 6 Boise Cascade E WP•ALLJOIST°Installation Guide•0811912013 A JS® Design Properties . 3 End Reaction[lbs] Intermediate Reaction[lbs] AJS® Moment Shear 11/x"Bearing 31/2'Bearing 31/x'Bearing 5% Bearing Joist Depth Weight Mr EI x 106 K x 106 V Series [inches] [plf] [ft-16s] [Ib-int] [lbs] [lb ] No WSI'i WS(2) No WS0i WS(2) No WS/'i WS/2 No WSI'? WS(2)9% 2.2 2450 182 5.2 1160 950 1240 1 1175 1480 2350 2450 2350E 2450 AJS® 11% 2.5 3175 310 6.6 1490 955 1335 11215 1595 2390 2800 2390 2800 140 14 2.8 3825 457 7.8 1790 960 1420 " 1250 1700 2430 3130 2430 3130 16 3.1 4435 623 9.0 2065 970 1500 1285 1800 2465 3435 2465 3435 9% 2.2 2820 194 5.2 1160 950 1240 1175 1480 2350 2450 2350 2450 AJS® 11% 2.5 3650 331 6.6 1490 955 1335 : 1215 1595 2390 1 2800 2390 2800 150 14 2.8 4390 487 7.8 1790 960 1420 1250 1700 2430 3130 2430 3130 16 3.1 5090 664 9.0 2065 970 1500 1285 1800 2465 ' 3435 2465 3435 9% 2.5 3395 232 5.2 1160 950 1240 1175 1480 2350 2450 2350 2450 AJS® 11% 2.8 4400 394 6.6 1490 955 1335 1215 1595 2390 2800 2390 , 2800 20 14 3.0 5295 578 7.8 1790 960 1420 1250 1700 2430 3130 2430 3130 16 3.3 6140 786 9.0 2065 970 1500 ' 1285 1800 2465 34352465 3435 9% 2.5 3895 244 5.2 1160 950 1240 1175 1480 2350 2450 2350 2450 AJS® 11% 2.8 5045 414 6.6 1490 955 , 1335 1215 1595 2390 2800 2390 2800 190 14 3.0 6070 608 7.8 1790 960 1420 • 1250 1700 2430 3130 2430 3130 16 3.3 7040 827 9.0 2065 970 1500 1285 1800 2465 1.. 3435 2465 3435 9% 3.1 5370 322 5.3 1160 950 1240 1175 1480 2600 2850 2600 2850 AJS® 11% 3.4 6960 545 6.7 1490 955 1335 1215 1595 2690 3190 2690 3190 25 14 37 8380 798 7.9 1790 960 1420 1250 1700 2770 3500 2770 3500 16 3.9 9720 1082 9.1 2065 : 970 1500 1285 1800 2850 3800 2850 3800 NOTES: (1) No web stiffeners required. 0 _ 5w14 + Wp (2) Web stiffeners required. 384 El K (3) Not applicable,web stiffeners required. • Moment,shear and reaction values based upon a load duration of 100% A = deflection [in] and may be adjusted for other load durations. w = uniform load [lb/in] • Design values listed are applicable for Allowable Stress Design(ASD). = Clear span[in] • No additional repetitive member increase allowed. El = bending stiffness[lb-int] BUILDING CODE EVALUATION REPORT K = shear deformation coefficient[Ib] - ICC ESR 1144(IBC, IRC) VERSA-LAM® Design Values Allowable Allowable Moment Allowable Allowable Moment Width Depth Weight Shear Moment of Inertia Width Depth Weight Shear Moment of Inertia Grade [p] [in] [lb/ft] [Ib] [ft-lb] [in4] Grade [in] [in] [lb/ft] [Ib] [ft-lb] [in'] a Lo 1 3% 1.5 998 776 5.4 5'/. 8.0 5237 6830 63.3 c N 1'% 5% 2.4 1568 1821 20.8 5% 8.4 5486 7457 72.8 >"' • 7% 3.2 2066 3069 47.6 7% 11.0 7232 12566 166.7 3% 1.8 1164 1058 6.3 --- - 9% 14.1 9227 19908 346.3 5% 2.8 1829 2486 24.3 14.5 9476 20937 375.1 T/. 3.7 2411 4189 55.6 9% 91/4 4.7 3076 6636 115.45,/ 11% 17.1 11222 28814 622.9 9% 4.8 3159 6979 125.0 11% 18.1 11845 31913 732.6 1'/, 11% 5.7 3741 9605 207.6 0 14 21.3 13965 43552 1200.5 11% 6.0 3948 10638 244.2 M 0 16 24.4 15960 56046 1792.0 0 14 7.1 4655 14517 400.2 0 M csi 18 27.4 17955 70011 2551.5 o 16 8.1 5320 18682 597.3 cNi20 30.4 19950 85428 3500.0 18 9.1 5985 23337 850.5 J 1 24 12.2 7980 40183 2016.0 - 24 36.5 23940 120549 6048.0 -' 5% 5.6 3658 { 4971 48.5 r 1 9% 16.6 12303 26544 461.7 co 7'/. 7.4 4821 8377 111.1 j 9% 17.1 12635 27916 500.1 w 9'% 9.4 6151 13272 230.8 11'% 20.2 14963 38419 830.6 9% 9.6 6318 13958 250.1 11% 21.4 15794 ; 42550 ( 976.8 11% 11.4 7481 , 19210 415.3 3% 7 14 25.2 18620 58069 1600.7 , 11 % 12.1 7897 21275 488.4 I.___.__. __.. 16 28.8 21280 74728 2389.3 14 14.2 9310 29035 800.3 16 16.2 10640 { 37364 1194.7 18 32.4 23940 93348 3402.0 18 18.3 ( 11970 46674 1701.0 20 36.0 26600 113904 4666.7 20 ; 20.3 1 13300 56952 2333.3 24 43.2 31920 160732 ' 8064.0 Boise Cascade EVP•ALI JOIST,Installation Guide•08/2912013 VERSA-LAM® Design Properties Equivalent Tension ' Compression Specific Gravity Modulus of i Horizontal i Parallel to Compression Perpendicular to j for Fastener Elasticity I Bending _ Shear Grain , Parallel to Grain Grain Design Design Property Grade E(x 106 psi)!" i F5(psi)`zha) I F�(psi)an41 Ft(psi)Izltst Fc11(psi)!�l Fv_L(psi)t'x6) (SG) • VERSA-LAW Beams 2.03100 2.0 3100 1 285 2150 3000 750 0.5 VERSA-LAM`-Studs 1.7 2650 1.7 1 2650 285 1650 3000 750 0.5 • VERSA-LAM'Columns 1.8 2750 1.8 1 2750 285 1825 1 3000 750 0.5 1. This value cannot be adjusted for load duration. 5. Tension value shall be multiplied by a length factor,(4/L)'a where L= 2. This value is based upon a load duration of 100%and may be adjusted for other load durations. member length[ft]. Use L=4 for members less than four feet long. 3. Fiber stress bending value shall be multiplied by the depth factor,(12/d)'''where d=member 6. Stress applied parallel to the gluelines. depth[in]. ` Design properties are limited to dry conditions of use where the 4. Stress applied perpendicular to the gluelines. maximum moisture content of the material will not exceed 16%. Multiple Member Connectors Side-Loaded Applications Designing Connections for Maximum Uniform Side Load[plf] [ /: Multiple VERSA-LAM° Members . Nailed ' "Dia.Through Bok1'1 I %"Dia.Through Boit.l Number 2 rows 16d 3 rows 16d 2 rows @I 2 rows @ 2 rows 2 rows @ 2 rows @ 2 rows of Sinkers @ Sinkers @ 24"o.c. 12"o.c. @ 6"o.c. 24"o.c. 12"o.c. @ 6"o.c. Vvhen using multiple ply VERSA-LAM"beams to create a wider Members 12"o.c. 12"o.c. staggered i staggered staggered staggered staggered staggered member,the connection of the plies is as critical as determining the 134"VERSA-LAMB(Depths of 18"and less) beam size. When side loaded beams are not connected properly, 2 1 470 i 705 1 505 j 1010 1 2020 I 560 I 1120 1 2245 the inside plies do not support their share of the load and thus the 3j', i 350 i 525 1 375 755 I 1515 1 420 1 840 1685 load-carrying capacity of the full member decreases significantly. The 4'1 I use bolt schedule 1 335 670 , 1345 1 370 1 745 1 1495 following is an example of how to size and connect a multiple-ply 3%"VERSA-LAMB VERSA-LAM`floor beam. 2,3' I use bolt schedule 1 855 1715 i N/A 1 1125 1 2250 N/A Given. Beam shown below is supporting residential floor load 1%"VERSA-LAM®(Depths of 24") (40 psf live load.10 psf dead load)and is spanning 16'-0". • Number Nailed 1 %"Dia.Through Bohm 1/2"Dia.Through Bohol Beam depth is limited to 14". of j 3 rows 16d 14 rows 16d 3 rows @ 3 rows @ 3 rows @ 3 rows @ 3 rows @ 3 rows @ ` , Hangers not shown 1 Members Sinkers @ I Sinkers @ 24"o.c.8" 18"o.c.6" 12"o.c.4" 24"o.c.8" 18"c.c.6" 12"S.C.4" for clarity I 12"o.c. 12"o.c. staggered staggered staggered staggered staggered staggered +� , �\ 2 i 705 i 940 755 1010 1515 840 1120 1685 3i2i 525 705 565 755 1135 630 840 1260 \ 413j use bolt schedule : 505 670 , 1010 560 745 1120 . �\ 1. Design values apply to common bolts that conform to ANSI/ h"bolts and 2W for%"bolts. Bolt holes shall be the same \,, \. ASME standard 818.21-1981(ASTM A307 Grades A&B, diameter as the bolt. - - SAE J429 Grades 1 or 2 or higher).A washer not less than a 2.The nail schedules shown apply to both sides of a 3-member �'��� ... standard cut washer shall be between the wood and the bolt beam. head and between the wood and the nut.The distance from 3. 7"wide beams must be top-loaded or loaded from both sides the edge of the beam to the bolt holes must be at least 2"for (lesser side shall be no less than 25%of opposite side). Find: A multiple 1s/."ply VERSA-LAM'that is adequate to support the design loads and the member's proper connection schedule. Top-Loaded Applications 1. Calculate the tributary width that beam is supporting: For top-loaded beams and beams with side loads with less than those shown: 141/2+18'/2=16' Maximum Uniform Load Plies Depth Nailing From One Side 2. Use PLF tables on pages 30-32 of ASG or BC CALC®to Depths 11%"&less 2 rows 16d box/sinker nails @ 12"o.c. 400 plf size beam. (2)1'/."plies Depths 14"-18" 3 rows 16d box/sinker nails @ 12"o.c. 600 OfA Triple VERSA-LAM`'2.0 3100 1%"x 14"is found to adequately support the design loads Depth=24" 4 rows 16d box/sinker nails @ 12"o.c. 800 Of 3. Calculate the maximum plf load from one side Depths 11'%"&less 2 rows 16d box/sinker nails @ 12"o.c. 300 plf (the right side in this case). (3)1%"plies a1 Depths 14"-18" 3 rows 16d box/sinker nails @ 12"o.c. 450 plf Max.Side Load=(18'/2)x(40+10 psf)=450 plf Depth =24" 4 rows 16d box/sinker nails @ 12"o.c. 600 plf 4. Go to the Multiple Member Connection Table,Side-Loaded Depths 18"&less 2 rows 1/2"bolts @ 24"o.c.,staggered 335 plf Applications. 13/4"VERSA-LAM",3 members (4)1%"plies - Depth =24" 3 rows 1/2"bolts @ 24"o.c..staggered every 8" 505 Of 5. The proper connection schedule must have a capacity greater than Depths 18"&less 2 rows 1/2"bolts @ 24"o.c..staggered 855 plf the max.side load: (2)3h"plies - Depth 20"-24" 3 rows 1/2"bolts @ 24"o.c.,staggered every 8" 1285 plf Nailed:3 rows 16d sinkers @ 12"o.c: 1. Beams wider than 7 must be designed by the engineer of record. specific connections with VERSA-LAM'. 525 pff is greater than 450 plf OK 2.All values in these tables may be increased by 15%for snow-load 5. Connection values are based upon the 2005 NDS. Bolts:Vi'diameter 2 rows @ 12"staggered: roofs and by 25%for non-snow load roofs where the building 6.FastenMaster TrussLok,Simpson Strong-Tie SDS,and 755 If isgreater than 450 If OK code allows. USP WS screws may also be used to connect multiple Pp 3. Use allowable load tables or BC CALC'software to size beams. member VERSA-LAM"beams,contact Boise Cascade EWP 4.An equivalent specific gravity of 0.5 may be used when designing Engineering for further information. Boise Cascade EVe?•ALLJOIST°Installation Guide•D8119/2013 VERSA-LAM® Beam Details/Allowable Nailing/Holes VERSA-LAM® Beam Details Bearing at concrete/masonry walls Bearing for door or window header Beam to beam connector Bearing at column Strap per code if top plate is Provide not continuous over header. Verity hanger moisture barrier and -n air Verity capacity with lateral restraint I space �� p y ' at bearing. ` required \pma hanger manufacturer withr III between • , VERSA-LAM 1• de k'. concrete �` column I I4 and wood. `-Column connector I IIIS per design f �� �� professional cali{IY3 rmmers 2) CD of record Slope seat cut Bevel cut E I Beam to concrete/masonry walls Bearing framing into wall I Wood top plate must be flush with inside of wall ' Strap per code if- Sloped seat cut. ' Hanger- top plate is not Not[o exceed �`" continuous inside fa • II �1� of bearing. DO J!!AM % ,.1i.44 / %11111 ,� without approval from {�►y II Blocking not Boise Cascade EWP Engineering Moisture barrier between CD shown for clarity. or BC CALCa software analysis. 4::::) f' concrete and wood ( C� VERSA-LAM Installation Notes • Minimum of/"air space between beam and wall pocket or adequate barrier must be • VERSA-LAMS beams are intended for interior applications only and should be kept as dry provided between beam and concrete/masonry. as possible during construction. • Adequate bearing shall be provided. If not shown on plans.please refer to load tables in • Continuous lateral support of top of beam shall be provided(side or top bearing framing). your region's Specifier Guide. Closest Allowable Nail Spacing Nailing Parallel to Glue Lines VERSA-LAM® & VERSA-RIMProducts (Narrow Face) Nailing I • Nailing Parallel to Glue Lines(Narrow Face)"' Perpendicular to Glue Lines (Wide Face) Nail Size VERSA-LAM" 1.4 1800 Rimboard VERSA-LAME VERSA-LAM' 15/,s' 1'/." 3%"&Wider All Products O.C. End O.C. End O.C. End O.C. ' End lilt [inches] [inches] [inches] [inches] , [inches] ! [inches] [inches] I [inches] • 8d Box 3 _ 1"/ 2 1 2 / 2 '/: •� 8d Common 3 2 32 2 1 2 1 10d&12d Box - 3 2 3 2 2 1 2 1 Nailing Perpendicular to ._.._.. Glue Lines (Wide Face) 16d Box 3 2 3 2 2 1 2 1 10d&12d Common 4 3 4 3 2 2 2 2 Nailing Notes 16d Sinker 4 3 4 3 2 2 2 2 1) For 1'/."thickness and greater.2 rows of nails(such as for a metal strap)are 16d Common 6 4 6 r 3 2 2 2 2 allowed(use G'minimum offset between • Offset and stagger nail rows from floor sheathing and wall sole plate. rows and stagger nails). • Simpson Strong-Tie A35 and LPT4 connectors may be attached to the side VERSA-LAM®PVERSA-RIMS. Use nails as specified by Simpson Strong-Tie. Allowable Holes in VERSA-LAM® Beams Notes See Note 3 1.Square and rectangular holes are not permitted. _ 2. Round holes may be drilled or cut with a hole saw i/u Depthji anywhere within the shaded area of the beam. 0 3.The horizontal distance between adjacent holes must be '/a Depth at least two times the size of the larger hole. '/s Depth 4. Do not drill more than three access holes in any four foot S long section of beam. _ 5 The maximum round hole diameter permitted is: �- span 3 Span End Bearing Intermediate Bearing Beam Depth Max. Hole Diameter 6.These limitations apply to holes drilled for plumbing or wiring access only. The size and location of holes drilled for fasteners are 5'/z" 3/4" governed by the provisions of the National Design Specification` for 71/4" 1" Wood Construction. — 7. Beams deflect under load. Size holes to provide clearance where 974"and greater 2" required. 8.This hole chart is valid for beams supporting uniform load only. For beams supporting concentrated loads or for beams with larger holes, contact Boise Cascade EVVP Engineering. Boise Cascade EWP•ALLJOIST`-'installation Guide•08/29/2013 Handling and Storage of Engineered Wood Products Site Storage Site Handling Protect AJS®Joists and VERSA-LAM® € from the weather. r ,Iii. !-:`' i.._1.----si � \.1 ,.-' t.4* .4 dim t 'L I"C.---v---, \r's, •,- ,:,,,e,fr,4111111. ' = ,,, _Ai Unload from truck carefully using DO NOT lift AJS® Joists by top flange. appropriate equipment. tom. ,/ Joist -r,- ,4 VERSA-LAM VERSA-LAM t s_--5 rtil MU,..i r� 0 — - ��r —c I _ • ,. A Keep at least 3'h"off the ground, more in wetter 'moi — """"'-- ! ' areas.Align stickers one above another and `J space a maximum of 15 feet apart. Do not drop AJS®Joists from height. Avoid lifting AJS®Joists horizontally. This damage can be prevented Leave AJS®Joists banded together until ready Fork radius causes i�'thick spacer on by making sure that all joists are _.. first two joists to rise face of forks reduces lift to Ys' (%"thick sitting on the fiat portion of the to install. 1"above fork. spacer virtually forks.This Can be accomplished eliminates lift) by making sure that the forks are ,,�' �; not fully extended into the unit A spacer may be required on the front face of the forks c!se order to assure that the joists sit on i i ii::'''.,,'-'',: i the flat portion of the forks and do not come in contact with the JI. 1 - Y radius area of the forks.This pro- _ cedure will equalize the pressure Flange crushing or break- on the flanges of all joists. age of outer AJS®Joist may occur at fork radius. AJS®Fork Radius Crushing BCI®Joists,VERSA-LAMP and ALLJOIST must be stored,installed and used in accordance with the r-- Boise Cascade EWP Installation Guide. building codes,and to the extent not inconsistent with the Boise Cascade EWP Installation Guide,usual and customary building practices and standards. VERSA-LAMS', If in doubt ask! For the -177 ? ALLJOIST®,and BCI®Joists must be wrapped,covered.and stored off of the ground on stickers at all closest Boise Cascade , r times prior to installation. VERSA-LAM ALLJOISTgand BCI®Joists are intended only for applications EWP distributor/support that assure no exposure to weather or the elements and an environment that is free from moisture from center,call any source,or any pest,organism or substance which degrades or damages wood or glue bonds. Failure ii,1-$00-232-078$ to correctly store, use or install VERSA-LAW',ALLJOIST®,and BCI®Joist in accordance with the Boise Cascade EWP Installation Guide will void the limited warranty. ..—.-- BOISE CASCADE,TREE-IN-A-CIRCLE,BCI,BC CALC,BC COLUMN,BC FRAMER,BC RIM BOARD,BOISE GLULAM,SIMPLE FRAMING SYSTEM, VERSA-LAM,VERSA-RIM,VERSA-STRAND,and VERSA-STUD are trademarks of Boise Cascade Company or its affiliates. The information in this document pertains to use in the For information about UNITED STATES ONLY,Allowable Stress Design. Refer to Boise Cascade Engineered Wood Products. the ALLJOIST Specifier Guide Canada for use in Canada, including sales terms and conditions, Limit States Design. warranties and disclaimers, Your Dealer is: visit our website at www.BCewp.com 1 i 0 Boise Cascade Engineered Wood Products Great products are only the beginning.® Copyright©Boise Cascade Wood Products, L.L.C. 2013 If no dealer is listed, call 1-800-232-0788 AIG US 08/29/2013