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ZL =LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read and given special attention to all persons installing trusses. SPACING NOTE All trusses are to be set 2'-0" on center except as noted. MULTIPLE PLY TRUSSES MUST BE FASTENED TOGETHER PER ENGINEERING BEFORE SETTING. REFER TO ENGINEERING DRAWING TO DETERMINE IF MULTIPLE PLY. , e DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI 30' Spin or less 60 degrees or less Tag line 4111110-s-1112 span approsaws"1110 REFER TO BCSI Truss must be set this way if crane is used. Truss is an example, your truss may not match. Insist crane operator sets truss this way. Tag line �•pPfON Sp n •••a-, 12 o Span. REFER TO BCSI Truss must be set this way if crane is used. Truss is an example, your truss may not match. Insist crane operator sets truss this way. • All load bearing walls, headers, beams, & lintels must be in place at indicated height before trusses are installed. AIR HANDLER NOTE Unless noted elsewhere on this layout, these trusses are not designed for air handlers In the roof or for an other A/C 9Y requirements. This may be in conflict with building code and A/C Design requirements. Consult with Building Department and A/C Contractor. WARNING The size of these trusses makes it necessary that they a set by a profeesional builder familiar with and experienced in the problems and dangers of setting large span trusses. The builder and erector should consult with an engineer licensed in Florida specializing in wood roof trusses about the safe erection of these trusses. The engineer should be at the job site when trusses are erected to provide supervision and advice. SEAT PLATES BY CHAMBERS TRUSS REPRESENTS A HANGER HANGER SCHEDULE USE HUS26 FOR 2X4, THD46 FOR 4X2 EXCEPT AS SHOWN CARRIED CARRYING HANGER ID FASTENER FOR FASTENER FOR TRUSS TRUSS CARRIED TRUSS CARRYING TRUSS I "Please refer to Standard Engineering package for general instuction on installing hangers 10d=0.148" x 3" 16d=0.162" x 3 12" _ --- —� HIP CARRIER LOCATED AS DIMENSIONED ON LAYOUT FABRICATION AGREEMENT TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED PIGGYBACK DETAIL he undersigned acknowledges and agrees '! Do not stand on trusses until they are braced per BCSI & properly nailed to straps and hangers �� •' MATERIAL&LABOR T°ATTACH IS THE RESPONSIBILITY OF THE BUILDER. EBUIL ER. 1TNagsuccbemade inion�aheDtrusscew�hthis tro55placement diagram layout, which isthe sole aufhontyfor . �Y etermining successful fabrication of the trusses. 2. All dimensions in this layout have been verified by the undersigned. ARRANGE WITH CRANE OPERATOR IN ADVANCE FOR A STRONG e BACK OF 28 - e 32 IN LENGTH ! ! FAILURE TO ATTACH AS SHOWN CAN RESULT IN FAILURE OF ROOF, INJURY, AND LOSS OF LIFE. FAILURE CAN OCCUR DURING INSTALLATION OR LATER CORNDER JACKS r' ARE NOT BEVELED . .m SEE STANDARD ENGINEERING o i 3. Unless written notice is rovided b certfied mail to Chambers Truss within ten 10 de of delive the, p y ( ) delivery indersigned agrees that no backcharges will be allowed. In the event such written notice is furnished Chambers Truss' 8"x8" 1/2" Cox PLYWOOD GT WOGUSSET n o z o o hall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option. fter 10 days of delivery remedy will be according to Florida statute 558. . PIGGY BACK TRUSSES MUST BE ATTACHED AND BRACED PER DETAILS!! ENGINEERING DETAILS PIGGYBACK = - ..� ContinoaaLateralBmchg 4. The undersigned acknowledges receipt of "BCSI" summary sheet by TPI & WTCA. 5. Delivery is to job site. It is the buyers responsibility to make the job site suitable for delivery. Chambers Truss has - he sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss will METAL ROOFS SHOW IMPERFECTIONS. SPECIAL INSTALLATION CARE MUST BE TAKEN. BASE TRUSS I. 24" MAX Oc LATERAL BRACING 36" MAX Oc GUSSETS I '', responsible for dump delivery only. The buyer is responsible for additional delivery expenses if Chambers Truss has'.. o redeliver because job site is not prepared for delivery or buffnot prepared for delivery of trusses. Buyer is is esponsible to Chambers Truss for towing costs due to site Conditions. 6. Price as shown in paragraph 7 below is subject to change if any changes are made in this layout. A $50 per hour truss with V Installer to attach piggyback truss to base truss with a(4) So co Plywood Gusset trio maximum 36" on center with (an ed common nails a bottom of Piggy 24" O.0 THRU CORNER JACKS ee for revisions may be charged by Chambers Truss. 7. This is a PURCHASE ORDER to Chambers Truss of the sum reed to, or if no agreement a reasonable rice. p nvoice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled date of Gussets Beck Truss end tap chord of Base Truss. Gussetr are on rd of P gly Back both f a e top"cho d us Bes Bottomchord ss n Truss are ONLY - 24" 1-1f1 Slivery if buyer cannot accept delivery of fabricated mosses. The undersigned agrees to pay Chambers Truss easonable attorneys fee for collections in event of payment not timely made. 1-1/2 % per month service charge will be or center with 2x4 a bracing, • g CORNER DETAIL dded for all sums not paid within terms. S. Signature or initials anywhere on this sheet constitutes agreement to all terns herein. Apply lateral bracing as base trusses are set. OVERHANGS NOT SHOWN FOR CLARITY 9. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees'.. ayment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and the - - -- - ndersigned agrees to pay such indebtedness including attorneys fees, 'd default in payment for material be made by the ecipient 10. In the event of any litigation concerning this agreement, the Items furnished hereunder or payments referred to Brain, the 11. parties agree that the sole venue for any such action will be Saint Lucie County, Florida. ""National f Design responsibilities are per Standard And Recommended Guidelines On Responsibilities For onstructlon Using Metal Plate Connected Wood Trusses ANSI/TPIM/TCA 4 - 2002"" 12. Warranty is Chambers Truss Warranty per attached. O 0 O ATED IGNED 118-00-00 32-08-00 34-00-00 _. 22-00-00 _ 29-04-00 ,1 J1 J1 rr IIJ3 .. .• -, 1 0 r o e o J5 J5sib so 499 - "' GRK av 7 o . -04 6-09-00 6-09-00 9-06-00 4-05-12 -- SG J1 it K f la- F¢ Va- la- o IQ- F 3 o J3 a s a a a a a a p a co s a r o , y X-1 N O r I �� GRC..,... ,VA". �, a ..,. .F.. .u.....,... �,.�.�.. .."�........ �.. .�.�..�. .W. ._,.. "., _ _ - —_ o — _ _ c=--==___ ---_ ___—=—_cc= _—__— o—_ ___ - , GRF a BM1 e VB O N SGEF o s r VC m a a J7 ...... +.aua w.« VD ....e..,.. as > : F 0 22 10 12 - - ' 9 05 10 m 0 34 7 04 0 4 _ 28 -06-14 _. J7 _- a ., Y •gg e o .,....a.»..mw.wxw .a:..0 ..nM. a a o o L'?: e $. - o a �I z t o V8 g g Y Y F ..10-08-00 j _ J7 y .aaea a on G3 `� GA.. -{.. _ _ _ — J7... m a:. a' a: ¢ a., ¢ ¢ a ¢ C.--a._—Q ¢. C a > m': m m m m m m m m, m m. m. m m m m m.. m m'': m G I Y 0 O A m J7 G4 Vs W so J7 n 10-08-00 d6 00-00 - 8-00 JG J7' 1-0 D6 SE a 9. 9 x # £ E $ c J7 9 = _ _ - -- 9 n �. § ° K n. - a e d � 1 J7 � a a VK = � � - -00 12-00-00 18-08-00 1 _ J7.. o VH E s o o Y A VJ7 7( Y// G } � s VF SGEG ? 9 - ,�✓ x u Q A S GRG J5 0 J5._. o C p 4 o 0 0 0 0 Al rd 0 so 4 o 0 m 0 .6 J3 J3_. At.. o It it it All) 11Y1A11/I11A1ZX,11Y`1t/1A11., a 0 A m n r r ^ r r r r r r r n N o SGEA of 0 o: 4 N p O ^ ^ GRA C? 0 0 0 it J7 n N n ty t7 m CI n : to C') t7 r.1 I 1. 61-04-00 31_04_00 19-04-00 6-00-00 118-00-00 11 NOTES: * ALL BEAMS ARE BY OTHERS. • INTERNAL BEARING WALLS REQUIRED AS SHOWN ON THIS LAYOUT.. * LEVEL RETURNS ARE BY BUILDER. SQUARE CUT END 12 2X4 TOP CHORD 8r WALL HEIGHT 10'-0" END DETAIL: TYPIC L 3-00-00 12 "Z O 8-00 1 �2-06�-00 [SQUARE CUT END 2X4 TOP CHORD WALL HEIGHT 10'-0" END DETAIL: C/PORCH 3.00-00 12 o a-00 ii r11 12 8 i- SQUARE CUT END 2X4 TOP CHORD a 12 WALL HEIGHT 10'-0" END DETAIL: VAULT 51 12 41 12 II 8-00 2-06-00 OR TITLE A spreader bar may be required per "BCSI" to prevent injury & damage. Multiple ply trusses must be fastened together per engineering before they are set, failure to do so can result in roof collapse. a✓® Temporary and permanent bracing are required and can save life and property and is the responsibility of the truss erector. .4*is, Study the contents of the information packet included on deliverer before setting trusses. 199&91 Trusses must be set and braced per design to prevent injury & damage. Trusses must be set plumb and square Do not set bunks or stack of plywood, roofing material or any other concentrated loads on trusses, this can cause collapse. DO NOT INSTALL TRUSSES USING THIS USE PLAN DELIVERED WITH TRUSSES TO SET TRUSSES CHAMBERS TRUSS INC INAF 3105 can er venue Fort Pierce, Florida 34982-6423 800.551.5932 Fort Pierce 772-465-2012 Fax 772-465-8711 Vero Beach 772-569.2012 Stuart 772-286-3302 Web Site: CHAMBERSTRUSS.COM Email: MAIL@CHAMBERSTRUSS.COM 11TEK VERSION 8.1.3 Up 4 LOADINGIDESIGN CRITERIA REDUCIBLE PER CODE SUCH AS SBC 1604e.1 DESIGN CRITERIA County Saint Lucie County Building Department Saint Lucie County Wind Design Criteria ASCE 2010 Wind Design Method MWFRS(Directional)/C-C hybrid Wind ASCE 7-10 Roofing Material METAL Loading in PSF Roof R.D.L. Floor Top Chord Live 20 0 Top Chord Dead 10 4.2 0 Bottom Chord Live `Non Conccurent 0 Bottom Chord Dead 10 3 0 Total Load 50 7.2 0 Duration Factor 1.26 0 Wind Speed 160mph Top Chord C.B. Sheathing by builder Bottom Chord C.B. Sheathing by builder Highest Mean Height 18, Building Type Enclosed Building Category It Non Restrictive Exposure Category C>Open Terrain with scattered obstructions Miles from Ocean 5 Conforms to Florida Building Code 2017 R.D.L=Restraining Dead Load C.B.=Continuous Bracing Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Building Designer and/or Engineer of Record Chambers Truss Inc. Drawing Name: 76294 SCALE: 1/4" = 1 n-0rr 250 total trusses, 58 unique designs Designer: RLC Reviewed by: RLC Date: 09/18/19 FOR DOYLE MASONARY DESCRIPTION: CRIPPEN Page 1 of 1 CUSTOMER INITIALS EACH PAGE 76294 ® MiTek® Lumber design values are in accordance with ANSI/TPI 1. section 6.3 These truss designs rely on lumber values established by others. RE: 76294 - CRIPPEN MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: DOYLE MASONRY Project Name:,.CRIPPEN Model: Lot/Block: Subdivision: Address: 24909 ORANGE AVE City: FORT PIERCE State: FL . Name Address and License # of Structural Engineer of•Record, If there is one, for the building. Name: License #: Address: City: State: General -Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading. Conditions): Design Code: FBC2017lTP12014 Design. Program: MiTek 20/26 8.3 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 58 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 T18153486 ' A 9/19/19 23 T18153508 J1 9/19/19 2 T18153487 Al 9/19/19 24 T18153509 J3 9/19/19 3 T1.8153488 ATA 9/19/19 25 T18153510 J5 9/19/19 4 T18153489 ATB 9/19/19 26 T18153511 J7 9/19/19 5 T18153490 D 9/19/19 27 T18153512 K 9/19/19 6 T18153491.. D1 9/19/1.9 28 T18153513 KJ3 -9/19/19 . 7 T18153492 D2 9/19/19 29 T18153514 KJ5 9/19/T9 8 T18153493 D3 9/19/19 30 T18153515 KJ7 9/19/19 9. T18153494 D4 9/19/19 31 T18153516 MV2 9/19/19 10 Tl8153495 F 9/19/19 32 T18153517 MV4.: 9/19/19 11 T18153496. G. .9/19/19 33 T1815351-8 MV6 9/19/19 12 T18153497 G1 9/19/19 34 T18153519, MV8 9/19/19 G3 MV111 .0 4 2019 14 T18153499 9/19/19 36 T181535211 9/19/19 %oV 15 T18153500 G4 9/19/19 37 T18153522 MVA 16 T18153501 GRA 9/19/19 38 T18153523. PBA 9/19/19 copy ..9/19/19. FILE 17 T18153502 GRB 9/19/19 39 T18153524 .PBB 9/19/19 18 T18153503 . GRC 9/.19/19 40 T18153525 SGEA 9/19/19 19. T18153504 GRD 9/19/19 41,. T18153526 SGED 9/19/19 . 20 T18153505 GRF 9/19/19 42 T18153527 SGEF 9/19/19 21T18153506 GRG 9/19/19 43, T18153528 SGEG 9/19/19 . _ 22 T18153507 GRK 9/19/19 44 T18153529 SGEK 9/19/19 ,,����i The truss drawing(s) referenced above have been prepared by :. �'CER•P• P, to. MiTek USA, Inc. under my direct.supervision based'on the.parameters P'�G E N s'• / provided by Chambers Truss. No 22839_ Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is:a certification % STATE OF - that the engineer named is, licensed. in the jurisdiction(s) identified and that the "These ii�� •,A P; •_ �� ��� '� O: �• • designs ctimply with ANSl/TPI.1. designs are based upon parameters loads, dimensions, and'design codes), which were R �V ��jsls ••�••• �C shown (e.g., supports;. shapes MiTek is for MiTek's NA1-��� given to or:TRENCO. Any project specific information included or I� TRENCO's customersfile reference purpose only,: and was not taken into. account in the preparation of these designs.. MiTek or TRENCO has notindependentlyverified the Walter P. Hnn PE No22839 applicability of the design parameters or the designs for any particular building. Before use, MiTek USA Inc. FL Cert 6634 the building designer should.verify applicability of design parameters and properly 6904.Parke East Blvd: Tampa FL 33610 incorporate these. designs into the overall building design per ANSI/TPI.1, Chapter 2. Date: . - ... September 19,2019 Finn, Walter ::::: I of 2 RE: 76294 - CRIPPEN Site Information: Customer Info: DOYLE MASONRY Lot/Block: Address: 24909 ORANGE AVE City: FORT PIERCE No. Seal# Truss Name Date Project Name: CRIPPEN Model: Subdivision: 45 T18153530 V4 9/19/19 46 T18153531 V8 9/19/19 47 T18153532 V12 9/19/19 48 T18153533 VA 9/19/19 49 T18153534 VB 9/19/19 50 T18153535 VC 9/19/19 51 T18153536 VD 9/19/19 52 T18153537 VE 9/19/19 53 T18153538 VF 9/19/19 54 T18153539 VG 9/19/19 55 T18153540 VGE 9/19/19 56 T18153541 VH 9/19/19 57 T18153542 VK 9/19/19 58 T18153543 VL 9/19/19 State: FL 2of2 Job Truss Truss Type City Ply CRIPPEN T16153486 76294 A ROOF SPECIAL 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL u.3zu s Aug ze zui a Mi r ex inausmes, inc. r nu aep r a r r.au:u r 20 i = rays 1 ID:OweIKODY94g2kXcgrhlZxtycSNA-gOkOa6K3zCiiW MHEBCAW HTowV74zPS4H9oCwdSXyc4zy 2-6-0 3-0-0 6-4-0 12-8-0 17-6-0 19-0.0 22-4.0 25.4-0 27-10.0 2.6.0 3-0-0 3-4-0 6-4-0 4-10-0 1.6-0 3-4-0 3-0-0 2-6-0 4 45 = 5x6 11 2x3 I I 3x4 = 3x6 = 3x4 = 2x3 11 5x6 11 3x8 = 3-0-0 1 6-4-0 1 12-8.0 , 19-0-0 , 22-4-0 119 o Scale = 1:61.0 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017lrP12014. CSI. TC 0.43 BC 0.27 WB 0.79 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in floc) I/deft Ud -0.03 14-16 >999 360 -0.07 14-16 >999 240 0.01 13 n/a n/a 0.03 16 >999 240 PLATES GRIP MT20 244/190 Weight: 160lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 -H 2-6-0, Right 2x6 SP No.2 -H 2-6-0 REACTIONS. (lb/size) 2=906/0-8-0, 13=1071/0-8-0, 10=356/0-8-0 Max Horz 2=344(LC 11) Max Uplift 2=-589(LC 12), 13=-657(LC 12), 10=-447(LC 12) Max Grav 2=906(LC 1), 13=1071(LC 1), 10=389(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1271/511, 4-5=-1167/526, 5-6=691/367, 6-7=-691/387, 8-10= 438/211 BOT CHORD 2-17=-264/1071, 16-17=-268/1073, 14-16=-217/961, 13-14=-213/315 WEBS 5-14=-770/439, 6-14=-85/261, 7-14_ 182/593, 7-13= 1182/650, 8-13=-154/312, 5-16=-2/267 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-6-11 to 0-4-0, Interior(1) 0-4-0 to 12-8-0, Exterior(2) 12-8-0 to 15-8-0, Interior(1) 15-8-0 to 27-10-11 zone; porch right exposed;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=589,13=657,10=447. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent 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, seeANSVMII Guallly Cdleda, DSB-89 and BCSI Buldlnp Component 6904 Parke East Blvd. Safety Infonnatlonavailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply CRIPPEN T18153487 76294 Al Roof Special 3 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 11:00:02 2019 rage 1 ID:OwelKODY94g2kXcgrhlZxtycSNA-IaimnSLhkkgN_RpOmt1 WOOTgIUFjBaVJOsgA7zyc4zx 2-6-0 3-0-0 7-10-0 12-8.0 17-6-0 22-4-0 25.4-0 27-10-0 2-6-0 3-0.0 4-10-0 4-10.0 4-10-0 4-10-0 3-0.0 2-6-0 5x6 11 3x4 = 4x4 = 4x6 = 3xB = 3x4 = 5x6 11 Scale = 1:61.0 3-0-0 12-8.0 22-4-0 25-4.0 '3-0-09-8-0 9-8-0 3.0.0 Plate Offsets (X Y)-- [2.0-2-3 0-0-1] [10.0-2-3 0-0-1] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.15 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.32 12-13 >938 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(CT) 0.03 10 We n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.09 12-13 >999 240 Weight: 157lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 -H 2-6-0, Right 2x6 SP No.2 -H 2-6-0 REACTIONS. (lb/size) 2=1167/0-8-0, 10=1167/0-8-0 Max Harz 2=344(LC 11) Max Uplift 2=-720(LC 12), 10=-720(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1986/761, 4-5= 2241/947, 5-6=-1334/676, 6-7=-1334/676, 7-8=-2241/947, 8-10=-1986/760 BOTCHORD 2-15=-494/1695, 13-15=-383/1236, 12-13=-427/1249, 10-12=-561/1733 WEBS 6-13=-488/1109, 7-13=-648/421, 7-12=-222/730, 8-12=-423/269, 5-13=-648/421, 5-15=-223/730, 4-15=-423/269 Structural wood sheathing directly applied or 4-8-5 oc puriins. Rigid ceiling directly applied or 9-8-5 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=25ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-6-11 to 0-4-0, Intedor(1) 0-4-0 to 12-8-0, Exterior(2) 12-8-0 to 15-8-0, Interior(1) 15-8-0 to 27-10-11 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 psi 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 Qt=lb) 2=720,10=720. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCEPAGE 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 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, seeANSVIPII Quality Criteria, DSB-69 and BCSI Buldlnp Component 6904 Parke East Blvd. Safety Infoanatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CRIPPEN T18153488 76294 ATA ATTIC 10 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 11:00:03 2019 Page 1 ID:QwelKODY94g2kXcgrhlZxtycSNA-mmsB?oMJV1 yDbbOaKbZIYD?oluU4wx9SFW PkXPyc4zw 16-0-0 22-1-12 14-10-2 21-1-15 -2-6-0 34-0 B-5-2 13-10-4 1 1 1 20-0-0 21-1-1 27.6-14 33-0-0 36-0-0 38-6-0 2-6-0 3-0-0 5-5-2 5-5-2 0-11-1 4-0-0 -1-1 5-5-2 5-5-2 3-0-0 2-6-0 Scale = 1:82.0 0-0��-111 0-0-1 3z6-�i 0-11-13 3x10 i 3x6 O 3x5 �i 731 8 32 3x10 4I0 o 22 21 "" 19 18 16 - 15 5x6 = 3x4 11 4x4 = 6x8 = i B-0-0 44 = 4x4 = 3x4 11 5x6 = 4x4 = 6x8 = 3.0-0 . 8-5-2 13-10-4 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017[TP12014 CSI. TC 0.63 BC 0.96 WB 0.96 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/clef] Ud -0.33 16-18 >999 360 -0.47 18-19 >922 240 0.08 13 n/a n/a -0.43 19-21 >999 240 PLATES GRIP MT20 244/190 Weight:251 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-5 oc puriins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 2 Rows at 1/3 pts 6-9 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1676/0-8-0, 13=1676/0-8-0 Max Harz 2=462(LC 11) Max Uplift 2=-890(LC 12), 13=-890(LC 12) Max Grav 2=1844(LC 18), 13=1844(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3180/1322, 3-4— 2781/1247, 4-5=-2313/1107, 5-6=-1798/959, 6-7=-36/342, 7-8=-1001474, 8-9= 36/342, 9-1 0=-1 798/959, 10-11=-2313/1107, 11-12=-2781/1247, 12-13=-9179/1320 BOT CHORD 2-22=-1050/3091, 21-22=-1073/3125, 19-21=-763/2580, 18-19=-429/1971, 16-1.8= 821/2234, 15-16=-1141/2938, 13-15=-1118/2910 WEBS 3-22=-359/306, 3-21=-762/334, 4-21=-131/428, 4-19=-929/539, 5-19=-277/907, 6-9=-2523/1133, 10-18=-277/907, 11-18=-929/540, 11-16=-131/428, 12-16=-761/333, 12-15=-354/305 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-6-11 to 1-0-8, Interior(l) 1-0-8 to 16-0-0, Exterior(2) 16-0-0 to 19-7-3, Interior(1) 19-7-3 to 20-0-0, Exterior(2) 20-0-0 to 23-7-3, Intedor(1) 23-7-3 to 38-6-11 zone;C-C for members and forces & MW FRS 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) Ceiling dead load (5.0 psf) on member(s). 5-6, 9-10, 6-9 7� Bottom chord live load (40.0, psf) and additional bottom chord dead load (5.0 psf) applied only to room. 18-19 8 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=890, 13=890. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE No.22839 MiTek USA, Inc. FLCert6634 - 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411.7473 rev. 10103MOIS 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, seeANSVFPII Quality Criteria, DSB-69 and BCSI Bulldtng Component 6904 Parke East Blvd. Safety Infonnatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CRIPPEN T18153489 76294 ATB ATTIC 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 a Aug 28 2019 MiTek Industnes, Inc. I nu Sep 19 I I:UU:U4 2U19 rage 1 I D:QwelKODY94g2kXcgrhlZxtycSNA-EzQW C8MxGL44Dlzmul4_5RY_?HgBfrBcUA9H3syc4zv 16-0-0 22-1-12 14-10-2 21-1-15 i 3.0-0 8-5-2 13.10-4 - 10-10-1 i 20-0-0 $1-1-11 _ , 26.0-0 3-0-0 5-5-2 5-5.2 -11-1 4-0-0 1-14 3-10-4 OW— 5x8 MjjI&nS,� Scale: 3/16°=1' 1-1-14 0-11-13 1� 3x8 ii 6 22 23 24 7 3x8 �� 5.0 3x6 = 3x4 II 4x4 = 4x6 = 3x4 = 5x6 = 7xB = 3x10 11 3-0-0 1 B-5-2 13-10.4 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.57 BC 0.90 WB 0.65 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) 1/dell Ud -0.54 14-16 >579 360 -1.02 14-16 >304 240 0.03 11 n/a n/a 0.68 14-16 >456 240 PLATES MT20 MT18HS Weight: 193 lb GRIP 24.4/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, BOT CHORD 2x6 SP 240OF 2.OE *Except* except end verticals. 1-15: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-14, 5-8, 9-12, 10-11 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=1085/0-8-0, 11=1150/0-8-0 Max Harz 1=334(LC 12) Max Uplift 1=-462(LC 12), 11= 507(LC 12) Max Grav 1=1213(LC 18), 11=1431(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 2144/954, 2-3=-1931/834, 3-4=-1114/513, 4-5=-855/513, 7-8=-257/197, 8-9=-949/565, 9-1 0=-1 061/474, 10-11 =-2117/892 BOT CHORD 1-17=-1172/2156, 16-17=-1190/2184, 14-16=-860/1763, 12-14=-335/915 WEBS 2-17=-296/204, 2-16=-504/353, 3-16=-328l771, 3-14=-13111723, 4-14=-15/396, 5-8=-1066/467, 10-12=-663/1830 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; 11=18ft; B=45ft; L=26ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 16-0-0, Exterior(2) 16-0-0 to 19-0-0, Interior(1) 19-0-0 to 20-0-0, Exterior(2) 20-0-0 to 23-0-0, Interior(1) 23=0-0 to 25-10-4 zone;C-C for members and forces & MW FRS 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) Ceiling dead load (5.0 psf) on member(s). 4-5, 8-9, 5-8 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-14 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 1=462, 11=507. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 - 6904 Parke East Blvd. Tampa FL 33610 Date; September 19,2019 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MliekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not OF 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, dellvery, erection and bracing of trusses and truss systems, seeANSVTP11 Quality Cdtoda, DS649 and SCSI Building Component 6904 Parke East Blvd. Safety InfonnaHonovollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CRIPPEN T18153490 76294 D Flat 1 1 Job Reference (optional) L:nambers I russ, Inc., ton tierce, tL ts.azu s riug ea zu r v rvu I eK rnaustnes, mu. , nu aep r v r i .uu:uo cu , v rdyv , ID:QwelKODY94g2kXcgrhlZxtycSNA-i9_uQUNZ1 fCxrvYzRObDde4CyhG20toljqugblyc4zu 7-3-7 14-5-2 21-6.14 28-8-9 36.0-0 7-3-7 7-1-11 7-1-11 7-1-11 7-3-7 Scale=1:60.7 3x6 = 3x6 = 1 17 2 3 4 18 5 6 7 19 8 16 20 15 21 14 13 12 11 22 10 23 9 6x8 = 4x6 = 4x5 = 6xB = 7-3-7 14-5-2 21-6-14 28-8-9 36-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL I Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.22 12-13 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.37 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.10 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.41 13-15 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 16=1428/Mechanical, 9=1428/Mechanical Max Uplift 16=-738(LC 12), 9=-738(LC 12) Max Grav 16=1514(LC 17), 9=1514(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1650/949, 4-5=-2505/1381, 5-7=-1650/949 BOT CHORD 15-16=-949/1650, 13-15=-1381/2505, 12-13=-1381/2505, 10-12= 1381/2505, 9-10— 949/1650 WEBS 2-16=-2074/1190, 2-15=-298/885, 4-15=- 1089/564, 4-13=-23/373, 5-12=-23/373, 5-1 0=- 1089/564, 7-10= 298/885, 7-9=-2074/1190 PLATES GRIP MT20 244/190 Weight: 206 lb FT = 20% Structural wood sheathing directly applied or 4-5-5 oc purlins, except end verticals. Rigid ceiling directly applied or 6-3-5 oc bracing. 1 Row at midpt 2-16, 4-15, 5-10, 7-9 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-8-15, Interior(1) 3-8-15 to 35-10-4 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) All plates are 3x4 MT20 unless otherwise indicated. 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=10.Opsf. 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) 16=738, 9=738. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI/-7473 rev. 1010312015 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 appllcability 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!Tek* 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, seeANSVWII Cuattir Criteria, DSB-89 and BCSI BuOding Component 6904 Parke East Blvd. Safolly Inlonnatlanovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 r3 Job Truss Truss Type Qty Ply CRIPPEN T18153491 76294 D1 Piggyback Base 6 1 Job Reference (optional) L,namoers r russ, inc., run rrerce, rL o.ocu a r, J co — IV nu l cn n -U--Ica, ,, —P , U. . ID:Qwel KODY94g2kXcgrhlZxtycSNA-eY6frAPpYGSf4ChLZQdhj3AWJVynsol2ABNxgByc4zs 3-0-0 9.6-0 16-0-0 20.0-0 26-6-0 33-0.0 36-0-0 _ 3 0 6 6-6-0 6-6-0 4-0-0 6-6-0 6-6-0 3-0-0 5x6 — TOP CHORD UNDER PIGGYBACKS Scale =1:72.2 5x6 = TO BE LATERALLY BRACED BY 528 29 630 PURLINS AT 2-0-0 OC. MAX. 5.0( 1� 18 17 32 16 15 14 13 33 12 11 48 = 3x4 II 44 = 4x6 = 3x4 = 3x4 = 46 = 44 = 3x4 11 48 = 16-0-0 20-0-0 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014. CSI. TC 0.44 BC 0.52 WB 0.78 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft Ud -0.29 15-17 >999 360 -0.41 15-17 >999 240 0.09 10 n/a n/a -0.37 15-17 >999 240 PLATES GRIP MT20 244/190 Weight: 219lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-4 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15, 7-14 SLIDER Left 2x4 SP No.3 -H 2-6-0, Right 2x4 SP No.3 -H 2-6-0 REACTIONS. (lb/size) 1=1440/Mechanical, 10=1440/Mechanical Max Horz 1=424(LC11) Max Uplift 1=-744(LC 12), 10=-744(LC 12) Max Grav 1=1498(LC 17), 10=1498(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1=3=-3101/1676, 3-4=-2489/1347, 4-5=-1959/1178, 5-6=-1707/1080, 6-7=-1959/1178, 7-8=-2489/1347, 8-10=-3101/1676 BOT CHORD 1-18=-1455/2840, 17-18=-1464/2846, 15-17=-918/2128, 14-15=-478/1443, 12-14=-919/1919, 11-12=-1463/2781, 10-11=-1454/2776 WEBS 3-17=-888/578, 4-17= 99/463, 4-15=-1018/598, 5-15=-377/773, 6-14=-377/773, 7-14=-1018/598,7-12=-99/463,8-12— 888/578 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 16-0-0, Exterior(2) 16-0-0 to 19-7-3, Interior(1) 19-7-3 to 20-0-0, Exterior(2) 20-0-0 to 23-7-3, Interior(1) 23-7-3 to 36-0-0 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 = I O.Opsf. 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 upliff at joint(s) except Qt=lb) 1=744, 10=744. Walter P. Finn PE NoMS39 Mi rek USA, Inc. FL Cert 66U 69D4 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 A WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE MII-7473 rev. 10/0&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 MOW 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, seeANSI/IPII QuailIt�y. Cdtedo,.DSB�9 and 1 I Building Component 6904 Parke East Blvd. Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply CRIPPEN T18153492 76294 D2 Piggyback Base 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 1120:08 2019 Page 1 ID:QwelKODY94g2kXcgrhlZxtycSNA-6kf12WQSJabW iMGX788wFHibYvFdbFRBPo7VCdyc4zr 3-0-0 13-0-2 16-0-0 20-0-0 26-6-0 33-0-0 _ 36-0-0 3-0-0 5-0-1 5.0-1 2-11-14 4-0-0 6-6-0 6-6-0 3-0.0 5x8 = 7xB = 628 29 730 19 18 17 5x6 II 3x4 II 3xl0 = 3x4 II 3-0.0 33-0-0 7x10 Scale = 1:67.0 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017fTP12014 CSI. TC 0.79 BC 0.74 WB 0.83 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/dell Lid -0.28 18-19 >999 360 -0.58 18-19 >750 240 0.29 10 n/a n/a 0.46 18-19 >942 240 PLATES MT20 MT18HS Weight: 252lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 3-6,7-9: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP M 30'Except' 1-17: 2x4 SP M 31, 5-17: 2x4 SP No.3, 10-13: 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 -H 2-6-0 REACTIONS. (lb/size) 1=1440/Mechanical, 10=1440/0-8-0 Max Horz 1=424(LC11) Max Uplift 1=-744(LC 12), 10=-744(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-2375/1206, 3-4=-2689/1462, 4-5=-2599/1452, 5-6=-2414/1394, 6-7=-2369/1361, 7-8=-3721/1943, 8-9=-5163/2624, 9-10=-5092/2692 BOT CHORD 1-19=-1021/2112, 18-19— 1058/2161, 5-16=-178/311, 15-16=-850/1984, 14-15=-661/1815, 13-14=-798/2070, 12-13=-2004/4142, 11-12=-2434/4729, 10-11=-2376/4591 WEBS 3-19=-549/412, 4-18=-250/173, 16-1 8=-1 109/2235, 4-16=-470/335, 5-15=-560/383, 6-15=-357/625, 6-14=-289/686, 7-14=-582/278, 7-13=-1099/2368, 8-13=-1408/831, 8-12— 267/674, 9-12=-243/295, 9-11=-1216/702 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 16-0-0, Exterior(2) 16-0-0 to 19-7-3, Interior(1) 19-7-3 to 20-0-0, Exterior(2) 20-0-0 to 23-7-3, Intedor(1) 23-7-3 to 36-0-0 zone;C-C for members and forces & MW FRS 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) Refer to girder(s) for truss to truss connections. $) Bearing at joint(s) 10 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 1=744, 10=744. MiTek USA, Inc. FL Cent 6634 • 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312015 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 OF 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` prevent 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, seeANSVIPII Qua[ Nv Criteria, DS049 and SCSI BuBdIng Component 6904 Parke East Blvd. Safety Inforrnafbnavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14. Tampa, FL 33610 Job' Truss Truss Type City Ply CRIPPEN T18153493 76294 D3 Piggyback Base 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 5.320 s Aug 28 201 a MI I ex industries, inc. Thu Sep i e i i :uu:ua 2019 rage I I D:QweIKODY94g2kXcgrhlZxtycSNA-bwD PGrQ44tj NJ W rkgrf9oUFmDlauKisLdSs2k3yc4zq 3-0-0 8-0-1 13-0-2 16-0-0 20-0-0 26-6-0 33-0-0 36-0-0 38-6-0 3-0-0 5-0-1 5-0-1 2-1.1-14 4-0-0 6-6-0 6.6-0 2-6-0 5.0( 20 19 18 5x6 II 3x4 II 3x10 = 3x4 II 13-0-2 3.0-0 5x8 = 7x8 = 629 30 731 33-0-0 7x10 Scale=1:70.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.28 19-20 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.57 19-20 >753 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.29 10 ' n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.45 19-20 >957 240 Weight: 256lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 3-6,7-9: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP M 30 *Except* 1-18: 2x4 SP M 31, 5-18: 2x4 SP No.3, 10-14: 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 -H 2-6-0 REACTIONS. (lb/size) 1=1435/Mechanical, 10=1599/0-8-0 Max Horz 1— 456(LC 10) Max Uplift 1= 736(LC 12), 10=-948(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-2374/1199, 3-4= 2689/1454, 4-5=-2639/1446, 5-6=-2421/1366, 6-7=-2379/1321, 7-8=-3743/1861, 8-9=-5186/2485,,9-10=-5108/2407 BOT CHORD 1-20=-964/2130, 19-20=-1001/2180, 5-17=-220/386, 16-17=-765/2023, 15-16=-574/1843, 14-15=-703/2084, 13-14=-1856/4181, 12-13=-2124/4763, 10-12= 2069/4624 WEBS 3-20=-549/411, 4-19=-304/161, 17-19=- 1 05k270, 4-17=-436/331, 5-16=-622/432, 6-16=-389/630, 6-15=-255/673, 7-15=-572/247, 7-14=-1018/2390, 8-14=-1410/805, 8-13=-211/675, 9-12= 1223/674 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 16-0-0, Extedor(2) 16-0-0 to 19-7-3, Interior(1) 19-7-3 to 20-0-0, Exterior(2) 20-0-0 to 23-7-3, Interior(1) 23-7-3 to 38-6-11 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) 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) Refer to girder(s) for truss to truss connections. $J Bearing at joint(s) 10 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 Qt=lb) Walter P. Finn PE No.22839 1=736, 10=948. MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO 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 MOW 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, seeANSVIPII Quality CrBorla„DSO-89 and SCSI Building Component 6904 Parke East Blvd. safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CRIPPEN T18153494 76294 D4 PIGGYBACK BASE 18 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 11:00:10 2019 Page 1 I D:Qwe I KODY94g2kXcgrhlZxtycSNA-37nnTB Ri rBrExgQwEZBO Ki o7aiOa39 G Us6cbH Vyc4zp 2-6-0 3-0-0 6-4-0 8-9-2 i6-0-0 20-0-0 26-6.O 33-0-0 36-0-0 38-6-0 2-6-0 3.0.0 3-4-0 2-5-2 7-2-14 4-0-0 6-6.0 6-6-0 3-0-0 2 Scale = 1:70.6 6x8 = 5x6 = 5x8 II 3x4 11 3x6 11 5xB = 730 831 16-0-0 20-0.0 .22-0-9 6xB LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.56 BC 0.33 WB 0.81 Matrix -MS DEFL. in (loc) I/defl Ud Vert(LL) -0.14 14 >999 360 Vert(CT) -0.27 14 >999 240 Horz(CT) 0.15 11 n/a n/a Wind(LL) 0.16 13-14 >999 240 PLATES GRIP MT20 244/190 Weight: 250lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-10 oc pudins. BOT CHORD 2x4 SP M 30 -Except' BOT CHORD Rigid ceiling directly applied or 5-11-13 oc bracing. 11-15: 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* 5-19: 2x6 SP No.2 SLIDER Left 2x4 SP No.3 -H 2-6-0 REACTIONS. (lb/size) 2=-281/0-5-4, 11=1193/0-8-0, 19=2275/0-8-0 Max Harz 2=462(LC 11) Max Uplift 2=-440(LC 22), 11=-738(LC 12), 19=-1276(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-837/1597, 4-5=-841/1629, 5-6=-124/373, 6-7=-964/533, 7-8=1211/693, 8-9=-1981/909, 9-10=-3268/1448, 10-11=-3468/1523 BOT CHORD 2-20=-1428/890, 19-20=-1425/892, 18-19=-14251892, 17-18=464/453,.16-17=0/831, 15-16=-47/1099, 14-15=-972/2541, 13-14=-1306/3247, 11-13= 1269/3140 WEBS 5-19=-2514/1305, 6-18=-1487/793, 6-17=-327/947, 7-17=-492/258, 7-16= 273/696, 8-16=-653/278, 8-15=-521/1485, 9-15=-1298/747, 9-14=-147/552, 10-14=-430/242, 10-13=-850/473, 5-18=-960/1987 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-6-11 to 1-0-8, Interior(i) 1-0-8 to 16-0-0, Exterior(2) 16-0-0 to 19-7-3, Interior(1) 19-7-3 to 20-0-0, Exterior(2) 20-0-0 to 23-7-3, Interior(1) 23-7-3 to 38-6-11 zone; porch left exposed;C-C for members and forces & MW FRS 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) Bearing at joint(s) 11 considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 74 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=440, 11=738, 19=1276. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: September 19,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.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 �e a truss system. Before use, the building designer must verify the applicablllty 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, seeANSVIPl1 Cually Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Infomlatlonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply CRIPPEN T18153495 76294 F Roof Special 5 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 11:01JA 1 2019 Page 1 ID:QweIKODY94g2kXcgrhlZxtycSNA-XJLAgXSKcVz5Zq76oGidtvKCT6JxofQe5mL9pyyc4zo 2.6-0 , 3-0-0 9-6-0 14-8.0 19-10-0 26-4-0 28-10.6 , 2.6-0 3-0.0 6-6-0 5 2-0 5-2-0 6-6-0 ' 2.6-6 4 4x5 11 14 10 r, ,u 5x6 II 2x3 II 4xB = 4x6 = 4x8 = 2x3 II 4x8 II 3.0-0 18-6-11 Scale = 1:62.9 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.43 BC 0.57 WB 0.56 Matrix -MS DEFL. Verq(LL) Vert(CT) Horz(CT) Wind(LL) in (loc). Well Lid -0.37 11-13 >930 360 -0.59 11-13 >585 240 0.04 9 n/a n/a 0.10 13-14 >999 240 PLATES GRIP MT20 244/190 Weight: 181 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-8 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-5-4 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-13, 6-11 SLIDER Left 2x6 SP No.2 -H 2-6-0, Right 2x6 SP No.2 -H 2-6-5 REACTIONS. (lb/size) 9=1132/0-3-8, 2=1330/0-8-0 Max Harz 2=403(LC 11) Max Uplift 9=-578(LC 12), 2=-811(LC 12) Max Grav 9=1150(LC 18), 2=1330(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2311/1010, 4-5=-1901/889, 5-6=-2208/1196, 6-7=-2192/1213, 7-8=-1890/919, 8-9=-389/250 BOT CHORD 2-14=-852/2034, 13-14=-862/2039, 11-13=-250/994, 10-11=-975/1999, 9-10— 967/1996 WEBS 4-13=-639/315, 5-13=-701/523, 6-13=-625/1198, 6-11=-631/1171, 7-11=-690/517, 8-11=-611/433 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=i60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=29ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-6-11 to 0-4-0, Interior(1) 0-4-0 to 14-8-0, Exterior(2) 14-8-0 to 17-8-0, Interior(1) 17-8-0 to 28-10-6 zone;C-C for members and forces & MW FRS 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 jive 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 = 1 O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=578, 2=811. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33810 Date; September 19,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE mn-7473 rev. 10103/2015 BEFORE USE. " Design valid for use only with Mffek® 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 truss systems, SeeANSVWII Quaply Criteria. D88-89 and 1301 Building Component 6904 Parke East Blvd. safety Infannationavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CRIPPEN T18153496 76294 G Roof Special 5 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MI I ek indUStnes, Inc. I nu bep 19 11:uu:1iz 2u19 rage 1 I D:Qwel KODY94g2kXcgrhlZxtycSNA-4VvYutTyNo5yA_aJM_DsQ7tND W gkX4tnKQ5iLOyc4zn 2-6.0 1 3-0-0 9-1-9 15.8-0 22-2-7 28-4-0 31-4-0 2-6.0 3.0-0 6-1-9 6-6-7 6-6-7 6-1-9 3-0-0 Ili 4x5 11 5x6 II 3x4 = 3x4 = 3x6 = 3x4 = 3x4 = 5x6 11 3.0-0 11-5-5 19-10-11 28-4.0 31.4-0 3-0-0 8-5-5 B-5-5 8-5-5 Plate Offsets (X Y)-- [2:0-2-3 0-0-1] [10:0-2-3 0-0-11 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 Scale=1:67.3 SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef] L/d PLATES GRIP Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.16 12-14 >999 360 MT20 244/190 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.29 11-12 >999 240 Rep Stress Incr YES WB 0.67 Horz(CT) 0.05 10 n/a n/a Code FBC2017/TP]2014 Matrix -MS Wind(LL) 0.14 11-12 >999 240 Weight: 195 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 -H 2-6-0, Right 2x6 SP No.2 -H 2-6-0 REACTIONS. (lb/size) 10=1245/0-8-0, 2=1415/0-8-0 Max Harz 2=439(LC 11) Max Uplift 10=-637(LC 12), 2=-855(LC 12) Max Gram 10=1324(LC 18), 2=1470(LC 17) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-3-1 oc bracing. WEBS 1 Row at midpt 6-12, 6-14 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2517/1054, 4-5=-2854/1295, 5-6=-2086/1097, 6-7— 2086/1124, 7-8=-2858/1508, 8-10=-2520/1209 BOT CHORD 2-15=-868/2188, 14-15=-659/1734, 12-14=-261/1137, 11-12=-670/1609, 10-11=-1008/2192 WEBS 6-12=-493/980, 7-12=-783/547, 7-11=-515/856, 8-11= 562/462, 6-14=-477/979,. 5-14=-782/530, 5-15=-324/852, 4-15=-560/349 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=31ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-6-11 to 0-4-0, Interior(1) 0-4-0 to 15-8-0, Exterior(2) 15-8-0 to 18-9-10, Interior(1) 18-9-10 to 31-4-0 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, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 10=637, 2=855. Walter P. Finn PE No.22839 MiTek USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 10103,2015 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 applicobllity of design parameters and properly Incorporate this design Into the overall building. design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° prevent 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, seeANSViPII Quality Criteria, DSB-69 and BCSI BuOding Componont 6904 Parke East Blvd. Tampa, FL 33610 Safety Informallonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type City Ply CRIPPEN T18153497 76294 G1 Roof Special 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL -2-6-0 , 3-0.0 4x5 = 8.320 s Aug 28 2019 MiTek Industries, Inc. 1 nu Sep 19 11:0U:13 2U19 rage 1 4g2kXcg rhlZxtycSNA-TiTw5DTa86Dpo79Vvhk5yKQX7w3 KGb MwY4q Gtgyc4zm 22-3-B 29.4-0 J 6-7-B 7-0.8 Im Sxs 11 2x3 11 4x4 = 3x6 = 6x8 = 4x4 = 3x4 II 16-4-0 Scale = 1:65.6 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 CSI. TC 0.48 BC 0.26 WB 0.40 Matrix -MS DEFL. in (loc) I/dell Ud Vert(LL) -0.05 9-10 >999 3.G0 Vert(CT) -0.10 9-10 >999 240 Horz(CT) 0.01 9 n/a n/a Wind(LL) 0.03 13-14 >999 240 PLATES MT20 Weight: 183lb GRIP 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: SLIDER Left 2x6 SP No.2 -H 2-6-0 6-0-0 oc bracing: 10-11. WEBS 1 Row at midpt 5-11, 6-11, 7-11 REACTIONS. (lb/size) 2=690/0-8-0, 11=1467/0-8-0, 9=332/0-8-0 Max Harz 2=432(LC 11) Max Uplift 2= 457(LC 12), 11= 808(LC 12), 9=-137(LC 12) Max Grav 2=702(LC 21), 11=1470(LC 17), 9=398(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-804/277, 4-5=-426/181, 5-6=-58/412, 6-7=-23/397, 7-8=-356/107, 8-9=-333/197 BOT CHORD 2-14=-261/808, 13-14=-266/806, 11-13=-161/490 WEBS 4-13=-528/236, 5-13=-21/360, 5-11=-914/512, 6-11=-660/285, 7-11=-813/488, 7-10=0/275 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=29ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-6-11 to 0-4-0, Interior(1) 0-4-0 to 15-8-0, Exterior(2) 15-8-0 to 18-8-0, Interior(1) 18-8-0 to 29-2-4 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, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=457, 11=808, 9=137. Wager P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MX7473 rev. 10/03I2015 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° prevent 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, seeANSVIPl1 Quality Cd erlo, DSB-89 and BCSI BuLding Component 6904 Parke East Blvd. Safety InformatIo avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CRIPPEN T18153498 76294 G2 Roof Special 1 1 9 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3-0.0 B-8-9 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 11:00:14 mu Page 1 6-1-2 4x6 II Scale = 1:65.3 5x6 13x4 — 3x4 = 3x6 = 3x4 = 6xB = 3-0-0 11-6.5 20.0-9 26-10.6 3-0.0 8-6-5 8-6-5 8-9-13 Plate Offsets (X Y)-- [2:0-2-3 0-0-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.20 11-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.28 11-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.71 Horz(CT) 0.04 10 n/a n/a BCDL 10.0 Code FBC2017lTP12014 Matrix -MS Wind(LL) 0.11 13-14 >999 240 Weight: 179lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-3 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-11-12 oc bracing. SLIDER Left 2x6 SP No.2 -H 2-6-0 WEBS 1 Row at midpt 6-13, 8-10 REACTIONS. (lb/size) 2=132410-8-0, 10=1127/0-3-8 Max Horz 2=424(LC 11) Max Uplift 2=-807(LC 12), 10=-576(LC 12) Max Grav 2=1355(LC 17), 10=1151(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2313/949,4-5=-2608/1160,5-6=-1852/972,6-8=-1710/93118-9=-308/221, 9-10=-338/254 BOT CHORD 2-14=-833/2024, 13-14=-666/1581, 11-13=-244/960, 10-11=-548/1220 WEBS 4-14=-488/302, 5-14= 266/771, 5-13=-771/519, 6-13=-444/935, 6-11=-303/603, 8-11=-432/385, 8-10= 1445/651 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=29ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-6-11 to 0-4-0, Interior(1) 0-4-0 to 15-8-0, Exterior(2) 15-8-0 to 18-8-0, Interior(1) 18-8-0 to 28-8-10 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, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=807, 10=576. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1WO312015 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" prevent 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, seeANSVrP11 QuaBty Criteria, D313-69 and BCSI BuBding Component 6904 Parke East Blvd. Saloty Infonnatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CRIPPEN T18153499 76294 G3 Half Hip 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 11:00:15 2019 Page 1 ID:QweIKODY94g2kXcgrhlZxtycSNA-P4agWvVrgjTX1 RJul6mZ11VqujjHkTLDOOJMyjyc4zk -2.6-0 3-0-0 9-1.0 15-2-0 22-0-3 28-10-6 2.6-0 3-0-0 6-1-0 6-1-0 6-10-3 6-10-3 4x8 = 2x3 11 3x4 = Scale = 1:62.6 22 23 r 24 0. 5x6 11 2x3 II 4x4 = 3x6 = 4xB = 3x6 11 3x4 = 3-0.0 9-1-0 15-2-0 22-0-3 28-10-6 3-0-0 6-1.0 6-1-0 6-10-3 6-10-3 Plate Offsets (X Y)-- [2:0-2-3 0-0-1 ] [6:0-5-12 0-2-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.08 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.14 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.04 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.09 13-14 >999 240 Weight: 207lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-5-11 oc bracing. SLIDER Left 2x6 SP No.2 -H 2-6-0 WEBS 1 Row at midpt 8-9, 5-11, 6-10, 7-10, 8-10 REACTIONS. (lb/size) 9=1127/0-3-8, 2=1324/0-8-0 Max Harz 2=613(LC 12) Max Uplift 9=-668(LC 12), 2=-715(LC 12) Max Grav 9=1278(LC 17), 2=1366(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1929/844, 4-5=-1652/770, 5-6— 1206/654, 6-7=-700/466, 7-8=-700/466, 8-9=-1146/847 BOT CHORD 2-14=-1267/2176, 13-14= 1277/2178, 11-13=-1037/1629, 10-11=-661/981 WEBS 4-13=-568/248, 5-13=-35/346, 5-11=-889/514, 6-11=-307/719, 6-10=-572/338, 7-10=-481/454, 8-10— 813/1220 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=29ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-6-11 to 0-4-0, Interior(1) 0-4-0 to 15-2-0, Exterior(2) 15-2-0 to 19-4-15, Interior(1) 19-4-15 to 28-8-10 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 = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 9=66812=715. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/!EK REFERANCE PAGE MII.7473 rev. 1WO312015 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, seeANSVIPII GualBy Criteria, DSB-69 and BCSI BuYding Component 6904 Parke East Blvd., Safety Infoanatlonavailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply CRIPPEN T18153500 76294 G4 Half Hip 2 1 Job Reference (optional) L,namoers I russ, inc., ron rrerce, rL o.ocu a r,uy co c ry , en „—H , , oyo ID:QwelKODY94g2kXcgrhlZxtycSNA-tG83kFWTR1 bNfbu4bpHoaz2yP722TsZNE23wU9yc4z] 2-6.0 3-0-0 10-1-0 17-2-0 23-0-3_ 28-10-6 3-0-0 7-1-0 7-1-0 5-10-3 5-10-3 4x8 = 2x3 11 3x4 = Scale=1:66.2 A nn110 7 23 24 8 25 9 1� 10 14 ,L ii � 5x6 11 2x3 11 4x4 = 3x6 = 3x4 = 4x8 = 3x6 11 3-0.0 10-1-0 17-2-0 23-0-3 _ [tf-lu-ti 3-0-0 7-1-0 7-1-0 5-10-3 5-10-3 Plate Offsets (X Y)-- [2.0-2-3 0-0-1 ] [6:0-3-0 Edge] [7:0-5-12 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 VerT(LL) -0.07 12-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.17 14-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.04 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.10 14-15 >999 240 Weight: 220 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-2 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-4-11 oc bracing. 7-11,9-11: 2x4 SP M 30 WEBS 1 Row at midpt 9-10, 5-12, 7-11, 8-11, 9-11 SLIDER Left 2x6 SP No.2 -H 2-6-0 REACTIONS. (lb/size) 10=1127/0-3-8, 2=1324/0-8-0 Max Horz 2=687(LC 12) Max Uplift 10=-695(LC 12), 2= 688(LC 12) Max Grav 10=1329(LC 17), 2=1412(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. = All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2029/783, 4-5=-1710/673, 5-7=-1101/537, 7-8=-568/372, 8-9— 568/372, 9-10=-1214/871 BOT CHORD 2-15=-1297/2295, 14-15=-1308/2296, 12-14=-1014/1635, 11-12= 578/877 WEBS 4-14=-678/302, 5-14=-31/398, 5-12— 1021/585, 7-12=-345/794, 7-11= 734/441, 8-11=-408/382, 9-11=-806/1230 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=29ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-6-11 to 0-4-0, Interior(1) 0-4-0 to 17-2-0, Exterior(2) 17-2-0 to 21-4-15, Interior(1) 21-4-15 to 28-8-10 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 = IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 10=695, 2=688. Walter P. Finn. PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE 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 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, seeANSVIPII QualBy Criteria, DSB49 and BCSI Bullding Component 6904 Parke East Blvd. Safety Informationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FIL 33610 Job Truss Truss Type Qty Ply CRIPPEN T18153501 76294 GRA HIP GIRDER 1 1 Job Reference (optional) unamaers I russ, Inc., ion coerce, rL. 4x4 = 5.00 F12 4x4 3 4 O.JZU S Mug ca ca I a IVII I UK If MUSUIU5, arc. I Iru Otlh IV r r:UU: IO cu I a rayu I ID:QwelKODY94g2kXcgrhlZxtycSNA-gfGpBwXjzer5uv1 Si EKGf07QKxmxxgSgiMYI Z2yc4zh 5-4.0 3x4 = 3x6 = 3x10 = 31 32 33 5 34 35 6 36 7 37 38 39 2x3 II 40 8 41 48 = 4x4 9 10 4x6 II 3x4 = 'V 3x4 =' 'V 3x6 = 2x3 IIV 'V 6x8 = V 2x3 II 4x6 II 19-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.18 15-17 >999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.15 15-17 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.54 Horz(CT) -0.03 14 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 WEBS SLIDER Left 2x6 SP No.2 -H 2-6-0, Right 2x6 SP No.2 -H 2-6-0 REACTIONS. (lb/size) 2=767/0-8-0, 14=1195/0-8-0, 11=154/0-8-0 Max Harz 2=73(LC 7) Max Uplift 2=-801(LC 8), 14— 1242(LC 8), 11= 351(LC 32) Max Grav 2=955(LC 36), 14=1476(LC 36), 11=154(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1240/867, 4-5=-1102074, 5-7=-1859/1502, 7-8=-816/1121, 8-9= 816/1121, 9-11=-314/512 BOT CHORD 2-18=-666/1078, 17-18=-1383/1870, 15-17=-762/1077, 14-15=-762/1077, 13-14=-445/383, 11-13=-442/390 WEBS 4-18=-281/358, 5-18=-831/781, 7-17=-649/832, 7-14=-2260/1814, 8-14=-337/271, 9-14=-887/733 Scale = 1:49.8 PLATES GRIP MT20 244/190 Weight: 134 lb FT = 20 Structural wood sheathing directly applied or 5-3-9 oc pudins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 7-14 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; 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=801, 14=1242, 11=351. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 302 lb down and 198 lb up at 3-0-0, 101 lb down and 45 lb up at 5-0-12, 92 lb down and 45 lb up at 7-0-12, 92 lb down and 45 lb up -at 9-0-12, 92 lb down and 45 Ib up at 11-0-12, 92 Ib down and 45 Ib up at 12-3-4, 92 Ib down and 45 Ib up at 14-3-4, 92 lb down and.45 lb up at 16-3-4, 92 Ib down and 45 lb up at 18-3-4, and 101 lb down and 45 lb up at 20-3-4, and 302 lb down and 198 lb up at 22-4-0 on top chord, and 84 Ib down and 103 Ib up at 3.0-0, 8 Ib down and 50 Ib up at 5-0-12, 8 Ib down and 50 Ib up at 7-0-12, 8 Ib down and 50 Ib up at 9-0-12, 8 Ib down and 50 Ib up at 11-0-12, 8 Ib down and 50 Ib up at 12-3-4, 8 lb down and 50 lb up at 14-3-4, 8 Ib down and 50 Ib up at 16-3-4, 8 lb down and 45 lb up at 18-3-4, and 8 lb down and 19 lb up at 20-3-4, and 141 lb down and 70 lb up at 22-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. e) 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 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 Q WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 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, seeANSIMII CuaII1y Criteria, DSB49 and BCSI Bu6ding Component 6904 Parke East Blvd. Safety Informatlonovailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14. Tampa, FL 33610 Job Truss Truss Type Qty Ply CRIPPEN T18153501 76294 GRA HIP GIRDER 1 1 Job Reference (optional) Gnambers I fuss, Inc., fort rlerce, fL O.JeU 5 AUg eO LU l7 Will eK II IUU5UlUb, II— mu o.v I a I uu. yo ID:QweIKODY94g2kXcgrhlZxtycSNA-gfGp8wXjzer5uvl SiEKGfO7QKxmxxgSgiMYIZ2yc4zh LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4— 60, 4-9=-60, 9-12= 60,,19-25=-20 Concentrated Loads (lb) Vert: 4=33(F) 9=33(F) 16=14(F) 18=13(F) 13=13(F) 42=14(F) 43=14(F) 44=14(F) 45=14(F) 46=14(F) 47=14(F) 48=14(F) 49=14(F) 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° prevent 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, seeANSViP11 QuaIIN Criteria. DSB-89 and BCSI BuYdtrig Component Parke East Blvd. 6904 Pae rk East Safety InfomiaHonavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, P , Job Truss Truss Type City Ply CRIPPEN T18153502 76294 GRB Roof Special Girder 1 n Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 11:00:19 2019 Page 1 ID:Qwel KODY94g2kXcgrhlZxtycSNA-IrgBMGYLkyzyW 2cfGyrVCbgUrKOXgAopx.9Ha5Uyc4zg -2-6-0 , 3-0.0 7-0.0 12-8.0 18-4-0 _ 22-4-0 25-4-0 2.6.0 3-0-0 4-0-0 5-8.0 5-8.0 4.0-0 3-0-0 5x8 MT18HS I I 12. 0 Io Scale=1:61.8 3x10 II 10x10 = 7x8 MTIBHS= 12x12 = HUS26 HUS26 10x10 = HUS26 7x8 MT18HS� 7xB MT18HS % HUS26 HUS26 3x10 I I HUS26 HUS26 HUS26 HUS26 3.0-0 7-0-0 12-8-0 18-4-0 _, 22-4-0 25-4-0 3-0-0 4.0-0 5-8.0 5-8-0 4-0-0 Plate Offsets (X Y)-- [2.0-1-7 Edge] [8.0-1-7 Edge],[ 10:0-3-80-6-01 [11.0-6-0 0-6-4] [13.0-3-8 0-6-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.32 11-13 >940 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.44 11-13 >690 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(CT) 0.08 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 367lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x8 SP 240OF 2.0E WEBS - 2x4 SP No.3 *Except' 5-11,6-10,4-13: 2x4 SP M 30 REACTIONS. (lb/size) 8=8804/0-8-0, 2=7432/0-8-0 Max Horz 2=343(LC 7) Max Uplift 8=-4731(LC 8), 2=-4300(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc pudins. BOT CHORD Rigid ceiling directly applied or 8-8-7 oc bracing. WEBS 1 Row at midpt 6-11 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-13771/7650, 3-4=-14451/8141, 4-5=-9941/5529, 5-6— 9942/5530, 6-7=-14946/8101, 7-8=-17072/9179 BOT CHORD 2-14=-6991/12644, 13-14=-7134/12885, 11-13=-6658/12025, 10-11=-6628/12444, 9-10=-8431/15725, 8-9=-8398/15676 WEBS 5-11=-5856/10574, 6-11=-5245/2917, 6-10=-2849/5512, 7-10=-3492/1919, 7-9=-491/326, 4-11=-4728/2954, 4-13=-2899/4947, 3-13=-915/507, 3-14=-2422/1441 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 6-10 2x4 - 1 row at 0-6-0 oc, member 4-13 2x4 - 1 row at 0-6-0 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=25ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=473112=4300. 9) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 7-0-12 from the left end to 22-8-12 to connect truss(es) to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 66U 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE 114I1-7473 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!T®k" prevent 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, seeANSVIPII Quality Criteda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply CRIPPEN T18153502 76294 GRB Roof Special Girder 1 e� L Job Reference (optional) Chambers Truss, Inc., Fort Fierce, F-L U.32U s Aug 2u 2U1 y MI I eK maUSmes, Inc. I nu oep 1 v 11:uu:zu zul u rage z I D:QweIKODY94g2kXcgrhlZxtycSNA-m2OZZcZzVG5p8CBrgfMkkpCfbkMmPd2y9f17dwyc4zf LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-5= 60, 5-7= 60, 7-8=-60, 15-18=-20 Concentrated Loads (lb) Vert: 11=-1420(B) 9=-1420(B) 13= 2708(B) 21=-1408(B) 22=-1420(B) 23=-1420(B) 24= 1420(B) 25— 1420(B) 26=-1420(B) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 rev. M3/2015 BEFORE USE ,D Design valid for use only with MiTekO 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, seeANSM11 Qual" Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safoty Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type City Ply CRIPPEN T18153503 76294 GRC ROOF SPECIAL GIRDER 1 3 Job Reference (optional) Chambers i russ, inc., Fort Pierce, FL 8.320 5 Aug LO LV 17 Iv11 I eR muu5111e5, wiu. I IIu Jell ID 1 1,00,24 201 a rage 1 ID:QwelKODY94g2kXcgrhlZxtycSNA-iQW K_laEOtLXN W LEx4OCpElyi YzQtatFdzW Eipyc4zd 2.6-0 3.0-0 7-5-5 11-10-11 16.4-0 20-9-5 25-2-11 29.8-0 32-8-0 , 2-6-0 3.0-0 4-5-5 4-5-5 4-5-5 4-5-5 4-5-5 4.57 5 3-0-D ' 5x6 11 Scale = 1:86.1 8.00 F12 7 4xB i 4x8 4x6 /i 6 8 4x6 4x6 �i 5 9 4x8 �� 4 10 5.00 12 7x8 MT18HS � 7x8 MT18HS 3 11 0 2 1O °d 1 0 28 19 2918 31 30 32 33 34 15 35 36 37 38 0 21 20 17 16 14 13 7x14 8x10 = 3x4 II HUS26 5x8 MT18HS = 1ox10 = 7x8 = 7x8 = 3x4 II 7x8 = 7x8 = HUS26HUS26HUS26 5x8 MT18HS= HUS26HUS26HUS26 HUS26 HUS26 HUS26HUS26HUS26 HUS26 3.0-0 7-5-5 11-10-11 16-4-0 20-9-5 25-2-11 , _ 29-8.0 32-8.0 3-0-0 4-5-5 4-5-5 4-5-5 4-5-5 4-5-5 4-5-5 3-0-0 Plate Offsets (X,Y)-- 12:Edge,0-5-8], [2:0-8-11,0-1-5], [2:0-1-9,0-0-10], [5:0-3-0,Edge], [9:0-3-0,Edge], [12:Edge,0-2-1], [14:0-3-8,0-4-8], [16:0-3-8,0-4-8], [18:0-3-8,0-4-8], [20:0-3-8 0-4-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in. (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.27 16-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.54 16-17 >731 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.83 Horz(CT) 0.12 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.39 16-17 >999 240 Weight: 748lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 *Except' 7-17: 2x4 SP M 30 WEDGE Left: 2x4 SP No.3 , Right: 2x6 SP No.2 REACTIONS. (lb/size) 12=12178/0-8-0, 2=10314/0-8-0 Max Harz 2=460(LC 24) Max Uplift 12=-6481(LC 8), 2=-5838(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-19485/10722, 3-4=-19706/10929, 4-6=-15778/8684, 6-7=-12310/6859, 7-8=-12310/6858, 8-10=-15826/8604, 10-11=-20188/10815, 11-12=-23094/12292 BOT CHORD 2-21=-9784/17846, 20-21=-9932/18099, 18-20=-8971/16407, 17-18=-6894/13056, 16-17=-6826/13092, 14-16=-8883/16823, 13-14=-11248/21162, 12-13=-11216/21116 WEBS 3-21= 2664/1554, 3-20=-1789/1016, 4-20=-3060/5189, 4-18— 4756/2947, 6-18=-3617/6451, 6-17= 5545/3257, 7-17=-7367/13268, 8-17=-5615/3124, 8-16=-3463/6545, 10-14=-3007/5784, 11-14=-4589/2501, 11-13=-577/343, 10-16=-5296/2919 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 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 4-20 2x4 - 1 row 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)' Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=33ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=64811 2=5838. 9) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 7-0-12 from the left end to 30-8-12 to connect truss(es) to front face of bottom.chord. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 69114 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 where han er is in contact with lumber. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M147473 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 properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mel( prevent 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, seeANSVTPII Cuallly Criteria, DSB-89 and SCSI BuBding Component 6904 Parke East Blvd. Safety Infomratlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14. Tampa, FL 33610 Job Truss Truss Type Qty Ply CRIPPEN T18153503 76294 GRC ROOF SPECIAL GIRDER 1 3 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL MUZU s Aug Zrs Zu1 a MI I eK Inausines, mc. i nu aep i a i i:uu:zz zu Ia rage z 1 D:Qwe[KODY94g2kXcgrhlZxtycSNA-iQW K_IaEOtLXN W LEx4OCpEly1 YzQtatFdzW Eipyc4zd LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-7=-60, 7-11_ 60, 11-12=-60, 22-25= 20 Concentrated Loads (lb) Vert: 16=-1420(F) 15=-1420(F) 28=-2708(F) 29=-1408(F) 30— 1420(F) 31=-1420(F) 32= 1420(F) 33=-1420(F) 34=-1420(F) 35=-1420(F) 36=-1420(F) 37=-1415(F) 38=-1415(F) A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. f0/11=015 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrlcotion, storage, delivery, erection and bracing of trusses and truss systems, seeANSVMII Qua[ Ity Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Sofety Infonnationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Job Truss Truss Type Qty Ply CRIPPEN T18153504 76294 GRID Flat Girder 1 1 Job Reference (optional) t✓namoers I russ, Inc., ron rlerce, rL M,54U 5 Aug e0 ZU I e IVII I eK IIIUa51fle8, Inc. I flu aep IV I I:V V:ZO Zulu raye I I D:QwelKODY94g2kXcgrhlZxtycSNA-Ad3iCebsnBTO?gwQVovRM RgCHyN8cOrPrdFnEFyc4zc 6-1-3 12-0-9 18-D-0 23-11-7 29-19-13 36-0-0 6-1-3 5-11-7 5-11-7 5-11-7 5.11-7 6-1-3 Scale = 1:61.1 3x4 11 4x6 = 5x6 = 3x8 = 5x6 = 4x6 = 3x4 11 1 17 18 2 19 20 3 21 22 4 23 24 5 .25 26 6 27 28 7 16 29 30 15 31 32 14 13 33 12 34 11 10 35 36 9 37 38 8 7x8 = 4x5 - 5x8 MT18HS = 9x4 11 3x4 - 4x5 - 7x8 = 3x4 = 5x8 MT1BHS= 5-11-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0:63 Vert(LL) 0.52 12-14 >820 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0:68 Vert(CT) -0.63 12-14 >673 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(CT) 0.21 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 217lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins, BOT CHORD 2x4 SP M 31 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 3-11-10 oc bracing. 1-16,7-8: 2x6 SP No.2, 2-16,6-8: 2x4 SP M 30 WEBS 1 Row at midpt 2-16, 3-15, 5-9, 6-8 REACTIONS. (lb/size) 16=2728/Mechanical, 8=2728/Mechanical Max Uplift 16=-1790(LC 8), 8=-1790(LC 8) Max Gram 16=2846(LC 25), 8=2846(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3447/2171, 3-4=-5458/3437, 4-5= 5458/3437, 5-6=-3447/2171 BOT CHORD 15-16=-2171/3447, 14-15=-3433/5449, 12-14=-3872/6146, 10-12= 3872/6146, 9-10=-3433/5449, 8-9=-2171/3447 WEBS 2-16=-4198/2644, 2-15=-966/1817, 3-15=-2475/1561, 3-14=-383/840, 4-14=-848/566, 4-12=-52/465, 4-10=-848/566, 5-10=-383/840, 5-9=-2475/1561, 6-9- 966/1817, 6-8=-4198/2644 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Dpsf; h=18ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 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 Ib uplift at joint(s) except (jt=lb) 16=1790, 8=1790. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 177 lb down and 164 lb up at 2-0-0, 177 lb down and 164 lb up'at 4-0-0, 177 lb down and 164 lb up at 6-0-0, 177 lb down and 164 lb up at 8-0-0, 177 lb down and 164 lb up at 10-0-0, 177 lb down and 164 lb up at 12-0-0, 177 lb down and 164 lb up at 14-0-0, 177 lb down and 164 lb up at 16-0-0, 177 lb down and 164 lb up at 18-0-0, 177 lb down and 164 lb up at 20-0-0, 177 lb down and 164 lb up at 22-0-0, 177 lb down and 164 lb up at 24-0-0, 177 lb down and 164 lb up at 26-0-0, 177 lb down and 164 lb up at 28-0-0, 177 lb down and 164 lb up at 30-0-0, and 177 lb down and 164 lb up at 32-0-0, and 177 lb down and 164 lb up at 34-0-0 on top chord, and 83 lb down and 43 lb up at 2-0-0, 83 lb down and 43 lb up at 4-0-0, 83 lb down and 43 lb up at 6-0-0, 83 lb down and 43 lb up at 8-0-0, 83 lb down Walter P. Finn. PE No.22839 and 43 lb up at 10-0-0, 83 lb down and 43 lb up at 12-0-0, 83 lb down and 43 lb up at 14-0-0, 83 lb down and 43 lb up at 16-0-0, MiTek USA, Inc. FL Cart 6634 83 lb down and 43 lb up at 18-0-0, 83 lb down and 43 lb up at 20-0-0, 83 lb down and 43 lb up at 22-0-0, 83 lb down and 43 lb up 6904 Parke East Blvd. Tampa FL 33610 at 24-0-0, 83 lb down and 43 lb up at 26-0-0, 83 lb down and 43 lb up at 28-0-0, 83 lb down and 43 lb up at 30-0-0, and 83 lb Date: down and 43 lb up at 32-0-0, and 83 lb down and 43 lb up at 34-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. September 19,2019 GASE(S)section loads applied to the face of the truss are noted as front F or back B . Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. re/03/2015 BEFORE USE. Design valid for use only with Mfrek® 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 M!Tek* 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, seeANSVTPII Quality Cdtorla, DSB-89 and SCSI Bu6ding Component 6904 Parke East Blvd. Safoy Informaflonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CRIPPEN T18153504 76294 GRD Flat Girder 1 1 Jab Reference (optional) chambers I russ, Inc., Fort coerce, FL t1.3ztl s Aug zt1 zul u MI I eK mausrnes, mc. 1 nu Sep 1 a ii:uu:za zui a rage z I D:Qwel KODY94g2kXcgrhlZxtycSNA-Ad3iCebsnBTO?gwQVovRMRgCHyNBcOrPrdFnEFyo4zc MAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-7=-60, 8-16=20 Concentrated Loads (lb) Vert: 13= 70(F) 2= 83(F) 15= 70(F) 3=-83(F) 14=-70(F) 12=-70(F) 10=-70(F) 4=-83(F) 5=-83(F) 9= 70(F) 6= 83(F) 11=-70(F) 17=-83(F) 18=-83(F) 19= 83(F) 20=-83(F) 21=-83(F) 22=-83(F) 23=-83(F) 24=-83(F) 25=-83(F) 26= 83(F) 27=-83(F) 28=-83(F) 29=-70(F) 30= 70(F) 31=-70(F) 32=-70(F) 33=-70(F) 34=-70(F) 35=-70(F) 36=-70(F) 37=-70(F) 38=-70(F) ' 0 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MI17473 rev. 1010312015 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, seeANSVMII Quality Cdterla,M6.69 and BCSI Building Component 6904 Parke East Blvd. Safely Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CRIPPEN T18153505 76294 GRF Roof Special Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MI I ek Industries, Inc. Thu Sep 19 i i :uu:2o 2019 rage 1 ID:Qwel KODY94g2kXcgrhlZxtycSNA-7?BScKd6Jok6E_4pcCyvRsvZ412z4?KhJxkuJByc4za -2-6-0 3-0-0 5-0-0 11-5-15 17-10-1 24-4-0 26-4.0 28-10-6 2-6-0 3.0.0 2-0-0 6-5-15 6.4-3 6-5-15 2-0.0 2-6-6 5.00 2 Scale = 1:54.7 6.00 12 4x5 = 3x4 = 4x6 = 3x4 = 4x5 = 5 29 30 31 326 33 734 35 36 8 37 38 39 40 9 5x6 10 5x8 4x5 3 K 18 17 41 5x6 11 2x3 11 3x8 = 3.0-0 42 4316 44 15 45 46 1447 48 49 13 12 2x3 II 5x8 MT18HS= 2x3 II 3x8 = 2x3 II 5x8 II LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.55 BC 0.72 WB 0.53 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Udefl Ud 0.35 14-16 >998 240 -0.45 14-16 >766 240 0.10 11 n/a n/a PLATES MT20 MT18HS Weight: 151 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-3-11 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-8-15 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-17, 8-13 SLIDER Left 2x6 SP No.2 -H 2-6-0, Right 2x6 SP No.2 -H 2-6-5 REACTIONS. (lb/size) 11=1582/0-3-8, 2=1775/0-8-0 Max Harz 2=128(LC 31) Max Uplift 11=-1024(LC 8), 2=-1253(LC 8) Max Grav 11=1786(LC 37), 2=1952(LC 36) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2840/1578, 4-5= 3019/1708, 5-6= 2617/1525, 6-8=-4342/2507, 8-9= 2612/1569, 9-10=-3040/1775, 10-11=-755/449 BOT CHORD 2-18=-1375/2523, 17-18=-1385/2546, 16-17=-2373/4360, 14-16=-2373/4360, 13-14=-2373/4360, 12-13=-1464/2555, 11-12=-1454/2536 WEBS 4-18=-256/152, 5-17=-583/1225, 6-17=-1945/1083, 6-16=0/401, 8-14=01407, 8-13— 1967/1035, 9-13=-637/1276 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=29ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=1024, 2=1253. 8) Hanger(s) or other connection device(s) shall be provided sufficient td support concentrated load(s) 261 lb down and 239 lb up at 5-0-0, 141 lb down and 119 lb up at 7-0-12, 141 lb down and 119 lb up at 9-0-12, 141 lb down and 119 lb up at 11-0-12, 141 lb down and 119 lb up at 13-0-12, 141 lb down and 119 lb up at 14-8-0, 141 lb down and 119 lb up at 16-3-4, 141 lb down and 119 lb up at 18-3-4, 144 lb down and 119 lb up at 20-3-4, and 146 lb down and 119 lb up at 22-3-4, and 261 lb down and 239 lb up at 24-4-0 on top chord, and 250 lb down and 165 lb up at 5-0-0, 52 lb down at 7-0-12, 52 lb down at 9-0-12, 52 lb down at 11-0-12, 52 lb down at 13-0-12, 52 lb down at 14-8-0, 52 lb down at 16-3-4, 52 lb down at 18-3-4, 52 lb down at 20-3-4, and 52 lb down at Walter P. Finn PE No.22839 22-3-4, and 250 lb down and 165 lb up at 24-3-4 on bottom chord. The design/selection of such connection device(s) is the Mi rek USA, Inc. FL Cert 6634 responsibility of others. 6904 Parke East Blvd. Tampa FL 33610 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Date: LOAD CASE(S) Standard September 19,2019 0 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/F7473 rev. f0/032015 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 Welk' 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. seeANSVIPII Quality Cdterla, DSB-69 and BCSI Building Component 6904 Parke East Blvd. safety Infonnatlanovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CRIPPEN T18153505 76294 GRF Roof Special Girder 1 1 - Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL t5.3ZU S Aug 26 ZU1 U MI I eK InaUSmeS, inc. I nu oep i a r1:uu:zn zu r a rage z I D: Qwe 1 KODY94g2 kXcgrhlZxtycS NA-7?BS cKd6Jok6 E_4p cCyvRsvZ412z4? KhJxkuJ Byc4za LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-5=-60, 5-9=-60, 9-10= 60, 10-11=-60, 19-23=-20 Concentrated Loads (lb) Vert:5=47(F) 9=-47(F)17— 101(F) 13�- 101(F) 30=-47(F) 31=-47(F) 32= 47(F) 33=-47(F) 34=-47(F) 36= 47(F) 37=-47(F) 39= 47(F) 40=-47(F) 41=-20(F) 42=-20(F) 43= 20(F) 44— 20(F) 45= 20(F) 46=-20(F) 47=-20(F) 48=-20(F) 49— 20(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/1-7473 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 on 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 11flOW prevent 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, seeANSVFPII Qua1HV Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street Suite 312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply CRIPPEN T18153506 76294 GRG Roof Special Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 Z019 MI I eK Industries, Inc. I nu Sep 19 11:0021 2019 rage 1 ID:OwelKODY94g2kXcgrhlZxtycSNA-30JD17eMrP_gUHDBkd_NW H7uYZ_Xu2_mFD7NOyc4zY 2-6-0 3.0-0 1Z. -0 12-9-15 18.6-1 24-4.0 28-4-0 31-4-0 2-6-0 3-0-0 4.0-0 5.9-15 5-8-3 5-9-15 4.0-0 3-0.0 5.00 12 2 5x8 MT18HS = 8.00 12 3x4 = 5x6 WS= 3x8 = 5 32 33 6 34 7 35 36 8 37 38 5x8 MT18HS = Scale = 1:58.8 4x6 6x8 10 6x8 4x8 - 4 3 11 L1__1J 19 18 39 40 17 41 1642 6x8 2x3 II 3x8 = 3x4 = 5x8 MT18HS = = 18-6-1 15 43 44 14 13 as 2x3 II 3x8 = 2x3 II 5x8 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017(rP12014 CSI. TC 0.61 BC 0.81 WB 0.58 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft Ud 0.39 15-17 >963 240 -0.47 15-17 >805 240 0.15 12 n/a n/a PLATES MT20 MT18HS Weight: 184 lb GRIP 2441190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-4 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-18, 8-14 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 -H 2-6-0, Right 2x6 SP No.2 -H 2-6-0 REACTIONS. (lb/size) 12=2267/0-8-0, 2=243610-8-0 Max Horz 2=190(LC 7) Max Uplift 12=-1533(LC 8), 2=-1751(LC 8) Max Grav 12=2453(LC 30), 2=2599(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-4057/2484, 4-5=-4070/2607, 5-6— 3451/2284, 6-8=-4752/3142, 8-9=-3484/2326, 9-10=-4109/2658, 10-12=-4179/2658 BOT CHORD 2-19=-2138/3644, 18-19=-2155/3665, 17-18=-2923/4810, 15-17= 2937/4787, 14-15=-2937/4787, 13-14=-2300/3673, 12-13=-2283/3653 WEBS 5-18=-915/1658, 6-18=-1713/1076, 6-17=-61/461, 8-15=-53/459, 8-14=-1693/1055, 9-14=-944/1675,10-14=-342/254 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=31ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 12=1533, 2=1751. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 375 lb down and 394 lb up at 7-0-0, 177 lb down and 164 lb up at 9-0-12, 177 lb down and 164 lb up at 11-0.12, 177 lb down and 164 lb up at 13-0-12, 177 lb down and 164 lb up at 15-0-12, 177 lb down and 164 lb up at 16-3-4, 177 lb down and 164 lb up at 18-3-4, 177 lb down and 164 lb up at 20-3-4, and 178 lb down and 164 lb up at 22-3-4, and 375 lb down and 394 lb up at 24-4-0 on top chord, and 381 lb down and 228 lb up at 7-0-0, 83 lb down and 43 lb up at 9-0-12, 83 lb down and 43 lb up at 11-0-12, 83 lb down and 43 lb up at 13-0-12, Walter P. Finn PE No.22839 83 lb down and 43 lb up at 15-0-12, 83 lb down and 43 lb up at 16-3-4, 83 lb down and 43 lb up at 18-3-4, 83 lb down and 43 lb up MiTek USA, Inc. FL Cett6634 at 20-3-4, and 83 lb down and 43 lb up at 22-3-4, and 361 lb down and 228 lb up at 24-3-4 on bottom chord. The design/selection 8904 Parke East Blvd. Tampa FL 33610 of such connection device(s) is the responsibility of others. Date: 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). September 19,2019 BrEffi'mBrandard 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for on 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- prevent 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, seeANSVIPII Quality Criteria. DSB-69 and BC81 Building Component 6904 Parke East Blvd. Safoty Informatbnavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CRIPPEN T18153506 76294 GRG Roof Special Girder 1 1 Job Reference (optional) Gharnbers ITuss, Inc., I -on Fierce, fL ts.;jzu s l+ug za zu is mi i eK muus[nes, rnu. i nu aep r a ! i.Uu.0 cu 1 a raye c I D:QwelKODY94g2kXcgrhlZxtycSNA-30JD1 ?eMrP_gUHDBkd_N W H?uYZj_Xu2_mFD?NOyc4zY L04AD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60,4-5=-60,5-9= 60,9-10=-60,10-12=-60,20-26=-20 Concentrated Loads (lb) Vert: 5=-165(B).7= 83(B) 9=-165(B) 18=-242(B) 6=-83(B) 17=-70(B) 15=-70(B) 8=-83(B) 14=-242(B) 32=-83(B) 33=-83(B) 36=-83(B) 37=-83(B) 38=-83(B) 39=-70(B) 40=-70(B) 41— 70(B) 42=-70(B) 43=-70(6) 44=-70(B) 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED mrTEK REFERANCE PAGE11111-7473 rev. 1010312015 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, seeANSVTPII QuaV�r Criteria, DSO-69 and BCSI Building Component 6904 Parke East Blvd. Safety InfonnaHonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22$14. Tampa, FL 33610 Job Truss Truss Type City Ply CRIPPEN T18153507 76294 GRK Roof Special Girder 1 1 Job Reference (optional) Lmamoers i russ, inc., ron rrerce, rL o.oLa s AUY L0 Lu , v ,v„ , um ,,,uubtl,.3, .,... , , W ID:QweIKODY94g2kXcgrhlZxtycSNA-7nRzShgdN1 EXjbNar21 2.6-0 0 7-0-0 13-3.4 19-4-12 25-8-0 29-8-0 2-6.0 3-0-0 4.0-0 6-1-8 6-3-4 4-0-0 5x8 MT1 BHS = 5x8 MT18HS = 8.00 12 2x3 11 5x6 W B = 3x4 = 5 34 35 6 36 377 3839 8 40 41 9 5.00 1 ,. , ,.UU.G. .. ray. , 4x8 6x8 106x8 C 4x8 i 4 3 11 21 20 42 19 43 18 44 45 46 17 47 16 48 15 6x10 = 2x3 II 3x4 = 5x6 WB= 4x10 = 4x5 = 5x6 WB= 3x4 = 14 2x3 11 2-6-0 Scale: 3/16°=1' 3-0-0 7-0-0 13-3-4 , 19.4-12 25-8.0 29-8.0 32-8-0 3.0-0 4-0.0 6.3-4 6-1-8 6-3.4 4-0-0 3.0-0 Plate Offsets (X Y)-- [2:0-0-1 0-2-15] [5:0-5-12 0-2-0] [7:0-3-0 Edge] [9:0-5-12 0-2-0] [12:0-0-1 0-2-15] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.46 17-18 >851 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.56 17-18 >703 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(CT) 0.14 12 " n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 196 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-1-4 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-18, 9-17 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 -H 2-6-0, Right 2x6 SP No.2 -H 2-6-0 REACTIONS. (lb/size) 2=2558/0-8-0, 12=2558/0-8-0 Max Harz 2— 196(LC 6) Max Uplift 2=-1830(LC 8), 12=-1830(LC 8) Max Grav 2=2739(LC 29), 12=2739(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 24= 4303/2626, 4-5=-4330/2756, 5-6=-5250/3434, 6-8— 5250/3434, 8-9=-5251/3436, 9-10=-4329/2755, 10-12=-4305/2627 BOT CHORD 2-21=-2188/3883, 20-21=-2206/3906, 18-20=-2104/3718, 17-18= 3126/5306, 15-17=-2076/3627, 14-15=-2167/3761, 12-14=-2149/3738 WEBS 4-21= 262/232, 5-20=-273/679, 5-18=-126912032, 6-18=-734/657, 8-17=-753/655, 9-17=-1272/2035, 9-15= 272/678, 10-14=-260/231 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; 6=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Gt=lb) 2=1830, 12=1830. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 375 lb down and 394 lb up at 7-0-0, 177 lb down and 164 lb up at 9-0-12, 177 lb down and 164 lb up at 11-0-12, 177 lb down and 164 lb up at 13-0-12, 177 lb - down and 164 lb up at 15-0-12, 177 lb down and 164 lb up at 16-4-0, 177 lb down and 164 lb up at 17-7-4, 177 lb down and 164 lb up at 19-7-4, 177 lb down and 164 lb up at 21-7-4, and 177 lb down and 164 lb up at 23-7-4, and 375 lb down and 394 lb up at 25-8-0 on top chord, and 361 lb down and 228 lb up at 7-0-0, 83 lb down and 43 lb up at 9-0-12, 83 lb down and 43 lb up at Walter P. Finn PE No.22839 11-0-12, 83 lb down and 43 lb up at 13-0-12, 83 lb down and 43 lb up at 15-0-12, 83 lb down and 43 lb up at 16-4-0, 83 lb down MiTek USA, Inc. FL Cart 6634 and 43 lb up at 17-7-4, 83 lb down and 43 lb up at 19-7-4, 83 lb down and 43 lb up at 21-7-4, and 83 lb down and 43 lb up at 6904 Parke East Blvd. Tampa FL 33610 23-7-4, and 361 lb down and 228 lb up at 25-7-4 on bottom chord. The design/selection of such connection device(s) is the Date: 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). September 19,2019 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev, f0/03r1015 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 MOW 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, seeANSVTP11 Guallly Criteria, DSB-69 and BCSI Bulding Component y14. 6904 Parke East Blvd. Safety Informationovalioble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22 Tampa, FL 33610 Job Truss Truss Type ally Ply CRIPPEN T18153507 76294 GRK Roof Special Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Fierce, I-L moxu s Aug za zui a rvu i eK inausmes, inc. mu aep ! a r r:uu.cu du! e rage 4 ID:QweIKODY94g2kXcgrhlZxtycSNA-?nRzShgdN1 EXjbNar2Orci4AnMMG?IBHEZi6Svyc4zW LOAD CASE(S) Standard 1) Dead + Roof Live (balanded): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4— 60,4-5=-60,5-9=-60,9-10=-60,10-13=-60,22-28=-20 Concentrated Loads (lb) Vert: 5— 165(B) 9=-165(B) 20=-242(B) 18=-70(B) 6=-83(B) 8=-83(B) 17=-70(B) 15=-242(B) 34=-83(B) 35=-83(B) 36=-83(B) 38=-83(B) 39=-83(B) 40= 83(B) 41=-83(B) 42=-70(B) 43=-70(B) 44= 70(B) 45=-70(B) 46=-70(B) 47=-70(B) 48=-70(B) 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MIP7473 rev. 10/0=015 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, seeANSIMIJ Quality Criteria, OSB-69 and BCSI Building Component e East Blvd. 6904 Parke Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14. Tam a, East o P Job Truss Truss Type Qty Ply CRIPPEN T18153508 76294 J1 JACK -OPEN 16 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MI I eK Industnes, Inc. I nu Sep 19 11:00:30 2019 rage 1 ID:QwelKODY94g2kXcgrhlZxtycSNA-Tz_Lgi hFBKMOUymPmY48wdO6mslkNrRSDSf_Lyc4zV -2-6.0 _ 1-0-0 2-6.0 1-0-0 Scale = 1:9.3 Plate Offsets (X Y)-- [2.0-0-12 0-1-12] [5.0-0-0 0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.65 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(CT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MR Wind(LL) -0.00 5 >999 240 Weight: 8lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-0.0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=456/0-8-0, 3=-169/Mechanical, 4=-57/Mechanical Max Harz 5=115(LC 12) Max Uplift 5=-560(LC 12), 3=-169(LC 1), 4=-57(LC 1) Max Grav 5=456(LC 1), 3=243(LC 12), 4=74(1_C 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-382/769 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-6-11 to 0-1-12, Interior(1) 0-1-12 to 0-11-14 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) The Fabrication Tolerance at joint 2 = 12% 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 except (jt=lb) 5=56013=169. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI47473 rev. 10/0&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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" prevent 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, seeANSViPII Cuallhr Cdteda, DSB-89 and SCSI Buldtng Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Informatlonovailoble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply CRIPPEN T18153509 76294 J3 JACK -OPEN 23 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 11:00:30 2019 Page 1 ID:QwelKODY94g2kXcgrhlZxtycSNA-Tz_Lgl hFBKMOLIymPmY48wdQJmojkNrRSDSf_Lyc4zV -2-6-0 3-0-0 2-6-0 Scale = 1:13.4 Plate Offsets (X Y)-- [5:0-4-14 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.01 4-5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.55 Vert(CT) 0.01 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MR Wind(LL) -0.01 4-5 >999 240 Weight: 14lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x6 SP No.2 BOT CHORD REACTIONS. (lb/size) 5=361/0-8-0, 3=27/Mechanical, 4— 4/Mechanical Max Harz 5=162(LC 12) Max Uplift 5=-415(LC 12), 3=-39(LC 9), 4=-36(LC 9) Max Grav 5=361(LC 1), 3=30(LC 17), 4=38(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-303/489 Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II;. Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-6-11 to 0-2-12, Interior(1) 0-2-12 to 2-11-4 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) 5=415. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data; September 19,2019 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. 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, seeANSI/IPII Cual"T Criteria, DSB-89 and SCSI BuII Component 6904 Parke East Blvd. Safety Infonnationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14. Tampa, FL 33610 Job Truss Truss Type City Ply CRIPPEN T18153510 76294 J5 Jack -Open. 19 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 26 2019 MI I ek Industries, Inc. Thu Sep 19 11.00.31 CU iv rays 1 ID:Qwel KODY94g2kXcgrhlZxtycSNA-x9YjtNhtveUFyvXyzT3Jh79a9AALTg5ahtBDW oyc4zU -2-6-0 3-0-0 5-0-0 2.6-0 3-0-0 2-0-0 Scale = 1:20.1 4x6 11 Plate Offsets (X Y)-- [2.0-0-12 0-1-12] [6.0-0-0 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.02 5-6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.05 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Wind(LL) -0.04 5-6 >999 240 Weight:21 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 *Except* TOP CHORD 1-3: 2x4 SP M 30 BOT CHORD 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=399/0-8-0, 4=107/Mechanical, 5=39/Mechanical Max Horz 6=233(LC 12) Max Uplift 6=-320(LC 12), 4=-102(LC 12) Max Grev 6=399(LC 1). 4=131(LC 17), 5=83(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-343/489 Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) .Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-6-11 to 0-1-12, Interior(1) 0-1-12 to 4-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) The Fabrication Tolerance at joint 2 = 4% 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf 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 Qt=lb) 6=320, 4=102. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 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!Tek° 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, seeANSIMII Quality Criteria, DSB-89 and BCSI BuBdkrp Component 6904 Parke East Blvd. Safoty Infomlatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CRIPPEN T18153511 76294 J7 Jack -Open 38 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL a.3zu s Aug z6 zui a rim i ek Industries, inc. Thu Sep i a i i :uu:a I zu ra rage r ID:Qwel KODY94g2kXcgrhlZxtycSNA-x9rtNhtveUFyvXyzT3Jh79b3AAETgCahtBD W oyc4zU -2-6.0 3-0-0 7-0.0 2.6.0 3.0-0 4-0.0 Scale = 1:26.5 5x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.06 5-6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.15 5-6 >550 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MP Wind(LL) -0.16 5-6 >505 240 Weight: 30lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x6 SP No.2 *Except* BOT CHORD 3-6: 2x4 SP No.3 REACTIONS. (lb/size) 7=470/0-8-0, 4=143/Mechanical, 5=90/Mechanical Max Horz 7=309(LC 12) Max Uplift 7=-326(LC 12), 4=-142(LC 12), 5=-23(LC 12) Max Grav 7=470(LC 1), 4=176(LC 17), 5=115(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-7=-333/384 Structural wood sheathing directly applied or oc pudins, except end verticals. . Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2)-2-6-11 to 0-2-12, Interior(1) 0-2-12 to 3-0-0, Exterior(2) 3-0-0 to 6-11-4 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) 5 except Qt=lb) 7=326,4=142. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MlTek® 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 buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing MOW prevent 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, seeANSVIPII Quality Cdlerla, DS9$9 and SCSI Bullding Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 223314. Job Truss Truss Type City Ply CRIPPEN T18153512 76294 K Roof Special 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 11:00:33 2019 Page 1 ID:QwelKODY94g2kXcgrhlZxtycSNA-uYgU 13j7RFkzCChL4u5nmYFv8_q?xbyt9BhJbgyc4zS -2.600 3-0.0 8-8-2 16-40 23-11-14 29-8.0 32.8-0 , 2.6-0 3-0.0 5-8-2 7-7-14 7-7-14 5-8-2 3-0-0 R. 4x6 11 8.00 12 18 1.5 5x6 11 3x4 = 3x6 = 3x4 = 3x4 = 3x6 = 3x4 = 5x6 II Scale = 1:71.7 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20177TPI2014 CSI. TC 0.67 BC 0.51 WB 0.62 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/dell Ud -0.20 15-16 >999 360 -0.33 13-15 >999 240 0.05 12 n/a n/a 0.14 13-15 >999 240 PLATES GRIP MT20 2441190 Weight: 199lb FT=20 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-1-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-15, 7-16 SLIDER Left 2x6 SP No.2 -H 2-6-0, Right 2x6 SP No.2 -H 2-6-0 REACTIONS. (lb/size) 12=1299/0-8-0, 2=1468/0-8-0 Max Horz 2=460(LC 11) Max Uplift 12— 665(LC 12), 2= 882(LC 12) Max Grav 12=1377(LC 18), 2=1523(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2632/1093, 4-5=-2925/1299, 5-7=-2138/1107, 7-9=-2139/1136, 9-10=-2929/1517, 10-12= 2636/1252 BOT CHORD 2-18=-897/2279, 16-18=-745/1871, 15-16=-277/1184, 13-15=-758/1766, 12-13=-1040/2282 WEBS 7-15=-464/956,.9-15— 813/564, 9-13=-435/764, 10-13=-480/406, 7-16— 448/956, 5-16=-812/547, 5-18=-244/759, 4-18=-478/290 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-6-11 to 0-8-8, Interior(1) 0-8-8 to 16-4-0, Exterior(2) 16-4-0 to 19-7-3, Interior(1) 19-7-3 to 32-8-0 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, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=665, 2=882. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114I1-7473 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` prevent 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, seeANSUVII GuallIy Cdleda, DSB-89 and BCSI BuOding Component 6904 Parke East Blvd. Safety Informattonovaliable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CRIPPEN T18153513 76294 KJ3 DIAGONAL HIP GIRDER 2 1 - Job Reference o tional Chambers Truss, Inc., Fort Fierce, FL mozu s Hug zo zu 10 rvu r eK rnuusines, urc. r nu aep r a r r :uu:oo cu r a rays r I D:Qwel KODY94g2kXcgrhlZxtycSNA-uYgUl3j7RFkzCChL4u5nmYFzW_vhxkat9BhJbgyc4zS .3.6-7 2-1-1 , 4-2-3 3x6 11 ADEQUATE SUPPORT REQUIRED. Scale = 1:15.8 V 0 m LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.05 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.21 Vert(CT) 0.03 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.02 1 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MR Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except Qt=length) 5=0-10-15, 1=Mechanical. (lb) - Max Harz 5=125(LC 8) Max Uplift All uplift 100 lb or less at joints) 4 except 5=-305(LC 8), 1— 120(LC 24), 3=-103(LC 8) Max Grav All reactions 250 lb or less at joints) 1, 3, 4 except 5=605(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-526/296 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft;' L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); porch left and right 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.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) 5=305, 1=120, 3=103. 6) Hanger(s) or other connection device(s) shall be provided.sufficient to support concentrated load(s) 322 lb down and 254 lb up at 1-6-1, and 322 lb down and 254 lb up at 1-6-1 on top chord, and 69 lb down and 84 lb up at 1-6-1, and 69 lb down and 84 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: 1-2=-60, 2-3=-60, 4-5=-20 "Concentrated Loads (lb) Vert: 6=169(F=84, B=84) 7=81(F=41, B=41) Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE MIP7473 rev. 1WO302015 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` prevent 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, seeANSVIPII Qua] Ny Criteria, DSB.89 and BCSI Building Component y14. 6904 Parke East Blvd. Safety Informafbnovailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrlo, VA 22 Tampa, FL 33610 Job Truss Truss Type Qty Ply CRIPPEN T18153514 76294 KJ5 Diagonal Hip Girder 2 1 - Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 2B 2019 MI 1 eK Industnes, Inc. I nu Sep 19 11:U0:34 2U19 rage 1 ID:QweIKODY94g2kXcgrhlZxtycSNA-MkEsVPkI CZsgpMGXebci Jmn7CNGOgAyONrQt76yc4zR -3-6.7 2-3.3 4-2-15 5-5-12 i_ 7-0-2 3-6-7 2-3-3 1-11-11 1-2-14 1-6-6 5.66 F12 ADEQUATE 3x6I SUPPORT REQUIRED. Scale = 1:22.1 -3-6-2 2-3.3 , 4-2-15 7-0-2 3-6-2 2-3-3 1-11-11 2-9-3 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 0.46 Veri -0.12 8-9 >668 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.12 8-9 >685 180 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(CT) -0.11 5 n/a n/a BCDL 10.0 Code FBC2017fFP12014 Matrix -MP Weight: 37 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-9: 2x6 SP No.2 REACTIONS. All bearings Mechanical except Qt=length) 9=0-10-15, 1=Mechanical. (lb) - Max Horz 9=198(LC 8) Max Uplift All uplift 100 lb or less at joints) 5 except 9=-408(LC 8), 1=-181(LC 32), 6=-156(LC 8) Max Grav All reactions 250 lb or less at joints) 1, 5, 6 except 9=807(LC 38) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-712/382, 3-4=-251/161 BOT CHORD 7-8— 253/281 WEBS 4-7=-335/302, 3-8=-123/404 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1Bft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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) 5 except Qt=lb) 9=406, 1=181, 6=156. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 322 lb down and 254 lb up at 1-6-1, 322 lb down and 254 lb up at 1-6-1, and 112 lb down and 57 lb up at 4-2-15, and 112 lb down and 57 lb up at 4-2-15 on top chord, and 69 lb down and 84 lb up at 1-6-1, 69 lb down and 84 lb up at 1-6-1, and 6 lb down and 50 lb up at 4-4-0, and 6 lb down and 50 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: 1-2=-60, 2-4=-60, 4-5=-60, 6-9=-20 Concentrated Loads (lb) Vert: 8=28(F=14, B=14) 10=169(F=84, B=84) 11=81(F=41, 131=41) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 114I7-7473 rev. 1010312015 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 appllcobllity of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" prevent 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, seeANSVFPII Guallly CrBarlo, DSB-89 and BCSI Bull Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Informationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22914. Job Truss Truss Type Qty Ply CRIPPEN T18153515 76294 KJ7 Diagonal Hip Girder 4 1 - Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL o.azu smug zo zu ra rva r erc umusuies, mu. mu oup l u , ,.w.�o aga I D:QwelKODY94g2kXcgrhlZxtyeSNA-gwoEjkl Nyt_hR W gkCJ7GrzKF?nYvPX9AcVAQfZyc4zQ 3-6-7 2-3-3 4-2-15 6.10-12 9-10-1 3.6-7 2-3-3 1.11-11 2-7-13 2-11-5 Scale = 1:28.2 I9 I v 0 ADEQUATE 3x6 II 3x4 = SUPPORT REQUIRED. -3-6.3 4-2-15 6-10.12 9-10-1 3-6-3 4-2-15 2-7-13 2-11-5 Plate Offsets (X Y)-- [9:0-4-4 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.18 7-8 >648 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.22 7-8 >520 180 BOLL 0.0 ' Rep Stress lncr NO WB 0.51 Horz(CT) -0.13 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 50 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-7-8 oc bracing. WEBS 2x4 SP No.3 *Except* 2-9: 2x6 SP No.2 REACTIONS. All bearings Mechanical except (jt=length) 1=Mechanical, 9=0-10-15. (lb) - Max Horz 9=272(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 1=-218(LC 32), 5=-177(LC 8), 9= 505(LC 8), 6=-157(LC 8) Max Grav All reactions 250 lb or less at joints) 1, 5 except 9=1014(LC 38), 6=306(LC 36) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-697/381 BOT CHORD 8-9=-272/48, 7-8=-576/763 WEBS 3-8=-330/854, 4-7=-797/603, 2-9=-936/475 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 218 lb uplift at joint 1, 177 lb uplift at joint 5, 505 lb uplift at joint 9 and 157 lb uplift at joint 6. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 322 lb down and 254 lb up at 1-6-1, 322 lb down and 254 lb up at 1-6-1, 112 lb down and 57 lb up at 4-2-15, 112 lb down and 57 lb up at 4-2-15, and 160 lb down and 140 lb up at 7-1-15, and 160 lb down and 140 lb up at 7-1-15 on top chord, and 69 lb down and 84 lb up at 1-6-1, 69 lb down and 84lb up at 1-6-1, 6 lb down and 50 lb up at 4-4-0, 6 lb down and 50 lb up at 4-4-0, and 49 lb down at 7-1-15, and 49 lb down 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) Walter P. Finn PE No.22839 Vert: 1-4=-60, 4-5=-60, 6-9=-20 MiTek USA, Inc. FL Cott 6634 Concentrated loads (lb) 6904 Parke East Blvd. Tampa FL 33610 Vert: 8=28(F=14, B=14) 10=169(F=84, B=84) 11=-44(F=-22, B=-22) 12=81(F=41, B=41) 13=-23(F=-11, B=-11) Date: September 19,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MI1-7473 rev. re/03/Y0f5 BEFORE USE.�� Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for on 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, seeANSVIPII Quality Criteria, DS9-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply CRIPPEN T16153516 76294 MV2 Valley 2 1 - Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL ts.azu s Aug zo zu i a rvu I eK awusures, rrrc. I nu 0ep IV r 1—.01 Lu , o ayu I D:Qwel KODY94g2kXcgrhlZxtycSNA-mJw?BQmeUUEPgq_6JkAkwOPk3bJ MtYaT3pfXkRyc4zO 2-0.0 2-0.0 Scale = 1:9.5 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00. Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 6 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=61/2-0-0, 2=46/2-0-0, 3=15/2-0-0 Max Horz 1=56(LC 12) Max Uplift 1=-13(LC 12), 2=-55(LC 12) Max Grav 1=61(LC 1), 2=56(LC 17), 3=30(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1Bft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) 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) Gable requires continuous bottom chord bearing. 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) Bearing at joint(s) 2 considers parallel to grain value using ANSl/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint 1 and 55 lb uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. OFDesign valid for use only with MITekO 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 applicabllity of design parameters and properly Incorporate this design Into the overall design. Bracing Indicated is to buckling Individual truss web chord members only. Additional temporary and permanent bracing MiTek building prevent of and/or Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIfrPI1 Qua11N Ciftedo, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Informationavailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14. Job Truss Truss Type Qty Ply CRIPPEN T18153517 76294 MV4 Valley 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.32U S Aug. 28 2U19 Mr I eK industries, Inc. Thu Sep 1 e 1 1 :UU:36 20 i 9 rage r ID:Qwel KODY94g2kXcgrhlZxtycSNA-EVTNLmnGFoMG IzZltRhzTcyoO?cic?pcIT04Guyc4zN 4-0.0 4-0.0 3x4 11 2 3x4 ii 3x4 II Scale = 1:16.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-P Weight: 15 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=135/4-0-0, 3=135/4-0-0 Max Horz 1=125(LC 12) Max Uplift 1=-28(LC 12), 3=-111(LC 12) Max Grav 1=135(LC 1), 3=159(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 3-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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 28 lb uplift at joint 1 arid 111 lb uplift at joint 3. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 Q WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MffekO connectors. This design Is based only upon parameters shown, and Is for on 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Guallly Cdtoda, DSB-89 and BCSI BuBding Component Tampa, FL 33610 Safety Inlomlatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply CRIPPEN T18153518 76294 MV6 Valley 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. I nu Sep 19 11:uu:3t1 2u19 rage 1 I D: Qwel KODY94g2kXcgrhlZxtycS N A-EVTN LmnG FoMG IzZltRhzTcyrL?eHc_ACIT04Guyc4zN 6-0.0 6-0-0 3x4 11 3 5 4 3x4 5,, 2x3 11 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL I Plate Grip DOL 1.25 TC 0.32 TCDL 10.0 Lumber DOL 1.25 BC 0.12 BCLL 0.0 Rep Stress Incr YES WB 0.11 BCDL 10.0 Code FBC2017/TP12014 Matrix-P DEFL. in (loc) Vdefl Ud Vert(LL) n/a n/a 999 Vert(CT) n/a n/a 999 Horz(CT) 0.00 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=72/6-0-0, 4=89/6-0-0, 5=269/6-0-0 Max Horz 1=200(LC 12) Max Uplift 4=-74(LC 12), 5— 222(LC 12) Max Grav 1=79(LC 18), 4=105(LC 17), 5=317(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 288/244 WEBS 2-5=-374/356 Scale = 1:22.9 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 5-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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 74 lb uplift at joint 4 and 222 lb uplift at joint 5. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cori 66U 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 Q WARNING - verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE 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 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, seeANSVIPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnationavollable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply CRIPPEN T18153519 76294 MV8 Valley 2 1 - Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 �' 2x3 II 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 11:00:39 2019 Page 1 ID:Qwel KODY94g2kXcgrhlZxtycSNA-ii 1 IY6ouO5V7w78V R9CCOpVyOOyrLQ_IX78eoKyc4zM 3x4 Il 3 4 3x4 11 Scale = 1:30.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.23 Vert(CT) n/a n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix-P Weight: 36 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=102/8-0-0, 4=119/8-0-0, 5=369/8-0-0 Max Horz 1=274(LC 12) Max Uplift 4=-98(LC 12), 5=-304(LC 12) Max Grav 1=11 O(LC 18), 4=140(LC 17), 5=435(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-369/326 WEBS 2-5=-503/449 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 7-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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 98 lb uplift at joint 4 and 304 Ito uplift at joint 5. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 A& WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE 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 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, seeANSUD91 Qua[ lhr Criteria, DSB-69 and SCSI Building Component Safety Informatlonavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply CRIPPEN T18153520 76294 MV10 Valley 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MITek Industries, Inc. Thu Sep 19 11:00:36 2019 Page 1 I D:Qwel KODY94g2kXcgrhlZxtycSNA-17Mcw4I0jA6Y3gPwmOeVOBtOUBt583?Jr9vzB?yc4zP 10-0-0 10-0-0 3x4 i 5 2x3 11 3x4 11 3 43x4 11 Scale = 1:37.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.43 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 45 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=139/10-0-0, 4=155/10-0-0, 5=456/10-0-0 Max Horz 1=348(LC 12) Max Uplift 4=-129(LC 12), 5=-375(LC 12) Max Grav 1=140(LC 18), 4=247(LC 17), 5=588(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-426/386 WEBS 2-5=-601/503 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 9-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable. of withstanding 129 lb uplift at joint 4 and 375 lb uplift at joint 5. Walter P. Finn PE No.22839 Mi rek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: September 19,2019 0 WARNING - VerW design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MOek® 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 MOW 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, seeANSVIPII Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CRIPPEN T18153521 76294 MV11 Valley 1 1 -i Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL I Plate Grip DOL 1.25 TC 0.33 TCDL 10.0 Lumber DOL 1.25 BC 0.59 BCLL 0.0 Rep Stress Incr YES WB 0.17 BCDL 10.0 Code FBC2017/TP12014 Matrix-S t1.:12U s Aug 28 20i a Mi I ek Inausirles, Inu. r nu aep iv i i vu[oi cv ra rdyd i ID:Qwel KODY94g2kXcgrhlZxtycSNA-mJw?BQmeUUEPgq_6JkAkwOPgObAitW vT3pfXkRyc4zO 11-4.5 5 8 2x3 11 4 3x4 11 DEFL. in (loc) Udefl Ud Vert(LL) n/a n/a 999 Vert(CT) n/a n/a 999 Horz(CT) 0.00 4 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=159/11-4-5, 4=176/11-4-5, 5=523/11-4-5 Max Harz 1=399(LC 12) Max Uplift 4=-145(LC 12), 5=-432(LC 12) Max Grav 1=160(LC 18), 4=283(LC 17), 5=699(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-474/440 WEBS 2-5=-687/557 Scale = 1:42.4 PLATES GRIP MT20 244/190 Weight: 52 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 11-2-9 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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 = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 lb uplift at joint 4 and 432 Ito uplift at joint 5. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33810 Date: September 19,2019 Q WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPl1 Quality Cittoda, DS&69 and BCSI 11110ding Component Tampa, FL 33610 Safety Infonnatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply CRIPPEN T18153522 76294 MVA Valley 1 1 • Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MITek Industries, Inc. Thu Sep 19 11:00:39 2019 Page 1 I D:Qwe I KO DY94g2kXcgrhlZxtycS NA-i i 11Y6ouO5V 7w78V R9 CCOpVyFOynLQZIX7BeoKyc4zM B-0-13 8.0-13 3x4 i 2x3 11 3x4 11 3 4 3x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.23 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=103/8-0-13, 4=120/8-0-13, 5=372/8-0-13 Max Harz 1=276(LC 12) Max Uplift 4=-99(LC 12), 5=-307(LC 12) Max Grav 1=111(LC 18), 4=141(LC 17), 5=439(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-372/329 WEBS 2-5=-507/453 Scale = 1:30.7 PLATES GRIP MT20 244/190 Weight: 36 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1Bft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 7-11-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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 99 lb uplift at joint 4 and 307 lb uplift at joint 5. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03@015 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and 10 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, seeANSViP11 Qua[ Bv Criteria. DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Infarmationovalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 223314. Tampa, FL 33610 Job Truss Truss Type City Ply CRIPPEN T18153523 76294 PBA Piggyback 39 1 - Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 Mi I ek Industries, inc. Thu Sep 1 a rt:uu:4u 2019 rage 1 ID:QwelKODY94g2kXcgrhlZxtycSNA-Bub7mSoWnPdzXHjh?sjRY11 EloJR4vJvmntBKmyc4zL 2-0-0 4-0.0 2-0-0 2-0-0 3x6 = Scale = 1:8.7 3 TOP CHORD UNDER PIGGYBACKS TO BE LATERALLY BRACED BY PURLINS AT 2-0-0 OC. MAX. 3x4 = TYPICAL. 3x4 = c? 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL I Plate Grip DOL 1.25 TIC0.07 Vert(LL) 0.00 4 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.14 Vert(CT) 0.00 4 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017frPI2014 Matrix-P Weight: 11 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=130/2-6-14, 4=130/2-6-14 Max Harz 2=49(LC 11) Max Uplift 2=-88(LC 12), 4=-88(LC 12) FORCES. (lb) -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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) 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) Gable requires continuous bottom chord bearing. 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 88 Ito uplift at joint 2 and 88 lb uplift at joint 4. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: September 19,2019 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 1010312015 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeMSVWII Quality Cdtedo, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Informatlonavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type City Ply CRIPPEN T1B153524 76294 PBB Piggyback 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MI I eK Industries, Inc. I nu Sep 19 1 i:uu:41 zui 9 rage 1 I D:QwelKODY94g2kXcgrhlZxtycSNA-f49VzopBYIg9RItYZEg5EaPVCegpMZ2_RdktCyc4zK 2.0-0 4-0.0 2-0-0 2-0.0 1 3x4 = 3x6 = 3 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 4 n/r 120 TCDL 10.0 Lumber DOL 1.25 BC 0.14 Vert(CT) 0.00 4 n/r 90 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=130/2-6-14, 4=130/2-6-14 Max Horz 2=49(LO11) Max Uplift 2= 88(LC 12), 4=-88(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:8.7 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% Structural wood sheathing directly applied or 4-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) 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) Gable requires continuous bottom chord bearing. 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 88 lb uplift at joint 2 and 88 lb uplift at joint 4. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. m 0 Waiter P. Finn PE No12839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEK REFERANCE PAGE MX7473 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, seeANSVTPII Oua1Bv Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlonovallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply CRIPPEN T18153525 76294 SGEA ROOF SPECIAL STRUCTU 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MI I eK Industries, Inc. Thu Sep 19 i 1;00:42 2019 rage r I D:Qwel KODY94g2kXcgrhlZxtycSNA-7Hj uB8gnJOthnbt46HIvdS7VfcxBYcpCD5Ml Pfyc4zJ 2-6-0 3-0-0 6-4-0 12-8-0 19.0-0 22-4-0 25.4-0 27-10.0 2-6-0 3.0.0 3.4-0 6-4-0 6-4-0 3-4.0 3.0-0 2-6-0 4x5 = 4x5 3x4 II 6xB = 4x6 = 6xB 3x4 11 4x5 3x8 = 6-4-0 25-4-0 0 Io Scale = 1:61.0 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 CSI. TC 0.43 BC 0.38 WB 0.83 Matrix -MS DEFL. in (loc) Well Ud Vert(LL) -0.02 14 >999 360 Vert(CT) -0.05 12-14 >999 240 Horz(CT) 0.01 11 n/a n/a Wind(LL) 0.03 14 >999 240 PLATES GRIP MT20 244/190 Weight: 193lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=882/0-8-0, 11=1139/0-8-0, 8=312/0-8-0 Max Harz 2=344(LC 11) Max Uplift 2=-570(LC 12), 11=-725(LC 12), 8=-398(LC 12) Max Grav 2=882(LC 1), 11=1139(LC 1), 8=350(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1379/540, 3-4=-1233/550, 4-5=-688/356, 5-6=-689/372, 6-7=-172/252 BOT CHORD 2-15= 326/1211, 14-15=-337/1221, 12-14=-237/1018, 11-12=-257/367 WEBS 4-12— 828/471,.5-12=-74/257, 6-12— 228/623, 6-11— 1226/692, 7-11 =-1 57/350, 4-14=-40/314, 3-14=-304/111 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-6-11 to 0-3-2, Interior(1) 0-3-2 to 12-8-0, Exterior(2) 12-8-0 to 15-8-0, Interior(1) 15-8-0 to 27-10-11 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 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 570 lb uplift at joint 2, 725 lb uplift at joint 11 and 398 lb uplift at joint 8. Walter P. Finn PE No.22839 Mi rok USA, Inc. FL Cott GSU 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MnEK REFERANCE 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ParkeEast 6904 Parke East Blvd. fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSLITPII Quality Cdteda, DSB-89 and SCSI Bugding Component Tam P a, Safety Infoationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. mt Job Truss Truss Type City Ply CRIPPEN T18153526 76294 SGED Piggyback Base Structural Gable COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 11:00:43 2019 Page 1 I D:QwelKODY94g2kXcgrhlZxtycSNA-bTHGOTrP4K7YOISGg_G8AffgDOECH4rLSk6rx5yc4zl 3-0-0 9.6.0 16.0.0 20-0-0 26-6.0 33.0-0 36.0-0 3-0-0 6.6.0 6-6-0 4-0-0 6.6-0 6-6-0 3.0.0 5.0 19 5x8 = 5x6 = 538 39 640 18 17 16 15 42 14 13 12 11 Scale = 1:66.5 toIC6 4x4 = 3x6 = 3x8 = 3x6 = 4x4 = 4x8 = 4x8 = 3-0-0 9.6-0 16-0-0 20-0-0 26-6-0 _ 33-0.0 36-0-0 3.0.0 6.6-0 6.6-0 4-0-0 6-6.0 B. 3-0-0 Plate Offsets (X Y)-- [1:0-0-0 0-1-8] [5:0-6-4 0-2-4] [6:0-4-4 0-2-4] [10:0-0-0 0-2-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.11 15-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.24 15-17 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horz(CT) 0.09 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.15 15 >999 240 Weight: 274lb FT=20% LUMBER - TOP CHORD . 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 -H 2-6-0, Right 2x4 SP No.3 -H 2-6-0 REACTIONS. (lb/size) 1=1440/Mechanical, 10=1440/Mechanical Max Horz 1=424(LC 11) Max Uplift 1=-744(LC 12), 10=-744(LC 12) Max Grav 1=1481(LC 17), 10=1478(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-5 oc bracing. WEBS 1 Row at midpt 4-15, 5-14, 7-14 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-3101/1673, 3-4— 2490/1350, 4-5=-1958/1174, 5-6=-1708/1085, 6-7=-1959/1174, 7-8=-2489/1349, 8-10=-3102/1673 BOT CHORD 1-18=-145212825, 17-1 8=-1 46212829, 15-17=-917/2086, 14-15=-481/1448, 12-14=-917/1919, 11-12=-146212781, 10-11 =-1 45212776 WEBS 3-17=-887/573, 4-17=-107/432, 4-15=-1020/591, 5-15= 360/768, 5-14=-249/254, 6-14=-382/771, 7-14=-1016/589, 7-12=-105/430, 8-12=-889/574 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 16-0-0, Exterior(2) 16-0-0 to 19-7-3, Interior(1) 19-7-3 to 20-0-0, Exterior(2) 20-0-0 to 23-7-3, Interior(1) 23-7-3 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 744 lb uplift at joint 1 and 744 lb uplift at joint 10. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 32610 Date: September 19,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 1WO3/2015 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 wt 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 truss systems, seeANSI/IPII Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Inlonnatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply CRIPPEN T18153527 76294 SGEF Roof Special Structural Gable 1 1 - Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 11:00:44 2019 Page 1 ID:OwelKODY94g2kXcgrhlZxtycSNA-3frecpr1 re7POul SEioNjtCnfPc_OW EUgOrPUXyc4zH -2.600 3-0.0 8-10-0 10-8-0 , 14.8-0 18-8-0 20-6-0 26-4-0 28-10-6 2-6.0 3-0-0 5-10-0 1.10-0 4-0-0 4.0-0 1-10-0 5-10-0 3x4 11 4x5 11 IT 7x8 = 5x6 = 4x8 = 3x6 = 48 = 5x6 = 8x10 = Scale = 1:69.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.16 11-13 >999 360 MT20 2444190 TCDL 10.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.25 11-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.04 9 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Wind(LL) 0.10 13-14 >999 240 Weight: 218 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-10 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-15: 2x6 SP No.2 WEBS 1 Row at micipt 3-13, 5-13, 5-11 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 15=1315/0-8-0, 9=1131/0-3-8 Max Horz 15=404(LC 11) Max Uplift 15=-813(LC 12), 9=-578(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2369/1015, 3-4=-1804/859, 4-5=-2132/1186, 5-6= 2106/1190, 6-7=-1779/877, 7-8= 2082/1019, 2-15=-1374/982, 8-9=-1295/660 BOT CHORD 14-15=-167/647, 13-14=-945/2211, 11-13— 244/974, 10-11=-947/1971 WEBS 3-14=-299/338, 3-13=-921/446, 4-13=-760/570, 5-13=-669/1212, 5-11=-659/1155, 6-11=-756/569, 7-11=-699/459, 7-10=-429/308, 2-14=-1465/2138, 8-10= 894/1933 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=29ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-6-11 to 0-2-12, Interior(1) 0-2-12 to 3-0-0, Extedor(2) 3-0-0 to 6-0-0, Interior(1) 6-0-0 to 14-8-0, Exterior(2) 14-8-0 to 17-8-0, Interior(1) 17-8-0 to 28-8-10 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 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 = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 813 lb uplift at joint 15 and 578 Ito uplift at joint 9. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MIP7473 rev. 10/032015 BEFORE USE Design valid for use only with Mtfek® 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 truss systems, seeANSVrPlt Qua[ By Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infomlatlonrovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CRIPPEN T18153528 76294 SGEG Roof Special Structural Gable 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2U19 MI i ex industries, Inc. Thu Sep i s i 1:00:45 2019 rage 1 ID:QwelKODY94g2kXcgrhlZxtycSNA-XsPOp9sfcxFGe2bfnPJcF.41_XpxTl? Iev2by0_yc4zG -2-600 3.0-0 9-1-9 15-8-0 22-2-7 28-4-0 31-4-0 2-6-0 3-0-0 6-1-9 6-6-7 6-6-7 6.1-9 3.0-0 4 3x4 11 4x5 11 7x8 = 6x8 = 3x4 = 5x6 = 3x4 = 6x8 = I9 0 Scale = 1:71.4 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TIC 0.51 BC 0.47 WB 0.72 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/dell Ud -0.17 11-13 >999 360 -0.28 10-11 >999 240 0.05 9 n/a n/a 0.14 10-11 >999 240 PLATES GRIP MT20 244/190 Weight: 239lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-15,8-9: 2x6 SP No.2 WEBS 1 Row at micipt 5-11, 5-13 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 15=1410/0-8-0, 9=1227/0-8-0 Max Horz 15=438(LC 11) Max Uplift 15=-862(LC 12), 9=-628(LC 12) Max Grav 15=1462(LC 17), 9=1305(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2538/1075, 3-4=-2960/1356, 4-5=-2109/1109, 5-6=-2109/1136, 6-7=-2966/1554, 7-8=-2537/1228, 2-15=-1488/1042, 8-9=-1379/717 BOT CHORD 14-15=-158/550, 13-14=-681/1758, 11-13=-276/1150, 10-11=-691/1638, 9-10=-208/302 WEBS 5-11=-500/993, 6-11=-799/555, 6-10=-551/947, 7-10=-905/601, 5-13=-484/992, 4-13=-798/539, 4-14=-375/941, 3-14=-886/498, 2-14=-1402/2114, 8-10=-887/2040 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=31ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-6-11 to 0-6-15, Interior(1) 0-6-15 to 3-0-0, Exterior(2) 3-0-0 to 6-1-10, Interior(1) 6-1-10 to 15-8-0, Exterior(2) 15-8-0 to 18-9-10, Interior(1) 18-9-10 to 31-1-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 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 = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 862 lb uplift at joint 15 and 628 lb uplift at joint 9. Walter P. Finn, PE No.22839 Mi rek USA, Inc. FL Ced 6834 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 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 temporaryand permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the leria, DSB-69 and SCSI Building Component fabrication, storage, delivery, erection and bracing of trusses and truss systems, SeeANSVIPII Quality Criteria, Parke East Blvd. ParkeEast Safety Informationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.33610 Tampa, Job Truss Truss Type Qty Ply CRIPPEN T18153529 76294 SGEK Roof Special Structural Gable 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MI I ex industries, Inc. Thu Sep ra 11.00.46 zu ra rage r I D:Qwel KODY94g2kXcgrhlZxtycSNA-72yOoVtHN FN7FCArL7grol H7hDH7USPnBi KVYQyc4zF 2.6-0 3.0-0 8-8-2 16.4-0 23-11-14 29-8-0 32-8.0 35-2-0 2-6-0 3-0-0 5-8-2 7-7-14 7-7-14 5.8-2 3.0-0 2-6.0 Scale = 1:77.7 3x4 11 4x6 11 8.00 F12 19 18 -- - 1J 1z 7x8 = 6x8 = 3x6 = 3x4 = 3x4 = 3x6 = 6x8 = 7x8 = LOADING (pst) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017fTPI2014 CSI. TC 0.68 BC 0.51 WB 0.73 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl Ud -0.21 15-16 >999 360 -0.33 15-16 >999 240 0.05 12 n/a n/a 0.13 16-18 >999 240 PLATES GRIP MT20 244/190 Weight: 255 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-4 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-19,10-12: 2x6 SP No.2 WEBS 1 Row at midpt 6-15, 6-16 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 19=1455/0-8-0, 12=1455/0-8-0 Max Horz 19=-465(LC 10) Max Uplift 19=-879(LC 12), 12=-879(LC 12) Max Gram 19=1513(LC 17), 12=1513(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2640/1080, 3-4=-3034/1329, 4-6=-2153/1121, 6-8=-2153/1111, 8-9=-3035/1425, 9-10=-2640/1153, 2-19=-1561/1075, 10-12=-1560/1042 BOT CHORD 18-19=-183/595, 16-18=-653/1919, 15-16=-196/1217, 13-15=-682/1811, 12-13=-35/657 WEBS 6-15— 467/968, 8-15=-829/568, 8-13=-368/858, 9-13=-832/492, 6-16=-455/968, 4-16=-829/556, 4-18=-297/858, 3-18=-831/447, 2-18=-1392/2169, 10-13=-1318/2165 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=9.0psf; h=1Bft; B=45ft; L=33ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-6-11 to 0-8-8, 1nterior(1) 0-8-8 to 3-0-0, Exterior(2) 3-0-0 to 6-3-3, Intedor(1) 6-3-3 to 16-4-0, Extedor(2) 16-4-0 to 19-7-3, Interior(1) 19-7-3 to 29-8-0, Exterior(2) 29-8-0 to 32-11-3, Interior(1) 32-11-3 to 35-2-11 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 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=10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 879 lb uplift at joint 19 and 879 lb uplift at joint 12. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 66M 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 11111-7473 rev. f0/03/2015 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!Tek° 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, seeANSVTPl1 Cua1Hy Criteria, D311-69 and BCSI BuOdtng Component Safety Informatloravailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply CRIPPEN T18153530 76294 V4 Valley 3 1 ` Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 26 2019 MiTek eK Industries, Inc. Thu Sep i 9 n:uu:v/ zu is rage r I D:Qwel KODY94g2kXcgrhlZxtycSNA-TEW nEruv8ZV_tMl1 vgL4KVgRKdhPD32xNM434syc4zE 2-0-0 4-0.0 2-0-0 2.0-0 . 9x6 = 2 3x4 �i 3x4 �' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) Na Na 999. TCDL 10.0 Lumber DOL 1.25 BC 0.19 Vert(CT) Na Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=121/4-0-0, 3=121/4-0-0 Max Harz 1=42(LC 11) Max Uplift 1=-63(LC 12), 3= 63(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:9.4 PLATES GRIP MT20 244/190 Weight: 12 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 63 lb uplift at joint 1 and 63 lb uplift at joint 3. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE M/I-7473 rev. f0/0312015 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 buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. ParkeEast fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVfPll Qualify CAteAa,.DSB-89 and BCSI Bull Component Tampa, Safety Informatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. P Job Truss Truss Type City Ply CRIPPEN T78153531 76294 V8 Valley 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 4-0.0 8.320 s Aug 28 2019 Mi I ek Industries, Inc. Thu Sep 19 11:00:48 2019 rage r ID:QweIKODY94g2kXcgrhlZxtycSNA-yQ49RBvXvsdrVW KDTYsJtjMVil OFyW Z4bOpcdlyc4zD Scale = 1:18.5 4x4 = 4 3x4 �i 2x3 II 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 28 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=151/8-0-0, 3=151/8-0-0, 4=261/8-0-0 Max Horz 1=-98(LC 10) Max Uplift 1=-103(LC 12), 3=-103(LC 12), 4=-84(LC 12) Max Grav 1=151(LC 1), 3=155(LC 18), 4=261(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1Bft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 4-0-0, Exterior(2) 4-0-0 to 7-0-0, Interior(1) 7-0-0 to 7-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 103 lb uplift at joint 1, 103 lb uplift at joint 3 and 84 Ib uplift at joint 4. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MIF7473 rev. 101032015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual bullding 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrP11 Quality Criteria, DSB-69 and BCSI Building Component Tampa, FL 33610 Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply CRIPPEN T16153532 76294 V12 Valley 2 ' 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MITek Industries, Inc. Thu Sep 19 11:uo:4f 2019 rage 1 ID:QweIKODY94g2kXcgrhlZxtycSNA-TEWnEruv8ZV tM11vgL4KVgFedbHD2axNM434syc4zE 6-0.0 12-0-0 6-0-0 6.0-0 3x4 ;,, 4x5 11 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Verl n/a n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.51 Verl n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=215/12-0-0, 3=215/12-0-0, 4=452/12-0-0 Max Harz 1=154(LC 11) Max Uplift 1=-135(LC 12), 3=-135(LC 12), 4=-187(LC 12) Max Grav 1=215(LC 1), 3=226(LC 18), 4=452(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-345/240 Scale = 1:25.5 3x4 �� PLATES GRIP MT20 244/190 Weight: 43 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 6-0-0, Exterior(2) 6-0-0 to 9-0-0, Interior(1) 9-0-0 to 11-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord beating. 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 135 lb uplift at joint 1, 135 lb uplift at joint 3 and 187 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: September 19,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent 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, seeANSVTP11 Cuallty Cdt®rla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informationovailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 Tampa, FL 33610 Job Truss Truss Type Qty Ply CRIPPEN T18153533 76294 VA VALLEY 1 1 " Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 Mi I ek Industries, Inc. Thu Sep 19 1 i :uu:49 2019 rage 1 I D:QweIKODY94g2kXcgrhlZxtycSNA-QdeXfXvAfAli6gvQOFNYQwvamOGdhuwEggZA91yc4zC 15-0.0 20.8-0 15-0-0 5.8-0 4x5 = annFi-9 3x4 f, 11 10 9 e 7 2x3 I 3x6 = 2x3 II 3x4 11 Scale: 3/16"=l' 15-0.0 15-0-0 2x3 II 20-8.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.59 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) -0.01 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 104 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at micipt 5-8 REACTIONS. All bearings 20-8-0. (lb) - Max Harz 1=575(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 1 except 7= 274(LC 12), 9=-274(LC 12), 11=-381(LC 12), 8=-146(LC 9) Max Grav All reactions 250 lb or less at joint(s) except 7=409(LC 18), 1=329(LC 18), 9=537(LC 17), 11=603(LC 17), 8=633(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-508/465, 2-4=-428/279, 4-5=-404/428, 5-6=-389/394; 6-7=-415/360 WEBS 4-9=-439/336, 2-11=-574/432, 5-8=-405/261 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 15-0-0, Exterior(2) 15-0-0 to 18-0-0, Interior(1) 18-0-0 to 20-6-4 zone; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb) 7=274, 9=274, 11=381, 8=146. Walter P. Finn PE No.22839 Mi rek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 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 MOW 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, seeANSI/IPIT Cuallty Criteria,,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Infoanatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14. Tampa, FL 33610 Job Truss Truss Type City Ply CRIPPEN T18153534 76294 VB VALLEY 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 2a 2o19 MITek Industries, inc. Thu Sep l9 i i:uu:au 20i 9 rage i I D:Qwel KODY94g2kXcgrhlZxtycSNA-QdeXfXvAfAli6gvQOFNYQwva5QHohwkEggZA9kyc4zC 13-9.0 19-5.0 13-9.0 5.8-0 45 = 3x4 i 11 t0 9 8 7 2x3 II 3x6 = 2x3 II 3x4 11 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.58 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(CT) -0.00 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Scale = 1:58.3 PLATES GRIP MT20 244/190 Weight: 97 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 5-8 REACTIONS. All bearings 19-5-0. (lb) - Max Harz 1=517(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 1 except 7=-265(LC 12), 10=-21 O(LC 12), 11=-374(LC 12), 8=-118(LC 9) Max Grav All reactions 250 lb or less at joint(s) except 7=405(LC 18), 1=316(LC 18), 10=423(LC 17), 11=583(LC 17), 8=595(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-467/381, 2-4=-388/259, 4-5=-387/409, 5-6= 368/367, 6-7— 402/343 WEBS 4-10=-340/267, 2-11=-560/423, 5-8=-353/217 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 13-9-0, Exterior(2) 13-8-0 to 16-9-0, Interior(1) 16-9-0 to 19-3-4 zone; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 = 10.Opsf. 6) Provide mechanical connection (by others) of,truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb) 7=265, 10=210, 11=374, 8=118. Wafter P. Finn PE NoM839 MiTek USA, Inc. FL Cert 66M 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 1WO312015 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, seeANSU1PII QuallBlyy CrMrarla, DSB-69 and BCSI Bullding Component 6904 Parke East Blvd. Safety mformatlonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CRIPPEN T18153535 76294 VC VALLEY 1 1 - Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 201 a Mi i ex inausmes, inc. Thu Sep 19 r r.cc.oc cu i u rage 1 ID:Qwel KODY94g2kXcgrhlZxtycSNA-upCvstwoQUtZkpUcayuny8SmNgd3QLiN3KIjhByc4zB 12-0-0 17-8-0 12-0-0 5-8-0 4x4 = 3x4 i 9 8 5x6 = 7 6 Scale = 1:49.5 2x3 11 12-0-0 12-0-0 2x3 11 17-8.0 5-B-0 3x4 11 Plate Offsets (X Y)-- [8:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.89 Vert(EL) n/a n/a 999. MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.57 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 84 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, 4-5: 2x4 SP No.3 except end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-8-0. (lb) - Max Horz 1=435(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 1, 7 except 6=-254(LC 12), 8=-258(LC 12), 9= 279(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 1=254(LC 18), 6=399(LC 18), 8=428(LC 17), 9=390(LC 17), 7=568(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-416/322, 2-3=364/250, 3-4=-367/379, 4-5=-341/331, 5-6=-385/321 WEBS 3-8=-406/315, 2-9=-428/336, 4-7=-291/169 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=i60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 12-0-0, Exterior(2) 12-0-0 to 15-0-0, Interior(1) 15-0-0 to 17-6-4 zone; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7 except (jt=1b) 6=254, 8=258, 9=279. Walter P. Finn. PE No.22639 MiTek USA, Inc. FL Cart 6SU 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE 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 chard members only. Additional temporary and permanent bracing M!Tek" 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, seeANSU711 GualN�yy Cdlerlo, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CRIPPEN T18153536 76294 VD VALLEY 1 1 '1 Job Reference (option -at) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 11:00:51 2019 rage 1 I D:QweIKODY94g2kXcgrhlZxtycSNA-M?mH4DxQBn?QMz3o8gQOVL_wtE3n9rCW H_2GDdyc4zA 10-0-0 15.8-0 10-0-0 5-8.0 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ` BCDL 10.0 3x4 �i SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171TP12014 4x4 = Scale=1:41.6 7 6 12 5 2x3 11 2x3 11 3x4 11 15-8-0 , CSI. DEFL. in (loc) I/defl Ud TC 0.91 Vert(LL) n/a n/a 999 BC 0.16 Vert(CT) n/a n/a 999 WB 0.18 Horz(CT) 0.00 5 n/a n/a Matrix-S 6 N PLATES GRIP MT20 244/190 Weight: 69 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 15-8-0. (lb) - Max Horz 1=341(LC 11) Max Uplift All uplift 100 lb or less at joints) 6 except 1=-113(LC 12), 5=-249(LC 12), 7=-376(LC 12) Max Grav All reactions 250 lb or less at joints) except 1=283(LC 18), 5=358(LC 18), 7=592(LC 17), 6=487(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-358/267, 2-3= 375/371, 3-4=-331/306, 4-5=-385/313 WEBS 2-7=-563/428 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 10-0-0, Exterior(2) 10-0-0 to 13-0-0, Intedor(1) 13-0-0 to 15-6-4 zone; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except Qt=lb) 1=113, 5=249, 7=376. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 © WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1117473 rev. 10/0"015 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, seeANSViPII Qualify Criteria, DS9-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14. Tampa, FL 33610 Job Truss Truss Type City Ply CRIPPEN T18153537 76294 VE VALLEY 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8-0.0 8.32o s Aug 28 2019 MiTek eK Industries, Inc. Thu Sep 19 11:00:52 2019 rage 1 I D:Qwel KODY94g2kXcgrhlZxtycSNA-gCKgHYy2y57Hz7e?iNxF1 ZX6_eQbuJcgW engm4yc4z9 4x4 = Scale = 1:33.3 1 3x4 5� 7 6 5 3x4 I I 2x3 11 2x3 11 8-0-0 _ 13-8-0 8.0-0 5.8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) n/a nJa 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 56lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-8-0. (lb) - Max Harz 1=248(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 6 except 1=-106(LC 12), 5=-251(LC 12), 7=-278(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1 except 5=341(LC 18), 7=406(LC 17), 6=327(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-337/220, 2-3= 391/362, 3-4=-364/309, 4-5=-404/318 WEBS 2-7=-428/339 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 8-0-0, Exterior(2) 8-0-0 to 11-0-0, Interior(1) 11-0-0 to 13-6-4 zone; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pal 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) 6 except Qt=lb) 1=106, 5=251, 7=278. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 66U 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE Mll-7473 rev. 1WO312015 BEFORE USE. Design valid for use only with IvliTek® 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPl1 Quality Criteria, DS13-89 and 111101 Buidtng Component Tampa, FL 33610 Safaty Informationavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Jab Truss Truss Type Qty Ply CRIPPEN T18153538 76294 VF Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 11:00:52 2019 Page 1 ID:QwelKODY94g2kXcgrhlZxtycSNA-gCKgHYy2y57Hz7e7iNxF1 ZXHKeRW ul IgW engm4yc4z9 11-1-8 13-1-8 11-1-8 2.0-0 4x4 = Scale = 1:46.0 3x4 i 9 8 7 6 2x3 11 2x3 11 2x3 11 3x4 11 11-1-8 13-1-8 11-1-8 2-0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-S Weight: 71 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 'Except- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 4-5: 2x4 SP No.3 except end verticals. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-1-8. (lb) - Max Horz 1=327(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 6, 7 except 8=-248(LC 12), 9=-281(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 6 except 8=404(LC 17), 9=397(LC 17), 7=263(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-374/371 WEBS 3-8=-399/329, 2-9=-438/353 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 11-1-8, Extedor(2) 11-1-8 to 12-11-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 = IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6, 7 except (jt=lb) 8=248, 9=281. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M11-7473 rev. 1WO&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 design. Bracing Indicated Is to buckling individual truss and/or chord members only. Additional temporary and permanent bracing M!Tek' building prevent of web 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, seeANSVFPlt Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inloanationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 4 1 1 1 Job Truss Truss Type City Ply CRIPPEN T18153539 76294 VG Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL t3.32u s Aug 28 201 a MiTek ex mausmes, inc. i nu Sep r d r cuuao cc r d rdyu i I D:OwelKODY94g2kXcgrhlZxtycSNA-IOt2Vuygj PF7bHDBF5SUam4FN2endlppl lXN I W yc4z8 9-10.8 9-10.8 3x4 i 6 2x3 I 3x6 = 5 3x4 II Scale =1:41.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.64 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 51 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4SPNo.3 . REACTIONS. (lb/size) 1=182/11-10-8, 5=198/11-10-8, 6=519/11-10-8 Max Horz 1=280(LC 12) Max Uplift 5=-101(LC 12), 6=-400(LC 12) Max Grav 1=182(LC 1), 5=259(LC 17), 6=707(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-260/257 WEBS 2-6=-646/512 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 9-10-8, Exterior(2) 9-10-8 to 11-8-12 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=10116=400. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6834 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1WOX2015 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 buckling individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent of 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, seeANSVIPII Gualtly Criteria, DS9-89 and Best Building Component 6904 Parke East Blvd. Safaty Informatlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply CRIPPEN T18153540 76294 VGE Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug zt3 ?019 Mi I eK Industries, Inc. Thu Sep 19 >>:uu:o4 201 a rage 1 I D:Qwel KODY94g2kXcgrhlZxtycSNA-maRQi EzIUiN_D RnNpozj6_ccOR6QMDcz_yGwgyyc4z7 7-2-8 14-5-0 7-2.8 7-2-8 4x4 = Scale = 1:29.5 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 3x4 -i 12 11 10 9 8 3x4 �' SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. DEFL. in (loc) Udefl Lid TC 0.19 Vert(LL) n/a n/a 999 BC 0.03 Vert(CT) n/a n/a 999. WB 0.08 Horz(CT) 0.00 7 n/a n/a Matrix-S PLATES GRIP MT20 244/190 Weight: 65 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 14-5-0. (lb) - Max Horz 1=-188(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 7 except 11— 117(LC 12), 12=-188(LC 12), 9= 117(LC 12), 8=-188(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 1, 7, 10, 11, 9 except 12=266(LC 17), 8=266(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-12= 283/254, 6-8=-283/254 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) 0-5-12 to 3-2-8, Exterior(2) 3-2-8 to 7-2-8, Corner(3) 7-2-8 to 10-2-8, Exterior(2) 10-2-8 to 13-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 cc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7 except (jt=lb) 11=117, 12=188, 9=117, 8=188. Walter P. Finn PE No.22839 Mt rek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MIiEKREFERANCE PAGE 111II-7473 rev. 10103/2015 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° prevent 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, seeANSVWII Cuallty Criteria, DS9-09 and BCSI Building Component 6904 Parke East Blvd. Safety InfonnaWnavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 t r r 0 Job Truss Truss Type City Ply CRIPPEN T18153541 76294 VH Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 11:00:54 2019 Page 1 I D:QweIKODY94g2kXcgrhlZxtycSNA-maRQi Ezl UiN_DRnNpozj6_cVgROaMCnz_yGwgyyc4z7 8-0.0 10-0-0 r B-0-0 0- 3x4 51 2x3 11 3x6 = 5 3x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.41 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=154/10-0-0, 5=169/10-0-0, 6=427/10-0-0 Max Harz 1=21 O(LC 12) Max Uplift 5=-82(LC 12), 6=-320(LC 12) Max Grav 1=154(LC 1), 5=219(LC 18), 6=547(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-6— 527/433 Scale = 1:33.3 PLATES GRIP MT20 244/190 Weight: 42 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1Bft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 8-0-0, Exterior(2) 8-0-0 to 9-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb) 6=320. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mrTEK REFERANCE PAGE 11111--7473 rev. 1010312015 BEFORE USE. Design valid for use only with MIT&O 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° prevent 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, seeANSVrPll Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Infonnatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type City Ply CRIPPEN T18153542 76294 VK Valley 1 1 - Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 11:00:55 2019 rage 1 I D:OwelKODY94g2kXcgrhlZxtycSNA-En?ova_wF0 W rrbMaN W UyfB9khrPo5gS6CcOUMOyc4z6 6.0.0 6.0-0 Scale = 1:26.4 3x6 = 53x4 I 3x4 i 2x3 II 8-0-0 B-0-0 Plate Offsets (X,Y)-- [3:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(I-Q n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix-S Weight: 32 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=123/8-0-0, 5=138/8-0-0, 6=328/8-0-0 Max Horz 1=136(LC 12) Max Uplift 1=-B(LC 12), 5=-64(LC 12), 6=-233(LC 12) Max Grav 1=126(LC 18), 5=138(LC 1), 6=382(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-6=-393/340 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 6-0-0, Exterior(2) 6-0-0 to 7-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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) 1, 5 except (jt=lb) 6=233. Walter P. Finn, PE No.22839 MiTek USA, Inc. FL Cent 6834 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEKREFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. " Design valid for use only with MRekO 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, seeANSIMII Cua1Hy Crilarla, DSB-69 and SCSI Building Component 6904 Parke East Blvd. SafNy Infonnationovaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CRIPPEN T18153543 76294 VL Valley 1 i - Job Reference (optional) cnamoers I russ, inc., ron rlerce, rL rue ,— .,._. I - -1 .. __._ . I D:QweIKODY94g2kXcgrhlZxtycSNA-jzZA7w?ZOKeiSkxmxD?BCPisXFmugBZG RGI1 vryc4z5 4-0-0 6--0 4-0.0 2 0-0-0 Scale = 1:18.6 4x4 = 2 5 4 3x4 2x3 II 3x4 11 4-0.0 6-0-0 4-0.0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.16 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=134/6-0-0, 4=62/6-0-0, 5=234/6-0-0 Max Horz 1_ 77(LC 10) Max Uplift 1=-77(LC 12), 4=-65(LC 12), 5=-BO(LC 12) Max Grav 1=134(LC 1), 4=75(LC 18), 5=255(LC 17) FORCES. (lb) -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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 4-0-0, Exterior(2) 4-0-0 to 5-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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) 1, 4, 5. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 19,2019 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 1010312015 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, seeANSUIPII Quality Criteria. DS11$9 and BCSI Bu6dtnp Component 6904 Parke East Blvd. Safety Infonnatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 P Symbols PLATE LOCATION AND ORIENTATION 3�4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-1/0 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown In ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 5 JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ]CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek' MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire -retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.