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Home My WebLink AboutTrussI --j- 14, 4r, io 6' 6" 1 n r r ci m 4 D 1'-a it zrc xo^ 1'-1F11na"TYP. MAY VARY ZO O.C. Win TO ODD SPACE r` 8D LO 6-3/16" TRUSS HEEL. TYPICAL CORNER SET TRUSS LABELS WILL VARY Hatch Legend 9'-411 BR(3% WALL 11'-4" BRIG WALL TREY TO 101-411 24" TRUSS END DETAIL SCALE N.T.S, NOTE: TRUSS END DETAIL REFLECTS DEFINED MESUREMENTS AND APPLICATIONS TO THE STRUCTURE; IT DOES NOT REFLECT SUB-FACIAAND OR ANYSUPERFICIAL REQUIREMENTS. LUMBER E .,� TC "`Signature of this document acknowedges that the client has reviewed this truss placement diagram in its entirety and is in agreement with the following items, including but not limited to: A.) The client is responsible to verify the accuracy of information submitted for use in design, fabrication, and scheduling. Any labor, material, or time delay incurred fmm inadequate or incorrect information supplied from the client will be at the client's expense. B.) Design Criteria: The client acknowledges that the truss design criteria noted on this tress placement diagram meets or exceeds the design criteria specified by the building designer, engineer of record, and local and state building requirements. C.) Fabrication and Delivery: One approved truss placement diagram must be returned to the truss manufacturer before fabrication and delivery will be scheduled. It is the client's responsibility to coordinate delivery dates with flee truss manufacturer. The client shall provide a marked location for w delivery, which must be accessible, level, and clear of material and debris, in lieu of this, trusses will be 0 delivered in the best available location atour drivers discretion. Care and handling of the trusses z following dilvery is the responsibilty of the client 0 gD.) Installation &Bracing; BCS12ODB) Buiding Component Safety Information) WTCA/TPI J guidelines shall be followed when handling, installing, and bracing trusses. Temporaryaml/or permanent bracingand blocking is not included in the truss package. Trusses shall be braced to ? prevent rotation and provide lateral stability in accordance with the requirements specified in the construction documents for the building and on the individual truss design drawings. Theoverall stability of the truss system is the responsibility of the building designer. To) Field framing:1.) Tray ceilings and other ceiling transitions may require field framing by others. 2.) Ceiling drops and valleys not shown are to be field framed by others. 3.) Overhangs may beaver length -cutto fit infield. 04ethangsam2x4mZx6-noblockingisappiied. Comer jacks will be square cat and hip jacks will be double beveled. F.) Repairs: Truss related problems anew be reported to the trussmanufacturer ASAP, preferably in writing. DO NOT CUT ANY TRUSSES before conWaing the truss manufacturer with specifics of the problem. Any field modifications made without an engineered repair drawing will be the responsibility of the client. No back charges or crane charges of any kindwill be ampeted, unless specifically approved in writing by the truss manufacturer's management. G.) This Truss Placement diagram was not created by an engineer, rather by Tibbetts Lumber Co, tLC staff, and is purely to be used as an installation guide and does not requires seal. Trussdeisgn analysis are on the Truss Design Drawings which maybe sealed bythe Tress Design Engineer. OF F` FILE COPY SFiNARD jp �9 AROOIS19 u, 3 r z W Floor Load; Roof L08Q ._# psi, _. TCLL, ... TCDL, ... BCLL, ... BCDL; Duc:... 37# psi, 20 MILL, 7 TCDL, 0 BCLL, 10 BCOL; Dur.: 1.33 Design checked for 10 psi non -concurrent LL on BC. Design Checked for 10 psf non -concurrent LL on BC. Mgek Engineering 8.2.1.267 Exposure : C Building Code FBC 2017 Mean Hgt. : 15' ASCE 7-10 Bldg. Cat. r II TPt 1-2014 Importance Factor : C S Tress Design : C & C Enclosure : Enclosed Uplift CaIc. : MWFRS .Entry Exposed to Wind W Wind Speed : 160 mph US Lanai : Exposed to Wind g ROOF CRITERIA FLOOR CRITERIA w T.C. Pitch 5 / 12 B.C. Pitch TREY / 12 Depth ... u T.C. Size 2X4 Spacing 24" Heel Hgt. 4-1116" Bearing W, Cantilever 24" Vapor harder between floor & concrete by others. Overhang - Floor trusses had back 3/4" at exterior walls, block & fill by others. Blocking for vertical load transfer Spacing 24" o.c. by others. Odd space Boor trusses around plumbing as noted J a a Approved by: a WW Desired delivery date Approval Date: Date, Intials, Description BUILDING W :i Project RUDY'S COURTYARD Address: ... _....__ _...- _. Date : 1l2l2019 Designer : OMD Project # 506926 i Lumber design values are in accords , ce with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 506926 - Gopher Ridge Courtyard ! p g y MiTek USA, Inc. Site Information: 6904 Parke East Blvd. mpa, FL 33610-4115 Customer Info: Rudy Vega Project Name: Gopher Ridge Courtyard Residence ModTe . Lot/Block: Subdivision: Address: 960 Gopher Dr City: Fort Pierce State: Florida 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: FBC2017/TP12014 Design Program: MiTek 2I0/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 55 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 11 IT15924348 1A1 1/3/19 118 IT15924365 CA _ 1/3/19 12 IT15924349 IA2 1113/19 119 IT15924366 CAP 11/3/19 3 IT15924350 IA3 1/3/19 120 IT15924367 ICJ3 11/3/19 14 IT15924351 JA4 11/3/19 121 IT15924368 ICJ5 11/3/119 I 15 IT15924352 JA5 11/3/19 122 IT15924369 ID1 11/3/19 16 IT15924353 JA6 11/3/19 123 IT15924370 ID2 11/3/19 17 IT15924354 JA7 11/3/19 124 IT15924371 ID3 11/3/19 18 IT15924355 1B1 11/3/19 125 IT15924372 IN 1113/19 19 IT15924356 JB2 11/3/19 126 IT15924373 ID5 1/3/19 110 IT15924357 163 11/3/19 127 IT15924374 JD6 1/3/19 I I11 IT15924358 IB4 11/3/19 128 IT15924375 JD7 1/3/19 112 IT15924359 165 11/3/19 129 IT15924376 JD8 11/3/19 113 IT15924360 JB6 11/3/19 130 IT15924377 ID9 1113/19 I 114 IT15924361 I B7 11/3/19 131 IT15924378 I D10 11/3/19 1 115 IT15924362 I B8 11/3/19 132 IT15924379 I D 11 11/3/19 1 116 JT15924363 1139 11/3/19 133 IT15924380 ID12 11/3/19 J 117 IT15924364 B10 11/3/19 134 IT15924381 ID13 11/3/19 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Tibbetts Lumber Company -Palm Bay. Truss Design Engineer's Name: ORegan, Philip My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSIfrPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MITek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSUTPI 11, Chapter . FILE COPY W OF FLO��O OPAD ,/ONE 9 AR0015193 ; V ED ARC��C I3 O'A��ii `INV\' C E N S+ No 581.26 � r ��: STA. E OF :��/Z .• 0NAI-E �``• � �I/lllllll� Philip J. O'Regan PE Nc.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 OR gan, Philip 1 of 2 W1 a MiTek a MiTek USA, Inc. RE: 506926 - Gopher Ridge, Courtyard 6904 Parke East Blvd. Tampa, FL'33610-4115 Site Information: Customer Info: Rudy Vega Project Name: Gopher Ridge Courtyard Residence Model: Lot/Block: Subdivision: Address: 960 Gopher Dr City: Fort Pierce State: Florida No. Seal# (Truss Name Date 135 IT15924382 ID14 1/3/19 36 IT15924383 I D15 11/3/19 137 I T15924384 l E 1 11/3/19 138 IT15924385 JE2 11/3/19 139 IT15924386 JE3 11/3/19 140 IT15924387 JE4 11/3/19 1 141 IT15924388 JE5 11/3/19 142 IT15924389 JEJ1 11/3/19 1 143 IT15924390 I EJ2 11/3/19 144 IT15924391 JEJ3 11/3/19 145 IT15924392 JEJ4 11/3/19 146 IT15924393 JEJ5 11/3/19 147 IT15924394 JHJ1 11/3/19 148 IT15924395 JHJ2 11/3/19 149 IT15924396 JHJ3 11/3/19 1 LO IT15924397 JV1 11/3/19 151 IT15924398 IV2 11/3/19 152 IT15924399 IV3 11/3/19 153 IT15924400 IV4 11/3/19 154 IT15924401 IV5 11/3/19 155 IT15924402 IV6 11/3/19 2 of 2 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard T15924348 506926 Al Common Girder 1 n L Job Reference (optional) I IDDeUS LUMDer G0, vaim uay, , rL 6.240 s Uec 8 2018 MITek Industries, Inc. Wed Jan 2 15:12:13 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71ZM-K59VWiu5je85DkkSrNR94Sj2QM8Azs6U5m1 UVhzzMFG 6-7-3 12-8-10 18-rr0 23.0.3 23r10-1,3 29 3-11 350.0 E7-3 5-11-6 5.11-6 4-6-3 0. 0.1 5-4-13 5$5 6x6 11 S nn Fig Scale = 1:62.2 NOM STP = 7x8 = 8x14 MT20HS = NOP2X STP = 7x8 = 2x4 11 44 = 6x6 = 7x8 = IN 2�0.02-$13 9.2-10 16-1.6 23.0.3 29-8-11 350.0 2-0.00. 3 rr10.13 6.10.13 Cr10.13 6-38 SB-5 Plate Offsets (X,Y)- [1:0-2-0,Edge], [3:0-2-12,0-3-01, [10:0-4-0,0-4-81, [11:0-4-0,0-4-41, [12:0-7-0,0-4-81, [13:0-4-0,0-4-121, [14:0-3-0,0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.13 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.25 12-13 >999 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(CT) 0.04 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wtnd(LL) 0.19 12-13 >999 240 Weight: 449lb FIT =20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-1 oc purlins, BOT CHORD 2x6 SP DSS -Except' except end verticals. 9-10: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except: WEBS 2x4 SP No.2 *Except* 6-0-0 cc bracing: 10-11. 8-9: 2x6 SP No.2 WEBS 1 Row at midpt 5-11 REACTIONS. (lb/size) 11=7513/0-7-10, 14=5549/0-7-10, 9=336/0-6.0 Max Horz 14=262(LC 24) Max Uplift 11=3916(LC 8), 14=2923(LC 8). 9=601(LC 25) Max Grav 11=7513(LC 1), 14=5553(LC 17), 9=344(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2105/1140, 2-3=-2079/1127, 3-4=7644/3702, 4-5=3991/1975, 5-6=605/1440, 6-7=-747/1470, 7-8=-607/1226, 8-9=385/625 BOT CHORD 1-14=-1009/1885, 13-14=3107/6477, 12-13=2289/5023, 11-12=839/1773, 10-11=-1116/535 WEBS 3-13=-489/849, 4-13=-1776/3668, 4-12=2476/1375, 5-12=2996/6209, 5-11= 6027/2938, 6-11=-356/317, 7-11=-404/685, 3-14=5447/2592, 2-14=267/302, 8-10=1164/505 NOTES- `�I 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: �% \Q 3 • 0 /��. �I♦♦ Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc, 2x6 - 2 rows staggered at 0-9-0 oc. ��•. �Q�\ �• G E N • �'9jL♦♦ Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc. •• \ S' ; ♦0 Webs connected as follows: 2x4 -1 row at 0-9-0 cc. 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 ♦ No 58126 •� 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=6.Opsf; h=15ft; B=45ft; L=35ft; eave=5ft; Cat. •� 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60o p •� S F : 5) All plates are MT20 plates unless otherwise indicated. ♦O�� • Q;• 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O R ` \�� ♦♦j • C% 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 s �� l fit between the bottom chord and any other ro 8) Provide de mechanical connection (by others) truss bearing plate capable of withstanding 100 lb uplift atjoint(s) except at=1b) 11=3916, 14=2923, 9=601. .581 26 Philip J. O'Rejlarl PE NoNoCent 581 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 912 lb down and 651 lb up at MRek USA, Inc, FL 6634 3-6-12, 1029 lb down and 496 lb up at 5-6-12, 1029 lb down and 500 lb up at 7-6-12, 1029 lb down and 506 lb up at 9-6-12, 1029 6904 Parke East Blvd. Tampa FL 33610 lb down and 513 lb up at 11-6-12, 1029 lb down and 521 lb up at 13-6-12, 1054 lb down and 535 lb up at 15-6-12, 1034 lb, down Data: and 526 lb up at 17-6-12, and 1034 lb down and 473 lb up at 19-7-4, and 1031 lb down and 479 lb up at 21-7-4 on bottom, chord. January 3,2019 ry The design/selection of such connection device(s) is the responsibility of others. AWARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED 69TEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon paremeters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing. is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the WOW fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1nP/1 quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard T15924348 506926 Al Common Girder 1 n L Job Reference (optional) i iuueua 1-1— w, reran ody , rL t5.Z4D S Ueci b zui t1 MI I eK moustrles, Inc. vve0 Jan z 1 b:12:13 zu19 Page 2 ID:zNgPoPtcZMR2GpwObQfmsEy71ZM-K59VWiu5je85DkkSrNR94Sj2QM8Azs6U5m1 UVhzzMFG LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=54, 5-8=54, 1-9=20. Concentrated Loads (lb) Vert: 17=854(B) 18=1029(13) 19=1029(B) 20=1029(13) 21=1029(B) 22=1029(131) 23=-1054(B) 24=-1034(B) 25=-1034(B) 27=-1031(B) A WARNING -Verify design parameters and READ NOTES ON MIS AND INCLUDED M1TEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANShTP1I quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard T15924349 506926 A2 Common 3 1 Job Reference (optional) Tibbetts Lumber co, Palm Say, FL Run: 8.240 s Dec 6 2018 Print: 8i240 s Dec 18 2018 MITek Industries, Inc. Wed Jan 2 16:28:36 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71ZM-CeeuCLHQF5snosAxChuXfVw2uch4nQUA8Ce?VDzzM?v 6-7-3 12.0-10 18.6.0 23-0.3 1 30-4-13 37-0-0 6-7-3 511-0 Sit-6 4.6-3 7-4-10 0.7-3 Scale = 1:61.0 5x6 = NOP2X STP = 3x4 = 5x6 = NOP2X STP = 5x6 = 3x4 = 3x6 = 3x6 = 3x4 = 6x6 = 2e-10-10 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.09 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.13 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.02 12 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.07 11-12 >999 240 Weight: 204lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 5-12 REACTIONS. (Ib/size) 12=1498/0-7-10, 15=830/0-7-10, 10=410/0-6-0 Max Horz 15=283(LC 11) Max Uplift 12=-979(LC 12), 15=-436(LC 12), 10=357(LC 12) Max Grav 12=1498(LC 1), 15=841(LC 21), 10=470(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=296/87, 3-4=835/345, 4-23=-423/229, 5-23=-365/246, 5-24=-90/426, 6-24=93/341, 6-7=178/383 BOT CHORD 1-15=51/289, 14-15=216/975, 13-14=78/754, 13-26=59/260, 26-27=59/260, 12-27=591260, 11-12=365/501 WEBS 4-14=55/291, 4-13=525/421, 5-13=256/678, 5-12=977/514, 6-12=567/757, 6-11=806/501, 7-11=331/296, 3-15=944/562, 2-15=192/298, 7-10=381/452 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=6.Opsf; h=15ft; B=45ft; L=37ft; eave=5ft; Cat. �� 0, It.. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-8-6, Interior(1) 3-8-6 to 18-6-0, Exterior(2) 18-6-0 to ........ �\ • • • • • • �♦ 22-2-6, Interior 1 22-2-6 to 37-0-0 zone; cantilever left and right exposed ; porch right ex osed;C-C for members and forces & MWFRS for Lumber DOL=1.60 DOL=1.60 �% : •' •C SF ' ♦i reactions shown; plate grip 3) All plates are MT20 plates unless otherwise indicated. �2 ♦♦ No 58126 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 = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 979 lb uplift at joint 12, 436 lb uplift at -p ; joint 15 and 357 lb uplift at joint 10. :• S (V • ♦�T�S.�pR`�P��Z,. 11110, Philip J. D'Regan PE No.58126 MITek USA, Inc. Fl. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 AWARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI-7473 rev. 101032015 BEFORE USE Design valid for use only with MiTeM connectors. This design Is based only upon parameters shown, and is for an Individual building component, not ��• a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design into the overall; building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mel(Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcatlon, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ply Gopher Ridge Courtyard �Qty T15924350 506926 A3 Hip 1 1 Job Reference (optional) Lumber Cu, rain, Say, FL Run: 8.240 s Dec 6 2018 Print: 8240 s Dec 18 2018 MiTek Industries, Inc. Wed Jan 2 16:28:37 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71 ZM-ggCGQhl2OP_eQO171PPmCiTBLOxIWwrJMsOY1 fzzM7u 2-3-13 8.1.3 11-B-10 17.0-0 20.0.0 23-0.3 30.10.13 34-9-0 37.0.0 2-3-13 3.9.8 5.5.8 5-5-6 3-0-0 3.0-3 7-10.10 3-10.3 2-3-0 5x6 = 5x6 = s nn Scale = 1:63.1 NOP2X STP = 5x6 = 3x4 = 6x6 = NOP2X STP = 3x4 = 3x4 = 3x6 = 3x6 = 4x4 = 2x4 II LOADING (psf) TCLL 20.0 TCDL 7.0 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. TC 0.63 BC 0.80 WB 0.76 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl L/d -0.18 15-16 >999 360 -0.40 15-16 >628 240 0.06 11 n/a n/a 0.26 15-16 >954 240 PLATES GRIP MT20 244/190 Weight: 208 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-3 oc purlins, except BOT CHORD 2x4 SP No.2 2-0-0 oq purlins (5-8-4 max.): 5-6. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 13=548/0-7-10, 17=1174/0-7-'10, 11=1017/0-6-0 Max Horz 17=-260(LC 10) Max Uplift 13=514(LC 12), 17=605(LC 12), 11=653(LC 12) Max Grav 13=644(LC 22), 17=1175(LC 21), 11=1017(LC 1) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=307/95, 3-4=1558/885, 4-5=-1123/774, 5-6=-998/784, 6-7=-11101835, 7-25=1067/1169, 8-25=1186/1156 BOT CHORD 1-17=57/299, 16-17=632/1471, 15-16=661/1494, 14-15=355/1098, 13-14=382/1013, 12-13=382/1013, 11-12=-876/1063 WEBS 4-15=532/406, 5-15=63/302, 7-13=597/709, 7-12=-639/321, 3-17=1547/1036, 2-17=197/292, 8-11=1396/1265 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=6.Opsf; h=15ft; B=45ft; L=37ft; eave=5ft; Cat. RS directional) and C-C to ,%!0, R� 37 zone; t � cantilever left and rriight(exposed parch right exposed C C far memberseand(forces & 25-2-13, Interilor(1) 25-2 13 to 0-0 MWFRS for Lumber DOL=1.60 DOL=1.60 ,�NV G E N •'• S' •••' �i 2 reactions shown; plate grip �� 3) Provide adequate drainage to prevent water ponding. i NO 58126 •; 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * , 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide = will fit between the bottom chord and any other members, with BCDL = I O.Opsf. -p ; •(V 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 514 lb uplift at joint 13, 605 lb uplift at ST joint 17 and 653 lb uplift at joint 11. 8) Graphical does depict the the the the top bottom i�,T ••: : purlin representation not size or orientation of purlin along and/or chord. O P ��,�� AIts Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Gert 66M 69M Parke fast Blvd. Tampa FL 33610 Date: January 3,2019 ,&WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MnEK REFERENCE PAGE MI.7473 rev. 1"3,2015 BEFORE USE Design valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty, Ply Gopher Rmge courtyard T15924351 506926 A4 Hip 1 1 Job Reference optional) Lumber Co, Palm Bay, FL Run: 8.240 s Dec 6 2018 Print: 8.240 s Dec 18 2018 MITek Industries, Inc. Wed Jan 2 16:28:38 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71 ZM-811fdOJgni6V2AKJJ6w?Iw01bQLOFNRTbW76Z5zzM?t 7-9-14 15-0-0 22-0-0 28-4-2 2 -2- 37-0-0 7-9-14 0-1 64-1 7-0-0 6-0-2 0.1 7-9-14 Scale = 1:62.0 Sx8 = 5x6 = 3x6 = 3x6 11 04 = 5x6 = 5x8 = 4x4 = NOP2X STP = 3x6 11 3x6 = NOP2X STP = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) ' I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.11 11-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.23 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.05 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.13 11 >999 240 Weight: 197lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-13 oc purlins, except BOT CHORD 2x4 SP No.2 2-0-0 oc purlins (2-11-6 max.): 4-5. WEBS 2x4 SP No.2 BOT CHORD Rigid calling directly applied or 6-2-0 oc bracing. WEBS 1 Rowe t midpt 4-11 REACTIONS. (lb/size) 14=1369/0-7-10, 9=1369/0-7-10 Max Horz 14=-230(LC 10) Max Uplift 14=-707(LC 12), 9=611(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-21 =1 890/1088, 3-21=-1825/1107, 3-22=1660/1064, 4-22=1591/1082, 4-23=1469/1086, 23-24=1469/1086, 5-24=1469/1086, 5-25=-1589/1081, 6-25=1658/1063, 6-26=1825/1107,7-26=-1890/1088 BOT CHORD 13-14=194/335, 12-13=906/1794, 12-27=-704/1517, 11-27=704/1517, 10-11=891/1685 WEBS 3-13=142/251, 3-12=319/233, 4-12=39/371, 5-11=-46/357, 6-11=-328/233, 6-10=141/251, 2-13=1045/1652, 2-14=-1246/980, 7-10=1044/1652, 7-9=1247/980 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=6.Opsf; h=15ft; B=45ft; L=37ft; eave=5ft; Cat. �1111111� 20 2-13, Interlor(1) 20-2-13 22 0-0 (directional)and C-C riorl 3-8-6 0-0 to Etxte 0r(1) ands \Q J o r& to or(2))22-0; 0 t 27-2-13, In er oteriori 27-2-13 t 37 0 0 zone; cantilevereft right ,,,�� exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide drainage to �� •r\\ ;•� G ENS ••�-9 Q �`•• adequate prevent water ponding. �, �2. 4) All plates are MT20 plates unless otherwise indicated. i NO 58126 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 707 lb uplift at joint 14 and 611 lb uplift at -p ; •ICJ joint 9. 8) Graphical purin representation does not depict the size or the orientation of the along the top and/or bottom chord. : O F : (V purlin �/lnnn� Philip J. 6'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED It9TEK REFERENCE PAGE 0I-7473 rev. 10/03/2016 BEFORE USE �-- �' Design valid for use only with MTekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI! Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type city, Ply I Gopher Ridge Courtyard T16924352 506926 AS Hip 1 1 Job Reference (optional) Lumber Co, Palm Bay, FL Run: 8.240 s Dec 6 2018 Print: 8;240 s Dec 18 2018 MiTek Industries, Inc. Wed Jan 2 16:28:39 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71 ZM-cDJ1 gMKIYOELfKvV%gREH7YZ?pjQ_tncgAtf6YzzM?s 6-9-14 7 7-1 13.0-0 18-8-0 N- -0 29-4 1 3 -2- 37-0-0 6-9-14 0-10- 5-0-2 5-0-0 5-6-0 5-0-2 0-1 6-9-14 Scale = 1:62.0 5x8 = 2x4 11 5x8 — Io. 3x6 = 3x6 11 44 = 5x6 = 3x8 = 5x6 = 4x4 = NOP2X STP = 3x6 11 3x6 = NOP2X STP = 2� -0-0 2 13 7-7-14 13-0-0 18-6-0 24-0-0 29-0-2 34-83 337-0-0 2-0-0 0 13 SJI-2 5d-2 5-6-0 5A0 Say s.dN _1w, r�� Plate Offsets.(X,Y)— [1:0-0-14 0-0-2][4:0-5-12,0-2-8],[6:0-5-12,0-2-8] [12:0-3-0 0-3-0],[14:0-3-0 0-3-0] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.11 13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.20 13-14 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(CT) 0.06 10 ! n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.14 13 >999 240 Weight: 202 Ito FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 16=1369/0-7-10, 10=136910-7-10 Max Horz 16=-199(LC 10) Max Uplift 16=-707(LC 12), 10=611(LC 12) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-11 oc purlins, except 2-0-0 oc purlins (4-1-11 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-23=1833/1081, 3-23=-1777/1097, 3-4=-174611134, 4-24=1774/1233, 5-24=1774/1233, 5-25=1774/1233, 6-25=-1774/1233, 6-7=-1746/1134, 7-26=1777/1097, 8-26=1833/1081 BOT CHORD 15-16=176/266, 14-15=-910/1662, 13.14=-782/1555, 12-13=766/1555, 11-12=894/1641. WEBS 3-15=216/280, 4-14=20/254, 4-13=-239/413, 5-13=-336/353, 6-13=239/413, 6-12=20/254, 7711=216/280, 2-15=-1079/1670, 2-16=-1251/958, 8-11 =11 07911670, 8-10=1251/959 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=6.Opsf; h=15ft; B=45ft; L=37ft; ea've=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-8-6, Interior(1) 3-8-6 to 13-0-0, Exterior(2) 13-0-0 to 18-6-0, Interior(1) 18-6-0 to 24-0-0, Exterior(2) 24-0-0 to 29-4-2, Interior(1) 29-4-2 to 37-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 707 lb uplift at joint 16 and 611 lb uplift at joint 10. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord: ,&WARNING -Vedly design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE 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 I a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall, building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPif Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. I `,�II111111►j� No 58126 ' OF k/ N A'00 Philip J. O'Regan PE No.58126 MIT& USA, Inc, FL Gert 6634 69M Parke East Blvd. Tampa FL 33610 Date: January 3,2019 MF MiTek° 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard 506926 A6 Hip 1 i T15924353 Job Reference (optional) --"'--' -•' """ ""J , • Run: o. 5 uec o zuio rnm: o.z4u s uec its zu16 rim I ek industries, Inc. Wed Jan 2 16:28:39 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71 ZMcDJ1 gMKIYOELfKvmgREH7YTrpfN_uUcgAtf6YzzM7s 11-0-0 18-6-0 P6-0-0 37-0-0 11-M 7.6-0 7�6-0 11-0-0 rrIA 3x6 = NOP2X STP = 5x8 = 2x4 II 5x8 = 5x6 = 3x8 = 5x6 = Scale = 1:62.0 v 7 jV 0 NOM STP = 3x6 I I 3x6 = 2-0-0 U13 it-" 18E-0 26-0-0 34-8-3 35,0,0 37-0-0 2-0-0 0�- Plate Offsets (X,Y)— [1:0-0-14,0-0-21,13:0.5-4 0-2-4],[5:0-5-4,0-2-4],19:0-3-0 0-3-01[11:0-3-0 0-3-0] 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) -0.12 10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.25 8-9 >999 240 BCLL 0.0 Rep Stress ]nor YES WB 0.49 Horz(CT) 0.05 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.16 10 >999 240 Weight: 185 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP SS *Except* TOP CHORD 3-5: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.2 WEBS REACTIONS. (lb/size) 12=1369/0-7-10, 8=1369/0-7-10 Max Harz 12=169(LC 11) Max Uplift 12=-707(LC 12), 8=611(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=339/83, 2-19=1896/1090, 19-20=-1825/1098, 3.20=-1796/1115, 3-21=2129/1402, 21-22=2129/1402, 4-22=-2129/1402, 4-23=-212911402, 23-24=2129/1402, 5-24=2129/1402, 5-25=-1796/1115, 25-26=1825/1098, 6-26=1896/1090, 6-7=344/142 BOT CHORD 1-12=147/377, 11-12=179/503, 10-11=848/1657, 9-10=-833/1657, 8-9=185/381, 7-8=185/381 WEBS 2-11=794/1371, 3-10=3B2/659, 4-10=-455/448, 5-10=-382/659, 6-9=795/1371, 2-12=1246/1095, 6-8=1246/1095 Structural wood sheathing directly applied or 4-2-4 oc purlins, except 2-0-0 oc purlins (2-2-0 max.): 3-5. Rigid ceiling directly applied or 6-4-3 oc bracing. 1 Row at midpt 2-11, 6-9 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=6.Opsf; h=15ft; B=45ft; L=37ft; eeve=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0.0 to 3-8-6, Interior(1) 3-8-6 to 11-0-0, Exterior(2) 11-0-0 to 16-2-13, Interior(1) 16-2-13 to 26-0-0, Exterior(2) 26-0-0 to 31-2-13, Interior(1) 31-2-13 to 37-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 707 Ib uplift at joint 12 and 611 lb uplift at joint 8. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ,&WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED mnrEK REFERENCE PAGE iWI-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 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. %%%% �IIIJ110'1j i No 58126 00• ///1111111 Philip J. VRegan PE No.58126 MlTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 MiTOW 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard T15924354 506926 A7 Hip Girder 1 t ]Job Reference (optional) 6um—a —.1 ody , FL nun: b.z4u s use b zu18 vent: 8.24u s Dec 18 2018 MITeK Industries, Inc. Wed Jan 2 16:28:41 2019 Pagel ID:zNgPoPtcZMR2GpwObQfmsEy71 ZM-ZcRnF2LY4dU3vd3u_FUiMYerbdM_SmVvHUMmAQzzM?q i Na 15-0-9 21-7-7 28-0-0 37-0-0 9-0 6-4-9 6-2-13 6-4-9 9-0-0 6x6 = 5.00 12 2x4 11 7x8 = 5x6 = 3x6 II �� " --m a co za su s1 3x6 = 4x6 = 5x8 = 2x4 11 6x8 = NOP2X STP = NOP2X STP = THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. Scale = 1:62.0 2x4 11 3x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 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/TPI2014 CSI. TC 0.74 BC 0.56 WB 0.59 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl L/d -0.18 11-12 >999 360 -0.40 11-12 >977 240 0.08 9 n/a n/a 0.23 11-12 >999 240 PLATES. GRIP MT20 244/190 Weight: 201 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins, except 3-5,5-6: 2x6 SP No.2 2-0-0 od purlins (3-8-8 max.): 3-6. BOT CHORD 2x4 SP SS *Except* BOT CHORD Rigid ceiling directly applied or 6-6-15 oc bracing. 8-10: 2x4 SP No.2 WEBS 1 Row at midpt 5-10 WEBS t 2x4 SP No.2 REACTIONS. (lb/size) 14=177910-7-10, 9=1777/0-7-10 Max Horz 14=-138(LC 6) Max Uplift 14=-796(LC 8), 9=699(LC 8) Max Grav 14=1787(LC 29), 9=1784(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2786/986, 3-21=3585/1234, 4-21=-3585/1233, 4-5=-3584/1231, 5-22=2539/988, 6-22=2539/989, 6-7=2794/1009 BOT CHORD 13-14=131/313, 13-23=-771/2579, 23-24=771/2579, 24-25=771/2579, 12-25=771/2579, 12-26=1042/3596, 26-27=-1042/3596, 27-28=-1042/3596, 11-28=1042/3596, 11-29=1042/3596, 29-30=-1042/3596, 30-31=-1042/3596, 10-31=1042/3596 WEBS 3-13=125/389, 3-12=306/1382, 4-12=-405/304, 5-11=0/496, 5-1 0=-1 3591292, 6-10=71/788, 2-14=1723/844, 7-9=-1715/793, 2-13=-784/2374, 7-10=723/2388 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=6.Opsf; h=15ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; 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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 796 lb uplift at joint 14 and 699 lb uplift at joint 9. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection,device(s) shall be provided sufficient to support concentrated load(s) 72 lb down and 146 lb up at 9-0-0, and 72 lb down and 146 lb up at 28-0-0 on top chord, and 331 lb down and 144 lb up at 9-0-0, 69 lb down at 11-0-12, 69 lb down at 13-0-12, 69 lb down at 15-0-12, 69 lb down at 17-0-12, 69 lb down at 18-6-0, 69 lb down at 19-11-4, 69 lb down at 21-11-4, 69 lb down at 23-11-4, and 69 lb down at 25-11-4, and 331 lb down and 144 lb up at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). &WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED NI TFK REFERENCE PAGE 6e1.7473 rev. 1010312015 BEFORE USE Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP/1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. t%J1111111/1I F• 00 No 58126 OF 4U i,41S10 N A; EC,%%% Philip J. Q'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 69M Parke East Blvd. Tampa FL 33610 Date: January 3,2019 M!Tek" 6904 Parke East Blvd. Tampa, FL 36810 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard 506926 A7 Hip Girder 1 1� T15924354 Job Reference (optional) IpOu]aICS, me. " -Jan Z lO:L6:91 Zulu rageL ID:zNgPoPtcZMR2GpwObQfmsEy71 ZM-2cRnF2LY4dU3vd3u_FUiMYerbdM_SmVVHUMmAQzzM?q LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-6=-54, 6-8=-54, 15-18=-20 Concentrated Loads (lb) Vert: 3=-44(F) 6=-44(F) 13=-172(F) 10=-172(F) 23=-43(F) 24=-43(F) 25=-43(F) 26=-43(F) 27=-43(F) 28=-43(1=) 29=43(F) 30=-43(F) 31=-43(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 08TEK REFERENCE PAGE M11-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MrrekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not I a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overalll building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 1 Gopher Ridge Courtyard T15924355 506926 B1 Roof Special 1 1 I Job Reference (optional) ��_� ��, �� o•r r� mun: 8.24u s uec b 2uiu vnnt: 8.24u s uec m 2u16 MITek industries, Inc. wed Jan 2 16:28:43 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71ZM-V ZYgkNpcFknBxDH6fWASzjFARzewfdClortFJzZM?o 5-10-5 11-5-3-13 17-0-0 22-3-6 27-6-12 32-4-11 37.-0 5-10.5 5.6 5.6.13 5.3.6 S•3$ 4-9.15 5.5 5.00 12 5x6 = 3x4 Scale = 1:67.1 NOP2X STP = 3x4 = 5x8 — 3x4 — 5x6 — 4x4 = NOP2X STP = 6x6 = 3x6 11 3x6 = 99-0�--99 177--7M-7 25-:135� 27 AA 12 a-S41 S1 3�5-a1-a3�,U� Plate Offsets (X,Y)- [3:0-3-0,0-3-0] [12:0-3-0,0-3-0] [14:0-4-0,0-3-0] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.18 15-16 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.38 15-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.09 10 ri/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.17 13-14 >999 240 Weight: 213 lb FT = 20% LUMBER- BRACING- i TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-10-15 oc bracing. 1-16: 2x6 SP No.2 WEBS 1 Row at midpt 2-16 REACTIONS. (lb/size) 16=1280/0-7-10, 10=141710=7-10 Max Horz 16=-270(LC 38) Max Uplift 16=-580(LC 12), 10=690(1_13 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-20=282/196, 2-3=2027/1162, 3-21=-1590/1016, 4-21=-1526/1028, 4-22=1526/1016, 5-22=1586/1001, 5-6=2010/1158, 6-7=-2200/1185, 7-23=-1514/827, 8-23=1565/819, 8-9=257/144, 1-16=246/255 BOT CHORD 15-16=939/1951, 15-24=-778/1806, 24-25=-778/1806, 14-25=778/1806, 13-14=813/1811, 12-13=989/2089, 11-12=-650/1380, 10-11=-1071265, 9-10=107/265 WEBS 3-15=321307, 3-14=595/378, 4-14=-488/906, 5-14=-647/424, 6-13=371/236, 6-12=224/272, 7-12=-498/786, 7-11=-555/346, 2-16=-1886/1039, 8-10=1314/917, 5-13=68/345, 8-11=941/1606 NOTES- 1) Unbalanced roof live loads have been considered for this design. ,,`IIIIIIIIIIIIII ��\p 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=37ft; ea've=5ft; Cat. �V II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-11-10, Interior(1) 3-11-10 to 17-0-0, Exterior(2) ��, Q : 17-0-0 to 20-8-14, Interior(1) 20-8-14 to 37-4-15 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for No 58126 •: reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 -p ; will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 16 lb F 4/1 Z �• ((� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 580 lb uplift at joint and 690 uplift at joint 10. .0 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 178 lb down and 135 lb up at 32-4-11 on top chord, and 13 lb down and 84 lb up at 32-4-11 on bottom chord. The design/selection of such connection device(s) is �i�, S1 `: 0 fi •'•`��,�� s� • • •�` the responsibility of others. �IIIIQ N Al �% 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Philip J. O'Regan PE No.58126 LOAD CASE(S) Standard MITek USA, Inc. FL Cert 6634 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 6904 Parke fast Blvd. Tampa FL 33610 Uniform Loads (pig Date: Vert: 1-4=-54, 4-6=-54, 6-7=-54, 7-9=54, 16-17-20 January 3,2019 Fold, � -- ,AWARNING - Venry design parameters and READ NOTES ON THIS AND INCLUDED NI7EK REFERENCE PAGE M11.7477 rev. 101031201S BEFORE USE Design valid for use only with MrrekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not' 's a truss -system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSh7F11 Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard T16924355 506926 81 Roof Special 1 1 Job Reference (optional) -Pa LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 11 =55(F) rcun: o.z s uec o zulo rnnC o.z4U s uec to zulc mi I eK Inausines, Inc, web Jan 2 1625:43 2019 Page 2 ID:zNgPoPtcZMR2GpwObQfmsEy71ZM-V ZYgkNpcFkn6xDH6fWASzjFARzewfdClortFJzzM?o ,& WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGEMI-7473 rev. 10M1,2018 BEFORE USE r� Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not w-' 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 antl/or chord members only. Additional temporary and pemnaneM bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/1 Quality Criteria, DSB-89 andBCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty, Ply 11 Gopher Ridge Courtyard T15924356 506926 B2 Roof Special 1 1 Job Reference (optional) Tibbetts Lumber Co, Palm Bay, FL Run: 8.240 s Dec 6 2018 Print: 8.240 s Dec 18 2018 MiTek Industdes, Inc. Wed Jan 2 16:28:44 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71ZM-zB7wu4ORNYsem5nTgN1 P_BG04gKgf5QL_SaQnlzzM?n 5-1-5 11-5-3 17.0.0 23-0-9 27-10.8 32-3-13 37.5-0 0 $ 5-16 S-8-13 513 8-0.9 4-9-15 4.5.5 5-1-2 5.00 12 I r 3.4 NOP2XSTP = 3x4 = 6x6 = 5x6 = 5x8 = 5x6, = 3x4 = Scale = 1:67.1 NOP2XSTP = 6x6 = 3x6 = Iq 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 0.60 Vert(LL) -0.23 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.44 13-14 >943 240 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.10 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wtnd(LL) 0.16 13-14 >999 240 Weight: 211 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-15: 2x6 SP No.2 WEBS 1 Row at midpt 2-15 REACTIONS. (lb/size) 15=1284/0-7-10, 10=1467/0-7-10 Max Horz 15=-270(LC 10) Max Uplift 15=-577(LC 12), 10=-658(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2069/1189, 3-20=-1608/1003, 4-20=-1547/1019, 4-21=1547/994, 5-21=1609/982, 5-6=-1983/1130, 6-7=2034/1054, 8-9=-318/83, 1-15=-225/256 BOT CHORD 14-15=923/1996, 14-23=-778/1801, 23-24=-778/1801, 13-24=-778/1801, 12-13=-825/1865, 11-12=791/1831, 10-1.1=-653/1431, 9-10=-54/314 WEBS 3-14=65/317, 3-13=560/389, 4-13=-431/883, 5-13=-611/409, 7-11 =1 59/442, 2-15=1958/1002,7-10=-1881/1180 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=6.Opsf; h=15ft; B=45ft; L=37ft; eave=5ft; Cat. ,0!�� '9�,1��i C-C Exterior( rG •' 17-0-0 to20-8-14,Clntlerrior(1) 2D-8--114 to137-5-0 zlone; cantilever leftand and right exposed-1C-C for members and forces & MWFRS for Lumber DOL=1.60 DOL=1.60 ��,,`r\�\Q E N Q : •�,� SF•••? �i� reactions shown; plate grip �� 3) All plates are MT20 plates unless otherwise indicated. No 58126 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), Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 577 lb uplift at joint 15 and 658 lb uplift at -p ; joint 10. �O: OF •:�4U ��i FS • O R 10 • C?N% Vic%%% Philip J. O'Regan PE No.58128 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE 11111-7477 rev. 10/01,2015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall Indicated is to buckling individual truss and/or chord members only. Additional temporary and permanent bracing MiT®k` building design. Bracing 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 'Gopher Ridge courtyard T15924357 506926 B3 Roof Special Girder 1 1� Job Reference (optional) rooeas Lumber Co, Palm Bay, FL Run: 8.240 s Dec 6 2018 Print: 8.240 s Dec 18 2018 MITek Industries, Inc. Wed Jan 216:28:47 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71ZM-Nmo2W5QJgTFDdYW2LVa6cpuxT2McsWPogPp404zzM?k 5-10.5 11-5-3 17.0-0 22-5-4 27-10-8 32-8-7 37-5.0 5-10-5 5-6-13 5-6-13 5-5-4 5-5-4 4- 7;s 4-8.8 5.00 12 5x6 = Scale = 1:67.8 Iq 0 NOP2X STP = 3x4 = 5x6 = 5x8 = 3x4 — 4x4 =NOP2X STP = 6x6 = 2x4 II 3x6 = 37-1-0 7-2-0 14-1-0 20.11-12 27-10-8 32-8-7 35.1-3 3 7 2-4 - - 6-10-12 -- 6-10-12 - 6-10-12 4-9-15 2�-11 0- 3 2-0-0 Plate Offsets (X,Y)— [3:0-3-0,0-3-0],[13:0-3-12,0-3-0] [14:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.17 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.30 13-14 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(CT) 0.09 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.17 13 >999 240 Weight: 214 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 'Except' 1-16: 2x6 SP No.2 REACTIONS. (lb/size) 16=1280/0-7-10, 10=1409/0-7-10 Max Horz 16=-270(LC 6) Max Uplift 16=581(LC 8), 10=698(1_13 8) Max Grav 16=1291(LC 36), 10=1409(LC 1) BRACING - TOP CHORD Structurl I wood sheathing directly applied or 3-6-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 2-16 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=265/155, 2-3=2087/1031, 3-4=-1771/967, 4-5=-1910/1058, 5-6=1976/994, 6-7=2219/1073, 7-8=1518/772 BOT CHORD 15-16=775/2056, 15-20=-664/1900, 20-21=-664/1900, 14-21=664/1900, 14-22=435/1460, 22-23=-435/1460, 13-23=-435/1460, 12-13=-890/2104, 11-12=611/1331 WEBS 3-14=458/339, 4-14=242/702, 4-13=-361/792, 5-13=-347/309, 6-13=396/241, 7-12=423/894, 7-11=612/285, 2-16=-1940/869, 8-1 0=-1 3061688, 8-11=751/1551 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=6.Opsf; h=15ft; B=45ft; L=37ft; eave=5ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 581 lb uplift at joint 16 and 698 lb uplift at joint 10. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 156 lb down and 88 Ib up at 32-8-7 on top chord, and 26 lb down and 100 lb up at 32-8-7 on bottom chord. The design/selection of such connection�device(s) is the responsibility of others. i 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: 1-4=-54, 4-6=-54, 6-7=-54, 7-9=-54, 16-17=20 Concentrated Loads (lb) Vert: 11=63(B) A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE N01-7473 rev. 1010312015 BEFORE USE Design valid for use only with MiTek0 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 Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TFI1 OuaW Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Inslhute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. IJIIIOII'R,,,�� No 58126 • t�411 11111 4 Philp J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 MOW 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard T15924358 506926 B4 Hip 1 1 Job Reference (optional) Tibbetts Lumber Co, Palm Bay, FL Run: 8.240 s Dec 6 2018 Print: 8.240 s Dec 18 2018 MITek Industries, Inc. Wed Jan 2 16:28:49 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71ZM-KBwpxnRZC5VxssgRSwdahEzCar2jKOX47ilBSzzzM?i 5-7-11 1%.I1.14 16-4-2 17-7-14 25.2-3 32-8-7 34-6.7 5-7-11 5-4.3 5-4-3 1-3.13 7.6.4 7.8.4 1-10-0 4x6 = 44 _ 4 5 3x4 Scale = 1:61.4 12 NOP2X STP = 3x4 = 5x6 = 4x4 = 4x4 —3x6 11 6x6 = 3x4 = IN 34-6-7 8-3-13 17-7-14 W-3 32-8-7 346-1 B-3-13 8-0-5 1-3.13 76-0 764 1-9-to 0-06 Plate Offsets (X,Y)— 112:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.20 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0:35 13-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.09 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.18 11-12 >999 240 Weight: 200 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SP No.2 2-0-0 oclpurlins (4-8-10 max.): 4-5. WEBS 2x4 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied or 5-8-0 oc bracing. 1-15: 2x6 SP No.2 WEBS 1 Row ai midpt 6-12, 2-15 REACTIONS. (lb/size) 15=126410-7-10, 9=1264/0-10-1 Max Horz 15=-240(LC 10) Max Uplift 15=-568(LC 12), 9=567(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-16=253/200, 2-3=2014/1192, 3-17=-1595/1054, 4-17=-1585/1071, 4-5=1423/1045, 5-18=1543/1048, 6-18=-1633/1026, 6-7=-2196/1239, 7-8=-1513/791, 8-9=1274/660 BOT CHORD 14-15=1003/1897, 14-19=-921/1751, 19-20=-921/1751, 13-20=921/1751, 12-13=644/1423, 11-12=-1033/1966, 10-11=-810/1532 WEBS 3-14=17/282, 3-13=562/395, 4-13=-288/460, 5-12=-183/371, 6-12=714/480, 6-11=0/268, 7-11=252/442, 7-10=743/543,2-15=-1889/1048,8-10=-849/1663 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=6.Opsf; h=15ft; B=45ft; L=35ft; eave=4ft; Cat. 2 to R��9 right and3forces 22-6 8 nteriolr(1G2216-8 to 344 1R zone; cantilever eft and ex2posed1 CtC for members & MWPRStforr�eactions Lumber DOL=1.60 DOL=1.60 �`\P........ E IV Q : • V\ SF•°• 2 �i shown; plate grip ��, 3) Provide adequate drainage to prevent water ponding. NO 58126 •. 4) All plates are MT20 plates unless otherwise indicated. live loads. * �r 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 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, with BCDL = 10.Opsf. �. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 568 lb uplift at joint 15 and 567 lb uplift at 9. S OF 0 • �(/`� joint 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord: i E��` 11111 Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 69% Parke East Blvd. Tampa FL 33610 Date: January 3,2019 ,AWARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE IWI.7473 rev. 1010312015 BEFORE USE. ° Design valid for use only with Mi rek® connectors. This design is based only upon,paramelers shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall' building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k° Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the , fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANS11TP/1 quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type city Ply Gopher Ridge Courtyard 506926 85 Roof Special 1 1 T15924359 Job Reference (optional) a,,,, ay", Itun: 8.24U s use 8 2u18 Nnnt: 8.240 s Dec 18 2018 MITek Industries, Inc. Wed Jan 2 16:28:50 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy7lZMoLUB87SCyOdoUOFdOdBpESWP1 FPg3njEMN1 k_PuM7h 7-0-12 14-6-0 14- 14 19-7-14 26-8-3 34-0-0 7.4-12 7-1 4 0-1- 4 50-0 7-0-5 7313 6x6 = 4x6 = Scale = 1:61.6 NOP2X STP = 44 = 5x8 = 5x8 = 4x4 = NOP2X STP = 3x6 11 3x6 11 19-7-14 LOADING (psf) TCLL 20.0 TCDL 7.0 BOLL 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. TC 0.69 BC 0.65 WB 0.78 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (too) Vdefl Ud -0.11 10-11 >999 360 -0.24 10-11 >999 240 0.06 7 n/a n/a 0.15 10-11 >999 240 PLATES GRIP MT20 244/190 Weight: 194 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-10 cc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (4-7-5 max.): 3-4. WEBS 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-10-9 oc bracing. 1-12,6-7: 2x6 SP No.2 WEBS 1 Row at midpt 3-9 REACTIONS. (lb/size) 12=1241/0-7-10, 7=1241/0-7-10 Max Horz 12=211(LC 11) Max Uplift 12=557(1_C 12), 7=557(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-13=2083/1160, 2-13=2013/1174, 2-14=-1707/1066, 3-14=1624/1080, 3-15=1502/1083, 15-16=1503/1082, 16-17=-1504/1082, 17-18=-1504/1082, 4-18=1505/1082, 4-19=162611081, 5-19=1708/1066, 5-20=-2009/1174, 6.20=2080/1161, 1-12=1171/765, 6-7=1171/766 BOT CHORD 11-12=162/370, 10-11=-988/1909, 10-21=-719/1500, 9-21=719/1500, 8-9=990/1859 WEBS 2-10=474/314, 3-10=84/401, 4-9=-112/368, 5-9= 477/315, 1-11=-885/1668, 6-8=886/1667 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=6.Opsf; h=15ft; B=45ft; L=34ft; eaye=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS C-C Exterior(2) 0-2-12 to 3-7-9, Interior(1) 3-7-9to 14-7-14, Exterior(2) 14-7-14 •' �•9 �� (directional) and to 18-0-11, Interior(1) 18-0-11 to 19-7-14, Exterior(2) 19-7-14 to 23-0-11, Interior(1) 23-0-11 to 33-9-4 left �� •r\`:•' G E N Q : •\,\ SF�•.? �� zone; cantilever and right �41 exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 i No 58126 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 -p ; ; CC will fit between the bottom chord and any other members, with BCDL = 10.Opsf. p :• F 41J Z 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 557 lb uplift at joint 12 and 557 lb uplift at 7. ((� R joint 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ,[•� ��` 0 f� •'� �j\ �� n� Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dater January 3,2019 ,&WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED NOTEK REFERENCE PAGE MI-7473 rev. 10/012015 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 pro pedy 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 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the WOW fabrication, storage, delivery, erection and bracing of busses and truss systems, see ANSI/TPI1 quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ply Gopher Ridge Courtyard I T15924360 506926 Be Hip �Uty 1 1 Job Reference (optional) ibbens Lumber Co, raim bay, FL Run: 8.240 s Dec 6 2018 Print: 8.240 s Dec 18 2018 MITek Industries, Inc. Wed Jan 2 16:28:51 2019 Page 1 ID:zNgPoPtcZMR2Gpw06QfmsEy71 ZM-GX2ZMTTglilf5AgpaLf2mf2XRflYoDDNb1 nlXrzzM7g 7-7-12 150-0 19.0.0 25-8.5 32-4.11 34-SO 7-7-12 7-4-4 4-0-0 6.8.5' 6.a-5 2-3-5 4x8 = 4xl 4x6 = Scale = 1:61.1 NOP2X STP = 4x4 = 5x6 = 5x8 = 4x4 = 2x4 11 5x8 = 3x6 11 34-8-0 0 , LOADING (psf) TCLL 20.0 TCDL 7.0 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 0.78 BC 0.81 WB 0.89 Matrix -MS DEFL. in Vert(LL) -0.19 Vert(CT) -0.37 Horz(CT) 0.07 Wind(LL) 0.25 (loc) Vdefl Lid 9-10 >999 360 9-10 >999 240 8 n/a n/a 9-10 >999 240 PLATES GRIP MT20 244/190 Weight: 201 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 6-7: 2x4 SP SS end verticals, and 2-0-0 oc purlins (4-8-2 max.): 3-4. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 5-7-4 oc bracing. 8-11: 2x4 SP SS WEBS 1 Row at midpt 2-12 WEBS 2x4 SP No.2 *Except* 1-14: 2x6 SP No.2, 7-8: 2x8 SP No.2 REACTIONS. (lb/size) 14=1263/0.7-10, 8=1263/0-10-1 Max Horz 14=219(1_13 10) Max Uplift 14=-567(LC 12), 8=567(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-15=2130/1216, 2-15=-2058/1230, 2-16=-1720/1105, 3-16=1633/1126, 34=1511/1134, 4-17=1633/1135, 5-17=-1714/1115, 5-6=-2189/1300, 6-7=-1481/815, 1-14=1191/794, 7-8=743/426 BOT CHORD 13-14=160/388, 12-13=1083/1903, 11-12=-768/1507, 10-11=1097/1986, 9-10=756/1369, 8-9=720/1325 WEBS 2-12=535/359, 3-12=114/382, 4-11=-186/397, 5-11=-634/420, 6-10=-358/633, 6-9=469/388, 1-13=943/1695 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=6.Opsf; h=15ft; B=45ft; L=35ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-8-6, Interior(1) 3-8-6 to 15-0-0, Exterior(2) 15-0-0 to 23-10-13, Interior(1) 23-10-13 to 34-4-6 zone; Cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 567 lb uplift at joint 14 and 5671b uplift at joint 8. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M ITEK REFERENCE PAGE MI.7473 rev. 10/07/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI?P/f Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. %% �p 1J.1 O'R� .- �.`Q�Z��'�G No 58126 � r �O: OF :�44/Z i • ,:off O R , O p. ,••\�,�� ,O N A � E?C� �. 11111 Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 MF MOW 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard T15924361 506926 B7 Hip 1 1 Job Reference (optional) Lurnuer Go, Palm Bay, FL Run: 8.240 s Dec 6 2018 Print: 8.240 s Dec 18 2018 MiTek Industries, Inc. Wed Jan 2 16:28:52 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71 ZM-kjcxZpUSUOtViKPO82AHJtbld36TXiUXphWr3HzzM?f 2-3.13 8.7.14 15-0.0 23-0.0 29.4-2 358-3 38.0.0 2-3-13 83-1 6.4-1 8-0.0 6.4-1 6-4-1 2.3-13 5x8 = 5x6 = Scale: 3/16"=l' 3x8 = 3x6 11 4x4 = 5x6 = 5x8 = 4x4 = NOP2X STP = 3x6 11 3x6 = NOP2X STP = 38.0-0 tg. LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor YES Code FBC2017/rPI2014 CSI. TC 0.62 BC 0.63 WB 0.76 Matrix -MS DEFL. in (loc) Vdefl Lid Vert(LL) -0.14 11-12 >999 360 Vert(CT) -0.29 11-12 >999 240 HOrz(CT) 0.06 9 n/a n/a Wind(LL) 0.13 12 >999 240 PLATES GRIP MT20 244/190 Weight: 201 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc purlins, 4-5: 2x4 SP SS except BOT CHORD 2x4 SP No.2 2-0-0 oc!puriins (4-3-10 max.): 4-5. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0.7 oc bracing. WEBS 1 Row at midpt 4-11 REACTIONS. (lb/size) 14=1406/0.7-10, 9=1406/0-7-10 Max Horz 14=-232(LC 10) Max Uplift 14=-724(LC 12), 9=628(1_C 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-21=1956/1134, 3-21=-1891/1153, 3-22=-1746/1116, 4-22=1678/1134, 4-23=1550/1136, 23-24=1550/1136, 5-24=-1550/1136, 5-25=1677/1133, 6-25=1744/1115, 6-26=1891/1153, 7-26=-1956/1134 BOT CHORD 13-14=193/340, 12-13=-948/1867, 12-27=753/1613, 11-27=753/1613, 10-11=933/1746 WEBS 3-13=155/254, 3-12=293/225, 4-12=-27/384, 5-11=30/374, 6-11=-305/226, 6-10=155/254,2-13=1083/1707,2-14=-1281/1005,7-10=-1082/1708,7-9=1281/1004 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) nd: ASCE 1GCpi=O BExteao J1111111/ 11. '�' 0�� I�Exp C Encl., 18; MWFRS (directional) and C-1C Exterior(2) 0-0-0 of3 9- 01, Inte or(1) 3 9-10 to 15-0-0, (2)ft15-0-0 •' �9 to 20-4-8, Interior(1) 20-4-8 to 23-0-0, Exterior(2) 23-0-0 to 28-4-8, Interior(1) 28-4-8 to 38-0-0 zone; cantilever left and right exposed for forces & MWFRS for Lumber DOL=1.60 DOL=1.60 ��%,•r\\ :•' G E N j Q : •\ SF••.� %/ �0 ;C-C members and reactions shown; plate grip �� 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for 10.0 bottom chord live load with any other live loads. No 59126 a psf nonconcurrent 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, with BCDL = 10.0psf. -D ; 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 724 lb uplift at joint 14 and 628 lb uplift at joint 9. �j : F 411 •• 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. i�,T • . Q P : ��,�� 0 111 Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Gert 6634 69M Parke East Blvd. Tampa FL 33610 Date: January 3,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE IMI.7473 rev. 1010312015 BEFORE USE ' Design valid for use only with MTekO 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 Well( always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP1I Quality Made, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge courtyard T15924362 506926 B8 Hip 1 1 Job Reference (optional) Lumber Go, raim Bay, FL Run: 8.240 s Dec 6 2018 Print: 8.240 s Dec 18 2018 MiTek Industries, Inc. Wed Jan 2 16:28:54 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71 ZM-g6ji_WiOd7DydYOFTCIOlg6VspH?fEgH??y8AzzM?d 2.3-13 7-7-14 13-0.0 19.0-0 25-0.0 30-4-2 31-2- 35.8-3 38-0-0 2-3-13 5-0-1 6-0.0 6.0.0 5.4.1 0-10- 4-6.1 2-3-13 Scale: 3/16"=l' 5x8 = 2x4 II 5x8 I$. 3x8 = 3x6 11 4x4 = 5x6 = 3x8 = 5xe = 4x4 = NOM STP = 3x6 11 3x8 = NOP2X STP = 2-0-0 2- -13 7-7-14 13-0-0 19-0-0 25A-0 30-0-2 35-e-3 36 A 38-0-0 2-0-0 0.0. - 3 54-1 5415a-1 Plate Offsets (X,Y)— [1:0-0-14,0-0-2],[4:0-5-12,0-2-8],[6:0-5-12,0-2-8],[12:0-3-0,0-3-0],[14:0-3-0,0-3-0] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.12 13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.22 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.06 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.16 13 >999 240 Weight: 206 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 16=1406/0-7-10, 10=1406/0-7-10 Max Horz 16=-201(LC 10) Max Uplift 16=-724(LC 12), 10=628(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-23=1898/1118, 3-23=-1842/1134, 3-4=-1826/1177, 4-24=1894/1299, 24-25=1894/1299, 5-25=1894/1299, 5-26=-1894/1299, 26-27=-1894/1299, 6-27=1894/1299, 6-7=1826/1177, 7-28=1842/1134, 8-28=-1898/1118 BOT CHORD 15-16=176/269, 14-15=-943/1721, 13-14=-821/1630, 12-13=807/1630, 11-12=-928/1700 WEBS 3-15=-228/285, 4-14=13/257, 4-13=-264/463, 5-13=-369/383, 6-13=264/463, 6-12=13/257, 7-11=228/285, 2-1 5=-1 110/1728, 2-16=-1287/980, 8-11=-1110/1728, 8-10=1287/980 Structural wood sheathing directly applied or 4-0-10 oc pudins, except 2-0-0 oc'purlins (3-10-10 max.): 4-6. Rigid ceding 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) Vesd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-9-10, Interior(1) 3-9-10 to 13-0-0, Exteri6r(2) 13-0-0 to 18-4-8, Interior(1) 18-4-8 to 25-0-0, Exterior(2) 25-0-0 to 30-4-2, Interior(1) 30-4-2 to 38-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 724 lb uplift at joint 16 and 628 lb uplift at joint 10. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord A& WARNING - Ve ft design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE 11,111-7473 rev. 101031201E 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 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-e9 and BCS/ Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 11111111//�� J. O'qF No 58126 a � � S OE : �� 0 w: s,ON A� 0%��, nl Philip J. O'Regan PE No.58126 M[Tek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 M1 MOW 6904 Parke East Blvd. Tampa,FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard T15924363 506926 Be Hip 1 1 Job Reference (optional) iooens Lumber Coo, Palm Bay. FL Run: 8.240 s Dec 62018 Print: 8.240 s Dec 18 2018 MITek Industries, Inc. Wed Jan 2 16:28:55 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71ZM-81H4BgWKnxF4an7bpBk xVDH3G5Yk49zVfKtgczzM?c 2-3-13 5-98-1.14 11-0.0 19.0.0 27.00-0 32-2-2 35.8.3 38-0-0 ' 2-3-13 3.' 5-2-2 8-0-0 6--0 S-2-2 3-8-1 2-3-13 5x8 = 2x4 11 5x8 = 3x6 = 6x6 Sx6 = 3x8 = 5x6 = NOP2X STP = Scale: 3/16'=1' NOP2X STP = 6x6 = 3x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.26 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TIC 0.55 BC 0.74 WB 0.64 Matrix -MS DEFL, in (loc) I/deft L/d Vert(LL) -0.13 12 >999 360 Vert(CT) -0.26 11-12 >999 240 Horz(CT) 0.09 10 n/a n/a Wind(LL) 0.17 12 >999 240 PLATES GRIP MT20 244/190 Weight: 193 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-114 oc purlins, except 4-6: 2x4 SP SS 2-0-0 oclpurlins (3-11-3 max.): 4-6. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 14=1406/0-7-10, 10=1406/0-7-10 ! Max Horz 14=170(LC 11) Max Uplift 14=-724(LC 12), 10=628(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=321/45, 3-4=1915/1177, 4-22=-2279/1494, 22-23=-2279/1494, 5-23=2279/1494, 5-24=2279/1494, 24-25=-2279/1494, 6-25=-2279/1494, 6-7=1915/1178, 8-9=321/45 BOT CHORD 1-14=17/310, 13-14=886/1514, 12-13=-872/1719, 11-12=-858/1719, 10-11=872/1488, 9-10=17/310 WEBS 3-13=-76/362, 4-12=447/739, 5-12=-499/506, 6-12=-447/739, 7-11=76/362, 3-14=1842/1401, 2-14=-158/290, 7-10=-1842/1401, 8-10=-158/290 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=6.Opsf; h=15ft; B=45ft; L=38ft; eave=5ft; Cat. `,�1111111/1� %%`, 0, and C-C to 16-4-8, ntelrion((1C)16-4-8 to 27 0-0 (directional) dExte to (2))27 0 0 t 32-3-1 rinterior(1) 32-3-1 Otol38-0-0 zone; cantilever left and eright2 exposed %,•r��\p ......... E /� 9��q'��j ;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. No 58126 4) All plates are MT20 plates unless otherwise indicated. has been designed for 10.0 bottom live load live loads. 5) This truss a psf chord nonconcurrent with any other 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. '0 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 724 lb uplift atjoint 14 and 628 lb uplift at :� F (V - 0 joint 10. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord: 00 0 Philip J. URegan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE MI-7473 rev, 101=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. Beforeuse, the building designer must verify the applicability of design parametersand 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 is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the MiTek` fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TF1l Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard T15924364 506926 810 Hip Girder 1 1 Job Reference (optional) Lumber Co, Palm Bay, FL Run: 8.240 s Dec 6 2018 Print: 8.240 s Dec 18 2018 MiTek Industries, Inc. Wed Jan 2 16:29:00 2019 Page 1 I D:zNgPoPtcZM R2GpwOb QfmsEy71 ZM-VG4zEYaTcTtNhYOYbkJAeZw5VHgyP Mv'IfxSGLgzzM?X 9-0-0 15-8-9 22-3-7 29-0-0 38-0-0 9.0.0 6-8.9 6-6-13 6.8.9 9.0-0 6x6 = 5.00 12 2x4 11 7x8 = 5x8 = 3x6 II cu tr za zo zi zo zu au J1 3x6 = 4x6 = 5x8 = 2x4 11 7x8 NOP2X STP = NOP2X STP = Scale: 3/16"=l' 3x6 11 3x6 = 2-0-0 2-3-13 9-0-022-0-7 29-0-0 358.' 38,Or0 36-0-0 2-0-0 0.3-13 6-8-3 6-8-9 6-6-13 6-8-9 Plate Offsets (X,Y)— [1:0-0-14,0-0-2] [3:0-3-0,0-2-9], [5:0-4-0,0-4-8], [10`.0-2-12,Edge] [12:0-4-0 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES. GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.20 11-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.43 11-12 >933 240 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(CT) 0.09 9 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Wind(LL) 0.25 11-12 1 >999 240 Weight: 206 lb FT = 20% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* 3-5,5-6: 2x6 SP No.2 BOT CHORD 2x4 SP SS *Except' 8-10: 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 14=1816/0.7-10, 9=1814/0-7-10 Max Horz 14=-139(LC 6) Max Uplift 14=-813(LC 8), 9=716(LC 8) Max Grav 14=1822(LC 29). 9=1819(LC 30) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins, except 2-0-0 oclpurlins (3-6-13 Max.): 3-6. BOT CHORD Rigid ceiling directly applied or 6-4-6 oc bracing. WEBS 1 Row at midpt 5-10 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2855/1016, 3-21=3734/1303, 4-21=-3736/1302, 4-5=-3734/1301, 5-22=2603/1017, 6-22=2602/1018, 6-7=2862/1040 BOT CHORD 13-14=-133/311, 13-23=-799/2642, 23-24=-799/2642, 24-25=799/2642, 12-25=799/2642, 12-26=1111/3745, 26-27=-1111/3745, 27-28=-1111/3745, 11-28=1111/3745, 11-29=1111/3745, 29-30=-1111/3745, 30-31=-1111/3745, 10-31=1111/3745 WEBS 2-13=810/2439, 3-13=1291405, 3-12=-349/1477, 4-12=-424/322, 5-11=0/503, 5-1 0=1 455/335, 6-10=77/808, 7-10=-749/2453, 2-14=-17641857, 7-9=1755/807 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=6.Opsf; h=15ft; B=45ft; L=38ft; eaye=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; 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 813 lb uplift at joint 14 and 716 lb uplift at joint 9. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord., 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 72 lb down and 146 Ib up at 9-0-0, and 72 lb down and 146 lb up at 29-0-0 on top chord, and 331 lb down and 144 lb up at 9-0-0, 69 lb down at 11-0-12. 69 lb down at 13-0-12, 69 lb down at 15-0-12, 69 lb down at 17-0-12, 69 lb down at 19-0-0, 69 lb down at 20-11-4, 69 lb down at 22-11-4, 69 lb down at 24-11-4, and 69 lb down at 26-11-4, and 331 lb down and 144 lb up at 28-11-4 on bottom chordi The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERENCE PAGE mi-7477 rev. 101=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 parametersand property Incorporate this design into the overall, building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TP/1 QuaW Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. �II111111/1I 0 �Q J. O'fj i.0 No 58126 • '0 : : it OF OR 10 S/O N A1. E��`>`� 1811111111s Philip J. O'Regarf PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 MiTek° 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard i T15924364 506926 B10 Hip Girder 1 1' Job Reference (optional) ID:zNgPoPtcZMR2GpwObQfr isEy71ZM-VG4zEYaTcTtNhYOYbkJAeZw5VHgyPMvifxSGLgzzM7X LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 3-6=54, 6-8=-54, 15-18=-20 Concentrated Loads (lb) Vert: 3=-44(F) 6=-44(F) 13=-172(F) 10=172(F) 23=-43(F) 24=-43(F) 25=-43(F) 26=43(F) 27=-43(F) 28=43(F) 29=43(F) 30= 43(F) 31=43(F) A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED M TEK REFERENCE PAGEMI-7473 rev. 101=016 BEFORE�USE Design valid for use only with MTekG connectors. This design Is based only upon parameters shown, and Is for an individual building component, not e 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, see ANS11rP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ply Gopher Ridge Courtyard �Cil T15924365 506926 ]CtY Corner Jack 12 1 ' Job Reference (optional) ar Co. Palm Bay. FL Run: 8.240 s Dec 6 2018 Print: 8.240 s Dec 18 2018 MiTek Industries, Inc. Wed Jan 2 16:29:02 2019 Page 1 ID:zNgPoPtcZMR2GpwOb,QfmsEy7lZM-ReCjfEbj8485wsAxj9Mej2Y15axtOo?6FxNQi7zM?V 3-0-0 3-0-0 Scale = 1:10.7 5 NOP2X STP = 2-7-10 3x6 II g�0 2-7-10 D-0� Plate Offsets (X,Y)— [1:0-1-14,0-0-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) i I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.00 5 1 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.03 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 11 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 REACTIONS. (lb/size) 3=-139/Mechanical, 4=-159/Mechanical, 5=515/0-7-10 Max Horz 5=66(LC 12) Max Uplift 3=-139(LC1), 4=-159(LC 1), 5=420(LC 12) Max Grav 3=103(LC 12), 4=130(LC 12), 5=515(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=267/562 BRACING - TOP CHORD Structuralwood sheathing directly applied or 3-0-0 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=6.Opsf; h=151t; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 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 139 lb uplift at joint 3, 159 lb uplift at joint 4 and 420 lb uplift at joint 5. ,&WARNING • Verify design parameter; and READ NOTES ON THIS AND INCLUDED MIIEK REFERENCE PAGE M11.7473 rev. 1010=015 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 tmss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ! ��unurrr, J. O'qF �. tC• •, �i No 58126 10 oo Al Philip J. O'Regan PE No.56126 MIT& USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 MiTek' 6904 Parke East Blvd. Tampa,FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard 508926 CJ1P Corner Jack 4 1 T15924366 i Job Reference (optional) palm Say, rL stun: 8.240 s Dec 6 2018 Print: 8.240 s Dec 18 2018 Mrrek Industries, Inc. Wed Jan 2 16:29:02 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71ZM-ReCjfEbj8485wsAxj9Mej ?YO5aLtOu?6FxNQizzM?V 3-0-0 3-0-0 Scale = 1:10.7 2-6-0 2-6.0 0�-0 LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WE 0.06 Horz(CT) 0.03 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) -0.00 4-5 >999 240 Weight: 11 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 REACTIONS. (lb/size) 3=-114/Mechanical, 4=133/Mechanical, 5=464/0-6-0 Max Horz 5=66(LC 12) Max Uplift 3=-114(LC 1), 4=-133(LC 1), 5=389(LC 12) Max Gram 3=81(LC 12), 4=97(LC 12), 5=464(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=243/508 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 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=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extericr(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 lb uplift at joint 3, 133 Ibluplift at joint 4 and 389 lb uplift at joint 5. AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MiTEK REFERENCE PAGE M I-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MrrekO 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 is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. �IIIIIIIIIII� NV \G ENS' ��Z 0i N0 58126 nl Phillp J. O'ReganPE No.58126 III USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 MiTeW 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard T15924367 506926 CJ3 Comer Jack 12 1 Job Reference (optional) iooers Lumeef Co, Palm tray, FL Run: 8.240 s Dec 6 2018 Print: 8.240 s Dec 18 2018 MiTek Industdes, Inc. Wed Jan 2 16:29:03 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71 ZM-vrrn5tacLvOGyYOk7HsttFBYlyVyocrZBLvhwy9zzM?U 5-0-0 5-0-0 Scale = 1:16.4 NOP2X STP = 2x4 11 i 2-0-0 2-3-13, 4-M 5-0-0 2-0-0 3-13 1.8-3 Plate Offsets X,Y — 1:0-1-14,0-0-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) ; Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MP Wind(LL) -0.01 5 >999 240 Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 3=51/Mechanical, 4=30/Mechanical, 6=344/0-7-10 Max Horz 6=11O(LC 12) Max Uplift 3=-52(LC 12), 4=-30(LC 1), 6=239(LC 12) Max Grav 3=57(LC 17), 4=37(LC 12), 6=344(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=415/179 BOT CHORD 1-6=135/414 WEBS 2-6=312/578, 2-5=269/157 NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 070-0 to 3-0-0, Interior(1) 3-0-0 to 4-114 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.6011 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This has been designed for live load 20.Opsf the bottom in 3-6-0 tall by 2-0-0 ♦♦��{ truss a of on chord all areas where a rectangle wide ♦�♦ \\; ...... I will fit between the bottom chord and any other members. 5) Refer for truss to truss ,♦♦QXN •* G E IV S '. V F �'.� to girder(s) connections. ♦ i 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 3, 30 lb uplift at joint 4 v NO 58126 and 239 lb uplift at joint 6. 'O Fdo %%%♦♦ Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 A WARNING - Ve ft design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE M11-7473 rev. 10/03/Y015 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 �� at russsystem. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall; building design. Bracing indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeiC' 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, see ANS11TPlt Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610 Job Truss Truss Type city Ply Gopher Ridge Courtyard I T15924369 506926 CJ5 Corner Jack 12 1' Job Reference (optional) wucu• wumo� raw oey , r� Run: mzqu s uec o zuiu Ynm: o.L4u s uec lu Zulu mi I eK mausmes, Inc. vvea Jan Z lu:Z9:u4 Zul9 rage 1 ID:zNgPoPtcZMR2GpwObQfmsEy7lZM-N1 KU4vd_fiOo9AJJgaO6oP5tjuJdLlslaZ000bzzM?T 7-0-0 7-0-0 Scale=1:20.8 6 4 NOP2X STP = 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.03 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.03 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.02 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 26 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Struc BOT CHORD 2x4 SP No.2 BOT CHORD Rigid WEBS 2x4 SP No.2 REACTIONS. (lb/size) 3=1 01 /Mechanical, 4=27/Mechanical, 6=385/0-7-10 Max Horz 6=155(LC 12) Max Uplift 3=-101(LC 12), 6=235(LC 12) Max Grav 3=109(LC 17), 4=64(LC 3), 6=385(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=340/135 BOT CHORD 1-6=102/318 WEBS 2-6=354/559 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; 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 6-11-4 zone; and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1. 2) All plates are MT20 plates unless otherwise indicated. 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 I 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 101 lb uplift at joint 3 and joint 6. 41 wood sheathing directly applied or 6-0-0 oc purlins. iling directly applied or 6-0.0 oc bracing. Cat. left 2-0-0 wide lb uplift at �IIIIIIIIII� �� 1`�\: ' •(•� ESN g :''q �� `%�� 0 No 58126 411 • Philip J. O'Regan PE No.58126 MITek USA, Inc. FLBert 6634 69M Parke East Blvd. Tampa FL 33610 Date: January 3,2019 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473rev. 10103/201S BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall! building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rPi1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard T15924369 606926 D1 Roof Special 1 1 Job Reference (optional) ioo-5 Lumoer co, ralm Day, VL Itun: 6.240 a Uec 6 zuia Print 6.240 s Uec 16 2015 MITeK Industnes, Inc. wed Jan 2 16:29:06 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71 ZM-sDuslFecQ?WfnJuWOHvLLcdzllNff4fCRpDA101 zzM?S 7-4-12 14.6-0 16-7-14 21-7-14 26-10-6 2&11-2 7-4-12 7-1-4 2-1-14 5 0-0 5-2-8 2-0-12 Scale = 1:53.0 5x6 = 3x4 6x6 = 3x4 = 4x4 = 4:A 5x8 = 3x4 = 3x8 = 2x4 11 8 5-11 16-7-14 21-7-14 26-10.6 28 11-2 r A-5-11 A-2 3 5-0-0 2-0-12 Plate Offsets (X,Y)— 15:0-540-2-0] [7:0-3-4,0-3-0] [11:0-4-0,0-3-0] 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 0.66 Vert(LL) -0.19 11-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.33 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(CT) 0.07 15 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Wind(LL) 0.11 11-12 >999 240 Weight: 190 lb FT = 20% LUMBER- BRACING- I TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-5 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals, and 2-0-0 oc purlins (4-10-1 max.): 4-5, 6-7. WEBS 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-11-10 oc bracing. 1-13: 2x6 SP No.2 WEBS 1 Row at midpt 2-13 OTHERS 2x8 SP No.2 I REACTIONS. (lb/size) 13=1051/Mechanical, 15=1017/0-6-12 Max Horz 13=157(LC 11) Max Uplift 13=-459(LC 12), 15=470(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-16=298/253, 2-16=241/267, 2-17=-1663/1036, 3-17=-1592/1046, 34=1349/936, 4-18=1221/824, 18-19=-1221/824, 5-19=-12211824, 5-20=-1025/669, 6-20=1077/660, 8-14=659/1065, 7-14=659/1065, 1-13=-266/299 BOT CHORD 12-13=947/1598, 12-21=-643/1113, 21-22=-643/1113, 11-22=643/1113, 10-11=537/941, 9-10=281/474, 8-9=277/474 WEBS 2-12=268/363, 3-12=317/628, 3-11=-284/561, 4-11=-659/522, 5-11=261/555, 5-10=273/247, 6-1O=338/582, 6-8=-1058/618, 2-13=-1477/753, 7-15=1044/615 /1111111/II/ NOTES- 1) Unbalanced live loads have been for this design. roof considered 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=29ft; eave=4ft; Cat. �� ` :•' G E N �q Q '�� `SF•'.? �i II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 14-6-0, Exterior(2) 14-6-0 �� to 16-7-14, Interior(1) 16-7-14 to 21-7-14, Exterior(2) 21-7-14 to 24-7-14, Interior(1) 24-7-14 to 28-2-2 zone; cantilever left and right No 58126 •: exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 * . 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.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. 1 to formula. Building designer 1 7) Bearing atjoint(s) 15 considers parallel to grain value using ANSUTPI angle grain should!verify� capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 459 lb uplift at joint 13 and 470 to uplift at ��`S1'•..•••••,.• `� joint 15. ,,,��/ N P►' 1�`,,, 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord: Phillp J. O'Regan PE No.58126 MlTek USA, Inc. FL Bert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 59TEK REFERENCE PAGE M I-7473 rev. 10/02,2015 BEFORE USE. OF 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 overalls 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, see ANS1/TP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ply ' Gopher Ridge Courtyard T75924370 506926 D2 Roof Special �Qty 1 1 Job Reference (optional) ibbetts Lumber Co, Palm Bay, FL Run: 8.240 s Dec 6 2018 Pdnt: 8.240 s Dec 18 2018 MiTek Industries, Inc. Wed Jan 2 16:29:07 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71 ZM-ocOcixfsydmNOd2uWixpQljKU6F?YXkkGXf85wzzM?Q 24.11.6 24-10-6 i 6-5-12 12-8-0 14-&0 18-7-14 23-7-14 24-9-0 i 26.4-0 28-11-2 6-5.12 8-2-4 1-10.0 4-1.14 5.0.0 1-1-8 1-4-10 2-7-2 Scale = 1:53.7 0-1-0 5x6 = 0-1-0 9vA II 46 3x4 = 3x8 = 18 17 16 3x6 II 48 = 2x4 II 11 10 2x4 II 4x4 = 20 4 19 4 I a 14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.09 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.21 14-15 >999 240 BCLL 0.0 Rep Stress Incr YES WE 0.60 Horz(CT) 0.08 20 file n/a BCDL 10.0 Code FBC2017lfP12014 Matrix -MS Wind(LL) 0.13 14-15 >999 240 Weight: 209 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals, and 2-0-0 oc purlins (5-2-5 max.): 5-6, 7-9. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-11-2 oc bracing. OTHERS 2x8 SP No.2 REACTIONS. (lb/size) 18=1054/Mechanical, 20=1020/0-6-12 Max Horz 18=201(LC 12) Max Uplift 18=-453(LC 12), 20=-478(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-21=1713/901, 2-21 =1 651/913, 2-22=-1659/975, 3-22=-1547/993, 3-4=-1622/1091, 4-23=1815/1178, 5-23=-1859/1169, 5-24=-1073/674, 6-24=1073/674, 6-7=1142/690, 7-8=579/346, 8-9=571/341, 1-18=-991/624 BOT CHORD 17-18=330/266, 3-15=248/288, 14-15=-769/1268, 13-14=-990/1662, 12-13=560/929 WEBS 2-17=314/340, 15-17=936/1476, 4-15=-425/681, 4-14=-425/696, 5-14=438/417, 5-13=777/454, 6-13=43/251, 7-13=-246/397, 7-12=-873/535, 9-12=659/1101, 1-17=643/1372, 9-20=1034/616 NOTES- ,,�11111181,1 1) Unbalanced roof live loads have been considered for this design. Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=29ft; Cat. ,�� J Q, 1IJ* \Q A� �j 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) eave=4ft; % Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 14-6-0, Exterior(2) 14-6-0 an 24-10-6, Interior(1) 24-10-6 to 28-2-2 left d `%� .r�\ :r' G E J� Q '•�,\ to 17-6-0, Interior(1) 17-6-0 to 23-7-14, Exterior(2) 23-7-14 to zone; cantilever right �� exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 No 58126 o •: 3) Provide adequate drainage to prevent water ponding. live loads. * .• * " 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 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. formula. Building designer �O F 441/� 7) Bearing atjoint(s) 20 considers parallel to grain value using ANSI/TPI 1 angle to grain shouldl verify �j T• Q;•• capacity of bearing surface. 18 478 lb �� ••' R •' �� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 453 lb uplift at joint and uplift atjoint •. 20. �ss'O N AL 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord; It% Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 69M Parke East Blvd. Tampa FL 33610 Date: January 3,2019 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE Ml1.7473 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 overalll Indicated is to buckling Individual truss web and/or chord members only. Add ltional temporary and permanent bracing MiTek` building design. Bracing prevent of Isalways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTPN Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gopher Gopher Ridge Courtyard T15924371 606926 D3 Roof Special 1 1 Job (optional) iuuaaa a.umaer C., raim Bay, FL Run: 8.240 s Dec 6 2018 Print: 8.240 s Dec 18 2018 MiTek Industries, Inc. Wed Jan 2 16:29:08 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy,71ZM-GoZ wHgUjwuEend43PT2yFFWrWYYHwQtVBOhdMzzM?P 6 5 12 12-8-0 V3 _Q 20-8-6 264-0 28-11-2 ' 6-5-12 ' 6-2-4 -10 7-2-6 ?1 7-10 2-7-2 2x4 11 3x4 = 3x4 = 5x6 = 5.00 112 Scale = 1:53.9 4x12 = = 15 23 14 13 3x10 9 8 3x6 II 4x8 = 2x4 II 2x4 II 4x4 = 26-4-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor YES Code FBC2017/TPI2014 CSI. TC 0.48 BC 0.68 WB 0.83 Matrix -MS DEFL. in (loc) I/deft Ud Vert(LL) -0.16 11-12 >999 360 Vert(CT) -0.36 11-12 >948 240 Horz(CT) 0.07 17 n/a n/a Wind(LL) 0.13 11-12 >999 240 PLATES GRIP MT20 244/190 Weight: 216 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins, 4-5: 2x4 SP SS except end verticals, and 2-0-0 oc purlins (4-0-6 max.): 1-4, 5-7. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 1-15, 1-14 OTHERS 2x8 SP No.2 REACTIONS. (lb/size) 15=1054/Mechanical, 17=102010-6-12 Max Horz 15=-161(LC 12) Max Uplift 15=-506(LC 12), 17=-425(LC 12) Max Grav 15=1092(LC 18), 17=1020(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-15=1000/699, 1-18=-737/461, 2-18=-737/461, 2-19=-1209/738, 19-20=-1209/738, 3-20=1209/738, 3-21=1215/736, 4-21=-1215/736, 4-22=-2050/1151, 5-22=2121/1140, 5-6=1842/931, 6-7=667/359 BOT CHORD 12-24=579/1202, 24-25=-579/1202, 11-25=-579/1202, 10-11=376/694, 6-10=981/604 WEBS 1-14=700/1122, 2-14=837/665, 12-14=-256/763, 2-12=-390/674, 4-12=-106/252, 5-11 =1 127/770, 6-11=646/1369, 7-10=-652/1200, 4-11=-509/910, 7-17=10371544 ,��111111/II/ NOTES- 1) ASCE 1GCpi I0 �� 11 J O R��,,'♦♦ nd: 13-6-0, • I�Exp C; Encl., 18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, ntterior(1)13-1-12 to Exterior(2) 13-6-0 %�, '�` G E N3'• 'y ♦i �'� to 16-6-0, Interior(1) 16-6-0 to 28-2-2 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions �'1 Q : F�'.?oo shown; Lumber DOL=1.60 plate grip DOL=1.60 No 56126. • 2) Provide adequate drainage to prevent water ponding. S 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 = 10.0psf. ; 5) Refer to girder(s) for truss to truss connections. :� OF .7141J 6) Bearing atjoint(s) 17 Considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer shouldlverify 00. Capacity of bearing surface. ♦♦ T,c� Q' .' w� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 506 lb uplift atjoint 15 and 425 lb uplift atjoint ♦♦��•s '•. fi �G•'•`G\ `�� 17. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord; Philip J. O'Regan PE No.58126 MiTek USA, Inc. R. Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 ®WARNING-Veriffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 101031201E 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. Befo re use, the building designer must verify the applicability of design parameters andproperly incorporate this design Into the overall, building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS/1TP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard T15924372 506926 04 Roof Special Girder 1 1 Job Reference (optional) lbbetts Lumber Co, Palm Bay, FL Run: 8.240 s Dec 6 2018 Print: 8.240 s Dec 18 2018 MiTek Industries, Inc. Wed Jan 2 16:29:09 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71 ZM-k-7N7dh6UE05GxCHd7—HVSobtvuZONiljr8F9ozzM?O 6-512 12-M 19-1-3 2248-6 26-0 0 28-11-2 6-5-12 6-2-4 2-10-0 3-7-3 3-7-3 - 3-7-10 2-7-2 Scale = 1:51.1 44 = 3x4 = 2x4 11 4x8 = 19 d, A 0 N19 24 3x4 = 3x4 = 17 16 15 10 9 3x6 II 4x8 = 2x4 II 2x4 II 4x4 = 6-512 12-M 11112 19-1-3 22-8-6 26-4-0 28-11-2 6 512 6-2� 2-10-0 3.7-3 3-7 3 3 7-10 2-7-2 Plate Offsets (X,1)—[4:0-5-4,0-2-01,18:0-3-12,0-3-0] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in ([cc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.11 12-13 j >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.26 12-13 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(CT) 0.08 19 n/a n/a BCDL 10.0 Code FBC2017ffP12014 Matrix -MS Wind(LL) 0.14 12-13 >999 240 Weight: 209 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-4 cc purlins, except BOT CHORD 2x4 SP No.2 end verticals, and 2-0-0 cc puffins (4-7-10 max.): 1-4, 6-8. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. OTHERS 2x8 SP No.2 REACTIONS. (lb/size) 17=1074/Mechanical, 19=1232/0-6-12 Max Horz 17=-161(LC 8) Max Uplift 17=-515(LC 8), 19=549(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-17=1020/543, 1-2=850/411, 2-20=-1395/680, 3-20=-1395/680, 3-21=1396/678, 21-22=13961678, 4-22=-1396/678, 4-5=-1583f710, 5-6=-2423/1060, 6-23=1063/489, 7-23=1063/489, 7-8=1035/471 BOT CHORD 13-14=529/1434, 12-13=-758/1772, 11-12=-923/2191, 7-11=476/306 WEBS 1-16=585/1210, 2-16=862/555, 14-16=-261/778, 2-14=-352/719, 4-13=176/527, 5-13=514/342, 5-12=265/642, 6-12=-349/280, 6-11 =-1 3521521, 8-11=711/1552, 8-19=1276/568 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=29ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS left Lumber DOL=1.60 DOL=1.60 %%J111111111j `%%% J 0, 1I�� (directional); cantilever and right exposed ; plate grip 2) Provide adequate drainage to water �% • G,9 ,�ji �\� •� E /� prevent ponding. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. Ci • �Q tS' 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 No 58126 0 •: will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) for truss to truss = * . Refer to girder(s) connections. 6) Bearing at joint(s) 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. VO 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 515 lb uplift at joint 17 and 549 lb uplift at S (V joint 19. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 0 is T,e• , �s�`,` 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 54 lb down and 106 lb up at •••`GN • • • • 24-7-4, and 197 lb down and 89 lb up at 26-6-14 on top chord. The design/selection of such connection device(s) is thel..... �` �� 11�0 N A1j11�1,% responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Philip J. URegan PE No.58126 LOAD CASE(S) Standard MITek USA, Inc. FL Cert 6634 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 69M Parke East Blvd. Tampa FL 33610 Uniform Loads (plf) Date: Vert: 1-4=-54, 4-6=-54, 6-8=-54, 15-17=-20, 11-14=-20, 9-10=-20 January 3,2019 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IWI.7473 rev. 10/02/2015 BEFORE USE. Design valid for use only with MITek0 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 parametersand 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 temporaryend permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard T75924372 506926 04 Roof Special Girder 1 1 � Job Reference (optional) muuus Lumoar co, raim nay. M LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 7=-194(B) 23=-39(B) Run: 8.240 s Dec 5 2018 Print: 8.240 s Dec 18 2018 MITek Industries, Inc. Wed Jan 2 16:29:09 2019 Page 2 ID:zNgPoPtcZMR2GpwObQfmsEy71 ZM-k_7N7dh6UE05GxCHd7_HVSobtvuZONiljr8F9ozzM70 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGENI-7473 rev. 101=015 BEFORE USE Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must 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, see ANSI1TPN Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard T15924373 506926 05 Roof Special 1 1 Job Reference (optional) ibbens Lumber uo, vaim nay, FL Run: 8.240 a Dec 6 2018 Print: 8.240 s Dec 18 2018 MITek Industries, Inc. Wed Jan 2 16:29:10 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71 ZM-CBhlLzilFY8yt5nTBgV W2gLrIJCIIoDAyUtoiFzzM7N 6-5 12 12-8-0 15 8-0 6.7- 215-8 26-4-0 28$ 3 31-0-0 6-5-12 6-2.4 3-0-0 - -11- 4-10-8 4-10-8 21 2-3-13 Scale = 1:54.1 5.00 12 4x6 = 4x4 = 3x4 = 2x4 II 5x8 = ]-I9 3x6 II 48 = 2x4 II I 4x4=NOP2XSTP = 3x4 = 2x4 6-5 12 12-8-0 15 8-0 16 7 q 21-5 6 261-0 28 83 29 O 031-0-0 6-5 12 6-2-4 3-0-0 11 4-10 8 410-8 2� 3 0- 3 2� 0 Plate Offsets (X,Y)— [4:0.5-4,0-3-0], [8:0-4-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.16 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.30 15-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Wind(LL) 0.20 15-16 >999 240 Weight: 200 lb FT = 20% LUMBER- TOP CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals, and 2-0-0 oc purlins (4-0-13 max.): 1-4. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 19=1049/Meclianiral, 10=1234/0.7-10 Max Horz 19=-302(LC 12) Max Uplift 19=-501(LC 12), 10=524(1-13 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=994/680, 1-23=944/572, 23-24=-944/572, 2-24=-944/572, 2-3=1589/927, 3-25=16021930. 4-25=1602/930, 4-5=-1502/897, 5-26=-15861922, 6-26=1677/912, 6-7=2082/1039, 7-27=2075/893, 8-27=-2115/886, 8-9=-267/153 BOT CHORD 18-1 9=1 42/332, 3-16=332/293, 15-16=-548/1492, 14-15=-555/1506, 13-14=793/1877, 12-13=866/2204, 10-11 =-281/381, 9-1 0=-1 14/272 WEBS 1-18=760/1256, 2-18=856/643, 16-18=-248/912, 2-16=-433/794, 4-16=-128/318, 4-15=444/264, 5-14=311/717, 6-14=-491/279, 7-13=-402/215, 8-1 0=1 1841748, 8-11=-469/520, 8-12=666/1715 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=6.Opsf; h=15ft; B=45ft; L=31ft; save=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-2-15, Interior(1) 3-2-15 to 16-7-0, Exterior(2) 16-7-0 to 19-8-3, Interior(1) 19-8-3 to 31-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for'reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to.girder(s) for truss to truss Connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 501 lb uplift at joint 19 and 524 lb uplift at joint 10. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ® WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE It9/-7473 n:v. 1010&2015 BEFOREI USE Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/7 Quality Criteda, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. 'till 111111/oo, `00 % V F �.0 No 58126.11 • �%�`,, ��/1111111 Philip J. O'Regan PE No.58126 MRek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 Nil MITek° 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard P T15924374 506926 IDS Roof Special 1 1 Job Reference (optional) ibbens Lumber Go, vaim Bay, FL Run: 8.240 s Dec 6 2018 Print: 8.240 s Dec 18 2018 MITek Industries, Inc. Wed Jan 2 16:29:12 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfms.Ey71 ZM-8ZpVmej7n9Og7OwslFXJ5QBF7xQDjjTQoMvm7zZM7L L _ 641,12 12-8-0 13 8 0 16-7-0 2105-8 26.4-0 28$3 31-0-0 65-12 6-2.4 -0A 2-11-0 4-10-8 4-10.8 2-0-3 2-3-13 Scale = 1:54.1 5.00 12 4x4 = 2x4 II 18 17 16 'x'' — 11 10 3x6 11 48 = 2x4 11 4x4 =NOP2X STP = 3x4 = 3x4 = 2x4 II 20-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.13 14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.25 13-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.17 3 >999 240 Weight: 195 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-11 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (3-11-7 max.): 1-4. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 18=1049/Mechanical, 10=1234/0-7-10 Max Horz 18=-258(LC 12) Max Uplift 18=-493(LC 12). 10=532(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-18=993/666, 1-22=11051651, 22-23=-1105/651. 2-23=11051651, 2-3=1899/1080, 3-4=1903/1078, 4-5=2152/1218, 5-24=-1887/1066, 6-24=1944/1051, 6-7=2378/1073, 7-25=2051/885, 8-25=2094/879, 8-9=265/151 BOT CHORD 17-18=116/283, 3-15=272/250, 14-15=-791/1950, 13-14=-543/1440, 12-13=823/1885, 10-11=278/383, 9-10=112/270 WEBS 1-17=809/1376, 2-17=866/643, 15-17=339/962, 2-15=489/915, 4-14=649/497, 5-14=550/1029, 5-13=250/575, 6-13=364/322, 6-12=-169/401, 8-10=1185/779, 8-12=653/1699, 8-11=485/510 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=6.Opsf; h=15ft; B=45ft; L=31ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-2-15, Interior(1) 3-2-15 to 16-7-0, ExtePior(2) 16-7-0 to 19-8-3, Interior(1) 19-8-3 to 31-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 493 lb uplift at joint 18 and 532 lb uplift at joint 10. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M I-7473 rev. 101031201E BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Ind Mdual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for slablifty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP/1 Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. .�`%%�P 1J- 0GAF oe `QV '� G E N 8 �qif,'♦ � V F ♦♦ No 58126 So • ♦ Si• OR1• -B ONA` S %%' Philip J. O'Regan PE No.58126 MITek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 MR MITek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Ply Gopher Ridge Courtyard T15924375 506926 D7 Roof Special �Qty i 1 Job Reference (optional) ibbetts Lumber cc, Palm Say, FL Run: 8.240 s Dec 6 2018 Print: 8.240 s Dec 18 2018 MiTek Industries, Inc. Wed Jan 2 16:29:13 2019 Page 1 ID:zNgPoPtcZMR2Gpw0bQfmsEy71ZM-dmNtz kdYTWXkYV2sz2DffyNGXECyDjdeS6SJazzM7K 5-10-0 11-8-0 16-7-0 215-8 26�-0 28.8-3 31-0-0 5-10-0 5-10-0 4-11-0 4-101 4-10 8 2 4-3 2 3-13 5.00 12 4x8 = Scale = 1:54.1 3x6 11 4x8 = 2x4 11 4x4 =NOP2X STP = 3x4 = 4x12 = 2x4 II 2x4 II 5-10-0 12-M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.19 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.38 12-13 >892 240 BCLL 0.0 Rep Stress [nor YES WB 0.70 Horz(CT) 0.14 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.25 12-13 1 >999 240 Weight: 182 lb FT = 20% LUMBER- BRACING- 1 TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (3-5-1 max.): 1-3. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 18=1049/Mechanical, 9=1234/0-7-10 Max Horz 18=-213(LC 12) Max Uplift 18=-486(LC 12), 9=539(1_C 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-18=996/650, 1-22=1224/707, 22-23=-1224707, 2-23=-1224/707, 2-3=-2374/1251, 3-24=2722/1467, 4-24=-2673/1477, 4-25=-1847/1038, 5-25=1902/1023, 5-6=2380/1079, 6-26=2052/889, 7-26=2094/882, 7-8=-265/151 BOT CHORD 13-14=468/1412, 12-13=-549/1440, 11-12=-833/1884, 9-10=278/384, 8-9=112/270, 14-16=01254, 3-14=1294/838 WEBS 1-17=855/1485, 2-17=949/639, 14-17=-350/1136, 4-14=-749/1451, 4-12=218/563, 5-12=369/320, 5-11=161/405, 7-9=-1185/783, 2-14=-595/1265, 7-11=653/1699, 7-10=-490/511 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=6.Opsf; h=15ft; B=45ft; L=31ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-2-15, Intedor(1) 3-2-15 to 16-7-0, Exterior(2) 16-7-0 to 19-8-3, Interior(1) 19-8-3 to 31-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for'reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed fora live load of 20.00sf 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 486 lb uplift at joint 18 and 539 lb uplift at joint 9. 9) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord.! A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED 89TEK REFERENCE 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 applicability of design parameters and propedy 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rF11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. T v 111111111111 J. O'qF ♦•`Q�Z\\: E '�G NS No 58126 S F�411� i,��ss,10 N A; 111 Philip J. O'Regan PE No.58126 MI7ek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 MR MiTek° 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Ply GopherRidge CourtyardT15924376 Tty 506926 DSRoof Special 1 Job Reference (optional) ibbetts Lumber Co, Palm Bay, FL Run: 8.240 s Dec 6 2018 Print: 8.240 s Dec 18 2018 MiTek Industries, Inc. Wed Jan 2 16:29:14 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71 ZM-5yxGBKIFJmeOMi4EQgZSCVWZNwYUhcgmt6rOrOzzM7J 4-11-12 9-8-0 12 8 0 16 7-0 21-5 8 26 4-0 28 8 3 31-0-0 411-12 4-8 4 3-0-0 3-11-0 4-10 8 4-10-8 2-4-3 2-3-13 4x4 = 5.00 12 Scale = 1:53.9 6x6 = 6x8 = 2x4 II 4x4=NOP2XSTP = 3x4 = 2x4 11 9-8-0 1210 19-6-0 26.4-0 268-3 29r 030 1-0-0 9-8-0 3-0-0 6-10-0 6-10-0 2 4 3 0.- 3�2-0 0� Plate Offsets (X,Y)— [8:0-4-0,0-2-0], [12:0-2-4,0-2-4], [14:0-2-0,0-2-12] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.22 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.47 16-17 ! >723 240 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.15 10 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.20 13-14 >999 240 Weight: 175 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (3-10-6 max.): 1-3. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 17=1049/Mechanical, 10=1234/0-7-10 Max Horz 17=-168(LC 12) Max Uplift 17=-480(LC 12), 10=545(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2=3=2099/1117, 3-4=-2385/1276, 4-23=-2426/1372, 5-23=-2384/1382, 5-24=-1841/1039, 6-24=189811025, 6-7=2383/1094, 7-25=-2053/901, 8-25=-2095/895, 8-9=265/151 BOT CHORD 16-17=611/1329, 4-14=-229/257, 13-14=-552/1438, 12-13=836/1882, 10-11=-278/384, 9-10=112/270 WEBS 2-17=1547/965, 2-16=-379/948, 3-16=-1071/628, 14-16=-926/2234, 5-14=683/1215, 5-13=211/556, 6-13=372/325, 6-12=-163/412, 8-10=-11851785, 8-12=658/1702, 8-11=489/509 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=31ft; eave=4ft; Cat. gust) lonal) and C-C Exterior(2)0 �, R��q,��j to 19 8 3, ntelriGC)19-8 3 to 0-0 zone cantileverr left and posed ;C-C for members s and forces & MWFRS or reach ns7 Lumber DOL=1.60 DOL=1.60 ��,•r\P r E N SF�' �i� shown; plate grip :2 3) Provide adequate drainage to prevent water ponding. No 58126 • 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 480 lb uplift at joint 17 and 545 lb uplift at • I3 S 411 Z. joint 10. 9) Graphical does depict the size or the orientation of the along the top and/or bottom chordj i�` R `O Q;; \�,�Z G purlin representation not purlin ' s �S'0 Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 ,&WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERENCE PAGE MI-7473 rev. 10/02,2015 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 ovemlll indicated Is to buckling individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` building design. Bracing 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, see ANS11rP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Type Ply Gopher Ridge Courtyard Puss JQt`y T75924377 506926 Roof Special 1 1 Job Reference (optional) ibbetts Lumber Co, Palm Bay, FL Run: 8.240 s Dec 6 2018 Print: 8.240 s Dec 18 2018 MiTek Industries, Inc. Wed Jan 2 16:29:15 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71ZM-Z8UeOgmt44mF sfR_OShlj2fvKyNQ97v6mbZNSzzM?I 7-8-0 12-1-8 16-7-0 1 23-5.10 31-0-0 7-8-0 4-5 8 4-5 8 6-10-10 7.65 5x6 = 5.00 12 Scale = 1:53.2 12 11 .- -. -- - 8 3x6 I I 6x8 = 5x6 = 3x4 = NOP2X STP = 3x4 = 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.17 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT)-0.32IG-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(CT) 0.05 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.22 10-11 >999 240 Weight: 163 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-4-2 oc purlins, except 1-2: 2x4 SP SS end verticals, and 2-0-0 oc purlins (3-2-15 max.): 1-2. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 1-11, 5-8 REACTIONS. (lb/size) 12=1049/Mechanical, 8=123410-7-10 Max Horz 12=-171(LC 10) Max Uplift 12=-476(LC 12), 8=549(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=972/632, 1-16=2530/1346, 16-17=-2530/1346, 2-17=-2530/1346, 2-3=-2806/1536, 3-18=1590/938, 4-18=1507/951, 4-19=-1492/892, 5-19=-1573/882, 6-7=288/61 BOT CHORD 10-11=799/1745, 10-21=-471/1213, 21-22=-471/1213, 9-22=471/1213, 8-9=-662/1420, 7-8=24/280 WEBS 1 -11 =1 342/2548, 2-11 =-I 370/896, 3-11=-571/1099, 3-10=-616/457, 4-10=335/764, 4-9=134/360, 5-8=1675/1050, 6-8=-213/303 NOTES- 1) Unbalanced roof live loads have been considered for this design. ,,I(,11111//�� 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=31ft; ea've=4ft; Cat. �� , 0, �'r FRS O nal) and C-C right(exposed:C-C reach E9 31-0-0 cantileverr to 8 3, ntelriD (1)19-8 3 to zone; left and for members s and forces & MWFRS or ns7 Lumber DOL=1.60 DOL=1.60 �%%',X\ -A G E N Q : V� SF•••? �i shown; plate grip �� 3) Provide adequate drainage to prevent water ponding. NO 58126 •; 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, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) truss to bearing 476 lb 12 549 lb Provide mechanical connection (by others) of plate capable of withstanding uplift at joint and uplift at 8. joint depict �i�F • ': 9) Graphical purlin representation does not the size or the orientation of the purlin along the top and/or bottom chord; •' �\ •,�S'S�0 N AL nl Philip J. O'Regan PE N0.58126 MITak USA, Inc. FL Cert 6534 69M Parke East Blvd. Tampa FL 33610 Date: January 3,2019 ,&WARNING - Verify design parameter: and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE Ml1.7473 rev. 101=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 MiTeW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/11"P/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard T15924378 506926 D10 Roof Special Girder 1 1 Job Reference (optional) moans Lumoer co, vaim may, rL' Run: 8.240 s Dec 6 2018 Print: 8.240 s Dec 18 2018 MiTek Industries, Inc. Wed Jan 2 16:29:17 2019 Page 1 ID:zN9PoPtcZMR2Gpw0bQfmsEy71ZM-VXcOpMn8bhlyD9pp5o79g873V8ZKu?vCZ44gSLzzM?G 5 8-0 11-1-8 16-7-0 21-2-1 25-9-2 31-0-0 5-8-0 M-6 5-5 8 4-7-1 47-1 5-2-14 Scale = 1:53.2 4x4 = 3x6 11 5x6 = 4x4 = 5x8 = 3x4 = NOP2X STP = 3x4 = 4x4 = 5-8-0 11-1-8 16-7-0 22-11-2 28-8-3 29 O 0 31 0 0 5 8-0 5-5-8 5-5-8 6-4-2 - 5 9-1 0- - 3- Plate Offsets (X,Y)— [11:0-4-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.19 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.35 12-13 >981 240 BCLL 0.0 Rep Stress Incr NO WB 0.81 Horz(CT) 0.07 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.25 12-13 >999 240 Weight: 169 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 "Except' 1-2: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 14=874/Mechanical, 9=121610-7-10 Max Horz 14=-184(LC 6) Max Uplift 14=-631(LC 8), 9=569(LC 8) Max Grav 14=1039(LC 36), 9=1216(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-12 oc purlins, except end verticals, and 2-0-0 oc purlins (4-2-14 max.): 1-2. BOT CHORD Rigid ceiling directly applied or 4-8-1 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14=918/571, 1-18=2939/1647, 18-19=-2938/1647, 19-20=2937/1648, 2-20=2936/1648, 2-3=2039/1068, 3-4=-1346/748, 4-5=-1332/751, 5-6=-1510/759 BOT CHORD 14-21=180/298, 21-22=-180/298, 13-22=-180/298, 12-13=-1611/3132, 11-12=847/1899, 10-11=567/1369, 9-10=-516/1137 WEBS 1-13=1595/2891, 2-13=-755/436, 2-12=-1278f791, 3-12=-138/448, 3-11=-901/527, 4-11=367/740, 5-11=-324/217, 6-1 0=-1 9/289, 6-9=-15351760 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=6.Opsf; h=15ft; B=45ft; L=31ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 631 lb uplift at joint 14 and 569 lb uplift at joint 9. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 58 lb down and 30 lb up at 1-10-12, and 58 lb down and 30 lb up at 3-10-12 on top chord, and 99 lb down and 165 lb up at 1-10-12, and 99 lb down and 165 lb up at 3-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (p[Q Vert: 1-2=54, 2-4=-54, 4-8=-54, 14-15=-20 Q, WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 01.7473 rev. 1010312015 BEFORE USE Design valid for use only with MrekO con rectors., 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 pro pedy 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 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 busses and truss systems, see ANSI?P/f Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. NV E IV No 58126 � r S F :�Z i OR1 � ,0 N A' S�C? '� Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6M Parke East Blvd. Tampa FL M610 Date: January 3,2019 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 } 9 Job Truss Truss Type - My Ply Ridge Courtyard 506926 D10 Roof Special Girder 1 FGobher Reference (optional) ID:zNgPoPtcZMR2GpwObQfmsEy7lZM-VXcOpMn8bhlyD9pp5o79g873V8ZKu?vCZ44gSLzzM?G LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 19=15(B) 20=15(B) 21=82(B) 22=82(B) ter. AWARNING • Ve ft design paternal and READ N07ES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI.7473 rev. 10/03,2015 BEFORE USE. ME building Design valid for use only with Mn`ek® 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 properly damage. For general guidance regarding the i fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard T75924379 506926 D11 Common 1 1, Job Reference (optional) iooeus Lumoer uo, vaim bay, FL Run: 8.240 s Dec 6 2018 Print: 8.240 s Dec 18 2018 MITek Industries, Inc. Wed Jan 2 16:29:17 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71ZM-VXcOpMn8bhlyD9pp5o79g872LBdnuylCZ44gSLzzM?G 6-0-0 125-0 19-3-10 26-10-0 6-4-4 6-0-12 6-10-10 75-6 4x6 = 3x4 Scale = 1:45.7 6 l Iv r 9 18 19 8 o e 10 NOP2X STP = 3x4 = 5x6 = 7 NOP2X STP = 3x4 = 6x6 = 3x4 = 84-6 16-55 24-6-3 241q-026-10-0 84-6 8-0-14 8-0-14 - 3 2-0-0 Plate Offsets (X,Y)— [8:0-3 0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.56 Vert(LL) -0.16 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0;24 8-9 ! >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.04 7 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Wtnd(LL) 0.08 8-9 >999 240 Weight: 137 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 *Except* BOT CHORD 1-10: 2x6 SP No.2 REACTIONS. (lb/size) 10=890/0-7-10, 7=1078/0-7-10 Max Horz 10=-184(LC 10) Max Uplift 10=-401(LC 12), 7=483(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14=250/199, 2-15=1272/764, 3-15=-1204/782, 3-16=-1150/700, 4-16=1232/690, 5-6=328/48, 1-10=223/257 BOT CHORD 9-10=569/1274, 9-18=319/897, 18-19=-319/897, 8-19=-319/897, 7-8=541/1158, 6-7=19/314 WEBS 2-9=220/296, 3-9=180/479, 3-8=-104/408, 4-8=-180/256, 2-10=-1184/634, 4-7=1362/943, 5-7=202/310 Structural wood sheathing directly applied or 4-2-6 oc purlins, 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=6.Opsf; h=15ft; B=45ft; L=27ft; ea,ve=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1)3-2-12 to 12-5-0, Exterior(2) 12-5-0 to 15-5-0, Interior(1) 15-5-0 to 26-10-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 401 lb uplift at joint 10 and 483 lb uplift at joint 7. AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED Ng7EK REFERENCE PAGE M I-7473 rev. 1010312016 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 is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ,�Iflllll//II ,,`%\.. OrgF��,�� GENS No 58126 �-10 ;�� 13O ST F :��[/� . ,'�,��`S,' c4 O R \ � P' GN��, i,`S/O N A S�w�� Phlllp J. O'Regan PE No.58126 MITek USA,Inc. FL Cart 6634 6904 Parke EW Blvd. Tampa FL 33610 Date: January 3,2019 Iff MiTek' 6904 Parke East Blvd. Tampa, FL 36810 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard T15824380 506926 D12 Common 1 1� Job Reference (optional) > w,nb., C.. raim Say. FL Run: B.240 s Dec 6 2018 Print: 8.240 s Dec 18 2018 MITek Industries, Inc. Wed Jan 2 16:29:18 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71 ZM-zjAmOiomM?9prJO?fWeOMMgDUY_2dRgMokgD_rizzM?F 2-313 7-6-6 1450 21-310 26-fr3 2NOT 2-313 5.2-9 6-10-10 B-10.10 5-2-9 2-313 Scale = 1:47.3 4x6 = Iq 0 3x4 = NOP2X STP = bXtJ = 5x6 = NOP2X STP = 3x4 = 3x4 = 3x4 = r 2-00.0 2-3.13 10-4-10 18-5-6 26-6-3 260; 0 2B•10.0 ' 0 0.3.13 8-0-13 ' B-0-13 8-0-13 0.}13 2-0_0 Plate Offsets (X,Y)— [1:0-1-14,0-0-2],[9:0-3-0,0-3-0],[10:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.15 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.25 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.04 8 file n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.08 9-10 >999 240 Weight: 142 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 11=1067/0.7-10, 8=1067/0-7-10 Max Horz 11=202(LC 11) Max Uplift 11=-573(LC 12), 8=475(1_C 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=320/49, 3-19=12101654, 4-19=1128/665, 4-20=-1128/665, 5-20=1210/654, 6-7=320/49 BOT CHORD 1-11=20/306, 10-11=507/1241, 10-22=-283/888, 22-23=-283/888, 9-23=283/888, 8-9=507/1138, 7-8=20/306 WEBS 4-9=102/413, 5-9=180/254, 4-10=-96/413, 3-10=180/250, 3-11=-1339/908, 2-11=204/311, 5-8=1339/908, 6-8=204/311 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=6.Opsf; h=15ft; B=45ft; L=29ft; ea've=4ft; Cat. �1111111/ 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 14-5-0, Exterior(2) 14-5-0 to 17-5-0, Interior(1) 17-5-0 to 28-10-0 left for members forces & MWFRS for reactions 0, \Q RF �j zone; cantilever and right exposed ;C-C and shown; Lumber DOL=1.60 plate grip DOL=1.60 � % �� •�,\ S•'.? 3) All plates are MT20 plates unless otherwise indicated. �� Q : �i F 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. No 58126 •; 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 fit between the bottom BCDL = 10.Opsf. : * ; will chord and any other members, with 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 573 lb uplift at joint 11 and 475 lb uplift at joint 8. �p • S OPO N A11 Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cent 6634. 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 ,A, WARNING - Verify design parameters and READ NOTES oN TNIS AND INCLUDED mTTEK REFERENCE PAGE 89I.7473 rev. IOM312015 BEFORE USE Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an Ind Mdual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard T15924381 506926 D13 Hip 1 1' Job Reference (optional) wum,n u,mva, w, Faun Bay, FL Run: 8.240 s Dee 6 2018 Print: 8.240 s Dec 18 2018 MITek Industries, Inc. Wed Jan 2 16:29:19 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy7lZM-Rwk9E2pO7JHgSTzCDD9dvZCQoxLeMO6V1OZnWDzzM7E 2-3-13 7-7-15 13-0-0 15-10-0 21.2.2 26.8.3 28-10.0 2.3-13 5-4-2 5-4.2 2-10-0 5.4-2 5-4-12 2-3-13 4� 0 Scale: 1/4"=1' 4x4 = 4x4 = 3x4 = NOP2X STP = 4x4 = 5x6 = 3x4 = 4x4 = NOP2X STP = 3x4 = 2x4 11 5.4.2 2x4 11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ffP12014 CSI. TC 0.43 BC 0.45 WB 0.38 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl L/d -0.11 10-11 >999 360 -0.17 10-11 >999 240 0.02 9 n/a n/a 0.09 12-13 >999 240 PLATES GRIP MT20 244/190 Weight: 149 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-15 cc purlins, except BOT CHORD 2x4 SP No.2 2-0-0 cc purlins (5-11-12 max.): 4-5. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. REACTIONS. (lb/size) 14=1067/0-7-10, 9=1067/0-7-10 Max Horz 14=-182(LC 10) Max Uplift 14=-573(LC 12), 9=475(1_10 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-21 =1 2971707, 3-21 =1 243/723, 3-22=1100/699, 4-22=-1038/715, 4-23=958/710, 23-24=958/710, 5-24=958/710, 5-25=-10331714, 6-25=1095/698, 6.26=11981722, 7-26=12981707 BOT CHORD 13-14=157/250, 12-13=-561/1240, 11-12=-379/978, 10-11=549/1148 WEBS 3-12=306/213, 6-11=311/212, 2-13=-766/1190, 2-14=959/766, 7-10=765/1192, 7-9=9601765 NOTES- 1) Unbalanced roof live loads have been considered for this design ($. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=29ft; eave=4ft; 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 13-0-0, Exterior(2) 13-0-0 to % t%J1111111111 ,I�� 20-0-15. Interior(1) 20-0-15 to 28-10-0 left exposed for members and forces & MWFRS for reactions Q, So! \Q AF zone; cantilever and right ;C-C shown; Lumber DOL=1.60 DOL=1.60 �`N • G E N •• �'9 ��• plate grip 3) Provide adequate drainage to prevent water ponding. �� -* �� Q : •�� SF•' �2 •i 4) All plates are MT20 plates unless otherwise indicated. % iv O 58126 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • designed for live load 20.Opsf the bottom in 3-6-0 tall by 2-0-0 • * 6) This truss has been a of on chord all areas where a rectangle wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. ,• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 573 lb upl'rft at joint 14 and 475 Ib uplift atir joint 9. 8) Graphical representation does not depict the size or the orientation of the along the top and/or bottom chord. i ', F 4/ purlin purlin ••••O,�••;�� \�% o R,0P; AL E�C�,. n1 Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Bert 6634. 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED A97EK REFERENCE PAGE h91-7473 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 property Incorporate this design into the overall building design. Bracing Indicated (s to prevent buckling of Individual truss web andlor chord members only. Additional temporary antl permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI11"P/1 quality Criteria, DSB-89 andBCS/ Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ply Gopher Ridge Courtyard T15924382 506926 D14 Hip �Qty 7 1 Job Reference (optional) Timms LUrnber co, Palm Bay. FL Run: 8.240 s Dec 6 2018 Print: 8.240 s Dec 18 2018 MITek Industries, Inc. Wed Jan 2 16:29:20 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71ZM-v61XROpOucPX4dYOmxgsSnlWBLeX5SBeF2JK2gzzM7D 2-3-13 5-9-14 11-0.0 17-10.0 23-0.2 26-6-3 28.10-0 2-3-13 3-8.1 5-2-2 610-0 5.2-2 3.6-1 2-3.13 4x8 = 4x6 = Scale: 1/4"=l' 3x4 — NOP2X STP — 5x6 = 3x8 = NOP2X STP = 3x4 = — 3x4 = 3x4 = 2-0.0 2- - 3 11.0.0 17-10.0 26-6.3 26 1 0 26-10-0 2-0-0 8-8-3 6-10-0 8-8-3 0. 3 2-0.0 Plate Offsets (X,Y)— [1:0-1-14,0-0-2), [4:0-5-4,0-2-0), [11:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.13 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.26 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(CT) 0.04 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.07 10-11 >999 240 Weight: 144 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-14 oc purlins, except BOT CHORD 2x4 SP No.2 2-0-0 oc purlins (4-1-0 max.): 4-5. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-D-0 oc bracing. REACTIONS. (lb/size) 12=1067/0-7-10, 9=1067/0-7-10 Max Horz 12=154(LC 11) Max Uplift 12=-573(LC 12), 9=475(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=367/49, 2-19=259/3, 3-20=1222/742, 4-20=1169/758, 4-21=1081/774, 21-22=10811774, 5-22=10811774, 5-23=1168/758, 6-23=1221/742, 6-24=251/64, 7-24=261/0, 7-8=369/45 BOT CHORD 1-12=25/354, 11-12=566/1045, 10-11=-493/1078, 9-10=-554/1010, 8-9=22/356 WEBS 3-12=1266/1053, 2-12=-140/267, 6-9=-1262/1056, 7-9=-139/268 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=6.Opsf; h=15ft; B=45ft; L=29ft; eave=oft; 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 11-0-0, Exterior(2) 11-0-0 to 15-2-15, Interior(1) 15-2-15 to 17-10-0, Exterior(2) 17-10-0 to 22-0-15, Interior(1) 22-0-15 to 28-10-0 zone; cantilever left'and right , Q, �4. exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to water �� \Q E •• prevent ponding. 4) All plates are MT20 plates unless otherwise indicated. \ 0 N,9 Q V IS i 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. No 58126 •: 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 fit between bottom * ;� will the chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 573 lb uplift at joint 12 and 475 lb uplift at joint 9. 'p 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord! F %% Philip J. Q'Regan PE No.56126 MITek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 ®WARNING- Verify design parameters end READ NOTES ON THIS AND INCLUDED AVTEK REFERENCE PAGE 01-7473 rev. 10103 2015 BEFORE USE " Design valid for use only with WOO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITOW 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 oftrusses and truss systems, see ANSIITP11 Qualify Criteria, DS8-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard T15924383 508926 D15 Hip Girder 1 1 Job Reference (optional) s Lunioar C.. Faun Bay, FL Run: 8.240 s Dec 62018 Print: 8.240 s Dec 18 2018 MITek Industries, Inc. Wed Jan 2 16:29:22 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfr isEy71ZM-sVQHs3rGQEfFJxhnuMjKXCqux9JYZLPxjMoR7YzzM7B 2-3-13 9.0-0 14-6.0 19.10.0 26.6-3 28.10.0 2.3-13 6-8-3 5-5-0 5-5.0 6-8-3 2.3-13 6x6 = 2x4 11 6x6 = Scale: 1/4'=l' 12 -i-i lu e 8 3x4 — NOP2X STP = 4x4 = 5x8 = 4x4 = NOP2X STP = 3x4 = 2x4 11 2x4 11 6.8.3 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017lrP12014 CSI. TC 0.57 BC 0.76 WB 0.48 Matrix -MS DEFL, in Vert(LL) -0.08 Vert(CT) -0.17 Horz(CT) 0.03 Wind(LL) 0.10 (loc) Vdefl Ud 9-10 >999 360 9-10 >999 240 8 n/a n/a 10 >999 240 PLATES GRIP MT20 244/190 Weight: 152 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-7-2 oc purlins, except 3-5: 2x6 SP No.2 2-0-0 oc purlins (4-10-9 max.): 3-5. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-5-6 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 12=1390/0-7-10, 8=1390/0-7-10 Max Horz 12=-126(LC 6) Max Uplift 12=-704(LC 8), 8=606(LC 8) Max Grav 12=1401(LC 32). 8=1401(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2044/813, 3-19=2248/908, 4-19=-2249/908, 4-20=-2249/908, 5-20=2248/908, 5-6=2044/828 BOT CHORD 11-12=126/282, 11-21=-610/1888, 21-22=-610/1888, 10-22=610/1888, 10-23=624/1809, 23-24=624/1809,9-24=-624/1809 WEBS 2-11=635/1731, 3-11=59/365, 3-1 0=-1 20/611, 4-10=-368/267, 5-10=104/611. 5-9=59/352, 6-9=560/1734, 2-12=1322/760, 6-8=1321/704 NOTES -I ,11111111/II/ ) Unbalanced roof live Wind:4ft; Cat. loads(directional); ��F�2) grip OL=1.60 Exp CEncl.,Gp08; MWFRS cailevereft d right a exposed DOL=160 Ptl; ,,% d`.• 1 pate 3) Provide adequate drainage to water CEN . SF••.? prevent ponding.� 4) All plates are MT20 plates unless otherwise indicated. ft No 581215 •; 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • bottom in 3-6-0 tall by 2-0-0 * 6) This truss has been designed for a live load of 20.Opsf on the chord all areas where a rectangle 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 704 lb uplift at joint 12 and 606 lb uplift at �p ; joint 8. i O F � 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) device(s) be to support concentrated load(s) 72 lb down and 144 lb up at �• or other connection shall provided sufficient 9-0-0, and 72 lbdown and 144 lb up at 19-10-0 on top chard, and 331 lb down and 144 lbup at 9-0-0, 69 lbdown at 11-0-12, 69 lbdown ��j�` S ••. I� \ ••�`�� 13-0-12, 69 lb down lb 17-9.4, and 331 lb down and 144 lb up at 19 9 4 �� ....... �js at at wn at onnect on bottom chord. The design/selection0of such c9 on device(s) is the responsibility ponsibil� f others, 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Philip J. O'Regan PE No.58126 LOAD CASE(S) Standard MITek USA, Inc. R. Gert 6634 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 69M Parke East Blvd. Tampa FL 33610 Uniform Loads (plf) Date: Vert: 1-3=54, 3-5=54, 5-7=54, 13-16=-20 January 3,2019 ®WARNING - Ve ft design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGENet-7473 rev. 10/03/2015 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 tha overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW 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, see ANSI/rFI1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA22314. Tampa,. FL 36610 t Job Truss Truss Type - Qty Ply Gopher Ridge Courtyard � T15924363 506926 D15 Hip Girder 1 1 Job Reference (optional) mun: c. u s uec o zu io rnm: o.zqu s uec is zula mi i eK mcusmes, mc. vvec dan z lo:za:zz zuia rage z ID:zNgPOPtcZMR2GpwObQfmsEy71 ZM-sVQHs3rGQEfFJxhnuMjlO(Cqux9JYZLPxjMoR7YzzM7B LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=-44(B) 5=-44(B) 11=-172(B) 10=-43(B) 9=172(B) 21=-43(B) 22=-43(B) 23=-43(B) 24=-43(B) r.� A, WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED AMEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual build Ing component, not, a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSh TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. i Tampa, FL 36610 Job Truss Truss Type Qty Ply copharRidgacourtyard T15924384 506926 E1 Hip Giber 1 1 Job Reference (optional) ribbetts Lumber Co, Palm Bay, FL Run: 8.240 s Dec 6 2018 Print: 8.240 s Dec 18 2018 MITek Industries, Inc. Wed Jan 2 16:29:23 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfnisEy71ZM-Khzf3PsuBXn6x5GzS3EZ3PN3WLkglvD5xOX_f zzM7A 2-3-13 5-0-0 9.0-0 10-11-13 14-0-0 23-13 2-83 4-M 1-11-13 3-03 Scale = 1:23.0 44 = 4x8 = NOM STP = NOP2X STP = 2x4 11 2-0-0 2x4 II LOADING (psf) TCLL 20.0 TCDL 7.0 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/TPI2014 CSI. TC 0.51 BC 0.44 WB 0.06 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Vdefl Ud 0.13 8-9 >819 240 0.14 8-9 >718 180 0.01 7 rile n/a PLATES GRIP MT20 244/190 Weight: 57 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 2-0-0 oc purlins (6-0-0 max.): 3-4. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 10=336/0-7-10, 7=395/0-7-10 Max Horz 10=66(LC 7) Max Uplift 10=-593(LC 8), 7=537(LC 8) Max Grav 10=488(LC 39), 7=488(LC 37) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=301/352, 2-3=308/393, 3-17=249/353, 17-18=249/353, 18-19=249/353, 4-19=249/353, 4-5=315/391, 5-6=311/353 BOT CHORD 1-10=349/313, 9-10=360/296, 9-20=-332/318, 8-20=332/318, 7-8=327/312, 6-7=327/312 WEBS 2-10=261/323, 5-7=286/315 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. Encl., GCpi=0.18; MWFRS left and right exposed left exposed; Lumber DOL=1,60 �1111111/ DOL 1 ; (directional); cantilever ; porch plate grip p'S � 3) Provide adequate drainage to prevent water ponding. Indicated. �%%,,`j`\�'• E IV • •• �'9 �� ,Q �.� S4S 41 L �.0 4) All plates are MT20 plates unless otherwise �� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. No 58126 y •: 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 593 lb uplift at joint 10 and 537 lb uplift at joint 7. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. device(s) be to concentrated load(s) 196 lb down and 175 lb up at F (V 9) Hanger(s) or other connection shall provided sufficient support 5-0-0, and 79 lb down and 65lb up at 7-0-12, and 196lb down and 175lb up at 9-0-0 on top chord, and 169 lb down and 242 lb up �j T• .� Q` ' _ �� at 5-0-0, and 77 lb up at 7-0-12, and 169 lb down and 242 lb up at 8-11-4 on bottom chord. The design/selection of such �i�, s ' 0 R •'•`Cj\ connection device(s) is the �� 10) In the LOAD CASE(S)sect on, loads)applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Philip J. O'Regan PE No.58126 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MITek USA, Inc. FL Cert 6634 Uniform Loads (plf) 6904 Parke East Blvd. Tampa FL 33610 Vert: 1-3=-54, 3-4=-54, 4-6=-54, 11-14=-20 Date: January 3,2019 WARNING —Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI.7473 rev. 10/0/2015 BEFORE USE Design valid for use only with MiTeM 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 is buckling individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' building design. Bracing indicated to 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, see ANS11rP/1 quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss - Truss Type Ply Gopher Ridge Courtyard T15924384 506926 E1 Hip Girder �Qty 1 1 Job Reference (optional) _,..... _,.,... ...... ..r , LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=27(B)4=27(B)9=114(B)8=114(B)18=-0(B)20=24(B) zu is mi 1— mausrnes, .— vvea — z io:za:zn zuiw rage z ID:zNgPoPtcZMR2GpwObQfmsEy71 ZM-otX2H ItXyrvzZEr9?mlocdwEGy4vl MTEAgHYBRzzM?9 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED NBrEK REFERENCE PAGE MI-7473 rev. I0IM015 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 MiTele is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfrP/I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard T75924385 506926 F2 Common 1 1 Job Reference (optional) Kun: a.z4u s uec o zura vnm: a.z4u s uec is zuia mu eK atausines, Inc. wea aan Z t15:z9:Z0 Zulu Page t ID:zNgPoPtcZMR2GpwObQfmsEy71 ZM-G35QU5t9j91 gAOQMZUG19gSSvMH2mojOPK05ktzzm?B 7.0-0 1113-10 7-0-0 4-3-10 4x4 = NOP2X STP = NOP2X STP = 2-0-0 2rs413 11-3-10 4x8 = r 2-0-0 -1 8-11-13 Scale = 1:21.5 Plate Offsets (X,Y)— [1:0-1-14,0-0-2) LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.43 5-6 >242 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.27 5-6 >396 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) -0.00 5 file n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 64 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 *Except* BOT CHORD 4-5: 2x6 SP No.2 REACTIONS. (lb/size) 6=518/0-7-10, 5=301/0-7-10 Max Horz 6=77(LC 11) Max Uplift 6=-498(LC 12), 5=297(1-C 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=150/314, 2-10=138/391, 10-11=-131/395, 3-11=-129/405, 3-12=124/393, 12-13=130/386, 4-13=149/384, 4-5=-155/304 BOT CHORD 5-6=310/195 WEBS 2-6=278/206 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 2-3.13 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=6.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0.0 to 3-0-0, Interior(1) 3-0-0 to 7-0-0, Exterior(2) 7-0-0 to 10-0-0, Interior(1) 10-0-0 to 11-0-14 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 498 lb uplift at joint 6 and 297 lb uplift at joint 5. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED IWTEK REFERENCE PAGE M I-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with Mi rek® 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 is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPlf Quality Criteda, DSB-99 and BCS/ Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1111111111111., ��Q� J. O'qF J�Q'rN '� G E N S No 58126 �O OF 40 O R Epp' N ON Al Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 MF MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard T15924386 506926 E3 Jack -Open Supported Gable 1 1 Job Reference (optional) r . nun: 6.z4u s uec 6 zuta vnni: 6.z4u s uec 18 zuiu MfTek Industries, Inc. Wed Jan 2 16:29:26 2019 Pagel ID:zNgPoPtcZMR2GpwObQfm'sEy71 ZM-kGfoiRunUSghoY7Y7BnGh27UimrYVGgXe_meGJzzM77 -24)-0 i 1-" 2-M 1-M 3 3x6 II 2x4 II Scale: 1"=l' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.01 1 n/r 120 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) -0.01 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 cc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 5=263/1-6-0, 4=-58/1-6-0 Max Horz 5=100(LC 12) Max Uplift 5=-263(LC 12), 4=58(LC 1) Max Grav 5=263(LC 1), 4=65(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=233/782 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -2-0-0 to 1-0-0, Exterior(2) 1-0-0 to 1-4-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 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 263 lb uplift at joint 5 and 58 lb uplift at joint 4. ,& WARNING -Verify design parameters and READ NOTES ON 77iIS AND INCLUDED mrrEK REFERENCE PAGE iwi-7473 rev. 10102/2015 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 applicabilky 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 is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PH Quality Criteda, DSB-89 and BCSI Bulldirig Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ,�11111111//ICI ,%%%! i No 58126 r • :p0: OF � -Ss ONA 'E %%% nn Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 Id! MfTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qly er Ridge courtyard T15924387 506926 E4 Jack -Open 1 r7Jb Reference (optional) Go, raim nay, FL ;8.240 s Dec 18 2018 MTek Industries, Inc. Wed Jan 2 16:36:36 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71 ZM-8_eMyT5VDaKgOdtBJW56jpl x6aPFkggWtwPMOzzLuP -21-0 1 6 0 2-0-0 1 6 0 5.00 N m m 2x4 I PROVIDE ANCHORAGE, DESIGNEDBYOTHERS, 4 AT BEARINGS TO RESIST MAX. UPLIFT 2x4 k1 AND MAX HORZ. REACTIONS SPECIFIED BELOW. Scale = 1:22.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.01 5 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.01 5 n/r 120 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x6 SP No.2 !Except* BOT CHORD Rigid ceiling directly applied or 6-0.0 cc bracing. 2-5: 2x4 SP No.2 REACTIONS. (lb/size) 3=213/Mechanical, 4=0/Mechanical Max Horz 3=99(LC 1), 4=227(LC 12) Max Uplift 3=-254(LC 12) Max Grav 3=213(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=322/150, 3-7=319/171 BOT CHORD 5-6=219/282 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 1-5-14 zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) The Fabrication Tolerance at joint 2 = 12% 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 3=254. , & WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI.7473 rev. 101031201E BEFORE USE. Design valid for use only with IV7ek0 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 Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ��II/111111j1 J, O'/� ....... �. • �. F ..0 No 58126 � r OF •: J ��i FS • . O R \ A' ,% Philip J. D'Regan PE No.58126 Welt USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 MR MiTek' 6904 Parke East Blvd. Tampa, FL 36510 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard T15924388 506926 E5 Jack -Open 1 1 Job Reference (optional) Tibbetts Lumber Co, Palm Bay, FL Run: 8.240 s Dec 6 2018 Print: 8.240 s Dec 18 2018 MiTek Industries, Inc. Wed Jan 2 16:29:27 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfms,Ey71ZM-CSDAvnvPFmHYQiakhvlVEFYpoABgEipgseVComzzM76 1.6.0 1�-6� 5.00 12 Scale = 1:22.2 2x4 II 3 PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. 2x4 tt UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.00 4 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) -0.01 4 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-4: 2x4 SP No.2 REACTIONS. (Ib/size) 2=93/Mechanical, 3=0/Mechanical Max Horz 2=18(LC 18). 3=18(LC 12) Max Uplift 2=-90(LC 12) Max Grav 2=93(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=45ft; L=24ft; eave=oft Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever 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. t%1111111111� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 lb uplift at joint 2. � \p J O,R� No 58126 : � • F 41J it Philip J. O.Regan PE No.58126 Mlrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 ,&WARNING - Verily design parametersand READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev. 1010=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 verifythe 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/f quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge courtyard T15924389 506926 EJ1 Jack -Closed 29 1 Job Reference (optional) Tibbetts Lumber Co, Palm Bay. FL Run: 8.240 s Dec 6 2018 Print: 8.240 s Dec 18 2018 MiTek Industries, Inc. Wed Jan 2 16:29:28 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy7lZM-genY77wl04PP2s9wEcpkmT4swaS1z8wg51FIKCzzM?5 4-0-0 9-0-0 ' 4-0-0 5-0-0 3 NOP2XSTP = 2x4 11 Scale = 1:25.4 2-0-0 2,3-1$ 4-M 9-0.0 2-0-0 0-3-1 1-8 3 5-0-0 Plate Offsets (X,Y)— [1:0-0-2,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES, GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.06 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.14 4-5 >571 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.06 3 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Wind(LL) 0.09 4-5 >858 240 Weight: 32 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 54-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 3=152/Mechanical, 4=63/Mechanical, 6=446/0-7-10 Max Horz 6=200(LC 12) Max Uplift 3=-149(LC 12), 6=248(LC 12) Max Grav 3=161(LC 17), 4=109(LC 3), 6=446(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-6=382/512, 2-5=145/284 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; 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 8-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 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 widewill fit to tween the ord other forotruss toom Vu snd.any 5) Refer connections.members. \P , , 0..... girder(s) 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 lb uplift atjoint 3 and 248 lb uplift at 6. `,,�� %% ��\ :�' G E N •' �'� ��j Q : •�,\ S�`••. 2 joint �� No 58126 �0 OF ON Philip J. O'Regan PE No.58126 MRek USA, Inc. FL Cert 6634. 6904 Parke fast Blvd. Tampa FL 33610 Date: January 3,2019 AWARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE IWI-7473 rev. 10M7/2015 BEFORE USE ' Design valid for use ontywith M7ek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ply Gopher Ridge Courtyard T15924390 506926 EJ2 Jack -Open �Qty 2 1 Job Reference (optional) tooetts Lumber co, Palm tray, FL Run: 8.240 s Dee 6 2018 Print: 8.240 s Dec 18 2018 MITek Industries, Inc. Wed Jan 2 16:29:29 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71 ZM-grLwKTwfnNXFfOk7oKLzJgdCfzrUibfzKy_ltezzM?4 3-6-0 3x6 11 6 NOP2X STP = Scale = 1:11.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) 0.00 6 >999 240 BCLL 0.0 Rep Stress ]nor YES WB 0.12 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 15 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 WEDGE Left: 2x4 SP SS REACTIONS. (lb/size) 3=9/Mechanical, 4=145/Mechanical, 6=390/0-7-10 Max Horz 6=77(LC 12) Max Uplift 3=-14(LC 9), 4=-145(LC 1), 6=306(1-C 12) Max Grav 3=16(LC 17), 4=111(LC 12), 6=390(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-416/189 BOT CHORD 1-6=154/433, 5-6=154/288 WEBS 2-6=347/702, 2-5=433/231 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; e6ve=4ft; 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 3-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 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 14 lb uplift at joint 3, 145 lb uplift at joint 4 and 306 lb uplift at joint 6. \P �J.iorR��,, �. `Q�\• •� C E N S' �92 �i No 58126 • OF •:��C/� Philip J. O'Regan PE No.58126 Mtrek USA, Inc. FL Cert 6634 699 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 ,& WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M I.7473 rev. 10/0=015 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, note, 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 MiTOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rFI1 Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard T16924391 506926 EJ3 Jack -Open 1 1 Job Reference (optional) ibbetts Lumber Co, Palm Bay, FL 3x6 11 Run: 8.240 s Dec 6 2018 Print: 8.240 s Dec 18 2018 MiTek Industries, Inc. Wed Jan 2 16:29:30 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71ZM-d1uJXoxHYhf6H9JJM1sCruAJiNBAR127YcksP5zzM73 54-15 5-4-15 Scale = 1:15.3 2-1-13 2 515 , 2-1-13 0L-2 45-15 2-0-0 5-0-15 0-11-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.02 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 3=57/Mechanical, 4=32/Mechanical, 6=371/0-8-4 Max Horz 6=11 O(LC 12) Max Uplift 3=-55(LC 12), 4=-32(LC 1), 6=264(1_13 12) Max Grav 3=59(LC 17), 4=45(LC 12), 6=371(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=751/202 BOT CHORD 1-6=158/739, 5-6=158/438 WEBS 2-6=327/1010, 2-5=-489/176 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) 0-0-0 to 4-2-15, Exterior(2) 4-2-15 to 5-4-3 zone; cantilever 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. ,%%J1111111811, 4) Refer to for truss to truss \ F� girder(s) connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 lb uplift atjoint 3, 32 Ito uplift at joint 4 264 Ito 6. ! ♦, �` •rN\ ':�' G E N �\ tS'�•../!j and uplift at joint No 58126 � r � r r � ��SS,O N AL ��``• �nnll Philip J. O'Regan PE No.58126 MITek USA,' Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 ,,WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 64TEK REFERENCE PAGE MI.7473 rev. 10/03,2015 BEFORE USE ' Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and Is far an Individual building component, not e 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, see ANSM11 Quality Criteda, DSB-99 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ply Ridge courtyard T15924392 TGoobpher 506926 EJ4 Jack -Open �Qty 1 Reference (optional) Wells Lumber co, F91m Bay, FL 6 3x6 11 Run: 8.240 s Dec 6 2018 Print: 8.240 s Dec 18 2018 MITek Industries, Inc. Wed Jan 2 16:29:30 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71 ZM-dl uJXoxHYhf6H9JJM1 sCruAKiN9gR147YcksP5zzM73 4 I� 0 Scale = 1:14.7 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 0.26 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.01 5-6 >999 240 Weight: 20lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 3=49/Mechanical, 4= 47/Mechanical, 6=369/0-8-4 Max Horz 6=103(LC 12) Max Uplift 3=-47(LC 12), 4=-47(LC 1), 6=269(1_C 12) Max Grav 3=51(LC 17), 4=53(LC 12), 6=369(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=771/206 BOT CHORD 1-6=164/765, 5-6=164/476 WEBS 2-6=316/1001, 2-5=532/184 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) 0-0-0 to 4-2-15, Exterior(2) 4-2-15 to 5-0-2 zone; cantilever 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 47 lb uplift at joint 3, 47 lb uplift at joint 4 and 269 lb uplift at joint 6. ,&WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI.7473 rev. 1010312015 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 verily the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabdcallon, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PH quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. �11111111//� ,V�Q J. O'qF No 58126 � r ST F :,�/� O; N nnl Philip J. O'Regan PE No.58126 MRek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 Well( 6904 Parke East Blvd. Tampa,. FL 36610 Job Truss Truss Type Ply Gopher Ridge Courtyard �Qty T15924393 506926 EJ5 Jack -Open 3 1 Job Reference (optional) IDeeaa Lumber co, Falm Bay. FL Run: 8.240 s Dec 6 2018 Print: 8:240 s Dec 18 2018 MiTek Industries, Inc. Wed Jan 2 16:29:31 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71 ZM-5DShl8ywl?nzvJtVwINR05ixOnXZAVnGnGTPxXzzM?2 5-0-0 5-M 1 Scale = 1:16.4 NOP2X STP = 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.00 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) 0.00 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix -MP Weight: 20 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 3=54/Mechanical, 4=33/Mechanical, 6=344/0-7-10 Max Horz 6=11O(LC 12) Max Uplift 3=-55(LC 12), 4=-62(LC 20), 6=289(1_10 12) Max Grav 3=57(LC 17), 4=3(LC 3), 6=344(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=376/174 BOT CHORD 1-6=133/389 WEBS 2-6=277/475 BRACING- TOP CHORD ' Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. i NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; 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 4-11-4 zone; cantilever left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 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 55 lb uplift at joint 3, 62 lb uplift at joint 4 and 289 lb uplift at joint 6. ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mr EK REFERENCE PAGE MII-7473 rev. 1010=15 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 pro pedy 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 is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIoTP/f Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1111/11111/II� O'qF ,'.i0i ♦ V F • `o No 89126 ss'O N A' 00,C? �. Philip J. VRegan PE No.58126 MiTek USA, Inc. FL Cert 6634. 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard T15924394 506926 Hit Diagonal Hip Girder 6 1 Job Reference (optional) i ..,, ro„„ oa .24u s Uec 16 2u19 MITeK industries, Inc. Wed Jan 2 16:29:32 2019 Pagel ID;zNgPoPtcZMR2GpwObQfmsEy71 ZM-ZQ03yUzY3lvq WfSiTSugxJ Fb2BmwvwfpcwDzTzzzM?1 3-2-0 8-0-0 12-8-0 Scale = 1:22.2 3-2-0 4-10-0 4-8-0 JX9 -- 2X4 II 2.8-10 3 2-0 8-0-0 12-8-0 2 8 10 0-5-7 4-10-0 4.8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.08 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) 0.07 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Horz(CT) -0.01 4 I n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 57 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 4=120/Mechanical, 5=157/Mechanical, 8=273/0-10-13 Max Horz 8=199(LC 24) Max Uplift 4=-112(LC 8), 5=-141(LC 5), 8=594(LC 8) Max Grav 4=120(LC 1), 5=286(LC 28), 8=762(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=516/602, 2-12=679/354, 12-13=-582/303, 3-13=-519/283 BOT CHORD 1-8=564/524, 8-15=564/325, 15-16=-564/325, 7-16=-564/325, 7-17=-333/469, 6-17=333/469 WEBS 2-8=565/372, 2-7=342/610, 3-6=-535/379 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 ,`�11111111�� will fit between the bottom chord and any other members. 4) Refer to for truss to truss \Q �' girder(s) connections. 5 bProvide mchanical 594eion b others of truss to beariri capable able of withstanding112 lb uplift at joint 4, 141 lb uplift at joint b g %�� NV E N �� 00, and uplift at joint ��,,Q�� ,� 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 167 lb down and 215 lb up at No 58126 4-2-15, 167 lb down and 215 lb up at 4-2-15, 97 lb down and 64 lb up at 7-0-14, 97 lb down and 64 lb up at 7-0-14, and 127lb down and 122 lb up at 9-10-13, and 127 lb down and 122 lb up at 9-10-13 on top chord, and 119 lb down and 187 lb up at 42-15, 119 lb * ,• ; down and 187 lb up at 4-2-15, 20 lb down and 58 lb up at 7-0-14, 20 lb down and 58 lb up at 7-0-14, and 36 lb down at 9-10-13, and 36 lb down at 9-10-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. -p ; 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). .� F [V LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ��OT,[��.� , �� ` •; (3 •' N �% Uniform %% ,��s`S�� N A� �� Vert 1(4I�54, 5 9=-zo Concentrated Loads (lb) 111 Vert: 12=168(F=84, B=84) 14=49(F=24, B=24) 15=202(F=101, B=101) 16=62(F=31, B=31) 17=0(F=-0, B=-0) Philip J. O'Regan PE No.58126 MITek USA, Inc.'FL Cert 6634 69M Parke East Blvd. Tampa FL 33610 Date: January 3,2019 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mTEK REFERENCE PAGE mr-7473 rev. 10/032015 BEFORE USE M Design valid for use only with 7ek® 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 propedy 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 I fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTF11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard T15924395 506926 HJ2 Diagonal Hip Girder 1 1 Job Reference (optional) I Means Lumber Co, Palm Bay, FL Run: 8.240 s Dec 6 2018 Print: 8.240 s Dec 18 2018 MiTek Industries, Inc. Wed Jan 2 16:29:32 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71 ZM-ZQ03yUzY31vgWTSiTSugxJFc3BntvyXPOwDzTzzzM?1 3-9-9 7-0-2 3-9-9 3-2-8 Scale = 1:15.2 m 6 2x4 11 2-8-14 3 1-2 7-0-2 2-8-14 O-4 4 3-11-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in 1 (loc) Wen Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.53 Vert(LL) -0.05 5-6 >881 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.05 5-6 >950 240 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 28 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 3=49/Mechanical, 4=95/Mechanical, 6=237/0-8-8 Max Harz 6=11 O(LC 24) Max Uplift 3=-75(LC 8), 4=-161(LC 17), 6=-468(LC 8) Max Grav 3=87(LC 28). 4=146(LC 24), 6=506(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=443/525 BOT CHORD 1-6=490/451, 6-11=490/341, 5-11=-490/341 WEBS 2-6=349/269, 2-5=352/506 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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. for /1111111/ rrr�j, 4) Refer to girder(s) truss to truss connections. 75 lb 3, 161 lb 4 J 0r 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift at joint uplift at joint lb 6. %% % ��'� E ••' �'9 ��i and 468 uplift at joint load(s) 145 lb down 190 lb up at ��G Q '•�,\ SF•'.? �i� 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated and `�� 4-2-15, and 145 lb down and 190 lb up at 4-2-15 on top chord, and 85 lb down and 161 lb up at 4-2-15, and 85 lb down and 161 lb N O 58126 up at 4-2-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. . 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard "0 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) 13 S F 41J Q• Vert: 1-3=-54, 4-7=-20 Concentrated ��T'•�� QQ;� �� Vert: 10a147(F=73, B=73) 11=176(F=88, B=88) ��iis�ONA1.� %% rune Philip J. O'Regan PE No.58126 Mffek USA, Inc. FL Cert 6634 6904 Parkafast Blvd. Tampa FL 33610 Date: January 3,2019 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M TEK REFERENCE 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, notl 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, see ANS11TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard T15924396 506926 HJ3 Diagonal Hip Girder 1 1 Job Reference (optional) Ibbetts Lumber Cc, Palm Bay, FL Run: 8.240 s Dec 6 2018 Print: 8.240 s Dec 18 2018 MiTek Industries, Inc. Wed Jan 2 16:29:33 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfnisEy71 ZMA caRAgzAgc2h8dl u19PvTWnnpb76ePnZFZyV4OPzzM7D -0 Q,12 3-9-9 7-0-2 0 - 2 3-9-9 3-2-8 Scale = 1:15.2 2x4 11 2-8-14 0-" ! 3-11-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.05 5-6' >881 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.05 5-6; >950 240 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 28 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 3=49/Mechanical, 4=95/Mechanical, 6=237/0-8-8 Max Horz 6=11 O(LC 8) Max Uplift 3=-75(LC 8), 4=-161(LC 17), 6=468(LC 8) Max Grav 3=87(LC 28), 4=146(LC 24), 6=506(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-443/525 BOT CHORD 1-6=490/451, 6-11=490/341, 5-11=-490/341 WEBS 2-6=349/269, 2-5=352/506 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL 41.60 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 75 lb uplift at joint 3, 161 lb uplift at joint 4 and 468 lb uplift at joint 6. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 145 lb down and 190 lb up at 4-2-15, and 145 lb down and 190 lb up at 4-2-15 on top chord, and 85 lb down and 161 lb up at 4-2-15, and 85 lb down and 161 lb up at 4-2-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 4-7=-20 Concentrated Loads (lb) Vert: 10=147(F=73, B=73) 11=176(F=88, B=88) I ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mg-7473 rev. 1010=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 properlyincorporate 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 is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. J. O�A�,',', ♦ NV No 58126 OF �/� .�,,\•,.o•0R`OP \�♦�. ON A 11111 .Philip J. O'Regan PE No.58126 MITek USP, Inc. FL Cert 6634 69M Parke East Blvd. Tampa FL 33610 Date: January 3,2019 MF MiTek' 6904 Parke East Blvd. Tampa,FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard T15924397 506926 V1 Valley 1 Job Reference (optional) 1 IDDetts Lumber Go, Palm Bay, FL Run: 8.240 s Dec 6 2018 Print: 8.240 s Dee 18 2018 MiTek Industries, Inc. Wed Jan 2 16:29:33 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71 ZM-1 caRAgzAgc2hBdl ul gPvTWntnbCmePJZFZyWDPzzM7D 14-M 155-0 14-" 0-10-8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 3x4 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a n/a 999 Lumber DOL 1.25 BC 0.14 Vert(CT) n/a n/a 999 .Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 7 n/a n/a Code FBC2017/rP12014 Matrix-S 3x4 = Scale = 1:34.8 5 6 PLATES GRIP MT20 244/190 Weight: 66 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 15-5-0. (lb) - Max Horz 1=292(LC 12) Max Uplift All uplift 100lb or less atjoint(s) 7 except 9=173(LC 12), 10=165(LC 12), 8=-166(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 9=299(LC 21). 10=293(LC 17), 8=367(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=324/159 WEBS 2-1O=211/267, 4-8=222/289 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (&second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; e6ve=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-9-1 to 3-8-8, Interior(1) 3-8-8 to 14-6-8, Exterior,(2) 14-6-8 to 15-3-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except (jt=lb) 9=173, 10=165, 8=166. AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED N9TEK REFERENCE PAGE MI.7473 rev. 10MI2015 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. Seto re use, the building design or must verify the applicability of design parameters and propedy 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSMI1 Quality Criteria, DS8-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. �1111111/f�� E N No 58126 13 : OF �;��Z -Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 W1, MiTek' 6904 Parke East Blvd. Tampa, FL 36610. Job Truss Truss Type Qty, Ply i Gopher Ridge Courtyard 5013926 V2 Valley 1 t T75924398 Job Reference (optional) Ibbetts Lumber Co, Palm Bay, FL 4 0 3x4 � 10 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 TCDL 7.0 Lumber DOL 1.25 BC 0.12 BCLL 0.0 Rep Stress Incr YES WB 0.06 BCDL 10.0 Code FBC2017/TP12014 Matrix-S LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 Slb No.2 Run: 8.240 s Dec 6 2018 Print: 8.240 s Dec 18 2018 MITek Industries, Inc. Wed Jan 2 16:29:34 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71ZM-Vo8pNA obwAYrnnc4btw80kK2E_ZLNtviTDi3YszzM?? 12-6-8 13-5.0 12-M 0-10-8 3x4 = Scale = 1:30.3 5 6 13-5-0 DEFL. in (loc) i Vdefl L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) 0.00 7 n/a n/a Weight: 57 lb FT = 20% BRACING - TOP CHORD Structural'wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 13-5-0. (lb) - Max Horz 1=248(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 7 except 9=181(LC 12), 10=-144(LC 12). 8=-144(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 9=315(LC 17), 10=256(LC 17), 8=307(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=299/149 WEBS 2-10=187/268, 4-8=193/283 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuk=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 12-6-8, Exterior(2) 12-6-8 to 13-3-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 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, with BCDL = 10.Opsf. j 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7 except fit=lb) 9=181,10=144,8=144. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE M11.7473 rev. 1"3/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ! fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSS-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. . i 11111111111� %` �P J. O'qF�,� E Ns No 58126 01�s`S�O N A� E��`• In Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 69M Parke East Blvd. Tampa FL 33610 Date: January 3,2019 MITek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard T15924399 506926 V3 Valley i 1 Job Reference (optional) Co, raim Bay, FL Run: 8.240 s Dec 6 2018 Print: 8.240 s Dec 18 2018 MITek Industries, Inc. Wed Jan 2 16:29:35 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71 ZM-z7iCbWtQMDIPNxBH9aSNYxtB4OuS6K5sitRd4lzzM7_ 10-" 11-5 0 10-6-8 010 B v 4 0 3x4 = Scale = 1:26.6 2x4 II 2x4 11 4 5 3x4 � 8 7 62x4 II LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/rP12014 2x4 11 2x4 11 11-5-0 CSI. DEFL. in (loc) Udefl Ud TC 0.28 Vert(LL) n/a n/a 999 BC 0.19 Vert(CT) n/a n/a 999 WB 0.06 Horz(CT) -0.00 6 n/a n/a Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.2 REACTIONS. All bearings 11-5-0. (lb) - Max Horz 1=203(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 6 except 8=232(1_C 12), 7=107(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 1, 6, 7 except 8=410(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=293/355, 3-7=151/267 PLATES GRIP MT20 244/190 Weight: 47 lb FT = 20% Structuial wood sheathing directly applied or 6-0-0 oc purlins, 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=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-9.1 to 3-9-1, Interior(1) 3-9-1 to 10-6-8, Exterior(2) 10-6-8 to 11-3-4 zone; cantilever left and 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jt=lb) 8=232, 7=107. ,A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M TEK REFERENCE PAGE AVI-7473 rev. 1010312015 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 propedy 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 is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ��II11111111�� ,��•��Q J. O'qF No 58126 S F Ak-��` �111nn11 Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 MiTeW 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard T75924400 506926 V4 Valley 1 1 Job Reference (optional) Tibbetts Lumber Co, Palm Bay, FL Run: 8.240 s Dec 6 2018 Print: 8240 s Dec 18 2018 MIT Industries, Inc. Wed Jan 2 16:29:35 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71 ZM-z7iCbWlQMDIPNxBH9aSNYxtCPOuM6K8sitRd4lzzM7_ 95-0 0-10-8 4x6 II Scale= 1:22.7 2x4 11 3 4 5 8 7 6 2x4 :7- 2x4 II 2x4 II 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 TCDL 7.0 Lumber DOL 1.25 BC 0.13 BCLL 0.0 ' Rep Stress ]nor YES WB 0.06 BCDL 10.0 Code FBC2017/TPI2014 Matrix-S 9-5-0 9-5-0 DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) Tile n/a 999 Horz(CT) -0.00 6 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.2 REACTIONS. All bearings 9-5-0. (lb) - Max Horz 1=158(LC 12) Max Uplift All uplift 100 lb or less atjoint(s) 6, 7 except 8=203(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 6, 7 except 8=354(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=257/335, 4-7=163/299 Weight: 39 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, 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; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 8-6-8, Exterior(2) 8-6-8 to 9-3-4 zone; cantilever left and 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 7 except (jt=lb) 8=203. ,&WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AVI.7473 rev. 10/03,2018 BEFORE USE Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a trusssystem. 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. `,111111111/J. Or 4 . •404* ., 0i No 58126 Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gopher Ridge Courtyard 15924401 T 506926 V5 Valley 1 1 Job Reference (optional) Marla Lumber Co, Palm Bay, FL v O O Run: 8.240 s Dec 6 2018 Print: 8.240 s Dec 18 2018 MITek Industries, Inc. Wed Jan 2 16:29:36 2019 Page 1 ID:zNgPoPtcZMR2GpwObQfmsEy71 ZM-RBGaos027XQG?4mTllzc59POzoF4mS?xXBACkzzM_Z 6-6-8 7-" 0-10-8 3x4 = 2x4 II 6 5 2x4 7.'-' 2x4 II 2x4 II Scale = 1:18.2 7-5-0 7-5-0 Plate Offsets (X,Y)— [3:0-2-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WE 0.06 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 26 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 1=88/7-5-0, 5=11517-5-0, 6=279/7-5-0 Max Horz 1=114(LC 12) Max Uplift 1=6(LC 12), 5=-57(LC 12), 6=154(LC 12) Max Grav 1=88(LC 1). 5=115(LC 1), 6=284(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-6=205/316 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=6.Opsf; h=15ft; B=45ft; L=2411; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-9-1 to 3-8-8, Interior(1) 3-8-8 to 6-6-8, Exterior(2) 6-6-8 to 7-3-4 zone; cantilever left and 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 has been designed for 10.0 bottom live load live loads. `,111111111++�� , I� .%%! \Q J' AF ��j truss a psf chord nonconcurrent with any other 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 % �S' �,9 ..00 �� N :•' G E fit between the bottom N Q : • V� F�'.? 40�i will 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) No 58126 6=154. _• • • G ++111111111 Philip J. Q'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 69M Parke East Blvd. Tampa FL 33610 Date: January 3,2019 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M117TEK REFERENCE PAGE MI.7473 rev. 1010312015 BEFORE USE Design valid for use only with WWI) connectors. This design Is based only upon parameters shown, and is for an individual building component, not I �1• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 oftrusses and truss systems, see ANSI?PH Quality, Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36010 Job Truss Truss Type Qty, Ply Gopher Ridge Courtyard T15924402 506926 V6 Valley 1 Job Reference (optional) iooems Lumoer c0, Palm Way. rL 2x4 2x4 11 tiun: u.z4u s uec b zut6 Print: B.Z4u s uec 16 Zut6 MI7 ex iroustnes, Inc. Wea Jan 2 16:Z9:36 2u19 Pagel ID:zNgPoPtcZMR2GpwObQ.fmsEy71ZM-RBGaosO27XQG?4mTilzc59PPvoGtmZ?xXBAckzzM—z 5-5-0 0-10-8 5-5-0 3x4 = 2x4 II Scale = 1:13.7 Plate Offsets (X,Y)— [3:0-2-0,Edge] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 1=60/5-5-0, 5=85/5.5-0, 6=189/5-5-0 Max Horz 1=69(LC 12) Max Uplift 1=-8(LC 12), 5=41(LC 12). 6=101(LC 12) Max Grav 1=60(LC 1), 5=85(LC 1), 6=192(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-6=145/274 Structural wood sheathing directly applied or 5-5-0 oc purling, 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=6.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 4-6-8, Exterior(2) 4-6-8 to 5-3-4 zone; cantilever left and 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. 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=101. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED AI TEK REFERENCE PAGE M11-7473 rev. 1010312016 BEFORE USE. Design valid far 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 overell building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11 P/1 Quality Criteria, DSB.89 and BCSI Building Component Satefyinformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. /1111111/►II No 58126 :irZ F : 41J� A� E?C�,. 1 Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 3,2019 M!Tek' 6904 Parke East Blvd. Tampa, FL 36610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y 4 offsets are indicated. 64-8 dimensions shown In ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. D�y16�� —C� 2 — —•-- �=3 — 2. Truss bracing must be designed by an engineer. For T I WEBS 4 y � p O _ 1 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor 1 bracing should be considered. O 3. Never exceed the design loading shown and never d U stack materials on inadequately braced trusses. o'er cs� cs s 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate plates 0- tiis' from outside F— BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each ..«.. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available In MITek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TP1 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or >_ --by-text in -the bracing section -of the— Trusses are designed for wind loads in the plane of the truss -unless otherwise -shown.— - - in all respects, equal to or better than that specified. 13. Top chords must be sheathed or puffins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values g y 14. Bottom chords require lateral bracing at h r spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but 16. Do not cut or alter truss member or plate without prior © 2012 MiTekB All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. __ 18. Use of green or treated.lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: W1 project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words .Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. ® is not sufficient. BCSI: Building Component Safety Information, M!Tek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/rPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015