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HomeMy WebLinkAboutTrussCAUTIONN1 80-DO-00 9-00-00 34-00-00 9-00-00 6-00-00 22-00-00 ■ I M d d 0_ d a d Q d n CL LL � co�- II CJ1 CJ1 o o I CJ3 o CJ3 O CJ5 CJ5 0 q •-� C 1 G THJ 6 T A$6 � 2-0 -00 - C2 2-0 -00 ■ y v v v co C3 v v 1 CJ1 V32 Cil V 8 _ CJ3 CJ3 24 1z CJ5 CJ5 J7 J7 �16 J7 7 J7 1 J7 J7 V8 J7 J7 0 0 V4 o o J7 Ln o J7 M J7 .. 0 o. o o a 0 c 0 o 0 o- 0 o 0 7-00-00 J7 n � LO w us m co O O O O O J7 11-00-00 N N N N 1 N N N J7 NNW J7 7-00-00 0 4 0 4 0 q 0 4' 0' o o q o 4 J7 CJ1 0 Q o ,` . , 0 , N N N N.. N N N N CJ3 N J7 J7 V4 J7 F 2-0 -00 V8 CJ5S V12 2-0 -00 CJ - jl� d' z-o -oo 16 v co co m ca co co cp CJ 1 Q i U bLo 6MQ Q Q B2 co le i U U U d, _ 2-0 00 -oo ■ z-o o B1G 2-0 -00 0 o 00 CJ3 o o CJ3 Ln 0 o CJ3, CJ1 CJ1 Ln M CJ1 c, �U-) �ju-) U.) �a v U U 16-00-00 20-00-00 16-00-00 6-00-00 22-00-00 80-00-00 o III ' o I o I 0 o Ili O o j, 1 I I 3 ' 2 2 �II 0 O 2 cN N I 2 REVIEWED FOR CODE OOMPLIA 2 �T. LI.lOIE D UN BOOG � I 3 12 � 6 � �1-LE C DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI-131 SUMMARY SHEETS.' ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (is. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE. 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING Backcharges Will Not Be Accepted Regardless of Fault Without Prior Notification By Customer Within 48 Hours And Investigation By Builders First Source. NO EXECPTIONS. The General Contractor Is Responsible For All Connections Other Than Truss to Truss, Gable Shear Wall, And Connections. Temporary and Permanent Bracing, And Ceiling And Roof Diaphragm Connections. ROOF PITCH: 6/12 CEILING PITCH: - TOP CHORD SIZE: 2 X 4 BOTTOM CHORDSIZE: 2 X 4 OVERHANG LENGTH: 22 112" END CUT: PLUMB CANTILEVER: - TRUSS SPACING: 24" ' BUILDING CODE: FBC2017 BEARING HEIGHT SCHEDULE. Hatch Legend =9'-4"A.F.F'. BUILDER: TREFELNER CONSTRUCTION PROJECT: Single Family )MODEL: FFLANSISCO RESIDENCE ADDRESS: LOT 1'BLOCKc SUBDIVISION: CITY: FT. PIERCE DRAWN BY: AV JOB # : 2472756 TE: 10/20/2020 1 SCALE: 1, NTS PLAN DATE: 2020 4-03 REVISIONS: 1 2 I� . 3. VERIFL ALL C�IIMENSIONS AND E TYPICAL END I' CEILING CONDITIONS PRIOR TO APPROVAL 4. SOME1 EILINIGFRAMING REQUIRED IN FIELD BY BUILDER DETAIL MAIN ND ORCE RESISTING SYSTEMIC-C HYBRID WIND.. ASCE7.10 IMPORTANT ENC EXPI SED URE CATEGORY C OCc ANCY CATEGORY 11 This Drawing Must Be Approved And WIN[ WIND OAD'A60 MPH MPORTANCE FACTOR 1.00 Returned Before Fabrication Will TRUSSES NON HAVE BEEN DESIGNED FOR A 10.0 PSF BOTTOM CHORD LIVE LOAD ; NCUjtRENT WITH ANY OTHER LIVE LOADS Begin. For Your Protection Check All Dimensions And Conditions Prior To Approval Of Plan. ROOF LOADING FLOOR LOADING SIGNATURE BELOW INDICATES ALL TC 4 L: 20 PSF TCLL: - PSF NOTES AND DIMENSIONS HAVE 1 BEEN ACCEPTED. TCi L. 15 PSF TCDL: PSF BC L: 1'1 10 PSF BCDL: - PSF By Date TOTAL; 45 PSF TOTAL: - PSF DU ATION: 1.25 DURATION:' - 4408 Airport Road Plant City, FL 33563 Ph. (813) 305-1300 Fax (813) 305-1301 ., ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 2472756 - 2472756 MiTek USA, Inc. Site Information: ! 6904 Parke 3East Blvd. 5 Customer Info: TREFELNER CONSTRUCTION Project Name: - Model: DEFRANJ988 U90 Lot/Block: - , Subdivision: - Address: DEFRANSISCO RESIDENCE, - City: FORT PIERCE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria. Si Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TPI2014 Design Program: MiTek 20/20 8.4 Wind Code: N/A Wind Speed: 160 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 34 individual, " With my seal affixed to this sheet, I hE conforms to 61G15-31.003, section 5 No. Seal# Truss Name Date 1 T22863503 Al G 2/16/21 2 T22863504 A2 2/16/21 3 T22863505 A3 2/16/21 4 T22863506 A4 2/16/21 5 T22863507 A5 21 6/21 6 T22863508 A6 2/16/21 7 T22863509 B1G 2/16121 8 T22863510 B2 2/16/21 9 T22863511 C1G 2/16/21 10 T22863512 C2 2/16/21 11 T22863513 C3 2/16/21 12 T22863514 CA 2/16/21 13 T22863515 CAS . 2/16/21 14 T22863516 CJ3 2116/21 15 T22863517 CJ3S 2/16/21' 16 T22863518 CJ5 2/16/21I 17 T22863519 CJ5S 2/16/21' 18 T22863520 D1G 2/16/21 19 T22863521 D2 2116/21 20 T22863522 H 1 2/16/21 21 T22863523 HJ5 2/16/211 22 T22863524 HJ7 2/16/211 Design Drawings and 0 Additional Drawings. certify that I am the Truss Design Engineer and this index sheet I Florida Board of Professional Engineers Rules. lo. Seal# Truss Name Date 23 T22863525 J5 2/16/21 24 T22863526 J7 2/16/21 25 T22863527 RP 2/16/21 26 T22863528 V4 2/16/21 27 T22863529 V8 2/16/21 28 T22863530 V12 2/16/21 29 T22863531 V16 2/16/21 30 T22863532 V19 2/16/21 31 T22863533 V20 2/16/21 32 T22863534 V24 2/16/21 33 T22863535 V28 2/16/21 34 T22863536 V32 2/16/21 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Fort Pierce). Truss Design Engineer's Name: OReg an, Philip My,. license renewal date for the state of Florida is February 28, 2023. 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 ANSIJTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were giveri to MiTek or TRENCO. Any project specific info Tnafion included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO 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 ANSIJTPI 1, Chapter 2. I `,�►1111171/���,, 126 , STATE OF 0 �//11111111��, Pfilllp J.,O'Regan PE No.53126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 16,2021 ORegan, Philip 1 of 1 Job Truss Truss Type Qty Ply 2472756 T22863503 2472756 Al G HIP GIRDER 2 2 Job Reference (optional) ou11uC15 r1151JVu1GC trUl t rICrGCJ, ........{.C, rL - J9nYo, ,.4Ju 5 Nov Ju LULU nn I ex inuusure5, Inc. rue reD io u9:ou:zo zuz1 rage 1 ID:DDY9tOMB03viUygRNYJfi2ya8 T-KKURCRNdLnR_VbNyka4pSOEzVc4n1FY5SrMkMRzkbky 1-10 8 3 9� 7-0-0 12-0-14 17-M 21-11-2 27' 30-2-12 34-0-0 35-111 1-10 8 3 9 4 3 2-12 5-0-14 4-11-2 4-11-2 5-0-14 3-2-12 3 9 4 1-10 8 r 5x8 = 2x4 II 6.00 Ff­2 4 20 21 5 22 5x6 = 2x4 11 5x8 = 23 6 24 25 7 26 27 8 .1 DLO Lv Ju J1 JL JJ 34 14 2x4 11 3x4 = 3x4 = ! 5x8 = 5x8 — 3x4 = 3x4 = 2x4 II Scale=1:61.5 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 0.66 Vert(LL) -0.28 15-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.74 15-16 >541 180 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(CT) 0.14 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-S Wind(LL) 0.35 15-16 >999 240 Weight: 358 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-3 oc pudins. BOT CHORD 2x4 SP No.2 *Except' BOT CHORD Rigid ceiling directly applied or 6-10-11 oc bracing. 14-17: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=177(LC 6) Max Uplift 2=1788(LC 8). 10=1788(LC 8) Max Grav 2=3105(LC 29), 10=3105(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=5620/3039, 3-4=5559/3159, 4-5=-6967/3837, 5-6=-6967/3837, 6-7=6967/3838, 7-8=-6967/3837, 8-9=-5560/3159, 9-10=5621/3039 BOT CHORD 2-19=-2500/4950, 18-19=-2500/4950, 16-18=2624/5059, 15-16=3914/7451, 13-15=2624/4943, 12-13=-2500/4819, 10-12 2500/4819 WEBS 3-18=-392/358, 4-18=-358/562, 4-16=1158/25,15, 5-16=703/535, 6-16=591/420, 6-15=-591/420, 7-15=-703/535, 8-15=1158/25,15, 8-13=358/562, 9-13=394/358 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows: ,%IIIIIIt►111',, J. O Arc �j� Top ,�� �P \� •' • �� chords connected as follows: 2x4 -1 row at 0-9-0 oc. �� , • G E N 54$'.; Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. `�� Q`r,.�� Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to 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 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf,, BCDL=3.Opsf; h=15ft; B=45ft; L=34ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific S F •�� to the use of this truss component. 6),Provide ��,� •.• Q, : ��,� adequate drainage to prevent water ponding. 7)-This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 8) This truss has been designed for an the bottom chord in all areas where rectangle 3-6-0 tall by 2-0-0 of 2Op .• O Fi I�,� \ �� �i s • ..... ����S;O N. a Wide Iit between the bottom chord andother . members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) ^2=1788, 10=1788. Philip J. O'Regan PE No.58126 MITek USA, Ina FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 16,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. • Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTPI1 Quality Criteria, OSS-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Ory Ply 2472756 T22863503 2472756 A1G HIP GIRDER 2 2 Job Reference (optional) tsuuaers rrrsmource tr-on mercel, i-on vierce, rL - 44U40, tf.asU s Nov 3U 2UZU MI I eK Industries, Ina I ue Feb 16 09:50:25 2021 Page 2 NOTES- ID:DDY9tOMB03viUygRNYJfina8 T-IO(URCRNdLnR_VbNyka4pSOEzVo4n1FY5SrMkMRzkbky -,0) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 202 lb down and 195 lb up at 7-0-0, 202 lb down and 185 lb up at 9-0-12, 202 lb down and 185 lb up at 11-0-12, 202 lb down !and 185 lb up at 130-12, 202 lb down and 185 lb up at 15-0-12, 202 lb down and 185 lb up at 17-0-0, 202 lb down and 185 lb up at 18-11-4, 202 lb down and 185 lb up at 20-11-4, 202 lb down and 185 lb up at 22-11-4, and 202 lb down and 185 lb up at 24-11-4, and 202 lb down and 195 lb up at 27-0-0 on top chord, and 514 lb down and 440 lb up at 7-0-0, 85 lb down at 9-0-12, 85 lb down at 11-0.12, 85 lb down at 13-0-12, 85 lb down at 15-0-12, 85 lb down at 17-0-0, 85 lb down at 18-11-4, 85 lb down at 20-11-4, 85 lb down at 22-11-4, and 85 Ill down at 24-11-4, and 514 lb down and 440 lb up at 26-114 on bottom chord. The design/selection of such coni ection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=70, 4-8=70, 8-11=70, 2-10=20 Concentrated Loads (lb) Vert: 4=130(B) 6=130(B) 8=130(B) 17=52(B) 18=459(B) 13=459(B) 14=52(B) 20=130(B) 21=130(B) 22=130(B) 23=130(B) 24=130(1]1) 25=130(B) 26=130(13) 27=130(B) 28=52(B) 29=52(B) 30=52(B) 31=52(B) 32=52(B) 33=52(B) 34=52(B) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1 M020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ;• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal pnjury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUT1011 Qualtty Criteria, DSB-89 and BCSI Building Component Safety lMormadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty, Ply T22863504 2472756 A2 Hip 2 1 �2472756 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Feb 16 09:50:27 2021 Page 1 ID:DDY9tOMB03viUygRNYJ52ya8 T-HwcBd6OttPhikvXKs?6HYpJGjPoKV7VOw8frQJzkbkw -1-10-8 4-9-0 9-M 17-M 25-M 29-2-12 34-0-0 '1 1-10_8 ' 494 4-2-12 B-0-0 84)-0 4-2-12 4 911 Scale=1:60.2 5x8 = 3x4 = 5x8 — 4 15 16 5 17 18 6 sao — 3x4 = 5x8 = 5x8 = 3x4 = 3xe LOADING (psfl TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CSI. TC 0.87 BC 0.86 WB 0.58 Matrix-S DEFL in (loc) Vdefl Ud Vert(LL) -0.31 10-11 >999 360 Vert(CT) -0.72 10-11 >559 180 Horz(CT) 0.12 8 Na n/a Wmd(LL) 0.18 10-11 >999 240 PLATES GRIP MT20 244/190 Weight: 170 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 4-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-6-0 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 8=0-8-0, 2=0-8-0 Max Horz 2=207(LC 11) Max Uplift 8=647(1_C 12), 2=823(1_C 12) Max Grav 8=1495(LC 1). 2=1660(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2704/1400, 3-4=2448/1264, 4-5=2412/1304, 5-6=2424/1312, 6-7=2475/1294, 7-8=-2741/1431 I BOT CHORD 2-12=1158/2306, 11-12=-925/2138, 10-11=1303/2800, 9-10=-940/2159, 8-9=-1178/2366 WEBS 3-12=265/265, 4-11=229/606, 5-11=576/366, 5-10=565/346, 6-10=-199/592, 7-9=310/298 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124rnph; TCDL=4.2psF BCDL=3.Opsf; h=15ft; B=45ft; L=34ft; eave=oft; Cat. �If,11111/� J 0 II; Exp C; Encl., GCpi=0.18; MWFRS (directional) C-C Eliterior(2E)to 1-6-5, Interior(1) �� ��Q ' �q and -1-10-8 1-6-5 to 9-0-0, Exterior(2R) 9-0-0•E to 13-9-11, Interior(1) 13-9-11 to 25-0-0, Exterior(2R) 25-0-0 to 29-9-11, Interior(1) 29-9-11 to 33-8-0 zone;C-C for members and�\ • N �. C' S'�•.� /lj .�' forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements spec No 58126 to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live! load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. i p ; S .� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) �0,�'•� Q;�• �1��` 1.8=647, 2=823. .� p R I O, ♦ �.` .�� �. '..... Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 16,2021 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119=20 BEFORE USE. ,upon Design valid for use only with Mrrek® connectors. This design Is based only parameters shown, and is for an individual building component, not 0 1 a truss system. Before use, the building designer must verify the applleabilit�,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 always required for stability and to prevent collapse with possible personallinjury and property damage. For general guidance regarding the MOW fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type city Ply 2472756 I T22863505 2472756 A3 GABLE 2 1 Job Reference (optional) Builders First5ource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Feb 16 09:50:29 2021 Page 1 ID:DDY9tOMB03viUygRNYJfi2ya8 T-DJkx2oQ7POxQzDhjzQ8ldEOd9DT6z3OhNSKxVCzkbku 1-10 8 6-0 5 11-63 225-13 27-11-11 34-0 0 6-05 55-13 10-11-11 5.5-13 6-05 Scale=1:58.6 4x6 = .. .... r..- 96 6 97 :s = 225-13 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020ITP12014 CSI. TC 0.81 BC 0.91 WB 0.49 Matrix-S DEFL. in (loc) I/deft Ud Vert(LL) -0.51 12-13 >785 360 Vert(CT) -0.91 12-13 >441 180 Horz(CT) 0.11 10 n/a n/a Wind(LL) 0.16 12-13 >999 240 PLATES GRIP MT20 244/190 Weight: 209 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 6-3-12 oc bracing. 12-13: 2x4 SP M 31 JOINTS 1 Brace at Jt(s): 16, 20 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=365(LC 11) Max Uplift 2=748(LC 12), 10=572(LC 12) Max Grav 2=1963(LC 17), 10=1805(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3256/1151, 3-5=2751/1015, 5-6=2815/1236, 6-7=2828/1243, 7-9=2768/1047, 9-10=3293/1223 BOT CHORD 2-14=939/3032, 13-14=93913032, 12-13=365/1847, 11-12=978/2835, 10-11=978/2835 WEBS 6-20=556/1328, 12-20=567/1353, 7-12= 4641.368, 9-12=567/369, 13-16=558/1339, 6-16=547/1314, 513=473/373, 3-13=517/305 NOTES- 1) Unbalanced roof live loads have been considered for this des 2) Wind: ASCE 7-16; Vuft=160mph (3-second gust) Vasd=124m II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Ea 17-0-0 to 20-4-13, Intedor(1) 20-4-13 to 33-8-0 zone;C-C for i plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. I Gable End Details as applicable, or consult qualified building 4) Building Designer / Project engineer responsible for verifying to the use of this truss component. 5) 150.0Ib AC unit load placed on the top chord, 17-0-0 from left 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. Br -this truss has been designed for a 10.0 psf bottom chord live 9) ' This truss has been designed for a live load of 20.Opsf on th will fit between the bottom chord and any other members, witt 10) Provide mechanical connection (by others) of truss to bearin 2=748,10=572. TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=34ft; eave=oft; Cat. 3r(2E)-1-10-8 to 1-6-5, Interior(l) 1-6-5 to 17-0-0, Exterior(2R) fibers and forces & MWFRS for reactions shown; Lumber DOL=1.60 studs exposed to wind (normal to the face), see Standard Industry igner as per ANSI/TPI 1. lied roof live load shown covers rain loading requirements specific supported at two points, 2-0-0 apart. Dad nonconcurrent with any other live loads. bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide BCDL = 10.Opsf. plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) \P %%NEN RF N0 58126 'per f'Z :O ST Philip J. O'Regan PE No.58126 Mffek.USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 16,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not fat 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 WOW 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 ANSIMP11 Quality Criteria, DSB-89 and BCS1 Building Component Safety Information available from Truss Plate Institute, 2670 Crain Hlghwayl Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply 2472756 1 T22863506 2472756 A4 Common 3 1 Job Reference (optional) Liunciers rlrst.5'ource (Fon Pierce), Fort Pierce, FL - 34945, j 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Feb 16 09:50:31 2021 Page 1 ID:DDY9tOMB03viUygRNYJfi2ya8 T-9hnTUROxdB8DWg55rADift1zel8aRzygmp2Z5zkbks 1-10 8 6-05 11-6-3 17-0-0 22-5-13 27-11-11 34-U 1-10 8 6 0 5 55 13 155-13 55-13 5-5-13 6-05 Scale=1:58.6 4x6 = 6.00 112 17 6 2x4 II i 6x8 = 6x6 = 2x4 11 a= M Iy 0 6-05 111.3 225-13 27-11-11 34-M 6 0 5 55-13 10 11-11 5 5-13 6-D5 Plate Offsets (X,Y)- [2:0-0-0,D-0-2I, [10:Edge,0-0-2], [12:0-40 Edge] [13:0-4-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.51 12-13 >785 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.91 12-13 >441 180 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT) 0.11 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-S Wmd(LL) 0.17 12-13 >999 240 Weight: 182 lb FT = 20% LUMBER- BRACING- r yr ,numu zxq or rvO.2 I VP L;HU U Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.1 *Except* BOT CHORD Rigid ceiling directly applied or 6-3-12 oc bracing. 12-13: 2x4 SP M 31 WEBS 1 Row at micipt 6-12, 6-13 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=365(LC 11) Max Uplift 2=-748(LC 12), 10=572(1_C 12) Max Grav 2=1963(LC 17). 10=1805(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3256/1151, 3-5=2751/1015, 5-6=2815/i236, 6-7=2828/1243, 7-9=2768/1047, 9.10=-3293/1223 1 BOT CHORD 2-14=939/3032, 13-14=939/3032, 12-13=-372/1862, 11-12=978/2835, 10-11=978/2835 WEBS 6-12=563/1345, 7-12=-4641368, 9-12=567/3 9, 6-13=55411331, 5-13=473/373, 3-13=516/305 NOTES- 1) Unbalanced roof live loads have been considered for this design. ,,``�� 2) Wind: ASCE 7-16; Vult=l6omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=34ft; eave=oft; Cat. `%% �Q J • 0 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-10-8 to 1-6-5, Interior(1) 1-6-5 to 17-0-0, Extedor(2R) �� 1�' . • • • �> �� 17-0-0 to 20-4-13, Intedor(1) 20-4-13 to 33-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 ,�� Q: �� G E 1V,9 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific 4ft No 58126 to the use of this truss component. 4) 150.0Ib AC unit load placed on the top chord, 17-0-0 from left end, supported at two points, 2-0-0 apart. 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 •• O F 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 joints) except (jt=lb) i� •• • � �2=748, 10=572. %00 Philip J. ORegan PE No.58126 M1Tek USA, Inc. FL'Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: I February 16,2021 ® WARNING -Verify design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only irpon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applloabilityof design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systeT' s, see ANSM11 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety lnformadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty, Ply 2472756 T22863507 2472756 AS Scissor 1 1 Job Reference (optional) ounuers nrscaource (ron Pierce), rorr rlerce, FL - j4u4o, H.43U s Nov 3U ZUZO MiTek Industries, Inc. Tue Feb 16 09:50:32 2021 Page 1 I D:DDY9tOMB03AUygRNYJfi2ya8_T-duP4ggSObW?rgPifyiSFsO7JQV9A1373QYc5Xzkbkr 1-10-8 511-10 11-513 17-M 22-6-3 28-0-0 34-0-0 1-10 8 5 11-10 5-03 5_ - 5-6-3 5 6 3 5-11-10 i Scale = 1:59.4 4x6 11 6.00 12 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CS1. TC 0.87 BC 0.88 WB 0.94 Matrix-S DEFL. in (loc) Vdefl Ud Vert(LL) -0.38 12-13 >999 360 Vert(CT) -0.93 12-13 >431 180 Horz(CT) 0.62 10 n/a n/a Wind(LL) 0.48 12-13 >829 240 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 161 lb FT = 20% LUMBER- j BRACING - TOP CHORD 2x4 SP No.2 'Except- TOP CHORD Structural wood sheathing directly applied. 8-10: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 10=0-8-0, 2=0-8-0 Max Horz 2=366(LC 11) Max Uplift 10=-648(1_C 12), 2=822(LC 12) Max Grav 10=1495(LC 1), 2=1660(LC 1) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-475212274, 3-5=-4425/2092, 5-6= 3252/1537, 6-7=3251/1564, 7-9=-4478/2148, 9-10=-4815/2377 1 BOT CHORD 2-13=1978/4418, 12-13=1610/3832, 11-12=1579/3775, 10.11=2048/4312 WEBS 6.12=1087/2472, 7-12=992/633, 7-11=200/587, 9-11=-337/353, 5-12=-964/620, 5-13=141/569, 3-13=280/288 NOTES- ``,,11t1111l1)/ti,, �� \P J. 01 1) Unbalanced roof live loads have been considered for this design. % \� E N 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=34ft; eave=oft; Cat. ��Q�.•�,� G II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and GC Extedor(2E)-1-10-8 to 1-6-5, Irltedor(1) 1-6-5 to 17-0-0, Extedor(2R) 17-0-0 to 20 4 13, Interior(1) 20-4-13 to 33-8-0 zone;C-C for Tembers and forces & MWFRS for reactions shown; Lumber DOL=1.60 N 0 5812:6 �� plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific ► * to the use of this truss component. 4) All plates are MT20 plates unless otherwise indicated. �� QJ O F 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 0,�'• wide 'will fit between the bottom chord and any other members. 7)'Bearing atjoint(s) 10, 2 considers parallel to grain value using ANSI/TPI 1 angle to formula. Building designer P �. �� O R IV , �\,�� S grain should verify capaci urface. of beating sconnection I ���<s;1111 A 8) Provide mechanical(by others) of truss to bearing (plate capable of withstanding 100 lb uplift at joint(s) except (A --lb) 10=648, 2=822. I��%`' Phlllp J. O'Regan PE No.58126 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date' February 16.2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. -- Design valid for use only with WMD connectors. This design is based only upon parameters shown, and Is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYM1 Qualfty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tempa, FL 36610 Job Truss Truss Type Oty Ply 2472756 T22863508 2472756 A6 SCISSORS 10 1 Job Reference (optional) rce (t-on Pierce), Tort Pierce, FL - 34945, BA30 s Nov 30 2020 MiTek Industries, Inc. Tue Feb 16 09:50:34 2021 Page 1 ID:DDYgtOMB03viUygRNYJfi2ya8 T-aGXg5WUGEYZl4 ZgmzkwKH6VJEBceCSOXk1iAPzkbkp 5-11-10 11-5-13 17-M 22-0 3 28-M 34-0-0 5-11-10 5-6-3 5-6-3 5.63 5-6-3 5-11-10 4x6 11 11 Scale=1:56.2 6x8 % 6x8 c LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.71 BC 0.89 WB 0.95 Matrix-S DEFL. in (loc) Vdefl L/d Vert(LL) -0.36 11 >999 360 Vert(CT) -0.89 11-12 >452 180 Horz(CT) 0.61 9 n/a n/a Wind(LL) 0.46 11 >862 240 PLATES MT20 MT20HS Weight: 158 lb GRIP 244/190 187/143 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 1-3,7-9: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-3-12 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 9=0-8-0 Max Horz 1=342(LC 11) Max Uplift 1=654(LC 12). 9=654(LC 12) Max Grav 1=1500(LC 1), 9=1500(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 4834/2373, 2-4=-4498/2144, 4-5=3272/1559, 5-6=327211577, 6-8=-4498/2161, 8-9=-4834/2388 BOT CHORD 1-12=2045/4522, 11-12=1632/3869, 10-11=1i1598/3794, 9-10=2059/4329 WEBS 5-11 =1 09712489, 6-11=992/631, 6-10=200/587, 8-10=-337/352, 4-11=-982/631, 4-12=201/587,2-12=-320/353 NOTES- 1) Unbalanced roof live loads have been considered for this des 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124rr II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C E) 17-0-0 to 20-4-13, Interior(1) 20-4-13 to 33-8-0 zone;C-C for I plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying to the use of this truss component. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live 6) . This truss has been designed for a live load of 20.Opsf on th will fit between the bottom chord and any other members. 77 Bearing atjoint(s) 1, 9 considers parallel to grain value using, capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing 1=654,9=654. TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=34ft; eave=oft; Cat. or(2E) 0-4-0 to 3-8-13, Interior(1) 3-8-13 to 17-0-0, Extedor(2R) tbers and forces & MWFRS for reactions shown; Lumber DOL=1.60 roof live load shown covers rain loading requirements specific tad nonconcurrent with any other live loads. bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 1 angle to grain formula. Building designer should verify capable of withstanding 100 lb uplift at joint(s) except (jt=lb) %'XX�V •� G E N S+ �92 �i 0i No 58126 ir OF40 :ww ,ell ssl� iN A % /1111 Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date. February 16,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design for MTek® • valid use only with 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 MiTek' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricalInformat ion delivery.erectionQuality CriMAa, OSB�9 and SCSI Building Component oftrusses nd truss ghway 6904 Parke Fist Blvd. Safety from Truss PI to Institute, 2670 Crain Hing Suite 203 Waldorf, MD 2060' 1 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22863509 2472756 BIG GABLE 1 1 �2472756 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, b.43U S NOV JU ZUZU MI I eK InOUSMeS, Inc. I ue r-eD lb UU:5U.Jb ZUZI rage i I D:D DY9tOMB03viUygRNYJB2ya8_T-WBbW BV WIAgRJlj3uOmOPiBsC2vL6lmj_2WpFlzkblm -1-10-8 10-0-0 20-0-0 21-10 8 1-10,8 10-0-0 10-0-0 1-10-8 4x6 = LX4 II JX6 — LX4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defi L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.16 9 10 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.13 9.10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.19 Horz(CT) -0.06 7 n/a nla BCDL 10.0 Code FBC2020ITP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=219(LC 6) Max Uplift 2=-1326(LC 8). 7=1333(LC 8) Max Grav 2=1354(LC 1), 7=1368(LC 30) Scale = 1:39.3 PLATES GRIP MT20 244/190 Weight: 117 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-6-4 oc bracing. JOINTS 1 Brace at Jt(s): 5 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2175/2039, 34=1051/971, 3-5=843/887; 5-6=843/887, 4 6=1040/971, 6-7=2182/2054 BOT CHORD 2-11=1635/1857, 10-11=1606/1835, 9-10=1619/1842, 7-9=1648/1863 WEBS 5-10=-475/457, 3-11=3521359, 6-9=364/359, 4-5=-541/503 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat, II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) Provide adequate drainage to prevent water ponding. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing 'Plate capable of withstanding 100 lb uplift at joint(s) except (ft=lb) ^2=1326, 7=1333. 10) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 148 lb down and 128 lb up at 5-3-9, 148 lb down and 128 lb up at 7-0-12, 148 lb down and 126 lb up at 9-0-12, 148 lb down and 126 lb up at 10-11-4, and 148 lb down and 128 lb up at 12-11-4, and 215 lb down and 247lb up at 14-8-7 on top chord, and 226 lb down and 276 lb up at 5-0-0, y 52 lb down and 89 lb up at 7-0-12, 52 lb down and 89 lb up at 9-0-12, 52 lb down and 89 lb up at 10-11-4, and 52 lb down and 89 lb up at 12-11-4, and 226 lb down and 276 lb up at 14-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). No 58126 z OF 4(J Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Wt 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: February 16,2021 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 trucking of individual truss web and/or chord members only. Additional temporary and permanent bracing MI Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the lek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYM11 Quality Crlteft DSB-99 and BCSI Building Component 6904 Parke East Blvd. Safety Informalon available from Truss Plate Institute, 2670 Crain Highway, Suite = Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 2472756 T22863509 2472756 BIG GABLE 1 1 Job Reference (optional) Builders FirstSDurce (Fort Pierce), Fort Pierce, FL- 34945, 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Feb 16 09:50:36 2021 Page 2 ID:DDY9tOMB03viUygRNYJri2ya8 T-WgbWBWNAgRJlj3uOmOPiBsC2vL61mj_2WpFlzkbkn LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 3-4=70, 4-6=70, 6-8=70, 2-7=20 Concentrated Loads (lb) Vert: 3-54(F) 6=67(F) 11=112(F) 9=112(F) 16=54(F) 1(F) 7=5418=54(F) 19=54(F) 20=26(F) 21=26(F) 22=26(F) 23=26(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI I-7473 rev. 51192BEFORE USE. MMa20 Design valid for use only with MtTekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not ��' a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AMSUMI duality Criteria, DSB-89 and BCSf Building Component Saferylnfomfation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty, Ply T22863510 2472756 B2 Common1 1 �2472756 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, f 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Feb 16 09:50:37 2021 Page 1 I D:DDY9tOM B03,AUyq RNYJfi2ya8_T-_rCzjXWB W f'ylxPJ F R5HdywkOMRE9rgYsDiGMnkzkbkm 5-8-7 ID-0-0 14-3-10 20-M 9 5-8-7 4-3-10 4-3-9 "-6 3* 4x6 = oxa 10-0-0 10-0 Plate Offsets (X,Y)— [1:0-2-0,Edge], [5:0-2-0,Edge], [6:0-4-0 Or3-41 LOADING (pst) SPACING- 2-0-0 j CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.40 5-6 >581 240 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.37 1-6 >623 180 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(CT) 0.03 5 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 5=0-8-0 Max Horz 1=186(LC 11) Max Uplift 1=752(LC 12), 5=-752(LC 12) Max Grav 1=870(LC 1), 5=870(LC 1) I FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1419/1563, 2-3=1075/1363, 3-4=1075/1363, 4-5=1419/1563 BOT CHORD 1-6=1303/1203, 5-6=1294/1203 WEBS 3-6=978/637, 4-6=-426/454, 2-6=419/454 Scale = 1:34.1 PLATES GRIP MT20 244/190 Weight: 85 lb FT = 20% Structural wood sheathing directly applied or 4-2-11 oc purlins. Rigid ceiling directly applied or 3-8-14 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wjnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-4-0 to 34-0, Interior(1) 3-4-0 to 10-0-0, Extedor(2R) 10.0-0 to 13-0-0, Intedor(1) 13-0-0 to 19-8-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 1 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing (plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=752, 5=752. I E IV No 58126 =I F 44/ % p R nnl Philip J. O'Regan PE No.58126 MiTek USA; Inc. FL Cert 6634 6904 Parke'East Blvd. Tampa FL 33610 Dates February 16,2021 I� 0 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119f2020 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity, the applicability of design 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 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?pH Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highwayi Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply 2472756 T22863511 2472756 C1 G Hip Girder 1 1 Job Reference (optional) �••��•� • ••�•v��•� v �•• • •�•���, • ... • •.. o—v b nuv Ju cvcv rvu i ere rnuubumb, mu. i ue reu io uumu:aa tun rage I ID:DDY9tOMB03viUygRNYJ62ya8_T-wEKj8DXP25C?AIReZWK51 LplAFtcJTY9g01Trdzkbkk 1-10 8 3-9-0 7-0-0 12-0-14 17-0 0 21-11-2 27 0-0 30 2-12 34-0 0 35-10-8 1-10� 3 9-0 3-2-12 5-0-14 4-11-2 4-11-2 5-0 14 3-2-12 3 9-4 1-10 8 Scale=1:61.5 I c—FZ 8x14 MT20HS i 4 i 2x4 II 8x10 = 2x4 II 91 99 5 97 9A 6 9r. 9n 7 97 8x14 MT20HS 9n 8 ,a• ca Jv Ji JG JJ JY 1Y 2x4 I I 2x4 I I 2x4 II 6x8 =4x10 MT20HS = 5x12 = 5x12 = 4x10 MT20HS =6x8 = 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 0.90 Vert(LL) 0.79 15-16 >504 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.78 15-16 >511 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(CT) 0.23 10 n/a n/a BCDL 10.0 Code FBC20201TP12014 Matrix-S Weight: 201 lb FT = 20% LUMBER- i BRACING - TOP CHORD 2x4 SP No.1 `Except' TOP CHORD 4-6,6-8: 2x6 SP No.2 BOT CHORD BOT CHORD 2x4 SP M 31 WEBS WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=175(LC 23) Max Uplift 2=2533(LC 8). 10=2533(LC 8) Max Grav 2=3057(LC 1). 10=3057(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=5518/4523, 3-4=5550/4778, 4-5=-6966/6079, 5-6=6965/6078, 6-7=6965/6078, 7-8=6966/6079, 8-9=5550/4778, 9-10=5518%4523 BOT CHORD 2-20=3796/4748, 19-20=3796/4748, 17-19= 4050/4931, 16-17=6363/7583, 15-16=-6363/7583, 13-15=4050/4931, 12-13 7-3796/4747, 10-12=3796/4747 WEBS 3-19=-543/348, 4-19=650/715, 4-17=2149/2514, 5-17=-457/341, 6-17=-789/666, 6-16=-470/548, 6-15=-789/666, 7-15=457/341, 8-15=-2149/2514, 8-13=650f715, 9-13=545/348 Structural wood sheathing directly applied or 2-4-15 oc purlins. Rigid ceiling directly applied or 2-11-10 oc bracing. 1 Row at midpt 4-17, 8-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=34ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicatchoed. 6) This truss has been designed for a 10.0 psf bottom rd live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing! plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=2533,10=2533. `G•E N s �9 No 58126 ' O:. OF <U� 40 SS/ONAI-S % 11111 Phlllp J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 16,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/192020 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 MiTek' 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 ANSIlTP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply 2472756 ' T22863511 2472756 C1G Hip Girder 1 1 Job Reference (optional) ounuem nrstouurue truic rrerrxl, rout rien7a, rL - J4`J40, tr.43U S NOV 3U 2UZU MI I eK InauStnes, Inc. I ue Feb 16 U9:5U:39 2U21 Page 2 ID:DDY9tOMB03,AtfygRNYJfi2ya8_T-wEFg8DXP25C?AIReZWK51 LplAFtc,11Y9g0ITrdzkbkk NOTES- Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 118 lb down and 97 Ito up at 7-0.0, 118 lb down and 88 lb up at 9-0-12, 118 lb down and 88 lb up at 11-0-12, 118 Ito down and 88 Iblup at 13-0-12, 118 Ito down and 88 Ito up at 15-0-12, 118 lb down and 88 lb up at 17-0-0, 118 Ito down and 88 lb up at 18-11-4, 118 lb down and 88 lb up at 20-11-4, 118 lb down and 88 lb up at 22-11-4, and 118 Ito down and 88 lb up at 24-11-4, and 118 lb down and 97 lb up at 27-0-0 on top chord, and 568 Ito down and 659 lb up at 7-0-0, 160 lb down and 218 Ito up at 9-0-12, 160 Ito down and 218 lb up at 11-0-12, 160 lb down and 218 Ito up at 13-0-12, 160 lb down and 218 lb up at 15.0-12, 160 lb down and 218 lb up at 17-0-0, 160 Ito down and 218 lb up at 18-11-4, 160 lb down and 218 lb up at 20-11-4, 160 lb down and 218 lb up at 22-11-4, and 160 lb down and 218 Iblup at 24-11-4, and 568 lb down and 659 lb up at 26 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 (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=70, 4-8=70, 8-11=70, 2-10=20 Concentrated Loads (lb) Vert: 4=21(B) 8=21(13) 18=160(B) 19=568(B) 6=21(121) 16=160(B) 13=568(131) 14=160(13) 21=21(13) 22=21(8) 23=21(B) 24=21(B) 25=21(13) 26=21(B) 27=21(B) 28=21(13) 29=160(B) 30=160(B) 31=160(13) 32=160(B) 33=160(13) 34=160(13) ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119I2020 BEFORE USE. valid for use only with MTekO connectors. This design is based only r pon parameters shown, and is for an Individual building component, not tot 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 ivaiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/f quality Criteria, DS849 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply 2472756 T22863512 2472756 C2 Hip 1 1 Job Reference (optional) Builders Firstbource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Feb 16 09:50AO 2021 Page 1 ID:DDY9tOMB03viUygRNYJfi2ya8_T-OQu6LZY1 pOKsovOg7ErKZYLWzfCR23mlvgU103zkbkj 1-10-8 4-9 4 9-0-0 17-M 25-M 29-2-12 34-0 D 35-10 8 1-10� 4-9 4 4-2-12 8 0 0 8-0-0 4-2-12 4 9-0 1-10 8 Scale = 1:61.5 4x6 = it 1R 3x8 = 17 1A 4x6 6x8 = 2x4 11 6x8 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.17 2-12 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.38 2-12 >999 180 BCLL 0.0 Rep Stress [nor YES WB 0.38 Horz(CT) 0.14 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-S Wind(LL) 0.20 11 >999 240 Weight: 170 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 4-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 5-12, 5-10 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=216(LC 10) Max Uplift 2=816(LC 12). 8=816(LC 12) Max Grav 2=1655(LC 1), 8=1655(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (ID) or less except when shown. TOP CHORD 2-3=2701/1374, 3-4=245211242, 4-5=2137/1;178, 5-6=2137/1178, 6-7=2452/1242, 7-8=-2701/1374 BOT CHORD 2-12=1047/2315, 11-12=-1199/2827, 10-11=-1199/2827, 8-10=-1088/2301 WEBS 3-12=256/263, 4-12=-263/678, 5-12=884/4271, 5-11=0/296, 5-10=-884/427, 6-10=-263/678, 7-10=257/263 NOTES- 1) Unbalanced roof live loads have been considered for this desi6n. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=34ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E)-1-10-8 to 1-6-5, Interior(1) 1-6-5 to 9-0-0, Exterior(2R) 9-0-0 to 13-9-11, Interior(1) 13-9-11 to 25-0-0, Exterior(21R) 25-0-0 to 29-9-11, Interior(1) 29-9-11 to 35-10-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) „2=816, 8=816. I M CS 4 I7(7 0 `,�ti/17t17/1j�� c E N SF�9'1� ♦♦ No 58126 -53 ST %O�• Q Q:••N��� *0;�iS� NAB �0 of fil, Philip J.A'Regan PE No.58126 MiTek USA, Inc, FL Cen 6634 6964 Parke East Blvd. Tampa FL 33610 Date:. February 16-2021 I ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not IMF 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 ANS11rPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 2472756 T22863513 2472756 C3 Hip I 1 1 Job Reference (optional) builders Flrstbource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Nov 30 2020 MTek Industries, Inc. Tue Feb 16 09:50:42 2021 Page 1 ID:DDY9tOMB03viUygRNYJfi2ya6_T-LpOsmFaHLOaa 1 DADEftoezRugSzzWy?bM_z7Syzkbkh 5194 .11-0-0 17-M 23-M 28-2-12 34-M 5 2-12 6-0-0 6-0-0 5-2-12 5-9-4 Scale = 1:57.5 I 5x8 = I 2x4 11 5x8 = 3 1718 4 1920 5� 21 3x6 = 14 121 11 10 - 8 3x6 = 2x4 II 3x4 = 3x4 3x8 = 3x4 = 3x4 = 2x4 II I 5-9-4 __ 11-0-0 17-M 23-M 28-2-12 34-0-0 , LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.13 11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.30 11-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.40 Horz(CT) 0.12 7 n/a rda BCDL 10.0 Code FBC20201TPI2014 Matrix S Wind(LL) 0.18 11 >999 240 Weight: 177 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-12 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-5-4 oc bracing. WEBS 2x4 SP No.3 I REACTIONS. (size) 1=0-8-0, 7=0-8-0 Max Horz 1=-220(LC 10) Max Uplift 1=-654(LC 12), 7=-654(LC 12) Max Grav 1=1500(LC 1), 7=1500(LC 1) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=2796/1409, 2-3=2305/1243, 3-4=2305/1;337, 4-5=2305/1337, 5-6=2305/1243, 6-7=-2796/1409 BOT CHORD 1-14=-1169/2432, 12-14=1169/2432, 11-12=-850/1989, 10-11=-844/1989, 8-10=-1162/2411, 7-8=-1162/2411 WEBS 2-12=-569/367, 3-12=-145/404, 3-11=-226/537, 4-11=-473/337, 5-11=-226/537, 5-10=-145/404, 6-10=569/367 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=34ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-4-0 to 3-8-13, Interior(1) 3-8-13 to 11-0-0, Extedor(2R) 11-0-0 to 15-9-11, Interior(1) 15-9-11 to 23-0-0, Exterior(2R) 23-0-0 to 27-9-11, Interior(1) 27-9-11 to 33-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60, plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) ,1=654, 7=654. 1 11j1111.111/1,1 \ �\G•E.NS��92'♦: _® No 58126 :cam O : S OF : ��L/` nn1 , Phillip J. O'Regan PE No.58126 MlTek USA, Inc. FL,Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 16,2021 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITFJC REFERENCE PAGE MII-7473 rev. 5/1912020 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 WOW 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 ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty, Ply 2472756 T22863514 2472756 CA Jack -Open 23 1 Job Reference (optional) (tort Pierce), Fort Pierce, FL - 34945, 8A30 s Nov 30 2020 MTek Industries, Inc. Tue Feb 16 09:5OA2 2021 Page 1 ID:DDY9tOMB03viUygRNYJri2ya8 T-LpOsmFaHLOaa1DADEftoezRweS7BW2EbM_z7Syzkbkh -1-10-8 1-U-0 1-10-8 1-0-0 Scale = 1:9.2 1.0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Wind(LL) 0.00 2 — 240 Weight: 6 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 I BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=102(LC 12) Max Uplift 3=111(LC 1), 2=339(LC 12) Max Grav 3=158(LC 12), 2=321(LC 1). 4=18(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Ezterior(2E) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 1 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. j 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearingi plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=111, 2=339. E N 72!��i No 58126 •• F '• <l/ lilt" Phlllp J. O'Regan PE No.58126 MITek USA, Ina. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 16,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use onlywith 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 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 WOW always required for stability and to prevent collapse with possible personal IhJury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSYTPl1 Quality Criteria, DSB-09 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply T22863515 2472756 CJ1S Jack -Open 1 1 �2472756 Job Reference (optional) --..__._ ...-.---•-- ,. _...._..,_„ . ,,... ,r.,, o.Ya� a 1—v ou tutu rvn i ce uwusmeb, mu. r ue reu to ua:ou:4s can rage n ID:DDY9tOMHOW UygRNYJ6_2yaB-T-p?aE-bav6JiRtMIPoMO1 BBzCpsSQFVUIbejhOzkbkg I , 1-0-0 ` 1-M Scale = 1:7.0 2x4 = LOADING (psi) SPACING- 2-0-0 i CSI. DEFL. in (loc) I/defl . Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) -0.00 1 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 1 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 Na n/a BCDL 10.0 Code FBC2020rfP12014 Matrix-P Wind(LL) 0.00 1 — 240 Weight: 3 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanicall Max Horz 1=29(LC 12) Max Uplift 1=-10(LC 12). 2=29(1-C 12) Max Grav 1=41(LC 1), 2=36(LC 17), 3=18(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or leIss except when shown NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0pSP, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. i 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. J" 0'������i �\• �\ G E N No 58126 , 50-. AN O P : �v .,--",SS,O N A4 S� %�. �iirrnn10 Philip J. O'Regan PE-No.58126 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Fahnla- 16 2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INC Design valid for use only with MiTek® connectors. This design is based only upon UDED MITEK REFERENCE PAGE MII-7473 rev. 5l192020 BEFORE USE. 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 for WOW always required 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 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, ISuile 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply 2472756 T22863516 2472756 CJ3 Jack -Open 23 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Feb 16 09:50:44 2021 Page 1 I D:DDY9tOM B03viUygRNYJfi2ya8_T-HB8cBwbYtdgl H WKbM3vGkOWE5Gn5,ykug l SEXgzkbkf 1-10 t3 34)-0 —' 1-10 8 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 TCDL 15.0 Lumber DOL 1.25 BC 0.11 BCLL 0.0 * Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2020rrP12014 I Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Scale=1:14.2 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.01 2-4 >999 240 MT20 244/190 Vert(CT) -0.01 2-4 >999 180 Horz(CT) 0.00 3 n/a n/a Weight: 13 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz 2=155(LC 12) Max Uplift 3=-33(LC 9), 2=322(LC 12), 4=-42(LC 8) Max Grav 3=39(LC 17), 2=337(LC 1), 4=52(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-10-8 to 1-1-8, Interior(1) 1-1-8 to 2-11-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying, pplied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=322. 1 `�p"�J� '\ C*ENS' No 58126 OR I S � �% Philip J. O'Regan PE No.58126 MiTek11SA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: l—PhrllAry 1R 9(191 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCILUDED MITEK REFERENCE PAGE MII-7473 rev. 5119=20 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP/f Quality Criteria, DSB-89 and BCSI Building Component Information from Truss Plate Institute, Highways 6904 Parke East Blvd. Safety available 2670 Crain Suke 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 2472756 T22863517 2472756 CJ3S Jack -Open 1 1 Job Reference o tional rrstwuuice (rori Pierce), Fort Pierce, FL - avavo, 8.431) S Nov 30 2020 MiTek Industries, Inc. TUB Feb 16 09:50:45 2021 Page 1 ID:DDY9tOMB03,AUygRNYJfr2ya8 T-IOh?PGcAexy9ugvovnRVGc3Wg7dP_12yCo3Hzkbke 3-0-0 T 0 Scale: 1"=1' 2x4 = I 3-0-0 3-0-0 LOADING (psi) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.00 1-3 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2020rrPI2014 Matrix-P Wind(LL) 0.00 1 -- 240 Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 1=81(LC 12) Max Uplift 1=-28(LC 12), 2-82(LC 12) Max Grav 1=117(LC 1), 2=102(LC 17), 3=52(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and G-C ExItedor(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 1 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. �,1111I I� 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. �� `%� v. C E N,9 •�.�'92 ���� `�.`Q�� NO 5,8126 �•'. S OF :•w RI A- Phlllp J. O'Regan PE No.58126 MITek USA, Inc. FLCert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: 1 February 16,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW 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 ANSYM11 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highwayf Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22863518 2472756 CJ5 Jack -Open 11 1 �2472756 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Nov 30 2020 MTek Industries, Inc. Tue Feb 16 09:50A6 2021 Page 1 ID:DDY9tOMB03viUygRNYJfi2ya8_T-DaFNccdoPE4OWgL TUykppbab4QBSsEBHcxLbjzkbkd 1-10 S 5-0-0 1-10-8 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.03 2-4 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 Na n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Wind(ILL) 0.00 2 "" 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=208(LC 12) Max Uplift 3=95(LC 12), 2=262(LC 12) Max Grav 3=143(LC 17). 2=399(LC 1), 4=92(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:19.1 PLATES GRIP MT20 244/190 Weight: 19 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-10-8 to 1-1-8, Interior(1) 1-1-8 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 1 3) This truss has been designed for a 10.0 psf bottom chord live (load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=262. 01111117111" N S �'92ii No 58126 :XZ OF INA1,1 110 ,`�� Philip J. O'Regan PE No.58126 Mlfek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Fehn rani 1 R 9f191 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 51192020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not --' a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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?PI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply �2472756 T22863519 2472756 CJSS Jack -Open 1 1 I Job Reference o tional Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 2x4 = 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Feb 16 09:50:47 2021 Page 1 ID:DDY9tOMB03viUygRNYJfi2ya8_T-hmplgyeOAYCt8_3A1 CTzL18iBTmQBJUKWGhu79zkbkc 5-0-0 Scale = 1:17.0 LOADING (psi) TCLL 20.0 TCDL 15.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/rP12014 i CS1. TC 0.77 BC 0.26 WB 0.00 I Matrix-P DEFL. in (loc) I/deft Ud Vert(LL) -0.03 1-3 >999 360 Vert(CT) -0.05 1-3 >999 180 Horz(CT) -0.00 2 n/a n/a Wind(ILL) 0.00 1 **** 240 PLATES GRIP MT20 244/190 Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 4 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 1=134(LC 12) Max Uplift 1=54(LC 12), 2=141(LC 12) Max Grav 1=207(LC 1), 2=179(LC 17), 3=92(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. i NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; E:xp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. I 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing'plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) r I.-.. � �' RF .. ,�� �Q G No 58126 OF Q/ *s, /p I Philip J. O'Regan PE Mo.58126 I MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 16,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 5119/2020 BEFORE USE. rev. Design valid for use onlywith 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 wep 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 oftrusses and truss systems, see ANSVrP/f Qualify Criteria, DSB,89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highwayi Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 __J Job Truss Truss Type Qty Ply 2472756 T22863520 2472756 D1G GABLE 2 1 Job Reference o tional > nrmoouroe trot r r=e ), run rren:e, rL - 54u45, 6.43U S Nov 3U ZUZU MITek Industries, Inc. Tue Feb 16 09:5OA8 2021 Page 1 ID: DDY9tO M BO3viUyq RNYJfi2ya8_T-9zN71 Ie2xsKkl8dMbv_CuEhvctOAw4zUlwQSgbzkbkb -1-10-8 5-0-13 9-0-9 12-11-7 22-M 23 10 8 1-10-8 5-0-13 3-11-12 3-1013 9-0-9 1-10 8 Scale=1:42.6 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 i TC 0.66 Vert(LL) 0.25 13-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 I BC 0.68 Vert(CT) -0.21 13-15 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(CT) -0.08 10 n/a n/a BCDL 10.0 Code FBC2020/TPl2014 Matrix-S Weight: 138 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=-238(LC 23) Max Uplift 2=-1449(LC 8). 10=1458(1_C 8) Max Grav 2=1483(LC 1), 10=1498(LC 30) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-9-7 oc bracing. JOINTS 1 Brace at Jt(s): 5, 7 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2438/2292, 3-4=-608/429, 4-6=461/409, 3-5=-2046/2223, 5-7=2045/2222, 7-9=-171611809, 6-8=-465/413, 8-9=586/417, 9-10=-2455/2312 BOT CHORD 2-16=-1858/2088, 15-16=-1830/2068, 13-15=-2309/2489, 12-13=-2309/2489, 10-12=1877/2104 WEBS 3-15=-576/549, 7-13=215/258, 7-12=460/503, 3-16=332/333, 9-12=602/549 i NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. it; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) . 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1449, 10=1458. 11) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 148 lb down and 128 lb up at 5-3-9, 148 lb down and 128 lb up at 7-0-12, 148 lb down and 128 lb up at 9-0-12, 148 lb down and 111 lb up at 11-0-0, 148 lb down and 128 lb up at 12-11-4, and 148 lb down and 128 Ib11p at 14-11-4, and 215 lb down and 247lb up at 16-11-9 on top chord, and 226 lb down and 276 lb up at 5-0-0, 52 lb down and 89 (b up at 7-0-12, 52 lb down and 89 lb up at 9-0-12, 52 lb down and 89 lb up at 11-0-0, 52lb down and 89 lb up at 12-11-4, and 52 lb down and 89 lb up at 14-11-4, and 226 lb down and 276 lb uppuf7NINo-attr116--10-- 14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. C9&1 wARAQdesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 systen,'s, see ANSMII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 `,111{111111.111 %,���� tp J. O'RF No 5.8126 :CC AN ���1111171111�, Philip J. O'Regan PE No.58126 Mfrek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa Fl.33610 Date: February 16,2021 MITek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Oty Ply T22863520 2472756 D1G GABLE 2 1 �2472756 Job Reference (optional) �� �_ �•��� v • _ wI, • _ �»� o.q a s Ivuv ou zuty mr i ex irmusmes, Inc. I ue reo to uu:ou:gt3 zun rage z I D:DDY9tOMB03vIUygRNYdfi2ya8_T-9zN71le2xsl4d8dMbv_CuEhvctOAwjzUlwOSgbzkbkb 'LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 3-6=70, 6-9=70, 9-11=70, 2-10=26 Concentrated Loads (lb) Vert: 6=-54(F) 3=-54(F) 9=-67(F) 14=-26(F) 15=-26(F) 13=-26(F) 12=-112(F) 16=112(F) 4=54(F) 8=-54(F) 22=-54(F) 23=-54(F) 24=26(F) 25=-26(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon. parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iviiTek' 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 ANSIMP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Saferyinformadon available from Truss Plate Institute, 2670 Crain Highway. Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job ss Truss Type Qty Ply 2472756 2472756 TD2 Common 5 1 T22863521 Job Reference (optional) Hers nrsiaumue truri Pierce), ran Plel Oe, rL - 34945, i 8.430 s Nov 30 2020 MTek Industries, Inc. Tue Feb 16 09:50:49 2021 Page 1 j ID:DDY9tOMB03viUygRNYJfi2ya8 T-e9xVEefgi9SbNHCZ8dVRRSD3sHJgfOhdzaA?C2zkbka 1-10 8 4-5-0 114)-0 17-7-0 22-M 1-10� 4-5-0 6-7-0 6-7-0 4-5-0 4x6 = Scale=1:39.8 Ia in LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.21 7-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.38 7-9 >668 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.05 6 n/a n/a BCDL 10.0 Code FBC20201TPI2014 Matrix-S Wtnd(LL) 0.33 7-9 >766 240 Weight: 102 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pur ins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-11-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 6=0-8-0, 2=0-8-0 a Mx Ho rz - ( ) ! Max Uplift 6=-820(LC 12), 2=-1002(LC 12) Max Grav 6=1080(LC 18), 2=1172(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1849/1919, 3-4=1648/1846, 4-5=-1701/1849, 5.6=193211940 BOT CHORD 2-9=1613/1578, 7-9=877/999, 6-7=1647/1665 WEBS 4-7=-807/749, 5-7=-3921386, 4-9=790/626, 3-9 377/364 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E)-1-10-8 to 1-1-8, Interior(1) 1-1-8 to 11-0-0, Exterior(2R) 11-0-0 to 14-0-0, Interior(1) 14-0-0 to 21-8-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed fora 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 an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=820,2=1002. i At .%% ��P AF No 5812-6 �'0: :ice Flilt fill Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parke' East. Blvd. Tampa FL 33610 Date: February 16,2021 ®WARNING -Verity design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19l2020 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 weli and/or chord members only. Additional temporary and permanent bracing is for MiTeW always required 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 ANSVTP/f Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply T22863522 2472756 H1 Common 3 1 �2472756 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 1 8.430 s Nov 30 2020 MTek Industries, Inc. Tue Feb 16 09:50:50 2021 Page 1 ID:DDY9tOMB03viUygRNYJFi2ya8 T-6LVtS_gISTaR?RnliKOgzfmGJhg9OfanCDvZkUzkbkZ -1-10-8 ! 215-0 4-10-0 6-8-8 1-10-8 2-5-0 25-0 1-10-8 4x6 = Scale=1:16.2 I� 0 i 25-0 4-10-0 25-0 25-0 Plate Offsets (X,Y)— [2:0-2-0,Edge], [4:0-2-0,Edge] LOADING (psi) SPACING-2-0-0 1 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.00 6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 4=0-3-8 Max Horz 2=-79(LC 10) Max Uplift 2-325(LC 12), 4=325(LC 12) Max Grav 2=346(LC 1), 4=346(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL�.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E)-1-10-8 to 1-1-8, Interior(1) 1-1-8 to 2-5-0, Exterior(2R) 2-5-0 to 5-5-0, Interior(1) 5-5-0 to 6-8-8 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component./�� 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 .` .2�\ : • • G • • �9 E N '-. ' will fit between the bottom chord and any other members. Q �\ ,9 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) `�� 2=325, 4=325. No .5 812 6 s 3 S F .��ss,,0 1 N A � E���`• nni • Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 16,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19I2020 BEFORE USE. -- Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mel( 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 ANSVTP/f Quality Criteria, DS949 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway; Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22863523 2472756 HJ5 Diagonal Hip Girder J 6i 1 �2472756 Job Reference (optional) tsumers rlrstSource (t•ort tierce), Fort Fierce, rL - 34945, 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Feb 16 09:50:52 2021 Page 1 I D:DDY9tOMB03viUygRNYJfi2ya8_T-2kcetghZ_4r9EIx8g13824rYNU UZsYd3fXOfp NzkbkX -2-7-13 3-9-6 7-0-14 2-7-13 3-9-6 3-M � cMm = rya a 3-9-6 3-2-10 0- - 4 Plate Offsets (X,Y)-- [2:0-1-4,0-3-01 LOADING (psi) SPACING- 2-0-0 CSI, DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 1 TC 0.80 Vert(LL) 0.02 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 1 BC 0.20 Vert(CT) -0.02 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code FBC2020ffP12014 Matrix-S Weight: 36 lb FT = 20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-10-2 oc bracing. WEBS 2x4 SP No.2 SLIDER Left 2x4 SP No.2 -t 2-6-0 REACTIONS. (size) 5=Mechanical, 2=0-11-5, 6=Mechanical Max Hors 2=209(LC 24) Max Uplift 5=-78(LC 8), 2=578(1_13 8), 6=-182(LC 5) Max Grav 5=112(LC 17), 2=552(LC 28). 6=132(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 2-4=-522/312 BOT CHORD 2-8=-337/339, 7-8=-337/339 WEBS 4-7=375/373 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. •% !�� ��j� 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,��� �P ♦♦% ��\ ;• • C 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 Q • �� S�`'•, !1i ��� will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. I 6) Provide mechanical connection (by others) oftruss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=1b) No 58126 * �• •� * �_ 2=578, 6=182. 1 r 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 237 lb down and 210 lb up at 1-6-12, 237lb down and 210 lb up at 1-6-12, and 126 lb down and 47lb up at 4-4-12, and 126lb down and 47 lb up at 4-4-12 on �S F : top chord, and 1 lb down at 1-6 12, 1 lb down at 1-6-12, and 181b down at 4 4-12, and 18 lb down at 4 4-12 on bottom chord. The design/selection of such connection device(s) is the responsibilityO of others. �� ,•i• i� 8)•In the LOAD CASE(S) loads to the face theltruss front t�,� • section, applied of are noted as (F) or back (B). • Fj • •' G� `�♦♦ + ODead ARoof () Standard 1Live Lumber Increase=1.25, (balanced): Plate Increase=1.25 • Uniform Loads (plf) Vert: 1-5=-70, 2-6=20 J. PEFLOW Concentrated Loads (lb) MITe A, Inc. 66326 6904 Parke East Blvd: Tampa FL 33610 6904k USA, Ins. Blvd. T mpa Vert: 9=180(F=90, B=90) Date: Fahrt tare 16 2021 i ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is foran individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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 ANSYTP11 Quality Criteria, DSB-89 and BCS1 Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply 2472756 2472756 HJ7 Diagonal Hip Girder 6 1 T22863524 Job Reference (optional) trurc Fierce), Pon Pierce, FL - 34945, 8.430 s Nov 30 2020 MTek Industries, Inc. Tue Feb 16 09:50:53 2021 Page 1 I D:DDY9tOMB03,AUyq RNYJfi2ya8_T-WwAO4?iBIOzOsvWKNSa NblOj5un3byJDuB8DLpzkbk W -2-7-13 5-1-9 9-10-1 2-7-13 5-1-9 4-8-7 3x4 11 Scale = 1:24.5 4 5 I 5-1-9 4-8-7 Plate Offsets (X,Y)— [2:0-5-5,0-1-10] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.04 2-8 >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.04 2-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2020frP12014 j Matrix-S Weight: 56 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-2 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-9-15 oc bracing. REACTIONS. (size) 7=Mechanical, 2=0-10-15 Max Horz 2=263(LC 8) Max Uplift 7=-412(LC 8), 2=674(LC 8) Max Grav 7=509(LC 31), 2=784(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=965/452 BOT CHORD 2-8=-538/761, 7-8=538/761 WEBS 3-7=790/551 NOTES- I 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 7=412,2=674. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 238 lb down and 210 lb up at 1-6-1. 238 lb down and 210lb up at 1-6-1, 126 lb down and 47 lb up at 4-4-0, 126 lb down and 47 lb up at 4-4-0, and 167 lb down and 120 lb up at 7-1-15, and 167 lb down and 120 lb up at 7-1-15 on top chord, and 1 lb down at 1-6-1, 1 lb down at 1-6-1, 18 lb down and 50 lb up at 4-4-0, 18 lb down and 50 lb up at 4-4-0; and 38 lb down at 7-1-15, and 38 lb down at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the[truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 • Uniform Loads (plf) Vert: 1-4=70, 4-5=30, 2-6=20 Concentrated Loads (lb) Vert: 9=180(F=90, B=90) 11=50(F=25, 8=25) 14=36(F=18, B=18) ,`It11111.1111��I `%%.���p No 58126 Irz .00 40"",P .���` ` Inn Phlllp J. O'Regan PE No.58126 MTTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa EL 33610 Date: February 16,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITLJC REFERENCE PAGE Mil-7473 rev. 5/192020 BEFORE USE. -- ■ Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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 ANSVTP/f Quality Criteria, DSB49 and SCSI Building Component Safety information available from Truss Plate Institute, 2670 Crain Highway] Suite 203 Waldod, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply 2472756 T22863525 2472756 J5 Jack-Open 20 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, -1-10-8 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Feb 16 09:50:54 2021 Page 1 ID:DDY9tOM B03viUygRNYJfi2ya6_T-_7kOILjpWii5tT35WxA5c8Vxxal7NKTDM7rtmtFzkbkV 5-0-0 5-0-0 5-0-0 5-0-0 cm 0 N Scale = 1:19.1 LOADING (psf) SPACING- 2-0-0 CSI. , DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.08 2-4 >653 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.43 Vert(CT) 0.08 2-4 >721 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 19 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=208(LC 12) Max Uplift 3=95(LC 12), 2=-351(LC 12), 4=75(LC 8) Max Grav 3=143(LC 17), 2=399(LC 1), 4=92(LC 3) l FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft;.L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E)-1-10-8 to 1-1-8, Interior(1) 1-1-8 to 4-11-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 1 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 3, 4 except (jt=lb) 2=351, I I I J. r Or,�����i .% �....... No 58126 % OF • <l/ : ONAL rnn Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL 6ert 6634 6904 Parke East Blvd. Tampa FL 33610 bate: Februafv 162021 l I. - WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ®• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVlP11 Quality Criteria, DSB49 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway,, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply �2472756 T22863526 2472756 J7 Jack -Open 22 1 I Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 1-10-8 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Feb 16 09:50:55 2021 Page 1 ID:DDY9tOMB03viUygRNYJfi2ya8_T-SJImVhkRH?Dk5CgjVtcrgjT3kiRO3wS WMVdJQizkbkU 7-M 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) Vdefl Lid TCLL 20.0 Plate Grip DOL 1.25 i TC 0.80 Vert(LL) -0.09 2-4 >888 360 TCDL 15.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.20 2-4 >399 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-S Wind(LL) 0.08 2-4 >939 240 LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Scale: 1/2'L1' PLATES GRIP MT20 244/190 Weight: 25 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-12 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. Max Horz 2=262(LC 12) Max Uplift 3=159(LC 12), 2=274(LC 12) Max Grav 3=223(LC 17), 2=478(LC 1), 4=125(LC 3) FORCES. pb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES. 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-10-8 to 1-1-8, Interior(1) 1-1-8 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=159,2=274. �•`Q�`\ \ G E N No 58126 :C OF 3�4u �i •• O R J to I is Philip J. O'Regan PE No.58126 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 16,2021 I A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use onlywith MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■���• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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 ANSUTP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway) Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 2472756 T22863527 2472756 J7P Jack -Open 11 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8A30 s Nov 30 2020 MTek Industries, Inc. Tue Feb 16 09:50:55 2021 Page 1 I D: DDY9tOMB03viUyq RNYJfi2ya8_T-SJ ImVhkRH?Dk5CglYtaglT6fiNr3uB WMVdJQizkbkU 1-10.8 3-10-15 7-M 1-10-8 3-10-15 3-1-1 0 ch 3 Scale: lrZ-I' 7-0-0 Plate Offsets (X,Y)— [5:Edge,0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (foe) I/deO Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.25 2-5 >326 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Vert(CT) 0.22 2-5 >362 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-S Weight: 31 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-4-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=262(LC 12) Max Uplift 4=76(LC 12), 2=404(1_C 12), 5=198(LC 12) Max Grav 4=104(LC 17), 2=479(LC 1), 5=188(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=304/166 BOT CHORD 2-5=-420/301 WEBS 3-5=-350/487 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E)-1-10-8 to 1-1-8, Interior(1) 1-1-8 to 6-11-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 IIItt r r r r rII 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the this truss ���� `,II't `�- 0 R I'I. use of component. ,�� \Q ... • 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • �% .r�\ :• G•E •�,� S4t`•• 4) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-13-0 tall by 2-0-0 wide :�� Q ; ..1i will fit between the bottom chord and any other members. No 58126 S 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at --lb) 2=404, 5=198. fl : Li OF /S *'I1,s10 N A E� lo% nnr Philip J. O'Regan PE No.58126 MITek USA; Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 16,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/792020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based ontyupon parameters shown, and is for an individual building component, not wit 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 MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIVIM Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safetyinformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply [2472756 T22863528 2472756 V4 Valley 4 1Reference (optional) ow�ucw rnawuww true nc�w/, rwi ncr Ue, r� - u�eayo, 2-M 0.9JU J IVUV ,3U LULU wll r eK rnUUSUre5, Inc. I ue reD l0 uv:ol:U9 /uz1 rage i ID:D DY9tOMB03viUygRNYJ62ya8_T-h2LAOmr49mLSgbsRXGGyYcLnOKb?g?hgQPI IEgzkbkL 4-0-0 2-041 I 3x4 = Scale = 1:7.7 2 =a d 2x4 -:r- 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(L-) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC202011PI2014 Matrix-P Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=3-11-0, 3=3-11-0 Max Horz 1=26(LC 10) Max Uplift 1=54(LC 12), 3=54(LC 12) Max Grav 1=123(LC 1), 3=123(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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. 7) Provide mechanical connection (by others) of truss to bearing ',plate capable of withstanding 100 lb uplift at joint(s) 1, 3. ,,�1►{II1111I/I No 58126 O F : �41% Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 16,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW 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 ANSVIPI1 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safelylnformadon available from Truss Plate Institute, 2670 Crain Highway', Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 2472756 I T22863529 2472756 V8 Valley 2 1 Job Reference (optional) Y d v �• • • •�•wn • �• • .... � - •++� O.YJV S I— JU LU4. w111-K II IUMUICS, [FIG. I Ue reU 10 U`J:01:U0 LULI rage I ID:DDY9tOMB03viUygRNYJfi2ya8_T-AEvYb6sjw4TJIIRe4_nB4quvSkwcPRQ f32rm6zkbkK 4-0-0 8-0-0 4-M 4x6 = 2 7 4 2x4 i 2x4 ll 2x4 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.27 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/rPI2014 Matrix S LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (size) 1=7-11-0, 3=7-11-0, 4=7-11-0 Max Horz 1=62(LC 10) Max Uplift 1=71(LC 12), 3=71(LC 12), 4=123(LC 12) Max Grav 1=140(LC 21), 3=144(LC 18), 4=329(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=228/328 Scale=1:14.6 PLATES GRIP MT20 244/190 Weight: 25 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124moh; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 4-0-0, Extedor(2R) 4-0-0 to 7-0-0, Intedor(1) 7-0-0 to 7-4-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1, 3 except T=lb) 4=123. `'�Ii111111//// No 58126 :� • OF .' 41J: It All - All -lilts, Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 66M 6904 Parke East Blvd: Tampa FL 33610 Date: February 16,2021 ,9 d ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/192020 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 iwiTek' 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 ANSUrPil Qualky Criteria, DS"9 and SCSI Building Component Parke 6904 Parke East Blvd. East Safety Information available from Truss Plate Institute, 2670 Crain Highway; Suite 203 Waldorf, MD 20601 Tampa, 36610 Job Truss Truss Type Qty Ply 2472756 T22863530 2472756 V12 GABLE 2 1 Job Reference (optional) tttniaers t-irs[SOurce (Fort merce), tort Nlerce, rL - 34945, 6-0-0 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Feb 16 09:50:57 2021 Page 1 ID:DDY9tOM B03viUyq RNYJfi2ya8_T-Ph QXwNlh pdTSKWg5cleJ 18ZTOV72Xp3ppp6Q UazkbkS 4x6 = Scale = 1:20.5 .g 0 1 12-0-0 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 0.53 Vert(L-) Na - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 1 BC 0.50 Vert(CT) Na - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 3 Na n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-S Weight: 39 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=12-0-0, 3=12-0-0, 4=12-0-0 f Max Horz 1=-99(LC 10) Max Uplift 1=113(LC 12), 3=113(LC 12), 4=196(LC 12) Max Grav 1=223(LC 21), 3=230(LC 18), 4=524(1_C 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or I I ss except when shown. WEBS 2-4=-363/408 I NOTES- V 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 6-0-0, Exterior(2R) 6-0-0 to 9-0-0, Interior(1) 9-0-0 to 11-4-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3), Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain -loading requirements specific `%J11111111111 to the use of this truss component. 4) Gable requires continuous bottom chord bearing. ♦,�� J O, P R ♦ • • • `Q ° 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.♦` ���'\. •' i C E /115.; 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 Q •�� will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing Iplate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) :��' N O 58126 1=113, 3=113, 4=196. F .' <[I i • Phillip J. O'Regan PE N.o.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 16,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/18/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design gn 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 applicabilityof design parameters and property incorporate this design Into the overall ■i��Y� building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iviiTek' 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 Quality Criteria, DSB-89 and SCSI Building Component Safety Information from Truss Plate Institute, 2670 Crain Highway, 203 Waldorf, 6904 Parke East Blvd. available Suite MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty, Ply 2472756 � T22863531 2472756 V16 GABLE 2 1 Job Reference (optional) Builders FirstScurce (Fort Pierce), Fort Pierce, FL - 34945. i 8A30 s Nov 30 2020 MTek Industries, Inc. Tue Feb 16 09:50:58 2021 Page 1 ID:DDY9tOMB03viUygRNYJfi2ya8_T-tu_v7jmKawbJygOHA09YIL5jgvZJGGNy2Tr OOzkbkR 1"_0 4x6 = 3x4 3x4 2x4 II 2x4 11 2x4 11 Scale=1:27.2 v 6 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 0.24 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-S Weight: 58 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-0-0. (lb) - Max Horz 1=136(LC 10) Max Uplift All uplift 100 lb or less at joints) 1, 5, 7 except 8=231(LC 12), 6=231(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 1, 5 except 7=303(LC 1), 8=423(LC 17), 6=423(LC 18) FORCES. (lb) -Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=335/395, 4-6=335/395 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extertor(2E) 0-7-9 to 3-7-9, Inte6or(1) 3-7-9 to 8.0-0, Exterior(21R) 8-0-0 to 11-0-0, Interior(1) 11-0-0 to 15-4-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 20.0psf 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. 7) Provide mechanical connection (by others) of truss to bearing iplate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7 except (It=lb) 8=231, 6=231. t111111111111111. �•`Q�\\ No 58126 (r ► i*�0ss,O N Al-'�C� �. lnnu Philip J. O'Regan PE No.58126 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 16,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/192020 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 ANSUTP/f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway,, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 2472756 T22863532ABLE 2472756 V19 G 1 1 ' Job Reference (optional) ounucra nla��umuc lruu rrm uc/, roll rnvii , rL-34 D, 9-10-8 v d 0 8.43U 5 IVUV 3U LULU IVII I eK IDUU51neS, IDC. I ue reo to Ut1:ou:ovLULL rage i ID:DDY9tOMB03viUygRNYJ62ya8 T-L4YHL3nyLEjAagzUkjhnrZesGJ8liP5H7bXZTzkbkQ 19-9-0 9-10-8 Scale=1:33.3 4x6 = 3x4 8 1 7 6 3x4 2x4 II 5x6 = 2x4 11 19-9-0 19-M Plate Offsets (X,Y)— r7:0-3.0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 TCDL 15.0 Lumber DOL 1.25 BC 0.23 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 BCDL 10.0 Code FBC2020/TPI2014 f Matrix-S LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) n/a - n/a 999 MT20 2441190 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 5 n/a n/a Weight: 74 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 19-9-0. (lb) - Max Horz 1=171(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 1, 5 except 8=303(LC 12), 6=303(1_13 12) Max Grav All reactions 250 lb or less atjoint(s) 1, 5, 7 except 8=558(LC 17), 6=557(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8= 431/443, 4-6=-430/443 NOTES- ' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 9-10-8, Exterior(2R) 9-10-8 to 12-10-8, Interior(1) 12-10-8 to 19-1-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except at --lb) 8=303,6=303. I -9 d �I111111L►I/ i No 58126 F E�0 nnll Philip J. O'Regan PE No.58126 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February •16,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MII-7473 rev. 51192020 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 ■�f�` building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW 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 ANSUlPN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway; Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 2472756 T22863533 2472756 V20 GABLES 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Feb 16 09:51:00 2021 Page 1 ID:DDY9tOMB03viUygRNYJfi2ya8_T-pG5fYPoa6Yr1 C_YgIQCONmAOkjDok9dFVnK45vzkbkP 10-0-0 20-0-0 10-M 10-M Scale=1:33.7 4x6 = 3x4 i g 7 6 3x4 2x4 II 5x6 = 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 TCDL 15.0 Lumber DOL 1.25 BC 0.24 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 BCDL 10.0 Code FBC2020frP12014 Matrix S LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 204W 20-M DEFL. in (loc) I/dell L/d PLATES GRIP Vert(LL) n/a rile 999 MT20 2441190 Vert(CT) n/a n/a 999 Horz(CT) 0.00 5 n/a n/a Weight: 75 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 20-0-0. (lb) - Max Horz 1=173(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=309(1-C 12), 6=309(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=568(LC 17), 6=568(LC 18) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8= 438/447, 4-6= 438/447 i NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 10-0-0, Exterior(2R) 10-0-0 to 13-0-0, Intedor(1) 13-0-0 to 19-4-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 8=309, 6=309. -d d `,�►11111/11/I/ .�`�, \P J" OGAF !'fe %No 58126 O' S F 10 1111111% PhIIIp J..O'Regan PE No.58126 Mf iik USA, Inc. k Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 16,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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 ANS11TP11 quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highwayf Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply 2472756 T22863534 2472756 V24 GABLE; 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, i 8.430 s Nov 30 2020 MTek Industries, Inc. Tue Feb 16 09;51:01 2021 Page 1 I D: DDY9tOMB03viUyg RNYJfi2ya8—T-HTf2mloCtrzup77sgFwj EO7a?TcjOkR4edLzkbkO 11-10-8 12-11-8 24-" 11-10-8 01310 11-10-8 4x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(CT) BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(CT) BCDL 10.0 Code FBC2020/TPI2014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOPCHORD BOP CHORD BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. All bearings 24-0-0. j (lb) - Max Horz 1=-210(LC 10) Scale = 1:40.8 in (loc) I/deb L/d PLATES GRIP n/a n/a 999 MT20 2441190 n/a n/a 999 0.00 7 n/a n/a Weight: 96 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. Max Uplift All uplift 100 lb or less at joints) 1, except 11=223(LC 12), 12=213(LC 12), 9=-223(LC 12). 8=213(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 1, 7 except 10=432(LC 17), 11=499(LC 17), 12=450(LC 17), 9=499(LC 18), 8=451(LC 18) j FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-11=-332/323, 2-12=305/285, 5-9=332/323,r6-8=305/285 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 12-0-0, Extedor(2R) 12-0-0 to 15-0-0, Interior(1) 15-0-0 to 23-4-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing! plate capable of withstanding 100 lb uplift at joint(s) 1, 7 except Gt=lb) 11=223, 12=213, 9=223, 8=213. j �I �►1111117��� �p J - O �\� ,� C E N 3 Q; �V NO 58126 STP�6_F .' 411: Philip J. O'Regan PE No.58126 Mlrek USA, Inc. FL Cart 6634 6904 Parke East Blvd; Tampa FL 33610 Date: FPhnrary 16 2021 ®WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/192020 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 applicabilityof design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?pH Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply 2472756 T22863535 2472756 V28 Valley 1 1 1 i Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Feb 16 09:51:02 2021 Page 1 ID:D DY9tOMB03viUygRNYJfi2ya8_T-IfD Qz4pge95kRH i3PrEU SBGPeMPC3ZYz5pB9ozkbkN 11-10-8 1N-8 28-M 11-10-8 43-0 11-10-8 I Scale=1:46.3 4x6 = 4x6 = 4 18 195 d 6 8 27-11.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in poc) Vdlefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.17 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-S • Weight: 116 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 27-11-0. (lb) - Max Horz 1=-215(LC 10) Max Uplift All uplift 100 lb or less at joints) 1, 8, 11, 13 except 9=215(LC 12), 10=217(LC 12), 15=215(LC 12), 14=217(LC 12) i Max Grav All reactions 250 lb or less atjoint(s) 1, 8 except 9=460(LC 18), 10=491(LC 18), 11=443(LC 18), 15=460(LC 17), 14=491(LC 17), 13=476(LC 17) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. WEBS 7-9=315/266, 6-10=3221289, 5-1.1=266/139,12-15=3151266, 3-14=322/289, 4-13=274/141 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-9 to 3-7-9, Inte6or(1) 3-7-9 to 11-10-8, Exterior(2E) 11-10-8 to 16-1-8, Exterior(2R) 16-1-8 to 20-4-7, Interior(1) 20-4-7 to 27-4-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements spec to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearingiplate capable of withstanding 100 lb uplift atjoint(s) 1, 8, 11, 13 except (jt=lb) 9=215, 10=217, 15=215, 14=217. i I �•�QxF =•� G ENS �. Fes• � No 58126 . •,IFS .,< O R � O,. �� ��• Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Pattie East Blvd. Tampa FL 33610 Date: February 16,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply I T22863536 2472756 V32 Valley 1 1 �2472756 Job Reference (optional) Builders FirstSource (Fort Pierce); Fort Pierce, FL - 34945, 8.430 s Nov 30 2020 MTek Industries, Inc. Tue Feb 16 09:51:03 2021 Page 1 I D:DDY9tOMB03viUygRNYJfi2ya8_T-DmoAQgSPTDb3RHFzZlj?PoaMwFbxVDhB IZIiEzkbkM 11-10-8 20-1-8 32-M 11-10-8 8-M 11-10-8 Scale=1:52.5 4x6 = 4x6 = 4 518 19 6 V d LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 TCDL 15.0 Lumber DOL 1.25 BC 0.17 BCLL 0.0 Rep Stress Incr YES WB 0.21 BCDL 10.0 Code FBC2020/TP12014 Matrix-S 5x6 = DEFL. in (loc) I/deft L/d Vert(LL) n/a n/a 999 Vert(CT) n/a n/a 999 Horz(CT) 0.00 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 136 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 31-11-0. (lb)- MaxHorz 1=221(LC11) Max Uplift All uplift 100 lb or less atjoint(s) 1, 9, 12, 14 except 13=181(LC 12), 10=215(LC 12), 11=220(LC 12), 16=215(LC 12), 15=220(LC 12) Max Grav All reactions 250 lb or less at joints) 1, 9 except 13=481(LC 17), 10=463(LC 18), 11=499(LC 18), 12=423(LC 18), 16=463(LC 17), 15=499(LC 17), 14=457(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 5-13=-331/244, 8-10=-317/271, 7-11=331/298I, 2-16=317/271, 3-15=331/298, 4-14=-253/101 I NOTES- 1) Unbalanced roof live loads have been considered far this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=32ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-7-9 to 4-0-4, Interior(1) 4-0-4 to 11-10-8, Exterior(2R) 11-10-8 to 16-4-11, Intedor(1) 16-4-11 to 20-1-8, Exterior(2R)1,20-1-8 to 24-7-11, Interior(1) 24-7-11 to 31-4-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing 1plate capable of withstanding 100 lb uplift atjoint(s) 1, 9, 12, 14 except Qt=lb) 13=181, 10=215, 11=220, 16=215, 15=220. `011.IIIII1111I 1=• CENS :1 Aft No 58126 F .' 44/ `,,, ►nn Philip J. O'llegan PE No.58126 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 16,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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 ANSLITP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0_� ' For 4 x 2 orientation, locate plates 0- 'r+e' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION — — - -- --Indicated by symbol -shown and/or - - by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSIITPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS U CI-2 C2-3 WEBS \c7-e AC16 O I.—r. ce-7 tau I I UM L;HuKUS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSIrrPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIrrPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specked. Trusses -are-designed_for-wind loads-in-the.plane -of-the--- 13. Top -chords -must besheathed or Puffins provided at ---- - - truss unless otherwise shown. I spacing indicated on design. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek e MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.