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® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Alunoo 015M MiTek,� AS 5Q, I RE: 76520 - MISSIONARY FLIGHTS MiTek USA, Inc. Site Information: I 6904 Parke East Blvd. a a F� 33610-4115 Customer Info: RK DAVIS CONSTRUCTION Project Name: MISSIONARY FLIGHTST Votle : Lot/Block: Subdivision: Address: HAMMOND ROAD & STEEL BLVD' City: FORT PIERCE State: FL I Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: i State: General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.3 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 55.0 psf I Floor Load: N/A psf This package includes 10 individual, Truss I With my seal affixed to this sheet, I hereby t conforms to 61G15-31.003, section 5 of the No. Seal# Truss Name Date 1 T19076162 A 1/8/20 2 T19076163 Al 1/8/20 3 T19076164 A2 1/8/20 4 T19076165 A3 1/8/20 5 T19076166 B 1/8/20 6 T19076167 B1 1/8/20 7 T19076168 VA 1/8/20 8 T19076169 VB 1/8/20 9 T19076170 VC 1/8/20 10 T19076171 VD 1/8/20 I Drawings and 0 Additional Drawings. that I am the Truss Design Engineer and this index sheet a Board of Professional Engineers Rules. I The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and de6ign codes), which were given to MiTek or TRENCO. Any project specific information 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 ANSI/TPI 1, Chapter 2. `,`��IIIIIIff11�fo PQU I N VFW �.. No 68182 =-U: :CC= : 3 STATE OF : 411/- Joaquin Velez PE No.68182 MiTek USA, Inc. FL l:ert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 8,2020 Velez, Joaquin IL 66my I— F76-520 Truss Truss Type aty, Ply MISSIONARY FLIGHTS T19076162 A COMMON 6 I t Jab Reference o tional o,:,>.e°s was, nc.. °s =°w, -� a.asu s Dec o 20is MI lets meusmes, mc. Web ,Ian d az:ul:sp20ZU Pagel ID:S34PssVMih IISjGOCw8jHydP7O-dufonlhPU7tJONKWDPgmUYFPpZc005SgDbNnPzxQU_ -2-0-0 3-6-0 6-9-12 i 13-1-0 19.4-4 26-2-0 28-2-0 3-6-0 ( 33-12 6-3-4 4x6 = Seale = 1:48.8 6.00 12 6 22 ,f Zx3 \\ 5/ • %: .,\,` axe / r I 21 �\ / /`\\ ��� 24. 2 \ Y; / \ j 9 I� 0"1 10 13 25 12 26 11 14 dj 2x3 I i 3x4 = 4x6 = 3x4 = 3rB 3x4 = � 5c. _ LOADING (psi) i SPACING. 2-0-0 CS), 4 DEFL, in (roc) Udell Ud ' PLATES GRIP TCLL 20.0 b Plate Grip IDOL 1.25 TC 0.53 Vert(LL)-0.1811-13 >999 360 MT20 244/190 TCDL 25.0 ? LumberDOL 1.25 Sc 0.55 Vert(CT)-0.3711-13 >732 240 W BCLL 0,0 ' Rep Stress Incr YES B 0.43 HOrz(CT) a06 9 via r9a BCDL 10.0 + Code FBC2017ffP12014 Matrix MS Wind(LL) 0.36 11-13 >763 240 Weight; 125lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Stmcturat wood sheathing directly applied or 4-3-a CC puffins. BOT CHORD 2x4 SP M 30 SOT CHORD Fi4gid'ceitirg dill cNy app6edvr..4 f, 12oc hraciryg:��,. WEBS 2x4 SP No.3 WEBS 1 R7 at-midpt 813, F 11 REACTIONS. (lb/size) 2=1320(0 8-0, t4=35210 8-0, 5=15781G8 0 y Em ( ' A l i 1 d% 11 Max Hom 2=285(LC 11) Max Uplift 2=870f.LC 12). 14=200(LC 12). 9=1134(LC 12) _ Li r -- j FORCES. Qb) -Max Comp.lfstax Ten. -All forces 250 (1b) or less except when shown, TOP CHORD 2-3-211912179, 3-5=2118f2266, 5-8-1964:2275, 6-7=213442505, 7-9=2419{2507 BOT CHORD 2-14=1796/1846, 13-14="l 1111846, 11-13=118211322, 9.11=2112.2064 �. {-, . • . WEBS 3-14=2661189. 5-13=47W813, 6-13=9101634, 6-1 t=1274&42, 7-11=597(448 JJ '� L ?-°s ip i i 4 j; `q Ta lr z NOTES- 1) Unbalanced roof live toads have been considered for this design. f t 2) Wind: ASCE 7-10; Veit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3,Opsf; h=15ft; B=45ft; L= .6keak&4tt C_aL y a in q RZ , 11; Exp C, End., GCpi=D.18; MWFRS (diiedtionap and C-C E)tericr(2)-2-0-13 to 0-11-3. Interior(l) 0.11-3 to 13-". Exte-ror(2) 13-1-0 to 16-1-0, Intericr(1) 16-1-0 ro 28.2-13 mr�; porch right exposed;C G for members and forces 8 MWFRS for c1 1-ea6oms ,• j shown; Lumber DOL=1.60 plate grip DOL=1.60 $r 3} This truss has heart designed for a 10.0 list bottom chord five load nonooncurrent with any other live loads F ;' 9 , � a • } s b 4) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangie 3.6-0 tall by 2-0-0 wide i s s . f ";a will fit between the bottom chord and any other members, with BCDL = 10.0psf. r 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift a�t jetnt(sjexospt (jt=ltt) -,' ,r 3 ,' .,_1 I. , 2=870, 14-200, 9=1134. J �.. •'".t a:;,1 65(KPmk EastiIvo ainpa`Ff n1A I R0'1 ."'ed av t 9U2U N/ARNINB - lerNy dE57gn parrmefon and READ NOTES ON THIS A)JD INCLUDED M77Ei(REFERENCE PAGE 10.7473rev. fad3i2019 BEFORE USE i - Design valid fcr use only with Mf rek® connectors. This design is (rased only upon parameters shown, and is for an individual building compote 1. not { a truss system. Before use, the building designer mast verily the applicability of design parameters and properly incorporate this design into the overall I bu➢tl'irlg design. Bracing indicated is to prevent budding of individual was web aridlor chord members only. Additional temporary and permanent bracing t MiTek• is always required for stabirdy and to prevent collapse with possible personal injury and propeftyidamage. For general guidance regarding the I fabrication, storage, delivery, ereclion and bracing of trusses and truss systems, we ANSYM1 Quardy Criltaft DSB•89 and SCSI Building Canponem 11 6904 Parke East Blvd. Safety iniortnddon available from Truss Plate Institute, 218 K Lee Street. Sure 312. Alexandria, VA 22314. 1 Tampa. FL 36810 t Job Truss Truss Type Qly Ply MISSIONARY FLIGHTS T19076163 76520 Al Common 15 1 Job Reference (optional) cnarrDers I russ, Inc., ron rlerce, rL . I ID:S34PssVMlb_IISjGOCw8jHydP70-55DA_eh1 FR?AOv4X4wwvJi5SdDvglSk?3gLxlrzxQTz -2-0-0 6-9-12 13-1-0 19-4-4 , 26-2-0 2-0-0 6-9-12 6-3-4 6-3-4 ' 6-9-12 ' Scale = 1:45.7 a nn � 5 ' 2 01�� 3x5 = sxa — 8-8-5 1 17-5-11 26-2-0 8-8-5 1 8-9-6 8-8-5 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 0.43 Vert(LL) -0.19 8-10 >999 360 MT20 244/190 TCDL 25.0 Lumber DOL 1.25 BC 10.56 Vert(CT) -0.34 8-10 >927 240 BCLL 0.0 Rep Stress Incr YES WeiI0.47 Horz(CT) 0.06 7 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix I MS Wind(ILL) 0.13 8-13 >999 240 Weight: 120 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-9-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=1432/0-8-0, 2=1632/0-8-0 Max Horz 2=276(LC 11) Max Uplift 7=-506(LC 12), 2=-673(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2531/1031, 4-5=-2249/1032, 5-6=-2279/1078, 6-7=-2538/1077 BOT CHORD 2-10=-820/2311, 8-10=-422/1473, 7-8=-835/2204 WEBS 5-8=-387/995, 6-8=642/411, 5-10=-357/952, 4-10=-621/402 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL 4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 13-1-0, Exterior(2) 13-1-0 to 16-1-0, Interior(1) 16-1-0 to 26-2-0 zone;C-C for members andiforces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) ' 7=506, 2=673. ' Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6984 Parke East Blvd. Tampa FL 33610 Date: January 8,2020 ® WARNING - Verify design paramofers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE, Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 r Job Truss Truss Type Qty Ply T19076164 76520 A2 Roof Special 1 1 �MISSIONARYFIIGHTS Job Reference (optional) O.OJU 5 uee 0 Gut a IVII I eK 1nausirles, inc. vvea Jan t1 1 z:Ul:4u zuzu rage 1 ID:S34PssVMlb_IISjGOCw8jHydP70-_sShgOkYJg WcUX01Jm?rTYF6dgAph6db_IJ8RczxQTv 24.6-0 -2-0-0 6-9-12 13-1-0 3-96 1&7-12 23-0-0 2 6- 26-2-0 2-0-0 6-9-12 6-3-4 -6-8 4-10-4 4.4-4 -6- 1-0.0 1-8-0 Scale = 1:48.5 6.00 12 5 24 25 3.6 3x4 i 6 5x6 _ 4 3 2x3 II 7 3x8 8 23 2 g m10 01 1 Io Iq 16 15 145x10 = 12 10 52 3x4 = 6x8 = 2x3 11 7.70 1 x 0 = 46 3x4 = 246-0 1:0-7-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.48 11-13 >654 360 MT20 244/190 TCDL 25.0 LumberDOL 1.25 BC 0.93 Vert(CT) -1.15 11-13 >272 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.17 9 n/a n/a BCDL 10.0 Code FBC20171rP12014 Matrix -MS Wind(LL) 0.22 11-13 >999 240 Weight: 142lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=1456/0-8-0, 2=1639/0-8-0 Max Hbrz 2=276(LC 11) Max Uplift 9=-498(LC 12), 2=-671(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2577/1019, 4-5=-1920/840, 5-6=-19511890, 6-7=-5264/2159, 7-8=-5330/2069, 8-9=-2857/1220 BOT CHORD 2-16=-810/2230, 11-13=-940/2512, 9-1 0=-1 035/2509, 10-11=-120113064 WEBS 4-13=-745/393, 5-13=-460/1139,6-13=-1061/562,6-11=-989/2595, 13-16=-780/2126, 8-10=-17251610,8-11=-728/2227 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 13-1-0, Exterior(2) 13-1-0 to 16-1-0, Interior(1) 16-1-0 to 26-2-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide c will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=498,2=671. w Joaquin Velez PE No.68182 lill USA, Inc. FL Cert lil 6904 Parke East Blvd, Tampa FL 33610 Date: January 8,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not '• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent 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 ANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ply MISSIONARY FLIGHTS ' T19076165 76520 A3 Roof Special �Qty 4 1 Job Reference (optional) unamoers i russ, inc., run r ice, — -ZI! 6t_" ]H;d 70S1nQcbuAL_uW5Ated2CbuVWtgGXo2xzxQTs ID:S34PssVMlb—ll JGO;�; -2-0.0 6-9-12 13-1-0 1,3-9-$ 18-7-12 23-6-0 �4-6-0 _ 26-2-0 28-2-0 2-0.0 6-9-12 6-3-4 -8-8 4-10-4 4-10-4 1-0.0 1-8-0 ' 2-0-0 Scale = 1:49.6 6.00 12 5 3x4 = 6x8 = 2x3 11 "' " L! = — - 3x5 = I 6-9-12 13-1-0 1a-9-$ 23-6-0 24-6-0 26-2-0 Al O_A_A 1_n_n �_A_n Plate Offsets (X Y)— [2:0-0-4,Edge], [6:0-3-0 0-1-12] [10:0-0-4,0-0-0] [13:01.6-8,0-3-4] [15:0-2-8 0-3 , [18:0-3-8 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 6.51 Vert(LL) -0.46 13-15 >654 360 MT20 2441190 TCDL 25.0 LumberDOL 1.25 BC 0.92 Vert(CT)-1.1413-15 >275 240 BCLL 0.0 Rep Stress Incr YES WE 0.91 Horz(CT) 0.17 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.18 13-15 >999 240 Weight: 145lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1632/0-8-0, 10=1649/0-8-0 Max Horz 2=-285(LC 10) Max Uplift 2=-663(LC 12), 10=-658(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2561/985, 4-5=-1902/822, 5-6=-1932/836, 6-8=-5035/1807, 8-9=5075/1717, 9-10=-2617/971 1 BOTCHORD 2-18=-672/2244, 13-15=-846/2466, 10-12=766/2271, 12-13=-884/2788 WEBS 4-15=-743/410, 5-15=-419/1122, 6-15=-1027/539, 6-13=-71,0/2401, 9-12=-1651/485, 15-18=648/2140, 9-13=-667/2250 Structural wood sheathing directly applied or 2-8-15 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4i2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 13-1-0, Extedor(2) 13-1-0 to 16-1-0, Interior(1) 16-1-0 to 28-2-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) °rhis truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (]t=lb) $=663, 10=658. Joaquin Velaz PE No.68182 MTak USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 8,2020 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, DS849 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply MISSIONARY FLIGHTS T19076166 76520 B COMMON 1 1 Job Reference. o tional unamDers truss, Inc., ron rlerce, rL d.asu s uec 5 zuia mi I eK Industries, Inc. vvea San a 1z:ui:44 zuzu rage i ID:S34PssVMlb_IISjGOCw8jHydP70-sdiCgNo2Nu01z8h3Yc3ndOQkiSa_d OAvwHMaOzxQTr -2-0-0 8-4-0 15-4-0 22-4-0 30-8-0 ' 2-0-0 8-4-0 7-0-0 7-0-0 8-4-0 scale = 1:55.9 4.00 12 4x6 = 5 3x8 = 2x3 II 5x6 WB = 2x3 II 3x8 = 3x10 = 8-4-0 154-0 22-4-0 30-8-0 A_A_n 7_O_n 7_n_n A_A_n Plate Offsets (X,Y)— [2:0-4-0,0-1-10] [3:0-4-0 Edge] [7:0-4-0 Edge] [8:0-4-0,0-1-10] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.48 10-19 >775 240 MT20 244/190 TCDL 25.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.48 13-16 >770 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.15 8 n/a n/a BCDL 10.0 Code FBC20171-rP12014 Matrix -MS Weight: 140lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1871/0-8-0, 8=1871/0-8-0 Max Horz 2=-145(LC 10) Max Uplift 2=-1344(LC 12), 8=-1344(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=4090/4225, 4-5=-2775/2942, 5-6=-2775/2942, 6-8=-4d90/4225 BOT CHORD 2-13=-3863/3792, 11-13=-3863/3792, 10-11=-3899/3792, 8-10=-3899/3792 WEBS 5-11=-151411137, 6-11=-138311506, 6-10=-535/336, 4-11==1383/1506, 4-13=-535/336 Structural wood sheathing directly applied or 2-6-14 oc purlins. Rigid ceiling directly applied or 3-0-6 oc bracing. 1 Row at midpt 6-11, 4-11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=31ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-0-9 to 0-9-12, Interior(1) 0-9-12 to 15-4-0, Exterior(2) 15-4-0 to 18-4-13, Interior(1) 18-4-13 to 32-8-9 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1344,8=1344. P Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6684 6984 Parke East Blvd. Tampa FL 23810 Date: a January 8,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MIP7473 rev. 10103f2018 BEFORE USE. Design valid for use only with MrrekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MOW is always required far 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 BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply MISSIONARY FLIGHTS T19076167 76520 _ B1 COMMON 2 1 Job Reference o tional cnamoers truss, Inc., rot rlerce, t-L o.00v a — 4IWCSSo. v6ID:S34PssVMlb_IISjGOCw8jHydP70-oOpy038FEl5uMEmTfGzxQTp 8-4-0 15-4-0 22-4-0 _ 30-8-0 r 8-4-0 7-0-0 7-0-0 8-4-0 ' Scale = 1:50.5 4.00 12 4x6 = 4 11 I y a 3x8 = 2x3 II 5x6 VVB = 2x3 II 3x8 = 3x10 = 8-4-0 15-4-0 224-0 _ _ _ _ 30-8-0 8-4-0 7-0-0 7-0-0 84-0 Plate Offsets (X Y)— [1:0-0-10 Edge] [2:0-4-0 Edge], [6:0-4-0 Edge] [7:0-0-10 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 TIC 0.81 Vert(LL) 0.52 11-14 >710 240 MT20 244/190 TCDL 25.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.53 8-17 >698 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.15 7 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 134lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-9-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-9, 3-9 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=1687/0-8-0, 7=1687/0-8-0 Max Horz 1=-128(LC 10) Max Uplift 1=-1193(LC 12), 7=-1193(LC 12) FORCES. (lb) -Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-4155/4316, 3-4=-2811/2988, 4-5=-2811/2988, 5-7=-4155/4316 BOT CHORD 1-11=-3999/3877, 9-11=-3999/3877, 8-9=-3999/3877, 7-8=-3999/3877 WEBS 4-9=-1552/1168,5-9=-1439/1536,5-8=-557/348,3-9=-1439/1536,3-11=-557/348 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=31ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-13, Interior(1) 3-0-13 to 154-0, Exterior(2) 15-4-0 to 18-4-13, Interior(1) 18-4-13 to 30-8-0 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) this truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) =1193, 7=1193. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33010 Date: January 8,2020 ©WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing 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?PIt quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type pry Ply MISSIONARY FLIGHTS T19076168 76520 VA Valley 1 1 Job Reference o tional 3x4 8 2x3 11 d.asu s uec O ZUI V ml I ex mausmes, Inc. vvea San o iz:ui:46 zuzu rage i ID:S34PssVMlb_IISjGOCw8jHydP70-I0xjVlrZQ7WiSl?gnRBjoEaWB31 WZyrmpYF49zxQTn 23-11-15 4x6 = 3 7 5x6 = 23-11-15 23-11-15 11-11-15 Scale = 1:37.9 6 2x3 11 3x4 Plate Offsets (X,Y)— [7:0-3-0,0-3-0] 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 0.33 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 25.0 Lumber DOL 1.25 BC 6.43 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 80 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 23-11-15. (lb) - Max Horz 1=87(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 7=-130(LC 12), 6=-299(LC 12), 8=-299(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=580(LC 1), 6=723(LC 22), 8=723(LC 21) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-7=-365/218, 4-6=-591/368, 2-8=591/368 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 6=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-10-1,3 to 3-10-13, Interior(1) 3-10-13 to 11-11-15, Exterior(2) 11-11-15 to 14-11-15, Interior(1) 14-11-15 to 23-1-2 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except at --lb) 7=130,6=299,8=299. Joaquin Velez PE No.66182 N6Tek USA, Inc. FL Cart 6634 6984 Parke East Blvd. Tampa FL 33610 Date: January 8,2020 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek• I always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7, 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36810 Job Truss Truss Type Qty Ply MISSIONARY FLIGHTS T19076169 76520 VB Valley 1 1 Job Reference o tional i..,. rnrea ive a •no �n�n oe„e l Chambers Truss, Inc., Fort Pierce, FL �.� 0a � ' .. c..,..,.... �,.,,,..�.,., __' ............ .. ____ . _ _ . ID:S34PssVMlb_IISjGOCw8jHydP70-DbV5j5rBBReK3val K9fyKR7bUTOUIQgv2C_7GbzxQTm 8-11-15 17-11-15 B-11-15 B-11-15 Scale = 1:28.4 4x4 = 3 3x4 9 8 7 6 3x4 2x3 II 3x6 = 2x3 II 2x3 II 17-11-15 LOADING (psi) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC ;0.74 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 25.0 Lumber DOL 1.25 BC 10.38 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 10.09 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017,rrP12014 Matrix-S Weight: 60 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-11-15. (lb) - Max Horz 1=64(LC 11) Max Uplift All uplift 100 lb or less atjoint(s) 1, 5 except 6= 244(LC 12). 9=-244(LC 12) Max Grav All reactions 250lb or less atjoint(s) 1, 5, 7 except 6=593(LC 1), 9=593(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-6=-465/313, 2-9=465/313 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15f; B=45f; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0;10-13 to 3-10-13, Interior(1) 3-10-13 to 8-11-15, Exterior(2) 8-11-15 to 11-11-15, Interior(1) 11-11-15 to 17-1-2 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except Qt=lb) ' 6=244, 9=244. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 _ 6904 Parke East Blvd. Tampa FL 33610 Date: January 8,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M147473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see, ANSUTPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply FLIGHTS FMIbSSIONARY T19076170 76520 VC Valley 1 1 Reference (optional) unamoers Truss, inc., VORrlerce, rL 5-11-15 5-11-15 a.3:1u s uec o 2u,v MI I a,,Inaus,nes, no. vvea jan B 1z:u1:Du zu2u rage 1 ID: S34PssVMlb_IISjGOCw8jHydP70-hn3TwRspykm Bh39DusABtfglusiE1 t?3Hskgo 1 zxQTI 4x6 = 2 4 3x4 2x3 II 3x4 11-11-15 11-11-15 Scale = 1:18.9 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 25.0 LumberDOL 1.25 BC 0.47 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 Cade FBC2017/rP12014 Matrix-S Weight: 36 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=242/11-11-15, 3=242/11-11-15, 4=638/11-11-15 Max Horz 1=40(LC 11) Max Uplift 1=-95(LC 12), 3=-95(LC 12), 4=-211(LC 12) Max Grav 1=247(LC 21), 3=247(LC 22), 4=638(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-476/332 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-10-13 to 3-10-13, Interior(1) 3-10-13 to 5-11-15, Exterior(2) 5-11-15 to 8-11-15, Interior(1) 8-11-15 to 11-1-2 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except 0t=1b) 4=211. Joaquin Velez PE No.68182 &!iTek USA, Ina FL Cert 6634 . 6984 Parke East Blvd. Tampa FL 33610 Date: January 8,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is far an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job T uss Truss Type Qty Ply MISSIONARY FLIGHTS T19076171 76520 VD Valley 1 1 Job Reference (option a[ unamoers I russ, Inc., I-ort merce, rL ID:S34PssVMlb_IISjGOCw8jHydP70-9zdr8mtRj2u2J DkPSahQQsC3jG3PmLnCVWTEKUzxQTk 5-11-15 2-11-15 Scale = 1:11.1 3x6 = 4.00 12 2 I I 3x4 7::� 3x4 I 5-11-15 5-11-15 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/a n1a 999 MT20 2441190 TCDL 25.0 LumberDOL 1.25 BC 0.41 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 FBC2017/TPI2014 Matrix-P Weight: 16lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-11-15 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 1=231/5-11-15, 3=231/5-11-15 Max Horz 1=-16(LC 10) Max Uplift 1=-82(LC 12), 3=-82(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-322/321, 2-3=-322/321 BOT CHORD 1-3=-266/283 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconlcurrent 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 atjoint(s) 1, 3. j Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 8,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 1010312015 BEFORE USE. �t 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 parametersand properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANS11rP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 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. - -I- For 4 x 2 orientation, locate plates 0- 'lid' 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: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS C1-2 C2-3 WEBSec3� 4 O o O U U n- c7-s csa cs s OF BOTTOM CHORDS 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 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved �w MiTek® MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A., General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load defection. 11. Plate type, size, orientation and location dimensions _indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or pudins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSIITPI 1 Quality Criteria.